HomeMy WebLinkAboutHALF MILE PAPERWORK,osYs� 2 - opcc-X
ROOF
TRUSSES
HALF MILE INDUSTRIES LLC.f
WALL V 9500 WEST ATLANTIC AVE.
P'LS DELRAY BEACH, FL 33446
j., PH: 561-499-1090
oon
19-06
CUSTOMER NAME: IVIDM BUI
JOB NAME: BUILDING #1 _
JOB#: B0190
RAISED-S EDP
VPERMTPNG
UT SEAL
LD
RAISED ffjL
INSPECTrOA
X41v
40
` +1
A� 5
lad
�„ • jai®i2�f�'
ate`
J Q
ROOF
TRUSSES
HALF MILE
INDUSTRIES LLG.
— ALL
PANELS
Junell,2009
MDM Builders
1412 SW 34th Ave.
Deerfield Beach, FL 33442
Phone 954-427-3076 Fax 954-427-3420
Half Mile Industries, L.L.C.
9500 W. Atlantic Avenue, Delray Beach, Florida, 33446
www.halfmile.us
Phone-(561) 499-1090-- Fax (561) 368-8037
Subject Truss Engineering Specifications
Job # B0190
Bldg. l
Model
Lot/Block
/Section
International Airport Business Park
Address
Occupancy Group:
Commercial
Occupancy Category:
❑ (Residential)
Exposure Category:
C
Wind Speed:
140
Enclosure ClassiAcation:
Enclosed
St Lucie Blvd &Cayuga Blvd ��
F[. Pierce,
Bldg. 1 h.
Please find attached:
1. Truss Placement Diagram with truss to tins con ule (If Applicable)
2. Reaction Summary (Index of attached draw[ gs Loads on Structure)
3. Engineering Summary sheet for each truss.
4. Standard Details (If applicable)
This cover sheet will serve as a blanket certification for all the attached items under Rule 61G15-31.003 of the
Florida Department of Professional Regulation using design criteria from the FBC 2007 Edition. I Certify that all Half
Mile Industries, L.L.C. truss specifications are designed for wind load calculations using ASCE 7-05 which has been
adopted by FBC 2007 Edition. The items are enclosed and bound together. If the truss placement diagram is mirrored for
an alternate garage right/left swing these truss specifications will remain unchanged. Alpine is the computer program
used for engineering these trusses.
Should you have any questions concerning this engineering, please do not hesitate to contact us at 561499-1090.
Please have the job number available and request to speak to the truss designer whose name is indicated at the bottom of
your truss placement layout so that we may better serve you.
Truss Design Engineer
Steve W. Warter, PE
Florida License #54395
Structural Engineer of Record:
Name:
License #:
Address:
Reviewed per rule 61G15-30.006 (3)
JobKey: B0190
,Company: HALF MILE INDUSTRIES LLC
Address:
Phone:
Site Address:
SUPPORT REPORT JOB DESCRIPTION: B0190
WINb CODE: ------- WIND MPH: 140 BLDG TYPE: CLOSED
TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND
DESC SPAN-ft SIZE -in. TYPE XLOC-ft. YLOC-ft. MAX.+# MAX.-# UPLFT.-#
Al 43.00 8.00 WALL 3.000 12.667 5963 -2222
Al 43.00 8.00 WALL 42.333 12.667 2712 -1282
--------------------------------------------------------------------------------
A1G 43.00 24.00 WALL 1.667 12.667 11458 -4914
A1G 43.00 8.00 WALL 42.333 12.667 3709 -1754
--------------------------------------------------------------------------------
AlA 43.00 8.00 WALL 3.000 12.667 8267 -3315
AlA- - -.: 43.00 -8.00, WALL----42-.333---12.667 -3000- -1419
--------------------------------------------------------------------------------
A1B 43.00 8.00 WALL 3.000 12.667 7276 -3440
A1B 43.00 8.00 WALL 42.333 12.667 3052 -1443
--------------------------------------------------------------------------------
A5G 40.00 8.00 WALL 0.000 12.667 5977 -2682
A5G 40.00 8.00 WALL 39.333 12.667 5977 -2682
--------------------------------------------------------------------------------
EJ9 10.00 8.00 WALL 0.000 12.667 745 -170
EJ9 10.00 3.00 *HANGER 9.750 12.667 540 -454
--------------------------------------------------------------------------------
HJ9 14.08 10.56 WALL 0.000 12.667 1199 -686
HJ9 14.08 3.00 *HANGER 13.830 12.667 1744 -852
--------------------------------------------------------------------------------
CJ5 5.00 8.00 WALL 0.000 12.667 495 -195
CJ5 5.00 1.50 NAILED 5.000 12.667 -203
CJ5 5.00 1.50 NAILED 5.000 18_29b
-181
---_---------------------------------------------- ----------------
A3 40.00 8.00 WALL 0.000 1 5 -1225
-A3_ __________-40_00 8.00 WALL-----39.33 -1 .66636______-___-_1225
----------------- - -
CJ3 3.00 8.00 WALL 00 12.667 396 -274
CJ3 3.00 1.50 NAILED 12.667 258 -309
CJ3----------- -3.00 1.50 NAILED 3 0 17.458 73 -81
---------------------- ---------------------------------------
CJl 1.00 8.00 WALL 0.000 12.667 600 -644
CJl 1.00 1.50 NAILED 1.000 12.667 668 -72 -704
CJ1 1.00 1.50 NAILED 1.000 16.625 86 -72 -64
--- T----------------------------------------------------------------------------
A4 40.00 8.00 WALL 0.000 12.667 2385 -1080
A4 40.00 8.00 WALL 39.333 12.667 2386 -1083
--------------------------------------------------------------------------------
A6 40.00 8.00 WALL 0.000 12.667 2636 -1226
A6 40.00 8.00 WALL 39.333 12.667 2441 -1135
--------------------------------------------------------------------------------
CJ9 9.00 8.00 WALL 0.000 12.667 ,691 -166
CJ9 9.00 - 1.50 NAILED 9.000 12.667 212 -174
CJ9 9.00 1.50 NAILED 9.000 19.958 270 -256
CJ7 7.00 8.00 WALL 0.000 12.667 594 -160
1 I 1 1 1 1 1 I 1 1 1
xxx I b7dOWbChO07b7b7b71 nn 1 nnn 1 nn 1 nn 1 nn 1 nnn 1 xxxx 1 rromaommt>,mmm 1 nn 1 nn � nn � mm ��nn
4441rrrrrrrrr1441444144144141.1 U1 I 41444144441NNNNNNNNNlca414�144I44I44,
I In UI I UI UI U1 I w W I W W I UI U1 VI VI J J J I
UU 1 yb I b7tp I Gl7 1 nn 1 tilWW 1 4]4]G�G�G]GlG]4)4l ; nn i y?r 1 yr7y i vv i aa,
c 1 I 1 1 1 I 1 I 1 1 1 I I
1 I I 1 I I 1 1 1 I I 1 I I
1 I I 1 I 1 I i I I 1 1 I I
I I 1 1 I 1 I 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 I I 1 i 1 1
11 1 1 1 1 1 1 1 I 1 1 1 1
1 1 1 1 I 1 1 1 1 I I I I 1
1 I I I 1 1 I 1 1 I I 1 1 I
I N N N N N N N N N I 1 1 I I 1 I I N N N N N N N N N I 1 t 1 1
10101D r NN NN NNN NN 1 UI UI t U7 U1 UI 1 W W 1 ww I to Ul I U1 UI U1 1101O �O 10 1 NNNNNNNN N I W W 1 w W I HH I �1J 1 JJ
• I- I I 1 i I I I I 1 I I I I
W W W P 01 01 01 01 01 01 01 O1 Q1 I r r I NNN 1 N N t N N I W W I W W W I OD W W W I 01 0� 0� 0� 01 01 01 01 01 I W W I W W I W W I 0 0 10 0
IP IP IP 1. F-I H F-I H H I-+ r r r I OD W 1 NNN 1 ww I W W I ww I www I IP IP IP IP 1 NNNrrrrrr 1 1p 1p I ww I ww 1 00 1 00
f 1 I I I I I I I I I I I 1
1 1 1 I I I I I I I 1 I I I
I' I LA)
I I I r l W I I I I r l I I Ul I
rrrrrrHrHrrrrlrmlrrwlrrlrNlrWlHrwlHHrrll1rrrHHrHrIrIP1HH1Hrlralrr
1 i 1 1 I 1 I 1 I 1 1 1 1 1
U7 U1 U1 1 U7 U1 U1 U1 In UI U1 U7 U1 I U7 O I UI N U1 I N U1 I U1 O I Ui O I U1 VI !P 1 U1 U1 UI U7 I U1 U1 U1 U1 61 UI 61 61 61 I U1 O I In U1 1 UI U1 I U1 W I U1 In
O O O I 0 0 0 0 0 0 0 0 0 1 O O I O O O I O O I O 0\ I O O I O O O I O O O O I O O O O O O O O O I O O I O O I O O I O H I O O
1
f I 1 1 1 1 I I 1 I I I I 1
I I 1 I 1 I I I 1 1 1 1 I 1
,����£ I z� 17iz 17iz I zip+ 1 ZZ
H HI H H I H I H r I H H I H H r I I H r l H H I H H I H 1 H H
r r r I r r r r r r r r r 1 r r r I r r I r r I r r I r r r I 0000 I r r r r r r r r r l r r 1 r r 1 r r I r r l r r
m I m m m m I m m I m m m m m m m 1 m m 1 m I m m
0 r I C7 tJ 1 C C I t7 1 C7 I C7 CJ 1 C7 t7 1 I C7 I C l7 a C7 l7 I t7 I C7 01 1 I 1 1 1 1 1 1 I 1 I I
1 1 I
1 1 1 1 I I I 1 1 1 1 1 I I
HHrlrr I MI
w l IP I W TIPNOl0 -1 U7 W I Ul W I W W I W N I UIN I UI UI W I 1010JofMAWO� I Q11Pl0 < Ul W I W N I W W 1 rr I 1N I -4 -]
0] l W O I NNN NUN: 00
W mw I li -4-1-3 w w ww I NN I N I W W I W N I ON 1 10O10 I W W 01 W I .J%J �J J-3 W Wto IO 1 ON I WW I 1010 1 0 N 1 00
�l InJ 1 IPIP IPIP IPtoWWIW 1 AIP I IP rr 1 rIP 1 NIP I HNH I %J-1Hw I IP IP IP IP IP lD lO lO l0 1 NIP I rr I Hr 1 OIP 1 00
I 1 1 1 1 1 1 1 1 1 I i 1 1
I 1 1 I 1 1 I 1 1 1 1 I I
I 1 1 1 I 1 I 1 1 I I I 1
N to N I N N to N N N N to toI to M I NJ N N I N N I N N I N N N I N N N N I N N N N N N N N N I N N I N N I N N I N N I r r
NNN I NNNNNNN NN 1 NN 1 NU1 I IP I IN I U1N I NUIN I U1NNN I NNNN NNNNN I IN I IPN L N W I U1N I lON
mmm l mmmmmmrnmrn l om l mo• 1 I Nm l Hm 101H01 I Wmmm 1 0immmmm'al rnm I Nm I wm I m'P I Wm I Hm
0)0101 1 010101 a\ 410101 at m 1 mm 1 mm 1 W M I N01 I MNM I H010101 I MMMMMMMM01 I W M 1 0M 1 01M I NM I NM
aaa 1 aaaaaaaaa 1 Pa 1 -3IPa 1 w-4 1 ra I ar.11 Oaaa 1 aa%Jali aaa13 1 as 1 0-4 1 as 1 00 .1 1 UI%I
1 I I 1 1 1 1 I I 1 1 1
1 1 1 1 I 1 1 1 1 I 1 1 1
1 I I 1 1 1 1 I 1 1 I 1 1
1 1 1 1 1 I 1 1 1 r r 1 1 1 1 1
r W I -4 r N IA H at 1 . U7 I r W I r N I N 1.1 I Ul I r l0 I r N lD I IP N 01 r O\ W I Ul I N r 1 H l r ON i N r
W W IP I W �l lP 1p 01r H4110 I N� I W Ul I H W I Or I W J I 10r0 I ONIDr l rO0�UI r1p W U701 1 l0J I Tr I OlO I W 01 I rl0
l0 elm I W �IHUI UIOHW O\ I NIP I N W W I W 01 I IO UI I W N I W W �l 1 dtN W W I rONUI W IPN W O I W U7 1 <DH 110r I w W 1 01O
1 I 1 I I I I 1 I I 1 I 1 I
I I I I I I I 1 I 1 1 1 I I
1 1 1 I I I I I I 1 I I I I I 1 I I
W 1 I N 1 1 I H 1 I I 1
I I 1 dl 1 I I !P I I� 1 1 I I� I 1 1 I
1 1 1 J O I I W I 1 UI W I I . I IP I I I I
I I 1 I I I 1 I 1 I 1 I I I
1 I 1 I I I 1 I 1 I I I I I
I I I I I I 1 I I I I 1 I I
1 1 1 1 1 I I I 1 1 1 1 I I I I I I I I I 1 1 I I I I 1 1 1 I 1 I I I I I I 1 1 1 1 1 1 1
r W I U1 I I N W IP I r N I N I A l I r 1 N W I r N I N I IP I H H I I to U N I r N 1 r I 1 1 1 1 H w 1 N r
WPM 1 IP W IP U7 rUl I Nl0 I rw I W NH 1 IO w1 -701 I N W 1 U1NIP 1 N01 I w 0 I IPOIPN W lOrr 1 N01 I Olv 1 to W I 000 1 rJ
r NN I W W l0 W W Ul�7Ul W 1 �1N I W W N I W O I IPN I N W 1 10OU1 1 OH1001 I NIP IP W W NO�IUI I W W I UI10 1 IPr I W H 1 NJ
HJ7A 9.84 1.50 NAILED 9.837 25.810 123 -139
-------------------------------------------------------------------------------
------------------------------------------------------------------------
*HANGER denotes a hanger calculated by the layout program. Refer to the
layout HANGER SCHEDULE for complete list of hangers and nails required.
------------------------------------------------------------------------
a."rH
L
F
e�
t
i
i
,
VIA
In
,..(....
•_ ..
1. OAK,
:
-
n •
u
Topp chord 2x6 SP SS :T3, TO 2x6 SPA #2: :T5 2x4 SP #2:
So Y chord 2x6 SP SS
Webs 2x4 SP #3 :W1 2x8 SP SS:
:W2 W3 WS, W7 WS 2x6 SP #2: :W4 2x6 SP SS: :W9 2x4 SP #2 Dense:
:W10, 00 2x4 5l� #2: :W24 2x4 SP SS:
:Rt Level Return 2x4 SP #2:
nebUfl1?oLRT2UPfl1TC - From258PLFat 000t58LFat 2.95
TC - From 70 PLF at 2.95 to 70 PLF at 11.96
TO - From 258 PLF at 11.96 to 258 PLF at 15.04
TC - From 70 PLF at 15.04 to 70 PLF at 26.04
TC - From 70 PLF at 26.04 to 70 PLF at 32.83
TC - From 73 PLF at 32.63 to 73 PLF at 45.10
BC - From 40 PLF at 0.00 to 40 PLF at 5.25
BC - From 60 PLF at S.25 to 60 PLF at 9.71
BC - From 40 PLF of 9.71 to 40 PLF at 13.08
SC - From 40 PLF at 13.88 to 40 PLF at 28.81
BC - From' 40 PLF at 28.81 to 40 PLF at 42.81
PLB- From 4 PLF at, 42.85 to 4 PLF at 44.83
TO - 12 LB Cono. Load of 2.95, 11.86
TO - 200 LB Cono. Load at 4.65, 10.27
TC - 55 LB Cono. Load at 6.65, 8.27
ID PITCH ------LUMBER------ RXL BNO CSI LOC-ft FORCE
T1 0.0 2.6 SP SS 0.01 0.23 0.30 3.33 14
T1 0.0 2x6 SP SS 0.03 0.31 0.34 12.08 -1501
T3 -0.3 2x6 SP #2 0.52 0.31 0.84 17.66 -6599
T4 -0.3 2x6 SP #2 0.51 0.16 0.67 30.70 -6599
TS -5.0 2x4 SP #2 0.22 0.53 0.74 42.94 -1958
81 0.0 2x6 SP SS 0.13 0.16 0.29 3.33 805
82 0.0 2x6 SP SS 0.77 0.111 0.91 16.52 6388
B3 0.0 2x6 SP SS 0.75 0.08 0.84 24.20 6563
B4 0.0 2x6 SP SS 0.56 0.10 0.66 30.96 5823
Member design based on both 11WFRS and C&C, wind reactions based on t1W
Calculated horizontal deflection Is 0.48' du Ive load and 0.3$
load.
CO) Continuous lateral brooing equally epaoed bar. Or 24 11
3 '
brace. BOX ",m nq. of web member. flitnched ul x or GuB'S'9 II
race.'SOX I nyth node # em er. i
no* WRRNINGI CSI EXCEEDS 1.00 (999.003
I '
Bear Inq blocks: Nall type: 0.120"x3"-Gun-naile
BRG R3LOOCCO• #BLOCKS 'LENGTH/BLK #NRILS/BLK WALL PLATE '
12" 5 Rigid Surface
Bearinpp block to be some size and species as bottom chord.)
Refer Tc drawing CNBRGBLK0207 For additional Information.
.. The maximum horizontal reaction Is 1955# •+ '
CI1 - plates so marked Lore sized using a Fabrication Tolerance of OX and a
Rotational Tolerance of10 deer..._
140 mph wind, 19.12 Ft mean hqt RSCE 7-05 CLOSED bids, not located within 6.50
Ft from roof edge, CRT II, EXP 0, wind TO OL-5.0 par, wind BC DL-5.0 per.
Iw-1.00 GCPl (+/-1-0.18 !
I
End ver?fools exposed TO wind pressure. Deflaotion meats L1240 criteria for
brittle and flexible wall coverings.
(C1 Continuous lateral Praoing equally epooed on member. Or lx4 #3SRB SPF-S or
better T" brooe. BOX length of web member. Attached with Bd Box or Gun
(0.113"x2.5",min.)notlsjO 6" CC.
JW,2 5 00 # 50# 50#C
m 5 N al+ 8-0"15 AU I C +SN+#
14'9"4
-15
4XI4 � � I 7+ 803--P8C17COOZ'`3L a-V47RSS + 148 + W133DF
8X8 CR] 12 ''0.25 Q 5
of W19
8X8 4X4 I
CBJ Y J �J 3 RJ T4 1 X11 X6 TS W24
O
W W (RJ BJ X84X4 I
W 3'10'^ 31915 I
X4 1 t
v 2X4 I10'14 5X6 2X4 HQ310
SQL viu 42•Id-8
R=7276# U=3440# RL=1385/-1593#' W=8" R=3052#
ifi10 `�' j
Ny
U=1443# W=8-
LEFT JIG 17'11-8
9
RIGHT
RAKE
- 2'4-4
TAG - T27
`��OOOO#O######'
RIGHT
JIG _=
12'10"6
PLT. TYP. -WRVS
oEe1aN allTrteC2W)CWIP1-2ooz Fr/Rr-zormo/1oNm OTY- 2 TOTRL- 2 \ �
# /�
REV. 8.07.00.1218.
BEALE
0.0973
e�CING. EREFER mS�BGSII (B�)RE IILDING aEimm�TINSAFETYIIINNTFIXIMTloni'IPuALIs9GIeY'TP"1 .TAuss
INSTITUTE 218 NOUN LEE STR. SMITE 312, IdE%WIDRIB VR. 223141 AND VTCR
......... ••�.,•� TO LL
S E
20.Opsf
REF
ROOF
NfV10 TRU93
DF RKERIM GOO ENTERPRISE CA, AbISON WI. 537191 PON SRFETY PRACTICES PRIOR TO
THESE F18NCIION9. ONLEBS
GG
V� • ,
TC OL
15. Opsf
DATE
06-11 -2009
..
TRUSSES
OTHERWISE IISI�IRTED TOP CNOAD SHALL NAVE PROpEALY ATTACIEO 8
PTw NTTDN CHORD SHALL HRVE A PROPQ) y ATTAClED RIGID CEILING.
IH D OE FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR
�yI
03 ;
1 0 0psf
HALF MILE
ITY BCG INC
NOT BE SIDLE F1M RNY DEVIATIfIN FAONI THI6 OE6IGN: ANT FAILIARE TO BUIUD THE CROSS
CaHEIXRKANCE WITH TPI: OR FABRICATING HANDLING SNIPPING INSTPolING L DANCING OF TAR
DESIGN CONFORNS WITH APPLICABLE PROVISIONS k
C OL
LL
.
10. OpSF
DRWG
INDUSTRIES- I.I.C.
WALL
OF 9 RdiTIOW DESIGN SPEC BY RFLPA) AND
ITV BCD CONNECTOR PLATES ARE ARM of 20/18/160 N H/SB/IO ASTK A853 GP�IIE 40/60 fY K
GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AIfD ONLES9 OTHERWISE LOCATED ON %I
� •
j0T.LO.
55. 0 sP
0/11 LEN.
43
PANELS
POSITION PER DRAWINGS IGGA-Z. RNY INSPECTION OF PLACES FOLLOWED BY (I) SHALL BE PER
OF VI 1-2002 SEC. 3. R SERL ON THIS DRIVING INDICATES ACCEPTANCE OF PROFESSIONAL EN
RESPONSIBILITY SOLELY FOR
G
*` 0 •
UR.FAC.
1 .25BD19D
THE TRUSS COfIPONENT DESIGN SHORN. THE SUITABILITY AND 115E
ER RNSZNTrtPI 6RSM. 2Lmxc Is THE RESPONSIBILITY of THE BUILDING DESIGNER! •mot
�p�: !V_
SPACING
24.0"
TVP1=
COMN
ob:(801901 M 0 M / MOM BUILDERS "BLD 1" / CJ9
I
HE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Tapp chord 2x4 SP SS 1
BoT chard 2x4 SP #2.
Webs 2x4 SP #2 '
:Lt Level Return 2x4 SP #3:
Lart and vertical exposed to wind pressure. Deflection meets L/240 criteria For
brittle and flexible wall coveringB.
Deflection meets L/360 live and L/240 total load.
Fill wind load oases an this trues have a 1.33 duration Factor.
8'7"12
140 mph wind, 17.81 ft
Ft From poor edge, CRT
Iw-1. 00 GCpi CF/-]-0. 18
Member design based on
In lieu of rigid aelli
Bottom chord checked F
Handling stresses not
special oare.by trues
damage.
U-256# NAILED
oH
R-691# U-166# RL-555 j W=8
R-212# U-174#
0
2'4"4
11'9"10
\(i1Q:11111
maim aanrtBranaTmvTPT-2W2 FT/AT" =/Iaaa OTY- 8 TOTAL-
V
an RSCE 7-05 , CLOSED .bldg, nail located within 4.50
EXP �� wind TC bL-5.0 par, wind BC DL-5.0 per.
th MWFRS and CSC, wind reactions based on MWFRS.
use purlins to brooe BC 9 24" OC.
10.00 per non -concurrent live load.'
sldered For plates. Handling of this trues reyulres
uraoturer and installation contractor to prevent plate
RIGHT JIG =
aGn
••WHMINY•1• TRUSSES REGUINE EXTHEA` G 1N FNaRIORTING HNLLING 6H PPLM INSTF[X~ • • --/ -1
IiSTIT11fE 21BNaiM�LEE STR�ISUITE 33112,, NG TALEXANDRIA VSAFETY A.
223Igj Am TION]ISH Gv� 1 [TR , NSE 'I '•••� �w� TC' LL ps REF
OF WEAICA 6300 ENTERPRISE LA NDI60N YI. 53118] �IXi SAFETY PRACTICES PRIOR TO PER , ((� \ (,` DL 15.Opsf ORTE 06-11-2009
ROOF THESE FUNCtI0N4. UNLESS OTHER4ISE INOI&ITED TOP CORD SKILL HAVE PROPERLY RTTACIIED
PprE�8 6RryNpp gBggTTOM CHORD SHRLL HAVE A PROPERLY RTTACHED RIGID CEILING.
Sr TRUSSES POW6 0MNTssFURNISH COPY OF THIS DESIGN TO INSTILLATION CONTRACTOR. ITY SCG INC.�_.,�A1F� y� OL 10.OPSP ORWG
N0T BE RESPONSIBLE FOR MY DEVIATION FROM THIS DESIGN: ANY FRILURE TO BUILD THE iRIBSS •w .
HALF MILE CDsaRNPNCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING L GRACING OF TR11 C { • _ LL 10 • OpSF
INDUSTRIES. LLC. DESIGN CONFIDINGITH RPPLICABLE PROVISIGNS OF k9 DIATI&e DESIGN SPEC BY RFtPFO NII • G
[TV BLG CONNECTOR PLATES ARE MADE OF 2O/IB/1SGN IV HISS/10 RSTM ROS3 GRADE W60 N `
watt ciay. erEEL. f✓PMY PLATER TO EACH FACE aF AD TRIBES AINLPs�
s OTHERWISE LOCATED ON TiII .' T.LO. 55.0 sf 0/R LEN. B
PGSITION PER DRRVINGS IBOR-2. ANY INSPECTION OF PER d FOLLOWED BY GI] SHRLL BE PER •
PANELS OF TPI 1-2002 SEC. 3.A SERL ON THIS ORRWING INDICATES ACCEPTANCE OF PROFESSIONALENai�j ♦ Q R.FRC. 1 .25 JOB #: B0190
REWMIBILITT SOLELY FOR THE TRUSS CiHMRENT DESIGN SHOWN. THE SUITABILITY AND USE (i • •i \ i
CRPOIENT_FOR_HNT' BUILDING I9 THE.RESPONSIBILITT OF THE BUILDING DESIGNER, r_, _ _ _ * .- PACING 24.0" TYPE JACK
ob:CB01901 M 0 M / MDM BUILDERS "BLD 1" / Al
Top chord 2xS SP SS :T3, T4'2x6 SP 4#2: :TS 2x4 SP #2:
Bot chord 2x8 SP SS :83, B4 2x6 SP S5:
Webs 2x4 SP #3 :Ill 2x8 SP SS: '
:W2 W3 W6, WB, W9, W20, W21 2x4 SP #2: :W4 2x6 SP #2: :W10 2x4 SP #2 Oense:
:W2S1 2x4 SP 95:
:Rt Level Return 2x4 SP #2:
•+ The maximum horizontal reaction Is 1955#.++ ,
(I] - plates so marked Were sized using a Fabrication Tolerance or•09 and a
Rotational Tolerance oF;O degrees.
140 mph wind, 19.12 Ft neon hRSCE 7-05 CLOSED bldg, not looated within G.
Ft from roof edge, CRT II, EXPgt 6, wind-TC bL-5.0 per[ wind BC OL-5.0 par.
-- --(LUMBER OUR.FRC.-1.25 / PLATE OUR.FAC.-1.251 Iw-1.00 GCpI C+/-]-0.18 9
1
TC
- From
209
PLF
at
0.00
to
209
PLF
at
4.65
Calculated horizontal def
leotlon is 0.41" due
to live load and 0.33" due to dead
TC
- From
70
PLF
at
4.65
to
70
PLF
at
10.27
load.
i
TC
- From
209
PLF
at
10.27
to
209
PLF
at
15.04
TC
- From
70
PLF
at
15.04
to
70
PLF
at
26.04
(B] Continuous lateral tiraoing
equally spaced
on member. Or 2x4 #3 or better "T"
TC
TC
- From
- From
70
73
PLF
PLF.
at
at
26.04
32.63
to
to
70
73
PLF
PLF
at
at
32.63
45.10
brace. BOX leng9th or web
(0.135-x3.5",mTn.)nalle,M
member. Attached with
6" OC.
16d Box or Gun
BC
- From
40
PLF
of
0.00
to
40
PLF
at
5.17
BC
- From
60
PLF
at
5.17
to
60
PLF
at
7.25
CC) Continuous lateral bracing
equally spaced
on member. Or 2x8 #3 or better "T"
BC
- From
40
PLF
at
7.25
to
40
PLF
at
7.71
brace. BOX length of web
member. Attached with
16d Box or Gun _
BC - From 60 PLF at 7.71 to 60 PLF at 9.BB (0.135"x3.S",m n.)nallsj0 G" CC.
BC - From 40 PLF ati 9.88 to 40 PLF at 13.88 Fog. - From 40 PLF at �13.88 to 40 PLF at 28.81 Bottom chord checked For± 1D.00 per non-conourrent live load.
BC - From 40 PLF at 28.81 to 40 PLF at 42.52
BC - From 20 PLF at 42.52 to All wind load cases an this trues have a 1.33 duration factor.
TC - 11B LB Cona. Load at 4.65, 10.27
TC - 410 LB Cono. Load at 6.65, 8.27 g,0' y y
Member design based on both MWFRS and CBC, wind remotions based on MWFRS. 18i4N, i.1NB�t SO iSti , . OiSN i
. a �« -14. 9 "4 .
End verticals exposed to wind pressure. Deflection meets L/240 criteria For
brittle and flexible wall coverings. •t-15'0"8 X6 17,7••' N 9.7123 -
CO] Continuous lateral bracing equally spaced on member. Or lx4 #3SRB SPF-S or2X4 BXB CR] 12 1 2 5
better T" brace. 80. length of web member. Attached with 8d Box or Gu
C0.113 "x2.5",min.]nai le 0 6 OC. I �.i0.25c / W20
(R) Continuous lateral bracing equally epaoed'on member. Or 2x6 #3 jOr b to "T" W ' yam, .4X4
brace. BOX length of web member. Attached with 16d or Gun I W WW 4��
[0.135"x3.5",mTn.7nalle ® s" OC. o B7 'C ) C]10 4 38XB T4 8 i(� X6 TS
In lieu of rigid calling use purilns to brace C 0 4leL OC. y W (C W3 Nc� Ol X6 CX i p i
Deflection meets L/360 live and L/240 total load C - T T
g•;g I _ W 1 "3 •'40"^ 319 �15
C � I11 ME X4 f . I1
�e �a�v�`� r U�� �m 2X4 F Q10 4X4 2X4 6
. a B3 B4
r 42
L PIPAen - W1W -tom
®R= 99# RW=5963# U=2222# RL=1
t 148 +
V'GU�
6t*�� 4,o art fbS 1'er
EFT JIGl- 17.11"8 `1`�-Q„��
.T. TYP. -WAVE - ' are[av cn[>•�a�cwm[-mm srrta-za+mniioml OTY- 3 TOTAL- 3 C \ `-.
ROOF
TRUSSES
HALF MILE
R=2712# U=1282# W=8"
RIGHT
RIGHT
REV. 8.07.00.1218..
TC LL
20.OpsF F
TC DL
15.OpsF I
C DL
10.OpsF C
• .
CF LL
10.0PSF
T.LD.
55.0 sF c
�•n
a; g
4
tlR.FRC.
PACING
1.ZS
24.0" T
E= 12'7"10
S41A
LEN. 43
#: 60190
Top chord 2xS SP SS :T31 T4.2x6 SP 42: :T5 2x4 SP #2:
Bot chord 2x6 SP SS :B4, BS 2x6 SP SS:
Webs 2x4 SP #3 :WI 2xB SP SS: ''
:W2 W3 W8, W9 W10 2x6 SP #2: 'W4 2x6 SP SS: -W5, W21, W22 2x4 SP #2:'
:WL1 2x4 SP #2 bense: 326 2x4 SP SS:
:Rt Level Return 2x4 SP 112:
--[LUMBER OUR.FRC.-1.25 / PLRTE DUR.FRC.-1.2S)
TC - From 209 PLF at 0.00 to 209 PLF at 4.65
TC - From 70 PLF at 4.65to 70 PLF at 10.26
TC - From 209 PLF at 10.26 to 209 PLF at 15.03
TC - From 70 PLF at 15.03 to 70 PLF at 15.04
TC - From 70 PLF at 15.04'to 70 PLF at 26.04
TC - From 70 PLF at 26.04 to 70 PLF at 32.63
TC - From 73 PLF at 32.63 to 73 PLF at 45.10
BC - From 40 PLF at 0.00 to 40 PLF at 6.OB
BC - From 60 PLF at 6.08 to 60 PLF at 8.88
BC - From 40 PLF at 8.88 to 40 PLF at 13.88
BC - From 40 PLF at 13:8B to 40 PLF at 28.81
BC - From 40 PLF at 28.81 to 40 PLF at 42.81
PLS- From 4 PLF at 42.85 to 4 PLF at 44.83
TC 1682 LB Cono. Load at 4.65, LO.26
TC - 141 LB Cone. Load at 6.65, 8.26
ID PITCH ------LUMBER------ RXL BNO CSI LOC-Ft FORCE
T1 0.0 2x6 SP SS 0.00 0.24 0.24 3.33 -293
T1 0.0 2x6 SP SS 0.02 0.33 0.35 1D.54 -1307
T3 -0.3 2x6 SP #2 0.50 0.32 0.82 17.66 -6613
T4 -0.3 2x6 SP #2 0.56 0.10 0.66 30.46 -6598
TS -5.0 2x4 SP #2 0.13 0.49 0.63 - 42.S4 -1957
B1 0.0 2xB SP SS 0.00 0.37 0.37 3.33 3S
B2 0.0 2xB SP SS 0.09 0.34 0.42 3.33 792
B3 0.0 2x0 SP SS 0.59 0.13 0.72 17.02 6461
B4 0.0 2x6 SP SS 0.73 0.09 0.83 23.96 6625
BS 0.0 2x6 SP SS 0.54 0.06 0.6.39 5600-
Member design based on both MWFRS and C&C, a ?Ions based on WI
CB) Continuous lateral bracing equally spaced o r. Or 2x8 #34r
brace. BOX length of web member. Rttwit or Gun aahed
C0.135"x3.5",mTn.)nnlle 0 6" OC. t
''''''"""""" ������,q,,,,, 3'5"9
Bottom chord checked for 10.00 paf non-ooncurre nd. t
0
12#
-eq u�l 4
moist ed
-�o
r
if VhI A
+ro 2�0
IDS
per,
_JI624 17'11"8
(YP.-WBVE ®IGN
n
9RNCING
IN9TIM
OF RHER
ROOF
7RU38FS
OMOKE O
HALF MILE/
INDUSTRIES I.
61,1
iN
7USTRIES
GPo.NSW
. 9
PAY&W
OFSTP11
*a+ WRRNING) CSI EXCEED
am The maximum horizont
140 mph wind, 18.12 Ft
Ft from roar edge, CRT
IW-1.00 GCpI(4/-)-0.18
End vertloale exposed t
brittle and flexlb,
e we
Calculated horizontal d
load.
(Cl Continuous lateral
brace. 80. lengpth of we
(0.135"x3.5"„mTn.3halls
(R)-Continuous lateral
brace. BOX length or we
(0.135"x3.5",mTn.)naIIs
In lieu of rigid oellln
1.00 C999.00) ,
reaction is 1953# ••
ian hggt RSCE 7-05 CLOSED bldg, not located within 8.50
EXP �, wind TC 6L-5.0 per, wind BC OL-5.0 per.
wind Pressure: Deflection meets L/240 criteria for
coverings.
'leotlon is 0.36" due to live load and 0.29" due to dead
acing equally spaced on member. Or 2x4 #3 or better "T"
member. Rttached with 16d Box or Gun,
1 6" OC.
acing equally spaced on member. Or 2x6 #3 or better "T"
member. Rttoohed with 16d Box or Gun'
G" OC-
wee purlins to brooe BC # 24" CC.
'468P,1��,�6Nr SO#�#.i 50#501j
�Ny.N f. "�- 9' 9 "7-O..-NYy.-N l q • 9 •• 4
�4X12 CRI m N
'-15'0;'8j47R85 tq@�1N',i3'36F"�- �"'�9'71�3
2X4 BX8 Q
X6 0 10.25 W21 5
W W11 BX8 `� 4X4
)'
C-4 X6 TS
a-, T- T41 XC1
m H1315 H1315 %F1 14 5X6 HO 310
�= m B4 BS '
4439 ! 5 "4 N
Rw=8267# U=3315# RL=13 Z/-1587# W=8"
R=3000# U=1419# W=8"
!
Ct
RIGHT RAKE
- 2'
#A-
RIGHT JIG -
REV. 8.07.00. 1218. BCRLE
12'
04C
LL 2U.Upst' REF,
OIL 15.0pSF DATE 06-1
OL 10.OpsF ORWG
LL 10.OpsF
.LD. 55.0 sF 0/8 LEN. 43
.FRC. 1.25 JOB #: BO1
ICING 24.0" TYPE COM
ob:(BO190] M D M / MOM BUILDERS "BLD 1"
Topp chord 2x6 SP #2 :T4 2x6•SP SS: r•T5 2x4 SP #2:
got chard 2x6 SP-SS :81 2x6 SP #2:
Webs 2x4 SP #2 :W1 2x8 SP SS: :W3 2x6 SP #2:
:W7 2x4 SP SS: :W8 2x4 SP #2 Dense:
:W11, W12, W13, W14 W18 W19, W20 2x4 SP #3:
:Rt Level Return 2x4 SP 43:
ulr
Nailing Schedule: 10.120-x3-1,un-naI le]
'.` p Top Chord: 1 Row 0 2.75' o.o.
1]
1/�T�-1fV•!+ (-�LrBo7 Chord: 1 Row 012.00" o.o.
OCe Webs : 1 Row 0 4" lo.o.
Use equal spacing between roue and stagger nails
--:LunocK uuK.rnc.-1.40 i
TC - From 430 PLF at 0.00
run;e uuM.rn6.-1.1c'
to 430 PLF at 0.SS
Q
In each row to avoid sp Pitting.
TC -
From
70
PLF
at
0.95
to
70
PLF
at
13.96
��` [1 Q �C `�
eR} a
'm The maximum horizantcl reaction is 1955# a•
TC -
From
430
PLF
at
13.98
to
430
PLF
at
15.04
TC -
From
70
PLF
at
15.04
to
70
PLF
at
25.88
140 mph wind 19.12 ft mean hpt RSCE 7-OS CLOSED bid not located
P g'
within 6.50
TC -
From
70
PLF
at
25.88
to
70
PLF
at
32.63
I
Ft From roof edge, CRT II, EX �� wind TC dL-5.0 par, wind BC OL-5.0
per.
TC -
From
72
PLF
at
30.00
to
72
PLF
at
43.25
Iw-1.00 GCpI(♦/-]-0.18
BC -
From
40
PLF
of
0.00
to
40
PLF
at
3.25
;
BC -
From
60
PLF
at
3.25
to
60
PLF
at
5.58
Calculated horizontal deflection is 0.41- due to live load and 0.32-
due to dead
BC -
From
40
PLF
at
5.58
to
40
PLF
at
9.46
load.
SC -
From
60
PLF
at
9.46
to
60
PLF
at
11.88
SC -
From
40
PLF
at
11.88
to
40
PLF
at
13.8E
(R] Continuous lateral bracing equally spaced on member.
SC -
From
40
PLF
at
13.88
to
40
PLF
at
28.81
BC -
From
40
PLF
at
28.81
to
40
PLF
at
42.88
Truss paused check For 20 sF additional bottom chord live load in areas with
PLB-
From
4
PLF
at
42.88
to
4
PLF
at
44.83
42--high x 24'-wide clearance.
TC -
913
LB Cana
Load at
0.95
2.87
12.05,
13.56
TC - 1411 LB Cana. Load at 4.65, 10.27� 91 '�11 77 rue®858#t o
TC - 768 LB Conc. Load at 6.65, 8.271:t.B��tybg }rude m
(I] - plates so marked were el zed us Ing a Fabr l oat l on To l eranae of OX o9r:q-1;,,..- -. m
Rotational Tolerance of 0 degrees. -' �c U
Member design based on both MWFRS and C8C, wind reactions based on MWFRM 44 2 "8 y 3XB 1
End verticals exposed to wind pressure. O@Rk • on meats L/240 orlterl R) 12
brittle and Flexible wall coverings. C -
RII plates are 2X4 except as noted. ���,,,}}}���Fa��
In lieu of rigid ceiling use purllne to bra 24' OC. - I [R) [ 7 3
Deflection meets L/360 live and L/240 total oad O [ ) C 14 1 1
W wq�
Note: Wind load gauss on this }ruse have mul atlon Foo4ors �u lth h c'I'� I W 1
highest being 1.33. 3'51'9 Ij I
See Law+r
wa`� S2e
=JIT12 17'11•"8
TYP.-WAVE
ROOF
TRUSSES
WAIL
PANELS
1.d red for plates. Handling of this truss requires
IP6'?turer and installation contractor to prevent plate
m17
7- -`'- 9.7i13 -
95 22Q 5
SX6 r2't 1'�1hs'
m B1 H1014 CR) 41' 4"
42' 10,"8
11458# U=4914#
OTY- 2 PLI
W18 W20
X10 T5
W13T4810 X4 i�o 10
R) W1 71 1
W-3'10'^ 3'9'15
X10 t
12/-1591# W=2'
R=3709# U=1754# W=8"
RIGHT RRKE
RIGHTSJIG
- 2'3"7
12'1 "15
-=
5424
REV. 8.07.00.1218.9CRLE
-0.0973
TC LL
20.OpsP
REF
DATE
06-11-2009
TC DL
15.OpSF
ORWG
BC OL 10.OPSF
LL
10.OpsF
0/19 LEN. 43
ZDT.LO. 55.0 SF
Li(1R _FRC_
1.25
JOB #:
B0190
9 2 O j 3 i O� 9 mmHy•�i-I N mi O
.-riD mm �? 3 Sg c���i0000no�'m
G: tg C g p .��'9 [w TaT TaT3T aT aT aTPn mRa- O
a b E' 2533333333� yo�``ya m
Ny[ 9-� ^ l_ �n mAg�oo�ocy�041v8
yy �CC•3 m ` < NP1 •'» mpm r99999 r9 r99 m -g9i9t
F A "' yO �+ _� �/1 • /� a �m am 18 �ITTTTT TTa ��LWNN
/�/�•� ✓ � � `Fi asp( � 6 oQ �0 4 O=, s•1�N������D v'a Ems 3
�m O 1 n •� mg. m a (nR nm %. NAomNN u
i 4mq Rd 9 qb g ;a_�s8_0Y!00-0-�] � m� o
IV m mG oS `•1y3 mC OOmOOmmm NOW Co
N g� $grn rai?mm@Vo �. m
b °5�'�Ig{ $ aUig� S ii /#� = 0 ®S m7a �� bWRR:mi NNF N (/)
9B Hu 9a H �S= i � 7 R �' g! N9 iN gm.B m IS 9 pp g r
gSSgpGp qa gg �mY [TgCS� /��/> A
15,
g Y
Hip.
O �•0
ci z m rn ac• $ �.
r +{+{1 X XO +{cp
C!R
�%pubp� r� Im m X <1ea<• $ S� g S S� g
00
,0 • _ mm �•c 'm
Iy •90 0,� ,•ate o �; s 6•,��-_$ -.
IIi�NQINE�� ��+m m m mS �S $g a N
m +t N N o o m
D 9 r p O r< I O % A N R O O o S
r F
�
Z n c rr,.v,c �' u'i $R �• 0
A N o N m T} n S
O O
O N (P P O
•0vav-COD vCW
m
I� m X
I T
1]]
OR O 37 D ffl uifA A ANYR�1 G N &ll1 0,%• 1 5
m 00 D _ T OT - -- - - —C - - - tp.
m- _ f T. _ Dom- I� A $ $
m Z m'I ~` $
co o— m w4r S 3 3
m p m m
nog �m O Q
8 m
,
=1 oil, 1.1at8 fl.,
twi,
Top chord 2x4 SP #2:T2, T3 20 SP fn: OLd�O
Sol chord 2x6 SP SS :B12a6 SP #2: ,
bldg, not located wthin 6.50 It from roof edge, CAT II, ECP C. wind TO
L . I .
Webs 20 SP #3:W 1, W17 20 SP #2 Demo: End veNcaLs net exposed to vAnd preSbure.
:W6, W7, Wit, W122z4 SP#2
:Lt Level Return 20 SP #2:Rt Level Return 2x4 SP #Z
(A) Contlnuous lateral bracing squatty sDaaxl on member. Or tz4 f{35RB SPFS or better T brace. 80%lengtth of web
SPECIAL LOADS member. Attached with 8d Box or Gun (0.113'x2.5',mLn.)na1ls ® 6' OC.
-(LUMBER DURYAC =1.25 / PLATE DUR.FAC.=1.25) (B) Cominuars lateral bracing equally spaced an member. Or 2x6 #3 or better'T' bmce. 80%length of web member. Attached
TC - From
at
73 PLFat-222 to
73 PLF at 9.59
with 16d Box or Gun(0.135'x3.5',m1m)nalIs 06' 00.
TC-Fran
TC-Fran
70 PLF at 9.59 to
70 PLF at 22.94 to
70 PLF at 22.94
70 PLF at 29.69
In lieu of rigid miring tee purrns to brace SO 024' OC.
TC-From
73 PLF al 29.69 to
73 PLF at 42.16
BC - From
40 PLF at 0.00 to
40 PLF at 14.00
Deflection meets 1.1360 live and L/240 Hal load.
BC - Fran
40 PLFat 14.00 to
40 PLF at 25.88
BC - From
40 PLF at 25.88 to
40 PLF at 39.88
All o wntl load cases on Oils truss have A 1.33 duration factor.
PLS- From
F
4 PLF a14.96 to
4PLF 3992 to
4 PLF at -0.04
4PLF At 4190
- -
PL& ran
TC - 250 LB Cana. Load at 16.94, 22.94
•• The maximum horizontal reaction Is 1010#"
Member design based at both MWFRS and CBC, Wind reactions based on MWFRS.
Calculated horizontal deflection Is 0.27' duo to Rve load and 0.19' due to dead lead.
wM Continuous8d BorGhm lateral bracing
equally
min) spaced
an member.
ber. Or 2x4 93 or better T brace. 80% length of web member. Attached
(D) Cahtinucus lateral bossing equally spaced on member. Or gall #3 or better T brace. 80%lergth of web member. ABecled- 161
WM 16tl Box or Gut (0.135'x3.5',mh)Inails ® 6' CC.
c {2' 97-13/16'
Bottom chord checked for 10.00 psi non -concurrent hive load
1.
Harding stresses not considered for plates. Handling of thLs truss requires special cam by u-0 chimer and i-
axdmaorta prevent plate damage. q
5X6
5X6
o;IX4 (B)
-1
S� e �p�� Orr
�dCa7wN J rill A�r W hMa
or
4e , W
ram Q6r 1 `Bf
250# -1 250%
+ 6' 15'11-1/4'
I $
19'6' 97-13/16' -
S 6'9.1/16' 4'10- 411'
d
~m 56 4X4
ilk . BX10R� syr
N N
R=2636# U=1225# W=6'
SEO= 11347
T17 ,•-,,(V�.' ��1$Ew�9,,,��iy oesax am-racmorewnnmurm+*-m+texn^Ira OTY=4 TOTAL--4 '� • 5 •'•* • REV. 8.07.00.1218.13 SCALE=0.1040
YPT17
ARNOl01"R OFO OTEB ONT 100 WI 0 J TCLL 20.Dp6f REF
'9MpoRTAM-FUFLNItNTHISORAWINOTOALLCON1MOrOR01NCW01NOTHB INSTALLERS,
E1 �I
*"�"eph• ^ "°" se°gp"'m"etl0i°" A°'"„�,,,r F� W TC DL 15.OpSf DATE 06-g82009
mo�e.s•u�aean r,.vn .#Wm,.un.Nmh•uwtub
ROOF caeat.amlmo.^•^wre^�"ro^°`wawmh.,w®r.avow ��• •W 10.0 Sf
urmrmamrwv.wmomwa..mcm#m.lmawvbe+w>,c.eemonaoe
"A
TRUS56 wl,....pq,me•�•en m�.as laim,w,•hawmm�•uwnremaaa.,m � d�F � Z BC DL P DRWG
w •chat meat �.W m�,e,e >a•mwm. NWb�m anm 10.0 Sf
HALF MILE -.e°n,bommTmumm.�mn,vnh»uwarc•am�.v. i i �(? BC LL P
metrbeo�q�1(a4ZbYmgeEnW{mOfu /' O=•
nw eaRaum.�acnercwinbmWvsabnm,mmwnweama I i
INDUSTRIES LLC. unmwr,eomm..emwn.mu+svrn,•>br.mywgoa \. 2� TOT.LD. 55.Opsf O/A LEN. 40
W LL ° ahnerg>�rnw!aane.rnr�a�+. �ap�amr � 9� :. F L 0�'�V��\, DUR.FAC. 1.25 JOB #: B0190
)b:(BO190) M D M / MDM BUILDERS'BLD 1' / HJ9
Top chord 2x4 SP #2
Bd chord 2x6 SP #2 :B2 2x6 SP SS:
Webs 2x4 SP#2:W32x4 SP #3:
:Lt Level Return 2x4 SP #3:
(Ml) _ (J) Hanger net calculated {2)2x6 SP #2 supporting member.
In lieu of rigid ceiling use purlins to brace BC ® 24' OC.
Hip)ack supports 9-11-8 setback lads. Jades up to T have no webs. Luger jacks supported to BC.
Handfug stresses not considered for plates. Handing of Me toss requires special care by toss manufacturer and installation
contractor to prevent plate damage.
133#
t - 16'10-7/8'
14'0-15/16'
2'9.3/4' 6'8-7/16' 68.1/2'
140 mph wind, 18.13 It mean hgt ASCE 7-05, CLOSED Bldg, Located anywhere in root CAT 111 EXP C, wind TC DL=5.0 psf,
wind BC DLd.O psi. Iw=1.00 GCpl(M,)=0.la
Wind reactions based an MWFRS pressures: ,
End verticals not exposed to wind preMUM.
(A) Continuous lateral bracing equally paced on member. Or 2x4 #3 or beder'T' brace. 80% length ct web member. Attached
with 16d Box or Gun (0.135'x3.5',min. naffs ® W OC.
Deflection meets U360 five and L240 total load.
All wind bad cases on this toss have )11.33 duration factor.
I
1 12
3.54 p
SXB
ii 5X6 W3 A) 1�
1 4X4
I
8X8
B2
2X4 � 14'0-15/16' H0308(R)
3X0 a
µ�6'8.1/4' �6'10'
S 14'0-15/16'
=1198# U=686# W=10-9/16' R=1744# U=852#
H=H1
NJ hWAgTF9.,�
�i�
TAG= T15
,�r�NSE +.,
: •41 0
REV. 8.07.00.1218.13
SEQ= 11454
SCALE=0.2166
PLT. TYP:WAVE
osson csnrecmvrccw,wmxvrmm.an4roV,am QTY=4 TOTAL=4
-WARN0I01"READANO FO NOTES ON IS DRA I O
"IWORTANT"R#WISHT#S ORAWINOTOALLCONTRAOTORS INOWDINO TfE INSTALLERS.
Tn�••Nm]mnnbtMbq •iP4b�V•tlmrlR lYbbN
�V
5ft :�{.
Q w
TCLL
2O.Op9f
REF
ao.roire.eemaacs r.s` s.a. w•..m.ym.iaw,caa�
,
.ro ,
TC DL
15.OpSf
DATE OGOB2008
ROOF
sl�TRUSSES
a+�.+•mw�+oe®�i�..�bu wmm oro'mer�•vmrm++aw
umv mm ue�w, mo 4ve e.a mw mnM ays>+ef euv.Evd tivCBg W Ewn tivE
weiw..n,m.m.�..rr+o,�•#�ro.e•°mm+mm.�+°aw
� •
��
W
�.I ��' :Z
BC DL
10.OPSf
DRWG
w re,.m rsmmbe,•. ..w•ax m>eranms�m. #Rb Wbab®911Y
a�..,e,o.+ub.i.m+.meo,rouwo.m.i.+b.,�maumw
IWYb ,•]+ibrm.ewpmtbmma
mvo+myouo`cm+manmrbnae,memmnmm+y
-
i
�'•
IT BC LL ro
(?
Q
10.0P Sf
�_ HALF MILE '
0/A LEN. 140015
INOUSTRIEB LLC.
•� �b bmbm4nwe.1mN154'rFl,.>mrbmp+�Ps.°mfaam
Aim.r.•+VvaovPPl+arrYrobsrmG�•>aPU�b.I
'Y✓'aoo°wro"M'r'°"°°°"ra^ 1"'bmratr"°'roera°°r°
�I� A
#� •
•�7
�i
'P\� •�4�,��
•'
•••F::.�.'• • \• \�
TOT.LD.
DUR.FAC.
55.OpSf
1.25
WALL
PANELS
JOB #: B0190
amnaivm...v.mo.#mrodropmao•wwANevmn.w
aP O
SPACING
24.0°
TYPE HIP JACK
Job:(BO196) M D M / MDM BUILDERS'BLD 1' /
THIS DWG. PREPARED BY THE ALPINEJOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord ZA SP #2 '
Bat chord 2x4 SP #2
Webs 2x4 SP #2:W2, INS 2x4 SP 0:
:Lt Level Return 2a4 SP #3:'
In 6eu of dgid ceiling use purlins to brace SC ® 24. OC.
Deflection meets LiJ60 We and 1-240 total load.
All wind load cases on this mss have a 1.33 duration factor
I
•�—N d 41-1/2'-48-1/2'
m
9,
47-3/4' 4'1U-1/4-
Lv
R= U=168# RL--3W-124# Wes'
R=54O# U=403#
140 mph wsM, 16.12 ft mean hgL ASCE 7.05, CLOSED bldg. not located within 4.60 ft from roof edge, CAT II, EXP C. wind TO
DLd.O Did, wlrrd SC DL=5.0 Pet. Ivr-1:I00 GCpi(4/-)=0.18 ,
Member design based on both MWFRS and C&C, wind reactions based on MWFRS. ,
End verticals not exposed to wind Pressure.
Bottom lard checked for 10.00 Pat ncrn ouaent five load.
Hens firg stresses not considered for plates. Handling of this tress mquires special care by truss m adorer and Iretataflon
contractor to prevent plate damage.
!I
1 l
��, •••i IF ��I
��i�
TAG= T11
(��••'•�iSE'+9
SEO= 11335
PLT. TYP.WAVE
OTY=20 TOTAL-- 20 .� : •* •
REV. 8.07.00.1218.13
SCALE=0.2588
INGI- REM ANDFO - NOTES ON THIGO GI- . •
'nMFOffTANr- FURMIIHTHIS DRAWING TOALLOON11AOf01111 INOLUDINGTHE INRALLERD. '(V�r
•.
(j •Q.
TC ILL.
20.OPSf
REF!
DATE 06-0&2009
ROOF
T ,yLa�mel•bWi1q M•FAYyp�q•�A�R� •b WY11N�ybN
�m p�M'd�q�••1.1dduvMd••sd�•IPM•Yna•YTpb�••t�e�
'
1'+�
W
TC DL
15.OPSf
DRWG
TRUSSES
ub•,mm.da ran..ri.,.mwnmueam.sa..+c.�aemoaba Oi
drm,.•pmeq.v�•eMau•b �,•••m,arvi..+•rm,.mr,awm i
\JJ��F �z BC DL 10.0PSf
yml l,q• rypypfBCaNypa9. eldelam(d6a••{m d[eb�l,•u
d bm.b mwndbwvemnrdxom,u•nwem.•r
ad.,b Ibd•mddmndAbs
dw••�
•
is i
'� I is �� BC LL
10.0 Sf
P
.
'
_
HALF MILE
INDUSTRIES LLC.
mV �m.w•fwbxdmmrm,amv�vewb•emxm,Mnwd�o
Armxra.novawl.awvne.+nwa.m••dFdmr
A.
Woo mr.•uv.di.drrm.##
�•
I •
ao4
L •
7/
�i
Q•
Jr• \�•!�♦
. F L .•
••.•• •••�• V ��
P
TOT.LD.
DUR.FAC.
55.0PSf
1.25
O/A LEN. 10
WAIL
PANES
PANES
JOB#: B0190
wev.wmmmvwAvw•d,anrw.b•s.o.bc,�_
�Ii
••
_E.SS�ON d�
SPACING
24.0'
TYPE EJACK
ft(B0190) M D M / MDM BUILDERS'BLD V
Top Chord 2X4 SP #2
Bot chord 2X4 SP #2
Webs 2X4 SP #3
Roof overhang aupports 2.00 psf soffd load.
In Use of dgid co0ng use purare to brace SC 0 2V OC.
DeOeotion meets U360 We and I240 total load
..... BEARING ANALOG MODIFIEDI ••••.
3X4[B1)
THIS DWG. PREPARED
•• The matumum horizontal n
Member design based on,both MW F
Bottom chord checked for 10.00 Pat
Handling stresses not considered to
contractor to prevent plate damage.
All wind load cases an this tmss hav
— 10-1/2' —
—2'5.3/8' Hi FlUKTIZ# Rh=411# RL=282/-232# NAILED
.k -
-I-ze
3'S-5/8'
i
23.3/8'
~ 3'55/8' R=111# U=79# Rh=411# n811- 2# NAILED
11#•• 1 I
7.05, CLOSED bldg, Located anywhere In roof, CAT II, EXP C, wind TC OL.S.0 psf,
0.18
and C&C, wind reactions based on MWFRS.
-concurrent Ova load
tax Handling of the Russ requires spacial care by mess manufacturer and Installation
1.33 duration factor.
S
r�� -Y9Af i 9,
\\(4� t••••$C'•y�F �O�
PL .TYP. WIAVE oesox am normwrnaamnmr�oxla want OTY= 2 TOTAL=2 �� i • vN +�•• * ,win REV. 8.07.00.1218.13 SCALE =0.9745
.IMPORTANI"-WAFININFU UHTHIC OCINWI OTOALLCC TTRAM W ALL NOTEII ON T11111INCUIMINO IIEINSTALERIL � W A 5\ ' L'�. TC LL 20.Opsf REF
mm.mm.mmaeavlaa•awn TC DL 15.0psf DATE 080!>-2009
ROOF mm+aemw>am+o.vn.am• •+w•m• mrar,a+ u.\ t
PV`\• 10.Opsf DRWG
TRUSSES •,.rro...nwy��.aMt.•a wmeem....o...,ner+,.ma+a.e• ro :z BC DL
pmrtmn avgmvuup•Bcv sswatervmangpunn /.wMprm•b.aem '0
HALF MILE'
" a.'�"mn0 ra ui°0"mw e�wm'1°°.+°Oe"'�'� • i ��''I �� (? � BC LL 10.Opsf
nwaa•B kvo•mwrme. mr.vvxe•,trn,ms••+n t O' 55.0 Sf OlA LEN. 30617
INDUSTRIES LLC, rr.ed comma,mmu•..o..emu+s' '+"'•aroa�oo+tgam.mrm, �jo A \ .e ��� TOT.LD. p
NnLf. Ararom+aam.wrarrero+io-nrw.oaw.m+' ` • p L �P: �(i ��
PANELS •rrneaRnrgsymaarytwn V.•rrgnararooe•o •�"7 ••.••••••• ;• V �� DUR.FAC. 1.25 JOB'#: B0190
vaamtmrmbaoaw y�h•""��e°= ,��b SPACING 24.04 TYPE JACK
__ ESSIO
ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT I
Top chord 20 SP 02
Bat chard 20 SP #2
Webs 2t4 SP#3 ,
Root me" supports 2.00 Pat solid load.
In Geu of rigid calling use purfins to brace BC ® 24' OC.
Deflection meets L= Bye and 1-240 total load.
All wind lead rases on this toss have a 1.33 duration factor.
u
Negative reaction(s) of -19U MAX.
- ' 140 mph wind, 2&85 N mean hgt A
wmd BC DL=5.0 Pat. Iw=1.(0 GCpil
Member design based on both MINI
Bottom chord checked for 10.00 psi
Harding stresses not considered to
coMrectorto preverd plate damage.
— 9-7/16' —
34-9/16' .
— 2'5-3l8' 1'ORW94—Rw=98# U=1289 NAILED
;as below) from a mr'rNW loadcase regwep uplift comgceon. ,
'E 7-05, CLOSED Wit, Located anywhere in real, CAT 11, EXP C, wind TC DLa5.0 Pat,
)=0.18
I
IS and CBC, wind reactions based on MW FTiS.
Attar rd rive load.
Hates. Handling of this truss requires special care by truss mandacturer and installation
d
I
I
5 � 3X6
i
t
z
2'3-3/8' 1'0.1/4' -
~ 3X6 a
315-5/8° R=575# U--f' 68# RL=QW=1'2'
AG
PYT
�o. . "gE'F'9wo
4
•• I•+ ♦y
�N '1
SEO= 11664
PWAVE
DEDaxramseGb7GawnAaIDFrmM19%lD•Y+OPI OTY=2 TOTAL=2
,%� 4
'I ♦
REV. 8.07.00.1218.13
SCALE=1.0379
AR GI'RNAO AND FOLLOW OTEO ON THIS ORAWI GI
'IMPORTANT'FURNISH THIN WCWOINGTNE INSTALLER&
. : �
V
(•V1
:,�O•yWW.
TOLL
20.OPSf
.REFIT
DATE o}og-loosTC
A�"ymmWa••i
'rw+mrfrdql¢v.cu�m.r
r.uwmcrlmawa.,am.
DL 15.Opsf
RODP
TRUSSES
cmammv..�ns+.OedM.nn.Wwre•aI.oN+sm.G�romTTvmmO..•+Ab•.LrL.ev+.OvO.mMaar.eMmemDoTm�.O.Ren#
n�m.n.dmm..n.m."rNmi•n.�caiv,na'aac�.ceraenaeao
wr+.eaaormrac• rmnalernelaogw NWoas•vnio
dam.iao�cw.�m..iemr.se.Dm.umiueee..m.
adwea.+prmtx�v.oaddm.e.•..
•
•
♦ *
�.wcdm
•`
T'
'(Fi (?:
BC DL
BC LL
10.0psf
10.Opsf
DRWG
.
HALF MILE
O/A LEN. 3oan
INDUSTRIES LLC.
u...a�numwn .mi �n°�.i m�'.m�"y'�pd a�wau"'°m,
ArmdY'�mnwoa=wtPp••av6m..yrYarmo.odPd..oa
.+a.sa.ea•>.aat•mrn+o"TM•w�2'•um.r+m+a
vymm.sr.iwmaar.auaowvwAxsumteea
wm.mumomvre.wrw.+dmoa.da,ea..eue�
i •
I♦ A •
I�
I/�.
I S M
♦ • %
:. pL pA,:.Qi��
•..� • •t ��
.... ,
P ��'
ESS�O�
TOT.LD.
OUR.FAC.
SPACING
55.0 Sf
P
1.25
24.0'
WALL
Pq�
JOB,#: B0190
TYPE JACK
Job: BO190 M D M / MDM BUILDERS'BLD 1' /
Top chord 20 SP ®2
Bot chord 2c4 SP Y2
Webs 2x4 SP W3
Roof ovedsrg supports 2.00 Pat soffit load.
In Eau of dgd calling use purlirs to brace SC ® 24' OC.
DeOecUon meets LiM Eve end 1240 total load
All wind load rases on this truss have a 1.33 duration factor.
27-1/8'
12
5 p
3X4
m d8X4(B1) li
Li
23.5/8'
t
�2'3-3/8' 1'9-1/8'�
7'0.15/16'
TAG = T3
PLT. TYP: Wr
ROOP
TRUSSES
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 1
140 mph vM4 24.62 It mean hgb, ASCE 74)5, CLOSED bldg, not located within 4.50 it from mot edge. CAT 11, EXP C, YAM TC
DLd.O pal. wind BC DI d.O pal. 1w=1.00 GCpi(a/-)=0.18
Member design based on both MWFRS and C6C, wind reactions based on MWFRS.
All plates are 2X4 except as noted 'I
Bottom chard checked for 10.00 pat roRcorcnmem two load.
Handing stresses not considered for p1; es. Handling of this buss regNma special care by muss m daidumr and Installation
com actor to prevent plate damage.
4'S-13/16'
R=133# U=183# NAILED
10
io
U �6 deals
)pH U=100pM RL--58/-801
0
* 10— REV. 8.07.00.1218.13
IM
TC LL
20.Opsf
WTC
DL
15.Opsf
Z
BC DL
1 O.Opsf
BIGLL
10.Opsf
Z�•`
I`%
TOT.LD.
55.Opsf
DUR.FAC.
1.25
11588
=0.5748
O/A LEN. 7
JOB k: B0190
oil
Db:(BO190) M D M / MDM BUILDERS'BLD 1' /
Top chord 2x4 SIP #2 '
Sol chord 2x4 SP #2
Webs 2x4 SP #3
Root overhang supports 2.00 par Sofrif load
01 no supports 7-0.0jecks W2 panel TO and no and van.
Deflection meets U360 Me and 1-/240 total load.
Al wind load cases on 0tls tmas have a 1.33 Jura lon factor.
3 cli, 4o WXeu
140 mph vAnd, 24.62It mean hgt, M
wind BC DI =5.0 psf. Iw=1.00 GCpi(i
Wind reactions based on MWFRS pr
In lieu of rigid celing use puriins to br
Left side lacks have 7-0-0 setback w
0.1-6 overhang. Right side lacks hev
Handling stresses net considered for
contractor to prevent plate damage.
�-v vSs -e 4-iss k ` 1
7'0.15/16' . 87-3/8' ' -
--3'4.5/8° 3'8-5/16' 4'3-11/16'
4'3-11/16°
7-05, CLOSED bldg, Locatedanywhere land, CAT II. EXP C, wind TC DL=5.0 pd.
0.18
nee.
BC CI 24' OC.
-3-10 cam and 0-" me". Endjacks have 7.0.0 setback with 2-3-10 cam and
D-0 setback with 2-3.10 cam and 0-1-6 overhang.
ea. Handling of this toss requires special care bytnlss manufacturer and installation
.c. , RBI O �h
l ►t� (oc koHs v 0 4ev r�S
7'0.16/16' or -OL s!a r 0. c
II II; II II n n u n
•� 32-1/8° 2X4 2'"14' ++� 2' 8 8 e 2' 2' 2"— 2'0-3/44 2 4 37-1/8' —
3'0-7/8' 3'11-13/16° 9-5/16° 3'6-9/16' 3'6-13/16- 35-7/8°
22'9-1/4'
7' + 8'9-1/4' 154 .i 7
I
-- R=860# U=215#'W=1-1/20 t6o# 1-1/2° R=662# U=20"I W=1-1/2°
R=58# W=1-1/2° - R=118# W=1.1/2' R=200# U=44# W=1-1/2°
R=1682# 0=590# W= R=48# RW IfW=1-1/2' '1 R=14110 U=402# W=1-1/2'
O�II1111�
f
WARwF9•,��
TAG= T2 �.�� �/•'rfiNS� ,) •�•. ,�i REV. 8.07.00.1218.13 SCALE 11 01
PLT. TYP: WAVE ssswxaar.recmmncpwrwaxo.rmr�rtincw4el OTY= 2 TOTAL-- 2 . i
333
ARNI O-REAO AND FOLLOW NOTES ON THIS ORAW111131 'q4j\ i • TC LL 20.0p6f REF!
T.-IMpORrAM- FURNIOH THIS ORAWINO TOALL CONTRAMRS INCWOINO THE INOTAMM. =`W�V 5 •a..
m a.•..Y..s:iw•�awd WI OOl: a� Be LL 10Apsf DRw
rcw.obm.•.aemaecat ctlw.�sm wmtlm�wT.IWwrrw lP.rtry F'T CDL 15.0 6f DATE 06-09.2009
b !Yon hVffiTs
ROOF. Be • • G
TRV35E5 mmio..PP.hvvdm Pab rmOn°YmblmvYYbWmwYYPrY • DL p
byrnpOhVtlryryb°bMpl L9Y.OifBJ.BlPeletl./{py{hllbvli�
tlPmbbe#aT Wtl,b°..dmO.HYMWSuwtltlaltOYPb.
R°I b IW°Sbtl.tl.Cnb°P�
HALF MILE °^•otlo�s °wm°.,.v..nrP.v.xmumnw.atlbp
INDUSTRIES I.I.C. bo°°•m� vv.wbbloaP.+...rnµsvmtPiPwimu wpywimmm �j, A �� \� ��� TOT.LD. 55.0p6f O/A LEN. 220706
WAIL ArlmWm,4Cam�i4a�ebJMOldYblmVbudPa�.� t FLOP• �fi \�
PANRIS.yr.Ao�wxxrov.twklnwepieP°.lnmsa.bi.os•.An '•j"/ •'•..... ••6•� \� DUR.FAC. 1.25 JOBIi #: 80190
a.nunrm.e.•.rtio�.Wl""°.tl�,'a°°tl,.e.m°.Pc ..I,�,I F`SSI�N i�•`, SPACING 24.0' TYPE
HIPS
Job: BO190 M D M / MOM BUILDERS'BLD 1' / CJ1A
Top chord 2c4 SP 02
Bol chord 2x4 SP #2
Roof overhang supportS 2.00 psf Soffit load.
Bonan chord checked for 10.00 psf non carlcurrent live load.
Harmfng Stresses not considered for plates. Handfirg of INS tm a, mgtdms special care bytnas manufacturer and Installation
contractor to prevent plate damage.
All wind load cases on this lmss have a 1.33 duration factor.
1'5-WW`
2" 1'3-5/8'
1'5.5/8'
TAG = T30
PLT.TYP.-WAVE
ROOF
TRUSSES
HALF MILE
IUSTRIES L
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph wmd, 23.451t mean hgy ASOE 7-05. CLOSED bldg, Located anywhere in rpof, CAT 11, EX C, wind TO DL=5.0 PSI,
wind BC DL=5.0 Pat. Iw=1.00 GCpl(+/-)=O.18
Member design based on both MWFRS and CBC, wind reactions based on MW FRS.
In Eau of dgid ceiling we pudirs to brace SO ® 24. OC.
'Deflection meets LM Eve and L240 total load. .
R=101# U=81# Rh=135# RL=94/-72# NAILED
R=47# RW=69# U-4# Rh— 135#
OTY= 8
s
4L
REV. 8.07.00.1218.13
aaw = L m.o
SCALE=1.8553
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
15.Opsf
10.Opsf
10.Opsf
55.Opsf
REF
DATE osge-2D
DRWG
O/A LEN. 10411
DUR.FAC.
1.25
JOB #: B0190
SPACING
24.0'
TYPE JACK
'/A5G
Top lord 2x4 SP #2:T2, T3 2x6 SP 12
Bat lord 24 SP 82:82 2a6 SP SS:
Webs 2c4 SP 03:W4, W5, W7, We, W1020 SP 42
:Lt Level Return 2z4 SP M3::Rt Level Return 2A SP e3:
140 mph wind, 17.99 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere In roof, CAT II, E%P C, vA d TO DLd.O psf,
wind BC DI =5.0 psf. 1w 1.00 GCpi(+F-)-0.18
End vemcals not exposed to wind pressure.
In ties of rigid cePmg use purlins to brace BC ® 24- OC.
Left side lacks have 10.60 setback with 0.0-0 cam and 2.2-11 overhang. End lacks have 10.0.0 setback with 0.0.0 cam and
2.2.11 overhang. Right side lacks have 10.0.0 setback with 0-0-0 cam and 2-2-11 overhang.
Ati wind load cases an this toss have a 1.33 duration factor.
= TIC
YP: WAVE
ROOF
TRUSSES
HALF MILE
INDUSTRIES LL
FKALL
PANEIS
Trusses
Nailing Schedule: (0.120•z3 _Gun_nWIs)
Top Chard: 1 Row @12.00' o.c. 1
Bat Chord:1 Raw ® 6.25' mc.
Webs :1 Row ® 4' o.c.
Use equal spacing between rows and stagger nails
In each row to avoid splitting.
Wind reactions based on MWFRS pressures.
(A) Continuous lateral bracing equally spaced an member
81 hip supports 10-0-0 lacks to BC.
Deflection meats L IM live and 1-1240Intel load.
stresses
9'4.13/i6' 20'
"-11/16" . 4'85/16' d, 67-7/16' 67-7/16' 6'9-3/16'
12
5 p
Handling of this truss requires speclal care by toss manufacturer and Installation
94-13/16' +'
T
4'8-5/16' — 4'9-11/16'
nuo ill
13'8.1/2' 13'8-1/2' -�
2' ICA 2
ao' I
9'11-1/4' 20' 11 911-1/40
16030 160
R=ssnrt u=26e2n w=6• � R=59774 u=zsezx r -6•
PLIES=
A
11437
4L 'ap
REV. 8.07.00.1218.13
SCAALE 3
(_.
TO LL ,
20.0psf
REF
DATE D6-0e-2oo9
W TC DL 15.0psf
zBC
DL
10.0psf
DRWG
BC LL
10.Opsf
O/A LEN. 40
ToT.LD. 55.Opsf
,��
,
5
JOB . BO
SPACING
24.00
TYPE HIPS
'ob:(BO190) M D M/MDM BUILDERS'BLD 1°/A4
Top chord 2X4 SP 92:T2, T32x6 SP #2: '
Bot chord 2x8 SP SS ,
Webs 20 SP #3:W 1, W16 20 SP 02 Dense:
:WB, W7. W10, W11 2X4 SP #2
:Lt Level Return 2x4 SP 03::Ftt Level Return 2x4 SP #3:
Calculated horizontal deflection Is 0.20- due to live load and 0.17- due to dead load.
(a) iC n Boy w Gun Moral bracing
y spaced
d on member. Or 2x4 #3 or better T brace. BWo length of web member. Attached
witIn flout of rigid ceiling use pudirs to brace ISO ® 24' OC.
Deflection meets U360 We and 1-/240 total load
Ali wind load cases on this tons have a 1.33 duration factor.
in
1
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph wind, 18.05 G mean hgL ASCE 7-05, CLOSED bldg, not located within ESP ft from rogf edge, CAT -II, EXP C. Wnd TO
DLs5.0 Psi, wind BC DLd.O Pat. 1w 1:00 GCPI(+/-)=0.18
Member design based on bath NIW FRS and CSC, wmd reactions based on MWFAS. '
End veNcals not exposed to wind pressure.
(C) Continuous lateral bracing equally sppaced on member. Or 1x4 #3SRB SPF-S or better'T' brace. 80% length of web
member. Attached with Od Box or Gun (0.113')2.5',mIrQnaIIs ® 6' CC.
(A) Cardin. lateral bracing eq. spaced on member. Or 2x6 #3 or better T brace. 80%length of web member. Attached
Bottom chord checked for 10.00 pat ndn-concurrem We load.
Handling stresses not considered for plates. Handling of this toss regulres special care by truss manufacturer and installation
contractor to provers plate damage. i
97-13/16' 0 19161I 97.13/16°
r«r i4 4'11' 4V-W to 6'6' 6'6' 65-15/16' ' 4:10' 4'11'
12 4X4 411 \\
5 L�— l/� 12 nps
4X4(R)
..,..4 440, 3
3'9-3/4
4'111-114' — 5'11-1/4' 3'9.3/4' 511-1/2°4'11°—�
2 2'
R=2385# U=1080# RL=964/-989# W=8' R=2386# U=1083# W=8'
'I
Vj
qq I
0,,`uugr
'o �fi��•• SE'~'••. SEO= 11366
PLAT.. T1'P.TWAVE oevonamseemmcawm aux nmr-mwe*mam 26 OTY=2 TOTAL=2 ♦` d 0 ' .1 yi REV. 8.07.00.1218.13 SCALE=0.1658
^WAR 1 GI"RPJIOANDPOULOW ALL NOTESO THIBDRA I GI \ " �. TCLL 20.0psf REF
"ILIPORTANT"FUIINIBN TWO DRAWING TOALLOON11=0IY INCWDOIG THE INBTALLERIL Id E! a •{L
m^•^••�•mF0"'•o °o W 15.Opsf DATE O6-0F2009
me.m+b.mmaecelamacmn..e a .,,•em.wm.ewnrwmnr ��� O W TC DL
ROOF .m~mabmynab•.r.nn.cmu ucu.
ua."'~'°<°'°^"'...c�Maw'~"'°""n.'.r°'°"m: mm.°�°° �' :Z BC DL 10.Opsf DIawG
sl�TRUSSES whv..aw.yaee.el/g�f+roh®em•eabboem,...amoh,emruam ��
a wMwYSYyY6+Y1W&S'Iv�W a;ervef4~NYY. /fq'Wlnbviilm `�1�
HALF MILE4t.h\T �v �i /��� BCLL 10.Opsf
Ptivbpglp1l�Sb WY~[dd p8'bC
IIW fmMbembY6W,Yb,.p.WYb�I6.tll,IM,.bUu•Y
INDUSTRIES LLD. b..• egu'..ran.bma�.n�+r++surr++.>e.e..so.wuab�•h �i� A I \O.' ��� 7oT.LD. 55.Opsf O/A LEN. 40
•rmtYl.+Vnm.�t4..ab�+nYmr.mpYotlPQ.@�V • • ��♦
PANELS m�TM •:� F L O�.•' ♦♦ DUR.FAC. 1.25 JOB';#: B0190
^ Ivbnawnnn ,o nwhp�w ,�i�O N- SPEC
ESR�O, .♦ SPACING 24.0° TYPE
�.;,:
.��
:.
�,
._
�fi
Job: 80190 M D M / MDM BUILDERS'BLD 1' / Bt
Top chord 2x4 So 92
Sol dsrd 2x4 SP 92 '
Webs 2x4 SP#3
Roof werhang supports 200loaf soffit load.
Bosom chord dw:ked for 10.00lost rw. rrem Me load
Handling success not considered for plates. Harw'irg of this toss mgidms special care by MJSS mamdachoer and haul atim
Comrect0rt0 pm mrd plate damage.
I
ro
n
m
-v
3X4(B1)
7
6,01w
- 1
TAG = T7
PLT. TYP: WAVE
ROOF
TRUSSES
HALF MIL
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MF
140 mph wind, 25.04 If mean hilt, ASCE 7-05, CLOSED bldg. not located within 4.50 If from
DL.a5.0 psf, wind SO DL=5.0 psi.1w-1,00 GCpl(H-)-O.18
Member design based on both MW FRS and CBC, wind reactions based on MWFRS. '
In Heu of rigid calling Ise puffins to bm� BC ® 24' OC.
Deflection mees U360live and 1l240 tots) load
I
All wind load cases w this truss have 91.33 dma m factor.
9'0.15/16' 47-3/8' 9'0.15/16'
3-4-5/8' 5'8-5/16' 4-73/8' t 53.5/16' 3'9-5/8'
{%3 C(( �Lf' O.C. [64 �eV"7 aC�l O {�LEafS
A 0 5X8
32-1/8' 2X4 2'03/4' -• — 2' � 2' 3X
3'0.7/8' 5'10-1/16' �^
R=696# U=498# RL=152/-152# W=1-1/2'
R=55# Rw=63# U=25# W=1-1/2'
R=111# U=7# W=1
R-410#
2' ro H03082 2';� 2'03/4°3X4 37-1/8'
q-- 3 5'6-i13/16° 3'5-7/8'—
-1/R=295# U=253# W=1-1/2' j
R=141# U--19#'W=1-1/2'
R--15if Rw=77# U=38# W=1-1/2'
0,1[� 1 R=788# Ud43# W=1-1/2'
-`-85# W=1-1/2' '�
R
CAT It. EXP C. wind TC
,,�.•'' SE•9 �I
OTY=2 TOTAL=2 .r,� �� �fiN I •• * S REV.
8.07.00.1218.13
SEO= 11829
SCALE=0.3333
J011,10TMEINSTALLERS W v
S\3 •�6 TCLL
20.Op6f
REF
7 C-
W TC DL
15.Op6f
DATE 06-06-2009
=� •
�\
w.�OF : z BC OL
1 O.OpSf
DRWG
BC LL
1 O.Opsf
LEN. 220706
#: B0190
7t
1; 11 ......
V :ij i
ry
IJ
I
t?.: u Po film. _::AOL
!08
.A .1 ziltol! z' —lito bqm �' Ttl 1.1
low r":; '19t,' PCanz.
rt it
i
JDb:(BO190) MUM / MUM BUILUth15 -IJLU 1- / HJ1A
Top chord 2x4 SP #2 '
Bat lard 2x4 SP 02 ,
Webs 2x4 SP #3
In Deu of dg`d ceiling use purist to brace SC ® 24. CC.
Sub-fasda beam assumptions: 7-0-0 sub-fasda beam on the 3-2-3 cantilever aide. 7-0.0 sub -fascia beam on the 3-2-3
carNbver side.
Defledon masts L/d60 live and L240 total load.
AD wind load cases on this buss have a 1.33 duration motor.
186#
4'93/16'
12
3.64 p
9'10.13A6'
IN
THISOWS. Pft PA EU BY THBALPINEJUe UkZJIUN nI`MU r m rwum Inumm mrna wrvo.
140 mph wind. 24.63 R mean h9t, ASCO 7.05, CLOSED bldg. Located Anywhere In root, CAT It,, EXP C, wind TO DLS.O psf,
wind BC DL 5I W=1 .0 psf. .00 GCpi(*)-0.18
Wind reactions based on MWFRS pressures.
The fo#owing members rood concentrated bads at the heel: 7.60 spardsetback member on the 3-2-3 cam side requires 128
Ibs and the 7-0-0 spantsetback member on the 3.2.3 cam side requires 128lbs.
Hipjack supports 7-0.0 setback jacks with 3-2-3 cantilever one lace; 3-2-3 cantilever opposhe face.
Harming stresses not considered for plates. Handling otihis tots requires species care by truss manufacturer and Iretellallon
cadramorto prevent plate damage.
51-9116' 11
5'1-9/16'
8=123# U=139# NAILED
I
I
i�
m J
. 4um T616V] S
46-11/16' 3X4 2'10-11/16'-
z
' 4'5.7/16' 4'S•5 ��' J
R=8g8 tU�5�g�yy=1-1/2° 8=-131If Rw=189# NAILED
R=12# =87=1-1/2'
di
C.•` •
..•.. 'es
��i�
SEO= 11878
TAG T8
OTY=2 TOTAL=2
�� :• * •
Wee
REV. 8.07.00.1218.13
REV.
SCALE=0.5034
PLTTA TYP.•WAVE
ossos ran.re�aarcounry vrm*-xmamsnam
'•WAR INO'•RBAD AND FOLLOW NOTES ON THIS DRAWI OI
C V
6 {L.
TCLL
20.0 Sf
P
REF
"Ik1PpR{MT•FURNIOH THISOMWINOTOALL CONfRA010R9 WCWDINO THE INBMLLERB.
mm�, .m•vm.mtmeemo w=smm•'°"°m'my rW.'m"°
�.�.
-
15.0p6f
DATE 05-Ds2DOg
mm•o.mmn.w•+B ecL(aarmo•emme•°mv�wn+•Jwrwvap
avbaao•o+•w mmem w.mr,wro m.=omecv.
4,.,Q`
TC DL
ROOF
m�c0.eremm•+•.muoewom,.cmomwr.a.wm.swm+a.emvm,mion
•
•z
BC DL
10.0 Sf
P
DRWG
TRUSSES
vmm.s°nw°M.mms+wr'a memeem.imp.,bremm• �mwew
If.." aemwmp•.w•mer.a,>a,s.umw>e•'4an'.•am..mm
abm.dpLmnoYm•mw•mma.mo.ma,vssmeeam•.m.
seem +suxl•m.mmpmwm•u
°i.vvmaawnxwmm,soe�anmmm,um,mm.ro
��
•
`
AS1 r'1� BCLL
I Q•
10.Opsf
HALF MILE '
INDUSTRIES LLC.
mv
m•.s egme.mmwav,o°.o.m,ulsvmv.wveootq�a�
`�.mn .w.m.cmeomm.+onay..�womoa..m.
•ViW4•e•+dbmsMlornOgivon m.•ma.nu.ar►r'mr
mrwwmmme.movmWde.msao.tr*wwevm+w.
� •
i� A
� •
0o
• � �
\ • �
•e. p L OP•'�
•••...9 �r ��
TOT.LD.
DUR.FAC.
5$.0 Sf
P
1.25
O/p LEN. 91001.
WALL
PANELS
JOB #: B0190
TYPE, HIP JACK
SO�N SPACING 24.0'
���
m
Top lard 20 SP #2
Bar chord 2A SP e2
Webs ZA SP B3
In Qeu of dgid oegug use pudins,to brace BC ® 24' OC.
Sub -fascia beam assumptions: 7-0-0 subdee cia beam on the 34-3 cam0ever aide. 7-0-0 subdasda beam on the 34-3
canolaver title.
Deflection meets U360live and 1.1240 total load.
All wind load cases on this tnss have a 1.33 duration factor.
1870
bidg, Located anywhere in red,
Wind reactions based on MWFRS pressures
wbM TC DLd.0 pat,
The following members reed concentrated loads at the Creel; 7-0-0spardsetback member on the 3413 cad side requires 131
the and the 7-041 spanisetback member on the 34-3 cam side mquires 131 Ibs.
i
Hiplack supports 7-0-0 setback lacks +0a-4-3 cantilever one few; 3-4-3 cantilever opposite lace.
Handling stresses not considered for plates. Hamf g of this inert; regdres spacial care bytn manufacturer and Installation
comredorto prevent plate damage. I I
4'10-3/4'
5'0-1/16' 410-3/4'
R=108# I
NAILED
(6 4oeua.
ri
1,1
R=9g13/i U=920-13(7B 8# W=1- 4 ' R=-161# RW=212# NAILED
RW=98# W=1-1/2'
i
O '
q 1
�. waRrF ••.
TAG= TS �,��•� •NSE•+9 ••y SEQ= 11894
PLT. TYP.•WAVE oasaw ewr.raemmeowrnmoxnmr.emwa•yiwm OTY=2 TOTAL=r.� 2•• l :# • REV. 8.07.00.1218.13 SCALE=0.5034
"WARNINGI^RPd10 AND FOLLOW ALL NOTES ON THIS ORA G �� TC LL 20.0 sf REF.
.IMPORTANT" FURNISH TXINOMWINOTOALL CONTRACTORS INt1W01NGTN2INSTALLEfiB. P
� W �, W �
inm.^pNa•n•m.FfMbeq r RM^betl
m�.�•..+&rn°rGlr.mm Imo; '!� . W TC DL iS.OpSf DATE oe-gs-zoos
ROOF PameWbie�•a•er•^ war p^Yb1YM1trNybsigrmeCSt ���
utid,m u.im m we br M pmeM baa.a minva+®+e.e wov ubs
TRUSSES wM.amenrwemroar+q uvmbev�www•vm••,sma�.^� �_ 0 •�_� BC DL 1D.DpS DRWG
6NMbiYpwi]{veC6l One Blelval4egtr@Y A{paVAfbvY,iao • 1
avvb.nc.•m®bb^a^•bmn4.•o.m^bb •aemaw® • i
HALF MILE amb rawxbnwaber.mu BC LL 10.Opsf
INDUSTRIES LLC.9i ii Q•
a �e.m..Fina^mv.mausnn..^drmmywpnFmmm 81001
�� ,p F �2,� TOT.LD. 55.Opsf O/A�LEN.
WAfI, wrmne.•ovma.Pwr+ene.•cF�..mu.oaoaaamr ,p
PARSES "d'+"•'�"'''�•w°11'�"b'" TM'�dyi0i0 7-/ '• L •� \� DUR.FAC. 1.25 JOB #: B0190
bw.Fcv.•r.n.w+ayanawvo.io.r.rusum.ma ••Ip , SPACING 24.0' TYPE HIP_JA(
sov^.re �ea..wpv.w.:+,mro.br�ee.�eaz
1b:(BO190) M D M / MDM BUILDERS'BLD 1'V
Top chord 2X4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
Roof ovelharg supports 2.00 pal soffit load.
In lieu of rigid ceiling use pudins to brace SC ® 24' OC.
Deflection meets U3601Ne and U240 total load
All wind load cases on this truss have a 1.33 duration factor.
3X4iTi(B1)
6.716'
_. I
TAG = T13
PLT. TYP:WA'
ROOF
TRUSSES
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Negative reaction(s) of -294# MAX. (See below) from a nonwind load dace re ndres upli t conneption.
140 mph wind, 24.27It mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 It front roof edge, CAT II, EXP C, YAnd TO
DL=5.0 Pat, wind BC DI -9.0 pat. 1w 1100 GCpi(i/-)=0.18
i
Member design based on both MW FRi S and CBC, wind reactions based on MW FRS.
Bottom awed checked for 10.00 Pat ndn.wncurram live two.
Handling stresses not considered for prides. Handling of this trusts regWms special care bytruss maradacturerr and Installation
contractorto prevent plate damage.
-- 17-7/16' —
i
5'4-9/18'
3'9° 8# Rw=13# U=20# NAILED
12 4X4
5 p
1�
i
�3 p
i
3X6
3'5 5/8'
� 3'5-3/8' g� 1'4-15/160 —^tan i
'- 55-A8=907# U=445# RL=208/-32# W=3.1/2'�
R-295# RW=198# U=2 LED
QTY= 2 TOTAL= 2
meelDRAW
NaLUOIna
THEINSTALLER& _
YIbfE
A1�rrlar OI 1
16MnWN iA l
Im.mr �
Z_ {►
SEIQ = 11697
r
REV. 8.07.00.1218.13
SCALE=0.7229
MILL
20.Opsf
REF
0
.TC DL
15.Opsf
DATE 06-09.2009
DRWG
;A BC DL 10.0pSf
BC LL
1 O.Opsf
TOT.LD.
55.Opsf
O/ALEN. 5D411
DUR.FAC.
1.25
JOB #: 80190
=JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chard 2x4 SP #2
Bot chord 2x4 SP #2
Webs 20 SP #3
Roof overhang supports 2.00 Pei soffit load.
In lieu of rigid ceiling use pudins to brace BC ® 24' OC.
Deflection meets U3601Ne and L1240 total load.
Al wind load cases on this toss have a 1.33 duration factor.
2'5-3/8'
140 mph wind, 24.27 ft mean hgt, AS
DL=5.0 psi, wind BC DL-5.0 pat. 1w-
Member design based on both MWFi
All plates are 2X4 except 0 noted.
Bottom chord checked for 10.00 Pat i
Handling stresses not considered for
contractor to prevent plate damage.
2'9-7/16'
5'4.9/16'
3'O-1/4° R--33# U=122# NAILED
5, CLOSED bldg. not located Within 4.60 ff from roof edge, DAT,II, IXP C, wind TC
C&C, wind reactions based on MWFRS. '
current live load.
Handling of this toss requires special care by toss maradl wrer and installation
12
m 5
a. m3X4(B7).
I N -
C
2-3-5/8° f 6� 4E)-
2'33/8° —� 3'0-
5'5-5/8° - R=18 If U=100plf RL=66/-10pM W=3'2°
it
i
1
to O�glllll�! i
TAG= T25 ♦ ((�. �HSS"�'�.• �Qr SEQ= 11802
PLT. TYP: WAVE oeasxcsmsacaacounwxm rrmr zox+owv+am QTY= 2 TOTAL= 2 :4% • * • REV. 8.07.00.1218.13 SCALE=0.7229
-wARNWQI-REAO ANDFO ALL NOT@BO TH MW NDI
i "IMPORTANT" FURNISH THIS DIWWINO TOALLOOMMOrORl LUDINO THE INSrALLERB, �♦�-E TC LL ZO.Opsf REF!
T'"®r1jJ1°•""m'"""•°" "h""b Yn°"he° ru"°i�`:d°«r QI'°Ij -_\ W ,TC DL 15.0psf DATE 06-09-20Ds
Imw,e.m.�aecvla"'nm'4.,r"•°mew•wu«, mre `�W\
ROOF,.r°'em".°.°mme.°�m,roon«,o�m.m,ew.+`�.�e+e�°«,WWS`we ��( •W BC DL 10.OpSf DRWG
TRUSSES w,w..e•nm.�mpppp«my vmw««"+«w°w.vex•,ne.ware. • ��.
pyrm« bffiYtll"aL9 «LAl•aA.Ww0+0.rAat/ptl"bme,+eu `�
«sauna a,o.,e«..iaw,v.+«uo.mw®.,mm.wva. 10.0 Sf
HALF MILE +«�••Jwtrgf �w ^�•�01LL '� I . C7 8C LL p
I+W G«�lf OfwNticNMbwN lw w/MNThtm YYelIs.04 i .� O `�
INDUSTRIES I.I.C. A w.�iao.w.nm+w e.d*raenri+.«mtiowwwmo.w.v,m, �� A • \ •' Z`� TOT.LD. 55.Opsf O/A LEN. 60411
MALL Armen.+a«mrnwrsanm.+o+�-+�o.��dwawr • + !.` L Q� �,t, .
PAN.o.•e,•en.nVrgae.m+o,.>r.. sn.•ravr,.ane.•s •q•w•N•T ♦ DUR.FAC. 1.25 JOB,#: B0190
•ems."..�am:a..,+`�„�,w ��II� F$$1O. P\\, SPACING 24.0' TYPE JACK
j
i
I3F... ..JN
r �
J
1
.
{
i
.
.-
. � M .M1.
♦.I m.t ,a .P
... �...: �. .�Ii1 f ')YU+ )tr r. u' owl ._4 ni. r' `.. -af. :5,6:Pi•
1
i
Rob 7'
Top chord 2x4 SP #2 .
Bat ctrord 2x4 SP 02
Webs 2x4 SP 03
Roof overhang supports 200 pat soffit load.
In Ileu of right celing use puntrts to brace BC 0 24' OC.
Deflection meets U360live and L240 total load.
Ali wind load cases on tits truss have a 1.33 duration factor.
Negative reaction(s) of -353# MAX.
140 mph vMd, 2384 it mean hgt, P
wind BC DL=5.0 psf. Iw=1.00 GCpi
Member design based on both MIN
Bottom chord checked for 10.00 ps
I
)
27-1/8° MMvv--209# U=274# NAILED
5X6(R)
1 12
io I 5
o�
I
2'35/8'
z
3X6 4X4
3'3-11/16' R=715# U=362# RL= - W=1'0-1/16'
below) from a rwn-wind load was requires uplift connection:,
7-05, CLOSED bldg, Located anywhere In roof, CAT II, E(P C. wtrM TC Of =5.0 psf,
and CSC, wind reactions based on MWFRS.
-concurrent five load.
tes. Handing of this buss regdres special care by truss manufacturer and Installation
PLT. T7P.rWAVE 42
oesox amkecxawanaun-amr:rml.mxro•vtasl OTY=2 TOTAL=2orS
�O i`���yl� •NS E �!'!�9,'���y
G� 6 * �� REV. 8.07.00.1218.13
SEa = 1
SCALE=
ROOF
TRUSSES
a
^WARNINdl- AEAD ANDFOLLOW ALL NOTES ON THIS O WINO
'IMPORTANT' FURNISHTIIO OMWINO TO ALLCONTSACIORa INCWOWGTHE INSTALLERS,
r,�Ave.mmm°®=nreban�lo.�Ne..�aered°no web.e
ms.neem.sm,aeculaavyw�wma[ww ma�.•wnaa.mw
a am•abr.�+•e•muwu wmim.cwwe*�mw• +rvw
'ro° .
.rmlm.n•.mN..+'+.a,p]d+.lo ummed•.,idnm,•Iwm••m+ud.m
YWluw brlghY6aIRtBC51u@anal �aelau� ennytlnb>,lo
dwi.�,..�.n..w�'.,ra�i.x'd°�'me �mMbvaeuNimburetlaN.Ma
jV
- �Yi•
•
1�r
I T :
• i
6 TCLL
W 'TC DL
i :Z� BC DL
` lO \
`�'I ��
BC LL
20.OPSf
15.Opsf
10.Opsf
10.0psf
REF
DATE
DRWG
WALL.
PANELS
O/A LEN. 30212
JOB #: 80190
Top chord 2x4 SP #2
Bat chord 2x4 SP #2
Webs 20 SP 03
Roof overhang suppods2:00 Pat seftn bad.
In lieu of rigid ceiling use puns to brace BC g 24' OC.
Collection meets WW two and L240 total load.
°'"' BEARING ANALOG MODIFIED! -'-
TAG = T22
PLT. TYP: WAVE
ROOF
TRUSSES
WALL
PANELS
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
The maximum hodmmal reaction is373q" I
140 mph wind, 23.84It mean hilt. ASCE 7.05, CLOSED bldg, Located anywhere in roof, CAT II,,IXP C„wind TC DI -SO psf,
wind BC DL=5.0 psf. Iw=1.00 GCpi(H-)-0.18
Member design based on both MW FRB and CSC, wbd reactions based on MWFRS.
Bottom chord checked for 10.00 Pat norncon msnft live load.
Hangrg stresses not considered for plates. Handling of M mass requires special care bynas mamdacturer and Installation
comrsctorto prevent plate damage. i
All wbd load cases on this truss have a 1.33 duration factor.
i
2'5-1/8'fl3�&1M# Rh=374# RL=258/-207# NAILED
16 d �oe �11s
3'3-11/16'
i
2'3-3/8' - 10-5/16°—
~ 3'3-11/16'
R=118# U=93# Rh=-374#
0
NAILED
Y� v g•� .I&M
Tc LL
zu.upsr
.TC DL
15.0psf
pF tea-
BCDL
1O.Opsf
Z
BC LL
10.Opsf
11741
=1.0090
DATE - 06-09-2009 1
_EN. 30212
#: B0190
)b:(BO190) M D M / MDM BUILDERS'BLD 1: /
Top chord 2X4 SP #2
Bot chord 2X4 SP #2
Webs 2X4 SP 03
Roof overhang supports 2.00 pat solit load.
In Ilea of rigid ceiTing we pudins to brace BC ® 24' OC.
Defection mees 1/3601ive and 11240 total load.
All wed load cases on this toss have a 1.33 duration factor.
37-1/8'
3'35/8' —
N
3'33/8'
= T21
ROOF
TRUSSES
Negative reactions) of -267# MAX.
140 mph wind, 24.25 fl mean hgt, A
DLd.O part, Wind BC DLd.O fast. Iw
Member design based on both MWf
Bottom chord checked for 10.00 Pat
Handling stresses not considered fo
contractor to prevent plate damage.
1'8-1/2' -
18-11/2/R=1## RRjW=8# U=28# NAILED
� card
e;
N
Is y
5'35I'
R�53# U=412# RL205/31# J1�-1
R=-�6 k R =182# U=238# NAILED
JOIN
2 TOTAL-- 2
SIGNER PROGRAM FROM TRUSS MFR'S IAVOUT
a nonvAnd bad ease requires uplift eonngclion.
:D bidg, not located Within 4.50 It from root edge, CAT II, EXP C. wind 7C
CBC, wind reactlons based on MWFRS.
aces. Hanging of this truss requires special care bytr ss meIufacturer and Installation
SEO =
SCALE
TC LL
ZU.UPST
TC DL
15.Opsf
BC DL
10.Opsf
BC LL
10.0psf
TOT.LD. 55.UPST O/A LEN. 50211
DUR.FAC. 1.25 JOB #: B0190
SPACING 24.0° 1 TVPF JACK
Top chord 2x4 SP 02
Bol chord 2x4 SP #2
Webs 2x4 SP #3
Roof wedang supports 200 Pat soffit load.
In Oeu of dgid ceiling use purfins to brace BC 0 24' OC.
Collection meets L/3601Ne and L240 total load
All wind load cases on this truss have a 1.33 duralicn factor.
TAG = T6
ROOF
7RUSSES
140 mph WrKL 24.25 ft mean hgt, ASCE 7-05, CLOSED hidg, not Iocatedwit in 4.504 from root edge, CAT II, 'EXP C. wind TO
• DIs5.O psl, WuM BC DL-3.0 psf. Iv 1.00 GCpi(N-)-0.18 " "
Member design based pn both MWFRS'and C&C, wind reactions based on MWFRS..
AS plates are 2X4 except as noted
Bottan chord checked for 10.00 psf noricorormeM live load
Handling dresses not earsldered for plates. Handing M this truss requires special rare frytnss m i ulachner and Irslefietian
contractor to prevent plate damage. 'I
I
2'8-1/2'�
2'53/8' 2'10-114'
R--22# U=117#
Z
° 2'33/8°
INSIAU9148.
NAILED !
!
i
a m
m m
a a
N`
y I
i
IOOPIf RL=68/-10pIf W=3' 1
I
'O
2
REV. 8.07.00.1218.13
TO LL
20.Opsf
TC DL
15.Opsf
BC DL
10.OPsf
BC LL
10.0Psf
TOT.LD.
55.Opsf
DUR.FAC.
1.25
O/A LEN. 50203
JOB #: B0190
24.0'
i
� a.
,.
�1
i -
%-�
I z -
_ _.
-
..
-
-
�
_
Y
..
. !- .gip
.. . ,. ,
...,
4
j{py( ddAi -0'fiZ ONIOHdS /1)�'tl3N0I630 31IOlI 9 3H1 d0 AlIlI9I5NOd538 3N1 eI ONTO II N ANN boi mmod cu
Day -,an 0 3en ONH A1IlI9tl1IM 311 NAOHS N9IS30 1N3NDA o3 SS(MI ML HOd A13MB AIIIISISMdS3tl
06T08 # 80f SZ' T y'a 7MOISS3i0Sd 30 37Ntlld3�tl 831tl7I0NI ONIAtleO SINI NO T33 tl e 339 moz-T Ial eo stgrivd
A •� ➢I! X3 Od 39 TM M AS mAD110A S3 bld d0 N01103&NI ANI Z-WOST SSNIAHM H3d NOIlISOd 77VA
L ' Nil a'/0 js 0 • SS 01' lca ; 1. NI m1N701 3SIMH3 UO SS31M 65f17LL 30 3311 117tl3 01 631tl1d A•Iddl -13315 'nitl0
�� N111 OS/Ob 0 EMU N1SU 01/SSM N U5ST/9T/0Z d0 30HU 3HH 531 tl0103NN03 030 All 311 $3RLLSTIONI
• • . @GNUMd1dtl AS tla3d8 N(IIS30 11RPIIW SDtj AD SNOISIAOHd 31980I1ddtl HIM SNW9lOa MI530
�Sdp pT 11 p AM MIDUMS I MITH1SNI SNIMIHS SNIIOMH SNIMILSHA HD :Idl ILIA 33YWW:ROJ 311M JWH
Ssn,4 3N1 OIINS OL 3NIlItld ANU :NSIS30 SIHL WHA NOIIHIA30 ANH HOd 3191SNO M M ION
OMaO sd 10 0 9 �•t�1 ONI Sae. ALI NO13HN1NOa NII1Hlltl1SNI 01 NOIS30 SIHL AD AdOO MINUTIA /,i1fflNH��og� fty�,
IV'r ENIlI30 OISIH 0 YiiH /41H3d0Hd H mm THHs omom N011QS-lYM Sl3FMd .s+SSM
Q/ A 03MU 1H AItl3dMd 3AM IIWS MWO dol 0311T11IN11 3SII§H3N10 SS3Vil SNOI43NLH 3S3 d00S
SOOZ-TT-90 31a0 jsdp'C�`T 10 31 • i5 q HM M HOIad S331136M AMAWS 804 (STIES •IA, N09ION r 3SIM31M DOES �laltllltl 3O
*••• N • 07 S&IHL MOIO U3LA MM FbTWZ HA WISMIA3-U ZTE 3LIO5 the 331 HIMN STZ 31(LLI1911
j3a Jsdp • pZ 11 31 �I� �•.6. �.••:• 5�115NI1"AJNI Idd I6I Il�N1 11d7IffiNlHNI 3H1p 3MSLX3�I II(�iO3N 0m1Hlui :tl SN: i
OOSZ'0- 31H0}3'8T2T'00'L0'8 "A3a �I (' 8 -1H101 8 -A10 wm/ommz-llVld mot-xdl/wacmmellxm mxe3u 3AHM-•dAI 'lld
019ZT - DAS ��/I �p�p���� 1 `
1.8.6 - Di 1HOI8 �, bo `t Z-8.6 SEBIr-1331
fi-b.Z - 3MUH 1331
j.
31IHN #LIT-n #06T=8
•.8=M #fiLE /L6fi=la #09T=n #fi6S=2i
fiXZ Z�
I X
f
W
o
m m k" W
cn co XE m
. �VIVO� XE
031IUN #ZTZ=n #9TZ-8 T S
ZT-L.9 -
•uo}ooJ uol}ounp Sg•T n awoy ssnu{ elyl uo SBeno pool PuIM IIH
i
-pool lo}o} ObZ/l Pun awllj 09E/'l 6+8ew u014.eeIJBO
•eouougelo epin- bZ x 4614-.Zfi
44IM SBBJa ul pool ew11 pu040 wo{}oq louol}Ippo Jed 0Z joJ �loeyo peseod asn.xl
-pool
poop o} enp .90.0 Pun pool ewll o{ enp .Zfi •O al u0l{oald P to{uoz woy pe}nlnolo
•SHAMH uo peBoq suol}aoeu pulp '083 Pun SHAMA 44eq uo pesoq u6leep aegwep
. ' el loJOI
-Jed 0'9-l0 39 PuIM 'Jed PuIM :guoeIwI IU3 'a6P do.wJJ d
ti OS'fi my}IM pe{000l {ou :6p19 03SOIOSO-L 33SH }Ll
}d 6fi'LT 'Pu1M ydw 0fiT
1n0AHl S.6d<7 SSN61 H09d Htl600!ld 83NDIS30 90f 3NIdlH 3H1IA8 03HHd3Ud 'SAO SI141
•e6owop
a}old }uewB�d o} .o{000}uoo uol}ollo}eul pun ueun}oodnuow eanu{ Rq euoo loloeds
ee.11nbeu eenu{ sl4} Jo 6ullpuaH •ee}old JOJ peuePleuao {ou aBSBSJ}e 6ullPuoH
-Pool enll }uauunouoo_uau Jed 00.OT JOJ POA0840 pQoyo w0{}06
•30 .bz 0 39 eoowq o{ eullund Ban 6ulllso pl6l.+ Jo nail uI
•e6ulJawoo Ilum elglxolJ pun el}{Ijq
joJ o1Je4Iwo ObZ/-1 e{eew uol{oeljoa •eunseeud pulp ol. pesodxe 1001408A PUS 4Jel
:6# dS fixZ ujn{oa lewal }•l:
:E# dS fixZ ZM: Z# dS fixZ a9aA
SS dS fixZ puoyo yoS
' eaue0 Z# dS fixZ PJoyo d01
SME
Was W
'AY51
PC
.... .....
to,
it
any
r"Ll IWQl p,.l OL 11 ic LO
w'.03.,
1 W_!V UrL,_ ll OWLS
101, Il, .i"a M!,Ij
n 10 P� 171� q"q
10 t.l 001-, t_i. Id.,
ob:1601901 M D M / MOM BUILDERS "BLD 1" / CJ5
Top chord 2x4 SP #2
Bot chard 2x4 SP SS '
Webs 2x4 SP #2 :W2 2x4 SP #3:
:Lt Level Return 2x4 SP #3:
Left end vertical exposed to wind pressure. Deflection meets L/240 criteria For
brittle and flexible wall coverings.
In lieu of rigid calling use purllne to brace BC O 24" OC.
Bottom chord checked for 10.00 peF non-aonourrent live load.
•o WRRNINGI Overhang deflections excessive fi Truss has vertical deflection on
overhang of 0.23" due to live load and 0.03- due to dead load at X --2-1-11.
Creep Increase Factor For dead load is 1.00.
RII wind Iced oases an thls'truss have a 1.33 duration Factor.
12` 4 7"12 —
U=lBB1# NAILED
II
ti
V®VVV
1
R-495# U-195# RL-454/-359# W-8
R-126# Rw-167# U-203#
RAKE - 2'4"4
-JIG16 7'8"B
fYP.-WAVE
ROOF
TRUSSES.
HALFMILE
INDUSTRIES LLC. L
Z WALL
PANELS
THIS OWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph wind, 17.08 Ft aeon hpt RSCE 7-05 'CLOSED bldgnoT loomtdd within 4.50
Ft From roof edge, CRT II, EXP C, wind TC 6L-5.0 peF, wind BC OL-5.0 peF.
Iw-1.00 GCpI(+/-)-0.18.� '
Member design based on both MWFRS and CBC, wind remotions based on MWFRS.
Calculated horizontal deflection is 0.52" due to live load and O.OS" due to dead
load. i
Trues passed check For 20 psF additional bottom chord live load In areas with
42"-high x 24"-wide cledrance.
OeFlection meets L/360 live and L/Z40 total load.
I
Handling stresses not ocneldered for plates. Handling of this truss requires
special care by truss manufacturer and Installation contractor to prevent plate
damage.
"Mr 1 nnoae OTY- 8 TOTAL- 8
RIGHT
8.07.00.1218..
LL 20.OpsF F
OL 15.0psF E
OL 10.0psF E
LL 10.OpsF
-LD. 55.ODsF E
06-11-2005
-EN. 5
#: B0180
ob:(BO190) M 0 M / MOM BUILDERS "BLD 1" / CJ3
Top chord 2x4 SP-#2 '
SoT chord 2x4 SP #2
Webs 2x4 SP #2 Dense :W2 2x4 SP #3:
:Lt Level Return 2x4 SP #2: '
LeFt end vertloal exposed to wind pressure. Deflection meets L/240 criteria for
brittle and flexible wall coverings.
Bottom chord checked for 10.00 peF non-oonourrent live load.
DeFlectlon meets L/360 live and L/240 total load.
RII wind load oases on'thls trues have a 1.33 duration Factor.
12 "- 27"12
5 �l R=73#
-611
�2 3
3XG
2X4
R-396# U-274# RL-389/-344# W-8"
R=44# RW=258# U=30 ILED
140 mph wind, 16.66 Ft
roof, CRT II EXP C, wl
GCpIC+/-)-O.IB
Member design booed on
In lieu of rigid oelllr
Trues paesed check For
42"-hl gh x 24"-wide ale
Handling stresses not c
special core bg truss m
damage.
LEFT RAKE - 2'4"4
LEFT JIG - 5'10"7
TAG - T18
PLT. TYP.-WAVE
ROOF
TRUSSES
an hgt, RSCE 7-05CLOSED 61dg , Loc
TC OL-5.0 psF, wind BC OL-S.O ,par.
th MWFRS and CBC, wind reactions be
use purllne to brace BC 0 24- CC.
peF additional bottom chord live I
MFRRS LAYOUT '
4 aridwhere In I "
an MWFRS.
In areas with
For plates. Handling of this trues requires
r and Installation contractor to prevent plate
RIGHT JIG — 5'11"12
SEO — 12595
REV. 8.07.00.1218.EERLE—0.3750
TC LL 20.OpsF REF
C DL 15.OpsF ORTE -06-11-2009
CG OL 10.OPSF DRWG
• _ LL 10.0psF
• T.LO. 55.0 sF O/R LEN. 3
r• 1C(1R'.FAC. 1.25 JOB #: B0190
';Z4i_ PRCING 24.0" TYPE JACK
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP SS =W2 2x4 SP #3=
=Lt Level Return 2x4 SP 42:
Left and vertical exposed to wind pressure. Oarlectlon meets L/240 criteria For
brittle and Flexible wall coverings.
Deflection meats L/360 live and L/240 total load.
RII wind load cases on this trues have a 1.33 duration Factor.
12
5
R--72#
5X6 (R)
4X4 CRl
0
i
Rw=86# U=64# NAILED
On i*)
140 mph wind. 15.24 Ft meen hot, RSCE 7-D5O CLOSED bldgg, Located on where In
roof CRT II EXP C, wlnd ITC L-5.0 par, wind BC DL-5.0 per. Iw-1.0�
13CP1f4-9-0.18 Member design booed on bo I MWFRS and CLC, wind reactions based on MWFRS.
In Ileu or rigid calling use purllns to brace BC 0 24" OC.
I
Bottom chord checked For i0.00 par non-ccnourrent live load.
Handling stresses not cone [dared for plates. Handling of this trues requires
special dare bq truss manufacturer and Installation contractor to prevent plate
damage.
i
~2 3X6~�
2X4 w
R=417# Rw=600# U-644# RL-326/-328# W=8"
R--72# Ru=668# U=704# NAILED
RON
LEFT RAKE - 2'4"4
LEFT JIGTAG 4'4"4
ROOF
TRUSSES
HALF MILE
WALL
PANELS
RIGHT
SEOJIG
= 12586
P. 8.07.00.1218.EERLE-0.3750
LL 20.OpsF REF
OL 15.OpsF DATE 06-11-2009
OL 10.0pSF ORWG
LL 10.OpsF
.LO. 55.0 sF O/R 'LEN. I
%FAC. 1.25 JOB #= B0190
ICING 24.0" TYPE JACK
s'
XmBRACE,D
- , Provide two braces each girder
within 4 ft. of end ofetevated section
[see A1G, A6 truss Eng.3
;el
Date:06/10/09
Blagonat Brace approx. 12
nail each end with 3-16d as Sh
L
In addition to bracing shown
Bruce trusses according to
BCSI-91 Attached
Al G Girder
Rat Run -
L11end
CLB [rat runs] to HJ9 at each end
w/ 2-1 d into top of each bot. chod
GENERAL NOTES: All new bracing: Use 2 x ,4 Southern Yellow Pine
HA � WIL
9500 WEST ATLAtm AV.
DEIRAY BEACH FL
,pe LOCA710N: FT. Pn RCE' i Florb° ' I 1#48FL. PE854395