HomeMy WebLinkAbout94AP07361
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"-
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STEEL
BUILDINGS
~
I ..
I
I
STRUCTURAL
CALCULATIONS
l
INDEX
A. DESIGN LOADS AND REACTIONS
B. PLAN
C. SHEETING DESIGN
D.
SECONDARY FRAMING
DESIGN
E.
ENDWALL
F.
RIGID
FRAME
G.
LONGITUDINAL
H.
SPECIAL
FRAMING
DESIGN
I
DESIGN
DESIGN
BRACING
.,,,:;lTEEL BUILDINGS IS AN APPROVED FABRICATOR OF STEEL BUILDINGS:
ICBOES FA-322
CITY OF SEATTLE CERTIFIED PLANT
PO
BOX
1008
LATHROP , CALIFORNIA
,,~' (:~; c .,~:~ : ,~;.,f t>:'(cj
r'-(fl~''''(?T'' ......'1
__&f~L__.~_~-~
883 - 0810
( 208 )
DESIGN
PA F..:At--1 ET E R S
By CEM
Sheet A- L
Date 10/1):3/90
Cust BILL SMITH \ jMPoRr CARS
Job # W650
STRUCTURE DESCRIPTION
Building Width (span): 84 ft.
Eave Height:
16 ft.
Bay space (trib):
30 ft.
Roof Slope:
1 in/ft.
BASIC LOADS
Roof Live Load:
25 psf
Frame Live Load (UBC): 25 psf
Wind Load (1988 UBC)
r 1
Speed 80 mph t'i'ff 80
Building Dead Load:
:3.5 psf
*** This structure is designed in compliance with CBC specifications and
standards utilizing the pertinent provisions and recommendations of the
American Institute of Steel Construction <AISC), International Conference
of Building Officials (UBCi, American Iron and Steel Institute (AISI), the
Metal Building Manufacturers Association (MBMA) and their publications~ ~**
FRAME REACT I Ot-..JS
By CEM Sheet A- ~
Date 10/03/90
Cust BILL SMITH. IMPORT CARS
Job 4* 1065(j
-~
D L - L L
---oL7WL-
4.16~
.,
13. 7 f~: 3?Sl<
4 .16 K
..4..-
j
4.28 K
.,d.-
1.92 K
.4.-
13.7 K
2 . 58 t(
I
"."Is I<
"
1.37 K
ANCHOR BOLTS
(2) 3/4 in. dia. ASTM A36 x 16 in. with a 3 in. Hook
With a 3 x 3 x 3/16 x 6 in. Bearing Angle
PLAt..... ......) I EW
By CEM
Sheet B- l
Cust BILL SMITH: I M POR.T CARS
.Job "* 10650
Date 1 Oilj3i9lj
,.
I ;::-CRIDbf:
-:;,\ FT-:- -t:~ 1. , -t=--,t- -,1 - cJ ~ --:;
'0 Ii:
Oil
M
I I
-, ~,IF+- J .
~, I I
~ :
~ ~ If+r"'
, I:
o I :
Q
N :
\ l+;
-~, L-~_
t.jz,o/
-,.r
A/
I
er'{o
@
I
I
.J
--- ~/b.OIGH
'12,0 I l:rL
;k.
/
II
c6
G)
SHEET I hlG DES I GN
By CEM Sheet c-
Date 1(li03i9(1
CLlst BILL SMITH' IMPOR.T CAR.S
ROOF PANELS
Span = 4.17 ft.
ActLlal DL + LL = .92 + 25 = 25.92 psf/ft width
*** USE: 2,'1 ga ..s;S I g
panel ***
Allowable DL + LL = 155 psfift width (See chart 'C[>
FASTENERS
PLlrlin space = 4.17 ft.
Wind L1plift = 14.28 psf
ActLlal W = 4.17 x 14.28 = 59.55 lb.
*** USE: #12-14 x 1 in. Self Drilling Screw at 12 in. O.c. ***
Allowable W = 504 lbs (Atlas Bolt & Screw Co.)
NOTE~ WALL PANELS Nr;r BY CBc.,
Job # 1 (1650
>OK<
:3HEET I t...~G DES I Gt...J
Bv CEt'1
Sheet c- ~
DCi.te IO-3-~O
CLI.st BILL~l1/rJl I tIIPoRT CA~ ' .
.] ob # JDbSo'
*** CHAF:T
~. r-- ....
'-.,
***
.., , -
, -of .50"
2.75-
.100-
. - ~ t
.....
c::::-
~ f=
.025.
Material
.75.... '--"I.
5.25-
..
6.00.
5.25-
. '-1r'- .75-
18.00-
,....
'I
ALLOWABLE UNIFORM LOAD (PSF)
rr ~
SS-18 ROOF SYSTEM LOAD CHART (Loads in Lbs/Sq.Ft)
Span 4'0" ~ 4'6" 5'0" 5'6" 6'0"
Simple Bending 207 164 133 110 92
Simple Deflection 325 228 166 125 97
3 Span Bending 259 204 166 137 115
3 Span Deflection 612 430 314 236 182
..
..,. 4 Span Bending 242 191 155 128 108
4 Span Deflection 650 457 333 250 193
Max Deflection (in.) 0.266 0.300 0.333 0.366 0.400
~ -11
. FY,", 50 ksi . FB '"' 30 ksi . E '"' 29,500 ksi . Max Deflection'"' U180 .24 ga thickness'"' 0.024 in.
The load values of the tables above are pounds per square foot and include a dead load of 1 #/sq.ft.
COMMERCIAL BUILDING COMPONENTS, INC. · Box 1009 · Lathrop · Ca · 95330
I.
SHEET I t-..JG DES I Gt--.l
By CEM Sheet C- ~
Date 10/03/90
Cust BILL SMITH W1PO~ c:ARS
Job # 10650
*** CHART
,. C'"
2.
***
1<------------------------- 36 net coverage ------------------------)1
1 I
1<-------- 12 -------->1<-------- 12 --------)1<-------- 12 ----~--->I
.
I 1
/~\ - _1"\ - I~\ -
HEIGHT BASE WIDTH TOP WIDTH
HIGH RIB: l-1i4 3-5/64 1
LOW RIB: 3/16 1-3/8 3/4
Steel gage: 26 ga. Ivv 0.0423 in"'4 Fy 80 ksi
11.'"
Thickness . .0198 in. Eff S ~.~ ~< 0.0408 in ""4 FIb 30 ksi
.
I
-/^'\
ALLOWABLE UNIFORM LOAD (PSF)
Span 1 Span 3 Span 4 Span
(Ft. j Bending Dflc.L/180 Bending Dflc.L/180 Bending Dflc.L/180
1.50 362.7 1076.9 453.3 2032.3 423.3 2157.3
1.75 266.4 678.2 333.1 1279.8 311.0 1358.5
2.00 204.0 454.3 255.0 857.4 238.1 91(1.1
.-; ~C" 161.2 319.1 201.5 602.2 188 . 1 639.2
..::...:....)
2.50 130.6 232.6 163.2 439.0 152.4 466 .1)
2.75 1 (17.9 174.8 134.9 329.8 125.9 35(,. . 1
3.(1I) 90.7 134.6 113.3 254 . (I Hl5 .8 269.7
3.25 77.3 105.9 96.6 199.8 90.2 212.1
3.50 66.6 84.8 83.3 160.0 77.7 169.8
3.75 58.0 68.9 72.5 130 . 1 67.7 138.1
4 . (10 51.0 56.8 63.7 107.2 59.5 113.8
4.25 45.2 47.3 56.5 89.3 52.7 94.8
4.50 40.3 39.9 50.4 75.3 47.0 79.9
4.75 36.2 33.9 41:" -. 64.0 42.2 67.9
.J aL
5 . (ll) '"''''' ' 29.1 40.8 54.9 38.1 58.2
~..::..o
C'" .P"iC" 29.6 25.1 37.0 47.4 34.6 50.3
._1."::,,._1
5.50 27.(1 21.8 33.7 41.2 31.5 43.8
I:" ,I:" 24.7 19.1 30.9 36.1 28.8 38.3
._1. i "_1
6.00 22.7 16.8 28.3 31.8 26.5 33.7
6.25 21) .9 14.9 26.1 28.1 24.4 29.8
6.50 19.3 13.2 24.1 25.0 ,.,..., co 26.5
...... ....1
6.75 17.9 11.8 22.4 22.3 21) .9 23.7
7.00 16.7 10.6 20.8 20.0 19.4 21.2
7.25 15.5 9.5 19.4 18.0 18.1 19.1
7.50 14.5 8.6 18.1 16.3 16.9 17.3
7.75 13.6 7.8 17.0 14.7 15.9 15.6
8.00 12.7 7.1 15.9 13.4 14.9 14.2
The above values may be increased by 33.33~ for wind load
By CEM
SECONDARY FRAMING DESIGN
Sheet [1- L
Cust BILL SMITH. I MPOR. cARS
,Job # 11)650
[late 10/03/90
PURLIN DESIGN
SPAN = 30 ft.
Tributary width = 3.75 ft.
Fy = 50 ksi
Actual w(dl + 11) = (1.83 psf + 25 psf) x 3.75 ft. = 100.61 lb/ft
.
*** USE: 8.5 in. 'ZI 14 ga - 16 ga Continuous at 3.75 Ft o.c. max ***
Allowable w(dl+ll) = 103.2 lb/ft (Chart '[I')
>OK<
Laps
@ Frame Lines
4.1) / 2.0
3
1.1)! 1.(l
-""\
.:..
CHECK UPLIFT ON PURLINS:
Net uplift = 14.28 - 1.83 = 12.45 psf
Endbay moment = .08 x 12.45 x 3.75 x 29.17~2 = 3177 ft-lb
Bending stress = 3177x12/2.83!1.33 = 10104 psi
301
*** USE: (1) 1 x 1 x 16 ga SAG ANGLES in^endbay ***
REF: AISI Chart V-3.3(B)
Factor = SQR((14.33x12)~2x2.83/(1.75x8.5x.85)) = 81
Interior bay moment = .025 x 12.45 x 3.75 x 29.75~2 = 1033 ft-lb
Bending stress = 1033x12/2.83/1.33 = 3285 psi
*** NO SAG ANGLES REQUIRED INTERIOR BAYS ***
REF: AISI Chart V-3.3(B)
Factor = SQR((27.25x12)~2x2.83/(1.75x8.5x.85)) = 154
By CEM
SECONDARY FRAMING DESIGN
Sheet D- L
Cust BILL SMITH. /1'v1POR.T CARS
.Job # 1065l)
Date 10/03/9l)
EAVE STRUT DES I GN
..
SPAN = 30 ft.
Tributary width = 1.875 ft.
Actual w(dl+ll) = 52.43 lb/ft
*** USE: 8.5 in. x 8.5 in. 16 ga Simple span Eave Strut ***
Allowable w(dl+ll) = (20,000 * 2.47 / 30~2j = 54.89 lb/ft >OK<
GIRT DESIGN
#1: Span = 30 Ft.
Trib. width = 5 Ft.
Actual w(wl) = 71.4 Lb.Ft
#2: Span = 30 Ft.
Trib. width = 4.33 Ft.
Actual w(wl) = 61.9 Lb/Ft
*** #1: USE: 8.5 t.., t 16 ga at 7.33 Ft. elevation ***
'-
*** #'::' . USE: 8.5 t Z I 16 qa at 10 Ft. elevation ***
~.
#1 : Allowable wiwl) = 52 x 1.33 = 69.16 Lb/Ft >OK<
#? Allowable w (wl ) = 52 >( 1.33 = 69.16 Lb/Ft >OK<
~ .
See chart : D I
..
SECONDARY FRAMING DESIGN
By CEM
Sheet
D-~
Date 10/03/9\)
Cust BILL SMITH IMPoR, cARS
.Job # 1065(!
*** CHART ~D~ ***
SECTION PROPERTIES Fv = 50 ksi Fb = 30 Ksi
Member Lbs/ I Area I Sxx / Syy / Rxx Ryy Q /
I Size 1 Ft I in"'2 1 in"3 1 in"'3 I in. 1 in. 1 /
1=========1====================1======1======1======1======1======1======1====1
I Purl ins ( 8.5x2.75x16 9a 'Z' I 3.01 1 0.89 1 2.18 1 0.43 I 3.30 I 1.23 1.60 I
I and 1 8.5>:2.75x14 9a 'Z' I 3.76 I 1.11 1 2.83 I 0.55 I 3.30 I 1.24 1.67 I
I Girts I 8.5x2.75x16 ga 'C' I 3.01 I 0.89 I 2.18 I 0.38 / 3.30 I 1.01 / .60 /
I I 8.5x2.75x14 Qa 'C' I 3.76 I 1.11 1 2.83 1 0.47 ( 3.30 I 1.01 1.67 I
I Eave I 8.5 x 8.5 x 16 9a 1 4.79 / 1.44 I 2.47 I 2.47 ! 3.21 ( 3.21 1.60 I
I Struts f 8.5 x 8.5 x 14 qa I 5.95 I 1.79 I 3.23 I 3.23 I 3.21 I 3.21 f .60 I
CONTINUOUS PURLIN DESIGN SIMPLE SPAN DESIGN
I No.1 Live 1 Bay ! End 1 Int Laps IAllowl I Bay 1 Mbr 1 Allow
IBaysl Load ISpace l Bay 1 Bay Ft. 1Ft. 1 Lbs/l (Spacel Gage 1 Lbsi
! 1 PSF. 1 Ft. 1 Gage l Ga.ge I I Ft. I I Ft. I ( Ft. l
1====1======1======1======1======1===========1=====1 1=====1======1=======/
1 1 I 20 1 16 1 t) I (/.00/0.0(/ I It)9 I 1 18 1 16 1 135 I
i I 20 1 25 ! . ' 1 0 I 2.6712.67 1 107 1 1 1 14 1 175 1
10
1 1 1 3t) I 14 1 (. i 4 .t)OI 4.00 I 111 ! I 19 I 16 1 121 I
! ! 1 20 I . . I 0 I 2.00/2.0t) i 171 I I I 14 I 157 I
10
I 1 "'\1:' 1 ?c:" 1 14 I 0 I 2.67/2.67 I 156 I I 2() I 16 I 109 I
"- .:.....1 ......_1
I I I 30 ! 14 1 0 I 4. (ll)! 4.00 I 111 1 1 I 14 I 141 I
I I I 20 1 16 I 0 I 2.00/2.(/0 1 171 1 I 21 I 16 I 99 I
I 1 30 1 "'ICO I 14 1 0 I 2.67/2.67 I 156 1 I I 14 1 128 1
4....'
! I 1 30 I 14 I 0 ! 4.1)0/4.00 I 111 1 1 22 I 16 I 90 I
I I I 20 1 16 1 16 1 0.00/0.00 I 109 I I 1 14 I 117 1
I I 2() 1 25 I 16 I 16 I 2.67/2.00 1 117 I 1 23 I 16 I 82 I
1 I I 30 1 14 I 16 1 4.00/2.67 I 108 I I I 14 1 1(!7 I
I I I 2(/ I 16 I 16 1 0.96/0.96 I 168 I I 24 I 16 I 76 1
I 3 I "'ICO I ,.,co I 14 I 16 I 2.67/2.00 I 150 I I f 14 I 98 I
..::..... ..:,.._1
1 I I 3t) I 14 I 16 1 4.0012.67 I 108 f I 25 I 16 I 7C' f
I I I 20 I 16 I 16 I 0.96/0.96 f 168 I I I 14 I 91 I
I I 30 f 25 I 14 I 16 I 4.0012.67 I 158 f I 26 1 16 f 64 I
I I I 30 I 14 I 16 I 4.0012.67 I 108 f I 1 14 I 84 I
I I I 2t) I 16 I 16 I 0.00/0.00 I 109 1 I 27 I 16 f 60 I
I I 20 I ";1C' I 16 I 16 I 2.67/2.00 I 119 I I I 14 f 78 /
_"_,
I I I 30 I 14 I 16 I 4.0012.67 I 109 I I 28 I 16 I 56 I
I I I 20 I 16 I 16 I 0.96/0.96 I 156 I I f 14 I ...,,.., I
f,,-
I 4 i ,.,co f ,..,co I 14 I 16 I 2 .6712 . t)t) I 138 I I 29 I 16 I 52 I
.......1 ,:"._1
I I I 30 I 14 I 16 1 4.0012.67 I 109 I I I 14 I 67 I
I I I 2t) I 16 I 16 I (/ .96/0.96 I 156 I I 30 I 16 I 48 1
I I 30 I 25 I 14 I 16 I 4.00/2.67 I 165 I I I 14 I 63 I
I I I 30 I 14 I 16 1 4.00/2.67 I 1(19 I
ENDWALL FRAMING DESIGN
By CEM
Sheet E- L
. Date 10/03/9<)
Cust BILL SMITH. ., MPORT CJ\R.S
Job # 1CJ650
RAKE BEAM DES I GN
Span = 16 ft.
Trib. width = 15 ft
Actual w(dl+ll) = (2.1 psf + 25 psf) x 15 ft = 406 lbift
*** USE: 10 x 5.5 x 12 Qa 'l'
S = 5.72 in". 3
Allowable w(dl+ll) = 446 lb/ft
(See chart 'E')
CORNER POST DESIGN
Length = 14.88 ft
Trib. width = 15 ft
Actual w(wli = 9.52 psf x 15 it = 142 lb/ft
*** USE: 8.5 in. S.U. wi 5 x 1/4 +lg 10 ga web
S = 11.36 in.'3
Allowable w(wl) = 1026 x 1.33 = 1364 lb/ft
(See chart 'E')
END POST DES I GN
@ C.L. 4 L = 18.3/ ft
LW. = ',B./2S"PC. Actual ~-v(wl) =~77.2.lbift
. . .... L. fn
*** USE: 8.5 in..' 17' G r1 ~
Allowable w(wl) =:/69 x 1.33 = '2ltlb/ft
S = i L.S] in"3
(See chart lEI)
ENDWALL FRAMING DESIGN
By CEM
Sheet E- 2-.
Date 10/03/90
Cust BILL SMITH \ IMPoRT CA~
Job # 10650
*** CHART ~E~ ***
Light Gauge Coldformed Shapes:
Fy = 50ksi, Fb = 30 ksi
I SIZE I wt/ft 1 area I Sxx 1 Syy 1 Rxx I Ryy Q I
1========================1=======1======1=======1=======1=======1======= =====1
I
8.5 x 2.75 " 16 ga / [ / 1 3.()0 CI.87 2.18 0.43 3.30 1.23 .60
,.,
I
8.5 x 2.75 )~ 14 ga / [ f 1 3.67 1.08 2.83 0.55 3.30 1.24 .67
I
8.5 ~{ 2.75 }~ 16 ga ' J [ , I 6.00 1.74 4.36 0.99 3.30 1.55 .60
I
8.5 x 2.75 }~ 14 ga ' J [ , 1 7.34 2.16 5.66 1.28 3.30 1.57 .67
I
10 x 5.5 ;{ 14 ga 'Z f I 5.06 1.49 4.35 1.15 3.93 1.63 .62
I
10 }~ 5.5 ,', 12 ga f Z / 1 7.10 2.09 5.72 1.61 3.91 1.63 .71
I
8.5 " 8.5 }i 16 ga 'G' I 4.89 1.44 4.91 4.91 3.21 3.21 .60
,.,
I
(3) Three Plate Built-up Shapes:
I dpth I flg size 1 web I wt/ft I area I Sxx I Syy I Rxx 1 Ryy 1 Rt I
1======1==========1=======1=======1======/=======1=======1======1======1======1
8.5 C' :< 3/16 10 ga 10.08 2.97 9.04 1.56 3.60 1.15 1.33
'-'
8.5 5 x 1/4 10 ga 12.14 3.58 11 . 36 2.08 3.67 1.21 1.36
8.5 6 }{ 1/4 10 ga 13.84 4.1)8 13.36 3.0(1 3.73 1.49 1.64
8.5 8 H 1/4 10 ga 17.24 5.08 17.36 5.33 3.81 2.05 2.22
NOTE: Rake beams and end posts are designed as simple span.
End post anchorage: (2) 3/4 dia. anchor bolts.
Formulae for Allowable Load Determination:
M = w x L~2 18 then w = 8 x M / L^2 = 8 x (Fb x S)/L~2
Allowable w = (8 x 30000 x S/12)/L^2 = 20000 x S I L~2
(-I
MM MM
MMM MMM
MMMM MMMM
MMMMM MMMMM
MMMMMM MMMMMM
MMM MMMMMM MMM
MMM MMMM MMM
MMM MM MMM
MMM MMM
MMM MMM
BBBBBBBBBBBB
BBBBBBBBBBBBBB
BBB BBB
BBB BBB
BBBBBBBBBBBB
BBBBBBBBBBBB
BBB BBB
BBB BBB
BBBBBBBBBBBBBB
BBBBBBBBBBBB
PPPPPPPPPPPP
PPPPPPPPPPF'PPP
PPP PPP
PPP PPP
PPPPPPPPPPPP
PPPPPPPPPPPP
PPP
PPP
PPP
PPP
****************************************************************************
* *
* METAL BUILDING PROGRAM *
**
* Copyright eC) 1983 - 1989 *
* by International Structural Engineers *
* *
* MBP V8.3 - July, 1989 MKOUT V1.3 - July, 1989 *
* *
* International Structural Engineers Tel: (213) 398-3106 *
* P.O. Bo>: 241740 *
* Los Angeles, CA 90024 *
* *
****************************************************************************
********************************************************
* CCCC BBBB CCCC *
* C B B C *
* CC BBBB CC *
* C B B C *
* CCCC BBBB CCCC *
* *
* P.O. BOX 1009, LATHROP, CA 95330 *
* *
* (209) 983-0910 *
********************************************************
CLl ENT: BILL SM ITH I M PoRT LARS BREMER TON WA
TITLE: 84x70x16 1:12 25'Trib 25#LL 80mph LINE 1-3
J10650 CEM F2
ANALYZED / DESIGNED:
OUTPUT FILE CREATED:
10/03/90 13:24:31
10/03/90 13:31:04
..
F-L
DDDD
D D
D D
D D
D D
D D
DDDD
A
A A
A A
A A
AAAAA
A A
A A
TTTTT
T
T
T
T
T
T
A
A A
A A
A A
AAAAA
A A
A A
CON T R 0 L D A T A SET S
. MAXIMUM NUMBER OF DESIGN CYCLES = 10
NUMBER OF SEGMENTS PER MEMBER = 6
MAXIMUM COMBINED STRESS RATIO = 1.040
MAXIMUM WEB DEPTH-TO-THICKNESS RATIO = 242.79
MAXIMUM FLANGE INEQUALITY RATIO = 2.000
----------------------------------------------------------------------------------------------
J 0 I N T S
NUMBER OF JOINTS = 10
JOINT X Y
NUMBER (FT> (FT)
1 1.000 .000
'"" 1 . 562 14.792
.::.
3 11. 657 15.633
4 30.618 17.214
5 42.000 17.686
6 42.000 .000
7 53.382 17.214
8 72.343 15.633
9 82.438 14.792
10 83.000 .000
SUP P 0 R T S
NUMBER OF SUPPORTS = 6
. SUPPORT AT DIRECTION STIFFNESS
NUMBER JOINT (KIPS/IN OR
KIP-FT/RAD)
1 1 HOR 10000.000
2 1 VER 10000.000
.,. 6 HOR 10000.000
..;..
4 6 VER 10000.000
5 10 HOR 10000.000
6 10 VER 10000.000
F-~
M E M B E R T Y PES
----------------------------------------------------------------------------------------------
----------------------------------------------------------------------------------------------
NUMBER OF MEMBER TYPES = 5
MEMBER KIND ORIENTATION LENGTH END-REL. ANALYS. DESIGN MAT.
TYPE OF MEMBER (FT> CODE CONST. CoNST.
1 BU/TD/EF/oP IN-PLANE 14.803 00 1 1 1
"" BU/TD/EF/OP IN-PLANE 10.131 00 2 "" 1
4- 4-
< BU/TD/EF/oP IN-PLANE 19.026 00 3 3 1
....
4 BU/TD/EF/OP IN-PLANE 11. 392 00 4 4 1
5 BU/TD/EF/oP IN-PLANE 17.686 01 5 5 1
. NUMBER OF SETS OF ANALYSIS CONSTANTS = 5
FOR BUILT-UP MEMBERS, CONSTANTS ARE:
1 - DEPTH AT START (IN)
2 - DEPTH AT END (IN)
3 - FLANGE WIDTH (IN)
4 - FLANGE THICKNESS (IN)
5 - WEB THICKNESS (IN)
6 - OUTER FLANGE WIDTH (IN)
7 - OUTER FLANGE THICK. (IN)
FOR PIPE MEMBERS, CONSTANTS ARE:
1 - MINIMUM NOMINAL DIAMETER (IN)
2 - MAXIMUM NOMINAL DIAMETER (IN)
3 - CLASS (STD. XSTR, XXSTR)
4 - NOMINAL DIAMETER (IN)
FOR WIDE FLANGE MEMBERS, CONSTANTS ARE:
1 - MINIMUM NOMINAL DEPTH' (IN)
2 - MAXIMUM NOMINAL DEPTH (IN)
3 - NOMINAL DEPTH (IN)
4 - NOMINAL WEIGHT (LB/FT)
FOR GENERAL MEMBERS, CONSTANTS ARE:
1 - AREA (IN2)
2 - MOMENT OF INERTIA (IN4)
3 - SECTION MODULUS (IN3)
4 - TRANSV. MOMENT OF INERTIA (IN4)
5 - TRANSV. SECTION MODULUS (IN3)
~
SET
----------------------------------- CONSTANTS
4
6
1 2 <
....
1 6.995 20.50 .0000
2 15.00 15.00 .0000
< 15.00 15.00 .0000
'-'
4 15.01 26.40 .0000
5 8.000 8.000 .0000
5
7
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
NUMBER OF SETS OF DESIGN CONSTANTS = 5
SET FACTOR CoEFF LAT SUP LAT SUP EXCL ZN EXCL ZN KL/R COEFF
ilK II "Cm" I NS IDE OUTS IDE AT STRT AT END MAX "Cb"
(FT) (FT> (FT) (FT)
1 1 . 500 .850 14.000 14.000 .000 .528 .00 1 . 750
':> 4.018 .850 5.000 5.000 .764 .000 .00 1 . 000
..:..
3 2. 139 .850 10.000 5.000 .000 .000 .00 1 . 000
4 3.573 .850 5.000 5.000 .000 .000 .00 1.000
5 1 . 000 .850 16.580 16.580 .000 .000 .00 1 . 000
NUMBER OF MATERIALS = 1
MAT. "E" UNIT WEIGHT COEFF. EXP. "Fy"
NUMBER O<S I ) (LB/FT3) (l/DEG_FAR) ( K8 I>
1 29000. 490.8 .0000065 50.00
(-7
------------------------------------------~---------------------------------------------------
M E M B E R S
----------------------------------------------------------------------------------------------
NUMBER OF MEMBERS = 9
MEMBER INITIAL FINAL MEMBER
NUMBER JOINT JOINT TYPE
1 1 2 1
2 2 "< 2
.j
.,. 3 4 3
'-'
4 4 5 4
5 6 5 5
6 7 5 -4
7 8 7 -3
8 9 8 -2
9 10 9 -1
----------------------------------------------------------------------------------------------
CON N E C T ION S
----------------------------------------------------------------------------------------------
NUMBER OF CONNECTIONS = 5
CONNECTION ON AT ANGLE
NUMBER MEt1BER (FT> (DEGREES)
1 1 14.243 HOR
2 4 .000 POU
.,. 5 16.587 HOR
.':'1
4 6 .000 POU
5 9 14.243 HOR
F-5
----------------------------------------------------------------------------------------------
LOA DCA S E S
----------------------------------------------------------------------------------------------
NUMBER OF LOAD CASES = 4
LOAD CASE 1: SELF WEIGHT
** LOADS CALCULATED BY THE PROGRAM **
LOAD CASE 2 Dead Load
NUMBER OF LOADS AT JOINTS = 4
JOINT DIRECTION MAGNITUDE
(KIPS OR
f(IP-FT)
":I VER -.082
.:..
2 MOM .064
9 VER -.082
9 MOM -.064
NUMBER OF LOADS ON MEMBERS = 8
ON LOAD MAGNITUDE FROM
MEMBER TYPE (KIPS OR (FT)
KIPS/FT>
1 CONC -.4000 14.510
2 UNIF -.0523 .000
":! UNIF -.0523 .000
'-'
4 UNIF -.0525 .000
6 UNIF -.0525 .000
7 UNIF -.0523 .000
8 UNIF -.0523 .000
9 CONC -.4000 14.510
TO ECCENTR. ANGLE
(FT) (FT> <DEGREES)
.000 2.551 VER
.000 .000 VER
.000 .000 VER
.000 .000 VER
.000 .000 VER
.000 .000 VER
.000 .000 VER
.000 2.551 VER
LOAD CASE 3 Live Load
NUMBER OF LOADS AT JOINTS = 4
JOINT DIRECTION MAGNITUDE
(KIPS OR
KIP-FT)
.
9
9
VER
MOM
VER
MOM
-.976
.762
-.976
-.762
2
":I
.:..
NUMBER OF LOADS ON MEMBERS = 6
ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE
MEMBER TYPE (KIPS OR (FT> (FT) (FT> (DEGREES)
KIPS/FT)
2 UNIF -.6228 .000 .000 .000 VER
3 UNIF -.6228 .000 .000 .000 VER
4 UNIF -.6245 .000 .000 .000 VER
6 UNIF -.6245 .000 .000 .000 VER
7 UNIF -.6228 .000 .000 .000 VER
8 UNIF -.6228 .000 .000 .000 VER
LOAD CASE 4 Wind Load
NUMBER OF LOADS AT JOINTS = 10
JOINT DIRECTION MAGNITUDE
(KIPS OR
KIP-FT)
.
2 HOR .287
2 MOM -.174
2 HOR -.025
2 VER .3()2
.... MOM -.221
.(.
9 HOR .180
9 MOM -.108
9 HOR .025
9 VER .302
9 MOM .221
NUMBER OF LOADS. ON MEMBERS = 8
ON . LOAD MAGNITUDE
MEMBER TYPE (KIPS OR
KIPS/FT>
1
2
.,.
~
4
6
7
8
9
UNIF
UNIF
UNIF
UNIF
UNIF
UNIF
UNIF
UNIF
-.2380
.2082
.2082
.2082
.2082
.2082
.2082
. 1487
LOA D COM BIN A T ION S
F-6
FROM TO ECCENTR. ANGLE
(FT> (FT> (FT) (DEGREES)
.000 .000 .000 POU
.000 .000 .000 POU
.000 .000 .000 POU
.000 .000 .000 POU
.000 .000 .000 POU
.000 .000 .000 POU
.000 .000 .000 POU
.000 .000 .000 POU
NUMBER OF LOAD COMBINATIONS = ...,
.L.
LOAD COMBINATION 1 . DEAD + LI VE
.
PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE
100.. 00 1 100.00 ..., 100.00 ~
.L. '::''
LOAD COMBINATION -2 : DEAD + WIND
PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE
100.00 1 100.00 .... 100.00 4
.(.
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RRRR EEEEE SSS U U L TTTTT SSS
R R E S S U U L T S S
R R E S U U L T S
RRRR EEEE SSS U U L T SSS
R R E S U U L T S
R R E S S U U L T S S
R R EEEEE SSS. UUU LLLLL T SSS
SUP P 0 R T REA C T ION S
. ----------------------------------------------------------------------------------------------
LOAD COMBINATION 1: DEAD + LIVE
REACT! ONS
SU~'PORT REACT ION
NUMBER (KIPS OR
KIP-FT)
1 4.160 (HOR, AT JOINT 1)
2 13.691 (VER, AT JOINT 1)
.,. .000 (HOR, AT JOINT 6)
-.>
4 32.462 (VER, AT JOINT 6)
5 -4.160 (HOR, AT JOINT 10)
6 13.691 (VER, AT JOINT 10)
LOAD COMBINATION -2 DEAD + WIND
REACTIONS
SUPPORT
NUMBER
REACT! ON
(KIPS OR
KIP-FT)
1
2
.,.
~,
4
5
6
-4.279
-2.573
.000
-6. 147
-1. 913
-1. 364
(HOR, AT JOINT 1)
(VER, AT JOINT 1)
(HOR AT JOINT 6)
(VER: AT JOINT 6)
(HOR, AT JOINT 10)
(VER, AT JOINT 10)
.
F-8
" , '
----------------------------------------------------------------------------------------------
M A X I MUM COM BIN E D S T RES S RAT I 0 S
M E M B E R T Y P E 1
AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING
(FT) STRESS LOAD COMB MEMBER STRESS LOAD COMB MEMBER
.000 .291 1 9 .193 1 9
.. 2.467 .583 1 9 .177 1 9
4.934 .730 1 9 .189 1 9
7.402 .818 1 9 .230 1 9
9.869 .876 1 9 .270 1 9
12.336 .915 1 9 .311 1 9
14.275 . 940 * 1 9 .345 * 1 9
14.803 X .947 1 9 .,..~.,.. 1 9
. .")-.J">
M E M B E R T Y P E 2
AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING
(FT) STRESS LOAD COMB MEMBER STRESS LOAD COMB MEMBER
.000 X 1 . 050 1 8 .804 1 8
.764 . 900 * 1 8 .768 * 1 8
1 . 688 .719 1 8 .724 1 8
3.377 4?? 1 8 .643 1 8
. --
5.065 .294 -2 2 .563 1 8
6.754 .299 -2 8 .482 1 8
8.442 .369 1 2 .402 1 8
10.131 .524 1 2 .321 1 8
M E M B E R T Y P E 3
AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING
(FT> STRESS LOAD COMB MEMBER STRESS LOAD COMB MEMBER
.000 .555 1 .... .321 1 7
..:..
3.171 .752 1 <' .170 1 7
'-'
6.342 .825 * 1 .,.. .032 -2 -
~, ~
9.513 .776 1 <' .132 1 3
0_'
12.684 .604 1 3 .283 1 -
..:'
15.855 .309 1 <' .434 1 3
~,
19.026 .335 1 7 .586 * 1 .,..
o.:J
..
F-c;
M E M B E R T Y P E 4
AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING
eFT> STRESS LOAD COMB MEMBER STRESS LOAD COMB ' MEMBER
.000 .174 1 6 .212 1 4
1 . 899 .357 1 6 .280 1 4
3.797 .519 1 6 .356 1 4
5.696 .664 1 6 .442 1 4
7.595 .795 1 6 .537 1 4
9.493 .915 1 6 .641 1 4
11. 392 1 . 027 * 1 6 .754 * 1 4
.
M E M B E R T Y P E 5
AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING
eFT> STRESS LOAD COMB MEMBER STRESS LOAD COMB MEMBER
.000 .956 * 1 5 .000 -2 5
2.948 .955 1 5 .000 -2 5
5.895 .954 1 5 .000 -2 5
8.843 .952 1 5 .000 -2 5
11. 791 .951 1 5 .000 -2 5
14.738 .950 1 5 .000 -2 5
17.686 .949 1 5 .000 * -2 5
.
F-/o
----------------------------------------------------------------------------------------------
FOR C E SAT CON N E C T ION S
----------------------------------------------------------------------------------------------
CON N E C T I o N 1
MINIMUM DEPTH = 20.004 IN
MINIMUM WIDTH = 6.000 IN
. LOAD AXIAL SHEAR
COMB. FORCE FORCE
(KIPS) (KIPS)
1 -13.150 -4.160
-2 3.114 .889
CON N E C T I o N 2
MINIMUM DEPTH = 15.023 IN
MINIMUM WIDTH = 6.000 IN
LOAD AXIAL SHEAR
COMB. FORCE FORCE
<K I PS ) (KIPS)
1 -3.470 -8.451
_'? .904 1.168
..:..
CON N E C T I o N -
'.'
MINIMUM DEPTH = 8.000 IN
MINIMUM WIDTH = 6.000 IN
LOAD AXIAL SHEAR
COMB. FORCE FORCE
(KIPS) (KIPS)
1 -32.235 .000
-2 6.374 .000
.
BENDING
(KIP-FT)
-52.655
34.401
BENDING
(KIP-FT)
-9.774
9.150
BENDING
(KIP-FT)
.000
.000
[-II
CON NEe T ION 4
MINIMUM DEPTH = 15.023 IN
MINIMUM WIDTH = 6.000 IN
LOAD AXIAL SHEAR BENDING
COMB. FORCE FORCE (KIP-FT)
(KIPS) (KIPS)
1 -3.470 -8.451 -9.774
-2 .804 2.371 -4.601
. CON N E C T ION 5
MINIMUM DEPTH = 20.004 IN
MINIMUM WIDTH = 6.000 IN
LOAD AXIAL SHEAR BENDING
COMB. FORCE FORCE (KIP-FT)
(KIPS) OGPS)
1 -13.150 -4.160 -52.655
-2 1 . 906 .205 -13.667
.
[-/2-.
-----------------------------------------------------~----------------------------------------
FIN A L S E C T ION S
----------------------------------------------------------------------------------------------
GEOMETRY INFORMATION
BUILT-UP MEMBERS:
..
MEMBER FLANGE FLANGE WEB OUTER FLANGE INITIAL FINAL LENGTH
TYPE WIDTH THICK. THICf(. (IF UNEQ. FLANGES) DEPTH DEPTH (FT>
( IN) ( IN) <IN) ( IN) ( IN) <IN) (IN)
.
1 6.000 .2500 .1345 6.995 20.500 14.803
.., 5.000 .2500 . 1345 15.000 15.000 10.131
"-
.,. 5.000 .2500 .1345 15.000 15.000 19.026
.J
4 6.000 .2500 .1875 15.010. 26.400 11. 392
5 6.000 .2500 .1345 8.000 8.000 17.686
MISCELLANEOUS INFORMATION
MEMBER LAT SUP LAT SUP COMB. SHEAR UNIT QUAN- TOTAL
TYPE INSIDE OUTS IDE STRESS STRESS WEIGHT TITY WEIGHT
(FT> (FT) RA TI 0 RA TI 0 (LB) (LB)
1 14.000 14.000 .940 .345 241.4 2 482.7
2 5.000 5.000 .900 .768 153.7 2 307.3
- 10.000 5.000 .825 .586 288.6 '"' 577.2
.;:, .!.
4 5.000 5.000 1.027 .754 263.7 2 527.4
5 16.580 16.580 .956 .000 241. 6 1 241. 6
THE TOTAL WEIGHT OF THE FRAME IS 2136.2 LB
.
84x70x16 1:12 25"Trib 25#LL 80mph LINE 1-3
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RIGID FRAME CONNECTION DESIGN
By CEM
Sheet
F- L:L
Date 10/1)3/90
CLlst BILL SMITH)
;
- ~- - --- ------'
.Job # 10650
ALLOWABLE BOLT TENSION
.
Based on plate thickness of .5 in. (50 ksi) with stiffener = 14.38 klbolt
Based on plate thickness of .5 in. (50 ksi) wlo stiffener = 7.19 k/bolt
&
*** USE: .5 in. thick bolting plates (Fy = 50 ksi)
with 3/4 in. ASTM (A325-N) high strength bolts
!<NEE CONNECTI ON
Bolt Plate length = 21.07 in.
(no bolts oLltside flange)
ActLlal Dead + Live moment = 633 in-K
ActLlal Dead + Wind moment = 414 in-K
(OLltside bolts in tension)
(Inside bolts in tension)
Allow moment = 937 in-K (DL+LL) wi 3 rows of bolts wlO stiffener
Allow moment = 1007 in-K (DL+WL) wi 2 rows of bolts wiO stiffener
RAFTER SPLI CE CONNECTI ON
Bolt Plate length = 16 in.
ActLlal Dead + Live moment = 120 in-K
ActLlal Dead + Wind moment = 120 in-K
(Inside bolts in tension)
(OLltside bolts in tension)
Allow moment = 516 in-K (DL+LL) wi 2 rows of bolts w/0 stiffener
Allow moment = 688 in-K (DL+WL) wi 2 rows of bolts wlO stiffener
COLUMN BASE PLATE
.
Vertical load = 13700 lbs
*** USE: BASE PLATE 8 x 8 x .375 ,Fy = 50 ksi
Allowable thickness = 2 x SQR(13.7 I (8x8)/.25/50) = .262 in.
LONGITUDINAL BRACING
By CEM Sheet G- ~
. Date 10/03/90
Cust BILL SMITH. IMPoRT C4J<S
Job # 10650
Bldg width = 84 ft
Bldg length = 70 ft
Frame spacing = 30 ft
.
Eave height = 16 ft
Ave. endwall height = 8.88 ft
....
Wind load = 15.47 psf
v = 5769 lbs
Seizmic Zone 3 V~1.ICW ~3f{w = .30975 (3 .5x70 + 2:<3>:8.88) (84/2) = 3879 1 bs
'; Rw..e.
WIND LOAD GOVERNS
SIDEWALL BRACING
Wind load at eave = 15.47 psf x 8.88 ft x 42 ft = 5.77 kips
(2) diagonal sidewall braces req'd as shown on sheet B-1
Max tension = 5.77 / 1 X sqr(30h2 + 16h2)/30 = 6.54 kips
+.+.* USE: 3/8 dia extra hiQh strength cable. ASTM A475 *+.*
Breaking strength = 15400 lbs
Safety Factor = 15.4 k / 6.54 k = 2.35
>OK<
.
...
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---- -
cae -STBBL Building
Bun.DINGS Specifications
-- --
'- ..J
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.
.. GENERAL DESIGN:
. Struc.. tlire shall be designed in compliance with these CBC specifications and standards utilizing the pertinent provisions and
t~cQmmendationsolthe American Institute of S teel Construction (AISC), International Conference of Building Officials (UBC), American
Iron and Steel Institute (AISI). the Metal Building Manufacturers Association (MBMA) and their publications.
. standard design loads: Live load, Wind load and Seismic per the Uniform Building Code, or as determined by the local building official.
.
.
Primary Framing: . .
... Rigid frames: Shall be either tapered or constant depth "1'; beam sections fabricated by automatic welding. Rigid frames shall be bolted
tOgether .Where required with A325-N bolts.
. Post and Beam. End Frames: Shall be fabricated of either cold formed sections or built-up sections. fabricated by welding; as dictated by
design loads. ..
.~ Anchorage: Shall be anchored to concrete foundations at the base of frame columns with anchor bolts cast in place. Column base reactions
... lire indicated in the strUctural calculations for use in preparing foundation design by others.
...Secondary Framing:
. Purlins and girts shall be fabricated of cold formed steel & U2" deep with a 2 3/4" wide stiffened flange. Minimum thickness is 16 U S
gage. Sp~ingand gage of these menibersshall be as determined by design and shown on the plans, Purlins and girts shall be attached to
....the~ary frainingmembers with l{ln diameter A-307 bolts.
... .' ..Pihriary arid SeCondary Framing Paint:
. All frames, purIms and girts shall reCeive one (1) shop coat of rust inhibitive primer after being thoroughly cleaned of all loose mill and
$caletu"~ ..
. Primary arid Secondary framing Material Specifications:
. .. ...~ Plates and bars used fabricating automatically continuous welded beams and columns. Materials conform to the requirements of
A,STM A-36 Modified (Minimum Yield Point = 50.0 ksi).
~Structural Pipes: Materials CQnfoIm to the requirements of ASTM A.53.
~ C9ld Formed Sted: Steel used to form purIins and girts shall be hot rolled steeL Materials conform to the requirements of ASTM A570.
Roofand Wall Covering:
~ Roof and wall coveting shall be formed from galvanized steel of minimum 26 U S gage with not less than 1.25 ounce per square foot of
~inc coating. .
. . Matepals all conform to the Chemistry requirements of ASTM A446.
.. ..." Roofaild wall panels shall be fastened to frarriing members with # 12 hex -head cadmium plated self-tapping, self-drilling screws.
. Factory coated baked enamel colored roof and wall sheets will be provided optionally with colors to be selected from available colors.
.; tIi~ ribs of the panel shall be spaced at 12" on center. These ribs shall be 1 1/4" in depth. Roof and wall panels shall be made to overlap
one rib. . The panelBshallprovide a net coverage of 3 '_0".
. . Fiberglass Reinforced Translucent Panels: Where translucent roof or sidewall panel are indicated, they shall have a profile matching the
adjacent steel pailels. Nominal weight of panelB shall be 8 ounces per square foot and a nominal thiclcness of .060 inches.
Walk D()()r~:
'Starid~ walk door shall be 3'..0" x. 7'~<i" x 13/4 inch thick single swing flush type steel construction. DOors shall be galvanized and
tiorideriied for maximum rust protection.
Ridge Ventilators:
. Where specified. ventilators shall be either continuous or circular ridge mounted. Circular vents may be either stationary or rotary type.
Gutter, Trim and Dowtispouts:
. Gable\ comet. door. window, eave and guttet shall be of 26 U S gage galvanized steel. All gutter splices shall be field riveted and caulked
to provide leakproof joints. .
Ridge Cap: .
. The standard formed ridge cap shall be formed to match the roof slope arid shall be of the same mateiials. color and configuration as the
roof panels.
. Sealants:
. Closure Strips: Closures shan be constructed of semi-rigid polyethylene foam.
. Tape Sealant: Ribbonrnastic I" x 3!32" shall be provided for side and end laps of roof pane Is.
· Gutter Sealant: Acrylic base polymer applied with open barrel caulking gun.
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B U I LD I N G
. B REM E R TON
PER M I T
D E PAR T ME N T
. , . .
=~========~======================~=============~================~====
Application Date
Issue Date
Assessor Acct #
Site Location
Owner - Last Name
- street
-City
.- Phone
Tenant.' s Name
,Agent's Name
~rchitect's Nam~
t ] Building . [l Grading [X} Sign . [ 1 Paving
[ ] Mecha,uical (] Move Building. I ] Burning [ ] Underground .'
. ~i~: ~ :~~:~ - - -_ - - ~ ~.~ _:::~~: - ::~: - - - - ~ - ~ - ~'::: _: ~::: - _-~- ~ - :::: ~~:~::-
,~ . , . '
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~ilding Contractor:
I:,
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. 'Contractor
, st reet
City
Phone'
Representative.
.Stat~Li(HjmSe#
, Ci ty I...fcense #..
02/25/1994
03/24/1994
212401-1-012-2006
4949 KEAN
PARR MAZD~
4949KEAN
BREMER TON
(206) 373-6015
Application Number 94AP07361
Permit Number . 15327
Project Group
First
MI
state WA
'Zip 98310
Phone (2.06) .
Phone(206)
J
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,
HA,NSON SrGN co.
P.O. BOX C, WYCOFF STATION
BREMER TON
(jOG) 373-6015. State WA
RANDY .
HANSOI*2.21J1
Zip 98312
o
Expiration Date 12/17t,1:~t94
Expiration Date
Nature of Work: . ·
Install dorible-faced pole mount sign as per attached.
Si.guValuat:ton
'1
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$5800.00
Counc:i 1 Di strict.
-----------.-----~-----,--~-.-----------~-~----~~---------~-~-------~--
. Census Tract
Construction
. Type
9.
Sq Feet
Inspections
Required
Residenc,e ( ] Zoning Foundation [ 1.
Busin~ss [Xl Type Framing []
Other. f:] IG '. Insulation [ ].'
New [ ] Plumbing []
Repair. [ 1 status Mechanic~l [ ]
Remodel [] /l Code---.'-.". Wallboard [J
,Addi tion [] f_.Jt. ----- 35 Final [X]
~~~~~~~d-;-:----- ~- ~- --------~;;~~~:d-,~;~--aJ;--~-----.----.-.,-
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S I G N
BUlf..DING
PER M I T
~j::--- .
DEPARTMENT
A P P L I CAT ION
='~==,=~============================~======'~~===~==================~~==
C'bntractor
street'
city
Phone ,
Representative
state Li cens,a #
City Lic~nse #
Application Number 94AP07361
HANSON SIGN CO.
P.O. BOX C, WYCOFF STATION
BREMER TON
(206) 373-6015
RANDY
HANSOI*221Jl.
State WA
Zip 98312
Expitation Date 12/17/1994
Expiration Date
=======~===='==~=============================~==~=======,~=========~===
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B REM E R T ON
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CON D I T I Q, N S
o F PERM I T
~===~===============================:====~=.==========================.='
Application Number 94AP07361
Permi tNumber 1,5327
. .
--------------------~-------~-------------------~--.--~--------------~
PLANNtNG...:~pproved with conditions:
.New sign attached to existing sign.... . Landscaping extended
around base of, sign(s) equal taar greater than sign sizes.
, . . '
======.====================.=====~=======~~=========~====~=====.==='=~===
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.-:'}. - - b.~. .. ::}:::::::::::.:;.::::.:;.~:.:.:::::./"'-../.::;-..-_: ...:<::-.:::::.::{:;:~::::/..:::;:..:::::>:}~;::_:::::..{:~:;-::::;:~:~:};::.;:::::::::::::::::::::::::~:::s:..:::.::.:::-:.:::../::=:;:::::/\;::.:::::..........;.;..xr:.::...;:: ._' .:::.- .'
APPLICANT: DOWNER 0 CONTRACTOR D OTHER:
SITE ADDRESS: GQ,Q. !t\FfZXj~
O\VNER:~_~~
L/44q ~J1.J TAX ACCOUNT NO. :;j'J..l{Oi -I-... () 1;< - J.~tJ ~
ADDRESS:(~<:'" j
CONTRACTOR: Hanson Sign Co., Inc.
ADDRESS: P.O. Box "c" Wycoff st.. Bremerton
CONTRACTOR LICENSE # JIANSOI*221J1
EXPIRATION DATE: 12/17/9q..
CONTACT PERSON: Randy Hanson
CONTACT PHONE # 373-6015
~
o SFR D DUPLEX D MULTI-FAMILY 0 BUSINESS D OTHER:
.~ SIGN D DEMO D MOVE BLDG. 0 MOBILE D GRADING(yds):
o NEW D REPAIR D REMODEL
o ADDITION D OTHER:
NATURE OF WORK PROPOSED: :tN~l\
S\~ ~~ A~\\~
r:eu~\~O
tb\~ (\\01.01-
SQUARE FOOTAGE: Dwelling:
Garage:
Decks:
.. ..... '..AL..'U Tl.' O. N. .
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Applications for which no permit is issued within 180 days following the date of application shall expire by
limitation, and plans and other data submitted for review may thereafter be returned to the applicant or
destroyed by the building official. The building official may extend the time for action by the applicant for a
period not exceeding 180 days on request by the applicant showing that circumstances beyOnd the control of the
applicant have prevented action from being taken. No application shall be extended more than once. In order to
renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan r~ew fee.
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