APPROVED PLN ENG BLD RESUB1 BLD2021-0895+RETAINING WALL+10.31.2021_10.56.47_AM+2492734Property line/Easements
WA \
The entire
retaining wall
(footings,
drainage, wall,
compacted rock
base, etc.) shall
be located on the
subject site and
not within any
easements or the
City right-of-way.
TOP CAP BLOCK
APPROX 6° )
4" DIA. PERF DRAIN PIPE
VENT TO DAYLIGHT
GRADE SOIL BETWEEN TERRACES
STARTING AT THE LOWER WALL AND
SLOPED TO BURY AT LEAST ONE
FULL BLOCK OF THE UPPER WALL
6'SETBACK
AB ALLAN BLOCK WALL
TOP OF LOWER TERRACE
BLOCK SET T SAME ELEV
AS BOTTOM OF UPPER
TERRACE B OCK
WELL -GRADED GRANUL,
WALL ROCK 0.25" TO 1
LESS THAN 10% FI
EXTEND 1 FT BEHIND WP
12" MIN.
6'SETBACK-'
FABRIC FILTER BETWEEN
TOPSOIL AND WALL ROCK
12�� ii iii %//Y\
I- -� UPPER TERRACE
GRID TO EXTEND 6
FT BEHIND WALL
TOP LAYER OF GRID TO
EXTEND UNDER BASE OF
1 ID� UPPER TERRACE
IT 3R 12"7tD�W'I IIW��1�
I
UNDISTURBED ll =L =hL W W = NATIVE SOIL
4"I"I DIA. E D AI IP MIRAdkid 3XT f
�(�IT �O I III 111 111 I 1
_7_ H7 H7 = H 4" DIA. HEEL DRAIN PIPE
VENTED TO DAYLIGHT
A X
x \
_�*� >y// " REINFORCED ZONE SOIL CAN BE NATIVE
I �P- A%A�j%,SOIL FROM THE SITE OR USE A WELL
GRADED SAND OR SAND AND GRAVEL
jAW�AW�BACKFILL (LE. PIT RUN) COMPACT TO
1I l il I I-1I I-1I I-1I 1-11 11I II I II 111
12" _ _ �iVA�AVAA��MINIMUM OF 95% OF STANDARD PROCTOR
I I I � 1 I =1 1=1 1=� GRRID 15XT
v�iv�i�'
III -III III -III IIIIII I II I II I I ��iW
rt1 W it11W'ttl-t1 Intl I'� li�l � %�i�
I II 4" DRAIN PIPE
I IIII I IIII I I I I I I I I
HEEL
��+� VENTED TO DAYLIGHT
74" DIA. PERF DRAIN PIPE NOTE: THIS DETAIL REPRESENTS THE TALLEST PORTION OF THE TERRACED
VENT TO DAYLIGHT ALLAN BLOCK WALL. REMOVE BLOCKS AND GEOGRIDS FROM CONFIGURATION
COMPACTED 8" MINUS CRUSHED SHOWN AS HEIGHT OF WALL CHANGES WITH THE SITE GRADE. LENGTH OF
ROCK BASE MIN. 6" THICK GEOGRID SPECIFIED IN THIS DETAIL TO REMAIN THE SAME ALONG THE ENTIRE
LENGTH OF THE MAIN TERRACED RETAINING WALL.
TERRACED ALLAN BLOCK WALL
SCALE: 1/4" = 1'-0"
PRIMARY
REINFORCEMENT DIRECTION
DIRE
GEOGRID LAYER MUST BE
GEOGRIDS MUST BE PLACED ONE
INSTALLED INTO THE
OUTSIDE CORNER WITH
.
COURSE ABOVE OR BELOW
THE PRINCIPAL DIRECTION
ADJACENT LAYER ON THE RETURN
RUNNING PERPENDICULAR
SIDE OF THE CORNER TO
TO THE WALL FACE
ELIMINATE GEOGRID CONTACT
1
ADDITIONAL
WALL ROCK TO
w Z
-20
EXTEND H/2
Of W
< C
=
0
L
azo
_
--
W
12" WALL
ROCK DEPTH
ALLAN BLOCK
CORNER UNIT
ALLAN BLOCK UNIT
H/2
(B",) TYPICAL
CORNER DETAIL
SCALE: 1/4" = 1'-0"
TOP CAP BLOCK
'I 'I APPROX 6°
WELL -GRADED GRANULAR WALL
ROCK 0.25" TO 1.5" LESS THAN 10%
FINE EXTEND 1 FT BEHIND WALL
T-5'
AB ALLAN
BLOCK
WALL
FABRIC FILTER BETWEEN
TOPSOIL AND WALL ROCK
\\
I
MIR
GEOGRID TO EXTEND
3'6" BEHIND WALL
MIR�R D 3XT
UNDISTURBED NATIVE SOIL
REINFORCED ZONE SOIL CAN BE
NATIVE SOIL FROM THE SITE OR
12 USE A WELL GRADED SAND OR
12" Nv�VV� MI A�� 3 SAND AND GRAVEL BACKFILL (I.E.
\�\/AV PIT RUN) COMPACT TO MINIMUM
OF 95% OF STANDARD PROCTOR
O 4" DIA. PERF DRAIN PIPE
i VENT TO DAYLIGHT
COMPACTED $" MINUS CRUSHED
ROCK BASE MIN. 6" THICK
NOTE: GEOGRID REINFORCEMENT REQUIRED FOR WALL
BETWEEN T AND 5' TALL. GEOGRID TO EXTEND MINIMUM 3'6"
BEHIND THE WALL AND BE SPACED EVERY OTHER BLOCK.
D 3 FT - 5 FT ALLAN BLOCK WALL
SCALE: 1 /2" = 1'-0"
Special Inspections for this project required:
1) Construction and Installation of the block
retaining wall
2) Soils
x \;
- APPROVED
j PLANS MUST BE
LO� y ON JOB SITE
� 1
vvX
W'�_:--_-_
TW 354.80 I I 362.90 ad
BW 354.30 � � � 360.80 � � � req
TW 360 BW 360. /
BW 35555.000
i
/365.60
I
�3665
BW 361.00 BW 365.00 p W2/
See Civils for utility BW 368.00
separation
TW 36800
requirements from the 365.95 UPPER SIDE WALL CAN BE BW 3655.72 - 4
wall. CONSTRUCTED W/ 3'6" GEOGRID 365 70
TOP CAP BLOCK
APPROX 6°
FINISH GRADE
FABRIC FILTER BETWEEN
TOPSOIL AND WALL ROCK
AB ALLAN
i
U)
BLOCK
W
WALL
o \\
D'
0
WELL -GRADED GRANULAR
o \ WALL ROCK 0.25" TO 1.5"
LESS THAN 10% FINE EXTEND
1 FT BEHIND WALL
12" MIN.
DIA. PERF DRAIN PIPE
VENT TO DAYLIGHT
COMPACTED'," MINUS CRUSHED
ROCK BASE MIN. 6" THICK
C ,1 GRAVITY WA L L
SCALE:
NOTE: THIS WALL HAS BEEN DESIGNED FOLLOWING THE
SITE SPECIFIC GEOTECHNICAL REPORT PROVIDED BY
COBALT GEOSCIENCES. REFER TO THIS REPORT FOR SITE
PREPARATION, TEMPORARY EXCAVATIONS, EROSION AND
SEDIMENT CONTROL, AND OTHER SPECIFICATIONS AND
RECOMMENDATIONS FOR THE SUBJECT PROJECT SITE.
NOTE: SPECIAL INSPECTION REQUIRED FOR SOILS PER IBC 1705.6. FOR THE
GEOGRID SYSTEM TO WORK AS DESIGNED SOIL BEHIND THE ALLAN BLOCK
WALL SHALL BE INSTALLED IN LIFTS OF 1 FT OR LESS AND COMPACTED TO 95%
OF A STANDARD PROCTOR OR AS SPECIFIED BY THE GEOTECHNICAL ENGINEER.
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
ENGINEERING DIVISION
APPROVED AS NOTED
01 /21 /2022
See Approved Civils for
ditional engineering
uirements. ***
APPROVED BY PLANNING
c
Jan 24 2022
AS SHOWN IN DETAIL'D' S1
TW 368.00 TW 371.00
GEOGRIDS NOT REQUIRED
BW 365.85 BW 368.20 FOR THESE WALL WHICH
365.70 ARE LESS THAN 3 FT TALL �►
1 SEE DETAIL'C' S1
365.50 78 365.80
TW 366.05 a-
BW 361 .00 GEOGRID NOT BSMT LEVEL TW 371.00 ALLAN BLOCK WALL T W
1REQUIRED FOR THIS 75*.83 GARAGE FF BW 368.20 PER DETAIL'D' S1
36 1
f SHORT RETURN WALL 365.85
1
TW 376.00 _ _
TW1367.38 a BW 371.20 TW 176.00
BW 361.00 ° 4 1 BW 376.00
367.41 a r --- - -- ->-- 1
° ° Y W
�367.30 0
U) < � 1
_-
O
1 1 �0 ILL.
1
1 367.51 R_JW m 0-
a
TW 354.80 1 a T z z z a 1
_ a- Q - 376.86 / BW 351.50 1 ° 3� z z U) _3 �a
1 ° LU W J °
a U_>-� Q a 377.3,3 ° 4 376.76 a
1 4 O W W ° a °
J -1a ° 4° a °4 a
a elal z<0LL
1
m U) ° rn 377.41
4 LU4 a
1 _ � UJ
z cL \
1 ° LU 0 LUO LU 376.98
cw `) (D? -> ----W 1
v ° ° �zzQ 376.70
ILU LU _
� � J U - - - - - -
I° LU U Q Z) T i S k . -- - -- -- 1 1 377.12 377.39
1 v z��
JOm(n 7
_
350
67.20 �Pv a ° �377.10
367.3 367.40
I I
L�W 367.38 TW 367.38 - - - -
TW 360.80 BW 361.00 BW 361.00 �;< _ - -
BW 355.00 - - - - - TW 365.64 -
bIW�� 361.00� 365.75
T`W 365.64 365.73 377.14
TW 360.80 BW 361.00 ° A TS 369.56
TW 354.80 BW 355.00 - BS 365.85 TS 373.33 TS 377.10
BW 349.00 - - - - - - - - BS 369.62 BS 373.39
° - TW 377.50 GEOGRID NOT REQUIRE
BW 3Z7.20 ON THIS SHORT WALL
TW 354.80 TW 360.80 TW 365.64 W 73.87
GEOGRID NOT REQUIRED ON THIS � SEE DETAIL'C' S1
BW 354.80 BW 360.80 BW 361.00 TW 365.64 SHORT WALL SEE DETAIL'C' S1 BW 73.37 P
BW 364.00 25
_� o N � \ ___0
i 5.45 -
TW 365.64 RI I
BW 364.00
BW 365.60 TW 367.50 ] TW 369.50 A TW 372.00
BW 366.10 BW 367.20 RW 369.80
374.80
- -
-
TW 378.00
- - - -
TW 379.00
TW 373.50
TW 377.50
BW 373.0± TW
377.50 BW 377.20
BW 377.75
BW 378.10
TW 373.20 BW
374.70
BW 371.00
SITE LAYOUT WITH ALLAN BLOCK WALL
SCALE' 1/8" = 1'- 0"
TW 379.20
BW 378.40
NOTES:
• LOCATION OF WALL SHOWN IS APPROXIMATE AND BASED OFF SITE PLAN PROVIDED. THE ACTUAL WALL LOCATION MAY DIFFER
FROM WHAT IS SHOWN ON THIS SET OF PLANS. BRADLEY ENGINEERING IS NOT RESPONSIBLE FOR THE LOCATION OF THE WALL.
CONTRACTOR TO VERIFY DESIRED WALL LOCATION WITH OWNER AND ENSURE WALL MEETS ALL SETBACK REQUIREMENTS.
• GUARDRAIL OR FENCE TO BE INSTALLED AT TOP OF RETAINING WALL IF REQUIRED BY THE GOVERNING BUILDING CODE.
BRADLEY ENGINEERING HAS NOT DESIGNED OR REVIEWED ANY GUARDRAIL OF FENCE THAT MAY BE INSTALLED AT THE TOP OF
THE WALL AND ASSUMES NO RESPONSIBILITY FOR FALL HAZARDS.
• PERORATED DRAIN PIPE IS REQUIRED BEHIND THE ALLAN BLOCK WALL AS SHOWN IN THE DETAILS ON THIS SHEET.
CO
z
O
w
W
Q
z
U
w
U)
z
J
w
J
z
O
N
O
N
O
STE�``vG�
S/4NAL
N
O
N
N
O
0Y W
N
>� �� U�
>_ LU
w m w o
N W W m J Q J Lu
N LU Lu< >< O
Lu o z U CO m � U)
Q Z J = a U Ci Q
o W U Q U)
O�
U)
2
H
O
H
N 0
0N0 Z E
rn O ZLo o
U
Z O Q Qrn
U U Ho C:
CU _ z
LLI Z a- ^ .L
LCD
IJ = z
Z (9 EE W �
Z_ z w 0
W J z Q >+
Z W C7 = W N
Z (D w m Z U Y�
LU z a W 06 D E2
w J
W J W O J
J
W C) o�0Q �U
� m J
Q
m m�ILO� �vQ
>�^� of of0W
L.L �
m 0 oMo LSO
RESUB
Nov 01 2021
CITY OF EDMONDS
`^
U)
J
DEVELOPMENT SERVICES
DEPARTMENT
J_
J
Q
<�
BLD2021-0895
LU
�
U
06
0
fn�
V
m
Z
Z
Q
W
Q
J
Q
0
0
V
Z
<
w
0.
Z
'^
Q
J Q
U
�
z
I.-_
U)
U) 0
L.L
�/ J
Q
�
(n
w
v-- w
DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE
S1 of 2
STANDARD STRUCTURAL SPECIFICATIONS - 2018 IBC
INTRODUCTION
The Standard Structural Specifications are guidelines and structural requirements for construction of typical
commercial, multi -family, and industrial (i.e. all non-residential) structures. The intent of this document is to
provide general structural requirements for the project. Builder, contractor, and other parties involved are
required to read this document and are responsible for meeting the requirements specified within. Contact the
engineer of record with any questions or concerns.
DESIGN CRITERIA
J
DESIGN PARAMETER
VALUE
SOURCE
Q
Seismic Design Category
'D'
IBC 1613
WRisk
Category
ll'
IBC Table 1604.5
Wind Exposure Category
'B'
IBC 1609.4.3
QBasic
Wind Speed (3-second gust)
110 MPH
IBC Figure 1609.3(1)
Design Wind Load
16.00 PSF
ASCE 7-16 28.6-1
LOAD SOURCE
LIVE LOAD
DEAD LOAD
QRoofs
20 psf
15 psf
U
Floors
40 psf
12 psf
Decks & Balconies
60 psf
10 psf
WGround
Snow Load
25 psf
-
>
Exterior Wall
-
12 psf
Interior Wall
110 psf
Vertical loads come from 2015 IBC Table 1607.1, Minimum Uniformly Distributed Live Loads
DEFLECTION LIMITS
STRUCTURAL MEMBER
LIVE
SNOW
LIVE+DEAD
Roof (with sheetrock ceiling)
L/360
L/360
L/240
Roof (without sheetrock ceiling)
L/240
L/240
L/180
Roof (not supporting ceiling)
L/180
L/180
L/120
Floor Members
L/360
-
L/240
Horizontal Deflection (any case)
L/240
-
-
Farm Buildings & Greenhouses
-
-
L/180
The above maximum deflection limits are required by 2015 IBC Table 1604.3. Higher deflection
values may be used at the engineer's discretion to improve structural performance
REFERENCE CODES & STANDARDS
• International Building Code, IBC 2018
• Washington State Building Code, SBC 2018
• National Design Specification for Wood Construction, NDS 2018
• Wood Frame Construction Manual, WFCM 2018
• Building Code Requirements for Structural Concrete, ACI 318-19,
• Minimum Design Loads for Buildings And Other Structures, ASCE 7-16
• Steel Construction Manual, 15th Edition, AISC 2015
GENERAL REQUIREMENTS
Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards
listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards.
Contractor assumes full responsibility of construction methods used, safety provisions employed, and the
finished condition of the structure.
Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the
project should be employed to assemble and construct the work.
Construction Methods and Project Safety: The project drawings and specifications represent the finished
structure and do not indicate methods, procedures, or sequence of construction. The builder must take
necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley
Engineering, Inc. will not enforce safety measures or regulations, nor will the owner or designer. Therefore, the
contractor shall design, construct, and maintain all safety devices and follow all pertinent regulations.
Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, and floors
during construction. Design of these supports are not included unless specifically shown. Contractor is
responsible for the adequacy of all temporary support systems.
Specifications: All notes, call -outs, and details included within this design package are required unless
specifically noted otherwise.
Verification: Verify all dimensions, elevations, and site conditions before starting work.
Errors: The contractor is responsible to check the plans and site conditions and to notify the
architect/designer/engineer/owner of any errors or omissions prior to the start of construction.
Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural
Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions.
Structural notes and details on the structural drawings take precedence over the architectural drawings.
Changes: Written approval from the engineer of record is required for any structural changes to the provided
drawings. Changes may be made 'in the field' with consent of Bradley Engineering. Please provide a red -lined
drawing or sketch of desired change(s) to provide context and applicable information prior to contacting
engineer. Please contact the engineer who performed the engineering for your project as noted on this drawing.
The engineering for this project was completed by Luke Schweigert whose phone number is (360) 510-9514.
Substitutions: If connector or lumber product substitutions are desired, contractor shall provide manufacturer's
evaluation reports of proposed substitutions to the engineer/owner for approval.
Member Size: The member dimensions (e.g. depth and width of beams, columns, etc.) specified in these
drawings are structural minimums. It is acceptable to increase the size above what is specified.
Similar work: Where construction details are not shown or noted for any part of the project, the area shall be
constructed in the same manner as similar work shown on the drawings.
Modification of Structural Members: Cuts, notches, and holes bored in trusses, structural composite lumber,
glue -laminated members, or I -joists are prohibited except where permitted by the manufacturer's
recommendations or as shown on this page. (See ALLOWABLE HOLES)
Scope of Work: The scope of work of Bradley Engineering, Inc. is limited to the structural engineering and
analysis pertaining to the subject structure. Bradley Engineering, Inc. takes no responsibility for items not
specifically addressed in the drawings, calculations, or call -outs.
Completion of Work: Submittal of these structural drawings to the client completes the present scope of work
and budget of Bradley Engineering, Inc. Other consultation, design, calculations, sketches, inspection, etc. after
submittal of this report shall be billed on an hourly basis.
STRUCTURAL STEEL
Grade: Unless noted otherwise, the grade of steel members is as follows:
• Wide flange(W).................................................. ASTM A992 Steel Fy = 50 ksi Fu = 65 ksi
• HSS Tube (HSS)................................................. ASTM A500, Grade B or better. Fy = 46 ksi Fu = 58 ksi
• Channels, plates, angles ..................................... ASTM A36, Fy = 36 ksi Fu = 58 ksi.
• Bolts................................................................... ASTM A325 or better
• Anchor bolts ....................................................... ASTM F1554 or better
• #4 Rebar & Smaller ............................................ Grade 40 (Fy = 40 ksi or better)
• #5 Rebar & Larger .............................................. Grade 60 (Fy = 60 ksi or better)
Connections: Unless noted otherwise, steel to steel connections to be 1/4" continuous fillet weld. All structural
steel to be fabricated in accordance with the AISC manual of steel construction, latest edition.
Welding: Steel welding to be done using E70 electrodes, and conform to AWS D1.1, latest edition.
Washers: Provide standard washers under all nuts and anchor bolts
FOUNDATION
• Design Soil Bearing Pressure = 2,000 psf
• Frost Zone Depth = 18 inches
• Unless noted otherwise, concrete is designed with 2,500 psi strength and does not require special inspection.
The specified concrete strength (3,000 psi) is greater than design strength (2,500 psi)
Code: Cast -in -place concrete sizing, placing, and testing shall conform to ACI 318-19 and ACI 301-16
Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a
qualified geotechnical engineer for all land based construction projects.
Earthwork: Call before you dig! Call '811'. Locate and protect underground conduit, plumbing, and other utilities where
new work is performed. Footings shall bear on undisturbed native soils and/or stuctural fill compacted in lifts of one
foot or less to 95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and
deleterious material beneath the footings, foundations, and slabs to be removed and replaced with 4" min. crushed
rock compacted to 95% relative compaction.
Structural Fill: Structural fill consists of clean, well -graded sandy gravel, gravelly sand, or other approved naturally
occurring granular material (e.g. pit run) with at least 30 percent retained on the No. 4 sieve, or a well -graded crushed
rock. In wet weather conditions, fill should have less than 5% fines. Soils with an over -optimum moisture content
should be scarified (i.e. turn over the soil) and dried during periods of dry weather or replaced with drier structural fill.
Surface Drainage: Finished grades are to be at least 6" below top of stem wall. Lots shall be graded to drain surface
water away from foundation walls. The grade shall fall a minimum of 6 inches within 10 feet. If 6 inches of fall is not
possible, grade shall be sloped min 2 percent away from the building.
Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums
unless noted otherwise. Bottom of footings to be below frost zone (18").
Footing Drains: Providing adequate drainage to retaining and basement walls is imperative. Footing drains shall be
provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock
must extend to within one foot of finished grade. Footing drains shall be 4" perforated pipe routed down gradient to
daylight, unless otherwise specified.
Concrete: Mix and 28 day strength unless noted otherwise:
• Concrete compressive strength, fc = 3,000 psi
• Required fc shall be evaluated at 28 days (56 days OK for fly ash or slag)
• Concrete exposed to weather shall have air entrainment of 6% (+/-1.5%)
• Maximum water / cement ratio = 0.45
• 25% max fly ash... 50% max slag
Lifts: Lifts shall be poured within 60 minutes of the previous lift
Temperature: Pour concrete at outdoor temperatures of 40 degrees and above.
Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements. Lap all continuous
bars 48 X bar diameter minimum. For a typical continuous #4 bar (diameter = 0.5") the rebar lap is equal to 48 X 0.5"
= 24" minimum. Reinforcing bars, bolts, anchors, etc shall be securely tied in position prior to concrete placement.
Reinforcing steel shall be free of rust and coatings.
Anchor Bolts: Provide 5/8" diameter x 10" long wet -set or expansion anchor bolts @ 4' O.C. and within 6-12" of
corners with 3"x3"0.229" square washers. 7" minimum anchor bolt embedment required.
Adhesive Anchors: Unless noted otherwise, epoxy anchors in concrete with Simpson SET-XP or Hilti HIT-HY 200-R or
equivalent epoxy, installed per manufacturer's guidelines. For extreme temperature applications, when long-term
temperature exceeds 110°F or is less than 0°F, use Simpson Set-3G.
Waterproofing: Waterproof all basement walls and slabs on grade. It is highly recommended to use asphalt
waterproofing sealer or Eucon Vandex AM-10 crystalline admixture. These waterproofing agents shall be installed per
the manufacturer's recommendations. At cold -joints, water -stops are highly recommended.
SLAB ON GRADE
Control Joints: Control joints (expansion, cold, or saw -cut) at 8'-12' O.C. required to mitigate shrinkage cracking.
Rebar or woven wire mesh (if installed) shall break at all control joints. Saw -cut joints within 12 hours of pour.
Slabs on Grade: Unless noted otherwise, garage slab shall be 4" concrete slab with fiber mesh or #3 rebar at 24" O.C.
each way or 6x6xW:4 woven wire mesh, over 10 mil poly vapor barrier over 4" compacted crushed rock.
Reinforcing: Reinforcing bars or woven wire mesh shall be as noted on plans and shall be placed 1-1/2" above the
bottom of the slab.
Curing: Use water or membrane cure immediately after initial set for a minimum of 7 days. For water cure, hose it
down and keep it wet. For membrane curing, wet the concrete then cover with an impermeable membrane (e.g.
visqueen) or liquid membrane curing compound. Provide shade for concrete during curing.
Drainage: Garage slabs, porch slabs, and other concrete surfaces that are required to drain shall be sloped between
1/8" and 1/4 Per 1'.
Concrete Topping: Concrete topping can not be installed on floors unless specifically detailed on the structural
drawings. The concrete topping shall be installed per manufacturer's specifications.
Non -Bearing Interior Wall to Slab Connection: Interior walls shall be connected to concrete slab with minimum
1/2"x5-1/2" long anchor bolts @ 6' O.C.. Wet -set, epoxied, expansion, or screwed (i.e. Simpson Titen HD) anchor
bolts are acceptable. If interior wall is not specifically denoted as a shear wall, it is acceptable to use 3/8"x5" Titen
screws @ 48" O.C. (i.e. Simpson THD375000H or equivalent)
CRAWL SPACE
Vapor Barrier: Cover entire crawl space with class I vapor retardant (i.e. poly vapor barrier - 6 mil required, 10 mil
highly recommended). Extend 6" up foundation walls minimum.
Access: Provide min 18"x24" crawlspace access per IBC 1208.1.
Foundation Ventilation: Ventilation per IBC 1202.4. Minimum 1 square foot of ventilation per 150 square feet of crawl
space. Space vents evenly to provide cross ventilation. Cover with 1/8" corrosion resistant mesh screen.
THICKER
FLANGE
WIDTH
ALLOWABLE HOLES - I -Joists & I -Rafters
Minimum distance from hole to support. See Table A below Up to 1-1/2" hole may be cut anywhere
out -side of hatched zone. For holes larger
/No holes in than 1-1/2" diameter, refer to Table A
flange of I -Joist 1�1
g^' \ 1_1 I 2 x Di Di Closely grouped round LZ 2 x L2 D2 '_6 6"
No holes in �l minimum holes are allowable if the I I minimum
hatchedzones group meets requirements
for round or square holes
Table A - Minimum Hole Distance From Support
JOIST
DEPTH
TJI Rating**
(Flange Width)
ROUND HOLE SIZE
RECTANGULAR HOLE SIZE
2"
3"
4"
2"
3"
4"
210 (2-1/16")
1'-0"
1'-6"
2'-0"
1'-0"
1'-6"
2'-6"
11�/"
360 (2-5/16")
1'-6"
2'-0"
T-0"
1'-6"
2'-6"
T-6"
210 (2-1/16")
1'-0"
1'-0"
1'-01,
1'-0"
1'-0"
2'-0"
14"
360 (2-5116")
1'-0"
1'-01,
1'-6"
1'-0"
1'-6"
2'-6"
210 (2-1/16")
1'-01,
1'-0"
1'-0"
1'-0..
1'-01,
1'-0"
16"
360 2-5116"
• DO NOT, under any circumstances, cut or notch joist flanges (don't even think about it)
• Leave y" of web (minimum) at top and bottom of hole (i.e. do not cut within 1/8" of flange )
• Round or rectangular holes allowed according to Table A
• 1-1/2" max hole size in cantilever
• Ok to cut web in a similar fashion for any manufacturer's I -Joists. For Table A, Use Flange Width instead of TJI Rating
May want to refer to joist manufacturer's specifications and requirements
JOIST CONVERSION CHART
Trus Joist
Pacific Woodtech
Boise Cascade
Roseburg
Red Built
LP
TJI 210
PW147
BC16000
RFP140
Red-145
LP1530
TJI 360
PW170
BC160
RFP170
LP136
PW177
RFP1700
Red-165
TJI 560
PW190
BC190
RFP190
Red-190
LP156
OK to substitute the joists specified on drawings (TJI's) with joists listed in this table. Match the original
depth and spacing. OK to use thicker flange width than specified (e.g. use TJI 360 instead of TJI 210)
WOOD FRAMING
Default Wood Types: Unless noted otherwise, the material for a structural member is as shown:
• Beams, Posts, & Sawn Joists ............. Douglas Fir #2 (D.F.2)
• Studs & Plates ................................... Hem/Fir (H.F.) or Douglas Fir (D.F.)
• Mud Sill (i.e. Sill Plate) ....................... Pressure Treated (P.T.)
• Blocking ............................................. Any solid 2X or rim joist material
• Rim Joists .......................................... Douglas Fir #2 (D.F.2) for solid sawn, manufactured rim for I -joists
• Glued -Laminated (dry -use) ................ D.F. 24F-V4 (GLB)
• Exposed Structural Members ............ Pressure Treated (P.T.)
• Glued -Laminated (wet -use) ............... Treat with Hi -Clear 11 by Permapost Products Co. in Hillsboro, OR
Moisture Content: The max moisture content shall be 19% at the time of installation of connectors, nails, and bolts
for framing members.
Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure
treated or preservative treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members
after fabrication and field trimming. Glulam beams (GLB's) which are exposed to the elements shall be treated with
Hi -Clear 11 by Permapost Products Co located in Hillsboro, OR.
Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing
wall locations. Blocking is required at all bearing locations. Trusses, structural composite lumber, glued -laminated
members, and I -joists shall be supported laterally as required by the manufacturer's recommendations.
Bearing: For beams bearing on perpendicular walls or columns, Use a minimum 3" bearing length unless noted
otherwise. Use enough studs to match or exceed beam width unless noted otherwise.
Headers: Unless noted otherwise, headers to be 4x10 D.F.2, (2) 2x10 D.F.2, or 6x8 D.F.1
Glued Laminated Members: Glulam beams (GLB) shall be Douglas Fir -Larch, 24F-V4, dry use only
Engineered Lumber: Install per the relevant manufacturer's installation guides for each type:
• Wood I -Joists: Used extensively in floor and roof framing (Trus Joist TJI's typically specified)
• Laminated Veneer Lumber (LVL): Minimum modulus of elasticity E = 2.0x1016 psi
• Parallel Strand Lumber (PSL): Minimum modulus of elasticity E = 2.0x10A6 psi
• Laminated Strand Lumber (LSL): Minimum modulus of elasticity E = 2.0x10A6 psi
Multi -ply LVL's: Where multi -ply LVL beams are specified on the structural drawings, provide LVL connection per
International Beams' Technical Bulletin TB-LVL-2
Wood Structural Panels: American Plywood Association (APA) rated sheathing is required for all wood structural
panels. Unless noted otherwise, the wood panel for each situation is:
• Roof Sheathing: 1/2" CDX (plywood with moisture resistant glue - highly recommended), CD (plywood), or
7/16" OSB (oriented strand board), with ply clips or T&G (tongue and groove). Nail with 10d nails at 6" O.C.
along edges, 12" O.C. in the field, no blocking required
• Prescriptive Exterior Wall Sheathing: 7/16" OSB or 15/32" CD ply, 8d nails at 6" O.C. along edges, 12" O.C. in
the field, no blocking required. All exterior walls to be sheathed per prescriptive requirements noted above
unless explicitly noted as a shearwall
• Prescriptive Interior Wall Sheathing: 1/2" Drywall (Gypsum Wall Board - GWB), screwed with 1-1/4" Type W or
S screws at 7" O.C. along edges, 7" O.C. in the field
• Floor Sheathing: 3/4" CD or OSB, nailed with 8d nails at 6" O.C. along edges, 12" O.C. in the field. glued with
construction adhesive prior to nailing, no blocking required (unless noted otherwise)
Stairs: Refer to IBC 1011 for stairway requirements.
Studs at Opening: Min (1) jack and (1) king stud required at each end of an opening unless otherwise noted.
Exterior Stud Walls: Use 2x6 studs @ 16" O.C. unless noted otherwise. 2x6 exterior stud walls are typically
desirable for insulation/energy code reasons (i.e. not structural reasons).
Interior Walls: Minimum 2x4 studs @ 16" O.C., unless required for plumbing/utility reasons
Wood Stud Holes & Notching: For wood studs 12' and less, it is permissible to cut notches and holes per the
following requirements. Notch/hole size shall not exceed the following max percentage of stud width:
• Bearing walls: Hole - 40% of total stud width, Notch - 25% of total stud width
• Non -bearing walls: Hole - 60% of total stud width, Notch - 40% of total stud width
• In all cases, hole edges must be at least 5/8" from edge of the stud
• OK to drill up to 1" diameter hole for studs up to 16' tall. Hole to be 5/8" from edge of stud.
DECKS & BALCONIES
Railings: Unless noted otherwise and detailed, guardrails to meet IBC 1015. Guardrails shall be 48" high min with
max opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 lb point
load applied in any direction and at any location on the top rail and shall be designed to withstand a uniform load of
50 Ib/ft applied horizontally to the top rail. Contractor/owner/inspector to physically verify (e.g. push & pull on top
rail) that the guardrails meet the IBC loading requirements mentioned above.
Waterproofing: Bradley Engineering is not responsible for adequacy of waterproof membranes on decks which
cover living space.
STAIRWAYS
Stairs: Refer to IBC 1011 for stairway requirements.
Handrails: Unless noted otherwise and detailed, handrails to meet requirements of IBC 1014.
Rnn11=c
Manufactured Trusses: Unless stick framingis specified on structural drawings, wood trusses are to be engineered
p g g
by a truss manufacturer. If truss layout is not provided by truss manufacturer, the engineer assumes that trusses all
bear on exterior walls and do not bear on interior walls. Trusses and truss connections/hard-ware to be in
accordance with truss manufacturer's requirements. Do not modify or cut trusses without approval of truss
manufacturer.
Girder Trusses: Truss manufacturer to be responsible for placement of girder trusses. Install girder truss LGT tie
down or SDWC15600 screws to secure girder trusses as detailed on structural drawings. Number of studs
supporting girder truss to match plies of girder (e.g. 3-ply girder truss to bear on minimum 3 studs).
Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss manufacturer.
Headers: Unless noted otherwise, all bearing wall headers to be 4X10 or 6X8 D.F.2 min
Over -framing: Unless noted otherwise over -framing to be 2X6 @ 24" O.C. Overframing to be bear directly on top
of truss below. See rafter span chart below for max spans. Manufactured truss overframing is acceptable.
Access: Attic access shall be provided per IBC 12.09.2. The rough framed opening size shall not be less than
22"X30" and shall be located in a hallway or other readily accessible location.
ALLOWABLE HOLES - Solid or Eng. Lumber
No holes in
hatched areas
�L/8�
D/2 DA
D '__ D/2
D/4
L/4
8X diameter of the Ok to completely
largest hole (min) r Allowable remove this area
8x o- I hole zone L/8-
Hole Size: The hole diameter should not exceed 2"
or 1/10 the beam depth, whichever is smaller.
L/4
• These guidelines are applicable to glued -laminated, solid sawn, and engineered
lumber (beams, headers, joists, rafters, etc)
• Uniform loads only, no point loads
• Round holes only
• No holes in cantilevers
• DO NOT cut, notch, or drill holes in headers or beams except as indicated in sketch
ABBREVIATIONS (Used throughout structural drawings)
(E)
Existing
C.S.
Clear Span
INT.
Interior
STD
Standard
(N)
New
DBL
Double
MAX
Maximum
STR'L
Structural
A. B.
Anchor Bolt
FOR
Engineer of Record
MANUF.
Manufacturer
S.S.
Select Structural
ARCH
Architectural
ELEV.
Elevation
MIN
Minimum
T.O.
Top Of
BLDG
Building
EXT.
Exterior
N/A
Not Applicable
TJI
Trus Joist, I Series
BLKG
Blocking
FDN
Foundation
O.C.
On Center
TPL
Triple
BM
Beam
FTG
Footing
Opp.
Opposite
TYP.
Typical
BTM
Bottom
GALV.
Galvanized
PLY
Plywood
U.N.O.
Unless Noted Otherwise
C
C Channel (Steel)
GA.
Gauge
P.T.
Pressure Treated
V.B.
Vapor Barrier
CL
Center Line
HDR
Header
REINF.
Reinforced
VERT.
Vertical
CMU
Conc. Masonry Unit
HORIZ.
Horizontal
REQ'D
Required
W/
With
CONC.
Concrete
HSS
Hollow Structural Section
SIM.
Similar
W/O
Without
CONT.
Continuous
INSUL.
Insulation
SPECS
Specifications
WE
Wide Flange (Steel)
WOOD FRAMING CONNECTORS
Manufacturer: Simpson Strong -Tie construction connectors are specified, however, any nationally recognized brand
(e.g. Silver, KC, etc) may be used if they are equivalent in their ability to carry all applied loads in all orientations.
Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations
and requirements (locations, exposure, end and edge distances, fasteners, etc.).
Simpson Connectors: Unless noted otherwise on the structural drawings and details, the following Simpson
Strong -Tie construction connectors shall be used:
• Post Caps: CBTZ, PCZ/EPCZ, BC/BCS, CC, CCQ, ECC, ECCQ
• Post Bases: CPTZ, CBSQ, PB/PBS, ABA/ABU/ABW
• Joist Hangers: LUS/LU/U/HU/HUC, JB, HUTF/HUSTF (top -flange)
• I -Joist Hangers: IUS/MIU, ITS/MIT/HIT (top -flange)
• Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top -flange)
• Rafter Hangers: LSU/LSSR/LSSJ, LRUZ
• Truss and Rafter Connection: H1, H2.5A, or SDWC15600 at each heel to double plate
• Holdowns: HDU/DTT with SSTB, STHD14, STHD14RJ Floor -to -floor Strap -Ties: HDU2, MST48
Fastener Requirements: The number and size of fasteners connecting wood members shall not be less than that
set forth in IBC Table 2304.10.1.
Exposure: Any hardware or fasteners exposed to the elements shall be heavy duty galvanized or stainless steel.
INSPECTIONS
Inspections: Construction or work for which a building permit is required is subject to inspection by the building
official. Such construction shall remain exposed and accessible for inspection purposes until approved (IBC 110).
Statement of SDecial InsDection:
1. Special inspections and structural testing shall be provided by an independent agency employed by the
Owner for the items identified in this statement of the approved construction documents and specifications, unless
waived by the Building Official (IBC Chapter 17).
2. Special inspections, statements of special inspections, responsibilities of Contractors, submittals to the
Building Official, and structural observations shall meet the requirements of IBC 1704.
3. The names and credentials of the Special Inspector(s) shall be submitted to the Building Official. The Special
Inspector shall be certified under the WABO Special Inspection Certification Program. The inspector shall
demonstrate competency per IBC 1704.2.1.
4. Duties of the Special Inspector:
a. The Special Inspector shall review all work listed for conformance with the approved construction plans and
the 2015 IBC.
b. The Special Inspector shall furnish special inspection reports to the EOR, Contractor, Owner and Building
Official on a weekly basis or as required by the Building Official. All items not in compliance shall be brought to
the attention of the Contractor for correction, and if uncorrected, to the FOR and the Building Official.
c. Once corrections have been made by the Contractor, the Special Inspector shall submit a final signed report
to the Building Official stating that the work requiring special inspection was, to the best of the Special Inspector's
knowledge, in conformance with the construction documents and the provisions of the 2015 IBC.
5. Duties and responsibilities of the Contractor:
a. The Contractor shall submit a written statement of responsibility to the Owner and the Building Official prior
to the commencement of work. In accordance with IBC 1704.4, the statement of responsibility shall
acknowledge the special inspection requirements contained within this "Statement of Special Inspections".
b. The Contractor shall notify the responsible Special Inspector that work is ready for inspection at least one
working day (24 hours minimum) before such inspection is required.
c. All work requiring special inspection shall remain accessible and exposed until it has been observed by the
Special Inspector.
6. Please see the 'Special Inspection Schedule' below for the types and extents of special inspections and tests
directly related to the structural engineering aspects of this project. Special inspections and tests shall meet the
applicable requirements of IBC 1705. Architectural special inspections (e.g. Water Intrusion Per RCW 64.55) have
not been included in the following table and are not under the purview of the engineer of record.
SPECIAL INSPECTION SCHEDULE - STRUCTURAL ONLY
Material
Structural Component
eq'd
Code Reference
Notes
Structural Steel
N
IBC 1705.2.1
Inspect per AISC 360
Cold formed steel deck
N
IBC 1705.2.2
Inspect per SDI QA/QC
Steel
Open web steel joists and girders
N
IBC 1705.2.3
Inspect per Table 1705.2.3
Cold formed steel trusses > 60' span
N
IBC 1705.2.4
Verify truss bracing and attachment
per truss submittal package
Concrete
Concrete
N
IBC 1705.3
Inspect per Table 1705.3
Masonry
Masonry
N
IBC 1705.4
Inspect per TMS602 / AC1530.1
High -load diaphragms
N
IBC 1705.5.1
Inspect sheathing, fasteners, fastene
spacing, etc. per structural drawings
Wood
Wood trusses > 60' span
N
IBC 1705.5.2
Verify truss bracing and attachment
per truss submittal package
Soils
Existing soil conditions and fill
Y
IBC 1705.6
Inspect per Table 1705.6
material and placement
Driven Deep
Driven deep foundations
N
IBC 1705.7
Inspect per Table 1705.7, geotech.
Foundations
report and constr. documents
Cast -in -place
Cast -in -place deep foundation
N
IBC 1705.8
Inspect per Table 1705.8, geotech.
Deep Foundation
report and constr. documents
Helical Pile
Helical Pile Foundation
N
IBC 1705.9
Inspect per Table 1705.9, geotech.
Foundation
report and constr. documents
Fabricated Items
Fabricated Items
N
IBC 1705.10
Inspect per Section 1704.2.5
Structural Wood
N
IBC 1705.11.1
Inspect per Section 1705.11.1
Wind Resistance
Cold -formed light -frame steel
N
IBC 1705.11.2
Inspect per Section 1705.11.2
Structural steel
N
IBC 1705.12.1
Inspect steel per AISC 341
Inspect sheathing, fasteners, fastene
Structural wood
N
IBC 1705.12.2
spacing, hold-downs, etc. per
approved construction documents
Cold -formed light -frame steel
N
IBC 1705.12.3
Inspect per Section 1705.12.3
Seismic Resistance
Designated seismic systems
N
IBC 1705.12.4
Inspector to verify accordance with
ASCE 7 Section 13.2.2
Architectural components
N
IBC 1705.12.5
Inspect per Section 1705.12.5
Plumbing, mechanical, and
N
IBC 1705.12.E
Inspect per Section 1705.12.E
electrical components
Storage racks
N
IBC 1705.12.7
Inspect per Section 1705.12.7
Seismic isolation systems
N
IBC 1705.12.8
Inspect per Section 1705.12.8
Cold formed steel moment frames
N
IBC 1705.12.9
Inspect Der Section 1705.12.9
CO
Z
O
cn
W
W
Z
Q
J
W
J
Q
Z
O
w .4 �.�-74
STE�``vG�
S/4NAL
N
0
N
N
O
N
O
W
N
�
IZI-
Z
O_
U)
olf
>
elf
uJ
>
>_
M
LU
0
W
N
0
>_
W
im
W
p
W
W
m
J
J
N
Q
W
~
N
W=
uj
<>
<
OIU)�J
Z
ZLU
U
im
CO
Q
J
U
Q
Z
2
a
o
W
U
Q
o7
V
Z O
U
U
w
W Z
Z W
V W
ZZ
WZ
W
W
W
J
J Q
�Q m
L.L
m 3:
LU
G
w
Z)
0
W
Q
U
D
U)
Q
w
w
CD
rn
N
N
00 0')O
Q U
Z
< (D
Z
(D W
Z_ W
J Z
J -
W (D
wm Z
a' LU
- W
>W
LU J
J �
Q U) L m
m LU
> .- o >
0'�0
U)
2
H
O
H
C�
Z
Z Lo v
� o
LW LO
6- - L
CD
W C:
Q Q tv
U Y =0-
J L_
Z�U�
OLu
:UQ
� LU
W
LLa-0
RESUB
Nov 01 2021
CITY OF
EDMONDS
DEVELOPMENT SERVICES
J
DEPARTMENT
<>
BLD2021-0895
U
O
J
iW
Z
Q
J
\W
Q
/
Q
Q
Z
w
�
Z
Z
Q
Z
(n
W
2
W
LJJ
S2 of 2
DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE