HomeMy WebLinkAbout917 W McFadden - Plan(E) SINGLE
FAMILY DWELLING
APN: 010-263-25
LOT 22
TR: 471
(E) DETACHED
GARAGE
310 SQ FT
PROPERTY LINE
50.00'
PROPERTY LINE
50.00'
PR
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12
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12
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"
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N 89° 42' 00" E
N 89° 42' 00" E
M C F A D D E N A V E
LEGAL DESCRIPTION
FLOOR AREA- EXTERIOR WALLS
INDEX TO PLANS
SCOPE OF WORK
VICINITY MAP
(E) SFD 1ST FLOOR ................................. 1307 SF
DETACHED GARAGE ............................... 310 SF
TOTAL......................................................... 1,617 SF
A0.0 PLOT PLAN/ LEGAL DESCRIPTION
A0.1 GREEN NOTES
A1.0 DEMO AND PROPOSED FLOOR PLAN
A2.0 ROOF PLAN
A3.0 ELEVATIONS
AD-1 ARCHITECTURAL DETAILS
AD-2 ARCHITECTURAL DETAILS
S-1 STRUCTURAL NOTES
S-2 STRUCTURAL NOTES
S-3 STRUCTURAL NOTES
S-4 STRUCTURAL NOTES
S-5 OBSERVATION FORM AND NOTES
S-6 WOOD FRAMING DETAILS
S-7 TYP WOOD FRAMING DETAILS
S-8 FOUNDATION PLAN
S-10 ROOF FRAMING PLAN
S-11 FOUNDATION DETAILS
S-13 ROOF FRAMING DETAILS
-MINOR INTERIOR REMODEL TO REMOVE
BEDROOM WALLS+ KITCHEN REMODEL
SITE ADDRESS: 917 W MCFADDEN AVE
SANTA ANA, CA 92707
LOT PARCEL: 6,277.00 SF
ASSESSOR PARCEL NO: 010-263-25
ZONE: R-2
TR:471
LOT: 22
TYPE OF CONSTRUCTION: V-B
OCCUPANCY: R-3/U
NUMBER OF STORIES: 1
GOVERNING CODES: APPROVAL OF THIS PROJECT
SHALL COMPLY WITH THE 2022 CALIFORNIA BUILDING
CODE, 2022 CALIFORNIA ELECTRICAL CODE, 2022
CALIFORNIA PLUMBING CODE, 2022 CALIFORNIA
MECHANICAL CODE, 2022 CALIFORNIA RESIDENTIAL
CODE, 2022 CALIFORNIA GREEN BUILDING
STANDARDS CODE AND CITY OF SANTA ANA
MUNICIPAL CODE REQUIREMENTS
OWNER'S INFO
-
NOTES:
1/20/2025
MVS DESIGN GROUP INC.
21200 OXNARD ST, #6783
WOODLAND HILLS, CA 91365
917 W. MCFADDEN
AVE.
SANTA ANA,
CA 92707
MINOR INTERIOR
REMODEL + KITCHEN
REMODEL TO (E)
SINGLE FAM
DWELLING
A0.0
1/4"=1'-0"
24-004
COVER SHEET/
PLOT PLAN
917 W. MCFADDEN AVE.
SANTA ANA,CA 92707
CONSULTANTS
GENERAL NOTES:
Bldg #101122581
APPROVALS:
PLNG - C. Santana
BLDG - CSG
PUBLIC WORKS - Y. Soto
A0.0 SITE PLAN
N/A N/A
A0.1 GRN 18R
A0.1 GRN 18R
A0.1 GRN 18R
N/A N/A
N/A N/A
N/A N/A
A0.0 GRN 14
A0.1 GRN 18R
A0.1 GRN 18R
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
A0.0 GRN 14
A0.0 GRN 14
A0.0 GRN 14
A0.0 GRN 14
A0.0 GRN 14
N/A N/A
A0.0 GRN 14
A0.0 GRN 14
A0.0 GRN 14
A0.0 GRN 14
A0.0 GRN 14
A0.0 GRN 14
A0.0 GRN 14
A0.0 GRN 14
S1.0 FDTN PLAN
A0.0 GRN 14
A1.0 FLOORPLAN
A0.0 GRN 14
1/20/2025
MVS DESIGN GROUP INC.
21200 OXNARD ST, #6783
WOODLAND HILLS, CA 91365
917 W. MCFADDEN
AVE.
SANTA ANA,
CA 92707
MINOR INTERIOR
REMODEL + KITCHEN
REMODEL TO (E)
SINGLE FAM
DWELLING
A0.1
1/4"=1'-0"
24-004
GREEN FORMS
1/20/2025
MVS DESIGN GROUP INC.
21200 OXNARD ST, #6783
WOODLAND HILLS, CA 91365
917 W. MCFADDEN
AVE.
SANTA ANA,
CA 92707
MINOR INTERIOR
REMODEL + KITCHEN
REMODEL TO (E)
SINGLE FAM
DWELLING
A1.0
1/4"=1'-0"
24-004
EXISTING AND
PROPOSED
FLOOR PLAN
1/20/2025
MVS DESIGN GROUP INC.
21200 OXNARD ST, #6783
WOODLAND HILLS, CA 91365
917 W. MCFADDEN
AVE.
SANTA ANA,
CA 92707
MINOR INTERIOR
REMODEL + KITCHEN
REMODEL TO (E)
SINGLE FAM
DWELLING
A2.0
1/4"=1'-0"
24-004
EXISTING ROOF
PLAN
1/20/2025
MVS DESIGN GROUP INC.
21200 OXNARD ST, #6783
WOODLAND HILLS, CA 91365
917 W. MCFADDEN
AVE.
SANTA ANA,
CA 92707
MINOR INTERIOR
REMODEL + KITCHEN
REMODEL TO (E)
SINGLE FAM
DWELLING
A3.0
1/4"=1'-0"
24-004
EXISTING
ELEVATIONS
1/20/2025
MVS DESIGN GROUP INC.
21200 OXNARD ST, #6783
WOODLAND HILLS, CA 91365
917 W. MCFADDEN
AVE.
SANTA ANA,
CA 92707
MINOR INTERIOR
REMODEL + KITCHEN
REMODEL TO (E)
SINGLE FAM
DWELLING
AD1.0
1/4"=1'-0"
24-004
ARCHITECTURAL
DETAILS
1/20/2025
MVS DESIGN GROUP INC.
21200 OXNARD ST, #6783
WOODLAND HILLS, CA 91365
917 W. MCFADDEN
AVE.
SANTA ANA,
CA 92707
MINOR INTERIOR
REMODEL + KITCHEN
REMODEL TO (E)
SINGLE FAM
DWELLING
AD2.0
1/4"=1'-0"
24-004
ARCHITECTURAL
DETAILS
II
D
II
n/a
95
+/- 0.18
1
ENVELOPE
JEFFREY T . TANGONAN
JBT ENGINEERING
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JEFFREY T . TANGONAN
JBT ENGINEERING
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STRUCTURAL - GENERAL NOTES
GENERAL REQUIREMENTS
GOVERNING CODE: THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE “CALIFORNIA
BUILDING CODE (CBC)”, 2022 EDITION, HEREAFTER REFERRED TO AS THE CBC, AS ADOPTED AND MODIFIED BY
THE COUNTY OF LOS ANGELES, UNDERSTOOD TO BE THE AUTHORITY HAVING JURISDICTION (AHJ).
REFERENCE STANDARDS: REFER TO CHAPTER 35 OF 2022 CBC. WHERE OTHER STANDINGS ARE NOTED IN THE
DRAWINGS, USE THE LATEST EDITION OF THE STANDARD UNLESS A SPECIFIC DATE IS INDICATED.
REFERENCE TO A SPECIFIC SECTION IN CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE
WITH THE ENTIRE STANDARD.
DEFINITIONS: THE FOLLOWING DEFINITIONS COVER THE MEANINGS OF CERTAIN TERMS USED IN THESE
NOTES:
·“ARCHITECT/ENGINEER” - THE ARCHITECT OF RECORD AND THE STRUCTURAL/CIVIL ENGINEER OF
RECORD.
·“STRUCTURAL/CIVIL ENGINEER OF RECORD” (SER) OR (EOR) - THE STRUCTURAL/CIVIL ENGINEER WHO IS
LICENSED TO STAMP & SIGN THE STRUCTURAL DOCUMENTS FOR THE PROJECT. THE SER IS
RESPONSIBLE FOR THE DESIGN OF THE PRIMARY STRUCTURAL SYSTEM.
·“SUBMIT FOR REVIEW” - SUBMIT TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO FABRICATION OR
CONSTRUCTION.
·“PER PLAN” - INDICATED REFERENCES TO THE STRUCTURAL PLANS, ELEVATIONS AND STRUCTURAL
GENERAL NOTES.
·“ENGINEER OF RECORD”(EOR) - A PROFESSIONAL ENGINEER (PE OR SE), LICENSED IN THE STATE WHERE
THE PROJECT IS LOCATED, (TYPICALLY THE SER). DOCUMENTS STAMPED AND SIGNED BY THE EOR
SHALL BE COMPLETED BY OR UNDER THE DIRECT SUPERVISION OF THE EOR.
·“BIDDER-DESIGNED” - COMPONENTS OF THE STRUCTURE THAT REQUIRE THE GENERA; CONTRACTOR,
SUBCONTRACTOR, OR SUPPLIER WHO IS RESPONSIBLE FOR THE DESIGN, FABRICATION AND
INSTALLATION OF SPECIALTY-ENGINEERED ELEMENTS IDENTIFIED IN THE CONTRACT DOCUMENTS TO
RETAIN THE SERVICES OF AN SSE. SUBMITTALS OF “BIDDER-DESIGNED” ELEMENTS SHALL BE STAMPED
AND SIGNED BY THE SSE.
SPECIFICATIONS: REFER TO THE PROJECT SPECIFICATIONS ISSUED AS PART OF THE CONTRACT DOCUMENTS
FOR INFORMATION SUPPLEMENTAL TO THESE DRAWINGS
OTHER DRAWINGS: REFER TO THE ARCHITECTURAL, MECHANICAL. ELECTRICAL, CIVIL, AND PLUMBING
DRAWINGS FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS,
SLOPES, DOOR AND WINDOW OPENINGS, NON-BEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING,
RAILINGS, ELEVATORS, CURBS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, AND OTHER NON-STRUCTURAL
ITEMS.
STRUCTURAL DETAILS: THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND
EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. USE ENTIRE DETAIL
SHEETS AND SPECIFIC DETAILS REFERENCED IN THE PLANS AS “TYPICAL” WHEREVER THEY APPLY.
SIMILARLY, USE DETAILS ON ENTIRE SHEETS WITH “TYPICAL' IN THE SAME NAME WHEREVER THEY APPLY.
STRUCTURAL RESPONSIBILITIES: THE STRUCTURAL/CIVIL ENGINEER IS RESPONSIBLE FOR THEIR STRENGTH
AND STABILITY OF THE PRIMARY STRUCTURE IN ITS COMPLETED FORM.
COORDINATION: THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE
WORK; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING
FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND
SECURE MANNER.
PRE-CONSTRUCTION MEETINGS: THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING PRE-CONSTRUCTION
MEETINGS PRIOR TO COMMENCING WORK. PRE-CON MEETINGS, SCHEDULED APPROXIMATELY TWO WEEKS
PRIOR FROM THE START OF THE RELEVANT WORK, ARE REQUIRED FOR THE FOLLOWING PHASES OF
CONSTRUCTION: POST-TENSIONED SLABS, STRUCTURAL STEEL AND CONCRETE. ATTENDEES FOR
PRE-CONSTRUCTION MEETING ARE TO INCLUDE CONTRACTOR, RELEVANT SUBCONTRACTORS,
FABRICATORS, INSPECTORS, ARCHITECT/ENGINEER, AND REPRESENTATIVE OF THE AUTHORITY HAVING
JURISDICTION WHERE REQUIRED. MEETING AGENDAS ARE TO INCLUDE REVIEW OF THE WORK SCOPE,
PROJECT SCHEDULE RELEVANT TO THE WORK, CONTACT INFORMATION OF RESPONSIBLE PARTIES,
INSPECTION POINTS, REVIEW OF MATERIALS AD ANY SPECIAL CASES OR ISSUES, PROCEDURES FOR
CLARIFICATIONS IF REQUIRED, TESTING AND ACCEPTANCE, ETC.
MEANS, METHODS AND SAFETY REQUIREMENTS: THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND
METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH
(DEPARTMENT OF OCCUPATIONAL SAFETY AND HEALTH). CONTRACTOR IS RESPONSIBLE TO ADHERE TO
OSHA REGULATIONS. BOLTING AND FIELD WELDING AT ALL MEMBER CONNECTIONS IS TO BE COMPLETED
PRIOR TO THE RELEASE OF THE MEMBER FROM THE HOISTING MECHANISM UNLESS REVIEWED AND
APPROVED BY THE GENERAL CONTRACTOR'S TEMPORARY BRACING AND SHORING DESIGN ENGINEER.
BRACING/SHORING DESIGN ENGINEER: THE CONTRACTOR SHALL AT HIS DISCRETION EMPLOY AN SSE, A
REGISTERED PROFESSIONAL ENGINEER FOR THE DESIGN OF ANY TEMPORARY BRACING AND SHORING.
TEMPORARY SHORING, BRACING: THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF
THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE SHORING, BRACING AND OTHER ELEMENTS
REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETE. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE
REQUIREMENTS FOR EXECUTING IT PROPERLY.
CONSTRUCTION LOADS: LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN
LOADS AS NOTED IN THE DESIGN CRITERIA & LOADS BELOW OR THE CAPACITY OF PARTIALLY COMPLETED
CONSTRUCTION AS DETERMINED BY THE CONTRACTOR'S SSE FOR BRACING/SHORING.
CHANGES IN LOADING: THE CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE SER OF ANY
ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT
DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS
(ARCHITECTURAL/STRUCTURAL/MECHANICAL/ELECTRICAL OR PLUMBING DRAWINGS). PROVIDE
DOCUMENTATION OF LOCATION, LOAD, SIZE AND ANCHORAGE OF ALL UNDOCUMENTED LEADS IN EXCESS OF
400 POUNDS. PROVIDE MARKED-UP STRUCTURAL PLAN INDICATING LOCATIONS OF ANY NEW EQUIPMENT OR
LOADS. SUBMIT PLANS TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO INSTALLATION.
NOTE PRIORITIES: PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS
AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES.
DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS,
PLANS/DETAILS OR REFERENCE STANDARDS, THE ARCHITECT/ENGINEER SHALL DETERMINE WHICH SHALL
GOVERN. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE
PROCEEDING WITH THE WORK. SHOULD ANY DISCREPANCY BE FOUND IN THE CONTRACT DOCUMENTS, THE
CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE WAY OF
COMPLETING WORK, UNLESS PRIOR TO THE SUBMISSION OF THE PRICE, THE CONTRACTOR ASKS FOR A
DECISION FROM THE ARCHITECT AS TO WHICH SHALL GOVERN. ACCORDINGLY, ANY CONFLICT BETWEEN THE
CONTRACT DOCUMENTS SHALL NOT BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE.
SITE VERIFICATION: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE.
CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION
OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK.
ADJACENT UTILITIES: THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND
UTILITIES PRIOR TO EARTHWORK FOUNDATIONS, SHORING, AND EXCAVATION. ANY UTILITY INFORMATION
SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE.
ALTERNATES: ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAY
BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION (PROPER TEST REPORT, ETC.) TO THE
ARCHITECT/ENGINEER FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE
TECHNICAL DOCUMENTATION OR THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENTS OF MATERIALS
SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL EFFORT TO
REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER.
MAIN WIND FORCE RESISTING SYSTEM
Ultimate Design Wind Speed, VULT (MPH)
Exposure Category
Internal Pressure Coefficient
Topographic Factor
Wind Analysis Procedure Used:
COMPONENT & CLADDING PRESSURES FOR DESIGN
Wall Cladding, Typical Zone
Wall Cladding, Edge Zone within 20 ft. of corners
Roof Cladding, Middle Zone
Roof Cladding, Edge Zone within 20 ft. of edge
Roof Cladding, Corner Zone within 20 ft. of corners
Cpi =
Kzt =
DESIGN CRITERIA
Risk Category of Building per 2022 CBC Table 1604.5 =
Site Classification per CBC 1613.3.2 & ASCE 7-16, CH. 20
Site Class =
Seismic Design Category:
Seismic Importance Factor per ASCE 7-16 Table 1.5-2
Spectral Response Acceleration (Short Period)
Spectral Response Acceleration (1-Second Period)
Spectral Design Response Coefficient (Short Period)
Spectral Design Response Coefficient (1-Second Period)
SDC =
IE =
SS =
S1 =
SDS =
SD1 =
SEISMIC FORCE RESISTING SYSTEMS:
Light-frame (wood) sheathed with wood structural panels
rated for shear resistance (Wood Shearwalls)
Response Modification Factor
System Overstrength Factor
Deflection Amplification Factor
Seismic Response Coefficient
Redundancy Factor
R =
Ω =
Cd =
Cs =
ρ =
Special Reinforced Concrete Shearwalls
R =
Ω =
Cd =
Cs =
ρ =
Response Modification Factor
System Overstrength Factor
Deflection Amplification Factor
Seismic Response Coefficient
Redundancy Factor
6.5
2.5
4
1.3
5
2.5
5
1.3
SEIMIC DESIGN:
DL (PSF)
DESIGN DEAD & LIVE LOADS
INSPECTIONS, QUALITY ASSURANCE, VERIFICATIONS AND TEST REQ's
INSPECTIONS: FOUNDATIONS, FOOTINGS, UNDER SLAB SYSTEMS AND FRAMING ARE SUBJECT TO INSPECTION
BY THE BUILDING OFFICIAL IN ACCORDANCE WITH CBC 110.3. CONTRACTOR SHALL COORDINATE ALL
REQUIRED INSPECTIONS WITH THE BUILDING OFFICIAL.
SPECIAL INSPECTIONS, VERIFICATIONS AND TESTS: SPECIAL INSPECTION, VERIFICATIONS AND TESTING SHALL
BE DONE IN ACCORDANCE WITH CBC CHAPTER 17 AND THE STATEMENT OF SPECIAL INSPECTIONS HEREIN
PER CBC SECTIONS 1704 AND 1705, INCLUDING 1705.11 FOR SEISMIC RESISTANCE FOR PROJECTS IN
SEISMIC DESIGN CATEGORIES C , D, E AND F AS APPLICABLE.
SPECIAL INSPECTION AGENCY AND SPECIAL INSPECTORS: OWNER SHALL RETAIN AN “APPROVED AGENCY” PER
CBC 1703 TO PROVIDE SPECIAL INSPECTIONS FOR THE PROJECT, SPECIAL INSPECTORS SHALL BE
QUALIFIED PERSONS PER CBC 1704.2.1.
STATEMENT OF SPECIAL INSPECTIONS: SPECIAL INSPECTIONS AND TESTING PER CBC SECTIONS 1704 AND 1705
ARE REQUIRED FOR THE FOLLOWING:
FABRICATION SHOP INSPECTION: WHERE OFF-SITE FABRICATION OF GRAVITY LOAD BEARING MEMBERS
& ASSEMBLIES IS PERFORMED, SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR COMPLIES
WITH CBC 1704.2.
SOILS & FOUNDATION CONSTRUCTION PER CBC SECTION 1705.6
·PERIODIC INSPECTION OF SOILS EARTHWORK PER TABLE 1705.6 IS REQUIRED FOR:
o FOOTING SOIL BEARING SURFACED PRIOR TO PLACING ANY REINFORCING STEEL
o EXCAVATION DEPTH AND BEARING LAYER PRIOR TO PLACING ANY REINFORCING
STEEL.
o COMPACTED FILL MATERIAL CLASSIFICATION
o SUBGRADE PREPARATION PRIOR TO FILLING
·CONTINUOUS INSPECTION PER TABLE 1705.6 IS REQUIRED FOR:
o FILLING OPERATIONS TO SATISFY REQUIREMENTS OF CBC TABLE 1705.6 AND THE
GEOTECHNICAL REPORT LISTED UNDER SOILS AND FOUNDATIONS SECTION
o COMPACTED FILL DENSITY TESTING OF EACH LIFT THICKNESS AND MATERIAL
CLASSIFICATION
CONCRETE CONSTRUCTION PER CBC SECTION 1705.3 AND TABLE 1705.3 INCLUDING:
·PERIODIC INSPECTION REQUIRED FOR:
o SIZE AND PLACEMENT OF ALL REINFORCING STEEL AND PT TENDONS PRIOR TO THE
POUR
o PLACEMENT CLEARANCES AROUND REINFORCING STEEL AND PT TENDONS AT
EMBEDDED CONDUIT
o PLACING AND SIZE OF CAST-IN-PLACE BOLTS AND EMBEDDED FABRICATIONS PRIOR
TO THE POUR
o SHAPE, LOCATION AND DIMENSIONS OD MEMBERS FORMED
o USE OF THE REQUIRED DESIGN CONCRETE MIX
o MAINTENANCE OF SPECIFIC CURING TEMPERATURE AND TECHNIQUES
o VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO REMOVAL OF SHORES AND
FORMS FROM BEAMS AND STRUCTURAL SLABS
o VERIFICATION OF IN-SITU CONCRETE STRENGTH TO STRESSING OF PT TENDONS
·CONTINUOUS INSPECTION REQUIRED DURING THE
o PLACING OF REINFORCED CONCRETE FOR PROPER APPLICATION TECHNIQUES
o PLACING CONCRETE AROUND CAST-IN-PLACE BOLTS AND EMBEDS
o SAMPLING OF FRESH CONCRETE
o DETERMINATIONS OF SLUMP, AIR CONTENT AND TEMPERATURE
o GROUTING OPERATION OF POST-INSTALLED BOLTS AND EMBEDS
o PT TENDON STRESSING
SHOTCRETE CONSTRUCTION: PER CBC 1910 INCLUDING:
·CONTINUOUS INSPECTION REQUIRED DURING THE:
o SHOTCRETE PLACEMENT FOR THE PRECONSTRUCTION TEST PANEL (IF REQUIRED BY
THE AHJ OR THE EOR)
o TAKING OF CORE SPECIMENS FOR CONSTRUCTION SPECIMENS
o PLACING OF ALL PRODUCTION SHOTCRETE
STRUCTURAL MASONRY PER CBC SECTION 1705.4 AND 1705.12
LEVEL A - MASONRY CONSTRUCTION PER TMS 402-11/ACI 530-11/ASCE 6-11 SECTION 1.19.1:
·PERIODIC INSPECTION REQUIRED FOR:
o SIZE, GRADE, PLACEMENT AND TYPE OF REINFORCING STEEL AND CONNECTORS
o PROPORTIONS OF SITE-PREPARED MORTAR
o PROTECTION OF MASONRY DURING COLD WEATHER (TEMP. BELOW 40 DEGREES F)
o PROTECTION OF MASONRY DURING HOT WEATHER (TEMP ABOVE 90 DEGREES F)
o COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE CONSTRUCTION
DOCUMENTS AND THE APPROVED SUBMITTALS
STRUCTURAL STEEL PER CBC 1704.2.5.1
A QUALIFIED SPECIAL INSPECTOR OF AN “APPROVED AGENCY” PROVIDING QUALITY
ASSURANCE (QA) SPECIAL INSPECTIONS FOR THE PROJECT SHALL REVIEW AND CONFIRM THE
FABRICATOR AND ERECTOR'S QUALITY CONTROL (QC) PROCEDURES FOR
COMPLETENESS AND ADEQUACY RELATIVE TO AISC 360-10 CHAPTER N, THE AISC 303 CODE OF
STANDARD PRACTICE, AWS D1.1-2010 STRUCTURAL WELDING CODE AND CURRENT CBC CODE
REQUIREMENTS FOR THE FABRICATOR'S SCOPE WORK
o QA AGENCY PROVIDING SPECIAL INSPECTION AND NONDESTRUCTIVE TESTING NDT PER
AISC 360-10 SECTION N4
o VERIFY FABRICATOR AND ERECTOR QUALITY CONTROL PROGRAM PER AISC 360-10
SECTION N2
o VISUAL WELDING INSPECTION OF WELDS BY BOTH QC AND QA PERSONNEL SHALL BE PER
TABLED LISTED IN AISC 360 SECTION N5
o INSPECTION TASKS FOR WELDING
§PRIOR TO WELDING PER AISC 360-10 TABLE N5.4-1
§DURING WELDING PER AISC 360-10 TABLE N5.4-2
§AFTER WELDING PER AISC 360-10 TABLE N5.4-3
o NONDESTRUCTIVE TESTING (NDT) OF WELDS:
§NON-DESTRUCTIVE WELDING (NDT) OF WELDED JOINTS PER AISC 360-10 N.5
§RISK CATEGORY FOR DETERMINATION OF EXTENT OF NDT PER AISC 360 N5.5B IS NOTED IN
THE DESIGN CRITERIA AND LOADS SECTION OF THESE GENERAL REQUIREMENTS
§NDT PERFORMED SHALL BE DOCUMENTED AND REPORTS SHALL} IDENTIFY THE TESTED
WELD PIECE MARK AND LOCATION IN THE PIECE
§FOR FIELD WORK, THE NDT REPORT SHALL IDENTIFY THE TESTED WELD BY LOCATION IN
THE STRUCTURE, PIECE MARK AND LOCATION IN THE PIECE
§FOR FIELD WORK, THE NDT REPORT SHALL IDENTIFY THE TESTED WELD BY LOCATION IN
THE STRUCTURE, PIECE MARK AND LOCATION IN THE PIECE
o INSPECTION TASKS FOR BOLTING PER AISC 360-10 SECTION N5.6
§PRIOR TO BOLTING PER AISC 360-10 TABLE N5.6-1 (NOT REQUIRED FOR SNUG-TIGHT
JOINTS)
§DURING BOLTING PER AISC 360-10 TABLE N5.6-2 (NOT REQUIRED FOR SNUG-TIGHT JOINTS)
§AFTER BOLTING PER AISC 360-10 TABLE N5.6-3
o ADDITIONAL INSPECTION TASKS PER AISC 360-10 SECTION N5.7
o INSPECTION FOR COMPOSITE CONSTRUCTION SHALL BE DONE PER AISC 360-10 SECTION N6
LL (PSF)AREAOCCUPANCY OR USE
Residential
Uninhabitable attics without storage
Uninhabitable attics with storage
Private Rooms and Corridors serving them
Balcony and Decks
Roofs
Ordinary flat, pitched, and curved roofs
Stair and exitway ways
One- and two-family dwellings only
Misc.
Handrails and guardrails
25 60
15 20
15
15
20 40
10
20
20 40
50 plf /
200 lbs30
Exterior walls
Interior walls
WOOD-FRAMED WALLS 19
14
(1) Top rail shall be designed to resist 50 PLF line load or 200 ib point load applied in any direction at any point.
Intermediate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a
horizontally applied normal load of 50 LB on an area not to exceed 1 ft square. These three loads are to be
considered separately with worst case used for design.
(2) Place 300lb concentrated load over 2”x2” area at any point to produce maximum stress. Area load and concentrated
load are to be considered separately with worst case used for design
(3) Need not apply concurrently with other handrail and guardrail loads; applied over not more than 1 square foot
(4) Apply concentrated wheel load over 4.5”x4.5” square area
WIND DESIGN:
OCCUPANCY
WOOD CONSTRUCTION PER CBC SECTION 1705.5 & 1705.11.2:
·PERIODIC INSPECTION REQUIRED FOR VERIFICATION OF:
O SHEAR WALLS: ANCHOR BOLTS, HOLD DOWNS (HD) AND CONTINUOUS ROD TIE-DOWN SYSTEMS (TDS)
INCLUDING SQUASH BLOCKS, LPT SHEAR CONNECTORS, STRAP CONNECTORS, BOUNDARY EDGE NAILING,
PLATE NAILING, AND PANEL EDGE SHEAR NAILING FOR SIZE & SPACING WHERE FASTENER SPACING OF THE
SHEATHING IS 4 INCHES OR LESS.
O DIAPHRAGMS: BLOCKING, STRAP CONNECTIONS, BOUNDARY EDGE AND PANEL SHEAR NAILING SIZE &
SPACING WHERE FASTENER SPACING OF THE SHEATHING IS 4 INCHES OR LESS
O MOISTURE CONTENT OF WOOD STUDS, PLATES, BEAMS AND JOISTS
O PROPER BOTTOM PLATES SIZES (2X AND 3X) AND PLATE WASHERS
O ROOF TRUSS 'HURRICANE' CLIPS.
POST-INSTALLED ANCHORS TO CONCRETE AND MASONRY: SHALL COMPLY WITH CBC SECTION 1703. INSPECTIONS
SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH IN THE APPROVED ICC EVALUATION REPORT AND AS
INDICATED BY THE DESIGN REQUIREMENTS SPECIFIED ON THE DRAWINGS. REFER TO THE POST INSTALLED ANCHORS
SECTION OF THESE NOTES FOR ANCHORS THAT ARE THE BASIS OF THE DESIGN. SPECIAL INSPECTOR SHALL VERIFY
ANCHORS ARE AS SPECIFIED IN THE POST INSTALLED ANCHORS SECTION OF THESE NOTES OR AS OTHERWISE SPECIFIED
ON THE DRAWINGS. SUBSTITUTIONS REQUIRE APPROVAL BY THE SER AND REQUIRE SUBSTANTIATING CALCULATIONS
AND CURRENT 2012 IBC RECOGNIZED ICC EVALUATION SERVICES (ES) REPORT. SPECIAL INSPECTOR SHALL DOCUMENT IN
THEIR SPECIAL INSPECTION REPORT COMPLIANCE WITH EACH OF THE ELEMENTS REQUIRED WITHIN THE APPLICABLE ICC
EVALUATION SERVICES (ES) REPORT
INSPECTION SUBMITTALS: SPECIAL INSPECTION REPORTS SHALL BE PROVIDED ON A WEEKLY BASIS. FINAL SPECIAL
INSPECTION REPORTS WILL BE REQUIRED BY EACH SPECIAL INSPECTION FIRM PER CBC 1704.2.4. SUBMIT COPIES OF ALL
INSPECTION REPORTS TO THE ARCHITECT/ENGINEER AND THE AUTHORITY HAVING JURISDICTION FOR REVIEW
STRUCTURAL OBSERVATION: STRUCTURAL OBSERVATION SHALL BE PROVIDED FOR STRUCTURES CLASSIFIED AS SEISMIC
DESIGN CATEGORY D, E AND F IN ACCORDANCE WITH CBC SECTION 1704.5 AND SECTION 107.3.4. STRUCTURAL
OBSERVATION SITE VISITS WILL BE AS FOLLOWS: PRIOR TO FIRST FOUNDATION POUR, DURING SHEAR WALL
CONSTRUCTION, PRIOR TO EACH UNIQUE ELEVATED SLAB POUR , PRIOR TO THE FIRST MILD REINFORCED SLAB, PRIOR
RO THE FIRST POST-TENSIONED SLAB AND SEVERAL PERIODIC VISITS THEREAFTER, PERIODICALLY DURING FLOOR AND
ROOF FRAMING AND AFTER ROOF DIAPHRAGM IS COMPLETE PRIOR TO ROOFING
CONTRACTOR RESPONSIBILITY: PRIOR TO ISSUANCE OF THE BUILDING PERMIT, THE CONTRACTOR IS REQUIRED
TO PROVIDE THE AUTHORITY HAVING JURISDICTION A SIGNED, WRITTEN ACKNOWLEDGEMENT OF THE
CONTRACTOR'S RESPONSIBILITIES ASSOCIATED WITH THE ABOVE SATEMENT OF SPECIAL INSPECTIONS
ADDRESSING THE REQUIREMENTS IN CBC SECTION 1704.4 CONTRACTOR IS REFERRED TO CBC SECTIONS
1705.11.5 AND 1705.11.6 FOR ARCHITECTURAL AND MEP BUILDING SYSTEMS THAT MAY BE SUBJECT TO
ADDITIONAL INSPECTIONS (BASED ON THE BUILDING'S DESIGNATED SEISMIC DESIGN CATEGORY LISTED IN THE
CRITERIA), INCLUDING ANCHORAGE OF HVAC DUCTWORK CONTAINING HAZARDOUS MATERIALS, PIPING
SYSTEMS AND MECHANICAL UNITS CONTAINING FLAMMABLE, COMBUSTIBLE OR HIGHLY TOXIC MATERIALS,
ELECTRICAL EQUIPMENT USED FOR EMERGENCY OR STANDBY POWER, EXTERIOR WALL PANELS AND
SUSPENDED CEILING SYSTEMS.
PREFABRICATED CONSTRUCTION: ALL PREFABRICATED CONSTRUCTION SHALL CONFORM TO CBC SECTION 1703.
SPECIAL INSPECTIONS (CBC 1705):
SPECIAL INSPECTION SHALL BE COMPLETED BY A DEPUTY INSPECTOR
LICENSED AND REGISTERED WITH THE GOVERNING BUILDING DEPT.
CONCRETE OVER 2500 PSI
ANCHORS INSTALLED IN CONCRETE
DRIVEN DEEP FOUNDATIONS
SMOKE CONTROL SYSTEM
OTHER
SHOTCRETE
P
P
P
C
C
C
C
P
P/C
C
C
C
P/C
* C: CONTINUOUS P: PERIODIC
CBC 1705.3
POST INSTALLED ANCHORS / EPOXY
CBC TABLE 1705.3
CBC TABLE 1705.3
CBC TABLE 1705.3
REINFORCING STEEL AND STEEL TENDONS CBC TABLE 1705.3
STRUCTURAL STEEL
STRUCTURAL STEEL WELDING
CBC 1705.2 , 1705.12.1
CBC 1705.2
HIGH STRENGTH BOLTING CBC 1705.2
MASONRY CONSTRUCTION CBC 1705.4
HIGH-LOAD DIAPHRAGMS CBC 1705.5.1
WOOD CONSTRUCTION CBC 1705.5, 1705.11.1
COLD-FORMED STEEL CBC 1705.11.2
CBC TABLE 1705.7
SPRAY-APPLIED FIRE RESISTIVE MATERIALS
SOILS CBC TABLE 1705.6
CBC TABLE 1705.14
CBC TABLE 1705.18
REMARKSITEMSCODE REFERENCE TYPE
SPECIAL INSPECTIONS
SEE ALSO ICC APPROVAL
SEE SOILS REPORT
P/C
P/C
P
SCOPE OF WORK
PROJECT TEAM
OWNER
ARCHITECT
CIVIL
ENGINEER
GEO
ENGINEER
INTERIOR REMODEL OF SFD
SURVEYOR
APPLICABLE BUILDING CODES
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA RESIDENTIAL CODE
2022 CALIFORNIA ELECTRIC CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA GREEN BUILDING STANDARDS
AMENDMENTS PER LOCAL CITY ORDINANCE
AMERICAN INSITUTE OF STEEL CONSTRUCTION, LATEST ADOPTED EDITION
NDS WOOD DESIGN MANUAL, LATEST ADOPTED EDITION
ASCE-7, LATEST ADOPTED EDITION
AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS
ACI: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND
COMMENTARY
2022 CBC
2022 CRC
2022 CEC
2022 CPC
2022 CMC
2022 CFC
CALGreen
AISC
NDS, NDS SUPPLEMENT,
SDPWS
ASCE7-16
ACI 318-19
AISC 341-16 S1
STRUCTURAL
NOTES
JEFFREY T . TANGONAN
JBT ENGINEERING
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S-10
ROOF FRAMING
PLAN
LEGEND
TYP. HEADER DEATIL
-L =MIN. LENGTH OF SHEAR WALL
S7
2
4x4 DF-L No.2 POST
GENERAL NOTES
1. PRIOR TO START OF CONSTRUCTION, ALL DIMENSIONS AND
ELEVATIONS MUST BE VERIFIED WITH THE APPROVED SET OF
ARCHITECTURAL DRAWINGS. IN CASE OF DISCREPANCIES,
THE ENGINEER OF RECORD MUST BE NOTIFIED IN WRITING.
2. PRIOR TO BIDDING, THE GENERAL CONTRACTOR MUST
REVIEW THE STRUCTURAL PLANS THOROUGHLY FOR ALL
THE INFORMATION NEEDED TO PROVIDE AN ACCURATE BID.
IF THERE ARE ANY MISSING DETAILS OR INFORMATION THAT
WOULD IMPACT THE COST OF THE PROJECT, THE GENERAL
CONTRACTOR MUST NOTIFY THE ENGINEER OF RECORD IN
WRITING
FLOOR FRAMING NOTES:
1. FLOOR JOISTS/DECK JOISTS SHALL BE SPACED AT 16" O.C.
UNLESS NOTED OTHERWISE ON PLANS.
2. LARGER COLUMN SHALL GOVERN WHEN SIZES CONFLICT
BETWEEN HOLD DOWN SCHEDULE AND COLUMN SCHEDULE.
3. FOLLOWING WALLS SHALL BE CONSTRUCTED USING 2x6 DF-L
NO. 2 @ 16" O.C. U.N.O. ON PLANS:
- PLUMBING WALLS ONLY
4. ALL OTHER STUD WALLS SHALL BE CONSTRUCTED WITH 2x4
DF-L NO. 2 @ 16" O.C. U.N.O. ON PLANS
AND NOT SPECIFICALLY IDENTIFIED IN NOTE 3 ABOVE.
5. IF ANY DISCREPANCIES IN MEMBER SIZES OCCUR, LARGER
SIZE SHALL GOVERN.
6. ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES.
7. NON LABELED HEADERS SHALL BE PER HEADER SCHEDULE
ON SHEET S-7 U.N.O. ON PLANS.
8. CONTRACTOR SHALL PLACE DOUBLE FLOOR JOISTS WHERE
NON-LOAD BEARING WALL STANDS ABOVE, WHERE
APPLICABLE.
13. FOR ALL SIMPSON 'CMST' STRAPS REFER TO LA CITY
RESEARCH REPORT NUMBER (LARR 25173)
14. ALL SAWN LUMBER BEAMS SHALL BE MIN. DF-L NO.1
15. ROOF SHEATHING EVERYWHERE SHALL BE:
*SEE DIAPHRAGM DETAIL ON S-6 W/1/2" UNBLOCKED
16. ALL FILL MATERIALS FOR STEEL BEAMS NEED TO BE DF-L
NO.1 W/ MOISTURE CONTENT < 10%
17. HOLD-DOWN CONNECTOR BOLTS SHALL BE INSPECTED
BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE
PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE
TONGUE AND GROOVE OR BLOCKED PANEL EDGES.
PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.8(1).
18. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE
COMMON NAILS OR GALVANIZED BOX.
19. ALL BOLT HOLES SHALL BE DRILLED 1
32" TO 1
16" OVERSIZED.
20. HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR
TO FOUNDATION INSPECTION.
LATERAL LOAD RESISTING SYSTEM DESIGN (CONT.)
SHEARWALL SCHEDULE
Type Sheathing/ Nailing Grade A35/LTP4
Spacing (in)16d Nail Spacing (in)1/4" SDS LAG
Spacing (in)
5/8" Anchor Bolt
Spacing (in)
Resistance
(plf)
Type A 15/32" w/8d nails @6-6-12 Structural I 22.0 8.0 14.0 48.0 440
Type B 15/32" w/10d nails @6-6-12 Structural I 18.0 6.0 11.0 48.0 540
Type C 15/32" w/10d nails @4-4-125 Structural I 12.0 4.0 7.0 32.0 810
Type D 15/32" w/10d nails @3-3-125 Structural I 9.0 3.0 5.0 25.0 1060
Type E 15/32" w/10d nails @2-2-125 Structural I 7.0 2.0 4.0 19.0 1390
Type F Double Sided 15/32" w/10d nails @3-3-124,5,8 Structural I 4.0 n/a 3.0 12.0 2100
Type G Double Sided 15/32" w/10d nails @2-2-124,5,8 Structural I 3.0 n/a 2.0 11.0 2750
Notes:
1. Lumber shall be DF-L with Specific Gravity of 0.50 min. All panel edges shall be fastened to 2-inch nominal or wider framing.
2. Framing members receiving edge nailing from abutting panels shall not be less than a single 3x stud or wider nominal. All wood structural panel joint and sill plate nailing shall be staggered at all panel edges. Nails shall be placed not less than 1/2"
edge distance from the panel edges and 3/8" from the edge of the connecting members.
3. Min two bolts per piece of sill plate and one located within 12" of each end of each sill plate. Placement of lag bolts: Min edge distance shall be (1.5)(bolt diameter); Min end distance shall be (7)(bolt diameter), Min spacing shall be (4)(bolt
diameter). Edge distances, end distances and spacing shall be sufficient to prevent splitting of wood. If splitting occurs, notify the engineer for an alternate product.
4. Type F and G shearwalls shall have plywood installed on both sides. Install A35/LTP4 staggered on both sides. Blocking and studs at panel edges shall be min 3x in thickness.
5. Type D, E, F, G shearwalls shall have min. 3x studs at panel edges. Special Inspection Required.
6. Plywood Panels may be either OSB, 3 ply, 4 ply or 5 ply plywood, unless specifically identified otherwise on plans.
7. For A35 and LTP4, use (12) 8dx1 1/2" nails.
8. Spacing for A35 and LTP4 may be reduced to max 16" oc if additional A35 and LTP4 are installed along same S/W line to meet the min qty required for the identified spacing multiplied by S/W length. Also, Spacing of A35 and LTP4 may be doubled if
placed on both sides of shearwall.
Scale: 1/4" = 1'
ROOF FRAMING
(N) 2X STUD WALLS
EX
H
D
R
EX 2X STUD WALLS
EX RR
EX CJ
(N) RR
(N) CJ
1
S13
CB-1 3.5X11.875
PARALLAM PSL 2.0E
STUD WALL CONSTRUCTION TABLE
LEVEL WALL
HEIGHT EXTERIOR INTERIOR LOAD BEARING INTERIOR PARTITION
4" WALL 6" WALL
1st Floor 8'-0"2x4 @ 16" O.C. 2x4 @ 16" O.C. 2x6 @ 16" O.C. 2x4 @ 16" O.C.
NOTES:
1. ALL STUDS SHALL BE DF-L NO.2
2. SIZE INDICATED IS MINIMUM REQUIRED. CONTRACTOR SHALL VERIFY STUD SIZE WITH ENERGY
CALCULATIONS (T24). LARGER SIZE SHALL GOVERN.
3. ALL NEW EXTERIOR WALLS SHALL BE SHEATHED WITH 1/2" THICK OSB OR PLYWOOD SHEATHING
WHERE SHEARWALLS ARE NOT REQUIRED.
* ENGINEER OF RECORD MAY REMOVE THIS REQUIREMENT UPON PROPERTY OWNER'S REQUEST AND
WRITTEN APPROVAL FROM ENGINEER.
4. 3x STUDS MAY BE REQUIRED BASED ON SHEARWALL TYPE. SEE NOTES ON DETAIL 2/S-6
EX CEILING JOIST
TO REMAIN
DEMO WALL
EX CEILING JOIST
TO REMAIN
EX ROOF RAFTERS
TO REMAIN
EX ROOF RAFTERS
TO REMAIN
EX
R
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TO
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EX
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N
G
J
O
I
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T
TO
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N
EX
R
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B
O
A
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D
TO
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EX RIDGE BOARD
TO REMAIN
EX
H
D
R
EX
H
D
R
EX
H
D
R
EX
H
D
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EX HDR
EX HDR
4X4 DF-L No.2 W/
SIMPSON ECC
4X4 DF-L No.2 W/
SIMPSON ECC
JEFFREY T . TANGONAN
JBT ENGINEERING
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1 SCALE:1"=1'-0"
S-11
FOUNDATION
DETAILS
PER PLAN
3"
C
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(T
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P
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)
6"
MI
N
18
"
M
I
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INTERIOR PAD FOOTING
E.N. E.N.F.N.F.N.
ADD JOIST OR BLKING
@ POST PENETRATION
ON 4 SIDES (TYP.)PLYWOOD
SHEATHING PER
PLAN
JOIST PER PLAN
P.T. 4x4 POST
SIMPSON CB-COLUMN BASE
REINF. PER PLAN
2x JOIST BLKING
@ 48" O.C.
JEFFREY T . TANGONAN
JBT ENGINEERING
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S-13
ROOF FRAMING
DETAILS
1 TYPICAL SHEAR TRANSFER
SCALE:1"=1'-0"2 3 4
5
9 10 11 12
SCALE:1"=1'-0"SCALE:1"=1'-0"SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"SCALE:1"=1'-0"SCALE:1"=1'-0"SCALE:1"=1'-0"
6 SCALE:1"=1'-0"7 SCALE:1"=1'-0"8 SCALE:1"=1'-0"
F.N.
PLYWOOD SHEATHING
PER PLAN
JOIST PER PLAN
JOIST HANGER PER
SCHED.
JOIST AND HANGER
(WHERE OCCURS)
(N) RAFTER PER PLAN
(N) RAFTER
2X SLEEPER
MST48 @ 48" O/C
(N) SHEATHING
B.N.
BEAM PER PLAN
(N) C.J. PER PLAN
(5) 16d NAILS
(5) 16d NAILS CEILING JOIST TO
CEILING JOIST
(5) 16d NAILS CEILING JOIST TO (N)
RR
(N) C.J. PER PLAN
BEAM CONNECTIONCALIFORNIA FRAMING
A35 PER
S/W SHED EX
ROOF
RAFTERSB.N.
B.N.
EX ROOF SHEATHING
B.N.
NEW BEAM PER PLAN
SIMPSON U
HANGER W/
2X BLOCKING
EX C.J. PER
PLAN
(5) 16d NAILS
CJ TO RR
EX RAFTER PER PLAN
B.N.
EX ROOF SHEATHING PER PLAN
B.N.
B.N.
1
4" LAG SCREWS @ 16"
OC
EX C.J. PER PLAN
JEFFREY T . TANGONAN
JBT ENGINEERING
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JEFFREY T . TANGONAN
JBT ENGINEERING
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SOILS AND FOUNDATIONS
REFERENCE STANDARDS: CBC CHAPTER 18 "SOILS AND FOUNDATIONS."
GEOTECHNICAL REPORT: PREPARED BY: NONE
CONTRACTOR'S RESPONSIBILITIES: CONTRACTOR SHALL BE RESPONSIBLE TO REVIEW THE GEOTECHNICAL
REPORT AND SHALL FOLLOW THE RECOMMENDATIONS SPECIFIIED THEREIN INCLUDING, BUT NOT LIMITED TO,
SUBGRADE PREPARATIONS, PILE INSTALLATION PROCEDURES, GROUND WATER MANAGEMENT AND STEEP
SLOPE BEST MANAGEMENT PRACTICES.
GEOTECHNICAL SUBGRADE INSPECTION: THE GEOTECHNICAL ENGINEER SHALL INSPECT ALL SUB-GRADES ND
PREPARE SOIL BEARING SURFACES, PRIOR TO PLACEMENT OF FOUNDATION REINFORCING STEEL AND
CONCRETE. GEOTECHNIAL ENGINEERS SHALL PROVIDE A LETTER TO THE OWNER STATING THAT SOULS ARE
ADEQUATE TO SUPPORT THE "ALLOWABLE FOUNDATION BEARING PRESSURE(S)" SHOWN BELOW. ASSUMED
VALUES SHALL BE FIELD VERIFIED BY THE BUILDING OFFICIAL OR THE GEOTECHNICAL ENGINEER PRIOR TO
PLACING CONCRETE.
ADVERSE SOILS: IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESITGATION REPORT MAY BE
REQUIRED UNLESS ALREADY PROVIDED FOR THIS PROJECT.
DESIGN SOIL VALUES:
ALLOWABLE FOUNDATION BEARING PRESSURE*
Continuous Footing
Isolated Pad Footing
D+L Short Term Allowable Bearing Surface
NATURAL GRADE1,500
1,500
2,660
2,660
* The above bearing value(s) may be increased by 150 psf for each additional foot of footing depth to a
maximum of 4,000 psf . The bearing capacity can be increased by one-third when considering short
duration wind or seismic loads.
LATERAL EARTH PRESSURE*
Active EFP (pcf)
30 65
At-Rest EFP (pcf)
LEVEL BACKFILL
2:1 BACKFILL
1.5:1 BACKFILL
43
55
65
65
FOOTINGS:
FOOTING REQUIREMENTS
Min. Width
Cont. Ext. Ftg.
Int. Ext. Ftg.
Isolated Pad Footing
12"
12"
Min. Depth1
24"
24"
Min. Embed. Into Approved
Weathered Bedrock
Min. Embed. Into Approved
Certified Fill
12"
12"
24"
24"
12"24"12"24"
PASSIVE LATERAL PRESSURE (LBS. PER CUBIC FT.)
- WITHIN WEATHERED BEDROCK OR FILL............................. 150 PCF
- MAX. ALLOW. FOR WEATHERED BEDROCK......................... 4,000 PCF
COEFFICIENT OF SLIDING FRICTION................................................. NONE
FOOTING DEPTH:TOPS OF FOOTINGS SHALL BE AS SHOWN ON PLANS WITH VERTICAL CHANGES AS INDICATED WITH
STEPS IN FOOTINGS; LOCATIONS OF STEPS SHOWN AND APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL
GRADING PLANS. FOUNDATIONS SHALL BE EMBEDDED PER SCHEDULE ABOVE OR AS OTHERWISE INDICATED BY THE
GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL.
CAST-IN PLACE CONCRETE
REFERENCE STANDARDS: CONFORM TO:
(1) ACI-301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"
(2) CBC CHAPTER 19 "CONCRETE"
(3) ACI 318-11/318R-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"
(4) ACI 117-10 "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS
FIELD REFERENCE: THE CONTRACTOR SHALL KEEP A COPY OF ACI FIELD REFERENCE MANUAL, SP-15,
"STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301) WITH SELECTED ACI AND ASTM
REFERENCES."
CONCRETE MIXTURES: CONFORM TO ACI 301 SECTION 4 "CONCRETE MIXTURES" AND CBC SECTION 1904.3
MATERIALS: CONFORM TO ACI 301 SECTION 4.2.1 "MATERIALS FOR REQUIREMTNS FOR CEMENTITIOUS
MATERIALS, AGGREGATES, MIXING WATER AND ADMIXTURES.
SUBMITTALS: PROVIDE ALL SUBMITTALS REQUIRED BY ACI 301 SECTION 4.1.2. SUBMIT MIX DESIGNS FOR EACH
MIX IN THE TABLE BELOW. SUBSTANTIATING STRENGTH RESULTS FROM PAST TEST SHALL NOT BE OLDER
THAN 24 MONTHS PER ACI 318 SECTION 5.3.
TABLE OF MIX DESIGN REQUIREMENTS
MEMBER TYPE/
LOCATION
STRENGTH
f'c (psi)
TEST AGE
(DAYS)
MAX.
AGGREGATE
EXPOSURE
CLASS
MAX. W/C
RATIO
AIR
CONTENT
NOTES (1-8
TYP. UNO)
SLAB ON GRADE
FOOTINGS
ELEVATED SLABS
AND BEAMS
CONCRETE
COLUMNS
GRADE BEAMS
SITE RETAINING
WALLS
PILES
SHEAR WALLS
28
28
1"
SHOTCRETE WALLS
2500
4000
BASEMENT WALLS
2500
4000
3000
4000 3/4"
4000
4000
3000
3000
TABLE OF MIX DESIGN REQUIREMENTS NOTES:
1. W/C RATIO : WATER-CEMENTATION MATERIAL RATIOS SHALL BE BE BASED ON THE TOTAL WEIGHT OF
CEMENTATION MATERIALS. MAXIMUM RATIOS ARE CONTROLLED BY STRENGTH NOTED IN THE MIX DESIGN
REQUIREMENTS AND DURABILITY REQUIREMENTS GIVEN IN ACI 318 SECTION 4.3.
2. CEMENTATION MATERIALS:
2.a. CEMENTATION MATERIAL TYPES SHALL CONFORM TO ACI 318 TABLE 4.3.1, BASED ON THE EXPOSURE
CLASSES INDICATED.
2.b. THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 318 SECTIONS
4.4.2. MAXIMUM AMOUNT OF FLY ASH SHALL BE 25% OF TOTAL CEMENTATION CONTENT UNLESS
REVIEWED AND APPROVED OTHERWISE BY EOR.
2.c. FOR CONCRETE USED IN ELEVATED FLOORS, MINIMUM CEMENTATION-MATERIALS CONTENT SHALL
CONFORM TO ACI 301 TABLE 4.2.2.1. ACCEPTANCE OF LOWER CEMENT IS CONTINGENT ON PROVIDING
SUPPORTING DATA TO THE SER FOR REVIEW AND ACCEPTANCE.
2.d. CEMENTATION MATERIALS SHALL CONFORM TO THE RELEVANT ASTM STANDARDS LISTED IN ACI 318
SECTION 3.2.1
3. AIR CONTENT: CONFORM TO ACI 318 SECTION 4.4.1. MINIMUM STANDARDS FOR EXPOSURE CLASS ARE NOTED
IN THE TABLE. IF FREEZING AND THAWING CLASS IS NOT NOTED. AIR CONTENT GIVEN IS THAT REQUIRED BY
THE SER. TOLERANCE IS ±1-1/2%. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT.
4. AGGREGATES SHALL CONFORM TO ASTM C33.
5. SLUMP: CONFORM TO ACI 301 SECTION 4.2.2.2. SLUMP SHALL BE DETERMINED AT POINT OF PLACEMENT.
6. CHLORIDE CONTENT: CONFORM TO ACI 318 SECTION 4.3.1.
7. NON-CHLORIDE ACCELERATOR: NON-CHLORIDE ACCELERATING ADMIXTURE MAY BE USED IN CONCRETE
PLACED AT THE AMBIENT TEMPERATURES BELOW 50°F AT THE CONTRACTOR'S OPTION.
8. ACI 318, SECTION 4.2.1 EXPOSURE CLASSES SHALL BE ASSUMED TO BE F0, S0, P0, AND C0 UNLESS DIFFERENT
EXPOSURE CLASSES ARE LISTED IN THE TABLE OF MIX DESIGN REQUIREMENTS THAT MODIFY THESE BASE
REQUIREMENTS.
9. SHRINKAGE LIMIT: CONCRETE USED IN ELEVATED SLABS AND BEAMS SHALL HAVE A SHRINKAGE LIMIT OF
0.045% AT 28 DAYS MEASURED IN ACCORDANCE WITH ASTM C157. SUBMIT LABORATORY TEST RESULTS TO
SER FOR APPROVAL PRIOR TO CONSTRUCTION.
FORMWORK & RESHORING: CONFORM TO ACI 301 SECTION 2 "FORMWORK AND FORM ACCESSORIES."
REMOVAL OF FORMS SHALL CONFORM TO SECTION 2.3.2 EXCEPT STRENGTH INDICATED IN SECTION
2.3.2.5 SHALL BE 0.75 f 'c. RESHORING SHALL CONFORM TO SECTION 2.3.3. IN ADDITION, MILD
REINFORCEMENT (NON POST-TENSIONED) SLABS SHALL BE CONTINUOUSLY RESHORED FOR A
MINIMUM OF 14 DAYS FOLLOWING PLACEMENT OF CONCRETE OR 7 DAYS AFTER CONCRETE HAS
REACHED 0.75 f 'c, WHICHEVER IS LONGER. CONTRACTOR SHALL SUBMIT FORMWORK REMOVAL AND
RESHORE INSTALLATION PROCEDURE AND DRAWINGS AS APPLICABLE SEALED BY A PROFESSIONAL
ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED FOR THE SER'S INFORMATION.
MEASURING, MIXING AND DELIVERY: CONFORM TO ACI 301 SECTION 4.3.
HANDLING, PLACING, CONSTRUCTING AND CURING: CONFORM TO ACI 301 SECTION 5. IN ADDITION, HOT WEATHER
CONCRETING SHALL CONFORM TO ACI 305.1-06 AND COLD WEATHER CONCRETING SHALL CONFORM TO ACI
306.1-90.
CONCRETE CURING: PROVIDE CURING COMPOUNDS FOR CONCRETE AS FOLLOWS.
1. USE MEMBRANE CURING COMPOUNDS THAT ARE COMPATIBLE WITH AND WILL NOT AFFECT SURFACES TO BE
COVERED WITH FINISH MATERIALS APPLIED DIRECTLY TO CONCRETE.
2. APPLY CURING COMPOUNDS AT A RATE EQUIVALENT TO THE RATE OF APPLICATION AT WHICH CURING
COMPOUND WAS ORIGINALLY TESTED FOR IN CONFORMANCE TO THE REQUIREMENTS OF ASTM C 309-07
AND THE MANUFACTURER'S RECOMMENDATIONS.
3. SLUMP: CONFORM TO ACI 301 SECTION 4.2.2.2. SLUMP SHALL BE DETERMINED AT POINT OF PLACEMENT.
4. USE CURING COMPOUND COMPATIBLE WITH AND APPLIED UNDER DIRECTION OF SYSTEM MANUFACTURER
OF PROTECTIVE SEALER.
5. APPLY TWO SEPARATE COATS WITH FIRST ALLOWED TO BECOME TACKY BEFORE APPLYING SECOND.
DIRECTION OF SECOND APPLICATION SHALL BE AT RIGHT ANGLES TO THE DIRECTION OF FIRST.
CONCRETE REINFORCEMENT
REFERENCE STANDARDS: CONFORM TO:
1. ACI 301-10 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE", SECTON 3 "REINFORCEMENT
AND REINFORCEMENT SUPPORTS."
2. ACI SP-66-04 "ACI DETAILING MANUAL" INCLUDING ACI 315-99 "DETAILS AND DETAILING OF CONCRETE
REINFORCEMENT."
3. CRSI MSP-09, 28TH EDITION, "MANUAL OF STANDARD PRACTICE."
4. ANSI/AWS D1.4 "STRUCTURAL WELDING CODE - REINFORCING STEEL."
5. CBC CHAPTER 19-CONCRETE
6. ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE."
7. ACI 117-10 "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS."
SUBMITTALS: CONFORM TO ACI 301 SECTION 3.1.1 "SUBMITTALS, DATA, AND DRAWINGS." SUBMIT PLACING
DRAWINGS SHOWING FABRICATION DIMENSIONS AND LOCATIONS FOR PLACEMENT OF REINFORCEMENT
AND REINFORCEMENT SUPPORTS.
MATERIALS:
REINFORCING BARS...................................................ASTM A615, GRADE 60, DEFORMED BARS.
WELDABLE REINFORCING BARS..............................ASTM A706, GRADE 60, DEFORMED BARS.
SMOOTH WELDED WIRE FABRIC..............................ASTM A185
DEFORMED WELDED WIRE FABRIC..........................ASTM A497
BAR SUPPORTS............................................................CRSI MSP-09, CHAPTER 3 "BAR SUPPORTS."
TIE WIRE.......................................................................16 GAGE OR HEAVIER, BLACK ANNEALED.
STUD RAILS...................................................................ASTM A1044
HEADED DEFORMED BARS.........................................ASTM A970
EARTHQUAKE REQUIREMENTS: LONGITUDINAL BARS IN SHEAR WALLS SHALL CONFORM TO ASTM A706,
GRADE 60 OR SHALL CONFORM TO THE FOLLOWING:
1.WELDING: WELDING IS NOT PERMITTE EXCEPT AS SPECIFIED IN THE DRAWINGS. WELD IN
ACCORDANCE WITH AWS D1.4
2.MILL TESTS: SUBMIT MILL CERTIFICATES INDICATING PHYSICAL AND CHEMICAL PROPERTIES.
3.YIELD STRENGTH: ACTUAL YIELD STRENGTH, BASED ON MILL TESTS, DOES NOT EXCEED THE
SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI. (RETESTS SHALL NOT EXCEED THIS
4. VALUE BY MORE THAN AN ADDITIONAL 3000 PSI.)
FABRICATION: CONFORM TO ACI 301, SECTION 3.2.2. "FABRICATION", AND ACI SP66 "ACI DETAILING MANUAL.
CONCRETE COVER: CONFORM TO THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE IN THE
DRAWINGS.
CONCRETE CAST AGAINST EARTH……………………….....3”
CONCRETE EXPOSED TO EARTH OR WEATHER………….2”
TIES IN COLUMNS AND BEAMS……………………………….1-1/2 “
BARS IN SLABS……………………………………………….......1”
BARS IN WALLS……………………………………….................3/4”
SPLICES: CONFIRM TO ACI 301, SECTION 3.3.2.7, “SPLICES”. REFER TO “TYPICAL LAP SPLICE AND
DEVELOPMENT LENGTH SCHEDULE” FOR TYPICAL REINFORCEMENTS SPLICES. REFER TO “COLUMN
VERTICAL REINFORCING SPLICE SCHEDULE” FOR THOSE SPECIFIC ELEMENTS. SPLICES INDICATED ON
INDIVIDUAL SHEETS SHALL CONTROL OVER THE SCHEDULE. MECHANICAL CONNECTIONS MAY BE USED
WHEN APPROVED BY THE SER. FOR REINFORCING WITHIN THE LATERAL SYSTEM (SHEAR WALLS) AND
REINFORCING CONNECTING DIAPHRAGM SLAB TO THE LATERAL SYSTEM, MECHANICAL SPLICE STRENGTH
IS INCREASED TO DEVELOP 100 PERCENT OF THE SPECIFIED TENSILE STRENGTH OF THE SPLICES BAR.
STUDRAILS: WHERE STUDRAILS ARE INDICATED ON THE DRAWINGS THE FOLLOWING SYSTEMS ARE
ACCEPTABLE. STUDRAILS (ALSO REFERRED TO AS PUNCHING SHEAR RESISTOR RAILS) SHALL CONFORM
TO ASTM A1044 AND BE FABRICATED AND INSTALLED IN STRICT ACCORDANCE WITH THE APPLICABLE
ICC-ESR REPORT AND MANUFACTURER'S INSTRUCTIONS, USING CHAIR PROVIDED BY THE MANUFACTURER
TO POSITION RAILS AT THE PROPER HEIGHT. SUBMIT CURRENT MANUFACTURER'S DATA AND ICC ESR
REPORT OF ALTERNATE SYSTEMS TO SER FOR APPROVAL.
1. DECON “STUDRAILS” - ICC ESR-2494
2. SIMPSON STRONG-TIE “PUNCHING SHEAR RESISTOR RAILS (PSRR) - ICC ESR-2992]
FIELD BENDING: CONFORM TO ACI 301 SECTION 3.3.2.8 “FIELD BENDING OR STRAIGHTENING.” BAR SIZES #3
THROUGH #5 MAY BE FIELD BENT COLD FOR THE FIRST TIME. OTHER BARS REQUIRE PREHEATING. DO NOT
TWIST BARS. BARS SHALL NOT BE BENT PAST 45 DEGREES.
SHOTCRETE
REFERENCE STANDARDS: CONFORM TO:
1. CBC SECTION 1910 “SHOTCRETE”,
2. ACI 506.2-95 “SPECIFICATION FOR SHOTCRETE”'
3. ACI 506R-05 “GUIDE TO SHOTCRETE”,
4. ACI 301-10 “SPECIFICATIONS FOR STRUCTURAL CONCRETE.”
SUBMITTALS: SUBMIT SHOP DRAWINGS FOR REVIEW INCLUDING:
1. PROPOSED MIX DESIGN SHOWN BELOW. INCLUDE DATA REQUIRED BY ACI 506.2 SEC. 1.5 “SUBMITTALS”
2. PRECONSTRUCTION TEST PANEL RESULTS. AFTER SHOOTING, THE SPECIAL INSPECTOR SHALL SUBMIT CORE
EVALUATION REPORTS TO INSURE THAT PROPER REBAR ENCASEMENT AND NUZZLING TECHNIQUES HAVE
BEEN ACHIEVED.
3. CONSTRUCTION TEST SPECIMEN RESULTS. SPECIAL INSPECTOR SHALL SUBMIT CORE STRENGTH REPORTS.
MATERIALS: CONFORM ACI 506.2 SEC. 2 “MATERIALS” FOR CEMENTS, AGGREGATE, REINFORCEMENT , WATER,
ADMIXTURES AND CURING MATERIALS
REINFORCEMENT: CONFORM TO CBC SEC. 1910.4 “REINFORCEMENT” AND CONCRETE REINFORCEMENT SECTION
THIS SHEET.
SPLICES: CONFORM TO CBC SEC. 1910.4.3, “SPLICES”, FOR NON-CONTANT LAP SPLICES
PRECONSTRUCTION TESTS: PREPARE PRECONSTRUCTION TEST PANELS, AS DEFINED BY THE SER, FOR EACH
PROPOSED MIX DESIGN AND NOZZELMAN IN ACCORDANCE WITH CBC SEC 1910.5 “PRECONSTRUCTION TESTS” AND
ACI 506.3 SEC 2.6.2 “PRECONSTRUCTION TESTING”. TEST PANELS WILL BE CORED ARE MOST CONGESTED
REINFORCING AND EVALUATED BY THE TESTING LABORATORY. EACH NOZZELMAN MUST PASS THE EVALUATION
BEFORE PROCEEDING WITH THE WORK.
CONSTRUCTION TESTS: CONFORM TO CBC SEC 1910.10 “STRENGTH TESTS” AND ACI 506.2 SEC 1.6.2
“CONSTRUCTION TESTING”. TAKE CORE SPECIMENS FOR EACH 50 CU YDS PLACED BUT NOT LESS THAN ONCE EACH
SHIFT. THE CORES MAY BE TAKEN FROM THE ACTUAL CONSTRUCTION WORK OR SAMPLE PANELS SHOT DURING THE
COURSE OF WORK. LOCATION OF CORES TAKEN FROM ACTUAL CONSTRUCTION WORK MUST BE APPROVED BY THE
SER PRIOR TO COMMENCING WORK. SAMPLE PANELS SHALL BE AT LEAST 12”X12”X7-1/4”. THREE CORES SHALL BE
TAKEN FROM EACH SAMPLE PANEL AND THE CORES MAY EITHER FIELD CURED OR LABORATORY CURED.
LABORATORY CURED SAMPLES HAVE AN AVERAGE STRENGTH EQUAL TO OR GREATER THAN F'C WITH NO
INDIVIDUAL SAMPLE BREAKING AT LESS THAN 0.75 F'C. FIELD SURED SAMPLES SHOULD HAVE AN AVERAGE
STRENGTH OF AT LEAST 85 F'C WITH NO INDIVIDUAL SAMPLES BREAKING AT LESS THAN 0.75 F'C.
CONSTRUCTION: CONFORMS TO CBC SEC 1910 AND ACI 506.2 SEC 3 “EXECUTION” FOR EXAMINATION, BATCHING
AND MIXING, SURFACE PREPARATION, JOINTS, ALIGNMENT CONTROL, APPLICATION, FINISHING, HOT WEATHER,
COLD WEATHER, PROTECTION, CURING, AND TOLERANCES. THE CONTRACTOR SHALL ADHERE TO THE FOLLOWING
WEATHER RELATED PRECAUTIONS.
REINFORCED UNIT MASONRY
REFERENCE STANDARDS: CONFORM TO:
1. CBC CHAPTER 21 “MASONRY.”
2. ACI 530-11/ASCE 5-11/TMS 402-11 “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.” HEREIN
REFERENCED AS MSJC.
3. ACI 530.1-11/ASCE 6-11/TMS 602-11 “SPECIFICATION FOR MASONRY STRUCTURES.” HEREIN REFERENCED AS
MSJC.1.
4. ACI SP-66 “ACI DETAILING MANUAL” INCLUDING ACI 315 “DETAILS AND DETAILING OF CONCRETE
REINFORCEMENT.”
5. ANSI/AWS D1.4 “STRUCTURAL WELDING CODE- REINFORCING STEEL.”
SUBMITTALS: CONFORM TO MSJC.1 SECTION 1.2. SUBMIT SHOP DRAWINGS FOR REVIEW INCLUDING:
1. MASONRY REINFORCEMENT, SIZE, LAYOUT, AND GRADE IN ACCORDANCE WITH PLANS.
2. MATERIAL CERTIFICATES FOR ALL STEEL REINFORCING, ANCHORS, TIES AND METAL ACCESSORIES
CERTIFYING COMPLIANCE WITH REQUIRED STRENGTH, GRADE AND ASTM STANDARDS.
3. CERTIFICATION LETTERS FOR MASONRY BLOCK AND GROUT MIX DESIGNS CERTIFYING COMPLIANCE WITH
REQUIRED STRENGTH AND RESPECTIVE ASTM STANDARDS \
4. MIX DESIGNS FOR EACH GROUT MIX INDICATING TYPE AND PROPORTIONS OF INGREDIENTS IN COMPLIANCE
PROPORTION SPECIFICATION.
5. LOCATION OF EXPANSION AND CONTROL JOINTS.
6. PRODUCT INFORMATION, ICC ESR REPORTS AND MATERIAL CERTIFICATIONS CERTIFYING COMPLIANCE FOR
ALL NON-PRE-APPROVED POST-INSTALLED ANCHORS.
7. HOT AND/OR COLD WEATHER CONDUCTION PROCEDURES.
8. HIGH GROUT LIFT PROCEDURES.
STRENGTH: THE ASSUMED COMPRESSIVE STRENGTH OF MASONRY ASSEMBLAGE, F'M, IS 1500 PSI BASED ON CBC
SECTION 2015.2.2.1.2 FOR CONCRETE MASONRY.
MATERIALS:
1.CONCRETE MASONRY UNITS: CONFORM TO ASTM C 90, TYPE-I (MOISTURE CONTROLLED), MEDIUM WEIGHT
(APPROX. 115 PCF) UNITS. PROVIDE 1900 PSI COMPRESSIVE STRENGTH TO ACHIEVE MASONRY ASSEMBLY
STRENGTH INDICATED ABOVE UNDER STRENGTH
2.MORTAR: CONFORM TO ASTM C270, TYPE S, AND CBC SECTION 2103.9 “MORTAR.”
3.GROUT: CONFORM TO ASTM C476 AND CBC SECTION 2103.13 PROPORTION SPECIFICATION.
4.REINFORCING BARS: CONFORM TO ASTM A615, GRADE 60 DEFORMED BARS AND CBC SECTION 2103.14 UNLESS
NOTED OTHERWISE. LAP SPLICES SHALL BE AS NOTED ON PLANS. FABRICATION SHALL BE IN ACCORDANCE
WITH MSJC.1 SECTION 2.7.
5.JOINT REINFORCEMENT: CONFORM TO ASTM A951 AND CBC SECTION 2103.14.
6.ANCHORS, TIES AND ACCESSORIES: CONFORM TO CBC SECTION 2103.14 AND MSJC.1 SECTION 2.4D.
7.WATER: SHALL BE CLEAN AND POTABLE
8.ADMIXTURES: ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY SER.
9.POST-INSTALLED ANCHORS IN MASONRY: REFERENCE THE POST-INNSTALLED ANCHORS SECTION FOR
APPLICABLE POST-INSTALLED ANCHORS IN MASONRY.
10.SECOND-HAND UNITS: SHALL NOT BE USED UNLESS APPROVED BY EOR
QUALITY ASSURANCE: CONFORM TO CBC SECTION 2105 “QUALITY ASSURANCE”
1.MASONRY UNITS: A LETTER OF CERTIFICATION FROM THE MANUFACTURER OF THE UNITS SHALL BE PROVIDED
TO THE SER PRIOR TO THE DELIVERY OF THE UNITS TO THE JOBSITE TO ENSURE THE UNITS COMPLY WITH THE
COMPRESSIVE STRENGTH SPECIFIED ABOVE AND ASTM C 90.
2.MORTAR: NO MORTAR TESTING IS REQUIRED.
3.GROUT: A LETTER OF CERTIFICATION FROM THE SUPPLIER OF THE GROUT SHALL BE PROVIDED TO THE EOR
PRIOR TO DELIVERY OF THE GROUT TO THE JOBSITE TO ENSURE THAT THE GROUT COMPLIES WITH ASTM C
476.
DELIVERY, STORAGE AND HANDLING: DELIVERY, STORAGE AND HANDLING OF MATERIALS USED FOR MASONRY
CONSTRUCTION SHALL BE PER MSJC.1, SECTION 1.7.
SPECIAL INSPECTION: SPECIAL INSPECTIONS SHALL BE PERFORMED PER THE “TESTS AND INSPECTIONS” SECTION
OF THE STRUCTURAL GENERAL NOTES
ANCHORS, TIES AND CONNECTORS: MASONRY ANCHORS, TIES AND CONNECTORS SHALL BE A SPECIFIED ON
STRUCTURAL DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR MASONRY ANCHOR TIES NOT INCLUDED ON
THE STRUCTURAL DRAWINGS.
EMBEDDED ITEMS: EMBEDDED ITEMS AND ACCESSORIES SHALL BE IN ACCORDANCE WITH MSJC SECTION 1.15 AND
INSTALLED IN ACCORDANCE WITH MSJC.1 SECTION 3.3D. POSITION AND SECURE IN PLACE EXPANSION JOINT
MATERIAL, ANCHORS AND OTHER STRUCTURAL AND NON-STRUCTURAL EMBEDDED ITEMS BEFORE PLACING GROUT.
CONTRACTOR SHALL REFER TO STRUCTURAL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, ETC. AND
COORDINATE ALL EMBEDDED ITEMS.
POST-INSTALLED ANCHORS TO MASONRY: ANCHOR LOCATIONS, TYPE, DIAMETER AND EMBEDMENT SHALL BE AS
INDICATED ON DRAWINGS. REFERENCE THE POST INSTALLED ANCHORS SECTION FOR APPLICABLE POST-INSTALLED
ANCHOR ADHESIVES. ANCHORS SHALL BE INSTALLED AND INSPECTED IN STRICT ACCORDANCE WITH THE
APPLICABLE ICC-EVALUATION SERVICE REPORT (ESR). SPECIAL INSPECTION SHALL BE PER THE TEST AND
INSPECTIONS SECTION.
MASONRY REINFORCING STEEL: MASONRY REINFORCING SHALL BE AS NOTED ON PLANS AND SHALL BE SECURELY
PLACED IN ACCORDANCE WITH CBC SECTIONS 2104.1.1, 2106, AND 2108 AND MSJC SECTION 1.16. UNLESS OTHERWISE
NOTED ON THE PLANS, THE MINIMUM WALL REINFORCEMENT SHALL BE AS FOLLOWS:
BOND BEAMS WITH HORIZONTAL BAR OR BARS SHALL BE PROVIDED AT 48 INCHES ON CENTER MINIMUM AND AT ALL
FLOOR AND ROOF LINES AND AT THE TOP OF THE WALL. PROVIDE A BOND BEAM WITH HORIZONTAL BAR OR BARS
OVER ALL OPENINGS, AND EXTEND THESE BARS 2'-0” PAST THE OPENING AT EACH SIDE. PROVIDE A BAR OR BARS
VERTICALLY FOR THE FULL HEIGHT OF THE WALL AT EACH SIDE OF OPENINGS, WALL ENDS AND INTERSECTIONS.
DOWELS TO MASONRY WALLS SHALL BE EMBEDDED A MINIMUM OF 1'-6” OR HOOKED INTO SUPPORTING STRUCTURE
AND BE OF THE SAME SIZE AND SPACING AS WALL REINFORCING. REINFORCING STEEL SHALL BE AS SPECIFIED
UNDER “MATERIALS” SECTION. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL WALL REINFORCING AT ALL
WALL INTERSECTIONS. ALL BARS SHALL BE LAPPED A MINIMUM 48 DIAMETERS OR 1'-6” MINIMUM UNLESS NOTED ON
THE PLANS.
LINTELS: REINFORCED MASONRY LINTELS TO BE INSTALLED OVER ALL OPENINGS UNLESS OTHERWISE INDICATED ON
DRAWINGS. DO NOT SPLICE REINFORCING BARS WITHIN LINTELS AND MAINTAIN 8 INCH BEARING MINIMUM ON EACH
SIDE. UNLESS OTHERWISE NOTED ON THE PLANS, THE MINIMUM REINFORCEMENT FOR LINTELS IN 8” MASONRY
SHALL BE AS FOLLOWS:
1.OPENINGS UP TO 42 INCHES WIDE: (2) #4 AT THE BOTTOM WEB OF 8 INCH DEEP LINTEL
2.OPENINGS 42 TO 78 INCHES WIDE: (2) #4 AT BOTTOM WEB OF 16 INCH DEEP LINTEL
3.OPENINGS OVER 78 INCHES WIDE: REINFORCE PER DRAWINGS
CONSTRUCTION: MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CBC SECTION 2104 “CONSTRUCTION”,
AND MSJC.1 PART 3 “EXECUTION.”
COLD AND HOT WEATHER CONSTRUCTION: COLD AND HOT WEATHER CONSTRUCTION SHALL BE IN ACCORDANCE
WITH SECTION 2104.3 AND 2104.4.
BLOCK PATTERN: USE RUNNING BOND UNLESS NOTED. FOR STACK BOND, FOLLOW CRITERIA IN MSJC SECTION 1.11.
GROUTED CELLS: FILL ALL CELLS WITH GROUT UNLESS NOTED OTHERWISE N PLANS. MINIMUM GROUTING SPACES
AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH MSJC SECTION 1.16 AND MSJC SECTION 3.5.
GROUT POUR HEIGHT; GROUT POUR HEIGHT SHALL NOT EXCEED HEIGHT SPECIFIED IN MSJC.1 SECTION 3.5C.
·MASONRY BOCKS SHALL BE ADEQUATELY BRACED TO WITHSTAND FLUID PRESSURES OR GROUT POUR,
SEE TEMPORARY BRACING.
GROUT LIFTS: UNLESS OTHERWISE NOTES, GROUT LIFTS AND POUR HEIGHT SHALL NOT EXCEED 5FT 4IN. GROUT
LIFTS SHALL NOT EXCEED SPACING OF INTERMEDIATE REINFORCED BOND BEAMS. GROUT LIFTS EXCEEDING 5FT 4IN
SHALL BE APPROVED BY SER.
REINFORCING COVER AND CLEARANCE REQUIREMENTS: UNLESS OTHERWISE NOTED:
CLEAR DISTANCE BETWEEN PARALLEL BARS (AND BETWEEN ADJACENT PAIRS OF LAP SPLICED BARS) SHALL BE
EQUAL TO THE BAR ADJACENT BAR DIAMETER (FOR BARS GREATER THAN #8), AND NOT LESS THAN:
1. 1” AT 8” AND SMALLER BLOCK,
2. 2” AT 10” BLOCK
3. 3” AT 12” BLOCK
CLEARANCE (CLEAR SPACE) BETWEEN THE BLOCK AND REINFORCING SHALL BE:
1. ¼” AT FINE GROUT
2. ½” AT COURSE GROUT
MASONRY COVER (INCLUDING GROUT AND BLOCK WALL) AT MASONRY FACE EXPOSED TO EARTH OR WEATHER
SHALL BE:
1. 1 ½” MINIMUM
2. 2” FOR BARS #6 AND LARGER
CONTROL AND EXPANSION JOINTS: REFERENCE DRAWINGS FOR TYPICAL DETAILS OF MASONRY CONTROL AND
EXPANSION JOINTS. LOCATION OF CONTROL AND EXPANSIONS JOINTS SHALL BE APPROVED BY SER. UNLESS
OTHERWISE INDICATED ON DRAWINGS, INSTALL CONTROL AND EXPANSION JOINTS AT THE FOLLOWING:
1.CONTINUOUS WALLS: VERTICAL JOINTS AT THE LESSER OF 1.5 TIMES THE WALL HEIGHT OR 25 FEET ON
CENTER MAXIMUM.
2.CORNERS AND INTERSECTING WALLS: FIRST VERTICAL JOINT FROM THE CORNER AT LESSER OF 1.2 TIMES THE
WALL HEIGHT OR 16 FEET.
3.ABRUPT CHANGES IN WALL HEIGHT AND WALL THICKNESS, SUCH AS ADJACENT TO COLUMNS OR PILASTERS.
TEMPORARY BRACING: CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF MASONRY DURING
CONSTRUCTION. REFERENCE “CONTRACTOR RESPONSIBILITIES” SECTION FOR FURTHER INFORMATION AND
REQUIREMENTS.
POST-INSTALLED ANCHORS (INTO CONCRETE AND MASONRY)
REFERENCE STANDARDS: CONFORM TO:
1. CBC CHAPTER 19 “CONCRETE”
2. ACI 318-11 “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE”
3. CBC CHAPTER 21 “MASONRY”
4. ACI 530-11/ASCE 5-11/TMS402-11 “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES”
POST-INSTALLED ANCHORS: INSTALL ONLY WHERE SPECIFICALLY SHOWN IN DETAILS AND PLANS OR ALLOWED BY
EOR. ALL POST-INSTALLED ANCHORS TYPES AND LOCATIONS SHALL BE APPROVED BY THE EOR AND SHALL HAVE A
CURRENT ICC-EVALUATIONS SERVICE REPORT THAT PROVIDES RELEVANT DESIGNS VALUES NECESSARY TO
VALIDATE THE AVAILABLE STRENGTH EXCEEDS THE REQUIRED STRENGTH. ANCHORS SHALL BE INSTALLED IN
STRICT ACCORDANCE TO ICC-ESR AND MANUFACTURER'S INSTRUCTIONS. NO REINFORCING BARS SHALL BE
DAMAGED DURING INSTALLATION OF POST-INSTALLED ANCHORS. SPECIAL INSPECTION SHALL BE PER THE TESTS
AND INSPECTIONS SECTION. ANCHOR TYPE, DIAMETER AND EMBEDMENT SHALL BE AS INDICATED ON DRAWINGS.
1.ADHESIVE ANCHORS: THE FOLLOWING ADHESIVE-TYPE ANCHORING SYSTEMS HAVE BEEN USED IN THE DESIGN
AND SHALL BE USED FOR ANCHORAGE TO CONCRETE AND MASONRY, AS APPLICABLE AND IN ACCORDANCE
WITH CORRESPONDING CURRENT ICC ESR REPORT. DRILLED-IN ANCHOR EMBEDMENT LENGTHS SHALL BE AS
SHOWN ON DRAWINGS, OR NOT LESS THAN 7 TIMES THE ANCHOR NOMINAL DIAMETER (7D).
a. HILTI “HIT-HY 200” - ICC ESR- 3187 FOR ANCHORAGE TO CONCRETE WITH MIN EMBEDMENT DEPTH OF 20 BAR
DIAMETERS
b. HILTI “HIT-HY 500 SD”- ICC ESR 2322 FOR CONCRETE ONLY
c. SIMPSON “SET-XP”- ICC ESR 2508 FOR ANCHORAGE TO CONCRETE IAPMO 265 FOR ANCHORAGE TO MASONRY
d. POWERS “PE1000”-ICC ESR 2583 FOR ANCHORAGE TO CONCRETE
e. HILTI “HY-150 MAX”-ICC ESR-1967- FOR ANCHORAGE TO MASONRY ONLY
2.EXPANSION ANCHORS: THE FOLLOWING EXPANSION TYPE ANCHORS ARE PRE-APPROVED FOR ANCHORAGE TO
CONCRETE OR MASONRY IN ACCORDANCE WITH CORRESPONDING CURRENT ICC ESR REPORT:
a. HILTI “KWIK BOLT TZ”- ICC ESR-1917 FOR CONCRETE ONLY
b. SIMPSON “STORNG-BOLT 2” - ICC ESR-3037 FOR CONCRETE ONLY
c. POWERS “POWER-STUD+SD1”- ICC ESR-28181 FOR CONCRETE ONLY AND ICC ESR-2966 FOR MASONRY ONLY
d. HILTI “KWIK BOLT 3- ICC ESR-1385 FOR ANCHORAGE TO MASONRY ONLY
e. SIMPSON “WEDGE-ALL” ICC ESR-1396 FOR ANCHORAGE TO MASONRY ONLY
3.SCREW ANCHORS: THE FOLLOWING SCREW TYPE ANCHOR IS PRE-APPROVED FOR ANCHORAGE TO CONCRETE
OR MASONRY IN ACCORDANCE WITH CORRESPONDING CURRENT ICC ESR REPORT:
a. SIMPSON “TITAN HD”-ICC ESR-2713 FOR CONCRETE ONLY AND ICC ESR-1056 FOR MASONRY ONLY
b. POWERS “WEDGE-BOLT +” - ICC ESR 2526 FOR CONCRETE ONLY AND ICC ESR 1678 FOR MASONRY ONLY
c. POWERS “SNAKE”-ICC ESR 2272 FOR ANCHORAGE TO CONCRETE ONLY
d. HILTI “HUS-EZ” - ICC ESR 3027 FOR ANCHORAGE TO CONCRETE ONLY AND ICC ESR-3056 FOR MASONRY ONLY28
28
28
28
28
28
28
28
3/4"
1"
3/4"
1"
1"
1"
0.40
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.45
S2
STRUCTURAL
NOTES
JEFFREY T . TANGONAN
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STRUCTURAL STEEL
REFERENCE STANDADS: CONFORM TO:
1. CBC CHAPTER 22- “STEEL”
2. NASI/AISC 303-10- “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS & BRIDGES”
3. ANSI/AISC 325-10- “STEEL CONSTRUCTION MANUAL”
4. ANSI/AISC 360-10- “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”
5. AWS D1.1:2010- “STRUCTURAL WELDING CODE-STEEL”
6. 2009 RCSC- “SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS”
7. ANSI/AISC 341-10- “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”
8. AWS D1.8:2009- “STRUCTURAL WELDING CODE- SEISMIC SUPPLEMENT”
SPECIAL PROVISIONS FOR ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS): SELECTED STEEL
ELEMENTS OF THIS PROJECT ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM” (SFRS) AND, THUS ARE SUBJECT
TO SPECIAL REQUIREMENTS DETAILED IN THE AISC “SEISMIC PROVISIONS”. ELEMENTS OF THE SFRS DESIGNATED ON
PLANS. REFER TO DRAWING LEGEND FOR SYMBOLS USED TO DESIGNATE ELEMENTS ON THE PLANS AND
STRUCTURAL STEEL SEISMIC PROVISIONS SECTION OF GENERAL NOTES FOR SUPPLEMENTAL REQUIREMENTS.
SUBMITTALS: SUBMIT THE FOLLOWING DOCUMENTS TO THE SER FOR REVIEW:
1.SHOP DRAWINGS COMPLYING WITH AISC 360 SECTIONS M1 AND N3 AND AISC 303 SECTION 4.
2.ERECTION DRAWINGS COMPLYING AISC 360 SECTION M1 AND N3 AND AISC 303 SECTION 4
3.WELD PROCEDURE SPECIFICATION (WPS'S) FOR SHOP AND FIELD WELDING.
4.MANUFACTURER'S CERTIFICATES OF CONFORMANCE FOR ELECTRODES, FLUXES AND GASES (WELDING
CONSUMABLES).
MAKE COPIES OF THE FOLLOWING DOCUMENTS “AVAILABLE UPON REQUEST” TO THE SER OR OWNER'S INSPECTION
AGENCY IN ELECTRONIC OR PRINTED FORM PRIOR TO FABRICATION PER AISC 360 SECTION N3.2 REQUIREMENTS:
1.FABRICATOR'S WRITTEN QUALITY CONTROL MANUAL THAT INCLUDES, AS A MINIMUM:
1.a. MATERIAL CONTROL PROCEDURES
1.b. INSPECTION PROCEDURES
1.c. NON-CONFORMANCE PROCEDURES
2.STEEL & ANCHOR ROD SUPPLIERS' MATERIAL TEST REPORTS (MTR'S) INDICATING THE COMPLIANCE WITH
SPECIFICATIONS.
3.FASTENER MANUFACTURER'S CERTIFICATION DOCUMENTING CONFORMANCE WITH THE SPECIFICATION.
4.FILLER METAL MANUFACTURER'S PRODUCT DATA FOR SMAW, FCAW AND GMAW INDICATING:
4.a. PRODUCT SPECIFICATION COMPLIANCE
4.b. RECOMMENDED WELDING PARAMETERS
4.c. RECOMMENDED STORAGE AND EXPOSURE REQUIREMENTS INCLUDING BAKING
4.d. LIMITATIONS OF USE
5.WELDED HEADED (SHEAR) STUD ANCHORS MANUFACTURER'S CERTIFICATIONS INDICATING AND MEET
SPECIFICATIONS.
6.PROCEDURE QUALIFICATION RECORDS (PQP'S FOR WPS'S THAT ARE NOT PREQUALIFIED IN ACCORDANCE WITH
AWS.
7.WELDING PERSONNEL PERFORMANCE QUALIFICATION RECORDS (WPQP) AND CONTINUITY RECORDS
CONFORMING TO AWS STANDARDS.
MATERIALS:
STRUCTURAL STEEL MATERIALS SHALL CONFORM TO MATERIALS AND REQUIREMENTS LISTED IN AISC 360 SECTION
A3 INCLUDING, BUT NOT LIMITED TO:
STRUCTURAL JOINTS USING HIGH-STRENGTH BOLT:
1. ASTM A325-N BOLTS- “THREADS NOT EXCLUDED IN THE SHEAR PLANE.”
2. HIGH-STRENGTH BOLTED JOINTS HAVE BEEN DESIGNED AS 'BEARING” CONNECTIONS.
3. PROVIDE ASTM BOLT GRADE AND TYPE AS SPECIFIED IN THE MATERIALS SECTION ABOVE.
4. PROVIDE WASHERS OVER OUTER PLY OF SLOTTED HOLES AND OVERSIZE HOLES PER RCSC TABLE 6.1.
5. PROVIDE NUT AND WASHERS GRADES, TYPES AND FINISHES CONFORMING TO RCSC SPECIFICATION TABLE 2.1.
6. PROVIDE FASTENER ASSEMBLIES FROM A SINGLE SUPPLIER.
7. JOINT TYPES SHALL BE:
8. ST - “SNUG TIGHT FOR TYPICAL BEAM END “SHEAR” CONNECTIONS, UNLESS NOTED OTHERWISE.
9. SC - “SLIP CRITICAL”, WHERE SPECIFICALLY INDICATED. PROVIDE WITH CLASS A FAYING SURFACE.
10. INSTALL BOLTS IN JOINTS IN ACCORDANCE WITH THE RCSC SPECIFICATION SECTION 8 AND TABLE 4.1
11. INSPECTION IS PER RCSC SECTION 9.
ANCHORAGE TO CONCRETE:
1.EMBEDDED STEEL PLATES FOR ANCHORAGE TO CONCRETE: PLATES (PL) EMBEDDED IN CONCRETE WITH STUDS
(WHS) OR DOWEL BAR ANCHORS (DBA) SHALL BE OF THE SIZES AND LENGTHS AS INDICATED ON THE PLANS
WITH MINIMUM ½” DIA. WHS X 6” LONG BUT PROVIDE NOT LESS THAN ¾” INTERIOR COVER OR 1 ½” EXTERIOR
COVER TO THE OPPOSITE FACE OF CONCRETE, UNLESS NOTED OTHERWISE.
2.COLUMN ANCHOR RODS AND BASE PLATES: ALL COLUMNS (VERTICAL MEMBER ASSEMBLIES WEIGHING OVER 300
POUNDS) SHALL BE PROVIDED WITH A MINIMUM OF FOUR ¾” DIAMETER ANCHOR RODS. COLUMN BASE PLATES
SHALL BE AT LEAST ¾” THICK, UNLESS NOTED OTHERWISE. CAST-IN-PLACE ANCHOR RODS SHALL BE PROVIDED
UNLESS OTHERWISE APPROVED BY THE ENGINEER. UNLESS NOTED OTHERWISE, EMBEDMENT OF
CAST-IN-PLACE ANCHOR RODS SHALL BE 12 TIMES THE ANCHOR DIAMETER (12D)
FABRICATION:
1. CONFORM TO AISC 360 SECTION M2 “FABRICATION” AND AISC 303 SECTION 6 “SHOP FABRICATION”
2. QUALITY CONTROL (QC) SHALL CONFORM TO:
a. AISC 360 CHAPTER N “QUALITY CONTROL AND QUALITY ASSURANCE” AND
b. AISC 303 SECTION 8 “QUALITY CONTROL”.
c. FABRICATOR AND ERECTOR SHALL ESTABLISH AND MAINTAIN WRITTEN QUALITY CONTROL (QC)
PROCEDURES PER AISC 360 SECTION N3.
d. FABRICATOR SHALL PREFORM SELF-INSPECTIONS PER AISC 360 SECTION N5 TO ENSURE THAT THEIR WORK
IS PERFORMED IN ACCORDANCE WITH CODE OF STANDARD PRACTICE, THE AISC SPECIFICATION,
CONTRACT DOCUMENTS AND THE APPLICABLE BUILDING CODE.
e. QC INSPECTIONS MAY BE COORDINATED WITH QUALITY ASSURANCE INSPECTIONS PER SECTION N5.3
WHERE FABRICATORS QA PROCEDURES PROVIDE THE NECESSARY BASIS FOR MATERIAL CONTROL,
INSPECTION, AND CONTROL OF THE WORKMANSHIP EXPECTED BY THE SPECIAL INSPECTOR
WELDING:
1. WELDING SHALL CONFORM TO AWS D1.1 AND D1.8 AS APPLICABLE FOR SEISMIC ELEMENTS WITH PREQUALIFIED
WELDING PROCESSES EXCEPT MODIFIED BY AISC 360 SECTION J2 AND AISC 341 AS APPLICABLE. WELDERS
SHALL BE QUALIFIED IN ACCORDANCE WITH AWS D1.1 (AND D1.8 FOR DEMAND CRITICAL WELDS WHERE
APPLICABLE) REQUIREMENTS
2. USE 70KSI STRENGTH, LOW-HYDROGEN TYPE ELECTRODES (E7018) OR E71T AS APPROPRIATE FOR THE
PROCESS SELECTED.
3. WELDING OF HIGH STRENGTH ANCHOR RODS IS PROHIBITED UNLESS APPROVED BY ENGINEER
4. WELDING OF HEADED STUD ANCHORS SHALL BE IN ACCORDANCE WITH AWS D1.1 CHAPTER 7 “STUD WELDING”
ERECTION:
1. CONFORM TO AISC 360 SECTION M4 “ERECTION” AND AISC 303 SECTION 7 “ERECTION”
2. CONFORM TO AISC 360 CHAPTER N “QUALITY CONTROL AND QUALITY ASSURANCE” AND AISC 303 SECTION 8
3. THE ERECTOR SHALL MAINTAIN DETAILED ERECTION QUALITY CONTROL PROCEDURES THAT ENSURE THAT THE
WORK IS PERFORMED ON ACCORDANCE WITH THESE REQUIREMENTS AND THE CONTRACT DOCUMENTS
4. STEEL WORK SHALL BE CARRIED UP TRUE AND PLUMB WITHIN THE LIMITS DEFINES IN AISC 303 SECTION 7.13.
5. HIGH STRENGTH BOLTING SHALL COMPLY WITH THE RCSC REQUIREMENTS INCLUDING RCSC SECTION 7.2
“REQUIRED TESTING”, AS APPLICABLE AND AISC 360 CHAPTER J, SECTION M2.5 AND SECTION N5.6.
6. WELDING OF HEADED STUD ANCHORS SHALL BE IN ACCORDANCE WITH AWS D1.1 CHAPTER 7 “STUD WELDING.
7. PROVIDE HEADED (SHEAR) STUD ANCHORS WELDED THROUGH METAL DECK TO TOPS OF BEAMS DENOTED IN
PLANS
8. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SAFETY PROTECTION REQUIRED AISC 360
SECTION M4.2 AND AISC 303 SECTION 7.10 AND 7.11.
PROTECTIVE COATING REQUIREMENTS
1. SHOP PAINTING: CONFORM TO AISC 360 SECTION M3 AND AISC 303 SECTION 6.5 UNLESS OTHERWISE SPECIFIED
BY THE PROJECT SPECIFICATIONS
2. INTERIOR STEEL:
a. UNLESS NOTED OTHERWISE, DO NOT PAINT ANY STEEL SURFACES MEETING THE FOLLOWING CONDITIONS:
·CONCEALED BY INTERIOR BUILDING FINISHES,
·FIREPROOFED,
·EMBEDDED IN CONCRETE,
·SPECIALLY PREPARED AS A “FAYING SURFACE” FOR TYPE-SC “SLIP-CRITICAL” CONNECTIONS INCLUDING
BOLTED CONNECTIONS THAT FORM A PART OF THE SEISMIC FORCE RESISTING SYSTEM GOVERNED BY
AISC 341 UNLESS THE COATING CONFORMS TO REQUIREMENTS OF THE RCSC BOLT SPECIFICATION AND IS
APPROVED BY THE ENGINEER.
·WELDED; IF AREA REQUIRES PAINTING, DO NOT PAINT UNTIL AFTER WELD INSPECTIONS AND
NON-DESTRUCTIVE TESTING REQUIREMENT, IS ANY, AE SATISFIED
b. INTERIOR STEEL, EXPOSED TO VIEW, SHALL BE PAINTED WITH ONE COAT OF THE SHOP PRIMER UNLESS
OTHERWISE INDICATED IN THE PROJECT SPECIFICATIONS. FIELD TOUCH-UPS TO MATCH THE FINISH COAT
OF AS OTHERWISE INDICATED IN THE PROJECT SPECIFICATIONS.
1.EXTERIOR STEEL: EXPOSED EXTERIOR STEEL SHALL BE PROTECTED BY EITHER:
a.PAINT WITH AN EXTERIOR MULTI-COAT SYSTEM AS PER THE PROJECT SPECIFICATIONS. FIELD TOUCH-UP
PAINTING SHALL BE AS PER THE PROJECT SPECIFICATIONS.
b.GALVANIZING: UNLESS PROTECTED WITH A PAINT SYSTEM, EXPOSED STEEL (OUTSIDE THE BUILDING
ENVELOPE) SHALL BE HOT DIPPED GALVANIZED, WHERE NOTED ON PLANS OTHERWISE INDICATED BY THE
FINISHES SPECIFIED BY THE ARCHITECT. APPLY FIELD TOUCH-UPS PER PROJECT SPECIFICATIONS.
ARCHITECTURALLY EXPOSED STRUCTUAL STEEL: STEEL IDENTIFIED BY ARCHITECT ON THE ARCHITECTURAL
DRAWINGS AS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL CONFORM AISC 303 SECTION 10
STRUCTURAL STEEL-SEISMIC PROVISIONS
REFERENCE STANDARDS: CONFORM TO THE STANDARDS IN THE STRUCTURAL STEEL SECTION AND THE FOLLOWING:
1. ANSI/AISC 341-10 - “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”
2. AWS D1.8”2009 - “STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT”
SCOPE: IN ADDITION TO THE STANDARDS SPECIFIED IN THE STRUCTURAL STEEL SECTION OF THESE GENERAL
REQUIREMENTS, STRUCTURAL STEEL THAT IS PART OF OR THAT TRANSFERS SEISMIC LOADS TO THE DESIGNATED
SEISMIC FORCE RESISTING SYSTEM (SFRS) DEFINED IN THE DESIGN CRITERIA AND LOADS SECTION OF THESE
GENERAL REQUIREMENTS, SHALL COMPLY WITH APPLICABLE SEISMIC PROVISIONS BELOW.
SEISMIC FORCE RESISTING SYSTEM (SFRS): THE SFRS IS AN ASSEMBLAGE OF BEAMS, COLUMNS, BRACES AND WALLS
THAT HAVE BEEN SPECIALLY PROPORTIONED INTO VERTICAL FRAME AND SHEAR WALL] SYSTEMS TO RESIST
LATERAL SEISMIC FORCED. BEYOND THE FRAMES AND WALLS ARE TYPICALLY OTHER HORIZONTAL MEMBERS
CONNECTING TO THE VERTICAL SHEAR-RESISTING FRAMES AND WALLS THAT “DRAGS”, AND “DIAPHRAGMS” (SUCH AS
THE FLOOR SLAB AND ROOF DECK), WHICH ALSO FORM PART OF THE SFRS AND ARE SUBJECT TO THE “SEISMIC
PROVISIONS” OF AISC 341.
DESIGNATION OF PRIMARY SFRS FRAMING SYSTEM FOR THIS PROJECT IS PROVIDED IN THE DESIGN CRITERIA AND
LOADS SECTION OF THESE GENERAL REQIREMENTS. STABILITY OF THE STRUCTURE UNDER SEISMIC LOADS IS
RELIANT UPON STRUCTURAL STEEL COLLECTORS, DRAG AND DIAPHRAGM CHORDS WHICH ARE GOVERNED BY THE
SEISMIC PROVISIONS.
LOWEST ANTICIPATED SERVICE TEMPERATURE (LAST): THE PRIMARY SFRS FRAMING FOR THIS PROJECT IS TO BE
ENCLOSED AND EXPECTED TO B MAINTAINED WITH THE LAST OF 50 DEGREES FAHRENHEIT.
STRUCTURAL MEMBERS AND THEIR CONNECTIONS CONSIDERED IN THE DESIGN OF THE SFRS ARE SUBJECT TO THE
SPECIAL SEISMIC PROVISIONS OF THIS SECTION. SUBJECT ELEMENTS REQUIRE SPECIAL ATTENTION TO DETAILING,
MATERIAL CONTROL, DOCUMENTATION, FABRICATION, INSPECTION, AND PROTECTIONS FROM ALL TRADES. SPECIAL
REQUIREMENTS INCLUDE BUT ARE NOT LIMITED TO:
1.IDENTIFICATION OF SFRS MEMBERS AND THEIR CONNECTIONS ON SHOP AND ERECTION DRAWINGS; INCLUDE
SPECIAL DETAILING, WELDING AND INSPECTION REQUIREMENTS AND LIMITATIONS ON WHERE OTHER TRADES
ARE RESTRICTED FROM ANY ATTACHMENTS. REFER TO AISC 341 SECTION D1.3 PROTECTED ZONES.
2.CONNECTION CONFIGURATIONS DETAILED TO SCALE, INCLUDING THE LAYOUT OF BOLTS, PLATES, WELDS AND
ANY SPECIAL ERECTION PROCEDURES AND WELDING SEQUENCE REQUIREMENTS.
3. DEMAND CRITICAL WELDS (DCW) SHALL BE NOTED ON SHOP AND ERECTION DRAWINGS.
4. MEMBERS AND PLATES SUBJECT TO CHARPY V-NOTCH (CVN) TOUGHNESS TESTING'S.
5. INDICATE STEEL ELEMENTS WHERE LOWEST ANTICIPATED SERVICE TEMPERATURE, (LAST) IS BELOW 50
DEGREES F.
QUALITY CONTROL AND QUALITY ASSURANCE PLAN: QUALITY CONTROL (QC) (BY CONTRACTOR) AND QUALITY
ASSURANCE (QA) (BY AN APPROVED SPECIAL INSPECTION AGENCY) FOR MEMBERS OF THE SFRS SHALL BE
PROVIDED IN ACCORDANCE WITH AISC 341, CHAPTER J AND COORDINATED PER SECTION J6.4.
1. FABRICATOR AND ERECTOR SHALL HAVE QUALITY CONTROL PROGRAM PER AISC 360 SECTION N2
2. FABRICATOR AND ERECTOR SHALL PROVIDE ACCESS TO THE QUALITY ASSURANCE/SPECIAL INSPECTION
AGENCY, PRIOR TO THE START OF WORK, FOR PURPOSES OF REVIEW OF THE QUALITY CONTROL PROGRAM
REQUIRED PER AISC 360 SECTION N2 PER CBC 1704.2.5.1
3. SPECIAL INSPECTIONS REQUIRED PER CBC SECTIONS 1705.2.1 AND 1705.11.1 AND THE STATEMENT OF SPECIAL
INSPECTIONS SECTION OF THESE GENERAL REQUIREMENTS.
SUBMITTALS:
1. SUBMIT FABRICATOR AND ERECTOR DOCUMENTS PER AISC 360 SECTION N3 AND AISC 341 SECTION J2.1.
2. SHOP DRAWINGS OF THE SFRS SHALL BE PREPARED IN ACCORDANCE WITH AISC 303 SECTION 4, AISC 341
3. SECTIONS A4.1, A4.2, AND I1 AND SHALL INCLUDE THE FOLLOWING:
3.·DESIGNATION OF THE SFRS
3.·MEMBER AND CONNECTIONS OF THE SFRS CLEARLY IDENTIFIED
3.·PRE-TENSIONED BOLTS AND FAYING SURFACE PREPARATION LOCATIONS IN SFRS
3.·WELD ACCESS HOLD DIMENSIONS, SURFACE PROFILE AND FINISH REQUIREMENTS
3.·NDT WHERE PERFORMED BY THE FABRICATOR
4. WELD PROCEDURES SPECIFICATIONS (WPS'S)
5. BOLT INSTALLED PROCEDURES
6. CHARPY V-NOTCH CONFORMANCE CERTIFICATION FOR WELDING ELECTRODES, FLUXES AND SHIELDING
7. GASES
8. MATERIAL DATA FOR DEMAND CRITICAL WELDS PER AISC 341 J2.1(3).
9. CHARPY V-NOTCH CONFORMANCE CERTIFICATION/VERIFICATION TEST RESULTS FOR “HEAVY SHAPES” OR
10. JUMBO SECTIONS, IF APPLICABLE.
11. SPECIFIC ASSEMBLY ORDER, WELDING SEQUENCE, WELDING TECHNIQUE, OR OTHER SPECIAL PRECAUTIONS
12. FOR JOINTS OR GROUPS OF JOINTS WHERE SUCH ITEMS ARE DESIGNATED TO BE SUBMITTED TO THE SER.
SFRS MATERIALS: STRUCTURAL STEEL PART OF THE SFRS SHALL MEET THE REQUIREMENTS OF AISC 341, SECTION
A3.1. REFERENCE THE MATERIALS SECTION OF THE STRUCTURAL STEEL FOR SPECIFIC ASTM SPECIFICATIONS.
HEAVY SECTIONS - SPECIAL REQUIREMENTS: IN ADDITION TO AISC 360 A3.1C REQUIREMENTS:
HOT-ROLLED SHAPES WITH FLANGES 1 ½ INCH THICK AND THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH
TOUGHNESS OF 20 FT-LBS AT 70 DEGREES F TESTED IN THE ALTERNATE CORE LOCATION AS DESCRIBED IN ASTM A6
SUPPLEMENTARY REQUIREMENT S30
PLATES, 2 INCHES THICK AND THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT 70
DEGREES F MEASURED AT ANY LOCATION PERMITTED BY ASTM A673, FREQUENCY P, WHERE THE PLATE IS USED
FOR:
A. CONNECTION PLATES WHERE INELASTIC STRAIN UNDER SEISMIC LOADING IS EXPECTED
B. BUILT-UP MEMBERS
SFRS BOLTED JOINT REQUIREMENTS: ALL BOLTS SHALL BE INSTALLED AS PRE-TENSIONED HIGH-STRENGTH BOLTS
OF SIZE AND ORIENTATIONS AS SHOWN ON THE DRAWINGS. BOLT HOLES SHALL STANDARD HOLES OR
SHORT-SLOTTED PERPENDICULAR TO THE APPLIED LOAD UNLESS OTHERWISE NOTED. EXCEPTION: FOR DIAGONAL
BRACES IN OCBF, SCBF, OR EBF FRAMES, OVERSIZED HOLES ARE PERMITTED IN ONE CONNECTION PLY PROVIDED
BRACE CONNECTION STRENGTH IS BASED ON SLIP-CRITICAL CAPACITIES. ALL BOLTED JOINTS SHALL BE PREPARED
WITH CLASS A FAYING SURFACES (OR BETTER) PER RCSC SPECIFICATION SECTION 3.2 AND SHALL HAVE FAYING
SURFACES PREPARED AND BOLTS INSTALLED IN ACCORDANCE WITH JOINT TYPE SC - CLASS A (UNCOATED) -
“SLIP-CRITICAL” PER RCSC SPECIFICATION TABLE 4.1 AND SECTION 8.2. INSPECTIONS SHALL BE PER RCSC SECTION
9.3
SFRS WELDING REQUIREMNTS: ALL WELDING SHALL BE DONE WITH APPROPRIATE WELD PROCEDURES PREPARED
THE SEISMIC SUPPLEMENT, AWD D1.8, INCLUDING, BOTH SHOP FABRICATION AND FIELD ERECTION WELDING.
1.WELDING PROCEDURE SPECIFICATIONS (WPS): WELDING SHALL BE DONE WITH APPROPRIATE WELD
PROCEDURES PREPARED IN ACCORDANCE WITH AWS D1.1, AWS D1.8 CLAUSES 6.1. SUBMIT FOR REVIEW PER
AISC 341 SECTION
2.FILLER METAL: WELDS OF MEMBERS OF THE SFRS SHALL BE MADE WITH FILLER METAL CONFORM TO THE
REQUIREMENTS OF AISC 341 SECTION A3.4 AND AWS D1.8 CLAUSES 6.3, WHICH CAN PRODUCE WELDS THAT
HAVE MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT. SUBMIT
EVIDENCE OF COMPLIANCE.
3.WELD (RUNOFF) TABS: REMOVE WELD (RUNOFF) TABS, UNLESS NOTED OTHERWISE, AND GRIND SURFACES PER
AWS D1.8 CLAUSES 6.11 UNLESS NOTED OTHERWISE.
4.CONTINUINTY PLATES AND STIFFENERS PLACED INTO THE WEBS OF ROLLED SHAPED SHALL BE DETAILED IN
ACCORDANCE WITH AWS D1.8 CLAUSES 4.1.
5.WELD ACCESS HOLES OF DEMAND CRITICAL WELDS SHALL EITHER BE PER AWS D1.8 SECTION 6.10.1.2. OR AS
OTHERWISE PERMITTED PER AISC 360 SECTION J1.6.
6.BACKING BARS:
a. BACKING IN GROOVE WELDED BUTT SPLICED OF COLUMNS NEED NOT BE REMOVED
b. BACKING IN GROOVE WELDS OF COLUMNS TO BASEPLATES SHALL BE REMOVED EXCEPT WHEN BACKING IS
PLACED AND REINFORCED PER THE REQUIREMENTS OF AISC 341 SECTION D2.6
7.TACK WELDS: ALL TACK WELDS PART OF THE SFRS SHALL COMPLY WITH REQUIREMENTS OF AWS D1.8 SECTION
6.16.
8.DEMAND CRITICAL WELDS (DCW): WELDS DESIGNATED AS “DEMAND CRITICAL WELDS” OR “DCW” IN THE TAIL OF
WELD SYMBOLS ON DRAWINGS SHALL COMPLY WITH THE ADDITIONAL REQUIREMENTS OF SECTIONS A3.4B AND
I2.3 IN AISC 341 AND SHALL BE MADE WITH FILLER METALS CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH
TOUGHNESS OF 20 FT-LB AT 0 DEGREES FAHRENHEIT AND 40 FT-LB AT 70 DEGREES FHARENHEIT AS
DETERMINED BY THE APPROPRIATE AWS CLASSIFICATION TEST METHOD OR MANUFACTURER CERTIFICATION.
UNLESS OTHERWISE NOTES, THE FOLLOWING NOTED, THE FOLLOWING WELDS IN THE SFRS SHALL BE
CONSIDERED “DEMAND CRITICAL”:
9. COMPLETE-JOINT-PENETRATION (CJP) GROOVE WELDS OF:
a. COLUMN SPLICES
b. COLUMN-TO-BASEPLATE
c. BEAM FLANGE-TO-COLUMN FLANGE, UNLESS OTHERWISE NOTED IN AISC 358
d. BEAM WEB-TO-COLUMN FLANGE, UNLESS OTHERWISE NOTED IN AISC 358
STEEL STAIRS
REFERENCE STANDARDS: CONFORM TO:
1. CBC CHAPTER 10 - “MEANS OF EGRESS”, CBC TABLE 1607.1
2. NAAMM - “METALS STAIRS MANUAL”
3. ANSI/AISC 360-10 - “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”
4. AISI 2007 - “NORTH AMERICA SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS”
5. AWS D1.1-0 “STRUCTURAL WELDING CODE- STEEL”,
6. AWS D1.3-08 “STRUCTURAL WELDING CODE- SHEET STEEL.”
SUBMITTALS: STEEL STAIRS ARE TO BE PREPARED BY A SSE. REFERENCE DEFINITIONS AND DEFERRED SUBMITTALS
ABOVE. SUBMIT STRUCTURAL CALCULATIONS AND SHOP DRAWINGS (COMPONENT DESIGN DRAWINGS) STAMPED BY
A PROFESSIONAL CIVIL PF STRUCTURAL ENGINEER REGISTERED OM THE STATE OF CALIFORNIA.
MATERIALS:
STRUCTURAL WF SHAPES…………………............................ASTM A992 - GR50
STEEL CHANNELS, ANGLES, AND PLATES & BAR...............ASTM A36
SHEET STEEL (GALVANIZED)………………...........................ASTM A446
STEEL PIPE RAIL……………………………..............................ASTM A53, GRADE B
STEEL TUBING ……………………………................................ASTM A500, GRADE B
STEEL ROD…………………………………...............................ASTM A36 OR A307
STEEL DECK……………………………….................................1- ½” COMPOSITE FLOOR DECK
BOLTS……………………………………….................................ASTM A325N
WELDS, STRUCTURAL STEEL………………….AWS D1.1
WELDS, SHEET STEEL………………………......AWS D1.3
WELDED HEADED STUDS (WHS)………….......ASTM A108, AWS D1.1
HEADED CONCRETE ANCHORS (HCA)……….ASTM A108, AWS D1.1
STRUCTURAL REQUIREMENTS:
1.SCOPE: INCLUDE TREADS, RISERS, STINGERS, LANDINGS, RAILINGS AND ALL CONNECTIONS INCLUDING
CONNECTIONS TO THE PRIMARY STRUCTURE UNLESS NOTED OTHERWISE. ALL INSERTS REQUIRED FOR
ATTACHMENT TO THE PRIMARY STRUCTURE SHALL BE DESIGNED AND PROVIDED BY THE STAIR SUPPLIER.
2.LOADS: STAIR TREADS SHALL BE DESIGNED FOR 100 PSF LIVE LOAD OR 300LB. CONCENTRATED LOAD PLACED
TO PRODUCE MAXIMUM STRESS, WHICHEVER CONTROLS. STRINGERS AND LANDINGS SHALL BE DESIGNED FOR
100 PSF LIVE LOAD. LIVE LOAD DEFLECTION SHALL NOT EXCEED 1/360 OF THE SPAN. THE STAIR ASSEMBLY AND
ATTACHMENT TO THE MAIN STRUCTURE SHALL BE DESIGNED FOR LATERAL LOADS PER CBC CHAPTER 16
3.RAILINGS: THE COMPLETED HANDRAIL, GUARDRAIL, AND SUPPORTING STRUCTURE AND THEIR CONNECTIONS
SHALL BE DESIGNED TO RESIST LOADS AS SPECIFIED IN THE CBC SECTION 1607.8.
4.ARCHITECTURAL REQUIREMENTS: CONFORM TO SHAPE AND CONFIGURATION SHOWN ON THE ARCHITECTURAL
DRAWINGS. CONSULT THE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION. ALL STEEL SHALL BE
PAINTED PER PROJECT SPECIFICATIONS WITH ONE COAT OF STANDARD SHOP PRIMER UNLESS NOTED
OTHERWISE ON THE DRAWINGS OR IN THE SPECIFICATIONS
5.CONCRETE FILL: CONFORM TO NOTES, THIS SHEET FOR CAST-IN-PLACE CONCRETE AND CONCRETE
REINFORCEMENT. PROVIDE MINIMUM 3000 PSI CONCRETE AND WWF 6X6-W1.4 OR FIBER MESH UNLESS NOTED
ON THE DRAWINGS.
STRUCTURAL (S), (W) & (HP) SHAPES
CHANNEL (C) & ANGLE (L) SHAPES
STRUCTURAL PLATE (PL)
HIGH STRENGTH PLATE (GR 50 PL)
HOLLOW STRUCTURAL SECTION-SQUARE/RECT(HSS)
STRUCTURAL PIPE (PIPE) 12” DIA. AND LESS
HOLLOW STRUCTURAL SECTION-ROUND (HSS)
HEAVY HEX NUTS
WASHERS (HARDENED FLAT OR BEVELED)
ANCHOR RODS (ANCHOR BOLTS, TYPICAL)
MILD THREADED RODS
HIGH STRENGTH THREADED RODS
ASTM A992 FY=50 KSI
HIGH STRENGTH THREADED RODS
WELDED HEADED (SHEAR) STUD ANCHORS
WELDED HEADED STUD (WHS) ANCHORS
DOWEL BAR ANCHORS (DBA)
ASTM A36, FY=36 KSI
ASTM A36 FY=36 KSI
ASTM A36 FY=36 KSI
ASTM A572 FY=50 KSI
ASTM A500 GRADE B FY= 46 KSI
ASTM A53 GRADE B FY= 35 KSI
ASTM A325/F1852 TYPE 1 OR 3, PLAIN OR GALVANZED (AS
REQ'D)
ASTM A563 GRADE AND FINISH PER RCS TABLE 2.1
ASTM F436 GRADE AND FINISH PER RCSC TABLE 2.1
ASTM F1554 GR.36
ASTM F1554 GR.55 (WELD ABLE) PER SUPPLEMENT S1
ASTM A36 FY= 36 KSI
ASTM A36 FY= 50 KSI
ASTM A193 GRADE B7 FY = 100 KSI
ASTM A108-NELSON/TRW S3L
HIGH STRENGTH HEAVY HEX STRUCTURAL BOLTS
ASTM A500 GRADE B FY= 42 KSI
ANCHOR RODS (HIGH STRENGTH)
ASTM A496- NELSON/TRW D2L FY = 70 KSI
ASTM A108 NELSON /TRW H4L
STRUCTURAL STEEL MATERIALS
WIDE FLANGE (WF), TEE (WT) SHAPES
S3
STRUCTURAL
NOTES
MEMBER SIZES SPECIES COMB. SYMBOL USES
Beams All DF/DF 24F-V4 Simple Spans
Beams All DF/DF 24F-V4 Continuous or with Cantilever Spans
Columns All DF L2 Post, Truss Member
JEFFREY T . TANGONAN
JBT ENGINEERING
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JEFFREY T . TANGONAN
JBT ENGINEERING
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WOOD FRAMING
REFERENCE STANDARDS: CONFORM TO:
1. CBC CHAPTER 23 "WOOD"
2. NDS - "2018 NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION
3. ANSI/AWS - SDPWS-2015: SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC WITH
COMMENTARY
4. APA PDS-04 PLYWOOD DESIGN SPECIFICATIONS
5. ANSI/TPI 1-2007 "NATIONAL DESIGN STANDARD FOR METAL-PLATE-CONNECTED WOOD TRUSS
CONSTRUCTION"
6. BCSI "GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATED
CONNECTED WOOD TRUSSES.
7. TPI DSB "RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE
CONNECTED WOOD TRUSSES"
8. APA REPORT TT-045B "MINIMUM NAIL PENETRATION FOR WOOD STRUCTURAL PANEL
CONNECTIONS SUBJECT
9. TO LATERAL LOADS"
SUBMITTALS: SUBMIT SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR REVIEW. SHOP DRAWINGS
SHALL INCLUDE MEMBER SIZE, SPACING, CAMBER, MATERIAL TYPE, GRADE, SHOP AND FIELD
ASSEMBLY DETAILS AND CONNECTIONS, TYPES AND LOCATION OF BOLTS AND OTHER FASTENERS.
SUPPLY SHOP DRAWINGS FOR THE FOLLOWING:
1. GLUED LAMINATED MEMBERS
2. PSL MEMBERS
3. LVL MEMBERS
4. LSL MEMBERS
5. TAPERED & PARALLEL WOOD I JOISTS (SOLID WEB-WOOD JOISTS)
6. PANELIZED WOOD WALLS & CONNECTION DETAILS
7. WOOD TIE-DOWN SYSTEMS
DEFERRED SUBMITTALS: SUBMIT PRODUCT DATA AND PROOF OF ICC APPROVAL FOR FRAMING
MEMBERS AND FASTENERS THAT HAVE BEEN DESIGNED BY OTHERS. SUBMIT CALCULATIONS
PREPARED BY THE EOR IN THE STATE OF CALIFORNIA FOR ALL MEMBERS AND CONNECTIONS DESIGN
BY OTHERS ALONG WITH SHOP DRAWINGS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS
AND WEB STIFFENERS SHALL BE DETAILED AND FURNISHED BY THE SUPPLIER. TEMPORARY AND
PERMANENT BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S
SPECIFICATIONS. DEFLECTION LIMITS SHALL BE NOTED UNDER "DEFERRED SUBMITTALS" SECTION
SPECIFIC DETAILS. PRODUCTS INCLUDED ARE:
1.SOLID WEB WOOD JOISTS (I-JOISTS)
2.WOOD TIE DOWN SYSTEMS: CONTINUOUS ROD HOLD-DOWN SYSTEMS, WITH TAKE-UP DEVICES,
SHALL BE SPECIFIED. TAKE-UP DEVICES ARE REQUIRED AT EACH FRAMING LEVEL. ADDITIONAL
FRAMING MEMBERS SHALL BE PROVIDED PER THE SYSTEM REQUIREMENTS REFER TO DETAILS
AND LOADING ON THE STRUCTURAL DRAWINGS.
IDENTIFICATIONS: ALL SAWN LUMBER AND PRE-MANUFACTURED WOOD PRODUCTS SHALL BE
IDENTIFIED BY THE GRADE MARK OR A CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING
AGENCY.
MATERIALS:
1.SAWN LUMBER: CONFORM TO GRADING RULES OF WWPA, WCLIB OR NLGA AND "TABLE OF
SAWN LUMBER" FOUND ON THIS SHEET. FINGER JOINTED STUDS ACCEPTABLE AT INTERIOR
WALLS ONLY.
2.WOOD STRUCTURAL SHEATHING (PLYWOOD): WOOD APA-RATED STRUCTURAL SHEATHING
INCLUDES: ALL VENEER PLYWOOD, ORIENTED STRAND BOARD, WAFERBOARD,
PARTICLEBOARD, T1-11 SLIDING, AND COMPOSITES OF VENEER AND WOOD BASED MATERIAL
WITH T&G JOINT. ARCHITECT MAY DISALLOW OSB. CONFIRM WITH ARCHITECT. CONFORM TO
"CONSTRUCTION AND INDUSTRIAL PLYWOOD" BASED ON PRODUCT STANDARD PS 1-07 BY THE
U.S. DEPT OF COMMERCE, AND "PERFORMANCE STANDARD FOR WOOD-BASED
STRUCTURAL-USE PANELS" BASED ON PRODUCT PS 2-04 BY THE U.S. DEPT. IF CINNERCE AND
"PLYWOOD DESIGN SPECIFICATION" BASED ON APA PDS-04 BY THE AMERICAN PLYWOOD
ASSOCIATION. UNLESS NOTED OTHERWISE, SHEATHING SHALL COMPLY WITH THE "TABLE OF
SHEATHING" FOUND ON THIS SHEET.
3.GLUED LAMINATED TIMBER: CONFORM TO AITC 117-2004 "STANDARD SPECIFICATIONS FOR
STRUCTURAL GLUE-LAMINATED TIMBER OF SOFTWOOD SPECIES, MANUFACTURING AND
DESIGN" AND ANSI/AITC A190.1 "STRUCTURAL GLUED LAMINATED TIMBER." CAMBER ALL GLUED
LAMINATED BEAMS, EXCEPT CANTILEVERED AND CONTINUOUS BEAMS, TO 3000' RADIUS,
UNLESS SHOWN OTHERWISE ON PLANS.
4.ENGINEERED WOOD PRODUCTS (TrusJoist): THE FOLLOWING MATERIALS ARE BASED ON
LUMBER MANUFACTURED BY TrusJoist AND WERE USED FOR THE DESIGN AS SHOWN ON PLANS.
ALTERNATE PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY
HAVE CURRENT ICC APPROVAL FOR EQUIVALENT OR GREATER LOAD AND STIFFNESS
PROPERTIES AND ARE REVIEWED AND APPROVED BY THE EOR. A HUD MATERIAL RELEASE
FORM IS REQUIRED FORE ALL MANUFACTURED WOOD PRODUCTS LISTED BELOW:
a.LAMINATED VENEER LUMBER (LVL): CONFORM TO ICC-ES REPORT NO. ESR-1387 OR CCMC
REPORT NO. 08675-R.
b.PARALLEL STRAND LUMBER (PSL): CONFORM TO ICC-ES REPORT NO. ESR-1387 OR CCMC
REPORT NO. 11161-R
c.LAMINATED STRAND LUMBER (LSL): CONFORM TO ICC REPORT NO. ESR-1387 OR CCMC
REPORT NO.
12627-R.
d.PARALLEL CHORD I-JOISTS (DEFERRED SUBMITTAL): CONFORM TO ICC REPORT NO. ESR-1153.
THE
MANUFACTURER SHALL DESIGN THE JOISTS FOR THE SPANS AND CONDITIONS SHOWN ON
THE PLANS. JOISTS SHALL HAVE WOOD CHORDS AND SOLID WOOD WEBS. JOISTS SHALL BE
TAPERED OR PARALLELL AS SHOWN ON THE PLANS.
5.TIMBER CONNECTORS: SHALL BE "STRONG TIE" BY SIMPSON COMPANY AS SPECIFIED IN THEIR
LATEST CATALOG. ALTERNATE CONNECTORS BY OTHER MANUFACTURERS MAY BE
SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC APPROVAL FOR EQUIVALENT OR GREATER
LOAD CAPACITIES AND ARE REVIEWED AND APPROVED BY THE SER. PRIOR TO ORDERING.
CONNECTORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS. WHERE
CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN
EACH MEMBER. WHERE STRAPS ARE USED AS HOLD-DOWNS, NAIL STRAPS TO WOOD FRAMING
JUST PRIOR TO DRYWALL APPLICATION, AS LATE AS POSSIBLE IN THE FRAMING PROCESS TO
ALLOW WOOD TO SHRINK AND THE BUILDING TO SETTLE. PREMATURE NAILING OF THE STRAP
MAY LEAD TO STRAP BUCKLING AND POTENTIAL FINISH DAMAGE.
6. WHERE CONNECTORS ARE IN EXPOSED EXTERIOR APPLICATIONS IN CONTACT WITH
PRESERVATIVE TREATED WOOD (PT) OTHER THAN CCA, CONNECTORS SHALL BE EITHER BATCH
HOT-DIPPED GALVANIZED (HDG), MECHANICALLY GALVANIZED (ASTM B695, CLASS 55 MINIMUM)
STAINLESS STEEL, OR PROVIDED WITH 1.85 OZ/SF OF ZINC GALVANIZING EQUAL TO OR BETTER
THAN SIMPSON ZMAX FINISH.
7.FASTENERS: (NAILS, BOLTS, SCREWS, ETC) ATTACHING TIMBER CONNECTORS (JOIST HANGERS,
POST CAPS, AND BASSES, ETC) TO PT WOOD SHALL HAVE SIMILAR CORROSION RESISTANT
PROPERTIES (MATCHING PROTECTIVE TREATMENTS) AS THE PROTECTED CONNECTOR.
FASTENERS (NAILS, BOLTS, SCREWS, ETC.) ATTACHING SAWN TIMBER MEMBERS OR
SHEATHING (SHEAR WALLS) TO PT WOOD SHALL BE CORROSION RESISTANT; NAILS AND LAG
BOLTS SHALL BE EITHER HDG (ASTM A153) OR STAINLESS STEEL. VERIFY THE SUITABILITY OF
THE FASTENER PROTECTION/COATING WITH THE WOOD TREATMENT CHEMICAL
MANUFACTURER/SUPPLIER. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS
AND LAG SCREWS BEARING ON WOOD.
8.LAG BOLTS/BOLTS: CONFORM TO ASTM A307 AND CBC SECTION 2304.9
ROOF AND FLOOR PANELS: UNLESS NOTED OTHERWISE ON DRAWINGS, INSTALL ROOF AND FLOOR
PANELS WITH LONG DIMENSIONS ACROSS SUPPORTS AND WITH PANEL CONTINUOUS OVER TWO OR
MORE SPANS. END JOINTS SHALL OCCUR OVER SUPPORTS. HUD MATERIALS BULLETIN 40C GRADE
MARKING OF SHEATHING CERTIFICATION IS REQUIRED.
NAILING REQUIREMENTS: CONFORM TO CBC SECTION 2304.9 "CONNECTIONS AND FASTENERS." UNLESS
NOTED ON PLANS, NAIL PER TABLE 2304.9.1. NAILING FOR ROOF/FLOOR DIAPHRAGMS/SHEARWALLS
SHALL BE PER DRAWINGS. NAILS SHALL BE DRIVEN FLUSH AND SHALL NOT FRACTURE THE SURFACE
OF SHEATHING. ALTERNATE NAILS MAY BE USED BUT ARE SUBJECT TO REVIEW AND APPROVAL BY THE
EOR. SUBSTITUTION OF STAPLES FOR THE NAILING OF RATED SHEATHING IS SUBJECT TO REVIEW BY
THE EOR PRIOR TO CONSTRUCTION.
STANDARD LIGHT-FRAME CONSTRUCTION: UNLESS NOTED ON THE PLANS, CONSTRUCTION SHALL
CONFORM TO CBC SECTION 2308 "CONVENTIONAL LIGHT-FRAME CONSTRUCTION."
NAILERS ON STEEL COLUMNS AND BEAMS: WOOD 3X NAILERS ARE GENERALLY REQUIRED ON ALL HSS
COLUMNS AND STEEL BEAMS ABUTTING OR EMBEDDED WITHIN WOOD FRAMING. UNLESS NOTED
OTHERWISE, ATTACH WITH 5/8" DIAMETER BOLTS OR WELDED STUDS @ 16" ON CENTERS. WOOD
NAILERS ON BEAMS SUPPORTING JOIST HANGER SHALL BE FLUSH WITH BEAM FLANGE.
MOISTURE CONTENT: WOOD MATERIAL USED FOR THIS PROJECT SHALL HAVE MAXIMUM MOISTURE
CONTENT OF 19% EXCEPT FOR THE PRESSURE-TREATED WOOD SILL PLATE. REFER TO "TESTING &
INSPECTIONS" FOR THE VERIFICATION OF THESE LIMITS. THE MAXIMUM MOISTURE CONTENT REQUIRED
MAY BE LESS THAN 19% WHEN BASED ON A PARTICULAR CLADDING/INSULATION SYSYTEM. REFER TO
THE ARCHITECTURAL DRAWINGS, AND PROJECT SPECIFICATIONS, OR WITH CLADDING INSTALLER FOR
MAXIMUM RECOMMENDED MOISTURE CONTENT.
SHRINKAGE COMPENSATION FOR MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS: MEP SYSTEMS,
INCLUDING DUCTWORK, PIPES, AND OTHER ELEMENTS THAT RUN CONTINUOUSLY BETWEEN LEVELS
SHALL BE INSTALLED/DESIGNED IN SUCH A MANNER TO ACCOMMODATE SHRINKAGE IN THE WOOD
FRAMING. WOOD SHRINKAGE AMOUNTS WILL VARY DEPENDING ON THE CONSTRUCTION PROCESS AND
MATERIALS USED. THE ANTICIPATED SHRINKAGE UNDER TYPICAL CONDITIONS IS EXPECTED TO RANGE
BETWEEN 1/8" TO 1/4" PER FLOOR.
CLADDING COMPATIBILITY: THE ARCHITECT/OWNER SHALL REVIEW THE CLADDING AND INSULATION
SYSTEMS PROPOSED FOR THE PROJECT WITH RESPECT TO THEIR PERFORMANCE OVER WOOD STUDS
WITH MOISTER CONTENTS GREATER THAN 19%. EIFS SYSTEMS SHOULD BE AVOIDED ON
WOOD-FRAMED PROJECTS DUE TO PROBLEMS WITH MOISTURE PROOFING.
PRESERVATIVE TREATMENT (PT): WOOD MATERIALS ARE REQUIRED TO BE "TREATED WOOD" IN
ACCORDANCE WITH CBC SECTION 2304.11 "DECAY AND TERMITE PROTECTION" SHALL CONFORM TO
THE APPROPRIATE STANDARDS OF THE AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA) FOR
SAWN LUMBER, GLUED LAMINATED TIMBER, ROUND POLES, WOOD PILES AND MARINE PILES. FOLLOW
AMERICAN LUMBER STANDARDS COMMITTEE (ALSC) QUALITY ASSURANCE PROCEDURES. PRODUCTS
SHALL BEAR THE APPROPRIATE MARK. FASTENERS OR ANCHORS IN TREATED WOOD SHALL BE OF
STAINLESS STEEL OR HOT-DIPPED GALVANIZED OR AS PER CBC 2304.9.5. HUD UM48a
PRESSURE-TREATED LUMBER AND PLYWOOD CERTIFICATION IS REQUIRED.
MEMBER USE SIZE SPECIES GRADE
Stud 2x4, 3x4, 2x6, 3x6 Doug Fir Larch No.2
Sill Plate 2x4, 3x4, 2x6, 3x6 PT Doug Fir Larch No.2
Post 4x4, 4x6, 4x8 Doug Fir Larch No.2
Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No.2
Beam 4x8 through 4x12 Doug Fir Larch No.2
Beam 6x8 through 6x12 Doug Fir Larch No.1
Post or Timber 6x6, 8x8 Doug Fir Larch No.1
TABLE OF SAWN LUMBER
LOCATION THICKNESS SPAN RATING PLYWOOD GRADE EXPOSURE
Roof 15/32"32/16 C-D 1
Floor 23/32" T&G 24 OC STUD-I-FLOOR 1
Walls 15/32"32/16 C-D 1
TABLE OF SHEATHING - USE, MINIMUM THICKNESS AND MINIMUM APA RATING
TYPE USE WIDTHS E (106) (psi)Fb
(psi)Fv (psi) Fc// (psi)
LSL Rimboard Rimboard or Stair Stringer 1 1/2"1.3E 1700 400 1835
Timberstrand LSL Header, Beam or Column < 9"
depth 3 1/2"1.3E 1700 400 1835
Timberstrand LSL Rimboard, Header or Beam ≥
9" depth 1 3/4" , 3 1/2"1.55E 2325 310 2170
Timberstrand LSL Wall Stud 2x4 & 2x6 1 1/2"1.3E 1700 400 1300
Wall Stud > 2x6 1 1/2"1.5E 2250 400 1950
Microllam LVL Header, Beam 1 3/4"2.0E 2600 285 2510
Parallam PSL Header, Beam 3 1/2" , 5 1/4", 7"2.0E 2900 290 2900
Parallam PSL Column 3 1/2" , 5 1/4", 7"1.8E 2400 190 2500
TABLE OF ENGINEERED WOOD REQUIREMENTS
TABLE OF GLULAM AND GRADE
Wood structural panels, combination subfloor underlayment to framing
35. 3/4" and less 8d common (2 1/2" x 0.131"); or
6d deformed (2" x 0.113")6 12
36. 7/8" - 1"8d common (2 1/2" x 0.131"); or
8d deformed (2 1/2" x 0.131")6 12
37. 1 1/8" - 1 1/4"10d common (3" x 0.148"); or
8d deformed (2 1/2" x 0.131")6 12
ROOF
1. Blocking between ceiling joists rafters or trusses
to top plate or framing below
3-8d common (2 1/2" X 0.131"); or
3-10d box (3" X 0.128"); or
3-3" 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
Each end, toenail
Blocking between rafters or truss not at the wall top
plate, to rafter or truss
2-8d common (2 1/2" X 0.131")
2-3" x 0.131" nails
2-3" 14 gage staples
Each end, toenail
2-16d common (3 1/2" x 0.162"
3-3" x 0.131" nails
3-3" 14 gage staples
End nail
Flat blocking to truss and web filler
16d common (3 1/2" x 0.162") @ 6"
o.c.
3" x 0.131" nails @ 6" o.c.
3" x 14 gage staples @ 6" o.c.
Face nail
2. Ceiling joists to top plate
3-8d common (2 1/2" x 0.131"); or
3-10d box (3" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
Each joist, toenail
3. Ceiling joist not attached to parallel rafter, laps
over partitions (no thrust) (see Section 2308.7.3.1,
Table 2308.7.3.1)
3-16d common (3 1/2" x 0.162"); or
4-10d box (3" X 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
Face nail
4. Ceiling joist attached to parallel rafter (heel joint)
(see Section 2308.7.3.1, Table 2308.7.3.1)Per Table 2308.7.3.1 Face nail
5. Collar tie to rafter
3-10d common (3 1/2" x 0.148"); or
4-10d box (3" X 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
Face nail
6. Rafter or roof truss to itop plate (See Section
2308.7.5, Table 2308.7.5)
3-10d common (3 1/2" x 0.148"); or
3-16d box (3 1/2" x 0.135"); or
4-10d box (3" x 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
Toenailc
7. Roof rafters to ridge valley or hip rafters; or roof
rafter to 2-inch ridge beam
2-16d common (3 1/2" x 0.162"); or
3-10d box (3 1/2" x 0.128"); or
3-3" x 0.131 nails; or
3-3" 14 gage staples, 7/16" crown;
or
End nail
3-10d common (3 1/2" x 0.148"); or
4-16d box (3 1/2" x 0.135"); or
4-10d box (3" x 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
Toenail
WALL
8. Stud to stud (not at braced wall panels)
16d common (3 1/2" x 0.162");24" o.c. face nail
10d box (3" x 0.128"); or
3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
16" o.c. face nail
9. Stud to stud and abutting studs at intersecting
wall corners (at braced wall panels)
16d common (3 1/2" x 0.162"); or 16" o.c. face nail
16d box (3 1/2" x 0.135"); or 12" o.c. face nail
3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown 12" o.c. face nail
10. Built-up header (2" to 2" header)
16d common (3 1/2" x 0.162"); or 16" o.c. each
edge, face nail
16d box (3 1/2" x 0.135")12" o.c. each
edge, face nail
11. Continuous header to stud 4-8d common (2 1/2" x 0.131"); or
4-10d box (3" x 0.128")Toenail
12. Top plate to top plate
16d common (3 1/2" x 0.162"); or 16" o.c. face nail
10d box (3" x 0.128"); or
3" x 0.131" nails; or
3" 14 gage staples, 7/16" crown
12" o.c. face nail
13. Top plate to top plate, at end joints
8-16d common (3 1/2" x 0.162"); or
12-10d box (3 1/2" x 0.128"); or
12-3" x 0.131" nails; or
12-3" 14 gage staples, 7/16" crown
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
blocking (not at braced wall panels)
16d common (3 1/2" x 0.162"); or 16" o.c. face nail
16d box (3 1/2" x 0.135"); or
3" x 0.131" nails; or
3" 14 gage staples, 7/16" crown
12" o.c. face nail
15. Bottom plate to joist, rim joist, band joist or
blocking at braced wall panels
2-16d common (3 1/2" x 0.162"); or
3-16d box (3 1/2" x 0.135"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
16" o.c. face nail
16. Stud to top or bottom plate
4-8d common (2 1/2" x 0.131"); or
4-10d box (3" x 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
or
Toenail
2-16d common (3 1/2" x 0.162"); or
3-10d box (3 1/2" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
End nail
17. Top plates, laps at corners and intersections
2-16d common (3 1/2" x 0.131"); or
3-10d box (3 1/2" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
Face nail
18. 1" brace to each stud and plate
2-8d common (2 1/2" x 0.131"); or
2-10d box (3 1/2" x 0.128"); or
2-3" x 0.131" nails; or
2-3" 14 gage staples, 7/16" crown
Face nail
19. 1" x 6" sheathing to each bearing 2-8d common (2 1/2" x 0.131"); or
2-10d box (3 1/2" x 0.128"); or Face nail
20. 1" x 8" and wider sheathing to each bearing 3-8d common (2 1/2" x 0.131"); or
3-10d box (3 1/2" x 0.128"); or Face nail
FLOOR
21. Joist to sill, top plate, or girder
3-8d common (2 1/2" x 0.131"); or
3-10d box (3 1/2" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
Toenail
22. Rim joist, band joist, or blocking to top
plate, sill or other framing below
8d common (2 1/2" x 0.131"); or
10d box (3" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
6" o.c., toenail
23. 1" x 6" subfloor or less to each joist 2-8d common (2 1/2" x 0.131"); or
2-10d box (3" x 0.128")Face nail
24. 2" subfloor to joist or girder 2-16d common (3 1/2" x 0.162")Face nail
25. 2" planks (plank & beam - floor & roof) 2-16d common (3 1/2" x 0.162")Each bearing, face nail
26. Built-up girders and beams, 2" lumber
layers
20d common (4" x 0.192")
32" o.c., face nail at top and
bottom staggered on opposite
sides
10d box (3" x 0.128"); or
3" x 0.131" nails; or
3" 14 gage staples, 7/16" crown
24" o.c., face nail at top and
bottom staggered on opposite
sides
And:
2-20d common (4" x 0.192); or
3-10d box (3" x 0.128"); or
3-3" x 0.131" nails; or
3-3" 14 gage staples, 7/16" crown
Ends and at each splice, face
nail
27. Ledger strip supporting joists or rafters
3-16d common (3 1/2" x 0.162"); or
4-10d box (3" x 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
Each joist or rafter, face nail
28. Joist to band joist or rim joist
3-16d common (3 1/2" x 0.162"); or
4-10d box (3" x 0.128"); or
4-3" x 0.131" nails; or
4-3" 14 gage staples, 7/16" crown
End nail
29. Bridging or blocking to joist, rafter or
truss
2-8d common (2 1/2" x 0.131"); or
2-10d box (3" x 0.128"); or
2-3" x 0.131" nails; or
2-3" 14 gage staples, 7/16" crown
Each end, toenail
Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particle wall sheathing to
framinga
Edges
(inches)
Intermediate
supports
(inches)
30. 3/8" - 1/2"
6d common or deformed (2" x 0.113")
(subfloor and wall)6 12
8d common or deformed (2 1/2" x 0.131")
(roof) or RSRS-01 (2 3/8" x 0.113") nail
(roof)d
6 12
2 3/8" x 0.113" nail (subfloor and wall)6 12
1 3/4" 16 gage staple, 7/16" crown (subfloor
and wall)4 8
2 3/8" x 0.113" nail (roof)4 8
1 3/4" 16 gage staple, 7/16" crown (roof)3 6
31. 19/32" - 3/4"
8d common (2 1/2" x 0.131"); or
6d deformed (2" x 0.113") (subfloor and
wall)
6 12
8d common or deformed (2 1/2" x 0.131")
(roof) or RSRS-01 (2 3/8" x 0.113") nail
(roof)d
6 12
2 3/8" x 0.113" nail; or
2" 16 gage staple, 7/16" crown 4 8
32. 7/8" - 1/4"10d common (3" x 0.148"); or
8d deformed (2 1/2" x 0.131")6 12
Other Exterior Wall Sheathing
33. 1/2" fiberboard sheathingb
1 1/2" galvanized roofing nail
(7/16" head diameter); or
1 1/4" 16 gage staple with 7/16" or
1" crown
3 6
34. 19/32" - 3/4"
1 3/4" galvanized roofing nail
(7/16" head diameter); or
1 1/2" 16 gage staple with 7/16" or
1" crown
3 6
Interior paneling
40. 1/4"4d casing (1 1/2" x 0.080"; or
4d finish (1 1/2" x 0.072")6 12
41. 3/8"6d casing (2" x 0.099"; or
6d finish (Panel supports at 24 inches)6 12
Panel siding to framing
38. 1/2" or less
6d corrosion-resistant siding
(1 7/8" x 0.106"); or
6d corrosion-resistant casing (2" x 0.099")
6 12
39. 5/8"
8d corrosion-resistant siding
(2 3/8" x 0.128"); or
8d corrosion-resistant casing
(2 1/2" x 0.113")
6 12
FOR SI: 1 INCH = 25.4 mm.
a. NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE48 INCHES OR MORE. FOR
NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO
SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING.
b. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE
SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH
AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED).
c. WHERE A RAFTER IS FASTENED TO 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 TOENAILS IN THE RAFTER SHALL BE PERMITTED TO BE REDUCED TO ONE NAIL.
d. RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667
NAILING SCHEDULE
S4
STRUCTURAL
NOTES
JEFFREY T . TANGONAN
JBT ENGINEERING
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P/BC 2017-024
GENERAL NOTES FOR STRUCTURAL OBSERVATION
(1) Structural Observation is required for the structural system in accordance with the Information Bulletin
No. P/BC 2017-024. Structural Observation is the visual observation at the construction site of the
elements and connections of the structural system at significant construction stages, and the
complete structure for general conformance to the approved plans and specifications. Structural
Observation does not waive the responsibility for the inspections required of the building inspector
or the deputy inspector.
(2) The owner shall employ a State of California registered civil or structural engineer or licensed architect
to perform the Structural Observation. The Los Angeles Department of Building and Safety (LADBS)
requires the use of the engineer or architect, or his/her designee responsible for the structural design
who are independent of the contractor.
(3) The Structural Observer shall provide evidence of employment by the owner or the owner’s
representative. A letter from the owner, the owner’s representative, or a copy of the agreement for
services shall be sent to the building inspector before the first site visit.
(4) The owner or owner's representative shall coordinate and call for a meeting between the engineer or
architect responsible for the structural design, Structural Observer, contractor, affected subcontractors
and deputy inspectors. The purpose of the meeting shall be to identify the major structural elements
and connections that affect the vertical and lateral load systems of the structure and to review
scheduling of the required observations. A record of the meeting shall be included in the first
observation report submitted to the building inspector.
(5) The Structural Observer shall perform site visits at those steps in the progress of the work that allow
for correction of deficiencies without substantial effort or uncovering of the work involved. At a
minimum, the listed significant construction stages on either the “Structural Observation/Significant
Construction Stages” form or the “Structural Observation Program and Designation of the Structural
Observer” form IN/Form.08 (Part 2) require a site visit and an observation report from the Structural
Observer.
(6) The Structural Observer shall prepare a report of the “Structural Observation Report Form”
IN/Form.08 (Part 1) for each significant stage of construction observed. The original of the Structural
Observation report shall be sent to the building inspector's office and shall be signed and sealed (wet
stamp) by the responsible Structural Observer. One copy of the observation report shall be attached
to the approved plans. The copy attached to the plans shall be signed and sealed (wet stamp) by the
responsible Structural Observer or their designee. Copies of the report shall also be given to the
owner, contractor, and deputy inspector. Any deficiency noted on the observation report will become
the responsibility of the structural engineer or architect of record to verify its completion by the
Structural Observer.
(7) A final observation report must be submitted which shows that all observed deficiencies were resolved
and structural system generally conforms with the approved plans and specifications. The Los
Angeles Department of Building and Safety (LADBS) will not accept the structural work without the
final observation report and the correction of specific deficiencies noted during normal building
inspection.
(8) The Structural Observer shall provide the original stamped and signed “Structural Observation Report
Form” to the City of Los Angeles Department of Building and Safety Building Inspector.
(9) When there is a need to replace the Structural Observer of record, the owner shall:
a) Notify the building inspector in writing before the next inspection by submitting completed
“Structural Observation Program and Designation of the Structural Observer” form IN/Form.08
(Part 2).
b) Call an additional preconstruction meeting, and
c) Furnish the replacement Structural Observer with a copy of all previous observation reports.
d) The new Structural Observer must be designated by the engineer or architect of record.
The replacement Structural Observer shall approve the correction of the original observed deficiencies
unless otherwise approved by plan check supervision. The policy of the Department shall be to correct
any properly noted deficiencies without consideration of their source.
(10) The engineer or architect of record shall develop all changes relating to the structural systems. The
building department shall review and approve all changes to the approved plans and specifications.
FOUNDATION
(required if the Structural Observer is
Signature License No. Date
_________________________________________________________
individual is designated by me to be responsible for the Structural Observation.
I, the Architect or Engineer of record for the project, declare that the above listed firm or
DECLARATION BY ARCHITECT OR ENGINEER OF RECORD
different from the Architect or Engineer of Record)
Signature Date
________________________________________
DECLARATION BY OWNER
I, the Owner of the project, declare that the above listed firm or individual is hired
Structural Observer.
STRUCTURAL OBSERVATION PROGRAM
AND DESIGNATION OF THE
STRUCTURAL OBSERVER
Owner:__________________ Architect:____________________ Engineer: JEFFREY TANGONAN
Description of Work:
PROJECT ADDRESS: PERMIT APPL. NO.:____
(only checked items are required)
STRUCTURAL OBSERVATION
Firm or Individual to be responsible for the Structural Observation:
Name: Phone: 661-993-6866 Calif. Registration: C83522
DIAPHRAGMFRAMEWALL
Others:
Others:
Wood
Steel Deck
ConcreteSteel Moment Frame
Steel Braced Frame
Concrete Moment Frame
Masonry Wall Frame
Concrete
Masonry
Wood
Others:
Others:
Hillside Special Anchors
Stepp' g/Retain' g Foundation,
Caisson, Piles, Grade Beams
Mat Foundation
Footing, Stem Walls, Piers
by me to be the
REQUIRED NOTES ON PLANS
MATERIAL SPECIFICATION & INSPECTIONS
1. CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC
FORCE RESISTING SYSTEM/COMPONENT LISTED IN
THE STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN
STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER
PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR
COMPONENT. (1704.4)
2. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS
REQUIRED FOR FIELD WELDING, POST-INSTALLED ADHESIVE ANCHORS
INSTALLED HORIZONTALLY OR UPWARDLY INCLINED TO RESIST TENSION
LOADS, SHOTCRETE PLACEMENT, CONCRETE STRENGTH f 'c > 2500 PSI,
SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, , HIGH
LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES, AND
HELICAL PILE FOUNDATIONS. (1705 & CHAPTERS 19, 21, AND 22)
3. FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED
WOOD. (2304.12.1.4)
4.FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LADBS FOR
(STRUCTURAL STEEL)(REINFORCING STEEL)(LIGHT GAUGE STEEL). CONTINUOUS
INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED.
5. SHOP WELDS MUST BE PERFORMED IN A LADBS LICENSED FABRICATOR'S SHOP.
6. LADBS LICENSED FABRICATOR IS REQUIRED FOR (TRUSSES), (STRUCTURAL STEEL).
7. GLUED-LAMINATED TIMBERS MUST BE FABRICATED IN A LADBS LICENSED SHOP.
IDENTITY GRADE SYMBOL AND LAMINATION SPECIES PER 2018 NDS SUPPLEMENT
TABLE 5A.
8. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIAMETER AND FULL
DIAMETER FOR SMOOTH SHANK PORTION.\
9. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR
PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND
OTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM.
SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE
FASTENER SPACING OF THE SHEATHING IS 4 INCHES ON CENTER OR LESS.
(1707.5.12.2)
10. SPECIAL ACTIVITY INSPECTION IS REQUIRED FOR (BUILDINGS OVER 5 STORIES OR
60' IN HEIGHT) (BUILDINGS OVER 50,000 SQ. FT. OF GROUND FLOOR AREA)
(BUILDING OVER 200,000 SQ. FT. OF TOTAL FLOOR AREA.) (1705.1.6)
11. A COPY OF THE LOS ANGELES RESEARCH REPORT AND/OR CONDITIONS OF
LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE.
FOUNDATIONS AND GRADING
1. IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION
REPORT MAY BE REQUIRED.
SHEAR WALLS
1. HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE
WASHERS; AND HOLD-DOWNS SHALL BE FINGER TIGHT AND ½ WRENCH TURN
JUST PRIOR TO COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO WOOD
FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ON THE OPPOSITE
SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE SHALL BE A MINIMUM OF 0.299
INCH BY 3 INCHES BY 3 INCHES. (2305.5)
2. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING". FACE GRAIN OF
PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE
AND GROOVE OR BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM
WITH TABLE 2304.8(1).
3. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR
GALVANIZED BOX.
4. ALL BOLT HOLES SHALL BE DRILLED 1/32 TO 1/16" OVERSIZED. (NDS 12.1.3.2)
5. HOLD-DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION
INSPECTION.
JEFFREY TANGONAN
SHALL BE ENGINEER OF RECORD
S5
OBSERVATION
FORM & NOTES
S6
SHEARWALL SCHEDULE
TYPE SHEATHING
THICKNESS
MIN. BOT. SILL PL. ,
STUD, BLK'G. @
ADJOINING PANEL
EDGES
EDGE NAILING
(E.N.)FIELD NAILING SIMPSON 'A35' OR
'LTP4' SPACING
SILL PL. ATTACHMENT ANCHOR BOLTS
RESISTANCE (PLF) (ɸVn)
OPTION A: SIMPSON 'SDS'
LAG SCREW OPTION B: 16d NAILS 2x BOT. SILL PL.3x BOT. SILL PL.
A 15/32" EXP. 1
STRUCTURAL 1 2X 8d @ 6" O.C.12" O.C.22" O.C.14" O.C.8" O.C.5/8" Ø x 10" LONG @ 48" O.C. 5/8" Ø x 12" LONG @ 48" O.C.440
B 15/32" EXP. 1
STRUCTURAL 1 2X 10d @ 6" O.C.12" O.C.18" O.C.11" O.C.6" O.C.5/8" Ø x 10" LONG @ 48" O.C. 5/8" Ø x 12" LONG @ 48" O.C.540
C 15/32" EXP. 1
STRUCTURAL 1 3X 10d @ 4" O.C.12" O.C.12" O.C.7" O.C.4" O.C.N.A.5/8" Ø x 12" LONG @ 32" O.C.810
D 15/32" EXP. 1
STRUCTURAL 1 3X 10d @ 3" O.C.12" O.C.9" O.C.5" O.C.3" O.C.N.A.5/8" Ø x 12" LONG @ 25" O.C.1060
E 15/32" EXP. 1
STRUCTURAL 1 3X 10d @ 2" O.C.12" O.C.7" O.C.4" O.C.2" O.C.N.A.5/8" Ø x 12" LONG @ 19" O.C.1390
F
15/32" EXP. 1
STRUCTURAL 1
BOTH SIDES
3X 10d @ 3" O.C.12" O.C.4" O.C.3" O.C.N.A.N.A.5/8" Ø x 12" LONG @ 12" O.C.2100
G
15/32" EXP. 1
STRUCTURAL 1
BOTH SIDES
3X 10d @ 2" O.C.12" O.C.3" O.C.2" O.C.N.A.N.A.5/8" Ø x 12" LONG @ 11" O.C.2750
SHEAR WALL SCHEDULE NOTES:
1. LUMBER SHALL BE DF-L W/ SPECIFIC GRAVITY OF 0.50
MIN.
2. ALL PANEL EDGES SHALL BE FASTENED TO 2-INCH
NOMINAL OR WIDER FRAMING
3. FRAMING MEMBERS RECEIVING EDGE NAILING FROM
ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE
3x STUD OR WIDER NOMINAL.
4. ALL WOOD STRUCTURAL PANEL JOINTS AND SILL PLATE
NAILING SHALL BE STAGGERED AT ALL PANEL
EDGES.
5. NAILS SHALL BE PLACED AT LEAST 1/2" FROM PANEL
EDGES AND 3/8" FROM THE EDGE OF THE CONNECTING
MEMBERS.
6. PROVIDE A MINIMUM OF TWO ANCHOR BOLTS PER
SHEARWALL. SEE DETAIL 6 / S0.21 FOR EDGE AND END
DISTANCES.
7. SPACING FOR 'A35' & 'LPT4' MAY BE REDUCED MAX. 16"
O.C. IF ADDITIONAL 'A35' & 'LTP4' ARE INSTALLED ALONG
SAME SHEARWALL LINE TO MEET MIN. QTY. REQUIRED FOR THE
IDENTIFIED SPACING MULTIPLIED BY SHEARWALL LENGTH.
ALSO, SPACING OF 'A35' & 'LTP4' MAY BE DOUBLED IF PLACED
ON BOTH SIDES OF THE SHEARWALL.
8. ALL NAILS SHALL BE COMMON NAILS, U.O.N.
9. E.N. = EDGE NAILING
10. F.N. - FIELD NAILING
11. ALL PANEL EDGES SHALL BE FRAMED W/ 2" NOMINAL OR
WIDER BACKING (BLOCKING OR STUD) U.O.N.
12. PANELS CAN BE INSTALLED HORIZONTALLY OR
VERTICALLY.
13. ALL ANCHOR BOLTS SHALL HAVE A MINIMUM EMBEDMENT
OF 7" INTO CONCRETE, U.O.N.
14. ALL SHEARWALLS SHALL EXTEND FROM SILL PLATE TO
FLOOR/ROOF DIAPHRAGM SEHATHING
15. MINIMUM 3"x3x0.299" WASHER PLATE REQUIRED UNDER
ANCHOR BOLT NUTS AT ALL SHEARWALLS.
16. ALL OTHER "SHEARWALL" NOTES WRITTEN IN THE
STANDARD NOTE SHEETS SHALL APPLY.
17. DEPUTY INSPECTION REQ'D FOR TYPES C,D,E,F, & G
JEFFREY T . TANGONAN
JBT ENGINEERING
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EDGE NAILING (E.N.)
STAGGER
2x OR 3x BLK'G. PER
SHEARWALL SCHEDULE ON
HORIZ. PANEL JOINTS
EDGE NAILING (E.N.)
FIELD NAILING (F.N.)
STUD @ 16" O.C. (MIN.)
(U.O.N. ON PLAN & DETAILS)
SILL PL. (ANCHORS PER
SHEAR WALL SCHEDULE)
HOLDOWN PER PLAN
DOUBLE TOP PL.'S
2x OR 3x PANEL JOISTS (PER
SHEARWALL SCHED.) TO BE
CENTERED ON STUDS)
SHEARWALL PANEL PER
SHEAR WALL SCHEDULE
STAGGER HORIZ.
PANEL JOINTS
2x OR 3x SILL PL. PER
SHEARWALL SCHEDULE
NOTES:
1. MIN. NAIL EDGE DISTANCE SHALL BE 3/8"
FROM PANEL EDGES FOR 2x's & 1/2" FOR 3x's
2. MIN. SIZE OF SHEATHING SHALL BE 24" x 24"
1 N.T.S
SHEAR PANEL ELEV. (ONE SIDE 4" & 6" O.C. E.N.)
EDGE NAILING (E.N.)
STAGGER
3x BLK'G CENTER ON
HORIZ. PANEL JOINTS
STAGGER ALL EDGE
NAILING (E.N.)
FIELD NAILING (F.N.)
STUD @ 16" O.C. (MIN.)
(U.O.N. ON PLAN & DETAILS)
SILL PL. (ANCHORS PER
SHEAR WALL SCHEDULE)
HOLDOWN PER PLAN
DOUBLE TOP PL.'S
3x STUD @ PANEL JOINTS. PLYWOOD
JOINTS TO BE CENTERED ON STUDS ON
SHEARWALL PANEL PER
SHEARWALL SCHEDULE
STAGGER HORIZ.
PANEL JOINTS
3x SILL PL.
NOTES:
1. MIN. NAIL EDGE DISTANCE SHALL BE 3/8"
FROM PANEL EDGES
2. MIN. SIZE OF SHEATHING SHALL BE 24" x 24"
2 N.T.S
SHEAR PANEL ELEV. (DENSE NAILING 2" & 3" O.C. E.N.)
3 N.T.S
SHEAR PANEL ELEV. (BOTH SIDES)
EDGE NAILING (E.N.)
STAGGER
3x BLK'G CENTER ON
HORIZ. PANEL JOINTS
STAGGER ALL EDGE
NAILING (E.N.)
FIELD NAILING (F.N.)
STUD @ 16" O.C. (MIN.)
(U.O.N. ON PLAN & DETAILS)
SILL PL. (ANCHORS PER
SHEAR WALL SCHEDULE)
HOLDOWN PER PLAN
DOUBLE TOP PL.'S
3x STUD @ PANEL JOINTS. PLYWOOD
JOINTS TO BE CENTERED ON STUDS
(JOINT ON ONE SIDE OF FRAMING MUST BE
OFFSET FROM THOSE ON OTHER SIDE)
SHEARWALL PANEL
BOTH SIDES
STAGGER HORIZ.
PANEL JOINTS
3x SILL PL.
NOTES:
1. MIN. NAIL EDGE DISTANCE SHALL BE 3/8"
FROM PANEL EDGES
2. MIN. SIZE OF SHEATHING SHALL BE 24" x 24"
4 PLYWOOD SHEARWALL SCHEDULE
N.T.S
-L =HEADER PER
PLAN
--
STRAP / HD
CALL-OUT. TYP.
SHEARWALL @
LEVEL ABV.
SHEARWALL @
LEVEL BELOW
SHEARWALL TYPE
PER SCHED.
MIN. SHEARWALL
LENGTH
SHEARWALL LEGEND ON PLANS
DRAG STRAP
PER PLAN
5 N.T.S
3-
1
/
2
"
3/
4
"
3/
4
"
1/
2
"
M
I
N
.
1/
2
"
M
I
N
.
FASTENER SPACING
4" NOMINAL - TWO LINES OF FASTENERS
3-
1
/
2
"
ADJOINING
PANEL EGDE
4" NOMINAL - THREE LINES OF FASTENERS
ADJOINING
PANEL EGDE
3/
8
"
M
I
N
.
3/
8
"
M
I
N
.
1/
2
"
1/
2
"
1/
2
"
1/
2
"
HIGH LOAD DIAPHRAGM SHEATHING
5/8" MIN.
EA. SIDE
2.2" MAX.
1.375" MAX.
2x6 & 3x6 STUDS
5/8" MIN.
EA. SIDE
1.4"
7/8" MAX.
2x4 & 3x4 STUDS
EXTERIOR OR BEARING WALLS NON-BEARING WALLS
5/8" MIN.
EA. SIDE
3.3" MAX.
2.2" MAX.
2x6 & 3x6 STUDS
5/8" MIN.
EA. SIDE
1.4" MAX.
2x4 & 3x4 STUDS
2.1"
3 1/2"5 1/2"3 1/2"5 1/2"
6 N.T.S
WOOD STUD NOTCHES
DIAPHRAGM BOUNDARY
4'X8'
PLYWOOD
PANEL
BOUNDARY NAILING PANEL EDGE NAILING IF BLOCKING
REQ'D. SEE ROOF FRAMING PLAN
FIELD
NAILING
BLOCKING AT
PANEL EDGES IF
REQUIRED. SEE
ROOF FRAMING
PLAN. IF BLOCKING
IS NOT NOTED ON
ROOF FRAMING
PLAN THEN NOT
REQUIRED.
JOISTS (FLOOR OR ROOF)
LOCATION SHEATHING & NAILING
ROOF 15
32" BLOCKED OSB SHEATHING PANEL
10d @ 6" BOUNDARIES,10d @ 6"
EDGES,10d @ 12" INTERIORS
FLOOR 3
4" T & G PLYWOOD SHEATHING OR
SLAB ON GRADE PER PLAN.
10d @ 6" BOUNDARIES,10d @ 6"
EDGES,10d @ 12" INTERIORS
7 ROOF AND FLOOR DIAPHRAGM DETAIL AND SCHEDULE
N.T.S
WOOD FRAMING DETAILS,
DIAPHRAGM, SHEARWALL
NAILING AND SCHEDULE
E.N.
HOLD-DOWN
POST PER PLAN
16d @ 4" O.C.
VERTICALLY
SHEAR PANEL
PER PLAN
HOLD-DOWN PER PLAN.
(WHERE OCCURS)
16d @ 4" O.C.
VERTICALLY
4x OR 6x POST
PER PLAN
STRAP PER PLAN
(WHERE OCCURS)
16d @ 4" O.C.
VERTICALLY
SHEAR PANEL
PER PLAN
E.N.
E.N.
E.N.
4x OR 6x POST
PER PLAN
STRAP PER PLAN
(WHERE OCCURS)
16d @ 4" O.C.
VERTICALLY
E.N.
SHEAR PANEL
PER PLAN
SHEAR PANEL
PER PLAN
HOLD-DOWN PER PLAN.
(WHERE OCCURS)
E.N.
E.N.E.N.
HOLD-DOWN PER PLAN
(WHERE OCCURS)
STRAP PER PLAN
(WHERE OCCURS)
4x OR 6x POST
PER PLAN
SHEAR PANEL
PER PLAN
SHEAR PANEL
PER PLAN
E.N.
E.N.
HOLD-DOWN PER
PLAN (WHERE
OCCURS)
4x OR 6x POST
PER PLAN
SHEAR PANEL
PER PLAN
STRAP PER PLAN
(WHERE OCCURS)
SHEAR PANEL PER
PLAN
E.N.
HOLD-DOWN PER PLAN
(WHERE OCCURS)
SHEAR PANEL
PER PLAN
4x OR 6x POST
PER PLAN
STRAP PER PLAN
(WHERE OCCURS)
NOTES:
1. SHEARWALL w/ TIGHTEST NAILING PATTERN
SHALL EXTEND OVER HOLD-DOWN POST
A - SHEAR TRANSFER AT CORNER W/ HOLDOWN B - SHEAR TRANSFER AT CORNER W/ STRAP C - SHEAR TRANSFER AT CORNER W/ STRAP & HD D - SHEAR TRANSFER AT WALL INTERSECTION
E.N.
SHEAR PANEL
PER PLAN
HOLD-DOWN PER PLAN
(WHERE OCCURS)
HOLD-DOWN PER
PLAN (WHERE
OCCURS)
4x OR 6x POST PER PLAN
STRAP PER PLAN
(WHERE OCCURS)
E - SHEAR TRANSFER AT T-INTERSECTION F - SHEAR TRANSFER AT CORNER W/ STRAP & HD G - SHEAR TRANSFER AT WALL END W/ STRAP & HD
5 N.T.S
UPDATE THIS DESCRIPTION
7"
E
M
B
E
D
.
MI
N
.
24" MIN.12"
E.N.E.N.
2x TRIMMERS
OR 4x POST
4x MIN. POST PER PLAN @
HOLDOWN LOCATION.
HD PER PLAN
HEADER PER PLAN
60" SIMPSON 'CS16'
STRAP
E.
N
.
E.
N
.
HD BOLT PER SCHEDULE
CONT. TOP
PLATES. SEE
DETAIL 1/S-0.2
FOR SPLICE
REQUIREMENTS
4x MIN. POST PER
PLAN @ HOLDOWN
LOCATION
2'-0" MIN.
3x4 MIN. FLAT BLKG.
@ ALL PANEL JOINTS
A35 EA. SIDE
2'
-
0
"
M
I
N
.
F.
N
.
F.
N
.
SEE PLANS FOR SHEARWALL LENGTH
F.
N
.
F.
N
.
E.N.E.N.
E.N.E.N.
E.
N
.
E.
N
.
E.
N
.
E.
N
.
SIMPSON "CS16"
WRAPPED AROUND SILL
PL. @ PIPE OPENING
E.N.E.N.
9"6"9"
PLYWOOD
SHEATHING
ROOF DRAIN PIPE
WHERE OCCURS
E.N.
A.B. EA. SIDE
OF PIPE
HOLDOWN
POST PER PLAN
SIMPSON "CS16" WRAPPED
AROUND SILL PL.
PLAN VIEW @ DRAIN PIPE
JEFFREY T . TANGONAN
JBT ENGINEERING
91
7
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M
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S
F
D
TYP. MINIMUM ROOF HEADER SCHEDULE
(U.O.N. ON PLANS)
WIDTH OF
OPENING
NUMBER OF
TRIMMERS
HEADER SIZE
2x4 Wall Framing 2x6 Framing
up to 4'-0"1 4x4 6x6
up to 6'-0"1 4x6 6x6
up to 8'-0"2 4x8 6x8
up to 10'-0"2 4x10 6x12
up to 12'-0"3 4x12 6x12
TYP. MINIMUM FLOOR & ROOF DECK HEADER SCHEDULE
(U.O.N. ON PLANS)
WIDTH OF
OPENING
NUMBER OF
TRIMMERS
HEADER SIZE
2x4 Wall Framing 2x6 Framing
up to 4'-0"2 4x4 6x6
up to 6'-0"2 4x6 6x6
up to 8'-0"2 4x8 6x8
up to 10'-0"2 4x10 6x12
up to 12'-0"3 4x12 6x12
STUD WALL
PER PLAN
(6) - 16d NAILS
EA. SIDE OF
SPLICE. TYP.SILL PL.
SPLICE
"A""B"
NOTES:
USE THIS DETAIL WHEN EITHER "A" OR "B" IS GREATER THAN 1'-0"
ANCHOR BOLT PER
SW SCHED. TYP.
NOTES:
1. USE 5/8" Ø ANCHOR BOLTS PER SCHEDULE ON DETAIL X / S0.XX
2. EACH SILL PLATE PIECE SHALL HAVE (2) BOLTS MINIMUM. HOLD-DOWN ANCHORS ARE NOT
CONSIDERED AN ANCHOR BOLT.
3. LOCATE BOLTS WITHIN 9" OF SILL PLATE ENDS AND AT 4'-0" O.C. MAX.
4. USE PLATE WASHER PER SHEARWALL SCHEDULE AT EA. BOLT. STANDARD CUT WASHERS
ARE ACCEPTABLE AT NON-SHEAR WALLS.
5. DO NOT DRILL OVERSIZE HOLES THRU SILL PLATE. UISE 11/16" Ø DRILL BIT.
6. SILL PLATE THICKNESS AND FASTENING AT SHEARWALLS PER SHEAR WALL SCHEDULE ON
DETAIL X/S0.XX
7. CONTACT THE ENGINEER-OF-RECORD FOR POST-INSTALLED ANCHOR OPTIONS.
9" MAX.
4 1/2" MIN.
4
1
/
2
"
M
I
N
.
9"
M
A
X
.
4 1/2" MIN.
9" MAX.
4 1/2" MIN.
9" MAX.
4 1/2" MIN.
9" MAX.
4 1/2" MIN.
9" MAX.
NOTCH IN SILL PL.
PER DETAIL 2
PLYWOOD
SHEATHING PER PLAN
DRAG STRAP PER PLAN
SIMPSON 'ECCQ'
FLOOR BEAM PER PLAN
OVER TOP PL'S.
WOOD POST
PER PLAN
STUD WALL
FRAMING PER
PLAN
CRIPPLE WALL
FRAMING
DOUBLE TOP PL'S.
WINDOW
OPENINING
NON-LOAD BEARING HEADER
SIZES PER SCHEDULE
DOUBLE TRIMMER
2 TYPICAL HEADER CONSTRUCTION WITH BEAM ABOVE
N.T.S
DBL. TOP PL.
(2) ROWS - 0.148"Ø x 3.25"
NAILS (16 - TOTAL).
STAGGERED WITHIN AREA
OF SPLICE @ 6" O.C.
PLATE SPLICE TO
OCCUR OVER
STUDS, TYP.
STUD WALL
PER PLAN
4'-0" MIN. SPLICE LAP
NOTES:
1. USE 5/8" Ø ANCHOR BOLTS PER SCHEDULE ON DETAIL X / S0.XX
2. EACH SILL PLATE PIECE SHALL HAVE (2) BOLTS MINIMUM. HOLD-DOWN ANCHORS ARE NOT CONSIDERED AN
ANCHOR BOLT.
3. LOCATE BOLTS WITHIN 9" OF SILL PLATE ENDS AND AT 4'-0" O.C. MAX.
4. USE PLATE WASHER PER SHEARWALL SCHEDULE AT EA. BOLT. STANDARD CUT WASHERS ARE ACCEPTABLE
AT NON-SHEAR WALLS.
5. DO NOT DRILL OVERSIZE HOLES THRU SILL PLATE. UISE 11/16" Ø DRILL BIT.
6. SILL PLATE THICKNESS AND FASTENING AT SHEARWALLS PER SHEAR WALL SCHEDULE ON DETAIL X/S0.XX
7. CONTACT THE ENGINEER-OF-RECORD FOR POST-INSTALLED ANCHOR OPTIONS.
5 TYP. PLATE SPLICE DETAIL
N.T.S4SILL PLATE SPLICE
N.T.S
1 PLYWOOD SHEARWALL ELEVATION DETAIL
N.T.S
6 TYP. SILL PLATE BOLTING
N.T.S
TYP. WOOD FRAMING
DETAILS
WALL CONSTRUCTION
SILL END
S7
JEFFREY T . TANGONAN
JBT ENGINEERING
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Scale: 1/4" = 1'
FOUNDATION PLAN - A S-8
FOUNDATION PLAN
CONC. SPREAD FTG.
SIZE & REINF. PER PLAN
LEGEND
EX STUD WALL
POST ABOVE
S11
24"X24"X24"
DEEP NEW
PAD FOOTING
1
-
HOLDOWN TRANSFER AT:
- EXTERIOR (N) FTG. RAISED FOUNDATION SEE SHEET
S11
- INTERIOR (EX) FTG.RAISED FOUNDATION SEE SHEET
11
- INTERIOR (N) FTG.RAISED FOUNDATION SEE SHEET
11
- EXTERIOR (EX) FTG.SLAB FOUNDATION SEE SHEET
11
- EXTERIOR N) FTG.SLAB FOUNDATION SEE SHEET 11
(N) 2X STUD WALL
CONC. SPREAD FTG.
SIZE & REINF. PER PLAN
EXISTING SFD
FOUNDATION TO
REMAIN
MIN 1'
2'
2'
Structural Engineering Design
917 McFadden
SFD
Prepared by
JBT Engineering Services
1/23/2025
TABLE OF CONTENTS (pages 2-6)
Vertical Load Design
JEFFREY T .TANGONAN
(c) ENERCALC INC 1983-2023
DESCRIPTION:CB-1
Project File: MCFADDEN.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Load Resistance Factor D
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (ex roof rafters)
Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 11.0 ft, (ex ceiling joists)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.450: 1
Load Combination +1.20D+1.60Lr+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.000 ft
137.35 psi=
=
5,017.03 psi
3.5x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +1.20D+1.60Lr+L
=
=
=
501.12 psi==
Section used for this span 3.5x11.875
Maximum Shear Stress Ratio 0.274 : 1
13.029 ft=
=
2,255.99 psi
Maximum Deflection
1179
<360
445
Ratio =0 <240
Max Downward Transient Deflection 0.142 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.377 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
+1.40D 0.0 0.00 0.00.0
1 0.294 0.179 0.60 1.001 1.001.00 1.00 7.58 1,105.9 3,762.8 1.87 375.867.3
0.00.0
1 0.371 0.226 0.80 1.001 1.001.00 1.00 12.77 1,862.8 5,017.0 3.14 501.1113.4
0.00.0
1 0.314 0.192 0.80 1.001 1.001.00 1.00 10.81 1,576.9 5,017.0 2.66 501.196.0
0.00.0
1 0.450 0.274 0.80 1.001 1.001.00 1.00 15.46 2,256.0 5,017.0 3.81 501.1137.3
0.00.0
(c) ENERCALC INC 1983-2023
DESCRIPTION:CB-1
Project File: MCFADDEN.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C C CCMCCLxi r
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t F Cfu
1.00Length = 14.0 ft 1 0.371 0.226 0.80 1.001 1.001.00 1.00 12.77 1,862.8 5,017.0 3.14 501.1113.4
0.00.0
1 0.267 0.163 0.80 1.001 1.001.00 1.00 9.19 1,341.0 5,017.0 2.26 501.181.6
0.00.0
1 0.189 0.115 0.80 1.001 1.001.00 1.00 6.50 947.9 5,017.0 1.60 501.157.7
0.00.0
1 0.259 0.158 1.00 1.001 1.001.00 1.00 11.15 1,627.0 6,271.3 2.74 626.499.1
0.00.0
1 0.113 0.069 1.00 1.001 1.001.00 1.00 4.87 710.9 6,271.3 1.20 626.443.3
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.750L 1 0.3769 7.051 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.965 2.965
Max Upward from Load Combinations 2.965 2.965
Max Upward from Load Cases 1.547 1.547
D Only 1.547 1.547
+D+L 2.317 2.317
+D+Lr 2.667 2.667
+D+0.750Lr+0.750L 2.965 2.965
+D+0.750L 2.125 2.125
+0.60D 0.928 0.928
Lr Only 1.120 1.120
L Only 0.770 0.770
USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.
USGS web services are now operational so this tool should work as expected.
917 McFadden Ave, Santa Ana, CA 92707, USA
Latitude, Longitude: 33.7347829, -117.8772549
Date 1/23/2025, 5:40:23 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.291 MCER ground motion. (for 0.2 second period)
S1 0.461 MCER ground motion. (for 1.0s period)
SMS 1.549 Site-modified spectral acceleration value
SM1 null -See Section 11.4.8 Site-modified spectral acceleration value
SDS 1.032 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null -See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null -See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.547 MCEG peak ground acceleration
FPGA 1.2 Site amplification factor at PGA
PGAM 0.656 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.291 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.39 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.519 Factored deterministic acceleration value. (0.2 second)
S1RT 0.461 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.498 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.626 Factored deterministic acceleration value. (Peak Ground Acceleration)
Type Value Description
PGAUH 0.547 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration
CRS 0.929 Mapped value of the risk coefficient at short periods
CR1 0.925 Mapped value of the risk coefficient at a period of 1 s
CV 1.358 Vertical coefficient
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