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PWU ENGINEERING INC. `tA
Email: pwuenqineeringcomcast.net FEB 1 9 21115
Ph: (503) 810-8309
CITY Structural Deck Calculations: i l "`
Job # LEN14254 UILDIN�' DIVISION
Date: 11/3/14
Project: Sycamore A, Lot 12 Sequoia Heights, Tigard, OR
Deck Engineering Package
Garage Left
Lennar Homes
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19421 PE
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61/LIP
Expires: 06/36/2016
The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns.
Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If
the project is located on a sloping lot, the foundation system needs to be approved by a geotechnical engineer prior to
construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility
of the builder and a design will be included only if information provided by the builder,such as sections and drawings,are
provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of
record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The design is based on
information provided by the client who is solely responsible for its accuracy. The engineering represents the finished
product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no
liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual
materials used in construction.
PWU Engineering Inc.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including
active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or
consequential damage.
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PWU ENGINEERING INC
Ph: 503 810-8309, Email pwuengineering@comcast.net
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Email: pwuengineerinq(a�comcast.net
Ph: (503) 810-8309 ,, 'y�� R°Fc',
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SIMPSON
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Railing Post-to-Deck Framing
Code Requirements The railing connection is one of the more crucial connections pertaining to safety,and
it is often inadequately constructed. In order to provide the required load resistance
When required at the hand rail,the post must not only be fastened to the rim joist,but also tied
Guards shall be located along back into the joist framing.Machine bolts through the post and rim joist alone do
many surfaces more than 30' not typically meet the performance requirements of the code.The details below have
above the floor or grade below been shown through testing to resist the forces called out by the codes.
including porches,balconies,
raised floor areas,stairways,
landings and open-sided Simpson Strong Tie® Solutions
walking surfaces.
IRC 2006,Section R312.1o HD2A Holdown:
IBC 2006,Section 1013.1 0 1 0 Horizontal application.
�-"" Hot-dip galvanized
Height o°' ® coating recommended. DTT2Z
Guards shall be a minimum of 1
to joist layout
36"tall(IRC)or up to 42'tall
for certain occupancies(IBC). % 1 1
IRC 2006,Section R312.1 «�) i;110160._„,„..
IBC 2006,Section 1013.2 I F r
DTT2Z Deck 2x8(titin.) r deck(gists
Tension Tie: DTT2Z blodang ,
Features to blocking ='
Load Resistance - -- - /
layout �—
Handrail assemblies and a ZMAize �
galvanized — rays ( �_ •
guards shall be able to resist coating. �--- `
a single concentrated load of 411.'(►200 pounds,applied in any
direction at any point along rj
the top. For more
IRC 2006, Table R301.5 information on this •
IBC 2006,Section 1607..7.1 application,see
Simpson Strong-Tie
technical bulletin ; 7 1, iltx `
T-GRDRLPST
Selection of products based upon
performance and/or suitability for -
a specific application should be ;'� Ilk
ill
made by a qualified professional. irt�r !�Its
Simpson Strong-Tie recommends ,�;
that deck designs be approved ip ' °,�`;
by the local building department
before construction begins.
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These products are available with a ZMAX0
or hot-dip galvanized coating.Stareaess-steel For more information on connecting
connectors are also available for higher posts inside the rim joist,see
exposure environments or applications
using certain preservative-treated woods. Simpson Strong-Tie technical
r See page 6 for more details. bulletin T-GRDRLPST
16 I S.I.CK FRAMING CONNECTION GUIDE F-DECKCODE09 02009 SIMPSON STRONG-TIE COMPANY INC.
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DTT2 Deck Post Connectors Page 2 of 4
• Simpson Strong-Tie SOS screws install best with a low speed high torque drill with a 3/8"hex head driver.
For Shearwall Installation,see HDU!DTT2.
Gallery:
*top
roll over images below to see larger image
DTT2Z DTT2 installed as Typical Deck-to-
(DTT2SS
5 I similar) a lateral connector House Lateral
Yd for a deck Load Connection
y guardrail post.
fi
For more
' S' F. information on
f' guardrail post
connections,see
vj technical bulletin
T-GRDRLPST,
V
Load Table: See code report listings below .top
agi These products are available with additional corrosion protection.Additional products on this page
may also be available with this option,check with Simpson Strong-Tie for details.
Minimum Allowable Tension Load
Model Anchor Fasteners Wood Member DF/SP SPF/1'IF
No. Diameter
Thickness (100) (160)1 (100) (160)1
1;6 1825 1825 1440 1800
DTT2 z,.; 8-SDS !'i"X1',r'" 3 2000 2145 1440 1835
1. The allowable loads have been increased 60%for wind or earthquake loading with no further increase allowed.
2. Load values are valid if the product is flush with the end of the framing member or installed away from the end.
3. The guardrail post illustration above addresses an outward force on the guardrail.An additional DTT2 can be added at the lower bolt to address an
inward force.
Code Reports(PDFs): ''next .top
LEGACY REPORTS
IAPMO UES ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES
ER
DTT2 No code listing.Please contact us for test data.
DTT2SS No code listing.Please contact us for test data.
DTT2Z ESR-2330/ESR-2523* RR25720 FL10441
DTT2Z-SDS2.5 No code listing.Please contact us for test data.
http://www.strongtie.coin/products/connectors/DTT2.asp 11/20/2012
rib
Strong-Drive® SDS Structural Wood Screw Page 4 of 9
6. Minimum spacing requirements are listed in ICC-ES ESR-2236.
r
Allowable Shear Loads for Wood Side-Plate Applications:
•
DFISP Allowable Loads'."
Size Model
(in.) No. Wood Side Plate Thickness lin.)
1,4 1 % a
1 1'Jr 13fi 1% ', 1�4 , 2'1 , 3 3!=s 4 • 4%,,x 2 SDS25200 145 • • • _. •
'/•x,2'•: SDS25212 165 165 170 ; 165 • • 190' •
, a • • •
Y,3 SDS25300 165 165 ,...._ 170 185 t95 205 280' • •
.x 3:' 50525312 165 165 170 185 195 205' 3340 340' ° ' • , • •
•
50525412 165 165 10 185 195 205 350' 340` • 230 200 •
x 5 S0525500 165 1 165 1 170 185 195 205 354 344 . 230} 230 3_ .200 ,_ • •
._�6 SDS15600 _ _._165 _.4._.. 165 _ 170_ _. 185 195 205 350 340 f 340 340' 340` 230 200
x 8 50525800 165 r 165 I 170 185 195 205 350` ' 340° ' 340' 340' . 340' 230 ? 230
SPF/11F Allowable Loads4
Size Model
(in,) No. Wood Side Plate Thickness(in.)
'.: 'e 3 % 1 1' 114 1% 1% i 214 3 31/2 4 41
2 SDS25200 135 • • • • Y •
is 2'4 50525212 130 135 1 130 120• •
135' . . • ' • • •
x 3 SDS25300 130 140 140 150 150 145 200' •• • • •
SDS25312 130 1 140 = 140 150 155 165 245` 245' • • ;; • • •
.=.x4, 50525412 130 : 140 140 150 155 165 250' 245. : 190 160 • •
K 5 SOS25500 130 . 140140 150 155 165 250'- 245' 190 190 : 1617
',x 6 50925600 130 140 140 150 155 165 250' 245' 24 245' 245 1?70 11x0
S3S25600 130 140 }: 140 , 155 . 250' .24_. . .
! '.'0,8 150r 165 "s' 245 143' r 245' 195 195
• 1. Noted loads are based on ICC-ES Code Report ESR-2236 and/or testing per ICC AC233 and assume a minimum main member thickness of the
screw length minus the side member thickness.All other allowable loads are based on the 2005 National Design Specification(NDS)and a
minimum penetration of 6D=1.45"into the main member.
2. Values are valid for a connection involving only two members.Where the side and main members have different specific gravities,the lower values
shall be used.
3. Allowable loads are also applicable to structural composite lumber(e.g., LVL, PSL,and LSL)having an equivalent specific gravity of 0.50 or
greater.
4. Allowable loads are shown at the wood load duration factor of Co=1.00. Loads may be increased for load duration by the building code up to a o=
1.60.The Designer shall apply all adjustment factors required per NDS.
5. Loads are based on installation into the side grain of the wood members with the screw axis perpendicular to the wood fibers.
6. Loads apply to appropriate stainless-steel models.
Allowable Double-Shear Loads
Size Model Allowable Loads(lbs.)
(in.) No. Side Members
DF SP 1
SPF
x 3.. SDS25303 Wood Structural 355 325 305
Panel Rated Sheathing
•a
x 8DS25412 2x Solid Sawn 395 475 1 335
1. Allowable loads are based on Simpson Strong-Ties laboratory testing with a safety factor of 5 applied to the average ultimate test load.
2. Allowable loads are based on 1 1/2"thick main members and assume no gap between side and main members.
3. Allowable loads are shown at the wood load duration factor of CD=1.00.Loads may be increased for load duration by the building code up to a CD
1.60.The designer shall apply all adjustment factors required per NDS.
http://vvww.strongtie.com/products/connectors/SDS.asp 11/20/2012