APPROVED BLD2022-0501+Architectural_Plan+4.21.2022_11.26.35_AM+2818648HARBOR SC UARE BUILDING 1
ELEVATOR PIT REPAIR
190 W DAYTON ST
EDMONDS, WA 98022
OWNER
PORT OF EDMONDS
336 ADMIRAL WAY
EDMONDS, WA 98020
425.774.0549
LEGAL DESCRIPTION
CONSULTANTS
STRUCTURAL ENGINEER
CG ENGINEERING
250 4TH AVE S, SUITE 200
EDMONDS, WA 98020
425.778.8500 FAX 778.5536
CONTACT: DENNIS TITUS, PE, SE
ELEVATOR CONSULTANT
WASHINGTON ELEVATOR
6716 EASTSIDE DR NE
TACOMA, WA 98422
253.431.6707
CONTACT: JASON SCHAPLOW
THAT PORTION OF GOVERNMENT LOT 3, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.,
DESCRIBED AS FOLLOWS:
COMMENCING AT THE INTERSECTION OF THE SOUTH LINE OF SECTION 23, AND THE EASTERLY
RIGHT-OF-WAY LINE OF THE BURLINGTON NORTHERN RAILROAD;
THENCE ALONG SAID EASTERLY RIGHT-OF-WAY N 42'34'34" E, 616.37 FEET TO THE TRUE POINT OF
BEGINNING;
THENCE CONTINUING N 42-34-34" E, 731.18 FEET TO THE SOUTHERLY RIGHT-OF-WAY OF DAYTON
STREET;
THENCE ALONG SAID SOUTHERLY RIGHT-OF-WAY LINE S 58'17'06" E, 12.54 FEET;
THENCE S 88°42'06" E, 524.29 FEET;
THENCE S 41°39'17" E, 110.49 FEET TO THE WESTERLY RIGHT-OF-WAY OF SR-104 (AS CONDEMNED
UNDER S.C.C. NO. 106375);
THENCE S 1°08'54" W ALONG SAID WESTERLY RIGHT-OF-WAY A DISTANCE OF 562.54 FEET;
THENCE N 88°42'06" W, 422.56 FEET;
THENCE N 43'42'06" W, 120.0 FEET;
THENCE S 46°1754" W 70.00 FEET;
THENCE N 37°00'00" W, 260.0 FEET;
THENCE S 71°00'00" W 401.09 FEET TO THE TRUE POINT OF BEGINNING.
SITUATE IN SNOHOMISH COUNTY, WASHINGTON. THE ABOVE DESCRIBED PARCEL CONTAINS 10.983
ACRES, MORE OR LESS.
PARCEL NUMBER
27032300406400
SCOPE OF WORK
REPLACE ELEVATOR PIT
NOTE:
SITE PLAN HAS BEEN PREPARED BASED ON
FIELD MEASUREMENTS & COUNTY RECORDS &
IS NOT A SURVEY, PROPERTY LINES ARE
APPROXIMATE. THE CONTRACTOR SHALL
VERIFY ALL DIMENSIONS & UTILITY LOCATIONS.
EXIST BUILDING
REPAIR ELEVATOR PIT
SITE PLAN
SCALE: 1" = 20'-0"
e
\ �a
a
e
70
m
fD LL
� 1%
yt.n St W Dayton St W Dayton St Dayton St
kaF
/ Pa
0°
ca
°c
a�
T1
(D
Pa 3
d
r
m m
z CL a F 3 r'o
� N
la\� � . �
s. a
�'17 fn
d\
VICINITY MAP
NTS = PROJECT SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
/ r Provide Special Inspection reports
to City Inspector
-----------------------------------------------------------
0
X/
de
i
i
APPROVED
PLANS MUST B..r
ON JOB SITE
-------------------------------------------------------------------------------
Approval of this permit pertains to the floor
repairs only. Applicant to obtain elevator related
:permits through Washington State Department of
Labor and Industries.
� I
---------------------------------------------------------------------------------'
20 0 10 20
City Of Edmonds
Building Department
Work ELEVATOR PIT REPAIR
Address 190 WEST DAYTON
-----------------
------------------
Owner HARBOUR SQUARE
-------------- -----------------
r..................... .-----------------�
Approved Date 04/22/2022 _ _
Building Official Eri,G C 4-ter
----------------------------------------------------
----------------------------------------------------
Permit Number; BLD2022-0501
-------------------------------------------------------------
� e
40
O C
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
W31/22
J
H
z
O_
�N
ry
U
LIJ Lu
Q a-
Y
Q
II DESIGN: ERH III
II CHECK: DMT II
JOB NO: 22013.10
DATE: 03/31 /22
RECEIVED
Apr 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
0
z
0
J
N
D
N
m
H
O
(n
00
W
O�
w
Z
=)
F-
Z
�a
Q
a
J
0
V)
IL
0
Z
M
O
W
O
:2
w
Q
0)
0
a
T.—
W
V)
J
SHEET:
STRUCTURAL NOTES
O C
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DESIGN LOADS
DEAD LOADS:
ELEVATOR CAB 1880 LBS
PISTON 2000 LBS
STATEMENT OF SPECIAL INSPECTIONS
SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC.
FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
SPECIAL INSPECTION
OPERATION
CONT
PERIODIC
REMARKS
CONCRETE
CONCRETE TEST SPECIMENS
X
ADHESIVE ANCHORS
X
IF USED
NOTE:
ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ATTENTION OF THE DESIGN TEAM.
SHOP DRAWINGS
SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR REVIEW PRIOR TO FABRICATION:
SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE
CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR
ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER.
ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT
DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM
COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR
DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR
SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE
MANNER.
ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED
ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL
CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE
LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE SAME STATE AS THE PROJECT.
FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT
ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED.
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
f'c
WATER/CEMENT
CONTENT PER CUBIC
MAXIMUM
SHRINKAGE STRAIN
RATIO
YARD
FOOTINGS
3000 PSI
0.55
5 1/2 SACK
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.
ALL CONCRETE SHALL INCLUDE A XYPEX WATERPROOFING ADDITIVE.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
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
SUBMITTED.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI
318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
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.
MINIMUM LAPS AND EMBEDMENT
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
BELOW:
f c = 3000 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER
BARS
ALL BARS
TOP BARS
OTHER
BARS
ALL BARS
#3
22
17
9
28
22
12
#4
29
22
11
37
29
15
#5
36
28
14
47
36
19
#6
43
33
17
56
43
23
#7
63
48
20
81
63
27
#8
72
55
22
93
1 72
30
NOTE:
1. ALL LENGTHS ARE IN INCHES.
2. ALL LAP SPLICES ARE CLASS B.
3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF
CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
CONCRETE COVER ON REINFORCING
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING
SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
NAIL
SHANK 0
MIN LENGTH
8d COMMON
0.1310
2 1/2" SHANK
10d COMMON
0.1480
3" SHANK
12d COMMON
0.1480
3 1/4" SHANK
16d COMMON
0.1620
3 1/2" SHANK
10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS
OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
SHANK AND THREADED PORTIONS PER NDS 12.1.4.2.
CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
SCREWS, OR BOLTS IN EACH MEMBER.
INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
CONCRETE EXPOSED TO EARTH AND WEATHER:
(MINIMUM) AS MEMBERS CONNECTED.
#6 BARS AND LARGER
2"
#5 BARS AND SMALLER
1 1/2"
EXISTING BUILDING
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
SLABS, WALLS AND JOISTS
3/4"
DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS
1 1/2"
REDESIGN.
CONCRETE GENERAL NOTES
CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE
ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT.
ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
BEYOND JOINT.
UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2)
#5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF
2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY
OPENINGS.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
APPROVED BY THE STRUCTURAL ENGINEER.
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.
WELDING
WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE
DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE
PER TABLE 5.8 IN AWS D1.1, LATEST EDITION.
WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR
APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING
LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX
ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF
COLD BENDS IN REINFORCING BARS IS NOT PERMITTED.
ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS.
LUMBER
ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fc (PSI)
SLEEPERS
DOUG-FIR
STUD
700
-
LIGHT FRAMING (STUDS)
HEM -FIR
STUD
675
800
2x JOISTS AND PLANKS
HEM -FIR
#2
850
-
PLATES AND BLOCKING
HEM -FIR
#2
850
-
6x AND LARGER BEAMS AND
STRINGERS
DOUG-FIR
#2
875
-
4x AND SMALLER BEAMS AND
STRINGERS
HEM -FIR
#2
850
-
ALL POSTS AND TIMBERS
DOUG-FIR
#1
1200
1000
REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN
CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY
VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1.
GENERAL
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 FILL
���____���
COLUMNS
COLUMN BEARING
ON BEAM
BEAM CONTINUOUS
OVER SUPPORT
CONCRETE WALL
BEARING STUD
WALL
STRUCTURAL STEEL
RATED SHEATHING
SHEAR WALL
(SEE SCHEDULE)
P
SWX
G�
O
ell�
COLUMN MARK
(SEE SCHEDULE)
FOOTING MARK
(SEE SCHEDULE)
NON -BEARING
STUD WALL
`' —(
J �l
HOLDOWN MARK
(SEE SCHEDULE)
BEARING STUD
SHEAR WALL
NON -BEARING
STUD SHEAR WALL
HANGER MARK
(SEE SCHEDULE)
FLAG NOTE
(SEE PLAN NOTES)
O
71
CMU WALL
STEEL MOMENT
FRAME CONN.
�V
ABBREVIATIONS
(A)
ABOVE
HORIZ
HORIZONTAL
AB
ANCHOR BOLT
ALTERNATE
KID
KING POST
KIPS PER SQUARE INCH
ALT
KSI
ARCH
ARCHITECT
MECH
MECHANICAL
MOMENT FRAME
(B)
BELOW
MF
BLKG
BLOCKING
NS
NEAR SIDE
ON CENTER
BM
BEAM
OC
BOT
BOTTOM
OPP
OPPOSITE
PLATE
BTWN
BETWEEN
PL
CJP
CLR
COMPLETE JOINT PENETRATION
PLCS
PSI
PLACES
POUNDS PER SQUARE INCH
CLEAR
CMU
CONCRETE MASONRY UNIT
PSF
POUNDS PER SQUARE FOOT
COL
COLUMN
P/T
POST TENSIONED
CONIC
CONCRETE
PT
PRESSURE TREATED
CONN
CONNECTION
REINF
REINFORCING
REQUIRED
SCHEDULE
CONT
CONTINUOUS
REQ'D
DBL
DOUBLE
SCHED
DIET
DETAIL
SIM
SIMILAR
SLAB ON GRADE
DIM
DIMENSION
SOG
EA
EACH
STD
STANDARD
SHEAR WALL
ELEV
ELEVATION
SW
EXIST
EXISTING
TOC
TOP OF CONCRETE
TOP OF STEEL
EXP
EXPANSION
TOS
FLR
FLOOR
TOW
TOP OF WALL
TYPICAL
FDN
FOUNDATION
TYP
FTG
FOOTING
FAR SIDE
UNO
UNLESS NOTED OTHERWISE
FS
VFY
VERIFY
FH
FULL HEIGHT
GLUE -LAMINATED BEAM
VIF
VERIFY IN FIELD
GLIB
VERT
VERTICAL
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
W31/22
J
H
H
Z
O m
F_ =)
N
H
U :E
M p[
LIJ Lu
a-
N
LLJ rq
Q m
Q m
M
O
Y
Q
II DESIGN: ERH II
DRAWN: ATD & LVW
CHECK: DMT
JOB NO: 22013.10
DATE: 03/31 /22
RECEIVED
Apr 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Z
' ^
�/ J
Q
W
J
~
N
O
D
N
m
l-
O
Z
00
Li
Q)
Q
Q
Q
p
D
Cya
D
0
0
�
0
Z
m
O
LL
Q
O)
0
Wu
W
V
J
SHEET:
FIRST FLOOR PLAN
SCALE: 3/16" = V-0"
CONSTRUCTION SEQUENCE:
1. INSTALL TEMPORARY SHORING & SUPPORT ELEVATOR CAB.
2. INSTALL TEMPORARY SHORING & SUPPORT ELEVATOR BASE.
3. REMOVE EXISTING CONCRETE FLOOR.
EmnRIr-AIa0Ill: ylvEc l014:0:11aat z l:�l
5. SEAL ELEVATOR PISTON.
6. REMOVE TEMPORARY SHORING. NOTE: TEMPORARY SHORING SHALL REMAIN IN PLACE UNTIL CONCRETE
REACHES 70% DESIGN STRENGTH.
7. REPAIR DAMAGED FINISHES.
FOUNDATION PLAN NOTES:
I INxIx ilkarmll1;i0L4to] :7e\1111111►M]9*121il:ZiIil►[y0:11111WTI 110111UI:&Il
4= - 4m�lhl
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
W31/22
J
Q
z
O
n N
r
U 5
cn Iz
LIJ LU
Q a-
Y
ry
Q
DESIGN: ERH
DRAWN: ATD & LVW
CHECK: DMT
JOB NO: 22013.10
DATE: 03/31 /22
RECEIVED
Apr 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
V
Z
o Z
J cV Q
N
m H O 0—
V) 00
Ld
w Z °' Z
�� �
V)
a
�0o 0
m � O Z
< O� 0
SHEET:
S201
LIGHT
ELEVATOR RAIL
ELEVATOR BUFFER PADS
STUD FRAMED WALL
MAIN PISTON
EXISTING ELEVATOR PIT PLAN
SCALE: 1/2" = V-0"
(2) 1,
BOLT:
EXIST S
(2) 1,
BOLT:
L 8 x 8 x
W/ (2)
EXPANSI(
H'
12,111a:1:11[e]00 1941010rayiy/e\II
OIL LINE
ELEVATOR BASE FRAME
LADDER
ELEVATOR DOOR OPENING
TEMPORARY SHORING SECTION
SCALE: 1/2" = V-0"
-'--. EXTEND TO
AIRING PAD
PEx3"
N GRADE
E
SLAB REPAIR SECTION
SCALE: 1/2" = V-0"
Y SHORING
)R
:PAIR
APLETE
2T & CAP
-ION
ME TO
STABLE
ON
Y SHORING
REPAIR
APLETE
L/J
KIST STUD WALL
EAL PISTON SHAFT PER
_EVATOR CONSULTANT
I) 5/8"0 x 7" AB EA CHANNEL
5 @ 10" OC EA WAY TOP & BOT
OUTE 1/2" DEEP BY 1/2"
/IDE BENTONITE STRIP INTO
KIST FOOTING ALL AROUND
n x 30" DOWEL W/ HILTI
HIT-HY 200 & 4" EMBED, TYP
SUMP DETAIL
SCALE: 1/2" = V-0"
NALL
1P
n
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
W31/22
J
Q
H
Z
O
n N
r ~
U 5
cn Iz
LIJ LU
Q a-
N
Ld
rq
Q
M
m
O
Y
Q
DESIGN:
ERH
DRAWN:
ATD & LVW
CHECK:
DMT
JOB NO: 22013.10
DATE:
03/31 /22
RECEIVED V)
D DETAIL 5 Apr 22 2022
)ITIONAL CITY OFEDMONDS
DEVELOPMENT SERVICES\\\
ATI O N DEPARTMENT
0
Z
�
Q
o
Z
Z
Q
o
J
J
N
IL
D
N
m
H
O
(n
00
F_
Ld
w
z
IL
Q
O
Q
o)
Q
O
0
N
F_
�
0
Q
z
>
m
O
w
Q
rn
0
W
SHEET:
S3ml
O C I
3"
TEMP SHORING BEAM PER PLAN
SECTION A -A
PL 1/2 x 6 x 1'-0"
W/ (4) 5/8"0 THRU BOLTS
TYP
PLAN
TOP ELEVATOR BASE FRAME SHORING
SCALE: 1" = V-0"
PL 1/2 x 12 x V-0 1/4"
/ (4) 5/8"0 THRU BOLTS
EXIST ELEVATOR BASE FRAME
SECTION A -A
14 TYP
1/4" GUSSET PLATE
I I
I 14
I I
A A NOTE:
1. REMOVE BUFFER PAD &INSTALL
EXIST ELEVATOR BASE FRAME
� TEMPORARY SUPPORT
2. DRILL EXIST ELEVATOR BASE PER
ELEVATOR CONTRACTOR
BOTTOM ELEVATOR BASE FRAME SHORING
SCALE: 1" = V-0"
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
W31/22
J
Q
z
O
n N
r
U 5
cn I=
I.iJ w
Q a-
N
Ld
rq
Q
M
M
O
Y
Q
DESIGN:
ERH
DRAWN:
ATD & LVW
CHECK:
DMT
JOB NO: 22013.10
DATE:
03/31 /22
RECEIVED
Apr 22 2022 (/)
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Q
w
w
o
z
cy—
0
J
D
N
w
m
H
O
(/)
(n
00Ld
Q
w
z
m
Q
O
Q
o)
Q
O
0
N
I--
�
0
Q
z
>
m
O
w
Q
rn
0
W
_
W
w
SHEET:
S302