APPROVED BLD BLD2024-1061+Architectural_Plan+8.14.2024_11.59.39_AM+4440349A. THIS STRUCTURAL DRAWING SHALL ONLY BE USED FOR THE SITE LISTED ON THE DRAWING.
B. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE ERECTED AND CONNECTIONS ARE COMPLETELY BOLTED. THE DESIGN ADEQUACY
OF TEMPORARY BRACING AND SHORING IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
C. PROMPTLY REPORT DEVIATIONS AND INTERFERENCES WITH STRUCTURAL COMPONENTS FOR RESOLUTION BY THE ENGINEER.
D. THESE STRUCTURAL PLANS ARE BASED ON INFORMATION PROVIDED TO THIS OFFICE. THE ENGINEER SHALL BE ENTITLED TO RELY ON THE ACCURACY
AND COMPLETENESS OF THIS INFORMATION IN THE PREPARATION OF THE CONSTRUCTION DOCUMENTS.
E. WHERE LOCATIONS ARE NOT SPECIFICALLY DIMENSIONED, THE FOLLOWING RULES SHALL APPLY:
F. FOOTINGS ARE CENTERED BENEATH COLUMNS.
G. CONTINUOUS FOOTINGS ARE CENTERED BENEATH WALLS.
H. REFER TO ARCHITECTURAL DRAWINGS FOR WALL EXTENTS AND OPENINGS
2. DESIGN AND CODE INFORMATION
A. ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL RESIDENTIAL CODE
i. 2021 INTERNATIONAL RESIDENTIALCODE
ii. STRUCTURAL CONCRETE CODE -AMERICAN CONCRETE INSTITUTE (ACI) 318-19
iii. STRUCTURAL TIMBERS CODE - NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ANSI/AWC NDS (LATEST EDITION)
iv. ASCE MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-16)
DESIGN LOADS
A. DESIGN LIVE LOADS
a. ROOF20 PSF
b. FLOOR (AREAS OTHER THAN SLEEPING AREAS)40 PSF
B. DESIGN DEAD LOADS
a. ROOF12 PSF
C. WIND LOADS
a. WIND SPEED 98 MPH
b. RISK CATEGORY II
c. EXPOSURE D
D. EARTHQUAKE LOADS
a. RISK CATEGORY II
b. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS
c. SS 1.29
d. S1 0.454
e. TL6
f. SITE CLASS D
GROUND SNOW LOAD25 PSF*
*CLOSEST TO SNOHOMISH COUNTY, PER CASE STUDY WACO-SEAW WHITE PAPER SNOW LOAD REGULATIONS AND ENGINEERING PRACTICES
WASHINGTON STATE, AUGUST 2000
3. FOUNDATIONS
b)ASSUMED NET ALLOWABLE BEARING PRESSURE = 2000 PSF
c) FOOTINGS SHALL BEAR EITHER ON COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
d) WOOD SILL PLATES IN CONTACT WITH REINFORCED CONCRETE, MASONRY, FOUNDATION ELEMENTS SHALL BE PRESSURE TREATED OR OTHERWISE
PROTECTED FROM MOISTURE. ALL DECK TIMBER TO BE PRESSURE TREATED.
f) EXTERIOR AND INTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS THAN 24 INCHES BELOW FINISH GRADE. IF THE SOIL AT THE BEARING
ELEVATIONS SHOWN IS OF QUESTIONABLE BEARING VALUE, THE STRUCTURAL ENGINEER OF RECORD OR ARCHITECT SHALL BE NOTIFIED IMMEDIATELY.
g) PROVIDE A MINIMUM OF 4-INCH CLEAN, FREE -DRAINING GRANULAR SUBBASE FILL BELOW ALL INTERIOR SLABS -ON -GRADE UNLESS NOTED OR
DETAILED OTHERWISE. SUBBASE SHALL MEET GRADATION REQUIREMENTS OF ASTM C-33 SIZE NO. 67.
GRADING
1. SOIL SHALL BE GRADED 6 INCHES WITHIN THE FIRST 10 FEETAWAY FROM THE FOUNDATION.
2. GRADING PLAN/INFORMATION WERE UNAVAILABLE DURING THE FOUNDATION DESIGN THEREFORE FOUNDATION ELEVATIONS SHOWN ON THE PLAN
ASSUME A UNIFORM FINISH GRADE 6" BELOW FINISH FLOOR ELEVATION AROUND THE PERIMETER OF THE BUILDING. IF SITE CONDITIONS VARY FROM
THAT STATED, CONTRACTOR SHALL NOTIFY ARCHITECT AND STRUCTURAL ENGINEER FOR A RE -DESIGN OF THE FOUNDATION SYSTEM TO ACCOMODATE
ACTUAL SITE CONDITIONS.
3. ANY EXTERIOR SLABS SHALL SLOPE AWAY FROM BUILDING '/4" PER FOOT UNO.
4.
CONCRETE
1. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 2,500 PSI.
2. CONCRETE SHALL BE 6% +/- 1.5% AIR ENTRAINED.
3. MAXIMUM WATER CONTENT SHALL BE 0.4.
4. MAXIMUM NOMINAL AGGREGATE SIZE SHALL BE 1 1/3 INCHES WITH 1 INCHES PREFERRED.
5. CONCRETE SHALL CONFIRM TO THE SPECIFICATION FOR STRUCTURAL CONCRETE, ACI 301.
6. CONCRETE REINFORCEMENT DETAILS SHALL CONFORM TO ACI 315, LINO.
7. MINIMUM STRENGTH OF CONCRETE REINFORCEMENT SHALL BE AS FOLLOWS UNO:
8. #3 DEFORMED BARS FOR TIES AND STIRRUPS ONLY (ASTM, A615, GR 40)
9. #5 AND LARGER DEFORMED BARS (ASTM A615 GRADE 60).
10. LAP ALL REINFORCING BAR SPLICES 30 BAR DIAMETERS OR 24 ", WHICHEVER IS GREATER LINO.
11. REINFORCING IN PILES, FOOTINGS, GRADE BEAMS, AND FOUNDATION WALLS SHALL BE SUPPORTED FROM ABOVE WHILE PLACING CONCRETE.
12. EXTERIOR SLABS SHALL SLOPE AWAY FROM BUILDING'/4" PER FOOT UNO.
13. CONTRACTOR SHALL FOLLOW SPECIFICATION ACI 305 FOR HOT WEATHER CONCRETE AND ACI 306 FOR COLD WEATHER CONCRETING.
14. ARRANGEMENTS AND DETAIL OF REINFORCING BENDS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF PUBLICATION SP-66, "ACI DETAILING
MANUAL," AND ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.
FOUNDATION PLAN NOTES
A. MULTIPLE MEMBER CONNECTIONS TO BE GLUED TOGETHER AND FASTENED TOGETHER USING (3) ROWS OF 3" LONG 10D NAILS AT 12"
OC ON BOTH SIDES
C. FRAMING SHALL BE PER NOTES IN CALCS.
F. PROVIDE SOLID, FULL DEPTH BLOCKING AT MIDDLE OF ALL DECK JOISTS
UNLESS NOTED OTHERWISE.
CONNECTIONS
A. NAILING OF WOOD FRAMING SHALL BE IN ACCORDANCE WITH "FASTENING SCHEDULE" TABLE R602.3(1) IN THE 2021
INTERNATIONAL RESIDENTIAL CODE UNLESS HIGHER FASTENING REQUIREMENTS ARE REQUIRED WITHIN THESE PLANS.
B. METAL CONNECTORS REFERENCED ON DETAILS ARE "STRONG TIE" CONNECTORS MANUFACTURED BY SIMPSON CO.
C. PROVIDE SOLID, FULL DEPTH BLOCKING AT MID -HEIGHT FOR STUD WALLS.
D. JOIST HANGER LU28-2 OR BETTER AT BEAM CONNECTIONS
E. UPLIFT CONNECTION REQUIREMENTS
a. HURRICANE TIES, (1) H2.5AATTACH TO JOIST TO BEAM WITH (5) 8D X 2.5 COMMON NAILS AND TO THE BEAM WITH (5) 8D X 2.5 COMMON
NAILS AT EACH HURRICANE TIE OR PER SIMPSON REQUIREMENTS.
HOLD DOWN REQUIREMENTS.
DECKING TO BE INSTALLED PER COMPOSITE MANUFACTURES SPECS, OR WITH STANDARD PRESSURE TREATED LUMBER
Calculation
j
� SEISMIC ANALYSIS
WIND ANALYSIS 1
WIND ANALYSIS 2
DJ1
1311
F1
R1
L1
SNOW LOAD ANALYS
38% j
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72% j
59% j
59% j
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STRUCTURAL DESIGN BY
PROFESSIONAL ENGINEER MOHAMED
SAID MAHMOUD PE# 23001965
EXPIRATION 06-12-2025
Mohamed Digitally signed
by Mohamed S
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Mahmoud
Date: 2024.08.08
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L'�V OR ANCHOR WASHER CLEARANCE FROM
FASTENER TO BOTTOM
OF LEDGER, MINIMUM
7.5" FOR 2X12
LEDGER BOARD FASTENING SPACING AND CLEARANCE DETAIL
SEE SIMPSON DETAILS D22 FOR DTT1Z CONNECTION
Scale: N.T.S.
52'
23'-11 1/16'
" I AUGER FASTENERS IN TWO ROWS
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0
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FOUNDATION PLAN PIER SCHEDULE
MARK
SIZE (WXD)
F 1
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X 3FT DEPTH
MINIMUM PAST FROST
DEPTH
LWO
1'/2" minimum from top of ledger and band joist
F.
4" to 5" L On -center spacing
from end of of SDS wood screws
ledger per designer
SDS Ledger Installation
1'/z' minimum from
bottom of ledger
and band joist
Thread Length(in.)
Size (in.)
Model No.
'/4' x 3'/2"
SDS25312
2'/4
'/4" x 5"
SDS25500
21/4
1.D indicates connector is available in stainless steel.
Add SS to
model number when ordering.
2. Refer to current F-SDSLDGR for spacing and
additional information.
3. The screws shall be staggered from the top to the
bottom along the
horizontal run of the deck ledger per IRC 2018 Section
R502.2.2.1.1.
Scale: N.T.S.
3" minimum
row spacing
co)
SIDS Screw
Installation:
• Install Simpson
Strong -Tie SDS wood
screws with a %" hex
head driver.
• SDS screws install
best with a low speed %"
drill.
STRUCTURAL DESIGN BY
PROFESSIONAL ENGINEER MOHAMED
SAID MAHMOUD PE# 23001965
EXPIRATION 06-12-2025
FRAMING SCHEDULE
MARK
SIZE
B1
(3) 2X12 DFL NO 2 10'-6" MAX
LENGTH
DJ1
2X10 DFL NO 2 DECK JOIST 16"
ON CENTER
C1
6X6 DFL NO 2 DECK POST
R1
2X10 DFL NO 2 RIM BOARD
L1
2X10 DFL NO 2 LEDGER BOARD
-3INCH BEARING WIDTH, TYP. FOR ALL BEAMS
-SEE DETAILS AND NOTES FOR CONNECTORS
-ALL LUMBER TO BE PRESSURE TREATED
IE 10' E 10' E 10' E (j'�
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STRUCTURAL DESIGN BY
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EXPIRATION 06-12-2025
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STRUCTURAL DESIGN BY
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SAID MAHMOUD PE# 23001965
EXPIRATION 06-12-2025
P.T. POST PER PLAN
JOISTS PER PLAN
POST BASE
FTG PER PLAN14
CBSQ44 FOR 4X4 POST
W/ 1/12 TOP SLOPE
CBSQ66 FOR 6X6 POST
H1 TIE @ E.A. JST
BEAM PER PLAN
GRADE LEVEL
SIMPS. AC POST CAP EA. SIDE
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POST PER PLAN
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SIMPS. A24 ANGLE
9 a
OR; EQUIVALENT WITH POSITIVE
4 -A
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a a
CRAWL SAPCELEVEL
OPTIONAL CBQ66 OR ANCHOR
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BOLT FOR UPLIFT TO PIER
='
BEAM PER PLAN
4 "' °, •
-1� 8" MIN. BELOW FROST LEVEL
'TURBED, FIRM NATURAL SOIL
)IMPACTED SOIL PER SOIL - - -
-
RT
SIZE PER PLAN
JOIST TO BEAM CONNECTION
DECK POST DETAILS
3/4" = 1'-01
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Typical H 1 Z and
H2.5Z Installation 81dy
Installation:
• Use all specified fasteners. H 1 Z
Fasteners
Model
No.
Nails
SD Screws
To Joist
To Beam
To Joist
To Beam
H1Z
6-8dx1'/z
4-8dx1'/2
6-SD #9x1'/2
4-SD #9x1'/2
H2.5Z
5-8dxl'/2
5-8dx1'/2
5-SD #9x1'/2
5-SD #9x1'/2
HE
5-10dx1'/2
5-10dx1'/2
5-SD #9x1'/2
5-SD #9x1'/2
1. indicates connector is available in stainless steel. Replace Z in model number
with SS when ordering.
2. Refer to current Wood Construction Connectors catalog for additional information.
HURRICANE TIES
Installation: "mew
• Install Simpson Strong -Tie m m
SDS wood screws with a %" hex m
head driver. SDS screws install
best with a low speed high torque m m
drill.
• A standard cut washer \
(provided) must be installed
between the nut and the DTT2Z
seat.
• Bolt holes shall be a
minimum %z' to a maximum %6'
larger than the bolt diameter. DTT2Z
DTT2Z
13i16
1/2"
8-SDS VOW'
H8Z
Post \
Decking
DM
0 2•
o ° o
0 0 0.T
W diameter
Rim
machine bolds or
threaded rods with
joist Joist
nuts and washers
DTT2Z Installed as a Lateral Connector for a
Deck Guardrail Post.
1.E> indicates connector is available in stainless steel. Replace Z in model number with SS when ordering.
2. Refer to T-GRDRLPST and T-DECKLATLOAD for additional information.
DTT2Z DECK TENSION TIE
w °®
H
Wz 1
D
Typical CBSQ
3"
Side
Installation:
• Install Simpson Strong -Tie
SDS %" x 2" wood screws, which are
provided with the column base, with
a %" hex head driver. (Lag screws
will not achieve the same load.)
• Allow concrete to cure
before installation of the post.
• For full loads, a minimum
of 3" side cover shall be provided.
ypical CBSQ44
Installation
Model No.
Post
Size
Dimensions (in.)
Number of
SDS Screws
W1
W2
D
H
CBSQ44-SDS2HDG
44
3 9/16
31/2
7 1/8
8 3/8
14-SDS'/4'x2"
CBSQ46-SDS2HDG
46
3 9/16
5 5/16
713/16
811/16
14-SDS Vx2"
CBSQ66-SDS2HDG
64
5 1/2
51/2
6 7/8
8 3/4
14-SDS Vx2"
CBSQ86-SDS2HDG
6x8
7 1/2
5 3/8
6 1/8
811/16
12-SDS Vx2"
CBSQ88-SDS2HDG
8x8
7 1/2
7 3/8
6 1/8
811/16
12-SDS'/4'x2"
10 CBS
POST BASES
0
0
I IVI LAO 1/16 IVI
3x's and 4x's
:WB
LUS
Typical LUS28Z
Installation
Installation:
• LUS hangers install with double shear
nailing.
• For installations into single 2x headers
or ledgers, use the specified full length fasteners
into the joist and the following fasteners into the
header for reduced loads in accordance with
www.strongtie.com:
•• 10dx1'/2 nails for installations with Nails
•• SD #9x1'/2 for LUS28Z and LUS210Z
installations with SD Screws
•• SD #10x1'/2 for LUS26-2Z and
LUS210-2Z installations with SD Screws
Model No.
Dimensions (in.)
Fasteners
Nails
SD Screws
LUS26Z
W
1 9/16
H
B
Header
Joist
Header
-
Joist
4 3/4
1 3/4
4-10d
4-10d
-
LUS28Z
1 9/16
6 5/8
1 3/4
6-10d
4-10d
6-SD #9x2l/2
4-SD #9x2'/2
LUS210Z
1 9/16
7 13/16
1 3/4
8-10d
4-10d
8-SD #9x2'/2
4-SD #9x2'/2
LUS26-2Z
3 1/8
4 7/8
2
4-16d
4-16d
4-SD #10x2'/2
4-SD #10x2%2
LUS210-2Z
31/8
9
2
8-16d
6-16d
8-SD #10x21/2
6-SD #10x2'/2
n
LUS JOIST HANGERS
E>
E>
L>
1. E> indicates connector is available in stainless steel. Replace HDG in model number
with SS when ordering.
2. Refer to current Wood Construction Connectors catalog for additional information.
1%' minimum from top of ledger and band joist
0
L On -center spacing
from end of of SDS wood screws 1'/"minimum from
ledger per designer bottom of ledger
and band joist
SIDS Ledger Installation
Thread Length(in.)
Size (in.)
Model No.
V x 3'W
SDS25312
2'/4
'/" x 5"
SDS25500
2%
1. indicates connector is available in stainless steel.
Add SS to
model number when ordering.
2. Refer to current F-SDSLDGR for spacing and
additional information.
3. The screws shall be staggered from the top to the
bottom along the
horizontal run of the deck ledger per IRC 2018 Section
R502.2.2.1.1.
3" minimum
row spacing
M
10
SDS Screw
STRUCTURAL DESIGN BY
PROFESSIONAL ENGINEER MOHAMED
SAID MAHMOUD PE# 23001965
EXPIRATION 06-12-2025
Installation:
• Use all specified fasteners.
• Strong -Drive SD Connector screws install with a'/a"
hex head driver (Model DBHEX)
• Strong -Drive SDWH Timber -Hex HDG screws install
with a a" hex head driver (Model DB6H1.75)
Model
CL
Anchor Dia.
Fasteners
No.
DTT1Z
%"
%" or SDWH
6-SD#9x1%"
Installation:
• Install Simpson D n LL^
Strong -Tie SDS wood
screws with a %" hex
head driver.
• SDS screws install
best with a low speed %"
drill.
SDS LEDGER INSTALLATION
m m CC ® ECC
m ® m Typical CC
® Installation
Installation: Beam depth must be at least as tall as H1.
• For end conditions, specify ECC
Bolt holes shall be a minimum Y2" to a maximum Ys" larger than the bolt
diameter.
• Contact engineered wood manufacturers for connections that are not through
the wide face.
Model No.
Beam
Width
Dimensions (in.)
Machine Bolts
W1
WZ
L
H1
Dia.
Beam
Post
CC
ECC
CC
ECC
CC3-1/4-4HDG
31/8
31/4
3 5/8
11
71/2
61/2
5/8
4
2
2
CC3-1/4-6HDG
31/8
31/4
51/2
11
71/2
6112
5/8
4
2
2
CC44HDG
4x
3518
35/8
7
51/2
4
5/8
2
1
2
CC66HDG
6x
51/2
1 51/2
1 11
71/2
6112
5/8
4
2
2
CC, ECC POST CAPS
DTT1Z Deck Tension Tie
Scale: N.T.S.
Floor sheathing
V diameter naiked at S' max.
HDG threaded on center to Doist
rod with nuts with holdown
and washers
o- Continuous flashing
(per code), not shown
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