BRES2019-0143 Revision 1 Truss CalcsAD Engineering Group
Consulting Structural Engineers
135 E. Florida Ave — Suite A
Hemet, CA 92543
Office 951.766.5180 — Fax 951.766.1155
9 October 2019
City of La Quinta, Building Department
78495 Calle Tampico
La Quinta, CA 92253
RE: Roof Truss Calculation Package
Lot 6 Quarry
To Whom it May Concern,
We are writing in regards to the roof truss submittal package prepared by Omega Equipment
Engineering, dated 10/09/19, for the above referenced project. It has been concluded that the
truss design is in general conformance with the intent of the approved structural drawings
submitted by our office. Should you have any questions or comments, please feel free to contact
our office.
Sincerely,
Adam Davidson, P.E.
President
AD Engineering Group, LLC
SCR- 0��3
CITY O F >,qA U l 1',!ON
;iLV1;1:'V t`e'D i-UR
CODE
C nnp►_IANCE
2evi�a� �l
eso 1 J'-'A
0M
OMEGA EQUIPMENT PERFORMANCE ENGINEERING, INC.
1301 ZNIONTALVO WAY BLDNG 4 & 6, PALM SPRINGS, CALIFORNIA 92262
i
P: 760-986-7177 W W W.ONLEGAEPEI.COM
r%/ir �e�%�et �.ur.�t�ota�¢atr' a� .�ettc, ric�ut.Uai�
TRUSS ENGINEERING
TODAY'S DATE: 10/09/2019
CITY OF LA OU CA
BIUID[NG► ',' �' )N
REVIEWED i-(jR
COBS
�1cB
PROJECT CMPLfA
n
Lot 6 Quarry
79-540 Tom Fazio Lane North. La Quinta, California
CONTENT
Truss Layout — Addended Separately 24 x 36
Truss to Truss Hardware List
Truss Calculations
O\IFGA EPEI: 1-I1E 1-1IGHEST QUALITY TIWSS ENGINEERING, LAYOUTS, -AND F:AMUC:1TIUN.
OAIFGA EQUIPMENT N:RFOIZ\I ANC I: ENGINIfI[RING. IN( 1'RUSS I-QUIPMEN I PE)I: ARCII \ND DEVELOP\IFNN 1-.
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: 2x4-BLK
1301 MONTALVO WAY, STE 4 JobName:loKrquany
PALM SPRINGS, CA. 92262 Date: 12/12/19 16:01:17
760423-9479 Page: lofl
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
1-10-8 0/12 250 1-10-8 1-10-8 0-0-0 0-M l 24in 2lbs
1-10-8
1-10-8
1-10-8
co
0
0
1 1 2
T
All plates shownto be Eagle 20 unless otherwise noted
Loading (pst)
General
CSI
TCLL : 20
Bklg Code .
CBC 2016/
TC: 0A8 (1-2)
TCDL : 20
TPI 1-2014
BC: 0.00
BCLL : 0
Rep Mbr :
Yes
V*b : 0.00
BCDL: 10
LumberD-O.L-.
115%
Deflection U
VertTL: Din L/0
VertLL: Din L/0
HorzTL: 0 in
(loc) Allowed
L/0
L/0
Reaction
IT Bre Combo Brg ❑akllh Ld B Width Max Ru�ct Max Gr v Uplift Max Wnd [I lift Max. Uplift. Max Hor¢
1 1 5.5 in 1.50 in 75 lbs -11 Ibs -11 Ibs
2 1 5.5 in 1.50 in 75 Ibs -11 lbs -11 Ibs
Material Bracing
TC: DFL #2 2 x 4 TC: Sheathed or Ptuiuts at 10-M, Purlin design by Others.
Loads
1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads
2) This truss has been designed for the effects of wind bads in accordance withASCE7 - 10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, GableMp, Risk Category LI Overall B Idg Dons 25 ft x 60 ft, h = 15 ft End Zone Thus, Both end webs considered. DOL =1.60
3) Mirtunum storage attic loading has been applied in accordance with IBC 1607.1
Member Forces Table u-amtes: Menba ID, mac CSI, ❑mc wM � (mac mtrpc face ifdff& t liorrr n maal faced Only n. , u�- than 300lbs ae shown m this tale
l-t-
Notes
1) Unless nol d otherwise, do not cutor alter any truss member or plate without prior approval from a Professional Engineer
2) The fabrication tolerance for this roof truss is 20 %(Cq = 0-80).�.
3) Provide adequale drainage to prevent ponding.
4)A creep factor of 1.00 has been applied for this truss analysis.
5) Listed wind uplift reactions based on MWFRS Only loading
Z
�'"l•�J41 m
I' Exp. 6/30/20
*�
civo-
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO I TrrteBuild9Tluss Software v5.6.326
LREFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FOM IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products
I THIS DESIGN AND AVAILABLEFROMFAGLEUPON REQUEST DESIGN VALID ONLY WHEN EAGLEMETALCONNECIORS ARE USED,
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss:
A
1301 MONTALVO WAY, STE 4
JobName:
lot- &quarry
PALM SPRINGS, CA. 92262
Date:
12/12/19 16:01:26
760423-9479
Page:
lofl
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
20-10-10 025/12 11 0-0-0 0-0-0 0-&0 0-0-0 1
24in 96lbs
20-10-10
-5-3-0 n 5-3.0 3-®-0 t 6-10-10
' 5-3-0 10-6-0 U-0-0 1 20-10-10
T
11
1
0.2341- 6xf-
o 24
�
T
N
f0
2* 6.98 44- 7X177 2-
0-0-0 5-3-0 5-3-0 3-6-0 6-10-10
0-0-0
_
5-3-0 10-6-0 14-0-0 20-10-10
All plates shown to be Eagle 20 unless otherwise noted
Loading (psf) General CSI Deflection L/ (roc) Allowed
TCLL : 20 Bldg Code CBC 2016/ TC: 0.69 (4-5) VertTL: 0 51 in L /472 (8-9) L /240
TCDL : 15 TPI1-2014 BC: 0.50 (8-9) VertLL: 0.18 in L /999 (7-8) L /360
BCLL : 0 Rep Mbr : Yes Web: 0.72 (5-7) Horz TL: 0 04 in 6
BCDL : 10 Lumber D.O.L - 115 %
Reaction
7T Brg Combo B> j Wdth Rqd Brg Width Mar Reshct Max Gray Uplift Muc Wnd Upldl MiX L:1 lift Max HorTz
10 1 5.5 in 1,50 in 1,149 lbs -72lbs -72 lbs 238lbs
6 1 5.5 in 1.50 in 1,149 lbs -74lbs -74lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purlins at2-9-0, Pullin design by Others
BC: DFL SS 2 x 4 BC: Sheathed or Purluns at 8-11-0, Pullin design by Others
Vkb: DFL #2 2 x 4
Loads
1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads
2) This truss has been designed for the effects of wind loads in accordance wittASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gableklip, Risk Category Q, Overall Bldg Duns 25 ftx 60 ft, h =15 ft, End Zone Truss, Both end webs considered DOL =160
3) Minimum storage attic loading has been applied in accordance with IBC 1607 I
4)A 250 lbs moving/sprinkler point load has been applied to the BC concurrent with other dead + live loads.
5)"- Indicates parapet wind loading has been applied to members 11-1 & 12-5
Member Forces Table indicates: Manba m, max Cs% ❑mc anal bme, (mac oorrV.. face ifdffmt from rant aaal b=) Only faaei grmtur dim 300lbs are shown in "s table
TC l-? 0337-3,4W165 2-3 0.3BI -4,15lbs 3-1 UJ37-4,1S1lhs -ILS 0687-16-%,lbs
ac 74 0.44)7 3,trl5lb5 082lbs A-4 0.41 3,475113s 1-63716s1 IL 10 0193 308lbs {3j3lbs)
11:ir 1.10 of l •I,CMIN _-8 t) 13�4 701 lbs (451bs) 5-7 0720 3,7491hs (541 Iby
IA 0685 3,565lbs (-3941hs 4S 0114 595lbs (101 lbs) 56 0313-1,01916s
2-9 0064 -594 lbs 4-7 0075 -680lbs
Notes 1
�
1) Unless noted otherwise, do not cut or alter any thus member or plate without prior approval from a Professional Engineer
2) The fabrication tolerance for this rooftruss is 20 %(Cq = 0.80).
m
3) Provide adequate drainage to prevent ponding.
6�3 0� 2 0
4) Brace bottom chord with approved sheathing or purlms per Bracing Summary. E-X N
-
5)At least one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane orthc
truss. Lateral braces shall be installed within 6 " of each web panel point
6)A creep factor of 1.00 has been applied for this truss analysis
7) Listed wind uplift reactions based on MWFRS Only loading.
8) Parapet TL: 0.15 in, 21- 346 (11-1), Allowable 2L/120.
—
ALL PERSONS FABRICATING, HANDLING, E ]RECIING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuiI&Truss Software v5.6.326
RLFERTO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SErFORIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: Al
1301 MONTALVO WAY, STE 4
JobName: lot-6,quany
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:29
760-423-9479
Page: loft
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
21-0-0 025 / 12 2 0-0-0 0-M 0-0-0 0-0-0 1
24 in 91 lbs
21-0-C
4,2.0 4-2-0 I 4-2-0 4-3-0
4-2-0 8-4-0 12-6-0 16-9-0
21-0-0
1
1
�o
�I7x
3 4 -0.25 12 2V I 2x4 6 $
4
" 4
2-6 X2
rh
1
N
TFr
po gg
2111 6z8
- 3z4 - 4x6
- I
0-0-0 4-2-0 4-2-0 4-2-0 1 4-3-0
4-3-0 0-0-0
i 4-2-0 8-4-0 12-6-0 r 16-9-0
21-0-0
All plates shown to be Eagle 20 unless otherwise noted
Loading (pst) General CSI Deflection LJ (roc) Allowed
TCLL : 20 Bldg Code : CBC 2016/ TC: 050 (2-3) VertTL: 0 4 in L /346 (10-11) L /240
TCDL: 15 TPI I-2014 BC: 0.74(9-10) VertLL: 0 [5 in L/941 (10-11) L/360
BCLL: 0 RepMbr: No Web: 0.37(1-11) HorzTL: 005m 9
BCDL : 10 Lumber D.O.L, : 115 %
Reaction
JT BrgCombo BM Width R d Brg Width Max React Max Grav U lift Max Wnd Up lift Max U lift Max Honz
1 1 55 in 1.50 in 839 lbs -51 lbs -51 lbs -174 Ins
9 1 55 in 1.48 in 1391 lbs
7 1 5.5 in 1.50 in 6801bs -42 lbs -42 lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purlins at44-0, Purlin design by Others
BC: DFL SS 2 x 4 BC: Sheathed or Purlms at 10-M, Purlin design by Others.
Web: DFL #2 2 x 4 except
DFL 41 2x 4: 1-12
DFL SS 2 x 6: 13-7
Loads
1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead bads
2) This thus has been designed for the effects of wind bads in accordance withASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk Category 11, Overall Bldg D rns 25 ft x 60 fl; h =15 f� End Zone Truss, Both end webs considered. DOL =1.60
3) Minimum storage attic loading has been applied in accordance with IBC 1607.1
4)A 250 lbs moving/sprinkler point load has been applied to the BC concurrent with older dead + live bads
5)Indicates parapetwind loading has been applied to member 13-6
LoadCase DI: StdDeadLoad
Point Loads
—J'
Member Location Direction Load Tnb Width
F' V
Top 12b0 Down 6001bs
Member Forces Table ndicdes: Member ID, nmc CSL max anal bice, (r cwprface ifdif)amt flan mac anal bm) Only toms • 1 1a dL 3001bs ae shown in this cable
- L ^1
TC 1-2 0.198-1,943lbs 34 0497-1,682lbs 5-6 0192-1,165lbs
23 0.4%-1,6881bs 4-5 0.49%-1,6971bs
13C ". 0693 1,1121fx 1-124lbs) 1041 0657 1,886lbs (nsblbs)
441) 0741 1,6821bs 0(y)IN)
%%ib 1-I1 0.374 1.946lbs (214IN) 0.146 76_1Iba OCIbs) 6-7 0.086-581Ihs
6/30/20
* *
2.11 0039-3771bs 53 0.045 -427 Ibs
4-90129 -1,151 Ibs 011t 0241 1,2% bs (861bs)
Notes
�, �,� •I 1_ l: �'
-0F r { , f-. -
1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer
2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80)
3) Provide adequate drainage to prevent ponding
4) Brace bottom chord with approved sheathing or purlms per Bracing Summary.
5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane oflhe
truss. Lateral braces shall be installed within 6 " of each Nv b panel point
6)A creep factor of 100 has been applied for this truss analysis
7) I•forimncd cluarmw b� hween inside faceof bmring and wrier frcautside W cofthc and %wrb nwets the hoamn side ❑Nic top diold shall nalC' xxxl 0.5"
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TnleM(MTruss Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS,LIMITATIONSANDQUALIFICATIONSSECFORTHINTHEEAGLEMETALPRODUCTSDESIGNNOTESISSUEDWITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECIDRS ARE USED,
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: Al
1301 MONTALVO WAY, STE 4
JobName: lot-0-quarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:30
760-423-9479
Page: 2of2
SPAN PITCH QTY OHL OHR CANT L CANT R
PLYS SPACING WGT/PLY
21-0-0 025 / 12 2 0-0-0 0-0-0 0-m 0-0-0
1 24 in 91 lbs
6) Listed wind uplift reacaons based on M WFRS Unly loading.
9) ParapetTL: 0 02 in, 2L999 (13-6),Allowable 2L/120.
��XD 6/30/20
CIV1�
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO ! TnieBuil&Tniss Software v5.6.326
REFER TOALL OF THE INSTRUCTIONS, LIMrrATIONSAND QUALIFICATIONS SETFORIH IN THE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUED WITH I` Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNK-IORS ARE USED.
1
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: A1B
1301 MONTALVO WAY, STE 4
JobName: lot-rc(uarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:35
760-423-9479
Page: Iof2
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
20-10-10 0.25/12 3 0-0-0 0-0-0 0-0-0 0-0-0 1
24in 911bs
20-10-10
4-2-0 4-2.0 4-2-0 r 4-3-D.
4-1-10
4-2-0 8-4-0 12-6-0 16-9-0
20-10-10
1
0.26 12 2 4 6x6 - 4)4 .
3x8 -
612 -
(b .� 3r�4 -
c5
v
1;j
L
1 1
1
gg
6zti - 6z8- - 4x5 -
2> 4 1 T
m
0-1
0
0-0-0
4-2-0 t 4-2-0 4-2-0 4-3-0
4-1-10
4-2-0 8 4-0 12-6-0 16-9-0
20-10-10
All plates shown to be Eagle 20 unless otherwise noted
Loading (ps f) General CSI Deflection L✓ (loc) Allowed
TCLL : 20 Bldg Code _ CBC 2016/ TC: 0.46 (2-3) VertTL: 0 44 in L /319 (10-11) L / 240
TCDL: 15 TPII-2014 BC: 0,68(9-10) VertLL: 016m L/858 (10-I1) L/360
BCLL : 0 Rep Mbr: Yes Web : 0.50 (1-12) HorzTL: 0 02 in 6
BCDL : 10 Lumber D.O.L.: l 15 %
Reaction
JT Bug Combo BT_g Wdlh Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz
12 1 5.5 in 1.50 in 822 lbs -58 lbs -58 lbs 231 lbs
9 L 5 5 in 1.48 in 1,384 lbs
6 I 5.5 in 1.50 in 690 lbs 45 lbs -45 Ibs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Pudms at 4-7-0, Pur in design by Others
BC: DFL SS 2 x 4 BC: Sheathed or Purlms at 9-2-0, Puriin design by Others
Vkb: DFL #2 2 x 4 except
DFL 91 2 x 4: 6-7
Loads
1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads.
2) This truss has been designed For the effects of wind bads in accordance with ASCE7 - 10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable Hip, Risk Category II, Overall B Idg Dims 25 ft x 6011, h = 15 ft, End Zone Truss, Both end webs considered. DOL = L b0
3) Minimum storage attic loading has been applied in accordance with BC 1607.1
4)A 250 lbs moving/sprinkler point load has been applied to the BC concurrent with otter dead + live loads.
5) •' - Indicates parapet wind loading has been applied to member 13-1
LoadCase DI: StdDeadLoad
Portrt Loads
Member Location Direction Load TnbWidth
Top 12-6r0 Down 600lbs
Member Forces Table indicates: Mamba m, rt CSL max adal focn:, (mac ar finee if'diffemt fmm ma adzl face). Only tan: 300lbs m shown m this table
I.
pr. gelfftlsm
Z
TC 1-2 0181-2,042lbs 34 0.453-1,694lbs 56 0144-1,056lbs
f� m
13 0.455-1,7CN716s 4-50.453-1.712lbs
BC 9-90.620 I,053 hs (44211ss] IU I 0.635 2039lbs (564lbs)
L x F) 6/30/20
9-10 0.684 1.694lbs [ 353 ibsl 11-12 0.144 426lbs
Net R498 711�s 60110 9:109-35JOIbs 58 O.f.W) 430[h
:4--
4l 0408 2,125lbs (483 ibs) 4-90131-1,169lbs 6-8 0221 1,153lbs (-198 Om)
2_ 11 0 035 -336 lbs 5A 0 162 843 lbs (117 Ibs)
- , C I V 1 �
Notes
-
l) Unless noled otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer:
2) The fabrication tolerance for this rooflruss is 20 %(Cq = 0 80)
3) Provide adequate drainage to prevent ponding
4) Brace bottom chord with approved sheathing or purlms per Bracing Summary.
5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally, perpendicular to the plane ofthe
truss. Lateral braces shall be installed widtrtt 6 " of each web panel point
6)A creep fklor of 100 has been applied for this Mass analysis.
7) Horizontal clearance between inside face of bearing and where the outside edge of the end web meets the bottom side of the top chord shall not exceed 0.5"
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCIED TO
TmeBrvld@Truss Software v5.6.326
REFER TO ALL 0 F THE IN STRUCTIONS, L110TATIONS AN D QUA LIFICATIONS SET FORIH IN THE EAGLE METAL PRO D UC7S D ESIGN NOTES ISSUED WITH Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHIN EAGLE METAL CONNECTORS ARE USED.
L—
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: A1B
1301 MONTALVO WAY, STE 4
JobName:lot-6juarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:35
760-423-9479
Page: 2of2
SPAN PITCH QTY OHL OHR CANT L CANT R
PLYS SPACING WGT/PLY
20.10-10 025 /12 3 0-0-0 0-0-0 0-0-0 0-0-0
1 24 in 91 lbs
8) Lisled wind upQ1 reactions based on MWFRS Only loading
9) ParapetTL: 0.16 ir� 21 335 (13-1),Allowable 2L/120.
6/30/20
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnaeBuilcmT. Software v5.6.326
REFERTOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE MEFAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: A1B-DT
1301 MONTALVO WAY, STE 4
JobName:lot-6 an
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:33
760-423-9479
Page: loft
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
20-10-10 025/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1
24in 92lbs
20-10-10
4-2-0 4-2-0 4-2-0 4-3.0
4-1-10
4-2-0 8-4-0 12-6 0 16-9-0
20-10-10
1
0.25 12 6x� _ 51.
3x8 -
6x12 -
8
3x24 - 2>�4
1
11 po $$
40 6x6 - 6x6 - - 5.1.
24 1 T
m
T
0-0-0 4-2-0 4-2-0 4-2-0 4-3-0
0
4-1-10 0
4-2-0 8-4-0 12-6-0 16-9-0
20-10-10
All plates shown to be Eagle 20 unless otherwise noted
Loading (pso General CS] Deflection L/ (loc) Allowed
TCLL: 20 Bldg Code: CBC2016/ TC: 053(2-3) VertTL: 0.44in L/319 (10-11) L/240
TCDL: 15 TPI1-2014 BC: 0.78(9-10) VertLL: 0.19in L/715 (10-11) L/360
BCLL: 0 RepMbr: No Vkb: 0-50(1-12) HorzTL: 0-03in 6
BCDL: 10 Lumber D.O.L.: 115%
Reaction
IT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wmd Uplift Mau Uplift Max Honz
12 l 5,5 in 1.50 in 8221bs -58 lbs -58 lbs 231 lbs
9 1 55 in 148 in 1,3841bs -
6 1 55 in 150 in 835 lbs -207lbs -45 Ibs -207 lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Puriins at 3-11-0, Purlin design by Others
BC: DFL SS 2 x 4 BC: Sheathed or Purlins at7-10-0, Purlin design by Others.
Vkb: DFL #2 2 x 4 except
DFL 41 2 x 4: 6-7
Loads
1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads.
2) This truss has been designed for the effects due to drag bad distributed along shear walls along the bottom chord from 0-0-0 to 21-0-0: 200 plf
3) This puss has been designed for the effects of wind loads in accordance witnASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk Calegory II, Overall Bldg Dins 25 ft x 60 $ h =15 ft, End Zone Truss, Both end webs considered. DOL =1.60
4) Minimum storage attic loading has been applied in accordance with IBC 1607.1
5)A 250 lbs moving/sprinkler point load has been applied to the BC concurrent with other dead+ live bads
6) •• - Indicates parapet wind loading has been applied to member 13-1
LoadCase D1: StdDeadLoad
Point Loads
Member Locaton Direction Load TnbWidth
��
To -0r 120 Down 600lbs
kt"'
Member Forces Table indirda: ilTanba ID, mac CSt mac anal Sx= (mac mnpr Tome ifdiBeert Son rtmc anal face). Only S>,rs geata ttm 3001bs are shown in this Idle
r` 1
-
TC 1-2 0209 2,042lbs 3-4 0522-2,006lbs 56 0.167-1,555lbs
23 0526 4,700lbs --5 0_22 -a%9115
6/30/20
X 78 0-151-756lbs 940 0779 1075165 (-5331bs) 11-12 0.165 857lbs
8A 0 708 1,653 tb9 (-t4- lbs) 10-11 0.70 Z2D lbs 064 Ibs)
xb 1-1. 0.49E 7601bs 2-10 0274-1,008lbs 58 0062-7471hs
1-11 0408 2,125lbs (-1831bs14-9 0131-1,168lbs 6-80249 1,905lbs (-752%)
_
2-I1 0035-336lbs 5A 0490 2,°24lbs (4,590Fix)
Notes
l) Unless noted otherwise, do not cut or allff any Russ member or plate without prior approval from a Professional Engineer
2) The fabnicabon tolerance for this roof truss is 20 %(Cq = 0 80)•
3) Provide adequate drainage to prevent ponding
4) Brace bottom chord with approved sheathing or puriins per Bracing Summary.
5)Atleast one web of this truss has been designed with apanel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe
truss. Lateral braces shall be installed within 6 " of each web panel point
6)Acreep factor of 1 00 has been applied for this Russ analysis
71 Imo, mnU r•L= L lxauven uvide fr`i of beam* ind lvhtsv dienutsida Wi!Lofthe and wub mmm the bottun side of the lop chord stroll rnxea, 0.5"
ALL PERSONS FABRICA'ITNG, HANDLING, ERECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TnheBuil(MTruss Software v5 6 326
REFER TO ALL OF THE INSTRUCTIONS, LING-MONSANDQUALIFICATIONS SEC FORTH IN THE EAGLE MEAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE NIETAL CONNF_CIORS ARE USED.
OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A1B-DT
1301 MONTALVO WAY, STE 4 JobName:lot-6 quarry
PALM SPRINGS, CA. 92262 Date: 12/12/19 16:01:33
760-423-9479 Page: 2 of2
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
20-10-10 025/12 1 0-M 0-M 0-M 0-H 1 24in 92lbs
8) Uue to negative reactions in gravity toad cases, specs[ connections to the beanmg surtaceat lomt 6 may need b be considered
9) Listed wind uplift reactions based on MWFRS Only loading
10) Parapet TL: 0. 16 in, 2L,335 (13-1).Allowable2L/120
4 �
Lxp 6/30/20
* i� 1
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TmeBuild*Tntss Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SETFORTH IN THEEAGLENERLPRODUCTS DESIGN NOTES ISSUED WITH III Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN CONNECTORS EAGLE METAL ARE USED.
T
OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A2
1301 MONTALVO WAY, STE 4 JobName:lot-6<glarry
PALM SPRINGS, CA. 92262 Date: 121IN19 16:01:38
760-423-9479 Page: lofl
OPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
025 / 12 10 0-0-0 0-0-0 0-" 0-" l 24 in 51 lbs
12-5-0
4-2-0 4-2-0 4-1-0
4-2-0 8-4-0 12-5-0
0-0-0
4-2-0
4-2-0
0-0-0
4-1-0
4-2-0
8-4-0
12-5-0
All plates shown to
be Eagle 20 unless otherwise noted
Loading (psf)
General
CSI
Deflection
IJ 0oc)
Allowed
TCLL : 20
Bldg Code:
CBC 2016/
TC:
0 29 (1-2)
VertTL:
0.11 in L /999 (6-7)
L /240
TCDL : 20
TPI 1-2014
BC:
0 38 (6-7)
VertLL:
0 06 in UP L /999 (7-8)
L /360
BCLL : 0
Rep Mbr :
Yes
Vikb :
0.50 (1-8)
Horz TL:
001 in 5
BCDL : 10
Lumber D.O.L.:
115 %
Reaction
JT Brg Combo
BM ftth Rqd Bra; Widdr
Nlae Rcact
Ntax Grty Uplift Max Wind Uplift
Max Uplift Max Horiz
8 1
55 in
1.50 in
739 lbs
-23 lbs
-23 lbs 231 lbs
5 1
55 in
1- 4 in
1,351 lbs
Material
Bracing
TC: DFL # 1 2 x 4
TC: Sheathed or Purlms at 4-10-0, Purlin design by Others.
BC: DFL #1 2 x 4
BC: Sheathed oi-Parlins a19-11-0, Purlin design by Others
Web: DFL 92 2 x 4
Loads
1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads-
2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 125 mph (Fac(Dred), Exposure C,
Enclosed, Gable Hip, Risk Cal -gory IL Overall Bldg Dens 25 ft x 60 k h = 15 ft, End Zone Truss, Both end webs considered. DOL =1.60
3) Mininhun storage attic loading has been applied in accordance with IBC 160T I
4)A 250 lbs movmg/sprinkler point load has been applied to the BC concurrent with other dead+ live bads
5).: - Indicates parapetwind loading has been applied to member9-1
Load Case DI: StdDeadLoad
PaintLcads
Member Location Direction Load Tnb Width
Top 124-0 Down 600lbs
Member Forces Table indiraoa: [vlanbff ID, eras CST, mac adal boec (mac omV. form if dffmnt from mac axial knm) Only foroes gato- dcn 3001bs ae shown in this table
TC 1-2 0293 4,568lbs 23 0242-1-%71bs 34 0.242-1,567lbs
BC 6-7 0.375 1 r>i lb% f-374 ]bs1 7-3 0.214 —23 lbs
"@b Ii.� 0.416 -(251 lbs 2-7 Q.036-3401bs 46 0.3M E,r-t81Exc (44311n) f
1-7 0313 116291bs (-142lbs3 36 0.042 -3%Ibs 4-5 0144-1,285lbs yf
Notes
1) Unless noted otherwise, do notcutoralterany truss memberorpla to without prior approval from aProfessional Engineer
2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80).
3) Provide adequak drainage to prevent ponding
4) Brace bottom chord with approved sheathing or purlins per Bracing Summary.
5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe
truss. Lateral braces shall be installed within 6 " of each web panel point
6)A creep factor of 1.00 has been applied for this truss analysis
7) Listed wind uplift reactions based on MWFRS Only loading.
8)Parapet TL:0.l6 in, 2L)331 (9- 1),Allowable 2L/1 20.
x
6/30/20
I
v
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TnleBuddB Truss Software v5.6.326
REFER TO ALL OFTHE IN STRUCTIONS, LTNIITATIONSAND QUALIFICATIONS SIT FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED,
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: A3
1301 MONTALVO WAY, STE 4
JobName: lot-6 quarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:44
760-423-9479
Page: loft
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
24-5-0 025 / 12 3 0-0-0 0.0-0 0-0-0 0-0.0 1
24 in 101 lbs
24-5-0
4-2-0 4-2-0 _ 4-2-0 6-0-0
5-11-0
4-2-0 8-4-0 12-6-0 18-6-0
0
O
24-5-0
N
N
N 9
Td
0.25 12 4 X4 Sx _ 4V -
211
41 -
0 J
d
Cr
I_
4z5 - 2z� - 4x5 -
4
0-0-0
0-0-0
4-2-0 1 4-2-0 4-2-0 6-0-0 I
5-11-0 1
4-2-0 8-4-0 12-6-0 18-6-0 124-5-0
All plates shownto be Eagle 20 unless otherwise noted
Loading (psf) General CSI Deflection L/ (loc) Allowed
TCLL : 20 Bldg Code CBC 2016/ TC: 032 (4-5) VertTL: 013 in L /999 (7-8) L /240
TCDL: 15 TPII-2014 BC: 0.29(8-9) VertLL: 005inUP L/999 (11-12) L/360
BCLL : 0 Rep Mbr: Yes Vkb : 0-89 (5-9) HorzTL: 002 in 7
BCDL: 10 Lumber-D.O.L. 115%
Reaction
JT Brg Combo Brg Width Rqd Brg Wdth Max React Max Grav Uplift Max Wad Uplift Max Uptd1 Max Horiz
12 1 5.5 in 150 in 630 lbs -50lbs -50lbs 232lbs
9 1 55 in 2.17 in 2,030 lbs -
7 1 55 in 150 in 626 lbs -43 lbs -43 lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Partin at 5-10-0, Purlin design by Others"
BC: DEL SS 2 x 4 BC: Sheathed or Purlms at 10-0-0, Purlin design by Others.
Vkb: DFL #2 2 x 4 except
DFL #1 2 x 4: 6-7
Loads
1) This thus has been designed for the effects due to 10 psfbottom chord live bad plus dead loads"
2) This taus has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk Category IL Overall Bldg Duns 25 ft x 60 ft, It =15 fi; End Zone Truss, Both end webs considered. DOL =160
3) Minimum storage attic loading has been applied in accordance with IBC 1607.1
4)A 250 lbs moving/sprinkler point load has been applied to the BC concurrent with other dead + live bads.
5)"- Indicates parapetwind loading has been applied to member 13-1
LoadCase DI: StdDeadLoad
Pow Lauds
Member Location Direction Load Tnb Width
Top 12-&0 Down 600lbs
Member Forces Table indiats: Mmiba ID, mac CSI, mac adal faoe� (mac a rnpr. fat i'6ffaent from n a" force) Only fans ueia tim 3001bs are shown in this table
TC 1-2 0191-1,2081bs 5-60262-I,2651bs
=_
0.155 -1;M; lin
—
DC So (1.250 t a.n,� I4%lbs) 10-I1 v2st 12T04 (41a1
6/30/20
4-10 0.294 1.29 Un (4101bs) 11-12 •0,168 �a Ibs
Vqb 1-12 0.493-530Ibs 4-9 0 108 -W Its G7 0.054 -523 Ibs
1-11 0241 l255lbs (-175lbs) 5+4 0894-1,4941bs
31) 0394-1,474lbs &8 0252 1,314lbs (245Ibs]
Notes
1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer
2) The fabrication tolerancefor this roof truss is 20 %(Cq = 0 80).
3) Provide adequate drainage to prevent ponding.
4) Brace bottom chord with approved sheattrmg or purins per Bracing Summary.
5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe
truss Lateral braces shall be installed within 6 " of each web panel point
6)A creep factor of 1.00 has been applied for this thus analysis
ALL PERSONS FABRICATING, HANDLING, ERECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TrueBuild9)Tmss Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SETFOIIIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
L
L
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: A3
1301 MONTALVO WAY, STE 4
JobName: lot-6 quarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16.01:45
760-423-9479
Page: 2 of2
SPAN PITCH QTY OHL OHR CANT L CANT R
PLYS SPACING WGT/PLY
24-5-0 025 /12 3 0-m 0-0-0 0-0-0 0-0-0
1 24 in 101 lbs
1) Listed wind uplift reactions based on MWFAS Only loading
8) PaiapetTL:0 15 m, 2L/350 (13-1),Allowable 2L/120.
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED To I TnaeBuil&Tniss Software v5.6.326
REFER TOALL OFTHE INSTRUCTIONS, LIMITATIONSANDQUALIFICATIONS SETFORTH IN THE EAGLE METALPRODUCTSDESIGN NOTES ISSUED WITH Eagle Metal Pmdacts
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
L
I
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: A3A
1301 MONTALVO WAY, STE 4
JobName: lot -&quarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:47
760-423-9479
Page: lofl
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
24-5-0 025 / 12 5 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 103 lbs
24-5-0
4-2-0 4-2-0 4-2-a 8-0=0 t 5-11-0
4-2-0 8-4-0 12-6-0 18-6-0 24-5-0
0
0
N
6I
3 1
TN
0.25 12
2 4 I 4V 5xd5 - 4r�4 -
T
------------
1-------------
T4z5 - 2N I 4x5 - 941
0-0-0 4-2-0 4-2-0 4-2-0 6-0-0 5-11-0 0-0-0
4-2-0 8-4-0 12-6-0 18-6-0 24-5-0
All plates shown to be Eagle 20 unless otherwise noted
Loading (psp General CSI Deflection L) (100 Allowed
TCLL : 20 Bldg Code: CBC 2016/ TC: 033 (4-5) VertTL: 013 in L /999 (7-8) L /240
TCDL : 15 TPI 1-2014 BC: 0 29 (8-9) VertLL: 0 05 in UP L /999 (11-12) L /360
BCLL : 0 Rep Mbr : Yes Web : 0.90 (5-9) Horz TL: 0.02 in 7
BCDL: 10 LumberDO.L 115%
Reaction
JT BrgCombo _BrQ_l\_W_h Rqd 11r41.�W h Mae React Max Gtav Uplift Max Wmd Uplift Max Uplift Max Honz
12 l 5 5 in 150 in 633 Ins -51 Ins -51 Ins 237 lbs
9 1 5 5 in 2 17 in 2,036 lbs
7 1 5 5 in 150 in 617 Ins -59 Ins -59 lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purlins at 5-10-0, Purlin design by Others -
BC: DFL SS 2 x 4 BC: Sheathed or Purlms at 10-", Purlin design by Others
Vabb: DFL #2 2 x 4
Loads
1) This puss has been designed for the effects due to 10 psf bottom chord live load plus dead loads
2) This mass has been designed for the effects of wind bads in accordance withASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, GableHp, Risk Category 11, Overall Bldg Dons 25 ft x 60 $ h = 15 A End Zone Truss, Both end webs considered DOL = 1.60
3) Minimum storage attic loading has been applied in accordance with IBC 1607.1
4)A 250 Ins moving/sprinkler point bad has been applied to the BC concurrent with other dead+ live loads
5)'• - Indicates parapet wind loading has been applied to members 13-1 & 14-6
Load Case DL StdDead Load
Point Loads
Member Location Direction Load Tnb'Witlth
Top 12-&0 Down 600lbs
Member Forces Table indicates: Manba m, nmc C51 n ax anal bce. (mac omV. face if d deed fiom mac anal face) Only forces gasta tIm 3001bs are shown in this table
TC 1-2 0191-1;Slolbs Sb 0263-1,268lbs
2-3 0154 -i _l41bs
8C 89 R290 1.261 lbs H%I ths1 10-I1 0.265 12121Ln t--_[B ibs)
ILIO 2•M IwlI I 12+316s1 11-11 0.117 305Ilr: f-Ni Ihl t 6/30/20
11ah I.12 0.494-53316s 0.108 -�.+7 i lb, rw7 0 _Tf -513 Ibs t X P
I-11 0243 1,263lbs (479lbs) 5A 0904 -1,511 lbs �[
3-9 0393-1,470lbs 6S 0253 1,318lbs 1-151111n)
Notes
F•:
1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer
2) The fabrication tolerance for this roof Tuss is 20 %(Cq = 0.80).
3) Provide adequale drainage to prevent pondmg
4) Brace bottom chord with approved sheathing or purims per Bracing Summary.
5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane of the
truss Lateral braces shah be installed within 6 "of each web panel point
6)A creep factor of 1.00 has been applied for this truss analysis
7) Listed wind uplift reactions based on MWFRS Only loading
8) ParapetTL: 0.15 in, 2L/359 (13-1),Allowable 2L/120
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW ING ARE INSTRUCTED TO
TrueBuildA')Truss Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS, LINJITATTONS AND QUALIFICATIONS SET FORIH IN THE EAGLE NIFTAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED-
f -.
I
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: A3-GBDT
1301 MONTALVO WAY, STE 4
7obName:lot-rquaay
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:41
760-423-9479
Page: loft
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
24-5-0 025 / 12 1 0-0-0 0-0-0 0-0-0 0-0-0 1
24 in 115 lbs
24-5-0
4-2-0 410 4-2-0 1 6-0-0
t
5-11-0
4-2-0 8-4-0 12-6-0 1 11-6-0
0
24-5-0
0
N
T
d
a 3
1
0.25 12 4 4 SxdS _ 4V -
31 -
0
A
T
T
T4.14 - 3U - 4x4 -
941
0-0-0
4-2-0 4-2-0 1 4-2-0 6-0-0
0-0-0
5-11-0
4-2-0 8-4-0 12-6-0 18-6-0
24-5-0
All plates shown to be Eagle 20 unless otherwise noted
Loading (ps f) General CSI Deflection L/ (roc) Allowed
TCLL : 20 Bldg Code: CBC 2016/ TC: 0.42 (4-5) VertTL: 0 13 in L /999 (7-8) L /240
TCDL : 15 TPI 1-2014 BC: 0.34 (8-9) Vert LL: 0 04 in L /999 (7-8) L /360
BCLL : 0 Rep Mbr : No Web: 0.49 (13-1) Ho¢ TL: 0 02 in 7
BCDL: 10 Lumber-DO.L,: 115%
Reaction
]T Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uphft Max Honz
12 1 5.5 in 150 in 562 lbs -47lbs -00 lbs -00 lbs 237 lbs
9 1 55 in 2.32 in 2,179lbs -
7 1 5.5 in 1.50 in 544 lbs -44 lbs -521bs -52 lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed orPurlins at5-7-0, Pullin design by Others
BC: DFL SS 2 x 4 BC: Sheathed or Purlins at 6-11-0, Purlin design by Others.
Vkb: DFL #2 2 x 4 Web: One Midpoint Row: 5-9
Loads
1) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 24-&0: 200 plf.
2) This truss has been designed for the effects of wind loads in accordance wfthASCE7 -10 with the following user defined input 125 mph (Factoredl Exposure C,
Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dins 25 ft x 60 ft, h =15 ft, End Zone Truss, Both end webs considered. DOL = l .60
3) Minimum storage attic loading has been applied in accordance with IBC 1607.1
4)A 250 lbs moving/sprinkler point bad has been applied to the BC concurrent with other dead+ live bads,
5) •• - Indicts parapet wind loading has been applied to members 13-1 Bc 14-6
Load Case D1: StdDead Load
Point Loads
Member Location Direction Load TnbWidth��
Top 12-6-0 Down 600lbs
Member Forces Table indic 3m Manba D, nmc CSI, max =a[ brae� (mac oaipc form ifditfmt from mac meal bo=). Only fours gutcr r1w1300lbs are shown in dtis sable
TC 1-2 0.154-1,493lbs 34 0.419 [,414lbs (7641bs) 5-6 0299-1,466lbs
"- 1
Y
2 J 0 122-1.3H51bs 45 0 421 E a� lbs (� II81
11 7.8 0^10-1.,187N a10 0.306 9811bs (-2751bs] 11-12 0.143 �3616s
TI
8A 0343 1,858lbs (4571bss 10-11 0216 1,_4lbs r-3stl�r
6 30 20
Exp. / /
V,bb l-t_ 0.49E 5 %5 3-In 0.054 423ltn (-163Aej Ski 0.010 3.r51bs
-II 0229 1,5541br (4681bs) 3n 0402-1.569lbs GS 0311 1,533lbs (-5921bs)
7� �[
2-11 0031-3471bs S� 0.112-1,003lbs 6-7 0274 488lbs
2-10 0326-1.199lbs 5-9 0333-I990lbs
(, 1 1.1, .^ --
Notes
l) Unless noted otherwise, do not cut or aller any truss member or platu without prior approval from a Professional Engineer
2) Gable webs placed at24 " OC, U.N.O.
3)Athach structural gable blocks with 2x4 20ga plates, U.N.O.
4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-133 published by the SBCA
5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80).
6) Provide adequate drainage to prevent ponding.
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TrueBuilcMTntss Software v5.6.326
REFERTOALLOF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EaGLEIv(ETALCONNECIORS ARE USED.
OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A3-GBDT
1301 MONTALVO WAY, STE 4 JobName: lot-6,q uarry
PALM SPRINGS, CA. 92262 Date: 12/12/19 16:01:41
760-423-9479 Page: 2of2
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
24-5-0 025 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 115lbs
i) trdote must oe sneamea on one sloe or taterar oractng appuea appmpnatety.
8)At leastone web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the
truss. Lateral braces shall be installed within 6 " of each web panel point
9)A creep factor of 100 has been applied for this truss analysis
10) ® Indicates lateral bmcing required perpendicular to the plane ofthe truss at either the midpoint (one shown) or third points (two shown), bracing by others See BCSI-133 for additional information.
I[) Due to negative reactions in gravity bad cases, special connections to the bearing surface atjoints 12, 7 may need In be considered
12) Listed wind uplift reactions based on MWFRS Only loading.
13) PWWdTL: 0-13 in, 2L/396 (13-1),Allowable 2L/120
Ex1t.
6/30/20
* AA
C i'v
L
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAW INGARE INSTRUCTED TO I TrueBuildJTniss Software v5.6.326
REFER TOALL OF THE INSTRUCTIONS, LINUTATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal PmdLrcts
THIS DESIGNAND AVAILABLE FROM EAGLEUPON REQUEST. DESIGN VALID ONLY WHEN EAGLENFIAL CONNECTORS ARE USED.
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: AA
1301 MONTALVO WAY, STE 4
JobName:lot-6,quarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:52
760-423-9479
Page: lofl
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
20-10-10 0.25/12 4 0-M 0-0-0 0-0-0 0-0-0 1
24in 91lbs
20-10-i0
4-2-0 4-2-0 4-2-0 4-3-0
4-1-10
4-2-0 8-4-0 12-6-0 16-9-0
20-10-10
_T
13
1
0 3 4 0.26 12 2V I 5x� - 4 4-
'
N
11 p0 gg
2 6X6 - 6x6 -
0-0-0 4-2-0 4-2-0 4-2-0 I 4-3-0 l
4-1-10 0-0-0
4-2-0 B-4-0 12-6-0 16-9-0
20-10-10
All plates shown to be Eagle 20 unless otherwise noted
Loading (pst) General CSI Deflection Il (loc) Allowed
TCLL : 20 Bldg Code : CBC 2016/ TC: 0.46 (2-3) VertTL: 0.43 in L /320 (10-11) L /240
TCDL: 15 TPII-2014 BC: 0b8(9-10) VertLL: 0.16m L/856 (10-11) L/360
BCLL : 0 Rep Mbr Yes Vkb : 0.50 (1-12) Ho¢ TL: 0.02 in 7
BCDL: 10 LumberDO.L. 115%
Reaction
JT B Combo Brg Width R d Brg Width Max React Max Grav U Idt Max Wrid Uplift Max Uplift Max Honz
12 1 55In 1.50in 820Ins -61Ibs -61Ins 237Ins
9 1 5 5 in 1.50 in 1,407 Ins
7 1 5 5 m 150 in 671 lbs -02 Ibs -62 Ins
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purlms at4-6-0, Puriin design by Others
BC: DFL SS 2 x 4 BC: Sheathed or Pur ins at 10-M, Purlin design by Others.
Wzb: DFL 42 2 x 4
Loads
1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads
2) This truss has been designed for the effects of wind bads in accordance withASCE7 -10 with Ilse following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk Category B, Overall Bldg Dims 25 ft x 60 ft, h = 15 f% End Zone Truss, Both end webs considered. DOL =1.60
3) Minimum storage attic loading has been applied in accordance with IBC 1607.1
4)A 250 Ins moving/sprinkler point bad has been applied to Are BC concurrent with other dead + live bads
5) *• - Indicates parapetwind loading has been applied to members 13-1 & 14-6
Load Case DI: StdDeadLoad
Point Loads
Member Location Direction Load Tnb Width
Top 12-6r0 Down 600lbs
Member Forces Table irdicdes: Merrba D, mac CS[, n me mdal brae, (mac mna. torte ifdi0'aert kom max anal brw) Only fucs gx9ler "n 300lbs are drown in this table
f.
TC I-2 0.184-2,0341bs 3� 0.459 -1,691 Ibs 56 0 170-1,1371bs
n Mb4 -I •-rr7 lbs 4 3 0.459 -LW lbs
r
W 0 46;1 ],I3iEi>a (-160lb3 i0-11 0832 :,ta30lbs (ti51hY1
4i
�Ll0 0.677 I.o9_tlrs _33Ibs II-L'. 0,137 308Ibs i- 1'_11+)
l 6/30/20
Va 1-12 0499 -7588x 2-10 0108-398lbs 5-8 0046 4311bs
1-1I 0.406 2,116lbs (193 tiff) 4-9 0.131-1,172lbs A 0236 1,228lbs (-130 tbs)
2-11 0035-340lbs 5A 0153 799lbs (10516a1 6-7 0305-577lbs
NotesJ/
1) Unless noted otherwise, do not cut or alter any truss member or plale without prior approval from a Professional Engineer
2) The fabrication tolerance for this roof truss is 20 %(Cq= 0.80)
3) Provide adequale drainage to prevent ponding.
4) Brace bottom chord with approved sheathing or purlms per Bracing Summary.
5)At least one web of this truss has been designed with a panel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane of the
truss. Lateral braces shall be installed within 6 " of each web panel point
6)A creep factor of 100 has been applied for this thus analysis
7) Listed wind uplift reactions based on MWFRS Only loading
8) Parapet TL: 0. 15 in, 2L/341(13-1),Allowable 2L/120.
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TrueBuild®Truss Software v5.6 326
REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE NEIAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: A-DT
1301 MONTALVO WAY, STE 4
JobName:lot-6tp>any
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:20
760-423-9479
Page: loft
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
20-10-10 025/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1
24in 921bs
20-10-10
4-2.0 4-2-0 4-2-0 .4-3-0
4-1-10
4-2-0 8-4-0 12-6-0 16-9-0
20-10-10
1
1
025 12 5x _ 51-
24
TA
cb34
k
Y
N
r0
ri
l
00 gg
2 6zri - 6z6 - - 4x8 -
j
0-1
0-0-0
4-2-0 4-2-0 4-2-0 4-3-0
4-1-10
4-2-0 8-4-0 12-6-0 1 E9-0
20-10-10
All plates shown to be Eagle 20 unless otherwise noted
Loading (pst) General CSI Deflection U (loc) Allowed
TCLL : 20 Bldg Code CBC 2016/ TC: 054 (2-3) VenTL: 043 in L /320 (10-11) L /240
TCDL: 15 TPII-2014 BC: 0.77(9-10) VertLL: 0,2Qn L/712 (10-11) L/360
BCLL : 0 Rep Mbr : No Wbb : 0.50 (1-12) Horz TL: 0.02 in 7
BCDL : 10 Lumber D.O.L.: 115 %
Reaction
JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Upldt Max Wind Uplift Max Uplift Max Honz
12 1 5 5 in 150 in 8201bs -01 lbs -61 lbs 237lbs
9 1 5 5 in 1 50 in 1,407 lbs
7 1 5 5 in 1.50 in 807 lbs -1961bs -02 lbs -196 Ins
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purlins at 3-10-0, Purlin design by Others.
BC: DFL SS 2 x 4 BC: Sheathed or Purlins at 7-5-0, Purfun design by Others.
Web: DFL #2 2 x 4
Loads
1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead bads
2) This fins has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 21-0-0: 200 plf.
3) This truss has been designed for the effect of wind loads in accordance with ASCE7 -10 with the following user defined input 125 mph (Factoredl Exposure C,
Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 ft, h = 15 & End Zone Truss, Both end webs considered DOL =1.60
4) Minimum storage attic loading has been applied in accordance with IBC 1607.1
5)A250 lbs moving/sprinkler point load has been applied BD the BC concurrent with other dead+ live bads
6)"- Indicates parapet wind loading has been applied BD members 13-1 & 14-6
LoadCase DI: StdDeadLoad
Pow Loads
Member Location Direction Load Tnb Width
Top 12-&0 Down 6001bs
Member Forces Table indidg: Manba ID, mac CST, mac a" fmcq (mac awrpr. face ifdidamt fiom mac anal foiw). Only fora y,vtffflvn 300lbs am shown in This table
Z
TC 1-2 0213-2,034lbs 34 0528-2,0221bs 56 0197-1,733lbs
f� 1
2-3 0536-t,6'j7lbs 4-5 0 529 -'_ 931 lbs
BC 78 0.160 A32Ib5 9-10 0.770 2AI8t1# I431Ibc I1-12 0.157 -RmN
{ 6/30/20
SA 0.709 1.133Ibs C-if,0 6s1 10-11 0.717 2.1461hs (i15IN
j LXU i
1Ah I-f2 0499-7581bs 2-lo 0.271 "1135 Sal 0.061 -733 ffi
`
1-I1 0406 2,116 lbs (-193 lbs) 4-9 0.131 -1, 172 lbs 6-8 0259 1,8791bs (759 Mr)
2-11 0035-340Ibs 5A 0496 2,132Ibs (-1,57916s) 6-7 0305-753Ibs
Notes
l) Unless noted otherwise, do not cut or alter any mass member or plate without prior approval from a Professional Engineer
2) The fabrication tolerance for this roof mass is 20 %(Cq = 0.80).
3) Provide adequate drainage to prevent ponding
4) Brace bottom chord with approved sheathing or purlms per B racing Summary.
5)At least one web of this truss has been designed with apanel point in the web All panel points on such webs shall be braced laterally perpendicular to the plane ofthe
thus. Lateral braces shall be installed within 6 " of each web panel point
6)A creep factor of 100 has been applied for this mass analysis
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TrueBu lclV Truss Software v5.6.326
REFFRTOALLOFTHEINSTRUCIONS,LIMITATIONSANDQUALIFICATIONSSECFOREINTHEEAGLEMEFALPRODUCrSDESIGNNOTESISSUEDWITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNKIORS ARE USED.
OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: A-DT
1301 MONTALVO WAY, STE 4 JobName: lot-6 quarry
PALM SPRINGS, CA. 92262 Date: 12/12/19 16:01:20
760-423-9479 Page: 2 of2
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
20-10-10 025/12 1 0-M 0-M 0-M 0-M 1 24in 92lbs
7) Due to negative reactions in gravity load rases, special connections to the bearing surface at joint 7 may need to be considered
8) Listed wind uphftreaclions based on MWFRS Only loading
9)PWVdTL:0.15 ur,2L/341 (13-1),Allowable2IJI20
�r[Ji'v'r
6/30/20
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuild1)Tntss Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS, LIMTATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE MErAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MEIAL CONNBCIORS ARE USED,
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: A-GBDT
1301 MONTALVO WAY, STE 4
JobName: lot-6 quarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:23
760-423-9479
Page: lofl
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
20-10-10 0.25/12 1 0-0-0 0-0-0 0-0-0 0-" 1 24in 104lbs
20-10-10
5-3-0 5-3 0 3-6-0 6-10.10
5-3-0 10-6-0 14-0-0 20-10-10
1
11 T 1
0
0
-
N 0.2342
t -
2VI 6.T'
; �3 � 3
v
!f
N
irl
r-3
L-1
U J
xxagxxxxxxxxxxxxxxxxxx^^a^A^^
2x 3A - 5x - 6x6 - 2x4
0-0-0 0-0
5-3-0 5-3-0 3-6-0 6-10-10 0-1
5-3-0 10-6-0 14-0-0 20-10-10
All plates shown to be Eagle 20 unless otherwise noted
Loading (pst) General CSI Deflection L/ (hoc) Allowed
TCLL : 20 Bldg Code CBC 2016/ TC: 0.45 (3-4) VertTL: 0.16 in L /999 (6-7) L /240
TCDL : 15 TPI 1-2014 BC: 033 (6-7) Vert LL: 005 in L / 999 (6-7) L / 360
BCLL : 0 Rep Mbr : No Web : OS9 (5-7) Horz TL: 0 in
BCDL : 10 Lumber D.O.L. 115 %
Reaction
Br& Combo Brg Ridlh R d BT Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz
1 250.625 in N/A 337 lbs -51 Ibs 40lbs -51 lbs 7031bs
1 250.625 in N/A 733 lbs -80 lbs; 43 lbs -801bs -219 lbs
I 250.625 in N/A 486lbs-156lbs -451bs-1561bs 1,627lbs
l 250-625 in N/A 679 Ibs -37lbs -37 lbs 278 lbs
l 250-625 in N/A 314lbs-112lbs -40lbs-112Ibs-540lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or-Ptrdms at6-3-0, Pullin design by Others.
BC: DFL SS 2 x 4 BC: Sheathed or Purlms at 8-5-0, Purn design by Others.
Web: DFL #2 2 x 4
Loads
1) This mass has been designed for the effects due to drag load distributed along shear walls along the bottom chord from G-0-0 to 20-10-10: 200 plf
2) This mass has been designed for the effects of wind loads in accordance withASCE7 - 10 with the following user defined input 125 mph (Factored). Exposure C,
Enclosed, Gable/Hip, Risk Category 11, Overall Bldg Duns 25 ft x 60 ft, h =15 ft, End Zone Tnass, Both end webs considered. DOL =1.60
3) Minimum storage attic loading has been applied in accordance with BC 1607.1
4)A 250 lbs; moving/sprinkler point bad has been applied to the BC concurrent with other dead +live loads
5) •' - Indicates parapetwind loading has been applied to members 11-1 & 12-5
Member Forces Table ud dates: Manbe-ID, max (SL nm x6al SaaG (mac ,force ifdffmt Son max adal IbEw). Only lbros.vm=than 300lbs ae shown in this table
TC 1-2 0.s4 43711bs 2-3 0331 933lbs (J)13I s1 34 0446 857lks (413416s) 4-5 0.41b 8u31bs I.g02IN
HC 67 0.3'.fl �74 65 743 0318 354kbc 8A t1.a4-5_S!bs c10 0,�4-31016s `
Mih 1-9 0.358 -V3 Ibs 4-8 0 313-1,547lbs f - •N -
2-9 0048 452 lbs 4-7 0.066 -802 lbs
2-8 0 484 -1,135 lbs 5-7 0.586 829 lbs (825 W
Notes -
Ih 6/30/20
1) Unlessnolkedotherwise,donotcutoraluanytrussmemberorplatewithoutpriorapprovalfromaProfessionalEngineer _Rt>,
2) Gable webs placed at 24 " OC, U.N.O.
3)Attach structural gable blocks with 2x4 20ga plates, U.N.O.
4) Bracing shown is for m-plane requirements. For out -of -plane requirements, referto BCSI-133 published by the SBCA
5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80).
6) Provide adequate drainage to prevent ponding.
7)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe
thus- Lateral braces shall be installed within 6 " of each web panel point
8)A creep factor of 1.00 has been applied for this truss analysis
9) Due to negative reactions in gravity bad cases, special connections to the bearing surface atjohts 6, 7, 8, 10 may need to be considered
10) Listed wind uplift reactions based on MWFRS Only loading
I I ) ParapetTL: 0 13 irL 2L/409 (I I-1),Allowable 2L/120
ALL PERSONS FABRICATING, HANDLING, ERECITNG OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TtueBuild rOTruss Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSANDQUALIFICATIONS SET FORIHINTHE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE NETALCONNECTORS ARE USED,
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
1301 MONTALVO WAY, STE 4
PALM SPRINGS, CA. 92262
760423-9479
Truss: B
JobName: lot-6 quarry
Date: 12/12/19 16:01:54
Page: lofl
SPAN PITCH
34-5-0 125 / 12
QTY
26
OHL OHR CANT L
0-0-0 0-0-0 0-0-0
CANT R
0-M
PLYS
1
SPACING WGT/PLY
18 in 181 ibs
4 'J 10
4 3-i 0
4 3 t 0 4-3-10 4-3 10
4 3-10
4-3-10 4 3 10
4-3-10
8-7-4
12-10 14 17-2-8 21-6-2
25 9-12
30-1-6 34-5-0
34/ 2X/41 61/
'+? x
c� t4A42
/ 6r I 6U6X82Bz8b 1 1 10z10:��
q4 zX2 15 77\ 5z8 /
$ 5z8 \ 10z10 I 12 1.75
T 2X4,
0-0-0
4-3-10 4-3-10 4-3-10 4-3-10 4-310 4-3-10 1
4-3-10
7-
4-3-10 8-7-4 12-10-14 12-8 21-6-2 25-9-12
30-1-6
otherwise All plates shown to be Eagle 20 unless noted
Loading (pso
General
CSI
Deflection L/ (loc)
Allowed
TCLL : 20
Bldg Code: CBC 2016/
TC: 032 (56)
VertTL: 129 in L /318 (13-14)
L /240
TCDL: 15
TPR-2014
BC: 0.86(12-13)
VertLL: 0,47in L/875 (13-14)
L/360
BCLL : 0
Rep Mbr: Yes
Web : 0.76 (9-11)
Horr TL: 0.09 in 10
BCDL : 10
Lumber D.O.L- : 115 %
Reaction
JT II > Combo Big Wdb Ii c d Rr P lhdth Max React Max Grav Uplift Max VAnd Uplift Max Uplift Mar Honz
18 1 15 in — 1,4141bs -05 Ibs 65 Ibs 157lbs
10 1 15 in — 1,425 lbs -90 Ibs -90 Ibs
Material Bracing
TC: DFL # l 2 x 4 TC: Sheathed
BC: DFL SS 2 x 6 BC: Sheathed orHvl ns at9-2-0, Purlin design by Others-
Vkb: DFL #2 2 x 4
Loads
1) This truss has been designed for the effects due to 10 psfbottom chord live bad plus dead bads.
2) This miss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, GableTlip, Risk Category IL Overall Bldg Dims 25 ft x 60 ft, h =15 $ End Zone Thus, Both end webs considered. DOL =160
3) Minimum storage attic loading has been applied in accordance with BC 1607A
4)A 250 Ibs moving/sprinkler point load has been applied to the BC concunent with other dead+ live bads
Memher Forces T4IPiMin -.V—J—rn—rcr a s n(--
TC
1-2
230381
0210
2,2061bs
A12216s
34
4-5
OSII
0-In
-5,5321bs
6,469It*
56
a-7
0.720
0.58]
-6,4701bs
.0'NIths
7-8
8-9
0580
0348
-6,2801bs
3.W11bs
9C
I 1-12
0466
_,unl It%
(5W Ibs)
13-14
0 -862
¢,.'9 9 ft
(ON lbs]
1$46
0.393
4,095 1bs
(652 Ibs)
I2-1]
0864
�_�rvlbs
(X6Ihs)
14-1S
0520
5,55•5Ibs
(539lbs
1&17
U=
'_'151bs
(-4I1Ihr)
WEk-I8
0-M
-1,34QIbs
3.16
11III
-r 71bs
6-14
0092
4791bs
{-',Hn)
9-11
0.760
34581bq (-%iib;)
I-17
0-163
1-4131bs
(-31516s
3-15
0296
1,54016s
(1971W7-12
0035
-31'_Ibs
9-10
0141
'-1,2961bs
2-17
0-154
-1,2001bs
4-15
0074
6231bs
8-12
0547
2,9471bs
W--38ra)
2-16
0393
1-0461bs
(266lbs)
4-T4
0188
9791bs
(-1181bs)
8-11
0120
-1,0971bs
Notes
1) Unless noted otherwise, do not cutor alter any truss member or plate without prior approval from a Professional Engineer
2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80).
3) Hangers are for graphical intrepretation only. Install hangers per manufactur& s recommendations-
4) Brace bottom chord with approved sheathing or purins per Bracing Summary.
5)A creep factor of 1.00 has been applied for this truss analysis
6) Listed wind uplift reactions based on MWFRS Only loading
�b
71/
1-6-1
2N 1 TT
5-0-4 6
j I
4-3-10 5 4
34-5-0
�J 1
T41
_z
Fxp, 6/30/20
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuilcMTruss Software v5.6.326
REFEP TOALL OF THE INSTRUCTIONS, LINUTATTONSAND QUALIFICATIONS SETFOFJH IN THEEAGLEIVETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNE TORS ARE USED.
V—
I
L
f
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: C
1301 MONTALVO WAY, STE 4
JobName: lot-6<tlarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:02:03
760-423-9479
Page: lofl
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
16-3-0 025 /12 6 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 74lbs
16-3-0
3-3-8 , 3-3-8 3-3-11 3-3-8 3-1-0
3-3-8 6-7-0 9_10-8 13 2-0 16-3-0
13
o 5x5 0.25 12 2 4 2x4 61 - 6 6
4
-tb
b T6 - z
13
o p
24EJ 6x8 - 5x5 - 6x6 - 6x6 -
O 0 3-3-8 3-3-8 3-3-8 3-3-8 3-1-0 0-0-0
3-3-8 6-7-0 9_10-8 13-2-0 16-3-0
All plates shownto be Eagle 20 unless otherwise noted
Loading (ps f) General CSI Deflection L/ (loc) Allowed
TCLL : 20 Bldg Code . CBC 2016/ TC: 0.67 (3-4) VertTL: 026 in L /695 (9-10) L /240
TCDL: 15 TPI1-2014 BC: 051(9-10) VertLL: 0.07inUP L/999 (10-11) L/360
BCLL: 0 Rep Mbr. Yes VVeb: 051(1-11) HorzTL: 0.03in 7
BCDL : 10 Lumber-D.O.L.:. 115 %
Reaction
JT BrgCombo BrgVvidth R d Brg Widdi Max React Max Grav U lift Max %d U lift Max Uplift Max Honz
12 1 5.5 in 150 in 1,176 Ibs 230 lbs
7 1 5.5 in 1.50 in 1,21 I lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Pudrtrs at 2-8-0, Purlin design by Others
BC: DFL SS 2 x 4 BC: Sheathed or Padins at 10-M, Purlin design by Others.
Vlhb: DFL #2 2 x 4
Loads
1) This truss has been designed for the effecls due to 10 psf bottom chord live load plus dead loads.
2) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk Category IL Overall Bldg Dims 25 ft x 60 ft, h =15 ft, End Zone Truss, Both end webs considered DOL =160
3) Minimum storage attic loading has been applied in accordance with IBC 1607 1
4)A250 lbs moving/sprinkler point load has been applied to the BC concurrent with other dead+ live bads.
5) •' - Indicates parapet wind loading has been applied to member 13- l
LoadCase DI: StdDead Load
Point Loads
Member Locaton Duu lion Load Tnb WKfih
Top 8-5-8 Down 600lbs
Member Forces Tableindicates:kknibaID,n CS, =analbfu?,(macoD fir.faceifdilibmtSanmacanalfor. Only facegmWthni300lbsaeshowninthis table.
TC 1-2 0.199-2,482lbs 34 0.665-3,920Ibs 56 0165-2,057lbs 4'
23 0311-3,1115•lbs 4-5 0.311 19I7lbs
BC 8A 0256 2,054lbs 10-11 0368 2,478lbs (4671bs) _
940 0509 3.912lbs 11-12 0084 -420lbs
1W) 1-17 0485 -Lll1 llb 2-10 0,-1)5 1,53'tlbs Sji 0..391 2.039ibs 6-7 0.130-1,t511bs
6/30/20
[it 0 509 1-649 lbs 3-10 0 054 -509 lbs 5-8 0107 A55 lbs � x p
1--11 0086-777lbs +-V 0075 -693lbs 6-8 0446 2,321lbs
Notes ;
1) Unless noted otherwise, do notcut or after any truss member or plate without prior approval from a Professional Engineer -J
2) The fabncahon tolerance for this roof truss is 20 %(Cq = 0.80).
3) Provide adequate drainage to prevent ponding.
4) Brace bottom chord with approved sheathing or purlins per Bracing Summary.
5)At least one web of this truss has been designed wide a panel point in the web All panel points on such webs shall be braced lam* perpendicular to the plane of the
truss. Lateral braces shall be installed within 6 " of each web panel point
6)A creep factor of 100 has been applied for this truss an*sis
7) Listed wind uplift reactions based on MWFRS Only loading
8) ParapetTL: 013 in, 21- 399 (13-1 Allowable 2L/120
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASF UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TrueBuildVTruss Software v5.6.326
REFER TOALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNICIORS ARE USED.
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: C3-DT
1301 MONTALVO WAY, STE 4
JobName:lot-rquarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:02:17
760-423-9479
Page: loft
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
16-3-8 025 / 12 1 0-0-0 0-0-0 0-0-0 0-0-0 2
24 in 71 lbs
16-3-8
3-3-8 3-3-8 3-3-8 3-3-8
3-1-8
3-3-8 6-7-0 9-10-8 13-2-0
16-3-8
— 1
41 025 12 2V I 2x44 4V4 - 1 -
o
21 4z6 - 4xR - 4.94 - 4x6 - j
0 0 0 3-3-8 3-3-8 3-3-8 3-3-8 1
3-1-8 0-0-0
3-3-8 6-7-0 9-10-8 13-2-0 1
16-3-8
All plates shown to be Eagle 20 unless otherwise noted
Loading(psf) General CSI Deflection U (loc) Allowed
TCLL : 20 Bldg Code . CBC 2016/ TC: 0,36 (3-4) VertTL: 0.13 in L /999 (9-10) L /240
TCDL: 15 TP11-2014 BC: 0.28(9-10) VertLL: 005in L/999 (10-11) L/360
BOLL: 0 RepMbr: No Web: 0,26(1-11) HorzTL: 0.02in 7
BCDL: l0 Lumber D0L 115%
Reaction
IT Brg Combo BrK Width Rqd Bng Width Max React Max Grav Uplift Max Wind Uplift MaxUplift Max Horiz
12 1 5.5 in 150 in 1,179 Ibs 230 Ibs
7 1 5 5 in 1.50 in 1,213 lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purlins at 6-3-0, Pudin design by Others
BC: DFL SS 2 x 4 BC: Sheathed or Purihs at 10-M, Purlin design by Others.
Vkb: DFL #2 2 x 4
Loads
1) This truss has been designed for the effects due to 10 psfbottom chord live bad plus dead loads.
2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 to 16-5-8: 200 plf
3) This mass has been designed for the effects of wind loads in accordance wilhASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk CategoryQ, Overall Bldg Dons 25 ft x 60 $ h =15 ft, End Zone Truss, Both end webs considered. DOL = 1,60
4) Minunum storage attic loading has been applied in accordance with IBC 1607.1
5)A 250 lbs moving/sprinkler point load has been applied to the BC concurrent with other dead+ live loads.
6)'• - Indicates parapetwind loading has been applied to member 13-1
LoadCase DI: StdDeadLoad
Pout Loads
Member Location Direction Load TnbWidth
Top 8-5-8 Down 6001bs
Member Forces Table indicates: Manba m, nmc CSI, rrmc aaal b= (mac axrprforce ifdff=t limn nmc mdal fare). Only miN }7us Em 30011b; are shown in this table
TC 1-2 0110 -1,244 lbs 34 0360-1,969lbs 56 0092 -1,043 lbs
- f-
23 0.172 4,966 M 4-5 0.174 .1,9671bs
�J
eC 1-8 11.044 3161hs 9-10 0-110 1,965lbs 11-12 0-055-333lbs
S-4 0,211 1,0411bs 16-11 0235 E -a2lbs (a331ts)
6/30/20
Web 1-12 0243 -557 lbs 2-10 0-163 1.194lbs (261W 5-8 0-051 »377 it8
` "i u.
1-11 0255 1,328lbs 4-90036 377lbs 6-8 0215 111731bs
2-11 0042 415 lbs 5A 0-195 12177 lbs 6-7 0062 -576 lbs
Notes
; r.•;• .
1) Unless noted otherwise, do not cut or alter any truss member orplate without prior approval from a Professional Engineer
2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80)•
=
3) Provide adequate drainage to prevent ponding.
4) Brace bottom chord with approved sheathing or purli ns per Bracing Summary.
5)At least one web of this puss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe
truss. Lateral braces shall be installed within 6 " of each web panel point
6)A creep factor of 100 has been applied for this truss analysis.
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TrueBuilMTmss Software v5.6 326
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Pmducts
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: C3-DT
1301 MONTALVO WAY, STE 4 JobName: lot-6Siarry
PALM SPRINGS, CA. 92262 Date: 12/12/19 16:02:17
760423-9479 Page: 2of2
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
16-3-8 025 / 12 1 0-" 0-" 0-0-0 0-" 2 24 in 71 lbs
7) The forces shown for firs multi -ply truss are per ply and the reactions are for all plies. Two identical muses shall be built and attached as follows, per ply: 16d Nails or
Gun Nails[min .135"01 TC - i row @ 12 inoc, BC - 1 row @ 12 in oc , Webs -1 row @ 12 m oc
Pmv ided the hanger connections do not adequably transfer the applied bad to all plies: in addition to connectors shown above, attach each pair of girder plies with
supplemental 16d Nails orGun Nails[min 135". 3] as follows within 24" of the location shown:
TC: 8-5-8,(4)Connectors
Connectors shall not encroach on other girder ply connectors ortnus-to-truss connectors in accordance with the NDS or the connector manufacturer recommendations.
8) When applied loads are on one side of girder; do not flip girder during girder connector installation, install connectors on the girder side where supported loads are
applied. When applied bads are on both sides of girdq double the spacing and install half of the connectors on one side of girder and then flip the girder to install the
other half of the connectors on the opposite side (at double the connector spacing) Connectors on opposite sides ofthe girder shall be offset
9) Lateral bracing shall be attached to each ply.
10)All fasteners minimum 2-1/2" long, unless otherwise noted
11) Nails in 1st and 2nd ply shall be offset from successive plies by 12 the nail spacing.
12) Listed wind uplift reactions based on MWFRS Only loading
13) Parapet TL: 0 07 in, 2LJ799 (13-1),Allowable 211120.
L
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuil(MTruss Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE MEIAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE VErAL CONNBCIORS ARE USED.
I
LL
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: C4
1301 MONTALVO WAY, STE 4
JobName:lotbcluairy
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:02:20
760-423-9479
Page: lofl
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
15-84 025 / 12 1 0-M 0-0-0 0-M 0-0-0 1
24 in 711bs
1 SB-4
3 3.8 3-3-8 3.3-8 3 3 8
2-6-4
3-3-8 6-7-0 9-10-8 13-2-0
15-8-4
13
J
12 2>�4 2.t 1
61- 61-
_ 460.26
2
r�
�
N
C6
2 6.19 - 4x6 - 6x6 -,
6 6 - 1
0-0-0
0-0-0
3-3-8 3-3-8 r 3-3-8 3-3-8
2-6-4
3-3-8 6-7-0 9-10-8 13 2-0
158-4
All plates shownto be Eagle 20 unless otherwise noted
Loading (pst) General CSI Deflection L/ (loc) Allowed
TCLL : 20 Bldg Code CBC 2016/ TC: 0.75 (3-4) VertTL: 0 25 in L / 707 10 L / 240
TCDL: 15 TPI1-2014 BC: 056(9-10) VertLL: 0.07inUP L/999 (10-11) L/360
BCLL: 0 RepMbr: No Web: 0,49(1-11) HorzTL: 003in 7
BCDL : 10 Lumber D.O.L.: 115 %
Reaction
JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max Wand Uplift Max Uplift Max Horiz
12 1 5.5 in 150 in 1,134lbs 230lbs
7 1 5.5 in 1.50 in 1,1921bs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purlins at2-7-0, Pudin design by Others
BC: DFL SS 2 x 4 BC: Sheathed or Purlms at 10-M, Purhn design by Others
Vkb: DFL 92 2 x 4
Loads
1) This miss has been designed for the effects due I0 10 psfbothm chord live load plus dead loads.
2) This miss has been designed for the effects of wind loads in accordance whhASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, GableEip, Risk Category M Overall Bldg Dims 25 ft x 60 f( h =15 ft( End Zone Thus, Both end webs considered DOL = 1.60
3) Minimum storage atric loading has been applied in accordance with IBC 1607.1
4)A250 lbs movinWsprinkler point load has been applied to the BC concurrent with other dead+ live loads,
5) •• - Indicates parapet wind loading has been applied to member 13-1
Load Case DI: StdDeadLoad
Point Loads
Member Location Direction Load TnbWidth
Top 8-5-8 Down 600lbs
Member Forces Table irtdic-da: Herber D, nac C4 rrex coal fofm (ma oxrpr. fore if diffeeit from mac coal fbim). Only fbim rgwer don 300lbs ae shown m this table
TC i 2 0 211 -2,389 8u 34 0 753 -3,675 lbs 5-6 0.146 -1,674 lbs
'•
_-3 0-32I ].o70lbs 0 0 84 3.672.1h5
-
1BL' x�r 02266 1.6T-16s 10-I1 0429 2,385lbs F1851bs)
?1O 0-561 3,t,67 tlrs 11-12 0-094 320lbs
'.%di 1-12 0-485-1,072lbs 2-10 0,264 1,3811hs SaO 0.420 1I9416 6-7 0.129-1,1421bs
1-11 0-490 2,549 lbs 3-10 0.051 5-8 0,109
.
I•
6/30/20
-482lbs -9751bs
*� �•�N•
2-11 0mo -729 lbs 49 OD79 -723 lbs 6-8 0-382 1,989 lbs
*J
Notes
C I V I_
1) Unless noted otherwise, do notcut or atterany Tws memberorpiate without prior approval from a Professional Engineer.
2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80).
3) Provide adequate drainage to prevent ponding.
4) Brace bottom chord with approved sheathing or pudins per Bracing Summary.
5)At least one web of this thus has been designed with a panel point in the web. All panel points on such webs shall be braced laterally perpendicular to the plane ofthe
truss. Lateral braces shall be installed within 6 " of each web panel point
6)A creep factor of 1.00 has been applied for this truss analysis
7) Listed wind uplift reactions based on MWFRS Only loading
8)ParapetTL:0.13 in,2L/397(l3-l),Allowable2L/l20
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO TrueBuild%)Tnus Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET FORIH IN THE EAGLEMETAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
in,
I
L
I
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: C5
1301 MONTALVO WAY, STE 4
JobName:lot-6,quarry
PALM SPRINGS, CA. 92262
Date:
12/12/19 16:02:23
760-423-9479
Page:
loft
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
14-11-6 025/12 1 0-0-0 0-0-0 0-M 0-0-0 1
24in 63Ins
14-11-6
3-3-6 3-3.8 3-3-8 5 0.14
3-3-8 6-7-0 9-10-8 14-11-6
0.25 12 2x44
61 -
211 1
� - 3
6xf - 4X
TT
o
ligg
ggLi
1 6x6 - 4x5 - 6z8 -
0-0-0 3-3-8 3-3-8 3-3-8 5-0-14
0-0-0
3-3-8 6-7-0 9-10-8 14-11-6
All plates shown to be Eagle 20 unless otherwise noted
Loading (psi) General CSI Deflection I/ (loc) Allowed
TCLL : 20 Bldg Code CBC 2016/ TC: 0.76 (3-4) VertTL: 0 27 in L /623 8 L /240
TCDL : 15 TPI 1-2014 BC 0,57 (7-8) VertLL: 0 06 in L /999 8 L /360
BCLL : 0 Rep Mbr : No Vkb : 0,67 (5-7) Horz TL: 0 02 in 6
BCDL: 10 LumberD-O.L-: 115%
Reaction
JT Brg Combo Brg WMih Rqd Brg Width Max React Max Grav Uplift Max Wnd Uplift Max Uplift Max Horiz
10 1 5 5 in 150 in 1,082 Ibs 76 lbs
6 1 55 in 1.50 in 1,162 Ins
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purlms at 2-9-0, Pudin design by Others.
BC: DFL SS 2 x 4 BC: Sheathed or Pudins at 10-M, Purlin design by Others.
Web: DFL 92 2 x 4
Loads
1) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
2) This truss has been designed for the effects of wind bads in accordance withASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk Category IL Overall Bldg Duns 25 It x 60 ft, h =15 ft, End Zone Truss, Both end webs considered. DOL =1.60
3) Minimum storage attic loading has been applied in accordance with IBC 1607-1
4)A 250 Ins moving/sprinklerpoint load has been applied Do the BC concunentwith otrerdead+ live loads-
LoadCase D1: StdDeadl-oad
Part Loads
Member Location Direction Load Tnb Width
Top 8-5-8 Down 600lbs
Member Forces Table indicates: 1vlembm ID, max CSI, mac a" tome, (mac wW.. face ifdi9emit fmm max axial fbrm). Only fats gm=thin 300lbs are shown in dus table
TC 1-2 0.MO '2-r 51 Ihs Ni95 33281bs 3-4 G-WC 3331 Ihs 4-5 0.416 3.330lbs
W. 74 0573 ] '5 bs 8+f]. LC4 "48 ihs
.
Web 0112 -1,023 lbs 2-9 0 075 -679 tbs 3-8 0047 - 4_ 16s 5-7 0.66a 3,478 ibs
� ✓-
II-10
l-9 0463 2,4091bs '-s 0226 1,177lbs 4-7 0086-7831bs 56 0-121-1,078lbs
Notes
i
6/30/2.
1) Unless noted otherwise, do notcutor alterany truss memberorplate withoutprior approval from aPmfessional Engineer
2) The fabrication tolerance for this rooftruss is 20 %(Cq= 0.80).
'
3) Provide adequate drainage to prevent ponding
f
4) Brace bottom chord with approved sheathing or purlins per Bracing Summary.
5)A creep factor of 100 has been applied for this truss analysis.
6) Lisled wind uplift reactions based on MWFRS Only loading
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY -[BUSS BASED UPON THIS TRUSS DESIGN DRAWINGARE INSTRUCTED TO
TrueBuildXTrusss Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONSAND QUALIFICATIONS SET' FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: C6
1301 MONTALVO WAY, STE 4
JobName:lot-rqumrry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:02:26
760423-9479
Page: lofl
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
13-11-0 025/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1
24in 59lbs
13-iT-u
2-8-12 I 3-3-9 I 3-3-8
4-7-4
2-8-12 6-0-4 9-3-12
13-11-0
0.25 12 2.441
61 -
2V I
6x 4
T�
�04Tri
TiLi
1
6x6 - 4x5 - 6z8 -
1
0-0-0 2-8-12 f 3-3-8 3-3-8 r
4-7-4 0-0-0
2-8-12 6-0-4 9-3-12 '
13-11-0
All plates shownto be Eagle 20 unless otherwise noted
Loading (pst) General CSI Deflection L/ 0oc) Allowed
TCLL : 20 Bldg Code . CBC 2016/ TC: 0.74 (3-4) VertTL: 021 in L / 736 8 L / 240
TCDL: 15 TPI1-2014 BC: 0.51(7-8) VVedLL: 005in L/999 (8-9) L/360
BCLL : 0 Rep Mbr : No Vkb : 0.59 (5-7) HorzTL: 0 02 m 6
BCDL : 10 Lumber D.O.L. 1 l5 %
Reaction
JT Brg Combo Brg VAdth Rqd Brg Wdth Max React Max Grav Uplift Max Wmd Uplift Uplift Max Honz
_Max
10 1 55 in 150 in 1,024 Ibs 75 Ibs
6 1 5 5 in 1.50 in 1,107lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed orPurfms at3-M, Purlin design by Otters.
BC: DFL SS 2 x 4 BC: Sheathed or Purlins at 10-M, Purlin design by Others.
Web: DFL #2 2 x 4
Loads
1) This truss has been designed for the effects due to 10 psf bottom chord live bad plus dead loads.
2) This taus has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined 'input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk Category IL Overall Bldg Duns 25 R x 60 ft h = 15 ft, End Zone Tnus, Both end webs considered. DOL =1.60
3) Mimm rn storage attic loading has been applied in accordance with IBC 1607,1
4)A 250 Ibs movir*sprinkler point load has been applied to the BC concurrent with other dead + live bads
LoadCase DI: StdDeadLoad
Pond Loads
Member Location Direction Load Tnb Width
Top 7-10-12 Down 600lbs
Member Forces Table Wicaz:MenbaID, max CS[max &ialface,(fretaorrgxforce ifdidaartfiomrtmatialJbimlOrdybrcmW[rdw300lbsaeshown inthistable
TC I = 0.138-10RAbs 23 G. R) _J lhs � + +1739 ;+17lbs -F5 0388 2935lbs
DC 7.9 Q512 2,u30lbs 8?7 U39h 1.tP?5lIts
Wb I -to 0108-9821hs 2A 0.074 6721bs 3-8 0048 -454lbs 5.7 .0,5W 3,0931hv
IA 0383 1,9971bs 2S 0232 1,1191bs 4-7 0083-7621bs 56 0.116-1,033lbs
Z
Notes
-
( 6/30/20
1) Unless noted otherwise, do not cut or alter any ttussmember orplate without prior approval fromaProfessional Engineet
_
2) The fabrication tolerance for this roof truss is 20 %(Cq = 0 80)
* JA
3) Provide adequate drainage to prevent ponding.
�
C I V
4) Brace bottom chord with approved sheathing or purlmSummary.s per Bracing Summary.
5)A creep factor of 1.00 has been applied for this truss analysis
C
6) Listed wind uplift reactions based on MWFRS Only loading
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
Tn eBuiliMTtuss Software v5.6.326
REFERTOALLOFTHE INSTRUCTIONS, LIMTATIONSAND QUALIFICATIONS SETFORIH N THE EAGLE NERLPRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
r
i
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: C7
1301 MONTALVO WAY, STE 4
JobName:lot-6<uarry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:02:29
760-423-9479
Page: l of t
SPAN PITCH QTY OHL OHR CANT L CANT R
PLYS
SPACING WGT/PLY
9-10-12 025/12 1 0-M 0-0-0 0-0-0 0-0-0
1
24in 411bs
9-10-12
241-12 3-3-8
3-1"
2-8-12 6-0-4
9-10-12
6 0.25 12 4 I 211 SxdS -
x� -
rT
l
2 6x6 - 5x5 -
0 0
0-0-0
1 2-8-12
3-3-8
3-10-8
2-&12
6-0-4
9-10-12
All plates shown to be Eagle 20 unless otherwise noted
Loading (ps f)
General
CSI
Deflection L✓
(loc)
Allowed
TCLL : 20
Bldg Code: CBC 2016/
TC:
0b8 (2-3)
Vert TL: 008 in L / 999
(5-6)
L / 240
TCDL : 15
TPI 1-2014
BC:
0,28 (6-7)
Vert LL: 0-02 in L / 999
(5-6)
L / 360
BCLL: 0
RepMbr: No
Web:
0.35(1-7)
HorzTL: 001 in
5
BCDL: 10
LumberD.O.L . 115%
Reaction
TT Erg Combo Br' Nhclth Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Honz
8 1 5.5 in 150 in 876 lbs 74 lbs
5 1 5.5 in 1.50 in 812 lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purlins a14-2-0, Purlin design by Others.
BC: DFL SS 2 x 4 BC: Sheathed or Puriins at 10-M, Purlin design by Others.
Vkb: DFL #2 2 x 4
Loads
1) This thus has been designed for the effect due to 10 psfbottom chord live bad plus dead bads.
2) This truss has been designed for the effects of wind bads in accordance withASCE7 -10 with the fotowing user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk Category II, Overall Bldg Dims 25 ft x 60 It, h =15 $ End Zone Truss, Both end webs considered. DOL = 1.60
3) Minimum storage atftc loading has been applied in accordance with IBC 1607.1
4)A 250 lbs moving/sprinkler point load has been applied to the BC concurrent with other dead + live loads.
LoadCase DI: StdDeadLoad
Point Loads
Member Location Direction Load TnbWidth
Top 4-5-4 Down 600lbs
Member Forces Table iodides: Ntanber ID, max CSI, n a" fomG (mac curt/ force if diet %m n anal br* Only 6ru. genes thn 300Ibs ae shown in this table
TC: 1 2 v 3" -LtiPt 1= 0.04 -LcN lbs 13-1 0. tsc1 a.4n lbs I
1-7 0348 1,810lbs 116 0063 -578 lbs 14-3 0081-720lbs
Notes
1) Unless noted otherwise, do notcutor alter any truss memberor plate without prior approval from aProfessional Engineer
2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80).
3) Provide adequate drainage to prevent ponding.
4) Brace bottom chord with approved sheathing orpurlins per Bracing Summary.
5)Acreep factor of 1.00 has been applied for this truss analysis.
6) Listed wind uplift reactions based on MWFRS Only load ng-
Lxp 6/30/20 yy
L T
Civ''
f ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORIH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE MEIAL CONNECTORS ARE USED.
TrueBuild9Truss Software v5.6.326
Eagle Metal Products
I
SPAN
54-8
Tj
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
1301 MONTALVO WAY, STE 4
PALM SPRINGS, CA. 92262
760-423-9479
PITCH QTY OHL OHR CANT L CANT R
0.25/12 1 0-M 0-M 0-0-0 0-M
JCC-.4.-O
5-4-8
Truss: C8
JobName: lot-6giarry
Date: 12/12/19 16:02:33
Page: i of 1
PLYS SPACING WGT/PLY
1 24 in 25 lbs
3x4 - 0.25 12 31 -
0-0-0 0-0-0
2-8-4 2-8-4
2-8-4 5-4-8
All plates shown to be Eagle 20 unless otherwise noted
Loading (psf) General CS1 Deflection U (foe) Allowed
TCLL: 20 Bldg Code CBC2016/ TC: 0.89(1-2) VertTL: 0.01 in L/999 (3-4) L/240
TCDL : 15 TPI 1-2014 BC: 0-08 (3-4) VertLL: 0 hn L /999 (3-4) L /360
BCLL: 0 RepMbr: No Vibb: 0-09(1-5) HorzTL: Din 3
BCDL : 10 Lumber D.O.L.: 1 l5 %
Reaction
if_ 1_ gCom_ bo Brg Wdlh Rqd Brg WShch Max Rmrr Mwr Grav Upliii M•,Ix Weed Uplift Max Uplift Max Hrnix
5 1 5 5 in 150 in 819 lbs 71 lbs
3 1 5 5 in 1.50 in 416 lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purtins at 6-3-0, Puriin design by Others.
BC: DFL SS 2 x 4 BC: Sheathed ot-Purlms at 10-M, Purlin design by Others
Vkb: DFL 92 2 x 4
Loads
1) This fins has been designed for the effects due to 10 psfbottom chord live load plus dead loads
2) This fins has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 125 mph (FactDrcdj Exposure C,
Enclosed, GableMp, Risk Category II, Overall Bldg Duns 25 ft x 60 ft, h =15 ft, End Zone Thus, Both end webs considered. DOL =1-60
3) Minimum storage attic loading has been applied in accordance with IBC 1607.1
4)A250 lbs moving/sprinkler pointload has been applied to the BC concurrentwith other dead+ live loads.
LoadCase DI: StdDeadLoad
Porto Loads
Member Location Direction Load TnbWidth
Top 0-11-12 Down 600lbs �.
Member Forces Table indicfa: Mamba m, rtmc CSI, r a" b= (mac cmV Tome ifddre t 8orn nmc seal lbree} Only forts geitar d= 300lbs are shown m this table
r-,
TC
P
ildj la Aakl7 761lbs 2-3 0045-34511-
Notes 41
1) Unless noted otherwise, do notcut or aller any truss member or plate without prior approval from a Professional Engineer �6/30/20
2) The fabrication tolerance for this rooftruss is 20 %(Cq= 0.80). L x p'
3) Provide adequate drainage to prevent pondng.
4) Brace bottom chord with approved sheathing or purf¢u per Bracing Summary.
5)A creep factor of 1.00 has been applied for this truss analysis,'
6) Listed wind uplift reactions based on MWFRS Only loading.
L
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLINGANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO 1 TrueBuil&Truss Software v5.6326
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SETFORIH IN THE EAGLE MEI]AL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLEMETAL CONNECIORS ARE USED-
F
L
OMEGA EQUIPMENT PERFORMANCE ENGINEERING
Truss: C-DT
1301 MONTALVO WAY, STE 4
JobName:lot-6<parry
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:01:57
760-423-9479
Page: lof2
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
16-3-0 025 / 12 1 0-0-0 0-0-0 0-0-0 0-0-0 2
24 in 71 lbs
16-3-0
3-3-8 3-3-8 3-3-8 3.34
3-1-0
3-3-8 6-7-0 9-10-8 13-2-0
16-3-0
1
0.25 12 2 4 I 2 4 I 4V - 41 -
4.
�T
4K4
2
00
TY
pp ggLl
21 4z6 - 4z4 - 4x4 - 4x6
-
0-0-0
3-3-8 3-3-8 I 3-3-8 I 3-3-8
0-0-0
3-1-0
3-3-8 6-7-0 9-10-8 13-2-0
16-3-0
All plates shown to be Eagle 20 unless otherwise noted
Loading (psi) General CSI Deflection L✓ (loc) Allowed
TCLL : 20 Bldg Code : CBC 2016/ TC: 0.36 (3-4) VertTL: 0 13 in L /999 (9-10) L /240
TCDL: 15 TPII-2014 BC: 028(9-10) VertLL: 0.05in L/999 (10-11) L/360
BCLL: 0 RepMbr: No Vtbb: 025(1-11) HOrzTL: 002m 7
BCDL: 10 LumberDO.L.: 115%
Reaction
JT BrgCornbo B Width R d Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz
12 1 5.5 in 1 50 in 1,176 Ibs 2301bs
7 1 5.5 in 150 in 1,211 lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Pudms at 6-3-0, Pudin design by Others
BC: DFL SS 2 x 4 BC: Sheathed or Parh ns at 10-M, Purlin design by Others
Vkb: DFL 92 2 x 4
Loads
1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads.
2) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-M tc 16-5-8: 200 plf
3) This truss has been designed for the effects of wind loads in accordance withASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk Category II, Overall Bldg Duns 25 ft x 60 ft, h =15 d( End Zone Truss, Both end webs considered DOL =160
4) Minimum storage attic loading has been applied in accordance with IBC 1607.1
5)A250 Ibs moving/sprinklerpoint load has been applied to the BC concurrent with other dead+ live bads
6) " - Indicates parapet wind loading has been applied to member 13-1
Load Case DI: StdDeadLoad
Porto Loads
Member Location Direction Load TnbWidth
Top 8-5-8 Down 6001bs
Member Forces Table india3a: Menba ID, mac CSI, max a aal brae, (mac eanpr. fare if dif mt from mac axial forml Only Exm "w rhn 3001bs are shown N this table
TC 1-2 0.1Io-1,241Ibs 34 0359-1,9601bs 56 0.091-1,028lbs
�•. '
�' •Z
23 R 71 •.1,°h-71bs 4F) 0.t75 -1,9!M bs
l 8241
�- `{' T
?3C' 7.8 O.ii54-3121ba w10 [i. I,r 1,9361bs I 1-12 01156-3331bs
•
:3.9 0.2t0 I,uloibs I411 0?u� I,'191bs iSIIh:I
6/30/20
web 1.12 0243-55611as 2-10 0163 1,182lbs (-3116s) 5-8 0051 477IN
rX�
1-11 0254 1,324lbs 4A 0036-378lbs 6S 0 22 3 1,160lbs
�[
2-11 0042 414lbs 5-9 0196 1,282lbs 6-7 0062-575lbs
Notes
C I'd 1 -
1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer
2) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80).
3) Provide adequate: drainage to prevent ponding.
4) Brace bottom chord with approved sheathing or purlms per Bracing Summary.
5)At least one web of this truss has been designed with a panel point in the web. All panel points on such webs shall be braced brerally perpendicular to the plane ofihe
truss Lateral braces shall be installed within 6 " of each web panel point
6)A creep factor of 100 has been applied for this truss analysis.
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TmeBuild&Truss Software v5.6.326
REFER TOALL OF THE INSTRUCTIONS, LINaTATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE' ETAL PRODUCTS DESIGN NOTES ISSUED WITH
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
L
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: C-DT
1301 MONTALVO WAY, STE 4 JobName:lot-6-quarry
PALM SPRINGS, CA. 92262 Date: 12/12/19 16:01:58
760-423-9479 Page: 2of2
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
16-3-0 025 / 12 1 0-M 0-0-0 0-M 0-M 2 24 in 71 Ibis
7) - the foray shown foram multiply truss are per ply and the reactions are for all plies. -Iwo identical trusses shall be built and attached as follows, per ply: I bd Nam or
Gun Nats[min 135"x3] TC -1 row @ 12 in oc, BC - 1 row @ 12 in oc, Webs - l row @ 12 in oc
Provided the hanger connections do not adequately transfer the applied load to all plies: in addition to connectors shown above attach each pair of girder plies with
supplemental 16d Nails or Gun Nads[min 135"x3] as follows within 24" ofthe location shown:
TC: 8-5-8,(4)Connectors
Connectors shall not encroach on other girder ply connectors or truss -to -truss connectors in accordance with the NDS orthe connector manufacturer recommendations
8) When applied loads are on one side of girder; do not flip girder during girder connector installation, install connectors on the girder side where supported loads are
applied. When applied loads are on both sides ofgirder; double the spacing and install half of the connectors on one side of girder and then flip the girder to install the
other halfofdv connectors on the opposite side (at double the connector spacing). Connectors on opposite sides ofthe girder shall be offset
9) Lateral bracing shall be arlached to each ply.
10)All fasteners minimum 2-12" long unless otherwise noted
11) Nails in 1 st and 2nd ply shall be offset from successive plies by 12 the nail spacing
12) Listed wind uplift reactions based on MWFRS Only loading.
13) PardNtTL:0 07 in, 21-1199 (13-1JAtowable 21JI20
� Z
_41 m
Exp. 6/30/20
J
OF CALtiF'.-
1 ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I Tn]eStuld1)TIuss Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS, LQv1ITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITH Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
'r
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING
Truss: C-GBDT
1301 MONTALVO WAY, STE 4
JobName:lot-6cprany
PALM SPRINGS, CA. 92262
Date: 12/12/19 16:02:00
760-423-9479
Page: loft
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS
SPACING WGT/PLY
16-3-0 025 / 12 1 0-M 0-M 0-0-0 0-" 1
24 in 79 Ibs
16-3-0
3-3.8 3-3-8 3-3 8 3-3-8
3-1-0
3-3-8 6-7-0 9-10-8 13-2-0
16-3-0
13
T
0.25 12 314 2x44 3V
- 3)g
0
3 4
0
1
2r1e 1 3144- 3x - 41- 3x4- 2x4
0 0 0
0-0-0
3-3-8 3-3-8 3-3-8 3-3-8 I
3-1-0
3-3-8 6-7-0 9-10-8 13-2-0 I
16-3-0 1
All plates shown to be Eagle 20 unless otherwise noted
Loading (pst) General CSI Deflection L/ (loc) Allowed
TCLL : 20 Bldg Code CBC 2016/ TC: 0,67 (34) VertTL: 001 in L /999 (11-12) L /240
TCDL : 15 TPI 1-2014 BC: 0.09 (11-12) VertLL: 0 01 in L/999 (11-12) L /360
BCLL : 0 Rep Mbr No Vkb : 0.49 (l3-l) Horz TL: 0 in
BCDL: 10 LumberDO.L.. 115%
Reaction
Brg Combo Brg Width Red Brg Width Max React Max Grav Uplift Max Wnd Uplift Max Uplift Max Honz
1 197 5 in N/A 376lbs -228 lbs -10 lbs -228 Ibs -327 lbs
1 197 5 in N/A 312 lbs -01 lbs -61 lbs 52 lbs
1 197 5 in N/A 807 lbs -858 lbs
l 197-5 in N/A 653 lbs 136 lbs
I 197 5 in N/A 339 Ibs -66 lbs -06 lbs 272 lbs
1 197.5 in N/A 2921bs-137lbs -441bs-137lbs-348lbs
Material Bracing
TC: DFL SS 2 x 4 TC: Sheathed or Purlins at 6-3-0, Purlin design by Others.
BC: DFL SS 2 x 4 BC: Sheathed or Purlms at 10-M, Purlin design by Others
Web: DFL 92 2 x 4
Loads
l) This truss has been designed for the effects due to drag load distributed along shear walls along the bottom chord from 0-0-0 10 16-5-8: 200 plf.
2) This truss has been designed for the effects of wind bads in accordance wit hASCE7 -10 with the following user defined input 125 mph (Factored), Exposure C,
Enclosed, Gable/Hip, Risk Calegory II, Overall Bldg Dams 25 R x 60 $ h = 15 It, End Zone Truss, Both end webs considered. DOL =1,60
3) Minimum storage attic loading has been applied in accordance with IBC 1607 1
4)A 250 lbs moving/spnnklerpoint bed has been applied to the BC concurrent with other dead+ live bads.
5) s: _ Indicates parapet wind leading has been applied to member 13-1
LoadCase D 1: Std Dead Load
�� ^
Point Leads
Member Lopton Direction Load TnbWidth
Top 8-5-8 Down 600lbs
Member Forces Table indic3a: Manba m, rnax CSk axial fine, (m aorrpc fwcz if dilTaert fiom rrec aaal from) Only fx= goW ihm 300lbs ae sho n m this tale
(654 On),67lb6) > 0094 5661bs (54816s1
TC '_3
6/30/20
0-2443-5731bs 44 0.367 (MIb5
* t—Xp
BC 8-9 0.078 -333 lbs 10-11 0085 -333 lbs
9-10 0,074 -333 lbs t1-12 0-085-319lbs
-
Llt!b 1-11 0,094 5901bs (5771bs) 3-10 0-057-707lbs 5-90-146 -8041 lbs 6-7 0035 350 lbs
t' ., 1.
2-I1 0.027-3021bs 3-9 0,156 -872lbs 5-8 0041-354lbs
-
2-10 0-123 713lbs (694 65) 4A 0-072 642lbs 48 0-103 672lbs—
Notes
1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer
2) Gable webs placed at24 " OC, U N.O.
3)Attach structural gable blocks with 2x4 20ga plates, U.N.O.
4) Bracing shown is for in -plane requirements. For out -of -plane requirements, refer to BCSI-133 published by the SBCA
5) The fabrication tolerance for this roof truss is 20 %(Cq = 0.80),
6) Provide adequate drainage to prevent pending.
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO
TnteBuilMTruss Software v5.6.326
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SErFORIH IN THE EAGLEMML PRODUCTS DESIGN NOTS ISSUED W17H
Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEIAL CONNFS'IORS ARE USED.
L
OMEGAEQUIPMENT PERFORMANCE ENGINEERING Truss: C-GBDT
1301 MONTALVO WAY, STE 4 JobName:lot-6-quarry
PALM SPRINGS, CA. 92262 Date: 12/12/19 16:02:01
760-423-9479 Page: 2 of2
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
16-3-0 025112 l 0-M 0-M 0-M 0-M 1 24 in 79 Ibs
7)At least one web of ithis truss has been designed with a panel point in the web At panel points on such webs shall be braced laterally perpendicular to the plane ofthe
Ms. Lateral braces shall be installed within 6 " of each web panel point
8)A creep factor of 100 has been applied for this truss analysis
9) Due to negative reactions in gravity bad cases, special connections to the bearing surface atjomts 7,12 may need to be considered.
10) Listed wind uplift reactions based on MWFRS Only loading
l 1) ParapetTL: 0.12 in, 2L/418 (13-1), Allowable 2L/120.
f
I
1 *.. 6/30/20
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO I TrueBuild�Truss Software v5 6326
REFER TO ALL OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FOFUHIN THE EAGLE MEIALPRODUCTS DESTGNNOTESISSUED WITH Eagle Metal Products
THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNBCTORS ARE USED.