0211-108 (CSCS) Truss Calcs!'l
I -1
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in
JAAW Truss
' EMBASSY SUITES HOTEL
CABANA
SANTA ROSA PLAZA LLC
CITY OF LA QUINTA
BUILDING & SAFETY DEFT.
APPROVED
FUR CONSTRUCTION
11/12/04
WOOD ROOF TRUSS
CALCULATIONS AND PLACEMENT PLAN
SOUTHWEST'S TRUSS MANUFACTURER
3b-325 DATE PALM DR. SUITE 225 CATHEDRAL CITY, CA 92234
760-202-3699(0) 760-202-4399(F)
rich@jmwtruss.com 760-774-0745 (M)
I
PLAN
B4110095
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JMW TRUSS
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1 Re: trusses
1
MiTek Industries, Inc.
818 Soundside Rd
Edenton, NC 27932
Telephone 252/482-7000
Fax 252/482-7115
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by JMW.
Pages or sheets covered by this seal: R14232482 thru R14232493
My license renewal date for the state of California is June 30, 2006.
pRpFE551p
IN
No. C66424
* EXP.6-30-06
s�qT CIVIC
OF CAL\F
November 11.2004
Bourez, James
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI-2002 Chapter 2.
1 Job Truss Truss Type
TRUSSES C01A ROOFTRUSS
JMW TRUSS, C AT VQ—R—AC CITY, JC 5.000 S Jura
4-6-14 { 6-6-0
4-6-14 3-11-2
4x4 M1120
4
3)
12-5-2
3-11-2
B4110095
Job Reference
17-0-0
4-6-14
R14232482
Scale = 1:29.7
Ii
oar rvmtu =
5x6 MII20 =
3x7 M1120
4x4 M1120
4x4 MII20
0�1-0
0-0-0
15-4-4 15 0 17-0.0
1.6.0 1-7- 2 5.6-0
1-6-0 11-1-12 6-10-4
6-104 0-1-12 1-6-0
Plate Offsets (X,Y): [I:0-3-10,0 -8 [7:0�3-10, -8j [8:0--0 0-3-0
LOADING
(psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defl PLATES GRIP
TCLL
16.0
Plates Increase 1.25
TC 0.21
Vert(LL) -0.08
1-8 >999 M1120 185/148
TCDL
14.0
Lumber Increase 1.25
BC 0.54
Vert(TL) -0.18
7-8 >999
BCLL
0.0
Rep Stress Incr YES
WB 0.24
Horz(TL) 0.03
7 n/a
BCDL
10.0
Code UBC97/ANS195
(Matrix)
1st LC LL Min Udefl = 360
Weight: 63 lb
LUMBER
—
BRACING
TOP CHORD 2 X 4 HF No.2
TOP CHORD
Sheathed or 4-11-3 oc purlins.
BOT CHORD
2 X 4 HF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
2 X 4 HF Stud/Std G
SLIDER
Left 2 X 6 HF No.2 2-0-5, Right 2 X 6 HF No.2
2-0-5
REACTIONS (lb/size) 1=668/0-3-8, 7=668/0-3-8
Max Uplift 1=-22(load case 3), 7=-22(load case 3)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=-1265, 2-3F-1220, 3-4=-954, 4-5=-954, 5-6=-1220, 6-7=-1265
BOT CHORD 1-8=1134, 7-5=1134
WEBS 3-8=-324, 4-8=441, 5-8=-324
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) This truss has been designed for the loads generated by 70 mph winds at 25 ft above ground level located 100
mi from the hurricane oceaniine, ASCE 7-93 components and cladding external pressure coefficients far the
interior (1) zone and 8A psf top chord and 6.0 psf bottom chord dead load are being used, The design
assumes occupancy category I, terraln exposure C and Internal pressure coefficient condition I. If end
verticals or cantilevers exist, they are exposed to wind. If porches exist, Ihey are not exposed to vrind. The
lumber DOL Increase is 1.33, and the plate grip increase is 1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wIth any other live loads per
Table No.16-B, UBC-97,
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 1, 7.
LOAD CASE(S) Standard
oLoF ESS1pN
N C66424'
k EXP. 6-30-06 '
�} C11111. �P
November 11,2004
A m■aXING - Yerffy d-AV- aronrwrrra and READ 2MMS Oa THIS AIM"CLUn9p AUTSH RKF R XCZ PAGE AU-7473 B&FORS USB 7777 Greanba&t Lane
Design valid for use only with Mfrek conneGlom This design Is based only upon parwneteis shown, and is for an individual building component. Sultu 109
Applicability of [resign porarnenlers and proper Incorp4ratlon of component is responvibBi of bul Citrus Helghls, CA 95610��
ty ding desgner- not truss designer. sbiritgsf the
is for literal support of ctdWidual web rriemtrers only. Addtianal temporary dracvrg to insure slob6ity durvrg [instruction 'a the respons1b11G1y, of the
erector. Addiibnol permanent bracng of the avMd siructrrre -n the responsibility or the building designer. For general guidance regarding
Fabrication. quallty control, storage. delivery, erection and bibdng, censulf AN51/SPIr pvalily Crnsrto, D58-89 and ISC517 BWiding Component ��+
SOfely I farmallm available from Trust Plale Iralitule. 583 D'Onahio Drive, Madison, wl 53719. MiTR
I -1
1 1
rTRUSSES
Truss Type
C0113 �ROOFTRUSS
M TRUSS, C THEDRAL CrrYd JJCa
s Jun
6 11
i 44-14 8-6-0
2z4 M1120 II 4-0-14 4-5-2
1
J%4 MIILU -
0-0-0
6-10-4
6-10-4
e Offsets {X,Y): j4:D�-10,0-1-e]
LOADING (psf)
SPACING
2-0-0
CSI
TCLL 16.0
Plates Increase
1.25
TC 0.1
TCDL 14.0
Lumber Increase
1.25
BC 0.4
BCLL 0.0
Rep Stress Incr
YES
WB 0.1
BCDL 10.0
Code UBC97/ANS195
(Matrix)
LUMBER
TOP CHORD 2 X 4 HF 1650F 1.5E
BOT CHORD 2 X 4 HF 240OF 2.0E
WEBS 2 X 4 HF No.2 "Except`
2-5 2 X 4 HF Stud/Std=G
SLIDER Right 2 X 6 HF No.21-11-5
Job
US M1120 -
4x4 M1120 *0-0
_ 7-0-P 8-6-0
0-1-12 1-6-0
R14232483
Scale = 1:23.0
7
0
5
DEFL In
(loc) I/deft PLATES GRIP
Vert(LL) -0.19
4-5 >517
M1120 185/148
Vert(TL) -0.38
4-5 >258
Horz(TL) 0.00
4 n/a
1 st LC LL Min I/deft = 360
Weight: 33 lb
BRACING
TOP CHORD
Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=328/0-3-8, 4=328/0-3-8
Max Uplift 5=-11(load case 3), 4=-11(load case 3)
FORCES (lb) - First Load Use Only
TOP CHORD 1-5�--9% 1-2---7, 2-3=-354, 3-4=-399
BOT CHORD 4-5=337
WEBS 2-5=-368
NOTES
1) This truss has been designed for the loads generated by 70 mph wlnds at 25 ft above ground level located 100
m€ from the hurricane oceaniime. ASCE 7-93 components and cladding extemal pressure coefficients for the
interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design
assumes occupancy category I, terraln exposure C and internal pressure coefficient condition I. Ifend
verficafs or cantllevem exist, they are exposed to wind. If porches exist, they are riot exposed to wind. The
lumber DOL increase is 1.33, and the plate grip Increase is 1.33
ESS/o
2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads per
Table No. 16-8, UBC97.
Q?�OF
4 �y
�0(/
3) A
plate rating reduction of 20% has been applied for the green lumber members.
4)
y 'p
Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4.
LOAD CASE(S) Standard
NC66424
-30-06
s CIVJkL.
November 11,2004
Wdk.NtNa - 4ai-jfg d�.r..npararrsetrrs and R&6n hT4TES ON AND PlinUMMo MTgg MWERESICS PAGI; AW-• Wt3 13Er-�O,FE tfSF-
7777 Graenheck Land
Oeslgn valid fcv use only wllh M71 0k conneclo4. Tha design Is bored only upon parameter shown, and I5 for on iroviciu d butIdsg component.
Applicability of design paramenlers and proper incorporollon of eompongnt IN responslbdl ry or burldrng designer- not buss desgner. Bracing shown
h for ipterml support of illdlvidud web members only. Addlllanol lemporary bracing to Insure
Suite 109
Citrus Heights, CA, 95510 1
stabilty during conjyf .-Con is the responsibQliy of the
areclor, Addillond pamnamril bracing of the overall 31fucture is the resporssibilffy ❑r the building designer. For general gufdo,nce regarding
b6c
lo qualityavuln l.e d erecllorl and drdciM. c0nsuft ANSIRPII
Safety Information frome, Quality. Critelid, 03B-B9 and =511 Bufldiny Component
Pfc)to
Selety Irdermoeon avniable from truss Plptp Institute, 583 Q'flnOHO drive, MudhOn,"537M
■ � e km
MA'
R14232484
TRUSSES ICO2
5-0-14
5-0-14
ROOF TRUSS
1 1 '
Job Reference (oF
s Jun 9 2003 MiTek Industries, Inc. Thu Nov
9-6-0 13-11-2 191}0
4-5-2 4-5-2 5-0-14
Scale=1:33.2
4x5 M1120 -
4
4x10 M1120 2x4 M1120 I I 3x5 M1120 - 3x5 M1120 = 4x6 M1120 -
4x10 MII20
2z4 M1120 II
0-0-0 0-0-0
1-" 1-7-12 5-0-14 7-114 11-0-12 1 13.11.2 � 1744 174-0 19-0-0
1-6-0 0-1-12 3-5-2 2-10-6 3-1-8 2-1" 3-5-2 0-1-12 1-6-0
LOADING (psf)
SPACING 2-0-0
CSI
TCLL
16.0
Plates Increase 1.25
TC 0.37
TCDL
14.0
Lumber Increase 1.25
BC 0.85
BCLL
0.0
Rep Stress Incr NO
WB 0.33
BCDL
10.0
Code UBC97/ANSI95
(Matrix)
LUMBER
TOP CHORD 2 X 4 HF No.2
BOT CHORD 2 X 4 HF 1650F 1.5E
WEBS
2 X 4 HF Stud/Std G
SLIDER
Left 2 X 6 HF No.2 2-3-13, Right 2 X 6 HF No.2 2-3-13
DEFL in
(loc) I/deft
PLATES
Vert(LL) 0.11
10-11 >999
M1120
Vert(TL) -0.26
10-11 >864
Horz(TL) 0.10
7 n/a
1 st LC LL Min I/defl = 360 Weight: 76 lb
BRACING
TOP CHORD
Sheathed or 2-8-5 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1 =1 845/0-3-8, 7=1845/0-3-8
Max Uplift 1=76(load case 3), 7=-76(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=3970, 2-3=39DB, 34 -3559, 4-5=-3559, 5-6=3908, 6-7=-3970
SOT CHORD 1-12=36D7, 11-12=3607, 11-13=3072, 10-13=3072, 9-10=3007, 8-9=3607, 7-8=3607
WEBS 3-12=197, 3-11=453,4-11=473, 4-10=473.5-10=-453, 5-8=187
NOTES
1) Unbalanced roof live loads have been considered For this design,
2) This truss has been designed for the loads generated by 70 mph winds at 25 it above ground level located 1110
mi from the hurricane oceanline. ASCE 7-93 components and cladding extemal pressure ccefficlents For the
Interior (1) zone and 8.4 psi top chord and 6.0 psf bottom chord dead load are being used. The design
assumes occupancy category I, terraln exposure C and internal pressure coefficient condltlon I. If end
verticals or cantilevers exist, they are exposed to wind. It porches exist, they are not exposed to wind. The
lumber DOL Increase Is 1.33, and the plate grip increase is 1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per
Table No. 16-13, UBC-97.
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) Beveled plate or shim required to provide full bearing surface with truss chard atjoint(s) 1, 7.
6) Girder carries hip end with 9-6-0 end selback
7) Special hanger(s) or connection(s) required to support concentrated load(s) 1520.01b down and 507.61b up at
9-6-0 on top chord. Design for unspecified connection(s) is delegated to the bullding designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Continued on page 2
GRIP
185/148
/4�pFE531pN`�
N C66424
* EXP.6-30-06
s�qr c�vi�. ��P
F�� CAL�F�F-
November 11,2004
14
0
WAWMM - Vvr% deargu Pu—te and R66D IVOTEB W SXffi AIM IMMUAED WrEK REVERENCE PAGE MU-747a IWORB V= T777 Grennback La"
Delign rand For use only with M-TML connedod. This doOgn a based only upon parclmeten shown, and h for on Individual bullring component, stile 109
ApptCbiify or design poramenFeR and pmperincorporaPon of componenF a responsihiity of building designer - not trsrss designer. tlydGng shown UmB Hnighta, CA, 950
Is for lateral supp"d of's�dividuo! web member only. Ad�fiprlpl Eempordry ]xRcing !o Insure stability durlrg conshtrcioan ¢the respansibllGsy oF}he
erector. Addislonal permanent bracing of the evero9 sfntclure is the respvnslbilty o[ the building dsvgner. Far general guidance regarding
rubricator. [padity canfro, L1Cfage, delivery, erection and FxYing, cpnsWl AriSl/rPEI 4ualMy Erfferio, OSB-BP Rlid CC511 8u{!dlnp Cana pner,4 A `irekm
suleFy INorRsdtlpn avodoble from True Plula 3rss1lFuta.503 O'Ormfria Ikire, Mpd'aon; Yri 53719. M! j
i Job Truss (Truss Type
TRUSSES CO2 ROOFTRUSS
Y RAL CITY, JC
LOAD CASE(S) Standard
Uniform Loads (pIq
Vert: 1-4=-60.0, 4-7=-60.0, 1-7=-56.0
Concentrated Loads (Ib)
Vert: 4=1520.0
Job Reference
❑ W - o&Vm design pa�taaa ^..a RE4D NOTES 0W 7WS AND Ar=AMMD WME a rrrorAFM PACE JW 74" HKpovez USE.
beslgn vQ9d for use only wifh WTek connector, ihls design Is fused onty upon poromelers shown, and is for on indlvidual building component.
AppGcadAfly at designparamentaGS and propeG incorporation a1 cornppnenl is rasponsidaiiy of buildingg designer- nbl butt designer. &ocirtg shown
n for loferol support of rn�vidu 11 web members only. Addltibnd femperary bracing to Insure stabllty cLOng carmlruction is the msponslbMily of the
araclar, Addfllonol pam amni brocing of the ovefcO shu fore 1s the respgn;iblllfy of Itse buBding designer. Far general gulch regwdng
fabrication, quoldy control, sioroge, delivery, erection and brocing, consufl ANSWPII Rua[{fy Cdsrto, 053.0 and BC51I BuBding Cornpenent
Safely Infvrmotion avallatAe fmm Tons Ma Insfilute, 553 o'Onofrio D lve, Modicon. M 53719.
R14232484
7777 Greenback Lane
Suite leg
CBfus lifthb, lip, 9561-ml
MiTek'
Job Truss Truss Type
TRUSSES CJ1 ROOF TRUSS
JMW TRUSS, CATHEORAL C , JC
0-0-0
4.5-11
4-5-11
4
s
Job Reference
8-0-14 11-11-8
3-7-2 3-10-10
R14232485
3x4 M1120 II Scale = 1:23.4
5
3x7 101120 = 30 M1120 — NIB MIIW-%-(j=
0-0-01x4 MII20
2-0-11 2-3-3
2-0-11 0-2-8
Plate Offsets (X,Y):
(1:0-6�,o-1-e)
LOADING
(psf)
SPACING
2-0-0�
TCLL
16.0
Plates Increase
1.25
TCDL
14.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code UBC97/ANSI95
LUMBER
TOP CHORD
2 X 4 HF No.2
BOT CHORD
2 X 4 HF No.2
WEBS
2 X 4 HF Stud/Std G 'Except"
5-62X4HFNo.2
SLIDER
Left 2 X 6 HF No.2 2-2-0
6-11-9
4-8-7
11-11-8
CSI
DEFL in
(loc) I/deft PLATES GRIP
TC 0.60
Vert(LL) 0.07
6-7 >999
M1120 185/148
BC 0'85
Vert(TL) -0.15
6-7 >942
WB 0.41
Horz(TL) 0.02
6 n/a
(Matrix)
1st LC ILL Min I/defl = 360
Weight: 47 lb_
BRACING
TOP CHORD
Sheathed or 5-1-11 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=463/0-4-15, 6=926/Mechanical
Max Horz 1=-120(load case 3)
Max Uplift 1=-33(load case 3), 6=-28(load case 3)
FORCES (lb) - First Load Case Only,
TOP CHORD 1-2=-1208, 2-3=1209, 3-4=-1197, 4-5=-85, 5-6=1
BOT CHORD 1-7=1163, 6-7=786
WEBS 3-7=-17, 4-7=868, 4-6=-831
NOTES
1) This truss has been designed for the loads generated by 70 mph winds at 25 It above ground level located 100
ml from the hurricane oceanllne. ASCE 7-93 components and cladding external pressure coefficients for the
interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design
assumes Occupancy category I, terrain exposure C and Internal pressure coefficient condition t. Vend
verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL Increase is 1.33, and the plate grip increase is 1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per
Table No. 16-13, UBC-97.
3) A plate rating reduction of 20% has been applied for the green lumber members.
4) Refer to girder(s) for truss to truss connections.
5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Trapezoidal Loads (plf)
Vert: 1=-0.0-to=6=-239.2
�F�pFESSlpN��
NC66424
* EXR 6-30-06
s' C jV 1� �P
November 11,2004
A WARNING - V—ffy deaiyn parnmetera and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE pAGE MI! 7473 DEFORE USE. 7M Gwenbnck Lane
Design valid for use only Wish M7ak connec4on- Na design is based only upon parameters shown, and is loran hntldual bu9ding rurhponenl. Suite 109
Applcahlrily or design p�narners and praperincorpora8on of rarnponanT is responu"bility a€ huBding dgslgneF-not hun designer. Among shown Citrus Haighta, CA, 95610
a for "" 'd suppppoort of lndMduol web mem6ea only Atl�tidnal temporary droca�g to iruwe SfoGliry during cansirudion is the msparssroilrity or }hp
erector, Adrflj'o_d permonerrf tsracing o} the vveraA shucrura k Irlg respornitsrily of 1ha 4uikling des gear. Forgersyr¢I gu'sdonce regarding
rolxicalion, quo3itr conlrpl. SttlR]ga, delivery. CreClidn and 6rocing. �PnSIAl ANSIJTPI7 4uplily Crtiaio, D5A-B4 and BCSiI Buil�np f_amyoneM .M iTE�km
Solely InfamrnHvn ovoivhlg lrornTnns Pole InsFiluip, 303 O'Onohio r]rive, MpdRpn. WI53719.
I -)
Job I russ Truss Type Qty Ply
R14232486 i
TRUSSES CJ2 ROOF TRUSS 2 1 II
_ I Job Reference (optional)
JMW TRUSS, CATHEDRAL CITY, JC 6.000 s Jun 9 2003 MITek Industries, ne- Thu Nov 11 O 12004 Page 1
0-0-0
4-4-5
4-4-5
8-5-2
4-0-13
13-4-8
4-11-6
L
1-5-0 , 1r7-] 3-9-10 7-3-13 10-1ti-1
11-3-1 134-8
1-5-0 0-2-il 2-2-3 3-6-4 3-64
0-5-11 2-0-11
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl 1
PLATES GRIP
TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.07 7-8 >999
M1120 185/148
TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.17 7-8 >671
BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 6 n/a
BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360
Weight: 50 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS 2 X 4 HF Stud/Std G Except:
6-0-0 oc bracing: 5-6.
REACTIONS (lb/size) 6=1374/0-4-15, 8=414/04-15
Max Horz 8=14(load case 3)
Max Uplift 6=146(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=0, 2-3=0, 34=-784, 4-5=621
BOT CHORD 8-9=0, 7-8=268, 6-7=570, 5-6=596
WEBS 3-7=668, 4-7=308, 4-6=-1332, 2-8=-0, 3-8=-359
NOTES
1) This truss has been designed for the loads generated by 70 mph winds at 25 R above ground level located 100
mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the
interior (1) zone and 0.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design
assumes occupancy rategory I, terrain exposure C. and internal pressure coefficient candltiorl 1. If and
verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL Increase is 1.33, and the plate grip increase is 1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per
Table No. 16-B, U13C-97.
3) A rating reduction 20% has been for
RpFESS��
plate of applied the green lumber members.
Q
O
A. 130
LOAD CASE(S) Standard
A\2
C4� fC.s
1) Regular: Lumber Increase=125, Plate Increase=1.25
Trapezoidal Loads (plf)
Vert:9=0.0-to-5=-267.5
N.C66424
* EXR 6-30-06
C / - �Q-
CAI.IF���
November 11,2004
A WARNING - Venlry design parameters and READ NOTES ON MIS AND INCLUDED ffiTEK `YilrEIIE 7ne pAGB MU-7473 E6FORS rrSn 7M Greenback Lane
Design valid for use only with Miiek connecloM. This dedgn is brnad only upon pwamelers shown, and'a for on lndwidudi budd4nq componehl, Suite 105
A rtdabWi of des n Mug Heigt#. CA, 95610 i
pp ty fg p[nrbrien3ars and proper fncarpvsolious of component & rsspvrssihllify of building dOsignar- no! Truss designer. 6rorarsg shown
is ror falerol suppW or individual web rnernbam only. Addiliand temporary broang to insure slo4jlihy during corlytnJc Ilan b the rmpormbglily of the
erector. Admlionoi permdnenl t r=vgg or the overall slrucAne is fhe responsibs`lty of the buildrtg designer. For general guidance anLn
fob n"Olf"n" qupnly cunt "gl 00r09e, delK ary, ereGHon and bracing, Consult Aff511MI1 4uol@y prlleria, D%-99 and 9C511 &ulldinp;C.ampvnenl MIT@ km
fofefy taformo$on avakbla from Twn Plate Instilute, 5a3 DDriv
e, ve, Modsson. W153719.
Job russ
Truss Type
Qty
Ply
R14232487
TRUSSES C01
ROOF TRUSS
1
1
Job Reference (optional)
----- ------•- --jjrU '-•----...,-_
4-6-14
.....ou o vun a ew.a wu Ien uluuaelcs, mI4 I LIa Inuy 14 uu.ur.LL Luu*Vra !jW I
6-6-0 12-5-2
3-11-2 3-11-2
4x5 M1120 —
4
17-0-0
4-6-14
Scale = 1:29.5
F.,
07 M1120 —
US M1120 -
Sx7 M1120 - 4x7 M1120 -
M1120 4x7
47 MII20 Ob-0
0-0-0
1-6-0 1 7- 2 6-2-9
10-9-7
15-41 15 -0 17.0.0
1-6-0 0-1-12 4-6-13
4-6-13
4-6-13 0-1-12 1-6-0
f{s
Pate Oets [X,Y]: 1:0 3 10,0.2-0], j1:0-0.1 d,0 3 G], j7:0-3-100-2q [T:0-0-14,0-3-6],
(8:0-3-8,0-3-4)
LOADING
(psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defl
PLATES GRIP
TCLL
16.0
Plates Increase 1.25
TC 0.32
Vert(LL) 0.09
8-9 >999
M1120 185/148
TCDL
14.0
Lumber Increase 1.25
BC 0.86
Vert(TL) -0.21
1-9 >940
BCLL
0.0 Rep Stress Incr NO
WB 0.35
Horz(TL) 0.07
7 n/a
BCDL
10.0
Code UBC97/ANS195
(Matrix)
1st LC LL Min Vdefl = 360
Weight: 64 lb
LUMBER
BRACING
TOP CHORD
2 X 4 HF No.2
TOP CHORD
Sheathed or 3-0-11 oc purlins.
BOT CHORD 2 X 4 HF 165QF 1.5E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
2 X 4 HF Stud/Std G
SLIDER
Left 2 X 6 HF No.2 2-0-9, Right 2 X 6 HF
No.2 2-0-9
REACTIONS (lb/size) 1=1523/0-3-8, 7=1523/0-3-8
Max Uplift 1=-65(load case 3), 7=-65(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=318B, 2-3=-3138, 3-4=3025, 4-5=3025, 5-6=-3138, 6-7=-3186
BOT CHORD 1-9=2896, 9-10=2490, B-iD=2490, 7-8=2896
WEBS 3-9=-208, 4-9=492, 4-8=492, 5-8=-208
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) This truss has been designed for the loads generated by 70 mph winds at 25 It above ground level located 100
mi from the hurricane oceanlins. ASCE 7-93 components and cladding external pressure coefficients for the
interior (1) zone and 8.4 psf top chord and &0 psf bottom chord dead load are being used. The design
assumes occupancy category I, terrain exposure C and Internal pressure coefficient condition I. If end
verticals or cantilevers exist, they are exposed to wind. If parches exist, they are not exposed to wind. The
lumber DOL Increase is 1.33, and the plate grip increase is 1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per
Table No. 16-B, UBC-97.
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 1, 7.
6) Girder carries hip end with 8-6-0 end setback
7) Special hanger(s) or connection(s) required to support concentrated load(s) 1190.Olb down and 397.41b up at
8-6-0 on top chord. Design for unspecified connection(s) is delegated to the building designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Continued on page 2
d rpeourur_. y ;tea d"(9n as "u1tV- v,Ird READ X02ES ON72MA VP MCLVLED 14f14as REFS zzNCE PAGE AW7473 RsroaE Vse.
Design valid foru5e only )Mlh Nllrek connectors Ttnd clsaign ¢ based only upon parameters shoe . , and is for an individual bullding componenl-
AppliaoWiily of design peramenlen and pmper lncorporollon 01 tampon nl Is responsibnity of buildlr a depgner - not buss designer, shown
is for to lgKy suppml or Individual web members only. Ad011anal lemporory bracing to huvre s10W1iy during C0M1nJafiun Is the re5pontlbillily of the
erector. Addlionat permo nt bracing of the ove ft strut lute is the respomibiRly of the building designer- For.ger Aral guldonce regarding
fabrication. qua6ly conlrol, storage, delivery, efecllvn and g consuls ANVIrPI1 t�51p11ry Wado. OS11i and BC511 Sundfng Component
Solely Informotlon aywdble from truss Plate hmillule. 593 D'O a [la Ddye. Mcdhon, N 53719.
,�Roti=>=$sl�N.
A. BO
-3
N0- C66424
* EXP. 6-30-06
'P CIV11
\�0FCA06-!�'/
November 11,2004
777I Graenback Lane
Suite 109
Citrus Heights. CA, 9561u��
MiTekm
Job Truss Truss Type
TRUSSES C01 ROOF TRUSS
JMW TRUSS, CATHEDRAL CFTY, JC
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-4=-60.0, 4-7=-60.0, 1-7=-51.0
Concentrated Loads (Ib)
Vert: 4=-1190.0
MiTek
Job Reference
R14232487
�y Mkfinm - VenjY de#vn ParII4 OA;w and READ M07ws MY TWS AND WaMMM M = R£FrAEa PAaF. A ?,73 &FlroAc ORS. r777 Greenback Lana
Design valid far use only vrAlh Mr7ak conneclom This des' Some 1M
sr4n Y ign o bored only upon p�pfsirys shown, and is for n individual building c. brook s Citrus Heights, CA, 9551g Applioabitrty of design peromenlers and proper incorporofion of component is responsib�ty al bWldirig designer - notlnus deslprwr. Brach'eg shown
is [a Iolerot support of indivlduol wab members or*. Addllionoi temporary bracing tp insure sloblfily during conslrucleon is the resporlvbililfy of the
Broctx. Additional perrnanent txocing of the overall Ouctwe If fhe responsibility of the burldng designer, For gonerol guidance regordmr g
pla
lotxicafion, cpanly confrol. storage, delivery, erecllon cnd bracing. consult ANSIM) quelBY Cdlerla, DSE-04 and RC91 Building Component �, l�Rm
Safety Intarmalion available from Truss te lnslilWe, 50 Q)0no%o Drive. Madison. M 53719. , `
Job Truss Truss Type
TRUSSES GR01 ROOF TRUSS
JMW TRUSS, CAT 00 GfFI'. JC
4-11-10
4-11-10
4x7 1411120 =
5.00 12 3
3)
1 2
Job Reference (optional)
5.000 s Jun 9 2003. MlTek Industres, Inc. Thu Nov 11 06:57:5
9.6-0 12-0-6 17-0-0
3-6-6 3-6-6 4-11-10
2x4 M1120 I
4
4x7 M1120 =
5
R14232488
Scale =1:302
2x4 M1120 11
3x6 M1120 - 3x4 M1120 - 3x7 141120 -
2x4 M1120 4x4 M1120
0-0-0
0-0-0
1-6-0 1.7 2 4-11-10
8-6.0
12.0-5
15-4-4 1W 17-0-0
1-s-0 0-1-12 3-3-14
3-6-0
3-0-6
—I
3-3-14 0-1-12 1-6-0
Plats Offsets (37Y [1:0 3 1Q,0 T-8]. [3:0-5-4.0-2-0], [5:0-5-4,0-2-01, V.0-3-10 0-1-$]
LOADING
(psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defl
PLATES GRIP
TCLL
16.0
Plates Increase 1.25
TC 0.11
Vert(LL) 0.04
10 >999
M1120 1851148
TCDL
14.0
Lumber Increase 1.25
BC 0.28
Vert(TL) -0.08
10 >999
BCLL
0.0
Rep Stress Incr NO
WB 0.12
Horz(TL) 0.03
7 n/a
BCDL
10.0 Code UBC97/ANSI95
(Matrix)
1 st LC LL Min I/defl = 360
Weight: 128 lb
LUMBER
BRACING
TOP CHORD
2 X 4 HF No.2
TOP CHORD
Sheathed or 6-0-0 oc purlins.
BOT CHORD
2 X 4 HF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
2 X 4 HF Stud/Std G
SLIDER
Left 2 X 6 HF No.2 2-4-1. Right 2 X 6 HF No.2
2-4-1
REACTIONS (lb/size) 1=1094/0-3-8, 7=109410-3-8
Max Uplift 1=-82(load case 3), 7=-82(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=2260, 2-3=2208, 3-4--2415, 4-5=-24IS. S-6=2208, 6-7=-2260
SOT CHORD 1-11=2038. 10-11=Z048, 9-10=2048, 8-9=2048, 7-8=2038
WEBS 3-11=146, 3-10=428. 4-10=-346, 5-10=428, 5-8=146
NOTES
1) 2-ply truss to be connected together with 0.131 "x3" Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Webs Connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2.) Unbalanced roof live loads have been considered for this design.
3) This truss has been designed for the loads generated by 70 mph winds at 25 it above ground level located 100
mi from the hurricane acean line. ASCE 7-93 components and cladding axtemaI pressure coefficients for the
interior (1) zone and 8.4 psf top chord and 6.0 pst bottom chord dead load are being used. The design
assumes occupancy category I, tarMin exposure C and internal pressure coefliclent condition I. If end
verticals or cantilevers exlst, they are exposed to wind. if porches exist, they are not exposed to wind. The
lumber AOL increase is 1,33, and tha plate grip increase is 1,33
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psr bottom chord Ilve load nohconcurrent with any other live loads per
Table No. 16-B, UBC-97.
6) A plate rating reduction of 20%, has been applied for the green lumber members.
7) Beveled plate or shim required to provide lull bearing surface with truss chord atjoint(s) 1, 7.
8) Girder carries hlp end with 4-11-1a end setback
Continued on page 2
A WA$7rrrrG - Verrjg deatga p5a.amet-- and READ NOTES ON THIS AND = 74T3 jwr erne
Design valid for usa only with M7ek connectors. This de -sign is awes only upon prxomaters shown, and Is for on individual bullding camponenf.
Applicabiilty of design poramenters and pmperIncorporalion of conVonent Is resporw-holly of buil6r�g designer- not foss designer, &acing shown
h for Ioleraf support of lndlvlduol web members only. Additional temporary bracing to insure stability durfng construcflon Is the responslbillily or }he
erector. Addllionef permanent brocing of the Overall slluth5re is the raspongbgfly of the bulling designer. For general puidonce ragording
faWtafian, quority control, slarege, da )very, erection and }racing, coraull ANSIIRII Quailly Criteria, DS"8 and aCSIT Eultding Component
Safety Information avoiloble from Trv55 Note Inslilute, 503 I7'OnaMo t1rlva. Modlson, WI 53719.
Q��p SSA. $�
N . C66424
EXR 6-30-06
\<Z1t-0FCA00
November 11,2004
7777 Greenback)-Rne iy
Suite 109
Citrus Helghls, CA, 95001 D�
MITeks
Job Truss Truss Type
TRUSSES GR01 ROOFTRUSS
JM1N TRUSS, CATHEDRAL CITY, JC
Job Reference
NOTES
9) Special hanger(s) or connection(s) required to support concentrated load(s) 172.41b down and 65.41b up at 12-0-6, and 172.41b down and 65.41b
up at 4-11-10 on top chord. Design for unspecified connection(s) is delegated to the building designer.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60.0, 3-5=100.2, 5-7=-60.0, 1-7=-33.4
Concentrated Loads (lb)
Vert: 3=-172.4 5=-172.4
R14232488
A WARNZIM• . y—Ty dralgn js rameftm and $E3D zv07,1M ox 7WS AND INCLUDED MrEH REFr jtSMM PAGE MV7,473 BSPORS t1sm 7777 Greenback Lane
Design valid for use only wllh Walk connectors. This design is posed only upon parameters shown, and is for an Individual building component. Suite 109
AppOcabOy of design enters and "rope: incofparalian of component Is res ab Citrus Heights, CA, 95610ml
is [orlaleral su of inrdual web members a Addltiorrol temporary P ar 4ullding designer -not buss desigrser. Arbcrrig shown
"port my porary bracing to Insure stabirity during construction Is the respansiWIlty of the
initial. Addltin" parmannnt bracing of the overotl siruclure Is the responsibilily of the bullding designer. For general guidance regarding
fchricurtion, quality conlrof. Aorope, deavmy. areclron and bracing, consufl okN51/rYll (3ualEfy M ��
mCrlferla, DSB-89 and SCSl1 6dlding Cotttponeni A I�
Safety Information uya*obte from truss Plate Insfihrte. 5B3 D Ohnfilo Drive. Madison, WI 537i4_
Job Truss Truss Type
TRUSSES J1 ROOF TRUSS
JMW TRUSS, CATHEDRAL CITY, JC
Qty
Ply
R14232489
12
1
Job Reference o ti
5.000 s Jun 9
2003 M7elt
IndusVles.
ne. u ov 1 T 06:57:25 2004 Pace 1
-0
I� 1-6-0 1-7-13-5-11
Scale =1:9.7
1-6-0 0-1-12 1-9-15
Plate Offsets (.X,Y): [1:04-10,0-1-6]
—
I
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft
PLATES GRIP
TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.01 1-4 >999
M1120 1115/148
TCDL 14.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 1-4 >999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a
BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360
Weight: 12 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-5-11
oc purlins.
BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2 X 6 HF No.2 1-9-7
REACTIONS (lb/size) 1=127/0-3-8, 3=95/Mechanical, 4=32/Mechanical
Max Horz 1 =45(load case 3)
Max Uplift 3=-33(load case 3)
Max Grav 1=127(load case 1), 3=95(load case 1), 4=64(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-32, 2-3=29
BOT CHORD 1-4=0
NOTES
1) This truss has been designed for the loads generated by 70 mph winds at 25 ft above ground level located 100
ml from the hurricane oceanline. ASCE 7-93 components and cladding extemal pressure coefficients for the
interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead [cad are being used. The design
assumes occupancy category I, terrain exposure C and intemal pressure coefficient conciltlon 1. Ifend
verticals ar cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL Increase is 1.33, and the plate grip Increase is 1.33
2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads pert
FESg raN,q
Table No. 16-B, UBC-97.
3) Refer to girder(s) for truss to truss connections.
A
Q��fiit'��
4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1.
��S
LOAD CASE(S) Standard
N . C66424
EXP.6-30-06
0 CIV1\-
� d�CA1-lF
November 11,2004
Q WARNING - Yerlfg dealyn pam¢ t— a cf READ NOTES ON ZEM AND INt:J- =V AQrryt[ Gx'L•ER,F.IVCE PAGE AM-:473 RERME ust. 7r77 Greenback Lane �-0
De5lgn valid for usa only with MFTek connectors- This deli a based only i3 on Sale 109
gr3' y g parameters shown. and r. Ipr an indiriduol bupplr3g rarnpanent Applicability of design poramenlers and proper Incorporoliw of component Is responsItAty of building designer - not flu5s des3grier. bracing st7rnvn Citrus }ie3ghls, CA "MI
h for loterol support of rndivldual wab members only. Add fluml temporary broc'vrg to irssure slabllily during conshucfioh is the responsibillity of the
erector. Addillonol permarmmf bracing or the ovarvll struclure is the resporm'bIrdy of fhe bulldog deslgrw. ror garlerpl guldance regenrdng
ratMcoHon, quarrfy rnnlrol. rFdrog�, delrvary, orecNan and bracing, consuli ANSI/Ml QuaDly Criteria, DS6.69 and BCSIi BvlldirQ Component M 1 i"ek0
Surety lnrmmation availa bra fn7ie tu"t. Flute In56ture. 593 n'pnafrio tl&a, Madden, W1 S3719.
Job Truss Truss Type
TRUSSES J2 �ROOFTRUSS
JMW TRUSS, THEDRAL CITY, dC
0-0-0
US MII2®LO
s
12
Job Reference
E
1.64h
1-7.1p
5-5-11
1-6-0
0-1-12
3-9-15
Plate Offsets I Y): [1:0-4-10,0-1-8]
LOADING (pst)
SPACING
2-0-0
CSI
DEFL in
(loc) I/deft
PLATES
TCLL 16.0
Plates Increase
1.25
FTC 0.43
Vert(LL) 0.05
1-4>999
MII20
TCDL 14.0
Lumber Increase
1.25
BC 0.29
Vert(TL) -0.09
1-4 >667
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL) 0.00
3 n/a
BCDL 10.0
Code UBC97/ANS195
(Matrix)
1st LC LL Min I/deft = 360
Weight: 18 lb
LUMBER
BRACING
TOP CHORD 2 X 4 HF No.2
TOP CHORD
Sheathed or 5-5-11 oc purlins.
BOT CHORD 2 X 4 HF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2 X 6 HF No.2 2-7-6
REACTIONS (lb/size) 1=207/0-34, 3=155/Mechanical, 4=52/Mechanical
Max Horz 1=71(load case 3)
Max Uplift 3=-53(load case 3)
Max Grav 1=207(load case 1), 3=155(load case 1), 4=104(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-51, 2-3=48
BOT CHORD 1,4=0
NOTES
1) This truss has been designed for the loads generated by 70 mph winds at 25 ft above ground level located 100
mi from the hurricane oceanline. ASCE 7-93 components and cladding extemaI pressure coefficients for the
interior (1) zone and 8A psf top chord and 6.0 psf bottom chord dead load are being used. The design
assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. Bend
verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind- The
lumber DOL Increase is 1.33, and the plate grip Increase is 1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per
Table No. 16-B, USG-97.
3) Refer to girder(s) for truss to truss connections.
4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1.
LOAD CASE(S) Standard
It& WAWaNG. frerejy design puromeeers and k&W NOTES ON TMM AND INCLUMD WTEK R MWiC8 PAGE AM-7473 ZZFVRE UM
tiwign vo5d for use only M[h Mnek conneclors. Thb dasign a based only upon p=rrmlon shown, and is For an ind:riduol hullcang component,
mliculAlty or design paramenten and proper Incorpwallun of cornponeni is resppnstbility of trolling do6gner- nph truss deslgrwEr. 8muing shown
lateral svpporr of 1ncli0dual web member= only. A.ddfinrml temporary bracing to lnwm siobillly durfnp comfr=Hnn is fhe raspomiWigy of fhe
erector. Additbnol permonent bracing of "cvwall structure is the resporkib8lty of fhe bWdmg designer, Fer generar guidance regarding
fahrirofion, quallty control, stprage. dellyery, erection and btodng, cnnsull AN51/rPt quolRy Cdfudo, 05E-99 and =311 0vgding Component
Safety Infoimoecn ovaltable frorn Truss Plate Iratifule, 533 D'OrsoGlo Drive. A4adaon, wl 537r9,
R14232490
Scale=1:14.2
GRIP
185/148
ID V?OFESSI
A Bco)6,,
N C66424
* EXR 6-30-06
s'� 9rEN
CCS
CPAUFUP
November 11,2004
TT77 Grmnbadt Lane rp
suite 109
citrus }{eights. CA, emillmI
MiTeke
Job Truss Truss Type
TRUSSES J3 ROOF TRUSS
JKff TRUSS. CATHEDRAL CITY, JC
0-0-0
4ty I F
12 1
S
Job Reference
1
7-5-11
7_�11 v
-0
R14232491
Scale = 1:17.9
3x5 MII2004-
1-6-0 1-7-12 7-5-11
1-" 0-1-12 5-9-15
Plate O sets (X, : [1:0-4-10,0-1-81
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft
PLATES GRIP
TCLL 16.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.17 1-4 >501
M1120 185/148
TCDL 14.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.34 1-4 >251
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a
BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360
Weight: 25 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2 X 6 HF No.2 3-8-6
REACTIONS (lb/size) 1=287/0-3-8, 3=215/Mechanical, 4=72/Mechanical
Max Horz 1=97(load case 3)
Max Uplift 3=-73(load case 3)
Max Grav 1=287(load case 1), 3=215(load case 1), 4=144(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=70, 2-3=66
BOT CHORD 1-4=0
NOTES
1) This truss has been designed for the loads generated by 70 mph winds at 25 ft above ground level located 100
mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the
interior (1) zone and 6.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design
assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end
verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip increase is 1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per
Table
pFES51
Q� ❑
No. 16-13, UBC-W.
3) Refer to for truss to truss connections.
A. J90
girder(s)
4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1.
�(r��D �S
LOAD CASE(S) Standard
R
N . C66424
EXR 6-30-06
�P
C10-NX
r� pfiCAL-.*
November 11,2004
A WARNMG - oerYy de.ey„j,—a re and AE" Norm ON Ta73 ANZ) nvcavVW.1lffrVK REFEaaMM FAGTs nU.7473 8&FRFL13 mj& TT77 Gr"nhacK Lane
Design vulld for use.only wilh MfFoK Connected. d'art design Is based only Upon porarmlea shown, and is tar an Individual buiding component. Sulie 109
AppriCa bllily of design paromanters and er inca ninon of component i9 re onfi . citnra HSWILs, CA, 95610 �
pros_, rpp p sp 691ty of building designer -not huts de;igrler: Bracing shown
Is for 3a level support of individual web members only. AL"Jol anar lemporory brooing to inure staUlily during cor ilrvcthn a Ih8 fesp0r4VlR1y of the
areclor. AdJi onaf permanenj bracing of the moray dructure 4 the respard6iliryoF the building designer. For general guidance regwding
fabrics lien, quoRly control, slorage, del!very, erection Ltd bracing, consul! ANSVIN1 4uafity Crflerlo, bSK-E4 and BCS11 6u9ding Component MIT@ V m
Sodely InformoHon avpllohte from Truss YtCEIe Irnfilule, 583 D'nnehta Drive. Madlsorl, WI53714. 1■E' [ !�
1
Job Truss Truss Type
TRUSSES J4 ROOFTRUSS
JMW USS, CATHEDRAL CITY, JC
0-0-0
4A-10
4-4-10
4-0-5
Job Reference
R14232492
2x4 M1120 11 Scale = 1:23.1
3x5 M1120 = 3x4 MI(1^rb-O--
0-0-0 4x4 M1120
1-" 1 q-T2
1-6-0 0-1-12
8-4--16
6-9-3
Plate Offsets (X, ):
f1:0A-10, -1-8]
LOADING
(psf)
SPACING
2-0-0
CSI
DEFL
in (loc)
I/defl
TCLL
16.0
Plates Increase
1.25
TC 0.17
Vert(LL)
-0.18 1-5
>534
TCDL
14.0
Lumber Increase
1.25
BC 0.39
Vert(TL)
-0.37 1-5
>267
BCLL'
0.0
Rep Stress Incr
YES
WB 0.15
Horz(TL)
0.00 5
n/a
BCDL
10.0
Code UBC97/ANS195
(Matrix)
1 st LC LL Min Vdefl = 360
LUMBER
TOP CHORD
2 X 4 HF 1650F 1.5E
BOT CHORD
2 X 4 HF 240OF 2.0E
WEBS
2 X 4 HF 1650F 1.5E "Except`
3-5 2 X 4 HF Stud/Std-G
SLIDER
Left 2 X 6 HF No.2 1-11-1
REACTIONS (lb/size) 1=325/0-3-8, 5=325/Mechanical
Max Uplift 1=-11(load case 3), 5=-10(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-395, 2-3=-350, 3-4=28, 4-5=-98
BOT CHORD 1-5=333
WEBS 3-5=-364
BRACING
PLATES
M1120
Weight: 33 lb
GRIP
185/148
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
i ) This truss has been des]gned for the loads generated by 70 mph winds at 25 ft above ground level located 100
mi from the hurricane aceanline. ASCE 7-93 components and cladding external pressure coefficients for the
interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design
assumes occupancy category I, terrain exposure C and internal pressure Coe fficlant condition I. If end
verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DOL increase is 1.33, and the plate grip Increase is 1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per
Table No. 16-B, UBC-97.
3) A plate rating reduction of 20% has been applied for the green lumber members.
4) Refer to girder(s) for truss to truss conneclians.
5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1.
LOAD CASE(S) Standard
/0RpFE551f}i,
co
a
N C66 24
* EXR 6-30-06
�'fi CIV11. ��-
�DF
November 11,2004
WdRitim4ii . 9er[rp drsfgn pervnrerara wsd trce n NOT68 QX TLilS .4Nb IIYCLI7DEU DR7'E8'ItEFF.A.ENCE PAGB dfII-7473 3EFTIRS ❑F,[7. 777 r n6ack Lane
Peslgn valid for use only Win Nilr ek connectors. This design a 130MCi gray upon porom01Qr$ Shown, and a fvr an lndviduCl buJcfng component_SulEa Cthus1HelBnts, CA, 95610
It
0f desrgh pcvanlenlen and properineoFlamfion of ctmpeneni Isrespom-biHy of bLMding designer- not truss daslgnw. Brocing shown
is for loteml support of Inc ivjdupl Web members only. Additional lemporory grochg to insure slablRy dunng convtrucllon is the responsiblplty of the
erector. AddlSond perm rant bracing of the overall structure is the responsibility of fhe bWi fuig designer. For ganerol guidar regarding
febrleofion, [pra6hr control, storage, derre%, erectlon and brocing. conFkk AN$lv7PII 4uvllly CrHerta. DS"- and 11CSI1 BuR ing Campor e l A �i`�y m
Sarety Isrformvlfvn ovailoble from Truss Plp1e Irell}ule, 563 ❑'bndtrlo f]rive, Modisan, w15371 P. 'y+ r'rrr
Job Truss Truss Type
TRUSSES J5 ROOF TRUSS
JMW TRUSS, CATHEDRAL CITY.- JC
0-0-0
4-10-11
0-J
GSGbfI
5.000 s
Job Reference
9-5-1
4-6-6
R14232493
3x5 M1120 Scale: 1/2"=1'
4
.0
3x6 IVIM-0= 3x4 MII20 = 2x4 M1120 11
1-6-0
1- - 2
1-6-0
0-1-12
Plate Offsets (X,Y):
1:0-4-2.0-1-81
LOADING
(psf)
SPACING
2-0-0
CSI
TCLL
16.0
Plates Increase
1.25
TC 0.2
TCDL
14.0
Lumber Increase
1.25
BC 0.3
BCLL
0.0
Rep Stress Incr
YES
WB 0.1
BCDL
10.0
Code UBC97/ANSI95
(Matrix)
LUMBER
TOP CHORD
2 X 4 HF No.2
BOT CHORD
2 X 4 HF No.2
WEBS
2 X 4 HF Stud/Std G 'Except'
4-52X4HFNo.2
SLIDER
Left 2 X 6 HF No.2 2-2-8
7-10-4
6 2-8
B
8
2
DEFL
in
(loc)
I/deFl
Vert(LL)
-0.06
1-6
>999
Vert(TL)
-0.12
1-6
>745
Horz(TL)
0.00
5
n/a
1st LC LL Min I/deft =
360
BRACING
9-51
1-6-13
PLATES GRIP
M1120 185/1,48
Weight: 40 lb
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 1=286/0-3-8, 5=-63/Mechanical, 6=508/0-3-8
Max Uplift 1=11(load case 3), 5=-119(load case 2), 6=-5(load case 3)
Max Grav 1=286(load case 1), 6=508(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=323, 2-3=-274, 3-4=90, 4-5=17
BOT CHORD 1-6=271, 5-6=15
WEBS 3-6=-371, 4-6=-163
NOTES
1) ThIs truss has been designed for the loads generated by 70 mph winds at 25. ft above ground level located 100
ml from the hurricane ocean flna. ASCE 7-93 components and cladding external pressure coefficients for the
interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design
assumes occupancy category t, terrain exposure C and internal pressure coefficient condition I. trend
verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The
lumber DO Increase is 1.33, and the plate grip increase Is 1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonco ncu rre nt with any other live loads per
Table No. 16-B, UBC-97.
3) A plate raling reduction of 20% has been applied for the green lumber members.
4) Refer to glyder(s) for truss to truss connections.
5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1.
LOAD CASE(S) Standard
/Q?OFsstC)Nq�
N C66424
EXR 6-30-06
�STq� CIV11.
i- CFGA'I
November 11,2004
A WARNMG - Verify design pammetem and READ NOTES ON THIS AND INCLUDED ffiTSE'REFERENCE PAGE MD'-7473 BEFORE USE. 777 GreonbedC Lane --qp
Design odd for uye only wlfh Wok,cvnneclors. This design Is bated Only upon pvromelers shown. and c for oilindwiduoi [wilding comSage 109ponent. Citrus Neighl6, CA, 89610 ApplfCONJNy o! design pwomenters and properincvrpprplion of component Is resporulbilay of bind�'ng designer - not fruss designer. Brocing shown
is for Eotarol suppah of IndAduol web members only. AddNlanol Iemporory blaring io imurestabilty during conshuClron is the respomI ilrity of Iha
Orecior. Adds ional pemlanent brodng Pr"ovsrco shuclure is the respormbrily of the building designer. ror geMeral guidance regairding
fobrlcalion. qu Aty -Mhol, staragg. deltvery, erecflan and kx'ae61g, consult ANSIM11.4uailly Critwia, M-09 and SCSI Buildfny Component A e�i"� m
Botany lnformeEprl avdllo6le horn Truss Role Irtsliiule, 563 P'Onofiin IMve, Mod'don, WI 53719. R�r
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