APPROVED BLD RESUB3 BLD2023-0845+STRUCTURAL PLANS+4.26.2024_2.13.59_PM+4221956MELISSA HANNI RESIDENCE
STRUCTURAL PLANS
Sheet Summary
Sheet
Description
Cover Sheet
Soo
General Notes
Design Criteria
Main Deck Detail
Sol
Lower Deck Detail
S02
Upper Deck
Extension Detail
Connection Details
S05
Footing Details
S06
Guardrail Details
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED
PLANS MUST BE
ON JOB SITE
The following documentation shall be available on
site for the building inspector:
■
x❑ COE APPROVED ARCHITECTURAL PLAN SET
❑x COE APPROVED STRUCTURAL PLAN SET ;
❑ COE REVIEWED CALCULATION PACKET '
' ❑ ENERGY CREDIT WORKSHEET
■
❑ SITE PLAN ;
! ❑ CIVIL PLAN ■
■
■
CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■
BLD2023-0845
RESUB
Apr 26 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
GENERAL STRUCTURAL NOTES:
1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE
DRAWINGS OF ALL OTHER DISCIPLINES AND THE SPECIFICATIONS.
THECONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER TRADES
AS TO SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES AND
OTHER ITEMS TO BE PLACED OR SET IN THE STRUCTURAL WORK.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY
PRECAUTIONS AND REGULATIONS DURING THE WORK. THE ENGINEER WILL NOT
ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY PRECAUTIONS AND PROGRAMS.
3. THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISHED STRUCTURE.
THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY GUYING AND BRACING REQUIRED
TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL
WORK AND CONNECTIONS HAVE BEEN COMPLETED. THE INVESTIGATION, DESIGN,
SAFETY, ADEQUACY AND INSPECTION OF ERECTION BRACING, SHORING, TEMPORARY
SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
4. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE METHODS, TECHNIQUES
AND SEQUENCES OF PROCEDURES TO PERFORM THE WORK. THE SUPERVISION
OF THE WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.
WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY THE ENGINEER.
6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO
BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANU-
FACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE
WITH THE SUPPLIER'S INSTRUCTIONS AND REQUIREMENTS.
7. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF CONSRUCTION
SHALL NOT EXCEED THE SAFE LOAD -CARRYING CAPACITY OF THE STRUCTURAL
MEMBERS. THE LIVE LOADINGS UESD IN THE DESIGN OF THIS STRUCTURE ARE
INDICATED IN THE "DESIGN CRITERIA NOTES". DO NOT APPLY ANY CONSTRUCTION
LOADS UNTIL STRUCTURAL FRAMING IS PROPERLY CONNECTED TOGETHER AND
UNTIL ALL TEMPORARY BRACING IS IN PLACE.
8. ALL ASTM AND OTHER REFERENCES ARE PER THE LATEST EDITIONS OF
THESE STANDARDS, UNLESS OTHERWISE NOTED.
9. SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED TO THE ENGINEER FOR
REVIEW PRIOR TO FABRICATION. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE
GENERAL CONTRACTOR BEFORE SUBMITTAL. THE ENGINEER'S REVIEW IS TO BE FOR
CONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE
RELEVANT CONTRACT DOCUMENTS. THE ENGINEER'S REVIEW DOES NOT RELIEVE THE
CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW, CHECK AND COORDINATE THE
SHOP DRAWINGS PRIOR TO SUBMISSION. THE CONTRACTOR REMAINS SOLEY
RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF
SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, DIMENSIONS, ETC.
10. SUBMIT SHOP DRAWINGS IN THE FORM OF TWO BLUELINE PRINTS AND ONE SEPIA. IN NO CASE
SHALL REPRODUCTION OF THE CONTRACT DRAWINGS BE USED AS SHOP DRAWINGS. AS A
MINIMUM, SUBMIT THE FOLLOWING ITEMS FOR REVIEW:
A. CONCRETE MIX DESIGN (S).
B. REINFORCING STEEL SHOP DRAWINGS.
C. STRUCTURAL STEEL SHOP DRAWINGS.
D. STEEL JOIST /GIRDER SHOP DRAWINGS.
E. METAL DECKING SHOP DRAWINGS.
F. PRE -MANUFACTURED WOOD SYSTEM/TRUSS SHOP DRAWINGS (SEE NOTES).
G. PRE-ENGINEERED METAL BUILDING SYSTEM (SEE NOTES).
OTHER SUBMITTALS MAY BE REQUIRED PER THE "SCHEDULE OF SPECIAL
INSPECTIONS" OR THE SEPARATE NOTES CONTAINED HEREIN.
11. UNLESS OTHERWISE INDICATED, ALL ITEMS NOTED TO BE DEMOLISHED SHALL BECOME
THE CONTRACTOR'S PROPERTY AND BE REMOVED FROM THE SITE.
12. CONTRACTORS SHALL VISIT THE SITE PRIOR TO BID TO ASCERTAIN CONDITIONS WHICH MAY
ADVERSELY AFFECT THE WORK OR COST THEREOF.
WOOD MATETRALS:
1. LUMBER ALL WOOD MEMBERS USED FOR LOAD -BEARING PURPOSES, INCLUDING END -JOINTED AND EDGE -GLUE
LUMBER, SHALL BE IDENTIFIED BY THE GRADEMARK OF A LUMBER GRADING OR INSPECTION AGENCY WHICH PARTICIPATES
IN AN ACCREDITATION PROGRAM, SUCH AS THE AMERICAN LUMBER STANDARDS COMMITTEE OR EQUIVALENT. THE
GRADEMARK SHALL INCLUDE AN EASILY DISTINGUISHABLE MARK OR INSIGNIA OF THE GRADING AGENCY WHICH COMPLIES
WITH THE REQUIREMENTS OF U.S. DEPARTMENT OF COMMERCE VOLUNTARY PRODUCT STANDARD 20 PS20) AMERICAN
SOFTWOOD LUMBER STANDARD.
2. GLULAM GLUE LAMINATED TIMBERS SHALL MEET THE PROVISIONS OF ANSI/AITC A190.1 STRUCTURAL GLUED
LAMINATED TIMBER.
3. PREFABRICATED WOOD I -JOISTS ASSEMBLIES USING PREFABRICATED WOOD I -JOISTS SHALL MEET THE PROVISIONS
OF ASTM D5055 STANDARD SPECIFICATION FOR ESTABLISHING AND MONITORING STRUCTURAL CAPACITIES OF
PREFABRICATED WOOD I -JOISTS , THIS MANUAL, THE GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS
SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORT.
4. STRUCTURAL COMPOSITE LUMBER SINGLE MEMBERS OR ASSEMBLIES USING STRUCTURAL COMPOSITE LUMBER
SHALL MEET THE PROVISIONS OF ASTM D5456 STANDARD SPECIFICATION FOR EVALUATIONS OF STRUCTURAL COMPOSITE
LUMBER PRODUCTS, THIS MANUAL, THE GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH
IN THE MANUFACTURER'S CODE EVALUATION REPORT.
5. PREFABRICATED WOOD TRUSSES ASSEMBLIES USING PREFABRICATED WOOD TRUSSES SHALL MEET THE
PROVISIONS OF THIS MANUAL, THE GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN
ANSI/TPI 1 NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONNECTION, THE TRUSS DESIGN
DRAWINGS, OR THE MANUFACTURER'S CODE EVALUATION REPORT.
6. GYPSUM GYPSUM MATERIAL USED IN A STRUCTURAL APPLICATION SHALL MEET THE PROVISIONS OF ASTM C 1396/C
1396M, STANDARD SPECIFICATION FOR GYPSUM BOARD
7. HARDBOARD HARDBOARD USED IN A STRUCTURAL APPLICATION SHALL MEET THE PROVISIONS OF ANSI/CPA A135.6
HARDBOARD SIDING.
8. STRUCTURAL PANELS
8.1 ORIENTED -STRAND BOARD (OSB), WAFERBOARD
ORIENTED -STRAND BOARD OR WAFERBOARD USE DIN STRUCTURAL APPLICATIONS SHALL MEET THE
PROVISIONS OF PS2 OR APPLICABLE CODE EVALUATION REPORTS.
8.2 PARTICLEBOARD
PARTICLEBOARD USED IN STRUCTURAL APPLICATIONS SHALL CONFORM TO ANSI A208.1 PARTICEBOARD
STANDARD AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORT.
8.3 FIBERBOARD
FIBERBOARD USED IN STRUCTURAL APPLICATIONS SHALL MEET THE PROVISIONS OF ASTM C208 STANDARD
SPECIFICATION FOR CELLULOSIC FIBER INSULATION BOARD.
8.4 STRUCTURAL PANEL SIDING
STRUCTURAL PANEL SIDING USED IN STRUCTURAL APPLICATIONS SHALL MEET THE REQUIREMENTS OF PS1, THE
GOVERNING BUILDING CODE, AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN APPLICABLE CODE EVALUATION
REPORTS.
PLYWOOD SHEATHING SHALL BE AS FOLLOWS: U.N.O.
ROOF SHEATHING SHALL BE 1/2" CDX INT-APA RATED 32/16, EXP. 1
B.N.:10d common nails at 6" o.c.
E.N.:10d common nails at 6" o.c.
F.N.:10d common nails at 12" o.c.
FLOOR SHEATHING SHALL BE 3/4" T & G INT-APA RATED OSB.
B.N.:10d common nails at 6" o.c.
E.N.:10d common nails at 6" o.c.
F.N.:10d common nails at 12" o.c.
FASTENERS AND CONNECTORS:
1. LAG SCREWS
LAG SCREWS OR LAG BOLTS SHALL COMPLY WITH ANSI/ASME B18.2.1 SQUARE AND HEX BOLTS AND SCREWS (INC
SERIES).
2. TRUSS METAL CONNECTOR PLATES
TRUSS METAL CONNECTOR PLATES SHALL MEET THE REQUIREMENTS OF ANSI/TPI 1, THE GOVERNING BUILDING CODE,
AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE EVALUATION REPORTS.
3. METAL CONNECTORS
WHERE METAL PLATE OR STRAPPING SIZE AND GAGE ARE SPECIFIED, MINIMUM ASTM A653 STANDARD SPECIFICATION
FOR STEEL SHEET, ZINC -COATED (GALVANIZED) OR ZINC -IRON ALLOY -COATED (GALVANNEALED) BY THE HOT -DIP PROCESS,
STRUCTURAL STEEL, GRADE 33 STEEL SHALL BE USED. OTHER METAL CONNECTORS SHALL MEET THE REQUIREMENTS OF
THE GOVERNING BUILDING CODE AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN THE MANUFACTURER'S CODE
EVALUATION REPORTS.
4. NAILS
NAILS SHALL COMPLY WITH ASTM F1667 STANDARD SPECIFICATION FOR DRIVEN FASTENERS: NAILS, SPIKES, AND
STAPLES.
5. PNEUMATIC NAILS AND STAPLES
PNEUMATIC NAILS AND STAPLES SHALL MEET THE REQUIREMENTS OF THE GOVERNING BUILDING COE AND ANY
ADDITIONAL REQUIREMENTS OF THE GOVERNING BUILDING CODE AND ANY ADDITIONAL REQUIREMENTS AS SET FORTH IN
THE MANUFACTURER'S CODE EVALUATION REPORTS.
ROUGH FRAMING NAILING SCHEDULE
ROUGH FRAMING NAILING SCHEDULE (IN LIEU OF IBC TABLE 2304.10.1)
DESIGN CRITERIA NOTES: SEE SHEET S00.1
CONNECTION
FASTENING
1. JOIST TO SILL OR GIRDER
(3) 0.131 "X3" TOENAILS
2. BRIDGING TO JOIST, RAFTER OR TRUSS
(3) 0.131 "X3" TOENAILS EA. END
3. 1X6 OR LESS SUBFLR. JST.
(2) 0.131 "X2.5" FACE NAIL
1. THE INTENDED DESIGN STANDARDS AND/OR CRITERIA ARE AS FOLLOWS:
LR
4. WIDER THAN 1X6 SUBF. TO JST.
(3) 0.131"X2.5" FACE NAIL
5. 2" SUBFLOOR TO JST./GIRDER
(2) 0.161 "X3.5" BLIND & FACE NAIL
GENERAL INTERNATIONAL BUILDING CODE (IBC 2018, AS AMENDED)
6. SOLE PLATE TO JST. OR BLKG.
0.131"X3" AT 8" O.C. TYP. FACE NAIL
CONCRETE ACI 318-14
SOLE PLATE AT BRACED WALL PANEL
(4) 0.131 "X3" AT 16" O.C. FACE NAIL
7. TOP PLATE TO STUD
(3) 0.131 "X3" END NAIL
MASONRY ACI 530/530.1-13
8. STUD TO SOLE PLATE
(4) 0.131 "X3" TOENAIL
(OR)
(3) 0.131" END NAIL
STRUCTURAL STEEL ANSI/AISC 360-16 & ANSI/AISC 341-16
9. DOUBLE STUDS
AT
0.131"X3" AT 8" O.C. FACE NAIL
STEEL JOISTS/GIRDERS SJI 100-15 (& 50-YEAR JOIST DIGEST)
10. DOUBLE TOP PLATES
0.131"X3" AT 8" O.C. TYP. FACE NAIL
DOUBLE TOP PLATE LAP SPLICE
(20) 0.131"X3" FACE NAILS
METAL DECK SDI NC -17
11. JOIST/RAFTER BLKG. TO PLATE
(3) 0.131 "X3" TOENAILS
COLD -FORMED METAL AISI S100-16
12. RIM JOIST TO TOP PLATE
0.131"X3" AT 6" O.C. TOENAIL
13. TOP PLATE LAP INTERSECTIONS
(3) 0.131 "X3" FACE NAIL
WOOD ANSI/AWC NDS-18
14. DOUBLE 2X JOIST/HEADER
0.131"X3" AT 12" FACE NAIL EA. EDGE
15. CEILING JOISTS TO PLATE
(5) 0.131 "X3" TOENAIL
WOOD TRUSSES TPI 1-2014
16. CONTINUOUS HEADER TO STUD
(4) 0.131 "X3" TOENAILS
FOUNDATIONS SOILS INVESTIGATION AND REPORT PERFORMED BY XXX
17. CEILING JST. LAP AT PARTITIONS
(4) 0.131 "X3" FACE NAIL
18. CEILING JST. TO PARALLEL RAFTER
(4) 0.131 "X3" FACE NAIL
19. RAFTER TO PLATE
(3) 0.131 "X3" TOENAIL
2. DESIGN GRAVITY DEAD LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS: SEE S00
20. 1X BRACE TO EA. STUD & PLATE
(2) 0.131 "X3" FACE NAIL
21. 1X8 OR LESS SHTG. TO EA. BRG.
(2) 0.131"X3" FACE NAIL
22. WIDER THAN 1X8 SHTG. TO BRG.
(3) 0.131"X3" FACE NAIL
3. DESIGN GRAVITY LIVE LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS: SEE S00
23. BUILT-UP CORNER STUDS
(3) 0.131 "X3" AT 16" O.C. FACE NAIL
24. BUILT-UP GIRDERS AND BEAMS
0.131"X3" AT 12" FACE NAIL EA. SIDES
STAGGERED
4. DESIGN LATERAL LIVE LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS: SEE S00
5. DESIGN SNOW LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS: SEE S00
6. THE LATERAL LOAD RESISTING SYSTEM OF THIS BUILDING CONSISTS OF: SEE S00
EXISTING CONSTRUCTION NOTES:
1. BEFORE PROCEEDING WITH ANY WORK WITHIN THE EXISTING FACILITY, THE CONTRACTOR SHALL
FAMILIARIZE HIMSELF WITH EXISTING STRUCTURAL AND OTHER CONDITIONS. IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY BRACING, SHORING AND OTHER
SAFEGUARDS TO MAINTAIN ALL PARTS OF THE EXISTING WORK IN A SAFE CONDITION DURING THE
PROCESS OF DEMOLITION AND CONSTRUCTION AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF
THE EXISTING WORK WHICH ARE TO REMAIN.
2. THE CONTRACTOR SHALL FIELD VERIFY THE DIMENSIONS, ELEVATIONS, ETC. NECESSARY FOR THE PROPER
CONSTRUCTION AND ALIGNMENT OF THE NEW PORTIONS OF THE WORK TO THE EXISTING WORK. THE
CONTRACTOR SHALL MAKE ALL MEASUREMENTS NECESSARY FOR FABRICATION AND ERECTION OF
STRUCTURAL MEMBERS. ANY DISCREPANCY SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE
ENGINEER.
3. WELDING TO AND WITHIN AN EXISTING FACILITY PRESENTS POTENTIAL HAZARDS,
INCLUDING:
A. FIRE HAZARD- DUE TO THE EXISTING CONSTRUCTION AND BUILDING CONTENTS.
B. STRUCTURAL LIQUEFACTION -DUE TO WELDING ACROSS THE FULL SECTION OF
STRUCTURAL STEEL MEMBERS.
RECOMMENDATIONS TO PREVENT THESE HAZARDS INCLUDE:
A. FIRE HAZARD -PROTECT EXISTING COMBUSTIBLES PRIOR TO WELDING. KEEP
A SEPARATE WATCHMAN AND SEVERAL FIRE EXTINGUISHERS ON HAND.
B. STRUCTURAL LIQUEFACTION -WELD IN SMALL INCREMENTS. ALLOW WELDS TO
TO HARDEN BEFORE CONINTUING TO THE NEXT INCREMENT.
C. DO NOT LEAVE THE SITE UNTIL SATISFIED THAT NO FIRE HAZARD EXISTS.
4. INFORMATION USED IN PREPARING THESE DRAWINGS WAS TAKEN FROM
DRAWINGS PREPARED BY THE FIRM OF [ 1, DATED [ ].
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND ERECTION OF ALL SHORING NECESSARY
TO SAFEGUARD THE EXISTING STRUCTURE. THE SHORING SHOWN IS A PARTIAL AND SCHEMATIC
REPRESENTATION OF THAT REQUIRED. THE CONTRACTOR SHALL SUBMIT A DETAILED PLAN FOR SHORING,
BRACING AND PROTECTION OF THE EXISTING CONSTRUCTION. THE PLAN SHALL INCLUDE A CONSTRUCTION
SEQUENCE, BEAR THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE COMMONWEALTH OF
VIRGINIA AND BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO BEGINNING THE WORK.
LUMBER GRADE/USE SCHEDULE
USE/LOCATION
SPECIES & SIZE
GRADE
Fb (PSI)
Fv (PSI)
Fcp (PSI)
Fc (PSI)
E (PSI)
WALL
HEM -FIR (HF.)
NO.2
850
150
405
1300
1.3E6
STUDS/BLOCKS
2X, 3X, 4" WIDE, 6" & WIDER
WALL PLATES
HEM -FIR (HF.)
NO.2
850
150
405
1300
1.3E6
2X4, 3X4, 2X6, 3X6
JOISTS
HEM -FIR (HF.)
NO.2
850
150
405
1300
1.3E6
2X, 3X
LEDGER BOARDS
DOUGLAS FOR -LARCH (DF.)
NO.2
900
180
625
1350
1.6E6
2X,3X
LEDGER BOARDS
DOUGLAS FOR -LARCH (DF.)
NO.1
1000
180
625
1500
1.7E6
4X
BEAMS & POSTS
DOUGLAS FOR -LARCH (DF.)
NO.2
900
180
625
1350
1.6E6
4X
BEAMS & POSTS
DOUGLAS FOR -LARCH (DF.)
NO.1
1200
170
625
1000
1.6E6
6x
NAIL SIZE SCHEDUAL
NAILS SIZE
DIAMETER
LENGTH
8d COMMON NAIL
0.131"
2-1/2"
10d COMMON NAIL
0.148"
3.0"
12d COMMON NAIL
0.148"
3-1/4"
16d COMMON NAIL
0.162"
3-1/2"
BEARING WALL STUD SCHEDUAL
MARK
WALL TYPE
LOCATION
PLATE SIZE
STUD SIZE &
SPACING
BW1
EXTERIOR
TYPICAL U.N.O.
PER PLAN
2X6
2X6 @ 16" O/C
BW2
CRAWL SPACE
TYPICAL
2X4
2X4 @ 16" O/C
BW2
INTERIOR
TYPICAL U.N.O.
PER PLAN
2X4
2X4 @ 16" O/C
GLULAM BEAMS SIZE SCHEDUAL
USE
COMBINATION
SYMBOL/SPECIES
CAMBER
SIMPLE SPAN BEAM
24F-V4 DF/DF
STANDARD
CONTINUOUS BEAM
24F-V8 DF/DF
ZERO
CANTILEVER BEAM
24F-V8 DF/DF
ZERO
STRUCUTRAL GENERAL NOTES U.N.O.
www.struware.com
Code:
CODE SUMMARY
International Building Code 2018
Live Loads:
Roof 0 to 200 sf:
20 psf
200 to 600 sf:
24 - 0.02Area, but not less than 12 psf
over 600 sf:
12 psf
Typical Floor
40 psf
Partitions
15 psf
Balconies load 1.5 times live
( )
60 psf
Habitable attics & sleeping areas
30 psf
Attics without storage
10 psf
Attics with storage
20 psf
Dead Loads:
Floor
15.0 psf
Roof
15.0 psf
Wind Design Data:
Ultimate Design Wind Speed
110 mph
Nominal Design Wind Speed
85.21 mph
Risk Category
II
Mean Roof Ht (h)
8.0 ft
Exposure Category
C
Enclosure Classif.
Open Building
Internal pressure Coef.
+/-0.00
Directionality (Kd)
0.85
Roof Snow Loads:
Design Uniform Roof Snow load
=
30.3 psf
Flat Roof Snow Load
Pf =
30.3 psf
Balanced Snow Load
Ps =
30.3 psf
Ground Snow Load
Pg =
30.1 psf
Importance Factor
I =
1.00
Snow Exposure Factor
Ce =
1.20
Thermal Factor
Ct =
1.20
Sloped -roof Factor
Cs =
1.00
Drift Surcharge load
Pd =
Width of Snow Drift
w =
Earthauake Desian Data:
Risk Category
Importance Factor
I = 1.00
Mapped spectral response acceleratiol
Ss = 131.30
S1 = 46.50
Site Class
= code default
Spectral Response Coef.
Sds = 1.000
Sd1 = 0.569
Seismic Design Category
= D
Basic Structural System
= Bearing Wall Systems
Seismic Resisting System
= Light frame (wood) walls with structural wood shear panels
Design Base Shear
V = 0.154W
Seismic Response Coef.
Cs = 0.154
Response Modification Factor
R = 6.5
Analysis Procedure
= Equivalent Lateral -Force Analysis
CODE SUMMARY- continued
Component and cladding ultimate wind pressures
Roof
Area
Negative Zone 1
Negative Zone
Negative Zone
Positive Zone 1
Positive Zone
Positive Zone
Surface Pressure (psf)
9 sf
< sf <
36 sf
-21.8
-21.8
-21.8
-33.5
-33.5
-21.8
-65.4
-33.5
-21.8
24.0
24.0
24.0
36.0
36.0
24.0
48.0
36.0
24.0
www.struware.com
LIST OF ABBREVIATIONS;
ADD'L ADDITIONAL
APPROX. APPROXIMATE
ARCH. ARCHITECTURAL
ASD ALLOWABLE STRESS DESIGN
B. F. BOTTOM FACE
B.M. BENCHMARK
B.N. BOUNDARY NAILING
B.O.B. BOTTOM OF BOREHOLE
B.O.T.P. BOTTOM OF TEST PIT
BOTT. BOTTOM
C CENTIGRADE
C.C. CENTER TO CENTER
CFM CUBIC FEET PER MINUTE
C. 1. CAST IRON
C.J. CONSTRUCTION JOINT
CLR. CLEAR
CMP CORRUGATED METAL PIPE
CONC. CONCRETE
CONT. CONTINUOUS
CT.J. CONTRACTION JOINT
DEG. DEGREE
DIA. DIAMETER
DIAL. DIAGONAL
DWL DOWEL
E EAST, EASTING
EA. EACH
E.F. EACH FACE
E.N. EDGE NAILING
E.J. EXPANSION JOINT
EL. ELEVATION
E.W. EACH WAY
EXIST. EXISTING F FAHRENHEIT
F.F. FAR FACE
FIG. FIGURE
F.N. FIELD NAILING
FT. FEET
FTG FOOTING
FIN. FINISH
GA. GAGE
GAL GALLON
GALV. GALVANIZED
GR. GRADE
G.L. GRADE LEVEL
GPM GALLONS PER MINUTE
H.P. HIGH POINT, HORSE POWER
HR HOUR
HORIZ. HORIZONTAL
HT. HEIGHT
I.D. INSIDE DIAMETER
1. F. INSIDE FACE
INV. INVERT
IN. INCH
JST JOIST
JT. JOINT
KIPS KILOPOUNDS
LB. POUND
L.P. LOW POINT
LG. LONG LONG. LONGITUDINAL
MAX. MAXIMUM
MIN. MINIMUM
M.H. MANHOLE
MFR. MANUFACTURER
NGVD NATIONAL GEODETIC VERTICAL DATUM
N NORTH, NORTHING
N.I.A. NOT IN CONTRACT
N.T.S. NOT TO SCALE
N.F. NEAR FACE
O/C ON CENTERS
O.D. OUTSIDE DIAMETER
O.F. OUTSIDE FACE
O.H. OVER HANG
O.W. OUTLET WORKS
P.C. POINT OF CURVATURE
P.T. PRESSURE TREATED
P.D. PLAIN DOWEL
P.I. POINT OF INTERSECTION
PL. PLATE PREEAB. PREFABRICATED
PSI POUNDS PER SQUARE INCH
PSF POUNDS PER SQUARE FOOT
PVC POLYVINYL -CHLORIDE
R RADIUS
RCC ROLLER COMPACTED CONCRETE
RCP REINFORCED CONCRETE PIPE
REINF. REINFORCEMENT
REQD. REQUIRED
REV. REVISION
S SOUTH
SCH. SCHEDULE
SH. SHEET
S.S. STAINLESS STEEL
SECT. SECTION
SIM. SIMILAR
SIMPS. SIMPSON STRONG TIES
S.O.G. SLAB ON GRADE
SQ. SQUARE
SPEC. SPECIFICATIONS
STA. STATION
SYM. SYMMETRICAL
STD. STANDARD
T&B TOP AND BOTTOM
T.F. TOP FACE
THK. THICKNESS
TRANS.TRANSVERSE
TOPO. TOPOGRAPHY
TYP. TYPICAL
T.O.W. TOP OF WALL
T.O.F. TOP OF FOOTING
U.N.O. UNLESS NOTED OTHERWISE
VERT. VERTICAL
W WEST
W/ WITH
W/O WITHOUT
W.S. WATERSTOP
WSP WOOD STRUCTURAL PANEL
Sheet List
Sheet
Number Sheet Name
S00
GENERAL STRUCTURAL NOTES
S01
LOWER DECK FOUNDATION &
FRAMING PLAN
S02
UPPER DECK FRAMING
SD05
TYPICAL STRUCTURAL DETAILS
W 6 HAJ
Wilson & HAJ Consultant Engineers, LLC
NOTES:
1-THESE DRAWINGS ARE THE PROPRIETARY WORK
PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT
ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF
(WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF
THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN
WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ
CONSULTANT ENGINEERS, LLC) IS PROHIBITED.
2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE
DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S
SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER
PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND /
OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
ENCLOSED DRAWING. WILSON & HAJ CONSULTANT
ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE
CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS
BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID
MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST
HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST
CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO
CONSTRUCTION AND BE SOLELY RESPONSIBLE
THEREAFTER.
3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND
DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER
OF ANY DIMENSIONAL ERRORS, OMISSIONS OR
DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY
WORK.
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Revisions
Rev# Description Date
GENERAL
STRUCTURAL
NOTES
Project number Project Number
Date 0401 2023
Drawn By Author
Checked By Checker
BLD2023-0845
SOO
RESUB
Scale Pr s In Icated
DEVELOPMENT SERVICES
DEPARTMENT
6X6 PT POST
FOUNDATION GENERAL NOTES:
2
3
4
5
6
7
8.
9.
10
11
12
13
DECKING TO
(2) 16d @ EA.
DECK FOUNDATION AND FRAMING
PLAN
1 /4" = 1'-0"
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INVESTIGATION, DESIGN, SAFETY, ADEQUACY AND INSPECTION OF ERECTION
BRACING, SHORING, TEMPORARY SUPPORTS, ETC FOR THE STRUCTURE DURING CONSTRUCTION.
USE THIS DRAWING IN CONJUNCTION WITH ARCHITECTURAL, STRUCTURAL/FRAMING AND OTHER DISCIPLINES.
ELEVATIONS & DIMENSIONS SHOWN ON THIS DRAWINGS SHALL BE FOR THE PURPOSES OF PLACING REINFORCING BARS ONLY, NOT FOR
CONSTRUCTION UNLESS VERIFIED BY THE CONTRACTOR.
REFER TO SHEET S00 FOR ADDITIONAL REQUIREMENTS & SHEET SD05 FOR FOUNDATION DETAILS. U.N.O.
CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL HOLD DOWNS SHOWN.
ALL FOOTINGS SHALL BEAR ON UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED FILL CAPABLE OF SUPPORTING A DESIGN BEARING
PRESSURE OF 1,500 PSF.
CONCRETE WORK SHALL CONFORM TO ACI 318 " BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY
CONCRETE SPECIFICATIONS SHALL CONFORM TO ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE".
ALL DETAILS SHALL BE IN ACCORDANCE WITH ACI 315 & ACI DETAILING MANUAL.
REIN. STEEL BARS SHALL CONFORM TO ASTM 615/GRADE 60.
SPECIFIED CONCRETE STRENGTH SHALL BE f'c=2,500PS1 @ 28 DAYS FOR FOOTINGS & WALLS. U.N.O.
MAX. AGGREGATE SIZE SHALL BE 3/4in, MIN. AIR CONTENT SHALL BE 5% (TOLERANCE-+1.5%) (BY VOLUME), MAX. SLUMP SHALL BE 6".
ALL REIN. BAR SPLICES ARE TO BE CLASS B TENSION SPLICES. WALL HORIZONTALS ARE TO BE CONSIDERED "TOP BARS".
E.W.=EACH WAY, E.F.=EACH FACE.
FRAMING GENERAL NOTES:
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INVESTIGATION, DESIGN, SAFETY, ADEQUACY AND INSPECTION OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC FOR THE STRUCTURE DURING CONSTRUCTION.
2. USE THIS DRAWING IN CONJUNCTION WITH ARCHITECTURAL, STRUCTURAL/FRAMING AND OTHER DISCIPLINES.
3. ELEVATIONS & DIMENSIONS SHOWN ON THIS DRAWINGS SHALL BE FOR THE PURPOSES OF PLACING FRAMING & SHEAR WALL LOCATIONS ONLY, NOT FOR CONSTRUCTION UNLESS VERIFIED BY THE CONTRACTOR.
4. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS & TOP PLATE ELEVATIONS.
5. REFER TO SHEET S00 FOR ADDITIONAL REQUIREMENTS.
6. WORK & MATERIALS SHALL CONFORM TO IBC 2018 BUILDING CODE.
7. BEAMS SHOWN SHALL BE DROP U.N.O. ON PLANS.
8. USE SIMPSON (IUS) HANGERS FOR CONNECTION OF I -JOISTS OR TJI JOISTS TO OTHER FRAMING MEMBERS (U.N.O.) AND (LUS) HANGERS FOR CONNECTION OF SOLID JOISTS.
9. POSTS OR ASSEMBLED STUDS SHALL TRANSFER CONTINUOUS LOAD PATH TO FOUNDATION.
10. PROVIDE POSITIVE CONNECTION TO ALL COLUMNS FOR LATERAL FORCES RESISTANCE.
11. ALL LUMBER IN CONTACT WITH SOIL, CONCRETE OR MASONRY SHALL BE PRESSURE TREATED LUMBER.
12. ALL HANGERS AND NAILS IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE SIMPSON Z-MAX HANGERS OR STAINLESS STEEL.
7z> - � JOISTS DIRECTION &DISTRIBUTION
BEAM
C JOIST/BEAM/TRUSS HANGER OR CAP
PROJECT NORTH
DETAIL NUMBER
X
SDX DETAIL SHEET NUMBER
�X BEAM NUMBER PER CALCULATION REPORT
0 2X4
® 2-2X4
SHALLTRANSFER
®f 3-2X4 CONTINUOUS LOAD
PATH TO FOUNDATION
®f 4-2X4
I® f 4X4 POST
® f 6X6 POST
FRAMING LEGENDS
1 /4" = V-0"
FOOTING
DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION)
REBAR
ELEVATION
PROJECT NORTH
DETAIL NUMBER
(SDX
DETAIL SHEET NUMBER
® 2X4
® 2-2X4
®
3-2X4
®�
4-2X4
®
4X4 POST
®
6X6 POST
FOUNDATION LEGENDS
U 1 /4" = V-0"
Wilson & HAJ Consultant Engineers, LLC
NOTES:
1-THESE DRAWINGS ARE THE PROPRIETARY WORK
PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT
ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF
(WILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF
THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN
WITHOUT THE WRITTEN PERMISSION OF (WILSON & HAJ
CONSULTANT ENGINEERS, LLC) IS PROHIBITED.
2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE
DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S
SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER
PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND /
OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
ENCLOSED DRAWING. WILSON & HAJ CONSULTANT
ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE
CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS
BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID
MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST
HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST
CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO
CONSTRUCTION AND BE SOLELY RESPONSIBLE
THEREAFTER.
3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND
DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER
OF ANY DIMENSIONAL ERRORS, OMISSIONS OR
DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY
WORK.
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Revisions
Rev# Description Date
LOWER DECK
FOUNDATION &
FRAMING PLAN
Project number Project Number
Date 0401 2023
Drawn By Author
Checked By Checker
BLD2023-0845
S01
RESUB
Scale Apr 1 = '-0"
CITY OF Enmorim
DEVELOPMENT SERVICES
DEPARTMENT
NEW LOWER LEVEL DECK
NEW LOWER LEVEL DECK
n UPPER DECK FRAMING
1/4" = 1'-0"
6X6, P.T. POST
DOWNT
DOWN TO FOOTING
DECKING TO JOISTS USE;
(2) 16d @ EA. JST
6X6, P.T. POST
W/ CC66
DOWN TO FOOTING
EDGER BOARD
tEW WITH WASHER @ 9"
GER ROWS TYP.
EXISTING MAIN LEVEL COVERED DECK
NOTES:
1-THESE DRAWINGS ARE THE PROPRIETARY WORK
PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT
ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF
(W ILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF
THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN
WITHOUT THE WRITTEN PERMISSION OF (W ILSON & HAJ
CONSULTANT ENGINEERS, LLC) IS PROHIBITED.
2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE
DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S
SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER
PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND /
OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
ENCLOSED DRAWING. WILSON & HAJ CONSULTANT
ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE
CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS
BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID
MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST
HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST
CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO
CONSTRUCTION AND BE SOLELY RESPONSIBLE
THEREAFTER.
3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND
DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER
OF ANY DIMENSIONAL ERRORS, OMISSIONS OR
DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY
WORK.
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Revisions
Rev# Description Date
UPPER DECK
FRAMING
Project number Project Number
Date 04 01 2023
Drawn By Author
Checked By Checker
BLD2023-0845
S02
RESUB
Scale Apr / - -0"
DEVELOPMENT SERVICES
DEPARTMENT
FTG PER PLAN
W/ 1/12 TOP SLOPE
(DECK POST DETAILS_
3/411 = 11-011
P.T. POST PER PLAN
POST BASE
CBSQ44 FOR 4X4 POST
CBSQ66 FOR 6X6 POST
\ GRADE LEVEL
<.a
d' 4 ,d ;
.4a ad
4
a -,- -1LOW FROST LEVEL
SIZE PER PLAN
Vo
4
o
Z
MIN.
� 9
4-
dp
_
-
L
4 �'
n
p, - 6"
8
MIN.,
a
0 6
o
MIN. _
'v
DIAMETER PER PLAN
MIN. 14"
DECK POST AND CONCRETE PIER
3/411 = 1'-01'
3-2X12 JST
FLR SYSTEM
2X12 STRINGER@ 18"
SEE ARCH. DRAW'G
WOOD STAIR DETAILS
3/4" = 1'-0"
P.T. POST PER PLAN
(2)-1/2" THROUGH ROD OR BOLT
IN BOTH DIRECTIONS
1/12 SLOPE
G.L.
CONCRETE PIER PER PLAN
(2)-1/2" THROUGH ROD OR BOLT
IN BOTH DIRECTIONS
WELL -GRADED GRAVEL
2X4
W/'
EA.
WOOD BEAM TO END CQLLUMN
BRACING
3/411 = 11-011
CC COLUMN CAP.
INSTALL PER
MANUFACTURER'S
RECOMMNENDATION
o 4'-0" o
O O
JNECTOR PER PLAN
6X6 POST
2X BLOCKING
W/ (3
BLOC
aJOIST TO BEAM CONNECTION
3/4 11-011
BEAM SPLICE
WHERE OCCURS
CMSTC16 STRAP EACH SIDE AS REQUIRED
BEAM PER PLAN
ECC COLUMN C/
INSTALL PER
MANUFACTUREF
RECOMMNENDA
POST PER PLAN
AT CONTINUOUS BEAM AT END BEAM
BEAM COLUMN CONNECTION
3/4" = 1'-0"
0' - 10"
4 BOARDS MIN.
TREADS; 2X OR 514 BOARDS
h
"NOSE ��' i-I
1"NOSE
3"X"3X1/4"X0'-3" ANGLE
W/ 1/2" BOLT @ EA. LEG &
@ EA. STRINGER
2X12 STRINGER@ 18" O/C MAX.
SEE ARCH. DRAW'G
4" S.O.G.
S.O.G. LEVEL
_ of-
244
a
FROST DEPTH
0'-4" 0'-6" 0'-4"
-S @ 6" O/C
FLR SYSTEM
CUT POST AT BOTTOM TREAD ELEVATION WHEN
NO STAIR GUARI
STAIR
STRINGE
4x4 P
10"x10" SQUARE OF
12" DIA. FOOTING
SECTION
(2) 1/2" DIAMETER THROUGH -BOLTS WITH
WASHERS REQUIRED ONLY IF GUARD IS
REQUIRED; OTHERWISE USE (2) #8 WOOD
SCREWS a3-1/2" LONG OR (2) 16d
THREADED NAILS
ATTACH 2x4 BEARING BLOCK USING (8) #8
WOOD SCREWS a3-1/2" LONG OR (8) 16d
THREADED NAILS
— FLR LEVEL
DST DEPTH
JOISTS PER PLAN
H1 TIE @ E.A. JST
FLOOR PER
FLOOR JOISTS
NOTE:
THIS DETAIL IS APPLICABLE WHERE FLOOR
JOISTS ARE PARALLEL TO DECK JOISTS.
DECK ATTACHMENT FOR LATERAL
LOADS
'IIIIIVV
G
ASHING FOR WATER TIGHTNESS
A DECKING
/ 1/4" GAP
'PROVED JOIST HANGERS
3E;SIMPS. LUS28 HANGER
8 MIN. P.T. LEDGER
JST BE EQUAL OR GREATER THAN THE RAFTER SIZE
/ 1/2-INCH LAG SCEW @ 9" O/C (STAGGAR FASTENERS
2 ROWS)
HOLD-DOWN DEVICE MIN 750 LB. CAPACITY AT 4
LOCATIONS, EVENLY DISTRIBUTED ALONG DECK AND ONE
WITHIN 24" OF EACH END OF THE LEDGER. HOLD-DOWN
DEVICES SHALL FULLY ENGAGE DECK JOIST PER HOLD-
DOWN MANUFACTURER.
A FULLY THREADED 3/4" DIAMETER LAG SCREW
PREDRILLED W/ MIN. 3" PENETRATION TO CENTER OF
TOP PLATE, STUDS, OR HEADER.
STAGGER FASTENERS
IN 2 ROWS
PER PLAN
5.5"MIN. FOR 2X8
6.5"MIN. FOR 2X10
X in 7.5"MIN. FOR 2X12
�o
'v
m
LAG SCREW, THROUGH -BOLT
OR A.B. WITH WASHER
P.T. LEDGER
LEDGER BOARD DETAILS
NOTES:
1-THESE DRAWINGS ARE THE PROPRIETARY WORK
PRODUCT AND PROPERTY OF(WILSON & HAJ CONSULTANT
ENGINEERS, LLC), DEVELOPED FOR THE EXCLUSIVE USE OF
(W ILSON & HAJ CONSULTANT ENGINEERS, LLC). USE OF
THESE DRAWINGS AND CONCEPTS CONTAINED THEREIN
WITHOUT THE WRITTEN PERMISSION OF (W ILSON & HAJ
CONSULTANT ENGINEERS, LLC) IS PROHIBITED.
2-TO THE BEST OF MY KNOWLEDGE THESE PLANS ARE
DRAWN TO COMPLY WITH OWNER'S AND/ OR BUILDER'S
SPECIFICATIONS AND ANY CHANGES MADE ON THEM AFTER
PRINTS ARE MADE WILL BE DONE AT THE OWNER'S AND /
OR BUILDER'S EXPENSE AND RESPONSIBILITY. THE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
ENCLOSED DRAWING. WILSON & HAJ CONSULTANT
ENGINEERS,LLC IS NOT LIABLE FOR ERRORS ONCE
CONSTRUCTION HAS BEGUN. WHILE EVERY EFFORT HAS
BEEN MADE IN THE PREPARATION OF THIS PLAN TO AVOID
MISTAKES, THE MAKER CAN NOT GUARANTEE AGAINST
HUMAN ERROR. THE CONTRACTOR OF THE JOB MUST
CHECK ALL DIMENSIONS AND OTHER DETAILS PRIOR TO
CONSTRUCTION AND BE SOLELY RESPONSIBLE
THEREAFTER.
3-CONTRACTOR SHALL VERIFY ALL CONDITIONS AND
DIMENSIONS AT THE JOB SITE AND NOTIFY THE DESIGNER
OF ANY DIMENSIONAL ERRORS, OMISSIONS OR
DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY
WORK.
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Revisions
Rev# Description Date
TYPICAL
STRUCTURAL
DETAILS
Project number Project Number
Date 04 01 2023
Drawn By Author
Checked By Checker
BLD2023-0845
SD05
RESUB
Scale pr ' died
3/41' = 1'-01
'
DEVELOPMENT SERVICES
DEPARTMENT
RFX238FF FLAT --\
RFX200. RFX300 OR
Rn1) MAX PFT\A/FFN PrIl�-,TC
� 1 /8" OR 3 /16" SS
=ILLER INFILL RFX400 TOP RAIL
1X19 CABLE INFILL
OR
RF;
36" OR
42"
US
POS
MOl
RFXRCB — RAIL CONNECTING
RFXPF PICKET
—
FILLER RFXBR BOTTOM
RAIL OPTIONAL
BLOCK — SEE SHEETS 6 & 7
RFXFMINT — 1" OFFSET FASCIA
MOUNT BRACKET SEE OTHER
OPTIONS ON SHEETS 10 & 11
RFX 200 / RFX300 ALUMINUM RAIL W/STAINLESS STEEL CABLE INFILL OFFSET FASCIA MOUNT
RFXFBDOC 1" STANDOFF FASCIA MOUNT OUTSIDE RFXF51 C 1" STANDOFF FASCIA MOUNT RFXFBST 1" STANDOFF FASCIA MOUNT
CORNER DOULBE POST BRACKET (GLASS FILL
4.94 (1" PIN MAY BE USED FOR
OPTIONAL HINGED CORNER
BRACKET ASSEMBLY)
0.25
75"
0.75"
BX 00.25 FOR
HW-14-1 #14 X 1
SS HEX WASHER
SELF DRILLING SCREW
1"
4X 00.25 FOR HW-14-1
#14 X 1" SS HEX WASHER
SELF DRILLING SCREW
6"
Scale: 1-1/2": 1'-0"
CEC200/RFXEC300
RFXEC200EXP/
�CEC300EXP END CAP
-D WITH SCREWS
�T WITH CORE
JNTED IN CONCRETE
3.75
MAX. K,/_,TF_r
RFXF50C 1" STANDOFF FASCIA MOUNT
INSIDE CORNER POST BRACKET INTERMEDIATE POST BRACKET OUTSIDE CORNER POST BRACKET
5.47"
4X 07/16"
FOR 3/8'
ATTACHMENTS
4X s�7/16" FOR—' ----4X 07/16 FOR
3/8" ATTACHMENTS 3/8" ATTACHMENTS
i� I" OFFSET FASCIA MOUNT BRACKET — POST ATTACHMENT OPTIONS AND DETAILS
RFX238P WITH RFXPS
4X HEX-3/8—LAG-10.00—SS
3/8 X 10 HEX HEAD LAG
SCREW w/MIN. 5" OF
THREAD LENGTH
4x RFXPCAP
4 x C W— 3/8— Z P 3/8„
SS CUP WASHER
SECTION L—L
OFFSET FASCIA MOUNT TO WOOD
4X 00.25
FOR HW-14-1
#14 X 1" SS
HEX WASHERO
TYP .
4X 0 7/6" FOR 3/8„
ATTACHMENTS
CONCRETE
SECTION M—M
OFFSET FASCIA MOUNT TO CONCRETE
RFX238P WITH RFXPS
1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE
RAILING IS NOT IN ZENITH SCOPE OF WORK.
2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH.
3. CABLE IN —FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK.
4. POST SPACING OF 5' O.0 REQUIRES RFS238P (POST) WITH RFXPS (STIFFENER).
4X 00.25 FOR
H W-14-1 #14 X
1" SS HEX
WASHER SELF
DRILLING SCREW
RFXFBST
4X HIT—HY 200 V3 + HIT—Z
3/8" CONCRETE ANCHOR BOLT
2 3/4" MIN. EMBED.
4X RFXPCAP
Scale: 5":1'-0"
4X CW-3/8—ZP 3/8" SS CUP WASHER
2_37F�,
RFX238P RFX
STANDARD POST X—SEC
2.142"
RFX238P
WITH
RFXPS
(STIFFINER�
HOLE MUST
BE IN
LINE
WITH STIFFINER
PE -POST EXTRUSION PROFILE
T^� RAIL PROFILES
CABLE II
RFX238F
LAT FILL
RFX238P
RAILFX POST
Scale: 1'-0":1'-0"
[DE-vznn T')P RAIL
TOP RAIL PROFILES (CONTIUOUS TOP RAIL
ZENITH ENGINEERS, INC
22320 Foothill Blvd,
Suite 600 Hayward, CA 94541
www.zenithenginers.com
Q�pFESSIpN
p,L M
Zt�
� CID C 78688
� EXP.09/30/2023
qTF OF CAL\Fps
W
Q
O
DATE: 09.22.2022
SCALE: AS SHOWN
DESIGN BY: HM
DRAWN BY: SSK
REVIEWED BY:SP
190417
Scale: 5":1'-0"
Scale: 5":1'-0"
Scale: 1'-0":1'-0"
PAGE O T;� _K
DEPARTMENT