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CONTENTS: RENEWAL DATE: 12-31-2016
17710 SKETCHES SK1 -SK2
17710 CALCS 1 - 7
17710 APPX Al -A2 PARKIN ENGINEERING INC.
.i.i1,11 CONSULTING&STRUCTURAL ENGINEERING
j_ _ A member of the Smith-Root,Inc.family of businesses
WWW JOHNWPARKIN.COM
16603 NE 50th Avenue
VANCOUVER, WA 98686 Phone:(360)694-8378
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'PARKIN ENGINEERING INC. 16603 NE 50th Ave. Vancouver,Wa. 98686'u
*� CONSULTING&STRUCTURAL ENGINEERING Phone: (360)694-8378; Fax: (360)694-3376
—L Email: info @ johnwparkin.com
17710
STRUCTURAL SKETCHES
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N-ROOT INC.A member of the Smith-Root,Inc.
T� �r� ,�,t« bo. family of businesses www.johnwparkin.com
PARKIN ENGINEERING INC. X22/® - j
CONSULTING AND STRUCTURAL ENGINEERING
14014 NE SALMON CREEK AVE. (360)694-8378
f VANCOUVER,WA 98686 FAX(360)694-3376
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PARKIN ENGINEERING INC. 177/,o
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14014 NE SALMON CREEK AVE. (360)694-8378
' VANCOUVER,WA 98686 FAX(360)694-3376
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.. CONSULTING&STRUCTURAL ENGINEERING Phone: (360)694-8378; Fax: (360)694-3376
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Email: info @ johnwparkin.com
17710
CALCULATIONS
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SMITH-ROOT,INC. A member of the Smith-Root,Inc.
Tlog,For r„hen„clon family of businesses www.johnwparkin.com
PARKIN ENGINEERING INC. /77/c
CONSULTING AND STRUCTURAL ENGINEERING
14014 NE SALMON CREEK AVE. (360)694-8378
VANCOUVER,WA 98686 FAX(360)694-3376
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www.johnwparkn.com
PARKIN ENGINEERING INC. /27(o
CONSULTING AND STRUCTURAL ENGINEERING
14014 NE SALMON CREEK AVE. (360)694-8378
VANCOUVER,WA 98686 FAX(360)694-3376
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IMPSON
H Seismic&Hurricane Ties StrongTi+e
®
The hurricane tie series features various configurations
of wind and seismic ties for trusses and rafters. 15/8"--0.-N N.—
The H16 series has a presloped seat of 5/12 for
double trusses. �� Depending on
The presloped 5/12 seat of the H16 provides for a tight fit f f f; heel height,
and reduced deflection.The strap length provides for various / / t,‘.;%•••.: strap may wrap k
truss height up to a maximum of 13W(H16 series).Minimum I to back of plate t ,
heel height for H16 series is 4". 1 IXJ. '
�y� s f
The HGA10 attaches to gable trusses and provides good ,"
lateral wind resistance.The HS24 attaches the bottom chord of ? = * I',, - f 7'
a truss or rafter at pitches from 0/12 to 4/12 to double 2x4 top ' i-o H16 and '
plates.Double shear nailing allows for higher lateral resistance. n`° ✓y H16S
MATERIAL:See table
co 1 ; r Presloped at
FINISH:Galvanized.See Corrosion Information,pages 13-15. __ ;/> 5/12.Truss/
Rafter Pitch of
INSTALLATION:•Use all specified fasteners.See General Notes. %/. >.•}r 3/12 to 7/12
•HGA1 OKT:sold as a kit with(10)HGA10 connectors. _ is acceptable Install 4-10dx1'/z to Install 6-10dx1 Y
Simpson Strong-Tie®Strong-Drive®SDS Heavy-Duty r ',ay p inside edge of 2x to face of 2x
pg Y fil .
Connector screws are included. a4,frql ., H16 Installation
•HS24 requires slant nailing only when bottom chord of k,
truss or rafter has no slope. E.'
CODES:See page 12 for Code Reference Key Chart. lr;,i
— — `— — — —
Fasteners DFfSt? '2.4...;:t'-�. SPF/HF G ..-•:), , 2
Model Attowdloa'6s' Allowable Loads' ;1 '�I HS24
Ga To al �, Lateral Code ,, 1 1- U.S.Patents
No. To To 01011 Uplift Ref.
Rafters/ , > (160) 5,603,580
Plates Studs
Truss (t :,.1.. i% f4 ,.x (160) F1 F2 F3 3a�8 2 „
HGA1OKT 14 4-SDS'/"x1 Y2" 4-SDS1/4"x3" — 695 1165 940 780 500 840 675 495 F26,L18 `i%0
8-8dx1 Y2 117,
HS24 18 8-8d — ~;;6,05? ,.645k .10253 ~ 5203 5553 8803 —
&2-8d slant , Fib,L6
H16 18 2-10dx11/2 10-10dx11/2 — 1470 — — — 1265 — — —
` H16S 18 2-10dx11/2 10-10dx11/2 — 1470 — — 1265 — — —
F H16-2 18 • 2-10dx1'/2 10-10dx11/2 — .1470 .. - . 1265 — — — F26
H16-2S 18 2-10dx1'/2 10-10dx11/2 — 1470 1265 — — — k
1.Loads have been increased for wind or earthquake loading with no further increase allowed;
reduce where other loads govern. f.•
2.When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist
such forces should be considered.
3.HS24 DF/SP allowable loads without slant nailing are 605 lbs.(uplift),590 lbs.(F1),640 lbs.(F2).
For SPF/HF loads multiply these values by 0.86.
4.For H16-2S,S=short. HS24 Installation E2
5.Allowable loads in the Ft direction are not intended to replace diaphragm boundary members
or prevent cross grain bending of the truss or rafter members.Additional shear transfer y
elements shall be considered where there may be effects of cross grain bending or tension. f10
6.NAILS:10dx1 Y=0.148"dia.x 1'/2"long,8d=0.131"dia.x 2W long, y
8dx11/2=0.131"dia.x 11/2"long.See page 22-23 for other nail sizes and information. eo
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t z HGA10111/
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Depending on HGA10
H16-2 heel height, . Installation to '
and strap may wrap Double Top Plates
H16-2S (,), a to back of plate F
Presloped at == , % .
5/12.Pitch of ,a -°
3/12 to 7/12 }
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4 %
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Install 4-10dx1 Y to R Install 6-10dx1 Y2
inside edge of 2x to face of 2x
H16-2 Installation HGA10
Installation
to Rim Joist
201
PARKIN ENGINEERING INC. 177/0
CONSULTING AND STRUCTURAL ENGINEERING
14014 NE SALMON CREEK AVE. (360)694-8378
VANCOUVER,WA 98686 FAX(360)694-3376
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SMITH-ROOT INC. A member of the Smith-Root,Inc.
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www.johnwparkin.com
I .T10 —
COMPANY PROJECT
t 1
WoodWorks' Parkin Engineering, Inc.
14014 NE Salmon creek Ave
SOFIWARE FOR WOOD DESIGN Vancouver, WA 98686
(360)694-3376
Apr. 26, 2016 15:33 P1
Design Check Calculation Sheet
WoodWorks Sizer 10.2
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Axial (Ecc. = 0.00") 120 lbs
Load2 Snow Axial (Ecc. = 0.00") 250 lbs
Load3 Live Axial (Ecc. = 0.00") 400 lbs
Self-weight Dead Axial 94 lbs
Lateral Reactions (lbs):
W 15'
air, 0
CD 0
0'
15'
Timber-soft, Hem-Fir, No.2, 6x6 (5-1/2"x5-1/2")
Support: Non-wood; Bearing length =column width
Total length: 15';
Pinned base; Load face=width(b); Ke x Lb: 1.0 x 15.0= 15.0 [ft]; Ke x Ld: 1.0 x 15.0 = 15.0 [ft];
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 :
Criterion Analysis Value Design Value Analysis/Design
Axial fc = 23 Fc' = 216 fc/Fc' = 0.11
Axial Bearing fc = 23 Fc* = 529 fc/Fc* = 0.04
Additional Data:
FACTORS: F/E (psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC#
Fc' 575 1. 15 1.00 1.00 0.408 1.000 - - 1.00 0.80 3
Fc* 575 1.15 1.00 1.00 - 1.000 - - 1.00 0.80 3
CRITICAL LOAD COMBINATIONS:
Axial : LC #3 = D+.75 (L+S) , P = 701 lbs
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the
National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
.IPARKIN ENGINEERING INC. 16603 NE 50th Ave. Vancouver,Wa. 98686
...loft- CONSULTING&STRUCTURAL ENGINEERING Phone: (360)694-8378; Fax: (360)694-3376
LL—Thi– Email: info @ johnwparkin.com
17710
APPENDIX
sgH-ROOT,INC.A member of the Smith-Root,Inc.
Tigy la F>hariasC«rswwfon family of businesses www.johnwparkin.com
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