HomeMy WebLinkAbout17618 82ND DR NE_BLD2832_2026 C I TY
O F
238 N ARL
- SLY IN G
MPIC qV _ TQ
E ARLIN N
g U DRONE;(360 GTON' WA. 98223
IZ,D )403-3551
Address:17618 82nd Drive NE jNG PERMIT
Parcel#:01047900003800 `�•1/
OWNER APPL,ICAN Permit#:2832
Name:GASKIN DARE&LISA Name: Co T Valuation:4000.00
Address: 17618 82ND DR NE Address_[Comp$ NarrteJ CONTRACTOR
1� City,State Zip:ARLINGTON,WA 98223 City,State Zip: y Ad
Phone: Phone:425-50 1_81160�I WA 98223 Address: 17618 S2S] ame:Dare 'nd Drive
h,State Zip:Arlin NE
MECHANICAL CONTRACTOR Phone:425-501-8160 on'WA 98201
Name: PLUAfBING` C LIC: EXP:Address: ONT
City,State,Zip: 7 Name: RACTOR
Address:
Phone: city,state,Zip:
LIC#: EXP: Phone:
JOB DESCRIPTION LIC#:
PERMIT TYPE: Residential Accessory .Stru"C''Wre EXP:
STORIES: ] CODE YEAR:
DWELLING UNITS: CONST, ?�1
BUILDINGS: APE' VB
aCC GROUP:
D OCC LOAD_
I AGREE TO NO PERSON COMPLY WITH CITY WILL BE EMPLOYED N AND STATE LAWS REGE'U gTTNG APPROVAL
VIOLATION OF THE L ggpR CpeNSTRUCTIOIV
COMPENSATION INSURANCE AND RCW 18.27. DE OF AND 1N DOIN
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE THE STATE OF WgSyIN THE WORK gUTFI
B UILDING GTON RELq 11 i 1 E Ty
TING TO EREBY,•IT IS UN FUL TOAUSEUPY A BUILDING OR STRU Tt1R OFFICIAL OR H1SInp DEPUTY WORKMEN'S
A CERT IC TE OF OHAS BEEN RANTED. C/1R E UNTIL A FINAL IN AND A ES ARE P
IBC1i0 CI10. I.1-FE
SPEC 7ON HAS BEEN MAD AID,
A ting to co s tionand nsand cod Ci of Arlin hvctt°npmaterials ' E AND APPROVAL O
)r '"// to the ilyOfArlington tnust Is R
Signa Print Namc l�/J�- /U z Q reported on Your sales tax return
ate /
Adhere to approved
-leased l3�
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.PProved Plans. Ca11 for ins Date
CONSTRUCTION ON THE.PUBLIC DOMAIN(CURBS,SIDEWALKS DR1V OVERS Wpm TO eCiIOIIS.
Date PERMIT FEE MARQUEES ET.)WILL PRIVATE.:
LpAR TY ONLY. ANY
Description ►S' ARATE PERMISSION,
10/25/2019 Building Permit Fee
10/25/2019 Processing/Technology Fee
10/25/2019 Building Plan Review Fee
Fee amWMt
$141.94
$25.00
Total Due: $92•26
Total Payment: $259.20
CALL FOR INSPECTIONS
Balance Due: $0.00
BUILDING(360)403-3417 $259.20
hen calling for an
Permit Numbe�rVType of Inspectioni beingnspec ion please leave the followin
quested,and ,he
, g infor
information:prefer morning or afternoon
Permit#: 2832
Permit Date: 10/08/19
Project Name: Gaskin
Site Address: 17618 82nd Drive NE
Company Name: Dare Gaskin
Company Address: 17618 82nd Drive NE
City, State,Zip: Arlington, WA 98223
Contact: Dare Gaskin
Phone: 425-501-8160
Email: dar@coast-group.com
Permit Type: Residential Accessory Structure
Valuation: 4000.00
Square Feet: 0
Number of Stories: 0
Type of Construction:
Occupancy Type:
Proposed Use: New patio cover
MIC/Opportunity Zone:
Permit Issued:
Permit Expires:
Type of Construction-DNU:
Status-DNU:
Status: IN PROCESS
Property
Parcel# Address Legal Description Owner Name Owner Phone Zoning
01047900003800 17618 82ND DR NE GASKIN DARE& 910 Undeveloped
LISA (Vacant)Land
Contractors
Contractor Primary Contact Phone Address Contractor Type License License
Dare Gaskin Dare Gaskin 425-501-8160 17618 82nd Drive NE
Plan Reviews
Date Review Type Description Assigned To Review Status
10/08/2019 BLD Building In Review
a '
'y, RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
�'
Project Address: � /op J&)ZNo P1 A/C Plat:
Single-family ❑ Duplex ❑ Townhouse ❑ Addition Accessory structure
Proposed Area: 15' Floor: 2nd Floor: Garage: Total SF:
Describe Pro Fsal (incluo cross street):
AtCIJ 1'6'rPC" Nvtll
Valuation:
Owner: 1� 5f�1
Address: 1761f 92Aj® Olt A/ City: ALLwz a State: Zip Code:
Phone: t-125
r � '- � �U Email: (�i(r'_ t�5� -g/'d�� , GoWI
Applicant: sf PftV
Address: City: State: Zip Code:
Phone: Email:
Contractor: >ow r= 0<s ( c)i/�
Address: City: State: Zip Code:
Phone: _ Email:
Contact Person: License Number: Expiration:
�4D ?b3Z
6/16LP Page 1 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
Bath/Shower Combo (4.0) x Lj Sink (1.5) x
Shower (2.0) x Lavatory (1.0) x
Clothes Washer (4.0) x Water Closet (2.5) x
Lj Dishwasher (1.5) x Water Heater x
Hose Bibb (2.5) x Water Heater Model #
Other (list) x
Plumbing Section Continued
Proposed Water Piping Size: Proposed DWV Material:
Proposed Piping Material: Proposed DWV Size:
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6/16LP Page 2 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
1"l1 O City of Arlington • 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
❑ Furnace (80+) Model # AFUE
❑ Heat Pump Model # SEER HSPE
❑ AC Unit Model # SEER
❑ Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping
Boiler ❑ Solid-Fuel Appliance ❑ PV System
❑ Fireplace Insert ❑ Outdoor BBO ❑ Storage Tank
❑ Freestanding Stove ❑ Gas Piping lJ Other
Gas Piping Information
Not Applicable: ❑
Pipe Material: Pipe Size: Total BTU's of all Appliances:
Distance from Meter to Furthest Appliance:
• New gas piping requires a pressure test to hooking to any appliance
• Sediment traps (drips) are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all a pliances
� q
Applicant Signature: J L Date:__V
Print Applicants Name:
6/16LP Page 3 of 3
CHARTER tR PN.WA.L I GE E W.M. -
SE 23 31 5
Centerline - - Lot Block SecOon ---- City Limits r—, jl x7• aEl t,• I;: ;
Gov Lot Subdiv ROW— Quarter--- - Tax Accl Ilnch=r7DOj¢el
---
Major Water Other Lot Vac ROW--- 16th Emm"Wfa r•W- A prodarr ofrhr Assessors Offee
Ify p. M..ws.s..M A" 3nohami.N Co.",),ll'a.h7nglon
Minor Water -- - Other Subdiv Vac Lot
NE-23.31-06 ( L
m ( xt i7
10 16 1 e I TR 1 12 39 32 J7 30 s2B 2e 26 I p
t1 I 20
�x TR Bi to q 14 -- HUNTER-PL 25
-
v - GALLERY
13 39 I � iS '• - ------..— �' - 12 16 16 17 16 18 20 21 xa 24 6x t io u'
u 11
TRIM 1S 17 37 13 .' MAGNOLI� 78 T7 78 7S 71 73 72 71 70 69 TR 9B9 99
I9 tP GLENEAGLE IR942 1Rno
( MEADOW 79 178THPLNE too
1e 14 GOLF COURSE. E 1003 DIV 1,PH Bo 2 57 se 61 e2 -67 tot �T9�4L
13 (6574) tns -102 (10479) 9/ eJ z toe no
' I 101 56 59 60 63 as 66 109
a
l0e
u >t r 100 92 B4 jo 9S
T. 65 103 fs5^.dsi
Z1 20 : 107 99 TR 995 e5 S3 52 51 64 104 107
GLENEAGLE DIV 2 Boe ut se sr 106 toy EI
15 r 1" TR n PHASE 3 14 log Z B5 97 ee s7 N�14E 29
1B� (6160) no sa ...98 e9 A15t 27 en S1 -..i
\ 1R 4 30 Z 111 B3 "BO 21 22 31 •4B 49 Z 6x d1
= COURSE 41 112 92 91 -to x0\ 28 32 W 46 49 C S3 N 7
TTt 4 en et 62 e3 Ix;4J 42 113 170TH PLNE 1e 33
..47 47 5s 66
77 7e J9 TR n VB OR 24�UN�Y y45 41 40 114 '1 1Is its
1 ~ 17 25
55 75 fe - 85 5w.... ."• �,,.,-• .. 2 dEt66i ._,..
a1 4fi 39� 13 12 -1-
Ua OR• G 59 -1a- _a-_ ; -76 �36 45 45 44 07 42
rN Ca• 36 14 11 2 ly 10 '4 le TR no 75 177TH ST NE--- 41
1R G q 61 46 37 15 10 .. 9 0 5 Ix
J7 44 12 �a
3 "" Q 13 TR 13 14 '.�
�da
70 B9 i ]6 35 17 16 9 4 9 t g T 9B9 ]9 43 11 Z 9
eJ S9 e n 7�N 7 12 10 11 75 le '
PEG96'1$�, 39 4- 10
__.- 99e •}(ems �! 62 32
le i •' 31 -Y 41 9 ... I r7
...4 TR E FR_.DR Jt 33 34 1B 6 21 20 19 1B 17 a -r t.. 12, _
t2 26 i 70 5 32 _ MEADOW$
2s s" s3 z7 2e xo I 4 33 176TH PL NE 1e 1 (10409 7 -176TH ST
23 24 xe
6 1a 1'p 64 \ 29 ` 21 u 3 �34•� 28 25 24 •.1
,5 2 TR 9 22 25 2fi
,
1T daz
....... -
24 27 2 7 TC 16 i 6S tx,:G1 22 ON x I 35 27 23 14 3 .,
?Z B T1 1a S6 •3T 24 2S 23 1 a..
36 W29 22 1 13 4,• 24 23 24 27
IrmemoilNA S7 MO 10 1 'a 15 39 37 .,. 42 5
10♦ t 1 `-' a zs ao TR 11 10 r 2J TR 993 175TH�ST
=..Zo z:t
to s9e 6
11 2 du 4-019 5 4
19 x y ..t9 FP J O 2 17 • 0 1747-8 PL NE Z 22
1e 12 0 Tr p i ns( TR 134 f! 10 40 Is 14
n
5 t po•3 » 36 p iN` 19 41 63 ed 65 a B 7 Z Z
T4 „; 16 17 �1
4 30 � �..• 1 T 1 L 6 � 20 EAGIL G 22 42 62 66 7 Q K
5 1p 11 4 7 21 ` I] 61 67 5 B HEIG
9�97 1B 32 a-�tppO 9S• eN'Ct 44 60 19
•M 6 4D
9 I ]7 DIV
36 v �P R 27 26 25 1& 45 "•5w fig" 4
TR 99S S1 46 ] 10 ,.16•. 3B TR 99] 21
10 ap TR A 2e 29 30 47 S7 2 11
TR A 4f Y _ 1 SO ss I 12 ;
41
41 Ie a J CONDOR DR- I t3 14 '•
7R all 'T??ND P4N�
35 34 33 32 I i
3.01 - - 31 I 4e 46 e0 51 52 5a TR } 4-012
09a 172N0 PV
t5(8-81) — - ` 1 i 4-011 996 TR 99
S —fizND-ST NE- 29 zfi 27 ze
1'CtTY OF ARLWGI'ON-- I ) 29
2-045 --9R-531— •�_--� --
a --•_ — .._—_ ——.
3 i
1-DOB 25-
'
-' _.._ _.- _ ��_._ z i
z-oaz � � �� 1-0
NO2
M-31-05
Received
OCT 022019
�JP N?;,Z
i�
A-Ev
ie
CL
f0 h
� LL
m
w
R C - LL M1ee
LL �
- Jrl a
O �
- It ,ES
0
w
c a
� V�
i
6X10 Contiues Beam
6X6 Post
Concrete Concrete
Slab Footing
y
36"
6"
18"
Concrete Core Block
Received
OCT 02 2019
DD 7� �
F-7
10-00-00
-1 FF1 �.C��
CORY
O O G O
- - --'A' k-CD CITY ®F AI�LINGTON
6 � BUILDING DEPARTMENT
0 SU c x
APPROVED
N
0 S0l . rn a
m DATE O BY
B01
NO CHANGES AUTHORIZED
B02 / UNLESS APPROVED BY THE
BUILDING INSPECTOR
-----------------
b
b
o -
0
b
0 -
w
Received
70-00-00 OCT 0 2 2019
3.59/12 � i
A 3.59/12
b
Q
A01 0
WC> 0
,fl
st OL8T 8
o O
�) YY
yy-y-m5 9-11-1
I] V
20 O 0
l_1.1.,l J k)
20815671h Ave NF.LlEkdklem 111191R.\IMI'ISM AO\UFf IRAIiRA110Ti1'
Arlington,NA 98223 "•""•"'Mr/•'IN.N.d" /
Z
FustSource 1 PIIOnC; 1-36D-925-4155 .a•rrui,...n N n.w/IY/w,y... a..�
I.R•cI.N1aH..w.e L.«A w»M.W Il..t►/
— G W L..w.N 6••M/ 11.IAIa M77Coast Construction 2019 ( � LrYMUI/M'I1war.—
IIM.\ w.lO.NW M.. 1..1 w..W N.w�M.y/VNnn
Patio RM �Wr 2089016 .l�vh. ^I a�'w1•�»•,elµ
fie»W Tmu I"1.6'e.f1}D'WW W":
\I•I.�n.n19JI19
1, `
l , .. ,_3
J ' + � ��
�� ..,1
1 �i .�)
.. �� 1
L - .
MiTek
MITek USA, Inc.
250 Klug Circle
Corona,CA 92880
951-245-9525
Re: 2089016
Coast Construction/Patio
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by Builders FirstSource(Arlington,WA).
Pages or sheets covered by this seal: K667061 I thru K6670630
My license renewal date for the state of Washington is September 28,2021.
�pMING Zy
♦ 4�
WASy��
� Off•
r
� k 54074 w�
SIT-,
c�'ss fo G
September 17,2019
Zhao,Xiaoming
IMPORTANT NOTE:The seal on these truss component designs is a certification
that the engineer named Is licensed in the jurlsdiction(s)identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown(e.g.,loads,supports,dimensions,shapes and design codes),which were
given to MiTek or TRENCO. Any project specific information included is for MiTek's or
TRENCO's customers file reference purpose only,and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2.
Job Truss Truss Type QQ/ Ply ..oast Constriction/ion/Patio
�2089016 A01 HIP GIRDER 1 1 K8670811
Job Reference tlonal
Builders FlrstSource(Arlington,WA), Arlington,WA-98223. &240 a Jul 14 2019 MITek Industries,Inc. Tue Sep 17 12:41:35 2019 Page 1
ID.cLSFp2gJ(3rrMt?BdbevcUYYzv_c2-CRPGp9KOCwlnffa ItU195?Mic5h)KeilSgvvyft
-1-&0 2.2.13 741-1 9-0.0 10.3.15 )1-1-2 1641-3 1W
r 15-0 2-2-13 554 1.3-16�-1.3-15 0.9.3 41-1 2-2-13 1S0
Scale=1:36.6
2.49 12
5x16 = 5x16 =
15 3x4 16
3.59 12 Bx16 MT20HS= 4 5 r5a 5 nz 8x16 W20HS Zz
14 17
ni
3 / /2 8 9 Ig
1813 19 20 12 21 11 22 23 1024
4x8 = 8x16 MT20HS = 5x12 = 4x8 =
42.13 6.10.14 ,7$1 10 IS d1.1 2i 1ti 9$ 1t100
r 2 2-13 4 6 1 0�3 2 -+a 0$3 4.6-1 2-2.13 {
Plate Ousels(X Y} Edge1,(3:0.5.0,0-2-121.(b:0 B 0,0 1-16),[6:048-0,0.1-151.R-.041-0.0.2-12L[8:P0.15.Edool.[70:0.1-11.0-0.6L[19 0.1-11,0 0 61
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 VeH(LL) -0.32 11-12 >649 240 MT20 1851148
TCDL 10.0 Lumber DOL 1.15 BC 0.98 Vert(CT) -0.56 11-12 >375 160 MT20HS 139/111
BCLL 0.0 Rep Stress Incr NO WB 0,43 HOrz(CT) 0.12 6 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 Matilx-SH Weight:74 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 DF 240OF 2.OE*Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins,except
1-3,7-9:2x4 HF No.2 2-0-0 oc purlins(2-3-5 max.):4-6.
BOT CHORD 2x4 DF 240OF 2.OE"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-12:2x4 DF 180OF 1.6E
WEBS 2x4 HF No.2
REACTIONS. (lb/size) 2=2102/0-5-8,8=2121/0-5-8
Max Horz 2=24(LC 5)
Max Uplift 2=-171(LC 4),6=-172(LC 5)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-5384/299,3-4=-71641440,6-7=7197/440,7-8=-5454/307,4-5=-7049/440,
5-6=-7026/444
BOT CHORD 2-13=-276/5046,12-13=-266/5043,11-12=45117723,10-11=-249/5112,6-10=-260/5116
WEBS 3-12=-161/2069,7-11=-155/2033,4-12=0/457,6-11=0/385,5-12=-999/104,
5-11=-1 002/99
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vufi=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.6psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise Indicated.
5)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. HjjNG Z 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q
will fit between the bottom chord and any other members. � F WAS , 40
7)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 171 lb uplift at joint 2 and 172 lb uplift at
joint B. h
9)Graphical pudin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord.
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)7 lb down and 0 lb up at 1
15-9-3,7 lb down and 0 lb up at 2-2-13,75 lb down and 5 lb up at 3-9-15,75 lb down and 5 lb up at 14-2-1,256 lb down and 16 lb
up at 9-0-0,137 lb down and 10 lb up at 5-10-15,137 lb down and 10 lb up at 12-1-1,and 788 lb down and 56 lb up at 7-9-13,
54074�
and 788 lb down and 56 lb up at 104-13 on top chord,and 16 lb down and 1 lb up at 2-0-15,16 lb down and 1 lb up at 15-11-1, A� RF kJ
25 lb down and 2 lb up at 3-9-15,25 lb down and 2 lb up at 14-2-1,46 lb down and 3 lb up at 9-0-0,and 37 lb down and 3 lb up at '� R'1STER
5-10-15,and 37 lb down and 3 lb up at 12-1-1 on bottom chord. The design/selection of such connection device(s)Is the �s`s70NALG`
responsibility of others.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
September 17,2019
fillibeMandard
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE NIP7473..10/012015 BEFORE USE.
Design valid for use only with MfTekel connectors.This design Is based only upon parameters shown,and Is tot an IndMdual building component,not
a truss system_Before use,the building designer must"rffy the applicability of design parameters and property incorpwele this design into the overall
building design.Bracing indicated is to prevent buckling of IndivI truss web and/or chord members only.Additional temporary end ponnanent txncing M iTe k
Is always roqubod for stability and to prevent coilapse with possible personal Injury and popery damage.For ppeenerd guidance regarding tine
fabrication,storage,"Narryy,eroction and bracing of truss,and truss systems,see ANSVrPII Qualgy Csltarls,W849 and BCaI BogdkV Component 260(lug Chda
aahfylnlbmaerbn amUNe from Tnrea Pints Institute,218 N.Lee Street,Sune 312,Nexend ta,VA 22314. Corona,CA 02880
ob Truss 1e Oly y . atructlord Patio
K8J20890t6 A01 TG,ypE r
Jobeference 670811
(opliunal)
Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Jul 14 2019 MITek Industries,Inc.Tue Sep 17 12:41:36 2019 Pape 2
ID:cLBFp2gJGmMl7Bdb8vsUWzv_c2-QRPGpBKOCW nfTs_ItUlg590Hc5hJKe1(8gvvyc)gJ
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pin
Vert:1-3=70,3-4=-70,6-7=-70,7-9=-70,2-8=-16,4-6=-70
Concentrated Loads(lb)
Vert:3=7(F)7=7(F)5=256(F)14=-75(F)15=-137(F)16=-137(F)17=75(F)18=-1 6(F)19=-25(F)20=-37(F)21=-46(F)22=37(F)23=-25(F)24=-16(F)25=-788(F)
26=-788(F)
A WARNING-Voruy design paramatera and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE UX7473 rev.101=015 BEFORE USE
DeNgn valid rot use only wah NrTekV connectora.This design Is based only upon parameters shovm,and Is for an Individual budding component,net
a truss system,Before use,the building designer must verily the appllcabildy of design parameters and property Incorporate this design Into the overall
building design Bracing indicated Is to prevent budding of IrWWWual truss web and/or chord manbo s Doty.Additional temporary and permanent bracing M iTe k
Is always required for stability mW to prevent collapse with possible personal Injury and property damage, For general guidance regarding Vie
fabrication,storage,"Ivory,erection and bracing of busses and truss systems,sae ANSYMI Qual ty Criteria,DS849 and SCSI BuIllding Conywnant 250 Mug Circle
SalloW InlarwaSon eveRaM fah Tors Pk"lnauk",210 N.Lea Sv&oL Suft 312.Anew*W.VA 22314. Carona,CA 92080
Job [russ rasa Type OtY Ply .ast Construction/Patti
K6670612
2069016 ug Hip 1 1
_ Job Reference�iptlonep
Builders FImIlS urco(Arlington,WA), Arlington,WA-9B223, 8,240 s Jul 14 2019 MRek Industries,Inc. Tue S"1712,41:37 2019 Pape 1
ID:cLBFp2pJGmMI?SdbS"UYYzv_c2-uoyoOXLozrdRAGe?XCWvkhSpQFy*GWOR ckO
-IZ" &&16 8$11 ,9_" 11.3.1 l f6-0-0 I 168-0
r 1-0-0 B$16 1-&12 10.10 1.9.12 6-8-15
Scale=1:36.6
2.49 12
4x6 = 4x6 =
axe = 4 5 64xB
3.59 FIT3
N
Y
N
T
2 8 I$
3x6 = 3x4 = 3x4 = 3x6
6.8-15 74L13 -1_he 1L!<b6 .r 1tJ-t _ 4-116
I aata �) to+a b-e-13�alaia` 1-9-12 � ea+6
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud FLA'i ES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.11 2-10 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.21 2-10 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.05 7 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 Matrix-SH Weight:58 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc puffins,
BOT CHORD 2x4 HF No.2 except
WEBS 2x4 HF No.2 2-0-0 oc puffins(4-8-12 max.):4-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=875/0-5-8,7=875/0-6-8
Max Horz 2=32(LC 13)
Max Uplift 2=81(LC 4),7=-81(LC 5)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1674/57,3-4=-1577176,5-6=-1577f76,6-7=-1674/57,4-5=1392/54
BOT CHORD 2-1 On-27/1528,9-10=-6/1392,7-9=0/1528
WEBS 3-10=-306/109,6-9=-306/109,4-10=63/431,5-9=-63/431
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vesd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Al bearings are assumed to be HF No.2 crushing capacity of 405 psi.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 lb uplift at joint 2 and 81 lb uplift at
joint 7.
8)Graphical puffin representation does not depict the size or the orientation of the puriln along the top and/or bottom chard. POWNG Z&
WAS
O
T`
0
h
54074
Ise
�sS�ONALE�G
September 17,2019
A WARNING-Verify design paremefars and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE MIF7473 rev.10&WO15 BEFORE USE
Design valid for use only with MITOM connectors.This design le based only upon parametsn shown,Will Is for an individual bu:lding cornponanl,not
a truss system.Before use,trio building designer must verily the applkatildy of des(pn paremoten and property incorporato this design Into the overall
bui4ng design, Bracing indicated is to prevent buckling of Individual cuss web mWor diord mombers only,Addttlonal tmlperary and parmanent bradng MiTe k
is always requked for stabthty and to prevent collapse with poss1010 pomonsl injury and property damage. For gonerel guldowe regarding the
folxlcedon.corego,delivery,erection and brwJn of buss"end trues systems,we AN5I17PH Quafffy Cdesrk 06849 and BCSI Building Componsnr 260 Mug Circle
Safety Informadon avallable from Trun Plate Institute,218 N.Lee Street,Butte 312.Alexandria,VA 22314. Corm e,CA 92860
�ob 1�russ lu8a.ype Oly Pq1i
l. ;trucdwv Patio
K8870813
089016 03 Common 1
eferonea
Builders FlrstSource(Arlington,WA), Arlington,WA-08223, B 240 s Ad 14 2019 MITak Industries,Inc.Tue Sep 1712:41:38 2019 Page 1
ID:cLBFp2gJGmMI7Bdb6vsUYYzv_c2-MqW 1 EtMGkXOVunOMgl WmIW59T40ngoxVOdxzOyr4gh
-1$41 6.3.11 940 iall 8
1$0 ' 5-3.11 3-8-5 0 11-8
Scale=1:21.6
4x4 =
2x4 II
4 5
3.59 12
2x4
i
N
N
2
6
3x6 = axe =
1 04-0 a11-0
e-ao o•11.e
Plate Onsets(X,Y)— 12:0-0-15.IEdgei.ie:a2.8lRi l
LOADING (psf) SPACING- 2-D-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.23 2-6 >492 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(CT) -0.42 2-6 >269 180
BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.01 6 n/a n/a
BCDL 8.0 Code IRC2015fTP12014 Matrix-SH Weight:36 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2 except end verticals.
WEBS 2x4 HF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=533/D-5-8,6=408/0-1-8
Max Horz 2=78(LC 5)
Max Upllft 2=70(1-C 4),6=-23(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-654/81
BOT CHORD 2-6=-81/590
WEBS 3-6=-567/107
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=B.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)a This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
5)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
6)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 Ib uplift at joint 2 and 23 lb uplift at `POWNG
joint 6.
�wA o
y
Vol.
ol ,� 54074
. . �t31ST8R
�'SS jGNAL 1G
September 17,2019
WARNING-VsrKydesign �
Panmetara and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE MIF7473 rev.10A0&2015 BEFORE USE
Design valid for use only with MReke connedots.This design Is based only upon parameter s{wvm,and Is for an Individual Wlkflnp compansnl,rroi
a taus system.Before use,the Wilding designer must verify the applicability of design pannnaters and property Incorporata INS design Into the ovore
Wilding design. Bracing indcaled Is to prevent budding of Individual tries wob and/or dw d members only.Additional temporary and ponnonont bracing
MiTek
Is always required for stability sod to provonl collapse with posatble personal injury and proporry damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and buss systems,ass ANSY7PI f Qualify Ciffaria,DS849 and BCSI Bullding Coalpenenl 26010ug Circle
Sally information avaltabla hom Tow Plate Institute,218 N.Lee Street,Sufis 312,A sxandds,VA 22314. Corona,CA 92880
Job Trlaas ass Type 10ty �Pliy ores CanaWctlonl Patio
K6670614
MUO16 BO1 MONO CAL HIP 1 1
Job Reference Ilootionall
Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Jul 14 2019 MITek Industries,Inc.Tut Sp 1712t41:392019 Page 1
ID:cLBFp2gJGmMl7Bdb6vaUYYzv_c2-MgW1 EtMGkXOVunOMgl WmIW66F4PPOboxVOdxzOyajgh
1$0 646, 6113.16, 9.9.16
1.6.0 646 08.9 3-11-0
Scale=1:21 A
4x6 \\
3x4=
3.58 12
N
/ W
2
1
6 6 B 5
3x4
2x4 11 3x4 =
=
6-9-6
)— 5-4-6 ( 4-5.9
Plate Offsets MY)— I4:Edge,0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefl Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vort(LL) -0.05 2-0 >999 240 MT20 165/146
TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.10 2-0 >999 160
BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Hof7(CT) 0.02 5 We n/a
BCDL 8.0 Code IRC2015/TP12014 Matrix-SH Weight:34 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc pudins,
BOT CHORD 2x4 HF No.2 except and verticals,and 2-0-0 oc pudins(6-0-0 max.):3-4.
WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=862/Mechanical,2=812/0-5-8
Max Harz 2=52(LC 5)
Max Uplift 5=85(LC 4),2=-63(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1596/133,45=-300171
BOT CHORD 2-6=-115/1462,5-0=-125/1467
WEBS 3-6=0/270,3-5=1456/132
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(Rnvoin ln)gnhla Find 7nne;nantiiavar left and right exposed;and vertical left and right exposed;Lumber DOL=1,60 plate
grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
6)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
7)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 85 lb uplift at Joint 5 and 83 lb uplift at 1,AIN G
Joint 2. O ZF
10GGraphical pudin representation does not depict th size or theirder carries hip end with 0-0-0 right side setba ,6-G-0 leftldorientation of the puriin along the top and/or bottom chord.setback,and 6-0-0 end setback. �`� WAS 11
11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)360 lb down and 82 lb up at CEO
5-6-2 on top chord. The design/selection of such connection devices)is the responsibility of others. 1
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 54074
4ya
Uniform Loads(pif) �.t+ ��GIST 4
Concentrated Loads(lb)�_137,2-5=-31(F=-15) �ssIONALE�O
Vert:3=315
September 17,2019
A WARNING-Ve ft doslgn parsmafsrs and READ NOTES ON THIS AND INCLUDED NIrEK REFERENCE PAGE HIP7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MITeke connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not
a truss system,Before use,the building designer must veMy the applicability of design parameters and property incorporate this doslgn Into The overall *
building design.Bracing Incksled Is to prevent bixMing of kdvklwl truss web and/or chord members only.Additional temporary and ponnaneni bracing IBk
is always rawrod far stability and to prevent collapse with paslls Personal Injury and property damage.For general guldance regarding the
fabrication,storage,ddNery.ersclbn and bracing of trusses and truss sysMms,see ANSUTPH Quality Crfterta,OSS49 and SCSI Building Componanf 2501Gug Circa
Safafy trdbrmedon evaaeble from Truce Plate Institute,21e N.Les 86s4 Suite 312,Alexandrle,VA 22314. Corona,CA 92880
Job Truss True.,ype pty Ply Coax. structlord Patio
K6670615
2089016 B02 MONO CAL HIP 1 1 1
- Job Reference I J
Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Jul 14 2019 Mfrek Industries,Inc. Tue Sep 1712:41:39 2019 Page 1
IDxLBFp2gJGmMi?BdbBvsUYYzv_c2-qg4PRDNvUrOM WxbZO?2?HjdE$UnDu9u5jgMU Wgyygg
18-0 748 7-10.15 9-9-16 9- 1r0
?-4$
Scale=1:22.3
5x12 =
2x4 11
4
3.59 12
Lj
N -(
N
2
1 - - - Ia.
6 5
3x6 = 2x4 11 3x4 =
t— 7-4.6 911$
7-4-6 2-7-2
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.07 2-6 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.16 2-0 >735 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 5 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 Matrix-SH Weight:34 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc pudins,
BOT CHORD 2x4 HF No.2 except and verticals,and 2-0-0 oc pudins(6-0-0 max.):3-4.
WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=544/0-5-8,5=40110-1-8
Max Horz 2=69(LC 7)
Max Uplift 2=73(LC 4),5=-28(LC 4)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-052/24
BOT CHORD 2-6=-8/458,5-6=11/447
WEBS 3-6=0/260,3-5=621/36
NOTES-
I)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.Opsf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
7)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 73 lb uplift at joint 2 and 26 lb uplift at pt/IING Z
joint 5. F WAS y�0
10)Graphical pur in representation does not depict the size or the orientation of the pudln along the top and/or bottom chord. jc
h O�
rd� 54074
SSI�NAL��G
September 17,2019
A WARNING-Verfly dos Ion paramsfere and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MIF7473 rev.10/0212015 BEFORE USE.
Design veld for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is far an Indbldual Willing component,not
a truss system,Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into Ilia ovoroll
bulding dosign.Bracing Indicated Is to ptovent bucklfnp of Individual truss web and/or chord members only Additional temporary and pmmanont bredng MiTsk
Is sways required for stublay and to proven)codapso wW'poutbte personal Injury and property damage. For{`i,oa nel guidance ragardrng the
fabrlcetfon,storage,delNoorryy erectbn end bradng of trusses end truss systems,see ANSYTPIl QuaXy Crilarla,DSB4:9 and BCSI Building Component 260 l9ug Circle
tellsgrinloremrlon rval4bls tram Truss Plate Institute,218 N.Lee Street.Sidle 31 Z Alexandria,VA 22314. Corona,CA 92880
[lo-b Tress uss Type city Ply _.est Construction/Patio
K6670816
69016 B03 MONOPITCH 9 1
Job Raferenoelop§ggg
Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8140 a Jul 14 2019 MITsk Industries,Inc. Tue Sep 1712:41:40 2019 Page 1
10:c BFp29JGmMl?SdbS"UYYzv_c2-IDenoZNXFSGD86AbOZEgxlWQu4fd77.EyK8220ycW
1 B0 63.3 9.9.16 9.11r8
1-6-0 53-3 41-12 0-A
2x4 I Scale=1:21.6
4
3.59 12
/J
2x4
3 � �
2
5
Bx8 =
3x6 =
9-1148
9-11.5
Plate Offsets(X.Y)-- 12:0-0.11,Edgel 6.0.1-12,0.2 8)
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.26 2-5 >448 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.62 Vert(CT) -0.47 2-5 >247 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.01 5 n/a n/a
BCDL 8.0 Code IRC2015lrP12014 Matrix-SH Weight:34 lb FT-20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2x4 HF No.2 except and verticals.
WEBS 2x4 HF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=544/0-5-%5=401/0-1-8
Max Horz 2=94(LC 5)
Max Uplift 2=70(LC 4),5=-34(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-710/89
BOT CHORD 2-5=-93/646
WEBS 3-5=-639H26
NOTES-
1)Wind:ASCE 7-10:VuIt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.60 plate
grip n(N=1.6n
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
5)Bearing at joint(s)5 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 lb uplift at joint 2 and 34 lb uplift at G
joint 5. ,AO
•�,Y W 0
rO�+ 54074 ka
SsIGNALG
September 17,2019
saaaaa
A WARNING-Verily design paramafera and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MfTekO connectors.This design Is based only upon pannlelers a6otln,and Is for an IndYNdual building component,rwt ME
o truss system.Before use,the building designer must verly the applicability of design paternalism and properly incorwisia this design into the overall
budding design, Bracing Indicated Is to prevent budding of khddvldual truss web and/or chard mambora only.Additional temporary and pennanont bracing �ek
is aNmys required for statAty and to ptevenl collapse with poesib4a personal intury and properly damage.For general guidance regarding the
fabrication,storage,de0vay.erection and bracing of Wwas and bum systems,see ANSYMI Quality Criteria,DS949 and BCS/Building Component 250 IGug Circle
Sally MlbrmaBan evsifsble from Trans Plate Intl iste,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 926M
Job Truss rDivago,rial
ype JQtY IPIy Coss, attuction/Patio2089016 C01 Hip Girder 2 1 K6870617
Jab Refer o tlonsl
Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Jul 14 2019 MITek Industries,Inc. Tue Sep 1712:41:40 2019 Page 1
ID:cLBFp2gJGmM 17Bdb6vsU Wzv_c2-I DeneZNXFBGD85AlxjZEgxANqu6fdd5EyK622Gycjgf
4-7-10 , 3-7-0 6-6-34
3 9-8
' 1-7-10 3-7-0 T 2-11-3 3-2-0
Scala=1:21.8
5
4
3.28 12 3x8 II
3
8
7
,y N
N
2
1
9 10 6
3M = 2x4 I
I
Plate Offsets MY1- 13:0-3.12,Edge]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (ioc) I/dell Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.10 2-6 >717 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.49 Vert(CT) -0.20 2-6 >375 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 4 n/a n/a
BCDL 8.0 Code IRC2015rrPI2014 Matrix-P Weight:23 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2x4 HF No.2 except end verticals.
WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 3=788/0-1-10,2=424/0-5-14,4=7/0-1-10
Max Horz 2=77(LC 5)
Max Uplift 3=95(1-10 8),2=-58(LC 4),4=-46(LC 6)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vutt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)a This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 lb uplift at joint 3,58 lb uplift at joint 2
and 46 lb uplift at joint 4.
7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4.
8)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
9)Hanger(s)or other connection devioe(s)shall be provided sufficient to support concentrated load(s)143 lb down and 10 lb up at
5-4-12,and 116 Ib down and 8 ib up at 4-8-7 on top chord,and 38 lb down and 3 lb up at 5-4-12,and 32 lb down and 2 lb up at
4-8-7 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. OMING 2y
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -�N WAS yw 90
LOAD CASE(S) Standard G'>
1)Dead+Roof Llve(balanced):Lumber Increase=1.15,Plate Increase=1.15 0�
Uniform Loads(plf)
Vert:1-3-70,3-5=-70,2-6=-16
Concentrated Loads(lb)
Vert:7=116(B)8=-143(F)9=-32(B)10=-38(F) A7y 54074 <y�
O.P R�GISTER�
�s910NALENG`
September 17,2019
A WARNING-VerNy daefyn jo rnmehars and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE MII.7473 rev.IO)MO1S BEFORE USE.
Design valid for use only with Mrralt®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not
a buss system.Before use,the budding designer must verify the applicability of design parameters and property Incorporate this design Into the overall Nil
building design.Bracing Indicated Is to prevent budding of Individual in=web and/or chord members only.Additional temporary and permanent bracing M iTek
Isatwaye required for stability and to prevent Wlapse w19r posalbla poniwal Injury and property damage Fa goneral guldaxe rogurding the
fabricabon,*tango,del".erection and bracing of bussN and buss systems,sea ANSk7PH Quality Criteria,OSS-89 and BCSI BoBdfng Component 250 laug Circle
Sarey kdormatlon available from Truss Plate Mw90da,218 N.Les Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss ;nroe Type � Ply .oast Construction/Patio
K8670618
I2089016 JWRB CORNER RAFTER 1 1 Job Reference(opilm
Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8240 s Jul 14 2019 MITek Industries,Inc. Tus Sep 17 IZ41:412019 Page 1
I D:eLBFp2gJGmMI?Bdb6vaU Wrv_c2-mPC9suO9OSO41 FlxVQ4TN81ZVIZW M4LNB_rbojyojge
24 o 84-6 ah-4 2-g 1 s 241
Scale=1:30.5
2.54 12
7
3x6 6
Allis ; 5 I�
3x8 = 34
3x8
3xa
5xB - N
24-10 2
8.45
Plate Offsets(X,Y)- 12:0i-12,Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.21 2-4 >492 240 MT20 220/195
TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.29 2-4 >352 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 6 n/a n/a
BCDL 8.0 Code IRC20151TPI2014 Matrix-SH Weight:34 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 DF No.2`EWept` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
1.5:2x4 OF 180OF 1.6E BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=594/0-7-6,4=505/0-2-2,6=367/0-2-2
Max Horz 2=98(LC 4)
Max Uplift 2=-146(LC 4),4=-124(LC 8),6=-73(LC 4)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or leas except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
2)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
3)All bearings are assumed to be HF No.2 crushing capacity of 406 psi.
4)Bearing at Jolnt(s)2 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,6.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint 2,124 lb uplift at
Joint 4 and 73 lb uplift at joint 6.
7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,6.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard 1NG
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 OM z
Uniform Loads(plf) P F WAS
Vert:1-2=70,3-7=-70
Trapezoidal Loads(pit)
Vert:2=70(F=0}tD-3=148(F=78) 0
<C 3o74
�SSIONAL -
September 17,2019
A WARNING-VnNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIF7473 rsv.10/=O7S BEFORE USE
Design valid for use only with MrekO connectors.This design Is based only upon patateeWa aliseai,fend b for an Individual building component,not
a buss system.Before use,the building designer must verily ins applicability of deep pa/ornelxs and property Incorporate this design Into U)e overall W1
IwUdog design.Bracing indicated Is to prevent budding of individual moss web and/or chord members orgy.Additions!tomporary and permanonl brndng M iTek
Is Ways required for mobility and to prevent collapse with possible personal in)ury and property damage. For ggeeneral guidance regarding the
febricetlon,storage,delivery,erection and bracing of trusses and truss system.,sea ANSVTPf1 Quality C;lx D58-ss and BCSI BuUdtng Component 250 IGug Clyde
Se"Wflon"don available from Truss Plate Institute,210 N.Las Street,Suite 312.AlexandM,VA 22314• Conlrie,CA g2860
Job Ti
ssTruss,ype Qty Ply Coas, ,truetlon/Patio K6670619
2089016 Jack-Partial Girder 1 1 Job Reference(optlonary
Builders FlrstSouroe(Arlington,WA), Arlington,WA-98223, 8.240 s Jul 14 2019 MITsk Industries,Inc. Tue Sep 17 12:41:412019 Page 1
I D:cLBFp2gJ GmM I7Bdb6vsU Wzv_c2-mPC9su090SO41FIxVQ4TN811glU bM4LN B_rbajycjge
-1$0 1�14 1-10.15
F 1 A 0 1-2-14
Scale=1:14.4
3.59 12 3
2
4
3x4 =
LOADING (psf) SPACING- 2-0-0 CSL DEFL. In (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.08 2-4 >908 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.14 2-4 >505 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015/rP12014 Metrix-P Weight:11 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc pudins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing.
REACTIONS. (lb/size) 2=265/0-5-8,4=47/Mechanical,3=20/Mechanical
Max Horz 2=32(LC 4)
Max Uplift 2=40(LC 4),3=-9(LC 8)
Max Grav 2=265(LC 1),4=106(LC 3),3=20(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind;ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
2)This trues has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 40 lb uplift at joint 2 and 9 lb uplift at
joint 3.
pMING 2H
54074k/�
D,P FCISTER�
�SSIDNALE�G
September 17,2019
B WARNING-V@.W dasian psromsfers and READ NOTES ON THIS AND INCLUDED NTrEK REFERENCE PAGE NIF7473 mv.10/03,2015 BEFORE USE
Design valid forum only with MrroM conmdors.This design Is based only upon parameters allow and le for on Individual building component,not
e boas system.Before use,the building designer must verlfy the applicability of design parameters and property incorporate this design Into the overall
building dsalgn.Bracing Indicated Is to prevent budding of Individual truss wob and/or chord members only.Addldonei lenpomry and permanent bracing M iTe k
M always required for stabslty and to proven collapse with possible personal Injury and property damago. For general guidance rogorde q tho
fabrication,storage,delivery,erecilon and bracing of rfuese&and true&systerm.ass AKSMH Quality Crtfeda,DSS-00 and SCSI Building Component 25010ug circle
Sally Irnbrmadon ava1abla from Taw PINS rnslkiW 21e N.Loa atrsK Sum 312,Ataxanelft,VA 22314. Corona,CA 028a0
es cuss Type IC" Ply LJb
Isst Construction/patio
K6670820
018 J02 edc-PaNpl 1 1
eranca_(optional)_--�
SuOders FirdSource(ArlIngton,WA), Arlington,WA-11M. 8.240 a JbA 14 2019 MITek Industries,Inc.Too Sep 17 12:41:42 2019 Page 1
ID:aWp2gJGn Ml4Bdb8YSUYYzv_a2-EbmX3EPnnmWxNOK838b1vmRHIMSXbXQdbg69ycW
1�0 2-2-14 3-10-15
1�0 2-2-14 1-8-1
Scale=1:14.2
3
3.59 12
2
4
3x4 =
86--g0.0 'I
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.07 2-4 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.12 2-4 >555 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015(rP12014 Matrix-P Weight:14 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc pudins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=98/Mechanical,2=322/0-5-8,4=46/Mechanical
Max Horz 2=48(LC 4)
Max Uplift 3=28(LC 8),2=-50(LC 4)
Max Grav 3=98(LC 1),2=322(LC 1),4=103(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or lees except when shown.
NOTES-
1)Wind:ASCE 7-10;Vuit=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads.
3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
5)Refer to glyder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at Joint 3 and 50 lb uplift at
Joint 2.
nbAiNG 2y o
Wnslti
k 54074 o w4
o� .(;Is.�
�SSIONAL.VI
September 17,2019
A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE NIP7473 rev.10N2/2015 BEFORE USE-
Design valid for use only with MReltll)connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not
a truss system.Before use,Oise building designer must verify she applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevem budding of Individual buss web and/or chord members only.Additional temporary and permanent bracing M i TQ k
Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrlcallon,storage,delivery,erecdon and bracing of trusses and truss systems,aes ANSVrPH QwNry CrKarls,DEB49 and SCSI Building Component 250 IGug Circle
Sall ty Mlornmdon available from Truss Plate Instiehte,216 N.Lea Street,Suite 312.Alexandria,VA 22314. Corona,CA 920M
Job �Mae
mesa type Qty Ply Coat abuctiord Patio
K8870621
2089016 Jadt-PBAtsI 1 1
Job Reference
Builders FlrstSource(Arlington,WA), Arlington,WA-88223, 9.240 s Jul 14 2019 MITak ktdtables,Inc.Tue Sap 1?12.41,43 2019 Page 1
ID:cLBFp2gJGmMI?Bdb6vsUYYz%_c2JoKvHaQPY3eo?YvKdr6xSZoz359yq_rgsHKlfbycjgc
1-6 0 3.2-14 S-10.16
1$0 3-2-14 2-8-1
Scale=1:14.1
3
3.69 12
2
4
3x4 =
I �-
8410
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.07 2-4 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.12 2-4 >655 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015/rP12014 Matrix-P Weight:16 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc pudins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing.
REACTIONS. (lb/size) 3=178/Mechanical,2=382/0-5-8,4=46/Mechanlcal
Max Horz 2=65(LC 4)
Max Uplift 3=-48(LC 8),2=-59(LC 4)
Max Grav 3=178(LC 1),2=382(LC 1),4=103(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vul1=110mph(3-second gust)Vesd=87mph;TCDL=6.Opsf;BCDL=4.8pef;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
5)Refer to girders)for truss to truss Connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 59 lb uplift at
joint 2.
�p,,WNG
't OF WASIfw 0
O
h �0
54074 k/4
G�_ FGlST1rR� �'
s`%NALE�G
September 17,2019
A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED NTTEK REFERENCE PAGE NI0-7473 rev.1MV2015 BEFORE USE.
Design valid for use only with MfTeltat connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not
a Imes system.Before use,the building descgrter must vertty the applicability of design parameters and property Incorporate this design Into the overos
buading dostgn.Bracing indicated Is to pravont buckling of individual Was web and/or chord members only.Additional temporary end permanent bradng Tek
Is always required for stebaty,and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,del".erection and bracing of trusses and bun systems,ass ANSN7PH Qua ft Cnlwb OSB49 and SCSI Building Component 260 IGug Circle
SeMy Inlbrmatlon miallable from Tuna Plate Inatilaft 218 N.Los Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880
Job rmass, trio Type Ply —Ast constructionf Patio
K6670622
20M16 [104 lJoCk-Parlial 1 1
Reference(optkfeMl
Builders FlratSource(Arlington,WA), Arlington,WA-98223, 8.240 s Jul 14 2019 MITek Industries,Inc. Tue Sep 1712:41:44 2019 Page 1
ID:cLBFp2gJGmMl7Bdb6vsU Wzv_c2-B_tlUwRIJNmfdTWAZdA_nKB9WBZR4g1x4FB2ycjgb
-IV 3-3-7 6-" 7-10-16
1$0 3.3.7 2-" 1.10.16
Scale=1:18.2
4
3 /3.59 12
m
W N
N
2
5
3x4 =
I � �
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.07 2-5 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.12 2-5 >555 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a
BCDL 8.0 Code IRC2015/rP12014 Matrix-P Weight:19 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings Mechanical except Ot=length)2=0-5-8,3=0-1-8.
(lb)- Max Horz 2=81(LC 4)
Max Uplift All uplift 100 lb or less at joint(s)4,2,3
Max Grav All reactions 250 lb or less at jolnt(s)4,5,3 except 2=389(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vu@=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable and zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
2)This trues has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 Wide
will fit between the bottom chord and any other members.
4)All hnaringR are RRRUmRd to hn HF No.9 nniahing raparity of 409 psi.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,3.
8)Beveled plate or shim required to provide full bearing surface with truss chord at jolnt(s)3.
OWNG 2
WASI�j °
�O
0 ,� 54074 <p4
°.t,
�SS70NALE�G�
September 17,2019
A WARNING-Verily design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.144n015 BEFORE USE.
Design va�f�for use or y v�MrrekV connectors.This design I based only upon parameter slwvm,and Is for an Individual building component,not
a truss nil Ig rlry the applicability of design parameters and properly Incorporate this design Into On overall
building design.Bracing Indlosted Is to prevent budding of Individual Wee web and/or chord member only.Additional temporary and permanent bracing M i Te k
Is always requlred for stabBty and to prevent collapse with possible personal Injury and property damage.For general guldens regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,ass ANSU7PI1 quality CAferla,DSB-H and BCSI Building Component 25010ug Circle
Safety Mlormadon evallabla from Tnas Plate Ina1 uts.21 a N.Lee Strsst,Suite 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss Trus.type � Ply Coss. :sbudloMPatioK6670623
2089016 JO5 Jsck•ParUal 1
Job Reference(Optional)
Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Jul 14 2019 MITsk Industries,Inc. Tue Sep 1712A1:44 2010 Pap 1
ID:ct.BFp2gJGmMI?Bdb6vsUYYzv_c2$gUwRlJNmfciTWAZdA_nKDBVaJZR4gtx4FB2ycjgb
-1.7-10 1-6-10 2.46
1-7-10 1-5.10 0.9.13
Scale=1:7.6
3
3.28 12
2 q,
d
R
n
d
1
4
3x4
I 2-34 f
2.48
LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.00 2 >999 240 MT20 1851148
TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180
BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 Matrix-P Weight:7 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-6 oc purtlns.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=7/Mechanical,2=279/0-5-14,4=16/Mechanlcal
Max Horz 2=33(LC 4)
Max Uplift 3=7(1-C 8),2=-74(LC 4)
Max Grev 3=7(LC 18),2=279(LC 1),4=36(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vuft=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable and zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
2)This trues has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2.
OµING 2
wnsx, o
0
ADO RF 54074 �4
CISTER '
SS�ONALe�G
September 17,2019
A WARNING-V-ft deelpn parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE UIP7473 rev.1 a'e31201 S BEFORE USE
Deasy+valid for use only with MfTelob connectors.This design Is based only upon pane motors shown,and is for an Individual building component,not
a truss system,Before use,ere building designer must verify the applicability of design paremoters and property Incorporate this design Into the overall
building design.Bracing indicated is to prevent budding or individual Dun web and/or chord members only.Additor d temporary and permanent bracing M iTe k
is alv.els rarlulred for stabtllty and to prevent collapse w1th PON We personal Infury and property damage. For general guidance regarding the
fabrication,alorege,dolivery,erection and bracing of masses anti trues systems,*so ANSYMI Quality Criteria,DS9-89 and SCSI 80ding Component 250 Mug Circle
Safety kdormaaon available from Truss Plate Inatnuts,210 N.Lot Street Suite 312.Alexandria,VA 22314, Corona,CA 92800
Job 7-77
,as Typo GlY Ply -.at Construction/Patio
K6670624
2089016 lisdk Partld 1
Job Reference
Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 a Jul 14 2019 MITak Industries,Inc. Tue Sep 17 12:41:45 2019 Page 1
ID.4L8
Fp12gJGmMl4Bdb6»l1YYzv c2-fARgiGRt4hWVFa9(kGRPX.tNRwbluKz6bpp)Uycjge
-1.6-6 2 4 0 3 5.4-1
166 Rlt A
Seale=1:9.7
3
3.52 12 /
2
d
i
4
3x4
34-16 -
34.16
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 2-4 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) -0.01 2-4 >999 180
BCLL 0.0 ' Rep Stress Iner YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015rrP12014 Matrix-P Weight:10 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid telling directly applied or 10-0-0 or bracing.
REACTIONS. (Ib/slze) 3=75/Mechanical,2=291/0-5-8,4=25/Mechanical
Max Horz 2=43(LC 4)
Max Uplift 3=-23(LC 8),2=-62(LC 4)
Max Grev 3=75(LC 1),2=291(LC 1),4=56(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 260(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsh BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;and vortical left and right exposed,Lumber DOL=1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide
will fit between the bottom chord and any other members.
A)All hFmdngR are assumed to be HF No.2 cruehing capacity of 405 psi.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2.
PDIAING 2y9
' tJF WAS1U,y O
h O�
54074 <v4
O.t, STt-
�61SS�ONAL��G
September 17,2019
AWARNING Vadfy d.0911 psunurnn and RFAO NOTES ON THIS AND tUCLUDED NITEK REFERENCE PAGE N11.7473 rev.10ADWOfS BEFORE USE
Design valid(muse only with 1,111700 connectors.This design Is based only upon parameters shown,and Is for an Individual building component.not
a truss system.Before use,the building designer must verify the applicability of design pdrome Incorporate tors end properly this design Into the overall
is:ding design Bracing Indicated b to prevent budding of individual tens web and/or chord members only.Addillonal temporary and pemnanont bracing M iT@ k
4 always required for stability and to proven[collapse vAth possible personal injury and property damage. For general guidance regarding the
fabrication,storage.deliverayy erection and lxacing of trusses and truss systems,sae ANSVI MI Quality Crfferfa,DSa-89 and SCSI Building Conpons Corona,
Mug CircleSafefy BNornisdon ovallebte from Trues Plebe Motllula,218 N.Lea Sheet,Suite 312,Alexandrto,VA 22314. Corona,CA B26ee
Job Truss Trl. typo Qty Ply Cos .rrtlfruclion/Patio
K6670625
2089016 J07 Jack-Partial 2 1
Job Reference one
Bullders FlIsMource(Arlington,WA), Arlington,WA-98223, 8.240 a Jul 14 2019 MITek Industries,Inc. Tue Sep 1712:41:46 20%Page 1
185 2-3-14
ID:cLBFp2gJGmMI?BdbewUYYzv c2-7M?2vcSlr 41NsOdvkVMCOXmJDY1Ka8KFZMFwyc)gZ
l 141-6 2.8-14 2-1-12
_ Scale:V=1'
3
3.52 12
2
1
4
3x4 =
I __ 4-10-10
_ 4-10-10
LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0-03 2-4 >999 240 MT20 1851148
TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(CT) -0,05 2-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015frPI2014 Matrix-P Weight:14 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=137/Mechanical,2=344/0-5-8,4=37/Mechanical
Max Horz 2=55(LC 4)
Max Uplift 3=38(LC 8),2=-60(LC 4)
Max Grav 3=137(LC 1),2=344(LC 1),4=83(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;VuB=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads.
3)`This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4)All bearings are assumed to be HF No.2 crushing capacity of 405 pal.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2.
p1vi1NG 2
WAS�� 90
0
54074 k�
rP G1
�SS7�NALG
September 17,2019
B WARNING•VuNy dorign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10M3/1015 BEFORE USE Nil
valid for use onry with MTeIM connectors.Thls design Is based only upon parameters shovm,and Is for an IndMdual building component,not
a truss system.Before use,the building designer must verify Die applicability of design parameters and property Incorporate this design Into the overall
building design, Bracing indlcatod Is to prevent budding of individual truss web and/or dlord members only.Additional temporary and pormanont bracing M iTek
is always required for elabifty and to prevent izinspse voth possible pemaul YVury and property damage. For genoral guidance regarding the
fabrkabon.storage,delivery,arodion and bracing of trusses and truss systems,see ANSV PI t QuaOty C~..OSE"D and SCSI Building Componanr 260 IQug Circle
Safety Mrermaaoo available from Taw Plate Institute,218 N.Use&bast,Suaa 312,AlnsndtY,VA 22314. Corona,CA 926M
Job rues as Type pry Ply _ _AConouctlordPatlo
K6670828
2089018 JOB pardol 2 1
Job Reference(option
Builders FlrstSource(Arlington,WA), Adhollom WA-98223. 8.240 s Jul 14 2019 MITek Industries,Inc.TUB Sep 17 12:41:46 2019 Page 1
ID:cLBFp2gJGmMI?Bdb6vsUWzv_c2-7M?2vcSlr_ONsOdWzgo4COWKJDKI Ka6KFZMFwyc)gZ
f 1&6 2-9.12 5.0.8
1-6-5 241-12 2-2-10
Scale=1:12.8
3
3.52 12
2 Yy
1
IIr 4
3x4
F 50
504
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) 1ldall L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.03 2-4 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vor1(CT) -0.06 2-4 >969 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a
BCDL 8.0 Code IRC2015/TPI2014 Matrix-P Weight:14 lb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc pudlns.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 3=143/Mechanicai,2=349/0-5-8,4=38/Mechanical
Max Horz 2=56(LC 4)
Max Uplift 3=39(LC 8),2=-60(LC 4)
Max Grav 3=143(LC 1),2=349(LC 1),4=85(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone:cantilever left and right exposed;and vertical left and right exposed;Lumber DOL-1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)3,2.
P01AING 2
'4> WA s o
� coo
54074
OA- F-ISTF,
sSIONALG
September 17,2019
A WARNING-Verity,design parameters and READ NOTES ON THIS AND INCLUDED NREK REFERENCE PAGE Ull-7473 mv.1aMYlOM BEFORE USE
Design valid for use only with WToM connector-This dea gin Is based only upon parameters ahown,and b for an Individual building component.not
a truss system.Before uso,the building designer must verify the applicability of design purmolers mid property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent budding of Individual truce web andlor lord member only.Additional temporary and permanent bracing M iTe k
is alvreya required for stabNrty and to prevent collapse vAth posefbie personal injury and property damage.For gerrorel guidsnco rogardMg the
fabrication.storage,delivery,ino0c m and brdng of trusses and truss systems,sae ANSU MI Quality Crlleds,DSB-ag and SCSI Bulldfng Component 250 IGug Circle
Baliapn 9lknesstlan amltable from Tmaa Pinto institute,218 N.Lw 5IneK Sure 312.Alexandria,VA 22314. Corona,CA 92880
F
Truss rub-.ype Oty JPly Cons struction/Patio
K6670627
016 J09 Jerk-Pertial 2 1
Job Reference(optionall
Builders FlrstSource(Arlington,WA), Adltptort,WA-98223, 8.240 s Jul 14 2019 MITek Industries,Inc.Tue Sep 17 12:41:47 2019 Page 1
ID:&BFp29JGmMl9Bdb6vaUYYzv_e24b7Z06yTwcl$ETAC5shBtc 2yq Y"GzvlwoMycjgY
i -1. -0 2-6-7 4-&1
1$0 2-s7 1-10-10
Scale=1:11.4
3
3.59 12
0
r;
m
2
1
4
r
3x4 =
4.4.1
4-4-1
LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.02 2-4 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(CT) -0.03 2-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 Matrix-P I Weight:12 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc pudins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=116/Mechanical,2=321/0-5-8,4=32/Mechanlcal
Max Horz 2=52(LC 4)
Max Uplift 3=33(LC 8),2=-59(LC 4)
Max Grav 3=116(LC 1),2=321(LC 1),4=73(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wlnd:ASCE 7-10;Vu@=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)a This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
4)Al bearings are assumed to be HF No.2 crushing capacity of 405 psi.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2.
OtAING 2
H
WA 90
y �O�
011,
54074� ��
Q/STBR
S%NAL��G
September 17,2019
WARNING-Verily dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 nv.l atmo1S BEFORE USE.
Design veld for use only with MRakO connectors,This dti Is based only upon parameters atlown,and Is for an tndtvidual buliding component.not
in truss systorn Before use,the budding designer must verdy the appllcabdlty of design parameters end property Inowporste this design Into the overas
building design.Bracing Yltsaaled Is to provenl budding of Indivldusl buss web and/or dyad member only.Addltlonal temporary end por n inont bradng M iTek'
Is alweye required for sUiftO l to prevent conapse with ppssblo personal injury and property damage, For gents]guidance regarding the
fabrkotion,atorape,d0BYa1y ereNlert and bracing of trusses and truss systems,see ANSV7PII quality Crfrds,DSB•89 and SCSI Building Component 250 Mu Circle
SafayLrtIon"non avagabla*em TllMa PWe Institute,218 N.Lee Street Suite 312,Noxendda,VA 22314. Corona,CA 92860
Job rues .iss Type 1717-1
st Construction/Patio
K8870628
20890% AD Jack-Partial LI`�ReleranceAopt;I
Bulldem FirslSource(Arlington,WA), Arlington,WA-98223, 8.240 s Jul 14 2019 MITek Industries,Inc. Tue Sep 17 12:41:48 2019 Page 1
I D:oLBFp2gJGmM l7Bdb6vsUYYzv_c2-3l7oKl UYNcG55JnH P0i69dVp_6s7VE4PoZ2TKpycjgX
3-3-7 643-0 i 8-" 1
1 6 0 3.3-T 941-9 2-8.6
Scale=1:19.8
5
I�0
3.58 12 3/
t?
/ N N
3x4 = 6
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 26.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.07 2-6 -999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.12 2-6 >555 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 1 Horz(CT) -0.00 5 Wit We
BCDL 8.0 Code IRC2015/TPI2014 Matrix-P Weight:20 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or B-0-0 oc pudins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling dlrecUy applied or 10-0-0 oc bracing.
REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8,4=0-1-8.
(Ib)- Max Horz 2=88(LC 4)
Max Uplift All uplift 100 lb or less atjolnt(s)5,2,3.4
Max Grav All reactions 250 lb or less at joint(s)5,6,4 except 2=389(LC 1),3=256(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or lose except when shown.
NOTES-
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
4)All hearings are assumed to be HF No.2 Crushing capacity of 405 psi•
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical wnnectlon(by others)of truss to bearing plate at joint(s)3,4.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,3,4.
8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4.
.`POWNG 2y9
WA 0
.10 54074 qa
O.f� FcrsTER�
�ssIONAL OG
September 17,2019
A WARNING-Verify,dnlgn parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE NII.7473 rev.10/03/2015 BEFORE USE.
Design vadd for use only with MlTakO connectors.This design is based ordy upon parameter shovm,and Is for an MdMdual building component,not
a in=system.Before use,the busding designer must vatfy una eppOicily or design perme9are and property Incorporate this design Into trio overall
budding design Bracing indicated is to prevent budding of individual buss web and/or chord mornber only.Additional temporary and permanent brudrng MiTek
is aMroys required for slabdlly end to prevent collapse with possdslo personal injury and property damage. For general guidance regarding the
1Wticellm,storage,delivery,erection and treci ng of trusses and buss systems,coo ANSY7Wr Quality GNarls,OSB-89 and SCSI Building Component 250 Mug circle
SeBNy t Deffeatldn avalWNe ham Two l tela Ins18uU,218 N.Leo Street,Sude 312.Als=ndda,VA 22314. Corona,CA 92OW
Job Truss rub...ipe Qty Ply Cosa. sbugion/Patio
K6670629
2089016 S01 Jack-Open 1 1
Job Reference(optional)
Builders FlfstSouros(Arlington,WA), Arlington,WA-98223, 8.240 s Jul 14 2019 MITek industries,Inc.Tue Sep 1712:41:49 2019 Pape 1
I D:cLBFp2gJGmM I7BdbOwUYYzv_c2-XxhBXeUABvOxJTM UzOOLhg248 W HvEhKZ1 OrWsFycJgW
-1.6-0 1-10-16 i
1.8 0 1-10-16
Scale=1:7.3
3
3.59 12
2
1
4
3x4 \\
I 2-0Q I
2-8-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 2 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-4 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Harz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015/TPI2014 Matrix-P Weight:7 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc pudins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=20/Mechanical,2=234/0-5-8,4=16/Mechanical
Max Harz 2=32(LC 4)
Max Uplift 3=9(1_C 8),2=-59(LC 4)
Max Grav 3=20(LC 1),2=234(LC 1),4=35(LC 3)
FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed;
MWFRS(envelope)gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate
grip DOL-1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
4)All bearings are assumed to be HF No.2 crushing capacity of 405 pal.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s)3,2.
UpAtNG 2y
WAS 90
�o
k 54074 .E c4
O,t S.(ER1
CSS/0NAt -
September 17,2019
A WARNING-V�d&daa/gn parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE N/F7473 rev.10/01,2015 BEFORE USE.
Design valid for use only with MlTeltf)connectors.This design Is based only upon parameters shown,and Is for an IndMdual building component,not
o uvss system.Bofero use,the building designer must vartly the applkebeny of design psramolors and Property Incorporate this design into the overate
building design,Bracing Indicated Is to provant buckling of Indhiduab truss web endlot chord mombors only.Addldonal temporary and pomanont bracing M iTe k
Is always required for stability and to prevent collapse with possible personal injury and Property damage. For general guldencc regarding the
fabrication,storage,dolNery,orectlon and bracing of truss"end truss systems,sea ANSYM Quality CrKerla,DSB�9 and SCSI BuNdlnB Component 250 leu Circa
Safety Informatlon avW from Trims Plate Institute,218 N.Lee Street,SWIG 312.Alexandria,VA 22314. Corona.CA 92880
r2069018
T$rO2
ussType off Py dst ConsbuadoN Patio
K8870830
IJock-Open 1 1 Job Reference( stet Tonal)
Builders FlrstSource(Arlington,WA), Arlington,WA-91 6.240 s Jul 14 2019 MITek Industries,Inc. Tue Sep 17 12:41.49 2019 Pape 1
ID:dBFp2gJGmMI?Bd*nUWzv_o2-XxhBXeUA8vO)VMUi6DLhg24jA"VDKZ1DnOeFycJgW
-1$-0 2-0-0 3-10-15
14-0 2-0-0 1-10-15
Soale=1:10.7
3
0
3.59 12
N
2
1
3x4 \\ 4
' 24-0.
r 2-0.0 —f
LOADING (psi) SPACING- 240-0 CSI. DEFL. in (loc) Ildetl L/d PLATES GRIP
TCLL 25.0 Plate GripDOL 1.15 TC 0.19 Vcrt(LL 0.00 2 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert{c 1) -0.00 2-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 8.0 Code IRC2015rrPI2014 Matrix-P Weight:9lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 Gc bracing.
REACTIONS. (lb/size) 3=1 11/Mechanical,2=27910-5-8,4=16/Mechanical
Max Harz 2=48(LC 4)
Max Uplift 3=31(LC 8),2=-62(LC 4)
Max Grav 3=111(LC 1),2=279(LC 1),4=35(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;
MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.eO plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will et between the bottom chord and any other members.
4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2.
OWNG 261
WAS �90
0
h
r0� R 54074
Off, FCISTER�
�SS7GNAL��G�
September 17,2019
A WARNING•V ft design pemmotara and READ NOTES ON THIS AND INCLUDED NrrEK REFERENCE PAGE UX7473 my.10/=015 BEFORE USE.
Design valid for use only with Mlrake connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not
a buss system.Before use,the building designer must verify the applicability of design peremeters and property incorporate this design into tla overall {�
building design.Bmdng Indicated Is to prevent budding of Individual hues web and/or diord mora ry l»m only.Additional ternporn and psrmenont bracing MI lek'
Is always required for stability and to prevent collapse wth possible personal Injury and property damage.For genorat guidance regarding the
fabrication,storage,delkwy,erection and bracing of trusses and truss systems,see ANSVIP/1 Ouallty Criteria,DSB•89 and SCSI Building Component 250 pup Cirde
Safety Infermadon available from Truss Plate In llb4s,218 N.Les Street,Suite 312.Alesendrte,VA 22314. Corona,CA 92880
W D V+
0W c N i 5 , 1 _ 5
OD :4� X m � m
' ch Z � y • 0 II
C� r a.
.0.5 IT o m ' 0 o N c c m m d a A
Vim' a�m C d
7..= 7 OM ma n m ,w
ID(O O(O p - .' O N
Wg3aIm NQ vc arcfDa Z mNa mm' $ m my °,_ n pon Z
? a
g � a' m m r mo m, • � m �N mNA z
n a= N � 7 ° m � .ID O 7 y N y m K O X � 7
n��= 3 W m y C9 a m 3 .__. n o gv_+ �� G
N`-'N aN Q =r _a m dQ rN m N O O
20 '°0m m10� a mm o o m
(A W O• 2 '-I N � d c m. fa y ma�• 3 N N -m
Vl N �i9, mo �i a- g m `3,� mo,' ao m
m � d Q= o' o o� O d = _ o 0 o a m =
2g -«mn o = °- Z mace 3 Nog 3o mO7m4
2-m = $ 2$ M. N s 3 �m o = m aw a
O1 d p CIO y yID
52 m 7 M N W O N y C N C
m 7 m O N p<j Q fG C a y m g N O
(/1, =
1O � 2m �A�:� m = m = gam N m pt CD � Z
`9. ,0 2'Y �<
7 o N N y N
m S TOP CHORD
m Q�-' 3 vN, y w; O 37o mO2 cla
°o y 10 m y �$j ( C WM6 mzw Z
N 01a NCO) N �-+ m 1 � �O r
CL w m-
,o =� o a �umi ° n �� m.0 J O
Ems, O 1 m b°
o vm, < �� m XW cm W /��
N Sm N r j NN D y y v _ \y
°y wz-7 N
7 y N d mm V sr Q a �•
�• O a� �o �cn tz 3
N m o o < m �� n W W
wi'o ZE = to a
N go 0 � a �m � 1 �m � �. =
a N
3 � o N m i M 1_
A ,< � m m o y
y N Z O rf
o ro Q
zr w in E O
1 r 7" y :3 �
< Z o m mcno CA a
SPI Cc
n fD m TOP CHORD
DD O i0 g Oo V Oo! (N� A W N O m V Of N A W N v - D
2a ��m a�C �6 0 �'o mo mS, S� g C W�c g" o'O ga� Z Q3 �.� aDJ
yam' 3v m' m s• -0 > -m O.� �c o°� Q 3 g� m- m y �m gg� 5. ° � 4.�m 2 m
�0 m- F �� � m 3 m� �m m�g7n � > > » m 0� 0 °o �c 3o co CD
v_mm m°p o a ° c n QN y �0 3 m m am 3 m m 91x c �"� CD ..
A m• 0 m g m oa 3 n m 3c 3N m �. 0.• g X
c 3 gg a m > > m m 3 g o S m v -, 71
�� o� m4 m �m a� � m �;� �soe1 ^'$ � 7i� Bo cg c°�Q.3z � OCD
m m - m c - .. 02~ 3> > S c m m m m �•mSt Q �D O
ra � g 'p� ° H� �� mg 3� non �Q Q� g $ $fig m� 8'.°,� �'°R f�n g
mg c $c � �- ym 02 vc mQ v� tSw o 1° w .g ma mm 7 n
d �o m o p�$�,� % -3 3 e o �a 1
gym$ 3 rS ma°l- �mm . -Ong
gn m°. g ��S �o ° 3 C
Q g� W rx -g o'; Prgym Q� y
o'c �. to 3 m ? °� o; 0 3 i s 3 yf
m y g <. m 'o T c' n m m N
d m O o a -. Q� c m a m gm
EL Co
ID EL 0
_ $ co
s —
m 3 ° m Z
O
rt
(D
a�
T O o
Z •-
0
Z
L6
n
cc
rn
� v
t ifT► N_ U�1
o CO N
r N
O N
J f�
O
N
Ol
O
;n O
f0 N N
r U)
04
N C)
Ocr
(� tll f0 Lo
Ln
�C+ n r
z 5 uJ
o ro
Lq
T{�mpT
60C NO
m
N
In
n n
O
T
M
N
O N
Z 00
M La
It
�L c
C v) N C
m m 00 O
a 00 4�
tic
+_+
in a a`
16`/09/2019 PCZ/EPCZ Post Caps I Simpson Strong-Tie
I y
Home > Connectors > Wood Construction Connectors > Bases and Caps > Post Caps > One-Piece Post Caps
PCZ/EPCZ Post Caps
Product Details
PCZ/EPCZ post caps are designed with their post and beam
flanges in-line so that one PCZ/EPCZ model can accommodate
several post sizes.The PCZ/EPCZ uses 0.148"x 3" nails.An
alternate choice of fastener is the#9 x 1 1/2" Strong-Drive®SD
Connector screw.ZMAX®finish is standard to meet exposure
conditions in many environments.
_ V
i 1 . • - art f••
Material
16 gauge
Finish
ZMAX coating;see Corrosion Information
Installation
• Use all specified fasteners;see General Notes
Do not install bolts into pilot holes
On This Page Options
• For end conditions, specify EPCZ post caps
• For heavy-duty applications,see CCQ and CC saft To
CITY OF APLINGTUN • For retrofit applications,see AC and LCE series
BUILDING DEPARTMENT Related Links
APPROVED • Wood Construction Connectors Technical and
GATE b' EY� Installation Notes
• General Notes
• Corrosion Information
NO CHANGES AUTHORIZED
UNLESS APPROVED BY THE APJLCE
BUILDING INSPECTOR • CC column caps and CCQ column caps
• 2015 and 2018 Intemational Building Codq.-Resources
Portal -
C ECOPY Catalog Pages
• ®C-C-2019(Wood Construction Connectors)C-C-2019(Wood Construction Connectors)pgge 8787
Received
OCT 0 2 2019
�V 7Q?37-
T Vtj qA, qQ .
I rxl_lr 'Itr1;tIU_ �;
VtAd
vcl o,� � .�
16/09/2019 PCZ/EPCZ Post Caps I Simpson Strong-Tie
IV These products are available with additional corrosion protection.Additional products on this page may also be av
this option,check with Simpson Strong-Tie for details.
Many of these products are approved for installation with Strong-Drive®SD Connector screws.
Fasteners Allowable Loads (DF/SP)
Model W (in.) Post PCZ EPCZ
No. (in.) Size
Beam Post Uplift Lateral Uplift Lateral
(160) (160) (160) (160)
(2) 2x4 1,480 1,120 1,130 895
PC4Z 39/,s 4x4 1,480 1,260 1,130 1,075
(10) 0.148x3 (8) 0.148x3
46 1,480 1,260 1,130 1,230
i
48 1,480 1,380 1,130 1,230
46 1,480 1,260 1,435 1,075
PC6Z 51/2 (10) 0.148 x 3 (8)0.148 x 3 6x6 1,480 1,295 1,435 1,230
6x8 1,480 1,380 1,435 1,230
48 1,480 1,260 1,435 1,075
PC8Z 71/2 (10) 0.148 x 3 (8) 0.148 x 3 6x8 1,480 1,295 1,435 1,230
8x8 1,480 1,380 1,435 1,230
1. Allowable loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other
loads govern.
2. Uplift loads do not apply to spliced conditions. Spliced conditions must be detailed by the Designer to transfer tension T69dsTOu
between spliced members by means other than the post cap.
3. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers
known as the narrow face.Values in the tables reflect installation into the wide face. See technical bulletin®T-C-SCLCLM for
load reductions resulting from narrow-face installations.
4. Post and beam may consist of multiple members provided they are connected independently of the post cap fasteners.
5. 0.148" x 2 1/2" nails may be used with no load reduction for uplift and 0.85 of the table loads for lateral.
6. #9 x 1 112" Strong-Drive®SD Connector screws may be substituted for table fasteners with no load reduction.
7. To order models available for rough size lumber, specify RZ suffix - e.g., PC4RZ.
8. Fasteners: Nail dimensions in the table are diameter by length. For additional information, see Fastener'T RR and Sizes
Specified for Simpson Strong-Tie Connectors.
Code Reports & Compliance
Product Series Compliance/Certific
Footnotes
16/09/2019 PCZ/EPCZ Post Caps Simpso ng-Tie
Product Series Co�
In
International Residen
EPCZ City of Los Angeles Bui
City of Los Angeles Resii
Florida Building I
International Buildir
International Residen
PCZ City of Los Angeles Bui
City of Los Angeles Resii
Florida Building I
Footnotes
1.Please review compliance documents for information about specific product models.In some cases,Compliance documents cover most but not all models
Related Products
r
y To the Top
CCQ/ECCQ AC/LPCZ/LCE/RTC
Column Caps Post Caps
V '
BC/BCS Strong-Drive®SD CONNECTOR Screw
Post Caps
1
0
o
0
0
o �
0
0
0
o m
m m
\m o
-
�^
..
r
"
-
/
|
�
Joni! CITY
OF ARLINGTON
238 N. OLYMPIC AVE-ARLINGTON, WA. 98223
PHONE; (360) 403-3551
BUILDING PERMIT
Address:17618 82nd Drive NE Permit#:2832
Parcel#:0 1047900003 800 Valuation:4000.00
OWNER APPLICANT CONTRACTOR
Name:GASKIN DARE&LISA Name:[Company Name] Name:Dare Gaskin
Address: 17618 82ND DR NE Address:[Company Address] Address: 17618 82nd Drive NE
City,State Zip:ARLINGTON,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98201
Phone: Phone:425-501-8160 Phone:425-501-8160
LIC: EXP:
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Residential Accessory Structure CODE YEAR: 2015
STORIES: I CONST.TYPE: VB
DWELLING UNITS: OCC GROUP:
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;
NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S
COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UN FUL TAUSECCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERT 'IC TF OF BEEN RANTED. IBC110/IRC110.
SALE, rA oTI to co s tion and • nstructio�materials in the ity of Arlington must be reported on your sales tax return form
and cod d Ci of Arli
c /it
signa Print Name E6te Released By Date `
CONDITIONS
Adhere to approved plans. Call for inspections.
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
10/25/2019 Building Permit Fee $141.94
10/25/2019 Processing/Technology Fee $25.00
10/25/2019 Building Plan Review Fee $92.26
Total Due: $259.20
Total Payment: $0.00
Balance Due: $259.20
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
RESIDENTIAL PERMIT APPLICATION
• • Department of Community & Economic Development
y,N, City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551 V t
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BYTWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address: /70 VIV-0 ®� dF Plat:
I � Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure
Proposed Area: 1" Floor: 2"d Floor: Garage: Total SF:
Describe Progpsal (inclu cross street):
_l (cw r�o C.`pym
Valuation: '
Owner:
Address: /76[f VA10 PI` A/C City: 1kh!/Z Pi'-1 State: Zip Code: l 9Z23
Phone: L12,5 5bl r �/�J Email: 60" q/rdl) , Cow)
Applicant: 5,fm f�5 V�
Address: City: State: Zip Code:
Phone: Email:
Contractor: svm C Y�s
Address: City: State: Zip Code:
Phone: _ Email:
Contact Person: License Number: Expiration:
6116LP Page 1 of 3
'Y RESIDENTIAL PERMIT APPLICATION
.Y
Department of Community & Economic Development
O+ City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
LjNG�
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
❑ Bath/Shower Combo (4.0) x ❑ Sink (1.5) x
❑ Shower (2.0) x ❑ Lavatory (1.0) x
❑ Clothes Washer (4.0) x U Water Closet (2.5) x
❑ Dishwasher (1.5) x ❑ Water Heater x
❑ Hose Bibb (2.5) x Water Heater Model #
❑ Other (list) x
Plumbing Section Continued
Proposed Water Piping Size: Proposed DWV Material:
Proposed Piping Material: Proposed DWV Size:
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6/16LP Page 2 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
Furnace (80+) Model# AFUE
Heat Pump Model # SEER HSPE
LJ AC Unit Model # SEER
Type II Hood Commercial Cooking Appliance ❑ Hydronic Piping
❑ Boiler U Solid-Fuel Appliance ❑ PV System
Ll Fireplace Insert U Outdoor BBQ ❑ Storage Tank
Ll Freestanding Stove ❑ Gas Piping ❑ Other
Gas Piping Information
Not Applicable: I�
Pipe Material: _ Pipe Size: Total BTU's of all Appliances:
Distance from Meter to Furthest Appliance:
• New gas piping requires a pressure test to hooking to any appliance
• Sediment traps (drips) are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all a pliances
Applicant Signature: Date:
Print Applicants Name:
6/16LP Page 3 of 3
I
1 1
_ _ _ _ _ _ -_ � _ _ _ _ _ r - 7
1
I1
I
I
I�
I
s
NOTICE
TO PERMITEE AND/OR OWNER
❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED
❑ DO NOT OCCUPY XAPPROVED
PERMIT#:
1.2�S
JOBADDRESS: -
1-1 hI�i" �l 7.lI; i LOT#:
PROJECT: /
TYPE OF INSPECTION:
OTHER:
❑ NO PERMIT-STOP WORK-OBTAIN PERMIT
❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND
PERMIT -STOP WORK
❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR.
❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE
APPROVED.
❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC)
MUST BE PAID PRIOR TO NEXT INSPECTION.
❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION
THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR
PENALTIES IMPOSED BYLAW MAYAPPLY.
FOR INSPECTION CALL: 360-403-3417
r-)
1/7
INSPECTOR DATE'
O PLANNING Cl CIVIL 1 BUILDING CITY OF ARLINGTON 'ti�•
Nf
� \\ CITY OF ARLINGTON
238 N. OLYMPIC AVE - ARLINGTON, WA. 98223
PHONE; (360) 403-3551
BUILDING PERMIT
Address:17618 82nd Drive NE Permit#:2832
Parcel#:01047900003800 Valuation:4000.00
OWNER APPLICANT CONTRACTOR
Name:GASKIN DARE&LISA Name:[Company Name] Name:Dare Gaskin
Address: 17618 82ND DR NE Address:[Company Address] Address: 17618 82nd Drive NE
City,State Zip:ARLINGTON,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98201
Phone: Phone:425-501-8160 Phone:425-501-8160
LIC: EXP:
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Residential Accessory Structure CODE YEAR: 2015
STORIES: I CONST.TYPE: `IB
DWELLING UNITS: OCC GROUP:
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;
NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S
COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UN FUL TOAUSECCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
ACERT •IC TEOFOASBEEN RANTED. IBCI10/IRC110.
LE AX OTI Eing to co str tion andel
nstructiotymaterials in the ity of Arlington must be reported on your sales tax return form
and cod Cof Arlin /
I 1�� �� LFS l 1
Z"
Signs Print Name date Released By Date
CONDITIONS
Adhere to approved plans. Call for inspections.
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
10/25/2019 Building Permit Fee $141.94
10/25/2019 Processing/Technology Fee $25.00
10/25/2019 Building Plan Review Fee $92.26
Total Due: $259.20
Total Payment: $0.00
Balance Due: $259.20
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
Permit#: 2832
Permit Date: 10/08/19
Permit Type: ACCESSORY STRUCTURE
Project Name Gaskin
Applicant Nam a Dare Gaskin
Applicant Address: 17618 82nd Drive NE
Applicant, City, State, Zip: Arlington,WA98223
Contact: Dare Gaskin
Phone: 425-501-8160
Em al: dare@coast-group.com
Scope of Work: New patio cover
Valuation: 4000.00
Square Feet: 0
Num ber of Stories: 0
Construction Type:
O xupancy G ioup:
ID Code:
Permit Issued:
Permit Expires:
Form Permit Type:
Status: LASERFICHE
Assigned To:
Property
Parcel# Address L egal Description O wner Nam e Caner Phone Zoning
01047900003800 1 7618 82ND DR NE GASKIN DARE& 910 Undeveloped
LISA (Vacant)Land
Contractors
Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License
Dare Gaskin Dare Gaskin 4 25-501-8160 17618 82nd Drive OWNER
NE
Plan Reviews
Date R eview Type D escription A ssigned To R eview Status
10/08/2019 B LD B UILDING
Fees
Fee D escription N otes A m aunt
Building Perm i T able 4-1 $ 141.94
Processing/Technology $25.00
Building Plan Review T able 4-2 $92.26
Total $259.20
Attached Letters
Date Letter D escription
10/08/2019 Building Perm i
Paym acts
Date Paid By D escription P aym aat Type A ccepted By A m Cant
10/28/2019 Dare Gaskin C heck#7679 K ristin Foster $259.20
O atstanding Balance $0.00
Uploaded Files
Date File Nam e
10/11/2021 9867254-2832 IC 1.23.2020.pdf
10/08/2019 5721542-2832 Application.pdf
rn
x
00
o
CX X n
O
cQ CD
(.0
Oo ?
N CD � 4
CA) `<
x
� t
t, r
-0CDf 1
CD
t
f t
4
{�• 5 i
=37 t
!
t`
��'
CD
ECD
CD
} N
t x
�I
03
i
S L
z ?�
a
Zk 4 � k ��i r3 lean{NN Ev�!% Idl
p+ $} !S 3 i
p
t
('1\\,\Jo, t. (1 t k d mad
(larw.�rvvmeswaamw+mxtwr. .Ymaw�ww&..ew.mnm�vaa.a.mmve+mS.nwuttaxtx,.�n mr+n:uiam�.+am
Lil
c
(
!ff »
m
CIO
00
f
w.
V
e
3
7
t
i
d
y
1t
f
, .. ..................ti.,..�,_.._._�.......-+r-.«.ter.,
,
{
i
(
t�
i
0 Q
t1� N
cCS 00
o 0
00 �
,— C:
�. C0 .
CZ p..,, i
0 r` Q