HomeMy WebLinkAboutPermit 4876 - Ramos Residence - AdditionCITY OF TUKWILA
Building Division
6200 Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -1845
Work to be done
Site Address
Building Use
Property Owner
Address
Contractor
Address
BUILDING PERMIT
Addition (Residence)
15909 48 Av S
Residence
Jose & Susan Ramos
15909 48 Av S, Tukwila, WA
Corporate Construction Corp. #CCO1CORPOCC137DE
12040 Lakeside Ave. N.E., Seattle WA
PERMIT #
Control # 87-290
Suitt. # Tenant Ramos, Jose & Susan
Assessors Account # ,;?g _IT-
Phone # 242 -3835
Zip 98188
Phone # 364 -0158
Zip 98125
FOR BUILDING PERMIT ONLY A roved for i ance by %df
Sq. Ft.
Ystd.
Office
Storage/
Warehouse Retail Other Occ.
Load C-
2nd F1.
3rd Fl.
Total
Fire Protection:
Sprinklers [J Detectors
Zoning R -1 Type of Construction
Special Conditions
Tt
Total
Fees
sq. ft. @ 1st F1. $
sq. ft. @ _ 2nd F1. $
sq. ft. @ other $
sq. ft. @ other $
Valuation of Construction $ 52,180
Bldg. Permit Fee
Plan Chock Fee
Demolition
Surcharges
Other
Other
TOTAL
Receipt #%bb $_42Ln0
Receipt #R442_
S_276.00_
Receipt # $
Receipt #2Cj60 $ 3.50
Receipt # $
Receipt # $
$ 703, -5
FOR SIGN PERMIT ONLY
[( Permanent [] Temporary
[I Single Face J Double Face
Building face
Square Footage of each sign face
Special Conditions
INNIONIMAMa..•111,4111..r.11.■••r._.e...�
Wall Mounted [_ [ Free Standing [] Other
Setbacks: Front
Side Side
Rear
Total square footage of sign
a0/ 148 / awaurec.yarana,aae__,_M.aav __ OINIMIrw..w.r■••■•rrwa Sumni a+ ..r+erwarawrnawr.,.a
THIS PERMIT BFCUMES NULL. AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WIThIN ISO JAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR
ABANDONED FUR A PCRIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED.
I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRITE AND CORRECT. ALL PROVISIONS OF LAWS AND ORUINANCES
GOVERNING THIS TYPE OF WORK WILL BE COMPLI D WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING or A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO
,/VIOLATE .4R.. CANCEL TUE PROD IONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION.
rG�!" (` Date 02-0.- - u
Signe _
I hereby affirm that 1 am ed underCbrovis
Contractor (signature)
CENSI1ED CONTRACTORS DECLARATION
of Un. Business and Professions Code. and my license is in full force and effect.
Date c17^ oZ
OWNER- BUILDER DECLARATION
o() 1, as owner of the property, or my employe':s, with wages as their sole compensation, will do the work, and the structure is not 'ntended or
offered for sale.
( ) I, as owner of the property, an exclusively contracting with licensed contractor's to construct the project.
Owner (signature) Date
a
CITY OF TUKWILA q
Building Division ,
6200 Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -1845
BUILDING PERMIT
•
Addition (Residence)
1590D-48 Av S
Residence
Jose & Susan Ramos
18909 48 Av S, Tukwila, WA
Cor grate Construction Corp. #CCO1CORPOCC139DE
12040 Aakeside Ave. N.E., Seaifrtlei WA
Work to be done
Site Address
Building Use
Property Owner
Address
Contractor
Address
PERMIT # 7 776 •
Control # 87-290
Suite # Tenant Ramos
Assessors Account # �2
Phone # 242 -3835
Zip 981£i8
Phone # 364 -0158
Zip 98125
Jose & Susan
Office
FOR BUILDING PERMIT.ONI„ A�aproyed for issuance bv, '%Gc
Sq. Ft.
Ts
2nd Fl.
-37E-FT:
Storage/ Retail Other IOcc. Load E- Fees
Warehouse sq. ft. @ 1st Fl.
sq. ft. @ 2nd F1.
sq. ft. @ other
sq. ft. other
Total Valuation of Construction
Total
Fire Protection: ❑ Sprinklers ❑ Detectors
M__ Type of Construction
Special Conditions
Bldg. Permit Fee
Plan Chuck Fee
Demolition
Surcharges.•
Other
Other
$ 52,180
Receipt # 9c $ 424.n11
Receipt # R447 $ 27F -0n
Receipt #qo $ 3 54
Receipt # $
Receipt # $
1 .r
TOTAL
FOR SIGN PERMIT ONLY
Permanent J Temporary
❑ Double Face
Single Face
Building face
Wall Mounted
Setbacks: Front
[] Free Standing ❑ Other
Side
Side Rear
Square Footage of each, sign face Total square footage of sign
Special Conditions
.1.01OWNSSIMIMMTIONNKY, ....Z.a ......WWWIN■,..,,.. ....,Wm. 1•1011..
THIS PERMIT BECOMES NULL AND VOID IF WORK 01'! CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITIi1N 18O JAYS, OR IF CONSTRUCTION OR WORK 1S SUSPENDED OR
ABANDONED FUR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED.
1 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 GRANTING or A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO
,/VIOLATE :011-„CANCEL THE PROY'IZ;IDNS OVARY OTHER 'STATE OR LOCAL LAW REGULATING CONSTRUCTION_ OR THE' PERFORMANCE OF CONSTRUCTION.
(o signeA� /.J� =s._i�(w jC /' r�! G — Date,- :.2Z 6 (S
LICENSED CONTRACTORS DECLARATION
1 hereby affirm that 1 am•14cenAed under•provis Ens of ,ti,.'9usiness and Professions Code. and my_l1cpnse
Contractor (signature), ?. °�•1,.� %�""�' Date P•'
tom'
OWNER- BUILDER DECLARATION
pc) 1, as owner of the prcper•ty, or my employe':s, with wages as their sole compensation, will do the work, and the structure
offered for sale.
is in full force and effect.
(� ) 1, as owner of the property, am exclusively contracting with 1•icensed contractor's to construct the project.
Owner (signature)_____ Date
•
is not 'ntended or
CITY OF TUKWILA
Building Division
6200 Tukwila,�tWashington ul98188
(206) 433 -1849
Type of Inspectiori— �.r..s!
Site Address /5-92j 4//` 0,4ir
Requestor
Special Instructions
INSPECTION RECORD
PERMIT # 4/T74;
Date /,t, /t/Q)7
Date Wanted /x,//47'',7
Project 44.105
Phone #
1111•
Inspection Results /Comments:
Inspector
Date / pV/5/27
CITY OF TUKWILA
Building Division
6200 Southeenter Boulevard
Tukiwlla, Washington 98188
(206) 433 -1849
Type of Inspection
Site Address /,5'0q .9",F2.4 Ave a,
Requestor
Special Instructions
INSPECTION RECORD
PERMIT # ca7;74°
Date / , /8'%
Date Wanted 1043/Y7
Project ,f-‘coS
Phone #
/apo
p.m.
Inspection Results /Comments:
/h2oG� .� •t( � CcCcfi�o
Cam. -14A-1`
CITY OF TUKWILA
Building Division
6200'Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -1849
Type of Inspection
Site Address /s go 9 ` /g���
a/? I,
Requestor --- 1''.V\JtJ1 (_c) k-c. e- 11Q.r..,(1
Special Instructions 1
INSPECT nN RECORD
PERMIT # /6. 7 a
Date /& . ... P'
, ii as/
Date Wantedc..J41 JO/7/(7 a.m.
Project �d !'?'1 Q,S
Phone # c /c- , 7
P.m.
Inspection Results /Comments: L%y,,i, l, _,4,R .l''- Ce -,% (9Q ? .
Inspector
/4441
O
Date / 6� 7 /S7
CITY OF TUKWILA
Building Division
6206 Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -1849
Type of Inspection
• INSPECT * ,N RECORD
PERMIT # Y 7t
Date
Site Address
Requestor
Special Instructions
S,
9eAA1-
to _ s--
Date Wanted 7,.Fp., i6/4/(.7
Project /etWeOS
Phone # 3Y33--
Inspection Results /Comments:
, tr.) d Q (_' -r
Inspector
Afr)et
Date /4,027
CITY OF TUKWILA
Building Division
6200 Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -1849
Type of Inspection
Site Address
Requestor
/s9
INSPECT-1'9N RECORD
PERMIT # 44? -;74
Date %-021 —E 7
Date Wanted (Cc1&,, 047 a.m) p.m.
Seed em-abi9-
Project 4. XL/4,4,
or-6 one #
Special Instructions `/ " 3 3,.<
Inspection Results /Comments:
Li 1'`v
Inspector
Date yo 7
CITY OF TUKWILA
Building Division
Tukwila,ftWashington Boulevard
8188
(206) 433 -1849
INSPECTS 7N RECORD
PERMIT # 6-75'7‘,
Date
-c'3 —r7
Type of Inspection r' - Date Wanted7l'W.Jo. a.m.
Site Address is-9 a i7 q&ersii aul S . Project ecL .mo eAye P,ic.rc ,)
Requestor ait,ii („,e j 2a.g( Phone # 24/Z 3 g> `
Special Instructions
Inspection Results /Cents: 4.-7 9ea-eAW
Inspector 4'441
Date
ylrav:
CITY OF TUKWILA
Building Division
6200 Southctntar Boulevard
Tukwila, Washington 98188
(206) 433 -1849
Type of Inspection
Site Address /3"%2?
Requestor
Special Instructions
INSPECT nN RECORD
fi
PERMIT #
Date MVP?
Date . Wante j Z4 /t7
a.m
Project , ',tall 0-41,44-i,)
Phone #
Inspection Results /Comments:
Inspector
Date ?////:%;7
1
•
EXTENDED TOP CHORD HIP END
•
NOTE:
On all hip trusses. except Hipmaster (H•1). 2x4 posts are
required along fiat top•chord at 48 In. ,on center or Tess
( measured from corner Hip•Rafter) to support rafter exten-
sion, and at Intersection of top•chord extension and comer
rafter. Connect posts to truss with 2.10d nails each end.
40" MAX. (TYP.)
P1SL01NSTALL 0
=X4 POST (TYR)
Aithtbm.
!dNhiIiIIIihl
COMMON
11•
$$
NA
Ni
Ni
141
n
B EP
� 1987 F3-017A
c' l `I- NCL C-1j i (" i ., R'gTE
f
OLYMPIC FOREST PRODUCTS, INC.
P. O. Box 382
Kenmore, WA 98028
0- 7 -74'.4 5.- c ,'' 4- _ c, 4- ',1 - 5- r -` •4 .! _ 6 7" -4- 5 - 6 v." 1. 5- r j• 2- is -
X2 1Y
4X1 .7N
f-_
12:
•
1K1;.` M .
-F5t5' - • {{ •--!2 4X3
SX 17 .648
•A -7-. -. 0- 7 -10 .. -7...,T:... -. )5- 4- 7 --r'- 6- 4- 7 -s`-
1- 4- 6
•
4K-1. 71i
12:
•
2X3
1
^- -a� _ti - -w W: ,w - ^-_ - --_
1X3 :3ri
4X3 ,511 2 1-*
6X17 .5tl3
6- 4- 7 - -7" 6- 4- 7 •
L=+ =b1 cock splice *,-t3,NA1 E. N n','n s:,yrnrn €tirica'1
SPAN
TYl E,1 UE C • 7 2'Z'AA HEEL=
42- '4-- 0 SLOPE= 4.. 200/12.
0 - -:0 SPA 24..0 Il\l.
.-1- 4- 8
jam' OHL =84 - -- OP ❑HR=24-- OP
2. 00/12
1-NCR e TLS =15 BLS= 0 LEiR 15
'GROSS REACTIONS AT ...f r., 1 = 2298. AT • JT.
SEP . 20.987 r 1 -�zi 1 rA
REQUEST NO; 'HOP•C•.'OR!= 'a9A•i'•E
1 •20AA 4. 010 12- 2.00/12 42 7 0 ' HEEL
rg.
-- 2290.
7 _ n- 7
e.
7-10
0 -0
NP1 Il..°= 15
24- 0 OVHL
:24 -- 0 0V'. -:lR
CHORDS:: BOARD ANGL :-:::S (C) WEBS a BOC.RD ANC3LES (0) •
50.0
CHORDS
• 2..2X r 2400P2: .0 16 5 \ 71.6
• 18- r i •• 0 1,.ONO 'T1
90.0 1 2 2;? 6 2z;oor :,o 7 6 \ 71 -6
,a.. „<- 8 LONG 1e:
50.0
,`
• 11- 7- 5 'TR>_'11 n :XOOHT 0- t.'
2 2X 6 '27900F2.0 14
,
! 11- 0- 0 06'L 81_5.0
13- 6- 3 TRIM s:I0H1 O_. 0 -1S
2X 6 2400F2 , 0 8 6
• 7- y- 2 .OPFC7r'; 8w .
50.0
• 76 y •
11E6.3
1.28 4 1650F1 .5 1 6 1171.6
- 2 - 8 OTC' 1-!6 x17? .6
2.81'
1- 8- 2 0 -r
X71,6
6.`a . S,,., 2 2; ^; '1 '3TLT 1 3 �.._.\k71.. 6
21.6 5 3- .1= 5 C:TR 1.13 M'': 27,9
70.3 .. •
J6.3
24 .
:2X 4 ,•Ta7 5' 3 'w -. to .7
4-10 =14 .0 7R 145 /70,8.
2 2X 4 5i`T 4 3 -- .7,.••.r15.3
3 -10- 0 CTR W2 , ' 56 3
2; 2 4 - E T ,� 3 31.0
3- 1- z 0Tk 1-14 }45•E:.
51G SET-UP CENTER L..INE IS AT
,T"' - -NC3
I f.�!2XZ. _DIiYi VERT. --DIM
FT- IN - -SX FT-- IN -ESX
LEFT SIDE
JOINT" 5
TYPE
W LEN Y X (MEMBER)
1 21. -- 47 8 0- 0. -_ 47• . HL34 0N(- 20 5. 0 X 12.5 0.25 4.00(14- 1 )
. HL24 9NI; q4 5.0X12.5 2.00 16.75(14- 1 )
14- 4- 0 4, - 5 4N1 1 GNP2O 2.07(.3.1
9- 6 - -10 .3-117 7 I10 GNA20 4.0X 4,7 2.00( 3-13)
4 - -. 9 -- 5=.5 5- 6 -- 8 I NO2 8N X20 4.'0X 4,;7
0- 0- 0 7- 1- -10 PK11 ,t3Ny2 I4 3.OX 7.8 2.50
0 0-- 0 3- 5-13 C::!-.., 3 (3NP2010. OX 12. 4. 75
6- 4 -- 7 2-.5- 2 I NO2 GNA2@ 4.0X 3.9. 1.50( 3 -13 )
1.; 3 ---14 4- 6 1 Ni7..'2 GNP20 4.0X 3.81.50 ( 2-14)
u ,1"'
- 9 5-- 0-- 7 SP10 8NA20 4.0X 9.4
7- -T - - 04 2- 2-11 SPI1 3 N A 1.6 6. ®i X 17. 5
3
J
12
37 4
HEEL H E I GH T- 5-15
HEEL TO PEAK DIMENSION= 22..- 6..._ G
RIGHT S I DEE TYPE
7 9 -- • 6 -10
8 14-- -4 -- 0
9 21-.4- 8
10 12- 3 -.14
7
t 11. 6- 4. --
t;i-". 7 6- 3- 9
10 - -1. 1 7--• 7 -- 0
5- 6 -- 3
'3-11- 7
2 -- 4- 5
0- 0- 0
1-.. L.- 6
2- 5 - -. 2
.57 0 `-I
2- 2-11
1 NO2
TN11.
E-4 4
1NO2
r NO2
821.0
S-' 1 1'
HEEL HEIGHT= 5•- - :t5
HEEL. TO PER DXMENSION= 22.... 6.... 6
ALTERNATE PLATES
E3NA 47.4
C)NA20
5 N p 2 0
0NA20
GNA20
C--)N2 0
t.) N P $0
5NA16
is SET-UP CENTER. LINE . T,Ei •AT JOINT i
'r-NO !;C')R1Z. - -DINi VERT. -!) '
!`'i' ):N• -SX , T - I!\! =_SX
LEFT SIDE •
3 9-- E,• - -10
4 4•- 9 -- 5
13 6- 4- 7
14 12 -- 3 ° -14
C: ._'
7- 7-
3- 4
13-14
5- • 6- 8.
5
1 4 -„ 6
5-.0-.7
2- 2-11
TYPE
1 NO2
.1 N 0;w
N04
:!: N0E
sr- '1.47+
SG1, 1
HEEL HiE I GHT=_ 5_..15
HEEL' TO-PEAK DIMENSION=. :2-- 6- fa
6
7
, 10
11.
6-- 7
10-11
RIGHT :SIDE
4 -.-
9- 5
7-- 6-'..10
4- 7
9
7-'7- 0.
HEE!-. HEIGHT= 5--15
HEEL TO PEAK DIMENSION= 2 . 6-'6'
8
Ui LEN Y X (MEMBER)
4, 0X 4. '7
4. 0 X 4. 7
X 3.1.
5. 4X14 : :.5
5. 0X12. 5
4 s
OX 3. 9
4. 474X 3, 9
ct.
OX 9.4
6. 0 X17. 5
W LEN
GNP :0 4.0X 5.5
0NP20 4.0X 3.5
SNA20 4.0X 5.5
5Nt'f224 4.0X 5.5
GNf -120 5. OX 7. 8
GN 16 6.0X22.5
TYPE'
YP . W LEN
C3NP0 4.0X 5. 5
I NO2 GNP20 . 4.0X 5.5
IN02 GNA20 4.0X 5.5
7N($ EN(20 4.0X 5.5
82' 10 GNP20 . 5 i ) ( 7. P
S21 :l GNA :IFa 6.'0X22, 5
TRUSS HEIGHT . 7 -. 7 --
2.00( 7-11)
0. P5 4. 00
2.00 16.75(
1. 50 (
1,50(
9-- • :l40)
9-10)
7-11)
X . (iY!EMBE R.
X ( fYfc:MY!E+E R)
:10,19.67 F3-017A
REQUEST NO SHOP CORPORA 180335
OLYMPIC ( 'EST PRODUCTS, INC.
P.O. Box 382
Kenmore, WA 98028
7 -10 -15 •__... __- r 4-1i _, __ __. 2-10-15
• '1„ 1 _� � - - 1 1 l -'1 - ` _ 2 -1.4 , - -1
12 i.._.- µ --� �-_ ry,�
-. --- - uF. --. � -
•
TA3: 1 4X3:1 • "1X6 -2i: 0,2 .6' 2s °:3. 1 .
20— ¶Y 7 0
2 -0 -0:
12
_!4
lei•=r;o i symt i is r i ca l
012 .5
2— 1
�,_ 0- Q
1 TYPE :!JDC 7 38AAH HEEL= 2 OHL-=24_•_ OP CHR=::E4_ OP
SP. CONi.). 38 fl 7 H( 8- 0- OC )
SP AN a0-:- 9- 0 SLOPE= 4.00/12 ' SETBACK= 0_- 0- 0
TCH. E]�XrTE(_��NSI�ONS: LEFT= 1-- (=, RITE= 1. ... 8P
N UMBER. Di- PANELS: : -i CH 2 .1 2 BCH 6 .
LOAD:.-25"-I5- 0-10 SPA:: 24.'0 IN„ 'NCR: TLS== 0 E4LS=• 0 L_BR= 15 NAIL= 15
+ - -4..: DESI CN CONSIST oFi* #:T us5ES WILT SEPARATELY. -F--F•a-
1
.THEN NAILED TOE4E HER +o.' I "f'H 101) Nfl 1 LC . 61'f GGL= RL) :i 4 -1-
+.s':- 1 HRUUGHC:JIJT £10T1"1 FACES AS PER NRI L I NG PATTERN r + a
IYIUL31-- h1C-111 ! R Nf;.(LINC3 'PATTERN
'CHORDS' -4.-PROWS SPACl l\k' (tN. i s •
:i.
4r 6
67 1
w E_ s
GROSS 'REACT I \IS • . AT J
1a• a
12. 0
. 12'..!
12. 0
1 -' 2652. ra J-1 . . 6 . 2652•
SL: P 10,1981 = 3- .- l217f1 .
REQUEST NO.. SHOP CORPORATE 1138335
1 30AA 4..00/12:;-.0.,00/12 21Z--'•
0' 2 HEEL:
24- 00 °VOL_
24- 0 OYHR
CHORDS: .BOARS t NULES (C)
WEBS': BOARD TINGLES (C)
2 2i: E. 165ri1.5 .7
6— 2 —L:4 C1 7G
10 :2 j,,+Mi y 71
tIST-
1 � f -14 4•01i"
T ..
gr� ,^ t _ 2i: 6 HO .2. 1 3 1.x..1
i27 Vii- U.0FFi k Fs2 '-_ 50.0
- F.
•
2 ZX 110,. 10 T i.`•
71.6 2
f '� V y ? 15 ,
6- 6- r.t-ia: Lk i; +1.G.
51,3
4?.1
2- C - . 0 I.r 1R W2 /' !}iii.
j I G SET-UP
C GENT E •LINE I,.,-BETWEEN J O N I.S 3- 4
JTTNO HORTZ. -DIM .VERT. -DIM
FT HE3X FT-IN-6X
LEFT SIDE
!.
10- 4- 8 a ?r... 0..- 0
2 5- 8 - 7 17- 6-13
9 ,:r:... 3— 9 0- 0._ 0
•7 0- 0._ 0
HEEL HEIGHT= 5 -1
HEEL TO PEAR ' D I MENS I CAN=
RIGMT SIDE
2 5- 9
8- 7
6 10 »-
7 5:. Q_ 7
L� 3•- 3 -- 9
• 1-^ 7- 8
lug~
0_-
.0-
0 ...
TYPE
HL 01
INrO2
EH1 2
I NO2
I N1.1
7-18
E - -.13
0- 0
0- 0
O. -- 0
0- 0
LEN
9NA20 4.0X1E.5
GiN(- 20 4, 0X 3.9
GNA20 6.0X 9.4
6 NA 2'Z '4.0X 3.9
8NReizi 2. 1 X .3.1'
4. 25.
TYPE W• LEN Y.
• CH1 1 GNA20 5.0X 9.4 4,25
1NO2 C-NA o 4.0X 3..9
HLI41 GNfl$0. 4. ¢X'12. 5
• I rN1 1 GNA20 2.0)<• 3.1
IN03 rrGNrA2,07�� 4.0X 7..8
SPIN 4'JNA2O 4.0X'6.2
HEEL . HIE I GI-IT=
:HEEL TO PEAK DIMENSION-- 8-.4-
, f1t....TTERNATE PLATES
•
JIG SET --UP CENTER LINE IS
HNCO
1
BETWEEN JOINTS NTS 3-- 4
HOR:.Z. -DIN VERT. •--DIM
FT- IN-SX FT -IN -SX
LEFT SIDE
X (t';EM ER)
/1.00( 2-- 3)
X (.MEMBER)
5 -- 3- 7 1- 6 -13
9 9 0- .0_ .
'',.HEEL HEIGHT=
HEEL ," TO PEAK DIMENSION ==. •
RIGHT• SIDE
2- .5-.•
9
57 C)... 7
TYPE W LEN
I NO2 C3NA6_IZ' ,4. t X •5...t.
INO GNAZ 0 44:0X:.5.5
(MEMBER)
2- 6-'13 7 - 18
1-
• TYPE W C:l. =:h! .
.0111 1 C-;NA2 0•. 5. 0X 10.1 '+.
INO2 GNA20•4. ! X • 3,5'
•X (MEMBER .
HEEL. .HEIGHT= 5--15
HEEL TO PEAK .DIMENSION= 8••- 4 -.
TRUSS• HEIGHT 37-
BRACING WOOD TRUSSES:
COMMENTARY AND RECOMMENDATIONS
COMMENTARY
PLATE INSTITUTE, INC., 1976
INTRODUCTION
In recognition of the inherent safety of a properly braced roof
system, the apparent lack of knowledge of how, when, and where to
install adequate bracing, and (n the Interest of public safety, the Truss
Plate Institute, Inc., In consultation with Its Component Manufacturers
Council membership, has undertaken the preparation of these rectum
mendations.
Substantial concentrated study and deliberative review by the TPI
Technical Advisory Committee (comprising a membership of the chief
structural engineers of member plate manufacturing companies, repro.
sentatives of the academic community, and Independent consulting
engineers) have been devoted to this effort. Consultation with the TPI
Component Manufacturers Council has resulted in bringing,practical
field handling and erection problems into a sharper focus. Inclusion of
the tentative recommendations for on•slte handling and erection .
procedures is one direct result of the consultations. It Is planned to/
study) urther end eglarge upon these tentative recommendations. t\\\
While the recommendations for bracing contained herein are
technically sound, it is not intended that they be considered the only
method for bracing a roof system. Neither should these recommenda.
Lions be interpreted as superior to or a standard that would necessarily
be preferred in lieu of an architect's or engineer's design for bracing for
a particular roof system.
These recommendations for bracing wood trusses originate from the
collective experience of leading technical personnel in the wood truss
Industry, but must, due to the nature of responsibilities involved, be
presented only as a guide for the use of a qualified building designer,
builder, or erection contractor. Thus, the Truss Plata Institute expressly
disclaims any responsibility for damages arising from the use, applica•
Ron, or reliance on the recommendations and information contained
herein by building designers or by erection contractors.
Fin. 1101
1
COn1,n,0u, towel
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Figure 1(a)
o,.00nel bath
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01,1009
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towntoons tow,no.001
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Figure (b)
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It t recommended that diagonal bracing (minimum 2.inch thick
nomina lumbar) be Installed at approximately a 45 degree angle to the
I I brace. Diagonal bracing should be attached to the opposite side
of the same member requiring lateral bracing.
This bracing may be continuous or Intermittent at the building
designer's option; however, it is recommended that intermittent spacing
not exceed 20 feet, or twice the horizontal run of the diagonal bracing.
4
The ground braces should be located directly in line with all rows of
top chord continuous lateral bracing. Otherwise, the top,chord of the
first truss can bend sideways and allow the trusses to shift. This shift,
however slight, puts a tremendous strain on all connections of the
bracing system, I.e., the weight of the trusses would then be added to
any wind force or construction load such as bundles of plywood or roof
shingles tending to tip the trusses over.
All nailing of bracing should be done so that If the trusses should
tend to buckle or tip, the nails will be loaded laterally, not fn
withdrawal.
It Is not recommended to nail scabs to the and of the building to
brace the first true. These scabs can break off or pull out, thus allowing
a total collapse.
As trusses are set In place, the builder or erection contractor must
apply sufficient temporary bracing to hold tha trusses plumb, in
alignment and in a safe Condition until the permanent bracing, decking,
and /or sheathing can be Installed. Temporary bracing should be not less
than 2a4 dimension lumber and should be as long as practical for
handling. The use of short spacer pieces of lumber between adjacent
trusses Is not recommended, unless used temporarily in preparation for
Immediate installation of longer continuous bracing 18.feet minimum
length). Temporary bracing lumber should be nailed with two double
headed Illd nails at every intersection with the braced member.
Preassembly of groups of trusses, on the ground, Into structurally
braced units which are then lilted into place as assemblies is an
acceptable alternate to the oneet.a• time method.
Exact spacing between trusses should be maintained as bracing is
installed to avoid the hazardous practice of removing bracing to adjust
spacing at sheathing is applied. This act of "adjusting spacing" can
cause trusses to topple if a key connection Is removed at the wrong
time.
a Truss bracing must be applied to three planes of reference In the
roof system to Insure stability: 1. Top chord (sheathing) plane, 2. web
member plane or vertical plane perpendicular to trusses, and 3. bottom
chord (ceiling) plane.
1/1 1. Top Chord Plane. Most Important to the builder or erection
contractor is bracing in the plane of the top chord. Truss top chords are
susceptible to lateral buckling before they are braced or sheathed. II is
7
However carefully wood trusses are designed and fabricated, all this
is at stake in the final erection and bracing of a roof or floor system. It
is at this critical stage of construction that many of the really
significant design assumptions are either fulfilled or Ignored. If ignored,
the consequences may result In a collapse of the structure, which at
best Is a substantial loss of time and materials, and which at worst could
result in a loss of life.
The Truss Plate Institute "Design Specifications for Light Metal
Plate Connected Wood Trusses" are recommended for the design of
individual wood trusses es structural components only.
Lateral bracing, as may be required by design to reduce buckling
length of individual truss members, is a part of the wood truss design
and Is the only bracing that will be specified on the truss design
drawings. Lateral bracing is to be supplied In the site specified and
installed at the location specified an the truss design drawings by the
builder or erection contractor. The building designer or inspector must
ascertain that the specified lateral bracing Is properly installed and that
this bracing is sufficiently anchored or restrained by diagonal bracing to
prevent its movement.
Special design requirements, such as wind bracing, portal bracing, ,
seismic bracing, diaphragms, shear walls, or other load transfer elements
and their connections to the wood trusses must be considered
separately by the building designer. He shall determine site, location,
and method of connections for diagonal bracing as needed to resist
these forces. Diagonal or cross bracing is recommended in the plane
formed by the top chords, in the plane formed by the bottom chords
and perpendicular to the truss web members, as needed for the overall
stability of the entire structure. Truss bracing and connection details
should be shown on the building designer's framing plan as part of the
design drawings. Bracing materials are not usually furnished as part of
the wood truss package, and should be provided by the builder or
erection contractor.
The builder or erection contractor Is respontible for proper wood
truss handling and for proper temporary bracing. He must assure that
the wood trusses are not structurally damaged during erection and that
they are maintained in alignment before, during, and after installation.
Temporary or erection bracing may follow, but not necessarily be
limited to, the building designer's framing plan, It Is recommended that
erection bracing be applied as each truss is placed In position.
2
Figure 1(c)
9.111, ne
M01, to Ib b td 09
* gnarl rote IoM end
II- rnlrel,t111.1.1
Lowing, IM.w, dmnlme
Dbekbrla
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Figure 1(d)
Cdwornuon ww •dw'09
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DoottoM boot n.1.4 to
0000IIl std. of web W o,nts
1.1.0.1 mlwwn,nl mod too-Ad
Po tweeted ,1 weto0m11.1Y
20 two onle,.ei1
STAGE TWO: During Truss Erection the builder or erection contractor
must take adequate precautions to assure that the wood trusses are not
structurally damaged. Proper rigging, including the use of spreader bars
and multiple pickup points, where required, is necessary to prevent
damage during handling; tentative recommendations are presented in
the Appendix hereto.
It is most important to brace the first truss at the end of the
building securely. All other trusses are tied to the first truss, thus the
5
recommended that continuous lateral bracing be installed within 6
inches of the ridge line or center line and at approximately 8 feet to 10
feet intervals between the ridge line of sloped trusses or center line of
flat trusses and the eaves. For double member trusses this spacing
between laterals may be increased 10 12 feet to 14 feat. Diagonals,
located between the lateral bracing and sal at approximately 45 degree
angles, form the triangles required for stability In the plane of the top
chord. NOTE; Long spans or heavy loads may require closer spacing
between lateral bracing and closer intervals between diagonals.
Figure 3)a) illustrates temporary bracing in the plane of the top
chord for gable trusses.
II possible, the continuous lateral bracing for the top chord should
be placed on the underside of the top chord so that it will not have to
be removed as the plywood decking is applied. The trusses are then held
securely even during the decking process.
It is equally important for the builder or erection contractor to
install bracing in the plane of the top chord for flat roof or floor
trusses. The use of a similar bracing pattern is recommended for all flat
trusses. Particular attention is directed to bracing at the end of flat
trusses es shown in Figure 3)b).
2. Web Member Plane. It is also necessary to install temporary
bracing' in the plane of the web members. This bracing is usually
to u07, a. ..71W pow 11117.0001001nntl
101 400.0• 0,0,01, puns 13 ,00 ih eland
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Figure 314
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8
Bwooto
y Twnidd1'
TYDOM Pooh,
TRUSS PLATE INSTITUTE
583 D'Onofrio Drive, Suite 200
Madison, WI 53719
The design of wood trusses in accordance with TPI design criteria
assumes:
1. Truss members are initially straight, uniform in cross section,
and uniform In design properties.
2. Trusses are plane structural Components, installed vertically,
braced to prevent lateral movement, and parallel to each other
at the design spacing.
3. Truss members are pinned at joints for determination of axial
forces only.
4. There it continuity of chord members at joints for determine•
lion of moment stresses.
5. Compression members are laterally restrained et specific Iota.
teens or Intervals.
6. Superimposed dead or live loads aft vertically, wind loads are
applied normal to the plane of the top chord, and concentrated
loads are implied at a point.
7. In addition to the lateral bracing specified by the truss designer,
the building designer will specify stiff 1.l bracing et right
angles to the plane of the truss to hold every trues member In
the position assumed for it In design.
8. The building designer (not the truce designer) will specify
sufficient bracing and connections to withstand lateral loading
of the entire structure.
The theory of bracing is to apply sufficient support at right angles
to the plane of the truss to hold every truss member in the position
assumed for it in design. This theory must be applied at three stages.
STAGE ONE: During Building Design and Truss Design individual truss
members are checked for buckling, and lateral bracing is specified a
required for each truss member. The building designer must specify
how this lateral bracing is to be anchored or restrained to prevent
lateral movement should all truss members, so braced, tend to buckle
together as shown in Figure 1)b). This may be accomplished by:
1. Anchorage to solid and walls (Figure 1)c)).
2. Diagonal bracing in the plane of web members (Figure 1(d)).
3. Other mans as determined by the building designer.
3
MOTE:
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Figure 2(0)
0104011,4.1
II
Figure 2(b)
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bracing system depends to a great extent on how well the Tint truss Is
braced.
One satisfactory method Is for the first truss top chord to be braced
to a stake driven Into the ground and securely anchored. The ground
brace Itself should be supported as Chown in Figure 2 or it is apt to
buckle. Additional ground braces, in the opposite direction, Inside the
building are also recommended.
6
installed at the same locations spec) iced on the architectural plan for
permanent bracing, and may become part of the per.manent bracing. It
is recommended that diagonal bracing be added at each web member
requiring continuous lateral bracing. If none is specified, It Is
recommended that it be placed at no greater than 18 feet intervals
along the truss length for roof trusses and 8 fast Intervals for floor
trusses.
It Is not generally necessary for diagonal bracing to run continu-
ously for the full length of the building but It Is recommended that the
spacing between sets of diagonal bracing not exceed 20 feet, or twice
the horizontal run of the diagonal bracing. Rows of 2x6 strongbaeks
may also be used to brace floor trusses where diagonal bracing is
impractical. Figure 4(a) illustrates diagonal bracing in the plane of the
web members; Figure 4)b) illustrates the lateral movement that may
occur if lateral bracing i1 used without diagonal bracing.
3. Bottom Chord Plana. In order to hold proper spacing on the
bottom chord, temporary bracing is recommended In the plane of the
bottom chord. Continuous lateral bracing at no greater than 8 fat to
10 feet on centers along the truss length is recommended full length of
the building, nailed to the top of the bottom chord. Diagonal brothel
9
- Moto.' bnlre- .wa111 Wfeemen0M4
701.1 fnemo11.0 length of bide,
Figure 416)
Added depno
lemony In Ile. 044141
eI led nib membx..
041 nnIl11MNM
Solo,. 171.1.11010
.1 on etelef
semi Wadnp
lot reels
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r tsawe+ I'1.r.,. a.�u.a wlrr. err...•
Figure 4(b)
Too. II,o.MI
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Wong m.141001
41,01411 .0 1 4000.11
1.10410
between laterals placed at approximately 45 degrees is recommended
for stability of the bottom chord. Diagonal bracing In the plane of the
bottom chord is generally not required throughout the length of the
building, but it is recommended that it be located at least et each end
of the building. In most uses, temporary bracing in the plane of the
bottom chord is Installed at the locations specified on the architectural
plan for permanent bracing, and is, therefore, left In place as permanent
bracing. Figure 5 Illustrates bracing in the plane of the bottom chord.
Full bundles of plywood should not be placed on Trusses. This
construction load should be limited to 0 sheets of plywood on any Or
of trusses and should be located adjacent to the supports. No excess
concentration of any construction materials (such as gravel or shingles)
10
04,0.41 Non braced by 4•0.., 10o01
..W, and al 00p.oe.me144 701.1 , 11401,
Figure 81b)
0.0(0.0 brainy
n hl.d to under
ode 011011100.d
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l tea
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ade line
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e I to 1 zee
If purlins are used, spaced not to exceed the buckling length of the
top chord, and adequately attached to the top chord, It is recom•
mended that diagonal bracing be applied to the underside of the top
chord to prevent lateral shifting of the purlins.
Figure 6(a) illustrates the necessity for applying diagonal bracing In
the plane of the top chord despite the use of closely spaced purlins.
It le recommended that this diagonal bracing, as shown In Figure
81b). be installed on both sides of the ridge line in all end bays. 11 the
building exceeds 80 feet In length, this bracing should be repeated at
Intervals no greater than 20 feet.
2. Web Member Plarw. The purpose of this bracing Is to hold the
trusses in a vertical position and to maintain the design spacing. In
addition, this lateral bracing may be required to shorten the buckling
13
I A I
AN.oaamM4, 117
of outs length
C
dee
Igure 6
t
tbapnsl lam bKM bey M Kxeaa0n.I*e
201KI,n11rv04. lethal el WO 141.
Pi
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104e141 11e.1e 101.01
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Wm1.
40111101000? 01 1,v W.
1140101
should be placed on the trusses in any one area; they should be spread
out evenly over a large area so as to avoid overloading any one truss. All
mechanical equipment should be located only on the trusses specifically
designed to support it. It should not be dropped or even set temporarily
In any other area unless the trusses are adequately shored, All Iloor
trusses should be adequately shored it pallets of masonry materiels are
to be stored temporarily until the next higher walls aro finished.
STAGE THREE: Permanent Bracing is designed and specified by the
architect or engineer for the structural safety of the building. It is the
responsibility of the building designer to Indicate size. location, and
attachments for all permanent bracing as required by design analysis. In
general, it is desirable to design and locate all bracing so that it may
work together with other structural parts of the building (such as shear
walls, portal frames, bearing walls, columns, beams, ate.) to achieve
total structural integrity.
11
length of a web member. As described earlier in the discussion of
building design and true design (STAGE ONE), diagonal bracing or end
anchorage Is essential to stabillte the lateral bracing.
Diagonal bracing in the plane of the web members Is also used to
distribute unequal loading to adjacent trusses and to spread lateral
forces to diaphragms or shear wails Spacing of rows of diagonal bracing
In the plane of the webs Is a matter of judgment to be made by the
building designer, and will depend upon the truss span, truss configure.
lion, type of building, and the loading.
Generally, for roof trusses, the spacing ranges from 12 feet to 16
feet depending upon how It relates to the bracing in the plane of the
top chord. For Iloor trusses the cross bracing should be approximately
8 feet on centers. Lateral 2x6 strongbacks may also be used for some
floor systems.
Figure 1 and Figure 4 Illustrate bracing in the plane of the webs.
3. Bottom Chord Plana. This bracing is required to maintain the
truss design spacing and to provide lateral support to the bottom chord
to resift buckling forces In the event of reversal of stress due to wind
uplift or unequal roof or floor loadings.
For multiple bearing trusses or cantilever conditions, portions of
the bottom chord become compression members and should be braced
laterally to resist buckling In the same manner as the tap chord of
simple span trusses.
Bracing in the plane of the bottom chord is also designed to transfer
lateral forces due to wind or seismic loads into side walls, shear walls or
other resisting structural elements. Diagonals between continuous
lateral bracing carve to stabilize the bottom chord. It is recommended
that one complete bay of diagonal bracing be installed at each end of
any building, and additional such bays be located at specified Intervals
not to exceed 20 feet. Figure 5 illustrates the use of bracing In the
plane of the bottom chord.
These recommendations for bracing wood trusses have been derived
from the collective experience of leading technical personnel In the
wood truss Industry but must, due to the nature of responsibilities
Involved, be presented only as a guide for the use of a qualified building
designer, builder, or erection contractor.
14
I
WIZ,
I
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I / / / ,
I ', / / /
% e" / e
MEIN
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Permanent bracing must provide sufficient support at right angles to
the plane of the truss to hold every truss member In the position
assumed for it in design. In addition, permanent bracing must be
designed to resist lateral forces Imposed on the completed building by
wind or seismic forces.
Permanent bracing may be subdivided into three logical compo.
nents:
1. Top Chord Plane. This bracing is designed to resist lateral
movement of the top chord. If plywood floor or root sheathing Is
properly applied with staggered joints and adequate nailing, a continu•
ous diaphragm action is developed and additional bracing in the plane is
generally not required.
Some metal rooting materials may be depended upon to act as a
diaphragm when properly lapped and nailed. Selection and use of these
materials is at the discretion of the building designer.
12
APPENDIX
It is intended that this appendix contain only tentative recon
mendations that may be used as a guide for on•slte handling anc
erection until a more complete statement can be prepared. There may
be some Instances in which additional precautions will be necessary.
UNLOADING. If possible, trusses shall be unloaded on relatively
smooth ground. They shall not be unloaded on rough terrain that
would cause undue lateral strain that might result in distortion of truss
joints. Dumping of trusses Is an acceptable practice provided that the
trusses ere not damaged or excessively stressed in the act of dumping.
The builder shall provide protection from damage that may be
caused by on•site construction activity.
STORAGE. Care shall be taken so es not to allow excessive bending of
trusses or to allow tipping or toppling while the trusses are banded or
when the banding is removed.
I I trusses fabricated with lire retardant treated wood must be store
prior to erection, They should be stored In a vertical position to prawn
water containing chemicals leached from the wood from standing o
the plates. A further precaution may be taken by providing a cover it
the trusses that will prevent moisture from coming In direct coma'
with the trusses and which can be ventilated to prevent condensatio
ERECTING TRUSSES. The true erector or builder shall take 11
necessary precautions to insure that handling and erection procedure
do not reduce the lod•carrying capacity of the truss.
Trusses shall be installed plumb, at specified spacing and In•plar
1(.e., trusses will be properly aligned).
15
teem.
Figure A11)
A suggested procedure for lilting trusses is illustrated in Figure All)
if the oust span does not exceed 30 fen.
16
Flpin A)2)•
For trues spans between 30 feet and 80 feet a suggested lilting
procedure Is shown In Figure 11I2). It should be noted that the lines
Irom the ends of the spreader leer "toe•In." If then Tines should
"Umlaut, • they will lend 10 COM buckling of the trued.
11
�• —SAO . mu. ea to 71101 outs MVO-4.-414
Figure A)3)
Toon
For lifting trusses with spans in excess of 60 tart, it Is recom
mended that a strongback be used as illustrated in Figura M3), The
strongbeck should be attached to the top chord and web members at
Intervals of approximately 10 teat. Further, the strong-becks should be
et or above the mld•height of the truss so as to prevent overturning. The
strong -back can be of any materiel with sufficient strength to safe*
carry the weight of the true and sufficient rigidity to adequately resist
bending of the true.
18
City of Tukwila
6200 Southcenter Boulevard
Tukwila Washington 98188
(2081433 -1800
Gary L. VanDusen, Mayor
MEMORANDUM
TO:
FROM:
DATE: $ -02 5' a
SUEJECT: 5 COMOArV anA
X11 - - 96(0,44 a !:� GIQot aeP��b
�� C� 1 e�G yit Plant& ('Q
612A. (ba)009Ya a-eJ 0 cam, c
CITY OF TUKWILA
Building Division BUI
Tukwila, 00 Southcenter Boulevard DING PERMIT APPLIC' TION Control # S7'1290
(206) 433 -1845
Site Address / ..c c7 e' q 4t?-1-41 /t-a -c Sd Suite# Floor#
Project Name/Tenant 1 -7-.) a 5
Valuation of Construction /'q;Z,/ f'E Assessors Account#
Property Owner )05.e. 6- $v5 c. h kr./ e, Phone 2 v 2- 3 3 5
Address 15qae7 4'8 -7`1 Ater 57,0 Zip 9F' /?-5//
Appl i cant (ek-cr (d Lu c Jh, /,e I ea c/ Phone 3 6'g-el/ .S S
Address dad yD L�`ce2 Sfo e Air c cea r//'e A1,4 Zip 5%'g/-•?S
Architect /Engineer 7-ea e ve e //VC Phone 53'
Address PO, R vx /G7` /1- vLvv <-► y/-1- Zip 9 g'v7 /
Contractor Co r poi -c► . 6;145T C,4 Li License# cco/' Corii oc. P7dtPhone 3 6 4/ - 2 S-
Address /.2o yr1 /,' 4esiafr A-,c /1/47- Se T77. GUa . Zip % /..ZS
Class of Work: ❑ New VI Addition C1 Tenant Improvement ❑ Remodel (residential) ❑ Reroof
❑ Demolition ❑ Interior Demolition ❑ Other
Describe work to be done Add Scud', c 5'TaI -f To Apt/5 e
Type of Const. (UBC) Occ. Group (UBC)
Square footage of entire building / 5. cC7 Square footage of tenant space S100/ -L
Building Use /l ec,. /3(k-.+-7 5 Will there be a change of use? El Yes ( No
If yes, describe change of use, including square footages of changed areas
Will there be storage or use of flammable, combustible or hazardous materials on the premise or
area of construction? 0 Yes NLNo If yes, explain
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND
CORRECT AND THAT I HAVE THE PROPERTY OWNER'S PUTHORIZATION TO DO THI K.
Date 7/2/ 9
Applicant /Authorized Agent (signature) 41
(print name) 70/-c {LL e:
Contact Person (please print) (7 eve (e( e, v
Phone ? .1- - G'7Sr"
OFFICE USE ONLY
FEES: Building Permit Fee (000/322.100) $ 1-4.2‹,/, oo Receipt# 900 Date Paid T- A._G-)
Plan Check Fee (000/345.830) , 7 ,.00 Receipt# `i,</q'7 Date Paid 7 -D - _sr7
Bldg Code Sur Charge (000/386.904) 3.50 Receipt# cic)(00 Date Paid_
Energy Sur Charge* (000/, 386.907) Receipt# Date Paid
Other p(L6� /1i t0r.,.� (,') /o,,) I.,-3, co Receipt# 67(o /) Date Paid /0-,,:)-w
*New construction only TOTAL -3 -,�- (OWES: $ el(R 7. 5O )
_2_o
Y J 6, 5 U
SQUARE FOOTAGE /BUILDING USE INFORMATION Square Footage of Entir
Buildin
FLOOR
USE /Occ Type
SQ.FT.
UGC
SAD
USE /Occ Type
SQ.FT.
arc
LOAD,
USE /Occ TvD
SOFT.
OCC
1111
lulkluIAL
SQ.FT.
OCC.
TOTAL
TRACKING
DEPT.
DATE IN
DATE OUT
COMMENTS
BLDG
,551
'
1
?� i7
_1)L
,pproves or ssuance ' / ype o onst.
To Mahan: Date Approved:
FIRE
Approved (Initials) Per letter dated —�
Fire Protection: 0 Sprinklers ❑ Detectors
PLNG
51
/,,,1
1.
114,\ t
Approves niti014 ;
• BA' ❑L' 1 U " I 1 ON
Zoning ti ,, -;,, . ,S 4
a s: N S E W
Parking stalls requi ed fd`r: Site Tenant Space
Parking stal•l,sc; provided: Site Tenant Space
ADDITIONAL PARKING STALLS REQUIRED:
PWD
Approved (Initial s) " ° '` Per letter /plans dated
5
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! understand that the elan Check approvals are
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drawings/details shall be *stamped by an •
appro4ed State of $44Shington registered
eng in eer (drawings/details Sall be on 'Jiblo
aite for framing inspection).
•as Pre-Manufactured trusses sha.11 be
idcrstified by ste,nufacturer's steep.
b. Field assembled truss: 'engineered
! • streas Analysis and dttaila-shall
' be submitted to building Division
for •approval.
c.•, Girder truss: -engineered stress
analysis and details shall be
submitted to Building DiViSAQ6
for approval.
Use sprirovedispplica6le tTLISO
support hangers, • •
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bs o1 »' the building ef44010,1*
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