HomeMy WebLinkAbout17814 43rd Ave Ne_BLD453_2026 (3) • 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
SUBMITTALAND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION CAN
BE SUBMITTED PRIOR.
Date: 08/18/14 Plat Sec 21 Twp 31 rge 5
Address: 17814 43rd Avenue NE
Owner/Applicant: Jeremy Hammar
E-mail: permit assist@permabilt.com
Phone (h) 4257431555 (c)
Describe Proposal New Detached 24' X 36' 864 sq ft post frame buidling.
(include cross street)
Please Check one: O Single family dwelling O Duplex
O Addition Accessory Structure
1. Proposed Area:
1 st Floor 0 2nd Floor 0 Garage 864
Total SF 864
2. Valuation (cost): 16000
3. Contractor:
Town & Country Post Frame
Buidings
Phone: 4257431555
4. Address: 16521 HWY 99 #C
5. License Number: TOWNCPR099LT Expiration: 6/30/15
Plumbing Section (continue filling out only if plumbing is involved)
Bath/Shower Combo (4.0) Sink (1 .5)
Shower (2.0) Lavatory (1.0)
Clothes Washer Water Closet (2.5)
Dishwasher (1.5) Water Heater
Hose Bibb (2.5) Other (list)
Proposed Water Piping Size:
Proposed Piping Material:
Proposed DWV 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)
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
❑ Furnace (80+) ❑ Fireplace Insert
❑ Outdoor BBQ ❑ Heat Pump
❑ Freestanding Stove ❑ Hydronic Piping
❑ Type II Hood ❑ Commercial Cooking Appliance
❑ PV System ❑ Boiler
❑ AC Unit ❑ Solid-Fuel Appliance
❑ Other
Gas Piping Information
Not Applicable ❑
Pipe Material:
Pipe Size:
Distance from Meter to
Furthest Appliance:
Total BTU's of all Appliances:
• 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 appliances
Please Attach Site Plan and Supporting Documents (PDF Only)
Building Design.pdf; Calculations.pdf;
Engineered plans.pdf; Site Plan.pdf
STAFF USE ONLY:
Permit Number: Accepted
By:
Date:
By submission of this form, I hereby certify that the above information is correct and that the
construction, installation for the above mentioned property will be in accordance with the applicable
laws of the City of Arlington and the State of Washington.
Draw North Arrow in Circle
.4111111
TOWt1 Count 16521 Highway 99 Suite C Lynnwood WA 98037 3161
ry Everett (425)258 dqu Puyallup 743 840 9552 Building Design
POST FRAME BUILDINGS Administrative Headquarters (425)7a3 1555 O
® FAx (425)742 4378 800 824 9552
�o o • Contractors Lic q TOWNCPF099LT
Quality Our Future Depends On It"' permabilt corn facebook com/permabtlt
PLEASE CHECK Ff—O El Roll up doors fit in Bays Wind MPH
® ❑Roll up doors will not it Truss Wind Exposure
Roof Pitch Eave Height
Snow Load Minimum Clearance
% DENIM T^ YES WQ (please circle)
FLOOR PLAN
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Customer has verified and approved the onentahon of the building to the North and verifies that all _
/ items specified in Paragraph B of the contract are shown on this drawing and vice versa
IIIIIIIIII'IIIIIIIII Customer Name Gf/K/�/�/� Lead 2"57r Customer Signature
0 8 White Customer Copy Canary Office Copy 0 2012 Perma BIItO Industries FR 85 07/12 /'
PROJ CFn 0
JOB#: 4
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BY:
Engineering s
,
WOODINVILLE,WA98072 A(4 5)481-6601 DATE:
Job Name: LaFountain
Site Address: 17814 43rd Avenue NE
Arlington, Washington
Jurisdiction: City of Arlington
Job ID: LaFountain
Desiqn Specifications: 2012 IBC
Building Type: Post-Frame
Design Wind Speed (3 sec gust): 110 mph @ SD Level
Wind Exposure: B
Roof Snow Loading: 25 psf
Occupancy Category: I
R: 2.5
% of Snow Incl. w/Seismic: 0 %
Soil Site Class: D
Allowable Soil.Bearing: 2000 psf
Analysis Procedure: Wind: ASCE 7-10 Envelope Procedure
Seismic: ASCE 7-10 Equiv. Lateral Force Procedure
Spectral Response Acceleration, Ss: 150 %g
Load Combinations: ASD Basic
Building Design Parameters
Roof DL: 8 psf
Wall DL: 4 psf
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FAX(425)742-4378-800.B2�0552
Co,�the.9:TOWNCPH9911
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PLEASE CHECK
El Roll-Up doors fit in Bays Wind MPH
13 Roll-up doors will not hit Truss Wind Exposure
4 Z Eave Height I Z� Roof Pitch
1-i:L Snow Load J Minimum Clearance
FLOOR PLAN DElYIMYES (please circle)
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BUILDING ELEVATION
Customer has verified and approved the orientation of the building to the North and verifies that all
items specified in Paragraph B of the contract are shown on this drawing andxipe versa.Customer Name;��,,/ G1-,,&17>�j,/
Lead#772"'977 Customer Signatures
0 a White-Castom,r Copy C..,y-offke Copy 02012 Perma-Btf@ Industdes_F P7 12
TV L PROJECT: LaFountain PAGE
E'r�gii-roarlrrg CLIENT: PermaBilt DESIGN BY:
JOB NO.: 24005 DATE: 08/14/14 REVIEW BY:
Wind Analysis for Low-rise Building,Based on ASCE 7-2010
INPUT DATA
WIND SURFACE
Exposure category(B,C or D,ASCE 7-10 26.7.3) B FOR DESIGN
'i Importance factor(ASCE 7-10 Table 1.5-2) Iw = 1.00 for all Category
I Basic wind speed(ASCE 7-10 26.5.1 or 2012 IBC) V = 110 mph
Topographic factor(ASCE 7-10 26.8&Table 26.8-1) Kzt = 1 Flat
Building height to eave he = 9 ft c`Building height to ridge hr = 13 ft t
Building length L = 36 ft
Building width B = 24 ft
Effective area of components(or Solar Panel area) A = 50 ft, (3
i
I
DESIGN SUMMARY
Max horizontal force normal to building length,L,face = 7.49 kips,SD level(LRFD level),Typ.
Max horizontal force normal to building length,B,face = 4.22 kips See Page 4 for
Adjusted Wind Forces
ANALYSIS
Velocity pressure
ph=0.00256 Kh Kn Kd V2 = 18.43 psf
where: qh=velocity pressure at mean roof height,h.(Eq.28.3-1 page 298&Eq.30.3-1 page 316)
Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.28.3-1,pg 299) = 0.70
Kd=wind directionality factor.(Tab.26.6-1,for building,page 250) = 0.85
h=mean roof height = 11.00 ft
<60 ft,[Satisfactory] (ASCE 7-10 26.2.1)
Design pressures for MWFRS <Min(L,B),[Satisfactory] (ASCE 7-10 26.2.2)
p=qh[(G Cpf)-(G Cpi)]
where: p=pressure in appropriate zone.(Eq.28.4-1,page 298). pm;N= 16 psf(ASCE 7-10 28.4.4)
G Cp f=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.4-1,page 300&301)
G Cp l=product of gust effect factor and internal pressure coefficient.(Tab.26.11-1,Enclosed Building,page 258)
0.18 or -0.18
a=width of edge strips,Fig 28.4-1,note 9,page 301, MAX[MIN(0.16,0.1 L,0.4h),MIN(D.04B,0.04L),3] = 3.00 ft
Net Pressures(psf),Basic Load Cases
Roof angle 8 = 18.43 Roof angle 0 = 0.00
Surface Net Pressure with Net Pressure with
GCpf (+GCpI) (-GCpi) GCpf (+GCpi) (-GCpi)
1 0.52 6.20 12.84 -0.45 -11.61 -4.98
2 -0.69 -16.03 -9.40 -0.69 -16.03 -9.40
3 -0.47 -11.95 -5.32 -0.37 -10.14 -3.50
4 -0.42 -10.97 -4.34 -0.45 -11.61 -4.98
5 0.40 4.05 10.69
6 -0.29 -8.66 -2.03
1 E 0.78 11.06 17.70 -0.48 -12.16 -5.53
2E -1.07 -23.04 -16.40 -1.07 -23.04 -16.40
3E -0.67 -15.73 -9.09 -0.53 -13.09 -6.45
4E -0.62 -14.71 -8.07 -0.48 -12.16 -5.53
5E 0.61 7.93 14.56
6E -0.43 -11.24 -4.61
3E 3 2 2 2E 3
2E 3E
4E 4\� I 6\_ 4
6E- „i 4E
B
REFERENCE CORNER I I ' IE 5E 5
REFERENCE CORNER
WIND DIRECTION 2u WIND DIRECTION
Load Case A (Transverse) Load Case B (Longitudinal)
Basic Load Cases
TSE Engineering Page:
LATERAL ANALYSIS Job ID:
WIND LaFountain
The analysis on the previous page determines the wind force on the total exposed wind
surface of the building. For post-frame construction with embedded posts,the amount
of wind force imposed on the main force resisting system equals the roof projected area
` plus 3/8 of the wall projected area. Vt&VI are adjusted by 0.6 for allowable stress values.
i
I
Calculations that follow adjust the total wind force to the design force on a
post-frame building:
INPUT: PT= 7490 lbs. (non adjusted) 1
PL= 4220 lbs. (non adjusted)
h r= 13 ft.
he = 9 ft..
ADJUSTED WIND FORCES:
Transverse;
VT= [(hr-0.625 he)/hr](PT)(0.6) = 2549 lbs.
Longitudinal;
VL_ 1[0.375 he + 0.5(hr-he)]/[he+ 0.5(hr- he)11(PL)(0.6) = 1237 lbs.
SEISMIC
The seismic force imposed on the main force resisting system of a post-frame
building is based on the seismic weight of the roof plus 3/8 of those walls that are
perpendicular to the direction of the seismic force. .
INPUT: Building Width = 24 ft. p = 1.3
Building Length = 36 ft. 1= 1
SEISMIC WEIGHTS: W roof = 6912 lbs.
Wend walls = 840 lbs.
W side walls = 972 lbs.
SDs= 2/3 Ss = 1.000
Cs= SDS/(R/1) = 0.400
SEISMIC BASE SHEAR: V= Cs W
Transverse = 3154 lbs.
Longitudinal = 3101 lbs.
SEISMIC DESIGN FORCES:
VT= Cs Wt p 0.7= 2870 lbs. Controls
VL= Cs W1 p 0.7= 2822 lbs. Controls
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El Roll-up doors fit Roll-up d in I Wind MPH
Bays
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Roof Pitch Eave Height
fZS'—' Snow Load Minimum Clearance
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AIX
BUILDING ELEVATION
Customer has verified and approved the orientation of the building to the North and verifies that all
items specified in Paragraph B of this drawing and
/ vice versa. fa
Customer Namc;,�,
Lead contract
shown
Ca a Starner sign
a Whit.-Cs.—C.Py Canary-Office C,,py 0 2012 Pe-a-811t(D lrdu�tra��fi-6�07/12
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PROJECT: JOB#:
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12930 N.E.178th Street
Woodinville,WA 98072 a (425)481-6601 DATE:
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TSE Engineering Page: 7
SHEAR & DISPLACEMENT OF POST-FRAME BUILDIN G WITH ONE OPEN SIDEW ALL Job ID:
LaFountain
Assumptions: Roof diaphragm is rigid
Building has shearwalls on ends and one side
Building rotates about its shear center
i
�r SHEAR CENTER
B Note: "Open Sidewall" is
RIDGE enclosed but without qualifying
P=VL- shearwall segments
"OPENI SIDEWALL" ENDWALL
AL—————— —=------
1I 21
PLAN VIEW WITH GRIDS
VL= 2822 lbs.
GRID B
V(shear on sidewall) = 2822 lbs.
Sidewall Shearwall Length = 36 ft.
V (sidewall) = 78 plf
e (distance to shear center) = 9.60 ft.
Q (shear on each endwall) = 1905 lbs.
GRID 1
Endwall Shearwall Length = 24 ft.
V (endwall) = 79 plf < l�3 ®/F Cc (fug lc G'% G��-�" L4
GRID 2
�j� GcV�Ped�v6lS ®ad _
Endwall Shearwall Length= 24 ft.
V (endwall) = 79 plf
8S (deflection of sidewall) = 0.140 in.
8E (deflection of endwall) = 0.141 In.
d = 0.187 in.
A= 0.328 in.
A allowable per IBC Table 1604.3= 0.896 in. O.K.
Ratio A to H= 0.003
TSE Engineering Page:it
Q
SHEARWALL DEFLEC
TION OF POST-FRA
ME BUILDI
NG
Job I D:
LaFountain
Sidewall
I Input: Results:
j
A= 19.25 in 8 v H3 = 0.001 in.
L= 36 ft. E A L
E = 1.3 x 10b psi
en = 0.02 in. v H = 0.005 in.
G = 11 x106Psi Gt
H = 9 ft.
t= 0.0135 in. 0.75 Hen = 0.135 in.
v (sidewalq = 78 plf
E = 0.140 in.
Endwall
ln�ut: Results:
A= 19.25 in2 8 v H3 = 0.001 in.
b (AV.)= 24 ft. E A b
E = 1.3 x 106 psi
en= 0.02 in. v H = 0.005 in.
G = 11 x106Psi Gt
H = 9 ft.
t= 0.0135 in. 0.75 H en = 0.135 in.
v (endwall) = 79 plf
E = 0.141 in.
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TIE4--1KWICA1C.
ATTACHMENT DETAILGENERAL INFORMATIOW
/--_1/a"-14 x !a Stitch Screw(1-0O.C.) ►Slope
j The minimum recommended slope for Pro-Panel 110 goof
' r--.#9-15 Woodscrew p/
anel is 3:12.
I �
I � 0-Substructure
j Pro-Panel Ile is designed to be utilized over open structural
framing,or a solid substrate. To avoid panel distortion,use
a properly aligned and uniform substructure.
I ---------- P..C,averag®
i Optional Pro-Panel Ila panels are available in a Sid'rib height With a
Profile coverage width of 36".
►Length
Minimum factory cut length is 5'-0". Maximum
! i ` ` re commended.panel length is 45'-6". Longer panels
require additional consideration in packaging,shipping,and
—Anti-Siphon Groove erection. Please consult Metal Sales for recommendations,
Ili-Fasteners
the fastener selection guide should be consulted for
choosing the proper fastener for specific applications.
FASTENING PATTERN Quantity and type of fastener must meet necessary loading
and code:requirements:
NOTE.•All panels are subject to surface distortion due to
improperly applied fasteners. Overdriven fasteners will
Stitch Screw f#9-15 Woodscrew cause stress and induce oil canning across the face of the .
Y f panel at or near the point of attachment.
Ili-Availability
Finishes'Acrylio Coated Geilvaium&or MS Colorfast45o
Gauges.269a and 29ga standard
SECTION PROPERTIES
s • 6.
Ga.Width Yield Weight Top in Compression Bottom in Compression Inward Outward
(in.) KSI PSF lxx Sxx Ixx Sxx Load Load
(n4/ft in3/ft In°/ft Inyft 2' 2 5' 3' 3.6' 1 4' 1 5` 2' 2.5' 3' 3.5' 4' S'
29 36 80 0.71 0.0067 0.0134 0.0047 0.0133 90 58 41 27 18 9 90 59 41 27 18 9
28 36" 80 0.87 0.0090 0.0181 0.0063 0.0170 115 75 62 35 23 12 122 79 55 35 23 1 12
1. 'Theoretical section properties have been calculated per AISI 2001 "Specification for the Design of Cold-Formed Steel Structural Members."
Ixx and Sxx are effective section properties for deflection and bending.
1 Allowable load is calculated in accordance with AISI 2001 specifications considering bending,shear,combined bending and shear and
deflection. Allowable load considers the worst case of 3 or 4 equal span conditions. Allowable load does not address web crippling or N
fastener/support connection and panel weight is not considered.
3. Deflection consideration is limited by a maximum deflection ratio of L/180 of span.
4. Allowable loads do not include a I/3 stress increase in uplift. o
5. Diaphram 306 plf average Ulitmate Shear Strength using the above fastening pattern on 2x supports located 2'on center per ASTM E455-04
�y 6t�, leS Kent,WA 800.431.3470 Jefferson,OH 800.321.5833 Anchorage,AK 866.640.7663
manufacturing corporation Temple,TX 800.543.4415 Rock Island,IL 800.747.1206 Bay City,MI 888,777.7640
Longmont,CO 800.289.7663 Seliersburg,IN 800.999.7777 Detroit Lakes,MN 888.594.1394
Antioch,TN 800.251.8508 Jacksonville,FL 800,394,4419 Mocksvilie,NC 800.228.6119
Woodland,CA 800.759.6019 Orwigsburg,PA 800.544.2577 Fort Smith,AR 877.452.3915
Rogers,MN 800.3289316 Independence,MO 800.747.0012
Spokane,WA800.572.6565 Fontana,CA800.782-7953 www.metaisales.us.com
TSE
Engineering page:
EMBED
DED POST DESIGN (POST-FRA
ME CONSTRUCTION
Sidewall
Eave Height Post b Post d HF Post Fb Fc E 10 ^6
9 NOMINAL: 4 6 #2 850 1300 1.3
ft. ACTUAL: 3.5 5.5 CD 1.6 1.6 1.0
in. in. CIF 1.3 1.1
CL 1
Bay Width San Roof OH Roof D Roof S Ci 0.8 0.8 0.95
12 24 1.5 8 25
ft. ft. ft. psf psf FU Fc* E' 10 A6
1414 1830 1.235
ASD Wind Pressure 0.75W W Is Iw psi psi psi
10 90 120 1 1
psf plf plf Cs
1
IBC 2012 ASD BASIC LOAD COMBINATIONS:
Loading: D + 0.75S + 0.75W Loading: D +W
P 4334lbs. P 1296lbs.
fe 225.1 psi fc 67.3 psi
le 86.4 in. le 86.4 in.
le/d 1 5.7 le/d 15.7
KCE 0.3 KCE 0.3
FCE 1501 psi FCE 1501 psi
c 0.8 c 0.8
k.1 1.14 k.1 1.14
k.2 1.03 k.2 1.03
Cp 0.62 Cp 0.62
Fc' 1133 psi Fc' 1133 psi
M (in-span) 6151 inAbs. M (in-span) 8201 inAbs.
M (base) 10935 in.-lbs. M (base) 14580 inAbs.
S.Mod. 17.65 in^3 S.Mod. 17.65 in^3
fb (in-span) 349 psi fb (in-span) 465 psi
fb (base) 620 psi fb (base) 826 psi
Post CSI (in-span)= 0.29 Post CSI (in-span)= 0.33
Post CSI (base)= 0.55 Post CSI (base)= 0.62
i
v 6.9.07
TSE pagE f
Engineering
EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION)
Endwall
Eave Heiciht Post b Post d HF Post Fb Fc E 10 ^6
9 NOMINAL: 4 6 #2 850 1300 1.3
ft. ACTUAL: 3.5 5.5 CD 1.6 1.6 1.0
in. in. CF 1.3 1.1
CL 1
Av.Spacing Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95
12 12 1.5 8 25
ft. ft. ft. psf psf FU Fc* E' 10 ^6
1414 1830 1.235
ASD Wind Pressure 0.75W W Is Iw psi psi psi
10 90 120 1 1
psf plf plf Cs
1
IBC 2012 ASD BASIC LOAD COMBINATIONS:
Loading: D+ 0.75S + 0.75W Loading: D + W
P 2408lbs. P 720lbs.
fc 125.1 psi fc 37.4 psi
le 86.4 in. le 86.4 in.
le/d 15.7 Ie/d 15.7
KCE 0.3 KCE 0.3
FCE 1501 psi FCE 1501 psi
C 0.8 C 0.8
k.1 1.14 k.1 1.14
k.2 1.03 k.2 1.03
Cp 0.62 Cp 0.62
Fc' 1133 psi Fc' 1133 psi
M (in-span) 6151 in.-Ibs. M (in-span) 8201 in.-Ibs.
M (base) 10935 in.-Ibs. M (base) 14580 in.-Ibs.
S.Mod. 17.65 in^3 S.Mod. 17.65 in^3
fb (in-span) 349 psi fb (in-span) 465 psi
fb (base) 620 psi fb (base) 826 psi
Post CSI (in-span)= 0.26 Post CSI (in-span)= 0.33
Post CSI (base)= 0.49 Post CSI (base)= 0.60
USA
v 6.9.07
,
TSE
Engineering
Page: �.
i
Tpd�41 ovf,,' °r Si9G�4l1
P= 5346 Ibs Foundation Design
Diaphragm Restraint per 2012 IBC
Section 1806.3 & 1807.3
w � rH(f 9.
Bay Width (ft)= 12
Wind Load (psf)= 10.0 Iw= 1
w(plf)= 120
Lateral Load Design: 1
Post Diameter: 0.54 ft. 0.0 cu yd
Foundation Depth: 4 ft.
Constrained? YES Depth Required 2.8 ft.
Nonconstrained?
Soil Passive Allowable: 150 psf
Gravity Load Design: DL(psf) = 8
P= 5346 Ibs Snow Load(psf) = 25
Foundation Diameter: 1.5 ft. Span + overhang(ft)= 27
Foundation Area: 1.8 sf Bay width(ft)= 12
Bearing Allowable(Fbrg): 2000 psf Is= 1
Actual Bearing(fbrg)=P/A= 1892 psf Cs= 1
v 10.10.04-5.23.05
®f s
TSE Page: (
Engineering
PURLIN
INPUT: Uniform Loading Span Length
w(DL) w(SL) IS L
Roof (psf) 3 25 1.0 11.25 ft 0
Tributary(ft) 2 2 Cs= 1.0
Wall (psf) 0 0
Tributary(ft) 0 0
Floor(psf) 0 0
Tributary(ft) 0 0
Other(plf) 0 0
w(TL) 0
6.0 50.0 56.0 0
plf plf pif
RESULTS:
VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL)
34 34 281 281 315 315 95 791 886
lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs.
DESIGN:
MATERIAL Fb Fv Fc(perp) E x 101'16
Manuf.Lbr. CD 1.15
Timber CH 1
Dimen. Lbr. HF#2 1105 75 405 1.3 Cr 1.15
psi psi psi psi Ci 1
b d A S I
1.5 5.5 8.25 7.6 21
in. in. in.A2 in.^3 in.A4
fv = 53 psi Brg.Lgth.= 0.043 ft. CL= 1.000
fb= 1410 psi GL Cv = N/A R= N/A
A (DL)= 0.08 in. A (LL) = 0.67 in. A (TL) = 0.75 in.
RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION
fv/ Fv' = 0.61 L/ 203 for LL> L/180 ok
fb/Fb'= 0.96 L/ 181 for TL> L/120 ok
USE 2x6 HF#2 @ 24" oc
Table 1604.3
v 3.3.03
TSE Page:
Engineering
P— — —
2 C _ _5 — 1.0 I 1.0 trib wid h 7.r— s t 5
RAKE BEAM PD= 3
w
RA RB
1.92 1.92 1.92 1.92 1.92 1.92
L= 11.5 ft.
INPUT:
w(DL) pif 31 31 31 31 31 31
w(LL) pif 188 188 188 188 188 188
w(TL) pif 218 218 218 218 218 218
P (DL) Ibs
P (LL) Ibs
P (TL) Ibs 0 0 0 0 0
RESULTS:
'RA(TL) = 1254 Ibs. RB(TL) = 1254 lbs.
VA(TL) = 1254 Ibs.(max.) VB (TL) = 1254 Ibs.(max.)
MA (TL) = 0 ft.lbs. MA-B (TL) = 3604 tt.lbs.(max.) MB (TL) = 0 ft.lbs.
A (DL) = A (DL) = 0.047 In. A(DL) _
A (LL) = A (LL) = 0.287 in. A (LL) _
A (TL) = A(TL) = 0.334 in. A (TL) _
BEAM PROPERTIES:
MATERIAL Fb Fv Fc er E x 10116
Manuf.Lbr.
Timber
Dimen. Lbr. HF#2 935 150 405 1.3
psi psi psi psi
b d A S I Brg.Lgth. CD 1.15
3 9.25 27.75 42.8 197.9 0.09 CH 1
in. in. in.^2 in.^3 in.^4 ft. Cr 1
Ci 1
STRESSES:
fv 59 psi fv = 59 psi
fb= 1011 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv/ Fv' = 0.34 fv/Fv' = 0.34
fb/ Fb' = 0.94
RATIOS OF SPAN TO DEFLECTION:
L/ 481 for LL
L/ 414 for TL
USE (2)-2x10 HF#2
v 3.3.03
TSE
Page:
Engineering
q CEILING JOIST
INPUT: Uniform Loading Span Length
w(DL) w(SL) is L
Roof (psf) 11.5 0
Tributary(ft) 0 ft
Wall (psf) 0 0
Tributary(ft) 0 0
Ceiling(psf) 5 10
Tributary(ft) 2 2
Other(plf) 3 0
w(TL) 0
13.0 20.0 33.0 0
plf plf plf
RESULTS:
VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL)
75 75 115 115 190 190 215 331 546
lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs.
DESIGN:
MATERIAL Fb Fv Fc(perp) E x 10^6
Manuf.Lbr. CD 1
Timber CH 1
Dimen. Lbr. HF#2 1105 75 405 1.3 Cr 1.15
psi psi psi psi Ci 1
b d A S I
1.5 5.5 8.25 7.6 21
in. in. in.^2 in.^3 in.^4
fv = 32 psi Brg.Lgth.= 0.026 ft. CL= 1.000
fb= 870 psi GL Cv = N/A R = N/A
A (DL) = 0.19 in. A (LL) = 0.29 in. A (TL) = 0.48 in.
RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION
fv/Fv' = 0.42 L/ 474 for LL> U240 ok
fb/ Fb' = 0.68 L/ 287 for TL> L/180 ok
USE 2x6 HF#2 @ 24" oc
Table 1604.3
v 3.3.03
TSE Engineering Page: '6
MECHANICAL CONNECTIONS Description of Connection:
INPUT: Truss Block Bolts
"WW" or "SS" or "B" Connector Main Member Side Member
j "WM" ? "DS" ? or"L" ? Diameter Bend Yield Specie Thickness Dowel Brq Thickness
W W DS B 0.75 45 H F 5.625 4.8 1.5
in. ksi in. ksi in.
36
Parallel to Grain Loading
Fern = 4.8 ksi RESULTS:
Re= 1
Rt= 3.75 YIELD MODE Im, Z= 5063
K(theta) = 1
p= N/A YIELD MODE Is, Z= 2700
Cl = 4
C2= 2 YIELD MODE II, Z= N/A
C3= 0
C4= 0 YIELD MODE Illm, Z= N/A
C5= 1.6
C6= 1.6 YIELD MODE Ills, Z= 2191
k i = 1.254308
k 2= 1.081666 YIELD MODE IV, Z= 2983
k 3= 1.947457
k= 1.741464 Z= 2191 lbs.
TSE Engineering Page:17
MULTIPLE BOLT CONNECTIONS Description of Connection:
Truss Block Bolts
PARALLEL TO GRAIN LOADING
GEOMETRY FACTOR
Bolt Diameter= 0.75 in.
Bolts per Row= 2
Number of Rows= 1.5 Co
Row Spacing= 3 in. >=1.5D, o.k.
Edge Distance= 1.25 in. >=1.5D, o.k.
Bolt Spacing= 6 in. >=3D o.k. 1.000
End Spacing = 6 in. >=3.5D, o.k. 1.000
T or C Connection ? T
CA = 1.000
GROUP ACTION FACTOR
Em = 1.4 x10^6 psi
Am = 19.25 in^2 EmAm = 26950000
Es= 1.4 x10^6 psi
As= 16.5 in^2 EsAs= 23100000
REA= 0.857143
y= 116913.4
u= 1.028198
m = 0.789051
Cg = 0.998
LOAD DURATION FACTOR
CD= 1.15
PENETRATION DEPTH FACTOR
p= N/A
Cd = 1.000
TRUSS REACTION.
Snow= 25 P= 5346 OK
1= 1 Cs= 1 0.71
Span= 24 DL= 8
Bay= 12 OH= 1.5
CONNECTION ALLOWABLE FORC
Z ' = Z CA Cg Co Cd Qty.
2191 1.000 0.998 1.15 1.000 3
Allowable Z' = 7543 lbs.
floes
. .
M
DETAIL 7/2 METAL ROOFING PERm"EC .1
GENERAL NOTES (OR) DETAIL 8/2 NOTE #4, SHEET 3. r a
W/ NO POST. _ (29 GAUGE)
DETAIL 6/2 AUG 5
1. BUILDING MAY BE CONSTRUCTED OF ANY SIDEWALL LENGTH AND SPAN MEETING THE REQUIREMENTS OF THESE BASIC PLANS WHERE RATIO OF LENGTH TO SPAN \ 201 o c c v y
c rn;
IS EQUAL TO OR LESS THAN 3. 12 w ° a
7 (MAXIMUM) °v a
2. SPECIFIC BUILDING DIMENSIONS, WALL OPENINGS AND ACCESSORIES ARE INDICATED ON PERMABILT BUILDING DESIGN SHEEP. (ATTACHED) DETAIL 9/2 °
3. BUILDING MAY BE A COMBINATION OF CLEARSPAN AND GRID SYSTEM SIMILAR TO PLAN. 1-7777)
U
4. CONSTRUCTION OPTIONS WHERE SHOWN ARE AT THE BUILDER'S DISCRETION. m
OPTIONAL EAVE 1 N
4 J
OVERHANG PER E o
x INTERIOR RAFTER
N
DETAIL 2 2. PURLIN PER DETAILS
/ \ PER SCHEDULE G. o
3/2 & 4/2 AND
SCHEDULE D. a
POST PER o
SCHEDULE A.
Z^ I PER SIDEWALL
SCHEDULE A.
C.1 I 1 II II GIRTS PER w
a RAKE BEAM PER DETAIL 12/2. TERIOR POST PER = o
cn
I SCHEDULE F AND c
pE7AIL 5/2. (SCHEDULE CHEDULE K. a
FF AT ENDWALL w LL1 SUOISIABJ
0 v I I I I I I OVERHANG) 29 GA. METAL WALL (NOTE: MAY
(I I CLADDING PER NOTE NOT BE REQ
#4, SHEET #3. //��DETAIL CENTER OF BLDG.
(OPTIONAL CLADDING �13/2. Z
FLOOR
PER NOTE #11, p m
I I II x it SHEET #3.) %L E
L'1 p ENDWALL POST CD V) Lu
U I I I I PER SCHEDULE B.
x / �L (/\\//\\/ \ \/\\� z 0
a POST //// / IIII I I I I",INTERIOR FOOTINGS I I I I I I I t\\\%\\//� Q 00
cn cai�b d. PER SCHEDULE B. I I I l a I I /�/j�rj PER SCHEDULE P \j/\\%�\� 0 Q d
�y//\\fir I I IIII IIII AND DETAIL 16/2. I I I I I \\/i\\\!i �'z w
/.`\// I I IIII 1 1 1 1 11 11 1 1 I \:�' m
I I II II `/il1L� L1ii uLJ LlLI LlJ�\\' wo
n� _j c)
1t- FOOTINGS PER SCHEDULE H CD
AND DETAIL 16/2. POST SPACING POST SPACING
L
z^ I I I I I I ? � � SPAN
0 x n
II I 4 1 TYPICAL SECTION THRU GRID SYSTEM - ?=
0 I I II II 1 � Y co F-o
0 m Q
199G9, �
�. w
u
BLDG.LINE ; � 13.)A Y� DETAIL 8/2 10-0
AT POSFACE PF 1 V 1-11.
BAY SIZE BAY SIZE BAY SIZE METAL ROOFING PER ^\ �o
04' MAX.) (14' MAX.) (14' MAX.) I Let
i NOTE #4, SHEET 12
SIDEWALL LENGTH 3. (29 GAUGE) 7 (MAXIMUM) a
(FOR MAXIMUM SEE NOTE 1) PURLIN PER DETAILS
PLAN 3/2 & 4/2 AND
SCHEDULE D.
2x6 BETWEEN OMWM*L EAVE S ��
ENDWALL EAVE GIRT POSTS W/(3) 16d OVERHANG PER
2-10d (TYP.) TO 2x4 BRACE DETAIL 2/2.
16d AT 24"o.c. AND (3) 16d TOE TRUSS SUPPORT BLOCK TRUSS BY OTHERS IF
PURLIN EAVE GIRT TO 2x6. NAIL AT POSTS. PER SCHEDULE C AND W/BRACING PER DETAIL
2-10d TOENAIL (2)16d, EAVE DETAIL 1/2. 1/1 AND/OR 2/1
EACH SIDE GIRT TO BRACE.
BRACE m SIMPSON CS16 2x4 BRACE POST PER SCHEDULE A 1 _
PURLIN STRAP BENT AT 6-k p t� Y AA�G&r� Ld
EAVE GIRT w/(5) 1 b G7 «df.• {�C.f/
Ld
(OdNAIL1 AT EAVE 29 GA. METAL WALL V O ts- S 4'( 7-Y" G Ld s"
ENDWALL POST
SYM ® GIRT) PER PLAN GIRTS PER DETAIL 12/2
CLADDING PER NOTE #4, N
(IF OCCURS) SHEET 3. (OPTIONAL 4-'IL p rP
BAY WIDTH CLADDING PER NSOTE#11, r��G
PURLIN PURLIN DETAIL 13/2 '
/ FLOOR `
H
3-10d ® LAP
SPLICE (TYP.) i/I//I//\\//\\/
6 RACE
LOTOAT A
NOTED ON TRUSS
DRAWING B FOOTINGS PER SCHEDULE H
' 2x4HF#2 CONTINUOUS // L AND DETAIL 16/2. L \\i
45.0' DBL TRUSS (OR SINGLE BRACE APPLIED AT
TRUSS AT END BAYS IF LOCATIONS NOTED ON 6 0 -
2-10d TOE NAIL OCCURS) PER TRUSS TRUSS DRAWING.
EA. SIDE MANUFACTURER ATTACH TO TRUSS , SPAN
BOTTOM CHORD ®/
2-10d TOE-NAIL AT
_ EACH CHORD.
�TYP. TRUSS BRACING @ BOT. CHORD w/ ONE TRUSSED BAY �TYP. TRUSS BRACING ® BOTTOM CHORD W/ MULTIPLE TRUSSED BAYS. X TYPICAL SECTION THRU CLEARSPAN sheet
1
1 3
ROOF PANELS
ROOF PANEL SCREWS OOF PANEL SCREWS
FOR PURLIN PER OFSIMPSONPOT ANGLE'A23'EACH SIDE 3-16d(Tye R RAKE PER c 0
NOTE/4. OF POST AND LONG LEG ON 2.6 BLOCK W/ AT EACH L�KOUi PURUN TRUSS
NNAAUNGi PER/ NAB. 10d z 1-1 16d O 4"O.C,� TOP ROOF PANEL SCREWS db, V)J d
TO LOOKOUT CHORD FOR PURUN PER O o
DETAIL 12/2 4-16d(TYP.) M.TN•
STEEL STRAP ROOF PANEL SCREWS 16 NOTE#4. PURUN PER SCHEDULED i6d AT POST RAKE BEAM PE a
FOR PURUN PER SCHEDULE F
(PER NOTE p10) NOTE 4. 2x6 BLOCK V-6"LAP MIN. 1'-6"LAP(MIN.) O c c v m
EACH SIDE OF POST 1AK'k 2x4 BLOCK.NAIL TO EACH �_>o
W/a-led NAILS BLOCK 2A TRUSS W/2-16d,ANGLED. ROOF PANELS 3-16d E TO EACH PURUN 0 a V
BETWEEN I NP1L EACH PURUN TO EACH PURUN o-p v oa
WALL PANEL EWE GIRT +Y+�I+ 2x6 SCAB w/i6d BLOCK$TRUSS W/2-16d
SCREWS FOR GIRT �� + AT 6"O.C.TO LOOKOUT AS SHOWN. 6d RAKE TO POSE.
PER NOTE#4. +I + PURUN
4ER N + NAIL PURUN TO PURUN -16d AT CORNER POST.)
') 2x6 FASCIA +I PER DETAIL 4/2.
W/3-16d �/ LOOKOUT 16d NAIL EACH PURUN TO 2 x LEDGER PER
BOLTS PER is (iyp,) POST BLOCK.(NOT SHOWN) SCHEDULE F. F
SCHEDULE C TRUSS TO MATCH POST.
2x6 LOOKOUT EACH I i6d® 12 O.C./ 2 z BLOCK
W/WIDTH o
2 x BLOCK EACH n SIDE OF POST AT POST STAGGERED. ( / ) r,
51MPSON MTS16 STRAP AT EACH END OF lAP NAIL W 12-i6d
6-i6d AT CORNER POST. 3
WALL PAN. PS SHOWN OR(7)0.131"OIA 3 AT ENDWALL GIRT TIE STRAP - x 3 i/4"LONG EACH END OF LAP POST PER o�=
I SIDE OF POSE W/ "1 TRU55(WHERE OCCURS) SCREWS FOR O DETAIL FOR ppPUED TO TOP POST SCHEDULE B
WIDTH TO MATCH M w/(7)tOd x 114" GIRT PER OVERHANG CONSTRUCTION
POSE. 4 x BLOCK NAILS®POST NOTE 4 O ONLY,SEE DETAIL 1/2 OF GIRLS W/(4)MIN rt
FOR DOUBLE TRUSSES. 64 PANELS
@(7)lOd x 17¢" FOR TRUSS CONNECTION Nt tOd%1 1/2' TRUSS OR RAFTER NmEz, of or
3" NAILS®TRUSS NAILS AT EACH GIRT TRUSSES OR RAFTERS(iYP.)
WALL PANELS PER EAVE GIRT OR PER NOTE: BOTH SPLICE CONFIGURATIONS NOTE; a a
NOTE J4 OR ill POST PER SCHEDULE A FAVE GIRT SCHEDULE M Ted NAILS SPECIFIED ABOVE ARE EQUALLY STRONG.EITHER LEDGER SUPPO n a
Sr
2%6 BLOCK MAY BE 0.131"DIA.x 3 1/4 ONE MAY BE USED AT THE PURUNS AND
MINIMUM LONG&w/ONE ADDITIONAL BUILDERS DISCRETION. NOT EMEND OR
3-16d NAIL PER CONNECTION EXCEPT TOE-NAIL ATTACH TO WIDEST DIM N OF 0, <
WIDEST DIMENSION
(TYP.) ENDWALL PO .0. o
OF Posr U.N.O. Q OVERHANG FRAMING DETAIL
�1�SECTION AT EAVE o�N
2 1•=r_q• 3 SECT. THRU PURLIN AT TRUSS RAFTE 4 PURLIN SPLICE DETAIL SECTION AT RAKE �
BAY WIDTH 24"MAX, ROOF PANEL
SCREWS FOR RAKE
RAKE BEAM PER STEEL HANGER. ROOF PANEL SCREWS FOR BEAM PER NOTE�4 RAFTER SCAB
SCHEDULE F ROOF PANEL SCR SIMPSON U26 OR ROOF PANEL SCREWS AS RAKE BEAM PER NOTE#4. 8AY WIDTH 24"MAX. 10-16d EACH SIDE(INSIDE PER z
FOR RAKE PER UAL W/10d x FOR RAKE BEAM P E#4
6d AT POST NOTE j4, /2"NAILS 3-Ted PURUN TO 2x6 BLOCKING PLY ONLY IF 2-PLY.) SCHEDULE G
BLOCK(ENDNWL- 2x6 BLOC
4-16d O EAC SS OR TOENAIL PURUN 3-i6d PURUN TO
TO ENDWALL NAIL SCAB TO
3-16d TO EACH PURUN AT CORNER )(SAME YTP4"EACH LOC OR(TOENAIL WITH OF
T EAC m
BLOCK TO RAKE SIDE OF POST UJ
16tl O.C.STAGGERED TPA"EACH
0 RAKE BL To RAKEOf
PURUN 2-16d TOENAIL EACH ALL PANEL SCREWS +I + (n �
16d RAKE TO POST. TOP CHORD SAME AS FOR GIRT O
-16d AT CORNER POST. PURUN PURUN E EACH RAKE PER NOTE J4. PURUN +I + SCAB J 0
2 x LEDGER PER 2N0 RARE BEAM 2-i6d TO WALL PANEL SCREWS +I+ RAFTER X
OR SCAB PER 2x6 FASCIA EACH PURUN SAME AS FOR GIRT SRC AFTER w W
SCHEDULE F. 2 x BLOCK W/WIDTH W/3-16d PER NOTE#4. 0
CL
NAIL TO BEAM W/ TO MATCH POST. ENDWALL POSE SCHEDULE FF TO TRU55
16d O 12'O.C. NAIL W 6-16d. ( ) +
STAGGERED. / WHERE OCCURS 10-16d RAKE TO ENDWALL
(3-16d AT CORNER POSE. RAFTER
POST FOR CONTINUOUS RAKE. TRUSS 2x6 FASCIA
TRUSS (5-16d FOR SINGLE SPAN W/3-16d
2 x 6 BLOCK. )(n.P) ENDWALL POST =
EVEL TO MATCH AND AT CORNER POST. TRUSS TOP CHORD d
POST PER E SLOPE ALL PANELS 2 x BLOCK W/WIDTH 2 x BLOCK EACH SIDE BEAM NUMBER
W/6-16d, 2 x 6 BLOCK. OF POST W/WIDTH TO SPAN OF NAILS 2 x BLOCK EACH SIDE
SCHEDULE 8 TRUSS 8RACIN BEVEL TO MATCH TO MATCH POST. WALL PANELS MATCH POST. OF POSE W/WIDTH TO
Wpll E� PER NOTE RAKE SLOPE NAIL W/6-16d(IMP.) ATTACH BLOCK TO PO 10 12 MATCH POST.
SHEEP 13 NA1L W/6-i6d. TRU RACING W/QUANTTIY OF ILS 12' 14 ATTACH BLOCK TO POST
WALL PANELS
(ONLY REQUIRED WHEN P OTE g2, PER SCHEDUL 14• 18 W/QUAMRY OF led r-
SCAB OR 2NO RAKE 03 ,� NAILS PER SCHEDULE.
OCCURS
WIDEST DIM OF WIDEST DIME OF ) PER SCHEDULE K g i!
ENDWALL POST O. ENDWALL POSE 0. INTERIOR POST TNT POST
WIDEST DIMENSION OF WIDEST SION OF SECTION PER SO E K in _
ENDWALL POST U.N.O. ENDWALL P U.N.O.5 ECTION AT RAKE
SECTION AT ENDWA SECTION AT ENDWALL W OVER G c z
=1'_0• LL W TRUSS 5D SECTION AT ENDWALL W/ OVERHANG KC� INTERIOR POST/RAFTER CONNECTION o 0
2 -1-0 z 1"-1'-0" =J
C j DO
TO PO PURUN 8-i6d EACH SIDE,(INSIDE NAIL SCAB TO RAFTER 5-16d w J a
TO POST PLY ONLY IF 2-PLY.) TOGETHER W/led O 12 TOE NAIL T-GIRT -POST 4m 0
5-1 H RAFTER O.C.STAGGERED TO POST W/3-16d Q a
3-16d PURUN 0 OVERHANG IF (T-GIRTS ONLY REQUIRED w g?
EACH (INSIDE TO BLOCK(TYP.) METAL ROOFING USE DETAIL 2/2 AT 14'BAYS) O
PLY ONL 2-PLY.) ?�H �+•
4-i6d EACH MEMBER ROOF P CREWS \ 2x6 GIRT. FACE O p W
EACH SIDE FOR PURU NOTE 14 MATCHPSID WIDTH
TIE MAY NOT BE REQ'D. LL
SEE ULE M. NPJL TO POST W/ d. I—d
+ I+ +I+ 3-16d DRNEN AT �v y 0
EAVE GIRT ANGLE CM')
+I a RE STRAP W d x 1-1/2" WALL PANELS PER •-
+ WALL PANEL SCREWS a + — NABS PER SC LE M EAVE BUTT NOTE#4 OR#11 �
FOR GIRT FOR NOTE rf a + + SP AT POST a
I+ aI +� I
NOT
GIRT
NOTE;SHIM RAPIERS AND +1 a RAFTER PER +++ N
+ a BLOCKS TO MATCH WIDTH SCHEDULE G. O 2x4/2x4 T-GIRLS
OF INTERIOR POST. EQUAL NUMBER ® / O.C.W/2-16d
2 x BLOCK EACH SIDE NAIL SCAB TO RAFTER EACH S1DE OF POST. N O ALTERNATE LOCATION 3-16tl EACH GIRT PER CONNECTION
OF POST W/WIDTH 7 WITH(6)16d ON EACH 2 x BLOCK EACH "� O (2)3/4'0 BOLTS FOR OF TIE STRAP
MATCH POSE. SIDE OF POST SIDE OF POST W/WIDTH RAFTERS PER 10'RATTER SPANBOLT AND
L SCAB TO RAFTER SCHWULE G 2.6 GIRT. FACE
ATTACH BLOCK TO TO MATCH POST. (3)3/14".0 BOLTS SIDEWALL POST
WITH
gUANT17Y d NAILS ATTACH BLOCK TO POST (6)16d ON EACH OVER 10'SPAN NAIL W/3-16d
WITH
(8)i6d NAILS OF POST
PER SCHEDU OW. BLOCK SIZE TO CONTINUOUS RAFTERS (1)BLOCK BOLT PER NOTE•ERIOR POST MATCH POST OR PER SCHEDULE G SCHEDULE G 4i 2x6 T-GIRT. NAIL
SPA N IRS SCHEDULE K BUILD TO MATCH (AS SHOWN)
OR TRUSS TOP CHORD WALL PANELS P POST P HEDULE A 2 x BLOCK EAC TIE STRAP IAL GIRLS TOGERiER W/
70 12 OR CANTILEVERED NOTE#4 OR SIDE OF SUB PER NOTE led®18 O.C.
BLOCK Will D ALT 0.137"0 x 3-1/4"
1 14 RAKE BEAM MATCH STU. ST. FOR TR CONN. LONG NAIL O 12"N.
18 WIDEST POST DIMEN
I 4 x BLO FOR SEE DETA 2 (T-GIRLS ONLY REQUIRED
OF POST U.N.O. DOUB RS. AT 14'BAYS) T-GIRTS ONLY Q
REQUIRED AT 14'
RIDGE POST RAFTER CONNECTION BAYS AND z4•uP Y
=r-D r NO POST RIDGE CONNECTION SIDEWALL POST RAFTER CONNECTIO RAFTER TRUSS CONNECTION TYPICAL EAVE GIRT SPLICE 12 WALL GIRT DETAIL FROM BASE OF WALL
-0" t"=1'-0" 2 1"=1'-0" 2 1"=1'-0" WHEN NO SLAB
NARROW DIMENSION TOE NAIL 2x4 PURUN (2)2x6 BLOCK BERME
2X6 GIRT TOE NAILED OF POST. (TO MATCH T-GIRT TO (3)led FROM PURUNS,NAIL BLOCK / ( V
TO SKREED W/16d POST SIDEWALL POSE) POST W/2-t6d URUN TO EA. 0.131"Ox3 a"NAILS 1 0
AT 16"O.C. / (n PURLIN WRAP STRAP OVER P) BLOCK AND PURUN DICK(IMP.) 6 4"o.c.STAGG ;•:'
WALL PANEL SCREWS POST \\//\�/'.'` :: .. .,q.,:) WRAP srRA (.
FOR GIRT PER NOTEJ4 ; OBL BUD o a ® `
4"CONCRETE
SIMPSON ftsS EA e Y'
led GALVANIZED FLOOR SLAB > d 4.
®10"O.C. T-GIRT PURUN END RTO S ¢ y
_ \ :fd, •^. \ SIMPSON CS16 WRAPPED AROUND (q)76d EACH b F
2x4 P.T.GIRT -- "" "-•"''` \ ':Q):�,\\ IJ�N PURUNS,BLOCK,AND OMO I+ MEMBER (TYP.AT(2)2 [ r
J ;>:: KNEE BRACE.ATTACH w/ BLOCK ONL <QF
i 2z8 BRACE /(3)
•. �.� \ (4)16d(MIN).NAILS EACH ME MBE I+ 4x BLOCK BETWEEN STEEL d ,e
4"MIN. ;�;:r.Q IQ,'�.. INTERI ENDWALL led TOENAILS EA SIDE VET} I y�
TRUSS ANCHOR I EMBED \ : \ POST p05I RIDGE PURUNS (PER NOTE#10)w/(12){18 OF DBL BLOCK
µl/PS ON'H ETA B. I I rn \ (Q: WOOD S8 REWSWAT SCREWS AT q
FOOTING \ I.,Q;;:�: i 24"O.C. NOTE, N 14" NOTE:
14,
BEND AROUND I I .Y, HACK FILL k WHERE LENGTH OF BRACE DBL BLOCK WHERE LENGTH OF BRACE fiQ j•� v
POST AND NAIL. a \ . � ;' \ COMPACTION Inl
(2)ANCHORS PER I I \/ "';-y); \\ OF SAME PER — —L— — ——— "
EXCEEDS 5'-6"ADD FLAT EXCEEDS 5'-6"ADD FLAT
POST(EACH SIDE) �Q.i'p \ NOTE 9 ` -
a..,„:; B 'T"BRACE 757 OF LENGTH "T"BRACE 75�OF LENGTH 19969 IXCEPT(1)ANCHOR \/ ._.yz. led O 12"o.c. Ted 0 12"o.c. k
FOR CORNER POSTS. ,p' FAC L 2x4 TO `
P /2-16d FAC L 2x4 + I 'SU �A (
2x4 R" + I 2x4 Y ��.m.-��'
•/.e y;::': ,; 6"CONCRETE PAD >j41',1
� - '' OR RAGS OF TOP /6-16d ++ BRACEF2 DIAGONAL ++I N BRACEFTO ROOF
USE P.T,T-GIRT AS PER DETAIL 12/2 /� j� j� j� CONCRETE MIX ELEVATION
AT BASE OF WALL WHEN NO SLAB. MIN. DIAMETER ��'.
(B) 16d NAILS SPACED (B)SPACED'
j
ER SCHEDUL EQUALLY EACH WAY SPACED`EOUALLY EACH WAY
H AND P PO RACE MAY NOT BE REq'D. SAVE �J EAVE LLLJJJ sheet
13 BASE GIRT DETAIL S CHEQUE K. HEIGHT HEIGH
16 EMBEDDED POST FOOTING W/ PAD INTERIOR POST BRACE DETAIL 2
20 ENDWALL POST BRACE DETAIL 20 ENDWALL POST BRACE D
1•—,—D (POST AT RIDGE) 2 33
�1SIDEWALL POST SCHEDULE �1ENDWALL POST SCHEDULE w/ BRACE PER DETAIL 20/2 0
ALL BUILDING WIDTHS TO 40' N a o
ALL BUILDING WIDTHS TO 40' NOTES:
tPOST MATERIAL: SEE NOTE #5 C TRUSS BLOCK BOLT SCHEDULE a o
!POST MATERIAL: SEE NOTE #5 3/4" 4 MACHINE BOLTS W/ WASHERS 1.) ALL WORK AND MATERIALS SHALL CONFORM TO THE 2012 IBC (INTERNATIONAL BUILDING CODE). o c c v
BAY SAVE HEIGHT BUILDING CONTRACTOR IS RESPONSIBLE FOR ALL METHODS AND MEANS. c c 3 > o
SAVE HEIGHT y o-
WIDTH mom✓ WIDTH -
11' 12' 14' 15' 16' (SPAN) 11' 12' 14' 15 16' BAY TRUSS SPAN o v o
i� WIDTH 2.) TRUSS DESIGN AND FABRICATION SHALL CONFORM TO THE 2012 IBC (INTERNATIONAL
10' 4x6 4x6 4x6 6x6* 6x6* 6x8* 20' 24' 30' 36' 40'
20' OR 30' 4x6 4x6 4x6 6x6* 6x6* 6x8** BUILDING CODE). ENGINEERING DESIGN AND SHOP DRAWINGS SHALL BEAR
* * ** THE STAMP OF A PROFESSIONAL ENGINEER REGISTERED
12' 4x6 4x6 6x6 6x6 6x8 6x8
* STERED IN THE STATE OF WASHINGTON.
* s*
10 2 2 2 2 3
22' OR 32' 4x6 TRUSS BRACING SHALL BE IN ACCORDANCE
4x6 4x6 6x6 E WITH THE TRUSS DESIGN DRAWING.
6x6 6x8 U
14' 4x6 6x6* 6x6* 6x8** 6x8* 6x8* m
4', 34' OR 36 4x6 4x6 6x6* 6x6* 6x8** 6x8* IL 12 2 2 3 3 3.) BUILDINGS SHOWN ON THESE PLANS HAVE BEEN DESIGNED FOR THE FOLLOWING N
NOTE: "*" DENOTES OPTIONAL GRADE/SCAB PER LOADING: o
NOTE 5. 26' OR 38' 4x6 4x6 6x6* 6x6 6x8* 6x8* 14 2 2 3 3 4 ROOF SNOW LOAD: 25 psf DESIGN WIND SPEED: 110 MPH, EXPOSURE B. w
**° (3 sec gust) w o
DENOTES NO. 2 GRADE 28' OR 40' 4x6 4x6 6x6* 6x8** 6x8* 6x8* SEE DETAIL 1/2 OR 2/2 SOIL BEARING: 2000 psf OR 1500 psf
(PER SCHEDULES) o
GRADE DENOTES ONE SIZE SMALLER 6x_ #2 NOTE: "*" DENOTES OPTIONAL SCAB PER n
GRADE PLUS 2x6 P.T. SCAB SAME /
AS FOR GRADE/SCAB OPTION PER NOTE 5. NOTE 5. SEISMIC DESIGN CATEGORY: D w-�
DENOTES NO. 2 GRADE WITH Ss = 150%g MAX. o
POST MATERIAL: 6x_ HF#2 ROUGH "%" DENOTES ONE SIZE SMALLER 6x— #2 p PURLIN SCHEDULE v
EAVE HEIGHT GRADE PLUS 2x6 P.T. HF#2 SCAB SAME o
BAY AS FOR GRADE/SCAB OPTION PER NOTE 5. 4.) METAL PANELS SHALL BE BHP NOR CLAD, OR EQUAL, HAVING 80 KSI MINIMUM YIELD c
WIDTH 10 11' 12' 14' 15' 16' STRENGTH. ROOF PANELS SHALL BE FASTENED WITH #14 x 1-1/2" SELF TAPPING suoisiAa�
POST MATERIAL: 6x_ HF#2 ROUGH BAY WIDTH PURLIN/SPACING SCREWS AT 9' O.C. ALONG EACH PURLIN AND EACH RAKE BEAM AND #12 STITCH SCREWS
10' — — — 6x8% 6x8 % 6x10% BUILDING AT 24" O.C. ALONG EACH LAP. WALL PANELS SHALL BE FASTENED WITH #9 x 1-1/2"
WIDTH EAVE HEIGHT 2X6 @ 24" O.C. SELF TAPPING SCREWS AT 9° O.C. ALONG EACH GIRT. SEE SHT. 1 FOR METAL GAUGE. o
12' — — — 6x8% 6x8 6x10% (SPAN) 10, 11' 12' 14' 15' 16' 10 5.) LUMBER SHALL CONFORM TO THE FOLLOWING U.N.O. ON THESE PLANS: Z
14' — — 6x8% 6x8 6x10% 6x10% 2X4 THRU 2X12: HF NO. 2 L1
20' OR 30' 6x6 6x6 6x6 6x8% 6x8% 6x8 2X6 ® 24" O.C. STRUCTURAL POSTS: 4x6 HF NO. 2 S4S I--
m
12' 6x6 & LARGER HF NO.1 ROUGH SAWN & AS NOTED. Z w
NOTE ALL CORNER POSTS 4X6 — ORIENTATION 22' OR 32' 6x6 6x6 6x8% 6x8% 6x8 6x8 POSTS NOTED WITH "*" MAY BE NO. 2 GRADE PLUS 2x6 PT HF NO. 2
NOT CRITICAL EXCEPT IF ADJACENT TO SCAB APPLIED ON INSIDE FACE OF POST EXTENDING FROM FTG PAD TO 0 �
AN OPENING THEN WIDEST DIMENSION 4', 34' OR 36 6x6 6x6 6x8% 6x8% 6x8 6x10% 2X6 @ 16" O.C. 1/3 THE EAVE HEIGHT ABOVE GRADE. NAIL SCAB WITH (4) ROWS (/1 Z N
OF POST IS E BE PARALLEL TO THE 0.131" DIA x 3-1 4" GALV NAILS SPACED 6" OC EACH ROW. J Q 0
THE WALL OPENING. 26' OR 38' 6x6 6x8 6x8% 6x8 6x10% 6X1D% 2X6 DFL NO. 2 O 18" O.C. /
a
28' OR 40' 6x6 6x8 6x8% 6x8 6X10% 6X10% 14' BLOCKING: HF STANDARD AND BETTER w w
2x6 ® 48" O.C. + (2) 2x6 W LLI
® 48" O.C. (ALTERNATING) 6.) EMBEDDED STRUCTURAL POSTS SHALL BE PRESERVATIVE TREATED USING TREATMENT FOR 0_ _
0.60 pcf RETENTION IN CONFORMANCE WITH AWPA USE STANDARD UC4B. ALL OTHER 0
�� RAKE BEAM W/ OVERHANG SCHEDULE RAKE BEAM SCHEDULE LUMBER IN CONTACT WITH SOIL OR CONCRETE, OR EXPOSED TO WEATHER SHALL BE W :2J F PRESERVATIVE TREATED FOR 0.40 pcf RETENTION. NAILS USED WITH PRESERVATIVE TREATED =
LUMBER OR BELOW GRADE SHALL BE HOT—DIPPED GALVANIZED. U O
INTERIOR RAFTER SCHEDULE �
BAY BEAM SPAN BAY BEAM SPAN 7.) BOLTS SHALL CONFORM TO ASTM A307 AND HAVE WASHERS UNDER EACH HEAD AND NUT
WIDTH WIDTH GRID SYSTEM U.N.O. PRE—BORE BOLT HOLES 1/16" LARGER THAN BOLT DIAMETER.
10' 12' 14' 12' 14'
(2)2X10 (2)2X10 (2)2X12 g RAFTER SPAN B.) CONCRETE SHALL HAVE A 28 DAY MINIMUM COMPRESSIVE STRENGTH OF 3000 psi. FOR WEATHERING. o N €
10' 2X10 W/ X12 W/ (2) 2X10 W/ WID (2500 psi USED FOR DESIGN, SPECIAL INSPECTION IS NOT REQUIRED).
(1)2X12 2X12 W/2X8 SCAB 2X12 W/2X8 SCAB 10 2X4 LEDGER ER 2X4 LEDGER 10' 12' 14 9.) BACKFILL FOR EMBEDDED POSTS SHALL BE CLEAN SAND. —
(2)2X10 2 2X10 / (2) 2X10 W 10' (2)2X10 IF 2 2X10 + COMPACTION SHALL BE BY MANUALLY TAMPING WITH A 20 POUND 9
12 ( ) (2)2X12 12' 2X10 W 2X12 W / (2)2X12 ( ) MINIMUM STEEL TAMPING BAR IN LIFTS NOT TO EXCEED 8". m
(1)2X12 Z 12 X10 SC 2X4 L 2X6 LEDGER 2X4 LEDGER (2)2X8 SCABS U ul r
2 2X10 2 10. STEEL STRAP SHALL BE SIMPSON CS16 OR EQUAL.
14' (2)2X10 (2)2X12 (2)2X12 14, 10 W/ 2X12 DFL#1 W/ (2 12 W/ 12' O O2X12 (2)2X101SCABS ) a
2X12 W/2X8 SCAB (2)2X10 DFL N0.2 2X4 LEDGER 2X6 LEDGER 2X6 L R 11.) 19/32" T1-11 OR LP SIDING MAY BE USED IN PLACE OF METAL PANELS ALONG 3) °
DETAIL 5A 2 DETAIL SA 2 DETAIL SB 2 (2)2X1 + (2)2X12 + ENDWALLS AND SIDEWALLS. SIDING SHALL BE NAILED WITH 6d COMMON OR aFa
/ / / 14' 2X12 (2)2X8 CABS (2)2X10 SCABS GALALL EDGESOFOSIDNIG TO E BLOCKEDNGFORNEL EDGES SHIPLAPPEDNEEDGES BOTH IN FIELD.
PANELSS SHALL H
RAKE BEAM NOTES (SCHEDULE F AND FF):
1) SCAB OR 2ND RAKE BEAM IS TO SPAN BE EDGE NAILED WITH 6d AT 4" O.C. IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
BETWEEN POSTS. SCAB OR 2ND BEAM NOTES 1. I NTITY OF RAFT OR RAFTERS + SCABS =
RAKE BEAM
IS TAL NUMBER T GRID w/ EQUAL NUMBER 12.) CONSTRUCTION OPTIONS WHERE SHOWN ARE AT THE BUILDER'S DISCRETION. a
2) WHERE CANTILEVER OCCURS OUTER RAKE BETWEEN POST EAC SIDE OF P T.
BEAM TO BE CONTINUOUS AND A COLLAR TIE 0L BEAM & SCAB 2. WHE NO N. EVER OCCURS 2ND RAFTER OR 13.) NAILS ARE COMMON WIRE, UNLESS NOTED OTHERWISE. NAILS INSTALLED IN
IS REQUIRED AT CANTILEVER. SEE DETAIL 1 BELOW. SCAB RE TO PAN BETWEEN POSTS. PRESERVATIVE TREATED LUMBER TO BE HOT DIPPED GALVANIZED OR EQUIVALENT.
16d ® 12" O.C. 3. WHER ANTI, ER OCCURS 2ND RAFTER OR
(STAGGERED) SCAB ( S. IFIED) IS TO BE THE LENGTH OF INTERIOR POST SCHEDULE
THE RA SPAN + 2' AND EXTEND 4' BEYOND
SYM INTERIOR ST. SEE DETAIL 2 BELOW. ID SYSTEM
®I� RIDGE 8 K 4. RAFTER SCABS TO BE SPIKED TOGETHER
w/16d•' U AIL (0.131x3-1/4") AT 12"o.c. EAVE HEIGHT
ONTINUOUS RAKE BEAM STAG D .N.0.) WBDTH
RAFTER 8' 10' 1 14' 15' 16'
2ND RA 4 OR SC 10' 4X6 4X6 oor 4X6 6 W 4X6 x< 6X6 4 rbJ
RAKE BEAM PLUS RAFTER & SCAB 12' 4X6 4X6 * 4X6 11 4X6 6 6X6 O• SCAB OR SECOND V
:11WHERAK
RE EOCCURS 14' 6 4X6 4X6 * 4X6 W 6X6 6X6 ^v\`
COLLARTI ND CONNECTION 16d ® 12" O.C.
V
TO RAK EAM PER SCHEDULE SYM (STAGGERED) v
FLOW k�0 ® � M THESE POSTS TO BE BRACED PER
DWALL POST LAN
DETAIL 17/2 OR USE 6x6 POST.
EN '
ST ACING JPS A M EAVE GIRT TIE STRAP i
2 �, k 4
COLLARTIE D CONEC SCHEDULE 6 ENO QVv BLDG.BLDG. TIE STRAP PER DETAIL 11 2 OR 2/2 s�
E ALL POST SPACI SCP� P RIDGE BL K WIDTH LENGTH ouANntt o NAILS / f , z
BAY (AT RIDGE) QO`' NO TIE BLDG. LENGTH qiL i 2 DETAIL 2 2
WIDTH 0, 12' 14' F�
2 ROWS 16d at 6" o. 20' 3 36' TO 60' 5 12 �;�
10, 2 WITH 9 2x8 WITH 11 2x10 WITH 13 EACH ROW AT CANTIL :
LS EACH END NAILS EACH EN AILS EACH END
24' 39' MAX.
12' xB WITH 11 2x10 WITH 13 10 WITH 15 NO RAFTER OR 28' 43' MAX. 44' TO 84' 6 13 Zj F S 19 U NAILS EACHEND NAILS EACH END N S EACH END SCAB ATTACHED POST PER PLAN 1 �'r � x
1 2x10 WITH (13) 2x10 WITH (1 5) 2x1 WITH (18) WITH 16d AT 32' 48' MAX. 49' TO 96' 7 14 L^a
12'I O.C. STAGGERED •Cra,NAILS EACH END NAILS EA CH END NAILS CH END 36' 52' MAX. 53' TO 108' 8 15 P�if ��y
LS TO BE 16d GUN NAIL (0.131 Diax3-1/4") 0 10d COMMON POST SPACING sheet
SEE DETAIL 6/2 40' 57' MAX. 58' TO ,120 9 16
COLLARTIE DETAIL AT RAKE BEAM RIDGE 2, PICAL RAFTER SCAB FOR ADDITIONAL INFORMATION
COLLARTIE NOT REQUIRED WITH SINGLE RAKE NOTE: NAIL QTY'S SHOWN ARE EACH SIDE OF SPLICE. 14
z
WHERE OVERHANG OCCURS, SEE DETAIL 2/2. 3
�1 SIDEWALL POST FOOTING SCHEDULE WITH CLEARSPAN TRUSS
�� SIDEWALL POST FOOTING SCHEDULE WITH GRID (OR ENDWALL WITH CLEARSPAN OR GRID)
INTERIOR POST FOOTING SCHEDULE o 0
F Y
ALLOWABLE SOIL BEARING = 2,000 psf t GRID SYSTEM m o ALLOWABLE SOIL BEARING = 2,000 psf /
BAY BUILDING EAVE HEIGHT co o
WIDTH WIDTH o EAVE HEIGHT BAY POST LLOWABLE SOIL BEARING = 2,000 f °c a>o
( 11' 12' 14' 15' 16' WIDTH SPACING 11' 12' 14' 15' 16' POS BAY WIDTH Q ° o
TRUSS SPAN
18" dia, x 18" dia. x 18" dia. x 18" dia. x 18° dia. x 18° dia. x SPACING 10' 12' 14'
24' OR LESS 10, 18" dia. x 18" dia, x 18" dia. x 18" dia. x 18" dia. x 18" dia. x
4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 10' " dia. 18" a. 18" dia °
10 32' OR LESS 18"dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 10' 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x DO-
4'-0 DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 12 4-0 DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 12 18 °' dl°' 18 dl°' w
18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 14' 18" di 18" dia. 18" dia. N
40' OR LESS 14, 18" dia. x 18" dia. x 18" dia. x 18" dio. x 18" dia. x 18' dia. x E
4-0 DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP
18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x ALLOWABLE S BEA G = 1,500 psf a
24' OR LESS 4'-0" DEEP '-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 10'
4'-0" DEEP 4'-0 DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0' DEEP POST BA IDTH
18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x SPACING 10' 12 14'
12 32' OR LESS '_ � 12, 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x �
4 0' DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 12 4'-0" DEEP -_0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0' DEEP
AALL
" dia. 18" dia. 18" dia. o
4.0' OR LESS -- dia. x 24" dia. x '- dia. x 24" dia. x 24" dia. x 24" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x �
4'-0 DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 74 4'-0" DEEP 4' 0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3' DEEP " dia. 18" dia. N24id.
18" dia. x 18" dia. x 18" dia, x 18" dia. x 18" dia. x 18" dia. x 18 dia. x 18" dia. x 18" dia. x 18" dia, x 18" dia. x 18" dia. x " dia. 24" dia.
24' OR LESS 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 10
4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEPOOTINGS 4'-0" DEEP o
14' 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dio. x 14' 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x LJ
32' OR LESS 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0° DEEP 4'-3" DEEP 4'-3" DEEP 12
4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP Ld m
40' OR LESS , dl°' x 24 dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18' dia. x 18" dia. x --I
4'-0 DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 14 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP �W Q
= W
NOTE: DEPTHS ARE TO TOP OF CONCRETE NOTE: DEPTHS ARE TO TOP OF CONCRETE U C)O
PAD OR BAGS OF MIX. PAD OR BAGS OF MIX. d
WABL Ux
E SOIL BEARING = 1500 psf ALLOWABLE SOIL BEARING = 1500 psf !n w
BAY UILDING SAVE HEIGHT z
BAY POST SAVE HEIGHT O �2
WIDTH (TRUSS Sp" 10' 11' 12' 14' 15' 18' WIDTH SPACING
10, 11' 12' 14' 16' U
24' OR LESS 18 dia.`k -• dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 1 x w dia. x 18" dia. x 0
4'-0" DEEP 4'-0 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP 10 4'-0" DEEP 4'-0" DEEP 4'-3" -3" DEEP 4'-6" DEEP 4'-9" DEEP
10 32' OR LESS 18" dia. x 18" dia. x 18' 18" dia. x 18" dia. x 18" dia. x 10' 12' 18" dia, x 18" di dia. x 18" dia. x 18" dia. x 18" dia. x
4'-0 DEEP 4'-0" DEEP 4'-3" DEEP' " DEEP 4'-6" DEEP 4'-9' DEEP 4'-0" DEEP EEP 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP
40' OR LESS 24" dia. x 24" dia. x 24" dia. x 24" dia. x " 'a. x 24" dia. x a. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x o z €
4'-0 3"DEEP 4'-0" DEEP 4'-3" DEEP 4'- DEEP 4'-6" -9" DEEP 14 4'-0" DEEP 4'-3". DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'—mo -0" DEEP -
w+1 -I y
1- dia. x 1- dia. x 1- dia. x 1- dia. x 1- dia. x 18" la. 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x
24' OR LESS 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 10 0 W
4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP U
12 32' OR LESS 24 dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia, x 18" dia. x a ,tt1
4 0' DEEP 4'-3" DEEP 4'-6' DEEP 4'-6" DEEP 4'-6" DEEP 4' P 12 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP lL p
40' OR LESS 24" dia. x 24" dia. x 24" dia. x 24" dia. x x 24" dia. x 8" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x
O�
4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" -6" DEEP 4'-9" DEEP 14 4- EP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-0" DEEP �Y ' 3
24' OR LESS '- "dia. x 24" dia. x 24" 24" dia. x 24" dia. x 24" dia. x 18" dia. x 1 x 18" dia. x 18" dia. x 18" dia. x 18" dia. x
4'-0 DEEP 4'-3" DE DEEP 4'-6" DEEP 4'-9" DEEP 5'-0" DEEP 10 4'-0" DEEP 4'-0" D " DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP s
14' 24" dia. dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 14' 18" dia. x 18" dia. x 18" dia. " dia. x 18° dia, x 18" dia. x Cs
32' OR LESS 4'- P 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-0" DEEP
12 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'- 4'-6" DEEP 4'-9" DEEP
LESS 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18 18" dia. x
4'-0 DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-0" DEEP 74 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEE DEEP
s,
O
2 BLOCK TO MATCH
POST WIDTH.BLOCK
NAILED TO POST IN 16d.
od 1-1/2^NAILS TRUSS p'Y t1• rl A,
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STIFFENER TO UNDERSI OF STIFFENERS
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BRACE)PER NOTE d10. ®48^O.C. NAIL TO GIRT '�y
B OVER POST. WIDEST DI
N.C.
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WALL PANELS NO ROOFL$AND
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18 -BRACE STRAP POST CONN' TION DUTCH GAMBREL DETAIL DErw1 sheet
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GU5 U
CITY OF ARLINGTON
` 18204 59th Avenue NE,Arlington,WA 98223
INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551
BUILDING PERMIT
17814 43RD AVE NE Permit#:453
PERMIT EXPIRES 180 DAYS AFTER
Parcel#: 31052100300900 DATE OF ISSUANCE.
Scope of Work:Detached 24'x 36'Post Frame Building Valuation: 16000.00
OWNER APPLICANT CONTRACTOR
LAFOUNTAIN HELGA Town&Country Post Frame Buildings TOWN&COUNTRY POST FRAME
BUILDINGS
17814 43RD AVE NE 16521 HWY 99#C 16521 HWY 99#C
ARLINGTON,WA 98223-6320 Lynnwood,WA 98037 LYNNWOOD,WA 98037
425-743-1555 425-743-1555
LIC:600 461 076 EXP: 10/31/2025
LIC:TOVVNCPF099LT EXP:06/30/2025
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: ACCESSORY STRUCTURE CODE YEAR: 2012
STORIES: 1 CONST.TYPE:
DWELLING UNITS: OCC GROUP:
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any
other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the
Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any
period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance
advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building
official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this
jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation,
guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is
determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City
ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor.
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 UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN
MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC 110.
SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on
your sales tax return form and coded City of Arlington#3101.
�1 Z08/21/2014
Applicant Signature Date Building Official Date
CONDITIONS
1. Storm water shall be addressed via infiltration Standard Detail SD-140.2.Provide Snohomish Health District clearance for
drainfield reserve area.
The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The
property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment
or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant
authorities before commencing construction.The property owner shall ensure that the construction project complies with all
applicable design review requirements.
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
09/14/2026 Building Permit $353.28
09/14/2026 State Surcharge-1st DU $4.50
09/14/2026 Building Plan Review $229.63
Total Due: $587.41
Total Payment: $587.41
Balance Due: $0.00
CALL FOR INSPECTIONS
Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
INSPECTION INFORMATION Pass/Fail
R20.ACCESSORY STRUCTURE FINAL Completed
Permit#: 453
Permit Date: 08/19/14
Permit Type: ACCESSORY STRUCTURE
Project Name: Helga LaFountain
Applicant Name: Town & Country Post Frame Buildings
Applicant Address: 16521 HWY 99 #C
Applicant, City, State, Zip: Lynnwood, WA 98037
Contact: Jeremy Hammar
Phone: 425-743-1555
Email: permit assist@permabilt.com
Scope of Work: Detached 24'x 36' Post Frame Building
Valuation: 16000.00
Square Feet: 864
Number of Stories: 1
Construction Type:
Occupancy Group:
ID Code:
Permit Issued: 08/21/2014
Permit Expires:
Permit Form Type:
Civic Plus Number:
Status: COMPLETE
Assigned To:
Property
Parcel# Address Legal Description Owner Name Owner Phone Zoning
31052100300900 17814 43RD AVE NE LAFOUNTAIN 111 Single Family
HELGA Residence-Detached
Contractors
Contractor Primary Contact Phone Address Contractor Type License License#
TOWN&COUNTRY
POST FRAME 425-743-1555 16521 HWY 99 CONSTRUCTION UBI 600 461 076
BUILDINGS #C CONTRACTOR
TOWN&COUNTRY 16521 HWY 99 CONSTRUCTION Labor&
POST FRAME 425-743-1555 TOWNCPF099LT
BUILDINGS #C CONTRACTOR Industries
Inspections
Date Inspection Type Description Scheduled Date Completed Date Inspector Status
R20.ACCESSORY
09/05/2014 STRUCTURE 10/14/2014 10/14/2014 z.Christopher Young Completed
FINAL
Plan Reviews
Date Review Type Description Assigned To Review Status
08/19/2014 Garage Ok to issue. z.Christopher Young
Fees
Fee Description Notes Amount
Building Permit Table 4-1 $353.28
State Surcharge- 1 st DU Residential- I st Unit $4.50
Building Plan Review Table 4-2 $229.63
Total $587.41
Attached Letters
Date Letter Description
08/21/2014 Building Permit
Payments
Date Paid By Description Payment Type Accepted By Amount
08/21/2014 Helga LaFountain Building Permit Check#8576 $587.41
Outstanding Balance $0.00
Notes
Date Note Created By:
10/14/2014 Need to have Marc evaluate the drainage situation since the owner is refusing to install the Chris Young
infiltration trench.
08/21/2014 Conditions added to permit from zoning verification application.AR Amy Rusko
Uploaded Files
Date File Name
08/19/2014 LLD 453 Application.pdf
08/19/2014 BLD 453 Building Design.pdf
08/19/2014 BLD 453 Calculations.pdf
08/19/2014 BLD 453 Engineered plans.pdf
08/19/2014 BLD 453 Site Plan.pdf