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Custom Designed Truss Co.
777 S.W. 12th Avenue
Pompano Beach, FL 33069
CUSTOMER:
MODEL /TYPE:
LOCATION:
(305) 786 -8800
JOB #:.
HANDLING AND ERECTION NOTES
1. Please read copy of "BRACING WOOD TRUSSES" attached.
2. These trusses must be lifted with are usinq q st o g b ck or s reader
bar to avoid damage to lifted andlor per sod, ` u. I austries, nc. Is
no res o Ible or Inc, c handled c 9,,or Instq ed t uss a
care mEOPre taken with re c'ns over 4u o and �vl h sclssore � t v russe
and thei erabi�n commend b a crane and experienced personne be use
in
3. Pleas review la ou c.areful to assure that corn one is are • e ected as
plan snows,. ar in t Ir ro t er Location are ositroned rl h side up, and
re to o I et rl as u
e t thr Lot ion and t er o w s engmeero eo. est h oul e nd you. f
necessary, have ditticultis lee caIj s e wll� nser ur , u g,, i end c person . { o check.. the ro We will not permit back —
charges it this pro is not followed.
4.
unless nl h �y note Qn this Ian, / C T qNY CHO D OR WEBS
ANY <U ff !t. It rs the rosponsl Ility of t e G nerpl ,ontr�Qtor • or
o wner to d�vise a 1 trqdes. e a e no r s onsl a or feel mo I (cations
s authorized signed agreement b our agent.
by 9 9 Y
5. These trusses are to be spaced 24 inch centers unless noted otherwise.
6. allowance be made r tor e fl s orizont t al d dlsplacemen r t af an suppor ses,
7 ' shor during the pouring operation ing perio be
d.
BRACING NOTES
1. Please read copy. of "BRACING WOOD TRUSSES" attached.
2. e he trusses mustt b tpntiall b ac urin �x erection and before any
entire (plywood, o or oo be s a oofin Pl or d 'other d b r i l e o circumnces place
materials on p roof
orfloor system. is can eyer iy ov oad, the trusses,be and their
limits an cause
structural li allure resulting in serious in jury' dea.
Th Jatergi bracing cified on truss drayvings is re uir d to r vent
buc II r the m s �er shown. - T br cl used moy ee • x r 2X3
N . �SF'Ku equal .umber, connected o russ mem e with ngii
Q q a sole point
at oo
I Im m. ails q�1 tinuous bracing s�iou�d �e connected t .p
minimum. ends Jt it l�le c t provide e o continuous rg { brace, t is. can
be c d
ot numd b
beS th "I � oss
ember on a 90 degree, anajjewith 8d ails at. ] L
grade en b Jndustri truss will system.
not be responsible in any way for an im—
properly
4 Additional "lateral and /or dI onpl braci i alga s rq uired. S eciQ! 'design
requirements, ts, such as wind ' iaccdnq, p a e c e , tome r a connections
in , shear
w walls, diaphragms, and e A r e e ec A a n d ittht ei or
o these tru mus h designed by p J Engineer.
5. It is the es•onsibili of the General Contractor r Owner: to ac(yise all
jc,gd s. estlops arise, plea cal tis office tor instructions at
t
STANDARD ROOF VALLEY DETAIL
II
II
_
SUPPORTING TRUSSES
VALLEY TRUSSES)
= _____ =__=
VALLEY TRUSSES ARE TO BE SPACED NO MORE THAN 24' O.C. VALLEY
VERTICALS ARE TO BE SPACED AT 48" O.C. VALLEY TRUSSES ARE NON—
STRUCTURAL FILLERS AND ARE DESIGNED ONLY TO TRANSFER ROOF LOADS
TO STRUCTURAL TRUSSES BELOW. VALLEY SETS MUST BE SET PLUMB.
1. TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL.
2. FOR VALLEY VERTICALS OVER 7' -6" IN LENGTH; BUILDER TO ADD A 2x4 "1" BRACE
TO SIDE OF VERTICAL FOR ENTIRE LENGTH. FASTEN WITH 16d NAILS AT 6" O.C.
3. THIS DESIGN IS VALID FOR WIND SPEEDS UP TO 120 MPH, A SHAPE FACTOR UP TO
1.1, AND A MEAN HEIGHT UP TO 30' -0"
4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWING FOR
ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFORMATION.
5. TOP CHORDS OF SUPPORTING TRUSSES MUST BE SHEATHED WITH 1/2" MINIMUM PLY—
WOOD, FASTENED AS REQUIRED BY GOVERNING CODE, OR SCABBED TO ONE FACE
WITH 2x4 THROUGHOUT VALLEY AREA, FASTENED WITH 10d NAILS AT 6" 0.C. OR
LATERALLY BRACED WITH 1x4 ATTACHED WITH 2 -8d NAILS AT EACH INTERSECTION
IF TOP CHORDS OF SUPPORTING TRUSSES ARE 2x6 OR LARGER.
6. THIS DESIGN SHOWS ONLY REQUIRED BRACING FOR INDIVIDUAL VALLEY SET. FOR
PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE
BUILDING ENGINEER OR ARCHITECT. REFER TO TRUSS PLATE INSTITUTE PUBLICATION
"HIB -91 SUMMARY SHEET" FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES.
7. BUILDER TO BEVEL BOTTOM CHORD OF VALLEY MEMBERS OR ATTACH 6" WEDGE TO
TOP CHORD OF SUPPORTING TRUSSES TO PROVIDE SOLID BEARING.
8. STRAP OR CLIP EACH VALLEY MEMBER TO TOP CHORD OF EACH SUPPORTING TRUSS.
....at PO .1. t. T.
Custom Designed Truss Co.
777 S.W. 12th Avenue
Pompano Beach, FL 33069
DESIGN CRITERIA: ,'9
TOP CHORD: 2x4 No. 2D 19SP
BOT CHORD: 2x4 No. 2D 19SP
VERTICALS 2x4- No. 3 19SP
ALLOWABLE STRESS INCREASE: 1.33
TOP CHORD LIVE LOAD 30 PSF
TOP CHORD DEAD LOAD 15 PSF
BOTTOM DEAD LOAD 1100 PSF
TOTAL
PIGGYBACK CONNECTION DETAIL
THIS DESIGN IS NOT REQUIRED TO LINE UP WITH TRUSS BELOW.
CODE APPROVED STRAP
PIGGYBACK TRUSS
2x4 PURLINS AT 24" OC
STRUCTURAL TRUSS BELOW
1 st PJJRLIN OFFSET CHART
PITCH
OFFSET
PITCH
OFFSET
3
1 -9 -7
3.5
1 -6 -8
1 -4 -5
4.5
1 -2 -10
5
1 -1 -5
5.5
1 -0 -3
11 -5
6.5
10 -10
7
9 -15
7.5
9 -7
8
8 -15
8.5
8 -9
ELEVATED DESIGN
-- THIS DESIGN MUST IJNE UP WITH TRUSS BELOW
8 "x8"x1/2" EXTERIOR TYPE PLYWOOD
ATTACHED TO TRUSSES WITH 8— 8d NAILS
G
5r
ACK TRUSS
2x4 PURLINS AT 48" O.C.
STRUCTURAL TRUSS BELOW
FLUSH DESIGN
1. TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL.
2. BUILDER MUST PROVIDE TOP CHORD PURLINS AT 24" ON CENTER TO REPLACE
PLYWOOD SHEATHING DIAPHRAM MISSING BETWEEN PIGGYBACK AND SUPPORTING TRUSS.
3. THIS DESIGN IS VALID FOR WIND SPEEDS UP TO 120 MPH, A SHAPE FACTOR UP TO
1.1, AND A MEAN HEIGHT UP TO 30' -0"
4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWING FOR
ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFORMATION.
5. ATTACH PURLINS TO STRUCTURAL TRUSS WITH 2 16d NAILS AT EACH INTERSECTION.
BRACE VERTICALS LONGER THAN 48" WITH 1 x4's AT HALF POINTS CONNECTED WITH
2 10d NAILS AT EACH INTERSECTION. LATERAL BRACING MUST BE ANCHORED AT ENDS.
6. THIS DESIGN SHOWS ONLY REQUIRED BRACING FOR INDIVIDUAL PIGGYBACK. FOR
PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE
BUILDING ENGINEER OR ARCHITECT. REFER TO TRUSS PLATE INSTITUTE PUBLICATION
"HIB -91 SUMMARY SHEET" FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES.
4,0ig
(4)4444741 ( I
Custom Designed Truss Co.
777 S.W. 12th Avenue
Pompano Beach, FL 33069
c^:
No. 19554
T V . STATE OF .
Sj; .10R�0G��
.,•,. FRO • • £�
APPRQVE� FDR Oak pD1151Rf5, t1
DESIGN CRITERIA: VI'
TOP CHORD:
BOT CHORD:
VERTICALS
2x4 No. 2D 19SP
2x4 No. 2D 19SP
2x4 No. 3 19SP
ALLOWABLE STRESS INCREASE 1.33
TOP CHORD LNE LOAD
TOP CHORD DEAD LOAD
BOTTOM CHORD DEAD LOAD
TOTAL LOAD
30 PSF
15 PSF
10 PSF
55 PSF
STANDARD FALSE BOTTOM DETAIL
USE BLOCK TO
AVOID PLATE OVERLAP
4' —O" MAXIMUM
SEE NOTE #2
*(SEE NOTE #3)
1
j\r
CONSULT TRUSS ENGINEERING
FOR SHAPE, LUMBER, PLATE, AND
OTHER INFORMATION - NOT SHOWN
BY THIS DETAIL
SEE ENGINEERING
SEE NOTE #7)
BOTTOM CHORD MAY BE FLAT OR SLOPED
L 2' M Ax
SUPPORT
1. TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL.
2. SPLICE PLATE TO BE 5x6 AT VERTICAL; 3x6 PLATE BETWEEN VERTICALS.
3. 1x4 CONTINUOUS LATERAL BRACING AT 6' —O" ON CENTER AND AT JOINTS. FASTEN
TO EITHER EDGE OF TRUSS BOTTOM CHORD WITH 2— 8d COMMON NAILS.
4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWING FOR
ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFORMATION.
5. DIAGONAL BRACING IS REQUIRED AT EACH END OF LATERAL BRACING AND AT 20' -0"
INTERVALS IN FALSE BOTTOM CHORD AREA. DIAGONAL BRACING MAY BE ELIMINATED
AT ENDS IF LATERAL BRACING IS ATTACHED TO THE STRUCTURAL BOTTOM CHORD OF
AN ADJACENT TRUSS THAT HAS A PROPERLY ATTACHED RIGID CEILING.
6. THIS DESIGN SHOWS ONLY REQUIRED BRACING FOR INDIVIDUAL FILLER. FOR OTHER
PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE
BUILDING ENGINEER OR ARCHITECT. REFER TO TRUSS PLATE INSTITUTE PUBLICATION
"HIB -91 SUMMARY SHEET" FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES.
7. ADD STUD AT CANTILEVER CONDITIONS AND ATTACH WITH 3x4 MINIMUM PLATES.
8. FALSE BOTTOMS MAY BE SHIPPED LOOSE AND ATTACHED IN FIELD BY TRUSS ERECTOR.
ATTACH FILLER WITH 3x6 "NAIL PLATE" ON BOTH FACES OF FILLER AT EACH OCCURANCE
OF A VERTICAL. FASTEN WITH 4 "TRUSS NAILS" (.131 DIA. x 1 -3/8 ") IN STRUCTURAL
BOTTOM CHORD AND .4 "TRUSS NAILS" IN FILLER.
Custom Designed Truss Co.
777 S.W. 12th Avenue
Pompano Beach, FL 33069
tlabE Akm
cr..
No. 19554
, n••. STATE OF :w
442treti;sit
DESIGN CRITERIA: 1Ph99
BOT CHORD: 2x4 No. 2D 19SP
VERTICALS 2x4 No. 3 19SP
ALLOWABLE STRESS INCREASE: 1.33
TOP CHORD LIVE LOAD 0 PSF
TOP CHORD DEAD LOAD 0 PSF
TOTAL LOAD DEAD LOAD 10 PSF
T 10 PSF
STANDARD DROP GABLE END DETAIL
2x4 GABLE VERTICAL
12
'1x4 "L' BRACES NAIL 8' ON
CENTER WITH 8d NAILS. 2x4
'L' BRACES NAIL 6" ON CENTER
WITH 16d NAILS. SEE CHART -',,-
BELOW FOR MAXIMUM
LENGTHS OF
-' '.�� -'�
��
► -T
`
2x4, 6, OR a 'L' BRACE
SECTION "A"
•`;_/��
-
- ru
-''
\
, - -
'
MATCH COMMON "
BRACES. '''' k
3' -0" MAX 2x4 OIJTL00KER
4' -6' MAX 2x8 OUILOOKER
'�� � '�'
'
��
/ � / / � /
CONTINUOUS BEARING
BRACING
SPACING OF
VERTICALS
MAX LENGTH
W/0 BRACE
MAX LENGTH
WITH BRACE
MAX LENGTH
1x4 L -BRACE
MAX LENGTH
2x4 L -BRACE
MAX LENGTH
2x8 L -BRACE
MAX LENGTH
2x8 L -BRACE
WANLY BRACE VERTICALS LONGER THAN SHOWN N CHART
2 -16d •i
PLYMX0 COM PAST FIRST TRUSS
-12"
5' —2"
1 0' —4"
8' —0 "
9' —8"
1 2' —9"
1 5'-1 0"
.. i Fe I• '0.f0
HURRICANE CLIP P
_
2x4 DIAGONAL BRACE
16
4 —9
9 —6
7 —3
8 —9
11 —10"1
4 —11
A `'
2 -16d NAILS
24"
4' -1"
8' -2"
6' -4"
7' -8"
10' -9"
13' -10"
1. TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL.
2. BUILDER TO ADD A CONTINUOUS P.T. 2x4 LEDGER FLATWISE ON TOP OF BEARING
SUPPORT, UP AGAINST GABLE BOTTOM CHORD. PROVIDE CONNECTION TO WALL TO
RESIST 100 PLF UPLIFT AND 265 PLF HORIZONTAL LOAD INWARD OR OUTWARD.
3. THIS DESIGN IS VALID FOR WIND SPEEDS UP TO 120 MPH, A SHAPE FACTOR UP TO
1.1, AND A MEAN HEIGHT UP TO 30' -0"
4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWING FOR
ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFORMATION.
5. WHEN ADJACENT TRUSS HAS A VAULTED BOTTOM CHORD, STABILITY OF WALL SUPPOR-
TING GABLE MUST BE CHECKED BY BUILDING DESIGNER. ADDITIONALLY, A 2x4 LEDGER
MUST BE ATTACHED TO THE INSIDE FACE OF GABLE, FOLLOWING PROFILE OF ADJACENT
TRUSS BOTTOM CHORD. FASTEN LEDGER TO EACH VERTICAL WITH 3 -10d NAILS.
6. THIS DESIGN SHOWS ONLY REQUIRED BRACING FOR INDIVIDUAL GABLE TRUSS. FOR
PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE
BUILDING ENGINEER OR ARCHITECT. REFER TO TRUSS PLATE INSTITUTE PUBLICATION
"HIB -91 SUMMARY SHEET" FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES.
7. BOTTOM CHORD OF GABLE MUST BE PROTECTED FROM CONCRETE AND MOISTURE.
8. TEMPORARY GROUND BRACING IS REQUIRED FOR ALL GABLE END INSTALLATIONS.
9. THIS TRUSS MAY HAVE A MAXIMUM 7' -0" CANTILEVER WITH NO ADDITIONAL WEBBING.
• �' _ ,
<. _ WI
Custom Designed Truss Co. =
' 9 ' ;
777 S.W. 12th Avenue
Pompano Beach, FL 33069
o " Aw P e iNC.
r G '�
-7 1 , " Z -
f" . c
No. 19554
en '. STATE O F .. '
I
� j• z � 0 .I? % • e>.
". F REO £N +
M , , INC.
DESIGN
CRITERIA:
9
TOP CHORD: 2x4 No. 2D 19SP
ROT CHORD: 2x4 No. 2D 19SP
VERTICALS 2x4 No. 3 19SP
ALLOWABLE STRESS INCREASE 1.33
TOP CHORD DEAD LOAD 15 30 P
BOTTOM CHORD D LOAD 10 PSF
TOTAL LOAD 55 PSF
fp4
rzq
STANDARD GABLE END DETAIL
SPACING OF
VERTICALS
12"
16"
24"
2x4 GABLE VERTICAL
2x4, 6, OR 8 'L' BRACE
SECTION "A"
12
MATCH COMMON
MAX LENGTH
W/O BRACE
5' -2"
4 , -9 "
4' -1"
MAX LENGTH
WITH BRACE
10' -4"
9' -6
8' -2
'1x4 "L" BRACES NAIL If ON
CENTER WITH 8d NAILS. 2x4
"L" BRACES NAIL 6" ON CENTER
WITH 16d NAILS. SEE CHART
BELOW FOR MAXIMUM
LENGTHS OF
BRACES.
MAX LENGTH
1x4 L —BRACE
8' —O
T , -3 ",
6' -4"
MAX LENGTH
2x4 L —BRACE
9' -8
8' -9
7' -8
ade ll-
Custom Designed Truss Co.
777 S.W. 12th Avenue
Pompano Beach, FL 33069
CONTINUOUS BEARING
MAX LENGTH
2x8 L —BRACE
12' -9"
11 -10"
10' -9"
MAX LENGTH
2x8 L —BRACE
15' -10"
14' -11"
13' -10"
P E;•,INC.
.igst,rigi,/
No. 19554 cr
rrc-. STATE OF .
APPRC;b4COSIINARietis G1C.
0
WNW LLY BRACE VERTICALS LONGER DWI SHOWN 14 Mr
2 -18d LS
PLYNoco cats PAST Rtsr MUSS
2 -16d NAILS 2x4 DIAGONAL BRACE
1. TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL.
2. BUILDER TO ADD A CONTINUOUS P.T. 2x4 LEDGER FLATWISE ON TOP OF BEARING
SUPPORT, UP AGAINST GABLE BOTTOM CHORD. PROVIDE CONNECTION TO WALL TO
RESIST 100 PLF UPLIFT AND 265 PLF HORIZONTAL LOAD INWARD OR OUTWARD.
3. THIS DESIGN IS VALID FOR WIND SPEEDS UP TO 120 MPH, A SHAPE FACTOR UP TO
1.1, AND A MEAN HEIGHT UP TO 30' —O"
4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWING FOR
ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFORMATION.
5. WHEN ADJACENT TRUSS HAS A VAULTED BOTTOM CHORD, STABILITY OF WALL SUPPOR—
TING GABLE MUST BE CHECKED BY BUILDING DESIGNER. ADDITIONALLY, A 2x4 LEDGER
MUST BE ATTACHED TO THE INSIDE FACE OF GABLE, FOLLOWING PROFILE OF ADJACENT
TRUSS BOTTOM CHORD. FASTEN LEDGER TO EACH VERTICAL WITH 3 -10d NAILS.
6. THIS DESIGN SHOWS ONLY REQUIRED BRACING FOR INDIVIDUAL GABLE TRUSS. FOR
PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE
BUILDING ENGINEER OR ARCHITECT. REFER TO TRUSS PLATE INSTITUTE PUBLICATION
"HIB -91 SUMMARY SHEEP FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES.
7. BOTTOM CHORD OF GABLE MUST BE PROTECTED FROM CONCRETE AND MO!STURE.
8. TEMPORARY GROUND BRACING IS REQUIRED FOR ALL GABLE END INSTALLATIONS.
9. THIS TRUSS MAY HAVE A MAXIMUM 7' -0" CANTILEVER WITH NO ADDITIONAL WEBBING.
DESIGN CRITERIA: � 9
TOP CHORD: 2x4 No. 21) 19SP
BOT CHORD: 2x4 No. 2D 19SP
VERTICALS 2x4 No. 3 19SP
ALLOWABLE STRESS INCREASE
TOP CHORD LW LOAD
TOP CHORD DEAD LOAD
BOTTOM CHORD DEAD LOAD
TOTAL LOAD
1.33
30 PSF
15 p PSF
55 PSF
This sa17ty dart symbol Is used to attract your
allanllonl
L PEASONA SAFETYISINVOLVEDI W h•n
A!you is. Ihls symbol I BECOME ALERT. HEED ITS
ME,SSAGE..•1 ..' .•':• • 9 LLv. I.. lit + % •ILC3;t.i•
CAUTION: A CAUTION Idenllll•a safe operating
practices or indicator' unsafe condhlon■ that could
rsapIt In pereond Inlury or damage to dructuru.
HIB -91 Summary Sheet
'COMMENTARY and RECOMMENDATIONS for
HANDLING, INSTALLING & BRACING METAL
PLATE CONNECTED WOOD TRUSSES°
y n e, r.aow,:4ahr sI M lYndV. NdaMQ s4nu.rla t I/1I.d sPW.
t!t(1w ✓ uud•n, •nv.,1w H nr•.•Mwandl, and Mats n..1,IN,t, 4.•••••.(.4
.0.450.1(1kor•f.(lw. •^d Preen,Th• b.,Wlw.ww u.l,l..e.....no high
-tape•• •f ashy .rw .nue a. wilt serf whet .ututula maul./ Trl H.. rot
1/114504 N..• 1w•.i.n■M••n. le be M.,p1.1154 . ,up•.lw . the p.•(.dl
Mani • •r. w Cwg1n../. d. .lgn . p.,;1..11•w lel h..dIIn4. Mu.ilno ..4 b...lne
'.r.•4 Vu. /..l I $ pwd,Ylu 1.•r •1 £W.Tf... • I.w,am.nd.d•m w• b w •d vp.,.
..awl.M••/I..ding to 01.44 p....... M ew..••d b.dV.uy.
• . CAUTI011:Th• build .r,buldingcontractorllunaad;
contractor sector or' •iecllorr'eontractor li ida
' to obtain and ( the anal. booklet:Com —.
m.ntary and Recommendations for Handiing, Ini;
stalling & Bracing Metal Plate Connected Woo,1'•'
Tru.u., 1118.91' from Ih• Tru• Plata Inslllula.'t.c
Truss.. aloud horizontally should b•
supported on blocking.
' WARNING: Do not brook banding unttranalall►
Uori b.„,.. or U41 bundled tivasa a by th e bands...
'
I
WAANIIIO:,Dq notu..l damag.d try •w
TRUSS STORAGE 1
DANGER: A DANGER d.algnal.a ■ condlllon I
whir • Iallur • to IolloW instructions or h e • d n•
A
wu
Ing will most likely result In a.rlou• personal 1
Inlury of death of damage (0 slruclureP.VW. • t•
From° 1
A WARNING: A WARNING d•scrlbs• a condlUon
where Iallur• to follow Instructions could restrain
a•v.ri psr•on►I Inlury or damage to alructuru.
'.CAUTION :.Trusses• should• not
hp unloaded on rough t.rr•in
unw.n surfaces which could
�caua. damage to lit. Irua.. 4'.
TRUSS PLATE INSTITUTE
• 113 D'On.hb. 0. Sult. 300
Y . d l.• n. Yn.• •n, In 11117
(I.114)3.1500
but awe du. M N. n 1150• •t 1.1 p•nub7W•, 4r..M.d ►. N• unl. d •. , gJd•
bathe tn. .f•pl.M.db..dding d.Hpn.t.bind.,.w .l•,d•n aw. Thu..
the I'm,* ma. ImatAi. b....•p1. fy 01141.1 ms wry...p.n,.btty I 1 duo.g.•
wising 1 .., d.. u.., .pptl..d.n w l.0.nst •n IN woft w.M,don. end
Wwas.UM .. l..n.d I.,I.In by buadln4 d.•Ign,n. ►Wdu.. I Wu.. sad
••.w► Cary sight O by TN'l 41.1. M•uul.. M•. AI 1bhu lu n.d. TN.
dt,wn•nl army put Nu.•1 ....1 nw M 1.44.44..4 In wry 4 101.u4 ..
wl■•n p.rn.Iu4n N w. pube.h•,. rMt.d N M UMW SWUM Amu
CAU11011:1All. bracing. should b..nol
'•^s:RIes• than 2Y4 grad• marked lumber. Alt conn•c•
1�A lion. should b• mad. with minimum o(2:1 ad nails.
All bua..a assumed 2:or c•nl.r orleas. All multi•
• ply 4usc should be connected logethar In ao.
t:f A eardanc s with design drawings prior lo Inl.lisllon.
.properkt iced.
Truuas stored vertically :should be •
braced to pr.vant loppling or tipping.
DA110ER: Do'noL.torK uldl.a uprlght,un(.a
•
A OAHGE11;V.•lklnp oq Lru..•s which tiro lying,
fl.Il.•ru•m•fyd•ng•rou• and shouklb• aul..
• prohlbll•u. .
A WARNING: Do not attach cables. chsln ■. or•
hooks to the web m•mb•a. •
Appr•Jm•lay
Y. uuu 1.4401
SSESESerdeMeard
)44•4•r /•1
r.• to
•
Appr.Hm•l.ly
Y. tau• s lonOlh
T1v. .p•n. 1.. • than N'.
Ap►1.Jm•l.ly
M to 11 hull. length
• t..• Nm •. .qu•l l• 1e•
To. In
GROUNf) BRACING:BUILDING INTERIOR 1
r wow/
MECHANICAL
INSTALLATION
CAU t1011: (1round b,•clnn saulud Inv an m.lallallon■.
Framo 2
A ,. (. WARNING: Go not 1141 dingla truss as with spans.
greater than SO' by the peak.
I a.�1..bn.ady
■
M I. r. Vw. 1.4411.
O1•l.t N... b'
.aNudw awe Sp •na b••),
1 w In T•• M
1 1 1nt1•MIe1.1 1t
Appr..Imu.ly I 441• W.I. y
Y. 1. 11 vu1. I.n411 K vu.. I.ngN
L.•• ,1..n w •tu.I I. 50'
0 N.n.O'
CAUTION: Temporary bracing shown In this summary al 1s ad.qual• for,lhe Installation of
• I Vussas with' similar configurations_ Consult a taglslarad professional inolns If a dlff•rant
r ( A' .bracing'arrangsm•nt 1■ dselrad_Ths angina er may'1.dgn bracing with TP1's.-
, A� R.comm•nd.d Osslgn SpsclAcatlon for,Tamponry' of•M.tal.Phfs Conn•ct.d Wood'
Truss.,, 0504 9. end In some camas determine that a wld.r spacing Is poailbl..
'GROUND BRACING: BUILDING EXTERIOR
SPAN •
up lee 37
111111UUU
PITC11
OOTTOU cnono
LATLMI. OIUCL
SPACIIIOILO3)
TOP CUOMO
1
CIlOAD
e MAC L
I
TOP C11O11D
01AOO11Al OMCI
Ov., 37'.1/'
UIIIIUUU
LATLIUL OMCL
SPACIHHO (003)
SPAII
PITCH
IPACIHO(L03)
(• us I
I
I
I'
S..III pi..104 pl•l•.don.l
II 10 ?L__
111)
Ov.. 37'• 11'
1117
0'
X 20
10
___11__...
1
M.I 10' . 10'
1117
1
1
1
O•. 10'
S... I.01.I.1.• pI•I...Io..I n0IA.61
SPAN •
up lee 37
111111UUU
PITC11
OOTTOU cnono
LATLMI. OIUCL
SPACIIIOILO3)
•onoU
DUOOIIAL
SPAC1110,(Das)
It Vu....l
TT2__Si_!7
30
1
CIlOAD
e MAC L
rT_
� II
III)
IS
Ov., 37'.1/'
1
II'
10
1
Over I1'• 10'
1117
IS'
I
I
Over I0
S..III pi..104 pl•l•.don.l
enprn..I
12110.uchs /II•L.I,h
1I1 • Ii.nr /V
P • 1.011.rn pin.
Pl. Ips s••hna•7V
All 101.101 brace'
lapped al !sail 2
IIUU•a. •
frame 3
Of • Oeu01.. II.. L,I. h
It • II•ee /l.
All lateral biac•l
upped 311..10 2
rues es.
WARNING: Failure tolollowthae• oocommandallons could re sult In.
fevers personal Injury or damage to huts se or buildings.•
11
O�
SP• 11•01..1n PS..
SP/ • Splua.- /.n.JV
Ganlv.u... Top Ch../
$ 0..a. —` /• i
IC.. D..
PITCHED TRUSS l
I SCISSORS TRUSS
Bottom chord diagonal bracing repeated
al each end o1 the building and al some
spacing as lop chord diagonal bracing.
k WARNING: Fallur• 10( ollowlhete recommendations could remit in
j OAI�IL a avers personal Injury or damaps to truss.' or buildings.
y),--- z t
– I
_ 11 _1 ~ •'
W.
WED t.lEMtlER PLANE
al p.•
6.
r••Permaneni
continuous
lateral bracing
• specified by the
but engineering.
Frame 4
Of • O.uol. 14.4rah
Ill • ll•n.. /•
A
31. S.vI•1w Pia.
'1► • Splva..P.a..1V
"" ` Alllal•ral braces
lapped at least 2
Trusses.
[ 001701A CHORES PLANE
Grose bracing raps clad
•t each and o1 the
building and al 20'
�iniervals.
TOP CIIOOD
. •I111UUU
TOP C11On0
OIAOOHALOMCL
PItCII
LAILI.AI ISAACS
IPAC1110 (DOS)
SPAU
DIIILILIIC*
S/ACIII01t031
•
___If .
mat_
Amur
`11`._31
73
7'
II
IT
1O.U71'117'
30
1'
1
I
.Over II . 10'
1.11
$
3
I O.. 10'
S.. a 14,10160 p1.1.6.1en11 @Agin6./
12110.uchs /II•L.I,h
1I1 • Ii.nr /V
P • 1.011.rn pin.
Pl. Ips s••hna•7V
All 101.101 brace'
lapped al !sail 2
IIUU•a. •
frame 3
Of • Oeu01.. II.. L,I. h
It • II•ee /l.
All lateral biac•l
upped 311..10 2
rues es.
WARNING: Failure tolollowthae• oocommandallons could re sult In.
fevers personal Injury or damage to huts se or buildings.•
11
O�
SP• 11•01..1n PS..
SP/ • Splua.- /.n.JV
Ganlv.u... Top Ch../
$ 0..a. —` /• i
IC.. D..
PITCHED TRUSS l
I SCISSORS TRUSS
Bottom chord diagonal bracing repeated
al each end o1 the building and al some
spacing as lop chord diagonal bracing.
k WARNING: Fallur• 10( ollowlhete recommendations could remit in
j OAI�IL a avers personal Injury or damaps to truss.' or buildings.
y),--- z t
– I
_ 11 _1 ~ •'
W.
WED t.lEMtlER PLANE
al p.•
6.
r••Permaneni
continuous
lateral bracing
• specified by the
but engineering.
Frame 4
Of • O.uol. 14.4rah
Ill • ll•n.. /•
A
31. S.vI•1w Pia.
'1► • Splva..P.a..1V
"" ` Alllal•ral braces
lapped at least 2
Trusses.
[ 001701A CHORES PLANE
Grose bracing raps clad
•t each and o1 the
building and al 20'
�iniervals.
SPAN'
14111141111.1
011711
10P C11OlID
1A1441Al MACS
SYACIIIOIl0,)
Tor ellonO •
DIAOOIIAI ISAACS
SIACUlO 100,)
I• Itu••..1
11/1X,
Up l• 1
30'
1
11
to
• Ova I7 • 11'
.r
1•
4
4
.0•10 u •. 10'
sr
S•
I
7
Ov111D'
S.• . I•pl•u,•d pt•l••sl.a•I lapin./
.04 • Dowel:. 141•Latt11 SI • S.v1A.tn pin.
II/ '•11••••/1/ API •!plus. /ln••/Y
71. •Ad
diagonal O•..
1•1 t•1115..•r.d
Y w 54.114
pU i•I.s v...•1
•r .• LM 0n• O•/•14.1 N
. l npp.n.
l Ie2 PARALLEL CHORD TRUSS:TOP CHORD,
Ind dl•p•a.la •,a ...ado! 1.+:
•1.1WIy and ,av1►. dup0c•
0•111 sad. •1 N. Yu. ••.•n..
l ab At
:4 1!/•••I
tiA V•..• l.rrd ♦mil �I.
Vuu.• ? t`4 l '
li r.
•1W d 1....
1y •n111. lN10s.l.d ow '.' •
I. • •-
1•1111•0• •1I 10•.. .•1•m.
2241206 PARALLEL
CHORD TRUSS
''
A WARHINO: F'Burs to lollow 111.0. recommendations could re suit in -
ee personal Injury or damage to nu., as or buildings. •'
Frame 5
70•
/ l3 tu „� � 0p =
a'.
/
C.nwv.. -..
1.o Cho./
L 1111•[• i = - 1
n.gw•d ii
10' a Ott me 7
J • 1 --
n•wh•d'- J
CeNinu.v
lop CAord
L Du.
17.1../.1 -r Er-,
iv as 01..l•,
AoatM.•N
71. guh • /
f4
/1 30' .,
/ r p1•l.1
f ' -- �- J%.'
Tlu•s, 1ayslh.v lu.n
0.1 .11 N•dlnv.•M.t
•.n1.1 dh•sd.n.h. W a
J.I• OW.,. 11p.1n0.
D1. Dovpl•• 111•Lolth
111 • 11.17.•114
( MONO TRUSS 'l
WARNING: FAltura tolollowthe ss recommendations could resulltn ,
11 severe personal injury or damage to truae•s of buildings. II
Nbpl.•.n.•nl
A
Diagonal brace
also required on
end vertical..
S P • 1•w/Mon PIA•
Opp • Sp.u.•rin.•llr
L....r •I
Cl/S0 of r
Ilven/
U...
C.N..W WI lhp Ch•ld
•
.41 4 s
I0
Al••t Iv.1N
0(1n)
it
J7_
71
-2•
40'
J>;
tr•
lot•
0110 01
Ill
_in:
•
1.1/ 4' 3'
I'
r 1'
717•
OUT o /•rLUUO IIISTALlATIO11 TOL(nAIIC(3.
WARNING: Do not cut Irulse..
. • Y
• . t ,.
/1.' v
� ••�' '� � .� `• I }� All lateral brace.
■' '. l lapped at least 2
truss. I.
I INSTALLATION TOLERANCES
ovr
1
Frame 6
. . » ^n o c olo nml4. ml.•a m• ela lunm . .
t■••■• •,
La 03 .r r
LOA) Lnod lint
1.170111
LMI
Dow
�lM)�
IL al
1/700 1 r
LOA) 11200 tint
200' 1. 11.1'
710• 1.111• 10.7
300' 1•1/r 71.0'
.tpz_. 1.7.
ISO• Me 1 12.1'
OU1.Of•PIAl12 1 ISTALLAT1011 7OL2MIICl2.
DANGEn: Under no circumst•nces should
i • constructiontoads 01 snyds scrlptlonb. placed
L A...on unbraesd true/•..
TOP C11ORD
10? Cllono
01AOO71Al OAACS
UIIIUIUU
LAILMI OMCC
spACU10 100,1
SPAII
rIlC11
S /AC111O1105)
I • I I
pia_
n
Walt
iLL ____
7177
r
I)
0..17+ 17
3417
7
IC
• t
O..t 17'• Si'
7117
5'
I
4
'O.. 11'
I.. • Is I•1 ,..l. 171•.• •ngln••
.04 • Dowel:. 141•Latt11 SI • S.v1A.tn pin.
II/ '•11••••/1/ API •!plus. /ln••/Y
71. •Ad
diagonal O•..
1•1 t•1115..•r.d
Y w 54.114
pU i•I.s v...•1
•r .• LM 0n• O•/•14.1 N
. l npp.n.
l Ie2 PARALLEL CHORD TRUSS:TOP CHORD,
Ind dl•p•a.la •,a ...ado! 1.+:
•1.1WIy and ,av1►. dup0c•
0•111 sad. •1 N. Yu. ••.•n..
l ab At
:4 1!/•••I
tiA V•..• l.rrd ♦mil �I.
Vuu.• ? t`4 l '
li r.
•1W d 1....
1y •n111. lN10s.l.d ow '.' •
I. • •-
1•1111•0• •1I 10•.. .•1•m.
2241206 PARALLEL
CHORD TRUSS
''
A WARHINO: F'Burs to lollow 111.0. recommendations could re suit in -
ee personal Injury or damage to nu., as or buildings. •'
Frame 5
70•
/ l3 tu „� � 0p =
a'.
/
C.nwv.. -..
1.o Cho./
L 1111•[• i = - 1
n.gw•d ii
10' a Ott me 7
J • 1 --
n•wh•d'- J
CeNinu.v
lop CAord
L Du.
17.1../.1 -r Er-,
iv as 01..l•,
AoatM.•N
71. guh • /
f4
/1 30' .,
/ r p1•l.1
f ' -- �- J%.'
Tlu•s, 1ayslh.v lu.n
0.1 .11 N•dlnv.•M.t
•.n1.1 dh•sd.n.h. W a
J.I• OW.,. 11p.1n0.
D1. Dovpl•• 111•Lolth
111 • 11.17.•114
( MONO TRUSS 'l
WARNING: FAltura tolollowthe ss recommendations could resulltn ,
11 severe personal injury or damage to truae•s of buildings. II
Nbpl.•.n.•nl
A
Diagonal brace
also required on
end vertical..
S P • 1•w/Mon PIA•
Opp • Sp.u.•rin.•llr
L....r •I
Cl/S0 of r
Ilven/
U...
C.N..W WI lhp Ch•ld
•
.41 4 s
I0
Al••t Iv.1N
0(1n)
it
J7_
71
-2•
40'
J>;
tr•
lot•
0110 01
Ill
_in:
•
1.1/ 4' 3'
I'
r 1'
717•
OUT o /•rLUUO IIISTALlATIO11 TOL(nAIIC(3.
WARNING: Do not cut Irulse..
. • Y
• . t ,.
/1.' v
� ••�' '� � .� `• I }� All lateral brace.
■' '. l lapped at least 2
truss. I.
I INSTALLATION TOLERANCES
ovr
1
Frame 6
. . » ^n o c olo nml4. ml.•a m• ela lunm . .
t■••■• •,
La 03 .r r
LOA) Lnod lint
1.170111
LMI
Dow
�lM)�
IL al
1/700 1 r
LOA) 11200 tint
200' 1. 11.1'
710• 1.111• 10.7
300' 1•1/r 71.0'
.tpz_. 1.7.
ISO• Me 1 12.1'
OU1.Of•PIAl12 1 ISTALLAT1011 7OL2MIICl2.
DANGEn: Under no circumst•nces should
i • constructiontoads 01 snyds scrlptlonb. placed
L A...on unbraesd true/•..
EXTRA HEAVY CONNECTORS
• Hughes EHUH Series connectors are designed to support
heavily loaded 2X, double 2X & 4X lumber plated trusses
• 14 gauge Hot Dipped Galvanized Steel
• Full 3 -1/2" seat depth allows exceptionally high design Toads
• Suffix "N" hangers require the use of Annular Ring Nails
JOIST/TRUSS HANGERS, ADJUSTABLE
• 16 & 18 gauge Hot Dipped Galvanized Steel (see table)
• Extra long straps allow maximum number of nails for
maximum strength
• Can be field formed for top flange hanger convenience
• A few sizes satisfies all your hanger requirements
• No bolts required
• A full 2 -1/2" seat bearing depth
.: .2f.
�3::+: 9 „'.�°il�fYJtser + `+3.y"._ri�U'�.. "`3;.r3..a`t 5 -'+ -��y '�r.v.yL.:.•[.'�.
EHUH 26
EHUH 28
EHUH 28 -N
EHUH 210
EHUH 210 -N
EHUH 26 -2
EHUH 26 -2 -N
EHUH 28 -2
EHUH 28 -2 -N
EHUH 210 -2
EHUH 210 -2 -N
EHUH 46
EHUH 46 -N •
EHUH 48
EHUH 48 -N
EHUH 410
EHUH 410 -N
E.H. Conn. 2X6
E.H. Conn. 2X8
E.H. Conn. 2X8
E.H. Conn. 2X10
E.H. Conn. 2X10
E.H. Conn. 2 - 2X6
E.H. Conn. 2 - 2X6
E.H. Conn. 2 - 2X8
E.H. Conn. 2 - 2X8
E.H. Conn. 2 - 2X10
E.H. Conn. 2 - 2X10
E.H. Conn. 4X6
E.H. Conn. 4X6
E.H. Conn. 4X8
E.H. Conn. 4X8
E.H. Conn. 4X10
E.H. Conn. 4X10
Z
Citiy
Box
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
1 -5/8”
1 -5/8"
1 -5/8"
1 -5/8"
1 -5/8"
3 -1/8"
3 -1/8"
3 -1/8"
3 -1/8"
3 -1/8"
3 -1/8"
3 -9/16"
3 -9/16"
3 -9/16"
3 -9/16"
3 -9/16"
3 -9/16"
5 -1/4"
7 -1/4"
7 -1/4"
9 -1/4"
9 -1/4"
5 -3/8"
5 -3/8"
7 -3/8"
7 -3/8"
9 -3/8"
9 -3/8"
5 -1/8"
5 -1/8"
7 -1/8"
7 -1/8"
9 -1/8"
9 -1/8"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
3 -1/2"
a,,��steners
20 -16D
28 -16d
28 -HN20A
32 -16d.
32 -HN20A
22 -16d
22 -HN20A
32 -16d
32 -HN20A
40 -16d
40 -HN20A
22 -16d
22 -HN20A
32 -16d
32 -HN20A
40 -16d
40 -HN20A
10- 10dX1 -1 /2"
14- 10dX1 -1 /2"
14 -HN20A
16- 10dX1 -1 /2"
16 -HN20A
11 -10d
11 -HN20A
14 -10d
14 -HN20A
16 -10d
16 -HN20A
11 -10d
11 -HN20A
14 -10d
14 -HN20a
16 -10d
16 -HN20A
Dust n Las (itis
Normal
2400
3360
4173
3840
4400
2640
3403
3840
4949
4800
6187
2640
3403
3840
4949
4800
6187
Ma`•
3000
4200
4557
4725
4832
3300
4253
4000
6187
6000
7733
3300
4253
4800
6187
6000
Upiift
1438
2013
2296
2301
2628
1716
2541
2000
3234
2496
3696
1716
2541
2184
3234
2496
7448 3696
product
Code
JHA 213
JHA 218
JHA 2 -213
JHA 2 -218
JHA413
JHA 418
Maw
18 ga
16 qa
18 ga
16 ga
18 ga
16ga
Qty/
Box
50
30
50
30
50
30
ARO
Box
40
41
40
41
40
41
Dimensions
1 -5/8"
1 -5/8"
3 -1/8"
3 -1/8"
3 -5/8"
3 -5/8"
WM
13 -1/2"
17-1/4"
12-1/2"
16-1/2"
12-1/4"
16-1/4"
A
5 -1/2"
5 -1/2"
4 -7/8"
4 -7/8"
4 -1/2"
4 -1/2"
Fa mars
VIM!
18 -16d
24 -16d
18 -16d
24 -16d
18 -16d
24 -16d
3 -10d
3 -10d
6 -10d
6 -10d
6 -10d
6 -10d
DeslgrolOads .
Normal
2430
2767
2430
3240
2430
3240
Max
2854
2929
2854
3250
2854
3250
PPM
861
861
938
938
938
938
1
.....
===<<<<A.C.E.S Version 6.1>>>>======[ 000359 7.1=======<<<<CUSTOM.DESIGN-M2>>>>=
Customer : MAX-SOUTH , Tue Dec 21 07:36:23 1
Project #: 2888 Truss ID : T04 Family # : 103
Span : 21-2 Quantity:: : 2 Top Pitch : 3./12
FORCES - GRAVITY LOADS
1-2=-2982 5-6= 2879 2-6=-751
2-3=-2230 6-1= 2879 3-6= 656
3-4=-2230 4-6=-751
4-5=-2Y82
PROVIDE FOR 281 LBS UPLIFT AT JOINT 1
PROVIDE FOR 281 LBS UPLIFT AT JOINT 5
PROVIDE FOR 59 0G HORIZ. REACTION AT JOINT 1
PLATE OFFSETS (X=L[FT,Y=TUp):[j6=4,2].
�-�
5-10-5 10-7 1 � � 10-7
5-10-5 4-8-11
3x6
1
LOADING (PSF)
L �
TOP 30 15
BOTT 0 10
= ===================
STR.INC.: LUMB = 1.33
REPETITIVE STRESSES US
REACTIONS - SIZE
1=-1293 8.08
5=-1293 8.00
15-3-11
4-8-11
21-2 : 1-6
1
. 5-10-5
PLATE = 1.33
6
5x8
MAX STRESSES
TOP 1-2=0.459
BOTT 5-6=0.867
DEFL.06=0.16 < L/360
21-2
10-7
-�^'
�S/*i'E
, w ` •
E fRED t .��
3x6
5
L. HL TO PE:10_10_15 R. HL TO PE
LEFT HEIGHT:0-3-14 SPAN:21-2 R7SE:2-11-10 RIGHT HEIGHT:0-3-14
MINIMUM GRADE OF LUMBER
TOP CHORD:2*4 No.2D 19 SP
BOT CHORD:2*4 No.2D 19 SP
WEBS :2*4 No.3 19 SP
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
TRUSS HAS BEEN CHECKED FOR l20M.P.H. WIND 0� WALL HEIGHT 12 FT, ENCLOSED BUILDING TYPE. . �"^
PLATES ARE Ml�K M28-258,216 MANUFACTURED FROM wo.n A 446 00 A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SH8NN)D[SlGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEE;
-.- =•.A.C.1.- . on S Version 6..1> ::':
Customer : MAX-SOUTH
Project 0: 2888
Shen u 21-2
FORCES - GRAVITY LOADS
1- 2 = -3267 6 -7= 3148 2 -8= -487
2- 3 = -2765 7 -8= 2682 3 -8= 271
3-4 = -2682 8 -1= 3148 3 -7= 0
4- 5 = -2765 4-7= 271
5 -6= -3267 '5 -7= -487
PROVIDE FOR 30B LBS UPLIFT AT JOINT 1
PROVIDE FOR 308 LBS UPLIFT AT JOINT 6
PROVIDE FOR 45 LBS HORII. REACTION AT JOINT 1
PLATE OFFSETS (X= LEFTY= TOP) :(j8 =3,2],
1 1 -6 1 4 -3 -9 I 7 -11
4 -3 -9 3 -7 -7
3x6
1
LOADING (PSr :• )
L I)
TOP 30 15
BC.)T T• 0 10)
1.5x4
2
7 -11
7 -11
:.•:.:_ _. • =E 2)23036 :1 i» » :_._•:•.':•.:.':•.CU3I (Jl1..I)I::.S.I. : J N....lrl2 • ::•:;:•:;:•::::::
Tuc} Dec: 21 07:39 :33 :I.s:
Truss 1I) . 11d2 Family t$ : 3 :14
Quantity : 1 Top Pitch : 3../12
REACTIDNS - SIZE . � ,,
. .,,,
1 = -1293 8.00 _./ b
6- -1293 0.00 C `i \S 9 + • PIA 0 t ' -
4$ `I :4.0
4x8
3
5x6
1
4x4
4
13 -3 16 -10 -7 , 21 -2
1 1 -6 '
5 -4 3 -7 -7 4 -3 -9
1.5x4
5
7
3x8
13 -3 21 -2
5 -4 I 7 -11
3x6
6
L. HL TO P]<:8 -1 -15 R. HL TO P1< :8 -1 -15
LEFT HEIGHT:0 -3 -14 SPAH:21 -2 RISE:2 -3 -10 RIGHT HEIGHT:0 -3 -14
MAX STRESSES MINIMUM GRADE OF' LUMBER
F 3-4= =0.711 •T•OP C1- IORD :2*4 No..20 19 SF
I:iOT "T 6-7-0.691 BOT CiI"IOND :2 *4 No . 2D 19 SF'
D E F I ....0S-0.17 L /;:>62 WEDS :2%i<4 No.. �:i 19 SF
STR.1NC:.: LI.JMD == 1.33 PLATE = 1.33 SPACING : 24.0 in. 0.. c.
REPETITIVE STRESSES USED HO. OF MEMBERS r. -RS = 1
TRUSS HAS BEEN CHECKED FOR 128 M.P.H. WIND LOAD WALL HEIGHT 12 FT, ENCLOSED BUILDING TYPE.
PLATES ARE MITEK M20- 258,216 MANUFACTURED FROM LOAD, A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 -
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER
= == « «A.C.E.S Version 6.1>>>> [ 003189 ]
Customer : MAX- - SOUTH
S #: 21 Quantity : 201
= =
FORCES - LOAD CASE I1 REACTIONS - SIZE
1 -2= -10570 9 -10= 10239 2 -14= -490 8 -10. -358 1= -3015 8.00
2 -3= -10061 10 -11= 9890 3 -14. 2227 9. -2997 8.00
3-4.-9757 11 -12= 11463 4 -14. -1276
4 -5. -10929 12 -13= 12416 4 -13= 3490
5 -6= -12416 13 -14= 10603 5 -13= -2997
6 -7= -11463 14 -1= 10235 5 -12= -441
7 -8= -10198 6 -12= 1067
8 -9= -10578 6 -11= -735
7 -11= 1761
7 -10= 1435
LOADING COND. # 2, 3, PROVIDE FOR 803, 93 LBS UPLIFT AT JOINT 1
LOADING FORD FOR LBS HORIZ. REACTION8AT,JOINT LBS UPLIFT AT JOINT 9
PLATE OFFSETS X =LEFT,Y =TOP):[J11 =3,2),
I 1 -6 ' 3 -6 7 -8 8-69-7 12 -5
3 -6 3 -6 1 -6 1 -1 2 -18
7 -8
7 -0
L. HL TO PE:7 -2 -9
LEFT HEIGHT:0 -3 -14
LOADING L (PSq
BOTT 3 0 10
REPETITIVE STRESSES NOT USED
LOADING STRESS INCREASE LOADING
LUMBER PLATE TYPE
1 1.33 1.33 UNIFORM
CONCENTRATED
2 1.33 1.33 UNIFORM
NORMAL
CONCENTRATED
3 1.33 1.33 UNIFORM
NORMAL
4x6
14 13 12
4x8 4x6 4x6
MAX STRRE E
SSS 366
BOTT 12 -13 =
DEFL. @12 =0.32 < L/360
X 15 -3"
2 -10
11
8-69-7 1 12 -5 ' 15 -3
1 -6 1 -1 2 -18 2 -10
PANEL(PLF) / JOINTS(LBS)
1- 9= 90 9- 1= 20
10. 1271. 13. 1078 14. 1078
1- 9= 30 " 9- 1= 20
1- 4 = -78 4- 5 = -56 5- 7 = -78 7- 9 = -56
10. -713 13= -333 14= -333
1- 9= 30 9- 1= 20
1- 3 = -56 3- 9 = -78
18 -2 -8 21 -2 ; 1 -6 I
2 -11 -8 2 -11 -8
10
7x6 4x6
« « STOM.DESIGN -DL» » = ==
Fri Jun # 11 11:35:07 1993
Top Pitch : 3.712
ti q.. _ l , -
F.
21 -2
5 -11
TA !L 0
..'
R. HL TO PH :6 -1 -3
SPAN:21 -2 RISE:2 -0 -14 RIGHT HEIGHT:0 -3 -14
MINIMUM GRADE
TOP CHORD:2 *4
DOT
: 24.0
NO. OF MEMBERS
s: 2 MEMBERS NAILED TOGETHER W/16d NAILS 12 in. D.C. or 10d NAILS 10 in. D.C. (CHORD AND WEBS
PLATES ARE MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STTEEL((EXCEPT AS SHOWN
THIS ONLY. FOR D IS BLDG _ OR -91
R.
OF LUMBER
No.2D 19 SP
No.2D 19 SP
No.3 19 SP
in o. c.
= = = « «A.C.E
Customer :
Project #:
Seat cut :
PROVIDE FOR 297 LBS UPLIFT AT JOINT 2
PROVIDE FOR 297 LBS UPLIFT AT JOINT 6
PLATE (I =LEFT,YRTOP):[j8T4,2], JOINT 2
1 2-2-8 4 -11 -4
4 -11 -4
_
FORCES - GRAVITY LOADS
1-2. 864 7-8. 2232 3-1.-2527
2 -3= 0 8 -1= 2232 3 -8= 882
3 -4= -3138 4 -8= 1078
4-5.-3138 5 -8= 882
5 -6= 0 5-7.-2527
6 -7= 864
.S Version 6.1>»> [ 003174 1=
2 8 8 SOUTH
0 -0
1
3x4
1
L. HL TO PI{ :18 -2 -2
LEFT HEIGHT:2 -8 -12
LOADING pL (PSF 5 �
OT 3 0 10
STR.INC.• LUMB — 1.33 PLATE = 1.33
9 -10 -8
9 -10 -8
Truss ID : SO1
Quantity 5
9 -10 -8
4 -11 -4
REACTIONS - SIZE
6= -1329 8.00
4x4
MAX STRESSES
TOP 3-4
DEFL. @8= 0.1770
« «CUSTOM.DESI N— DL » » = ==
Fri Jun # 11 1 :g0gg5:40 1993
Top Pitch : pj12
14 -9 -12 I ' 19 -9
4 -11 -4 4 -11 -4
19 -9
9 -10 -8
INTERNAL RISE:2 -5 -18 R. HL TO PR :18 -2 -2
SPAN:19 -9 RISE:4 -6 -6 RIGHT HEIGHT:2 -8 -12
MINIMUM GRADE
TOP CHORD:2 *4
BOT S CHORD : 2 *4
SPACING : 24.0
�f
e,
Fir
STATE .
C OR ss'
D t
7
3x4
OF LEER
No.2D 19 SP
No.2D 19 SP
No.3 19 SP
i n. o. c.
= 1
REPETITIVE STRE USED NO. OF MEMBERS
WEB 3 -1; 5 -7 BRACED at 1/2 POINTS AS SHOWN ABOVE
Note:Use lad or 2x3 Cont.Bracing conn.w /2 -8d nails,or T -brace of same size and grade as web coon. to narrow face w /lOd nails 6 in. o
.c.
TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD 'BALL HEIGHT 12 FT ENCLOSED BUILDING TYPE.
S
PLATE MUST BE FACE SYNMETRICALLY((EX CEPT GALVANIZED C
)DESIGNCONFOR
CONFORMS NDS DESIGN SPECS SSBC TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINES
=== « «A.C.E.
Customer :
Project #:
Seat cut :
_
_
LOADING L (PSF 5 3
BBOTT 30 10
S Version 6.1>»> [ 003175
M1 -SOUTH
0-0
FORCES - GRAVITY LOADS
1 -2= 580 6 -7= 0 3 -1= -1589
2 -3= 0 7 -1= 1403 .3 -7= 89
3 -4= -1496 4 -7= 280
1-5=-1493 5 -7= 1464
5 -6= 47
PROVIDE FOR 257 LBS UPLIFT AT JOINT 2
PROVIDE FOR 383 LBS UPLIFT AT JOINT 5
PROVIDE FOR 126 LBS HORIZ. REACTION AT JOINT 2
PLATE OFFSETS (I= LEFT,Y =TOP):[j7 =4,2J,
I 2 -2 -8 4 -11 -4
4 -11 -4
LX wf cu Ep&
1
3x4
L. HL TO PH :10 -2 -2
LEFT HEIGHT:2 -0 -12
3x4
3
9 -16 -8
9 -10 -8
Truss ID : $Q5
Quantity
REACTIONS - SIZE
2= -1045 8.00
5= -1613 8.00
9 -18 -8 14 -7
4 -11 -4 4 -8 -8
4x4
4
7
5x8
= =
f 14 -7
4 -8 -8
INTERNAL RISE:2 -5 -10
SPAN:14 -7 RISE:4 -6 -6
I 7 -4 -8
« «CUSTOM.DESI N— DL » » = ==
Fri Jun 11 11:06:10 1993
To 1Pitch pedal
Bot pitch ./12
NA
Iti/W
o f o -y�
MAX STRESSES MINIMUM GRADE
TOP 4 -5 =0.417 TOP CHORD:2 *4
BOTT 7-1=0.573 BOT CHORD:2 *4
DEFL. @7 =0.55 < L/360 WEBS :2 *4
SPACING : 24.0
NO. OF MEMBERS
:'s
165x4 5///1 .50
Fy ,L49,2
1 -f3 -o
in. o. c.
/,,. S1ATE 0
cREo ' --
O R
OF LEER
No.2D 19 SP
No.2D 19 SP
No.3 19 SP
c - 6
1 -3 -8
R. HL TO PH :4 -10 -4
RIGHT HEIGHT:2 -0 -12
STR.INC.: LUMB = 1.33 PLATE = 1.33
REPETITIVE STRESSES USED
BBB 3 -1 BRACED at 1/2 POINTS AS SHOWN ABOVE
Note:Use 1114 or 2x3 Cont.Bracing conn.w /2 -8d nails,or T -brace of same size and grade as web conn. to narrow face w /lOd nails 6 in. o
.c.
TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD, HEIGHT 12 FT, ENCLOSED BUILDING TYPE.
NOTE: RIGHT OVERHANG REQUIRES SUPPORT OR LEVEL ETURN
- PLATES -IRE KITEK M20 -258 GRD A GALVANIZED STEEL( AS SHOWN'
I EXCEPT
PLATE
ISDESIG B INSTALLED MANUFACTURED FROM ASTM A.446 ON OF
. FORP
PERMANENT ANDYTEMPORA AS
RYBRACING (WHICH N
CONFORMS
SREQD)CONSULT DESIGN
ARCHITECT ENGINEE
R.
===<<<<A.C.E.S Version
Customer : MAX-SOUTH
Project #: 2888
Span : 16-0
'[ 000474 • ���(CUSTOM.DESIGN
Wed Dec 22 17:20:19 1�
Truss ID : S05A Family i
y : special
a
Quantity- : 1 Top Pitch :
Bot pitFh~: 3./12
~ - -
--- '
1:0C/
1-2=-3026
2-3=-2241
3-4=-2024
4-5=-2806
FORCES - GRAVITY LOADS
5-6= 2745 2-8=-828
6-7= 2024 3-8=-196
7-8= 2241 3-7=-213
8-1= 2966 4-7= 136
4-6= 953
PROVIDE FOR 418 LBS UPLIFT AT JOINT 1
PROVIDE FOR 347 LBS UPLIFT AT JOINT 5
PROVIDE FOR 174 LBS HORIZ. REACTION AT JOINT 1
L. HL TO PE:10_10_15
LOADING • (PSF)
L A)
TOP 30 15
BOTT 0 10
6-11_3
5-11-8
REACTIONS - SIZE
1=-843 8.00
5=-843 8.00
4-4 6-11-8 10-7
474 2-7-3 3-7-3
16-0
5
, STATE 0 .
�-^'^ w �4.•
10-7 1.2-1-0 16-0
�
3-7-3 �-6-0 ' 3-10-0 s
INTERNAL RISE:1-3-8 R. HL TO PE
LEFT HEIGHT:0_0_4 SPAN:16_0 EISE:2_8 RIGHT HEIGHT:0_0_4
=============================================================================
MAX STRESSES MINIMUM GRADE OF LUMBER
TOP 4-5=0.580 TOP CHORD:2*4 No.2D 19 SP
BOTT 8-1=0.651 BOT CHORD:2*4 No.2D 19 SP
DEFL.08=0.15 < L/360 WEBS :2*4 No.3 19 SP
===== =========================================================== ==============
STR.INC.: LUMB = 1.33 MATE = 1.33 SPACING : 24.0 in. o. c.
REPETITIVE STRESSES USED NO. OF MEMBERS = 1
TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD, WALL HEIGHT 30 FT ENCLOSED BUILDING TYPE. •
PLATES ARE MlTEK M28-258L216 MANUFACTURED FROM ASTM A 446 GRU A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESlGN CONFORMS WITH NDS DESIGN SPECS, SS8C | TPl-91
THIS DESIGN IS FOR TRUSS FABRICATION ONiY.;8R PERMANENT AND TEMPORARY ORAClNG(NHlCU IS ALWAYS REQD)C0NSULT BLDG ARCHITECT OR ENGINEER
= = =« <A.C.E.
Customer :
Project #
Seat cut
FORCES - GRAVITY LOADS
1 -2= 580 6 -7= 0 3 -1= -1589
2 -3= 0 7 -1= 1403 3 -7= 89
3 -4= -1496 4 -7= 280
4-5=-1493 5 -7= 1464
5 -6= 47
PROVIDE FOR 257 LBS UPLIFT AT JOINT 2
PROVIDE FOR 383 LBS UPLIFT AT JOINT 5
PLATE 126 .LEFT,Y.TOP):(j7C4,2] AT JOINT 2
,
L. HL TO PK:18 -2 -2
LEFT HEIGHT:2 -8 -12
LOADING L (PSq S
BOTT 30 10
_
S Version 6.1» ». [ 003177 ]
M1 -SOUTH
0-0
2 - 4 -11 -4
4 -11 -4
zheco 4./
3x4
Truss ID : 8.
Quantity
9 -10 -8
4 -11 -4
1
3x4
3
9 -10 -8
9 -10 -8
REACTIONS - SIZE
2= -1045 8.00
5. -1613 11.00
4x4
4
7
5x8
MAX STRESSES
TOP 4 -5 =0.417
DEFL. @7 = 0.05 < /360
14 -7 1 7 -4 -8
4 -8 -8
14 -7
4 -8 -8
SPAN:14 -7 RISE:4 -6 -6
6
1.5x4
« «CVSTOM.DESI N— DL» » = ==
Fr Jun 11 11:07:28 1993
Top P itch :./12
P
4 h z / 0
MINIMUM GRADE
TOP CHORD:2 *4
BOT S CHORD : 2 *4
SPACING : 24.0
NO. OF MEMBERS
S li bLi 502/2
7 S -oiZ.
,es � a r�""s
� '' Pti SN 44,1
t STATE •
• r . V
o -3-6
1 -3 -8
INTERNAL RISE:2 -5 -18 R. HL TO PK :4 -18 -4
RIGHT HEIGHT:2 -8 -12
OF LUMBER
No.2D 19 SP
No.2D 19 SP
No.3 19 SP
STR.INC.: LUMB = 1.33 PLATE = 1.33
REPETITIVE STRESSES USED
WEB 3 -1 BRACED at 1/2 POINTS AS SHOWN ABOVE
Note:Use 1x4 or 2x3 Cont.Bracing conn.w /2 -8d najls,or T -brace of same size and grade as web conn. to narrow face w /lOd nails 6 in. o
.c.
TRUSS HAS BEEN CHECKED FOR 120 N.P.H. WIND LOAD WALL HEIGHT 12 FT, ENCLOSED BUILDING TYPE.
NOTE: RIGHT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN
PLATES ARE MITER 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED M20 -258 S EXCEPT EEL( AS SHOWN
T HIS TION ONLY. FOR�PERMANENTCANDYTEMPORARYSBRACINC (WHICH CONFORMS WITH ENGINES
R.
i n. o. c.
= 1
= = = < «A. C. E
Customer :
Protect #:
Seat cut :
_
.S Version
M - - SOUTH
06 -3
FORCES - GRAVITY LOADS
1 -2= 705 7 -8= 924 3 -1. -2000
2 -3= 0 8 -1= 1767 3 -8= 437
3 -4. -2216 4 -8. 631
4 -5= -2216 5 -8= 1259
5 -6= 0 5 -7= -1333
6 -7. 835
PROVIDE FOR 277 LBS UPLIFT AT JOINT 2
PROVIDE FOR 345 LBS UPLIFT AT JOINT 6
PROVIDE FOR 95 LBS HORIZ. REACTION AT JOINT 2
PLATE OFFSETS (I.LEFT,Y.TOP):[j8 =4,2],
1 2 -2 -8 4 -11 -4
4 -11 -4
4Y0 wGv,ED4 f
1
3x4
L. HL TO PH :10 -2 -2
LOADING p L (PSF S �
BOTT 3 0 10
6.1»»
3x4
3
9 -18 -8
4 -11 -4
9-10-8
9-10-8
4x4
4
8
5x8
MAX STRESSES
TOP 3-4=0.474
BOTT 8 -1 =0 632
DEFL. @8 =0. 9 < L/360
[ 003179 ]
Truss ID : $03
Quantity
REACTIONS - SIZE
2. -1170 8.00
6= -1489 11.00
« «C STOM.DESIGGN —DL» » = ==
Famil 11 11:08:42
#speial 1993
Top Pitch : 3./12
Bot pitch : 3./12
14 -9 -12 16 -18 -3 5 -1 -5
4 -11 -4 i -8 -7
toc6 w/ u/.6D 6 E
3x4
5
,,1315 4#11411"44
• � r � O .. y �
6
o -to -3
fe -8 -11
7 3x4 ` , 5 /A-4 501- !D
,8 7 13 -D2 •
o -FI -43 -sig I-8 -
16 -18 -3 .
6 -11 -11
I
INTERNAL RISE:2 -5 -18 R. HL TO PH :7 -2 -4
LEFT HEIGHT:2 -8 -12 SPAN:16 -18 -3 RISE:4 -6 -6 RIGHT HEIGHT:2 -8 -12
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2D 19 SP
BOT CHORD:2 *4 No.2D 19 SP
WEBS :2 *4 No.3 19 SP
STR.INC.: LUMB = 1.33 PLATE = 1.33
REPETITIVE STRESSES USED
WEB 3 -1 BRACED at 1/2 POINTS AS SHOWN ABOVE
Note :Use lz4 or 2x3 Cont.Bracing conn.w /2 -8d na&ls,or T -brace of same size and grade as web coon. to narrow face w /lOd nails 6 in. o
.c.
TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD WALL HEIGHT 12 FT, ENCLOSED BUILDING TYPE.
NOTE: RIGHT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN
PLATES ARE MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED S EICEPT BBL( AS SHOWN
T T HIS ONLY. FOR�PERMANENT (WHICH ISNALWAYSWREQD)CONSULT DESIGN SPECS, BRGINEE
R.
SPACING : 24.0 in. o. c.
NO. OF MEMBERS = 1
===< «A. C. E.
Customer :
Project #:
Seat cut :
LOADING L (PSF 5 �
BOTT 30 10
S Version 6.1» ».
MAAX —SOUTH
18 - 10 -3
FORCES - GRAVITY LOADS
1 -2= 815 7 -8= 1826 3 -1= -2363
2 -3= 0 8 -1= 2087 3 -8. 744
3 -4= -2852 4 -8. 939
4 -5= -2852 5 -8. 998
5 -6= 0 5 -7= -2142
6 -7. 855
PROVIDE FOR 291 LBS UPLIFT AT JOINT 2
PROVIDE FOR 312 LBS•UPLIFT AT JOINT 6
PROVIDE FOR 67 LBS HORIZ. REACTION AT JOINT 2
PLATE OFFSETS (X.LEFT,Y =TOP):[j8.4,2],
1 2 -2 -8 4 - 11 -
4 -11 -4
yilo la/kJ-Ebb
L. HL TO PK:18 -2 -2
LEFT HEIGHT:2 -8 -12
3x6
9 -10 -8
4 -11 -4
[ 003178 ]
Truss ID' : $02
Quantity
REACTIONS - SIZE
2. -1280 8.00
6= -1379 11.00
4x4
4
14 -9 -12 ) 18- 10- 3 -1 -5
4 -11 -4 4 -0 -7
3x6
« «CUSTOM.DESI N —DL» » = ==
Fri Jun 11 11:08:06 1993
Family # To Pitch racial /
Pi
1
3x4
9 -10 -8 18 -10 -3
9 -18 -8 ( 8 -11 -11
INTERNAL RISE:2 -5 -18
SPAN:18 -18 -3 RISE:4 -6 -6
MAX STRESSES MINIMUM GRADE
TOP 3 -4 =0.545 TOP CHORD:2 *4
BOTT -1 =Q 685 BOT CHORD:2 *4
DEFL.@8=0.14 < L/360 WEBS :2 *4
STR.INC.• LUMB — 1.33 PLATE = 1.33 SPACING : 24.0
Via,
1
�.
7
3x4
in . o. c.
= 1
No. 1
L .� 0 Pt "• • r s
RE.D .>
Lty
=8 -2 -11
R. HL TO PH :9 -3
RIGHT HEIGHT:2 -8 -12
OF L ER
No. D 19 SP
No.2D 19 SP
No.3 19 SP
REPETITIVE STRESSES USED NO. OF MEMBERS
WEB 3 -1; 5 -7 BRACED at 1/2 POINTS AS SHOWN ABOVE
Note:Use 1x4 or 2x3 Cont.Bracing conn.w /2 -8d nails,or T -brace of same size and grade as web coon. to narrow face w /lOd nails 6 in. o
.c.
TRUSS HAS BEEN CHECKED FOR 120 N.P.H. WIND LOAD WALL HEIGHT 12 FT, ENCLOSED BUILDING TYPE.
NOTE: RIGHT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN
PLATES ARE MITER M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED S BL(EXCEPT AS SHOWN B
T HIS ONLY FOR,PERRMMANENTCANDYTEMPORARYSBRACING (WHICH CONFORMS WITH BLDG EHGINEE
R.
= = =« «DRAWING »»
Customer #: MAX-SOUTH
NOTES: 1 -Gable studs spaced at 24 inches o.c.
2 -Bracg vertical studs in accordance with standard gable end detail
3 - Continuous bearing provided along entire bottom cford
4 - Provide 1X4 plates at each end of gable stud unless otherwise noted
18 -0
10 -0
_
LOADING L (PSF 5 )
BOTT 30 10
18-0
10 -0
L. HL TO PR :18 -3 -11
LEFT HEIGHT:O -8 SPAN:28 -8
STR.INC.• LUMB = 1.33 PLATE = 1.33
REPETITIVE STRESSES USED
MAX STRESSES MINIMUM GRADE
TOP CHORD:2 *4
DEFL. @0 =0.00 < L/360 WEBS *4
PLATE MUST BE FACETOF , E JOINT SYMMETRICALLY AS NOS DESIGN SPECS SSBC TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINES
R.
003190 ]
Truss ID : V20 -0
Quantity : 2
4x4
2
4
« «CUSTOM.DESIGN -DL» » = ==
Fri Jun # 11 1 1993
Top Pitch : 3./12
20 -0
1 0 -0
20 -0
10-0
45)
SPACING • 24.0
NO. OF MEMBERS
_
•
3x4
3
R. HL TO PI{ :18 -3 -11
RISE:2 -6 RIGHT HEIGHT:0 -8
OF LUMBER
No.2D 19 SP
No.2D 19 SP
No.3 19 SP
i n. o. c.
= = =« «DRAWING»»
Customer : MAX -SOUTH
Span .: 1
p lb -U
___
NOTES: 1 -Gable studs spaced at 24 inches o.c.
2 -Brace vertical Studs in accordance with standard cable end detail
3 - Continuous bearing provided along ntire bottom chord
4 - Provide 1X4 plates at each end or gable stud unless otherwise noted
` 8 -8 + 16 -8 1 °P �
8 -8
8 -8
8 -8
L. HL TO PI(: 8 -2 -15
LEFT HEIGHT:0 -8 SPAN:16 -8
LOADING pL (PSF 5 �
BOTT 3 0 10
,[ 003191 ]
STR.INC.• LUMB = 1.33 PLATE = 1.33
REPETITIVE STRESSES USED
Truss ID : V16 -0
Quantity
4x4
2
4
MAX STRESSES MINIMUM GRADE OF L
TOP CHORD:2 *4 No.
BOT CHORD:2 *4 No.
DEFL. @0 =0.00 < L/360 WEBS :2 *4 No.
« «CVSTOM.DESI N- DL » » = ==
Fri. Jun # 11 1 1993
Top Pitch : 3./12
8 -8 � `�, 4.00402"44*,,,v
16 -8
8 -8
SPACING • 24.0 in.
NO. OF MEMBERS = 1
104 �+. SHA
•
...STATE
S
eRED
3x4 ~'
3
R. HL TO PK :8 -2 -15
RISE:2 -8 RIGHT HEIGHT:0 -8
D 19 SP
2D 19 SP
3 19 SP
0. C.
PLATES ARE MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL( AS SHOWN ICONFORMS EXCEPT
THIS DESIG BE INSTALLED OF
. FORPERMANEN C Y
TANDTEMPOR AS
ARYBRACING (WHICH IS ALWAYS REQD)CON DESIGN E
ULTBLDGARCHITEC
'TOR ENGINEE
R.
= == « «DRAWING »»
Customer : MAX-SOUTH
Span #: 12-0
3x4
1
6 -0
6 -0
L. HL TO P](:6-2-3
LEFT HEIGHT:O -8 SPAN:12 -8
LOADING L (PSq
BA 3 8 18
,,[ 003192 ]
STR.INC.: LUMB = 1.33 PLATE = 1.33
REPETITIVE STRESSES USED
Truss ID : V12 -0
Quantity : 2
2
4
RISE:1 -6
MAX STRESSES MINIMUM GRADE
TOP CHORD:2 *4
DEFL. @0 =0.00 < L/360 WEBS *4
« «CUSTOM.DESIGN -DL» » = ==
Fri Jun # 11 1 1993
Top Pitch : 3./12
NOTES: 1 -Gable studs spaced at 24 inches o.c.
2 -Brace vertical studs in acordance with standard gable end detail
3 - Continuous bearing provided along entire bottom crord
4 - Provide 1X4 plates at each end or gable stud unless otherw�e noted
6 -0 12 -0 y9
6 -8 6 -0
a
405J / 11 ' S OAS
12 -0
6 -0
SPACING : 24.0
NO. OF MEMBERS
(j
r,`.. STA : E fl
4x4 _4 C 9 Fi Gti
3x4
3
R. HL TO PH :6 -2 -3
RIGHT HEIGHT:0 -8
OF LEER
No.2D 19 SP
No.2D 19 SP
No.3 19 SP
i n. o. c.
==========
PLATES ARE MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GR (EXCEPT ( D A GALVANIZED STEEL AS SHO
I WN
E
BE ONLY.FOR�PERMANENT EMPORARY (WHICH IS BLDG EHGINEE
R.
= == « «DRAWING »»
Customer : MAX -SOUTH
Project #: 2888
P 2
LOADING 3p
BA T 0 10
3x4
1
4 -0
4 -0
4 -0
L. HL TO PH:4 -1 -8
LEFT HEIGHT:@ -8 SPAN:8 -8
[ 003193 ]
STR.INC.: LUMB = 1.33 PLATE = 1.33
REPETITIVE STRESSES USED
Truss ID V8 -0
Quantity : 2"
4x4
2
4
MAX STRESSES MINIMUMRG GRADE OFOL
BOT CHORD :2 *4 No.
DEFL. @0 =0.00 < L/360 WEBS :2 *4 No.
« « STOM.DESIGN -DL» » = ==
Fri Jun # 11 11 :3 1993
Top Pitch : 3./12
NOTES: 1 -Gable studs spaced at 24 inches o.c.
2 -Brace vertical studs in accordance with standard gable end detail
3 - Continuous bearing provided along entire bottom cord
4 - Provide 1X4 plates at each end or gable stud unless otherwise noted
4 -0 8 -0 •V
4 -0
8 -0
4-0
c1 e s r.SNgS
195 ,, , E
40
3x4
3
SPACING : 24.0 in.
NO. OF MEMBERS = 1
RD
R. HL TO PH :4 -1 -8
RISE:1 -8 RIGHT HEIGHT:8 -8
D 19 SP
2D 19 SP
0. C.
PLATES ARE MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED S EL EXCEPT AS SHOWN E
THIS ONLY. FOR�PERMANENT (WHICH IS )CONSULT BRGINEE
R.
= == « «A.C.E.S Version 6.1>»>
Customer : MAX -SOUTH
Prect # #: 2888
Span 00
FORCES - GRAVITY LOADS
1 -2= 0 3 -1= 0
2 -3= 0
PROVIDE FOR 127 LBS UPLIFT AT JOINT 1
PROVIDE FOR 178 LBS UPLIFT AT JOINT 2
PROVIDE FOR 136 LBS HORIZ. REACTION AT JOINT 1
1 - 6
LOADING L (PSF 5 �
OT 30 10
MAX STRESSES
TOP 1-2=0.753
DEFL. 3-1 0/36067
[ 003180 ]
Truss ID : JO7
Quantity 2
REACTIONS - SIZE
3= -66 1.50
2. -297 1.50
7 -0
7 -0
7 -0
7 -0
« «CUSTOM.DESI N -DL» » = ==
Fri ily #1 1 . 12059:21 1993
Top Pitch : 3./12
9, Q- €'CiF
■ -955
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2D 19 SP
BOT CHORD:2 *4 No.2D 19 SP
WEBS :2 *4 No.3 19 SP
3
L. HL TO PH:7 -2 -9
LEFT HEIGHT:8 -3 -14 SPAN:7 -8 RISE:2 -8 -14 RIGHT HEIGHT:2 -8 -14
STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in. o. c.
REPETITIVE STRESSES USED NO. OF MEMBERS = 1
TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD, WALL HEIGHT 12 FT ENCLOSED BUILDING TYPE.
PLATES ARE MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STTEEL L EXCEPT AS SHOWN
E _
T HISDESIG B
NI INSTALLED ONLY.FOR PERMANENT CY
MANENTANDTEMPORA
RYBRACIN6 (WHICH N
CONFORMS W SREQD)CONSULT B
BLDG OR EH
GINEE
R.
= == « «A.C.E.S Version 6.1»» [ 003183 ]
P rojectr # : 2888 MAX-SOUTH Truss ID : J05
P : 5-U 5- Quantity 5
1 -2= 0 FORCES -- GRAVITY LOADS
2 -3= 0
PROVIDE FOR 103 LBS UPLIFT AT JOINT 2
PROVIDE FOR 97 LBS HORIN. REACTION AT JOINT 1
1 1 -6
LOADING L (PSF 5 �
BOTT 30
T 0 10
___
1
REACTIONS - SI00
2= -207 1.50
5 -0
5 -0
5 -0
5 -0
« « STOM.DESIGN -DL» » ___
Fri Jun 11 11:32:29 1993
Top : 3./12
‘S- S
0. 1 F1'-
3
L. HL TO P](:5-1-14
LEFT HEIGHT:0 -3 -14 SPAN:5 -0 RISE:1 -6 -14 RIGHT HEIGHT:1 -6 -14
MAX STRESSES MINIMUM GRADE OF LUMBER
BOTT 3- 1= p BOT CHORRDD :2 *4 No.
o.2D 19 SP
DEFL. < L/360 WEBS :2 *4 No.3 19 SP
STR.INC.• LUMB = 1.33 PLATE = 1.33 SPACING • 24.0 in. o. c.
REPETITIVE STRESSES USED NO. OF MEMBERS = 1
TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD WALL HEIGHT 12 FT ENCLOSED BUILDING TYPE.
PLAT MUST BETINSTALLED EACH FACETOFEJOINT, SYMMETRICALLY DEXCEPTVASISHOWNTDESIGNCCOT AS SHWIT
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS )CONSULTT EN
R.
GINES
s
= == « «A.C.E.S Version 6.1»» [ 003185 ]
Customer : MAX -SOUTH
Project #: 2888 Truss ID : J03
SpaA : 3 -U Quantity : 5_
1 -2= 0 FORCES -- GRAVITY LOADS
2 -3= 0
PROVIDE FOR 80 LBS UPLIFT AT JOINT 1
PROVIDE FOR 71 LBS UPLIFT AT JOINT 2
PROVIDE FOR 57 LBS HORIZ. REACTION AT JOINT 1
I 1 -6
L. HL TO Ply : 3 -1 -2
LEFT HEIGHT:0 -3 -14
LOADING L (PSF 5 �
BOTT
3 8 10
MAX STRESSES
TOP 1 -2 =0.121
BOTT 3-1=0.027
DEFL. < L/360
REACTIONS - SIZE
3= -26 1.50
2. -117 1.50
3 -0
3 -
3 -8
3 -8
« « STOM.DESIGN -DL» » ___
Fri Jun 11 11:33:19 1993
Top : 30
MINIMUM GRADE OF LUMBER
TOP CHORD :2 *4 No.2D 19 SP
DOT CHORD :2 *4 No.2D 19 SP
WEBS :2 *4 No.3 19 SP
3
SPAN:3 -8 RISE:1 -8 -14 RIGHT HEIGHT:1 -8 -14
STR.INC. LUMB = 1.33 PLATE = 1.33 SPACING • 24.0 in. o. c.
REPETITIVE STRESSES USED NO. OF MEMBERS = 1
TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD WALL HEIGHT 12 FT ENCLOSED BUILDING TYPE.
PLATES ARE MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN
THISDESIG BB INSTALLED ONLY. FOR�PERCY
PERMANENT
RYBRACING (WHICH N
CONFORMS WITH PLATE REQD)CONSULT B
LDGARC
ARCHITECT ENGINEE
= == « «A.C.E.S Version 6.1»» [ 003187 ]
Customer : MAX -SOUTH
Project #: 2888
FORCES - GRAVITY LOADS
1 -2= 0 3 -1. 0
2 -3= 0
PROVIDE FOR 52 LBS UPLIFT AT JOINT 1
PROVIDE FOR 22 LBS UPLIFT AT JOINT 2
PROVIDE FOR 26 LBS HORIZ. REACTION AT JOINT 1
1 -6
L. HL TO PE :1-0-6
LEFT HEIGHT:0 -5
LOADING L (PSF 5 �
BOTT 3 8 10
SPAN:1 -8
STR.INC.• LUMB - 1.33 PLATE = 1.33
Truss ID O1
Quantity : for-
MAX STRESSES
TOP 1 -2 =0.008
BOTT 3-1=0.Q02
DEFL. < L/360
REACTIONS - SIZE
2. -27 1.50
« «CUSTOM.DESI N -DL» » = ==
Fri Jun 11 1993
Top Pitch : 3. /12
1 -0
1 -0
1 -0
1 -0
_
MINIMUM GRADE
TOP CHORD:2 *4
WEBS *4
SPACING • 24.0
OF LUMBER
No.2D 19 SP
No.2D 19 SP
No.3 19 SP
in. o. c.
= 1
RISE:8 -8 RIGHT HEIGHT:0 -8
REPETITIVE STRESSES USED NO. OF MEMBERS
TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD WALL HEIGHT 12 FT ENCLOSED BUILDING TYPE.
PLATES ARB MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED _
THISDESIG BE INSTALLED VANIZED STEEL EXCEPT AS SHOWN' ONLY�
. FORPER
PERMANENT
RYBRACING (WHICH N
CONFORMS WITH PLATE REQD)CONSULT
LDGARCHITECT OR ENGINBE
R.
= == « «A.C.E.S Version 6.1>»> [ 003188 = =_
Customer MAX -SOUTH � �____ « «Ci,JSTOM.DESIGN -DL» » ___
Fri Jun 11 11:34:34 1993
Projiect #: 28a8 Truss ID : T07 Family # : 201
Sp aTi : 5 -11 Quantity : r Top Pitch : 3./12
FORCES - LOAD CASE #1
1 -2= -968 4 -5= 937 2 -5= 28
2 -3= 0 5 -1= 937 2 -4= -962
3 -4= -281
LOADING COND. # 2, 3, PROVIDE FOR 205, 7 LBS UPLIFT AT JOINT 1
LOADING FOR 77 LBS H6RIZ. REACTION2AT,JOINTLIS UPLIFT AT JOINT 4
2 -11 -8
2 -11 -8
REACTIONS - SIZE
4 -516 1.50
I 2 -11 -8
2 -11 -8
L. HL TO PIS : 6 -1 -3
LEFT HEIGHT:8 -3 -14 SPAN:5 -11
LOADING p L (PSF S �
BOTT 3 0 10
REPETITIVE STRESSES NOT USED
LOADING STRESS INCREASE LOADING
LUMBER PLATE TYPE
1 1.33 1.33 UNIFORM
TRAPEZOID
2 1.33 1.33 UNIFORM
NORMAL
TRAPEZOID
3 1.33 1.33 UNIFORM
NORMAL
PANEL(PLF) / JOINTS(LBS)
1- 3= 45 4- 1= 10
1- 2= 37, 109
1- 3= 15!, 4 -1 =10
1- 3 = -39
1- 2 = -45, -67
1- 3= 30 4- 1= 20
1- 3 = -56
5
2x4
MAX STRESSES
TOP 2- 3 3= 0 0.241
DEFL. @5 = 0.011 < /360
2- 3= 109, 189
2- 3 = -67, -92
_ 5 -11
2 -11 -8
5 -11
2 -11 -8
MINIMUM GRADE OF LUMBER
TOP CHORD:2 *4 No.2D 19 SP
BOT CHORD:2 *6 No.2D 19 SP
WEBS :2 *4 No.3 19 SP
SPACING • 24.0 in. o. c.
NO. OF MEMBERS = 1
9tSil) HAS
•
1.5x4
4
4x6
RISE:1 -9 -18 RIGHT HEIGHT:1 -9 -18
PLATES ARE MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN
THIS E DESIGN B IS I FOR A TRUSS 6 FABRICA T TION ONLY. FOR,PERRANENTCANDYTEMPORARYSBRACINO (WHICH CONFORMS WITH BLDG OR BRGINEE
= = =« «A.C.E.S Version 6.1»» [ 003184 ]
Customer': MAX -SOUTH
Protect #: 2888 Truss ID JO5A
Span : 4 -7 -8 Quantity : 1_
1 -Z= 0 FORCES -- GRAVITY LOADS
2 -3. 0
PROVIDE FOR 122LLBSUUPLIFTAATJJOIN 1
T2
PROVIDE FOR 97 LBS HORIZ. REACTION AT JOINT 1
L. HL TO PH:4 -9 -3
LEFT HEIGHT:8 -5
LOADING L (PSF 5 O
BOTT 3 0 p 10
4 -7 -8
4 -7 -8
4 -7 -8
4 -7 -8
SPAN:4 -7 -8 RISE:1 -6 -14 RIGHT HEIGHT:1 -6 -14
MAX STRESSES
TOP 1 -2 =0.312
BOTT 3-1=0.069
DEFL. < L/360
REACTIONS - SIZE
3= -45 1.50
2= -203 1.50
« «CUSTOM . DESIGN -DL»» == =
Fri Jun 11 11:32:53 1993
Family # : 201
Top Pitch : 3./12
MINIMUM CHORD :�2*4 O No.2D 19 SP
BOT CHORD :2 *4 No.2D 19 SP
WEBS :2 *4 No.3 19 SP
STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING • 24.0 in. o. c.
REPETITIVE STRESSES USED NO. OF MEMBERS = 1
TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD WALL HEIGHT 12 FT ENCLOSED BUILDING TYPE.
PLATES ARE MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD EXCEPT AS SHOWN ( D A GALVANIZED STTEBL
THISDESIG BE INSTALLED ONLY. FOR�PERC
PERMANENT
RYBRACING(WHICH N
CONFORMS WITH PLATE REQD)CONSULT B T
LDGARCHITECTOR ENGINE?
1
3
= == « «A.C.E.S Version 6.1»» [ 003186 ]
Customer : MAX -SOUTH
Protect #: 2888 Truss ID JJ03A
Sp : 2 -7 -8 Quantity : L
1 -2= 0 FORCES -1 GR LOADS
2 -3= 0
PROVIDE FOR 27 LBS UPLIFT AT JOINT 1
PROVIDE FOR 69 LBS UPLIFT AT JOINT 2
PROVIDE FOR 57 LBS HORIZ. REACTION AT JOINT 1
L. HL TO PH:2 -8 -8
LEFT HEIGHT:0 -5
LOADING p L (PSF 5 �
BOTT 3 0 10
2 -7 -8
2 -7 -8
2 -7 -8
2 -7 -8
MAX STRESSES
TOP 1 -2 =0.089
BOTT 3 -1 =p 20
DEFL. < L/360
REACTIONS - SIZE
3= -25 1.50
2. -113 1.50
« «CUSTOM.DESIGN -DL» » = ==
Fri Jun 11 11:33:43 1993
Top : 3./12
MINIMUM GRADE OF LUMBER
TOP CHORD :2 *4 No.2D 19 SP
BOT CHORD :2 *4 No.2D 19 SP
WEBS :2 *4 No.3 19 SP
tR E D
>N a >•..
SPAN:2 -7 -8 RISE:1 -8 -14 RIGHT HEIGHT:1 -8 -14
3
STR.INC.• LUMB = 1.33 PLATE = 1.33 SPACING • 24.0 in. o. c.
REPETITIVE STRESSES USED NO. OF MEMBERS = 1
TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD WALL HEIGHT 12 FT ENCLOSED BUILDING TYPE.
PLATES ARE MITER M20 -258 216 MANUFACTURED FROM ASTM A 446 GRD EXCEPT AS SHOWN)
A GALVANIZED STEEL
(EXCEPT BE INSTALLED ONLY. FOR�PERCY
PERMANENT
RYBRACING (WHICH N
CONFORMS WITH PLATE REQD)CONSULT
LDGARC T
ARCHITECT ENGINEE
..c..I: :..s Version 6.. I. : :. %.• ::•:::•:_r. :: ::r.„ ::_ : (%)(!)('J363 ��r. •:::::_:: ..- ,
__ - A
Customer n MAX-SOUTH
Project 0„ 2888 Truss ID u Tt75
Span : 9-10-13 Quantity :
FORCES - LOAD CASE #1 REACTIONS - SIZE
1 -2= -2321 4 -5= 2278 2 -5= 0 1= -880 8.00
2-3= 0 ' 5 -1= 2278' 2- 4 = -2316 4= -1078 1.50
3 -4= -659
LOADING COND. 4 2, PROVIDE FOR 94, LBS UPLIFT AT JOINT 1
LOADING COND. if 2, 3, PROVIDE FOR 333, 38, LBS UPLIFT AT JOINT 4
PROVIDE FOR 97 LBS HORIZ. REACTION AT JOINT 1
I 2 -1 .7 t 4 -11 -6
4-11-6
3x4 = —
LOADING (I SF )
TOP 30 15
BUTT 0 10
REPETITIVE STRESSES ES NOT USIEI)
LOADING STRESS INCREASE LOADING
LUMBER PLATE TYPE
1 1.33 1.33 UNIFORM
TRAPEZOID
2 1.33 1.33 UNIFORM
TRAPEZOID
3 1.33 1.33 UNIFORM
NORMAL
4 -11 -6
4-11-6
PANEL(PLF) / JOINTS(LBS)
(NONE)
1- 2= 0, 176
(NONE).
1- 2= 0, -54
- 1- 3= 30 4- 1= 20
1- 3 = -56
2- 3= 176, 363
2- 3 = -54, -112
3x4
2
5
1.5X4
..::: C 1.J3•Tia1•I.I)L,:3 :r.GhL. -I1:?: - : : >::.::.:: ;.
Tug? Dec 21 07:41:42 1 S:
Family tf :, 201
Top Pitch e 2.. :1.21./12
9 -10 -13
4-11-6
9 -10 -13
4-11-6
•
& ? €
- - -_ - - -ter
1.5x4
3
4
3x4
L. HL TO PH :10 -0 -10
LEFT HEIGHT:0 -3 -13 SPAN:9 -10 -13 RISE:2 -0 -13 RIGHT HEIGHT:2 -0 -13
MAX SiTR : SiS US Ii] : N : I : MU1•I GRADE OF L.LJI"IBE :R
Tor 2-3 TOP CHORD : 2 * 4 No .. 2 1) 19 Si1°:
I T 5-1=0.373 3 I UT C IC)f•;I) a 22 *4 No d 2I) 19 Sr
I)E1- L.c' = = 0 .U9 < L_ /J60 WEBS :2 *4 No..:i 19 SP
SPACING 24.0 in.. o. c..
NO. OF MEMBERS ::- 1
WEB 2 -4 BRACED at 1/2 POINTS AS SHOWN ABOVE
Note:Use 1x4 or 2x3 Cont.Bracing conn.w /2 -8d nails,or T -brace of sane size and grade as web conn. to narrow face w /18d nails 6 in. c.
PLATES ARE MITEK M20 -258 216 MANUFACTURED FROM ASTM A 446 6RD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC.TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENSINEE:
=-= •::<•:::•: A.C.I= S Version 6.. :l.: : > : : >: • :.-.___:- -.:. -= =I :: 000362 J
Customer : MAX-SOUTH
Proi
Project 4$:, 2888 Ti u s ID TO6
Span 8- ••4 -••7 (:Iu =•tn t:i. ty e 1
FORCES - LOAD CASE #1 REACTIONS - SIIE
1 -2= -1605 4 -5= 1575 2 -5= 0 1= -686 8.80
2 -3= 0 5 -1= 1575 2- 4 = -1601 4= -755 1.50
3 -4= -463
LOADING COND. 4 3, PROVIDE FOR 32, LBS UPLIFT AT JOINT 4
PROVIDE FOR 82 LBS HORIZ. REACTION AT JOINT 1
I 2 -1 -7
LOADING STRESS INCREASE LOADING
LUMBER PLATE TYPE
1 1.33 1.33 UNIFORM
TRAPEZOID
2 1.33 1.33 UNIFORM
TRAPEZOID
3 1.33 1.33 UNIFORM
NORMAL
}
4 -2 -3
4 -2 -3
PANEL(PLF) / JOINTS(LBS)
(NONE)
1- 2= 0, 146
(NONE)
1- 2= 0 99
1- 3= 30 4- 1= 28
1--3=-56
1.5x4
3x4 -- 3J
______---___=_=-----
_ -- _
3 x4 -- = 7� - - - -- - - - - -�
1 __---
5 4
1.5x4 3x4
4 -2 -3 8 -4 -7
4 -2 -3 4 -2 -3
2- 3= 146, 303
2- 3= 99, 204
........._ ...............::: - :C(J;:i•T'(:)h'I.I)i :S :I: c. F...I.12: > : : :• :; :. : : ::
'rue Dec 21 07:40g3;. J.':
Family # w 201
Top Pitch :: 2.121/12
L. HL TO P]:8-5-15
LEFT HEIGHT:0 -3 -13 SPAM:8 -4 -7 RISE:1 -9 -9 RIGHT HEIGHT:1 -9 -9
LOADING ( PSF ) MAX STRESSES SSES ii :1 :117 :r' UM GRADE OF LUMBER
L I) 'rOi: 2 Tole c:l -IORD w 2 *4 rlo . 2D 19 SF
TOP 30 15 BC)T'r 5-1=0.258 I UT C.I-IURI) - *4 No . 2n 19 `;1.
BUTT 0 10 IJEI::L.05= =0.05 < 1._/360 WEBS g2* I No.3 19 SP
�-± SPACING 24.0 in. o. r_.
REPETITIVE STRESSES NOT USED NO. of MEMBERS == J.
PLATES ARE MITEK M20-258 216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS SSBC,TPI -91
THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACIN6(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER
8 -4 -7
4 -2 -3
:;TATS •
•
a .,c• �
s .< • CR1
cREO t-
I
El