APPROVED REV 1 BLD2021-0171+REAR STAIRS +4.22.2022_12.23.16_PM+2821766STRUCTURAL NOTES
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REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
Eri c C&rfer
BUILDING OFFICIAL
Apr 25 2022
APPROVED DATE
Provide WABO certified welding reports to City
Inspector
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE
REINFORCING STEEL
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
DESIGN LOADS SUBMITTED.
DEAD LOADS: WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
STAIR 50 PSF WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
LIVE LOADS: REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI
STAIR 60 PSF 318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11).
MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
EARTHQUAKE LOADS: APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8.
SITE CLASS (ASSUMED)
SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS)
ONE SECOND SPECTRAL RESPONSE ACCEL (SI)
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SIDS)
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
RISK CATEGORY
SEISMIC IMPORTANCE FACTOR 00
SEISMIC DESIGN CATEGORY
BASIC SEISMIC FORCE -RESISTING -SYSTEM
RESPONSE MODIFICATION FACTOR, (R)
REDUNDANCY FACTOR (p)
SEISMIC RESPONSE COEFFICIENT (CS)
D
1.279
0.501
0.853
0.501
11
1.0
D
STEEL SPECIAL CANTILEVER COLUMN
2.5
1.0
0.341
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN
ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
LATERAL EARTH PRESSURE
UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE
RESTRAINED: 50 PCF + ANY APPLICABLE SURCHARGE
PASSIVE: 300 PCF
COEFFICIENT OF FRICTION: 0.35
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND
AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS
REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE.
IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE
THAN 10% FINES (PASSING THE #200 SIEVE).
FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE
THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
TEST METHOD D1557.
BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE
DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER
ARCHITECTURAL SPECIFICATIONS.
EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER.
IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL
ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
CONCRETE
ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF
ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
(ACI 301).
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS
PER CUBIC FOOT.
CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS:
MAXIMUM
MIN CEMENT
TYPE OF CONSTRUCTION
PC*
WATER/CEMENT
CONTENT PER CUBIC
MAXIMUM
SHRINKAGE STRAIN
RATIO
YARD
SLABS ON GRADE
3000 PSI
0.55
5 1/2 SACK
N/A
FOOTINGS
3000 PSI
0.55
5 1/2 SACK
N/A
WALLS
4000 PSI
j 0.45
5 1/2 SACK
j N/A
THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1.
*PROVIDE fc SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
CONCRETE COVER ON REINFORCING
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
CONCRETE EXPOSED TO EARTH AND WEATHER:
#6 BARS AND LARGER
2"
#5 BARS AND SMALLER
1 1/2"
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS AND JOISTS
3/4"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS
1 1/2"
STRUCTURAL STEEL
STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
"SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST
EDITION.
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI.
PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI.
STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI.
STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI.
BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"0 MINIMUM, UNO
ANCHOR BOLTS SHALL CONFORM TO ASTM A307.
CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC
MANUAL OF STEEL CONSTRUCTION.
UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO
WEATHER SHALL BE HOT DIP GALVANIZED.
EXISTING BUILDING
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
REDESIGN.
CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND
MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
ONLY WILL NOT SATISFY THIS REQUIREMENT.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
ENGINEER.
LEGEND
DEFINITION
SYMBOL
�
DEFINITION
SYMBOL
DIRECTION OF
FRAMING
EXTENT OF
FRAMING
NATIVE SOIL
GRANULAR FILLZOWMW
I I mI mI mI mI I
— — — — —
COLUMNS
COLUMN BEARING
ON BEAM
BEAM CONTINUOUS
OVER SUPPORT
STRUCTURAL STEEL
RATED SHEATHING
SHEAR WALL
(SEE SCHEDULE)
P
SWX
e
CONCRETE WALL
COLUMN MARK
(SEE SCHEDULE)
BEARING STUD
WALL
FOOTING MARK
(SEE SCHEDULE)
O
NON -BEARING
STUD WALL
HOLDOWN MARK
(SEE SCHEDULE)
BEARING STUD
SHEAR WALL
NON -BEARING
STUD SHEAR WALL
CMU WALL
HANGER MARK
(SEE SCHEDULE)
FLAG NOTE
(SEE PLAN NOTES)
STEEL MOMENT
FRAME CONN.
O
I I
ABBREVIATIONS
(A)
AB
ABOVE
ANCHOR BOLT
GLB
GLUE -LAMINATED BEAM
HORIZ
HORIZONTAL
ALT
ALTERNATE
ARCHITECT
KIP
KING POST
KIPS PER SQUARE INCH
ARCH
KSI
(B)
BELOW
L
ANGLE
BD
BLKG
BAR DIAMETER
MECH
MECHANICAL
BLOCKING
MF
MOMENT FRAME
BM
BEAM
BOTTOM
MTL
METAL
NEAR SIDE
BOT
NS
BRNG
BTWN
BEARING
OC
ON CENTER
BETWEEN
OPP
OPPOSITE
CJP
COMPLETE JOINT PENETRATION
PL
PLATE
CLR
CLEAR
PLCS
PLACES
CIVIL)
CONCRETE MASONRY UNIT
PSI
POUNDS PER SQUARE INCH
COL
COLUMN
PSF
POUNDS PER SQUARE FOOT
CONC
CONCRETE
P/T
POST TENSIONED
CONN
CONT
CONNECTION
CONTINUOUS
PT
REINF
PRESSURE TREATED
REINFORCING
COORD
COORDINATE
DOUBLE
REQ'D
REQUIRED
SCHEDULE
DBL
SCHED
DET
DETAIL
SIM
SIMILAR
SLAB ON GRADE
DIA
DIAMETER
SOG
DIM
DIMENSION
STD
STANDARD
STIFFENER
DIR
DIRECTION
STIFF
EA
EACH
STL
STEEL
ELEV
ELEVATION
SYMM
SYMMETRICAL
ES
EACH SIDE
SW
SHEARWALL
EX
EXISTING
TOC
TOP OF CONCRETE
EXP
EXPANSION
TOS
TOP OF STEEL
FLR
FLOOR
TOW
TOP OF WALL
FDN
FOUNDATION
FOOTING
TYP
TYPICAL
FTG
UNO
UNLESS NOTED OTHERWISE
FS
GC
FAR SIDE
VERT
VERTICAL
GENERAL CONTRACTOR
WF
WIDE FLANGE
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
0210122
II DESIGN: LMS III
II DRAWN: CCC III
II CHECK: DMT III
JOB NO: 20456.1011
DATE: 01 / 1 4/22
REVISION
Apr 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
Eri c C&rfer
BUILDING OFFICIAL
Apr 25 2022
APPROVED DATE
Provide WABO certified welding reports to City
Inspector
EXISTING FOOTING
ELEV = -0-3"
T.O. PIER
10"0 STD PIPE
FOUNDATION PLAN
SCALE: 3/8" = V-0"
5'-6" x 2'-0" x V-0" DEEP FOOTING
W/ #4 @12" EA WAY BOTTOM
ELEV = -0-3"
T.O. PIER
10"0 STD PIPE
FOOTING PER DETAIL
2'-0" 0 2'-0"
113
4'-0"
EXISTING DECK
ELEV 8'-8"
T.O. DECK -
FIELD VERIFYIF
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0- (V N
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ELEV = 6'-4 1/4"
T.O. LANDING
STAIR FRAMING PLAN
SCALE: 3/8" = V-0"
T-6"
TREAD
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ELEV 0'-0"
T.O. FTG
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NOTE:
1. ALL METAL SHALL BE POWDER
COATED FOLLOWING FABRICATION
0
m
ELEV = 4'-0 1/2"
T.O. LANDING
2'-0" 0
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DRAWN: CCC
CHECK: DMT
JOB NO: 20456.10
DATE: 01 / 1 4/22
REVISION
Apr 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
Eri c Curf2r
BUILDING OFFICIAL
Apr 25 2022
APPROVED DATE
Provide WABO certified welding reports to City
Inspector
LANDING PARTIAL PLAN
SCALE: 1" = V-0"
EXIST RIM
1/4" CAP PL
2L6x3-1/2x1/4 x 0'-8" LONG W/ (2)
5/8"0 x 4" LAG SCREWS AT EA ANGLE
NOTE: RAILING EXCLUDED FOR
CLARITY. SEE DETAIL 4
STAIR STRINGER PER PLAN
11"
TYP
1/4
1/4" CAP PL
PRECAST LANDING
in
MR
HSS PER PLAN
STAIR SECTION
SCALE: 1" = V-0"
nnr� A r- ter, AJCRETE
)ETAIL 2
PLAN
I
2"
PRECAST CONCRETE CLOSED
RISER TREADS W/ CONN TO
ANGLE PER MFR
4
2L2x2x1/4 x V-0" LONG,
THRU-BOLT TO HSS IN FIELD W/
(2) 5/8"0 BOLTS TO EA ANGLE
NOTE: TOP OF CONCRETE TO BE
FLUSH WITH TOP OF FRAME
CONCRETE LANDING
SCALE: 1" = V-0"
FULL DEPTH 2X BLOCKING
EXISTING SHEATHING
WEB BLOCKING
AT STRAP W/
(6) 10d NAILS
SIMPSON DTT2Z STRAP
EXIST STUD WALL
L2x2x1/4 x 0'-8" LONG
W/ (2) 3/8"0
SELF -DRILLING METAL
SCREWS INTO
STRINGER
4
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3'-5 3/4"
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— — — — — — — — - I I
1/4" CAP PL
HSS PER PLAN
PL 3/4" x 16 x 1'-4"
W/ (4) 3/4"0 x 10" EMBED
REDHEAD TRUBOLT
WEDGE ANCHORS
3/16 V
(4) #3 TOTAL CLOSED TIES,
(3) LOCATED WITHIN TOP 5"
OF PILASTER
(4) 3'-5 3/4" x 10 1/8" x 2 1/2"
PRECAST CONCRETE PLANKS
BY OTHERS
0
HSS PER PLAN
(2) L2x2x1/4 x 0'-5" LONG,
THRU-BOLT TO HSS IN
FIELD W/ (1) 5/8"0 BOLT
AT EA ANGLE
N
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a a
ATTACHMENT PER
PRECAST MFR
ANGLE PER PLAN
#12 SELF -DRILLING
SCREWS @ 12" OC
HSS PER PLAN
TYP EA END
COLUMN PER PLAN
1" NON -SHRINK GROUT
W/ LEVELING NUTS
3"
MIN V-6" x V-6" CONCRETE
PILASTER
i EXISTING GRADE
a
I #4 BARS TOP &
BOT EA WAY
(4) #3 BARS W/ 90
DEG STD HOOK
NOTE: INSTALL WEDGE
2'-6" ANCHORS PER ANCHOR
SQUARE MFR INSTRUCTIONS
LANDING SECTION
SCALE: 1" = V-0"
NOTE: RAILING EXCLUDED FOR
CLARITY. SEE DETAIL 4
4" 13"
STAIR SECTION
SCALE: 1" = V-0"
1/4" CAP PL
PRECAST LANDING
Ell
HSS PER PLAN
AT UPPER TREAD ONLY, PROVIDE L2x2x1/4
x 0'-9" LONG W/ 1/4" CAP PL AND 5/8" 0
THRU-BOLT INTO LANDING BEAM
STAIR STRINGER
nrn nI A nI
STAIR DETAIL AT FOUNDATION
SCALE: 1" = V-0"
(4) 3/8" 0 SELF
DRILLING METAL
SCREWS AT EACH
RAIL POST CONN.
n All III/ n\/'HERS
I IJJ r LI\ r Lf 11
TYP. RAILING SECTION
4 SCALE: 1" = V-0"
NOTE: INSTALL WEDGE
ANCHORS PER ANCHOR
MFR INSTRUCTIONS
L3 x 2 x 1/4 x 0'-6" WELDED TO ONE SIDE OF
STRINGER & ANCHORED W/ (2) 5/8"0 x 5 1/8
REDHEAD TRUBOLT WEDGE ANCHORS. SHIM OR
GROUT BENEATH ANGLE FOR FULL BEARING
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
0210122
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DRAWN:
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CHECK:
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JOB NO: 20456.10
DATE:
01 / 1 4/22
REVISION
Apr 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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