HomeMy WebLinkAbout3795 Jay StreetI I F
M mq:'
Date:
Plan #
Permit 0
city� State, zip" j &4 V A-IC- A 60 &OP21 7
City License # I City License # City License
Descriptior a rk- (Fill
)_of wo
1 =
Okrl�h.* ONE" IORIIVCA) Z^'T
MII
FfRE OEPARTMENT�: C $ppmved wl oomments 1: di$Oj>OfOvtd = no re%,iew req-11ftrI,
Building Permit Application
Electrical: Plumbing: Mechanic*01�
� .
�
6
«:
�
:
LDole:
'I '**
P]4n#
It W i)
Permit # I
Mailing Address: (if different th &'
Property ed0fress)
Address:
City, Slate, zip: tl
Electrical: Plumbinz, Mechanical:
Qe fa hIIIIIII'morict be
es
City License # City License 9 City License #
ot
SJGNATVRI:,
FIRE DePAPTMSNT�: C apofovoo w/ CommomIS C dj$Opproved =' MO MV MAUrod
-1
s
Y
x-
NJ
VN
nu
lyt illrtV AAA rO : 111 drrr r nt tart property &ddr ess)
Sty, State, Zip:
L Permit
TE-
► proved W/ CoMMeqtS C, di,
A a pp roVad
*.. r 7. .+. ..
Building Permit Application
t ors leto 41 higttts"ghtedareee4`
r�
d
A—
t
VQ
�G
N
R
t
.
2
F
r IIIV��I «1« 4 VMIP��IONIIIhIll
a w
Ele
t`iltll,„ [1k'l.' f1 #;! "alt# tt7t? 1 t' ddVL "'ItltltJ:txRSr7t7tT FFtF tCtrVTtt.t Rj
S UILDING DE PARTmSNT COMMENTS:
Remiewer
PUSLd ORK MENT OCCUPANCY,,
Reviewer
ATFRE PAWTMENT:: C 4ppmv d t comMe iS R rua ---- revWv,r required lq valuation:
Building Permit Application
F � -- 1
�
*
�
}�
i�
& �
� \
\� \
� \A,4
�
I
SMMM��
M�rW
EDO
P plan #
Detv
lan #
jt
Mailind Addrew- Iff
111011 PrvPCr1,y Wfdress)
Address -
-- - ------- P --- J 224�-f,
CRY, State, Zip:
23M
zmz�
Irk Ct OEPArTmr_NM M DOW09 Ott w/ comm on I s L 6sapproved net CO view roujtt if f.Ll Mdg VnjaI $
Building Permit AppliCation
(comptele higilljollted arkatj
I
m
Im
ti
I
Addrew
,Cute: _.
Plan
Permit .�
0
M
am
.. ...
Electrical! Plumbing:. Mechanical:
r
lk.
N%
IRM
I
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
Building Permit Number:
Date:
13797
5/2/02
Property Owner: ROGER P. LOECHER
Property Address: 3795 JAY ST
Contractor License No.: 17796
Company: Roger Loecher
Phone: 422-8500
Phone: 422-8500
Construction Value:
Permit Fee.
Plan ReView Fee
Use Tax:
$11.22500
$209.25
SO 00
$134.70
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Total:
$343.95
(OWNER)(CONTRACTOR) SIGNED
Use:
Description:
BUILDING DEPARTMENT USE ONLY
.......
Approval:
Zoning:
SIC
Sq F~
ADDRESS ALSO INCLUDED IN THIS PERMIT ARE 6200 W. 38TH AVE.
AND 6206 1/2 W 38TH AVE
---
Approval: BG
5/1/02 ALL COMBUSTIBLE MATERIAL MUST BE REMOVED FROM
EXISTING ROOF
Approval:
Occupancy:
Walls:
Roof:
Stories:
Residential Units:
Electrical License No :
Company:
Plumbing License No :
Company:
Mechanical License No .
Company:
Expiration Date:
Approval:
Expiration Date:
Approval:
Expiration Date:
Approval:
(1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning
Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City
(2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (8) the building authorized is suspended or
abandoned for a period of 120 days.
(3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the
original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year, full fees shall be paid for a new permit
(4) No work of any manner shall be done thaI will change the natural flow of water causing a drainage problem
(5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before
proceediin successiv phases of the job.
(6) The i e he approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the
provisio of e b d" goo er ordinance, law, rule or regulation
Chief Building Inspector
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
APPLlCfl'lON
;of' 0 6 t3 R )) ./-06 c//~ .(?
3795h...;t,;laO -';;.,2,)61"2- tU3r",~
177"76
)?o6e R
Building Permit Number:
Date:
Property Owner:
Property Address:
Contractor License No.:
Company:
Phone: Yc?3-4;2;2 -8;60
? ,L t? I~ c#c-- r<:
Phone: ;JC' .1-9;2;J. - &"5oJ
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Construction Value:$ /I;l~SI>f'
0-
Permit Fee:$
Plan Review Fee:$
Use Tax:$
Total:$
I hereby certify that the setback distances proposed by this permit application are accurate,
and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or
covenants, easements or restrictions of record; that all measurements shown, and allegations
made are accurate; that I have read and agree. to abide by all conditions printed on this
application and that I assume full responsibility for compliance with the Wheat Ridge
Building Code (U.B.C) and all other appli eat Ridge Ordinances, for work under
this permit
(OWNER)(CONrnAcrOR): SIGNED'. ~
Description: ;e.~ - JtI ~ a ?~M:;~
J~
r<<- flY" z-
BUILDING DEPARTMENT USE ONLY
SIC:
Sq.Ft.:
ZONING COMMENTS:
Approval:
Zoning:
BUILDING COMMENTS:
Approval: I> t. :>//0;4
,,9)/ e___busU/e flN/""";'/ ,"",0.,1 be ,,-&enove/
1-",,.., ..J21rI> J./M5 r-a-.".Y
PUBLIC WORKS COMMENTS:
Approval:
Occupancy:
Walls:
Roof:
Stories:
Residential Units:
Electrical License No:
Company:
Plumbing License No:
Company:
Mechanical License No:
Company:
Expiration Date:
Approval:
Expiration Date:
Approval:
Expiration Date:
Approval:
(1) This pennit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning
Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. .
(2) This permit shall expire utA) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or
abandoned for a period of 120 days.
(3) If this permit expires, a new pennit may he acquired for a fee of one-half the amount nonnally required, provided no changes have been or will be made in
the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have heen or if suspension (If r1handnTlment
exceeds one (I) year, full fees shall be paid for a new pennit.
(4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem.
(5) Contractor shall notify the Building Inspectortwenty-four(24) hours in advance for all inspections and shall receive written approval on inspection card before
proceeding with successive phases of the job.
(6) The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of. any violation of the
provisions of the building codes or any other ordinance, law, rule or regulation.
~i<~
' Chief Bu. din spector
Roger Loecher
P.O. Box 12208
Denver State: CO Zip: 80212
Company:
Address:
City:
CityLic: 17796
Phone:422-8500
Fax: 422-8700
Date Issued: 2/26/02
Expiration Date: 2/26/03
Type of License:
Subcontractor
-t) tflr~'
CHIEF BUILDING INSPECTOR
Roger Loecher
P.O. Box 12208
Denver, CO 80212
2'~
.. .g
'''is
:::::ii
I..
'"
...,.~
""",
I ,
~~
"'co
"",
""
...,
....
....
~
'"
"0
is
"
!'<
~
'"
,
....
'"
'"
,
co
8
::c
C)
::c
"U
~
rrl
)>
C
--I
;::0
C
VJ
VJ
:z
("")
~el
nC>
~ ~
~::o
~5
~Q
o~
'"
~
~
r
5a..-o
r 5-0_0 1
'~
'. ", .
;"'"~'. .'.;
""':'-~::,~'_ 1t~?
:)~:>',J~:
'~~'
. .
.
.
I
b
. .
. .
~ ; ;
~ . :i' b b
... 0
, J "" l'l
l '"
-R
;;; <;
'"
~
l, " !
, i lil
a
iil
if
ii
<>
3
~
i? ~ .
s. .
" g .
.
'" I
b ~
= f'...)
I
s;:: .
:z L II ..I
CJ ea..oO .~~
r-
'"
!
i
,
,
~
g
!
c" ~~ -.L.
~c:;-
" ~- C)
~;;r
~~. Z:o; :r:
n.
~'" p... -0
'"
CO'O ~El
,,,, I);:
""
<oN 00
N'"' "'i" --I
COCO
, rr1
<0 )>
'"'
... c::
...
--I
:::0
c::
(/)
(/)
z:
0
- 8:El
"
"
" ;o~
;;r ~
"
'" ~~
'" ~ .
0 >n t
'" Z:t:
I O~
... 5;:'"
N
N
, -<
~ ~
l
j .
.
~ . ~ ~ .
1 ~ c 0
0 J
fir !'< Q
, i "S-
,l <5
'"
-
~ & i
~
a
"
""
~
2..
<;
3
~
i? ~ ~
~ S- o
~ 0
1 = i'..)
~
., I
s;:
z:
CJ
r-
'"
~
1
'-
,.
.1\
...
~'" -'(." ...'
r
152.....0
.~~
T 1
Tn,
. >> ~I.~. /
I.~~ /
.
/
.
.
( . ~
. "-
0
./
./
. >> ~
"-
"-
"-
..
I.
'j;,
.1
~
~~
T
,'><
-ji-
,,:ii(-
q,:;,
d~'I.1;;>
.'^ ...d'
. \~D~:t:'i"'.-,,~ ~ "
. .,"'~~", :'.:.~
~'"
I.
,
.',.'t.>.>
i
~,.~{<..q; ,
~.' .\:i
.
.
!
.
.
.
o
"~
.
<
I
o
.
~~'.'
,i:-
~ MI.'
MiTek ·
MiTek Industries, Inc.
7777 GREENBACK LANE
SUITE 109
CITRUS HEIGHTS CA 95610
USA
FAX (916) 6761909
TElEPHONE (916) 6761900
Re:2-landl J
ROGER LOErCHER
The truSS drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by High Plateau Truss
Pages or sheets covered by this seal: R1544364 thruRI544372
My license renewal date for the state of Colorado is May 31, 2002.
April 12,2002
Yu, Ray
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSIITPI-1995 Sec. 2.
Y
1
, russ
IUSS ype
ROOF TRUSS
s u
I e
russ, nc., 0 en,
6-3-<1
6-3-<1
12-7-0
6-3-8
1.00 rn-
7x8 =
2
c
R1544364
nc. n Apr 1:l 1 ;j:43:~6-ZOUZ I-'age 1
Scale = 1 :20.4
3x4 =
12-7-0
12-7-0
-Plale unsets (X Y)" IZ.U-tH) U-Z-~J
3x4 =
, -. .--
1 ~
LOADING (psI) SPACING 2-0-0 CSI DEFL in (lac) I/dell I PLATES GRIP
TCLL 30.0 Plates Increase 1.15 TC 0.14 Vert~L\ nla - nla MIl20 169/123
TCDL 7.5 , Lumber Increase 1.15 BC 0.07 Vert L nla - nla ,
BCll 0.0 Rep Stress Incr NO WB 0.14 Horz(Tl) 0.00 3 . nla ,
BCDl 7.5 Code UBC97/ANSI95 1st lC II Min Udell = 240 i Wei9ht: 29 lb
BRACING
TOP CHORD Sheathed or 6-0-0 ac purlins.
BOT CHORD Rigid ceiling directly applied or 10-Q..0 oc bracing.
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2X4SPF1650F1.5E
WEBS 2X4 WW Stud
REACTIONS (Ib/size) 1=283/12-7-0,3=283/12-7-0,4=566/12-7-0
Max Uplift1~77(load case 3), 3~77(load case 3), 4=-150(load case 3)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2~3, 2-3~3
BOT CHORD 1-4=3, 3-4=3
WEBS 2-4=-471
NOTES
1) This truss has been designed lor the wind loads generated by 100 mph winds at 25 ft above ground level, using
7.5 psI top chord dead load and 7.5 psI bottom chord dead load, 100 mi lrom hurricane oceanline, on an
occupancy category I, condition I enclosed building, 01 dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per
UBC97/ANSI95 II end verticals or cantilevers exist, they are exposed to wind. II porches exist, they are not
exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase Is 1.33
2) Truss designed lor wind loads In the plane 01 the truss only. For studs exposed to wind (normal to the lace), see
MITek "Standard Gable End Detail"
3) Gable requires continuous bottom chord bearing.
4l Gable studs spaced at 2-0-0 oc.
5 This truss has been designed lor a 10.0 psI bottom chord live load nonconcurrent with any other live loads per
Table No. 16-B, UBC-97.
6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 1,3, and 4.
7) This truss has been designed with ANSVTP11-1995 criteria.
LOAD CASE(S) Standard
A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE
I
Design valid for use only with MiTek connectors. This dHlgn Ie baNd only upon pI1&met8111 ahown, and II for an Indlvldual
building component 10 be Installed and loaded vertically. Applicabmty 01 dealgn parameters and proper Incorporation of
component Is responsibility 01 buIldIng d..igner - nol truu deSloner. Bradng Ihown II 10( IIl1ral IUpport 01 Individual
web members only. Addltlonal temporary bracing to Insure stability during construcllon '- th. r..ponalblUty of the erector. au I'"
Additional permanent bracing ollhe overall structure '- the r..ponslblllty of the building dellgn.r. For general guidance
regarding fabrlcallon, quality control, alorage, delivery, eractlon, and braCing, conault Q8T48 Quellt, Standard, DBB.
89 Bracing Spaclflcatlon, and HIB.'1 Handling Inallllletlon and BlIclng Recommendation available Irom Tru..
Pllte Inatltute, SB3 D'Onofrio Drive, "'adlaon, WI 837111 MiTek Industries, Inc.
April 12,2002
NOS
NOS ype
ROOF TRUSS
16
Y
1
Rl544365
o on,
s
o lional
e us nas. nc.
age
8-1.15
8-1.15
~,.. -
13-0-2
4-10-3
17-10-5
4-10--3
23-Q-o
5-1-11
Scale = 1 :38.7
1.00 fiT
~~
o
3x4 _
2
3x8 -
3
5x6 0=
4
3x4 II
58
3x50=
9
3><50=
8
5x6 0=
7
3x5 ~
WARNING: ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS
IS THE RESPONSIBILITY OF THE PROJECT ENGINEER. THE BUILDING DESIGNER.
OR OTHERS.
2-2-12
2-2-12
foliate unsets (X Y)"
9-0-11
~15
'1-U-;C:-U U-l-61 14'(J-3-U u-3-U1 lij'U-3-0 u-a-ul
15-10-9
6-9-15
23-0-0
7-1-7
--'----,
, , , , , --
LOADING (psn SPACING 2-0-0 CSI DEFL In (Ioe) VdefJ PLATES GRIP
TCLL 30.0 Plates Increase 1.15 TC 0.96 Vert~L) .0.13 1-9 >841 MII20 1691123
TCDL 7.5 Lumber Increase 1.16 BC 0.97 Vert L) .0.25 1-9 >428
BCLL 0.0 RepS~I~ NO WB 0.97 HOrz(TLl 0.02 7 nla
BCDL 7.5 COde UBC97IANSI95 . (Matrix) 1st LC L Min Vdef! = 240 Weight: 691b
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E.
WEBS 2X4WWStud
REACTIONS (Ib1slze) 7=57210-5-8, 1=2961().5.8, 9=1176J0.3-6
MaxHorz 1=175(loadcase4) "
Max Uplift 7~176(load case 4), 1=-60(load case 3), 9~316(load case 4)
FORCES(lbl- First Load Case Only
TOP CHORD 1-2=-67,2-3=639,3-4=-1169,4-5=-123,5-6=-2,5-7=-169
BOT CHORD 1-9=64. 6-9=1031, 7-6=1135
WEBS 2-9=-672. 3-9~1722,.3-6=130. 4-6=20. 4-7~1076
NOTES ,- .; !
1) This truss has been designed for th8 wind loads generated ~ 100 f1'1)h winds at 25 ft above ground level, using 7.5 psf top
chord dead load and 7.5 pst bottom chord dead load, 100 rri from hurricane oceanllne, on an occupancy category I, condition
I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 pet UBC97IANSI95 hnd verticals Of
cantilevers exist, they are exposed to wIrid. ~ porches exist. they are not exposed to wind. The lumber DOL Increase Is 1.33.
and the plate grip Increase Is 1.33 ". .
2) This truss has been deslgned for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-8
, UBe-97. '
3) This truss has been designed with ANSUTP11.1995 afteria.
BRACING
TOP CHORD
BOT CHORD
Sheathed or ~ oc purtins, except end verticals.
Rigid ceiling dIrectly applied or 6-0-0 oc bracing.
LOAD CASE(S) Standard
A WARNING - Verify de5ign parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE
I '
Design valid lor use only with MfTek connector1. Thla d8llgn II baHd only upon parameterllhown. and II lor an Illdlvldual
building component to be Installed ind loaded. vertically. Applicability of Cle.lgn parametel'land proper Incorporauon of
component Ie responsibility 01 building dealgner - not truQ dealgner~ Bracing ahown II ,orlateral aupport of Individual
web members only. AddlUonal temporary braclng to Inture atablllty dwlng conalruction la the r..ponaiblllty QI the ereclor.' '. ' - I '"
Addlllonal permanent bracing of the overali atlucture la the r..ponalblllty of the building dlllgner. For general guidance
regarding labrlcaUon, quality control, atorege, delivery. ere(ltlon, and bfactng. conauJI QST... Quality Standard, DSB-
89 Bracing Speclncallon, and HIB.g1.Handllng Inatall.llon and Braolng RKomm.ndatlon available from Tru..
PI,tll Inamute, 583 D'Onofrio Drive, "adlaon, WI 5371S1 Ma"Tek Industries, Inc.
April 12,2002
russ
russ ypo
ROOF TRUSS
y
Rl544366
16
8J).
s
age
. 8-1-15
8-1-15
13..0-2
4-1D-3
17-10-5
4-10-3
23-0'()
5-1-11
Scale -1:38.7
1.00 1fT
~~
o
3x4",
2
3x8
3
5x6 '"
4
3x4 II
56
3x5 =
9
3x5 =
8
5x6 =
7
3x5 =
WARNING: ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS
IS THE RESPONSIBILITY OF THE PROJECT ENGINEER. THE BUILDING DESIGNER.
OR OTHERS.
2-2-12
2-2-12
Plate unsets ex, y):
Q"()-11
6-9-15
11:U-2-tJ,u.-lo.ijl. 14:0-3-0,0-3-01. 18:U.3-0.U.3-U1
15-10-9
6-9-15
23..0-0
7-1-7
"--I
LOADING (psO
TCLL 30.0
TCDL 7.5
BCLL 0.0
BCDL 7.5
SPACING 2-().l)
Plates InCRlllse 1.15
Lumber Increase 1.15
RepS~I~ NO
Code UBC97/ANSI95
.
CSI
TC 0.98
BC 0.97
WB 0.97
(Matrix)
DEFL In (Ioc)
. Vert(LL\ .Q.13 1-9
Vert(TL .Q.25 1-9
Horz(TL) 0.02 7
1st LC LL Mln Udefl- 240
Vdefl
>841
>428
nla
PLATES
MIl20
GRIP
169/123
Weight: 69 Ib
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 WW Stud
REACTIONS (Ib/size) 7-57210-5-8. 1-29810-5-8,9-117610-3-8
Max Harz 1=175(1oad case 4)
Max Uplift 7--176(load case 4), 1--80(load case 3), 9-.316(load case 4)
FORCES(lb) - First Load Case Only '.
TOP CHORD 1-2--87,2-3-839,3-4--1169,4-5--123. 5-8--2. S-7~189
BOT CHORD 1-9-84, 8-9-1031, 7-8-1135 .
WEBS 2.9--872, 3-9~1722, 3-8-130, _20, 4-7~1076
NOTES
1) This truss has been designed for the wind loads generated by 100 mph winds 8t25 ft aboveground level, using 7.5 psftop
chord dead load and 7.5 psI bottom chord dead lOad, 10<l ni from hurricane oceanline, on an occupancy category I, condition
I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 pel UBC97/ANSI95 K end verticals Or
cantilevers exist, they are exposed to wlnd. If porches exist. they are not exposed to wind. The lumber DOL increase Is 1.33.
and the plate grip increase Is 1.33 ',' ".,T .'"
2) This truss has been designed for a 10.0 pst bottom chord Uve load nonconcurrent with any other live loads per Table No. 16-B
, UBe-97.
3) This truss has been designed with ANSVTPll.1995 aileria.
BRACING
TOP CHORD Sheathed or 6-0-0 oc purtins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
LOAD CASE(S) Standard
A WARNING. Verify"designparamerers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE
. . I
Design valid lor use only wllh MITak COMICtOrI. ThIt align II bUed only upon parame18l'1lhown, and II for an Indlviclual
building component to be Inltalled and loaded vertically. Applicability ~ dealgn parameleri and proper IllCOI'pO(IIUon of
componenlla responsibility 01 bulldlng delllgntr - riol trl3l dolgn.,. BraoIng Ihown" for IAterel IUPport of Individual
web member. only. AddlUonal teniporary bracing to Inlura atabillty during cOnItructlon lalhe ralponalblllly 01 the ereclOl'. MIl"
Addl1Jonal permanent bracing of the overall Ilruclurall the ralpoilllbUlIy ollhe building dealgner, For general guidance
regardIng fabrlcallon, quality conltOl, Ilorage, deUvery, erec:Uon. and bracing, consult Q8T-I. Qu.llty Standard, DSa-
8S Bracing SpeclllcaUon, and HI8-Sl HandllnllllnalallaUon and Bracing Recommendation available from TrUll
Plate Inatltute, 583 D'Onofrio DrlVl, MadIMn, WI A7l8 Mli ek Industries, Inc.
April 12,2002
NSS
NOS ype
ROOF TRUSS
y
6
y
1
R1544367
T02
,
"i ;
,. ~ a-w....~'
, . tl~---=".
WARNING: ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS
IS THE RESPONSIBILITY OF THE PROJE~T ENGINEER, THE BUILDING DESIGNER,
OR OTHERS. , ',,"', ' .
, " l
~,
s
o tional
nuses,nc.npr
age
12-7-0
..,,""
Scale = 1:20.5
1.P<> rrz-.,
7><8 'i
2"
~~rl
o
c::J
~
~
4
c::J
~ 3x8 =
3
l~
o
3x8 =
2-2-12 6-3-8
2-2-12 4-0-12
-Plate uttsets (X, y): 11:U-3-ti.u.-l-til. 1~:rJ-4-U.o-Z-4I. la:u-a-.u.U-l-ti1
10-4-4
4..(1-12
12-7..(1
2-2-12
-i
-
LOADING (PslJ SPACING 2'()'() , CSI , DEFL In (Ioe) Vdefl PLATES GRIP
TCLL 30. Plates Incnoase '1.15 i TC 0.84 , Vertl'rt\ -C.43 4 >342 MUZO 169/123
TCDL 7.5 lumber Increase 1.15 BC 1.00 Vert -C.64 4 >228
BCLL 0.0 Rap SIless Incr YES I WB 0.13 f~ ~'t~N 0.06 3 oJa
BCDL 7.5 ,Coda ,UBC97/ANSI95, I , lstL L MlnVdafl=240 Weight: 29 Ib
,..," .
LUMBER ' ,
TOP CHORD 2X4SPF1650Fl.5E'"
BOT CHORD 2 X 4 SPF 1650F 1.5E. ,
WEBS 2X4 WW Stud '
.-.;
-7~
BRACING
TOP CHORD Sheathed or 2.11-8 oc purtins.
BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing.
,
REACTIONS lib/size) 1=548/0-5-8,3=546f0-S.8 '
Max Uplift 1=-146lload case 3). ~146(load"case 3)
FORCES(lb) - First Load Case Only' !.~
TOP CHORD 1-2~3073, 2-3=-3073 ;
BOT CHORD 1-4=3060,3-4=3060 ;
WEBS 2-4=91 ' I
NOTES '-f~',:::;~~. :=~ i "
1) This tNSS has been designed for the wind loads gOl18l8ted by 100 mph wlndsat25 ft above ground Iavel, using 7.6 psi top
chord dead load and 7.5 pst bottom chord dead lOad. 100 mi from hurricane oceanllne, on an occupancy category I, condition
I enclosed building, of dimensions 45 ft by 24 ft with _18 C ASCE 7-93 per UBC97/ANSI95 ~ end verticals or
cantileve", exist. they are exposed to wind,. ~ pon:haa axIs~ they are not exposed to wind. Thelwnbar ooL Increase Is 1.33,
and the plate grip increase Is 1.33 ,-V~' ',_ t 1;) .
2) :Di~~~~~ has been designed for a 10.0 psf ~~,~ live loacfnonconcurrent with any other live loads per Table No. 16-6
3) One RT7 USP connedOl$ raconvnanded to conneo! INssto bearing walls duato uplift at ~(s) 1 and 3.
4} This truss has been designed with ANSVTP11.1995 criteria.
LOAD CASEIS) Standard
." ~ (~ ,~. r
'~ ., ['. . ',~ " ,
..... .,
;.., . 'r
<
A WARNING - VerifY d~sjgn parameters a"nd READ NOTES ON TIllS AND REVERSE SIDE BEFORE USE
" '," :,..' ._,1" .I~', ..r "fi ,':, r ,.' , . +- . .-, ," .-~
Dealgn valid lor ute only with IIlTek connectorl. ThIt dUIgp II baHdonJy upon ~.tt" ~ and II for an lodlvldual
building component 10 ba Installed and loaded vertically. AIlpllcl.b111tv ,of ~gn .,.ramale'" and prop,rlncorpotloUon 01
compononl J, r..ponalblllly 01 bulldi,no dJligner - nottru.._ ~on.'r. Bracing IhoVm I' fO! lateral suppo., of Individual
web membera only. AddlUonallempofB(y bracing to lnIure llablllly_~unng con.trUCUOn II tbt rltpOnllblllty 01 tI1. 'reclor. III" , .' I ~
Addltlonal permanent bracing 01 the overall atJ'ucture 11 tha reaponeJbIUty of the building dealgn'r. For general gulclancll
regardIng labrlcatlon, quality control, storage, deUvlry, erection. and bracing. (:OI\Iun QIT... Quality Standard, DSB-
89 Bracing Specification, .nd HIH1 HandlinglnatallaUon and EI!'Iclng Recommendation avall.bl. lrom Tru.e
Plat. Inatltute, 583 D'Onofrio Drive, Madl.on, WI 53711 Mil ek Industries, Inc.
April 12,2002
7-. .
..
. .
/ russ
~~L T03
"'.. we
ROOF TRUSS
Y
2
Y
1
I{
R15443~;l
I
Ig a eau russ, nc.. 0 en,
s
age
7~11
7-5-11
13-7-9
6-1-15
20-1~
8-5.7
Scale = 1 :34.1
1.00 rn-
3x4
2
5x8 ='
3
1.5x4 II
45
3x5 ='
82x4 -;:::.
~
o
5x6 ='
3x8 =
WARNING: ~Y DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS
IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER.
OR OTHERS.
6-1-4 10.10-12
6-1-4 4..g-8
late Unsets (X y), 11'00-/ U-1--81 12'lJ.Q-U lHJ.U) 13'().4-() U-3-U1 [4"0-0-0 o-u..u) lrU-3-U U.::HJI
20-1-0
9.2-4
-.'j
, . . . . . __u
OADING (psQ SPACING 2-0-0 CSI DEFL in (Ioe) Vdetl PLATES GRIP
CLL 30.0 Plates Increase 1.15 TC 0.90 Vert~L) -0.18 6-7 >605 MII20 169/123
GDL 7.5 Lumber Increase 1.15 BC 0.49 Vert L) -0.31 6-7 >346
CLL 0.0 Rep Stress lnor YES WB 0.81 HO'ill'd. 0.01 7 nla
CDL 7.5 Code UBC97J~SI95.. 15t L Min Vdefl = 240 Weight: 6l1b
--..- - - --
UMBER
DPCHORD 2X4SPF 1850F 1.5E
DT CHORD 2 X 4 SPF 1650F 1.5E
'ESS 2X4WWStud
EACTIONS (Ib/slze) 6=316/0-5-8, 1=397/Mochanlcal, 7=10nlO-5-8
Max Harz 1=168(load case 4).,
Max Uplift 6=-112(load case 4), 1=-111(load case 3). 7=-282(load case 4)
DRCES(lb) - First Load Case Only
OP CHORD 1-2=-733.2-3=1185,3-4=0,4-5=-1,4-6=-253
OT CHORD 1-8=729. 7-8=553. 6-7~14
'EBS 2-8=194. 2-7=-1781, J..7~1296, 3-8=14
.\ ..
BRACING
TOP CHORD Sheathed or 5-5-11 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6~ oc bracing.
OTES
I This truss has been designed for the wind loads generated by 100 mph winds at 25 ft above ground level. using 7.5 pst top
chord dead load and 7.5 pst bottom chord dead load. 100 mI from hurricane oceanlins, on an occupancy category I, condition
I enclosed building, of dimenslons 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95If end vertk:als or
cantilevers exist, they are exposed to wind. If porcheI exist, they are not expo58d to wind. The lumber DOL Increase is 1.33,
and the plate grip Increase Is 1.33 " _ ' ",. '.
f This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16--8
. USe-97.
f Refer to glrder(s) for truss to truss connections.
f This truss has been designed with ANSIITPI1-1995 criteria.
DAD CASE(S) Standard
~ WARNING. Verify design parameters and READ NOTES ON THIS AND 'REVERSE SIDE BEFORE USE
esign vand lor use only wllh Mirek connectorl. ThI1 dNign II baed ori'ly upon parametefaihown, and II fOf an individual
ulldlng component to be lnelall.d and Io.d.d....rtlcally. AppllcabJllty of OHlgn pll1llm.tert and proper Incorporation of
~mpon.nt Ie relponalbllity of bulldlilg dell;rl.f - 1'101 ,tNlt.dealgn.r. Bracing thewn It 10f lateral IUpport 01 Indl...ldual
eb member, only. AddIUonaJ temporary bracing to InlUNl llabUlty during conatructlon II the reaponllblllly of the ertelor.
ddlllonal p.rmanent bracing of the overalletrl.lClur. II the reaponlltHllty 01 the buUdlng dellgner. For gen.ral guldanc.
19ardlng labrlealion, quality control. Ilorage, d.II....ry, erecllon, end bracing, conlull Qlr... Qu.llty 'landiNI, DIB-
9 Bracing Sp.cltlcatlon, and HIB..1 HendllnlllnetaUaUon and Braolng Raoommend.tlon ....all.bl. Irom TrUll
lit. Inalltute, l5B3 D'Onofrio Drlva, MldllOR, WI 1371.
April 12,2002
Mlr
MiTek Industries, Inc.
russ
rusa ype
RQOFTRUSS
17
y
1
~U~~GH:':
UO~:I s, nc. n
R1544369
P.NDL
7 Ig aeau
T03A
russ, nc.,
,
en..
s
1210:31:2/2002 Page ,
7-5-11
7-5-11
13-7-9
6+15
20-1-0
6-5-7
,.
J
1.00 rrz-
Scale = 1 :34.1
~~,
o
3x4
2
5x8 =
3
1.5x4 II
45
3x5 =
82x4 -:;:. ,
5x6 =
3x8 =
WARNING: IWY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS
IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER,
OR OTHERS.
6-1-4 10-10-12
6-1-4 4--9-8
-Plate unsets (X Y)' l1'lJ.O.8 0-1-8) [3'0-4-0 o-3-UJ I"~ U-J-UJ
20-1-0
9-2-4
, , . , , - -
LOADING (pst) SPACING 2.().() CSI DEFL In (Ioe) Vdefl PLATES GRIP
TCLL 30.0 Plale8 Increase 1.15 TC 0.90 .. Vert~L\ .a.18 6-7 >605 MII20 1691123
TCDL 7.5 Lumber Increase 1.15 BC 0.49 Vert L .a.31 6-7 >346
BCLL 0.0 Rap Stress Incr YES WB 0.81 Horz(TLl 0.01 7 nla
BCDL 7.5 .code UBC97/ANSI95. .. lst.LC L Min Vdefl = 240 Weight: 61 Ib
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X4 WW Stud
REACTIONS (Iblsizo) 6=3181().S.8, 1=397/Mochanlcal, 7-10mo-s-s
Max Harz 1 :zl68(load case 4)
Max Uplift 6=-112(load case 4), 1-111(""!d case 3), 7-282(load case 4)
FORCES(lb). First Load ease Only
TOP CHORD 1-2=-733,2-3=1184,3-4=0,4-5=-1, <Hl=-253
BOT CHORD 1-8=728. 7..a=552, 6-7=-14
WEBS 2-8=193,2-7-1779,3-7-1295, _14
_1.-:
BRACING
TOP CHORD
BOT CHORD
Sheathed or 5-5-11 oc pur1lns, except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES
1) This truss has been designed for Ul8 wind loads generated by: 100 mph winds at 25 ft above ground level, USing 7.5 pst top
chord dead load and 7.5 pst bottom chord dead lOad, ,100 mI from hurricane oc:eanllne. on an occupancy category I, condition
I enclosed building, of dimensions 45 ft by 24 It with 0JCp0sul0 C ASCE 7-93 per UBC97/ANSI95 H end verticals '"
cantilevers exist. they are exposed to wind, ,"~ exist, they.... not exposed to wind. Tho lumber DOL Increase Is 1.33,
and the plate grip Increase ls 1.33 ^''.'', " _',,' 'a
2) This truss has been designed for a 10.0 pst bottom chOrd live load nonconcurrent with any other live loads per Table No. 16-6
. UBe-97. ' .
3) Refer to glrder(s) for truss to truss connections.
4l One RT7 USP connectors rooomrnondod to connect truss to bearing walls duo to uplift at ~(s) 6 and 7.
5 This truss has boen designed with ANSVTPI 1-1995 orIlerla.
LOAD CASEIS) Standard
A. WARNING. Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE
I
Design valrd lor use only with MIT.1e connector.. ThI. c1Nlgn II bped,OI!Iy upon peranl.ltrt lI1own, and II lor an Individual
building component to be lnstallect and loaded v.rIIcaUy. Appllc8blllty 01 dNI~n peram.hlrt and prop.r tncorporitlon 01
component I' responalblllty 01 building d.algner - not truu,d.t1gner. Braelng mown II for la1erallUpport of Individual
web members only. Addlllpnal temporary bracing to in.ur. tlabllIty during conttruct1on 18 the raapontlblllly ofth. erector. ad' ,-' I ~
AddlUonaI ~rman8nt bracing 01 the ov.(al1 structur. II the reapooalblllty oIlhe bl.llldlng dealgner. For general ,guidance
regarding labrlcatlon, quality control, storagl, dlllv.ry, lrection, and bracing, Conllllt QST... Qu.llty Slandard, DSB-
88 Bracing Specification, and HIB..e111andllng Inll8ll11llon and Bracing AKommendallon available from Tru..
Plat.lnltltutl, 583 D'Onofrio Drlvl,lI.dJ80o, WI 0711 Mliek Inclushies, Inc.
April 12,2002
NSS
NSS ype
ROOF TRUSS
y
R1544370
~NDL T04
,..., 9 a eau russ, nc.,
s
o tional
Ie n usnes, nc.
age
n,
7.0-3
7....
13-8-10
6-1.7
19-8-1
6-1-7
26-1-0
6-4-15
Scale = 1 :44.5
1.00 [lZ"
~.
o
3x4 -
2
3x4 _
3
5x6 =
4
3x4 =
56
2x4 -;:..
9
3x8 =
8
5x10 =
7
1.5x4 II
3x5 =
10
WARNING: PoJoolY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS
IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER.
OR OTHERS.
--Plate onsets IX y),
6-1-4 10-10-12
6-1-4 4.9-8
11'~ U-1-81 14'U-;:HJ o-~I UI'U-~ U-3-U1
19-10-4
8-11-8
26-1-0
6-2-12
, , . ,
LOADING (psi) SPACING , 2.0-0 \ CSI I DEFL In (Ioe) Vdefl I PLATES GRIP
TCLL 30.0 Plates Increase 1.15 TC 0.69 Vert~L\ -0.17 6-9 >634 MII20 169/123
TCDL 7.5 Lumber Increase 1.15 BC 0.48 Vert L -0.29 6-9 >362
BCLL 0.0 Rap Stress Incr YES WB 0.62 Horz(TL) 0.01 9 nla
BCDL 7.5 Code .UBC97/PoJoolSI95 " 1st LC LL Mln Vdefl = 240 Weight: 631b
LUMBER
TOP CHORD 2X4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2X4WWStud
REACTIONS (Ib/slze) 7=26510-5-8, 1=3g5IMecI1anJcaI, 8=61610-5-8, 9=105410-5-8
Max Horz 1=213(Joad case 4)
Max Uplift 7~97(load case 4), 1=-111 (load case 3), 6=-183(load case 3). 9~276(load case 4)
FORCES(lb) - First Load Case OnlY' '.
TOP CHORD 1_2=_732,2_3=1193, _105, 4-5=108, 5-6~1, 5-7=-219
BOT CHORD 1,10=728,11-10=558,8-9=-86, 7-B:-o
WEBS 2-10=100. 2.9~1791, 3-9=-1230, 3-8~19, 4-8=-460, 5-6=-115
BRACING
TOP CHORD
BOT CHORD
Sheathed or 5-7.10 oc purlins. except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 8-9.
NOTES '
1) This truss has been designed for th8 wind loads generated by 100 mph winds at 25 ft above ground level, using 7.5 psf top
chord dead load and 7.5 pst bottom chord dead lOad. 100 mI from hurricane oceanline, on an occupancy category I, condition
I enclosed building, of dlri1enslons 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/PoJoolSI95 ~ end verticals or
cantilevers exist, they are exposed to wind;" tf ~ ~st. they are not exPosed to wind. The lumber DOL increase is 1.33,
and the plate grip Increase ls 1.33 ~",~, L;
2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-8
, UBC-97.
31 Refer to girder(s) for truss to truss connectionS.
4 One RT7 US? connectors recommended to connect tnJss to bearing walls due to uplift at jt(s) 7. 8. and 9.
5 This INSS has been designed with PoJoolSVfPII-1995 criteria.
.i
LOAD CASE(S) Standard
A WARNING _ Verify design parametersaroll REt!D NO:rES ON THIS AND REVERSE SIDE BEFORE USE
".' . .... ,
Apri112,2002
Cealgn valid lor use only with MITek cormectOl'l. Thll dealgn ,. baNd only Upon parameter. shown, and II lor an Individual
building component 10 be In.talltd and l~d.d vertically. ,\ppllcablllty of design par.metera and proper Incorporation of
component Is responsibility of building dlslOn,r _ not trull dt.lgn....'Uraclng thown II for lateral support of Individual
web member. only. Additional temporary bracing to Inaure _,wbillty during construction Iillthe r8lponslbllltyot the erectOr.
AddlUonal permanent bracing 01 thi overall aweturela the r..ponaIblllty of the building dealgner. for general guidance
regarding fabrication, quality control, atorage, delivery, .recUon, and bracing, conault QST'" Quality Slandlni, DSB-
'8 Srlclng Splclflclllon, and HIB,,1 Hlndllng InltallaUon end Bracing Rlcommendetlon avallabll from Trull
Plate Inslltute, 583 D'Onofrio Drive, ..edlaoft, WI 11371.
IIIr
Mi1'ek Industries, Inc.
"'.. ype
RQOF TRUSS
"'..
y
T04A
2
o lional
I e us es, nc.
russ, nc., 0 en,
s
.....
.....
, 15-6-10
&-lM7
21-a-l
6-1-7
I
1.00 rrz-
i '\ ~~
Rl544371
age
28-1-0
6-4-15
Scale: 1/4"=1'
~
' 1
~r
o
1.5x4 II
. 56- 3x4~ 56
&~> =_ ~.. _ u' _ _ ,]
-r--L ..~ ~ ~
10 9 8 7
2x4 :;::. 5x6 ~ 3x5 ~ 3x4 ~
n
~
3x4 ~
WARNING: NlY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS
IS THE RESPONSIBILITY OF THE PROJECT ENGINEER. THE BUILDING DESIGNER.
OR OTHERS.
2-2-12
2-2-12
7-e-12
5-4-0
12-10-12
.....,
20-4.2
7-5-8
,
f"late onsets (X, Y): 12:lJ.o2.04,l)aZ-lSI. (J:lJ-Z-lS,o-;S-tJ!; IY:U-3-U,lJ-3-U1
28.1-0
7-8-14
LOADING tB SPACING 2-0-0 CSI DEFL in (Ioe) Vdefl PLATES GRIP
TCLL . Plates Increase . .1.15 .' TC O.gg Vert~L) -ll.10 7-3 >999 MillO 169/123
TCDL 7.5 Lumber Incroase 1.15' BC 0.95 Vert L) -ll.IB 7-8 >984
BCll 0.0 Rep 8tress Incr YES WB 0.63 Horz(Tll 0.02 7 nla
BCDl 7.5 Code UBC97/NlSI95 1st LC L Min Vdefl = 240 Weight: 88 Ib
--
LUMBER
TOP CHORD 2 X4 SPF 1650F 1.5E
BOT CHORD 2 X4 SPF-5 2100F 1.BE "Except.
7-9 2 X4 SPF 1650F 1.5E
WEBS 2X4WWStud
REACTIONS (Ib/size) 7=636JO..5-8. 1041910-5-8. ...1262J0.5-8, 11)018610-3-8 ,
Max Horz 1=213(load case 4).- .,.., .
Max Uplift 7-188(load case 4). 1-143(1oad cese 3), 9=-39B(load case 4)
Max Gray 7=636(foad case 1), 1=419(1oad case 1), 9=1262(load case 1), 10=213(load cas. 2)
FORCES(lb). First Load Case Only \ /
TOP CHORD 1-2=70,2-3=1002,3-4=-1086,4-5=-0.5-8=-1.5-7=-251
BOT CHORD 1-10-70,9-10=263. 5-8=525, 7~1112 .
WEBS 2-10=-345,2-9-1325.3-9-1701,3-8=578.4-80.50,4-7-1159
BRACING
TOP CHORD
BOT CHORD
WEBS
Sheathed or 4-7-5 oc purlins. except end verticals.
Rigid ceUinQ directly applied or e.o-a DC bracing.
1 Row at nudpt 4-7
NOTES
1) This truss has been designed for the wind loads generated by 100 mph winds at 25ft above ground level, using 7.5 psftop
chord dead load and 7.5 psf bottom chord dead load, 100 mI from hurricane oceanllne, on an occupancy category I, condition
I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95If end verticals or
cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.-, The lumber DOL Increase Is 1.33,
and the plate grip increase is 1.33 . __-;
2) This truss has been deslgned for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-8
. UBe-97. .
3) This truss has been desl9ned with NlSIIT":II-1995 ,:"toria.
lOAD CASE(S) Standard
A WARNING. Verify design parameters and REjAD NOTES ON THiS AND REVF;RSE SIDE BEFORE USE
Design valid for U58 only with MIT.k connecto.... This ,duIgri Is bueci only upon param.t.... shown, and II 101 an IOdlvldual
building c,!rnponent 10 be Installed and loaded vertically. Appllcabll~ 01 d.s1gn parametaf8 and proper incorporation 01
component Is responsibility 01 building dellgner- not ttu.. dI8lgna,r. Bracing thawn Is 101' Istersllupport of Individual
web membe... only. Additional temporary bracing to ln8urellablllty durIng constructlon 18 the relponalblllty of the .rector. MIl"
AddItional permanent bracing 01 the overall Itructurel. the respot'l8lbillty of the building dellgner. F01 general guidance
regarding labrlcalion, quality control, 110rage, delivery, erection, and bracing, conlult QST... Qu.1l1y Bllnd.rd, DBB-
89 Bracing Speclflc.t1on, .nd HIB-81 H.ndUng Inlllll.llon and Brlclng RMomm.nd.lIon av.Uabl. from Tru..
PI.te In.tIIut., 583 D'O.nofrlo Drlv., M.dlson, WI 153711 M1iek Industries, Inc.
April 12,2002
russ
russ ype
ROOF TRUSS
Y
21
Y
1
R1544372
T05
/
n,
s
o lIonal
us 98, nc. n pr
age
.....
.....
15-6-10
6-1-7
21-8-1
6-1-7
28+0
6-4-15
Scale: 1/4"=1'
1.00 rr.<
~
,
, 1
~I
o
~
~
3x4 =
1.5x4 II
56- 3x4= 56
&~c ~=-_~c_ ,~__ .=~
-;--- ~
10 9 8 7
2x4 "" 5x6 = 3x5 = 3x4 =
WARNING: AN( DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS
IS THE RESPONSIBILITY OF THE PROJECT ENGINEER. THE 8UILDING DESIGNER,
OR OTHERS.
2.2-12
2-2-12
7-6-12
5-4-0
12-10-12
5-4-0
20-4-2
7-5-6
28-1-0
7-8-14
---j
Plate unsets IX y)" <1:l'U-2-4 ()'2-8) 13'0-2-8 u-3-U1 IW'o-3-Q U-3-U1
, , , . ,
LOADING We'll SPACING 2.Q.O CSI DEFL In (Ioe) Vdefl PLATES GRIP
TCLL . Plates Increase 1.15 TC 0.99 Vert~L) -0.10 7-8 >999 MII20 1891123
TCDL 7.5 Lumber Increase 1.15 8C 0.95 Vert L) -0.18 7-8 >984
BCLL 0.0 Rap Stress Incr YES WB 0.83 Horz(TL) 0.02 7 nta
BCDL 7.5 Code UBC97/ANSI95 15t LC LL Min Vdefl = 240 Weight: 881b
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF-5 2100F 1.8E "Except"
7-92 X4 SPF 1850F 1.5E
WEBS 2 X 4 WW Stud
REACTIONS (lblslze) 7=63610-5-8, 1=41910-5-8,9=128210-5-8. 10=18610-3-8
Max HOtz 1=213(load case 4) ,," .
Max Uplift 7=-188(load case 4), 1=-143{load case 3), 9=-398(load case 4)
Max Grav 7=636(load case 1), 1=419(1oad cese 1), 9=1262(load case 1),10=213(load case 2)
FORCES(lbl - First Load Case Only ,
TOP CHORD 1-2=70,2-3=1002,3-4=-1086,4-5=-0,5-8=-1,5-7=-251
BOT CHORD 1-10=-70.9-10=263,8-9=525,7-8=1112 '
WEBS 2-10=-345, 2-9=-1325, ~1701, 3-8=578,4-8=-50,4-7=-1159
BRACING
TOP CHORD
BOT CHORD
WE8S
Sheathed or 4-7-5 oc purlins, except end vertIcals.
Rigid ceilinQ directly applied or lHl-Q oc bracing.
1 Row at mldpt 4-7
NOTES
1) This truss has been designed forthe wind loads generated by 100 mph winds at 25ft above ground level, using 7.5 psftop
chord dead load and 7.5 pst bottom chord dead load, 100 mi from hurricane oceanllne, on an occupancy category I, condition
J enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7~93 per UBC97/ANSI95If end verticals or
cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase Is 1.33,
and the plate grip Increase is 1.33
2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-8
, UBC-97.
3) This truss has been deslQned with ANSIITP11-1995 ailerla.
LOAD CASE(S) Standard
A WARNING. Verify 4esign pa~ameters a?4 READ NOTES ON THIS AND REVERSE SIDE BEFORE USE
Design valid lor use only with MlTek oonnectort. Thll dulgt. II band only upon parametars ahown, and II for an Indivlclual
buildIng component to be Installed and loaded vertically. AppllcabWty 01 dellgn par8llHlttrl and proper Incarpetatlon 01
component II relponslblllty of building de.lgner - not truaadellgnw. Bracing shown II for lateral IUpport of Individual
web members only. Additional temporary braclng to Inlura alabllity during conltructlon II the relponslblllty of tha erector. ad 1- '"
Additional permanent bracing oflha overall,tructurela the re,ponllb!llty 01 the building de,lgner. For general guidance
regarding fabrication, Quality control, storage, delivery, erection, and bracing, con.ull aST..I Quality Standard, DSB-
8" Bracing SpecillcaUon, and HIB-"1 HandlinglnatallaUon and Bracing Recommendation available from Tru.a
Plate Inatitute, 583 D'Onofrio Drlva, Uadlaon, WI 13711 Mil ek Industries, Inc.
April 12,2002
--..~ ...-.-,.... ....~~,.~"'-
136:11 W. 43rd Dr.
Golden, . Co 80403
Phone: (303)178-9744 F..: (303)17lh1921
Project: 38 AND JAY ST. Block No:
Model: Lot No:
Contact: Site:
Name:
Phone: 303-422-8'00
'OY.
'Very Date:
Profile:
""
,,~
It:--....
1~1___1l""""""'"
..--=-- .................. ---...~
ft___ ____ ___~
.~.
" ---.
1
,,-- ~---::]
-- R' ---1
l~tl"""""--lr~
-~
.-,
.---- . ---'~~1
--- ---- -~
.
1..- "",,-.AfI'" ____I~
"-:1
,"":'1
Office:
422-8'00
Qty: Truss Id:
1 GEOl
291bs.....
(I) 2-Ply
2 G1ROl
8S Ibs......
16
MOl
2
63lbs......
(I) 2-PIy
MGOl
8Slbs......
16 TOI
7 TOO
1
TOJ
1 T04
1
TOS
;'J
I
T06
1
1
T07
1
I
TOI
T09
63 Ibs. each
29 )bs. each
761bs. .....
72lbs ...h
71Ibs......
73lbs. .....
72lbs.....
611bs.....
82lbs. .....
23 T09A
811bs. .....
1
Tt
1
TtO
1
1 Tn
1 T12
1 T13
I.
1 Tt4
761bs. .....
71Ibs......
74 1bs. each
741bs. each
71Ibs......
72lbs.....
To:
ROGER LOECHER
Deliver To:
Span:
12-7 -0
21-0-0
2X6I2X6
11-0-0
11-0-0
2X6I2X6
:;;t;:.. .}r'
Truss Type: Slope: LOH
ROOF nmss
ROOF TRUSS
ROOF TRUSS
ROOF TRUSS
21- 0 - 0 ROOF TRUSS
12 - 7 - 0 ROOF TRUSS
20-6-0
F!.A T
20 - 6 - 0 ROOF TRUSS 1.15
3 Rows Lat Brace 0.00
20-6-0
20-6 -0
ROOF TRUSS 1.15
3 Rows Lat Brace: 0.00
ROOF TRUSS 1.15
2RowsLatBnK:c 0.00
20 - 6 - 0 ROOF TRUSS 1.15
2RowsLatBrace 0.00
20 - 6 - 0 ROOF TRUSS 1.15
I RowLatBrace 0.00
26 - 6 - 0 ROOF TRUSS 1.15
1 Row Lat Brace 0.00
26 - 6 - 0 ROOF TRUSS 1.15
2 Rows Lat Brace 0.00
20-6-0
20-6-0
ROOF TRUSS
I Row Lat Brace
ROOF TRUSS
I Row Lat Brace
20 - 6 - 0 ROOF TRUSS 1.15
2 Rows Lat Brace 0.00
20 - 6 - 0 ROOF TRUSS 1.15
1 Row La1 Brace 0.00
20 - 6 - 0 ROOF TRUSS 1.15
3 Rows Lat Brace 0.00
20 - 6 - 0 ROOF TRUSS 1.15
4 Rows Lat Brace 0.00
2.00
0.00
0.0-0
1.11
0.00
0-0-0
1.12
0.00
0-0-0
1.12
0.00
0-0_0
.1.12 0.0.0
0.00
2.00
0.00
0-0.0
0.00
0.00
0-0-0
0.0-0
0-0-0
0-0-0
0-0-0
0-0-0
0-0-0
0-0.0
0.00
0.00
0-0-0
1.15
0.00
0.0-0
0-0.0
0.0-0
0-0-0
0-0-0
ROH
0-0-0
0-0-0
0-0-0
0.0.0
0-0-0
0-0-0
0-0-0
0-0-0
0-0-0
0-0-0
0-0-0
0-0.0
0-0-0
0-0.0
0-0-0
0-0-0
0-0-0
0-0-0
0-0-0
0-0-0
D'
l. "'"
('2-iuxu j.,::;,
,......7(~~..
;1
'-U"~N' >;.:,:." :e'~I. ','i',~~.
~ 0..,:.". "..~Af:i;(.;-'~. ,
Designer:.\~'.!BDc )';:;<1'31 ..... , '
. ',-" ":,_.~,~., - .:fl.! j~~..._~ i'
Salespenon: ;,1" Bryu Coloroso \.'. (, .
Loading:'<~"':":-?'. ,y~. -,.':'~:-".; \)::i-'~~ .''f;-;.
. '.?..;,4;"..J. ','..~'. ,"~l }~."" '" ......M. 'Jl!i~.~,\ ~
. '. 4.., ..,,-:<-'....4f~;;'I.:
')il~'
fr"
'.!1"..
I .'.~,
'f:.':
f..:r'.::;r%~#.;rg;, ..
'':' ;';:./,;;".:' ;.' rLr''' ~,.. ,~ 1
':. '\ ", ",w,'~, ., ~:l1!!;lj,'
". '"' > "\(.j;l j~'i'
~, ~. ",'#~'~',~,~lh.~~:'
, . ". ,,'.~ . . . ''I"...,:.." ("1il:'
.':nr '".~ '.>t
"t'~.
'. '.' ,...~,',.:~.J;:
,
.... ,..",,~it<.
':~'~~~,
.
.,'~ "."*.":,",';;
".J' '.
.,. ,:"..,,1':
i<.,
",'_~ i.':'. .' "..':
. '-. '." \ ~. ."
'. ..
'. .
''':'f.-'.''
':V:;:' ~ '~
/"1
.,41"'"
,,'.,i."
P,.,,'"
, 1;""
;',:
"
'.
{t
~l'/i
'1:::
.,
....c. .i,;,'
, 'i'.';":
,,"
.
/...;.
L',.,.
, '~~;,
,;,>
.
.
.
.. ,o:;~' :1,>,;
"JI~:r;ilit'f
. <;':;-:;::" i~~ : 1~,:
..... ,.
'.
.';f. - . 'p '~''::
".,'1'." ."of;"
, -"- '~'. .10;:''':' ')fl
': '. :"',~,-~:~~:; "
~'. -.
, "-,,,; 1:" ":~/i'/j~t,,
..,.. "'.'i3.(,iiI":'t)ili)A;f,
;;" ,.. '. '~y .- .; 1:"),,,'~, ;'.1~"~fo.ltt~~.';.,,;~'
"" .:,"'",,~.'. .- ;.'~ ...'!t',..../"",. ~">
. . ,,.,->;:.;;,.. :~.,Jt:~j"+J1~!~t~
,'.'i.',lji ""'\1;<<. }\". ,<f'
'1' ,'lt~"f}' ':~: ~,
t~
e.
;:'/Y' ,
"..' ~". .... .~
',i;;m~~, ·
.. !.':
;r.l>;
,
:;1;;
f- .. .,~.w;.':'~-,-:'.'''
\ ._.,.,','l-Mt':'i'
"':: ","~!i.' <....-.'
, '. J,', .~'
,
"','
.. ..... .',
":":"'~"
~
~,:'
;.,,:,;
::~.: