HomeMy WebLinkAboutPermit File 707 22nd Street 0726004-2 0001 09/17/2007 002 8
Permit Fees 007695 $2,271.78
-G1 Y C7 City of Anacortes Permit#: BLD-2007-0632
904 6th Street Issue date: 09/17/2007
`"40 P.O.Box 547
'if' .rr 0 Anacortes, WA 98221-0547 Expire date: 09/16/2008
4`'� 't ), (360) 293-1901
Job Address: 707 22ND ST Permit Type: Commercial Repair/Alter Permit
ANACORTES WA 98221-2598 Project:
APN: P78000
Remarks: Repair building doors, rebuild south end wall, new footing under south wall, pour new non-structural slab. Replace the
roofing covering.
Owner: MJB PROPERTIES Contractor: OWNER
Address: 9125 10TH AVE S Address:
SEATTLE WA 98108-4612
Phone: (206) 762-9125 Phone:
License#:
General Information: Fees:
Building Valuation 230000 Building Permit Fee 1,374.50
State Building Code Fee 4.50
Plan Review Fee 892.78
Total Calculated: 2,271.78
Deposits/Receipts: 0.00
Total Due: 2,271.78
THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF
CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I
HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL
PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR
NOT, THE G•ANTING 0 . PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCE THE PROVISIONS OF ANY OTHER
STATE OR • AL LA - e LATING CONSTRUCTION OR THE PERFORMANCE OF CONC.---- ..-
TRUCTION.
` L '=
SIG ATURE OF •f ' OR AUTHORIZED AGENT ISSUED
•
na[l P®ITIER 4[fflein®®1Tildngp Ih@CI
CONSULTING ENGINEERS/CIVIL AND STRUCTURAL
STRUCTURAL DESIGN CALCULATIONS
CITY OF AN ,C U: t ES FERMI I LIENTER
APPROVED PLANS L „.0. a 7 - G6 3Z !
�ERTAIT O. —
of ?U' 2- 9 P'N4
ADDRESS . __ �
/ '
APPROVED BY' C 7/7CG __._
;OBJECT TO FIELD INSPECTION.
IS NQQT O�CL.I�DIEC'
OR VIOLAT'ON OF
Metal Building End Wall
Wind Design
Anacortes, WA
for
Ivor Jones
Seattle, WA Ack�A R '
_ . r .
M l ly
September 2007 '�' '4 -7
REI #07104 O' t 1103 .
WPITIMPFPml,
1 51 9 West Valley Highway North/Suite 101 SEP 0 7 2007
Post Office Box 836/Auburn, WA 98071 r i
253-833-7776 Fax 253-939-2168 _ i� ,.1
i
JOB AI e
CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. -OF
CALCULATED BY DATE // e7
1519 West Valley Highway North/Suite 101/Auburn,WA 98001 /
Post Office Box 836/Auburn,WA 98071 CHECKED BY DATE
253-833-7776 Fax 253-939-2168
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(''� ^^ JOB 11•4 !i/ +�
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CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. OF
CALCULATED BY /6- DATE •�,7
1519 West Valley Highway North/Suite 101/Auburn,WA 98001
Post Office Box 836/Auburn,WA 98071 CHECKED BY DATE
253-833-7776 Fax 253-939-2168
SCALE
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D PRODUCT 207
!
Main Wind Force Resisting System-Method 1 h<_60 ft.
Figure 6-2(cont'd) 1 Design Wind Pressures
0
Enclosed Buildings Walls & Roofs
Simplified Design Wind Pressure, ps3o(psf) (Exposure Bath=30 ft.,Kn=1.0, with t=1.0)
m
Zones
Basic Wind Roof v Horizontal Pressures Vertical Pressures Overhangs
Speed Angle 1
(mph) (dggrees) ,/ 7+ 1 B L C l D E F G H EcH GCH
i
(� 0 to 5) 1 11.5 /-5.9 7.6 )3.5 -13.8 -7.8 -9.6 -6.1 -19.3 -15.1 i
10° 1 12.9 -5.4 13:6 -3.1 -13.8 -8.4 -9.6 -6.5 -19.3 -15.1
(-- -N, 15° 1 14.4 -4.8 9.6 -2.7 -13.8 -9.0 -9.6 -6.9 -19.3 -15.1
85 7 20° 1 15.9 -4.2 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 -19.3 -15.1
25° 1 14.4 2.3 10.4 2.4 -6.4 -8.7 -4.6 -7.0 -11.9 -10.1
2 -2.4 -4.7 -0.7 -3.0
30 to 45 1 12.9 8.8 10.2 7.0 1.0 -7.8 0.3 -6.7 -4.5 -5.2
2 12.9 8.8 10.2 7.0 5.0 -3.9 4.3 -2.8 -4.5 -5.2
0 to 5° 1 12.8 -6.7 8.5 -4.0 -15.4 -8.8 -10.7 -6.8 -21.6 -16.9
10° 1 14.5 -6.0 9.6 -3.5 -15.4 -9.4 -10.7 -7.2 -21.6 -16.9
15° 1 16.1 -5.4 10.7 -3.0 -15.4 -10.1 -10.7 -7.7 -21.6 -16.9
90 20° 1 17.8 -4.7 11.9 -2.6 _ -15.4 -10.7 -10.7 -8.1 -21.6 -16.9
25° 1 16.1 2.6 11.7 2.7 -7.2 -9.8 -5.2 -7.8 -13.3 -11.4
2 - ----- --- ---- -2.7 -5.3 -0.7 -3.4 ------ ---
30 to 45 1 14.4 9.9 11.5 7.9 1.1 -8.8 0.4 -7.5 -5.1 -5.8
2 14.4 9.9 11.5 7.9 5.6 -4.3 4.8 -3.1 -5.1 -5.8
0 to 5° 1 15.9 -8.2 10.5 -4.9 -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 t
10° 1 17.9 -7.4 11.9 -4.3 -19.1 I -11.6 -13.3 -8.9 -26.7 -20.9
15° 1 19.9 -6.6 13.3 -3.8 -19.1 -12.4 -13.3 -9.5 -26.7 -20.9 4
20° 1 22.0 -5.8 14.6 -3.2 -19.1 -13.3 -13.3 -10.1 -26.7 -20.9
100 25° 1 19.9 3.2 14.4 3.3 -8.8 -12.0 -6.4 -9.7 -16.5 -14.0
2 -- ---- --- --- -3.4 -6.6 -0.9 -4.2 ---- -----
30 to 45 1 17.8 12.2 14.2 9.8 1.4 -10.8 0.5 -9.3 -6.3 -7.2
2 17.8 12.2 14.2 9.8 6.9 -5.3 5.9 -3.8 -6.3 -7.2
0 to 5° 1 17.5 -9.0 11.6 -5.4 -21.1 -11.9 -14.7 -9.3 -29.4 -23.0
! 10° 1 19.7 -8.2 13.1 -4.7 -21.1 -12.8 14.7 9.8 29.4 23.0
15° 1 21.9 -7.3 14.7 -4.2 -21.1 -13.7 -14.7 -10.5 -29.4 -23.0
105 20° 1 24.3 -8.4 16.1 -3.5 -21.1 -14.7 -14.7 -11.1 -29.4 -23.0
25' 1 21.9 3.5 15.9 3.5 -9.7 -13.2 -7.1 -10.7 -18.2 -15.4
2 --- - --- --- -3.7 -7.3 -1.0 -4.6 -- ----
30 to 45 1 19.6 13.5 15.7 10.8 1.5 -11.9 0.6 -10.3 -6.9 -7.9
2 19.6 13.5 15.7 10.8 7.6 -5.8 6.5 -4.2 -6.9 -7.9
0 to 5° 1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3
10° 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3
15° 1 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 -32.3 -25.3
1
20° 1 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3
10 25° 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -11.7 -19.9 -17.0 30 to 45 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 -7.6 -8.7
2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 -7.6 -8.7
0 to 5° 1 22.8 -11.9 15.1 -7.0 -27.4 -15.6 -19.1 -12.1 -38.4 -30.1
10° 1 25.8 -10.7 17.1 -6.2 -27.4 -16.8 -19.1 -12.9 -38.4 -30.1
15° 1 28.7 -9.5 19.1 -5.4 -27.4 -17.9 -19.1 -13.7 -38.4 -30.1
20° 1 31.6 -8.3 21.1 -4.6 -27.4 -19.1 -19.1 -14.5 -38.4 -30.1 .
120
25° 1 28.6 4.6 20.7 4.7 -12.7 -17.3 -9.2 -13.9 -23.7 -20.2
2 - - -- --- -4.8 -9.4 -1.3 -6.0 ---- ------
30 to 45 1 25.7 17.6 20.4 14.0 2.0 -15.6 0.7 -13.4 -9.0 -10.3
2 25.7 17.6 20.4 14.0 9.9 -7.7 8.6 -5.5 -9.0 -10.3
Unit Conversions-1.0 ft=0.3048 m; 1.0 psf =0.0479 kN/m 2
38 ASCE 7-05
Main Wind Force Resisting System—Method 1 h 5 60 ft.
Figure 6-2(coned) ' Design Wind Pressures
Enclosed Buildings Walls & Roofs
.
Adjustment Factor
for Building Height and Exposure, A.
Mean roof Exposure
height(ft)
15 1.00 1.21 1.47
20 1.00 1.29 1.55
25 1.35 1.61
30 .O 1.40 1.66
35 1.05 1.45 1.70
40 1.09 1.49 1.74 _
45 1.12 1.53 1.78
50 ,..4.1. 1.56 1.81 _
55 / 1.19 1.59 1.84
60 1. 2 1.62 1.87
•
•
•
•
•
•
II
li
40 ASCE 7-05
Components-and Cladding Method 1 h 5 60 ft.
Figure 6-3 Design Wind Pressures Walls & Roofs Si
Enclosed Buildings t
....4, ,.
h ., ‘,.<..- h --,-,---f. ) ,..
M o
A.
%.,
f,ri r, ,,]
a
e►e d►e {
Flat Roof Hip Roof (7°< 8 S 27°)
4...ie
.y r .t3 y
3 ti
o y
CSA eA,
Nol. ,. 45'
4PA, ,,,,,,,„,,,,
4.., - 1,„,. ,. 4
, , 4,
,
Gable Roof (0 5.. 7°) Gable Roof (7°< 8 5_ 45°) kl, , ,,,
', ,+-
End Zones ® Corner Zones
Interior Zones ..;, �=',
Roots-Zone 1/Walls-Zone 4 c_ .. Roofs-Zone 2/Walls-Zone 5 Roofs-Zone 3 �' ' `t
Notes: I. `
1. Pressures shown are applied normal to the surface,for exposure B,at h=30 ft(9.1m),I=1.0,and Ict=1.0. Adjust to other
conditions using Equation 6-2. ', I
2. Plus and minus signs signify pressures acting toward and away from the surfaces,respectively. ,:.L
3. For hip roofs with 9 S 25°,Zone 3 shall be treated as Zone 2. ;'
4. For effective wind areas between those given,value may be interpolated,otherwise use the value associated with the lower , ,
effective wind area. l
5. Notation:
a: 10 percent of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal i " 1
dimension or 3 ft(0.9 m). { .";[
h: Mean roof height,in feet(meters),except that eave height shall be used for roof angles<10°.
0: Angle of plane of roof from horizontal,in degrees. n,
i.
1.
1. fil
I °i
l5 Minimum Design Loads for Buildings and Other Structures 41
s
• Is
,
I'.
;JB , upert, PE Title: Job#
-u••" rt Engineering,Inc Dsgnr: Date: 8:45AM, 6 SEP 07(
Description:
51' West Valley Highway#101
pub;rn,WA 98001 Scope:
253-833-77761 jrupert@ruperteng.com
Rev: 580007
User:KW-0601423.Ver5.8.0,1-Nov-2006 Steel Bearn Design Page 1
(c)1983-2006 ENERCALC Engineering Software •
Description Anacortes Metal Bldg-End Wall Wind Beam-Zone"A"
General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000
Steel Section : W18X40 Fy 50.00ksi
Pinned-Pinned Load Duration Factor 1.33
Center Span 54.25 ft Elastic Modulus 29,000.0 ksi
Left Cant 0.00 ft LL&ST Don't Act Together
Right Cant 0.00 ft
Lu:Unbraced Length 5.00 ft
Distributed Loads Note!Short Term Loads Are WIND Loads.
#1 #2 #3 #4 #5 #6 #7
DL 0.167 0.031 k/ft
LL k/ft
ST k/ft
Start Location 30.000 ft
End Location 54.250 54.250 ft
Summary Beam OK
Static Load Case Governs Stress
Using:W18X40 section,Span=54.25ft, Fy=50.0ksi
End Fixity= Pinned-Pinned,Lu=5.00ft,LDF=1.330
Actual Allowable
Moment 66.078 k-ft 188.100 k-ft Max.Deflection -1.975 in
fb:Bending Stress 11.593 ksi 33.000 ksi Length/DL Defl 329.6 :1
fb/Fb 0.351 :1 Length/(DL+LL Defl) 329.6 :1
Shear 5.114 k 112.770 k
fv:Shear Stress 0.907 ksi 20.000 ksi
fv/Fv 0.045 :1
Force& Stress Summary
«-These columns are Dead+Live Load placed as noted->>
DL LL LL+ST LL LL+ST
Maximum Only 0 Center @ Center Cad Cants Cad Cants
Max.M+ 66.08 k-ft 66.08 k-ft
Max.M- -0.00 k-ft
Max.M @ Left k-ft
Max.M @ Right k-ft
Shear @ Left 4.70 k 4.70 k
Shear @ Right 5.11 k 5.11 k
Center Defl. -1.975 in -1.975 0.000 -1.975 0.000 0.000 in
Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in
Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in
...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in
Reaction @ Left 4.70 4.70 4.70 k
Reaction @ Rt 5.11 5.11 5.11 k
Fa calc'd per Eq.E2-1,K*Ur<Cc
I Beam Passes Table B5.1,Fb per Eq.F1-1,Fb=0.66 Fy
o.16kftl , lllllllT�lll �� lllllllll� ll , l , ll , ll � lllll1 ale
kfft
0.03k/ft1 � 111 �, 1 , 1111 , � 1 , 1110.03k/ft
(54-.25 er
O
13, Mmax=66.07 k-ft
Dmax=-1.9753 in
Lmax=4.697 k 1_61J /�' ,i� 1 Rmax=5.113 k
Vmax @ left=4.697 k Vmax @ rt=5.113 k
JB Rupert,PE Title: Job#
Rupert Engineering,Inc Dsgnr: Date: 9:10AM, 6 SEP 7
1519 West Valley Highway#101 Description:
• Auburn,WA 98001 Scope:
253-833-77761 jrupert@ruperteng.com
Rev: 580007
User.KW-0601423,Ver5.8.0,1-Nov-2006 Steel Beam Design Page 1
(c)1983-2006 ENERCALC Engineering Software
Description Anacortes Metal Bldg-End Wall Wind Beam-Zone" tG/
General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000
Steel Section : W18X40 Fy 50.00ksi
Pinned-Pinned Load Duration Factor 1.33
Center Span 56.50 ft Elastic Modulus 29,000.0 ksi
Left Cant. 0.00 ft LL&ST Don't Act Together
Right Cant 0.00 ft
Lu:Unbraced Length 5.00 ft
Distributed Loads Note!Short Term Loads Are WIND Loads.
#1 #2 #3 #4 #5 #6 #7
DL 0.110 0.021 k/ft
LL k/ft
ST k/ft
Start Location 30.000 ft
End Location 56.500 56.500 ft
, Summary . Beam OK
Static Load Case Governs Stress
Using:W18X40 section,Span=56.50ft, Fy=50.0ksi
End Fixity= Pinned-Pinned,Lu=5.00ft,LDF=1.330
Actual Allowable
Moment 47.657 k-ft 188.100 k-ft Max.Deflection -1.543 in
ft):Bending Stress 8.361 ksi 33.000 ksi Length/DL Defl 439.3 :1
fb/Fb 0.253 :1
Length/(DL+LL Defl) 439.3 : 1
Shear 3.533 k 112.770 k
fv:Shear Stress 0.627 ksi 20.000 ksi
fv/Fv 0.031 :1
Force &Stress Summary
<<-These columns are Dead+Live Load placed as noted->>
DL LL LL+ST LL LL+ST
Maximum Only Cca Center a Center Cca Cants a Cants
Max.M+ 47.66 k-ft 47.66 k-ft
Max.M- -0.00 k-ft
Max.M @ Left k-ft
Max.M @ Right k-ft
Shear @ Left 3.24 k 3.24 k
Shear @ Right 3.53 k 3.53 k
Center Defl. -1.543 in -1.543 0.000 -1.543 0.000 0.000 in
Left Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 in
Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in
...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in
Reaction @ Left 3.24 3.24 3.24 k
Reaction @ Rt 3.53 3.53 3.53 k
Fa calc'd per Eq.E2-1,K*Ur<Cc
I Beam Passes Table B5.1,Fb per Eq.F1-1,Fb=0.66 Fy
0.11k/ftlllllllll , lll ► l � llll , l , llll , lll ► ► ll ► l , lllllll 1kift
0.02kft , 111111111111111110110.02k/ft
K g i 56.50 ft /
"r
y` 0
Mmax=47.65 k-ft
Dmax=-1.5433 in
Lmax=3.238 k Rmax=3.533 k
Vmax @ left=3.238 k Vmax @ rt=3.533 k
• JB Rupert,PE Title: Job#
Rupert Engineering,Inc Dsgnr: Date: 8:45AM, 6 SEP 07
1519 West Valley Highway#101 Description. 6 px
Auburn,WA 98001 Scope:
253-833-77761 jrupert@ruperteng.com
Rev: 580007
User.KW-0601423,Ver5.8.0,1-Nov-2006 Steel Beam Design Page 2
(c)1983-2006 ENERCALC Engineering Software : I
Description Anacortes Metal Bldg-End Wall Wind Beam-Zone"A" L,
Section Properties W18X40 l
Depth 17.900 in Weight 40.08 #/ft
Web Thick 0.315 in box 612.000 in4
Width 6.015 in lyy 19.100 in4
Flange Thick 0.525 in Sxx 68.400 in3
Area 11.80 in2 Syy 6.350 in3
Rt 1.520 in R-roc 7.210 in
Values for LRFD Design.... R-yy 1.270 in
J 0.810 in4 Zx 78.400 in3
Cw 1,440.00 in6 Zy 9.950 in3
K 0.927 in
Qcopw l5 �1�1 g�mg®Lfll f�L °�9 0 f�l�'o cos ���_ca'z✓��/,Ol��l�ti- 'al-0 LG��;/-.�r.,.-
CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. OF f( l
CALCULATED BY DATE d""
1519 West Valley Highway North/Suite 101/Auburn,WA 98001
Post Office Box 836/Auburn,WA 98071 CHECKED BY DATE
253-833-7776 Fax 253-939-2168
SCALE
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D PRODUCT 207
JB Rupert, PE Title: Job#
Rupert Engineering,Inc Dsgnr: Date: 2:02PM, 6 SEP 07
1519 West Valley Highway#101 Description
• Auburn,WA 98001 Scope:
253-833-77761 jrupert@ruperteng.com
Rev: 580010
User:KW-0601423,Ver 5.8.0,1-Nov-2006 Steel trr ii ' �T/�T Page 1
(c)1983-2006 ENERCALC Engineering Software
Description Anacortes Wind Wall Compression Strut at Roof
General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000
Steel Section W8X28 Fy 36.00 ksi X-X Sidesway: Restrained
Duration Factor 1.330 Y-Y Sidesway: Restrained
Column Height 24.000 ft Elastic Modulus 29,000.00 ksi
End Fixity Pin-Pin X-X Unbraced 24.000 ft Kxx 1.000
Live&Short Term Loads Combined Y-Y Unbraced 23.500 ft Kyy 1.000
Loads _ _
Axial Load...
Dead Load k Ecc.for X-X Axis Moments 0.000 in
Live Load k Ecc.for Y-Y Axis Moments 0.000 in
Short Term Load 5.16 k
Summary Column Design OK
Section:W8X28, Height= 24.00ft,Axial Loads: DL= 0.00, LL= 0.00, S•c = 0.000in
Unbraced Lengths: X-X= 23.50ft, Y-Y= 24.00ft
Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen)
AISC Formula H1 -1
AISC Formula H1-2
AISC Formula H1 -3 0.0993
XX Axis: Fa calc'd per Eq.E2-2,K*Ur>Cc
XX Axis:I Beam,Major Axis,LIrT>(510,000*Cb I Fv)".5,Fb per Eq.F1-7
XX Axis:I Beam,Major Axis,Fb per Eq.F1-8,Fb=12,000 Cb Af I(I*d)
YY Axis:Fa calc'd per Eq.E2-2,K*Lir>Cc
YY Axis:I Beam,Minor Axis,Passes Table B5.1,Fb=0.75 Fv per Eq.F2-1
Stresses
Allowable&Actual Stresses Dead ' Live DL+LL DL+Sho
Fa:Allowable 4.74 ksi 0.00 ksi 4.74 ksi 6.30 ksi
fa:Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.63 ksi
Fb:xx:Allow[F1-6] 15.71 ksi 0.00 ksi 15.71 ksi 20.89 ksi
Fb:xx:Allow[F1-7]&[F1-8] 15.71 ksi 0.00 ksi 15.71 ksi 20.89 ksi
fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi
Fb:yy:Allow[F1-6] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi
Fb:yy:Allow[F1-7]&[F1-8] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi
fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi
Analysis Values
F'ex: DL+LL 22,306 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00
Fey:DL+LL 4,736 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00
F'ex:DL+LL+ST 29,667 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00
F'ey:DL+LL+ST 6,298 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00
Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft
JB Rupert,PE Title: Job#
Rupert Engineering,Inc Dsgnr: Date: 2:02PM, 6 SEP
1519 West Valley Highway#101 Description
• Auburn,WA 98001 Scope:
253-833-77761 jrupert@ruperteng.com
Rev: 580010
User:KW-0601423,Ver 5.8.0,1-Nov-2006 Steel Column Page 2
(c)1983-2006 ENERCALC Engineering Software : j
Description Anacortes Wind Wall Compression Strut at Roof
Section Properties W8X28
Depth 8.060 in Weight 28.02#/ft Values for LRFD Design....
Web Thick 0.285 in boc 98.000 in4 J 0.540 in4
Width 6.535 in lyy 21.700 in4 Cw 312.00 in6
Flange Thick 0.465 in Sxx 24.300 in3 Zx 27.200 in3
Area 8.25 in2 Syy 6.630 in3 Zy 10.100 in3
Rt 1.770 in Rxx 3.450 in K 0.859 in
Ryy 1.620 in
Section Type=W
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CONSULTING ENGINEERS/CIVIL AND STRUCTURAL SHEET NO. OF
CALCULATED BY A5/1— DATE ��.74 illir
1519 West Valley Highway North/Suite 101/Auburn,WA 98001
Post Office Box 836/Auburn,WA 98071 CHECKED BY DATE
253-833-7776 Fax 253-939-2168
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44
ANACORTES FIRE DEPARTMENT
�'••• co 1016 13TH STREET, ANACORTES, WA 98221 (360) 293-1925
RICHARD CURTIS,CHIEF FAX(360) 299-1965
August 15, 2001 /l0
Darrell L. Lehman
T Bailey, Inc.
12441 Bartholomew Road
Anacortes, WA 98221
Re: Approval for Temporary Operations at 22nd and T Avenue
Dear Sir,
I have spoken with Fire Chief Curtis and shared your proposal for the temporary operations to be
located on the MJB property at 22nd and T Ave.
After some explanation and follow up research with the current fire code and building code, we
believe that you can proceed to set up and operate a temporary steel fabrication and painting process
for a period of approximately 3 months, as requested. However, it should noted that there are some
requirements that need to be met and visually inspected prior to any hazardous activities occurring at
this site. They are as follows:
1. The south wall of the structure needs to be opened from floor to ceiling to provide complete
natural ventilation of the west half of this facility.
2. A vapor tight barrier needs to be provided as a"partition" around any electrical services within
twenty feet, horizontally from the spray area. Ten feet vertically from the spray area shall also be
provided. An inspection of that separation shall be performed prior to any hazardous activity.
Schedule that with the building department and fire marshal.
3. Labor and Industries shall inspect the areas designated as being within twenty feet horizontally
and ten feet vertically of the spray area that requires the hazardous rated electrical service or
adequate separating partitions. Please provide proof of their inspection and approval. This
separation is called out for in the electrical code and they enforce the electrical code.
II
4. A "partition"to prevent the migration of flammable vapors from the west side to the east side of
the building shall be provided. Inspection to confirm it's appropriateness is required.
5. Confer with the city building department for any required permits and inspections for any
construction performed on the existing building or property.
These requirements are intended to assist you with accomplishing only this one, single temporary
project. This structure will require other significant upgrades in order to be fully approved for
continued use and activity of this hazardous nature. You will need to pursue these requirements
should this project be extended or renewed for more production units.
Thank you for requesting our input into this process. Your pro-activity is appreciated. Thank you.
Respectfully,
Dan Harju, Assistarft Chief
Anacortes Fire Department
Cc: Ed Frank
Ian Munce
Chief Curtis