Correspondence r - /2 ep /7SW1�
LEWIS •
&
•
VAN VLEET •
Incorporated
principals
Chris C. van vleet. p.e.
garyJ. levels. p.e.
OFFICE COPY
February 22, 2008
City of Tigard
13125 SW Hall Blvd
Tigard, OR. 97223
RE: TVF &R Station 50
Permit BUP 200 8-00022
MCE Project: 080111
.... • •
Structural Plan Review Response •
We have received the Structural Plan Examination Sheet for the referenced p The • • • •
• ••
ollowing are our responses. •• • • • •
• • • • •
1. OK, see new calculation sheets Misc1 to Misc6 revisions to detail i.2. : •• •
•• • •
2. OK, see new calculation sheet . L3A, revised calculations sheets L4- 5,•ar:id it 1 -5.
••••• •
• •
3. OK, to be submitted by the architect. • • •
• • •
•• • • •
••••
4. Note #4 in the steel portion of the structural notes was not cut off. Unless noted
otherwise, A307 bolts are to be used in steel to wood connections and A325N bolts, are to
be used in steel to steel connections.
5. OK, see the new note on sheet S 1.0.
6. OK, see revised 6/S1.2.
7. OK, see revision to calc sheets L17 and L18, and revisions to sheet S1.1. •
8. OK, see new calculation page L27 to 28. •
9. OK, see the revisions to sheet S1.1, S1.2.
consulting engineers
18660 s.w. boones ferry road
tualatin. oregon 97062
[503) 885.8605 phone
[503] 865.120 6 fax
TVF &R Station 50 Structural Plan Review Response Page 2 of 3
10. The wall heights are different, however the continuous top plate heights are the same,
see the building sections on sheet A4.1
11. OK, see the revisions to sheet S2.1.
12. The brackets in details 1 and 2/S2.2 are purely non - structural. See revisions to detail 1
and 2/S2.2 adding a gap between the bracket and the self supporting roof structure.
13. Per detail 7/S2.2, "Simpson H3 ea. truss typ."
14. See revisions to detail 18/S2.2. The 11" is an arbitrary dimension that will allow more
than the code minimum end distance from the bolt to a possible splice in the 4x8.
15. OK, see revisions to 1/S2.4.
16. OK, see new calculation page R33.
17. OK, same plan check item as number 2.
18. OK, see revisions to calc page R32.
• ••
19. The reference in the calculations for LSL studs was an error, the calculations were ' •
performed for DF #2 studs. The material properties used in the calculatipuS were. :. •
consistent with 2x6 DF #2 studs with the exception of conservatively .ing a modulus of • • •
elasticity of 1500 ksi for the typical stud deflection check. The found'atiota Van $1.1 :.
references the typical 2x6 walls and the structural note sheet S1.0 referepue that tJ .. • • • •
studs are to be grade 2 Douglas Fir. '..' '.
• • . •
20. 18" wide footings are acceptable, see the revised calculation sheet FT.1•• During tlt &:' itial •
design, the loading for the mezzanine was not defined. Since then it ht..s t en dete;njned •
that the mezzanine will only support three water tanks ranging in weight from 440#1,* • •
960#. These tanks will be staggered in the north/south direction so that they will not be
loading the same joists.
21. 22' is the average height of the north and south walls of the apparatus bay. It is accurate
to use this height at the apparatus bay, it unconservatively neglects the dormer on the
west side of the apparatus bay, and is conservative to use this wall height in the areas of
the building outside of the apparatus bay. It is conservative to use this wall height for the
overall building.
22. Per calculation page L1 and L8, the width of the diaphragm supported by shear line 2 was
21'. Per sheet A2.1, the width is 20' 11.25 ". This difference is not significant.
23. OK.
24. OK, same plan check item as number 5.
TVF &R Station 50 Structural Plan Review Response Page 3 of 3
25. OK.
26. OK.
27. OK.
28. OK.
29. OK.
We hope that the attached information adequately addresses the Plan Examination comments,
and we ask you to please call if you have any questions or would like to discuss any of the
issues.
Sincerel
1L1* /Ip
Lance Cerny PE t , P iv ° Pi tr
Enclosures - ••
ri tj.
•••
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•
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/S' C. VI* `�' ....
• • •
• • •
• • I •
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• •
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•
Job Name: TVF&R Station 50 CITY OF TIGARD
- Job Address: 12585 SW Walnut Road, Tigard, OR 13125 SW HALL BLVD.
February 12, 2008 TIGARD, OR 97223
SHEET 1 OF 2 BUP2008 -00022
MCE Project No.: 080111 STRUCTURAL PLAN REVIEW #1
Plans Dated 1/21/08
Calculations Dated 9/1/07
Correction Item Page No. Comments Code Reference
Made No.
1 A1.2 — Site Submit calculations and details for the 1805.5 and 1609
Details; Details 7 trash enclosure retaining wall and the •
and 10/A1.2 pylon sign foundation.
2 S1.0 — Structural 1997 UBC wind provisions are not 1609.1.1.2
Notes; Design allowed for Building Occupancy
Criteria 2.a Category 4 structures. Submit wind
calculations in accordance with the
ACSE 7 provisions.
3 S1.0 — Structural Submit the soils report from Carlson 1802.2
Notes; Testing for review.
Foundations
4 S1.0 — Structural Clarify bolt requirement as the 106.1.1
Notes; Steel information was cut off.
Item #4 •••• • .
5 S1.0 — Structural Indicate when structural observation will 1707.2 ":
Notes be conducted as required by the code.
•
••• • • •
••••
• _
6 S1.1 — Clarify the concrete slab thickness at the 106.tr°. •
•
• Foundation exercise room and storage room areas, " • • • •
• Plan as Detail 6/S1.2 indicates that the slab is • • • •• • •
' • •
• • •
the same depth as the Apparatus Bay. • • • •
•
7 S1.1 — Submit calculations for the shear wall at 1606.3,1. • •
Foundation Plan Grid D that resists the mezzanine loads •••• . •
Calc's page L -8 in combination with the overall building ••••
• • •
seismic loads. •
8 S1.2 — Detail Submit calculations for the hex head 1901.2 and D.2.1
8/S1.2 anchor bolts embedded in the concrete
stem wall in accordance with ACI.
9 S1.2 — Detail 10 Clarify the difference between the two 106.1.1
and 10/S1.2 details labeled as 10/S1.2.
10 S2.1 — Roof Clarify how the continuity strap at Grid 2- ASCE 12.1.3
Framing Plan C connects at the double top plate given
the different wall heights.
11 S2.1 — Roof Clarify the truss spacing at the day room 106.1.1
Framing Plan area. In addition, clarify what supports
the last truss in the vicinity of Grids 2.1-
D.2.
12 S2.2 — Detail 1 Clarify the bracket spacing. In addition, 106.1.1 and 1605.3.1
and 2/S2.2 provide calculations for the wall framing
considering eccentric loads in
combination with wind and seismic.
- Job Name: TVF &R Station 50 CITY OF TIGARD
Job Address: 12585 SW Walnut Road, Tigard, OR • 13125 SW HALL BLVD.
February 12, 2008 TIGARD, OR 97223
SHEET 2 OF 2 BUP2008 -00022
MCE Project No.: 080111 STRUCTURAL PLAN REVIEW #1
Plans Dated 1/21108
Calculations Dated 9/1/07
Correction Item Page No. Comments Code Reference
Made No.
13 S2.2 — Detail Clarify the hurricane tie connection at the 106.1.1
7/S2.2 manufactured truss.
14 S2.2 — Detail Clarify the through bolt connecting the 106.1.1
18/S2.2 angle to the bracket. In addition, clarify
why the angle is 11" long.
15 S2.4 — Detail Provide a connection detail at the 106.1.1
1/S2.4 vertical leg on the right side of the truss
to the bottom chord.
16 S2.4 — Detail 13 Provide calculations for the ledger 106.1.1 and 1605.3.1
and 14/S2.4 connection and wall framing considering
eccentric loads in combination with wind
and seismic.
17 Calculations Submit wind calculations in accordance 1609.1.1.? • • • • • • •
• with the ACSE 7 provisions. • ••••
18 Calculations, Provide calculations for the drift loading 1608Y •
• page R -32 considering the importance factor.
•
19 Calculations, Clarify the material used for the studs as 106.'1:2 " .... •
- page PS1 -2 the calculations indicate LSL as well as - •• • •
DF. In addition, the information on the • • • • •
plans does not match either material in •'
the calculations. "" •
20 Calculations, Provide calculations for the foundation 1605.3.1 • „• • • • •
page FT -1 considering the mezzanine load in ”"
combination with the roof loading.
21 Calculations, Clarify the height of the wall used in 106.1.1
page L -8 developing the North -South wind force.
22 Calculations, Clarify the tributary length used for shear 106.1.1
page L -8 wall V2.
23 Special Special inspection is required for 1704
Inspection concrete, reinforcing steel, bolts in 1705
concrete, bolting, epoxy and mechanical 1707
anchors, steel construction and soils. 1708
24 Structural Structural observation shall be indicated 1709
Observation on Sheet S1.0.
Job Name: TVF&R Station 50 CITY OF TIGARD
Job Address: 12585 SW Walnut Road, Tigard, OR 13125 SW HALL BLVD.
February 12, 2008 TIGARD, OR 97223
SHEET 3 OF 2 BUP2008 -00022
MCE Project No.: 080111 STRUCTURAL PLAN REVIEW #1
Plans Dated 1/21/08
Calculations Dated 9/1/07
Correction Item Page No. Comments Code Reference
Made No.
25 General Submit one set of reinforcing steel shop
(Shop drawings, which have been reviewed
Drawings) and initialed by the project engineer, to
be filed with the City of Tigard before
placement.
26 General Submit one set of wood roof trusses
(Shop shop drawings, which have been
Drawings) reviewed and initialed by the project
engineer, to be filed with the City of
Tigard before placement.
27 General Submit one set of engineered wood joist
(Shop shop drawings, which have been
Drawings) reviewed and initialed by the project
engineer, to be filed with the City of • • • • • •
. . .
` Tigard before placement. • ••••
28 General Submit one set of structural and • • • ' • `
(Shop miscellaneous steel shop drawings, • •
••••
Drawings) which have been reviewed and initialed • • •• •
• • •
by the project engineer, to be filed •with " '
• • the City of Tigard before placement. • • • • _ • _ • _
29 General Approved resolution of the above items •• • • .
shall be incorporated into submittal plans •••••• •
before a permit will be issued. Submit • • • • • • • •
four (4) sets of revised plans to the city ••••
• • • •
of Tigard. • .. . • •
PREFIN. SHEET
METAL CAP
3x6 CAP - SHAPE
TO DRAIN 4 SET IN
I11111UIII�I SEALANT
1 ;i 2x6 TRIM
1
' 1'
I I1
1
1 f ; CE MENT BOARD
ir , LAP SIDING w/ 6'
: EXPOSURE - PAINT
MAINTAIN I• , !
GAP - MIN. 1 iv
1
-' .1 1 I�IG111 BUILDING PAPER
1
P.T. 2x10 w/ (2)1/2' I - + OVER PLYWOOD
' DRILLED f • • 414EATIVIG Cil P.T.
Ail
'e g 32' 0.C. - TYP. ALL * - -- - 1 ; • • • •INFURIRING ON CMU
CMU WALLS .1 ` ,I : : • • • •
• • • ••• ••• cs
BOND BEAM g 48' O.0 MAX 1 1 I 2 �:
• 1.
• ∎ .'' • ••• • •
.,.11 • •• • • • .
••§ V I • • •
• •: •• •• • . •
ELASTOMERIC COATING 1 1 1
W ON EXPOSED CMU - rm. 1
1 j
• 8' NOM CMU w/ 5 VMS. •
g • • • 1 f ; 1 1 ' •
•: • • •••
24' 0.C. - GROUT SOLID • • 1 .� • I • • • • • • • • • • •
U PRE - FIN. METAL
4' CONC. SLAB w/ 3 g 32' 1 1 FLASHING
O.C. EA. WAY ON 6' COMP. 1 1 f
- __ - - -- _ _ - -- - CRUSHED ROCK ..- ; l i t 2x4 TRIM
1
SLOPE 1/4' PER FT. 1 1 •4 CONT. a: .
.. , 1 .. •• •• •
+ ���t . • •• •• • •
a • • 1 y' ! 1f ••2x2' -66 DOU L 111 STD.
o' .4 1 • IlOOK9 a 32'O.e) •
/ �' • � 1
. • •• 1 . • .R 1 • •: C‘4STOMEI§IC.egATING
FILTER • • 1 :: :_l . • • IN Ei(P D try (TYP)
• FABRIC • • 11/111 • • • . :. • • •
•
2' DRAIN ROCK ZONE
I 1951 i • • • ••• •••
• • . . : : + • • • • ):13�INEFD GILL - A 1'' 1 ...0
' 1 • • • SEE SPECS. • c;
ri • 1 1' D. WEEP HOLES g
1 48' OL. MAX.
NEW GRADE - SEE
1 CIVIL
1
1 1)
1 0
.8 1
10' x 1' -10' CONC. FOOTING • • =. 1 • •' •
' -.� •
w/ (2) 5'e CONT. - DOWEL .0N
�
- - - - TO WALL m.24' O.C._ _ ::,...•.- ,; . ' . p . " . n
e . _. _ - - - —
NOTE: OVERECAVATE NATIVE
• SOILS BELOW FOOTINGS AND
INSTALL ENGINEERED FILL
•• WHERE REQUIRED - SEE
•• �.
i SPECS. (TYPICAL)
7R TRASH ENCLOSURE - WALL SECTION
1.2 3/41I1O' - - • •
•• •• • • ••• •••
•
Cn 4 • • • • • • • • • •
d A 5 •
. l]E &1R• :sTA 'eN: ..= e T /
1 To m • • ••• • • • o s 9
� A -• o ll���� WALNUT ROAD ms = o o
O 5 N _ "• n .11 P .
■
-T o' w • 0 700E PSE ARCHITECTS • • • • • • • • • • • • • • -
•• • • • • •• •• •• •
•
TVF &R Station 50
Misc-
LEWIS &
consulting engineers Job: TVF &R Station 50
Client: PSE
18660 sw boones ferry rd. Job No. 07132 By LC
tualatin, oregon 97062 Date: 2/08
VAN VLEET (503) 885.8605 phone (503) 885.1206 fax
MISCELANEOUS
DEFINE UNITS:
K :=1000.1b psi := m2 plf := 8 k psf := lb pof :=3.
CANTILEVERED CMU WALLS
CMU PROPERTIES:
...• . .
• • •
f :=1500 .psi F m F = 500 opsi s ecial ins ectio
m P b: b � P P 9... .
3 •
•...
29000 ' • •
n := n = 21.48 F s := 24•ksi gra8Qb�6steei• • •
900.1.5
..... ........... ....y.. • .. ..
• • •••
• • • •
• •
3.33' cantilevered exterior sign •
•• •• •
••••
P := (78•psf•4.67•ft)•32•in P mj• ,Q97oK •;
•• •
:::
•• • •
seismic: ••••
.4•S DS•2.5.1.5
S DS •= .7 F := F = 0.3 x weight
P 2.5.1.4 p
q : = F p 78 psf q eq = 23.4 •psf
wind:
qh := .00256•.7•.85.94.5 q h = 15.64°psf
G: =.85
b
Cf: b: =5•ft s:= 3.33•ft = 1.5
TVF &R Station 50
Misc- Z
case C controls C f := .8.2.25 C f = 1.8
q wind q h•G•C f q w i n d = 23.93 •psf wind controls
M: = q win d• 1 3.33•ft•(1.05. + b•ft
. ft 2•ft)].32•in M= 796.62.1 /
check #4 at 32" O.C.
AXIAL CAPACITY
h :=3.33.ft r: =2.21 •in h = 18.08 b := 7.625.in
r •
P
axial
A b•32•in A 244•in A .2.in
f a := fa= 3.98apsi
A
2
F a :_ (.25•f I 1 - ( — h ) ] F a = 368.74 •psi > Paxial OK
140.r
BENDING CAPACITY ••••
• • •
••••
•
d: = 7.625 in d =3.81 •in b: =32 in �•�• • •
• • •
..••
2
••.• •
A
• • • • •
P = s p= 0.0016 •• ..
b7 1 . • • •••
• • •
_
•• • •
k:= 4(n•p) +2•n•p - n•p k= 0.23 k•d = 0.89•in .• • •
•..•
. • • • ••••' •
j: =1 -k j =0.92 .... •
• • •
3 •• •
••••
f := M I ? 1 f = 191.65 "psi
b•d j• k
f
F b := 500 •psi• 1 - a F b = 494.6 psi OK
F
f M f = 13.59 °ksi OK
s A s•j •d s
#4 at 32" O.C. OK
check footing as constrained pole footing P := q wind•3.33 •ft•5 •ft P = 398.5.1b
. wall /ftg OK, see page misc-3
* * * * * * * * ** CONSTRAINED EMBEDDED POLE * * * * * * * * **
Lewis & Van Vleet Inc. Consulting Engineers
EMBEDDED POLE PROGRAM FOR SOLVING THE REQUIRED DEPTH
OF A POLE FOR A GIVEN LATERAL LOAD. TRY DIFFERENT DEPTHS •
UNTIL ADEQUATE DEPTH IS FOUND. CONSTRAINED CONDITION.
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
TVF &R Station 50 Sign
INPUT DATA ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••
P = 398 pounds * *APPLIED LATERAL FORCE
h = 1.74 feet * *DISTANCE FROM GROUND TO APPLICATION OF "P"
LSP = 350 psf'ft * *ALLOWABLE LATERAL SOIL PRESSURE
b = 5.00 feet **DIAMETER OF POST OR FOOTING
TRIAL d = 2.00 feet **DEPTH OF EMBEDMENT
.... • •
• • •
••••
OUTPUT ******************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ,** • .... • •
• ••• •
•
S3 = 700.00 psf * *ALLOW. SOIL BRG. PRESS. BASED Opt 1'S (d — 12'.1
feet
: :.:• • •
CALC d = 0.92 feet - - -> OK, LESS THAN TRIAL d
•• •• •
....
• .
•••• •
• •••• •
•. .
• • .
•• • • •
•
LEWIS &
• consulting engineers Job TVtdt2 So
Client
A.
18660 s.w. hooves ferry road
tualatin. oregon 97052
Job No. By
[503) 885.8605 phone [503) BB5.12 06 fax
VAN VLEET Date 2 l oa Sheet No. $46 C. '1
Incorporated
I, �=�_ . - T'Z= •rams =_L- ... &:L!� —.. °:T:1=_- __ ,-- .:5:. .._, . ...] t. . „ — ..4l sw.. ", ,..��•`.'r2 _: '.u�:
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•••• •
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r! _ 2 4 Ps r ••••• . •..... ••• • ! • ...
I` W1n9G • • •
••• • • • •
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•
t 14 r - P-1 ( 7 A, - st.?z..:i rt: t a/ ._ g 7 ?I ... Ec..?• • ••••• .
•••• • j
•••• •••• n.
• [.
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• •
I• S . • •••••• 1•'
s � ; F Ss roof 4 6o RIF clwFE „Stott flatter •••••• r
�i
f t,
Go / - : S �i;
[zr,
r P
to(' or ditILL 9 ° o S( 3,S,)= 216 (fir . ;
frl
`; e (far. c : coa = / 'y.�' (s�) • = 2s 4-1 1 S P�F /.
t; Y
ri , _
R . Z5 RF a nt,- 46 Pug e
•
•
t yet = ics(26) - 4z6/ 1 1z(Ss' )(24) - t433 fr-dsjn
t.
I C .o t 0 D CV a tc
•
y
F
'J
I I
I -
} ki
"---_- _ _:= -.:..1 _ - ,::..:-.:;:.:x• : ^:= �:_�z ..=_.r,= s. a- r. .� +a:-�..__:_..._:.r_..- -?;_�., -=-,J...___.-= :�.�-.^w . .__...--- _-- '- --•-- – � : c: ra ."---....s:i.r:��.aa:�:l.:+ =:-
TVF &R Station 50
Misc- t'
•
7' cantilevered trash enclosure wall
P ax i a l := (78•psf•7•ft)•24•in P 1.09°K
M := M = 1176•1b•ft ,
• 1 ft
check #5 at 24" O.C.
AXIAL CAPACITY
h : =7.ft r:= 2.21•in h = 38.01 b := 7.625.in
r ••.. •••••
P •••••• •...•• ••••••
A :=b.24-in A = 183 •in A s := .2•in f := anal f 5.97•psi
•••• •••••• •
• • •.•. • •
F 1 -( cia� •O
F a = 347.36 •psi >P K •••'• •
140.r r •••••• ......
••••• •
• .
.' • ••• •• ••
BENDING CAPACITY ....
•••••• •• • •
•
7 in •••••' • •••••
d := d •
= 3.81 •in b : =24 in •••••. • •
2 ••••• • •••• •...
•
A .• •
• • •
0 .0022 • • • • •
p := b d p = •••••.
k:= 4(n•p) -n•p k =0.26 k•d= 1•in
j: =1 -k 3 j =0.91
fb := M / 2 1 fb = 337.12•psi • b•d I k/
• f
F b := 500•psi• 1- a F b= 491.41 psi OK
F
M
f f s = 2029 •ksi OK
s A5.jd
#5 at 24" O.C. OK
TVF &R Station 50
Misc-
CHECK FOOTING TO RESIST SLIDING
•
footing dimensions w : =22•in t : =10•in
weight := f 78•psf•(6.67.ft +4.67.fft)+ 150•pcf•t•w+ 120•pcf•(w- 7.625 m ••
L 1 2 ) . 4.67.ft ] .I.ft
weight = 1449.34.1b
friction := .5 .weight friction = 724.67.1b
friction
- 1.56 OK. neglects any passive pressure .... •••••
• • 465.1b • ..... •
•
•••
•
• ••••
•.•
.•••• . • • • ••••••
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• • I
• ••.•
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•• . •
• • •••••• •
•••
LEWIS &
consulting engineers Job 711Ftvt SM -Tioo Co
�.FM:
��r' -.� 18660 s.w. boones ferry road Client
-`, tualatin. oregon 97062 Job No. By LC
[503) 885.8605 phone (503113E15.1206 fax
VAN VLEET Date 'I /08 Sheet No. 1.r
Incorporated
` .%21G- '=`T"F '_{_T`:rar. .l- ._.= ". _ _ - ,, _ ...... s . .;.�- .3.7L+.. ,., =r_ .. .. i__.. u.=- �. ..= -__i :�.s..+..
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s 00 r • fD _ C Nekl.. , E
a 3 Y• Yv/S IA) INA. , e I+K,o (.8- 6e 4- .5)..--.1162 Psil . . ,
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1
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1.
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r I4 n eof `Dl' - IIT F
i .__.. :. 00 0 0 0 0 0 2 at.. _r::• ..7._.._,. — s - __. _rr.. ^ . _..... ;___f. W. r— r_.__scjrre�", aZ= fi- T^T -.— _.... -_...,
LEWIS &
consulting engineers Job TUFit STtlt7)w3 So
Client
`'1..i: 18660 s.w. boones femj road
\-1 _ tualatin. oreg❑n 97062. Job No. By V.-
(503) 885.0505 phone (503) 885.1206 fax
VAN VLEET Date q!o} Sheet No. L I, l
Incorporated
- •,, ...ocae dy.T.,3 --,,,, ..., r r '3 ,--1, ax..ve a u .. _ - _ .a o,-, ..
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LEWIS &
consulting engineers Job 7u Ff& CO
i;, Client
U.`"; femj 113650 s.w. boones fey road
.'4: -7 • tualatln. oregon 97062
(503) 885.8505 phone [503) 885.1206 fax Job No. By
VAN VLEET Date 7/CI4 Sheet No. 1:5
Incorporated
L tis G)!N ' WA :11,0.06 k bed + : co.tonike Nt_ s4�_ .. _ I ,
_._ 1 i _.. I I .�. r 1 -.-
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' TVF &R Station 50
PS-1
LEWIS &
Lli consulting engineers Job: TVF &R Station 50
Client: PSE
18660 sw boons ferry Job No. 07132 By LC
tualatin, Oregon 97062 Date: 9/07
VAN VLEET (503) 885.8605 phone (503) 885.1206 fax
POSTS AND STUD WALLS
DEFINE UNITS:
K := 1000.1b psi := lb p1f : =1 ksi := K psf := lb klf := K
in ft in ft ft
•
CHECK STUD WALLS:
••.. •••••
••••.. ••••.• ••.•••
exterior wind loads: 94.5 mph exp. B, Occupancy Category IV • . • • • . • • . • • • •
• •••• •
•
••••.•
. I I •• •
• •
.. . ••..•• • •••..•
•
I •
•
COMPOENTS AND CLADDING ••••• ....
effective •••;••; •••• • •
— -- ZONE
•• • •• •
wind area 94.5 mph . •••••
•••••• •••••
4 10 16.1 -17.5 • •••• • •••• •
i 4 20 15.4 -16.7 • • • •
4 50 14.4 -15.8 •••••• :•••••
•••'•
4 100 13.7 -15.0
for category II buildings
To 4 500 12.0 -13.4 -
5 10 16.1 -21.6
5 20 15.4 • -20.1
5 50 14.4 -18.2
5 100 _ 13.7 -16.7
5 500 12.0 -13.4
•
STUD WALLS:
cases to be checked:
1. exterior wall, worst case, 18' hieght
2. 17' tall studs between 3.33' and 21' opening
3. 17' tall king studs adj to 8' opening
" TVF&R Station 50
PS-2_
case 1 - worst case exterior 5.5" wall
bending: L := 18•ft A := L• 16•in A = 24•ft
q := [ -20.1 •psf - ( -20.1 •psf- - 18.2•psf)• ' 11.1.15 q = - 22.8 •psf
R := q•16•in•L R = - 273.9.1b
2
2
M := q•16•in•L • -1 M = 1232.5•Ib•ft
8
S := 7.56.in
•••••
. .
•••••• •••• • •••••
.
f f 1956.3 si . .... •
• •••••
b '= S b = ° p .
...... •
•
••••.•
Fb:= 1.35.1.33.1170•psi Fb= 2100.7 "psi •. :••• • . •
•
•
...... •
2 . : .. . • ••• •• ••'
deflection: A •= 7 5 M L L
e_ 1.51 eft.) .-.i.1442.9 . EW : •
48.1600•ksi•20.8 •in Q • •••••
•
•••••• . •••••
• ....'
• .
••.••• • •••••• •
. •
compression: • •••
2
P. := 40•psf• •16in P ax = 213.3.1b .
2.2.ft
fc := P axial f c = 25.9 apsi
1.5•in•5.5•in
column stability factor
1350•psi•1.1 K =.822 c 1 =18•ft d E'
F cstar : =
K E
e = 39.3 OK F cE ' = cE 2 F cE = 330.4 •psi
d 1e
(a
2 .
1 + FcE I l + F cE F cE
F cstar F cstar F cstar
C - - C = 0.2 1
P 2•c 2•c c p
•
TVF &R Station 50
PS -3
F c :=F p F 313.6 "psi
combined loading:
15•f 2 1.33•fb
DL +WL + = 1.3 < 1.33 OK
40F f
F b• 1 -
F cE
(15 - .75.25)•f 2 133•.75•fb
+ =l < 1.330K
DL +.75(WL +SL) 40.F f
c Fb.(1 -
F cE
••.. ••...
• . • • .
...... •••••
use 2x6 16" O.C. typ at exterior walls • ••••
•••
• •
•••••. •..• • • •
•.•• •
•••• ••
• • • •
case 2 - 17' king studs between 3.5' and 13' window ••• • • . • • • •
. •
••••• • •• •••
•• • ••
• •••••• •• • • • •
• •
bending: L: =18ft A: =L 3 13-ft
A= 148.5•ft 2
• •• • • •••••
2 •••••• • "". •
• • ••••
15 sf•1.15 17.3 f •••� •
q : =- p q cps .. • .
• • • • •••..•
•
(3 13•ft) •• • •
w: =q / I w= -142.3epIf ••• •
2
R: =w• R= 1280.8.1b
2
M :=- 1 w (18 ft)2 M = 5763.7.1b•ft
8
S := 7.56.in
fb := S M fb = 1829.7 -psi
F b : = 1170•psi • 1.35.1.33 Fb = 2100.7 psi
2
deflection: A •= 7 5 M L A = 1.4 •in L 152.8 OK
48.1600•ksi • (20.8.11) .5 A
use (5) 2x6 DF #2
' TVF &R Station 50
PSJ4
case 3 - 17' king studs adj to 8' door
bending: L : =17•ft A := L• 88 — A = 68•ft 2
2
q := [- 15.8•psf- (- .8•psf)• 1.15 q = - 17.8 •psf
w: =q 8 -ft w= 71.4•plf
2
R := w L R = - 606.501b
2
w L2 ••.. •••••
M:= • -1 M= 2577.7•1b•1. ....•• ••••• •
8 .••••.
• •••. .
• • •
• ....
•
S:= 7.56•in •••• • ..•...
• . • •
S. •
• .••.••
fb: =M fb= 1363 8.°51. • • • •• • ••
S •
• .
F 1170•psi•1.35.1.33 Fb =21002 s! •
• ••••
•
•• • •
• •• • • • • . 7.5.M-L 2 • • • •
48.1600•ksi• (20.8.i4 •3 • A
use (3) 2x6 DF #2
•
TVF &R Station 50
PS
OVERHEAD DOOR JAMBS
worst case, center door:
trib area: 24.( = 192 q := [- 15•psf- (- 1.2•psf)• 00 1.1.15
q= - 16.9•psf
w1 : =q 2 /I r12•ft1 w = - 101.6•plf
• •..• •••IS
w q•16•in w2=- 22.6•plf •••••• •••••
•
• •••• •••�••
• • . •
•••• •
P (1441 + 24•ft 4•ft P = - 1.12 •K • • ' •c • •
c1. 2 2 2 2 •• • •
•••S.•
5
• •
•
. •
. Rtop' =w 1 12 ft 4 +w 2 12 ft 24 +P 24 R 1066.8•l�b �..• • � ••••• •
••...• •ISIS• • ••••• •
• Rbase =w •12 ft 18 +w 12ft 6 tP 12 R base = 1540.9•lb • •• I •�
24 24 24 •• • . • •SIS.•
• ••••
M:= [It top•12•ft w2• (12•ft)2 2 1. -1 M= 11.2•ft•K
1.67-M
Z = Z re = 4.9 0in
46.1csi q
•
24ft =2.4°in I = 5.7M(24ft) I = 11.7•in
120 r 48.29000•Icsi•2.4•in re9
use HSS 5x5x3/16 Z =7.19. 1 =12.6
TVF &R Station 50
L -(1-
shear line 2 (1) 44' wall
V 1.9°K
by inspeciton. use shear wall type A. no holdown req.
shear line 3 (1) 22' 29', wall main building, (1) 19' wall at community room
V = 6.51 •K V 3commun = 1227.8•1b
by inspeciton. use shear wall type A, no holdown req. at community room •••••
• ••.. •
• •
•••••• •.•• .....
• • •..• ...... •
V3 •••• • •
v:= v= 127.6aplf use shear wall eA • ••••••
22ftt 29•ft • • • •
• •
•• • • .....
• .
.....
• •
• • • ••• •• ••
•.•..
• • • •
•••..• •• •
•
• •
•• •• • •••••
overturning 22' wall: M := v22•ft•24•ft M = 67.3 •ft•K •••. •
Ot o f •••••• • • •••••
• ••••
•••• .
•• • •
Mr:= (10•psf•24•ft+15•psf• (222ft)2 M 188.8•ftK ••'�'• •••••• •
11 2 2
no holdown req
shear line 4 (1) 16', 13' wall
V = 8763.8•lb
V 4
v := v = 3022 oplf use shear wall type A
►1 Lo'tb 441( 7- /6,5 - = 1317*
81 co flL '�/ = 1 - 13°i ? //6 a ?ei L /2' t StftJ nak cD(c- ` v4Ut -. �
<< 4 yGo
overturning 13' wall: M of := v13•ft•24•ft M = 94.3 •ft•K
M r := (1osf.24.ft + 15 •psf 74 ft ( 1 3 ft 2
) M r = 672 •ft•K
2 ) 2
•
TVF &R Station 50
L- 11
holdown load: P := M °t 6 M r P= 4152.33•1b
13•ft \
(
use Simpson HDU4 r . ?dZ 04( f1 ,194-
(l 1
1( o . ma �o r E
shear line 5 (1) 19', 10', (3) 8' walls VV1 Col ( 1
V 5 = 4156•lb 114 8 ,,,,// 6� S
•
pr. 13v ,-,Heir � - 3.y
v HVA gok_
v := 5 v= 78.4 •plf use shear wall type
19•ft+ 10•ft +3.8•ft ..
••.•
..... . •• ••.• • •...• •
•
......
• . •••• • • .
...... • • •
• ••••
......
•••• • . •
overturning 8' wall: M := v8•ft•9•ft M = 5.6.1.K • •
•..... ......
••a.. • • .
I 20 ft\ (g ft) ..... • 5, M r = 10psf9ft +15psf M = @, K • •. • 2 2 .• .•• •
•••• •
•••••• •••••
•
•••• •••• .
_ •
M • • • •
holdown load: p : = °t r P = 129.74•lb • • • : • • • • •
8.ft ••••
no holdown nom. typ. sill A.B. OK
shear line 6 (1) 5' wall
V 6 = 1501.1b
V 6
v := v = 3002 •plf use shear wall type A
5 .ft
overturning 11' wall: M := v.5 •ft• 16•ft M = 24 •ft•K
M ft)2 M =2•ft•K
2
(conservative)
holdown load: p • = M ot - • r P = 4563.78•1b
• 5.ft
use Simpson "HDU5"
LEWIS &
consulting engineers- - Job TUt = +it STA SO
�'
.a Client
�z�::a 18660 s.w. boones ferry road
'4:zfa..3• tuatatin. oregon 97052 Job No. By L C
(503) 885.8605 phone [503] 885.1206 fax
VAN VLEET Date 21 Ogo Sheet No. L - Z.-4-
Incorporated
.d - - .,_• - - rSzia Ls . : .'. :i..e --=•= - •w. 1 cwicae :,a7 r_ _ •spa.. .ms. .:.s.ra szzn'� 7
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•
ANc = 6 (IL5)(t)r It , •
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LEWIS &
• consulting engineers Job IV( ill S7fl7� So
��� Client
i = } = �`" 18550 s.w. boones ferry road
:: Y tualatin. oregon 97052 Job No. By LC.
(5031 885.8605 phone [503) 685.1206 fax
VAN VLEET Date 2 Sheet No. L
In Corp ore ted
=T _ (.� {.a. . ..'E 2..Z. : . 3+ _ Tr,.._ , D: ii :S=...ECZtiILF3nfna :4a•T =',..! 1.^'_: - . r:. "17. 1EXC.1 �, .387 ^ . .�..._._ -. , w« • v... r_... ... :A ..
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LEWIS &
SD
• Consulting engineers Job rirdil $Jtnio
4111 18660 s.w. boones ferry road Client
tualatln. oregon 97062 Job No. By Le-
(503] 885.8605 phone [503] 885.1206 fax
VAN VLEET Date Sheet No. U733
Incorporated
I
'1
. /14 EZZA/Ofwe teD &eq. !
1 i•
I(
, P.:.- Qs fru) c = 1 PLF(IG/m)'" 72 87
1 ,
I fScAct4) i.
I'
4
l
it 1 ": Z- (117C " 9000 It4- - OD / r
,
. • .
• • ... •
!!, . •• :
• ••• •••
•
I • • ••••
• • • •
•
1 o
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in z 6 \ 6-- r L I a
4100
0 0 • • ••• 900
• •
•
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.
. ....
• •
:te • •
• • lo ee• se (so
• 0
• '
•ill •
‘;', •
• • • •
.'i •• •••
34o4 .... •
• ••• *Aro • •
• • timoote
efts,. •
•
3&s
I it .. .
• • ••
. •• • •
••••
2. .
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1 :: 31W4 (5 ‘ , It V tefr 61 SOS (). LI
p
r
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i
TVF&R Station 50
. R- L
4' CANOPY OVER OVERHEAD DOORS
snow drift
Wb: =81•ft
h d := .43. 25+1 - hd= 3.03•ft
C e := 1.0 Pf: =.7.0 eys -25 -psf Pf= 17(3S"psf 2
hb: Z' hb= 1.VICft
lb
17.3— \,Z`
ft 3
lb P =17.3. 3 •(hd+hb> P =6 apsf ��� .....
•••• • •
• • .
.... •
••••••
•
drift := P 25•psf drift =4 4°psf L.t . E • :. •••
• • •
Wd: =4•hd Wd= 12.1.11 • • • ••• •• ••
. • •
14 33 •• • •
use 4g psf to ?g psf drift at canopy • •°"°•,.1
J -� • •.. • .... \. (A l wind uplift: (
DJ
` 1 i •••• :
1 ,
q up lift := 16.4•ps12.8•.72.1.15 q uplift = 38.02°psf ( 1,%' 1 y7
13' span beam
W ' S fits t3 3 ' 6'to
p ���� - 33� ( 1, a ps)"$
w:= (8•psf + SL +38•psf)• ft w= 272.8•plf span : =13 3 r IS 7'
2.1.83 -ft v-�c ' C (I�$3
(3.751)2 -F- 90,esk.)
w uplift := q uplift. 2.1.83-ft ' uplift = 146.09 ,p1f -I lit(6)0 b i 1) C 3 >
2 + t IZl 9( 3) (1 frr S)
M : =w• E M = 5.760ft•K Z -4-9 P�r.
8
R := w• span R = 1773.18 •Ib el.. 2..t
2 8a�
M �X
S req _
1.15.1950 -psi S req = 30.84.in
A = 1.5 -(R- w- 725 -in) A = 11.65•in
req '
1.15-180-psi . req
use select structural 4x8 S =30.7. A =25.4
TVF &R Station 50
Fr
L E W 15 & Job: TVF &R Station 50
consulting engineers Client PSE
Job No. 07132 By LC
18660 sw boons terry rd. Date: 1/08
tualatin, oregon 97062
VAN vL.EET (5 885.8605 phone (503) 885.1206 fax
FOOTINGS
DEFINE UNITS:
•
K := 1000.1b psi := m2 plf := ft ksi := i n psf := ft pcf := ft3 ft
.••••
•
•
••••
. OO
•
•••• • •
•
. •
•••• • • • •
FOOTINGS: • •• • •
•• •
• • •
q allowable 2000•psf • • • • • • • • • •
•
• •
•• • 4.
worst case conts footing east side of apparatus bay • • •
441. • • • •
�t S •
YI . •••• • •
�(Z � t. 1 • • • •
� }
75 ft
I � "( ' ` p • • • • •
p : = psft 25 psf) 2 + l0 psf l0 ftl �Ct "••
p = 1(r6�1f 2'7+t-10 1O f LF
w re9 : p w req = 9 •in
q allowable
use 18" min. width footings typ at bearing walls
( '
� 1 4 " ,5 ig� P5F
\
decorative truss post footings
worst case north canopy
gravity load:
•
P :=2100.1b+ (15•psfi- 25•psf) • 5- ftft .10.5.ft P = 3150.1b
2
A req :_
P A req = 1.58•ft 2
q allowable
•
E
F ' � F ,
S EER F ' •
POST TO SUPPORT 2'-0" DL4. E w 9.
MAX. PARABOLIC DISH. 1, P A
DISH TO BE MOUNTED BY • O R E G O
OTHERS TIGHT TO POST 0 y v y , . �9q
41 26 4
is VAN y`,
I EXPIRES 6 -30-08 I
HSS2X2XI/8XI0'-0"
1/4" X 4" X 0-i1" PLATE W (2)
5/8" DIA. 6OLTS AT 8" O.G.
SEE
ink FOR MORE INFO.
-- •••• •••••
II - Q1. ••••.
\l1 • •
® ', 3/16 D ••••
•
i •
i • ••••••
►'__� 3/16 v • e;' a • •• •• •
. • • • /I •••••• • •••
• •
, 3/8" k$ " 12" •..• •• .:
siMPSON "A35" PLATE: • • • •
EACH SIDE ! : ; ., .. • ... • '
••••
, - J.
. b • . i s••• •
•
3/16 V •• • •
3/4" DIA. A301 THREADED • •' • • • II •••••
ROD - COUNTERSINK BOLT ' •
••••
HEADS I" MAX. 1/4" X 8" X 12" PLATE
W/ (4) 3/4" DIA.
6X6POSTAT BOLTS
HsS BRACKET LOCATION 3/8" X 12" PLATE 1-6
HSS 4 X 4 X 3/16"
rap. - PROVIDE
1/4" CAP PLATE AT
ALL EXPOSED
. ENDS li
C <TYP. IF
1 1/2"
3/16 D <TMP' NP-
1 ANTENNA BRACKET DETAIL.
RSl 5S2122 1 " =1'-0
•
LEWIS Sc VAN VLEET INC. TVF &R STATION 50 Fie. 11, '08
CONSULTING ENGINEERS 12585 WALNUT ROAD 7132
l igl
_ 8860 ew boonee term► rood TIG}ARD, OREGON
(so phone RS1
( 3 855.1200 fox ANTENNA BRACKET DETAIL
1 \07132 \RSFEB11- R51.dwg, 2/11/2008 9:06:45 AM
I
1
o osaux,,,,,
POST TO SUPPORT 2'-0 DV.. 4 ' ' w 7 9.
^ 7
MAX. PARABOLIC DISH. IF iff
DISH TO BE MOUNTED BY RE G 0 oi
OTHERS TIGHT TO POST ° y - & y �9 lb eir
4 1 2 6 � i.
- - - - -- - - - - - -- - -- - -- -- S -VAN � �
I EXPIRES 6 -30 - 08 I
HSS 2X2X1 /8X10' -0 -
1/4 X 4 X 0-11 PLATE W (2)
5/8 DIA. BOLTS AT 8 O.G.
SEE ® FOR MORE INFO. •
• • Vii V
X--- 1 I D \lTJ .... :::. .
•
_�0i 3/16V • • • • , .
al .
• •
I. ••
3/8 r$ 5c 12 • • • •! •
SIMPSON ° A35 ° , P LA ' 1� : • "; • • • •
EACH SIDE � : ■ - ' • • • • •••• ■
4, • •••• • •
• EN • ii., • •.. •
• • 3/ 161 TYP • • •
3/4 DZ4. A301 THREADED , \- • • • • • • I • • • • • •
ROD - COUNTERSINK BOLT ' •
HEADS I MAX. 1/4° •
X 8 X 12 PLATE •
W/ (4) 3/4 DIA.
6 X 6 POST AT BOLTS
HSS BRACKET _ 3/8 X 12 PLATE 1-6
LOCATION - i -
- --
HSS 4X4X3/16
TYP. - PROVIDE
1/4 CAP PLATE AT ALL EXPOSED ENDS I/1
-/■�� I • 1 1/2
3/I6 D <TMP" TYP.
1 ANTENNA BRACKET IDETAIL-
RSl 83212:2 I" = I
LEWIB & VAN VLEET INC. TVF&R STATION SO ��� �08
CONSULTING ENGINEERS
12585 WALNUT ROAD 7132
L `i:, ` 6680 ow boonea ferry road
TIGARD, OREGON 3) 885 05 Sphona RS1 (5 )8851208 fax ANTENNA BRACKET DETAIL men 1•1
3: \07132 \RSFEB11- RS1.dwg, 2/11/2008 9:06:45 AM