HomeMy WebLinkAbout1582 MARBRISA CIR; TRUSS; PCR16038; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
03-14-2016 Plan Check Revision Permit No:PCR16038
Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
1582 MARBRISA CR CBAD
PCR Status:
Parcel No:
Valuation:
Reference #:
PC#:
2111311100
$0.00
CB151869
Lot#: 0 Applied:
Construction Type: NEW Entered By:
Plan Approved:
Issued:
Project Title: GRAND PACIFIC-VILLA# 60
DEFERED TRUSS SUBMITTAL
Inspect Area:
Applicant:
SWS PANEL INC
4231 LIBERTY BLVD
SOUTH GATE CA 90280
Plan Check Revision Fee
Fire Expedited Plan Review
Additional Fees
Total Fees: $145.00
Inspector:
Owner:
GRAND PACIFIC CARLSBAD L P
5900 PASTEUR CT #200
CARLSBAD CA 92008
$145.00
$0.00
$0.00
Total Payments To Date: $145.00 Balance Due:
FINAL APPROVAL
Date: Clearance:
ISSUED
03/02/2016
RMA
03/14/2016
03/14/2016
$0.00
NOTICE: Please take NOllCE that approval of your project indudes the "lrrposition'' ci fees, dedications, reservations, or other exactions hereafter cdlectively
referred to as '~ees/exac:tions." You have 90 days from the date this perrrit was issued to protest irrposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in <?ovemrrent Code Section 66020(a), and file the protest and any other required informalion wth the City Manager for
processing in accordance wth Carsbad Munidpal Code Section 3.32.030. Failure to tirrely follow that procedure \o\111 bar any subsequent I~Jal action to attack,
review, set aside, void, or annul their irrposition.
You are hereby FURTHER NOll FlED that your right to protest the specified fees/exactions DOES NOT APPLY to water and se\i\er oonnection fees and capadty
changes, nor planning, zoning, gradng or other sirrilar application processing or service fees in oonnection wth this project. NOR DOES IT APPLY to any
fees/exactions of IAklich vou have oreviouslv been aiven a NOTICE sirrilar to this or as to IAklich the statute of !irritations has oreviouslv othei'Wse exoired.
City of
Carlsbad
PLAN CHECK REVISION
APPLICATION
B-15
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
Plan Check Revision No. Original Plan Checl< No. t l· .,:::,--)?/ '·.· ·i} I ) I /) b f V i /' L' ·
Project Address I "56 2 Date 3l[z.ltb
Email ~ o i"'\4..~@.. St.U ~.PO-AV \ Y'\ c.. . c:..o rYJ
Contact Address "'\ 2 3.\ 1.-' ~'f!!-oe.-'1 g \... \1 D
General Scope of Worl< f... br S jr:l.u<S..S .[)E. ~e:.~D suet-A ,~L
Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person.
1 . Elements revised:
0 Plans CE Calculations 0 Soils 0 Energy 0 Other
2.
Describe revisions in detail
L~S \~\l Sf:. \;>~re-~o Su~M \"'\\fTt,.,
fp( }/! LM-_if to
5.
6.
Does this revision, in any way, alter the exterior of the project?
Does this revision add ANY new floor area(s)? DYes
7. Does this revision affect any fire related issues? 0 Yes
8. Is this a complete set? ~Yes 0 No
3.
List page(s) where
each revision is
shown
DYes
Cf1No
pNo
4.
List revised sheets
that replace
existing sheets
[f2J No
£S'Signatu~£}~
1635 Faraday ue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov
www.carlsbadca.gov
EsGil Corporation
In CI'artnersliip witli government for CBui{aing Safety
DATE: MAR. 08, 2016 0 APPLICANT ~URIS.
JURISDICTION: CARLSBAD D PLAN REVIEWER
D FILE
PLAN CHECK NO.: 15-1869 (REV. #2)-NEW PCR#16-038 __ SET: I
PROJECT ADDRESS: 1582 MARBRISA CIRCLE
PROJECT NAME: MARBRISA RESORT (TIME-SHARE)-Hilton Grand Vacations Club
~ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
DAN TALANT
~ EsGil Corporation staff did not advise the applicant that the plan check has been completed.
D EsGil Corporation staff did advise the applicant that the plan check has bee~n completed.
Person contacted: DA~ Telephone#: 619-2.97-8066X25
Date contacted:-(b/()J") Email: dant@noaainc.com
Mail Telephone Fax In Person
C8J *REMARKS: The roof truss plans & calculations are under this permit.
By: ALI SADRE, S.E. Comments: Building #60 is under this permit onlv.
EsGil Corporation
0 GA 0 EJ 0 MB 0 PC 3/3
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
CARLSBAD 15-1869 (REV. #2) -NEW PCR#16-038
MAR. 08, 2016
[DO NOT PAY-THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: CARLSBAD
(REV. #2) -NEW PCR# 16-038
PLAN CHECK NO.: 15-1869
PREPARED BY: ALI SADRE, S.E. DATE: MAR. 08., 2016
BUILDING ADDRESS: 1582 MARBRISA CIRCLE
BUILDING OCCUPANCY: R2; V-A/SPR.
BUILDING AREA Valuation
PORTION (Sq. Ft.) Multiplier
LIVING 20423
DECKS 5824
PATIOS 2069
Air Conditioning 20423
Fire Sprinklers 28316
TOTAL VALUE
Jurisdiction Code CB By Ordinance
Bldg. Permit Fee by Ordinance "~
Plan Check Fee by Ordinance
Type of Review: 0 Complete Review
0 Repetitive Fee L~.""'::] Repeats
* Based on hourly rate
Comments:
o Other
0 Hourly
EsGil Fee
Reg. VALUE ($)
Mod.
$145.001
o Structural Only
11Hr.@* ~====$=1=1=6 ·=0=0
$116.001
Sheet 1 of 1
macvalue.doc +
February 12, 2016
CRlTI L
STRUCTURES
:RECEIVED
sws Panel MAR 0 2 Z0\6
4231 Liberty Blvd
South Gate, CA 90280 CITY OF CARLSBAD
Via email: jonathan@swspanelinc.comSU\LDING DIVISION
Phone: 323.923.4900
B\VE
li!l No Exceptions Taken [] Revise and resubmit
[J Furnish a• noted [J Rejected
This review is only for general compliance with the design concept of the project and
general compliance with the information given in the contract documents. Comments
made on these drawings do not relieve the contractor from compliance with the
requirements of the plans and specifications. Contractor's responsibility shall cover, but
shall not be limited to: elevations, dimensions, quantities, information pertaining to
fabrication processes, means and methods of construction, and coordination of work
with all other trades.
sv: Charlie Colvin DATE: 2/26/2016
Subject: Structural Calculations related to proposed Marbrisa Resort, Villa 60, located at,
Carlsbad, CA
Project No.16-222
Mr. Hansen,
Critical Structures, Inc. (CSI) has reviewed the calculations for each of the PDF design drawings
listed below and the roof truss designs conform to the 2013 California Building Code.
• G01
• G02
• G03
• G04
• GOS
• G06
• G07
• G08
• G09
• G10
• G11
• G12
• G13
• G14
• G15
• G16
• G17
• G18
• G19
Very truly yours,
Critical Structures, Inc.
• G20 •
• G21 •
• G22 •
• G23 •
• G24 •
• G25 •
• R01 •
• R02 •
• R03 •
• R04 •
• ROS •
• T01 •
• T02 •
• T03 •
• T04 •
• TOS •
• T06 •
• T07 •
• T08 •
[_ CJ._!rk:__ California S4204
Eric C. Stovner, P.E., S.E., LEED AP O+M
1852 Lomita Blvd" Suite 210, Lomita, CA 90717
T09 • T28
T10 • T29
T11 • T30
T12 • T31
T13 • T32
T14 • T33
T15 • T34
T16 • T35
T17 • T36
T18 • T37
T19 • T38
T20 • T39
T21 • T40
T22 • T41
T23 • T42
T24 • T43
T25 • T44
T26 • T45
T27 • T46
• T47
• T48
• T49
• TSO
• T51
• T52
• T53
• TS4
• TSS
• T56
• T57
• T58
• T59
• T60
• T61
• T62
31 0.530.3050
>''· I l--0
'"--~-~-
CY
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
7-8-14
0-10-2
R U S S
PITCH
2.116/12
1-8-I I
1-8-11
QTY
2
10-5-131
2-2-8 I
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
2-4-2
4-6-10
OHR
0-0-0
PLYS
1
2-4-2
7-4-9
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
12in
6s
GOl
213
1/2/2016 7:34:50 PM
Amcon6.003
1 of3
Eng Plot
2=ksa
WGT/PLY
25.4lbs
1-8-11 j0-5-13j 2-4-2 10-5-131 2-4-2 t-4-5j
1-8-11 12-2-81 4-6-10 5-0-7 7-4-9 -8-11
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (ATSI) fusteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#t2 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, \38 lbs; 68 mils: 1,610 lbs.Allowable shear per# 12 SDS (AJSf) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0,292 (6)
BC: 0.534 (9-10)
Web: 0.596 (5-9)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid Reaction
14 Pin (WL) I 6 in 1841bs
8 HRoll (lT) I 2 in 296 lbs
14 Pin (WL) 2 6 in 349 lbs
8 HRoll (lT) 2 2 in 560 lbs
14 Pin (WL) 3 6 in 132 lbs
14 Pin (WL) 3 6 in Sibs H
8 H Roll (lT) 3 2 in 210 lbs 14 Pin (WL) 4 6 in 220 lbs
14 Pin (WL) 4 6 in -8 lbs H
8 H Roll (lT) 4 2 in 356 lbs
14 Pin (WL) 5 6 in 1841bs
8 H Roll (lT) 5 2 in 296 lbs
14 Pin (WL) 6 6 in 184 lbs
8 H Roll (lT) 6 2 in 296 lbs
14 Pin (WL) 7 6 in 268 lbs
14 Pin (WL) 7 6 in 61bs H
8 H Roll (lT) 7 2 in 429 lbs
14 Pin (WL) 8 6 in 145 lbs
14 Pin (WL) 8 6 in 6 lbs H
8 HRoll (TI) 8 2 in 231 lbs
14 Pin (WL) 9 6 in 307 lbs
8 HRol\ (TI) 9 2 in 494 lbs 14 Pin (WL) 10 6 in ~35 lbs
14 Pin (WL) 10 6 in 17 lbs H
8 HRoll (lT) 10 2 in -62 lbs
14 Pin (WL) II 6 in -25 lbs
14 Pin (WL) II 6 in 33 lbs H
8 HRoll (lT) II 2 in -24 lbs
14 Pin('NL) 12 6 in -338 lbs
14 Pin (WL) 12 6 in 80 lbs H 8 H Roll (lT) 12 2 in -542 lbs
14 Pin (WL) 13 6 in 110 lbs
8 HRoll (lT) 13 2 in 177 lbs
14 Pin (WL) 14 6 in 269 lbs
8 H Roll (lT) 14 2 in 432 lbs
Member Material
Top Chd 1-7 20TC20 (50 ksi)
Bot Chd 8-14 20TC20 (50 ksi)
Web 1~14 15C20 (50 ksi)
Web 1~13 15C20 (50 ksi)
Web2~l3 15C20 (50 ksi)
Web2-12 15C20 (50 ksi)
Web3-12 15C20 (SO ksi)
Web3-ll 15C20 (50 ksi)
Web4-ll 15C20 (50 ksi)
Web4-IO 15C20 (50 ksi)
WebS-10 15C20 (50 ksi)
Web 5-9 15C20 (50 ksi)
Web6-9 15C20 (50 ksi)
Web6-8 15C20 (50 ksi)
Web7-8 15C20 (50 ksi)
NOTE : Web crippling calculation assume truss is fastened to support.
Summary
JT BC
14
8
CSI
0.292
0.534
0.140
0.276
0.115
0.080
0.030
0.018
0.034
0.054
O.Z05
0.596
0.220
0.105
0.123
Max React
349 lbs
560 lbs
Deflection
TL: 0.04 in
LL: 0.02 in
Horz TL: 0.01 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraccd
Unbraced
Unbraced
Unbraced
L/
L/999
L/999
MaxP
599 lbs
-6291bs
-350 lbs
596lbs
-289 lbs
228 lbs
-741bs
571bs
-761bs
140 lbs
435 lbs
-702 lbs
407 lbs
-181 lbs
-209 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS CONfPONENT DESIGN DOCIDAENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDffiONS, TRUSS MEtv1BER CONFIGURATIONS, AND SPANS LISTED ON lHIS SHEET
(loc) Allowed
L/240
L/360
(34)
(34)
3
Max Uplift Max Horiz
-338 lbs 80 lbs
-542 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado80301
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140]
R u s s
SPAN PITCH QTY OHL OHR PLYS
7-8-14 2.116/12 2 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 1-8-11 Down Proj 10 psf 10 psf 12 in
Top 2-2-8 4-6-10 Down Proj 10 psf 10 psf 12 in
Top 5-0-7 74-9 Down Proj 10 psf 10 psf 12 in
Top Coot Down Proj 10 psf 10 psf 12 in
Bot 0-0-0 1-8-11 Down Proj 0 psf 0 psf 12 in
Bot 2-2-8 4-6-10 Down Proj 0 psf 0 psf 12 in
Bot 5-0-7 74-9 Down Proj 0 psf 0 psf 12 in
Bot Coot Down Proj 0 psf 0 psf 12 in
Point Loads
Member Location Direction Lood Trib Wtdth
Bot 1-8-11 Down 23 1bs
Bot 2-2-8 Down 29 1bs
Bot 4-6-10 Down 63 1bs
Bot 5-0-7 Down 691bs
Bot 74-9 Down 103 1bs
Load Case D1: Std Dead Load
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 1-8-11 Down Rake 8 psf 8 psf 12 in
Top 2-2-8 4-6-10 Down Rake 8 psf 8 psf 12 in
Top 5-0-7 74-9 Down Rake 8 psf 8 psf 12 in
Top Coot Down Rake 8 psf 8 psf 12 in
Bot 0-0-0 1-8-11 Down Rake 3 psf 3 psf 12 in
Bot 2-2-8 4-6-10 Down Rake 3 psf 3 psf 12 in
Bot 5-0-7 74-9 Down Rake 3 psf 3 psf 12 in
Bet Coot Down Rake 3 psf 3 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 1-8-11 Down 25 1bs
Bot 2-2-8 Down 33 1bs
Bot 4-6-10 Down 70 1bs
Bot 5-0-7 Down 78 1bs
Bot 74-9 Down 115 1bs
Automated Load Case W1: MWFRS-Left(Up)
Distributed Loads
Member Location 1 Location 2 Direction SEread Start Load End Load TribWidth
Top 0-0-0 7-8-14 NUp Rake 29.83 psf 29.83 psf 12 in
Web1-14 Coot Right Rake 14.56 psf 14.56 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-8-11 Up 32 1bs
Bot 2-2-8 Up 43 1bs
Bot 4-6-10 Up 90 1bs
Bot 5-0-7 Up 100 1bs
Bot 74-9 Up 145 1bs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction SEread Start Load End Load Trib Width
Top 0-0-0 7-8-14 NUp Rake 29.83 psf 29.83 psf 12 in
Webl-14 Cont Left Rake 16.88 psf 16.88 psf 12 in
Point Loads
Member Location Direction Lood Trib Width
Bot 1-8-11 Up 38 lbs
Bot 2-2-8 Up 42 1bs
Bot 4-6-10 Up 69 1bs
Bot 5-0-7 Up 75 1bs
Bot 74-9 Up 1061bs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction SEread Start Load End Load Trib Width
Top 0-0-0 7-8-14 NUp Rake 9.29 psf 9.29 psf 12 in
Point Loads
Member Location Direction Lood TribWidth
Bot 1-8-11 Up 15 1bs
Bot 2-2-8 Up 18 1bs
Bot 4-6-10 Up 341bs
Bot 5-0-7 Up 38 1bs
Bot 74-9 Up 541bs
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member Location I Location 2 Direction S2;read Start Load End Load TribWidth
Top 0-0-0 6-3-10 NUp Rake 72.53 psf 72.53 psf 12 in
Top 6-3-10 7-8-14 NUp Rake 72.53 psf 72.53 psf 12 in
Web1-14 Cont Left Rake 41.12 psf 41.12 psf 12 in
Point Loads
Meml:x!r Location Direction Lood Trib Width
Bot 1-8-11 Up 1481bs
Bot 2-2-8 Up 169 1bs
Bot 4-6-10 Up 294 1bs
Bot 5-0-7 Up 321 1bs
Bot 74-9 Up 4541bs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COIVIPONENT DESIGN DOCUMENT. NOTETHATlHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATlHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS 1HE MINIMUM APPLICABLE DESIGN CRITERIA FOR
11-lE LOADS, LOADING CONDffiONS, TRUSS MEivlBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
1
Truss: GOl
JobName: 213
Date: 1/2/2016 7:34:50PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
12in 25.4lbs
Keymark Entetprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T R U $ S
SPAN
7-8-14
PITCH
2.116/12
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2
Webl-14 Cont
Point Loads
Member Location Direction
Bot l-8-ll Down
Bot 2-2-l! Down
Bot 4-6-10 Down
Bot 5-0-7 Down
Bot 7-4-9 Down
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Right
Load
22 ]b;
2211>;
3211>;
35 ]b;
48 ]b;
QTY
2
Spread
Rake
Trib Width
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member
Bot
Point Loads
Member
Bot
Bot
Bot
Bot
Bot
Location I
Cont
Location
l-8-ll
2-2-8
4-6-!0
5-0-7
7-4-9
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2
Direction
Down
Down
Down
Down
Down
Direction
Down
Load
!llb;
15 lb;
31 lb;
35 lb;
51 ]b;
I) This truss has been designed in accordance with IBC-2012.
Spread
Proj
TribWidth
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
16 psf
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
Trib\Vidth
12 in
TribWidth
12 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roo fReight 43ft, Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6W8
Dl+0.6W9
Dl +0.7 El
Dl + 0.45 W3 + 0.75lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6Dl +0.7FJO.Ol
14 Dl + LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.236 53911>; (-53711>;) 3-4
2-3 0.123 591 ]b; (-583 ]b;) 4-5
BChd 8-9 0.233 3 ]b; (-3 lb;) 10-ll
9-10 0.534 560 lb; (-560 ]b;) 11-12
Web; l-14 0.140 -350 lb; 3-12
1-13 0.276 596 lbs (-582 too) 3-11
2-13 0.115 -289 lb; 4-ll
2-12 0.080 228 ]b; (-201 lb;) 4-10
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
Til TO! GO!
TT2 T02 GO! m T04 GO!
1T4 T05 GO!
~ T07 GO!
Till GO! G03
0.189 -59411>;
0.118 -573 lb;
0.147 -579 ]b;
0.289 -629 ]b;
0.030 -7411>;
0.018 57 lbs
0.034 -76 ]b;
0.054 140 lbs
Carrying Offset
l-8-ll
2-2-8
4-6-10
5-0-7
7-4-9
5-7-4
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
5-6
6-7
12-13
13-14
5-10
(-5 lb;) 5-9
6-9
(-118 too) 6-8
Angle
45 deg
45 deg
45 deg
45 deg
45 deg
45 deg
0.260
0.139
0.192
0.033
0.205
0.596
0.220
0.105
Detail Gusset
-21 ]b;
36 ]b; (-35 lb;)
-589 lb;
-70 lb;
43511>; (43311>;) 7-8
-702 lbs
407 lbs (-384 lb;)
-181 ]b;
Ga
0.123 -20911>;
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12.in
GOI
213
112/2016 7:34:50 PM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
25.4lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS CONWONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDITIONS, TRUSS 'MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
8-5-11
0-10-2
R u
PITCH
2.117/12
1-0-11
1-8-11
s s
QTY
2
1-2-I I
2-11-6
2.117 ~
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
1-1-4
4-6-10
OHR
0-0-0
i-2-1 I
5-9-5
PLYS
1
1-/-4
7-4-9
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
12in
1-1-2
8-5-11
G02
213
1/2/2016 7:34:50 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
26.6lbs
27~1
1-2-1_1 ~-+~~~1-_7_-4~~-t-1-1-2
1-8-11 2-11-6 4-6-10 5-9-5 7-4-9 8-5-11
1-8-11 1-2-11 1-7-4
Circles indicate fastener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Amcon TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mUs: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 Jbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L/
TC: 0.296 (6) TL: 0.04 in L/999
BC: 0371 (8) LL: 0.02 in L/999
Web: 0.478 (6-8) HorzTL:O.Ol in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Be Wid Reaction JT BC Max React
14 Pin (WL) I 6 in 203 lbs 14 385 lbs
8 H Roll (TI) I 2 in 292 lbs 8 552 lbs
14 Pin (WL) 2 6 in 385 lbs
8 H Roll (TI) 2 2 in 552 lbs
14 Pin (WL) 3 6 in 143 lbs
14 Pin (WL) 3 6 in 8lbs H
8 H Roll (TI) 3 2 in 203 lbs
14 Pin (WL) 4 6 in 262 lbs
14 Pin (WL) 4 6 in .15 lbs H
8 H Roll (TI) 4 2 in 373 lbs
14 Pin (WL) 5 6 in 203 lbs
8 H Roll (TI) 5 2 in 292 lbs
14 Pin (WL) 6 6 in 203 lbs
8 H Roll (TI) 6 2 in 292 lbs
14 Pin (WL) 7 6 in 294 lbs
14 Pin (WL) 7 6 in 6lbs H
8 H Roll (TI) 7 2 in 421 lbs
14 Pin (WL) 8 6 in 1581bs
14 Pin (WL) 8 6 in 6\bsH
8 H Roll (IT) 8 2 in 226 lbs
14 Pin (WL) 9 6 in 339 lbs
8 H Roll (TI) 9 2 in 487 lbs
14 Pin (WL) 10 6 in 45 lbs
14 Pin (WL) 10 6 in 191bs H
8 HRoll (TI) 10 2 in -73 lbs
14 Pin (WL) 11 6 in -3 lbs
14 Pin(WL) 11 6 in 25 lbs H
8 H Roll (TI) 11 2 in -3 lbs
14 Pin (WL) 12 6 in -383 lbs
14 Pin (WL) 12 6 in 841bsH
8 H Roll (TI) 12 2 in -560 lbs
14 Pin (WL) 13 6 in 122 lbs
8 H Roll (TI) 13 2 in 175 lbs
14 Pin (WL) 14 6 in 301 lbs
8 H Roll (TI) 14 2 in 432 lbs
Member Material CSI Bracing MaxP
Top Chd 1-7 20TC20 (SO ksi) 0.296 Sheathed 760 lbs
Bot Chd 8-14 20TC20 (50 ksi) 0371 Sparse -792 lbs
Web 1-14 ISC20 (50 ksi) 0.152 Unbraced 387 lbs
Web 1·13 ISC20 (50 ksi) 0309 Unbraced -6511bs
Web2-13 ISC20 (50 ksi) 0.108 Unbraced -270 lbs
Web2-12 15C20 (50 ksi) 0.088 Unbraced 230 lbs
Web3-12 ISC20 (50 ksi) 0.017 Unbraced -411bs
Web3-ll ISC20 (50 ksi) 0.020 Unbraced 641bs
Web4-11 15C20 (50 ksi) 0.086 Unbraced -188 lbs
Web4-IO 15C20 (50 ksi) 0.129 Unbraced 285 lbs
Web5-IO 15C20 (50 ksi) 0.210 Unbraced -420 lbs
Web S-9 15C20 (50 ksi) 0335 Unbraccd 545 lbs
Web6-9 I SC20 (50 ksi) 0.412 Unbraced 727 lbs
Web6-8 15C20 (50 ksi) 0.478 Unbraced -760 lbs
Web 7-8 15C20 (50 ksi) 0.021 Unbraced 441bs
NOTE: Web crippling calculation assume truss is fastened to support.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTiffi
PROFESSIONAL ENGINEER'S SFALINDICATES ONLYTHATTiffi lRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDITIONS, lRUSS :rvtET\1BER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
(lm:) Allowed
(3-4) L/240
(3-4) L/ 360
8
Max Uplift Max Horiz
-383 lbs 84 lbs
-.560 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 8030 I
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140] sws
R u s s
SPAN PITCH QTY OHL OHR PLYS
8-5-11 2.117/12 2 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction s2read Start Load End Load Trib'Nidth
Top 0-0-0 1-8-11 Down Proj 10 psf 10 psf 12 in
Top 2-11-6 4-6-10 Down Proj 10 psf 10 psf 12 in
Top 5-9-5 7-4-9 Down Proj 10 psf 10 psf 12 in
Top Cont Down Proj 10 psf 10 psf 12 in
Bot 0-0-0 1-8-11 Down Proj 0 psf 0 psf 12 in
Bot 2-11-6 4-6-10 Down Proj 0 psf 0 psf 12 in
Bot 5-9-5 7-4-9 Down Proj 0 psf 0 psf 12 in
Bot Cont Down Proj 0 psf 0 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-8-11 Down 23 1bs
Bot 2-11-6 Down 40 1bs
Bot 4-6-10 Down 63 1bs
Bot 5-9-5 Down 80 1bs
Bot 7-4-9 Down 103 lbs
Load CaseD 1: Std Dead Load
Distnbuted Loads
Member Location 1 Location 2 Direction S;eread Start Load End Load Trib Width
Top 0-0-0 1-8-11 Down Rake 8 psf 8 psf 12 in
Top 2-11-6 4-6-10 Down Rake 8 psf 8 psf 12 in
Top 5-9-5 7-4-9 Down Rake 8 psf 8 psf 12 in
Top Cont Down Rake 8 psf 8 psf 12 in
Bot 0-0-0 1-8-11 Down Rake 3 psf 3 psf 12 in Bot 2-11-6 4-6-10 Down Rake 3 psf 3 psf 12 in
Bot 5-9-5 7-4-9 Down Rake 3 psf 3 psf 12 in
Bot Cont Down Rake 3 psf 3 psf 12 in
Point Loads
Member Location Direction Load TribWtdth
Bot 1-8-11 Down 25 lbs
Bot 2-11-6 Down 45 1bs
Bot 4-6-10 Down 70 1bs
Bot 5-9-5 Down 90 1bs
Bot 7-4-9 Down 115 1bs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location 1 Location 2 Direction S~read Start Load End Load TribWidth
Top 0-0-0 8-5-11 NUp Rake 29.82 psf 29.82 psf 12 in
Webl-14 Coni Right Rake 14.56 psf 14.56 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot I ~8-11 Up 32 1bs
Bot 2-11-6 Up 581bs
Bot 4-6-10 Up 90 lbs
Bot 5-9-5 Up 114 1bs
Bot 7-4-9 Up 145 lbs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Memlx:r Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 8-5-11 NUp Rake 18.61 psf 18.61 psf 12 in
Webl-14 Cont Left Rake 16.88psf 16.88 psf 12 in
Point Loads
Member Location Direction Load TnbWtdth
Bot 1-8-11 Up 38 lbs Bot 2-11-6 Up 50 1bs
Bot 4-6-10 Up 69 1bs
Bot 5-9-5 Up 841bs
Bot 7-4-9 Up 106 1bs
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location I Location 2 Direction SEread Start Load End Load TribWidth
Top 0-0-0 8-5-ll NUp Rake 9.29 psf 9.29 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-8-11 Up 15 1bs
Bot 2-11-6 Up 23 1bs
Bot 4-6-10 Up 341bs
Bot 5-9-5 Up 42 lbs
Bot 7-4-9 Up 54 1bs
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 6-3-10 NUp Rake 71.21 psf 71.21 psf 12 in
Top 6-3-10 8-5-11 NUp Rake 71.21 psf 71.21 psf 12 in
Web1-14 Cont Left Rake 40.34 psf 40.34 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-8-11 Up 148 1bs
Bot 2-11-6 Up 206 1bs
Bot 4-6-10 Up 294 1bs
Bot 5-9-5 Up 361 1bs
Bot 7-4-9 Up 454 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE WADS, LOADING CONDmONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
1
Truss: G02
JobNarne: 213
Date: 1/2/2016 7:34:50PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
12 in 26.6\bs
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T R ll S S
SPAN
8-5-11
PITCH
2.117/12
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2
Top 0.().() 8-5-11
Webl-14 Cont
Point Loads
Member Location Direction
Bot 1-8-tt Down
Bot 2-tt-6 Down Bot 4-6-10 Down
Bot 5-9-5 Down
Bot 74-9 Down
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
NDown
Right
Load
22 too
25 too
32 too
39 too
48th;
QTY
2
Spread
Rake
Rake
Trib Width
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member
Bot
Point Loads
Member
Bot
Bot
Bot
Bot
Bot
Location I
Cont
Location
1-8-11
2-tt-6
4-6-tO
5-9-5
74-9
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2
Direction
Down
Down
Down
Down
Down
Direction
Down
Load
tt too
20 too
3t too
4o too
5t too
1) This truss has been designed in accordance with IBC-2012.
Spread
Proj
TribWidth
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
8 psf
16 psf
Start Load
to psf
South Gate CA 90280
OHR
0-0-0
End Load
8 psf
16 psf
End Load
tO psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWidth
12 in
12 in
TribWidth
12 in
3) This truss has been designed in accordance withASCE7 -I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions ofl40 ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
It
12
LoadCotnbo
Dl
Dl+Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6W9
Dl +0.7El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
D1+0.53E!+0.75Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 D1 + 0.7 Fl0.01
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.257 60t too (-580 too) 34
2-3 0.175 757 too r-742 tool 4-5
BChd 8-9 0.311 264 too (-263 tool 10-11
9-10 0.248 -594100 11-12
Web; 1-14 0.152 387 lbs (-382 lbs) 3-12
1-13 0.309 -65t 1oo 3-11
2-13 0.108 -270 too 4-11
2-12 0.088 230 lbs c-201 tool 4-10
Truss-to-truss Connections Summary
ID Carried Truss Carryinl! Truss
TT6 TOt G02
TT7 T03 G02
TT8 T04 G02
TT9 T06 G02
TT!O T07 G02
TT15 G02 G04
0.196 -73t too
0.191 -6oo too
0.215 -744 too
0.230 -792 too
0.017 -41 lbs
0.020 6411>;
0.086 -188100
0.129 285 too
Carrying Offset
t-8-11
2-11-6
4-6-10
5-9-5
74-9
6-1-8
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
5-6
6-7
12~13
13-14
5-10
(-23 1oo) 5-9
6-9
(-249 tool 6-8
Angle
45 deg
45 deg
45 deg
45 deg
45 deg
45 deg
0.219
0.147
0.239
0.025
0.210
0.335
0.412
0.478
Detail Gusset
-282 too
-tt too
-655 too
-74100
-420 Lbs 7-8
545 1bs (-525 too)
121 too (-716 too)
-760 too
Ga
0.021 441bs
Tmss:
JobName:
Date:
Sy;;tem:
Page:
Report:
SPACING
12in
(-33 lb
G02
213
1/2/2016 7:34:50PM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
26.6lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "oft he end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE ivliNIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDITIONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
0-10-0
0-0-0
PITCH
2.997/12
2-9-IV
2-9-10
3~
2-9-10
QTY
2
2-10-/
5-8-1
2-10-7
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
2-3-0
1-8-1 I
7-4-12
1-8-11
OHR
0-0-0
2-0-0
9-4-12
2-0-0
PLYS
1
2-0-0
11-4-12
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
G03
213
1/2/2016 7:34:51 PM
Amcon6.003
I of3
Eng Plot
1-10-I I
13-3-7
WGT/PLY
42.6lbs
2-3-0
7s
0-0-0
2-0-0 1-10-11 ----i
2-9-10 5-8-1 7-4-12 9-4-12 11-4-12 13-3-7 ' Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side ofthetruss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out •Jn this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lbs.Allowable shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.726 (1-2)
BC: 1.000 (12-13)
Web: 0.957 (6-8)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid Reaction
14 Pin (WL) I 6 in 532 lbs
8 H Roll (f1J I 2 in 565 lbs
14 Pin (WL) 2 6 in 1,006 lbs
8 HRoll (f1J 2 2 in 1,070 lbs
14 Pin (WL) 3 6 in 402 lbs
14 Pin (WL) 3 6 in 16lbs H
8 H Roll (f1J 3 2 in 440 lbs
14 Pin (WL) 4 6 in 635 lbs
14 Pin (WL) 4 6 in -30 lbs H
8 H Roll (f1J 4 2 in 670 lbs
14 Pin (WL) 5 6 in 532lbs
8 H Roll (Tf) 5 2 in 565 lbs
14 Pin (\VL) 6 6 in 532 lbs
8 HRoll (f1J 6 2 in 565 lbs
14 Pin (WL) 7 6 in 790 lbs
14 Pin (WL) 7 6 in 12lbsH
8 H Roll (f1J 7 2 in 850 lbs
14 Pin (WL) 8 6 in 435 lbs
14 Pin (WL) 8 6 in 12 lbs H
8 HRoll (Tf) 8 2 in 471 lbs
14 Pin (WL) 9 6 in 887 lbs
8 H Roll (f1J 9 2 in 944 lbs
14 Pin (WL) 10 6 in -114lbs
14 Pin (WL) 10 6 in 29 lbs H
8 H Roll (f1J 10 2 in -198lbs
14 Pin (WL) II 6 in -29lbs
14 Pin (WL) II 6 in 47 lbs H
8 H Roll (f1J II 2 in -115 lbs
14 Pin (WL) 12 6 in -814 lbs
14 Pin (WL) 12 6 in 147lbsH
8 HRoll (f1J 12 2 in -985 lbs
14 Pin (WL) 13 6 in 319 lbs
8 H Roll (f1J 13 2 in 339 lbs
14 Pin (WL) 14 6 in 793lbs
8 HRoll (f1J 14 2 in 874 lbs
Member Material
Top Chd 1-3 20TC20 (50 ksi)
Top Chd 3-7 20TC20 (50 ksi)
Bot Chd 8-14 30TC20 (50 ksi)
Web 1-14 15C20 (50 ksi)
Web 1-13 15Cl8 (50 ksi)
Web2-13 15C20 (50 ksi)
Web2-12 15C20 (50 ksi)
Web3-12 15C20 (50 ksi)
Web3-ll 15C20 (50ksi)
Web4-ll 15C20(50ksi)
Web4-10 15C20 (50 ksi)
Web5-IO 15C20 (50 ksi)
Web 5-9 15C20 (50 ksi)
Web6-9 15C20 (50 ksi)
Web6-8 15Cl8 (50 ksi)
Web7-8 15C20 (50 ksi)
N01E: Web crippling calculation assume truss is fastened to support.
Summary
JT BC
14
8
CSI
0.726
0.485
1.000
0.400
0.903
0.213
0.301
0.272
0.128
0.170
0.500
0.380
0.945
0.651
0.957
0.007
Max React
1,006 lbs
1,070 lbs
Deflection
TL: 0.13 in
LL: 0.06 in
HorzTL: 0.03 in
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Ll
L/999
L/999
MaxP
-2, !59 lbs
-2,067 lbs
2,067 lbs
-1,002 lbs
I ,887 lbs
-493 lbs
-297Ibs
533lbs
-170 lbs
350 lbs
-578 lbs
723 lbs
-1,082 lbs
1,201 lbs
-1,543 lbs
23 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTirATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEHvlEETS THE MINTMUM" APPLICABLE DESIGN CRITERIA FOR
THE LOADS, WADING CONDITIONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
(loc) Allowed
(2-3)
(2-3)
8
L/240
L/360
Max Horiz
147lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
Boulder, Colorado 8030 l
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140] sws s
SPAN PITCH QTY OHL OHR PLYS
13-3-7 2.997/12 2 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction s;e;read Start Load End Load TribWidth
Top 0-0-0 5-74 Down Proj 10 psf 10 psf 24 in
Top Cont Down Proj 10 psf 10 psf 24 in
Bot 0-0-0 5-74 Down Proj 0 psf 0 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 5-74 Down 264 1bs
Bot 74-12 Down 113 1bs
Bot 94-12 Down 1131bs
Bot 114-12 Down 113 1bs
Load CaseD 1: Std Dead Load
Distributed Loads
Member Location I Location 2 Direction S;e;read Start Load End Load Trib Width
Top 0-0-0 5-74 Down Rake 8 psf 8 psf 24 in
Top Cont Down Rake 8 psf 8 psf 24 in
Bot 0-0-0 5-74 Down Rake 3 psf 3 psf 24 in
Bot Cont Down Rake 3 psf 3 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 5-74 Down 296 1bs
Bot 74-12 Down 127 1bs
Bot 94-12 Down 127 1bs
Bot 114-12 Down 127 1bs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 5-8-1 NUp Rake 25.31 psf 25.31 psf 24 in
Top 5-8-1 13-3-7 NUp Rake 29.83 psf 29.83 psf 24 in
Webl-14 Cont Right Rake 14.56 psf 14.56 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 5-74 Up 399 1bs
Bot 74-12 Up 159 1bs
Bot 94-12 Up 159 1bs
Bot 114-12 Up 1591bs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction S£read Start Load End Load Trib'Width
Top 0-0-0 5-8-1 NUp Rake 17.91 psf 17.91 psf 24 in
Top 5-8-1 13-3-7 NUp Rake 29.83 psf 29.83 psf 24 in
Web1-14 Cont Left Rake 16.88 psf 16.88 psf 24 in
Point Loads
Member Location Direction Load Trib'Width
Bot 5-74 Up 335 1bs
Bot 74-12 Up 115 1bs
Bot 9-4-12 Up 115 1bs
Bot 11-4-12 Up 115 1bs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2 Direction S£read Start Load End Load Trib'Width
Top 0-0-0 5-8-1 NUp Rake 9.29 psf 9.29 psf 24 in
Point Loads
Member Location Direction Load Trib Wtdth
Bot 5-74 Up 143 1bs
Bot 74-12 Up 59 1bs
Bot 94-12 Up 591bs
Bot 114-12 Up 59 lbs
Automated Load Case W4: c&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction Seread Start Load End Load Trib Width
Top 0-0-0 5-8-1 NUp Rake 64.67 psf 64.67 psf 24 in
Top 5-8-1 11-11-11 NUp Rake 46.63 psf 46.63 psf 24 in
Top 11-11-11 13-3-7 NUp Rake 40.21 psf 40.21 psf 24 in
Webl-14 Cont Left Rake 36.5 psf 36.5 psf 24 in
Point Loads
Member Location Direction Load Trib Wtdth
Bot 5-74 Up 1,1991bs
Bot 74-12 Up 490 1bs
Bot 94-12 Up 490 1bs
Bot 114-12 Up 490 1bs
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 5-8-1 NDown Rake 8 psf 8 psf 24 in
Webl-14 Cont Right Rake 16 psf 16 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 5-74 Down 100 1bs
Bot 74-12 Down 52 1bs
Bot 94-12 Down 52 lbs
Bot 11-4-12 Down 52 1bs
ALL GENERAL NOTES OF TillS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COJVIPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
TJ..Jr. T nAns. T nAmNG C:ONnmONS. TRUSS MEMBER CONFIGURATIONS. AND SPANS LISTED ON TillS SHEET.
1
Truss: G03
JobName: 213
Date: 1/2/2016 7:34:51 PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
24in 42.6lbs
Keymark Enteqllises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T R u s s
SPAN
13-3-7
PITCH QTY
2.997/12
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
2
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member
Bot
Point Loads
Member
Bot
Bot
Bot
Bot
Location I
Cont
Location
5-74
74-12
94-12
114-12
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2
Direction
Down
Down
Down
Down
Direction
Down
Load
136 lbs
56 lbs
56 lbs
56 lbs
I) This truss has been designed in accordance with IBC-2012.
Spread
Proj
TribWtdth
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Start Load End Load
10 psf , 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
Trib Width
24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl+0.6W3
Dl+0.6W8
Dl +0.6 W9
Dl +0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 01 + 0.6 W4
13 0.6 Dl +0.7 EIO.OI
14 Dl +LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.726 -1,8751bs 34
2-3 0.575 -2,1591bs 4-5
BChd 8-9 0.476 918 lbs (-8471bs) 10-11
9-10 0.506 1,606 lbs (-1,481 lbs) 11-12
Webs 1-14 0.400 -I ,002 lbs 3-12
1-13 0.903 I ,887 lbs (-1,5531bs) 3-11
2-13 0.213 493 lbs 4-11
2-12 0.301 -297 lbs 4-10
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TTl I GOi G03
TI12 T08 G03
Tf13 T08 G03
TI14 T08 G03
TII9 G03 G05
0.470 -1,9741bs
0.434 -1,606 lbs
0.591 1,9741bs
0.501 2,067 lbs
0.272 533 lbs
0.128 -170 lbs
0.170 350 lbs
0.500 -578 lbs
Carrying Offset
5-7-4
74-12
94-12
11-4-12
6-3-2
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
5-6
6-7
(-1,8141bs) 12-13
(-1,885 lbs) 13-14
(4581bs) 5-10
5-9
(-287 lbs) 6-9
6-8
Angle
45 deg
90 deg
90 deg
90 deg
90 deg
0.428
0.242
1.000
0.083
0.380
0.945
0.651
0.957
Detail Gusset
-918 lbs
0 lbs
1,815 lbs (-1,621 lbs)
-128 lbs
723 lbs (-6391bs) 7-8
-1,0821bs
1,201 lbs (-1,085 lbs)
-1,543 lbs
Ga
0.007 231bs
Truss: G03
JobName: 213
Date: 1/2/2016 7:34:51 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 42.6lbs
(-II lb
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COivlPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
0-10-0
0-0-0
R U S S
PITCH
2.997/12
3-1-2
3-1-2
3~
QTY
2
3-1-2
6-2-5
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
1-2-1
7-4-12
2-4-9
OHR
0-0-0
2-0-0
9-4-12
PLYS
1
2-0-0
11-4-12
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
G04
213
1/2/2016 7:34:51 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
44.91bs
i-10-11
13-3-7
2-4-9
7s
0-0-0
1 -·~ __ 3_-_1-_2 ______ -r _______ 3_-_1-_2 ____ ~-r--1-_2_-7~~--_2_-0_-o ____ ,_ ____ 2-_0_-o~--+---1_-_10_-1_1 __ ~ ~ 3-1-2 6-2-5 7-4-12 9-4-12 11-4-12 13-3-7
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or # 12 SDS (AISJ) fasteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)tobe instaHed on each side of the truss. Where connection plates are called out ~m this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarificatioo. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection Ll
TC: 0.760 (1-2) TL: 0.13 in L/999
BC: 0.979 (12-13) LL: 0.06 in L/999
Web: 0.932 (1-13) Horz TL: 0.03 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Be Wid Reaction JT BC Max React Max GravU lift Max M'NFRS U lift
14 Pin (WL) 1 6 in 533 1bs 14 1,008 1bs -1121bs
8 HRoll (1T) 1 2 in 607 1bs 8 1,150 1bs -2061bs
14 Pin (WL) 2 6 in 1,008 1bs
8 H Roll (1T) 2 2 in 1,150 1bs
14 Pin (WL) 3 6 in 401 1bs
14 Pin (WL) 3 6 in 17 1bs H
8 H Roll (1T) 3 2 in 467 1bs
14 Pin (WL) 4 6 in 650 1bs
14 Pin (WL) 4 6 in -311bs H
8 HRoll (1T) 4 2 in 733 1bs
14 Pin (WL) 5 6 in 533 1bs
8 H Roll (1T) 5 2 in 607 1bs
14 Pin (WL) 6 6 in 533 1bs
8 HRoll (1T) 6 2 in 607 1bs
14 Pin (WL) 7 6 in 790 1bs
14 Pin (WL) 7 6 in 13 1bs H
8 H Roll (1T) 7 2 in 909 lbs
14 Pin (WL) 8 6 in 434 1bs
14 Pin (VIL) 8 6 in 131bsH
8 H Roll (1T) 8 2 in 502 1bs
14 Pin (WL) 9 6 in 889 1bs
8 H Roll (1T) 9 2 in 1,0141bs
14 Pin (WL) 10 6 in -112 lbs
14 Pin (WL) 10 6 in 331bs H
8 H Roll (1T) 10 2 in -206 1bs
14 Pin (WL) 11 6 in -7 1bs
14 Pin (WL) 11 6 in 50 1bs H
8 H Roll (1T) 11 2 in -99 1bs
14 Pin (WL) 12 6 in -812 1bs
14 Pin (WL) 12 6 in 157 1bs H
8 HRol1 (1T) 12 2 in -1,057 1bs
14 Pin (WL) 13 6 in 320 1bs
8 H Roll (1T) 13 2 in 3641bs
14 Pin (WL) 14 6 in 795 1bs
8 H Roll (1T) 14 2 in 936 1bs
Member Material CSI Bracing MaxP
Top Chd 1-3 20TC20 (50 ksi) 0.760 Sheathed -2,141 1bs
Top Chd 3-7 20TC20 (50 ksi) 0.516 Sheathed -2,0461bs
Bot Chd 8-14 20TC18 (50 ksi) 0.979 Sparse 2,046 1bs
Web 1-14 15C20 (50 ksi) 0.397 Unbraced -996 1bs
Web 1-13 15C16 (50 ksO 0.932 Unbraced 1,942 1bs
Web2-13 15C20 (50 ksi) 0.199 Unbraced 443 1bs
Web2-12 15C20 (50 ksi) 0.268 Unbraced -223 1bs
Web3-12 15C20 (50 ksi) 0.327 Unbraced 559 1bs
Web3-ll 15C20 (50 ksi) 0.141 Unbraced -195 1bs
Web4-ll 15C20 (50 ksi) 0.233 Unbraced 413 lbs
Web4-IO 15C20 (50 ksi) 0.579 Unbraced -{;10 1bs
Web5-10 15C20 (50 ksi) 0.451 Unbraced 773 1bs
Web 5-9 15C18 (50 ksi) 0.812 Unbraced -1,130 1bs
Web6-9 15C20 (50 ksi) 0.760 Unbraced 1,274 1bs
Web6-8 15C16 (50 ksi) 0.849 Unbraced -1,593 1bs
Web 7·8 15C20 (50 ksi) 0.008 Unbraced 241bs
NOTE: Web crippling calculation assnme truss is fastened to support.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON lHIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(2-3)
(2-3)
8
L/240
L/360
Max Horiz
1571bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140] sws
R u s s
SPAN PITGI QTY OHL OHR PLYS
13-3-7 2.997/12 2 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Sf! read Start Load End Load TribWidth
Top 0-0-0 6-1-8 Down Proj 10 psf 10 psf 24 in
Top Cont Down Proj 10 psf 10 psf 24 in
Bot 0-0.{) 6-1-8 Down Proj 0 psf 0 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 6-1-8 Down 260 1bs
Bot 74-12 Down 1231bs
Bot 94-12 Down 123 1bs
Bot 114-12 Down 123 1bs
Load Case Dl: Std Dead Load
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0.{).{) 6-1-8 Down Rake 8 psf 8 psf 24 in
Top Cont Down Rake 8 psf 8 psf 24 in
Bot 0.0-0 6-1-8 Down Rake 3 psf 3 psf 24 in
Bot Cont Down Rake 3 psf 3 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 6-1-8 Down 292 lbs
Bot 74-12 Down 1381bs
Bot 94-12 Down 138 lbs
Bot 114-12 Down 138 1bs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Seread Start Load End Load TribWidth
Top 0.0-0 6-2-5 NUp Rake 25.31 psf 25.31 psf 24 in
Top 6-2-5 13-3-7 NUp Rake 29.83 psf 29.83 psf 24 in
Webl-14 Cont Right Rake 14.56 psf 14.56 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 6-1-8 Up 4141bs
Bot 74-12 Up 173 1bs
Bot 94-12 Up 173 1bs
Bot 114-12 Up 173 1bs
Automated Load Case W2: MWFRS-Rigbt(Up)
Distributed Loads
Member Location 1 Location 2 Direction S£read Start Load End Load TribWidth
Top 0.0-0 6-2-5 NUp Rake 17.91 psf 17.91 psf 24 in
Top 6-2-5 13-3-7 NUp Rake 29.83 psf 29.83 psf 24 in
Web1-14 Cont !.eft Rake 16.88 psf 16.88 psf 24 in
Point Loads
Member Location Direction Load TribWtdth
Bot 6-1-8 Up 296 1bs
Bot 74-12 Up 125 1bs
Bot 94-12 Up 125 1bs
Bot 114-12 Up 1251bs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2 Direction S£read Start Load End Load Trib Width
Top 0-0-0 6-2-5 NUp Rake 9.29 psf 9.29 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 6-1-8 Up 147 1bs
Bot 74-12 Up 64 1bs
Bot 94-12 Up 64 1bs
Bot 11-4-12 Up 64 lbs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction S£read Start Load End Load TribWidth
Top 0-0.0 6-2-5 NUp Rake 64.67 psf 64.67 psf 24 in
Top 6-2-5 12-5-15 NUp Rake 46.63 psf 46.63 psf 24 in
Top 12-5-15 13-3-7 NUp Rake 40.21 psf 40.21 psf 24 in
Web1-14 Cont !.eft Rake 36.5 psf 36.5 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 6-1-8 Up 1,2241bs
Bot 74-12 Up 526 lbs
Bot 94-12 Up 526 lbs
Bot 114-12 Up 526 1bs
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Top 0.{).{) 6-2-5 NDown Rake 8 psf 8 psf 24 in
Web1-14 Cont Right Rake 16 psf 16 psf 24 in
Point Loads
Member Location Direction Load Trib V/idth
Bot 6-1-8 Down 136 1bs
Bot 74-12 Down 571bs
Bot 9-4-12 Down 571bs
Bot 114-12 Down 57 1bs
ALL GENERAL NOTES OF THTS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THTS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THTS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
I
Truss: G04
JobName: 213
Date: 1/2/2016 7:34:51 PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
24in 44.9lbs
Keymark Enterprises, LLC
6707 Winchester Cride, Suite I 02
--· -. ------
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
R U S S
PITCH
2.997/12
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for lhis load case.
QTY
2
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction
Bot Cont Down
Spread
Proj
Point Loads
Member Location Direction Load TribWtdth
Bot
Bot
Bot
Bot
6-1-8
74-12
94-12
114-12
User-defined Load Case E 1: Siesmic
No loads were defined for this load case.
Down
Down
Down
Down
1411bs
62 lbs
621bs
62 lbs
1) This truss has been designed in accordance with IBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Lood
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWidth
24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
3
4
5
6
7
8
9
10
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
DI+0.6W8
01 +0.6 W9
01 +0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl+0.53El+0.75Lrl
0.6 Dl + 0.6 WI
II 0.6DI +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E'O.OI
14 Ol+LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.760 -1,9471bs 34
2-3 0.585 -2,141 lbs 4-5
BChd 8-9 0.483 910 lbs (-838 lbs) 10-11
9-10 0.422 I ,602 lbs (-1,4761bs) 11-12
Webs 1-14 0.397 -9961bs 3-12
1-13 0.932 1,942 lb;; (-1,593 lbs) 3-11
2-13 0.199 4431bs 4-11
2-12 0.268 -223 lbs 4-10
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
1Tl5 G02 G04
1Tl6 11l9 G04
1Tl7 T09 G04
1TI8 T09 G04 mo G04 GOS
0.473 -1,9761bs
0.433 -1,602 lbs
0.492 1,976 lbs
0.331 2,0461bs
0.327 559 lbs
0.141 -195 lb;;
0.233 413 lbs
0.579 -610 lbs
Carryin2 Offset
6~1 ~8
74-12
94-12
\14-12
28-3-2
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
5-6
6-7
(-1,821 lbs) 12-13
(-1,8811bs) 13-14
(4991bs) 5-10
5-9
(-3561bs) 6-9
6-8
Angle
45 deg
90 deg
90 deg
90 deg
90 deg
0.447
0.253
0.979
0.097
0.451
0.812
0.760
0.849
Detail Gusset
-910 lbs
0 lbs
1,8821bs (-1,682 lbs)
-1381bs
7731bs (-6861bs) 7-8
-1,130 lbs
1,2741bs (-1,1461bs)
-1,593 lbs
Ga
0.008 241bs
Tmss: G04
JobNarne: 213
Date: 112/2016 7:34:51 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 44.91bs
(-II lb
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707~Wi~~~es!,e~.~~~c~e:.~~!t~ 102
GS Build® System
OS Truss®
Version: 5.008.2 [Build 140]
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
Tmss:
JobName:
Date:
System:
Page:
Report:
G05
213
112/2016 7:34:52 PM
Amcon6.003
I of5
Eng Plot
SPAN
34-0-0
PITCH
3.001 /12
QTY OHL OHR PLYS SPACING WGT/PLY
2 0-0-0 0-0-0 1 12 in 271.8lbs
1 1-m-o1 2-1-9 I 2-3-9
11-10-013-11-9 6-3-2
0-10-0
3~
0-0-0
4-2-0 4-2-0 0-10-0
-~3
0-0-0
11-10-01 2-1-91 2-3-9 1 2-o-o 1 2-0-o ,2-0-0 /2-o-o ,2-o-o /2-o-o ,2-o-o ,2-o-o ,2-0-o ,2-o-o ,2-0-o r.-10-1~1-11-1~1-9-15/
1-10-013-11-9 6-3-2 I 8-3-2 f1 0-3-2 12-3-2 14-3-2 16-3-2 18-3-2 20-3-2 22-3-2 24-3-2 26-3-2 28-3-230-2-132-2-1 34-0-0
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the numlxr of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out ~m this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: l ,610 lbs.Allowable shear per # 12 SDS (A lSI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.757 (2)
BC: 0.992 (37-38)
Web: 0.913 (2-36)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
38 HRoli(WL) I 6 in
37 HRoli(WL) I 6 in
21 Pin (WL) I 6 in
38 HRoli(WL) 2 6 in
37 HRoll (WL) 2 6 in
21 Pin (WL) 2 6 in
38 HRoll(WL) 3 6 in
37 HRoli(WL) 3 6 in
21 Pin (WL) 3 6 in
38 HRoll(WL) 4 6 in
37 HRoli(WL) 4 6 in
21 Pin (WL) 4 6 in
21 Pin (WL) 4 6 in
38 HRoll(WL) 5 6 in
37 HRoll(WL) 5 6 in
21 Pin (WL) 5 6 in
21 Pin (WL) 5 6 in
38 HRoll(WL) 6 6 in
37 HRoll(WL) 6 6 in
21 Pin (WL) 6 6 in
38 HRoll (WL) 7 6 in
37 HRoll (WL) 7 6 in
21 Pin (WL) 7 6 in
38 HRoll(WL) 8 6 in
37 HRoll(WL) 8 6 in
21 Pin (WL) 8 6 in
38 HRoll(WL) 9 6 in
37 HRoli(WL) 9 6 in
21 Pin (WL) 9 6 in
38 HRoll(WL) 10 6 in
37 HRoll(WL) 10 6 in
21 Pin (WL) 10 6 in
38 HRoll(WL) II 6 in
37 HRoll(WL) II 6 in
21 Pin (WL) II 6 in
38 HRoll(WL) 12 6 in
37 HRoll(WL) 12 6 in
21 Pin (WL) 12 6 in
38 HRoli(WL) 13 6 in
37 HRoll(WL) 13 6 in
21 Pin (WL) 13 6 in
38 HRoll (WL) 14 6 in
37 HRoll (WL) 14 6 in
21 Pin (WL) 14 6 in
Member Material
Top Chd 1-8 45TCI6TCI6 (50 ksi)
Top Chd 8·13 45TCI6TCI6 (50 kS>)
Top Chd 13-20 45TCI6TCI6 (50 bi)
BotChd 21-38 45TCI6 (50 ksi)
Webl-38 15C20 (50 ksi)
Web2-38 15018 (50 ksi)
Web2-37 15Dl6 (50 ksi)
Web2-36 15Dl8 (50 ksi)
Web3·36 15D20 (50 ksi)
Web3-35 15Dl8 (50 ksi)
Web4-35 !5D20 (50 ksi)
Web4-34 15C20 (50 ksi)
Summary
Reaction 1T BC
-2,347 lbs 38 I
4,9731bs 37 I
2,278 lbs 21 I
4,4421bs
9.4171bs
4,315 lbs
-1,8741bs
3,963 lbs
1,801 lbs
-2,7371bs
5,8121bs
2,646 lbs
-241bsH
-2,361 lbs
5,002 lbs
2,328 lbs
24 lbs H
-2,347 lbs
4,973 lbs
2,278 lbs
·3,5641bs
7.548 lbs
3,448 lbs
-I ,992 lbs
4,216 lbs
1,920 lbs
-3,918 lbs
8,306 lbs
3,806 lbs
453 lbs
-946 lbs
-391 lbs
116 lbs
·228 lbs
-112 lbs
-968 lbs
1,885 lbs
805 lbs
·1,4081bs
2,984 lbs
1,3671bs
-3,456 lbs
7.3181bs
3.349 lbs
CSI
0.757
0.682
0.659
0.992
0.234
0.651
0.889
0.913
0.814
0.786
0.468
0.697
Deflection
TL: 0.56 in
LL: 0.24 in
HorzlL: 0.17 in
Max React
453 lbs
9,417 lbs
4,3151bs
Bracing
Sheathed
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
L/
L/678
L/999
MaxP
-9,432 lbs
-10,010 lbs
-11,963 lbs
11,604!bs
740 lbs
5,310!bs
-8.228 lbs
7,450 lbs
4,520 lbs
6,410 lbs
-2,481 lbs
2,204 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PAR TOF THIS COMPONENT DESIGN DOCUMENT. NOTE THAT THE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLY1HATTHE 1RUSS ASSEMBLY SHOWN ON 1HIS SHEETMEETS THE NflNIMUM APPLICABLE DESIGN CRITERIA FOR T'[= T n.An.C' T n.An.n.rr.. rn."hlT'ImnliJ.;;:. "lVTr.;;:_.;;:_ 1\Jffi'MR.Im rol\TFTr.TTRATIONS. ANn SPANS JJSTED ON 1HlS SHEET.
(loc) Allowed
29
29
36
L/240
L/ 360
Max: Uplift Max Horiz
-24 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Rnnlrll'r r.nlnrarlnR0301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws s s
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
34-0-0
PITCH
3.001/12
QTY
2
OHL OHR PLYS
0-0-0 0-0-0
Web5-34 ISC18 (50 ks1) o.6oo Unliaced -988 ibS
Web5-33 15C20 (50 ksi) 0.323 Unbraced 1,020 1bs
Web6-33 15C20 (50 ksi) 0.352 Unbraced -330 1bs
Web6-32 l5C20 (SO ksi) 0.060 Unbraced 190 1bs
Web7-32 15C20 (50 ksi) 0.036 Unbraced 113 1bs
Web8-32 15C20 (50 ksi) 0.146 Unbraced 463 1bs
Web8-31 15C20 (50 ksi) 0.453 Unbraced 1,4321bs
Web9-31 15D20 (50 ksi) 0.219 Unbraced -8891bs
Web9-30 15C20 (50 ksi) 0.445 Unbraced 1,407 1bs
Web10-30 15C18(50ksi) 0.837 Unbraced -731 1bs
Web10-29 15C20(50ksi) 0.154 Unbraced 488 1bs
Web 11-29 15C20 (50 ksi) 0.023 Unbraced 73 1bs
Web 11-28 15C20 (50 ksi) 0.264 Unbraced -148 1bs
Web 12-28 15C20 (50 ksi) 0.105 Unbraced 332 1bs
Web 13-28 15C20 (50 ksi) 0.171 Unbraced 542 1bs
Web 13-27 15C20 (50 ksi) 0.520 Unbraced 1,643 1bs
Web 14-27 15C20 (50 ksi) 0.078 Unbraced 245 1bs
Web 15-27 15D20 (50 ksi) 0.365 Unbraced -1,586 1bs
Web 15-26 15C20 (50 ksi) 0.395 Unbraced 1,248 1bs
Web 16-26 15C20 (50 ksi) 0.645 Unbraced .,;31 1bs
Web 16-25 15C20 (50 ksi) 0.180 Unbraced 5691bs
Web 17-25 15C20 (50 ksi) 0.059 Unbraced 188 1bs
Web 17-24 15C20 (50 ksi) 0.108 Unbraced -197 1bs
Web 18-24 15C20 (50 ksi) 0.631 Unbraced 1,995 1bs
Web 18-23 15C18 (50 ksi) 0.676 Unbraced -1,973 1bs
Web 19-23 15C16 (50 ksi) 0.827 Unbraced 4,109 1bs
Web 19-22 15C20 (50 ksi) 0.169 Unbraced -425 1bs
Web19-21 15D16(50ksi) 0.895 Unbraced -7,696 1bs
Web20-21 15C20 (50 ksi) 0.016 Unbraced 361bs
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distnbuted Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0-o 34-0-0 Down Pn~ 10 psf 10 psf 12 in
Top Coot Down Proj 10 psf 10 psf 12 in
Bot o-o-o 34-0-0 Down Proj 0 psf 0 psf 12 in
Bot Coot Down Proj 0 psf 0 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 6-3-2 Down 505 1bs
Bot 8-3-2 Down 266 1bs
Bot 10-3-2 Down 266 1bs
Bot 12-3-2 Down 266 1bs
Bot 14-3-2 Down 2661bs
Bot 16-3-2 Down 266 1bs
Bot 18-3-2 Down 266 1bs
Bot 20-3-2 Down 266 1bs
Bot 22-3-2 Down 2661bs
Bot 24-3-2 Down 2661bs
Bot 26-3-2 Down 266 1bs
Bot 28-3-2 Down 5421bs
Load CaseD I: Std Dead Load
Distnbuted Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Top 0-0-o 34-0-0 Down Rake 8 psf 8 psf 12 in
Top Coot Down Rake 8 psf 8 psf 12 in
Bot 0-0-0 34-0-Q Down Rake 3 psf 3 psf 12 in
Bot Coot Down Rake 3 psf 3 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 6-3-2 Down 565 lbs
Bot 8-3-2 Down 294 lbs
Bot 10-3-2 Down 296 1bs
Bot 12-3-2 Down 2971bs
Bot 14-3-2 Down 299 1bs
Bot 16-3-2 Down 299 1bs
Bot 18-3-2 Down 299 1bs
Bot 20-3-2 Down 299 1bs
Bot 22-3-2 Down 2981bs
Bot 24-3-2 Down 296 1bs
Bot 26-3-2 Down 295 1bs
Bot 28-3-2 Down 607 1bs
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0-0 13-3-15 NUp Rake 25.29 psf 25.29 psf 12 in
Top 20-8-1 34-0-0 NUp Rake 17.91 psf 17.91 psf 12 in
Top 13-3-15 20-8-1 NUp Rake 29.83 psf 29.83 psf 12 in
Web1-38 Coot Right Rake 14.56 psf 14.56 psf 12 in
Web20-2l Coot Right Rake 16.88 psf 16.88 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 6-3-2 Up 896 1bs
Bot 8-3-2 Up 3881bs
Bot 10-3-2 Up 381 1bs
Bot 12-3-2 Up 372 1bs
Bot 14-3-2 Up 365 1bs
Bot 16-3-2 Up 365 1bs
Bot 18-3-2 Up 365 1bs
Bot 20-3-2 Up 3651bs
Bot 22-3-2 Up 371 1bs
Bot 24-3-2 Up 379 1bs
Bot 26-3-2 Up 386 1bs
Bot 28-3-2 Up 950 1bs
ALL GENERAL NOTES OF TinS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COtviPONh"NTDESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGTNEERS SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
I
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12in
G05
213
1/2/2016 7:34:52 PM
Amcon6.003
2of5
Eng Plot
WGT/PLY
271.8lbs
Keymark Enterprises, LLC
6707 Winchester Crich~. Suite 102
RnulrlM rnlror<>rlo R0\0 I
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140] sws
R u s s
SPAN PITCH QTY OHL OHR PLYS
34-0-0 3.001/12 2 0-0-0 0-0-0
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 13-3-15 NUp Rake 17.91 psf 17.91 psf 12 in
Top 20-ll-1 34-0-0 NUp Rake 25.29 psf 25.29 psf 12 in
Top 13-3-15 20-8-1 NUp Rake 29.83 psf 29.83 psf 12 in
Web 1-38 Cont Left Rake 16.88 psf 16.88 psf 12 in
Web20-2l Cont Left Rake 14.56 psf 14.56 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 6-3-2 Up 758 1bs
Bot 8-3-2 Up 353 1bs
Bot 10-3-2 Up 326 1bs
Bot 12-3-2 Up 291 1bs
Bot 14-3-2 Up 260 1bs
Bot 16-3-2 Up 260 1bs
Bot 18-3-2 Up 260 1bs
Bot 20-3-2 Up 260 1bs
Bot 22-3-2 Up 282 1bs
Bot 24-3-2 Up 317 1bs
Bot 26-3-2 Up 347 1bs
Bot 28-3-2 Up 771 1bs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction S[!read Start Load End Load Trib Width
Top 0-0-0 13-3-15 NUp Rake 9.29 psf 9.29 psf 12 in
Top 20-8-1 34-0-0 NUp Rake 9.29 psf 9.29 psf 12 in
Point Loads
Memrer Location Direction Load TribWidth
Bot 6-3-2 Up 209 1bs
Bot 8-3-2 Up 45 1bs
Bot 10-3-2 Up 72 1bs
Bot 12-3-2 Up 1041bs
Bot 14-3-2 Up 1341bs
Bot 16-3-2 Up 134 1bs
Bot 18-3-2 Up 1341bs
Bot 20-3-2 Up 1341bs
Bot 22-3-2 Up 113 1bs
Bot 24-3-2 Up 79 1bs
Bot 26-3-2 Up 521bs
Bot 28-3-2 Up 234 1bs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction S2read Start Load End Load TribWidth
Top 0-0-0 6-3-10 NUp Rake 60.82 psf 60.82 psf 12 in
Top 6-3-10 7-0-5 NUp Rake 38.5 psf 38.5 psf 12 in
Top 7-0-5 13-3-15 NUp Rake 60.82 psf 60.82 psf 12 in
Top 13-3-15 19-7-9 NUp Rake 60.82 psf 60.82 psf 12 in
Top 19-7-9 20-8-1 NUp Rake 60.82 psf 60.82 psf 12 in
Top 20-ll-1 26-11-ll NUp Rake 60.82 psf 60.82 psf 12 in
Top 26-11-11 27-ll-ii NUp Rake 38.5 psf 38.5 psf 12 in
Top 27-8-ii 34-0-0 NUp Rake 60.82 psf 60.82 psf 12 in
Webl-38 Cont Left Rake 28.45 psf 28.45 psf 12 in
Web20-21 Cont Right Rake 28.45 psf 28.45 psf 12 in
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction S!;!read Start Load End Load TribWidth
Top 0-0-0 13-3-15 NDown Rake 8 psf 8 psf 12 in
Web 1-38 Cont Right Rake 16 psf 16 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 6-3-2 Down 1751bs
Bot 8-3-2 Down 40 1bs
Bot 10-3-2 Down 62 lbs
Bot 12-3-2 Down 90 1bs
Bot 14-3-2 Down 116 1bs
Bot 16-3-2 Down 116 1bs
Bot 18-3-2 Down 116 1bs
Bot 20-3-2 Down 116 1bs
Bot 22-3-2 Down 98 1bs
Bot 24-3-2 Down 69 1bs
Bot 26-3-2 Down 45 lbs
Bot 28-3-2 Down 209 1bs
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Top 20-8-1 34-0-0 NDown Rake 8 psf 8 psf 12 in
Web20-21 Cont Left Rake 16 psf 16 psf 12 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON lHIS SHEET MEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR
TI.:rn T nan.~.:" T nan.wr. roNniTIC\N<;:. TRTTSS MFMRF.R CONFIGURATIONS. AND SPANS LISTED ON TillS SHEET.
1
Truss: G05
JobNarne: 213
Date: 1/2/2016 7:34:52PM
System: Amcon6.003
Page: 3 of5
Report: Eng Plot
SPACING WGT/PLY
12in 271.8lbs
Keymark Enteiprises. LLC
6707 Winchester Crick, Suite I 02
Boulder, Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
34-0-0
PITCH
3.001/12
QTY
2
OHL
0-0-0
OHR
0-0-0
PLYS
1
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location 1 Location 2 Direction Spread Start Load End Lood TribWtdth
Bot Cont Down Proj 10 psf 10 psf 12 in
Point Loads
Member Location Direction Lood TribWidth
Bot 6-3-2 Down 309 lbs
Bot 8-3-2 Down 133 lbs
Bot 10-3-2 Down 133 lbs
Bot 12-3-2 Down 133 lbs
Bot 14-3-2 Down 133 lbs
Bot 16-3-2 Down 133 lbs
Bot 18-3-2 Down 133 lbs
Bot 20-3-2 Down 133 lbs
Bot 22-3-2 Down 1331bs
Bot 24-3-2 Down 133 lbs
Bot 26-3-2 Down 133 lbs
Bot 28-3-2 Down 329 lbs
User-defined Load Case E1: Seismic
No loads were defined for this load case.
1) This truss has been designed in accordance with me-2012.
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
3) This truss has been designed in accordancewithASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category IT, Mean RoofHeight 43ft, Overall Building Dimensions of140 ft x 63ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
Load Combo
Dl
Dl +txt
Dl +0.6W3
DI+0.6W8
Dl +0.6 W9
Dl +0.7El
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
11 0.6Dl +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6DI +0.7EIO.OI
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial furce, (max compr. force if different from max axial force)
TChd 1-2 0.504 195 lbs (-21 lbs) 6-7
2-3 0.429 -2,227 lbs 7-8
3-4 0.553 -7,271 lbs 8-9
4-5 0.411 .!d,770 lbs 9-10
5-6 0.495 -9,322 lbs 10-11
BChd 21-22 0.426 6,490 lbs (-595 lbs) 26-27
22-23 0.426 6,490 lbs (-595 lbs) 27-28
23-24 0.653 10,025 lbs (-9291bs) 28-29
24-25 0.749 11,482 lbs (-1,068lbs) 29-30
25-26 0.655 11.604 lbs (-1,035 lbs) 30-31
Webs 1-38 0.234 740 lbs (-741bs) 6-33
2-38 0.651 5,310 lbs (-540 lbs) 6-32
2-37 0.889 -8,228 lbs 7-32
2-36 0.913 7,450 lbs (-749 lbs) 8-32
3-36 0.814 -4,520 lbs 8-31
3-35 0.786 6,410 lbs (-6321bs) 9-31
4-35 0.468 -2,481 lbs 9-30
4-34 0.697 2,2041bs (-136 lbs) 10-30
5-34 0.600 -988 lbs 10-29
5-33 0.323 1,020 lbs (-27 lbs) 11-29
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TTI9 G03 GOS
mo T!O GOS
m1 Ti2 GOS
m2 Ti4 GOS
m3 Ti6 G05
m4 Tl6 GOS
ms Tl6 GOS
m6 Ti6 GOS m1 TIS GOS
m8 TI3 aos
m9 Ti I GOS
TT30 G04 GOS
0.459 -9,4321bs
0.449 -9,388 lbs
0.585 -9,244 lbs
0.682 -9,812 lbs
0.498 -10,010 lbs
0.702 11,249 lbs
0.568 9,920 lbs
0.585 10,010 lbs
0.594 9,812 lbs
0.503 9,244 lbs
0.352 -330 lbs
0.060 190 lbs
0.036 113 lbs
0.146 4631bs
0.453 1,4321bs
0.219 -889 lbs
0.445 I ,407 lbs
0.837 -731 lbs
0.154 488 lbs
0.023 73 lbs
Carrying Offset
6-3-2
8-3-2
10-3-2
12-3-2
14-3-2
16-3-2
18-3-2
20-3-2
22-3-2
24-3-2
26-3-2
28-3-2
GUSSET PLATES
Joint Detail Gusset Ga Joint
11-12
12-13
13-14
14-15
15-16
(-969 lbs) 31-32
(-826 lbs) 32-33
(-8341bs) 33-34
(.!d22 lbs) 34-35
(-783 lbs) 35-36
11-28
(0 lbs) 12-28
(-131bs) 13-28
(-73 lbs) 13-27
(-981bs) 14-27
15-27
(-96 1bs) 15-26
16-26
(-30 lbs) 16-25
(0 lbs) 17-25
Angle
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
0.471
0.461
0.574
0.576
0.574
0.487
0.541
0.525
0.517
0.420
0.264
0.105
0.171
0.520
0.078
0.365
0.395
0.645
0.180
0.059
Detail Gusset
-9,950 lbs 16-17
-9,950 lbs 17-18
-10,769 lbs 18-19
-10,845 lbs 19-20
-II ,589 lbs
9,033 lbs (-769 lbs) 36-37
9,05llbs (.!dOSibs) 37-38
8,497 lbs (-790 lbs)
7,121 lbs (-705 lbs)
2,051 lbs (-205 lbs)
-148 lbs 17-24
332 lbs (-20 lbs) 18-24
542 lbs (-38 lbs) 18-23
I ,643 lbs (-159 lbs) 19-23
245 lbs (-29 lbs) 19-22
-1,586 lbs 19-21
1,248 lbs (-1531b.) 20-21
-631 lbs
569 lbs (-110 lbs)
188 lbs (0 lbs)
Ga
0.659
0.643
0.601
0.030
0.992
0.992
0.108
0.631
0.676
0.827
0.169
0.895
0.016
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTETHATTifE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON 1HIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS_ LOADING CONDITIONS. 1RUSS ivlEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
-11,963lbs
-11,8481bs
-10,305 lbs
20 lbs
-4,4781bs
-4,478 lbs
-197 lbs
1,9951bs
-1,973 lbs
4,1091bs
-425 lbs
-7,696 lbs
36 lbs
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
12in
(-3 lb;)
(-190 lbs)
(-388 lbs)
{-3 Lbs)
G05
213
1/2/2016 7:34:52 PM
Amcon6.003
4of5
Eng Plot
WGT/PLY
271.8lbs
Keymark Enterprises, LLC
6707 Wi11chester Cricte, Suite I 02
Boulder. Colorado 80 0 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
34-0-0
Additional Notes:
sws
R ll S S
PITCH
3.001 /12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: GOS
JobName: 213
Date: 1/2/2016 7:34:52 PM
System: Amcon6.003
Page: 5of5
Report: Eng Plot
SPACING WGT/PLY
12 in 271.8lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requir•es placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Tiffi I .DADS_ LOADING CONDmONS. TRUSS tvfENffiER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
6-8-10
R u s s
PITCH
2.121/12
0-11-10
0-0-0
QTY
2
2-4-5
2-4-5
2.121 ~
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
2-9-15
5-2-4
Tmss: G06
JobNarne: 213
Date: 1/2/2016 7:34:52 PM
System: Amcon6.003
Page: 1 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 12in 18.71bs
1-6-6 ~ 6-8-10
2-4-94
0-0-0
2-4-5 2-9-15 1-6-6 ~
2-4-5 5-2-4 6-8-10 Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refur to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: l ,138 lbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (AISJ) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L/
TC: 0.232 (3) TL: 0.03 in L/999
BC: 0.351 (6-7) LL:O.Ol in L/999
Web: 0.371 (3-5) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Be Wid Reaction JT BC Max React
8 Pin (WL) l 6 in 171 lbs 8 3241b5
5 HRoii(WL) I 6 in 255 lbs 5 483 lbs
8 Pin (WL) 2 6 in 3241b5
5 HRoll(WL) 2 6 in 483 lbs
8 Pin (WL) 3 6 in 125 lbs
8 Pin (WL) 3 6 in 7 lbs H
5 HRoll(WL) 3 6 in 183 lbs
8 Pin (WL) 4 6 in 2141b5
8 Pin (WL) 4 6 in -151b5H
5 HRoll(WL) 4 6 in 322 lbs
8 Pin (WL) 5 6 in 171 lbs
5 HRoll(WL) 5 6 in 255 lbs
8 Pin (WL) 6 6 in 171 lbs
5 HRoii(WL) 6 6 in 255 lbs
8 Pin (WL) 7 6 in 251 lbs
8 Pin (WL) 7 6 in 51b5H
5 HRoll(WL) 7 6 in 372 lbs
8 Pin (WL) 8 6 in 136lb5
8 Pin (WL) 8 6 in 5 lbs H
5 HRoll(WL) 8 6 in 201 lbs
8 Pin (WL) 9 6 in 286 lbs
5 HRoll(WL) 9 6 in 426 lbs
8 Pin (WL) 10 6 in -28 lbs
8 Pin (WL) 10 6 in 13 lbs H
5 HRoli(WL) 10 6 in 49 lbs
8 Pin(WL) II 6 in 9 lbs
8 Pin (WL) II 6 in 23 lbs H
5 HRoll(WL) !I 6 in 8 lbs
8 Pin (WL) 12 6 in -286 lbs
8 Pin (WL) 12 6 in 78 lbs H
5 HRoll(WL) 12 6 in 4551b5
8 Pin (WL) 13 6 in 103 lbs
5 HRoll (WL) 13 6 in 153 lbs
8 Pin (WL) 14 6 in 247 lbs
5 HRoll(WL) 14 6 in 369 lbs
Member Material CSI Bracing MaxP
Top Chd l-4 20TC20 (50 ksi) 0.232 Sheathed -528 lbs
BotChd 5-8 20TC20 (50 ksi) 0.351 Sparse -5241b5
Webl-8 15C20 (50 ksi) 0.128 Unbraced -321 lbs
Web 1~7 15C20 (50 ksi) 0.324 Unbraced 560 lbs
Web2-7 15C20 (50 ksi) 0.008 Unbraced -l91b5
Web2-6 15C20 (50 ksi) 0.195 Unbraced 226 lbs
Web3-6 15C20 (50 ksi) 0.217 Unbraced 456 lbs Web3~5 15C20 (50 ksi) 0.371 Unbraced -603 lbs
Web4~5 15C20 (50 ksi) 0.008 Unbraced 17 lbs
NOTE: Web crippling calculation assume truss is fastened to support.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTElHATlHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE 1RUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE "MINT!\.1U1vf APPLICABLE DESIGN CRITERIA FOR
lHE WADS, WADING CONDITIONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
(loc) Allowed
(2-3) L/240
(2-3) L/360
5
Max: Uplift Max Horiz
-286 lbs 78 lbs
-455 lbs
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 80301
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140) sws
SPAN PITCH QTY OHL OHR PLYS
6-8-10 2.121/12 2 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib'Width
Top 0-ll-0 6-8-10 Down Proj 10 psf 10 psf 12 in
Top 0-l).j) 6-8-10 Down Proj 10 psf 10 psf 12 in
Bot 0-0-0 6-8-10 Down Proj 0 psf 0 psf 12 in
Bot 0-0-ll 6-8-10 Down Proj 0 psf 0 psf 12 in
Point Loads
Member Location Direction Load Trib\Vidth
Bot 2-4-5 Down 42 1bs
Bot 24-5 Down 421bs
Bot 5-2-4 Down 82 1bs
Bot 5-2-4 Down 82 1bs
Load Case Dl: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction s12read Start Load End Load Trib\Vidth
Top 0-0-0 6-8-10 Down Rake 8 psf 8 psf 12 in
Top 0-0-0 6-8-10 Down Rake 8 psf 8 psf 12 in
Bot 0-l).j) 6-8-10 Down Rake 3 psf 3 psf 12 in
Bot 0-0-ll 6-8-10 Down Rake 3 psf 3 psf 12 in
Point Loads
Member Location Direction Load Trib\Vidth
Bot 2-4-5 Down 47 1bs
Bot 2-4-5 Down 471bs
Bot S-2-4 Down 921bs
Bot 5-2-4 Down 92 1bs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction se;read Start Load End Load TribWidth
Top 0-l).j) 6-8-10 NUp Rake 29.8 psf 29.8 psf 12 in
Webl-8 Coot Right Rake 14.56 psf 14.56 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-4-5 Up 61 lbs
Bot 2-4-5 Up 61 lbs
Bot 5-2-4 Up 1161bs
Bot 5-2-4 Up 116 1bs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib Width
Top 0-ll-0 6-8-10 NUp Rake 18.61 psf 18.61 psf 12 in
Webl-8 Coot Left Rake 16.88psf 16.88 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-4-5 Up 51 1bs
Bot 2-4-5 Up 51 1bs
Bot 5-2-4 Up 861bs
Bot 5-2-4 Up 861bs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction SEread Start Load End Load TribWidth
Top 0-0-0 6-8-10 NUp Rake 9.29 psf 9.29 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-4-5 Up 241bs
Bot 2-4-5 Up 241bs
Bot 5-2-4 Up 43 1bs
Bot 5-2-4 Up 431bs
Automated Load Case W4: C&C{Suction)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 6-3-10 NUp Rake 74.59 psf 74.59 psf 12 in
Top 6-3-10 6-8-10 NUp Rake 74.59 psf 74.59 psf 12 in
Webl-8 Coot Left Rake 42.33 psf 42.33 psf 12 in
Point Loads
Member Location Direction Load Trib Wtdth
Bot 2-4-5 Up 212 1bs
Bot 2-4-5 Up 212 1bs
Bot 5-2-4 Up 368 1bs
Bot 5-2-4 Up 368 1bs
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member Location I Locltion 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 6-8-10 NDown Rake 8 psf 8 psf 12 in
Webl-8 Coot Right Rake 16 psf 16 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-4-5 Down 251bs
Bot 2-4-5 Down 251bs
Bot 5-2-4 Down 39 1bs
Bot 5-2-4 Down 39 1bs
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
ALL GENERAL NOTES OF TinS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDmONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
1
Truss: G06
JobName: 213
Date: 1/2/2016 7:34:52PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
12in 18.7lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
6-8-10
R U S S
PITCH
2.121/12
QTY
2
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Otord
Distributed Loods
Member Looation 1 Location 2 Direction
Bot Cont Down
Spread
Proj
PointLoods
Member Location Direction Load Trib Width
Bot
Bot
Bot
Bot
2-4-5
2-4-5
5-2-4
5-2-4
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Down
Down
Down
Down
2! lbs
2! lbs
4! lbs
4llbs
I) This truss has been designed in accordance with IBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
I
TribWidth
12 in
3) This truss has been designed in accordance withASCE7 - I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of140 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
Dl
Dt +Lrl
01 +0.6 W3
Dl +0.6W8
5 Dl +0.6 W9
6 Dl +0.7 El
7 Dl +0.45 W3 +0.75 Lrl
8 Dl + 0.45 W3
9 Dl+0.53El+0.75Lrl
!0 0.6 Dl + 0.6 WI
!I 0.6 Dl +0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E'O.Ol
14 Ol+LIO*
Member Forces Summary
TChd 1-2 0.224 -528lbs
Factor
1.000
1.000
l.OOO
1.000
1.000
1.000
l.OOO
1.000
1.000
l.OOO
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial furce)
2-3 0.159 -354lbs 3-4 0.167 -II lbs
BChd 5-6 0.083 337 lbs (-32llbs) 6-7 0.35! -524lbs 7-8 0.039 -65 lbs
Webs l-8 0.128
0.324
-321 lbs
560 lbs
2-7 0.008 -l9lbs 3-6 0.2!7 456lbs (-429lbs) 4-5
l-7 (-496lbs) 2-6 0.!95 226 lbs (-20! lbs) 3-5 0.37! -603lbs
Truss-to-truss Connections Summary
lD Carried Truss Carrying Truss
TT3l Tl7 G06
TT3l Tl8 G06
TT32 Tl9 G06
TT32 T20 G06
Carrying Offset
2-4-5
2-4-5
5-2-4
5-2-4
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
Angle
45 deg
225 deg
45 deg
225 deg
Detail Gusset Ga
0.008 !7 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12 in
(-l4lbs)
G06
213
1/2/2016 7:34:52 PM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
18.7lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATlHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATlHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS 1HE MlNlMUM APPLICABLE DESIGN CRITERIA FOR
THR I DA.DS_ LOADING CONDITIONS. TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cric!e, Suite I 02
Boulder, Colorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
7-5-2
sws
R U S S
PITCH
2.121/12
0-10-2
2"4-5
2-4-5
2-4-5
QTY
6
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
2-9-15
5-2-4
2-9-15
OHR
0-0-0
PLYS
I
1-1-15
6-4-3
1-1-15
Tmss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
12in
1-0-15
7-5-2
1-0-15
G07
213
1/2/2016 7:34:53 PM
Amcon6.003
I of3
Eng Plot
2-$S4
WGT/PLY
21.7lbs
2-4-5 5-2-4 6-4-3 7-5-2
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (ATSI) fusteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Amcon TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Atlowable shear per Am con TS SS # 12 fastener as fullows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 Ill;. Allowable shear per # 12 SDS (ATSI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.254 (4)
BC: 0.436 (8-9)
Web: 0.397 (1-9)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid Reaction
10 Pin (WL) I 6 in 1841bs
6 HRoll(WL) I 6 in 2881bs
10 Pin (WL) 2 6 in 348 lbs
6 HRoll(WL) 2 6 in 544 lbs
10 Pin (WL) 3 6 in 133 lbs
10 Pin (WL) 3 6 in 7 lbs H
6 HRoli(WL) 3 6 in 200 lbs
10 Pin (WL) 4 6 in 233 lbs
10 Pin (WL) 4 6 in -141bs H
6 HRoll(WL) 4 6 in 369 lbs
10 Pin (WL) 5 6 in 1841bs
6 HRoll (WL) 5 6 in 288 lbs
10 Pin (WL) 6 6 in 1841bs
6 HRoll(WL) 6 6 in 288 lbs
10 Pin (WL) 7 6 in 2691bs
10 Pin (WL) 7 6 in 5 lbs H
6 HRoli(WL) 7 6 in 414 lbs
lO Pin (WL) 8 6 in 146\bs
10 Pin ('NL) 8 6 in 5 lbs H
6 HRoll(WL) 8 6 in 222\bs
10 Pin (WL) 9 6 in 307 lbs
6 HRoll(WL) 9 6 in 480 lbs
10 Pin (WL) 10 6 in -32 lbs
10 Pin (WL) 10 6 in 16 lbs H
6 HRoll(WL) 10 6 in -71 lbs
10 Pin (WL) II 6 in 5 lbs
10 Pin (WL) II 6 in 23 lbs H
6 HRoli(WL) II 6 in 41bs
10 Pin (WL) 12 6 in -322 lbs
10 Pin (WL) 12 6 in 79 lbs H
6 HRoll (WL) 12 6 in -564 lbs
10 Pin (WL) 13 6 in 110 lbs
6 HRoll(WL) 13 6 in 173 lbs
10 Pin (WL) 14 6 in 267 lbs
6 HRoll(WL) 14 6 in 425 lbs
Member Material
Top Chd 1-5 20TC20 (50 ksi)
Bot Chd 6-10 20TC20 (50 ksi)
Webl-10 15C20 (50 ksi)
Webl-9 15C20 (50 ksi)
Web2-9 15C20 (50 ksi)
Web2-8 15C20 (50 ksi)
Web3-8 I SC20 (50 ksi)
Web3-7 15C20 (50 ksi)
Web4-7 15C20 (50 ksi)
Web4-6 15C20 (50 ksi)
Web 5-6 15C20 (50 ksi)
NOTE: Web crippling calculation assume truss is fastened to support.
Summary
JT BC
10
6
CSI
0.254
0.436
0.137
0.397
0.029
0.113
0.193
0.310
0.351
0.375
0.017
Max React
348 lbs
544 lbs
Deflection
TL: 0.04 in
LL: 0.02 in
HorzTL: 0.01 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraccd
Unbraced
Unbraced
Unbraced
Ll
L/999
L/999
MaxP
-638 lbs
-6561bs
-3441bs
6641bs
-72 lbs
147 lbs
4181bs
-580 lbs
683 lbs
6711bs
381bs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON TilTS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDITIONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON TilTS SHEET
(loc)
(2-3)
(2-3)
6
Max: Uplift
-322 lbs
-564lbs
Allowed
L/240
L/360
Max Horiz
791bs
Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite I 02
Boulder, Colorado 80301
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140] sws s s.
SPAN PITCH QTY OHL OHR PLYS
7-5-2 2.121 /12 6 0-0-0 0-0-0
Loads Summary
Load Case Lr I : Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 5-2-4 Down Proj 10 psf 10 psf 12 in
Top 0-0-0 7-5-2 Down Proj 10 psf 10 psf 12 in
Bot 0-0-0 5-2-4 Down Proj 0 psf Opsf 12 in
Bot 0-0-0 7-5-2 Down Proj 0 psf 0 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-4-5 Down 32 lbs
Bot 2-4-5 Down 32 lbs
Bot 5-2-4 Down 721bs
Bot 5-2-4 Down 72 lbs Bot 6-4-3 Down 88 lbs
Load CaseD I: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 5-2-4 Down Rake 8 psf 8 psf 12 in
Top 0-0-0 7-5-2 Down Rake 8 psf 8 psf 12 in
Bot 0-0-0 5-2-4 Down Rake 3 psf 3 psf 12 in
Bot 0-0-0 7-5-2 Down Rake 3 psf 3 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-4-5 Dowtt 361bs Bot 2-4-5 Down 361bs Bot 5-2-4 Down 80 lbs
Bot 5-2-4 Down 80 lbs
Bot 6-4-3 Down 99 lbs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Memlx:r Location I Location 2 Direction Sf! read Start Load End Load TribWidth
Top 0-0-0 7-5-2 NUp Rake 29.8 psf 29.8 psf 12 in
Webl-10 Cont Right Rake 14.56 psf 14.56 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-4-5 Up 46 lbs
Bot 2-4-5 Up 46 lbs
Bot 5-2-4 Up 103 lbs Bot 5-2-4 Up 103 lbs
Bot 6-4-3 Up 125 lbs
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member Location l Location 2 Direction seread Start Load End Lood TribWidth
Top 0-0-0 7-5-2 NUp Rake 18.61 psf 18.61 psf 12 in
Web1·10 Cont Left Rake 16.88psf 16.88 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-4-5 Up 43 lbs
Bot 2-4-5 Up 43 lbs
Bot 5-2-4 Up 77 lbs Bot 5-2-4 Up 77 lbs Bot 6-4-3 Up 92 lbs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load TribWtdth
Top 0-0-0 7~5 2 NUp Rake 9.29 psf 9.29 psf 12 in
Point Loads
Member Location Direction Load TribV.'idth
Bot 2-4-5 Up 19 lbs Bot 2-4-5 Up 19 lbs
Bot 5-2-4 Up 391bs
Bot 5-2-4 Up 391bs
Bot 6-4-3 Up 46 lbs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 6-3-10 NUp Rake 73.13psf 73.13 psf 12 in
Top 6-3-10 7-5-2 NUp Rake 73.13 psf 73.13 psf 12 in
Webl-10 Coot Left Rake 41.47 psf 41.47 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-4-5 Up 176 lbs
Bot 2-4-5 Up 176 lbs
Bot 5-2-4 Up 330 lbs Bot 5-2-4 Up 330 lbs Bot 6-4-3 Up 394 lbs
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCillvfENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSETv113LY SHOWN ON lHIS SHEETMEETS THE MlNlMIJNI APPLICABLE DESIGN CRITERIA FOR
TI-TF T flAns I .OAniNG CONDITIONS. TRUSS 1\tfEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
I
Truss: G07
JobName: 213
Date: 1/2/2016 7:34:53 PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
12in 21.7lbs
Keymark Enterprises, LLC
6707 Winchester Cric1e, Suite I 02
Boulder. Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SPAN
7-5-2
PITCH
2.121/12
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2
Top 0-0-0 7-5-2
Webl-10 Cont
Point Loads
Member Location Direction
Bot 2-4-5 Down
Bot 2-4-5 Down
Bot 5-2-4 Down
Bot 5-2-4 Down
Bot 6-4-3 Down
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
NDown
Right
Load
23 lbs
23 lbs
361bs
36 lbs
421bs
QTY
6
Spread
Rake
Rake
TribWidth
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I Location 2 Direction Spread
Bot Cont Down Proj
Point Loads
Member Locati011 Direction Load TribWtdth
Bot 2-4-5 Down 16lbs
Bot 2-4-5 Down 161bs
Bot 5-2-4 Down 36 lbs
Bot 5-2-4 Down 36lbs
Bot 6-4-3 Down 441bs
User-defined Load Case El: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with lBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
8 psf
16 psf
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
1
TribWtdth
12 in
12 in
TribWtdth
12 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category ll, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
DI+0.6W8
Dl +0.6 W9
Dl +0.7 El
Dl +0.45W3+0.75Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
II 0.6 Dl +0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 EIO.OI 14 Dl+LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1,000
1.000
Member Forces Summary Table indicates: Member to, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.249 -638 lbs 2-3
BChd 6-7 0.101 -248 lbs 7-8
Webs 1-10 0.137 -3441bs 2-8
l-9 0.397 664 lbs (-622 lbs) 3-8
2-9 0.029 -72 !bs 3-7
Truss-to-truss Connections Summary
TO Carried Truss Carrying Truss
TT33 T21 G07
TT33 T21 G07
TT34 T22 G07
TT34 T22 G07
TT35 T23 G07
0.197 -536 lbs
0.236 -521 lbs
0.113 147lbs
0.193 418 lbs
0.310 -580 lbs
Carrying Offset
2-4-5
2-4-5
5-2-4
5-2-4
6-4-3
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
3-4
8-9
(-120 lbs) 4-7
(-405 lbs) 4-6
5-6
Angle
225 dcg
45 deg
45 deg
225 deg
45 deg
0.193
0.436
0.351
0.375
0.017
Detail Gusset
-265 lbs 4-5
-656lbs 9-10
683 lbs (-667 lbs)
671 lbs (-658 lbs)
38 lbs (-29 lbs)
Ga
0.135 -10 lbs
0.034 -68 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12 in
G07
213
112/2016 7:34:53 PM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
21.7lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bmcing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral bmces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COivfPONENTDESIGN DOCUl'vtENT. NOTETHATlHE
nnru:;uccTAhlAT m.JC:l'l\IJ:;'PR'"-. RFALJNDTC:A1F.S ONLYTHAT1HE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINffvfUNf APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-9-6
sws
R U S S
PITCH
0/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
5-2-4
1s
TT37 6s
0-0-0
South Gate CA 90280
2s
T$S6
OHR
0-0-0
5-2-4
3s
TT38 4s
0-0-0
1-11-3 I 1-10-3 I
1-11-3 3-9-6
Truss: G08
JobName: 213
Date: 1/2/2016 7:34:53 PM
System: Amcon6.003
Page: I of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 12 in 20.7lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Amcon TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lbs.Allowable shear per #12 SDS (AISl) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Nlaintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min fur each sheet of steel connected.
CSI
TC: 0.091 (2)
BC: 0.122 (4)
Web: 0.741 (1-6)
TC Continuously Braced
BC Bracing Sparse
Deflection
TL: 0.21 in UP
LL: 0 in
Horz TL: 0.05 in
Reactions Summary
JT T e LC BC Br Wid Reaction
6 Pin (TI) I 2 in 38 lbs
4 HRoll (IT) I 2 in 37 lbs
6 Pin (IT) 2 2 in 721bs
4 H Roll (IT) 2 2 in 721bs
6 Pin (IT) 3 2 in 35 lbs
4 H Roll (IT) 3 2 in 341bs
6 Pin (IT) 4 2 in -3 lbs
6 Pin (IT) 4 2 in -501bs H
4 H Roll (IT) 4 2 in 70 lbs
6 Pin (IT) 5 2 in 45 lbs
4 H Roll (IT) 5 2 in 45 lbs
6 Pin (IT) 6 2 in 38 lbs
4 H Roll (IT) 6 2 in 37 lbs
6 Pin (IT) 7 2 in 61 lbs
4 H Roll (IT) 7 2 in 61 lbs
6 Pin (IT) 8 2 in 35 lbs
4 H Roll (IT) 8 2 in 351bs
6 Pin (IT) 9 2 in 641bs
4 H Roll (IT) 9 2 in 63 lbs
6 Pin (IT) 10 2 in 45 lbs
6 Pin (IT) 10 2 in 451bsH
4 H Roll (IT) 10 2 in 21 lbs
6 Pin (IT) II 2 in 141bs 6 Pin (IT) II 2 in 53lbs H
4 HRoll (IT) II 2 in -64 lbs
6 Pin (Tl) 12 2 in -14 lbs
6 Pin (TT) 12 2 in 1371bs H
4 H Roll (IT) 12 2 in -217 lbs
6 Pin (TT) 13 2 in 23 lbs
4 HRoll (IT) 13 2 in 22 lbs
6 Pin (TI) 14 2 in 541bs
4 H Roll (IT) 14 2 in 541bs
Member Material
Top Chd 1-3 20TC20 (50 ksi)
Bot Chd 4-6 20TC20 (50 ksi)
Web 1-6 15C20 (50 ksi)
Web 1-5 15C20 (50 ksi)
Web2-5 15C20 (50 ksi)
Web24 15C20 (50 ksi)
Web34 15C20 (50 ksi)
NOIE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lr I: Std Live Load
Distributed Loads
Member Location I Location 2 Direction Spread
Top Cont Down Proj
Bot Cont Down Proj
Point Loads
Member Location Direction Load Trib 'N1dth
Bot 1-11-3 Up 7 lbs
JT BC
CSI
0.091
0.122
0.741
0.131
0.312
0.169
0.061
Start Load
Max React
72 lbs
72 lbs
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/289
L/999
MaxP
73 lbs
-73 lbs
-68 lbs
-50 lbs
-128 lbs
224 lbs
-25 lbs
TribWidth
12 in
12 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
noncnccTrlhlAT m-Tr.Thll<'PR'~ ~PAT TNnlr.ATF5\ ONIYTHATTHE TRUSS ASSEI\tlBLY SHOWN ON THIS SHEETMEETS THE ivfiNIMUM APPLICABLE DESIGN CRITERIA FOR
(loc)
(1-6)
(1-2)
6
Max Uplift
-45 lbs
-217 lbs
Allowed
L/180
L/360
Max Horiz
137 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R u s s
SPAN PITCH QTY
3-9-6 0/12 2
Load CaseD 1: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction
Top Cont Down
Bot Coot Down
Point Loads
Member Location Direction Lood
Bot 1-11-3 Up 8 1bs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction
Top 0-0-0 3-9-6 NUp
Web1-6 Cont Right
Point Loads
Member Location Direction Lood
Bot 1-11-3 Up 2 1bs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction
Top 0-0-0 3-9-6 NUp
Web1-6 Cont Left
Point Loads
Member Location Direction Lood
Bot 1-11-3 Up 46 1bs
Automated Load Case W3: MWFRS-(Max Dn)
Point Loads
Member Location Direction Lood
Bot 1-11-3 Up 10 1bs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction
Top 0-0-0 3-9-6 NUp
Webl-6 Cont Left
Point Loads
Member Location Direction Lood
Bot 1-11-3 Up 145 1bs
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction
Webl-6 Cont Right
Point Loads
Member Location Direction Lood
Bot 1-11-3 Up 131bs
Automated Load Case W9: MWFRS-Right(Min)
Point Loads
Member Location Direction l.oo<1
Bot 1-11-3 Down 25 lbs
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member
Bot
Point Loads
Member
Bot
Location I
Cont
Location
1-11-3
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
Direction
Up 41bs
1) This truss has been designed in accordance with IBC-2012.
seread
Rake
Rake
Trib Width
S2read
Rake
Rake
Trib Width
S2read
Rake
Rake
TribWidth
TribWidth
seread
Rake
Rake
TribWidth
seread
Rake
TribWidth
Trib Width
Spread
Proj
TribWidth
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Start Load End Load
16 psf 16 psf
6 psf 6 psf
Start Load End Load
29.83 psf 29.83 psf
14.56 psf 14.56 psf
Start Load End Lood
29.83 psf 29.83 psf
16.88 psf 16.88 psf
Start Load End Load
83.14 psf 83.14 psf
44.08 psf 44.08 psf
Start Load End Lood
16 psf 16 psf
Start Load End Load
10 psf 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
Trib Width
12 in
12 in
TribWidth
12 in
12 in
Trib Width
12 in
12 in
TribWidth
12 in
12 in
TribWidth
12 in
TribWidth
12 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roof Height 43 ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
11
12
Load Combo
D1
Dl +Lrl
Dl +0.6 W3
D1 +0.6W8
Dl +0.6 W9
Dl+0.7El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45W3
D1 + 0.53 E1 + 0.75 Lr1
0.6 D1 + 0.6 W1
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
l.OOO
l.OOO
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
Truss: G08
JobName: 213
Date: 1/2/2016 7:34:53 PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
12 in 20.7lbs
~T~Ch~d~H1~~~--~0~.0~4~7----~674~1bs~--~~~19~1~bs~)~2~~~--~0~.0~7*1----~~0~lbs;---------f---------------------------+--------------------------·_j BChd 4-5 0.097 -64 1bs 5-6 0.030 -73 1bs :J
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE 1RUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlNTMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102 -'' ~. . "'"'"'"''
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-9-6
sws
T R ll .S S
PITCH
0/12
Truss-to-truss Connections Summary
QTY
2
ID Carried Truss Carrying Truss Carrying Offset
TT37 G08 G09
TT36 T44 G08
TT38 G08 G10
22-6-4
1-11-3
22-6-4
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
Detail
Am!le
90 deg
90 deg
90 deg
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
PLYS
1
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
12 in
G08
213
1/2/2016 7:34:53 PM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
20.7lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6" of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALI. GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 __ Wlnches~er Cri~le!. ~~~t~ l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
0-0-0
5-3-3
5-3-3
u s s
PITCH
3/12
5-3-3
10-6-5
QTY
2
5-3-3
15-9-8
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
4-2-8 I 2-6-4
1
3-14
20-0-0 22-6-4 25-7-8
5-10-0
Truss:
Job Name:
Date:
System:
Page:
Report:
PLYS SPACING
1 24 in
4-9-8 4-9-8
30-5-0 35-2-8
G09
213
1/2/2016 7:34:54PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
133.1lbs
4-9-8
40-0-0
0-10-0
0-0-0
5-3-3 5-3-3 5-3-3 4-2-8 1 2-6-4 1 3-1-4 4-9-8 4-9-8 4-9-8
5-3-3 10-6-5 15-9-8 20-o-o I 22-6-4 I 25-7-8 30-5-o 35-2-8 40-0-o
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (ATSI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be instaHed on one side of the truss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes fur further clarification. Allowable shear per Am con TS SS #12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 tbs.AIIowable shear per# 12 SDS (ATSI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L!
TC: 0.952 (1-2) TL: 0.13 in L/999
BC: 0.969 (16-17) LL: 0.06 in L/999
Web: 0.963 (2-18) HorzTL: 0.01 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
20 Pin (WL) I 6 in 243 lbs 20 457 lbs
17 HRoli(WL) I 6 in 732 lbs 17 1,3841bs
14 HRoli(WL) I 6 in 642 lbs 14 1,216 lbs
11 HRoii(WL) I 6 in 2211bs 11 415 lbs
20 Pin (WL) 2 6 in 457 lbs
17 HRoli(WL) 2 6 in 1,3841bs
14 HRoli(WL) 2 6 in 1,216 lbs
11 HRoli(WL) 2 6 in 415 lbs
20 Pin (WL) 3 6 in 184 lbs
17 HRoli(WL) 3 6 in 552 lbs
14 HRoll (WL) 3 6 in 485 lbs
11 HRoll (WL) 3 6 in 168 lbs
20 Pin (WL) 4 6 in 292 lbs
20 Pin (WL) 4 6 in -64 lbs H
17 HRoll(WL) 4 6 in 873 lbs
14 HRoli(WL) 4 6 in 609 lbs
11 HRoll (WL) 4 6 in 215 lbs
20 Pin (\VL) 5 6 in 246 lbs
20 Pin (WL) 5 6 in 64 lbs H
17 HRoli(WL) 5 6 in 733 lbs
14 HRoli(WL) 5 6 in 783 lbs
11 HRoli(WL) 5 6 in 274 lbs
20 Pin (WL) 6 6 in 243 lbs
17 HRoli(WL) 6 6 in 732 lbs
14 HRoll(WL) 6 6 in 642 lbs
11 HRoll(WL) 6 6 iLl 2211bs
20 Pin (WL) 7 6 in 3591bs
17 HRoli(WL) 7 6 in 1,086 lbs
14 HRoll (WL) 7 6 in 955 lbs
11 HRoli(WL) 7 6 in 327 lbs
20 Pin (WL) 8 6 in 198 lbs
17 HRoli(WL) 8 6 in 597 lbs
14 HRoli(WL) 8 6 in 524 lbs
11 HRoli(WL) 8 6 in 181 lbs
20 Pin (WL) 9 6 in 403 lbs
17 HRoll (WL) 9 6 in 1,2211bs
14 HRoll (WL) 9 6 in 1,072 lbs
11 HRoii(WL) 9 6 in 366 lbs
20 Pin(WL) 10 6 in -17 lbs
20 Pin (WL) 10 6 in 13 lbs H
17 HRoli(WL) 10 6 in -63 lbs
14 HRoll (WL) 10 6 in 43 lbs
11 HRoli(WL) 10 6 in 341bs
20 Pin (WL) 11 6 in 331bs
20 Pin (WL) 11 6 in -131bsH
17 HRoli(WL) 11 6 in 88 lbs
14 HRoli(WL) 11 6 in 481bs
11 HRoll (WL) 11 6 in -161bs
20 Pin (WL) 12 6 in -210 lbs
17 HRoli(WL) 12 6 in -567 lbs
14 HRoli(WL) 12 6 in 486 lbs
11 HRoli(WL) 12 6 in -1941bs
20 Pin (WL) 13 6 in 146 lbs
17 HRoli(WL) 13 6 in 439 lbs
14 HRoll(WL) 13 6 in 3851bs
11 HRoll (WL) 13 6 in 132 lbs
20 Pin (WL) 14 6 in 353 lbs
17 HRoll (WL) 14 6 in 1,055 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMb'NT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(1-2) L/240
(1-2) L/360
17
MaxUj,~lift Max Horiz
-210 lbs 64 lbs
-5671bs
486 lbs
-1941bs
Keymark Entetprises, LLC
6707_Win~hes~r. Cri~1e.._~~~t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
ll s s
SPAN
40-0-0
PITCH
3/12
14
II
Member
HRoi(WL) 14
HRoll(WL) 14
Material
Top Chd 1-5 30TC20 (50 ksi)
Top Chd 5-10 30TC20 (50 ksi)
Bot Chd 11-20 20TC20 (50 ksi)
Web 1-20 15C20 (50 ksi)
Webl-19 15C20(50ksi)
Web2-19 15C20 (50 ksi)
Web2-18 15CI6 (50 ksi)
Web3-18 15C20 (50 ksi)
Web3-17 15D20 (50 ksi)
Web4-17 15CI6 (50 ksi)
Web4-16 15C20 (50 ksi)
Web5-16 15CI8 (50 ksi)
Web6-16 15C20 (50 ksi)
Web6-15 15C20 (50 ksi)
Web7-15 15C20 (50 ksi)
Web7-14 15CI8 (50 ksi)
Web8-14 15020 (50 ksi)
Web8-13 15C20 (50 ksi)
Web9-13 15CI6 (50 ksi)
Web9-12 ISC20 (50 ksi)
Web 10-12 15C20 (50 ksi)
Web 10-11 15C20 (50 ksi)
m
6 in
QTY
2
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lr1: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top Coot Down Proj
Bot Coot Down Proj
Point Loads
Member Location Direction Load Trib Width
Bot 22-64 Down 35 lbs
Load CaseD 1: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top Coot Down Rake
Bot Coot Down Rake
Point Loads
Member Location Direction Load Trib Width
Bot 22-64 Down 38lbs
Automated Load Case W1: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Roke
Top 20-0-0 40-0-0 NUp Roke
Web 1-20 Coot Right Rake
Web lO-ll Coot Right Rake
Point Loads
Member Location Direction Load TribW!dth
Bot 22-64 Up 113 lbs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 40-0-0 NUp Roke
Web 1-20 Coot Left Roke
Webl0-11 Cont Left Roke
Point Loads
Member Location Direction Load Trib Width
Bot 22-64 Up 15 lbs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location l Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Roke
Top 20-0-0 40-0-0 NUp Roke
Point Loads
Member Location Direction Load Trib Width
Bot 22-64 Up 5 lbs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 6-3-10 NUp Rake
Top 6-3-10 13-8-6 NUp Rake
Top 13-8-6 20-0-0 NUp Roke
Top 20-0-0 26-3-10 NUp Roke
Top 26-3-10 33-8-6 NUp Roke
Top 33-8-6 40-0-0 NUp Rake
Web 1-20 Cant Left Rake
Webl0-11 Coot Right Roke
Point Loads
Member Location Direction Load Trib Width
Bot 22-64 Up 60 lbs
CSI
0.952
0.640
0.969
0.172
0.561
0.034
0.963
0.130
0.412
0.927
0.522
0.784
0.014
0.644
0.443
0.950
0.320
0.114
0.746
0.029
0.437
0.156
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
25.3 psf
17.91 psf
14.56 psf
16.88 psf
Start Load
17.91 psf
25.3 psf
16.88 psf
14.56 psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
27.34 psf
27.34 psf
OHR
0-0-0
End Load
20 psf
0 psf
End Load
16 psf
6 psf
End Load
25.3 psf
17.91 psf
14.56 psf
16.88 psf
End Load
17.91 psf
25.3 psf
16.88 psf
14.56 psf
End Load
9.29 psf
9.29 psf
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
27.34psf
27.34 psf
PLYS
1
MaxP
-771 lbs
688 lbs
718 lbs
4311bs
7251bs
107 lbs
-706 lbs
3761bs
-903 lbs
-8291bs
490 lbs
-384 lbs
46 lbs
-266 lbs
4331bs
-705 lbs
-827 lbs
344 lbs
-6191bs
92\bs
634\bs
-392 lbs
TribWtdth
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
24 in
24 in
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
G09
213
112/2016 7:34:54 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
133.11bs
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
sws
R U S 5
PITCH
3/12
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location l Location 2 Direction
Top 0-0-0 20-0-0 NDown
Web 1~20 Cont Right
Point Loads
Member Location Direction Load
Bot 22-6-4 Up 67 1bs
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location l Location 2 Direction
Top 20-0-0 40-0-0 NDown
Web lO-ll Cont Left
Point Loads
Member Location Direction Load
Bot 22-6-4 Down 12 1bs
QTY
2
Spread
Rake
Rake
TribWidth
Spread
Rake
Rake
TribWidth
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member
Bot
Point Loads
Member
Bot
Location 1
Cont
Location
22-6-4
User-defined Load Case E I: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
Direction Load
Down 17 1bs
I) This truss has been designed in accordance with lBC-2012.
Spread
Proj
Trib Width
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
8 psf
16 psf
Start Load
8 psf
16 psf
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
8 psf
16 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
TribWidth
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
I
3) This truss has been designed in accordance withASCE7 -I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
11
12
Load ComOO
D1
Dl +Lrl
Dl +0.6 W3
D1 +0.6 W8
Dl +0.6 W9
Dl + 0.7 El
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
0.6 D! + 0.6 W2
0.6 D1 + 0.6 W4
13 0.6 D1 +0.7 Fl0.01
14 Dl+LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial furce, (max compr. furce if different from max axial furce)
TChd 1-2 0.952 -7711bs 4-5 0.328 414 1bs (0 1bs) 7-8 0.255 688 lbs (-178 1bs)
2-3 0.298 -1161bs 5-6 0.106 402 1bs (0 1bs) 8-9 0.241 -102 1bs
3-4 0.339 7571bs (-183 1bs) 6-7 0.114 430 1bs (-111bs) 9-10 0.640 -673 1bs
BChd 11-12 0.491 141bs (-8 1bs) 14-15 0.555 -629 lbs 17-18 0.674 1241bs (-17 1bs)
12-13 0.366 626 lbs (-204 1bs) 15-16 0.267 -391 lbs 18-19 0.503 718 lbs (-2251bs)
13~14 0.500 123 lbs (0 1bs) 16~17 0.969 --689 1bs 19~20 0.697 --64\bs
Webs 1~20 0.172 -431 lbs 3-17 0.412 -903 1bs 6-15 0.644 ~266 lbs 9-13
1 ~19 0.561 725 1bs (-2411bs) 4-17 0.927 -829 1bs 7-15 0.443 433 lbs (-177 1bs) 9-12
2-19 0.034 107 1bs (-35 1bs) 4-16 0.522 490 1bs (-160 1bs) 7-14 0,950 -705 1bs 10-12
2-18 0.963 -706 1bs 5-16 0.784 -3841bs 8-14 0.320 -827 1bs 10-11
3-18 0.130 376 lbs (-108 1bs) 6-16 0.014 46 1bs (0 lbs) 8-13 0.114 344 1bs 0108 lbs)
Truss-to-truss Connections Summary
lD Carried Truss Carrying Truss Carryins Offset Angle
m1 G08 G09 22-6-4 90 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
0.746
0.029
0.437
0.156
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
-619 1bs
92 1bs (-38 !los)
634 lbs (-221 lbs)
-392 1bs
G09
213
1/2/2016 7:34:54PM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
133.llbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
peipendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally pe1pendicularto the plane ofthe truss. Lateral braces shall be installed within 6" ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOlETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-run T n A nc I £'I A nn...rr. f""'il"hlT'I.ITTtlhl'< TIH T'<C< MPMIUlU rllNFJ(;J m ATIIlNS: A NT1 SPANS J.IS:TP.O ON THIS SHEET
Keymark Enteiprises, LLC
6707 Winchester Cride, Suite I 02
"Q....,,\..J,.,. [""',...],..,.<>...Jn51.
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
1s
0-0-0
5-3-3
5-3-3
PITCH
3/12
5-3-3
10-6-5
3r;-
QTY
2
5-3-3
15-9-8
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
4-2-8
20-0-0
OHR
0-0-0
3-5-4 I z-o-4 I
22-6-4 25-11-8
5-10-0
2-3-1
0-0-0
PLYS
1
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
~3
GlO
213
1/2/2016 7:34:54 PM
Amcon6.003
1 of4
Eng Plot
WGT/PLY
159.llbs
1-~-7
0-®-<ll).O
I 2-6-4 I 3-5-4 I 3-3-11 I 3-3-11 2il-rz3-11 I 3-3-1 '0-~trn
5-3-3 10-6-5 15-9-8 20-0-0 22-6-4 25-11-8 29-3-3 32-6-14 135-10-10 39-2-51@ mo 5-3-3 5-3-3 5-3-3 4-2-8
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out 011 this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1 ,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L/
TC: 0.947 (1-2) TL: 0.3 in L/550
BC: 0.94 7 (15-16) LL: 0.13 in L/999
Web: 0.920 (2-24) Horz TL: 0.05 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T ' LC BC Be Wid Reaction JT BC Max React
26 Pin (WL) 1 6 in 2441bs 26 461 1bs
23 HRoll (WL) 1 6 in 692 1bs 23 1,307 1bs
20 HRoll(WL) 1 6 in 720 1bs 20 1,361 1bs
13 HRoll(WL) 1 6 in 1821bs 13 3441bs
26 Pin (WL) 2 6 in 461 1bs
23 HRoll(WL) 2 6 in 1,307 1bs
20 HRoll(WL) 2 6 in 1,361 1bs
l3 HRoll (WL) 2 6 in 344 1bs
26 Pin (WL) 3 6 in 184 1bs
26 Pin (WL) 3 6 in 2 1bs H
23 HRoll(WL) 3 6 in 519 1bs
20 HRoll(WL) 3 6 in 551 1bs
l3 HRoll(WL) 3 6 in 1441bs
26 Pin (WL) 4 6 in 2961bs
26 Pin (WL) 4 6 in -641bsH
23 HRoll(WL) 4 6 in 853 1bs
20 HRoll(WL) 4 6 in 7321bs
13 HRoll(WL) 4 6 in 181 1bs
26 Pin (WL) 5 6 in 243 Lbs
26 Pin (WL) s 6 in 461bsH
23 HRoll (WL) 5 6 in 690 1bs
20 HRoll (WL) 5 6 in 881 1bs
13 HRoll (WL) 5 6 in 2161bs
26 Pin (WL) 6 6 in 244 1bs
23 HRoll(WL) 6 6 in 692 1bs
20 HRoll(WL) 6 6 in 720 1bs
13 HRoll(WL) 6 6 in 182 lbs
26 Pin (WL) 7 6 in 362 1bs
26 Pin (WL) 7 6 in 21bsH
23 HRoll(WL) 7 6 in 1,0231bs
20 HRoll (WL) 7 6 in 1,074 Lbs
13 HRoll(WL) 7 6 in 275 1bs
26 Pin (WL) 8 6 in 199 1bs
26 Pin(WL) 8 6 in 2 1bs H
23 HRoll(WL) 8 6 in 562 1bs
20 HRoll (WL) 8 6 in 593 1bs
l3 HRoll(WL) 8 6 in 1541bs
26 Pin (WL) 9 6 in 406 1bs
23 HRoll(WL) 9 6 in 1,153 1bs
20 HRoll(WL) 9 6 in 1,201 1bs
l3 HRoll(WL) 9 6 in 303 1bs
26 Pin(WL) 10 6 in -16 1bs
26 Pin (WL) lO 6 in 341bsH
23 HRoll(WL) 10 6 in -57 1bs
20 HRoll(WL) 10 6 in 113 1bs
13 HRoll (WL) 10 6 in 13 1bs
26 Pin (WL) 11 6 in 30 1bs
26 Pin (WL) 11 6 in -211bs H
23 HRoll(WL) II 6 in 67 1bs
20 HRoll(WL) II 6 in -103 1bs
13 HRoll(WL) II 6 in -20 1bs
26 Pin (WL) 12 6 in -216 lbs
26 Pin (WL) 12 6 in 371bs H
23 HRoll(WL) 12 6 in -588 1bs
20 HRoll(WL) 12 6 in -704 1bs
13 HRoll (WL) 12 6 in -1491bs
26 Pin (WL) 13 6 in 146 lbs
23 HRoll(WL) 13 6 in 4151bs
20 HRoll(WL) l3 6 in 432 1bs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENTDESIGNDOCUMENT. NOTETHATTI-IE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
.,..,.,.. T '"'"'"""' T '"'"r''"'·T""' ..-.r... ... TT'\I'T'JA-,..TC -rotrcc 11.~.mno rtixn:;rr.rm ATTrll\f'-! Ahln '-!PAN'-! T T~'T'Pn ON THl~ SHFP.T
(loc) Allowed
(15-16) L/240
(15-16) L/360
15
Max U2lift Max Horiz
-2161bs -641bs
-588 1bs
-704 1bs
-149 1bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
R ..... .J..t.,. .. rnJ,..,.,An ~<:n1.n t
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R u s
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
SPAN PITCH QTY
2
OHL
0-0-0
OHR
0-0-0
PLYS
40-0-0
13 HRol (WL)
26 Pin (WL)
23 HRoll(WL)
20 HRoll(WL)
13 HRoll (WL)
3/12
13 6m
14 6 in
14 6 in
14 6 in
14 6 in
10
352 lbs
1,002 lbs
1,0371bs
2641bs
1
Member Material CSI Bracing MaxP
Top Chd 1-5 30TC20 (50 ksi)
Top Chd 5-ll 30TC20 (50 ksi)
Top Chd ll-12 30TC20 (50 ksi)
Bot Chd 13-14 30TCI8 (50 ksi)
Bot Chd 14-19 30TCI8 (50 ksi)
Bot Chd 20-26 30TC 18 (50 ksi)
Web 1-26 15C20 (50 ksi)
Web 1-25 15C20 (50 ksi)
Web2-25 15C20 (50 ksi)
Web2-24 15CI6 (50 ksi)
Web3-24 15C20 (50 ksi)
Web3-23 15020 (50 ksi)
Web4-23 15CI6 (50 ksi)
Web4-22 15C20 (50 ksi)
Web5-22 15C20 (50 ksi)
Web 5-2 I 15CI8 (50 ksi)
Web6-21 15CI8 (50 ksi)
Web6-19 15D20 (50 ksi)
Web 19-21 15CI8 (50 ksi)
Web 7-20 15D20 (50 ksi)
Web8-19 15CI6 (50 ksi)
Web8-18 15C20 (50 ksi)
Web9-18 15CI8 (50 ksi)
Web9-17 15C20 (50 ksi)
Web 10-17 15C20 (50 ksi)
Web 10-16 15C20 (50 ksi)
Web ll-16 15C20 (50 ksi)
Web ll-15 15C20 (50 ksi)
Web 11-14 15C20 (50 ksi)
Web 12-13 15C20 (50 ksi)
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction Spread
Top Cont Down Proj
Bot Cont Down Proj
Point Loads
Member Location Direction Load Trib'Width
Bot 22-64 Down 34lbs
Load CaseD I: Std Dead Load
Distributed Loads
Memixr Location 1 Location 2 Direction Spread
Top Cont Down Rake
Bot Cont Down Rake
Point Loads
Member Location Direction Load Trib"\\-'idth
Bot 22-64 Down 371bs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake Top 20-0-0 39-2-5 NUp Rake
Top 39-2-5 40-0-0 NUp Rake
Web l-26 Cont Right Rake
Point Loads
Member Location Direction Load TribWtdth
Bot 22-64 Up 2 lbs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 39-2-5 NUp Rake
Top 39-2-5 40-0-0 NUp Rake
Web1-26 Cont Left Rake
Point Loads
Member Location Direction Load TribWtdth
Bot 22-64 Up 144 lbs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 39-2-5 NUp Rake
Point Loads
Member Location Direction Load Trib Width
Bot 22-64 Up 5 lbs
0.947 Sheathed
0.378 Sheathed
0.638 Sheathed
0.414 Sparse
0.947 Sparse
0.587 Sparse
0.173 Unbraced
0.533 Unbraced
0.033 Unbraced
0.920 Unbraced
0.130 Unbraced
0.408 Unbraced
0.815 Unbraced
0.583 Unbraced
0.901 Unbraced
0.356 Unbraced
0.463 Unbraced
0.496 Unbraced
0.683 Unbraced
0.544 Unbraced
0.847 Unbraced
0.162 Unbraced
0.765 Unbraced
0.077 Unbraced
0.594 Unbraced
0.020 Unbraced
0.508 Unbraced
0.788 Unbraced
0.648 Unbraced
0.187 Unbraced
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
25.3 psf
17.91 psf
29.83 psf
14.56 psf
Start Load
17.91 psf
25.3 psf
29.83 psf
16.88 psf
Start Load
9.29 psf
9.29 psf
End Load
20 psf
0 psf
End Load
16 psf
6 psf
End Load
25.3 psf
17.91 psf
29.83 psf
14.56 psf
End Load
17.91 psf
25.3 psf
29.83 psf
16.88 psf
End Load
9.29 psf
9.29 psf
-779 lbs
2,010 lbs
491 lbs
491lbs
-1,854 lbs
726 lbs
434 lbs
7341bs
103 lbs
-6941bs
380 lbs
-913 lbs
-740 lbs
395 lbs
-311 lbs
-162\bs
633 lbs
-1,845 lbs
-598 lbs
-1,686 lbs
-I ,262 lbs
513 lbs
-955 lbs
2431bs
-5881bs
64 lbs
1,216 lbs
-I ,976 lbs
2,051 lbs
4681bs
TribWidth
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
TribWtdth
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHAT1HE
PROFESS TONAL ENGTNEER'S SEALTNDTCATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THTS SHEEfMEETS THE MTNTMUM APPLTCABLE DESTGN CRITERTA FOR
'TIJlJ Ill An'"-T llt..nn.:rr. rr.--r..rnmor..r.;,: TRTJ<;,:~ MFMRFR C:ONFTGTTRATIONS: ANn SPANS LISTED ON THIS SHEEI
Tmss: GlO
JobName: 213
Date: 112/2016 7:34:54PM
System: Amcon6.003
Page: 2of4
Report: Eng Plot
SPACING WGT/PLY
24in 159.1lbs
Keymark Entetprises, LLC
6707 Winchester Cricle, Suite 102
Rr.~,!rlM (',.J....,.,tl.n RO I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R ll s s
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN PITCH QTY
40-0-0 3/12 2
OHL
0-0-0
OHR
0-0-0
PLYS
1
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load
Top 0-0-0 6-3-10 NUp Rake 60.82 psf
Top 6-3-10 13-8-6 NUp Rake 38.5 psf
Top 13-8-6 20-0-0 NUp Rake 60.82 psf
Top 20-0-0 26-3-10 NUp Rake 60.82 psf
Top 26-3-10 32-10-ll NUp Rake 38.5 psf
Top 32-10-ll 39-2-5 NUp Rake 60.82 psf
Top 39-2-5 40-0-0 NUp Rake 35.71 psf
Web 1·26 Cont Left Rake 27.34 psf
Point Loads
Member Location Direction Load TribWidth
Bot 22-6-4 Up 399 lbs
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member Location I Location 2 Direction Spread Start Load
Top 0-0-0 20-0-0 NDown Rake 8 psf
Web l-26 Cont Right Rake 16 psf
Point Loads
Member Location Direction Load Trib Width
Bot 22-64 Down 54lbs
Automated Load Case W9: MWFRS-Right(Min)
Distnbuted Loads
Member Location 1 Location 2 Direction Spread Start Load
Top 20-0-0 39-2-5 NDown Rake 8 psf
Point Loads
Member Location Direction Load Trlb Width
Bot 22-6-4 Down 13 lbs
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location 1 Location 2 Direction Spread Start Load
Bot Cont Down Proj 10 psf
Point Loads
Member Location Direction Load Trib Width
Bot 22-6-4 Down 17 lbs
User-defined Load Case E 1: Seismic
No loads were defined for 11tis load case.
1) This truss has been designed in accordance with IBC-2012.
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
35.71 psf
27.34psf
End Load
8 psf
16 psf
End Load
8 psf
End Load
10 psf
Trib Width
24 in
24 in
24 in
24 in
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
Trib VVidth
24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category IT, Mean Roof Height 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
5
6
7
8
9
10
[[
12
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6W8
Dl +0.6 W9
Dl +0.7El
Dl +0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 Wl
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd l-2 0.947 -779 lbs 4-5 0.331 466 lbs (0 lbs) H. 0.347 2,0l0lbs (-833 lbs) lO-ll
2-3 0.303 -l36lbs 5-6 0.165 523 lbs (0 lbs) 8-9 0.198 779 lbs (401lbs) ll-12
34 0.325 745 lbs (-164 lbs) 6-7 0.363 1,979 lbs (-765 lbs) 9-10 0.118 -218 lbs
BChd 13-14 0.073 0 lbs 16-17 0.171 769 lbs (-330 lbs) 20-21 0.106 2 lbs (-2 lbs) 23-24
14-15 0.683 -790 lbs 17-18 0.051 187 lbs (0 lbs) 2Jw22 0.163 423lbs 24w25
15-16 0.947 -424 lbs 18-19 0.521 -76llbs 22-23 0.587 -678lbs 25-26
Webs l-26 0.173 434lbs 4-22 0.583 395lbs (-18! lbs) 19-20 0.352 -l,336lbs ll-16
l-25 0.533 734 lbs (-253 lbs) 5-22 0.901 -3lllbs 8-19 0,847 wl,262 lbs ll-15
2-25 0,033 103 lbs (43lbs) 5-21 0.356 -162 lbs 8-18 0.162 513 lbs (-202 lbs) ll-14
2-24 0.920 -694 lbs 6-21 0.463 633 lbs (-273 lbs) 9-18 0.765 -955 lbs 12-13
3-24 0.130 380 lbs (-110 lbs) 6-19 0.496 -1,845 lbs 9-17 0.077 243 lbs (-109 lbs)
3-23 0.408 -913 lbs 19-21 0.683 -598 lbs 10-17 0.594 -588 lbs
4-23 0.815 -740 lbs 7-19 0.255 -230 lbs 10-16 0.020 64lbs (45lbs)
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carrying Offset Angle
TT38 G08 G!O 22-6-4 90 deg
0.378
0.483
0.248
0.341
0.304
0.508
0.788
0.648
0.187
ALL GENERAL NOTES OF lHIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON lHlS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDffiONS. TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
-799 lbs
0 lbs
94 lbs
726lbs
56lbs
l,2l6lbs
-l,976lbs
2,051 lbs
468lbs
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
(-lilts)
(-274lts)
(46lts)
(-533 Its)
(-937lts)
GlO
213
1/2/2016 7:34:54PM
Amcon6.003
3 of4
Eng Plot
WGT/PLY
159.llbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
40-0-0
Additional Notes:
Detail
R U S 5
PITCH
3/12
GUSSET PLATES
Gusset Ga Joint
QTY
2
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: GlO
JobName: 213
Date: 1/2/2016 7:34:54PM
System: Amcon6.003
Page: 4of4
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 159.1lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
petpendicularto the plane of the truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally petpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
At least one web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally petpendicular to the plane of the truss. Lateral braces shall be installed
within 6" of each web panel point.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON lHTS SHEETrvrEETS THE N0N1MUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDffiONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET
Keymark Entetprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-9-6
sws
T R U S S
PITCH
0/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
~--0_-__ 10_-__ 15 ____ ~ ___ 0_-_1_1_-_1_2 __ ~ ____________ 1-__ IO_-__ I_I _______ ::::J
0-10-15 1-10-11 3-9-6 I
1-7-10
1s
0-0-0
0-10-15
0-10-15
2s
0-11-12
1-10-11
3s
1-10-11
3-9-6
1-7-10
4s
2
0-0-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12 in
Gil
213
1/2/2016 7:34:55 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
13lbs
Circles indicate fustener count in webs. Squares indicate fu.stener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS #12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 tbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lbs.Allowabte shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
8 Pin (TI) 1
5 HRoll (IT) 1
8 Pin (IT) 2
5 H Roll (IT) 2
8 Pin (TT) 3
5 H Roll (IT) 3
8 Pin (TT) 4
5 H Roll (IT) 4
8 Pin (IT) 5
5 H Roll (IT) 5
8 Pin (IT) 6
5 H Roll (IT) 6
8 Pin (TT) 7
5 H Roll (IT) 7
8 Pin (IT) 8
5 HRoll (IT) 8
8 Pin (IT) 9
5 HRoll (IT) 9
8 Pin (IT) 10
5 H Roll (IT) 10
8 Pin (TI) 11
5 H Roll (IT) 11
8 Pin (IT) 12
5 HRoll (TI) 12
8 Pin (TI) 13
5 H Roll (IT) 13
8 Pin (IT) 14
5 H Roll (IT) 14
Member Material
Top Chd 1-4 20TC20 (50 ksi)
Bot Chd 5-8 20TC20 (50 ksi)
Web 1-8 15C20 (50 ksi)
Web 1-7 15C20 (50 ksi)
Web2-7 15C20 (50 ksi)
Web2-6 15C20 (50 ksi)
Web3-6 15C20 (50 ksi)
Web3-5 15C20 (50 ksl)
Web4-5 15C20 (50 ksi)
CSI
TC: 0.238 (1)
BC: 0.186 (7)
Web: 0.249 (3-5)
TC Continuously Braced
BC Bracing Sparse
Br Wid Reaction
2 in 193 1bs
2 in 1541bs
2 in 366 1bs
2 in 291 1bs
2 in 158 1bs
2 in 1251bs
2 in 2241bs
2 in 178 1bs
2 in 193 1bs
2 in 154 1bs
2 in 193 1bs
2 in 1541bs
2 in 296 1bs
2 in 235 1bs
2 in 1671bs
2 in 132 1bs
2 in 323\bs
2 in 256 1bs
2 in -15 !bs
2 in -21 1bs
2 in 13 1bs
2 in 2 1bs
2 in -260 lbs
2 in -226 1bs
2 in ll6 1bs
2 in 92 1bs
2 in 280 1bs
2 in 222 lbs
Summary
JT BC
CSI
0.238
0.186
0.176
0.167
0.166
0.107
0.067
0.249
0.012
Max React
366 1bs
291 1bs
Deflection
TL: 0.01 in
LL: 0 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support
Loads Summary
Load Case Lrl: Std Live Load
Distnbuted Loads
Member Location 1 Location 2 Direction Spread Start Load End Load
Top Coot Down Proj 20 psf 20 psf
Bot Cont Down Proj 0 psf 0 psf
Point Loads
Member Location Direction l.oorl Trib Width
Bot 0-10-15 Down 66 lbs
Bot 1-10-ll Down 168 1bs
L/
L/999
L/999
MaxP
-2891bs
289 1bs
-386 1bs
494 1bs
-364 1bs
265 1bs
2131bs
-398 1bs
31 lbs
Trib Width
12 in
12 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON lHIS SHEETMEETS THE l\IIINIMlJNJ APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDmONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
(loc) Allowed
(5-6)
(5-6)
4
L/240
L/360
Max Uplift Max Horiz
-260 lbs
-2261bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 l
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S 5
SPAN
3-9-6
Load Case Dl: Std Dead Load
Distributed Loads
Member
Top
Bot
Point Loads
Member
Bot
Bot
Location 1
Cont
Cont
Location
0-10-15
1-10-11
PITCH
0/12
Location 2
Direction
Down
Down
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2
Top 0.().() 3-9-6
Point Loads
Member Location Direction
Bot 0-10-15 Up
Bot 1-10-11 Up
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2
Top 0.0.0 3-9-6
Point Loads
Member Location Direction
Bot 0-10-15 Up
Bot 1-10-11 Up
Automated Load Case W3: MWFRS-(Max Dn)
Point Loads
Member
Bot
Bot
Location
0-10-15
1-I0-11
Direction
Up
Up
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2
Top 0.0-0 3-9-6
Point Loads
Member Location Direction
Bot 0-10-15 Up
Bot 1-I0-11 Up
Automated Load Case W8: MWFRS-Left(Min)
Point Loads
Member
Bot
Bot
Location
0-10-15
1-10-11
Direction
Down
Down
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Load
74lbs
189 lbs
Direction
NUp
Load
58 lbs
236lbs
Direction
NUp
Load
41lbs
167 lbs
Load
21 lbs
87lbs
Direction
NUp
Load
179 lbs
665 lbs
Load
18 lbs
75 lbs
QTY
2
Spread
Rake
Rake
Trib Width
Spread
Rake
Trib Width
Spread
Rake
Trib Width
TribWtdth
Spread
Rake
Trib Width
Trib Width
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member
Bot
Point Loads
Member
Bot
Bot
Location I
Cont
Location
0-10-15
1-10-11
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2
Direction
Down
Down
Direction
Down
Load
33 lbs
84lbs
I) This truss has been designed in accordance with IDC-2012.
Spread
Proj
Trib 'k1dth
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
16 psf
6 psf
Start Load
29.83 psf
Start Load
29.83 psf
Start Load
83.14 psf
Start Loo.d
10 psf
OHR
0-0-0
End Load
16 psf
6 psf
End Load
29.83 psf
End Load
29.83 psf
End Load
83.14 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
TribWidth
12 in
12 in
TribWidth
12 in
TribWidth
12 in
Trib Vv'idth
12 in
TribWidth
12 in
3) This truss has been designed in accordancewithASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions ofl40 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hurricane Prone Region.
Load Combinations
7
8
9
10
Load Combo
Dl
Dl+Lrl
Dl +0.6 W3
Dl +0.6W8
Dl +0.6W9
Dl +0.7El
Dl +0.45 W3 + 0.75 Lrl
Dl +0.45 W3
DI +0.53 Ei +0.75 Lrl
0.6 Dl + 0.6 WI
11 0.6 Dl +0.6 W2
12 0.6 Dl +0.6 W4
13 0.6 D1 + 0.7 PJO.Ol
14 Dl +LlO*
Member Forces Summary
TChd 1-2 0.201 -176lbs
BChd 5-6
Webs l-8
1-7
0.146
0.176
0.167
289 lbs
-386lbs
494 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CSL max axial force, (max compr. force if different from max axial force)
2-3 0.135 -2891bs 34 0.035 0 lbs
(-220 lbs) 6-7 0.125 1761bs (-1261bs) 7-8 0.052 0 lbs
2-7 0.166 -364lbs 3-6 0.067 213lbs
(-353lbs) 2-6 0.107 265 lbs (-222 lbs) 3-5 0.249 -398lbs
0.012
ALL GENERAL NOTES OF THlS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PARTOF THIS COMPONENT DESIGN DOCUJ'v1ENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDmONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET
31 lbs
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
12 in
(-2611~
Gll
213
1/2/2016 7:34:55 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
13lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 l
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140) sws u s s
SPAN
3-9-6
PITCH
0/12
Truss-to-truss Connections Summary
lD Carried Truss Carrying Truss
TT42 Gll Gl3
TT39 T55 Gll
TT40 T54 Gll
TT44 Gll Gl4
TT44 Gll Gl4
QTY
2
Carrying Offset
8-6-0
0-10-15
l-10-ll
8-6.{)
8-6.{)
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
Anele
90 deg
90 deg
90 deg
90 deg
270 deg
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
Detail Gusset Ga
PLYS
1
Truss: Gll
JobName: 213
DaJte: 1/2/2016 7:34:55PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
12in Bibs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 "ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN IN1EGRAL PART OF THIS COMPONENT DESIGN DOCUivlENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETNIEETS THE lVfiNIMUM APPLICABLE DESIGN CRITERIA FOR
TI.ffi T nAn~ I o.anwr. f'ONniTIONS:. TRIIS:S. MFMRFR i:ONFir.TTRATrONS ANn SPANS US TED ON THIS SHEEI
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
n~.L.J~ I"'..J~nri~Ql\'lfil
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-9-6
R U S S
PITCH
0/12
QTY
2
0-10-15
0-10-15
1-11-2
1s
0-0-0
0-10-15
2s
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
0-I 1-12
1-10-11
0-11-12
3s
OHR
0-0-0
1-10-1 I
3-9-6
' '
1-10-11
0-10-15 1-10-11 3-9-6
PLYS
1
1-11-2
4s
2
0-0-0
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
12in
G12
213
1/2/2016 7:34:55 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
14.1lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (A IS I) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out 011 this drawing, a plate is required on each side of the
truss. Refer to General Notes fur further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per# 12 SDS (AISf) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
8 Pin (TI) I
5 HRoll (TT) I
8 Pin (TI) 2
5 H Roll (TT) 2
8 Pin (TI) 3
5 H Roll (TT) 3
8 Pin (TI) 4
5 HRoll (TT) 4
8 Pin (TT) 5
5 H Roll (TT) 5
8 Pin (TT) 6
5 H Roll (TT) 6
8 Pin (TI) 7
5 HRoll (TT) 7
8 Pin (TI) 8
5 H Roll (TT) 8
8 Pin (IT) 9
H Roll (TI) 9
Pin (IT) 10
H Roll (TT) 10
Pin (IT) II
H Roll (TT) II
Pin (TI) 12
H Roll (TT) 12
Pin (TI) 13
H Roll (TT) 13
Pin (TI) 14
H Roll (TT) 14
Member Material
Top Chd 1-4 20TC20 (50 ksi)
Bot Chd 5-8 20TC20 (50 ksl)
Web 1-8 15C20 (50 ksi)
Web 1-7 15C20 (50 ksi)
Web2-7 15C20 (50 ksi)
Web2-6 15C20 (50 ksi)
Web3-6 15C20 (50 ksi)
Web3-5 15C20 (50 ksi)
Web4-5 15C20 (50 ksi)
CSI
TC: 0.426 (I)
BC: 0.335 (7)
Web: 0.537 (3-5)
TC Continuously Braced
BC Bracing Sparse
Br Wid Reaction
2 in 340 lbs
2 in 300 lbs
2 in 643 lbs
2 in 567 lbs
2 in 2611bs
2 in 234 lbs
2 in 380 lbs
2 in 3291bs
2 in 368 lbs
2 in 328 lbs
2 in 340 lbs
2 in 300 lbs
2 in 508 lbs
2 in 451 lbs
2 in 281 lbs
2 in 251 lbs
2 in 567 lbs
2 in 501 lbs
2 in -18 lbs
2 in -7 lbs
2 in -81bs
2 in -7 lbs
2 in -432 lbs
2 in -349 lbs
2 in 204 lbs
2 in 180 lbs
2 in 4911bs
2 in 4341bs
Summary
JT BC
CSI
0.426
0.335
0.355
0.310
0.405
0.195
0.160
0.537
0.012
Max React
643 lbs
567 lbs
Deflection
TL: 0.02 in
LL:O.Ol in
Horz TL: 0.0 I in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load
Top Cont Down Proj 20 psf 20 psf
Bot Cont Down Proj 0 psf 0 psf
Point Loads
Member Location Direction Load Trib Width
Bot 0-10-15 Down 66 lbs
Bot 1-10-11 Down 428 1bs
L!
L/999
L/999
MaxP
-496 lbs
496 lbs
-688 lbs
887 lbs
-784 lbs
6171bs
504 lbs
-752 lbs
28 lbs
TribWidth
12 in
12 in
ALL GENERAL NOTES OF THIS DRA WlNG PACKAGE SHALL BE CONSIDERED AS AN TNTEGRAL PAR TOF THIS COMPONENT DESIGN DOCUMENT. NOTE THAT Tim
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTiffi TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
..,....,..... T ro..A,....,. T ro..AT">n..rt"' ,....-.,.,._rr·u·T'Jt"\1..1<' TDTT<'c AADli.AnnD rA~Ir.rm ATif'\hll;:: Ahln I;::PAhll;:: T y.;:.TFn ON 11-ITS. SHFF.T
(loc:)
(5-6)
(5-6)
4
Max Uplift
-432 lbs
-349 lbs
Allowed
L/240
L/360
Max Horiz
Keymark Entetprises, LLC
6707 Winchester Cricle, Suite l 02
n~,Jrt..,. .. r.....t ....... rt ... 2n
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN PITCH QTY
3-9-6 0/12 2
Load CaseD 1: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction
Top Coot Down
Bot Coot Down
Point Loads
Member Location Direction Load
Bot 0-10-15 Down 741bs
Bot 1-10-11 Down 483 lbs
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member Location 1 Location 2 Direction
Top 0-0-0 3-9-6 NUp
Point Loads
Member Location Direction Load
Bot 0-10-15 Up 108 lbs
Bot 1-10-11 Up 461 lbs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction
Top 0-0-0 3-9-6 NUp
Point Loads
Member Location Direction Load
Bot 0-10-15 Up 771bs
Bot 1-10-11 Up 475 lbs
Automated Load Case W3: MWFRS-(Max Dn)
Point Loads
Member Location Direction Load
Bot 0-10-15 Up 40 lbs
Bot 1-10-11 Up 201 lbs
Automated Load Case W4: C&C(Suction)
Dis1nbuted Loads
Member Location I Location 2 Direction
Top 0-0-0 3-9-6 NUp
Point Loads
Member Location Direction Load
Bot 0-10-15 Up 332 lbs
Bot 1-10-11 Up 1,296 lbs
Automated Load Case W8: MWFRS-Left(Min)
Point Loads
Member Location Direction Load
Bot 0-10-15 Down 341bs
Bot 1-10-11 Down 80 lbs
Automated Load Case W9: MWFRS-Right(Min)
Point Loads
Member Location Direction Load
Bot 1-10-11 Down 931bs
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member
Bot
Point Loads
Member
Bot
Bot
Location 1
Cont
Locati011
0-10-15
1-10-11
User-defined Load Case E1: Seismic
No loads were defined for this load case.
Location 2
Direction
Down
Down
Direction
Down
Load
33 lbs
2141bs
I) This truss has been designed in accordance with IBC-2012.
Spread
Rake
Rake
Trib Width
Spread
Rake
TrtbWidth
Spread
Rake
Trib Width
TribWidth
Spread
Rake
TribWidth
TribWidth
TribWidth
Spread
Proj
Trib Width
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Start Load End Load
16 psf 16 psf
6 psf 6 psf
Start Load End Load
29.83 psf 29.83 psf
Start Load End Load
29.83 psf 29.83 psf
Start Load End Load
83.14 psf 83.14 psf
Start Load End Load
10 psf 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWidth
12 in
12 in
TnbWidth
12 in
Trib Width
12 in
TribWidth
12 in
TribWidth
12 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hurricane Prone Region.
Load Combinations
Load Combo Factor
Dl 1.000
D1 +Lrl 1.000
Dl + 0.6 W3 1.000
Dl + 0.6 W8 1.000
Dl + 0.6 W9 1.000
D1 + 0.7 El 1.000
Dl + 0.45 W3 + 0.75 Lrl 1.000
Dl + 0.45 W3 1.000
9 Dl + 0.53 El + 0.75 Lrl 1.000
10 0.6 Dl +0.6 WI 1.000
II 0.6 Dl + 0.6 W2 1.000
12 0.6 01 + 0.6 W4 1.000
13 o.6DI +0.7EIO.OI 1.000
14 Dl+LIO* 1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12 in
G12
213
1/2/2016 7:34:55 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
14.1lbs
~T~Ch~d~HI~-2~--~o~.3~5*0----~~~7fO~Ibs~--;;~~r,2~~~--~o~.2~7*7 ____ ~4~9*6f.lbs=---;;7£~T3~4~--~of.~04~7------7.0~IbsE---------t--------------------------·_j BChd 5-6 0.292 4961bs (-300 lbs) 6-7 0.212 270 lbs 1-176 lbs) 7-8 0.106 0 lbs :J
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEERS SEAL INDICATES ONLVlHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
n:...,,JA,.r rr.lnr<tAn~01.01
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T R U S S
SPAN
3-9-6
PITCH
0/12
Truss-to-truss Connections Summary
ID Carried Truss Carrying: Truss
TI43 Gl2 Gl3
1T41 TSS Gl2
TI41 T56 Gl2
1T45 Gl2 Gl4
TI45 Gl2 Gl4
QTY
2
Carrying Offset
12-0-2
0-10-15
1-10-11
12-0-2
12-0-2
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
Angle
90 deg
90 deg
270 deg
270 deg
90 deg
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
0.160
0.537
OHR
0-0-0
Detail Gusset Ga
PLYS
1
Truss: Gl2
JobName: 213
Date: 1/2/2016 7:34:55 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
12in 14.1lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Sunnnary as Bracing: Sparse requir.es placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TIITS COMPONENT DESIGN DOCUMENT. NOTElBATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
n.:n:; T A an~ T ru.nwr. rnNnmONS TRUSS MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder. Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
33-6-4
2-10-0
2-10-0
0-11-8
1s
0-0-0
u s s
PITCH
3/12
2-10-0
5-8-0
2-10-0
8-6-0
3~
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
I 1-9-I I 1-9-I I 2-6-I I 2-6-I I 2-6-I I 2-8-6 I 2-8-6
10-3-112-0-2 14-6-3 17-0-3 19-6-4 22-2-10' 24-11-1
5-10-1
9s
TT42 TT43
2-8-6
27-7-7
Truss: G13
JobName: 213
Date: 112/2016 7:34:56 PM
System: Amcon6.003
Page: 1 of4
Report: Eng Plot
SPACING WGT/PLY
24 in 233.llbs
"-8-6 ll -4-::11 -~oro
30-3-14 i 1-813-cacl-4
2-4-1
~3
1-4-4-1 3-3-1 I ..
I
1.704 L1l....__
2-10-0 I 2-10-0 I 2-10-0 111-21-1~ 1-9-11 2-6-1 I 2-6-1 I 2-6-1 I 2-8-6 I 2-8-6 I 2-8-6 I 2-8-6 I 2-8-6 ~tt
2-10-0 5-8-0 · 8-6-0 110-3-t12-0-2 14-6-3 . 17-0-3 19-6-4 22-2-10 24-11-1 27-7-7 I 30-3-14 33-0-4..1.--4
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS # 12 or # 12 SDS (AISl) fasteners required at one end of the member. lEach wlue indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (AJSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (AISl) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.647 (4-5)
BC: 1.000 (28-29)
Web: 0.908 (2-31)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Brl!Wid
31 Pin (fS) I 2 in
17 HRoll(WL) I 6 in
31 Pin (fS) 2 2 in
17 HRoll(WL) 2 6 in
31 Pin (fS) 3 2 in
31 Pin (fS) 3 2 in
17 HRoll(WL) 3 6 in
31 Pin (fS) 4 2 in
31 Pin (fS) 4 2 in
17 HRoll (WL) 4 6 in
31 Pin (fS) 5 2 in
31 Pin (fS) 5 2 in
17 HRoll(WL) 5 6 in
31 Pin (fS) 6 2 in
17 HRoll(WL) 6 6 in
31 Pin (fS) 7 2 in
31 Pin (TS) 7 2 in
17 HRoll(WL) 7 6 in
31 Pin (fS) 8 2 in
31 Pin (TS) 8 2 in
17 HRoll(WL) 8 6 in
31 Pin (fS) 9 2 in
17 HRoll (WL) 9 6 in
31 Pin (fS) 10 2 in
31 Pin (fS) 10 2 in
17 HRoll (WL) 10 6 in
31 Pin (TS) II 2 in
31 Pin (fS) II 2 in
17 HRoll (WL) II 6 in
31 Pin (fS) 12 2 in
31 Pin (fS) 12 2 in
17 HRoll(WL) 12 6 in
31 Pin (fS) 13 2 in
17 HRoll(WL) 13 6 in
31 Pin (fS) 14 2 in
17 HRoll (WL) 14 6 in
Member Material
Top Chd 1-9 45TC16TC16 (50 ksi)
Top Chd 9-16 45TCI6TC16 (50 ksi)
BotChd 17-18 45TC 16 (50 ksi)
Bot Chd 18-23 45TC 16 (50 ksi)
Bot Chd 23-31 45TCI6 (50 ksi)
Webl·31 15C20 (50 ksi)
Wcb2·31 15Dl6 (50 ksi)
Web2·30 15C20 (50 ksi)
Web2·29 15C16 (50 ksi)
Web3·29 15C20 (50 ksi)
Web3-28 15C20 (50 ksi)
Web4-28 15C20 (50 ksi)
Web4·27 15C20 (50 ksi)
Web5·27 15C20 (50 ksi)
WebS-26 15C20 (50 ksi)
Web6·26 15C20 (50 ksi)
Web6·25 15Cl8 (50 ksi)
Web7-25 15C20 (50 ksi)
Web7·24 15C16 (50 ksi)
Web8·24 l5C20 (50 ksi)
Summary
Reaction JT BC
1,120 lbs 31 I
927 lbs 17 I
2,113 lbs
1,749 lbs
856lbs 15 lbs H
702 lbs
1,297 lbs
-47lbs H
1,007 lbs
1,170 lbs
53lbs H
1,039 lbs
1,120 lbs
927 lbs
1,667 lbs
12 lbs H
1,375 lbs
922 lbs
12lbsH
758 lbs
1,865lbs
I ,543 lbs
-48lbs
53 lbs H
29lbs
71 lbs
161bsH
-Jibs
-1,103 lbs
29 lbs H
-905 lbs
672 lbs
556 lbs
1,6161bs
I ,338 lbs
CSI
0.647
0.436
0.318
0.662
1.000
0.090
0.908
0.072 0.752
0.462
0.643
0.131
0.084
0.009
0.115
0.251
0.732
0.302
0.815
0.371
Max React
2,113 lbs
1,749lbs
Deflection
TL: 1.02 in
LL: 0.46 in
Horz TL: 0.43 in
Bracing
Sheathed
Sheathed
Sparse
Sparse
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
L/
L/385
L/863
MaxP
-11,4131bs
-7,51llbs
17 lbs
7,365lbs
11,218 lbs
-225lbs
-6,760 lbs
227 lbs
3,343 lbs
-1,153 lbs
1,626 lbs
-307 lbs
267 lbs
22lbs
-216 lbs
793 lbs
-1,250 lbs
954lbs
-1,641 lbs
1,174 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COrvWONENTDESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE "MINIMUl\tf APPLICABLE DESIGN CRITERIA FOR
TJ.lF I OAn~ I OAniNG r.oNnmONS_ TRUSS NIEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
(loe)
(25-26)
(25-26)
18
Max Uplift
-1,103 lbs
-905lbs
Allowed
L/240
L/360
Max Horiz
53 lbs
Keymark Enteqnises, LLC
6707 Winchester Cricle, Suite I 02
llnnlrlPr rrJ,..,.,,.JnR01.01
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
33-6-4
PITCH
3/12
V.eb8-23 15Cl6 (50 ks1)
Web9-23 15Cl8 (50 ksi)
Web 10-23 15C20 (50 ksi)
Web 10-22 15C20 (50 ksi)
Web 11-22 15C20 (50 ksi)
Web 11-21 l5C20 (50 ksi)
Web 12-21 15C20 (50 ksi)
Web 12-20 ISC20 (50 ksi)
Web 13-20 15C20 (50 ksi)
Web 13-19 15C20 (50 ksi)
Webl4-19 15C20(50ksi)
Web 14-18 15020 (50 ksi)
Web 15-18 ISC20 (50 ksi)
Webl6-17 15C20(50ksi)
QTY
2
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top Cont Down Proj
Top 0-0-0 33-6-4 Down Proj
Bot Cont Down Proj
Bot 0-0-0 33-6-4 Down Proj
Point Loads
Member Location Direction Load TribWidth
Bot 8-6.() Down 172 lh;
Bot 12-0-2 Down 302 lh;
Load CaseD 1: Std Dead Load
Distribnted Loads
Member Location 1 Location 2 Direction Spread
Top Cont Down Rake
Top 0-0-0 33-6-4 Down Rake
Bot Cont Down Rake
Bot 0-0-0 33-6-4 Down Rake
Point Loads
Member Location Direction Load Trib Width
Bot 8-6.() Down 193 lh;
Bot 12-0-2 Down 340 lb6
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 19-6-4 NUp Rake
Top 19-6-4 33-6-4 NUp Rake
Webl6-17 Cont Right Rake
Point Loads
Member Location Direction Load TribWidth
Bot 8-6-0 Up 219 1bs
Bot 12-0-2 Up 370 lh;
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 19-6-4 NUp Rake
Top 19-6-4 33-6-4 NUp Rake
Webl6-l7 Cont Left Rake
Point Loads
Member Location Direction Load Trib Width
Bot 8-6-0 Up 172 lbs Bot 12-0-2 Up 353 lh;
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location l Location 2 Direction Spread
Top 0-0-0 19-6-4 NUp Rake
Top 19-6-4 33-6-4 NUp Rake
Point Loads
Member Location Direction Load Trib Width
Bot 8-6-0 Up 60 lh;
Bot 12-0-2 Up 131 lh;
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 6-3-10 NUp Rake
Top 6-3-10 13-2-10 NUp Rake
Top 13-2-10 19-6-4 NUp Rake
Top 19-6-4 25-9-14 NUp Rake
Top 25-9-14 27-2-10 NUp Rake
Top 27-2-10 33-6-4 NUp Rake
Webl6-l7 Cont Right Rake
Point Loads
Member Location Direction Load TribWidth
Bot 8-6-0 Up 627 lh;
Bot 12-0-2 Up 1,060 lh;
0.789
0.856
0.052
0.061
0.069
0.196
0.353
0.318
0.589
0.488
0.639
0.744
0.739
0.807
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
10 psf
10 psf
0 psf
0 psf
Start Load
8 psf
8 psf
3 psf
3 psf
Start Load
unbraccd
Unbraced
Unbraccd
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
25.3 psf
17.91 psf
16.88 psf
Start Load
17.91 psf
25.3 psf
14.56 psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
28.57 psf
OHR
0-0-0
End Load
10 psf
10 psf
0 psf
0 psf
End Load
8 psf
8 psf
3 psf
3 psf
End Load
25.3 psf
17.91 psf
16.88 psf
End Load
17.91 psf
25.3 psf
14.56 psf
End Load
9.29 psf
9.29 psf
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
28.57 psf
PLYS
I
-1,483 lbS
3,308 lb6
79lb6
-llllh;
202 lh;
-406lh;
929 lh;
-734 lh;
1,664 lh;
-1,221 lh;
2,021 lh;
-4,083 lh;
2,337 lh;
-2,025 lh;
TribWidth
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
Trib Width
24 in
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
24 in
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THF. LOADS_ LOADING CONDITIONS. TRUSS MEMBER CONFTGURATrONS, AND SPANS LISTED ON THIS SHEEI
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
G13
213
1/2/2016 7:34:56PM
Arncon 6.003
2of4
Eng Plot
WGT/PLY
233.11bs
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
33-6-4
sws
R U S S
PITCH
3/12
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member Location 1 Location 2 Direction
Top 0-0-0 19-6-4 NDown
Point Loads
Member Location Direction Load
Bot 8-6-0 Down 51 lbs
Bot 12-0-2 Down 67 lbs
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location 1 Location 2 Direction
Top 19-6-4 33-6-4 NDown
Webl6~17 Cont Left
Point Loads
Member Location Direction Load
Bot 12-0-2 Down 47 lbs
QTY
2
Spread
Rake
Trib Width
Spread
Rake
Rake
TribWidth
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location I Location 2 Direction Spread
Bot Cont Down Proj
Point Loads
Member Location Direction Load TribWidth
Bot 8-6-0 Down 86 lbs
Bot 12-0-2 Down 151 lbs
User-defined Load Case El: Seismic
No loads were defined for this load case.
1) This truss has been designed in accordance with IBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
8 psf
Start Load
8 psf
16 psf
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
8 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWidth
24 in
TribWidth
24 in
24 in
TribWidth
24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph l.ntimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has not been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
D1 +0.6 W8
Dl +0.6 W9
Dl + 0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
9 Dl + 0.53 E! + 0.75 Lrl
10 0.6 Dl +0.6 WI
II 0.6 D1 +0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 E'O.OI
14 Dl +LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.166 -53 lbs 5-6
2-3 0.622 -9,576 lbs 6-7
3-4 0.642 -11,223 lbs 7-8
4-5 0.647 -11.413lbs 8-9
BChd 17-18 0.072 17 lbs (-Io Ioo) 21-22
18-19 0.399 3,108 lbs (-1,574lbs) 22-23
19-20 0.428 4,701 lbs (-2.363 lbs) 23-24
20-21 0.595 6,308 lbs t-3.139 lool 24-25
Weoo 1-31 0.090 -225 lbs 5-27
2-31 0.908 -6,760 1bs 5-26
2-30 0.072 227 lbs (-63 lbs) 6-26
2-29 0.752 3,343 lbs (-1,691 lbs) 6-25
3-29 0.462 -1,153 lbs 7-25
3-28 0.643 1,626 lbs (-819 lbs) 7-24
4-28 0.131 -307 loo 8-24
4-27 0.084 267 lbs (-116 lbs) 8-23
Truss-to-truss Connections Summary
JD Carried Truss Carrying Truss
TI42 Gil Gl3
TI43 G12 G13
0.616 -11,262 lbs
0.536 -10,140 lbs
0.483 -8,767 lbs
0.369 -7.518 lbs
0.653 7,160 lbs
0.662 7,340 lbs
0.704 8,565 lbs
0.819 9.944 11>
0.009 22 lbs
0.115 -216lbs
0.251 793 lbs
0.732 -1,250 lbs
0.302 954 lbs
0.815 -1.641 lbs
0.371 1,174 lbs
0.789 -1,483 lbs
Carrying Offset
8-6-0
12-0-2
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
9-10
10-11
ll-12
12-13
(-3.547 Ioo) 25-26
(-3,619 lbs) 26-27
(-4,285 11>) 27-28
(-5.062 lbs) 28-29
(-21 lbs) 9-23
10-23
(-467 Ioo) l0-22
11-22
(-506 loo) 11-21
12-21
(-626lbs) 12-20
13-20
Angle
90 deg
90 deg
0.398
D.411
0.404
0.354
0.905
0.672
0.710
1.000
0.856
0.052
0,061
0.069
0.196
0.353
0.318
0.589
Detail Gusset
-7,511 lbs 13-14
-7,510 lbs 14-15
-7,313lbs 15-16
-6.448 lbs
11,060 lbs (-5,693 loo) 29-30
11,218 lbs (-5,770 lbs) 30-31
11,030 lbs (-5,693 lbs)
9.438 lbs (-4.890 lbs)
3,308 lbs (-1,705 lbs) 13-19
79 lbs (-55 Ioo) 14-19
-Ill lbs 14-18
202 lbs (-80 lbs) 15-18
-406 lbs 16-17
929 lbs (-445 lbs)
-734 lbs
1,664 1oo (-804 lool
Ga
0.313 -4,760 lbs
0.380 109 lbs
0.436 -490 lbs
0.606 6,097 lbs
0.734 6,126 lbs
0.488 -1,221 lbs
0.639 2,021 lbs
0.744 -4,083 lbs
0.739 2,337 loo
0.807 -2,025 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPAC..lNG
24 in
(-1411>)
(-3,200 11>.)
(-3,213 II>.)
(-1,000 lb;;)
(-1.182 lh;)
G13
213
1/2/2016 7:34:56PM
Amcon6.003
3 of4
Eng Plot
WGT/PLY
233.llbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOC WENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE WADS. WADING CONDffiONS. TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
33-6-4
R U S 5
PITCH
3/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: Gl3
JobName: 213
Date: 1/2/2016 7:34:56 PM
System: Amcon6.003
Page: 4of4
Report: Eng Plot
SPACING WGT/PLY
24in 233.llbs
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEf\VIEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDffiONS, TRUSS JVIEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SPAN PITCH
33-6-4 3/12
11-5-~1-5-vJ 2-10-0 2-10-0
1-5--10-5-8-0 8-6-0
0-11-8
3~
QTY
I
,1-9-I 11-9-I I
10-3-112-0-21
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
2-6-1
I
2-6-I
I
2-6-1
I
2-9-10
14-6-3 17-0-3 19-6-4 22-3-14
5-10-1
10s
TT44 TT45
PLYS
I
2-9-10 2-9-10
25-1-7 27-11-1
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
G14
213
1/2/2016 7:34:56PM
Amcon6.003
I of4
Eng Plot
WGT/PLY
231.91bs
2-9-10 r4-14-11 30-8-10 2-1-3-6-
2-4-1
~3
0-0-0 - . -I. 3
-
3
-
1
1.704 ~
I 2-1o-0 I 2-1o-o I 2-1o-~~ 1-9-1 1 2-6-1 2-6-1 2-6-1 I 2-9-10 I 2-9-10 I 2-9-10 I 2-9-10 1 2-3-1~~~o
1-4-4-1
2-10-0 5-8-0 8-6-0 110-3-112-0-2 14-6-3 17-0-3 19-6-4 22-3-14 25-1-7 27-11-1 30-8-10 33-0-3:--4
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required 011 each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: l ,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.831 (4-5)
BC: 0.921 (27-28)
Web: 0.991 (10-23)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Be Wid
31 Pin (TS) 1 2 in
17 HRol1(WL) 1 6 in
31 Pin (TS) 2 2 in
17 HRoll(WL) 2 6 in
31 Pin (TS) 3 2 in
31 Pin (TS) 3 2 in
17 HRoll(WL) 3 6 in
31 Pin (TS) 4 2 in
31 Pin (TS) 4 2 in
17 HRoll(WL) 4 6 in
31 Pin (TS) 5 2 in
31 Pin (TS) 5 2 in
17 HRoll(WL) 5 6 in
31 Pin (TS) 6 2 in
17 HRoll(WL) 6 6 in
31 Pin (TS) 7 2 in
31 Pin (TS) 7 2 in
17 HRoll (WL) 7 6 in
31 Pin (TS) 8 2 in
31 Pin (TS) 8 2 in
17 HRoll(WL) 8 6 in
31 Pin (TS) 9 2 in
17 HRoll(WL) 9 6 in
31 Pin (TS) 10 2 in
31 Pin (TS) 10 2 in
17 HRoll (WL) 10 6 in
31 Pin (TS) II 2 in
31 Pin (TS) II 2 in
17 HRoli(WL) II 6 in
31 Pin (TS) 12 2 in
31 Pin (TS) 12 2 in
17 HRoll(WL) 12 6 in
31 Pin (TS) 13 2 in
17 HRoll (WL) 13 6 in
31 Pin (TS) 14 2 in
17 HRoll(WL) 14 6 in
Member Material
Top Chd 1-10 45TC 16TC 16 (50 ksi)
Top Chd 10-16 45TCI6TC16 (50 ksi)
BotChd 17-18 45TCI6 (50 ksi)
Bot Chd 18-23 45TCI6 (50 ksi)
BotChd 23-31 45TCI6 (50 ksl)
Web1-3l 15C20 (50 ksi)
Web2-31 15D20 (50 ksi)
Web2·30 15CI6 (50 ksi)
Web3-30 15C20 (50 ksi)
Web3-29 15CI8 (SO ksi)
Web4-29 15C20 (SO ksi)
Web4-28 I SC20 (50 ksi)
Web5-28 15C20 (50 ksi)
Web5-27 15C20 (50 ksi)
Web6-27 I SC20 (50 ksi)
Web6-26 15C20 (50 ksi)
Web7-26 I SC20 (50 ksi)
Web7-25 15CI6 (50 ksi)
Web8-25 15C20 (50 ksi)
Web8-24 15D20 (50 ksi)
Reaction
1,372 1bs
1.049 1bs
2,590 1bs
1.979 1bs
1,058 1bs
151bsH
799 1bs
1,575 1bs
-471bs H
1.1411bs
1.440 1bs
53 1bs H
1,170 1bs
1.372 1bs
I.D49 lbs
2.050 1bs
12\bsH
1.560 1bs
l,l36 lbs
12 lbs H
862 lbs
2,286 lbs
1,747 lbs
-65 lbs
53 lbs H
241bs
61 lbs
161bsH
-71bs
-262 lbs
29 lbs H
-509 lbs
823 lbs
629 lbs
1,981 lbs
1,514 lbs
Summary
JT BC
31
17
CSI
0.831
0.482
0.001
0.504
0.921
0.119
0.979
0.831
0.850
0.919
0.509
0.724
0.181
0.120
0.019
0.124
0.404
0.890
0.454
0.470
Max React
2.590 lbs
1.979 lbs
Deflection
1L: 1.24 in
LL: 0.55 in
Horz 1L: 0.52 in
Bracing
Sheathed
Sheathed
Sparse
Sparse
Sparse
U1tbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Ll
L/318
L/713
MaxP
-14.522 lbs
-9,014!bs
17 lbs
8,827lbs
14.275 lbs
-300 lbs
-5.432 lbs
4,1311bs
-2,131 lbs
3.716 lbs
-1.269 lbs
2,289 lbs
425 lbs
378 lbs
59 lbs
-232 lbs
1.277 lbs
-1,910 lbs
1.437lbs
-2.3161bs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE 1RUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMIJM APPLICABLE DESIGN CRITERIA FOR
THE WADS. WADING CONDffiONS. TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET
(loc) Allowed
(25-26) L/240
(25-26) L/360
18
Max Uplift Max Horiz
53 lbs
Keymark Ente1prises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140] sws
T R ll s s
SPAN PITCH QTY OHL OHR PLYS
33-6-4 3/12 1 0-0-0 0-0-0
Web9-24 1sCzO (50 ks1) 0.518 un&=aced 1,637 lbS
Web9-23 1 5D20 (50 ksi) 0.413 Unbraced -2,005 1bs
Web 10-23 15C18 (50 ksi) 0.991 Unbraced 4,009 1bs
Webll-23 1 5C20 (50 ksi) 0.107 Unbraced 339 1bs
Webll-22 1 5C20 (50 ksi) 0.130 Unbraced -236 1bs
Web 12-22 1 5C20 (50 ksi) 0.129 Unbraced 407 1bs
Web 12-21 1 5C20 (50 ksi) 0.267 Unbraced -556 1bs
Web 13-21 1 5C20 (50 ksi) 0.412 Unbraced 1,304 1bs
Web 13-20 1 5C20 (50 ksi) 0.396 Unbraced -922 1bs
Web14-20 15C20 (50 ksi) 0.682 Unbraced 2,157 1bs
Web 14-19 1 5C20 (50 ksi) 0.551 Unbraced -1,383 1bs
Web15-19 15C20 (50 ksi) 0.836 Unbraced 2,644 1bs
Web 15-18 15C16 (50 ksi) 0.843 Unbraced -3,327 1bs
Web16-18 1 5C20 (50 ksi) 0.670 Unbraced 2,120 1bs
Web16-17 1 5C20 (50 ksi) 0.788 Unbraced -1,976 1bs
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction S£read Start Load End Load TribWidth
Top 0-0-0 33-0-4 Down Proj 10 psf 10 psf 24 in
Top 0-0-0 33-6-4 Down Proj 10 psf 10 psf 24 in
Bot 0-0-0 33-6-4 Down Proj 0 psf 0 psf 24 in
Bot 0-0-0 33-6-4 Down Proj 0 psf 0 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 8-6-0 Down 137 1bs
Bot 8-6-0 Down 137 1bs
Bot 12-0-2 Down 267 1bs
Bot 12-0-2 Down 267 lbs
Load CaseD 1: Std Dead Load
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 33-6-4 Down Rake 8 psf 8 psf 24 in
Top 0-0-0 33-6-4 Down Rake 8 psf 8 psf 24 in
Bot 0-0-0 33-6-4 Down Rake 3 psf 3 psf 24 in
Bot 0-0-0 33-6-4 Down Rake 3 psf 3 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 8-<5-0 Down 154 1bs
Bot 8-<5-0 Down 154 1bs
Bot 12-0-2 Down 300 1bs
Bot 12-0-2 Down 300 1bs
Automated Load Case W1: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 19-<5-4 NUp Rake 25.3 psf 25.3 psf 24 in
Top 19-6-4 33-6-4 NUp Rake 17.91 psf 17.91 psf 24 in
Web16-17 Coot Right Rake 16.88 psf 16.88psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 8-6-0 Up 188 1bs
Bot 8-6-0 Up 188 1bs
Bot 12-0-2 Up 312 1bs
Bot 12-0-2 Up 312 1bs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction Seread Start Load End Load Trib Width
Top 0-0-0 19-6-4 NUp Rake 17.91 psf 17.91 psf 24 in
Top 19-6-4 33-6-4 NUp Rake 25.3 psf 25.3 psf 24 in
Webl6-17 Cont Left Rake 14.56 psf 14.56 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 8-<5-0 Up 149 lbs
Bot 8-<5-0 Up 149 1bs
Bot 12-0-2 Up 312 1bs
Bot 12-0-2 Up 312 1bs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 19-<5-4 NUp Rake 9.29 psf 9.29 psf 24 in
Top 19-<5-4 33-<5-4 NUp Rake 9.29 psf 9.29 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 8-6-0 Up 48 1bs
Bot 8-6-0 Up 48 1bs
Bot 12..0-2 Up 110 1bs
Bot 12-0-2 Up 110 1bs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location t Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 13-2-10 NUp Rake 38.5 psf 38.5 psf 24 in
Top 13-2-10 19-6-4 NUp Rake 60.82 psf 60.82 psf 24 in
Top 19-6-4 25-9-14 NUp Rake 60.82 psf 60.82 psf 24 in
Top 25-9-14 27-2-10 NUp Rake 38.5 psf 38.5 psf 24 in
Top 27-2-10 33-6-4 NUp Rake 60.82 psf 60.82 psf 24 in
Webl6-17 Cont Right Rake 28.57 psf 28.57 psf 24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE Df!SIGN CRITERIA FOR
-~ T ~ ·~"' T ..-.. ..... .,.,.T...., ...,,...., .... ,......,..........,..._r,. "T'nTTC"C" ,.,....,,.,,mno r<nl'>.mTr-TID ATT£'\'X!C. A'Xln C.DA'Xl'-'. TT'-'.'l"''<n llhl Tin~ "-l-IPFT
I
Truss: G14
Job Name: 213
Date: 1/2/2016 7:34:56PM
System: Amcon6.003
Page: 2of4
Report: Eng Plot
SPACING WGT/PLY
24in 231.9lbs
Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite 102
n"".l...l.o .. r....!"'"a...lnSI:l\l.l\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
33-6-4
PITCH
3/12
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 19-6-4
Point Loads
Memlx!r Location Direction
Bot 8-6-0 Down
Bot 8-6-0 Down
Bot 12-0-2 Down
Bot [2-{}-2 Down
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location l Location 2
Top 19-6-4 33-6-4
Webl6-l7 Cont
Point Loads
Member Location Direction
Bot 12-0-2 Down
Bot 12-0-2 Down
Direction
NDown
Load
42 [bs
42 [bs
48 [bs
48 [bs
Direction
NDown
Left
Load
47 [bs
47[bs
QTY
I
Spread
Rake
Trib Width
Spread
Rake
Rake
TribWidth
Automated Load Case L1 0*: UBC 1 01b Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction Spread
Bot Cont Down Proj
Point Loads
Member Location Direction Load TribWidth
Bot 8-6-0 Down 68 lbs
Bot 8-6-0 Down 68lbs
Bot 12-{}-2 Down l34lbs
Bot 12-{}-2 Down l34lbs
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
1) This truss has been designed in accordance with IBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
8 psf
Start Load
8 psf
16 psf
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
8 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
I
TribWidth
24 in
Trib Width
24 in
24 in
TribWidth
24 in
3) This truss has been designed in accordancewithASCE7-10, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has not been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
Dl +0.6 W8
Dl +0.6W9
Dl+0.7El
Dl + 0.45 W3 + 0.75 Lrl
Dl + 0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000 1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member TO, max CST, max axial force, (max compr. furce if different from max axial force)
TChd l-2 0.174 -72 lbs 5-6
2-3 0.543 -8,102 lbs 6-7
3-4 0.664 -11,981 [bs 7-8
4-5 0.831 -14,235 lbs 8-9
BChd 17-18 0.001 17 lbs (-10 [bs) 21-22
18-19 0.434 2,818 lbs (-657 lbs) 22-23
19-20 0.309 4,983 [bs (-l,l24lbs) 23-24
20-21 0.494 7,090 lbs (-1,454 lbs) 24-25
Webs l-31 0.119 -300 lbs 5-27
2-31 0.979 -5,432lbs 6-27
2-30 0.831 4,131 [bs (-251 lbs) 6-26
3-30 0.850 -2,131 lbs 7-26
3-29 0.919 3,716 lbs (-84lbs) 7-25
4-29 0.509 -l,269lbs 8-25
4-28 0.724 2,289lbs (-27 lbs) 8-24
5-28 0.181 -425 [bs 9-24
Truss-to-truss Connections Summary
TO Carried Truss Carrying Truss
TT44 Gil Gl4
TT44 Gil Gl4
TT45 Gl2 G14
TT45 G12 Gl4
0.823 -14,522 [bs
0.793 -14,361 [bs
0.664 -12,649 lbs
0.597 -10,706 lbs
0.504 8,302 [bs
0.495 8,670 [bs
0.688 10,457 lbs
0.750 12,403 lbs
0.120 378lbs
0.019 59 lbs
0.124 -232 lbs
0.404 1,277 lbs
0.890 -1,910 lbs
0.454 l,437lbs
0.470 -2,316 [bs
0.518 1,637 lbs
Carrying OffSet
8-6-{)
8-6-{)
12-{}-2
12-{}-2
9-10
lO-ll
ll-12
12-13
(-1,504 [bs) 25-26
(-1,343 lbs) 26-27
(-1,035 lbs) 27-28
(-845 lbs) 28-29
(-8 lbs) 9-23
(-34 [bs) 10-23
ll-23
(-48 lbs) ll-22
12-22
(-52 lbs) 12-21
13-21
(-61[bs) 13-20
An!!le
90 deg
270 deg
90 deg
270 deg
0.439 -9,021 lbs 13-14
0.479 -9,014 lbs 14-15
0.482 -8,865 lbs 15-16
0.470 -8,476 lbs
0.835 14,108 lbs (-488 lbs) 29-30
0.857 14,275 [bs (-461 lbs) 30-31
0.921 14,010 lbs (-458 lbs)
0.819 11,762 lbs (-644lbs)
0.413 -2,005 lbs 14-20
0.991 4,009 lbs (-505 lbs) 14-19
0.107 339 [bs (-45 lbs) 15-19
0.130 -236 lbs 15-18
0.129 407 lbs (-29 lbs) 16-18
0.267 -556 lbs 16-17
0.412 1,304 [bs (-56lbs)
0.396 -922 [bs
0.395
0.277
0.166
0.535
0.582
0.682
0.551
0.836
0.843
0.670
0.788
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE rvnNJivlUM APPLICABLE DESIGN CRITERIA FOR
-7,247 th;
-5,065 lbs
-l!l4lbs
8,050 lbs
4,368 lbs
2,157 [bs
-1,383 lbs
2,644 lbs
-3,327 lbs
2,120 [bs
-I ,976 lbs
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
(-629 lbs)
(-404 lbs)
(-338Jb;,)
(-569 lbs)
(-508lb;;)
G14
213
1/2/2016 7:34:56 PM
Amcon6.003
3 of4
EngP1ot
WGT/PLY
231.9lbs
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
33-6-4
Additional Notes:
Detail
sws
R U S S
PITCH
3/12
GUSSET PLATES
Gusset Ga Joint
QTY
I
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: Gl4
Job Name: 213
Date: 1/2/2016 7:34:56PM
System: Amcon6.003
Page: 4of4
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 231.9lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement of! at era! braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF lHTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHTS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON lHTS SHEETMEETS THE 1\ol!N!MUM APPLICABLE DESIGN CRITERIA FOR ----·---~ ·-~·~ ...... .-..~rr....,.,..-..,._,,-, .......-.""'" -...rn-...rr:>J:<n ~r'l.llo_TL'T~TTD ATTAl!.TC' Al\.lT\.CDAhli;: 11'-'..,...::;n {)"'>J'T'J-If~ ~l-fPJlT
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
n...,,[,.J,.r rnJ....,.,AnRC\1.01
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
10-10-8
0-10-2
sws
R U S 5
PITCH
2.121/12
2-6-4
2-6-4
QTY
1
0-9-0
3-3-4
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
2-0-15
5-4-3
South Gate CA 90280
OHR
0-0-0
0-9-0 1
6-1-3 I
2-0-15
8-2-2
PLYS
1
0-9-0
8-11-2
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12in
1-11-6
10-10-8
G15
213
1/2/2016 7:34:57 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
35.31bs
2-6-4 I o-9-o I 2-0-15 I o-9-o I 2-0-15 I o-9-o I 1-11-6
2-6-4 3-3-4 5-4-3 6-1-3 8-2-2 8-11-2 10-10-8 Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offasteners required: (s)
indicates the number of Amcon TS SS # 12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (ATSJ) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS #12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I ,138 lbs; 68 mils: 1,610 lh;.Allowable shear per # 12 SDS (AlSO fustener is
calculated per the NASPEC 2007 Wffif SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L/
TC: 0.453 (1-2) TL: 0.1 in L/999
BC: 0.536 (9) LL: 0.04 in L/999
Web: 0.852 (7-9) Horz TL: 0.02 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Brg Wtd Reaction JT BC Max React
16 Pin (WL) I 6 in 325 lbs 16 616 lbs
9 H Roll (IT) I 2 in 451 lbs 9 853 lbs
16 Pin (WL) 2 6 in 616 lbs
9 H Roll (IT) 2 2 in 8531bs
16 Pin (WL) 3 6 in 237 lbs
16 Pin (WL) 3 6 in lllbsH
9 H Roll (IT) 3 2 in 3261bs
16 Pin (WL) 4 6 in 407 lbs
16 Pin (WL) 4 6 in -171bsH
9 H Roll (IT) 4 2 in 5631bs
16 Pin (WL) 5 6 in 3251bs
9 H Roll (IT) 5 2 in 451 lbs
16 Pin (WL) 6 6 in 325 lbs
9 H Roll (IT) 6 2 in 451 lbs
16 Pin (WL) 7 6 in 477 lbs
16 Pin (WL) 7 6 in 8 lbs H
9 HRoll (IT) 7 2 in 6591bs
16 Pin (WL) 8 6 in 259 lbs
16 Pin (WL) 8 6 in 8 1bs H
9 H Roll (IT) 8 2 in 357 lbs
16 Pin (WL) 9 6 in 543 lbs
9 H Roll (IT) 9 2 in 753 lbs
16 Pin (WL) 10 6 in -53 lbs
16 Pin (WL) 10 6 in 271bs H
9 H Roll (IT) 10 2 in -811bs
16 Pin (WL) II 6 in 17 lbs
16 Pin (WL) II 6 in 30 lbs H
9 H Roll (IT) II 2 in 22 lbs
16 Pin (WL) 12 6 in -5241bs
16 Pin (WL) 12 6 in 971bs H
9 H Roll (IT) 12 2 in -742 lbs
16 Pin (WL) 13 6 in 195 lbs
9 H Roll (IT) 13 2 in 271 lbs
16 Pin (WL) 14 6 in 470 lbs
9 H Roll (IT) 14 2 in 6521bs
Member Material CSI Bracing MaxP
Top Chd 1-8 20TC20 (50 ksi) 0.453 Sheathed -1,397 lbs
Bot Chd 9-16 20TC20 (50 ksi) 0.536 Sparse I ,369 lbs
Web 1-16 15C20 (50 ksi) 0.242 Unbraced .006 lbs Webl-15 15C20(50ksi) 0.774 Unbraced 1,2721bs Web2-15 15C20 (50 ksi) 0.170 Unbraced 4171bs
Web2-14 15C20 (50 ksi) 0.120 Unbraced 343 lbs
Web3-14 15C20 (50 ksi) 0.047 Unbraced -Ill lbs
Web3-13 15C20 (50 ksi) 0.011 Unbraced 36 lbs
Web4-13 15C20 (50 ksi) 0.071 Unbraced -1481bs
Web4-12 15C20 (50 ksi) 0.116 Unbraced -231 lbs
Web5-12 15C20 (50 ksi) 0.220 Unbraced 459 lbs
Web5-ll 15C20 (50 ksi) 0.506 Unbraced .028 lbs
Web6-ll 15C20(50ksi) 0.379 Unbraced 677 lbs
Web6-10 15C20 (50 ksi) 0.524 Unbraced -803 lbs
Web7-l0 l5C20 (50 ksi) 0.685 Unbraced 1,149 lbs
Web7-9 15CI8 (50 ksi) 0.852 Unbraced -1,1971bs
Web8-9 15C20 (50 ksi) 0.011 Unbraced 21 lbs
NOTE: Web crippling calculation assume truss is fastened to support.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTIIE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTiffi TRUSS ASSEJVIBLY SHOWN ON THIS SHEETMEETS mE MINIMUM APPLICABLE DESIGN CRITERIA FOR
T'-fP I llt.f'l<;! T liAnWr. rnMnmnr>.N TIHT<;!<;! 1\.J[J:;MI=!J:;Q rnXll:.'Ir!TID ATTf'fl\fc.:! Ahln c.:!DAl\Tc.:! I Tc.:!'l"'f<f'l lll\1 TUTc.:! c.:!J.n::mT
(loc) Allowed
(3-4) L/240
(34) L/360
9
Max Uplift Max Horiz
-~·24 lbs 971bs
-742 lbs
Keymark Enterprises, LLC
6707 Winchester Cride, Suite 102
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140]
R ll s s
SPAN PITCH QTY OHL OHR PLYS
10-10-8 2.121/12 1 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location l Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 10-10-8 Down Proj 10 psf 10 psf 12 in
Top 0-0-0 10-10-8 Down Proj 10 psf 10 psf 12 in
Bot 0-0-0 10-10-8 Down Proj 0 psf 0 psf 12 in
Bot 0-0-0 10-10-8 Down Proj 0 psf 0 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-<54 Down 34 11>;
Bot 3-34 Down 44 11>;
Bot 54-3 Down 7411>;
Bot 6-1-3 Down 84 11>;
Bot 8-2-2 Down 114 11>;
Bot 8-11-2 Down 12411>;
Load CaseD 1: Std Dead Load
Distributed Loads
Member Location l Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 10-10-8 Down Rake 8 psf 8 psf 12 in
Top 0-0-0 10-10-8 Down Rake 8 psf 8 psf 12 in
Bot 0-0-0 10-10-8 Down Rake 3 psf 3 psf 12 in
Bot 0-0-0 10-10-8 Down Rake 3 psf 3 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-<54 Down 38 11>;
Bot 3-34 Down 50 11>;
Bot 54-3 Down 83 11>;
Bot 6-1-3 Down 9511>;
Bot 8w2-2 Down 128 11>;
Bot 8-11-2 Down 140 11>;
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 10-10-8 NUp Rake 29.8 psf 29.8 psf 12 in
Webl-16 Coot Right Rake 14.56 psf 14.56 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-<54 Up 50 11>;
Bot 3-34 Up 65 11>;
Bot 54-3 Up 10611>;
Bot 6-1-3 Up 120 11>;
Bot 8-2-2 Up 160 11>;
Bot 8-11-2 Up 175 11>;
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 10-10-8 NUp Rake 18.61 psf 18.61 psf 12 in
Webl-16 Coot l£ft Rake 16.88 psf 16.88 psf 12 in
Point Loads
Member Location Direction Loo<1 TribWidth
Bot 2.04 Up 4511>;
Bot 3-34 Up 53 11>;
Bot 54-3 Up 79 11>;
Bot 6-1-3 Up 88 11>;
Bot 8-2-2 Up 11611>;
Bot 8-ll-2 Up 126 lbs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 10-10-8 NUp Rake 9.29 psf 9.29 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-<54 Up 20 11>;
Bot 3-34 Up 25 11>;
Bot 54-3 Up 40 11>;
Bot 6-1-3 Up 45 11>;
Bot 8-2-2 Up 59 11>;
Bot 8-11-2 Up 65 11>;
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Directi011 seread Start Load End Load TribWidth
Top 0-0-0 6-3-10 NUp Rake 67.59 psf 67.59 psf 12 in
Top 6-3-10 10-10-8 NUp Rake 67.59 psf 67.59 psf 12 in
Webl-16 Coot l£ft Rake 38.21 psf 38.21 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-<54 Up 184 11>;
Bot 3-34 Up 223 lb;
Bot 54-3 Up 339 11>;
Bot 6-1-3 Up 379 11>;
Bot 8-2-2 Up 494 11>;
Bot 8-11-2 Up 531 11>;
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR
Tim T nAn~ T runwr. rnhlnrrrnhl~ TRTK~ "l'vTF!I.ARFR rONFTGTm ATTONS ANn ~PAN~ TJSTFD ON THT~ ~HRET
1
Tmss: G15
JobName: 213
Date: 1/2/2016 7:34:57PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
12in 35.3lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02 n ___ u __ ...,_, ___ _,_ ot\-.1\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S S
SPAN
10-10-8
PITGI
2.121 /12
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2
Top 0-ll-ll 10-10-8
Webl-16 Cont
Point Loads
Member Location Direction
Bot 2-6-4 Down
Bot 3-3-4 Down
Bot 5-4-3 Down
Bot 6-l-3 Down
Bot 8-2-2 Down
Bot 8-ll-2 Down
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
NDown
Right
Load
23 lbs
26lbs
37lbs
41 lbs
53 lbs
57 lbs
QTY
I
Spread
Rake
Rake
Trib Width
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member
Bot
Point Loads
Member
Bot
Bot
Bot
Bot
Bot Bot
Location I
Cont
Location
2-6-4
3-3-4
5-4-3
6-l-3
8-2-2
8-ll-2
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2
Direction
Down
Down
Down
Down
Down
Down
Direction
Down
Load
17 lbs
22 lbs
37 lbs
42 lbs
57 lbs
62 lbs
1) This truss has been designed in accordance with ffiC-2012.
Spread
Proj
Trib V/idth
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
8 psf
16 psf
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord Jive load plus dead loads.
PLYS
I
TribWidth
12 in
12 in
TribWidth
12 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
I.oo.d Combo
Dl
Dl +Lrl
Dl +0.6 WJ
Dl +0.6W8
Dl +0.6W9
Dl +0.7 El
Dl +0.45 WJ +0.75 Lrl
Dl +0.45 W3
9 Dl +0.53 El +0.75 Lrl
10 0.6 Dl + 0.6 WI
ll 0.6 Dl + 0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6Dl+0.7E'O.OI
14 01 + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.453 -1,230 lbs 3-4
2-3 0.296 -1,357 lbs 4-5
BChd 9-10 0.463 686 Lbs (-6041bs) 11-12
10-11 0.206 859 lbs (-758 lbs) 12-13
Webs 1-16 0.242 -606 lbs 3-14
1-15 0.774 1,272 lbs (-1,094 lbs) 3-13
2-15 0.170 -4171bs 4-13
2-14 0.120 343 lbs (-285 lbs) 4-12
Truss-to-truss Connections Summary
lD Carried Truss Carrying Truss
TT46 T32 GIS
TT47 Tll GIS
TT48 T33 GIS
TT49 TJO GIS
TT50 T34 GIS
TT51 T29 GIS
TT79 GIS G21
0.358 -I ,397 lbs
0.309 -l,Jl6lbs
0.536 1,305 lbs
0.281 1,369 lbs
0,047 -llllbs
0.011 36 lbs
0.071 -148 lbs
0.116 -231 lbs
Carrying Offset
2-6-4
3-3-4
5-4-3
6-1-3
8-2-2
8-11-2
7-9-14
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
5-6
6-7
(-1,170 lbs) 13-14
(-1,233 lbs) 14-15
5-12
(0 lbs) 5-11
6-11
6-10
Angle
45 deg
225 deg
45 deg
225 deg
45 deg
270 deg
45 deg
0.374
0.335
0.455
0.372
0.220
0.506
0.379
0.524
Detail Gusset
-888 lbs 7-8
-724 lbs
1,339 lbs (-1,235 lbs) 15-16
1,211 lbs (-1,129 lbs)
459 lbs (-428 lbs) 7-10
-628 lbs 7-9
677 lbs (-609 lbs) 8-9
-803 lbs
Ga
0.233 -14lbs
0.060 -88 lbs
0.685 1,1491bs
0.852 -1,197 lbs
0.011 21 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12 in
(-1,010 lbsi
(-13 lbsi
G15
213
1/2/2016 7:34:57PM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
35.3 lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COIVIPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTiffi TRUSS ASSBvffiLY SHOWN ON THIS SHEET MEETS THE MINII\1UM APPLICABLE DESIGN CRITERIA FOR
'TI..lTI I A An<;: I n.Anwr. rllhlniTION<;< TIHJ<;<I;;. MFMRFR rnNPrr.Tm ATIIINS ANn SPANS T.ISTEO ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
n~•IA~. 1"'....1....-nA..-. Qfl1fll
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
6-4-10
PITGI
2.114/12
0-10-2
0-0-0
s
QTY
I
2-6-4
2-6-4
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
0-9-0
3-3-4
OHR
0-0-0
2-0-15
5-4-3
PLYS
I
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12in
1-0-1
6-4-10
0-0-0
Gl6
213
1/2/2016 7:34:57 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
19lbs
2-6-4 ------~--0~-9~-0--+-________ 2-~0~-1~5--------+---~1-~0-~7~
2-6-4 3-3-4 5-4-3 6-4-10
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISf)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lb;.AIIowable shear per # 12 SDS (AISn fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" rilin. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.245 (4)
BC: 0.317 (6)
Web: 0.331 (4-<i)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid Reaction
10 Pin (WL) I 6 in 143 lbs
6 HRoll (11) I 2 in 236 lbs
10 Pin (WL) 2 6 in 271 lbs
6 H Roll (11) 2 2 in 446 lbs
10 Pin (WL) 3 6 in I041b5
10 Pin (WL) 3 6 in 61b5 H
6 H Roll (11) 3 2 in 164lb5
10 Pin(WL) 4 6 in 166 lbs
10 Pin (WL) 4 6 in -81b5 H
6 H Roll (11) 4 2 in 287 lbs
10 Pin (WL) 5 6 in 143 lbs
6 H Roll (11) 5 2 in 236 lbs
10 Pin (WL) 6 6 in 143 lbs
6 HRoll (11) 6 2 in 236 lbs
10 Pin (WL) 7 6 in 210 lbs
10 Pin (WL) 7 6 in 5 lbs H
6 H Roll (11) 7 2 in 340 lbs
10 Pin (WL) 8 6 in 114lb5
10 Pin (WL) 8 6 in 5 lbs H
6 H Roll (11) 8 2 in 182 lbs
10 Pin (WL) 9 6 in 239 lbs
6 H Roll (11) 9 2 in 394 lbs
10 Pin (WL) 10 6 in -25 lbs
10 Pin (WL) 10 6 in 13 lbs H
6 H Roll (11) 10 2 in -58 lbs
10 Pin (WL) II 6 in -14 lbs
10 Pin (WL) II 6 in 29ib5 H
6 H Roll (11) II 2 in -27 lbs
10 Pin (WL) 12 6 in -243 lbs
10 Pin (WL) 12 6 in 72 lbs H
6 H Roll (f1) 12 2 in -4691})5
10 Pin (WL) 13 6 in 86 lbs
6 H Roll (11) 13 2 in 142 lbs
10 Pin (WL) 14 6 in 208 lbs
6 H Roll (11) 14 2 in 348 lbs
Member Material
Top Chd 1-5 20TC20 (50 ksi)
Bot Chd 6-10 20TC20 (50 ksi)
Webl-10 15C20 (50 ksi)
Webl-9 15C20 (50 ksi)
Web2-9 15C20 (50 ksi)
Web2-8 15C20 (50 ksi)
Web3-8 15C20 (50 ksi)
Web3-7 15C20 (50 ksi)
Web4-7 15C20 (50 ksi)
Web4-6 15C20 (50 ksi)
Web 5-6 15C20 (50 ksi)
NOTE: Web crippling calculation assume truss is fastened to support.
Summary
JT BC
10
6
CSI
0.245
0.317
0.104
0.311
0.044
0,003
0.063
0.183
0.265
0.331
0.019
Max React
271 1bs
446 lbs
Deflection
TL: 0.02 in
LL:O.Ol in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraccd
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
L/
L/999
L/999
MaxP
-485 lbs
-4851})5
-261 lbs
492 lbs
-107 lbs
II lbs
-151 lbs
291 lbs
561 lbs
643 lbs
53 lbs
ALL GEN"ERALNOTES OF THlS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TillS SHEETMEETS THE iviTNTMUM APPLICABLE DESIGN CRITERIA FOR
Tt.l"l'< T nAn~ T 1\Anwr. rn~mmnN<:.. TIHTS.S. MFl\ARFR C:ONFTGTTRATTONS. AND SPANS LISTED ON TillS SHEEI
(loc)
(1-2)
(1-2)
6
Max:Up1ift
-243 lbs
"169 lbs
Allowed
L/240
L/ 360
Max Horiz
72 lbs
Keyrruuk Enterprises, LLC
6707 Winchester Cric\e, Suite 102
Rn,]rJ,.r rrJ,.,.!!rlnRCl I
SWS Panel & Truss
4231 Liberty Blvd
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140] sws
SPAN PITCH QTY OHL OHR PLYS
6-4-10 2.114/12 I 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction scread Start Load End Load TnbWidth
Top 0.0.0 54-3 Down Proj 10 psf 10 psf 12 in
Top 0.0-0 54-3 Down Proj 10 psf 10 psf 12 in
Top 54-3 64-10 Down Proj 10 psf 10 psf 6 in
Bot 0-0-0 54-3 Down Proj 0 psf 0 psf 12 in
Bot 0-0.0 54-3 Down Proj 0 psf 0 psf 12 in
Bot 54-3 64-10 Down Proj 0 psf 0 psf 6 in
Point Loads
Member Location Direction Load TribWtdth
Bot 2-64 Down 341bs
Bot 3-34 Down 44 1bs
Bot 54-3 Down 74 1bs
Bot 54-3 Down 741bs
Load Case Dl: Std Dead Load
Distnbuted Loads
Member Location I LocatiOLl 2 Direction se;read Start Load End Load TribWidth
Top 0-0.0 54-3 Down Rake 8 psf 8 psf 12 in
Top 0-0.0 54-3 Down Rake 8 psf 8 psf 12 in
Top 54-3 64-10 Down Rake 8 psf 8 psf 6 in
Bot 0.0-0 54-3 Down Rake 3 psf 3 psf 12 in
Bot 0.0-0 54-3 Down Rake 3 psf 3 psf 12 in
Bot 54-3 64-10 Down Rake 3 psf 3 psf 6 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-64 Down 38 1bs
Bot 3-34 Down 50 1bs
Bot 54-3 Down 831bs
Bot 54-3 Down 831bs
Automated Load Case Wl: MWFRS-Left(Up)
Distnbuted Loads
Member Location I Location 2 Direction S2read Start Load E11d Load Trib Width
Top 0.0-0 64-10 NUp Rake 29.83 psf 29.83 psf 12 in
Webl-10 Coot Right Rake 14.56 psf 14.56 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-64 Up 50 1bs
Bot 3-34 Up 65 1bs
Bot 54-3 Up 106 1bs
Bot 54-3 Up 106 1bs
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Top 0.0-0 64-10 NUp Rake 29.83 psf 29.83 psf 12 in
Webl-10 Coot Left Rake 16.88 psf 16.88 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-64 Up 45 1bs
Bot 3-34 Up 53 1bs
Bot 54-3 Up 791bs
Bot 54-3 Up 79 1bs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load TribVIidth
Top 0-0-0 64-10 NUp Rake 9.29 psf 9.29 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-64 Up 20 lbs
Bot 3-34 Up 25 1bs
Bot 54-3 Up 40 1bs
Bot 54-3 Up 40 1bs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2 Direction Seread Start Load End Load TribVIidth
Top 0.0.0 6-3-10 NUp Rake 75.33 psf 75.33 psf 12 in
Top 6-3-10 64-10 NUp Rake 75.33 psf 75.33 psf 12 in
Webl-10 Coot Left Rake 42.77 psf 42.77 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-64 Up 1841bs
Bot 3-34 Up 2231bs
Bot 54-3 Up 339 1bs
Bot 54-3 Up 339 1bs
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Memlxr Location I Location 2 Direction SE,read Start Load End Load Trib Width
Webl-10 Cont Right Rake 16 psf 16 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-64 Down 23 1bs
Bot 3-34 Down 261bs
Bot 54-3 Down 37 1bs
Bot 54-3 Down 37 1bs
ALL GENERAL NOTES OF THIS DRAWING P.~CKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINTMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDITIONS. TRUSS MEMBER CONFIGURATIONS, AND SPANS LTSTED ON THIS SHEIIT.
I
Truss: G16
JobName: 213
Date: 112/2016 7:34:57PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
12in 19\bs
Keymark Enteiprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder. Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
6-4-10
sws
T R U S S
PITCH
2.114/12
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
QTY
1
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction
Bot Cont Down
Spread
Proj
Point Loads
Member Location Direction Load Trib Width
Bot
Bot
Bot
Bot
2-64
3-34
54-3
54-3
User-defined Load Case E1: Seismic
No loads were defined for this load case.
Down
Down
Down
Down
17lbs
22lbs
37lbs
37 lbs
1) This truss has been designed in accordance with IBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
I
Trib\Vidth
12 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roo fReight 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
Dl +0.6 W8
Dl +0.6 W9
01 +0.7 El
7 Dl + 0.45 W3 + 0.75 Lrl
8 Dl +0.45 W3
9 Dl+0.53El+0.75Lrl
10 0.6 Dl + 0.6 WI
II 0.6 Dl +0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 FlO.Ol
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.205 480 lbs 2-3
BChd 6-7 0.270 -247 lbs 7-8
Webs 1-10 0.104 -261 lbs 2-8
1-9 0.311 492 lbs (4451bs) 3-8
2-9 0.044 -1071bs 3-7
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT52 T32 Gl6
TT53 T31 Gl6
TT54 T33 Gl6
TT54 T33 Gl6
TT57 Gl6 GIS
0.115 4851bs
0.212 484 lbs
0.003 II lbs
0.063 -151 lbs
0.183 291 lbs
Carrying Offset
2-64
3-34
54-3
54-3
4-7-12
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
34
8-9
(0 lbs) 4-7
4-6
(-279 lbs) 5-6
Angle
45 deg
225 deg
45 deg
225 deg
45 dcg
0.160
0.175
0.265
0.331
0.019
Detail Gusset
-2591bs 4-5
4851bs 9-10
561 lbs (-547 lbs)
643 lbs (-6371bs)
53 lbs (-36 lbs)
Ga
0.150 -lllbs
0.050 -62 lbs
Truss: G16
JobName: 213
Date: 1/2/2016 7:34:57 PM
System: Amcon6.003
Page: 3of3
Report: Eng Plot
SPACING WGT/PLY
12in 19lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF TinS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENTDESIGNDOCutvrENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINllVfiJM APPLICABLE DESIGN CRITERIA FOR
THE WADS. LOADING CONDmONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite I 02
Boulder, Colorado8030l
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-1-6
R U S S
PITCH
0/12
1-3-10
1s
0-0-0
QTY
1
2-1-7
2-1-7
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
2s
T$S5
OHR
0-0-0
4-1-6
PLYS
1
1-11-15
2-1-7 4-1-6
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12in
1-3-10
3s
0-0-0
G17
213
1/2/2016 7:34:58PM
Amcon6.003
1 of3
EngP1ot
WGT/PLY
11.3 1bs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (ATSI) fasteners required at one end of the member. Each value indicates the number of-fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (ATSl) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: l ,138 lbs; 68 mils: I ,610 lbs.Allowable shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.095 (1-2)
BC: 0.082 (4-5)
Web: 0.101 (24)
TC Continuously Braced
BC Bracing Sparse
Deflection
TL: 0.01 in
LL: 0 in
HorzTL: 0 in
Reactions Summary
JT T e LC BC a, Wid Reaction
6 Pin (TJ) 1 2 in 65 1bs
4 HRoll (11) 1 2 in 67 1bs
6 Pin (TT) 2 2 in 124 1bs
4 HRoll (11) 2 2 in 127 1bs
6 Pin (TT) 3 2 in 59 1bs
4 H Roll (11) 3 2 in 60 1bs
6 Pin (TT) 4 2 in 70 1bs
6 Pin (TT) 4 2 in -13 1bs H
4 H Roll (11) 4 2 in 76 1bs
6 Pin (11) 5 2 in 65 1bs
4 H Roll (11) 5 2 in 67 1bs
6 Pin (11) 6 2 in 65 1bs
4 H Roll (11) 6 2 in 67 1bs
6 Pin (TT) 7 2 in 105 1bs
4 H Roll (11) 7 2 in 107 1bs
6 Pin (11) 8 2 in 61 1bs
4 HRoll(TI) 8 2 in 62 1bs
6 Pin (11) 9 2 in 110 1bs
4 H Roll (IT) 9 2 in ll2 lbs
6 Pin (IT) 10 2 in -15 1bs
6 Pin (lT) 10 2 in ·11 lbsH
4 HRoll (11) 10 2 in -111bs
6 Pin (TT) 11 2 in -9 1bs
6 Pin (TI) 11 2 in 13 1bsH
4 H Roll (11) 11 2 in -14 1bs
6 Pin (IT) 12 2 in -114 1bs
6 Pin (IT) 12 2 in 34 1bs H
4 HRoll (11) 12 2 in ·129 1bs
6 Pin (11) l3 2 in 39 1bs
4 HRoll (11) 13 2 in 40 1bs
6 Pin (11) 14 2 in 95 1bs
4 H Roll (11) 14 2 in 97 1bs
Member Material
Top Chd 1-3 20TC20 (50 ksi)
Bot Chd 4-6 20TC20 (50 ksi)
Web 1-6 15C20 (50 ksi)
Web 1-5 15C20 (50 ksi)
Web2-5 15C20 (50 ksi)
Web24 15C20 (50 ksi)
Web34 15C20 (50 ksi)
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lr1: Std Live Load
Distributed Loads
Member Location I Location 2 Direction Spread
Top Cont Down Proj
Bot Cont Down Proj
Point Loads
Member L:x:ation Direction Load TribWidth
Bot 2-1-7 Down 37 1bs
JT BC
CSI
0.095
0.082
0.084
0.097
0.010
0.101
0.011
Start Load
Max React
124 1bs
127 1bs
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
155 1bs
-155 1bs
-120 1bs
170 1bs
32 1bs
187 1bs
29 1bs
Trib Width
12 in
12 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTE1HAT1HE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MTNTMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDffiONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET
(loc:) Allowed
(1-2)
(l-2)
6
L/240
L/360
Max Uplift Max Horiz
-114 1bs
·129 1bs
34lbs
Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R l! s s
SPAN PITCH QTY
4-1-6 0/12
Load Case Dl: Std Dead Load
Distributed Loads
Member Location I Location 2
Top Cont
Bot Cont
Point Loads
Member Location Direction
Bot 2-l-7 Down
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2
Top 0-0-0 4-t-6
Webl-6 Cont
Point Loads
Member Location Direction
Bot 2-l-7 Up
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2
Top 0-0-0 4-t-6
Webl-6 Cont
Point Loads
Member Location Direction
Bot 2-t-7 Up
Automated Load Case W3: MWFRS-(Max Dn)
Point Loads
Member Location Direction
Bot 2-l-7 Up
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 4-l-6
Web1-6 Cont
Point Loads
Member Location Direction
Bot 2-l-7 Up
Automated Load Case WS: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2
Webl-6 Cont
Point Loads
Member Location Direction
Bot 2-t-7 Down
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
1
Direction
Down
Down
Load
41 lbs
Direction
NUp
Right
Load
54lbs
Direction
NUp
Left
Load
47 lbs
I.ond
22lbs
Direction
NUp
Left
I.ond
l94lbs
Direction
Right
I.ond
24 lbs
Automated Load Case L!O*: UBC 1 Olb Live Load on Bottom Chord
Distnbuted Loads
Member
Bot
Point Loads
Member
Bot
Location I
Cont
Location
2-l-7
User -defined Load Case E 1 : Seismic
No loads were defined for this load case.
Location 2 Direction
Down
Direction I.ond
Down 18 lbs
1) This truss has been designed in accordance with IBC-2012.
Seread
Rake
Rake
Trib Vv1dth
S[!read
Rake
Rake
Trib Width
SJ2read
Rake
Rake
Trib Width
Trib Width
S2read
Rake
Rake
Trib Width
S2read
Rake
Trib Width
swead
Proj
Trib Width
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Start Load End Load
16 psf 16 psf
6 psf 6 psf
Start Load End Load
29.83 psf 29.83 psf
14.56 psf 14.56 psf
Start Load End Load
29.83 psf 29.83 psf
16.88 psf 16.88 psf
Start Load End Load
83.14 psf 83.14 psf
44.08 psf 44.08 psf
Start Load End Load
16 psf 16 psf
Start Load End Load
10 psf tO psf
2) This truss has been designed for the effects due to 10 psfbottomchord live load plus dead loads.
PLYS
1
Trib Width
12 in
12 in
Trib Width
12 in
12 in
Trib Width
12 in
12 in
TribWidth
12 in
12 in
TribWidth
12 in
Trib Width
12 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of140 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hunicane Ptone Region.
Load Combinations
Load Combo Factor
Dl 1.000
Dl +Lrl 1.000
Dl +0.6 W3 1.000
Dl +0.6 W8 1.000
Dl +0.6 W9 1.000
Dl +0.7 El 1.000
7 Dl +0.45 W3 +0.75 Lrl 1.000
8 Dl +0.45 W3 1.000
9 Dl + 0.53 El + 0.75 Lr1 1.000
to 0.6 Dl + 0.6 WI 1.000
ll 0.6 Dl + 0.6 W2 1.000
12 0.6 Dl + 0.6 W4 1.000
13 0.6 Dl + 0.7 FJO.Ot 1.000
14 Dl +LIO* 1.000
Truss: G17
JobName: 213
Date: 112/2016 7:34:58PM
System: Arncon 6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
12in 11.3 lbs
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd l-2 0.095 155 lbs (-t44lbs) 2-3 0.058 0 lbs ~ ~B~Ch~<Lt~4~-5::::~o4.otszt::::-~t~55~tbst:::~~~~5~-6C:::~o~.0~2~4:::::-~zt2~tbs~-::::~~~~==~~~====~~====~~:,f:::::::::::::::::::::::::: Webs t-6 0.084 -120 lbs 2-5 0.010 32 lbs (-3 lbs) 34 O.Ott 29 lbs (-26 tbs)
t-5 0,097 170 lbs (-t57lbs) 24 0.101 t87lbs (-l74lbs)
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS CO!viPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEALlNDICA TES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE NtlNIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDITIONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEEr
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
OS Truss®
Version: 5.008.2 [Build 140]
SPAN
4-1-6
sws
T R U S S
PITCH
0/12
Truss-to-truss Connections Summary
QTY
1
ID Carried Truss Carrying Truss Carrying Offset
TI56 G17 G18
TI55 T35 G17
TI60 G17 G19
1-11-6
2-1-7
1-11-6
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
Detail
Angle
90 deg
90 deg
90 deg
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
PLYS
1
Tmss: G17
JobName: 213
Date: 1/2/2016 7:34:58 PM
System: Amcon6.003
Page: 3of3
Report: Eng Plot
SPACING WGT/PLY
12in 11.3 lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF lHIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COivWONENT DESIGN DOCUMENT. NOTETHATTIIE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTIIE lRUSS ASSEMBLY SHOWN ON THIS SHEETNrEEfS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADTNG CONDITIONS, lRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEEr
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
7-10-3
0-10-0
1s
0-0-0
R U S S
PITCH
2.997/12
1-I 1-6
1-11-6
3~
QTY
I
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
2-9-3
4-8-9
OHR
0-0-0
2-0-2 3s
PLYS
I
1-2-15
5-11-8
4s 5s
Truss:
JobName:
Dafce:
System:
Page:
Report:
SPACING
19 in
1-6-13
7-10-3
GIS
213
112/2016 7:34:58 PM
Amcon6.003
1 of3
EngP1ot
WGT/PLY
23.81bs
2€ts2
0-0-0
r--------1-_1_1-_6 ________ r-___________ 2_-9_-_3 ____________ +-___ 1_-2_-_1_5 ____ pr-3--_~r------1_-6_-1_3____ 1
1-11-6 4-8-9 5-11-8 16-3-s 7-10-3 I
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS #12 or #12 SDS (AIST) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out en this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Amcon TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: l ,138 lbs; 68 mils: 1,610 lbs.Ailowable shear per # 12 SDS (AISl) fastener is
calculated per the NASPEC 2007 Wm-I SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection Ll
TC: 0.430 (34) TL: 0.05 in L/999
BC: 0.562 (10-ii) LL: 0.02 in L/999
Web: 0.761 (5-7) HorzTL: 0.01 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
12 Pin (WL) I 6 in 317 lbs 12 601 lbs
7 H Roll (TI) I 2 in 408 lbs 7 772 lbs
12 Pin (WL) 2 6 in 601 lbs
7 HRoll (11) 2 2 in 772 lbs
12 Pin (WL) 3 6 in 247 lbs
12 Pin (WL) 3 6 in 10 lbs H
7 H Roll (TI) 3 2 in 318 lbs
12 Pin (WL) 4 6 in 373lbs
12 Pin (WL) 4 6 in -22lbsH
7 HRoll (TI) 4 2 in 479 lbs
12 Pin (WL) 5 6 in 317 lbs
7 H Roll (TI) 5 2 in 408lbs
12 Pin (WL) 6 6 in 317 lbs
7 H Roll (TI) 6 2 in 408 lbs
12 Pin (WL) 7 6 in 477 lbs
12 Pin (WL) 7 6 in Sibs H
7 HRoll (TI) 7 2 in 614lbs
12 Pin (WL) 8 6 in 264 lbs
12 Pin (WL) 8 6 in 8 lbs H
7 H Roll (TI) 8 2 in 341 lbs
12 Pin (WL) 9 6 in 530 lbs
7 H Roll (T1) 9 2 in 681 lbs
12 Pin (WL) 10 6 in -56 lbs
12 Pin (WL) 10 6 in 171bs H
7 H Roll (TI) 10 2 in -1081bs
12 Pin (WL) II 6 in -9 lbs
12 Pin (WL) II 6 in 33 lbs H
7 H Roll (TI) II 2 in -54lbs
12 Pin (WL) 12 6 in -520 lbs
12 Pin (WL) 12 6 in 114lbsH
7 H Roll (TI) 12 2 in -767 lbs
12 Pin (WL) 13 6 in 190 lbs
7 H Roll (TI) 13 2 in 245 lbs
12 Pin (WL) 14 6 in 466 lbs
7 HRoll (TI) 14 2 in 612 lbs
Member Material CSI Bracing MaxP
Top Chd 1-3 20TC20 (50 ksi) OAOI Sheathed -965 lbs
Top Chd 3-6 20TC20 (50 ksi) 0.430 Sheathed -916lbs
Bot Chd 7-12 20TC20 (50 ksi) 0.562 Sparse 916lbs
Web 1-12 15C20 (50 ksi) 0.241 Unbraced -604lbs
Web I-ll 15C20 (50 ksi) 0.438 Unbraced 967 lbs
Web2-ll 15C20 (50 ksi) 0.095 Unbraced -232 lbs
Web2-l0 15C20 (50 ksi) 0.041 Unbraced 43lbs
Web 3-10 15C20 (50 ksi) 0.303 Unbraced 580 lbs
Web3-9 15C20 (50 ksi) 0.387 Unbraced 655 lbs
Web4-9 15C20 (50 ksi) 0.176 Unbraced 335 lbs
Web 5-8 15C20 (50 ksi) 0.317 Unbraced 648 lbs
Web 5-7 15C20 (50 bi) 0.761 Unbraced -1,150 lbs
Web6-7 15C20 (50 ksi) 0.015 Unbraced 46 lbs
NOTE: Web crippling calculation assume truss is fastened to support.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN TNTEGRAL PAR TOF THIS COMPONENT DESIGN DOCUNIENT. NOTE THAT THE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETivfEETS THE MJNlMUM APPLICABLE DESIGN CRITERIA FOR "T'l..ffiTI"ldn~ I nAnwr. rnhlf'IITTOl\J~ TRTr<.:.:~ MF.MRPR rONFTl1TffiATIONS ANn SP<.\NS TJSTEOONTHJS SHEET
(loc) Allowed
(10-11) L/240
(2-3) L/360
2
Max Uplift Max Horiz
-520 lbs 114lbs
-767 lbs
Keymark Enteqnises, LLC
6707 Winchester Cricle, Suite 102
n~·l..l~~ f""'...!~n..l~2n"ln1
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140] sws
R u s s
SPAN PITCH QTY OHL OHR PLYS
7-10-3 2.997/12 I 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib\Vidth
Top 0-0.() 4-7-12 Down Proj 10 psf 10 psf 19 in
Top 5-11-8 7-10-3 Down Proj 10 psf 10 psf 19 in
Top 0.().() 6-3-6 Down Proj 10 psf 10 psf 19 in
Bot 0.().() 4-7-12 Down Proj 0 psf 0 psf 19 in
Bot 5-11-8 7-10-3 Down Proj 0 psf 0 psf 19 in
Bot 0-0.() 6-3-6 Down Proj 0 psf 0 psf 19 in
Point Loads
Member Location Direction Load Trib Wtdth
Bot 1-11-6 Down 59 1bs
Bot 4-7-12 Down 210 1bs
Bot 5-11-8 Down 931bs
Bot 6-3-6 Down 82 lbs
Load CaseD I: Std Dead Load
Dis1nbuted Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Top 0-0.() 4-7-12 Down Rake 8 psf 8 psf 19 in
Top 5-l I-ll 7-10-3 Down Rake 8 psf 8 psf 19 in
Top 0.().() 6-3-6 Down Rake 8 psf 8 psf 19 in
Bot 0.().() 4-7-12 Down Rake 3 psf 3 psf 19 in
Bot 5-! 1-8 7-10-3 Down Rake 3 psf 3 psf 19 in
Bot 0.().() 6-3-6 Down Rake 3 psf 3 psf 19 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-11-6 Down 65 1bs
Bot 4-7-12 Down 2361bs
Bot 5-11-8 Down 105 lbs
Bot 6-3-6 Down 92 1bs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load TribWidth
Top 0.().() 4-8-9 NUp Rake 25.32 psf 25.32 psf 19 in
Top 4-8-9 7-10-3 NUp Rake 29.83 psf 29.83 psf 19 in
Web1-12 Cont Right Rake 14.56 psf 14.56 psf 19 in
Point Loads
Member Location Direction Load TribWidth
Bot 1-11-6 Up 911bs
Bot 4-7-12 Up 333 lbs
Bot 5-11-8 Up 1321bs
Bot 6-3-6 Up 104 lbs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction S12;read Start Load End Load TribWidth
Top 0.().() 4-8-9 NUp Rake 17.91 psf 17.91 psf 19 in
Top 4-8-9 7-10-3 NUp Rake 29.83 psf 29.83 psf 19 in
Web1-12 Cont Left Rake 16.88 psf 16.88 psf 19 in
Point Loads
Member Location Direction Load TribWidth
Bot 1-11-6 Up 80 1bs
Bot 4-7-12 Up 2821bs
Bot 5-11-8 Up 97 1bs
Bot 6-3-6 Up 90 lbs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction se;read Start Load End Load Trib Width
Top 0-0-0 4-8-9 NUp Rake 9.29 psf 9.29 psf 19 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-11-6 Up 10 lbs
Bot 4-7-12 Up 120 lbs
Bot 5-11-8 Up 49 lbs
Bot 6-3-6 Up 18 1bs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction S£read Start Load End Load TribWidth
Top 0.().() 4-8-9 NUp Rake 72.33 psf 72.33 psf 19 in
Top 4-8-9 7-10-3 NUp Rake 68.32 psf 68.32 psf 19 in
Web1-12 Cont Left Rake 41 psf 41 psf 19 in
Point Loads
Member Location Direction Load TribWidth
Bot 1-11-6 Up 255 1bs
Bot 4-7-12 Up 1,018 1bs
Bot 5-11-8 Up 4151bs
Bot 6-3-6 Up 3031bs
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction Se;read Start Load End Load Trib Width
Top 0-0-0 4-8-9 NDown Rake 8 psf 8 psf 19 in
Web 1-12 Cont Right Rake 16 psf 16 psf 19 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-11-6 Down 8 lbs
Bot 4-7-12 Down 85 lbs
Bot 5-11-8 Down 441bs
Bot 6-3-6 Down 15 1bs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
I
Truss: G18
JobName: 213
Date: 112/2016 7:34:58PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
19in 23.81bs
Keymark Enterprises, LLC
6707~Wi?;hes;.,e~. ~~i;~e~~~!t; l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
7-10-3
sws
R U S
PITCH
2.997/12
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
QTY
1
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction
Bot Coot Down
Spread
Proj
Point Loads
Member Location Direction Trib Width
Bot
Bot
Bot
Bot
1-11-6
4-7-12
5-11-8
6-3-6
User-defined Load Case E1: Seismic
No loads were defined for this load case.
Down
Down
Down
Down
29 lbs
112 lbs
471bs
41 lbs
1) This truss has been designed in accordance with IBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
Trib Width
19 in
3) This truss has been designed in accordancewithASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roof Height 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9 10
Load Cotnbo
Dl
01 +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
D! +0.7 El
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 Ei +0.75 Lrl
0.6 Dl + 0.6 WI
II 0.6 Dl +0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl+LIO*
Factoc
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.401 -910 lbs 3-4
2-3 0.296 -965 lbs 4-5
BChd 7-8 0.467 6341bs (-620 lbs) 9-10
8-9 0.334 634 lbs (-620 lbs) 10-11
Webs 1-12 0.241 -6041bs 2-10
1-11 0.438 967 lbs (-840 lbs) 3-10
2-11 0.095 -232 lbs 3-9
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT56 Gl7 GIS
TT57 G16 Gl8
TT58 TJ6 G18
TT59 T57 GIS
TT62 GIS G20
0.430 -6341bs
0.430 -634 lbs
0.446 9161bs
0.562 886 lbs
0.041 -43 lbs
0.303 580 lbs
0.387 655 lbs
Carrying Offset
1-11-6
4-7-12
5-11-8
6-3-6
4-9-6
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
5-6
(-906 lbs) 11-12
(-867 lbs)
4-9
(-566 lbs) 5-8
(-648 lbs) 5-7
Angle
90 deg
45 deg
90 deg
90 deg
90 deg
0.295
0.077
0.176
0.317
0.761
Detail Gusset
0 lbs
-97 lbs
3351bs (-3291bs) 6-7
648 lbs (-59 Jibs)
-1,150 lbs
Ga
0.015 461bs
Truss: G18
JobName: 213
Date: 1/2/2016 7:34:58PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
19in 23.8lbs
(-27 lb·
At least one chord segment of this truss has been designed assuming sparse bracing. Eacb chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF THlS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MlNIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 ~~~~_.c~_es~e~.~~~c~c~~~~t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
7-10-3
sws
R U S 5
PITCH
3.002/12
0-10-0
1s
1-I 1-6
1-11-6
QTY
I
3~
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
4"4-0
6-3-6
OHR
0-0-0
PLYS
1
Tmss: G19
JobName: 213
Dale: 1/2/2016 7:34:59PM
System: Amcon6.003
Page: 1 of3
Report: Eng Plot
SPACING WGT/PLY
21 in 21.9lbs
1-6-13 ~ 7-10-3
2~4:89
~----1_-1_1_-6 ____ ~ _______________ 4_-4_-_0 ______________ ~ ___ 1_-6_-_13 __ ~ 1
1-11-6 6-3-6 7-10-3 ~
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Amcon TS SS #12 or #12 SDS (AISn fustcners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Amcon TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out en this drawing, a plate is required on each side of the
truss. Refer to General Notes fur further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 tbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.AHowable shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 Wm-I SUPPLENIENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.836 (2-3)
BC: 0.823 (6-7)
Web: 0.638 (2-6)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Be Wid Reaction
8 Pin (WL) I 6 in 220 lbs
5 H Roll (IT) I 2 in 216 lbs
8 Pin (WL) 2 6 in 4161bs
5 H Roll (IT) 2 2 in 409 lbs
8 Pin (WL) 3 6 in 180 lbs
8 Pin (WL) 3 6 in 19 lbs H
5 H Roll (IT) 3 2 in 1691bs
8 Pin (WL) 4 6 in 256 lbs
8 Pin (WL) 4 6 in -30 lbs H
5 HRoll (IT) 4 2 in 258 lbs
8 Pin (WL) 5 6 in 220 lbs
5 H Roll (IT) 5 2 in 2161bs
8 Pin (WL) 6 6 in 220 lbs
5 H Roll (IT) 6 2 in 216 lbs
8 Pin (WL) 7 6 in 33 7 lbs
8 Pin (WL) 7 6 in 141bs H
5 H Roll (IT) 7 2 in 325 lbs
8 Pin (WL) 8 6 in 190 lbs
8 Pin(\VL) 8 6 in 14\bsH
5 HRoll (IT) 8 2 in 180 lbs
8 Pin (WL) 9 6 in 3671bs
5 HRoll (lT) 9 2 in 361 lbs
8 Pin (WL) 10 6 in -161bs
8 Pin (WL) 10 6 in 391bs H
5 H Roll (IT) 10 2 in -60 lbs
8 Pin (WL) II 6 in lllbs
8 Pin (WL) II 6 in 52 lbs H
5 H Roll (IT) II 2 in -26 lbs
8 Pin (WL) 12 6 in -304 lbs
8 Pin (WL) 12 6 in 185 lbs H
5 H Roll (IT) 12 2 in 4201bs
8 Pin (WL) 13 6 in 132 lbs
5 H Roll (IT) 13 2 in 129 lbs
8 Pin (WL) 14 6 in 319 lbs
5 H Roll (IT) 14 2 in 325 lbs
Member Material
TopChd 14 20TC20 (50 ksi)
BotChd 5-8 20TC20 (50 ksi)
Webl-8 15C20 (50 ksi)
Web1-7 15C20 (50 ksi)
Web2-7 15C20 (50 ksi)
Web2-6 15C20 (50 ksi)
Web3-6 ISC20 (50 ksi)
Web3-5 ISC20 (50 ksi)
Web4-5 ISC20 (50 ksi)
NOTE: Web crippling calculation assume truss is fastened to support.
Summary
JT BC
CSI
0.836
0.823
0.167
0.247
0.042
0.638
0.200
0.508
0.027
Max React
416 lbs
409 lbs
Deflection
TL: 0.08 in
LL: 0.04 in
HorzTL: 0.01 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
L/
L/999
L/999
MaxP
-631 lbs
616lbs
4181bs
672 lbs
-103 lbs
347 lbs
3711bs
-6121bs
65 lbs
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET"MEETS THE ivfiNiivfUM APPLICABLE DESIGN CRITERIA FOR ...,..,.N"' .-r.. A r-o T r. A r-n..rro r"'r"o.'-TT'I.lTTr"o..,_TC' TDTTC'C' A.ITI~ADDD f"'i'\'lro,JTIII'!TID ATli'\hl(' A 1\.Tr\ <'DAhl<' [ TC"f'l:<T\ f'\hl TI-IT(' ('~
(loc)
(2-3)
(2-3)
2
Max Uplift
-3041bs
420 lbs
Allowed
L/240
L/360
Max Horiz
185 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140]
SPAN PITCH QTY OHL OHR PLYS
7-10-3 3.002112 I 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction s12read Start Load End Load Trib Width
Top 0-0-0 6-3-6 Down Proj 10 psf 10 psf 21 in
Top Coot Down Proj 10 psf 10 psf 21 in
Bot 0-0-0 6-3-6 Down Proj 0 psf 0 psf 21 in
Bot Cont Down Proj 0 psf 0 psf 21 in
Point Loads
Member Location Direction Load TribWtdth
Bot 1-11-6 Down 60 lbs
Bot 6-3-6 Down 82 1bs
Load Case Dl: Std Dead Load
Distnbuted Loads
Member Location I Location 2 Direction S£read Start Load End Load TrlbWidth
Top 0-0-0 6-3-6 Down Rake 8 psf 8 psf 21 in
Top Coot Down Rake 8 psf 8 psf 21 in
Bot 0-0-0 6-3-6 Down Rake 3 psf 3 psf 21 in
Bot Cont Down Rake 3 psf 3 psf 21 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-11-6 Down 67 1bs
Bot 6-3-6 Down 91 lbs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction S1;2read Start Load End Load Trib Width
Top 0-0-0 7-10-3 NUp Rake 25.29 psf 25.29 psf 21 in
Webl-8 Coot Right Rake 14.56 psf 14.56 psf 21 in
Point Loads
Member Location Direction Load TribWidth
Bot 1-11-6 Up 861bs
Bot 6-3-6 Up 130 lbs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction S£read Start Load End Load Trib Width
Top 0-0-0 7-10-3 NUp Rake 17.91 psf 17.91 psf 21 in
Webl-8 Coot Left Rake 16.88 psf 16.88 psf 21 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-11-6 Up 90 lbs
Bot 6-3-6 Up 1241bs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 7-10-3 NUp Rake 9.29 psf 9.29 psf 21 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-11-6 Up 111bs
Bot 6-3-6 Up 71bs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 6-3-10 NUp Rake 72.33 psf 72.33 psf 21 in
Top 6-3-10 7-10-3 NUp Rake 72.33 psf 72.33 psf 21 in
Webl-8 Cont Left Rake 41 psf 41 psf 21 in
Point Loads
Member Location Direction Lom1 TribWidth
Bot l-11-6 Up 282 lbs
Bot 6-3-6 Up 366 lbs
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 7-10-3 NDown Rake 8 psf 8 psf 21 in
Webl-8 Coot Right Rake 16 psf 16 psf 21 in
Point Loads
Member Location Direction Load Trib Width
Bot 1-11-6 Down 16 lbs
Bot 6-3-6 Down 6 1bs
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I Location 2 Direction S£read Start Load End Load Trib Vv'idth
Bot Cont Down Proj 10 psf 10 psf 21 in
Point Loads
Member Location Direction Load TribWtdth
Bot 1-11-6 Down 30 lbs
Bot 6-3-6 Down 41 lbs
User-defined Load Case E I: Seismic
No loads were defined for this load case.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTIJE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINTiv11.Jl'vl APPLICABLE DESIGN CRITERIA FOR
Tl--lF T fUn~ I f1AnTNG roNnmONS TRIJSS MF.MRRR r.ONFIGITRATIONS_ ANn SPANS LISTED ON TilTS SHEET.
I
Tmss: G19
JobName: 213
Date: 112/2016 7:34:59PM
System: Arncon 6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
21 in 21.9lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102 n __ ,_, __ ......,_, ___ __,_ 01'1.>)1"11
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
7-10-3
R. u s s
PITCH
3.002/12
1) This truss has been designed in accordance with lBC-2012.
QTY
1
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions ofl40 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
Load Combo
Dl
01 +Lrl
Dl +0.6 W3
Dl +0.6W8
Dl +0.6 W9
Dl +0.7 El
Dl +0.45 W3 +0.75 Lrl
D1 + 0.45 W3
01 + 0.53 El + 0.75 Lrl
0.6 D1 + 0.6 WI
II 0.6Dl +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0,01
14 01 + LIO*
Member Forces Summary
TChd 1-2 0.290 -<;31 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
2-3 0.836 -331 lbs 34 0.364 -27 lbs
BChd 5-<; 0.252 288 lbs (-270 lbs) 6-7 0.823 6161bs (-<;03 lbs) 7-8 0.116 -167 lbs
Webs 1-8 0.167
0.247
4181bs
672 lbs
2-7 0.042 -103 lbs H 0.200 371 lbs (-302 lbs) 4-S
1-7 (476 lbs) H 0.638 347 lbs (-3411bs) 3-5 0.508 -<;12 lbs
Truss-to-truss Connections Summary
TO Carried Truss Carrying Truss
TT60 Gl7 Gl9
TT61 T57 G19
TT63 G19 G20
CarryinsOffset
I-ll-<;
6-3-<;
9-1-<;
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
Detail
Angle
90 deg
90 deg
90 deg
Gusset Ga
0.027 65 lbs
Tmss: G19
JobNarne: 213
Date: 1/2/2016 7:34:59 PM
Sys.tem: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
21 in 21.9lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF '!HIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLY'JHATTHE TRUSS ASSEMBLY SHOWN ON '!HIS SHEETMEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR
-~ T ~ -~.-. T .-.•r.rur< .-..n...._:rr.."J"I"'Tr>.-..rL' 'TDTICC ~ATIIl.fD"GD i"'A"!<.TCTr.!ITD AT'I{\1\.f~ A"hln ~PAhlJ;:. I I~TT<n liN TJ-Il.~ SHFFT
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
R"',!rl,.,. rnl.v<~rlnRfl1.fll
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
sws
PITCH
3.002/12
2-9-11
3~
0-0-0
QTY
I
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
2
2-8-15
2-9-11
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
G20
213
1/2/2016 7:34:59 PM
Amcon6.003
I of5
Eng Plot
WGT/PLY
214.7lbs
2-8-15 2-0-8
0-0-0
-5-1 6-5-1 8-5-1 0-5-1 2-45-116-5-Ji ffi l'l-0-0 Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISl) fusteners required at one end of the member. Fastener counts are for one ply of multi-ply truss. Each
value indicates the number offusteners required: (s) indicates the number of Am con TS SS #12 to be installed on one side of each plyofthis two ply truss. (b) indicates the number of#l2 SDS (ATSl) to be im.talled on each side of each plyofthis two ply truss.
Where connection plates are called out Oil this drawing, a plate is required on both sides of each plyofthis two ply truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS #1.2 fustener as fullows: 27 mils: 402 lbs; 33 mils: 544
lbs; 43 mils: 8 I 0 lbs; 54 mils: t, 138 lbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fastener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each
sheet of steel connected.
CSI
TC: 0.849 (11-12)
BC: 0.821 (30)
Web: 1.001 (1-46)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
47 HRoli(WL) I 6 in
25 Pin (WL) I 6 in
47 HRoll (WL) 2 6 in
25 Pin (WL) 2 6 in
47 HRoll (WL) 3 6 in
25 Pin (WL) 3 6 in
25 Pin (WL) 3 6 in
47 HRoll (WL) 4 6 in
25 Pin (WL) 4 6 in
25 Pin (WL) 4 6 in
47 HRoli(WL) 5 6 in
25 Pin (WL) 5 6 in
25 Pin (WL) 5 6 in
47 HRoli(WL) 6 6 in
25 Pin (WL) 6 6 in
47 HRoU (WL) 7 6 in
25 Pin (WL) 7 6 in
25 Pin (WL) 7 6 in
47 HRoU(WL) 8 6 in
25 Pin (WL) 8 6 in
25 Pin (WL) 8 6 in
47 HRoU (WL) 9 6 in
25 Pin (WL) 9 6 in
47 HRoU(WL) 10 6 in
25 Pin (WL) 10 6 in
25 Pin (WL) 10 6 in
47 HRoU (WL) II 6 in
25 Pin (WL) II 6 in
25 Pin (WL) II 6 in
47 HRoU (WL) 12 6 in
25 Pin (WL) 12 6 in
25 Pin (WL) 12 6 in
47 HRoll(WL) 13 6 in
25 Pin (WL) 13 6 in
47 HRoU(WL) 14 6 in
25 Pin (WL) 14 I 6 in
~OTE: Reactions are for full multi-ply truss
Member Material
TopChd 1-4 35TCI6 (50 ksi)
Top Chd 4-17 35TCI6 (50 ksi)
Top Chd 18-22 35TCI6 (50 ksi)
Top Chd 22-24 35TCI6 (50 ksi)
BotChd 25-47 30TCI8 (50 ksi)
Webl47 15C20 (50 ksi)
Web 1-46 15CI8 (50 ksi)
Web2-46 15C20 (50 ksi)
Web2-45 15C20 (50 ksi)
Web3-45 15C20 (50 ksi)
Web3-44 15C20 (50 ksi)
Web4-44 15C20 (50 ksi)
Web5-44 15CI6 (50 ksQ
Web5-43 15C20 (50 ksi)
Web5-42 15C20 (50 ksi)
Web6-42 15CI8 (SO ksi)
Summary
Reaction lT BC
2,150 too 47
2,ts6loo 25
4,070 too
4,083 lbs
1,680 lbs
1,674 lbs
14 lbs H
2,553 lbs
2,550 lbs
-35lbs H
2,151 lbs
2,182lbs
Sibs H
2,150 lbs
2,156 lbs
3,238 lbs
3,239 lbs
ll lbs H
1,797 lbs
1,794lbs
II lbs H
3,590 lbs
3,601 lbs
-582 lbs
.049 lbs
29 lbs H
-225 lbs
-334lbs
39 lbsH
222 lbs
325 lbs
118 lbs H
1,290 lbs
1,294lbs
3,258 lbs
3,315 lbs
CSI
0.743
0.849
0.786
0.413
0.821
0.823
1.001
0.568
0.464
0.166
0.094
0.439
0.850
0.060
0.470
0.742
Deflection
TL: 1.29 in
LL: 0.55 in
Horz TL: 0.25 in
Max React
4,07o too
4,083 too
Bracing
Sheathed
Sheathed
Sheathed
Sheathed
Sparse
Unbraccd
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraccd
Unbraced
Unbraced
Unbraced
Unbraced
Ll
L/362
L/853
MaxP
-5,503 lbs
-8,091 lbs
-5,087 lbs
-2,125lbs
8,0911bs
-2,0641bs
4,050 lbs
-1,376 lbs
1,468 lbs
-3241bs
298 lbs
1,387lbs
-1,6161bs
190 lbs
1,486 lbs
-1,206 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN IN11iGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEI\tlBLY SHOWN ON THIS SHEETMEETS THE MINlMUM APPLICABLE DESIGN CRITERIA FOR
"1'UU 1 nAn~ 1 nAnwr. rn~>.mrrrnN<.: TRTT-".-". MFMRER C:ONFIGURATIONS. AND SPANS LISTED ON THIS SHEE'T.
(loc) Allowed
II
37
46
L/240
L/360
Max Uplift Max Horiz
118 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
40-0-0
PITCH
3.002/12
QTY
1
OHL OHR PLYS
web6-41 tsczo (so ks1)
Web7-41 15C20 (50 ksi)
Web7-40 15C20 (50 ksi)
Web8-40 15C20 (50 ksi)
Web8-39 15C20 (50 ksi)
Web9-39 15C20 (50 ksi)
Web9-38 15C20 (50 ksi)
Web 10-38 15C20 (50 ksi)
Web 10-37 15C20 (50 ksi)
Webll-37 15C20(50ksi)
Web 12-37 15C20 (50 ksi)
Web 12-36 15C20 (50 ksi)
Web 13-36 15C20 (50 ksi)
Web 13-35 15C20 (50 ksi)
Web 14-35 15C20 (50 ksi)
Web 14-34 15C20 (50 ksi)
Web 15-34 15C20 (50 ksi)
Web 15-33 15C20 (50 ksi)
Web 16-33 15C20 (50 ksi)
Web 16-32 15C18 (50 ksi)
Web 17-32 15C20 (50 ksi)
Web17-31 15C16-CAP(50ksi)
Web 19-31 15C20 (50 ksi)
Web 19-30 15C20 (50 ksi)
Web20-30 15C20 (50 ksi)
Web20-29 15C16 (50 ksi)
Web21-29 15C20 (50 ksi)
Web21-28 15D20 (50 ksi)
Web22-28 15C20 (50 ksi)
Web22-27 15C18 (50 ksi)
Web23-27 15C20 (50 ksi)
Web23-26 15C20 (50 ksi)
Web23-25 15D20 (50 ksi)
Web24-25 15C20 (50 ksi)
NOTE: Forces are for one ply of multi-ply truss
NOTE: Web crippling calculation assume truss is fastened to support
Loads Summary
Load Case Lrl: Std Live Load
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 9-1-6 Down Proj
Top Cont Down Proj
Bot 0-0-0 9-1-6 Down Proj
Bot Coot Down Proj
Point Loads
Member Location Direction Load TribWidth
Bot 4-9-6 Down 365 lbs Bot 9-1-6 Down 193 1bs
Bot 10-5-14 Down 157 1bs
Bot 12-5-14 Down 157 1bs
Bot 14-5-14 Down 157 1bs
Bot 16-5-14 Down 157 1bs
Bot 18-5-14 Down 157 lbs
Bot 20-5-14 Down 1571bs
Bot 22-5-14 Down 1471bs
Bot 24-5-14 Down 147 1bs
Bot 26-5-14 Down 147 1bs
Bot 28-5-14 Down 147 1bs
Bot 30-5-14 Down 147 lbs
Bot 32-5-14 Down 157 lbs
Bot 34-5-14 Down 157 lbs
Bot 36-5-14 Down 157 1bs
Bot 38-5-14 Down 157 1bs
Load Case Dl: Std Dead Load
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 9-1-6 Down Rake
Top Cont Down Rake
Bot 0-0-0 9-1-6 Down Rake
Bot Cont Down Rake
Point Loads
Member Location Direction Load Trib Width
Bot 4-9-6 Down 408 lbs
Bot 9-1-6 Down 216 lbs
Bot 10-5-14 Down 177 lbs
Bot 12-5-14 Dmvn 177 1bs
Bot 14-5-14 Down 177 1bs
Bot 16-5-14 Down 177 1bs
Bot 18-5-14 Down 177 lbs
Bot 20-5-14 Down 177 lbs
Bot 22-5-14 Down 1661bs
Bot 24-5-14 Down 1661bs
Bot 26-5-14 Down 1661bs
Bot 28-5-14 Down 166 lbs
Bot 30-5-14 Down 166 1bs
Bot 32-5-14 Down 1771bs
Bot 34-5-14 Down 177 lbs
Bot 36-5-14 Down 177 lbs
Bot 38-5-14 Down 175 1bs
0-0-0
0.391 Unbfaced
0.681 Unbraced
0.287 Unbraced
0.458 Unbraced
0.193 Unbraced
0.256 Unbraced
0.098 Unbraced
0.049 Unbraced
0.013 Unbraced
0.054 Unbraced.
0.098 Unbraced
0.247 Unbraced
0.182 Unbraced
0.437 Unbraced
0.273 Unbraced
0.631 Unbraced
0.362 Unbraced
0.855 Unbraced
0.465 Unbraced
0,898 Unbraced
0.624 Unbraced
0.863 Unbraced
0.117 Unbraced
0.764 Unbraccd
0.722 Unbraced
0.987 Unbraced
0.851 Unbraced
0.388 Unbraced
0.467 Unbraced
0.637 Unbraced
0.638 Unbraced
0.090 Unbraced
0.533 Unbraced
0.101 Unbraced
Start Load
10 psf
10 psf
0 psf
0 psf
Start Load
8 psf
8 psf
3 psf
3 psf
0-0-0
End Load
10 psf
10 psf
0 psf
0 psf
End Load
8 psf
8 psf
3 psf
3 psf
I ,236 ibS
-839 1bs
906 lbs
-567 lbs
609 lbs
-3191bs
311 1bs
-611bs
281bs
-67 lbs
310 lbs
-3071bs
5751bs
-541 1bs
863 lbs
-778 1bs
1,145 1bs
-1,0481bs
1,469 1bs
-1,454 1bs
1,972 1bs
-1,523 1bs
370 1bs
-976 1bs
2,283 1bs
-2,0911bs
2,692 1bs
-1,953 1bs
1,4781bs
-1,077 1bs
2,0171bs
-1441bs
~2,692 lbs
320 1bs
Trib Wtdth
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COl'vtPONENTDESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDITIONS, lRUSS 'ME!VlBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
2
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
G20
213
1/2/2016 7:34:59 PM
Amcon6.003
2of5
Eng Plot
WGT/PLY
214.7lbs
Keymark Enteq>rises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado8030l
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140]
R u s s
SPAN PITCH QTY OHL OHR PLYS
40-0-0 3.002/12 I 0-0-0 0-0-0
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction SEread Start Load End Load TribWidth
Top 0-0-0 7-10-11 NUp Rake 25.29 psf 25.29 psf 24 in
Top 37-2-5 40-0-0 NUp Rake 17.91 psf 17.91 psf 24 in
Top 7-10-11 29-4-11 NUp Rake 29.83 psf 29.83 psf 24 in
Top 29-4-11 32-1-5 NUp Rake 24.63 psf 24.63 psf 24 in
Top 32-1-5 37-2-5 NUp Rake 29.83 psf 29.83 psf 24 in
Web1-47 Cont Right Rake 14.56 psf 14.56 psf 24 in
Webl7-18 Cont Right Rake 16.88 psf 16.88 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 4-9-6 Up 5871bs
Bot 9-1-6 Up 317 lbs
Bot 10-5-14 Up 219 lbs
Bot 12-5-14 Up 219 lbs
Bot 14-5-14 Up 219 lbs
Bot 16-5-14 Up 2191bs
Bot 18-5-14 Up 219 lbs
Bot 20-5-14 Up 2191bs
Bot 22-5-14 Up 208 lbs
Bot 24-5-14 Up 208 lbs
Bot 26-5-14 Up 2081bs
Bot 28-5-14 Up 208 lbs
Bot 30-5-14 Up 208 lbs
Bot 32-5-14 Up 219 lbs
Bot 34-5-14 Up 219 lbs
Bot 36-5-14 Up 2191bs
Bot 38-5-14 Up 225 lbs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 7-10-11 NUp Rake 17.91 psf 17.91 psf 24 in
Top 37-2-5 40-0-0 NUp Rake 25.27 psf 25.27 psf 24 in
Top 7-10-11 10-7-5 NUp Rake 24.63 psf 24.63 psf 24 in
Top 10-7-5 32-1-5 NUp Rake 29.83 psf 29.83 psf 24 in
Top 32-1-5 37-2-5 NUp Rake 29.83 psf 29.83 psf 24 in
Webl-47 Cont Left Rake 16.88 psf 16.88 psf 24 in
Webl7-l8 Cont Left Rake 14.56 psf 14.56 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 4-9-6 Up 498 lbs
Bot 9-1-6 Up 2591bs
Bot 10-5-14 Up 157 lbs
Bot 12-5-14 Up 157 lbs
Bot 14-5-14 Up 157 lbs
Bot 16-5-14 Up 157 lbs
Bot 18-5-14 Up 157 lbs
Bot 20-5-14 Up 157 lbs
Bot 22-5-14 Up 148 lbs
Bot 24-5-14 Up 1481bs
Bot 26-5-14 Up 1481bs
Bot 28-5-14 Up 1481bs
Bot 30-5-14 Up 1481bs
Bot 32-5-14 Up 157 lbs
Bot 34-5-14 Up 1571bs
Bot 36-5-14 Up 157 lbs
Bot 38-5-14 Up 186 lbs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location l Location 2 Direction S!,?;read Start Load End Load Trib Width
Top 0-0-0 7-10-11 NUp Rake 9.29 psf 9.29 psf 24 in
Top 37-2-5 40-0-0 NUp Rake 9.29 psf 9.29 psf 24 in
Point Loads
Member Location Direction Load TribWtdth
Bot 4-9-6 Up 149 lbs
Bot 9-1-6 Up 79 lbs
Bot 10-5-14 Up 81 lbs
Bot 12-5-14 Up 81 lbs
Bot 14-5-14 Up 81 lbs
Bot 16-5-14 Up 81 lbs
Bot 18-5-14 Up 81 lbs
Bot 20-5-14 Up 81 lbs
Bot 22-5-14 Up 77 lbs
Bot 24-5-14 Up 771bs
Bot 26-5-14 Up 771bs
Bot 28-5-14 Up 77 lbs
Bot 30-5-14 Up 771bs
Bot 32-5-14 Up 81 lbs
Bot 34-5-14 Up 81 lbs
Bot 36-5-14 Up 81 lbs
Bot 38-5-14 Up 52 lbs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2 Direction s2read Start Load End Load TribWidth
Top 0-0-0 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 7-10-11 NUp Rake 60.82 psf 60.82 psf 24 in
Top 7-10-11 14-2-5 NUp Rake 35.71 psf 35.71 psf 24 in
Top 14-2-5 32-1-5 NUp Rake 35.71 psf 35.71 psf 24 in
Top 32-1-5 37-2-5 NUp Rake 35.71 psf 35.71 psf 24 in
Top 37-2-5 40-0-0 NUp Rake 60.82 psf 60.82 psf 24 in
Webl-47 Cont Left Rake 27.34 psf 27.34 psf 24 in
Webl7-18 Cont Right Rake 27.34 psf 27.34 psf 24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE "MINlMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDmONS, TRUSS IVIEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
2
Tmss: G20
JobNarne: 213
Date: 1/2/2016 7:35:00PM
System: Amcon6.003
Page: 3 of5
Report: Eng Plot
SPACING WGT/PLY
24in 214.71bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
40-0-0
PITCH
3.002/12
QTY
1
OHL
0-0-0
OHR
0-0-0
PLYS
2
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Ux:ation 1 Location 2 Direction Spread Start Load
Top 0-0-0 7-10-11 NDown Rake 8 psf
Webl-47 Cont Right Rake 16 psf
Point Loads
Member Location Direction Load TribWidth
Bot 4-9-6 Down 120 lbs
Bot 9-I.Q Down 70 lbs
Bot 10-5-14 Down 71 lbs
Bot 12-5-14 Down 71 lbs
Bot 14-5-14 Down 71 lbs
Bot 16-5-14 Down 71 lbs
Bot 18-5-14 Down 71 lbs
Bot 20-5-14 Down 71 lbs
Bot 22-5-14 Down 66 lbs
Bot 24-5-14 Down 661bs
Bot 26-5-14 Down 66 lbs
Bot 28-5-14 Down 66lbs
Bot 30-5-14 Down 661bs
Bot 32-5-14 Down 71 lbs
Bot 34-5-14 Down 71 lbs
Bot 36-5-14 Down 71 lbs
Bot 38-5-14 Down 46 lbs
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load
Top 37-2-5 40-0-0 NDown Rake 8 psf
Web 17·18 Cont Left Rake 16 psf
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load
Bot Cont Down Proj 10 psf
Point Loads
Member Location Direction Load TribWidth
Bot 4-9-6 Down 205 lbs
Bot 9-I.Q Down 109lbs
Bot 10-5-14 Down 78 lbs
Bot 12-5-14 Down 78 lbs
Bot 14-5-14 Down 78 lbs
Bot 16-5-14 Down 78 lbs
Bot 18-5-14 Down 781bs
Bot 20-5-14 Down 781bs
Bot 22-5-14 Down 74lbs
Bot 24-5-14 Down 741bs
Bot 26-5-14 Down 74 lbs
Bot 28-5-14 Down 741bs
Bot 30-5-14 Down 741bs
Bot 32-5-14 Down 781bs
Bot 34-5-14 Down 781bs
Bot 36-5-14 Down 78 lbs
Bot 38-5-14 Down 78 lbs
User-defined Load Case E I: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
End Load
8 psf
16 psf
End Load
8 psf
16 psf
End Load
10 psf
TribWidth
24 in
24 in
Trib'Nidth
24 in
24 in
TribWidth
24 in
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II. Mean RoofHeight 43 ft. Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load Combo
01
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6W9
Dl + 0.7 El
Dl + 0.45 W3 +0.75 Lrl
01 +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 01 + 0.6 WI
0.6 01 + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 01 +0.7 E/0.01
14 Dl +LIO*
Member Forces Summary
TChd 1-2 0.743 -3,8981bs
2-3 0.623 -5,242 lbs
34 0.615 -5.503 lbs
4-5 0.566 -5,336 lbs
5.Q 0.841 -6,410 lbs
6-7 0.817 -7,083 lbs
BChd 25-26 0.159 1,248 lbs
26-27 0.621 1,248 lbs
27-28 0.370 2,103 lbs
28-29 0.517 2.310 lbs
29-30 0.713 3,7981bs
30-31 0.563 5,062 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial furce, (max compr. force if different from max axial force)
7-8 0.826 -7,5761bs 13-14 0.829 -7.609 lbs 20-21
8-9 0.847 -7.9081bs 14-15 0.792 -7,139 lbs 21-22
9-10 0.848 -8,077 lbs 15-16 0.781 -6.5161bs 22-23
10-11 0.833 -8,091 lbs 16-17 0.846 -5.7161bs 23-24
11-12 0.849 -8.091 lbs 18-19 0.559 -5,087 lbs
12-13 0.846 -7.922 lbs 19-20 0.619 -5.062 lbs
(-185 lbs) 31-32 0.738 4.961 lbs (-795 lbs) 37-38 0.752 8,077 lbs (-1,302 lbs) 43-44
(-185 lbs) 32-33 0.632 5.716 lbs (-9211bs) 38-39 0.758 7,908 lbs (-1.2691bs) 4445
(-3241bs) 33-34 0.685 6.5161bs (-1,0561bs) 3940 0.747 7.5761bs (-1.208 lbs) 45-46
(-358lbs) 34-35 0.722 7,1391bs (-1.160 lbs) 40-41 0.721 7,083 lbs (-1,1191bs) 4647
(.Q041bs) 35-36 0.746 7,609 lbs (-1.2371bs) 41-42 0.684 6,410 lbs (-1,001 lbs)
(-812 lbs) 36-37 0.758 7.922 lbs (-1.286 lbs) 4243 0.585 5.8441bs (-903 lbs)
0.786
0.390
0.368
0.261
0.623
0.588
0.562
O.G98
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEl'vfBLY SHOWN ON THIS SHEETMEETS THE MINTMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDffiONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
-3,798 lbs
-2.310 lbs
-2,125 lbs
841bs
5.844 lbs
5.086 lbs
3.832 lbs
7 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
(-121t•)
(-903 II<)
(-7541t•)
(-561 It•)
(4 It•)
G20
213
112/2016 7:35:00 PM
Amcon6.003
4of5
Eng Plot
WGT/PLY
214.7lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S S
SPAN
40-0-0
PITCH
3.002/12
Webs 47 0.823 -2,064 lbs 1741 146 1.001 4,050 lbs (-589lbs) 740
246 0.568 -1,376 lbs 840
245 0.464 1.4681bs (-227 lbs) 8-39
345 0.166 -324 lbs 9-39
344 0.094 2981bs (-70 lbs) 9-38
444 0.439 1,387 lbs (-221 lbs) 10-38
544 0.850 -1,616 lbs 10-37
543 0.060 190 lbs (-30 lbs) 11-37
542 0.470 1,486 lbs (-256 lbs) 12-37
642 0.742 -1,206lbs 12-36
641 0.391 1,236 lbs (-218lbs) 13-36
Truss-to-truss Connections Summary
ID Carried Truss Carryins: Truss
TI62 Gl8 G20
TI63 Gl9 G20
TI64 1'28 G20
TI65 1'28 G20
TI66 1'28 G20
TI67 1'28 G20
IT68 T28 G20
TI69 1'28 G20
TI70 1'27 G20
TI71 1'27 G20
TI72 1'27 G20
TI73 1'27 G20
TI74 1'27 G20
TI75 1'28 G20
TI76 1'28 G20
TI77 1'28 G20
TI78 1'26 G20
0.681
0.287
0.458
0.193
0.256
0.098
0.049
0.013
0.054
0.098
0.247
0.182
QTY
1
-SJY lbs
906 lbs
-5671bs
609 lbs
-319 lbs
311 lbs
-61 lbs
28 lbs
-67 lbs
310 lbs
-307 lbs
575 lbs
Carrying Offset
4-9-6
9-1-6
10-5-14
12-5-14
14-5-14
16-5-14
18-5-14
20-5-14
22-5-14
24-5-14
26-5 .. [4
28-5-14
30-5-14
32-5-14
34-5-14
36-5-14
38-5-14
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-Q-0
13-35
(-162 lbs) 14-35
14-34
(-112 lbs) 15-34
15-33
(-621bs) 16-33
16-32
(-12 lbs) 17-32
17-18
(41 lbs) 18-31
19-31
(-91 lbs) 19-30
Angle
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
0.437
0.273
0.631
0.362
0.855
0.465
0.898
0.624
0.863
0.440
0.117
0.764
Detail Gusset
-541 lbs
863 lbs
-778 lbs
1,145 lbs
-1,048 lbs
I ,469 lbs
-1,454 lbs
1,972 lbs
-1,5231bs
-1,167 lbs
370 lbs
-976 lbs
Ga
OHR
0-0-0
(-142 lbs)
(-1921bs)
(-248lbs)
(-328 lbs)
(-571bs)
20-30
20-29
21-29
21-28
22-28
22-27
23-27
23-26
23-25
24-25
Truss: G20
JobName: 213
Date: 1/2/2016 7:35:00PM
System: Amcon6.003
Page: 5 of5
Report: Eng Plot
PLYS SPACING WGT/PLY
2 24in 214.7lbs
0.722 2,283 lbs (-3 5 It>;)
0.987 -2,0911bs
0.851 2,692 lbs (445 lbs)
0.388 .. 1,953 lbs
0.467 1,478 lbs (-243 lbs)
0.637 -1,077 lbs
0.638 2,0171bs (-328 lbs)
0.090 -1441bs
0.533 -2,6921bs
0.101 320 lbs (-50 lbs)
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
petpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
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.
NOTE: This is a multi-ply truss, meaning that two identical trusses shall be built per the information shown and placed side by side.
NOTE: Reactions are for full multi-ply truss.
NOTE: Forces are foroneply of multi-ply truss.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL b'NGTNEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MTNTMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDffiONS, TRUSS MEIV!BER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricte, Suite I 02
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
0-0-0
Reactions
JT T e
47 HRoll (WL)
25 Pin ('IVL)
47 HRoll(WL)
25 Pin (WL)
47 HRoll(WL)
25 Pin (WL)
25 Pin (W"L)
47 HRoll (WL)
25 Pin (WL)
25 Pin (WL)
47 HRoll(WL)
25 Pin (WL)
25 Pin (WL)
47 HRoll(WL)
25 Pin (WL)
47 HRoll(WL)
25 Pin (WL)
25 Pin ('iVL)
47 HRoll(WL)
25 Pin (WL)
25 Pin (WL)
47 HRoll(WL)
25 Pin (WL)
47 HRoll (WL)
25 Pin (WL)
25 Pin (WL)
47 HRoll(WL)
25 Pin (WL)
25 Pin (WL)
47 HRoll (WL)
25 Pin (WL)
25 Pin (WL)
47 HRoll(WL)
25 Pin (WL)
47 HRoll(WL)
25 Pin (WL)
f{ u s s
PITCH
3.002112
2-9-11
3~
CSI
TC: 0.942 (5-6)
BC: 0.834 (30)
Web: 0.897 (21-29)
TC Continuously Braced
BC Bracing Sparse
LC BC Be Wid
I 6 in
I 6 in
2 6 in
2 6 in
3 6 in
3 6 in
3 6 in
4 6 in
4 6 in
4 6 in
5 6 in
5 6 in
5 6 in
6 6 in
6 6 in
7 6 in
7 6 in
7 6 in
8 6 in
8 6 in
8 6 in
9 6 in
9 6 in
10 6 in
10 6 in
10 6 in
II 6 in
II 6 in
II 6 in
12 6 in
12 6 in
12 6 in
13 6 in
13 6 in
14 6 in
14 I 6 in
~OTE: Reactions are for full multi-ply truss
Member Material
Top Chd 14 45TCI6 (50 ksi)
Top Chd 4-17 45TCI6 (50 ksi)
Top Chd 18-22 45TCI6 (50 ksi)
Top Chd 22-24 45TCI6 (50 ksi)
Bot Chd 25-47 30TCI8 (50 ksi)
Webl47 15C20 (50 ksi)
Webl-46 15CI6 (50 ksi)
Web246 15C20 (50 ksi)
Web2-45 15C20 (50 ksi)
Web3-45 15C20 (50 ksi)
Web344 15C20 (50 ksi)
Web4-44 15C20 (50 ksi)
Web4-43 15C20 (50 ksi)
WebS43 15CI8 (50 ksi)
WebS-42 15C20 (50 ksi)
Web6-42 15CI8 (50 ksi)
QTY
I
Reaction
2,104 lbs
2,1781bs
3,982 lbs
4,122 lbs
1,611 lbs
I ,682 lbs
141bs H
2,5351bs
2,5841bs
-351bs H
2,105 lbs
2,203 lbs
8 lbs H
2,104 lbs
2,178 lbs
3,142 lbs
3,264 lbs
II lbs H
1,734 lbs
1,8061bs
II lbs H
3,512 lbs
3,636 lbs
-539 lbs
-647 lbs
29 lbs H
-143 lbs
-318 lbs
39lbs H
195 lbs
338 lbs
118lbs H
1,262 lbs
1,307 lbs
3,171 lbs
3,343 lbs
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
Deflection
TL: 1.26 in
LL: 0.53 in
Horz TL: 0.2 5 in
Summary
JT BC Max React
47 3,9821bs
25 4,122 lbs
CSI Bracing
0.726 Sheathed
0.942 Sheathed
0.770 Sheathed
0.385 Sheathed
0.834 Sparse
0.805 Unbraced
0.848 Unbraced
0.537 Unbraced
0.437 Unbraced
0.331 Unbraced
0.210 Unbraced
0.092 Unbraced
0.205 Unbraced
0.477 Unbraced
0.545 Unbraced
0.768 Unbraced
PLYS
2
Ll
L/372
L/876
MaxP
-5,9041bs
-8,3541bs
-5,241 lbs
-2,179 lbs
8,354 lbs
-2,0181bs
4,2151bs
-1,294 lbs
1,382 lbs
-621 lbs
663 lbs
292 lbs
649 lbs
-799 lbs
1,723 lbs
-1,278lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHAT1HE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Tmss:
JobName:
Dale:
System:
Page:
Report:
G21
213
1/2/2016 7:35:00PM
Amcon6.003
I of5
Eng Plot
SPACING WGT/PLY
2-8-15
2-9-11
24 in 231.5lbs
2-8-15 2-0-8
0-0-0
B-0-0 t 2-0-«Dt£3-!M -6-~
(loc) Allowed
II L/240
(37-38) L/360
46
Max Uplift Max Horiz
118 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
D-.lrl~~ r'..J~nri.,.QI\'l{!.l
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R ll S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
40-0-0
PITCH
3.002/12
QTY
1
OHL OHR PLYS
Web64t 15C20 (50 fs,)
Web74l 15C20 (50 ksi)
Web7-40 15C20 (50 ksi)
Web8-40 15C20 (50 ksi)
Web8-39 15C20 (50 ksi)
Web9-39 15C20 (50 ksi)
Web9-38 15C20 (50 ksi)
Web 10-38 15C20 (50 ksi)
Web 10-37 15C20 (50 ksi)
Web 11-37 15C20 (50 ksi)
Web 12-37 15C20 (50 ksi)
Web 12-36 15C20 (50 ksi)
Web 13-36 15C20 (50 ksi)
Web 13-35 15C20 (50 ksi)
Web 14-35 15C20 (50 ksi)
Web 14-34 15C20 (50 ksi)
Web 15-34 15C20 (50 ksi)
Web 15-33 15C20 (50 ksi)
Web 16-33 15C20 (50 ksi)
Web16-32 15C18(50ksi)
Web 17-32 15C20 (50 ksi)
Web 17-31 15C16-CAP (50 ksi)
Web 19-31 15C20 (50 ksi)
Web 19-30 15C20 (50 ksi)
Web20-30 15C20 (50 ksi)
Web20-29 15D20 (50 ksi)
Web21-29 15C20 (50 ksi)
Web21-28 15020 (50 ksi)
Web22-28 l5C20 (50 ksi)
Web22-27 15C18 (50 ksi)
Web23-27 15C20 (50 ksi)
Web23-26 15C20 (50 ksi)
Web23-25 15D20 (50 ksi)
Web24-25 15C20 (50 ksi)
NOIE: Forces are for one ply of multi-ply truss
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location l Location 2 Direction Spread
Top O.jj.jj 7-9-14 Down Proj
Top Cont Down Proj
Bot O.jj.jj 7-9-14 Down Proj
Bot Cont Down Proj
Point Loads
Member Location Direction Load TribWidth
Bot 7-9-14 Down 402 1bs
Bot 8-5-14 Down 157 1bs
Bot 10-5-14 Down 157 1bs
Bot 12·5-14 Down 157 lbs
Bot 14-5-14 Down 157 1bs
Bot 16-5-14 Down 157 1bs
Bot 18·5-14 Down 157 1bs
Bot 20-5-14 Down 157 1bs
Bot 22-5-14 Down 1471bs
Bot 24-5-14 Down 1471bs Bot 26·5-14 Down 147 1bs
Bot 28·5-14 Down 147 1bs
Bot 30-5-14 Down 1471bs
Bot 32-5-14 Down 1571bs
Bot 34-5-14 Down 157 tbs
Bot 36-5-14 Down 157 tbs Bot 38-5-14 Down 157 1bs
Load CaseD 1: Std Dead Load
Dislnbuted Loads
Member Location I Location 2 Direction Spread
Top 0-0.j} 7-9-14 Down Rake
Top Cont Down Rake
Bot O.jj.jj 7-9-14 Down Rake
Bot Cont Down Rake
Point Loads
Member Location Direction Load Trib Width
Bot 7-9-14 Down 451 1bs
Bot 8-5-14 Down 177 1bs Bot 10·5-14 Down 177 tbs
Bot 12·5-14 Down 177 1bs
Bot 14-5-14 Down 177 1bs
Bot 16-5-14 Down 177 1bs
Bot 18·5·14 Down 1771bs Bot 20·5-14 Down 177 lbs
Bot 22·5-14 Down 1661bs
Bot 24-5-14 Down 1661bs
Bot 26·5-14 Down 1661bs
Bot 28-5-14 Down 1661bs
Bot 30-5-14 Down !661bs
Bot 32-5-14 Down 177 lbs Bot 34-5-14 Down 177 1bs
Bot 36·5-14 Down 177 1bs
Bot 38·5-14 Down 175 1bs
0-0-0
0.376 unbfaced
0.619 Unbraced
0.280 Unbraced
0.437 Unbraced
0.185 Unbraced
0.234 Unbraced
0.092 Unbraced
0.034 Unbraced
0.025 Unbraced
0.071 Unbraced
0.113 Unbraced
0.266 Unbraced
0.193 Unbraced
0.451 Unbraced
0.285 Unbraced
0.643 Unbraced
0.376 Unbraced
0.888 Unbraced
0.487 Unbraced
0.853 Unbraced
0.612 Unbraced
0.889 Unbraced
0.093 Unbraced
0.811 Unbraced
0.756 Unbraced
0.445 Unbraced
0.897 Unbraced
0.333 Unix aced
0.410 Unbraced
0.648 Unbraced
0.623 Unbraced
0.066 Unbraced
0.558 Unbraced
0.131 Unbraced
Start Load
10 psf
10 psf
0 psf
0 psf
Start Load
8 psf
8 psf
3 psf
3 psf
0-0-0
End Load
10 psf
10 psf
0 psf
0 psf
End Load
8 psf
8 psf
3 psf
3 psf
t,t9o u;s
-783 1bs
8861bs
-5551bs
586 1bs
-299 1bs
290 1bs
49 tbs
-241bs
-92 1bs
3591bs
-339 lbs
610 lbs
-572 tbs
902 lbs
-813 1bs
1,191 1bs
-1,116 lbs
1,540 1bs
·1,4161bs
1,935 1bs
·1,5411bs
293 lbs
-1,063 1bs
2,392 1bs
·2,2441bs
2,8371bs
-1,691 1bs
1,298 1bs
-1,125 1bs
1,9711bs
-108 1bs
·2,834 1bs
415 1bs
TribWidth
24 in
24 in
24 in
24 in
TribV..'idth
24 in
24 in
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTI!E nnn.L"ncocrn.,JAT m.:rr!lhlPPI2'~ ~PaT wmrATFS: ONIVTHATTHE TRTJSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
2
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
G21
213
112/2016 7:35:00 PM
Amcon6.003
2of5
Eng Plot
WGT/PLY
231.5lbs
Keymark Entetprises, LLC
6707 Winchester Cric!e. Suite l 02
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140]
R u s s
SPAN PITCH QTY OHL OHR PLYS
40-0-0 3.002/12 I 0-0-0 0-0-0
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction s2read Start Load End Lood TribWidth
Top 0-0-0 7-10-11 NUp Rake 25.29 psf 25.29 psf 24 in
Top 37·2-5 40-0-0 NUp Rake 17.91 psf 17.91 psf 24 in
Top 7-10-11 29-4-11 NUp Rake 29.83 psf 29.83 psf 24 in
Top 29-4-11 32-1-5 NUp Rake 24.63 psf 24.63 psf 24 in
Top 32-1-5 37-2-5 NUp Rake 29.83 psf 29.83 psf 24 in
Web 1-47 Coot Right Rake 14.56 psf 14.56 psf 24 in
Web 17-18 Coot Right Rake 16.88 psf 16.88 psf 24 in
Point Loads
Member Location Direction Load Trib\Vidth
Bot 7-9-14 Up 586 1bs
Bot 8-5-14 Up 2191bs
Bot 10-5-14 Up 219 1bs
Bot 12-5-14 Up 2191bs
Bot 14-5-14 Up 219 lbs
Bot 16-5-14 Up 219 lbs
Bot 18-5-14 Up 219 lbs
Bot 20-5-14 Up 219 lbs
Bot 22-5-14 Up 208 lbs
Bot 24-5-14 Up 208 lbs
Bot 26-5-14 Up 208 lbs
Bot 28-5-14 Up 208 lbs
Bot 30-5-14 Up 208 lbs
Bot 32-5-14 Up 219 lbs
Bot 34-5-14 Up 2191bs
Bot 36-5-14 Up 219 1bs
Bot 38-5-14 Up 2251bs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 7-10-11 NUp Rake 17.91 psf 17.91 psf 24 in
Top 37-2-5 40-0-0 NUp Rake 25.27 psf 25.27 psf 24 in
Top 7-10-11 10-7-5 NUp Rake 24.63 psf 24.63 psf 24 in
Top 10-7-5 32-1-5 NUp Rake 29.83 psf 29.83 psf 24 in
Top 32-1-5 37-2-5 NUp Rake 29.83 psf 29.83 psf 24 in
Web1-47 Coot Left Rake 16.88 psf 16.88psf 24 in
Webl?-18 Coot Left Rake 14.56 psf 14.56 psf 24 in
Point Loads
Member Location Direction Load TdbWidth
Bot 7-9-14 Up 4141bs
Bot 8-5-14 Up 157 1bs
Bot 10-5-14 Up 1571bs Bot 12-5-14 Up 157 1bs
Bot 14-5-14 Up 157 1bs
Bot 16-5-14 Up 1571bs
Bot 18-5-14 Up 157 1bs
Bot 20-5-14 Up 157 1bs
Bot 22-5-14 Up 148 1bs
Bot 24-5-14 Up 148 1bs
Bot 26-5-14 Up 148 1bs
Bot 28-5-14 Up 1481bs
Bot 30-5-14 Up 148 lbs
Bot 32-5-14 Up 157 1bs
Bot 34-5-14 Up 157 1bs
Bot 36-5-14 Up 157 1bs
Bot 38-5-14 Up 186 1bs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2 Direction scread Start Load End Load TribWidth
Top 0-Q-0 7-10-11 NUp Rake 9.29 psf 9.29 psf 24 in
Top 37-2-5 40-0-0 NUp Rake 9.29 psf 9.29 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 7-9-14 Up 208 1bs Bot 8-5-14 Up 81 1bs Bot 10-5-14 Up 81 1bs
Bot 12-5-14 Up 81 1bs Bot 14-5-14 Up 81 1bs Bot 16-5-14 Up 81 1bs
Bot 18-5-14 Up 81 1bs
Bot 20-5-14 Up 81 1bs
Bot 22-5-14 Up 77 1bs Bot 24-5-14 Up 77 1bs
Bot 26-5-14 Up 77 1bs
Bot 28-5-14 Up 77 1bs
Bot 30-5-14 Up 77 1bs
Bot 32-5-14 Up 81 1bs Bot 34-5-14 Up 81 1bs
Bot 36-5-14 Up 81 1bs
Bot 38-5-14 Up 52 1bs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2 Direction SEread Start Load End Load TribWtdth
Top 0-0-0 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 7-10-11 NUp Rake 60.82 psf 60.82 psf 24 in
Top 7-10-11 14-2-5 NUp Rake 35.71 psf 35.71 psf 24 in
Top 14-2-5 32-1-5 NUp Rake 35.71 psf 35.71 psf 24 in
Top 32-1-5 37-2-5 NUp Rake 35.71 psf 35.71 psf 24 in
Top 37-2-5 40-0-0 NUp Rake 60.82 psf 60.82 psf 24 in
Webl-47 Coot Left Rake 27.34 psf 27.34 psf 24 in
Web17-18 Coot Right Rake 27.34 psf 27.34psf 24 in
ALL GENERAL NOTES OF TI-llS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE iv1IN1MUM APPLICABLE DESIGN CRITERIA FOR
2
Truss: G21
JobName: 213
Date: 1/2/2016 7:35:00PM
System: Amcon6.003
Page: 3 of5
Report: Eng Plot
SPACING WGT/PLY
24in 231.5lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
R u
PITCH
3.002/12
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 7-10-11
Webl-47 Cont
Point Loads
Member Location Direction
Bot 7-9-14 Down
Bot 8-5-14 Down
Bot 10-5-14 Down
Bot 12-5-14 Down
Bot 14-5-14 Down
Bot 16-5-14 Down
Bot 18-5-14 Down
Bot 20-5-14 Down Bot 22-5-14 Down
Bot 24-5-14 Down
Bot 26-5-14 Down
Bot 28-5-14 Down
Bot 30-5-14 Down
Bot 32-5-14 Down
Bot 34-5-14 Down Bot 36-5-14 Down
Bot 38-5-14 Down
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Location 2
Top 37-2-5 40-0-0
Webl7-l8 Cont
s s
QTY
1
Direction Spread
NDown Rake
Right Rake
Load Trib Width
187 lbs
71 lbs
71 lbs
71 lbs
71 lbs
71 lbs
71 lbs
71 lbs
66 lbs
661bs
66lbs
66 lbs
66 lbs
71 lbs
71 lbs
71 lbs
461bs
Direction Spread
NDown Rake
Left Rake
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location l Location 2 Direction Spread
Bot Cont Down Proj
Point Loads
Member Location Direction Load TribWidth
Bot 7-9-14 Down 201 lbs
Bot 8-5-14 Down 78 lbs Bot 10-5-14 Down 781bs Bot 12-5-14 Down 78 lbs
Bot 14-5-14 Down 781bs
Bot 16-5-14 Down 781bs
Bot 18-5-14 Down 78 lbs
Bot 20-5-14 Down 781bs Bot 22-5-14 Down 74 lbs
Bot 24-5-14 Down 74 lbs
Bot 26-5-14 Down 74 lbs
Bot 28-5-14 Down 741bs
Bot 30-5-14 Down 74 lbs Bot 32-5-14 Down 78 lbs
Bot 34-5-14 Down 78 lbs
Bot 36-5-14 Down 78 lbs
Bot 38-5-14 Down 78 lbs
User-defined Load Case E 1: TTC Load Case
No loads were defined for !his load case.
1) This truss has been designed in accordance with IBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
8 psf
16 psf
Start Load
8 psf
16 psf
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
8 psf
16 psf
End Load
8 psf 16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottomchord live load plus dead loads.
PLYS
2
Trib Width
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7-I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6W9
Dl + 0.7 El
Dl+0.45W3+0.75Lrl
Dl +0.45 W3
Dl + 0.53 Ei + 0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E'O.OI
14 Dl +LIO*
Member Forces Summary
TChd 1-2 0.726 -4,096 lbs
2-3 0.636 -5,385 lbs
3-4 0.666 -5,904 lbs
4-5 0.721 -5,804 lbs
5-6 0.942 -6,742 lbs
6-7 0.802 -7.3891bs
BChd 25-26 0.180 1,3141bs
26-27 0.586 1,314 lbs
27-28 0.338 2,150 lbs
28-29 0.480 2,331 lbs
29-30 0.721 3,898 lbs
30-31 0.588 5,220 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Memlx:r ID, max CST, max axial force, (max compr. force if different from max axial force)
7-S 0.859 -7,872 lbs 13-14 0.853 -7,827 lbs 20-21
8-9 0.879 -8,191 lbs 14-15 0.811 -7,336 lbs 21-22
9-10 0.884 -8,3491bs 15-16 0.809 -6,688 lbs 22-23
10-11 0.866 -8,354 lbs 16-17 0.772 -5,850 lbs 23-24
11-12 0.885 -8,354 lbs 18-19 0.558 -5,241 lbs
12-13 0.876 -8,1591bs 19-20 0.603 -5.220 lbs
(-1931bs) 31-32 0.744 5,109 lbs (-807 lbs) 37-38 0.773 8,349 lbs (-1 ,311 lbs) 43-44
(-1931bs) 32-33 0.632 5,850 lbs (-927 lbs) 38-39 0.780 8,191 lbs (-1,2761bs) 44-45
(-327 lbs) 33-34 0.706 6,688 lbs (-1,065 lbs) 39-40 0.771 7,872 lbs (-1,213 lbs) 45-46
(-356 lbs) 34-35 0.740 7,336 lbs (-1,170 lbs) 40-41 0.738 7,3891bs (-1,123 lbs) 46-47
(-611 lbs) 35-36 0.766 7,827 lbs (-1,247 lbs) 41-42 0.731 6,742 lbs 01,006 lbs)
(-825 lbs) 36-37 0.780 8,159 lbs (-1.296 lbs) 42-43 0.614 5.804 lbs (-835 lbs)
0.770
0.401
0.301
0.231
0.603
0.542
0.572
0.107
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE 1RUSS ASSEMBLY SHOWN ON 1HIS SHEEf'MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-3,898 lbs
-2,331 lbs
-2,1791bs
107 lbs
5,739 lbs
5,229 lbs
4,030 lbs
71bs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
(-16lt6)
(-824 It<)
(-7371t<)
(-559 It<)
(-4ll<)
G21
213
112/2016 7:35:00 PM
Amcon6.003
4of5
Eng Plot
WGT/PLY
231.5lbs
Keyrnark Enteiprises, LLC
6707_Wi?~hes~r. Cri~le!~~~t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S S
SPAN
40-0-0
PITCH
3.002/12
Weos 147 u.805 -;.~:~ :: ;~6 146 0.848 (-581 lbs)
246 0.537 -1,294lbs 840
245 0.437 1,3821bs (-204 lbs) 8-39
345 0.331 -621 lbs 9-39 344 0.210 663 lbs (-!14 lbs) 9-38 444 0.092 292 lbs (-17lbs) 10-38
443 0.205 649 lbs (-109 lbs) 10-37
543 0.477 -799 lbs 11-37
542 0.545 1,723 lbs (-3141bs) 12-37
642 0.768 -1,278 lbs 12-36
641 0.376 1,190 lbs (-216 lbs) 13-36
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TJ79 GIS G21
TT80 128 G21
TT81 128 G21
TT82 128 G21
TT83 128 G21
TI84 128 G21
TT85 128 G21
TT86 128 G21
TT87 127 G21
TT88 127 G21
TT89 127 G21
11'90 127 G21
11'91 127 G21
11'92 128 G21
11'93 128 G21
11'94 128 G21
11'95 126 G21
~.~~~
0.437
0.185
0.234
0.092
0.034
0.025
0.071
0.113
0.266
0.193
QTY
I
-~~~ ::
-555 lbs
586 lbs
-299 lbs
290 lbs
49 lbs
-24!bs
-92 lbs
359 lbs
-339 lbs
610 lbs
Carrying Offset
7-9-14
8-5-14
10-5-14
12-5-14
14-5-14
16-5-14
18-5-14
20-5-14
22-5-14
24-5-14
26-5-14
28-5-14
30-5-14
32-5-14
34-5-14
36-5-14
38-5-14
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
13-35
(-165 lbs) 14-35
14-34
(-115 lbs) 15-34
15-33
(-64lbs) 16-33
(431bs) 16-32
17-32
17-18
(42lbs) 18-31
19-31
(-90 lbs) 19-30
Angle
45 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
0.45l
0.285
0.643
0.376
0.888
0.487
0.853
0.612
0.889
0.436
0.093
0.811
Detail Gusset
-~6; ::
-813 lbs
1,191 lbs
-1,1161bs
1,540 lbs
-1,416lbs
1,935 lbs
-1,541 lbs
-1,082 lbs
293 lbs
-1,0631bs
Ga
OHR
0-0-0
(-142 lbs)
(-193 lbs)
(-253 lbs)
(-316lbs)
(44 lbs)
;~:~~
21-29
21~28
22-28
22-27
23-27
23~26
23-25
24-25
Truss: G21
Job Name: 213
Date: 1/2/2016 7:35:00 PM
System: Amcon6.003
Page: 5 of5
Report: Eng Plot
PLYS SPACING WGT/PLY
2 24in 231.5lbs
~ ;~~ _;:~!~ :~ (-386 lbs)
0.897 2,837 lbs (462 lbs)
0.333 -1,69!1bs
0.410 1,298 lbs (-210 lbs)
0.648 -1,125 lbs
0.623 !,97!1bs (-316 lbs)
0.066 -108!bs
0.558 -2,8341bs
0.131 415 lbs (-65 lbs)
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral bmces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced latemlly perpendicular to the plane ofthe truss. Lateral bmces shall be installed within 6 " of the end of each chord segment.
At least one web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be bmced latemlly perpendicular to the plane of the truss. Lateral bmces shall be installed
within 6 " of each web panel point.
NOTE: This is a multi-ply truss, meaning that two identical trusses shall be built per the infonnation shown and placed side by side.
NOTE: Reactions are for full multi-ply truss.
NOTE: Forces are for one ply of multi-ply truss.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TillS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE mUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707_Win~hes~r-Cri~le2~~~t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
5-6-II
R U S
PITCH
3.543/12
0-10-2
0-0-0
QTY
2
2-104
2-10-4
2-10-4
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
o-8-14 I
3-7-2
PLYS
I
1-I 1-9
5-6-11
1-11-9 I o-8-14 I
2-10-4 3-7-2 5-6-11
0-0-0
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
12in
G22
213
116/2016 9:11:44AM
Amcon6.003
I of3
Eng Plot
WGT/PLY
16.9lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (ATSI) fasteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (ATST) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 ibs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 Its. Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min fur each sheet of steel connected.
CSI Deflection Ll
TC: O.I58 (I-2) TL: 0.02 in L/999
BC: O.I37 (5-6) LL: 0.01 in L/999
Web: 0.2IO (3-5) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
8 Pin (WL) I 6 in IOO Ibs 8 I87 Ibs
5 H Roll (TI1 I 2 in II6Ibs 5 2I7 Ibs -3 lbs
8 Pin (WL) 2 6 in I87Ibs
5 H Roll (TI1 2 2 in 2I7 Ibs
8 Pin (WL) 3 6 in 82 Ibs
8 Pin (WL) 3 6 in 8IbsH
5 H Roll (TI1 3 2 in 92Ibs
8 Pin (WL) 4 6 in I2I Ibs
8 Pin (WL) 4 6 in -I6IbsH
5 HRoll (TI1 4 2 in I47 Ibs
8 Pin (WL) 5 6 in IOO Ibs
5 H Roll (TI1 5 2 in II6Ibs
8 Pin (WL) 6 6 in IOO Ibs
5 H Roll (TI1 6 2 in II6Ibs
8 Pin (\VL) 7 6 in I52Ibs
8 Pin (WL) 7 6 in 6Ibs H
5 H Roll (TI1 7 2 in I74 Ibs Pin (\'VL) 8 6 in 87 lbs
Pin (WL) 8 6 in 6 Ibs H
H Roll (TI1 8 2 in 98 Ibs
Pin (WL) 9 6 in I65 Ibs
H Roll (TI) 9 2 in I92 Ibs
Pin (WL) IO 6 in 8 Ibs
Pin (WL) IO 6 in I4Ibs H
H Roll (TI1 IO 2 in -2Ibs
Pin (WL) II 6 in IO Ibs
Pin (WL) II 6 in 26Ibs H
H Roll (1T) II 2 in -3 Ibs
Pin (WL) I2 6 in -149 lbs
Pin (WL) 12 6 in 98 lbs H
H Roll (TI1 12 2 in -229 Ibs
Pin (WL) I3 6 in 60 Ibs
H Roll (IT) I3 2 in 70 Ibs Pin (WL) I4 6 in 143 Ibs
H Roll (TI1 I4 2 in I67 Ibs
Member Material CSI Bracing MaxP
Top Chd I-4 20TC20 (50 ksi) O.I58 Sheathed -252 lbs
Bot Chd 5-8 20TC20 (50 ksi) O.I37 Sparse -257 lbs
Web I-8 I5C20 (50 ksi) 0.070 Unbraced -I76 lbs
Web I-7 I5C20 (50 ksi) O.I52 Unbraced 242 Ibs
Web2-7 I5C20 (50 ksi) O.OII Unbraced 35 Ibs
Web2-6 I5C20 (50 ksi) 0.070 Unbraced I64Ibs
Web 3-6 I5C20 (50 ksi) O.I53 Unbraced -302 Ibs
Web3-5 I5C20 (50 ksi) 0.210 Unbraced 3I3Ibs
Web4-5 I5C20 (50 ksi) O.OI6 Unbraced 26Ibs
NOTE :Web crippling calculation assume truss is fastened to support.
ALL GENERAL NOTES OF TillS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TilTS SHEET MEETS THE 'MINll\lfillvf APPLICABLE DESIGN CRITERIA FOR
(loe) Allowed
(l-2) L/240
(I-2) L/360
4
Mzx Uplift MaxHoriz
-I49Ibs 98 Ibs
-229 Ibs
Keyrnark Enterprises, LLC
6707 Winchester Cric\e, Suite 102
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140] sws
T !{ u s
SPAN PITCH QTY OHL OHR PLYS
5-6-11 3.543 112
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2
Top Cont
Bot Cont
Point Loads
Member Location Direction
Bot 2-10-4 Down
Bot 3-7-2 Down
Load CaseD 1: Std Dead Load
Distnbuted Loads
Member Location I Location 2
Top Cont
Bot Cont
Point Loads
Member Location Direction
Bot 2-10-4 Down
Bot 3-7-2 Down
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member Location 1 Location 2
Top 0-0-0 5-6-11
Webl-8 Cont
Point Loads
Member Location Direction
Bot 2-10-4 Up
Bot 3-7-2 Up
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 5-6-11
Webl-8 Coot
Point Loads
Member Location Direction
Bot 2-10-4 Up
Bot 3-7-2 Up
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 5-6-11
Point Loads
Member Location Direction
Bot 2-10-4 Up
Bot 3-7-2 Up
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2
Top 0-0-0 5-6-II
Web1-8 COI1t
Point Loads
Member Location Direction
Bot 2-10-4 Up
Bot 3-7-2 Up
Automated Load Case WS: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 5-6-11
Webl-8 Cont
Point Loads
Member Location Direction
Bot 2-10-4 Down
Bot 3-7-2 Down
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
2
Direction
Down
Down
Lood
33 lbs
44lbs
Direction
Down
Down
Load
39 lbs
51 lbs
Direction
NUp
Right
Load
37 lbs
46 lbs
Direction
NUp
Left
Load
46 lbs
58lbs
Direction
NUp
Load
10 lbs
12 lbs
Direction
NUp
Left
Lood
185 lbs
232 lbs
Direction
NDown
Right
Load
19 lbs
24 lbs
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member
Bot
Point Loads
Member
Bot
Bot
Location I
Cont
Location
2-10-4
3-7-2
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2
Direction
Down
Down
Direction
Down
Load
17 lbs
22 lbs
0-0-0 0-0-0
SI!read Start Load End Load Trib Width
Proj 20 psf 20 psf 12 in
Proj 0 psf 0 psf 12 in
Trib\Vidth
seread Start Load End Load Trib Width
Rake 16 psf 16 psf 12 in
Rake 6 psf 6 psf 12 in
Trib Width
seread Start Load End Load Trib Width
Rake 22.16 psf 22.16 psf 12 in
Rake 14.56 psf 14.56 psf 12 in
Trib Width
seread Start Load End Load TribWidth
Rake 18.18 psf 18.18 psf 12 in
Rake 16.88 psf 16.88 psf 12 in
TribWidth
Seread Start Load End Load TribWidth
Rake 8.51 psf 8.51 psf 12 in
TribWidth
S£read Start Load End Load TribWidth
Rake 77.35 psf 77.35 psf 12 in
Rake 43.96 psf 43.96 psf 12 in
TribWtdth
Seread Start Load End Load TribWidth
Rake 8 psf 8 psf 12 in
Rake 16 psf 16 psf 12 in
Trib Width
swead Start Load End Load TribWidth
Proj 10 psf 10 psf 12 in
TribWtdth
ALL GENERAL NOTES OF THJS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MlN1MUM APPLTCABLE DESIGN CRITERIA FOR
-~T-·~~ T-·~~Tr. ....,....,...._,...,.,..,..,..-..._T<' .....-.Y<t"<<" ..._fl"O">.mnn r<..-.."'-TI:'Tr!TTD ATI..-,."A.TC' A"A.Tr\ C'DA"A.TC' J TC'~nf'llii.TTUT(' ('l.fl:;t::;T
1
Truss: G22
JobName: 213
Date: 1/6/2016 9:1!:44AM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
12:in 16.9lbs
Keymark Ente1prises, LLC
6707 Winchester Cricle, Suite I 02
n-.1..1--r<-1--..1.-01\'1 t
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
5-6-11
sws
R ll s
PITCH
3.543/12
I) This truss has been designed in accordance with IBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
QTY OHL OHR
2 0-0-0 0-0-0
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
3) This truss has been designed in accordance withASCE7 -I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category IT, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
II
12
Load Combo
Dl
Dl +Lrl
DI+0.6W3
Dl +0.6W8
Dl +0.6 W9
Dl +0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 D1 + 0.6 WI
0.6 Dl + 0.6 W2
0.6 D1 + 0.6 W4
13 0.6 Dl +0.7 E/0.01
14 Dl + LlO*
Member Forces Summary
TChd 1-2 0.158 -252 lbs
BChd 5-<\ 0.137 -210 lbs
Webs 1-8
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member JD, max CST, max axial force, (max compr. force if different from max axial force)
2-3 0.120 -222 lbs 3-4 0.069 -12lbs
6-7 0.105 -257lbs H 0.077 -87 lbs
2-7 0.011 35lbs (-13lbs)3-6 0.153 -302lbs 4-5
1-7
0.070
0.152
-176lbs
242lbs (-177lbs)2-6 0.070 164Ibs (-144lbs)3-5 0.210 313lbs (-285lbs)
'fruss-to-truss Connections Summary
TO Carried Truss CarryiM Truss
TI96 T58 G22
TI97 T59 G22
TTIOI G22 G24
TTl 04 G22 G24
Carryine:Offset
2-10-4
3-7-2
4-0-11
6-5-11
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
Angle
45 deg
225 deg
45 deg
45 deg
Detail Gusset Ga
0.016 26 lbs
Truss: G22
JobName: 213
Date: 116/2016 9: !1:44AM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
12 in 16.91bs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
...,,IT'TAAT'\C' Tr.A-n.n...T~r<..,) .. JT"-l'TIA"'-T"-TI>TTcc -rvrnMn-.::;u rnNPTnTmATTC'IN.;;:. ANn . .;;:.PANS J]STF.DONTHTS SHEET
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
R..,,j,-l,.r rnlnr<!...-l.nROiOI
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
6-3-8
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
u s s
PITCH
3.536/12
0-10-2
QTY
2
2-10"4
2-10-4
OHL
0-0-0
0-8-14
3-7-2
OHR
0-0-0
2-1-3
5-8-5
PLYS
1
6-3-8
25!;6
I _______ 2-_1~0-_4 ________ ~10_-~8-_1_4_+1 ______ 2_-1_-_3 ____ -+1-0--7~-3~~ r--··· 2-10-4 I 3-7-2 I 5-8-5 6-3-8
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12in
G23
213
1/6/2016 9:11:45AM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
21.2lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to 1:x: installed on one side of the truss. (b) indicates the numlxr of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,6 t 0 lbs.Allowable shear per #12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.191 (4)
BC: 0.254 (7-8)
Web: 0.335 (4-6)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid Reaction
10 Pin (WL) I 6 in 1221h;
6 HRoU (I1) I 2 in 193 lh;
10 Pin (WL) 2 6 in 228 (h;
6 H RoU (I1) 2 2 in 360 (h;
(0 Pin (WL) 3 6 in !Ol lh;
(0 Pin (WL) 3 6 in 9 (h; H
6 H RoU (I1) 3 2 in (57 (h;
(0 Pin (WL) 4 6 in !48 lbs (0 Pin (WL) 4 6 in -!7 (h; H
6 H RoU (I1) 4 2 in 245 (h;
10 Pin (WL) 5 6 in 122 lbs
6 H RoU (I1) 5 2 in 193 (h;
10 Pin (WL) 6 6 in 122 (h;
6 HRoll (TI) 6 2 in !93 (h;
(0 Pin (WL) 7 6 in ( 85 (h;
(0 Pin (WL) 7 6 in 7 lbs H
6 H RoU (I1) 7 2 in 29! (h;
10 Pin (WL) 8 6 in !06 (h;
(0 Pin (WL) 8 6 in 7lbsH
6 H RoU (I1) 8 2 in 166 (h;
10 Pin (WL) 9 6 in 201 (h;
6 H Roll (TI) 9 2 in 318 (h;
10 Pin (WL) 10 6 in 9 (h;
!0 Pitl(WL) 10 6 in 17 lh; H
6 HRoU (I1) 10 2 in 2 lbs
(0 Pin (WL) (I 6 in (0 (h;
(0 Pin (WL) I( 6 in 29 lbs H
6 H Ron (I1) (I 2 in -6lh;
(0 Pin (WL) 12 6 in -!86 (h;
(0 Pin(WL) 12 6 in !06 (h; H
6 H RoU (I1) 12 2 in -380 (h;
(0 Pin (WL) 13 6 in 73 (h;
6 H Roll (TI) (3 2 in 116 (h;
!0 Pin (WL) (4 6 in 175 (h;
6 H RoU (I1) (4 2 in 278 (h;
Member Material
Top Chd 1·5 20TC20 (50 ksi)
Bot Chd 6-!0 20TC20 (50 ksi)
Web1·10 l 5C20 (50 ksi)
Webl-9 15C20 (50 ksi)
Web2·9 15C20 (50 ksi)
Web2·8 15C20 (50 ksi)
Web3·8 l 5C20 (50 ksi)
Web3-7 l 5C20 (50 ksi)
Web4-7 l 5C20 (50 ksi)
Web4-6 l 5C20 (50 ksi)
Web 5-6 l 5C20 (50 ksi)
NOTE: Web crippling calculation assume truss is fastened to support.
Summary
JT BC
!0
6
CSI
0.191
0.254
0.087
0.215
0.0!8
0.043
0.!43
0.262
0.309
0.335
0.0!9
Max React
228 (h;
360 (h;
Deflection
TL: 0.02 in
LL: 0.01 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
L/
L/999
L/999
MaxP
·33 ( (h;
-335 lbs
-217 (h;
32! (h;
40 (h;
(07 (h;
·282 (h;
353 (h;
432 lbs
471 (h;
27 lbs
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
TIW T tUnJ:;. I OAniNr. (YlNnmONS TRTJSS NfFJvrRRR CONFIGlffi.ATfONS_ AND SPANS LISTED ON THIS SHEET.
(loc)
(l-2)
(l-2)
2
Max Uplift
-186 (h;
-380 (h;
Allowed
L/240
L/360
Max Horiz
106 (h;
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
n,..,]A.,.r r...t...,.,A..,.QC\'lC\1
SWS Panel & Truss
4231 Liberty Blvd.
OS Build® System South Gate CA 90280
OS Truss®
Version: 5.008.2 [Build 140] sws
R u s s
SPAN PITCH QTY OHL OHR PLYS
6-3-8 3.536/12 2 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 5-8-5 Down Proj 10 psf 10 psf 12 in
Top Coot Down Proj 10 psf 10 psf 12 in
Top 5-8-5 6-3-8 Down Prcj !Opsf 10 psf 6 in
Bot 0-0-0 5-8-S Down Proj 0 psf 0 psf 12 in
Bot Coot Down Proj 0 psf 0 psf 12 in
Bot 5-8-5 6-3-8 Down Proj 0 psf 0 psf 6 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-104 Down 33 lbs
Bot 3-7-2 Down 44lbs
Bot 5-8-5 Down 73 lbs
Load CaseD I: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction S12read Start Load End Load TribWidth
Top 0-0-0 5-8-5 Down Rake 8 psf 8 psf 12 in
Top Cont Down Rake 8 psf 8 psf 12 in
Top 5-8-5 6-3-8 Down Rake 8 psf 8 psf 6 in
Bot 0-0-0 5-8-5 Down Rake 3 psf 3 psf 12 in
Bot Coot Down Rake 3 psf 3 psf 12 in
Bot 5-8-5 6-3-8 Down Rake 3 psf 3 psf 6 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-104 Down 39lbs
Bot 3-7-2 Down 51 lbs
Bot 5-8-5 Down 85 lbs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location l Location 2 Direction seread Start Load End Load TribWidth
Top 0-0-0 6-3-8 NUp Rake 22.2 psf 22.2 psf 12 in
Webl·10 Coot Right Rake 14.56 psf 14.56 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-104 Up 37 lbs
Bot 3-7-2 Up 46lbs
Bot 5-8-5 Up 73 lbs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 6-3-8 NUp Rake 18.17 psf 18.17 psf 12 in
Webl·IO Coot Left Rake 16.88 psf 16.88 psf 12 in
Point Loads
Member Location Direction Load TribWidth
Bot 2-104 Up 46 lbs
Bot 3-7-2 Up 58lbs
Bot 5-8-5 Up 91 lbs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2 Direction S12;read Start Load End Load Trib Width
Top 0-0-0 6-3-8 NUp Rake 8.52 psf 8.52 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-104 Up 10 lbs
Bot 3·7·2 Up 12 lbs
Bot 5-8-5 Up 20 lbs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location l Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 6-3-8 NUp Rake 75.54 psf 75.54 psf 12 in
Webl-10 Coot Left Rake 42.89 psf 42.89 psf 12 in
Point Loads
Member Location Directiott Load TribWidth
Bot 2-104 Up 185 lbs
Bot 3-7-2 Up 232 lbs
Bot 5-8-5 Up 365 lbs
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction S12;read Start Load End Load TribWidth
Top 0-0-0 6-3-8 NDown Rake 8 psf 8 psf 12 in
Webl·lO Cont Right Rake 16 psf 16 psf 12 in
Point Loads
Member Location Direction Load Trib Width
Bot 2-104 Down 19lbs
Bot 3-7-2 Down 24lbs
Bot 5-8-5 Down 38lbs
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLY1HAT1HE TRUSS ASSEMBLY SHOWN ON THIS SHEETNIEETS 1HE "MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS_ LOADING CONDTilONS. TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
I
Truss: G23
JobNarne: 213
Date: 116/2016 9:11:45AM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
12in 21.2lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder. Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
6-3-8
sws
T R ll S S
PITCH
3.536/12
QTY
2
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Cbord
Distributed Loads
Member L:x:ation I Location 2 Direction
Bot Cont Down
Spread
Proj
Point Loads
Member Location Direction TribWidth
Bot
Bot
Bot
2-104
3-7-2
5-8-5
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Down
Down
Down
17 lbs
22lbs
37 lbs
1) This truss has been designed in accordance with IBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Lood
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
I
Trib Width
12 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Lood ComOO
Dl
Dl+Lrl
Dl +0.6 W3
01 +0.6 W8
Dl +0.6 W9
Dl +0.7 El
01 +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
0.6 01 + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 E/0.01
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.180 -331 lbs 2-3
BChd 6-7 0.178 -53 lbs 7-8
Webs 1-10 0.087 -217 lbs 2-8
1-9 0.215 321 lbs (-250 lbs) H
2-9 0.018 40 lbs 3-7
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT98 T58 G23
TT99 T59 G23
TTl 00 T60 G23
TTl 06 G23 G25
TTI05 G23 G25
0.122 -313 lbs
0.254 -305 lbs
0.043 107lbs
0.143 -282lbs
0.262 353 lbs
Carrying Offset
2-104
3-7-2
5-8-5
5-11-7
4-<5-15
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
34
8-9
(-89 lbs) 4-7
4-{;
(-325 lbs) 5-<5
Angle
45 deg
225 dcg
45 deg
45 deg
45 deg
0.136
0.127
0.309
0.335
0.019
Detail Gusset
-73 lbs 4-5
-335 lbs 9-10
432 lbs
471 lbs (452lbs)
27 lbs (-25lbs)
Ga
0.049 -11lbs
0.080 -95 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12 in
1
G23
213
116/2016 9:11:45AM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
21.21bs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requiDes placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN JNfEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINTivlillvf APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDmONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON TI-JIS SHEE!
Keymark Enterprises, LLC
6707 Winchester Cricte, Suite 102
o~.t-t~~ r<~l--..1-Oll'lll1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
10-6-6
0-10-0
0-0-0
sws
T R s s
PITCH
5/12
2-0-12
2-0-12
5~
2-0-12
2-0-12
QTY
I
2-0-12
4-1-8
2-0-12
4-1-8
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
2-6-10
3s 4s 5s
OHR
0-0-0
2-6-10
7s
TT1'6a Tt5S2 14s TtlS3 ltQro4
4-8-9 5-3-3 5-9-d6-4-14
Truss: G24
JobName: 213
Date: 1/6/2016 9:11:45AM
System: Arncon 6.003
Page: I of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 32.7lbs
2-0-12 2-0-12
8-5-10 10-6-6
0-10-0
-~5
0-0-0
2-0-12 2-0-12
8-5-10 10-6-6
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (ATSI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be instaUed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Al!owable shear per # 12 SDS (ATSI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min fur each sheet of steel connected.
CSI
TC: 0.488 (1-2)
BC: 0.391 (11·12)
Web: 0.497 (9-11)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Be Wid Reaction
18 Pin (WL) I 6 in 4211bs
10 HRol!(WL) I 6 in 4211bs
18 Pin (WL) I 6 in 785 lbs
10 HRo!!(WL) I 6 in 785 lbs
18 Pin (WL) I 6 in 364 lbs
10 HRo!!(WL) I 6 in 364 !bs
18 Pin (WL) I 6 in 505 !bs
18 Pin (WL) ! 6 in ·32 !bs H
!0 HRo!! (WL) ! 6 in 486 !bs
!8 Pin (WL) I 6 in 432 !bs
18 Pin (WL) ! 6 in 33 !bs H
!0 HRo!! (WL) ! 6 in 450 !bs
18 Pin (WL) ! 6 in 42!!bs
!0 HRo!! (WL) ! 6 in 42! !bs
!8 Pin (WL) ! 6 in 65! !bs
!0 HRo!!(WL) ! 6 in 65! !bs
!8 Pin (WL) ! 6 in 3 78 !bs
!0 HRo!!(WL) I 6 in 378 !bs
18 Pin (WL) 9 6 in 694 lbs
!0 HRo!!(WL) 9 6 in 694 !bs
!8 Pin (WL) 10 6 in !3!bs
18 Pin (WL) 10 6 in -39 !bs H
!0 HRo!!(WL) !0 6 in 5!bs
18 Pin (WL) II 6 in -6!bs
!8 Pin (WL) II 6 in 39 !bs H
!0 HRo!!(WL) !I 6 in ! !bs
!8 Pin (WL) !2 6 in -704 !bs
!0 HRo!! (WL) !2 6 in -704 !bs
!8 Pin (WL) !3 6 in 253 lbs
!0 HRo!! (WL) !3 6 in 253 !bs
!8 Pin (WL) !4 6 in 615 !bs
!0 H Ron (WL) !4 6 in 615 !bs
Member Material
Top Chd ! ·3 20TC20 (50 ksi)
Top Chd 3-7 20TC20 (50 ksi)
Top Chd 7-9 20TC20 (50 ksi)
Bot Chd ! 0-! 8 20TC20 (50 ksi)
Web 1-18 l5C20 (50 ksi)
Web[.[ 7 !5C20 (50 ksi)
Web2-!7 !5C20 (50 ksi)
Web2-!6 !5C20 (50 ksi)
Web3-!6 !5C20 (50 ksi)
Web4-!5 !5C20 (50 ksi)
WebS-14 !5C20 (50 ksi)
Web6-!3 15C20 (50 ksi)
Web7-12 15C20 (50 ksi)
Web8-!2 !5C20 (50 ksi)
Web8-H 15C20 (50 ksi)
Web9-H !5C20 (50 ksi)
Web9-10 l5C20 (50 ksi)
NOTE: Web crippling calculation assume truss is fastened to support.
Summary
JT BC
18
10
CSI
0.488
0.324
0.488
0.391
0.3!0
0.497
0.!82
0.!25
0.236
0.009
0.0!!
0.008
0.236
0.!25
0.!82
0.497
0.3!0
Max React
785 lbs
785 lbs
Deflection
TL: 0.06 in
LL: 0.02 in
Horz TL: 0.0 I in
Bracing
Sheathed
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
L!
L/999
L/999
MaxP
1,1821bs
1,1141bs
1,182 lbs
1,039 !bs
-778 !bs
!.002 !bs
40! !bs
-166 !bs
-323 !bs
29 !bs
28\bs
24 !bs
-323 !bs
·!66 !bs
40! !bs
1.002 !bs
·778 !bs
ALL GENERAL NOTES OF 1HIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTE1HATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON 1HIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDffiONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET:
(loc:) Allowed
L/240
L/360
5
5
II
Max Uplift
-704 !bs
·704 !bs
Max Horiz
39 !bs
Keymark Enterprises, LLC
6707 .... ~!?;~es~e~. Cri~te.'.~~!t~ I 02
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140]
s s
SPAN PITCH QTY OHL OHR PLYS
10-6-6 5/12 I 0-0-0 0-0-0
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction sercad Start Load End Load TribWidth
Top 0.().() 4.0-II Down Proj 10 psf lO psf 24 in
Top 6-5-II I0-6-6 Down Proj 10 psf IO psf 24 in
Top Coot Down Proj 10 psf 10 psf 24 in
Bot 0.().() 4.0-II Down Proj 0 psf 0 psf 24 in
Bot 6-5-II 10-6-6 Down Proj 0 psf 0 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 4.0-II Down IOI Ibs
Bot 4-8-9 Down 76Ibs
Bot 5-9-I3 Down 76Ibs
Bot 6-5-II Down IOI Ibs
Load CaseD I: Std Dead Load
Distnbuted Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0.0-0 4-0-II Down Rake 8 psf 8 psf 24 in
Top 6-5-II I0-6-6 Down Rake 8 psf 8 psf 24 in
Top Coot Down Rake 8 psf 8 psf 24 in
Bot 0.().() 4.0-II Down Rake 3 psf 3 psf 24 in
Bot 6-5-II 10-6-6 Down Rake 3 psf 3 psf 24 in
Bot Coot Down Rake 3 psf 3 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 4.0-II Down II6Ibs
Bot 4-8-9 Down 89Ibs
Bot 5-9-I3 Down 89 lbs
Bot 6-5-II Down II6 Ibs
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location l Location 2 Direction seread Start Load End Load Trib Width
Top 0.0-0 4-I-8 NUp Rake I5.4I psf I5.4I psf 24 in
Top 64-I4 I0-6-6 NUp Rake I9.25 psf 19.25 psf 24 in
Top 4-I-8 64-I4 NUp Rake 29.83 psf 29.83 psf 24 in
Webi-I8 Cont Right Rake 14.56 psf I4.56 psf 24 in
Web9~!0 Coot Right Rake I6.88 psf l6.88psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 4.0-II Up I20 Ibs
Bot 4-8-9 Up 75Ibs
Bot 5-9-I3 Up 75 Ibs
Bot 6-5-II Up I20 Ibs
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member Location 1 Location 2 Direction Seread Start Load End Load Trib"\\-1dth
Top 0-0-0 4-I-8 NUp Rake 19.25 psf 19.25 psf 24 in
Top 64-I4 10-6-6 NUp Rake 15.41 psf 15.41 psf 24 in
Top 4-I-8 64-I4 NUp Rake 29.83 psf 29.83 psf 24 in
Web 1~18 Coot Left Rake I6.88 psf I6.88 psf 24 in
Web9-IO Cont Left Rake I4.56 psf I4.56 psf 24 in
Point Loads
Member Location Direction Load TribWidth
Bot 4.0-II Up I2IIbs
Bot 4-8-9 Up 94 lbs
Bot 5-9-I3 Up 94 Ibs
Bot 6-5-II Up I2I Ibs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction SJ2read Start Load End Load Trib Width
Top 0-0-0 4-I-8 NUp Rake 4.I9 psf 4.19 psf 24 in
Top 64-I4 I0-6-6 NUp Rake 4.19 psf 4.19 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 4.0-II Up 4I Ibs
Bot 4-8-9 Up 2I Ibs
Bot 5-9-I3 Up 2I lbs
Bot 6-5-II Up 4I lbs
Automated Load Case W4: C&C(Suction)
Distributed Loads
Memlxr Location I Location 2 Direction SJ2read Start Load End Load Trib Width
Top 0.().() 4-I-8 NUp Rake 68.05 psf 68.05 psf 24 in
Top 4-I-8 64-I4 NUp Rake 68.05 psf 68.05 psf 24 in
Top 64-I4 I0-6-6 NUp Rake 68.05 psf 68.05 psf 24 in
Web 1~18 Coot Left Rake 38.48 psf 38.48 psf 24 in
Web9-IO Coot Right Rake 38.48 psf 38.48 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 4-0-II Up 498 lbs
Bot 4-8-9 Up 379 lbs
Bot 5-9-I3 Up 379 lbs
Bot 6~5-ll Up 498 Ibs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, WADING CONDffiONS, TRUSS 1\tiEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEF.T
I
Truss: G24
JobName: 213
Date: 1/6/2016 9:11:45AM
System: Arncon 6.003
Page: 2of3
R,eport: Eng Plot
SPACING WGT/PLY
24in 32.7lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
f{ u s s
SPAN
10-6-6
PITCH
5/12
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 4-1·8
Webl-18 Cont
Point Loads
Member Locatioo Direction
Bot 4-0-11 Down
Bot 4-8-9 Down
Bot 5-9-13 Down
Bot 6-5-11 Down
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location t Location 2
Top 64-14 10-0-0
Web9-IO Cont
Direction
NDown
Right
Load
521bs
391bs
39lbs
52 lbs
Direction
NDown
Left
QTY
1
Spread
Rake
Rake
Trib Width
Spread
Rake
Rake
Automated Load Case L!O*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction Spread
Bot Cont Down Proj
Point Loads
Member Location Direction Load TribWidth
Bot 4-0-11 Down 51 lbs
Bot 4-8-9 Down 38 lbs
Bot 5-9-13 Down 38 lbs
Bot 6-5-11 Down 51 lbs
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
1) This truss has been designed in accordance with IDC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
8 psf
16 psf
Start Load
8 psf
16 psf
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
8 psf
16 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribW!dth
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordancewithASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load ComOO
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
Dl +0.7 El
Dl +0.45 W3 +0.75 Lr1
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 D1 + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 FJO.Ol
14 DI + LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if diffurent from max axial force)
TChd 1-2 0.488 -995 lbs 34
2-3 0.296 1,182 lbs (-1.157 lbs) 4-5
BChd 10-11 0.047 19 lbs (-8 lbs) 12-13
11-12 0.391 922 lbs (-808 lbs) 13-14
Webs 1-18 0.310 -778 lbs 3-16
1-17 0.497 I ,002 lbs (-899 lbs) 4-15
2-17 0.182 401 lbs (-393 lbs) 5-14
2-16 0.125 -166 lbs 6-13
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TTl 0 I G22 G24
TII02 T61 G24
TI103 T61 G24
TTl 04 G22 G24
0.318 1,114 lbs
0.324 1.114 lbs
0.308 1,039lbs
0.330 1,039 lbs
0.236 -323 lbs
0.009 29 lbs
0.011 28lbs
0.008 24lbs
Carrying Offset
4-0-11
4-8-9
5-9-13
6-5-11
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
(-1,039 lbs) 5-<5
(-1,039 lbs) 6-7
(-934lbs) 14-15
(-934 lbs) 15-16
7-12
(-lilbs) 8-12
(-15 lbs) 8-11
(-lllbs) 9-11
Angle
45 deg
90 deg
90 dcg
45 deg
0.324
0.318
0.330
0.308
0.236
0.125
0.182
0.497
Detail Gusset
l,ll4lbs (-1,039lbs) 7-8
1.114lbs (-!,039lbs) 8-9
1,039 lbs (-934lbs) 16-17
I ,039 lbs (-934 lbs) 17-18
-323 lbs 9-10
-166 lbs
401 lbs (-393 lbs)
1,002 lbs (-899 lbs)
Ga
0.296
0.488
0.391
0.047
0.310
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
1,182 lbs f-1,157 lbs)
-995 lbs
922 lbs (-808 lbs)
-33 lbs
-778lbs
G24
213
1/6/2016 9:11:45AM
Arncon 6.003
3of3
Eng Plot
WGT/PLY
32.7lbs
At least one chord segment of this truss has been designed assuming sparse bmcing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral bmces installed
petpendicular to the plane of the truss and placed within 6 " of each panel point
The end of every chord segment shall be braced laterally petpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THTS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
. S fvfPlvrRFR f'.ONFJlilmATIONS ANn ~PANS T TSTPn ON Till~ SJ:.fPFT
Keymark Entetprises, LLC
6707 Winchester Cricle, Suite I 02 -----
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
10-6-6
sws
R U S S.
PITCH
5.004/12
QTY
I
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
I
Truss: G25
Job Name: 213
Date: 1/6/2016 9:46:33AM
System: Amcon6.003
Page: I of3
Report: Eng Plot
SPACING WGT/PLY
24in 33.3 lbs
2-3-14
10-6-6 F==------;-~;-~-~-:--------+--------;-~-;-~1-';--------~~-~-;-~-;~b-~-;-~-~~-J+--------2-~-~2-~-~4--------~--------~--------~
0-10-0 0-10-0
5~ -~5
TTl~ 11 S 1l'OW6
0-0-0
2-3-14 2-3-14 I o-7-7 b o-7-7 d 2-3-14 2-3-14
5-3-3 -10-1 2-3-14 4-7-12 8-2-8 10-6-6
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS #12 to be installed 011 one side of the truss. (b) indicates the number of#l2 SDS (AISJ) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 !~:.Allowable shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L/
TC: 0.49I (6-7) TL: 0.05 in L/999
BC: 0.3I3 (9-IO) LL: 0.02 in L/999
Web: 0.555 (7-9) HorzTL: 0.01 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC B< Wid Reaction JT BC Max React
I4 Pin (WL) I 6 in 422 Ibs I4 786 Ibs
8 HRoll(WL) I 6 in 422 lbs 8 786 Ibs
I4 Pin (WL) 2 6 in 786Ibs
8 HRoli(WL) 2 6 in 786 Ibs
I4 Pin (WL) 3 6 in 362 Ibs
8 HRoll (WL) 3 6 in 362 Ibs
I4 Pin (WL) 4 6 in 505 Ibs
I4 Pin (WL) 4 6 in -35 Ibs H
8 HRoll (WL) 4 6 in 487 Ibs
I4 Pin (WL) 5 6 in 435 lbs
I4 Pin (WL) 5 6 in 35Ibs H
8 HRoll (WL) 5 6 in 453 lbs
I4 Pin (WL) 6 6 in 422 Ibs
8 HRoli(WL) 6 6 in 422Ibs
I4 Pin (WL) 7 6 in 650 Ibs
8 HRoll(WL) 7 6 in 650 Ibs
I4 Pin (WL) 8 6 in 377 Ibs
8 HRoli(WL) 8 6 in 377 Ibs
I4 Pin (WL) 9 6 in 695 lbs
8 HRoli(WL) 9 6 in 695Ibs
I4 Pin (\VL) IO 6 in 241bs
I4 Pin (WL) IO 6 in -40 lbs H
8 HRoll (WL) IO 6 in I7 Ibs
I4 Pin (WL) II 6 in 9Ibs
I4 Pin (WL) II 6 in 40 Ibs H
8 HRoli(WL) II 6 in I6 Ibs
I4 Pin(';VL) I2 6 in -673 Ibs
8 HRoli(WL) I2 6 in -673 Ibs
I4 Pin (WL) I3 6 in 253 Ibs
8 HRoli(WL) I3 6 in 253 lbs
I4 Pin (\VL) I4 6 in 6I2 lbs
8 HRoli(WL) I4 6 in 6I2 lbs
Member Material CSI Bracing MaxP
Top Chd I-3 20TC20 (50 ksi) 0.49I Sheathed -I,I42 Ibs
Top Chd 3-5 20TC20 (50 ksi) 0.245 Sheathed I,059 Ibs
Top Chd 5-7 20TC20 (50 ksi) 0.49I Sheathed -I,I42 Ibs
Bot Chd 8-I4 20TCI8 (50 ksi) 0.3I3 Sparse I,OI9Ibs
Webi-I4 I5C20(50ksi) 0.3IO Unbraced -778 lbs
Web I-13 I5C20 (50 ksi) 0.555 Unbraced I,028 lbs
Web2-13 l5C20 (50 ksi) O.I58 Unbraced -327 Ibs
Wcb2-I2 I5C20 (50 ksi) 0.064 Unbraced -72Ibs
Web3-I2 I5C20 (50 ksi) 0.290 Unbraced 352 Ibs
Web4-ll I5C20 (50 ksi) O.OI9 Unbraced 30 Ibs
WebS-IO I5C20 (50 ksi) 0.290 Unbraced 352 Ibs
Web6-IO I5C20 (50 ksi) 0.064 Unbraced 72 lbs
Web6-9 I5C20 (50 ksi) O.I58 Unbraced -327 Ibs
Web 7-9 I5C20 (50 ksi) 0.555 Unbraced l,0281bs
Web7-8 I5C20 (50 ksi) 0.3IO Unbraced -778Ibs
NOTE: Web crippling calculation assume truss is fastened to support.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTE1HATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEEfMEbOS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS LOADING CONDmONS, 1RUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
(loc) Allowed
(9-IO) L/240
(2-3) L/360
2
Max Uplift Max Horiz
-673 Ibs 40 lbs
-673 Ibs
Keymark Entel]lrises, LLC
6707_Wi~~hes~r. Cri~le!.~~~t~ 102
SWS Panel & Truss
4231 Liberty Blvd.
GS Build® System South Gate CA 90280
GSTruss®
Version: 5.008.2 [Build 140] sws
R u s s
SPAN PITCH QTY OHL OHR PLYS
10-6-6 5.004/12 1 0-0-0 0-0-0
Loads Summary
Load Case Lr I : Std Live Load
Distributed Loads
Member Location I Location 2 Direction S2read Start Load End Load Trib Wtdth
Top 0-0-0 4-6-15 Down Proj 10 psf 10 psf 24 in
Top 5-11-7 10-6-6 Down Proj 10 psf 10 psf 24 in
Top Cont Down Proj 10 psf 10 psf 24 in
Bot 0-0-0 4-6-15 Down Proj 0 psf 0 psf 24 in
Bot 5-11-7 10-6-6 Down Proj 0 psf 0 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 4-6-15 Down 167 lbs
Bot 5-11-7 Down 1671bs
Load CaseD 1: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction Sf! read Start Load End Load TribWidth
Top 0-0-0 4-6-15 Down Rake 8 psf 8 psf 24 in
Top 5-11-7 10-6-6 Down Rake 8 psf 8 psf 24 in
Top Cont Down Rake 8 psf 8 psf 24 in
Bot 0-0-0 4-6-15 Down Rake 3 psf 3 psf 24 in
Bot 5-11-7 10-6-6 Down Rake 3 psf 3 psf 24 in
Bot Cont Down Rake 3 psf 3 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 4-6-15 Down 193 lbs
Bot 5-11-7 Down 193 lbs
Automated Load Case WI: MWFRS-Left(Up)
DistrJbuted Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 4-7-12 NUp Rake 15.4psf 15.4 psf 24 in
Top 5-10-10 10-6-6 NUp Rake 19.25 psf 19.25 psf 24 in
Top 4-7-12 5-10-10 NUp Rake 29.83 psf 29.83 psf 24 in
Web1-14 Cont Right Rake 14.56 psf 14.56 psf 24 in
Web7-8 Cont Right Rake 16.88psf I6.88psf 24 in
Point Loads
Member Location Direction Load TribW!dth
Bot 4-6-15 Up 1891bs
Bot 5-11-7 Up 189 lbs
Automated Load Case W2: MWFRS-Right(Up)
Distributed Leads
Member Location l Location 2 Direction S~read Start Load End Load TribW!dth
Top 0-0-0 4-7-12 NUp Rake 19.25 psf 19.25psf 24 in
Top 5-10-10 10-6-6 NUp Rake 15.4 psf 15.4 psf 24 in
Top 4-7-12 5-10-10 NUp Rake 29.83 psf 29.83 psf 24 in
Webl-14 Cont Left Rake 16.88psf 16.88 psf 24 in
Web7-8 Cont Left Rake 14.56 psf 14.56 psf 24 in
Point Loads
Member Location Direction Load TribV/idth
Bot 4-6-15 Up 203 lbs
Bot 5-11-7 Up 203lbs
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction S~read Start Load End Load Trib Width
Top 0-0-0 4-7-12 NUp Rake 4.17 psf 4.17 psf 24 in
Top 5-10-10 10-6-6 NUp Rake 4.17 psf 4.17 psf 24 in
Point Loads
Member Location Direction Load TribW!dth
Bot 4-6-15 Up 60 lbs
Bot 5-11-7 Up 60 lbs
Automated Load Case W4: C&C(Suction)
DistrJbuted Loads
Member Location l Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 4-7-12 NUp Rake 68.05 psf 68.05 psf 24 in
Top 4-7-12 5-10-10 NUp Rake 68.05 psf 68.05 psf 24 in
Top 5-10-10 10-6-6 NUp Rake 68.05 psf 68.05 psf 24 in
Web1-14 Cont Left Rake 38.48 psf 38.48 psf 24 in
Web7-8 Cont Right Rake 38.48 psf 38.48 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 4-6-15 Up 826 lbs
Bot 5-11-7 Up 826 lbs
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2 Direction S~read Start Load End Load Trib Width
Top 0-0-0 4-7-12 NDown Rake 8 psf 8 psf 24 in
Web1-14 Cont Right Rake 16 psf 16 psf 24 in
Point Loads
Member Location Direction Load Trib Width
Bot 4-6-15 Down 861bo
Bot 5-11-7 Down 86 lbs
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 5-10-10 10-6-6 NDown Rake 8 psf 8 psf 24 in
Web7-8 Cont Left Rake 16 psf 16 psf 24 in
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDITIONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEITI
1
Truss: G25
JobName: 213
Date: 1/6/2016 9:46:33 AM
System: Arncon 6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
24in 33.3 lbs
Keymark Ente!prises, LLC
6707 Winchester Criclc, Suite 102
OS Build® System
OS Truss®
Version: 5.008.2 [Build 140]
SPAN
10-6-6
R U S 5
PITCH
5.004/12
QTY
l
Automated Load Case L!O*: UBC l Olb Live Load on Bottom Cbord
Distributed Loads
Member Location 1 Location 2 Direction
Bot Cont Down
Spread
Proj
Point Loads
Member Location Direction Load Trib Width
Bot
Bot
4-6-15
5-11-7
User-defined Load Case E l: Seismic
No loads were defined for this load case.
Down
Down
85 loo
851oo
1) This truss has been designed in accordance with IBC-2012.
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
10 psf
2) This truss has been designed for the effects due to l 0 psfbottom chord live load plus dead loads.
PLYS
l
Trib Width
24 in
3) This truss has been designed in accordancewithASCE7-l 0, 110 mph Intimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
Dl +0.6 W8
D1 +0.6 W9
Dl + 0.7 El
DI+0.45W3+0.75Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
11 0.6Dl +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl +LlO*
Factor
1.000
1.000
1.000
!.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member TO, max CST, max ada! furce, (max compr. furce if different from max axial force)
TChd 1-2 0.491 ·I,048 Ioo 34
2-3 0.303 -1,142 Ioo 4-5
BChd 8-9 0.050 1911>; (.Sib;) 10-11
9-10 0.313 965 Ioo (-8os Iool 11-12
Weoo 1-14 0.310 -778 Ioo 2-12
1-13 0.555 I,028 Ioo (·878 Ioo) 3-12
2-13 0.158 -327 Ioo 4-11
Truss-to-truss Connections Summary
lD Carried Truss Carrying Truss
TTl 05 G23 G25
TTl 06 G23 G25
0.245 1,os9 loo
0.245 1,05911>;
0.184 1,01911>;
0.184 1,01911>;
0.064 -72 Ioo
0.290 352100
0,019 10 Ioo
Carrying Offset
4-6-15
5-11-7
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
(·I,OI9 loo) 5-6
(·l.OI9loo) 6·7
(·862 Iool 12-!3
r.s62 Iool 13-14
5-10
(·345 Ioo) 6-10
(-23 Iool 6-9
Angle
45 deg
45 deg
0.303
0.491
0.3!3
0.050
0.290
0.064
0.158
Detail Gusset
·I,I42 Ioo ·1,04811>;
96511>; (·805 looJ
-35 Ioo
352 Ioo (-345 Ioo) 7-9
72 loo (·7211>;) 7-8
-327 loo
Ga
0.555
0.310
I,028 loo
-77811>;
Truss:
JobName:
Date:
System:
Page:
Rl'JlOr!;
SPACING
24in
(·878 looJ
G25
213
1/6/2016 9:46:33 AM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
333lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Surrnnary as Bracing: Sparse requinos placement oflateral braces installed
petpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally petpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord .segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTiffi
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTiffi TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS Tiffi MINIMUM APPLICABLE DESIGN CRITERIA FOR . T.OAnS IDAnwr. {"()hlf)n7()hl<:: TI)J!<:<: lu!U~,rQIJD r'£'\'1\.IDI~Tm .I."T'Tr>.UC' A."TI.Tr'> '-'T>.A'>.T ..... rrco.....---r.. ...... .._. ~~~ ~·~~
Keymark Enterprises, LLC
h.7C\7 ur;,.,.h.,~+"',. ro .. :,.t., c •• :~~ tl\">
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-8-1
sws
R U S 5
PITCH
0/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
1-5-10
1s
4s
0-0-0
South Gate CA 90280
1-8-1
1-8-1
OHR
0-0-0
1-5-10
2s
3s
0-0-0
Truss: ROI
JobNarne: 213
Date: 1/2/2016 7:35:02PM
System: Amcon6.003
Page: 1 of2
Report: Eng Plot
PLYS SPACING WGT/PLY
1 12 in 5.4lbs
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS # 12 or# 12 SDS (AIST) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Al\owable shear per # 12 SDS (ATSl) fustener is
calculated per the NASPEC 2007 WITH SUPPLE:rviENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
4 Pin (TT) I
3 HRoll (IT) I
4 Pin (IT) 2
3 H Roll (IT) 2
4 Pin (TI) 3
3 HRoli(TT) 3
4 Pio (TI) 4
3 H Roll (IT) 4
4 Pin (TI) 5
3 HRoll (IT) 5
4 Pin (TT) 6
3 H Roll (IT) 6
4 Pin (TI) 7
3 HRoll (IT) 7
4 Pin (IT) 8
3 HRoll (IT) 8
4 Pin (TI) 9
3 H Roll (IT) 9
4 Pin (IT) 10
3 HRo\1 (IT) 10
4 Pin (TT) II
3 H Roll (IT) II
4 Pin (TT) 12
3 H Roll (IT) 12
4 Pin (IT) 13
3 H Roll (IT) 13
4 Pin (IT) 14
3 HRoll (IT) 14
Member Material
Top Chd 1-2 20TC20 (50 ksi)
Bot Chd 34 20TC20 (50 ksi)
Web 1-4 15C20 (50 ksi)
Web2-4 15C20 (50 ksi)
Web2-3 15C20 (50 ksi)
CSI
TC: 0.037 (1-2)
BC: 0.015 (34)
Web: 0.013 (14)
TC Continuously Braced
BC Bracing Sparse
Br Wid Reaction
2 in 18 lhs
2 in 18 lb;;
2 in 35 lhs
2 in 35 lb;;
2 in 18 lb;;
2 in 181b;;
2 in 181b;;
2 in 181b;;
2 in 18 lb;;
2 in 18 lb;;
2 in 181b;;
2 in 18 lb;;
2 in 31 lb;;
2 in 311b;;
2 in 18 lb;;
2 in 18 lb;;
2 in 31 lb;;
2 in 31 lhs
2 in 41b;;
2 in 41b;;
2 in 41b;;
2 in 4lb;;
2 in -31 lb;;
2 in -31 lb;;
2 in lllb;;
2 in lllb;;
2 in 27 lb;;
2 in 27 lb;;
Summary
JT BC
CSI
0.037
0.015
0.013
0.000
0.013
Max React
35 lhs
351b;;
Deflection
TL: 0 in
LL: 0 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location l Location 2 Direction Spread Start Load End Load
Top Cont Down Proj 20 psf 20 psf
Bot Cont Down Proj 0 psf 0 psf
Load Case Dl: Std Dead Load
Distributed Loads
Member Location 1 Locatioo 2 Directioo Spread Start Load End Load
Top Cont Down Rake 16 psf 16 psf
Bot Cont Down Rake 6 psf 6 psf
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load
T o.o.o 1-8-1 NU Rake 29.83 sf 29.83 sf
Ll
L/999
L/999
MaxP
0 lb;;
0 lhs
34 lb;;
0 lb;;
34 lb;;
Trib Width
12 in
12 in
TribWidth
12 in
12 in
Trib Width
12 in
ALL GENERAL NOTES OF 1HTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF 1HTS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTifE TRUSS ASSEfviBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Tiffi T nan<::. T nanwr. roNnmONS_ TRlJSS MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
(loc:)
(l-2)
(l-2)
2
Max Uplift
-3111>5
-31 lb;;
Allowed
L/ 240
L/360
Max Horiz
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder. Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-8-1
PITCH
0/12
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2
Top 0-0-0 1-8-1
Automated Load Case W3: MWFRS-(Max On)
No loads were defined for this load case.
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2
Top 0-0-0 1-8-1
Automated Load Case W8: MWFRS-Left(Min)
No loads were defined for this load case.
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
NUp
Direction
NUp
QTY
2
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Coot
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread
Rake
Spread
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
Start Load
29.83 psf
Start Load
83.14 psf
Start Load
lOpsf
OHR
0-0-0
End Load
29.83 psf
End Load
83.14 psf
End Lood
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
TribWidth
12 in
Trib Width
12 in
Trib Width
12 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hurricane Prone Region.
Load Combinations
Lood Combo
D1
Dl +Lrl
D1 +0.6 W3
Dl +0.6 W8
D1 +0.6 W9
Dl +0.7 El
Dl+0.45W3+0.75Lrl
D1 +0.45 W3
9 Dl + 0.53 El + 0.75 Lrl
10 0.6 Dl + 0.6 WI
11 0.6 D1 +0.6 W2
12 0.6Dl+0.6W4
l3 0.6 Dl + 0.7 FI0.01
14 Dl + LIO*
Member Forces Summary
TChd 1-2 0.037 0 1bs
BChd 3-4 0.015 0 1bs
Webs 14 0.013 34 1bs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CSI, max axial furce, (max compr. force if different from max axial force)
(-30 1bs) 2-4 0.000 0 1bs 2-3 0.013 341bs (-30 1bs)
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
12in
ROl
213
1/2/2016 7:35:03 PM
Amcon6.003
2of2
Eng Plot
WGT/PLY
5.4 lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
TI.r-=< T nAn<:. T runwn r{)NnmONS: TRTTS:S: TvfFJ\iiRF.R r.ONFTGTJRATIONS. AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
R"',]r\p.r r....Jnr<~An SHl
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-8-1
sws
PITCH
3.026/12
s
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
OHR
0-0-0
1-8-121-10-9 1-7-5
3~~3
1s 2s
6s 4s
0-0-0 0-0-0
1-0-14
1-8-1
Truss: R02
JobName: 213
Date: 112/2016 7:35:03PM
System: Amcon6.003
Page: I of2
Report: Eng Plot
PLYS SPACING WGT/PLY
I 12in 6.7lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of-#12 SDS (A lSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lbs.Allowabte shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
6 Pin (Tf) I
4 H Roll (IT) I
6 Pin (IT) 2
4 HRoll (IT) 2
6 Pin (IT) 3
4 H Roll (IT) 3
6 Pin (TT) 4
4 H Roll (IT) 4
6 Pin ern 5
6 Pin (TT) 5
4 HRoll (IT) 5
6 Pin (IT) 6
4 H Roll (IT) 6
6 Pin (IT) 7
4 H Roll (IT) 7
6 Pin (IT) 8
4 H Roll (IT) 8
6 Pin (IT) 9
4 HRoll (IT) 9
6 Pin (1T) 10
4 HRoll (IT) 10
6 Pin (IT) II
6 Pin (IT) II
4 H Roll (IT) II
6 Pin (IT) !2
6 Pin (IT) 12
4 H Roll (IT) 12
6 Pin ern 13
4 H Roll (IT) !3
6 Pin (IT) 14
4 HRoll (IT) 14
Member Material
Top Chd 1-2 20TC20 (50 ksi)
Top Chd 2-3 20TC20 (50 ksi)
Bot Chd 4-6 20TC20 (50 ksi)
Web 1-6 !5C20 (50 ksi)
Web2-5 !5C20 (50 ksi)
Web3-5 !5C20 (50 ksi)
Web34 15C20 (50 ksi)
CSI
TC: 0.0!4 (2-3)
BC: 0.036 (5-0)
Web: 0.014 (2-5)
TC Continuously Braced
BC Bracing Sparse
Br Wid Reaction
2 in !9lbs
2 in !9lbs
2 in 36 lbs
2 in 36 lbs
2 in !4lbs
2 in 15 lbs
2 in 20 lbs
2 in 20 lbs
2 in 22 lbs
2 in I lbs H
2 in 21 lbs
2 in !9lbs
2 in 19 lbs
2 in 27 lbs
2 in 28 lbs
2 in !Sibs
2 in !6lbs
2 in 31 lbs
2 in 31 lbs
2 in -0 lbs
2 in 2lbs
2 in -2lbs
2 in -2lbsH
2 in 2 lbs
2 in -33 lbs
2 in -6 lbs H
2 in -22 lbs
2 in lllbs
2 in II lbs
2 in 27lbs
2 in 27lbs
Summary
JT BC
CSI
0.005
0.014
0.036
0.006
0.014
0.004
0.009
Max React
36lbs
36 lbs
Deflection
TL: 0 in
LL: 0 in
HorzTL: 0 in
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distribured Loads
Member
Top
Bot
Location 1
Cotlt
Cont
Load CaseD I: Std Dead Load
Distribured Loads
Memlx:r
Top
Bot
Location I
Cont
Cont
Location 2 Directiotl
Down
Down
Location 2 Directiotl
Down
Down
Spread Sta11 Load End Load
Proj 20 psf 20 psf
Proj 0 psf 0 psf
Spread Start Load End Load
Rake !6 psf 16 psf
Rake 6 psf 6 psf
Ll
L/999
L/999
MaxP
5 lbs
-5 lbs
6lbs
13 lbs
-28 lbs
13 lbs
-21 lbs
TribWidth
12 in
12 in
Trib Width
12 in
12 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF 1HJS COMPONENT DESIGN DOCUMENT. NOTE1HAT1HE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLY1HATTHE TRUSS ASSEMBLY SHOWN ON TfiTS SHEET MEETS 1HE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
2
2
I
Max: Uplift
-33 lbs
-22 lbs
L/240
L/360
Max Horiz
-6lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02 -'. ~' ............ .
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-8-I
PITCH
3.026/12
Automated Load Case Wl: MWFRS-Left(Up)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 0-7-3
Top 0-7-3 l-8-l
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2
Top 0-0-0 0-7-3
Top 0-7-3 l-8-l
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 0-7-3
Top 0-7-3 l-8-l
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2
Top 0-0-0 0-7-3
Top 0-7-3 l-8-l
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2
Top 0-0-0 0-7-3
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Location 2
Top 0-7-3 l-8-l
s
QTY
2
Direction
NUp
NUp
Direction
NUp
NUp
Direction
NUp
NUp
Direction
NUp
NUp
Direction
NDown
Direction
NDown
Automated Load Case LlO*: UBC lOlb Live Load on Bottom Chord
Distributed Loads
Member Location I Location 2 Direction
Bot Cont Down
User -defined Load Case E 1 : Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
scread
Rake
Rake
s2read
Rake
Rake
Seread
Rake
Rake
S12;read
Rake
Rake
Seread
Rake
SJ2read
Rake
S2read
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Start Load End Load
25.17 psf 25.17 psf
17.89 psf 17.89 psf
Start Load End Load
l7.89psf 17.89 psf
25.15 psf 25.15 psf
Start Load End Load
9.29 psf 9.29 psf
9.29 psf 9.29 psf
Start Load End Load
77.56 psf 77.56 psf
77.56 psf 77.56 psf
Start Load End Load
8 psf 8 psf
Start Load End Load
8 psf 8 psf
Start Load End Load
10 psf 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWtdth
12 in
12 in
TribWidth
12 in
12 in
TribWtdth
12 in
12 in
TribWidth
12 in
12 in
TribWidth
12 in
Trib Width
12 in
Trib Width
12 in
3) This tmss has been designed in accordancewithASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category ll, Mean RoofHeight 43ft, Overall Building Dimensions ofl40 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hurricane Prone Region.
Load Combinations
8
9
10
ll
12
Load Combo
Dl
Dl+Lrl
Dl +0.6 W3
01 +0.6 W8
Dl +0.6 W9
Dl +0.7 El
Dl + 0.45 W3 + 0.75 Lrl
01 +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
0.6 01 + 0.6 W2
0.6 01 + 0.6 W4
l3 0.601 +0.7E/O.Ol
14 D1+LIO*
Member Forces Summary
TChd l-2 0.005 5 lbs
BChd 4-5 0.034 0 lbs
Webs 1-6 0.006 13 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
(-2 lbs) 2-3 0.014 4 lbs (-3 lbs)
5-6 0.036 6 lbs (-l lbs)
(-l2lbs) 2-5 0.014 -28 lbs 3-5 0.004 13 lbs (-3 lbs) 34
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
0.009 -21 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
12in
R02
213
1/2/2016 7:35:03 PM
Amcon6.003
2of2
Eng Plot
WGT/PLY
6.7lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
peipendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally peipendicular to the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MTNIMUM APPLICABLE DESIGN CRITERIA FOR
--runT r..An<.:.' T r..an.TliJr. rr~Mnml'IN<.::. TIHT<.::.<.::. MPMRPR CYlNFTGTTRATIONS_ AND SPANS LISTED ON THIS SHEET.
Keymark Enteiprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder. Colorado 80301
SWS Panel & Truss Truss: R03
4231 Liberty Blvd. Job Name: 213
GS Build® System South Gate CA 90280 Date: 1/2/2016 7:35:03 PM
GSTmss® System: Amcon6.003
Version: 5.008.2 [Build 140] Page: I of3
Report: Eng Plot
s s
SPAN PITCH QTY OHL OHR PLYS SPACING WGT/PLY
1-8-1 3.026/12 2 0-0-0 0-0-0 1 24in 7.61bs
2-1-7 2-3-4 2-0-1
3112 1213
1s 2s
0-0-0 0-0-0
1
o-7-3l 1-0-14 I
0-7-3 1-8-1
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISl) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISn to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
6 Pin (TI) I
4 H Roll (IT) I
6 Pin (IT) 2
4 HRoll (IT) 2
6 Pin (IT) 3
6 Pin (Tl) 3
4 H Roll (IT) 3
6 Pin (11) 4
6 Pin (IT) 4
4 H Roll (IT) 4
6 Pin (11) 5
6 Pin (IT) 5
4 H Roll (IT) 5
6 Pin (IT) 6
4 H Roll (IT) 6
6 Pin (IT) 7
4 HRoll (IT) 7
6 Pin (Tf) 8
4 HRoll (IT) 8
6 Pin (Tf) 9
4 H Roll (IT) 9
6 Pin (11) 10
6 Pin (1T) 10
4 H Roll (IT) 10
6 Pin (1T) II
6 Pin (TT) II
4 H Roll (IT) II
6 Pin (1T) 12
6 Pin (1T) 12
4 HRoll (TI) 12
6 Pin (IT) 13
4 H Roll (IT) 13
6 Pin (1T) 14
4 H Roll (IT) 14
Member Material
Top Chd 1-2 20TC20 (50 ksi)
Top Chd 2-3 20TC20 (50 ksi)
Bot Chd 4-6 20TC20 (50 ksi)
Webl-6 15C20 (50 ksi)
Web2-5 15C20 (50 ksi)
Web3-S 15C20 (50 ksi)
Web3-4 15C20 (50 ksi)
CSI
TC: 0.028 (2-3)
BC: 0.076 (5-6)
Web: 0.034 (2-5)
TC Continuously Braced
BC Bracing Sparse
Br Wid Reaction
2 in 38 lbs
2 in 38 lbs
2 in 71 lbs
2 in 71 lbs
2 in 27lbs
2 in -llbsH
2 in 30 lbs
2 in 4l lbs
2 in -llbsH
2 in 40 lbs
2 in 44 lbs
2 in 3 lbs H
2 in 4llbs
2 in 38 lbs
2 in 38 lbs
2 in 55 lbs
2 in 57 lbs
2 in 29lbs
2 in 32 lbs
2 in 63 lbs
2 in 63 lbs
2 in -1 lbs
2 in -1 lbs H
2 in 5 lbs
2 in 4lbs
2 in -5IbsH
2 in 4lbs
2 in -68 lbs
2 in -II lbs H
2 in 42 lbs
2 in 23 lbs
2 in 23 lbs
2 in 54lbs
2 in 54 lbs
Summary
JT BC
CSI
0.009
0,028
0.076
0.014
0.034
0.009
0.022
Max React
71 lbs
71 lbs
Deflection
TL: 0 in
LL: 0 in
HorzTL:0.01 in
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lr1: Std Live Load
Distributed Loads
Memlxr
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
9 lbs
-9lbs
lllbs
27lbs
-56lbs
30 lbs
42lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWfNG PACKAGE SHALL RECONSIDERED AS AN JNfEGRAL PART OF THIS COMPONENTDESIGNDOCUJ\.1ENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SMLINDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MlN1MUM APPLICABLE DESIGN CRITERIA FOR
TUTI T f""IATl.C' 1 f""lli.T"\Th.ff""! r'A"hln.ITill"hl<;;: TRTT<;;:<:.:. l"vffi'MRPR rONFTtam ATTONS ANn SPANS TJSTEO ON THIS SHEET.
(loc) Allowed
2
2
I
Max Uplift
-68 lbs
42lbs
L/240
L/360
Max Horiz
-lllbs
Keymark EnteqJrises, LLC
6707 Winchester Cricle, Suite l 02
n....,,!Aor r...J...,..,A .... 2n
GS Build® System
GSTruss®
Version: 5.0082 [Build 140] sws
SPAN
1-8-1
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
R U S
PITCH
3.026/12
Location 2
Automated Load Case W1: MWFRS-Left(Up)
Distributed Loads
Member
Top
Top
Location I
0-0-0
0-7-3
Location 2
0-7-3
1-8-1
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Top
Location t
0-0-0
0-7-3
Location 2
0-7-3
1-8-1
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member
Top
Top
Location I
0-0-0
0-7-3
Location 2
0-7-3
1-8-1
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Top
Location I
0-0-0
0-7-3
Location 2
0-7-3
1-8-1
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location l Location 2
Top 0-0-0 0-7-3
Automated Load Case W9: MWFRS-Right(Min)
Distnbuted Loads
Direction
Down
Down
Direction
NUp
NUp
Direction
NUp
NUp
Direction
NUp
NUp
Direction
NUp
NUp
Direction
NDown
Member Location I Location 2 Direction
Top 0-7-3 l-8-1 NDown
QTY
2
Automated Load Case L1 0 *: UBC 1 01 b Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Cont
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Dowo
1) This truss has been designed in accordance with ffiC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Start Load End Load
16 psf 16 psf
6 psf 6 psf
Start Load End Load
25.17 psf 25.17psf
17.93 psf 17.93 psf
Start Load End Load
17.89 psf 17.89 psf
25.45 psf 25.45 psf
Start Load End Load
9.29 psf 9.29 psf
9.29 psf 9.29 psf
Start Load End Load
77.56 psf 77.56 psf
77.56 psf 77.56 psf
Start Load End Load
8 psf 8 psf
Start Load End Load
8 psf 8 psf
Start Load End Load
10 psf 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWidth
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
24 in
TribWtdth
24 in
24 in
TribWidth
24 in
Trib Width
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hurricane Prone Region.
Load Combinations
Load ComOO
Dl
Dl +Lrl
Dl +0.6 W3
DI+0.6W8
Dl +0.6 W9
Dl +0.7 El
Dl +0.45 W3 + 0.75 Lrl
Dl +0.45 W3
9 Dl +0.53 El +0.75 Lrl
10 0.6 Dl + 0.6 WI
It 0.601 +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 FJO.OI
14 Dl+L!O*
Member Forces Summary
TChd 1-2 0.009 9 lbs
BChd 4-5 0.073 0 lbs
Webs 1-6 0.014 27 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
I.OOO
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force ifdifl:hent from max axial force)
(-5 lbs) 2-3 0.028 9 lbs (-0 lbs)
5-0 0.076 II lbs (-3 lbs)
(-241bs) 2-5 0.034 -56 lbs 3-5 0.009 30 lbs (-7 lbs) 3-4
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
0.022
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
TI-m T nan«. T namNG rnNnmONS_ TRliSS 'MEMBER CONFIGURATIONS. AND SPANS LISTED ON TillS SHEEI
-42 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
R03
213
1/2/2016 7:35:03 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
7.6lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder. Colorado 80
SWS Panel & Truss Tmss: R03
4231 Liberty Blvd. JobName: 213
GS Build® System South Gate CA 90280 Date: 1/2/2016 7:35:03 PM
GSTruss® System: Amcon6.003
Version: 5.008.2 [Build 140] Page: 3 of3
Report: Eng Plot
R u s s
SPAN PITOI QTY OHL OHR PLYS SPACING WGT/PLY
1-8-1 3.026/12 2 0-0-0 0-0-0 1 24in 7.6lbs
Additional Notes:
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally petpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE M1N1M1JM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. WADING CONDmONS, TRUSS IviEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Entetprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 80301
OS Build® System
OS Truss®
Version: 5.008.2 [Build 140]
SPAN
1-9-11
R U S S
PITCH
5.023/12
QTY
1
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
0-0-0 0-0-0
~-10-1t-10-1~
-10-1 1-9-11
Truss: R04
JobName: 213
Date: 1/6/2016 9:11:46AM
System: Arncon 6.003
Page: 1 of2
Report: Eng Plot
PLYS SPACING WGT/PLY
1 12 in 10.51bs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (ATSI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lb>.Allowable shear per # t 2 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
CSI
TC : 0.033 (3)
BC : 0.030 (5-Q)
Web: 0.046 (3-5)
TC Continuously Braced
BC Bracing Sparse
Summary
Deflection
TL: 0 in
LL: 0 in
Horz'TL: 0 in
Ll
L/999
L/999
JT Te LC BC Brg Wid Reaction JT BC Max React Max C&C U lift
6 Pin (ll)
4 HRoll (IT)
6 Pin (1T)
4 H Roll (IT)
6 Pin (IT)
4 H Roll (IT)
6 Pin (1T)
6 Pin (IT)
4 H Roll (IT)
6 Pin (IT)
4 H Roll (IT)
6 Pin (IT)
4 H Roll (IT)
6 Pin (TT)
4 H Roll (IT)
6 Pin (TT)
4 H Roll (IT)
6 Pin (IT)
4 H Roll (TT)
6 Pin(IT) 10
6 Pin(TT) 10
4 HRoll(TT) 10
6 Pin (TT) 11
6 Pin (TT) 11
4 HRoll(TT) II
6 Pin (IT) 12
6 Pin (ll) 12
4 HRoll(TT) 12
6 Pin (1T) 13
4 HRoll(TT) 13
6 Pin (ll) 14
4 H Roll (TI) 14
Member Material
Top Chd I -2 20TC20 (50 ksi)
Top Chd 2-3 20TC20 (50 ksi)
Bot Chd 4-Q 20TC20 (50 ksi)
Web 1-Q 15C20 (50 ksi)
Web 1-5 15C20 (50 ksi)
Web2-5 15C20 (50 ksi)
WebJ-5 15C20 (50 ksi)
WebJ-4 15C20 (50 ksi)
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
2 in
21 lbs
20 lbs
39 lbs
38 lbs
20 lbs
18 lbs
22 lbs
-2 lbs H
24 lbs
21 lbs
20 lbs
21 lbs
20 lbs
34 lbs
32 lbs
21 lbs
191bs
34 lbs
34 lbs
8 lbs
4 lbs H
-7 lbs
7 lbs
4 lbsH
·9 lbs
-5 lbs
18 lbs H
-58 lbs
12 lbs
12 lbs
30 lbs
29 lbs
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lr 1: Std Live Load
Distributed Loads
Member Location I Location 2 Direction Spread
Top Cont Down Proj
Bot Cont Down Proj
CSI
0.014
0.033
0.030
0.021
0.009
0.031
0.046
0.026
Start Load
20 psf
0 psf
39 lbs
38 lbs
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
-91bs
MaxP
-lllbs
10 lbs
-18 lbs
-31 lbs
30 lbs
37 lbs
-53 lbs
61 lbs
End Load TribWidth
20 psf 12 in
0 psf 12 in
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHA TTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-ruu 1 ru.n.<.:' T AAT'Ithl~ rn~mmrfN"~ TRTTS:S: MFJvfRF.R C:ONFTGIJRATIONS. AND SPANS LISTED ON THIS SHEEt
-51bs
·58 lbs
(loc) Allowed
2
2
2
L/240
L/360
Max: Uplift Max Horiz
-5 lbs I 8 lbs
-58 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder. Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T R U S S
SPAN
1-9-11
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location 1
Coot
Cont
PITGI
5.023 /12
Location 2
Automated Load Case WI: MWFRS-Left{Up)
Distributed Loads
Member
Top
Top
Location I
0.().()
0-10-12
Location 2
0-10-12
l-9-ll
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member
Top
Top
Location I
0-0.0
0-10-12
Location 2
0-10-12
l-9-ll
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location I Location 2
Top 0-0-0 0-10-12
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member
Top
Top
Location I
0-0-0
0-10-12
Location 2
0-10-12
l-9-ll
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member Location I Location 2
Top 0.().() 0-10-12
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
NUp
Direction
NUp
NUp
Direction
NUp
Direction
NUp
NUp
Direction
NDown
QTY
1
Automated Load Case L1 0*: UBC lOlb Live Load on Bottom Chord
Distnbuted Loads
Member Location I
Bot Coot
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with JBC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
16 psf
6 psf
Start Load
15.35 psf
29.83 psf
Start Load
19.25 psf
29.83 psf
Start Load
4.1 psf
Start Load
77.56 psf
83.14 psf
Start Load
8 psf
Start Load
10 psf
OHR
0-0-0
End Load
16 psf
6 psf
End Load
15.35 psf
29.83 psf
End Load
19.25 psf
29.83 psf
End Load
4.1 psf
End Load
77.56 psf
83.14 psf
End Load
8 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWidth
12 in
12 in
TribVv1dth
12 in
12 in
TribWidth
12 in
12 in
TribWidth
12 in
TribWidth
12 in
12 in
TribWidth
12 in
TribWidth
12 in
3) This truss has been designed in accordance withASCE7 - I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roo fReight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hurricane Prone Region.
Load Combinations
I.ood Combo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6W8
Dl +0.6W9
Dl +0.7 El
D1+0.45W3+0.75Lrl
D1 +0.45 W3
D1 + 0.53 E1 +0.75 Lrl
10 0.6 D! +0.6 WI
II 0.6 Dl +0.6 W2
12 0.6 D1 + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl+LlO*
Member Forces Summary
TChd l-2 0.014 -7 lbs
BChd 4-5 0.007 0 lbs
Webs 1-6
l-5
0.021
0.009
-31 1bs
30 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000 1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
2-3 0.023 10 lbs (-4lbs)
5-6
2-5
(0 lbs) 3-5
0.030
0,031
0.046
GUSSET PLATES
-18 lbs
37 lbs
-53 lbs
(-37 lbs) 3-4 0.026 61 lbs (-31 lbs)
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
12in
R04
213
116/2016 9:11:46AM
Amcon6.003
2of2
Eng Plot
WGT/PLY
10.5lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TilTS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlNll'vfi.Jiv1 APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cridc, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-9-1
u s s
PITCH
0/12
QTY
1
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
5s
0-0-0
1-9-1
1-9-1
OHR
0-0-0
4s
0-0-0
Truss: ROS
JobNarne: 213
Date: 1/6/2016 9:11:46AM
System: Amcon6.003
Page: I of2
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 9.6lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each w.lue indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.AIIowab1e shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet ofstee1 connected.
CSI Deflection
TC: 0.044 (1-2) TL: 0 in
BC: O.o38 (4-5) LL: 0 in
Web: 0.048 (2-4) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Bre:Wtd Reaction JT BC Max React
5 Pin (WL) 2 in 39 lbs I 74lbs
4 HRoll(WL) 2 in 40 lbs I 75 lbs
5 Pin (WL) 2 in 74 lbs
4 HRoll (WL) 2 in 75 lbs
5 Pin (WL) 2 in 37 lbs
4 HRoll(WL) 2 in 39 lbs
5 Pin (WL) 2 in 39 lbs
4 HRoll(WL) 2 in 40 lbs
5 Pin (WL) 2 in 42 lbs
5 Pin (WL) 2 in llbsH
4 HRoll (WL) 2 in 40 lbs
5 Pin (WL) 2 in 391bs
4 HRoll(WL) 2 in 40 lbs
5 Pin(WL) 2 in 64 lbs
4 HRoll(WL) 2 in 66lbs
5 Pin (WL) 2 in 38 lbs
4 HRoll(WL) 2 in 39 lbs
5 Pin (WL) 2 in 65lbs 4 HRoll(WL) 9 2 in 66 lbs
5 Pin (WL) 10 2 in -14lbs
5 Pin (WL) 10 2 in -41bsH
4 HRoll(WL) 10 2 in 3 lbs
Pin (WL) II 2 in -13 lbs
Pin (WL) II 2 in -3 lbs H
HRoll(WL) II 2 in 4 lbs
Pin (WL) 12 2 in -90 lbs
Pin ('NL) 12 2 in -151bsH
HRoll (WL) 12 2 in -36 lbs
Pin (WL) 13 2 in 23 lbs
HRoll(WL) 13 2 in 24 lbs
Pin (WL) 14 2 in 56lbs
HRoll(WL) 14 2 in 57 lbs
Member Material CSI Brae in~
Top Chd 1-2 20TC20 (50 ksi) 0.044 Sheathed
Top Chd 2-3 20TC20 (50 ksi) 0.006 Sheathed
Bot Chd 4-5 20TC20 (50 ksi) O.o38 Sparse
Webl-5 15C20 (50 ksi) 0.048 Unbraced
Web2-5 15C20 (50 ksi) 0.016 Unbraced
Web24 15C20 (50 ksi) 0.048 Unbraced
Web 3-4 15C20 (50 ksi) 0.015 Unlxaced
NOTE: Web crippling calculation assume truss is fastened ro support
Loads Summary
Load Case Lrl: Std Live Load
Distribuied Loads
Member
Top
Bot
Location 1
Coot
Coot
Load Case Dl: Std Dead Load
Distnbuled Loads
Member
Top
Bot
Location I
Coot
Coot
Location 2 Direction Spread
Down Proj
Down Proj
Location 2 Direction Spread
Down Rake
Down Rake
Start Load End Load
20 psf 20 psf
0 psf 0 psf
Start Load End Load
16 psf 16 psf
6 sf 6 sf
L/
L/999
L/999
MaxP
17 lbs
lllbs
15 lbs
51 lbs
51 lbs
-50 lbs
21lbs
Trib Wtdth
24 in
24 in
TribWtdth
24 in
24 in
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(1-2)
(1-2)
3
L/240
L/360
Max Horiz
-15 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S 5
SPAN
1-9-1
PITCH
0/12
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Top
Location l
1-4-9
0-0-0
Location 2
1-9-1
1-4-9
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Top
Location I
1-4-9
0-0-0
Location 2
1-9-1
1-4-9
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 1-4-9 1-9-1
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Top
Location I
0-0-0
1-4-9
Location 2
1-4-9
1-9-1
Automated Load Case W8: MWFRS-Left(Min)
No loads were defined for this load case.
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Location 2
Top 1-4-9 1-9-1
Direction
NUp
NUp
Direction
NUp
NUp
Direction
NUp
Direction
NUp
NUp
Direction
NDown
QTY
I
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Cont
User-defined Load Case E I: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC -2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Start Load End I.oo<l
19.25 psf 19.25 psf
29.83 psf 29.83 psf
Start Load End Load
15.41 psf 15.41 psf
29.83 psf 29.83 psf
Start Load End I.oo<l
4.19 psf 4.19 psf
Start Load End Load
83.14 psf 83.14 psf
77.56 psf 77.56 psf
Start Load End Load
8 psf 8 psf
Start Load End Load
10 psf 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
1
TribWidth
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
Trib Width
24 in
24 in
Trib Width
24 in
TribWidth
24 in
3) This truss has been designed in accordance withASCE7-I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hunicane Prone Region.
Load Combinations
5
6
7
8
9
10
II
12
Load Combo
Dl
Dt +Lrl
Dl +0.6W3
Dl +0.6 W8
Dl +0.6 W9
Dl +0.7 El
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl+LIO*
Member Forces Summary
TChd l-2 0.044 0 lbs
BChd 4-5 0.038 3 1bs
Webs 1-5 0.048 51 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
2-3 0.006 II lbs (-5 lbs)
(-1 lbs!
(-50 lbs) 2-5 0.016 51 lbs (-11 lbs) 2-4 0.048 -50 lbs 3-4
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
0.015 21 lbs
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
(-171t~
R05
213
116/2016 9:11:46AM
Amcon6.003
2of2
Eng Plot
WGT/PLY
9.6lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE 'MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDffiONS. TRUSS MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEEI
Keymark Enterprises, LLC
6707 Winchester Cricte, Suite l 02
-p;,.,,JI1Pr rrJru-<>rlnRfl1.fiJ
SWS Panel & Truss Truss: TOl
4231 Liberty Blvd. Job Name: 213
GS Build® System South Gate CA 90280 Date: 112/2016 7:35:04 PM
GSTruss® System: Amcon6.003
Version: 5.008.2 [Build 140] Page: I of3 sws Report: Eng Plot
u s s
SPAN PITCH QTY OHL OHR PLYS SPACING WGT/PLY
1-1-9 2.986/12 4 0-0-0 0-0-0 I 24in 3.6lbs
0-10-0 1-1-6
3~ 2s
0-0-0 0-0-0
1-1-9 ~ t----------1-1-9 Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISf) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be insta!!ed on one side of the truss. (b) indicates the number of#l2 SDS (A lSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (AISn fustener is
calculated per the NASPEC 2007 WITII SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.028 (l-2) TL: 0 in
BC: 0.025 (34) LL: 0 in
Web: 0.031 (14) HorzlL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
4 Pin (WL) l 6 in 25 lbs 48lbs
3 HRoli(J'IJ l 2 in 25 lbs 48lbs
4 Pin (WL) l 6 in 48 lbs
3 HRoii(J'IJ l 2 in 48lbs
4 Pin (WL) l 6 in 22 lbs
4 Pin (WL) l 6 in 3 lbs H
3 HRoli(J'IJ l 2 in 17 lbs
4 Pin (WL) l 6 in 23 lbs
4 Pin (WL) l 6 in -19 lbs H
3 H Roll (IT) 2 in 38 lbs
4 Pin (WL) 6 in 25 lbs
3 HRoli(J'IJ 2 in 25 lbs
4 Pin (WL) 6 in 25 lbs
3 HRoli(J'IJ 2 in 25 lbs
4 Pin (WL) 6 in 40 lbs
4 Pin (WL) 6 in 2lbs H
3 HRoii(J'IJ 2 in 36 lbs
4 Pin (WL) 8 6 in 23 lbs
4 Pin (WL) 8 6 in 2lbsH
3 HRoli(J'IJ 8 2 in 19 lbs
4 Pin (WL) 9 6 in 42 lbs
3 HRoli(J'IJ 9 2 in 42 lbs
4 Pin (WL) 10 6 in -0 lbs
4 Pin (WL) 10 6 in -6lbsH
3 HRoli(J'IJ 10 2 in 4lbs
4 Pin (WL) ll 6 in l4lbs
4 Pin (WL) ll 6 in 23 lbs H
3 HRoli(J'IJ ll 2 in -7lbs
4 Pin (WL) 12 6 in -llbs
4 Pin (WL) 12 6 in 70 lbs H
3 HRoii(J'IJ 12 2 in -73 lbs
4 Pin (WL) !3 6 in !Sibs
3 H Roll (IT} 13 2 in IS lbs
4 Pin (WL) 14 6 in 37 lbs
3 HRoll (Til 14 2 in 37lbs
Member Material CSI Bracin~
Top Chd l-2 20TC20 (SO ksi) 0.028 Sheathed
Bot Chd 34 20TC20 (50 ksi) 0.025 Sparse
Web14 l5C20 (50 ksi) 0.03! Unbraced
Webl-3 !SC20 (SO ksi) 0.021 Unbraced
Web2-3 !SC20 (50 ksi) 0.016 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction
Top Cont Down
Bot Cont Down
Spread Start Load
Proj 20 psf
Proj 0 psf
End Load
20 psf
0 psf
Ll
L/999
L/999
-7 lbs
MaxP
22 lbs
48 lbs
4llbs
68 lbs
4llbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLY1HATTHE TRUSS ASSEMBLY SHOWN ON THTS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
..... ,..,... r ...,.,...,., T r'I.Ar'l.n.Tr>. r"A"'-TT'"H'T'TA'li.TC' 'TDTTC'C' lLA"J:<lLJ[Jl"QD ro:~Tr.Jr..Tm ATII\hl'-! A '!~.In '-!PAl\f~ J f'-!TJ::n (li\J TJ..JT'-. .'-.HFf'T
(lm:) Allowed
(l-2) L/240
(l-2) L/360
2
MaxU12;lift Max Horiz
-llbs 70 lbs
-73 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
D-.1..1--r"-1~-..1~ Q/\
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN PITCH QTY OHL OHR PLYS
1-1-9 2.986/12 4 0-0-0 0-0-0 I
Load Case Dl: Std Dead Load
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top Cont Down Rake 16 psf 16 psf 24 in
Bot Cont Down Rake 6 psf 6 psf 24 in
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Seread Start Load End Load Trib Width
Top 0-0-0 l-l-9 NUp Rake 25.37 psf 25.37 psf 24 in
Web l-4 Cont Right Rake 14.56 psf 14.56 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location2 Direction seread Start Load End Load Trib Width
Top 0-0-0 l-l-9 NUp Rake 17.92 psf 17.92 psf 24 in
Webl-4 Cont Left Rake 16.88 psf 16.88 psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2 Direction s2read Start Load End Load Trib\Vidth
Top 0-0-0 l-l-9 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C{Suction)
Dis1nbuted Loads
Member Location I Location 2 Direction Se;read Start Load End Load Trib Width
Top 0-0-0 l-l-9 NUp Rake 77.56 psf 77.56 psf 24 in
Webl-4 Cont Left Rake 44.08 psf 44.08 psf 24 in
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction Seread Start Load End Load Trib Width
Top 0-0-0 l-l-9 NDown Rake 8 psf 8 psf 24 in
Webl-4 Cont Right Rake 16 psf 16 psf 24 in
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction Seread Start Lood End Lood TribWidth
Bot Cont Down Proj 10 psf 10 psf 24 in
User-defined Load Case El: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category ll, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
Load ComOO
Dl
Dl+Lrl
Dl +0.6 W3
Dl +0.6 W8
01 +0.6 W9
D1+0.7El
Dl + 0.45 W3 +0.75 Lrl
Dl +0.45W3
Dl + 0.53 Ei + 0.75 Lrl
0.6 D1 + 0.6 WI
II 0.6D1 +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 EIO.Ol
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd l-2 0.028 -13 lbs
BChd 3-4 0.025 -48 lbs
Webs l-4 0.031 -41 lbs l-3
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TTl TO! GO!
TT6 TO! G02
0.021 68 lbs
Carrying Offset
l-8-ll
l-8-ll
GUSSET PLATES
Joint Detail Gusset Ga Joint
~15 lbs) 2-3 0.016
Detail
Amde
45 deg
45 deg
Gusset
-41 lbs
Ga
ALL GENERAL NOTES OF TillS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TinS COMPONENT DESIGN DOCUMENT. NOTETHATlHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
~,....., ~ r. '"'" .-...,.•-n.n..T...-. ,.-.r..-.._m"FT'Ir>.--..w TDTTCC ll..n:li.AU"l<D r'r\1\.WTr!Tm ATII'Ihl'"" Al\Jn '""PAN'"" 1 T<;;;.TPn ()l\f TJ-n.<;;;. .o;.;HFF.T
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
TOl
213
1/2/2016 7:35:04PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
3.6lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
P:.-...JAM rnlnr<~An Rfl1.(l I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-1-9
Additional Notes:
sws
R U S S
PITCH
2.986/12
QTY
4
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
OHR
0-0-0
PLYS
1
Truss: TOl
Job Name: 213
Date: 112/2016 7:35:04 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 3.61bs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "ofthe end of each chord segment.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
'T'UTITAAn.c TAAnn..Jr.. rrn .. Tn.mAhl'-' 'l'()JT'-''-' fl.,n:n ... ,rn-.::u rn"l\rnir.rmaTinN~ A"I\J11S:PAN~ TIS.TPn ON THIS. SHFF.T
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-5-11
u s s
PITCH
3.011 /]2
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
0-10-0
0-0-0
3~
1-5-11
1-5-11
OHR
0-0-0
1-2-7
2s
0-0-0
Truss: T02
JobName: 213
Date: 1/2/2016 7:35:05 PM
System: Amcon6.003
Page: I of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 4.4lbs
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (AISf) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be instalted on one side of the truss. (b) indicates the number of#12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 ibs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lbs.Allowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
4 Pin (WL) I I
3 H Roll (TI) I I
4 Pin (WL) 2 I
3 H Roll (11) 2 I
4 Pin (WL) 3 I
4 Pin (WL) 3 I
3 H Roll (11) 3 I
4 Pin (WL) 4 I
4 Pin (WL) 4 I
3 H Roll (11) 4 I
4 Pin (WL) 5 I
3 H Roll (11) 5 I
4 Pin (WL) 6 I
3 H Roll (11) 6 I
4 Pin (WL) 7 I
4 Pin (WL) 7 I
3 H Roll (11) 7 I
4 Pin (WL) 8
4 Pin (WL) 8
3 HRoll (11) 8
4 Pin(WL) 9
3 H Roll (11) 9
4 Pin (WL) 10
4 Pin (WL) 10
3 H Roll (11) 10
4 Pin (WL) II
4 Pin (WL) II
3 H Roll (11) II
4 Pin (WL) 12
4 Pin (WL) 12
3 HRoll (11) 12
4 Pin (WL) 13
3 HRoll (11) 13
4 Pin (WL) 14
3 H Roll (11) 14
Member Material
Top Chd 1-2 20TC20 (50 ksi)
Bot Chd 34 20TC20 (50 ksi)
Web 14 15C20 (50 ksi)
Web 1·3 15C20 (50 ksi)
Web2-3 15C20 (50 ksi)
CSI
TC: 0.051 (1-2)
BC: 0.023 (34)
Web' 0.036 (14)
TC Continuously Braced
BC Bracing Sparse
Br Wid Reaction
6 in 33 lbs
2 in 33 lbs
6 in 63 lbs
2 in 63 lbs
6 in 28 lbs
6 in 41bs H
2 in 22 lbs
6 in 34 lbs
6 in -20 lbs H
2 in 47 lbs
6 in 33 lbs
2 in 33 lbs
6 in 33 lbs
2 in 33 lbs
6 in Sllbs
6 in 3 lbs H
2 in 47lbs
6 in 29 lbs
6 in 3lbs H
2 in 25 lbs
6 in 55 lbs
2 in 55 lbs
6 in I lbs
6 in -3lbsH
2 in -iilbs
6 in 131bs
6 in 25 lbs H
2 in -Sibs
6 in ·16 lbs
6 in 78lbs H
2 in -82 lbs
6 in 20 lbs
2 in 20 lbs
6 in 48 lbs
2 in 48lbs
Summary
JT BC
CSI
0.051
0.023
0.036
0.021
0.021
Max React
63 lbs
63 lbs
Deflection
TL: 0 in
LL: 0 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location I
Coot
Coot
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L!
L/999
L/999
MaxP
27 lbs
-561bs
-54 lbs
68ibs
-54lbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF 1HIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF 1HIS COMPONENT DESIGN DOCUMENT. NOTE1HATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLY1HATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINlMUM APPLICABLE DESIGN CRITERIA FOR
(loc)
(1-2)
(1·2)
I
MaKUplift
-16lbs
-82 lbs
Allowed
L/ 240
L/ 360
Max Horiz
78 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
u~,JA,.,. f"..,J=arln5H\1.rll
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
1-5-11
PITCH
3.011/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member
Top
Webl-4
Location l
0-0-0
Cont
Location 2
1-5-11
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member
Top
Webl4
Location 1
0-0-0
Cont
Location 2
1-5-11
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 1-5-11
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0-0
Cont
Location 2
1-5-11
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
1-5-11
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC !Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location I
Bot Cont
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6psf
Spread Start Load
Rake 25.25 psf
Rake 14.56 psf
Spread Start Load
Rake 17.9 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
0-0-0 1
End Load Trib Width
16 psf 24 in
6 psf 24 in
End Load TribWi.dth
25.25 psf 24 in
14.56 psf 24 in
End !.<>ad TribWi.dth
17.9 psf 24 in
16.88 psf 24 in
End Load TribWi.dth
9.29 psf 24 in
End Load Trib Width
77.56 psf 24 in
44.08 psf 24 in
End !.<>ad Trib Width
8 psf 24 in
16 psf 24 in
End !.<>ad TribWi.dth
10 psf 24 in
3) This truss has been designed in accordance withASCE7 -I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hunicane Prone Region.
Load Combinations
7
8
9
10
Load ComOO
Dl
D1 +Lrl
D1 +0.6 W3
Dl +0.6 W8
D1 +0.6 W9
D1 + 0.7 El
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45 WJ
DJ+0.53E1+0.75Lr1
0.6 Dl + 0.6 WI
II 0.6Dl +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 EIO.Ol
14 Dl + LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.051 -191bs
BChd 3-4 0.023 -56 lbs
Webs 1-4 0.036 -54 lbs 1-3 0.021 68 lbs (-14 lbs) 2-3 0.021 -54 lbs
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carrying Offset Angle
Tf2 T02 GO! 2-2-8 45 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
AIL GENERAL NOTES OF TillS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TillS COMPONENT DESIGN DOCUl\tiENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEl\tlBLY SHOWN ON THIS SHEETMEETS THE 1\tfiNTMUl\tl APPLICABLE DESIGN CRITERIA FOR
THE LOADS. WADING CONDITIONS. TRUSS MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEEI
Truss: T02
JobName: 213
Date: 112/2016 7:35:05PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
24in 4.41bs
Key mark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder. Colorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-5-11
Additional Notes:
sws
R u s s
PITCH
3.011/12
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
QTY OHL OHR
2 0-0-0 0-0-0
Truss: T02
JobName: 213
Date: 1/2/2016 7:35:05 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 4.41bs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
peipendicularto the plane of the truss and placed within 6" of each panel point.
The end of every chord segment shall be braced laterally petpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF TinS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETIIATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TillS SHEETMEETS THE "MINIMUM APPLICABLE DESIGN CRITERIA FOR
1HE LOADS. LOADING CONDmONS. TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Entetprises, LLC
6707 Winchester Cricle, Suite 102
Boulder. Colorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-11-15
R U S S
PITCH
3.008/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
OHR
0-0-0
0-10-0 1-4-0
3~ 2s
0-0-0 0-0-0
1-11-15
1-11-15
Truss: T03
Job Name: 213
Date: 1/2/2016 7:35:05 PM
System: Amcon6.003
Page: I of2
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 5.51bs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (AISI} fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AIST) to be installed on each side of the truss. Where connection plates are called out (Ill this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS #12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per #12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fastener spacing at S/8" min. Maintain fastener edge margin at S/8" min for each sheet of steel connected.
CSI Deflection L/
TC: 0.111 (1-2) lL: 0.01 in L/999
BC: 0.047 (34) LL: 0 in L/999
Web: 0,043 (14) HorzlL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Be Wid Reaction JT BC Max React Max C&CU lift
4 Pin (WL) I 6 in 45 lbs
3 H Roll (1T) I 2 in 45 lbs
4 Pin (WL) 2 6 in 851bs
3 H Roll (1T) 2 2 in 85 lbs
4 Pin (WL) 3 6 in 36 lbs
4 Pin (WL) 3 6 in 61bsH
3 H Roll (1T) 3 2 in 31 lbs
4 Pin (WL) 4 6 in 491bs
4 Pin (WL) 4 6 in -21 lbs H
3 HRoll (1T) 4 2 in 60 lbs
4 Pin (WL) 5 6 in 45 lbs
3 H Roll (1T) 5 2 in 451bs
4 Pin (WL) 6 6 in 45 lbs
3 H Roll (1T) 6 2 in 45 lbs
4 Pin (WL) 7 6 in 691bs
4 Pin (WL) 7 6 in 4 lbs H
3 H Roll (1T) 7 2 in 64 lbs
4 Pin (WL) 8 6 in 39 lbs
4 Pin (WL) 8 6 in 4Ibs H
3 H Roll (TT) 8 2 in 34 lbs
4 Pin (WL) 9 6 in 751bs
3 H Roll (1T) 9 2 in 75 lbs
4 Pin (WL) 10 6 in I lbs
3 HRoll (1T) 10 2 in -8 lbs
4 Pin (WL) II 6 in 14 lbs
4 Pin (WL) II 6 in 28 lbs H
3 H Roll (1T) II 2 in -3 lbs
4 Pin (WL) 12 6 in -35 lbs
4 Pin(WL) 12 6 in 911bs H
3 H Roll (1T) 12 2 in -97 1bs
4 Pin (WL) 13 6 in 27 1bs
3 H Roll (1T) 13 2 in 27 1bs
4 Pin (WL) 14 6 in 65 1bs
3 H Roll (1T) 14 2 in 65 1bs
Member Material
Top Chd 1-2 20TC20 (50 ksi)
Bot Chd 34 20TC20 (50 ksi)
Web 14 15C20 (50 ksi)
Web 1-3 15C20 (50 ksi)
Web2-3 15C20 (50 ksi)
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
COI1t
Load Case D I : Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction Spread
Down Proj
Down Proj
Location 2 Direction Spread
Down Rake
Down Rake
4 85 1bs
3 85 1bs -8 1bs
CSI Bracing MaxP
0.111 Sheathed 32 lbs
0.047 Sparse -69 lbs
0.043 Unbraced -73 lbs
0.024 Unbraced 75 lbs
0.030 Unbraced 76 lbs
Start Load End Load Trib Width
20 psf 20 psf 24 in
0 psf 0 psf 24 in
Start Load End Load Trib \Vidth
16 psf 16 psf 24 in
6 sf 6 sf 24 in
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS k'l!NTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETNIEETS THE "MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS_ LOADING CONDmONS. TRUSS NtEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
-35 1bs
-97 1bs
(loc) Allowed
(1-2) L/240
(1-2) L/360
1
Max Uplift Max Horiz
·35 1bs 91 1bs
·97 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Rotiider _ C:oloradn &03
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R.l!SS
SPAN
1-11-15
PITCH
3.008/12
Automated Load Case WI: MWFRS-Left(Up)
Dis1nbuted Loads
Member Location I Location 2
Top 0-<l-<l 1-11-15
Webl-4 Cont
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2
Top 0-<l-<l 1-11-15
Webl-4 Cont
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-<l-<l 1-11-15
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2
Top 0-<l-0 1-11-15
Webl-4 Cont
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member Location I Location 2
Top 0-<l-<l 1-11-15
Web l-4 Cont
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for 1his load case.
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
QTY
2
Automated Load Case Ll 0*: UBC !Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Cont
User -defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
25.26 psf
14.56 psf
Start Load
17.91 psf
16.88 psf
Start Load
9.29 psf
Start Load
77.56 psf
44.08 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
25.26 psf
14.56 psf
End Load
17.91 psf
16.88 psf
End Load
9.29 psf
End Load
77.56 psf
44.08 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
Trib Width
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
3) This truss has been designed in accordance withASCE7 -I 0, II 0 mph illtimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
Dl +0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
10 0.601 +0.6Wl
II 0.6 Dl + 0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
l.OOO
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial furce, (max compr. force if different from max axial force)
TChd l-2 O.lll -27 lbs
BChd 3-4 0.047 -69 lbs
Webs 1-4 0.043 -73 lbs 1-3 0.024 75 lbs (-141bs) 2-3 O.o30 76 lbs (-73 lbs)
Truss-to-truss Connections Summary
TO Carried Truss Carrying Truss Carrying Offset Ansle
TT7 T03 G02 2-11-6 45 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T03
213
1/2/2016 7:35:05 PM
Amcon6.003
2of2
Eng Plot
WGT/PLY
5.5lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTIIATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS 1HE MINIMUM APPLICABLE DESIGN CRITERIA FOR
T(-W T run<:. T OAnTNC1 C'_ONnmONS TRTJSS "MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Rnnlrl<>r rnlnr<lrinRO 1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-1-9
sws
R U S S
PITCH
2.995/12
QTY
4
0-10-0
1s
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3~
3-1-9
3-1-9
3-1-9
OHR
0-0-0
PLYS
1-7-6
2s
0-0-0
1
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T04
213
1/2/2016 7:35:05 PM
Amcon6.003
1 of3
EngP1ot
WGT/PLY
8.11bs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Amcon TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.504 (1-2) TL: 0.04 in
BC: 0.195 (3-4) LL: 0.02 in
Web: 0.056 (1-4) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Brg Wid Reaction JT BC Max React
4 Pin (WL) 6 in 70 lbs 133lbs
3 H Roll (T1) 2 in 70 lbs 133 lbs
4 Pin (WL) 6 in 133 lbs
3 H Roll (T1) 2 in 133 1bs
4 Pin (WL) 6 in 561bs
4 Pin (WL) 6 in 91bs H
3 H Roll (T1) 2 in 50 1bs
4 Pin (WL) 6 in 81 lbs
4 Pin (WL) 6 in -241bsH
3 HRoll (T1) 2 in 90 1bs
4 Pin (WL) 6 in 70 lbs
3 H Roll (T1) 2 in 70 lbs
4 Pin (WL) 6 in 70 lbs
3 HRoll (T1) 2 in 70 lbs
4 Pin (WL) 6 in I071bs
4 Pin (WL) 6 in 7 lbs H
3 H Roll (T1) 2 in 1021bs
4 Pin (WL) 6 in 60 lbs
4 Pin (\VL) 6 in 7lbsH
3 H Roll (T1) 2 in 551bs
4 Pin (WL) 6 in ll71bs
3 HRoll (IT) 2 in 117 1bs
Pin (\VL) 10 6 in 11bs
Pin (WL) 10 6 in 91bsH
HRoll (T1) 10 2 in -12 1bs
Pin (WL) 11 6 in 161bs
Pin (WL) 11 6 in 341bs H
HRoll (T1) 11 2 in 11bs
Pin (WL) 12 6 in -73 lbs
Pin (WL) 12 6 in 1171bs H
H Roll (1T) 12 2 in -1341bs
Pin (WL) 13 6 in 42 1bs
H Roll (T1) 13 2 in 421bs
Pin (WL) 14 6 in 102 1bs
H Roll (T1) 14 2 in 102 lbs
Member Material CSI Brae in~,:~
Top Chd I-2 20TC20 (50 ksi) 0.504 Sheathed
Bot Chd 3-4 20TC20 (50 ksi) 0.195 Sparse
Webl-4 l5C20 (50 ksi) 0.056 Unbraced
Webl·3 15C20 (50 ksi) 0.031 Unbraced
Web2-3 l5C20 (50 ksi) 0.051 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L!
L/768
L/999
-12 lbs
MaxP
-44lbs
-95lbs
-ll4lbs
98lbs
122lbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTiffi TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS l1ffi MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE WADS, LOADING CONDffiONS, TRUSS NlEMBER CONFIGURATIONS, AND SPANS LISTED ON lHIS SHEEt
(loc:) Allowed
(1-2) L/240
(1-2) L/360
I
Max U£lift Max Horiz
-73 lbs 1171bs
-134 1bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02 .., __ , ... __ ...,_, __ ... _ 0/\'l/\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
3-1-9
PITCH
2.995/12
QTY
4
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Coot
Coot
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-4
Location l
0-0-0
Coot
Location 2
3-1-9
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl4
Location 1
0-0-0
Coot
Location 2
3-1-9
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 3-1-9
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Web l-4
Location 1
0-0-0
Coot
Location 2
3-1-9
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl4
Location 1
0-0-0
Coot
Location 2
3-1-9
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location l
Bot Coot
User-defined Load Case E I: Seismic
No loads were defmed for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.32 psf
Rake 14.56 psf
Spread Start Load
Rake 17.92 psf
Rake 16.88psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottorn chord live load plus dead loads.
0-0-0 I
End Load TribWidth
16 psf 24 in
6 psf 24 in
End Load TribWidth
25.32 psf 24 in
14.56 psf 24 in
End Load Trib Width
17.92 psf 24 in
16.88 psf 24 in
End Load Trib Width
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in 44.08 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load Trib Width
10 psf 24 in
3) This truss has been designed in accordance withASCE7-10, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
II
12
Load Combo
Dl
Dl +Lrl
DI+0.6W3
Dl +0.6 W8
Dl+0.6W9
Dl + 0.7 El
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 Wl
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E'O.OI
14 Dl+LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000 1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.504 44 lbs
BChd 34 0.195 -95 lbs
Webs 1-4 0.056 -11411>; 1-3
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TTJ T04 GO!
TI8 T04 G02
0.031 98 lbs
Carrying Offset
4-6-10
4-6-10
GUSSET PLATES
Joint Detail Gusset Ga Joint
(-16 lbs) 2-3 0.051
Detail
Angle
45 deg
45 deg
Gusset
122 lbs (-11411>;)
Ga
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THF. I DADS_ TDADTNG CONDlTIONS. TRUSS "MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T04
213
1/212016 7:35:05 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
8.1lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
n~.1..1~~ r~I~~A~Ql\1:1\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-J-9
Additional Notes:
sws
T R u s s
PITCH
2.995/12
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
QTY OHL OHR
4 0-0-0 0-0-0
Truss: T04
JobName: 213
Date: 1/2/2016 7:35:06PM
System: Amcon6.003
Pag;e: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 8.11bs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requims placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETJVIEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-5-11
R U S S
PITCH
3.004/12
QTY
2
0-10-0
1s
0-0-0
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
3~
3-5-11
3-5-11
3-5-11
OHR
0-0-0
PLYS
I
1-8-7
2s
0-0-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T05
213
1/2/2016 7:35:06 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
8.9lbs
Circles indicate fastener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the meml:x!r. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be instaHed on one side of the truss. (b) indicates the number of# 12 SDS (ATSl) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1 ,l38 lbs; 68 mils: I ,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH Sln'PLETvfENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
4 Pin (IVL) I I
3 H Roll (IT) I I
4 Pin (IVL) 2 I
3 HRoll (IT) 2 I
4 Pin (\VL) 3 I
4 Pin (\VL) 3 I
3 H Roll (IT) 3 I
4 Pin (\VL) 4 I
4 Pin (WL) 4 I
3 H Roll (TI) 4 I
4 Pin (\VL) 5 I
3 H Roll (IT) 5 I
4 Pin (\VL) 6 I
3 HRoll (IT) 6 I
4 Pin (WL) 7 I
4 Pin (IVL) 7 I
3 H Roll (IT) 7 I
Pin (WL) 8 Pin (WL) 8
H Roll (IT) 8
Pin (\VL) 9
HRoll (IT) 9
Pin (WL) 10
Pin (IVL) 10
H Roll (IT) 10
Pin (\VL) II
Pin (WL) II
H Roll (IT) II
Pin (IVL) 12
Pin (\VL) 12
HRoll (TI) 12
Pin (IVL) 13
H Roll (IT) 13
Pin (WL) 14
H Roll (IT) 14
Member Material
Top Chd 1-2 20TC20 (50 ksi)
Bot Chd 34 20TC20 (50 ksO
Web 14 15C20 (50 ksi)
Web 1-3 15C20 (50 ksi)
Web2-3 15C20 (50 ksi)
CSI
TC: 0.773 (1-2)
BC: 0.298 (34)
Web: 0.060 (14)
TC Continuously Braced
BC Bracing Sparse
Be Wid
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
Reaction
781bs
781bs
148 lbs
1481bs
62 lbs
10 lbs H
561bs
90 lbs
-24 lbs H
99 lbs
78 lbs
78 lbs
78 lbs
78 lbs
1181bs
7 lbs H
113 lbs
66 lbs
7 lbs H
61 lbs
130 lbs
130 lbs
Jibs
12 lbs H
-13 lbs
17 lbs
36 lbs H
2 lbs
-84 lbs
125lbs H
-146 lbs
47 lbs
47 lbs
1131bs
113 lbs
Summary
JT BC
CSI
0.773
0.298
0.060
0.033
0.059
Max React
148 lbs
148 lbs
Deflection
TL: 0.06 in
LL: 0.03 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load Elld Load
Top Coot Down Proj 20 psf 20 psf
Bot Cont Down Prcj 0 psf 0 psf
Ll
L/568
L/999
MaxP
49lbs
-103 lbs
-1271bs
I061bs
136 lbs
TribW!dth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON lHIS SHEET MEETS THE l\riTNThtlillvf APPLICABLE DESIGN CRITERIA FOR
(loe) Allowed
(1-2)
(1-2)
I
L/240
L/360
Max Uplift Max Horiz
4!41bs
·146 lbs
125 lbs
Keymark Enterprises, LLC
6707 Winchester Criclc, Suite 102 -. . . ~-
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
u s s
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
3-5-11
PITCH
3.004/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member
Top
Webl-4
Location I
0.{}-0
Cont
Location 2
3-5-11
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Web14
Location 1
0.{}-0
Cont
Location 2
3-5-11
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 3-5-11
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl4
Location l
0-0.{)
Cont
Location 2
3-5-11
Automated Load Case WS: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl4
Location 1
0.{}-0
Cont
Location 2
3-5-11
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Cont
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC -20 12.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.28 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottomchord live load plus dead loads.
0-0-0 1
End Lood Trib Width
16 psf 24 in
6 psf 24 in
End Load TribWidth
25.28 psf 24 in
14.56 psf 24 in
End Load TribWidth
17.91 psf 24 in
16.88 psf 24 in
End Load Trib Width
9.29 psf 24 in
End Load Trib Width
77.56 psf 24 in
44.08 psf 24 in
End Load TribWtdth
8 psf 24 in
16 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordancewithASCE7-I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category ll, Mean RoofHeight 43 ft, Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load Combo
Dl
D1 +Lrl
Dl +0.6W3
D1+0.6W8
01 +0.6 W9
DI+0.7El
01 + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lr1
0.6 D1 + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 EIO.Ol
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.773 491bs
BChd 34 0.298 -103 lbs
Webs 1-4 0.060 -127 lbs 1-3 0.033 106lbs (-17 lbs) 2-3 0.059 136lbs (-127 lbs)
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carrying Offset Angle
TT4 T05 GOI 45 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PAR TOF THIS COIVIPONENT DESIGN DOCUMENT. NOTE THA TTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T05
213
1/2/2016 7:35:06 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
8.9lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-5-11
Additional Notes:
sws
TRUSS
PITCH
3.004/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: T05
JobName: 213
Date: 1/2/2016 7:35:06PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24 in 8.9lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TillS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TinS SHEETMEETS 1HE MINIMUM APPLICABLE DESIGN CRITERIA FOR
'T'fTD Tr.Ar>.C' T r.An.n.!r> rAXTT'U'T"'A'-IC' TDTTC'C' 1\.,ITIIL.fDDO r'£'1,'1\.TL'Tf!TTD AT'Ttl:~<o.TC' &"I<I,JI'\ O:::DAl..Tt:' l J(;,;''JT.T\ {).liJ TUJQ <;:_"U]:/J7T
Keymark Enterprises, LLC
6707 _Wi?~hes~er, Cri?le_,_~_?~t~ I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-11-15
sws
R U S S
PITQ-1
3.004/12
QTY
2
0-10-0
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3~
3-11-15
3-11-15
OHR
0-0-0
PLYS
1
1-10-0
2s
0-0-0
Truss: T06
JobName: 213
Date: 112/2016 7:35:06PM
System: Amcon6.003
Page: 1 of3
Report: Eng Plot
SPACING WGT/PLY
24in 11.1 1bs
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (A lSI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called out ·on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Amcon TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lbs.Allowable shear per # 12 SDS (AISl) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.703 (l-2) TL: 0.04 in
BC: 0.520 (3-4) LL: 0.02 in
Web: 0.070 (2-3) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wtd Reaction lT BC Max React
4 p;n (WL) [ 6 in 90 lbs [ [ 70 lbs
3 H Roll (IT) [ 2 in 90 1bs [ [ 70 lbs
4 p;n (WL) [ 6 in 170 lbs
3 HRoll (IT) [ 2 in 170 1bs
4 p;n (WL) [ 6 in 71 lbs
4 p;n (WL) [ 6 in l l 1bs H
3 HRoll (IT) [ 2 in 64 1bs
4 p;n (WL) [ 6 in lOS lbs
4 p;n (WL) [ 6 in -26 lbs H
3 HRoll (IT) [ 2 in [ 13 lbs
4 Pin (WL) [ 6 in 90 1bs
3 H Roll (IT) [ 2 in 90 1bs
4 p;n (WL) [ 6 in 90 lbs
3 H Roll (IT) [ 2 in 90 lbs
4 p;n (WL) [ 6 in 136 lbs
4 p;n (WL) [ 6 in 8 lbs H
3 HRoll (IT) [ 2 in 131 1bs
Pin (WL) 8 [ 6 in 76 lbs
p;n (WL) 8 [ 6 in 8lbsH
H Roll (IT) 8 [ 2 in 71 lbs
p;n (WL) 9 [ 6 in ISO lbs
H Roll (IT) 9 [ 2 in ISO 1bs
P;n (WL) 10 [ 6 in [ 1bs
p;n (WL) 10 [ 6 in 16 1bs H
H Roll (IT) 10 [ 2 in -l41bs
p;n (WL) [[ [ 6 in 19 1bs
Pin (WL) 11 [ 6 in 38 1bs H
H Roll (IT) [1 [ 2 in 3 1bs
p;n (WL) 12 [ 6 in -[0[ 1bs
p;n (WL) 12 [ 6 in 137 lbs H
H Roll (IT) 12 [ 2 in -163 lbs
Pin (WL) 13 [ 6 in 54 lbs
H Roll (IT) 13 [ 2 in 541bs
Pin (WL) 14 [ 6 in 130 1bs
H Roll (IT) 14 [ 2 in 130 1bs
Member Material CSI Brae in~
Top Chd 1-2 30TC20 (50 ksi) 0.703 Sheathed
BotChd 3-4 20TC20 (50 ksO 0.520 Sparse
Webl-4 l 5C20 (50 ks;) 0.065 Unbraced
Webl-3 l 5C20 (50 ks0 0.037 Unbraced Web2~3 l sc2o (50 ksO 0.070 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lr1: Std Live Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
seread
Proj
Prqj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/986
L/999
-14 lbs
MaxP
-56 lbs
-liS 1bs
-146 1bs
[ 17 1bs
155 1bs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF lHIS DRA WTNG PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHTS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(l-2) L/240
(l-2) L/360
[
MaxU12;lift Max:Horiz
-101 1bs 137 lbs
-163 1bs
Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
H ll S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
3-11-15
PITCH
3.004/12
QTY
2
OHL
0-0-0
OHR PLYS
Load Case D I : Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl4
Location 1
0-0-0
Cont
Location 2
3-11-15
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-4
Location l
0-0-0
Cont
Location 2
3-11-15
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 3-11-15
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
3-11-15
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
3-11-15
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Dislrlbuted Loads
Member Location I
Bot Cont
User -defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.28 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
0-0-0 I
End Load TribV.Idth
16 psf 24 in
6 psf 24 in
End Load TribWtdth
25.28 psf 24 in
14.56 psf 24 in
End Load TribWidth
17.91 psf 24 in
16.88 psf 24 in
End Load TribWidth
9.29 psf 24 in
End Load Trib Width
77.56 psf 24 in
44.08 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7 - I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load Combo
Dl
Dl +Lrl
DI+0.6W3
Dl+0.6W8
Dl +0.6 W9
DI+0.7EI
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
D1 +0.53 Ei +0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
l3 0.6 Dl + 0.7 E/0.01
14 Dl + LIO*
Factor
1.000
1.000
1.000 1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member TD, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.703 -561bs
BChd 34 0.520 -115 lbs
Webs l-4 0.065 -1461bs 1-3 0.037 117 lbs (-18 lbs) 2-3 0.070 155 lbs (-146lbs)
Truss-to-truss Connections Summary
ID Carried Truss Carryins Truss Carrying Offset Angle
TT9 T06 G02 5-9-5 45 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF TIIIS DRA WTNG PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCt.nvJENT. NOTETHATTiffi
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TinS SHEET MEETS THE MTNIMillvl APPLICABLE DESIGN CRITERIA FOR
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T06
213
1/2/2016 7:35:06 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
ll.llbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02 ..., __ ,_, __ .-.~•~~-'~ 01\.,1\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-11-15
Additional Notes:
sws
R lJ S S
PITCH
3.004/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
OHR
0-0-0
PLYS
1
Truss: T06
JobName: 213
Date: 1/2/2016 7:35:06 PM
System: Amcon6.003
Page: 3 of3
R(,port: Eng Plot
SPACING WGT/PLY
24in ll.llbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
5-1-9
sws
R U S S
PITCH
2.997/12
0-10-0
1s
0-0-0
QTY
4
2-6-12
2-6-12
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
2-6-12
5-1-9
3~
2-6-12 2-6-12
2-6-12 5-1-9
PLYS
I
2-:1-6 3s
0-0-0
Truss:
JobName:
Date:
System:
Page:
Rf:port:
SPACING
24in
T07
213
1/2/2016 7:35:07 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
13.7lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each wlue indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)to be installed on each side of the truss. Where connection plates are caHed out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowab\e shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WTIH SUPPLEN1ENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
6 Pin (WL) 1 1
4 H Roll (fT) 1 1
6 Pin (WL) 2 1
4 HRoll (IT) 2
6 Pin ('i\'L) 3
6 Pin (WL) 3
4 H Roll (IT) 3
6 Pin (WL) 4
6 Pin (WL) 4
4 HRoll (IT) 4
6 Pin (WL) 5
4 H Roll (IT) 5
6 Pin (WL) 6
4 HRoll (IT) 6
6 Pin (WL) 7
6 Pin (WL) 7
4 H Roll (IT) 7
6 Pin (\VL) 8
6 Pin (WL) 8
4 HRoll (IT) 8
6 Pin (WL) 9
4 H Roll (IT) 9
6 Pin (WL) 10
6 Pin (WL) 10
4 HRoll (IT) 10
6 Pin (WL) 11
6 Pin (WL) 11
4 H Roll (IT) II
6 Pin (WL) 12
6 Pin (WL) 12
4 H Roll (IT) 12
6 Pin (WL) 13
4 H Roll (IT) 13
6 Pin (WL) 14
4 H Roll (IT) 14
Member Material
Top Chd 1-3 20TC20 (50 ksi)
Bot Chd 4-6 20TC20 (50 ksi)
Web 1-6 15C20 (50 ksi)
Web 1-5 15C20 (50 ksi)
Web2-5 15C20 (50 ksi)
Web24 15C20 (50 ksi)
Web34 15C20 (50 ksi)
CSI
TC: 0.194 (1-2)
BC: 0.147 (4-5)
Web: 0.230 (24)
TC Continuously Braced
BC Bracing Sparse
Br Wid
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
Reaction
115 1bs
1151bs
218 1bs
218 1bs
91 1bs
141bs H
83 1bs
1361bs
-281bs H
1441bs
115 1bs
1151bs
115 1bs
115 1bs
1741bs
11 1bs H
168 1bs
971bs
lllbsH
91 1bs
192 lbs
192 lbs
0 lbs
241bsH
-18 lbs
22 lbs
44 lbs H
6 lbs
-135 lbs
163 lbs H
~203 lbs
69 lbs
69lbs
167 lbs
167 lbs
Summary
JT BC
CSI
0.194
0.147
0.082
0.078
0.015
0.230
O.o38
Max React
2181bs
218 lbs
Deflection
lL: 0.02 in
LL:O.Ol in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE : Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distnbuted Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/999
L/999
MaxP
-257 lbs
235 lbs
-2061bs
2471bs
461bs
-2741bs
75 lbs
TribWtdth
24 in
24 in
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF Tl--IIS COMPONENT DESIGN DOCUMENT. NOTETHATTIIE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTIIE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS TilE NONTh1illvl APPLICABLE DESIGN CRITERIA FOR
'TI.JTIT £"\.I.T\C' T£"\.l.n.n..Tl'!r£"\"J<..Tr\l'TI£"\lVC' 'TDTTC'C' r...~ARI<D r'f"'hlt::Tr!1ID ATT{)l\J"-ANn '-!PAl\T<.! 11'-!'l'l<n {)?.JTI-IT"-<.!J..JPPT
(loc:) Allowed
(1-2)
(t-2)
3
L/240
L/360
Max Uplift Max Horiz
-135 lbs 163 lbs
-203 lbs
Keymark Entetprises, LLC
6707 Winchester Cricle, Suite 102
~ '' ~ ' ' ~~~~.
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
5-1-9
PITCH
2.997/12
QTY
4
OHL
0-0-0
OHR PLYS
Load CaseD 1: Std Dead Load
Distnbuted Loads
Member
Top
Bot
Location 1
Cont
Coot
Location 2
Automated Load Case W1: MWFRS-Left(Up)
Distnbuted Loads
Member
Top
Webl-6
Location l
0-0-0
Coot
Location 2
5-1-9
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-6
Location 1
0-0-0
Coot
Location 2
5-1-9
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 5-1-9
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member
Top
Webl-6
Location I
0-0-0
Coot
Location 2
5-1-9
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member
Top
Webl..tl
Location I
0-0-0
Coot
Location 2
5-1-9
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location 1
Bot Coot
User-defined Load Case E l: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with lBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.32 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.37 psf
Rake 43.97 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
0-0-0 I
End Load TribWidth
16 psf 24 in
6 psf 24 in
End Load Trib Width
25.32 psf 24 in
14.56 psf 24 in
End Load Trib Width
17.91 psf 24 in
16.88 psf 24 in
End Load Trib Width
9.29 psf 24 in
End Load TribWidth
77.37 psf 24 in
43.97 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load Trib Width
10 psf 24 in
3) This truss has been designed in accordance withASCE7 -10, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roof Height 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
Dl +0.6 W8
Dl +0.6 W9
Dl +0.7EI
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
II 0.601 +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 EIO.OI
14 Dl+LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.194 -2571bs 2-3 0.177 -30 lbs
BChd 4-5 0.147 235 lbs (-235 lbs) 5-6 0.073 -141 lbs
Webs 1-6 0.082 -206 lbs 2-5 0.015 46 lbs (-32 lbs) 3-4 0.038 75 lbs (-69 lbs)
1-5 0,0)8 2471bs (-991bs) 2-4 0.230 -2741bs
Truss-to-truss Connections Summary
ID Carried Truss Carr~ng Truss Carr~ns:Offset Anale
TT5 T07 GOI 7-4-9 45 deg
TTIO T07 G02 7-4-9 45 deg
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS CONIPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
'1"Ul< T fiAf\~ T fH.nThir. rANniTJ()l\fo;;:. TIHT.;;:.;;: 'MPMRPQ rn.hlPir.Tm ATI/Ihl<;;:. Ahln <:.:PAl\f'<. T T<;;:.TPf\ f"\hl Tml.< .;;:J..JPPT
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T07
213
l/2/2016 7:35:07 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
13.7lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102 ----. . ~~~--
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
5-1-9
Additional Notes:
Detail
R U S S
PITCH
2.997/12
GUSSET PLATES
Gusset Ga Joint
QTY
4
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: T07
JobName: 213
Date: 1/2/2016 7:35:07PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 13.71bs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE T flAnS T.OAnTNG r.oNDmONS_ TRIJSS MEMBER CONFIGURATIONS_ AND SPANS LISTED ON THIS SHEEI
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
-n __ ,_, __ r<-1--..l-on~n•
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
5-7-9
R U S S
PITGI
2.997/12
0-10-0
0-0-0
QTY
6
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
2-9-12 2-9-12
2-9-12 5-7-9
3~
PLYS
1
0-0-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T08
213
1/2/2016 7:35:07 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
14.9lbs
~--------2--9~--12 __________ +-_________ 2-_9_-1_2 _______ ~
2-9-12 5-7-9
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISJ) fasteners required at one end of the member. Each value indicates the number offasteners required: (s)
indicates the number of Amcon TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (A lSI) to be installed on each side of the truss. Where connection plates are called out Orl this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS #12 fastener as foHows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowab\e shear per #12 SDS (A lSI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEl'vlENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L!
TC: 0.227 (2) TL: 0.02 in L/999
BC: 0.187 (4-5) LL: 0.01 in L/999
Web: 0.307 (24) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Be Wid Reaction JT BC Max React
6 Pin (WL) 6 in 1271bs 6 239 lbs
4 H Roll (TI) 2 in 127 lbs 4 2391bs -19 lbs
6 Pin (WL) 6 in 239 lbs
4 HRoll (TI) 2 in 239 lbs
6 Pin (WL) 6 in 99 lbs
6 Pin (WL) 6 in 161bsH
4 HRoll (TI) 2 in 91 lbs
6 Pin (WL) 6 in 149 lbs
6 Pin (WL) 6 in -30 lbs H
4 HRoll (TI) 2 in 158 lbs
6 Pin (WL) 6 in 127 lbs
4 H Roll (TI) 2 in 127 lbs
6 Pin (WL) 6 in 127 lbs
4 H Roll (TI) 2 in 1271bs
6 Pin (WL) 6 in 190 lbs
6 Pin(WL) 6 in 121bsH
4 H Roll (TI) 2 in 185 lbs
6 Pin (WL) 6 in 1061bs
6 Pin (\VL) 8 6 in l2lbsH
4 H Roll (TI) 8 2 in 100 lbs
6 Pin (WL) 9 6 in 211 lbs
4 H Roll (TI) 9 2 in 211 lbs
6 Pin (WL) 10 6 in 0 lbs
6 Pin (WL) 10 6 in 281bs H
4 HRoll (TI) 10 2 in -19 lbs
6 Pin (WL) II 6 in 24 lbs
6 Pin (WL) II 6 in 471bs H
4 H Roll (TI) II 2 in 7 lbs
6 Pin (WL) 12 6 in -1481bs
6 Pin (WL) 12 6 in 173 lbs H
4 H Roll (TI) 12 2 in -218 lbs
6 Pin (WL) 13 6 in 76 lbs
4 HRoll (TI) 13 2 in 76 lbs
6 Pin (WL) 14 6 in 183 lbs
4 H Roll (TI) 14 2 in 183 lbs
Member Material CSI Brae in~ MaxP
Top Chd 1-3 20TC20 (50 ksi) 0.227 Sheathed -299 lbs
Bot Chd 4-6 20TC20 (50 ksi) 0.187 Sparse 274 lbs
Webl-6 15C20 (50 ksi) 0.090 Unbraced -226 lbs
Webl-5 15C20 (50 ksi) 0.100 Unbraced 285 lbs
Web2-5 15C20 (50 ksi) 0.017 Unbraced 541bs
Web24 15C20 (50 ksi) 0.307 Unbraced -3141bs
Web34 15C20 (50 ksi) 0.045 Unbraced 821bs
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top Cent Down Proj 20 psf 20 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE lVflNIMUM APPLICABLE DESIGN CRITERIA FOR
THE WADS, WADING CONDffiONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON TI-HS SHEET.
(loc) Allowed
(1-2) L/240
(1-2) L/360
3
Max U2\ift Max Horiz
-148 lbs 173 lbs
-2181bs
Keymark Enteiprises, LLC
6707 Winchester Cric\e, Suite I 02
~ '. ~. . ~---·
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
5-7-9
PITCH
2.997/12
QTY
6
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member
Top
Webl-6
Location I
0-0-0
Cont
Location 2
5-7-9
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member
Top
Webl-6
Location l
0-0-0
Cont
Location 2
5-7-9
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location l Location 2
Top 0-0-0 5-7-9
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member
Top
Webl-6
Location I
0-0-0
Cont
Location 2
5-7-9
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-6
Location l
0-0-0
Cont
Location 2
5-7-9
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for !his load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Cont
User-defined Load Case E 1: Seismic
No loads were defined for !his load case.
Location 2 Direction
Down
!)This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.31 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 76.7psf
Rake 43.57 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottomchord live load plus dead loads.
0-0-0 I
End Load Trib Width
16 psf 24 in
6 psf 24 in
End Load Trib Width
25.31 psf 24 in
14.56 psf 24 in
End Load Trib Width
17.91 psf 24 in
16.88 psf 24 in
End Load Trib Width
9.29 psf 24 in
End Load Trib Width
76.7 psf 24 in
43.57 psf 24 in
End Load Trib Width
8 psf 24 in
16 psf 24 in
End Load Trib Width
10 psf 24 in
3) This truss has been designed in accordance withASCE7 -I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hunicane Prone Region.
Load Combinations
Load ComOO
Dl
Dl +Lrl
Dl+0.6W3
4 Dl +0.6 W8
5 Dl +0.6 W9
6 Dl +0.7El
7 DI+0.45W3+0.75Lrl
8 Dl +0.45 W3
9 Dl+0.53El+0.75Lrl
10 0.6 Dl +0.6 WI
II Q.6 Dl + 0.6 W2
12 0.6 D1 + 0.6 W4
13 0.6D1 +0.7EI0.01
14 Dl + LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.227 -299lbs 2-3 0.213 -33 lbs
BChd 4-5 0.187 274lbs (-266lbs) 5-6 0.093 -15llbs
Webs l-6 0.090
0.100
-226 lbs
285 lbs
2-5 0.017 54lbs (-32 lbs) 3-4 0.045 82 lbs (-76 lbs)
1-5 (-119lbs) 2-4 0.307 -314lbs
Truss-to-truss Connections Summary
lD Carried Truss Carrying Truss
TT13 T08 G03
TT14 TOS G03
TT12 TOS G03
Carrying Offset
9-4-12
11-4-12
7-4-12
Angle
90 deg
90 deg
90 deg
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATllffi TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS 11ffi MlNrMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDffiONS. TRUSS NIEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T08
213
1/2/2016 7:35:07 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
14.9lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
~ 0 0 ~ 0 0 ~hA~<
GS Build® System
GSTruss®
Version: 5,008.2 [Build 140]
Joint
SPAN
5-7-9
Additional Notes:
Detail
R U S S
PITCH
2,997/12
GUSSET PLATES
Gusset Ga Joint
QTY
6
Detail
SWS Panel & Truss
4231 Liberty Blvd,
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: T08
JobNarne: 213
Date: 112/2016 7:35:07 PM
System: Amcon6,003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in l4,9lbs
At least one chord segment of this truss has been designed assuming sparse bracing, Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss, Lateral braces shall be' installed within 6 " ofthe end of each chord segment
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TIITS SHEETMEETS THE rvnNTivrUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cric!e, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
6-1-13
sws
R U S 5
PITCH
2.997/12
0-10-0
0-0-0
QTY
6
3-0-14
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
3~
3-0-14
6-1-13
3-0-14
3-0-14 6-1-13
PLYS
1
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
0-0-0
T09
213
1/2/2016 7:35:07PM
Amcon6.003
1 of3
EngP1ot
WGT/PLY
16.2\bs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end ofthe member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (A lSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lbs.Allowable shear per # 12 SDS (AISl) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.270 (2)
BC: 0.237 (4-5)
Web: 0.403 (24)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
6 Pin (WL) I 6 in
4 H Roll (IT) I 2 in
6 Pin (WL) 2 6 in
4 H Roll (IT) 2 2 in
6 Pin (WL) 3 6 in
6 Pin (WL) 3 6 in
4 H Roll (IT) 3 2 in
6 Pin (WL) 4 6 in
6 Pin (WL) 4 6 in
4 H Roll (IT) 4 2 in
6 Pin (WL) 5 6 in
4 HRoll (IT) 5 2 in
6 Pin (WL) 6 6 in
4 HRoll (IT) 6 2 in
6 Pin (WL) 7 6 in
6 Pin (WL) 7 6 in
4 H Roll (IT) 7 2 in
6 Pin (WL} 8 6 in
6 Pin (WL) 8 6 in 4 H Roll (TT) 8 2 in
6 Pin (WL) 9 6 in
4 H Roll (IT) 9 2 in
6 Pin (WL) 10 6 in
6 Pin (WL) 10 6 in
4 H Roll (IT) 10 2 in
6 Pin (WL) II 6 in
6 Pin (WL) II 6 in
4 H Roll (IT) II 2 in
6 Pin (WL) 12 6 in
6 Pin (WL) 12 6 in
4 H Roll (IT) 12 2 in
6 Pin (WL) 13 6 in
4 H Roll (IT) 13 2 in
6 Pin (WL) 14 6 in
4 H Roll (IT) 14 2 in
Member Material
Top Chd 1-3 20TC20 (50 ksi)
Bot Chd 4./5 20TC20 (50 ksQ
Web I.Q 15C20 (50 ksi)
Web 1-5 15C20 (50 ksi)
Web2-5 15C20 (50 ksi)
Web24 15C20 (50 ksi)
Web34 15C20 (50 ksi)
Reaction
138 lbs
138 lbs
2611bs
261 lbs
· I081bs
171bs H
100 lbs
163 lbs
-31 lbs H
172 lbs
138 lbs
1381bs
138 lbs
138 lbs
2081bs
131bsH
202 lbs
116 lbs
13 lbs H
ItO lbs
231 lbs
231 lbs
-0 lbs
321bs H
-21 lbs
26 lbs
50 lbsH
81bs
-161 lbs
183 lbs H
-233 lbs
83 lbs
83 lbs
200 lbs
200 lbs
Summary
JT BC
CSI
0.270
0.237
0.099
0.136
0.019
0.403
0.053
Max React
261 lbs
261 lbs
Deflection
TL: 0.03 in
LL: 0.02 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Dislribuled Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/999
L/999
MaxP
-343 lbs
316 lbs
-247 lbs
326 lbs
621bs
-358 lbs
88 lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TillS COMPONENT DESIGN DOCUMENT. NOTETIIAT1HE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTIIE TRUSS ASSEMBLY SHOWN ON TillS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
--T-• -~ 7 ~ ·~~•..-. ...,,.....,.Tru•.,..rr-.uo Tr>TT<:'<' A...-cll..n:n:;n rrr11.ffilr.!TTD A'T'ff'"'lhl~ ANn ~PAN<;: T TI;,!TPD ON THIS SHEET.
(loc)
(1-2)
(1-2)
3
Max Uplift
-161 lbs
-233 lbs
Allowed
L/240
L/360
Max Horiz
183 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder. Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T R U S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
6-1-13
PITCH
2.997/12
QTY
6
OHL
0-0-0
OHR PLYS
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Coot
Coot
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member
Top
Webl-6
Location 1
0-0-0
Coot
Location 2
6-1-13
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-6
Location I
0-0-0
Coot
Location2
6-1-13
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 6-1-13
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-6
Location 1
0-0-0
Coot
Location 2
6-1-13
Automated Load Case WS: MWFRS-Left(Min)
Distnbuted Loads
Member
Top
Webl-6
Location I
0-0-0
Coot
Location 2
6-1-13
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Com
User-defined Load Case E1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with 1BC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.31 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 75.87 psf
Rake 43.09 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottomchord live load plus dead loads.
0-0-0 1
End Load Trib'Width
16 psf 24 in
6 psf 24 in
End Load Trib Width
25.31 psf 24 in
14.56 psf 24 in
End Load Trib Width
17.91 psf 24 in
16.88 psf 24 in
End Load Trib \Vidth
9.29 psf 24 in
End Load Trib Width
75.87 psf 24 in
43.09 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
II
12
Load ComOO
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6W9
Dl+0,7El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6Dl +0.7E/O.Ol
14 Dl+LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. furce if different from max axial furce)
TChd 1-2 0.263 -343 it. 2-3 0.253 -36 lbs
BChd 4-5 0.237 316loo
Wet. 1-6 0.099 -24711>;
1-5 0.136 32611>;
(-298 ll>;) 5-6
2-5
(-14111>;) 24
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT16 T09 G04
TT17 T09 G04
TT18 T09 G04
0.117
0.019
0.403
-161 It.
62 It.
-358 It.
Carrying Offset
74-12
94-12
114-12
(-32 loo) 34
Angle
90 deg
90 deg
90 deg
0.053 8811>; (-83 loo)
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESTGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE M1NlMUM APPLICABLE DESIGN CRITERIA FOR
THE LOAD • LOAD IN "MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T09
213
1/2/2016 7:35:07PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
16.2lbs
Keymark Enterprises, LLC
6707_Wi~l~hes~er Cricte.: ~~ite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
6-1-13
Additional Notes:
Detail
sws
T R U 5 S
PITCH
2.997/12
GUSSET PLATES
Gusset Ga Joint
QTY
6
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
PLYS
1
Truss: T09
JobName: 213
Date: 1/2/2016 7:35:08 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 16.2lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, WADING CONDffiONS, TRUSS l'vfl::."lvfBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEEI
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
R"',Jr!..,. rnlN"<u-I"SI:Ol.f\1
GS Build® System
GSTmss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
0-10-0
0-0-0
sws
R ll S S
PITCH
2.998/12
3-10-0
3-10-0
3~
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
3-10-0
7-8-1
2-9-0
PLYS
I
2-9-11
10-5-12
3-10-0 3-10-0 5-7-6
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
2-9-I I
13-3-7
TlO
213
112/2016 7:35:08 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
34.6lbs
2-9-0
5s
2
TT20 6s
0-0-0
----------~--------------------------+-------------------------------------~ 3-10-0 7-8-1 13-3-7
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called out •:>n this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am coo TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 8 t 0 lbs; 54 mils: I, 138 lbs; 68 mils: 1,610 lb>.Allowable shear per # 12 SDS (AISl) fastener is
calculated per the NASPEC 2007 WTIH SUPPLEivffiNT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection Ll
TC: 0.533 (l-2) TL: 0.1 in L/999
BC: 0.988 (6-7) LL: 0.05 in L/999
Web: 0.972 (4-6) HorzlL:O.Ol in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React Max C&CU lift
9 Pin (WL) l 6 in 298 lbs
6 HRoll (1T) l 2 in 294 lbs
9 Pin (WL) 2 6 in 563 lbs
6 H Roll (1T) 2 2 in 560 lbs
9 Pin (WL) 3 6 in 239 lbs
9 Pin (WL) 3 6 in 21 lbs H
6 H Roll (1T) 3 2 in 267 lbs
9 Pin (WL) 4 6 in 348 lbs
9 Pin (WL) 4 6 in -34lbs H
6 H Roll (1T) 4 2 in 3l8lbs
9 Pin (WL) 5 6 in 298 lbs
6 H Roll (1T) 5 2 in 294 lbs
9 Pin (WL) 6 6 in 298 lbs
6 H Roll (1T) 6 2 in 294lbs
9 Pin (WL) 7 6 in 453 lbs
9 Pin (WL) 7 6 in 16 lbs H
6 H Roll (1T) 7 2 in 473 lbs
9 Pin (WL) 8 6 in 254lbs
9 Pin (WL) 8 6 in 16 lbs H
6 HRoll (fT) 8 2 in 274 lbs
9 Pin (WL) 9 6 in 497 lbs
6 H Roll (1T) 9 2 in 494 lbs
9 Pin (WL) 10 6 in -23 lbs
9 Pin (WL) 10 6 in 44 lbs H
6 H Roll (1T) 10 2 in -56 lbs
9 Pin (WL) [[ 6 in 25 lbs
9 Pin (WL) [[ 6 in 58 lbs H
6 H Roll (1T) [[ 2 in -35 lbs
9 Pin (WL) 12 6 in -292 lbs
9 Pin (WL) 12 6 in l85lbs H
6 H Roll (1T) 12 2 in -262 lbs
9 Pin (WL) 13 6 in 179 lbs
6 H Roll (1T) 13 2 in l77lbs
9 Pin (WL) 14 6 in 43llbs
6 HRoll (1T) 14 2 in 427 lbs
Member Material
Top Chd l-3 20TC20 (50 ksi)
Top Chd 3-5 20TC20 (50 ksi)
Bot Chd 6-9 20TC20 (50 ksi)
Web l-9 l5C20 (50 ksi)
Web l-8 l5C20 (50 ksi)
Web 2-8 l5C20 (50 ksQ
Web2-7 l5C20 (50 ksi)
Web3-7 l5C20 (50 ksi)
Web4-7 l5C20 (50 ksi)
Web4-6 l5C20 (50 ksi)
Web5-6 l5C20(50kS1)
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distnbuted Loads
Member
Top
B
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Pro·
CSI
0.533
0.297
0.988
0.217
0.673
0.077
0.529
0.016
0.258
0.972
0.059
Start Load
20 psf
0 sf
563 lbs
560 lbs
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unhraced
Unbraced
Unbraccd
End Load
20 psf
0 sf
MaxP
-l,039lbs
-703lbs
988lbs
-544lbs
l ,008 lbs
-159 lbs
-312\bs
50 lbs
332 lbs
-673 lbs
-71 lbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-ru-n 1 na m: Ina nwr. rnxmmnw:: TRTNS MF.MRF.R CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
-292 lbs
-262 lbs
(loc) Allowed
(2-3) L/240
(2-3) L/360
6
Max Uplift Max Horiz
-292 lbs 185 lbs
-262 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder. Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S S
SPAN
13-3-7
Load Case Dl: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
PITCH
2.998/12
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member
Top
Top
Webl·9
Location 1
0-0-0
7-8-1
Cont
Location 2
7-8-1
13-3-7
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member
Top
Top
Webl·9
Location 1
0-0-0
7-8-1
Cont
Location 2
7-8-1
13-3-7
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 7-8-1
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member
Top
Top
Top
Webl·9
Location l
0-0-0
6-3-10
7-8-1
Cont
Location 2
6-3-10
7-8-1
13-3-7
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member
Top
Webl-9
Location 1
0-0-0
Cont
Location 2
7-8-1
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for 1his load case.
Direction
Down
Down
Direction
NUp
NUp
Right
Direction
NUp
NUp
Left
Direction
NUp
Direction
NUp
NUp
NUp
Left
Direction
NDown
Right
QTY
2
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location 1
Bot Cont
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with !BC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
16 psf
6 psf
Start Load
25.31 psf
29.83 psf
14.56 psf
Start Load
17.91 psf
29.83 psf
16.88 psf
Start Load
9.29 psf
Start Load
64.67 psf
64.67 psf
46.63 psf
36.5 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
16 psf
6 psf
End Load
25.31 psf
29.83 psf
14.56 psf
End Load
17.91 psf
29.83 psf
16.88 psf
End Load
9.29 psf
End Load
64.67 psf
64.67 psf
46.63 psf
36.5 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottomchord live load plus dead loads.
PLYS
1
Trib Width
24 in
24 in
TribWidth
24 in
24 in
24 in
Trib Width
24 in
24 in
24 in
TribWidth
24 in
TribWidth
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roof Height 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
Load ComOO
Dl
Dl +Lrl
Dl +0.6W3
Dl +0.6W8
Dl +0.6 W9
Dl +0.7El
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 Wt
II 0.6 Dl + 0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 FIO.Ol
14 Dl + LlO*
Member Forces Summary
TChd 1-2 0.533 -1,0391bs
BChd 6-7 0.988 471 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Memlx:r ID, max CST, max axial force, (max compr. force if different from max axial force)
2-3 0.413 -766 lbs 3-4 0.297 -703 lbs 4-5
(-2491bs) 7-8 0.718 9881bs (-6311bs) 8-9 0.247 -1671bs
0.186 0 lbs
Webs 1-9 0.217 -5441bs 2-8 0.077 -1591bs 3-7 0.016 50 lbs (-171bs) 4-6 0.972
0.059
-6731bs
1-8 0.673 1,0081bs (-4731bs) 2-7 0.529 -3121bs 4-7 0.258 3321bs (-1811bs) 5-6
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carrying Offset Angle mo TIO G05 8-3-2 90 deg
ALL GENERAL NOTES OF THIS DRAWING PACKA.GE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COivWONENTDESIGN DOCUI'v1ENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHAT1HE TRUSS ASSEMBLY SHOWN ON 1HIS SHEETMEETS 1HE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-71 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
TIO
213
112/2016 7:35:08 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
34.6lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02 -. . ~. . ~.-.. ... ,...,
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
13-3-7
Additional Notes:
Detail
sws
R ll S S
PITCH
2.998/12
GUSSET PLATES
Gusset Ga Joint
QTY
2
Detail
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Tmss: TlO
JobName: 213
Date: 1/2/2016 7:35:08PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 34.6lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparserequin:s placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COivfi>ONENTDESIGN DOCUMENT. NOTETHATTifE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR -----------·--~·--~~1m..-.,.,. ..-.r.-,_,..,..,,,.-.,m .o.'T'I'r>.-..r<:' A-..lT'\ C'DA"?..TC' TTC'"T'[:;n 1\hl'T'm~ ~"J..l"PPT
Keymark Enterprises, LLC
6707 Winchester Cric!e, Suite 102
'R"'dAPr rl'lll'll'ml.nR010\
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
0-10-0
0-0-0
sws
PITCH
2.998/12
s s
4-1-2
4-1-2
3~
4-1-2
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
4-1-2
8-2-5
2-10-9
4-1-2
PLYS
1
2-6-9
10-8-14
5-1-2
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
2-6-9
13-3-7
' '
Tll
213
11212016 7:35:08 PM
Amcon6.003
1 of3
EngP1ot
WGT/PLY
35lbs
2-10-9
5s
2
TT29 6s
0-0-0
4-1-2 8-2-5 13-3-7
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (A lSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
IT T e LC BC
9 Pin (WL) I
6 H Roll (IT) I
9 Pin (WL) 2
6 H Roll (IT) 2
9 Pin (WL) 3
9 Pin (WL) 3
6 H Roll (IT) 3
9 Pin (WL) 4
9 Pin (WL) 4
6 H Roll (IT) 4
9 Pin (WL) 5
6 H Roll (IT) 5
9 Pin (WL) 6
6 HRoll (IT) 6
9 Pin(WL) 7
9 Pin (WL} 7
6 H Roll (IT) 7
9 Pin (WL) 8
9 Pin (WL) 8
6 HRol1 (IT) 8
9 Pin (WL) 9
6 H Roll (IT) 9
9 Pin (WL) 10
9 Pin (WL) 10
6 HRoll (IT) 10
9 Pin (WL) 11
9 Pin(WL) II
6 H Roll (IT) II
9 Pin (WL) 12
9 Pin (WL) 12
6 HRoll (IT) 12
9 Pin (WL) 13
6 H Roll (IT) 13
9 Pin (WL) 14
6 H Roll (IT) 14
Member Material
Top Chd 1-3 20TC20 (50 ksi)
Top Chd 3-5 20TC20 (50 ksi)
Bot Chd 6-9 20TC20 (50 ksi)
Web 1-9 15C20 (50 ksi)
Web 1-8 15C20 (50 ksi)
Web2-8 15C20 (50 ksi)
Web2-7 15C20 (50 ksi)
Web3-7 15C20 (50 ksi)
Web4-7 15C20 (50 ksi)
Web4-6 15C20 (50 ksi)
Web 5-6 15C20 (50 ksi)
CSI
TC: 0.575 (1-2)
BC: 0.815 (7-8)
Web: 0.901 (4-6)
TC Continuously Braced
BC Bracing Sparse
Bre. Wid Reaction
6 in 298 lbs
2 in 295 lbs
6 in 564 1bs
2 in 561 1bs
6 in 237 1bs
6 in 23 1bs H
2 in 2641bs
6 in 350 1bs
6 in -361bs H
2 in 322 1bs
6 in 298 1bs
2 in 295 1bs
6 in 298 1bs
2 in 295 1bs
6 in 452 1bs
6 in 171bs H
2 in 4711bs
6 in 253 lbs
6 in 17 1bs H
2 in 272 1bs
6 in 497 1bs
2 in 4941bs
6 in -21 1bs
6 in 481bs H
2 in -55 1bs
6 in 28 1bs
6 in 61 lbs H
2 in -31 1bs
6 in -295 1bs
6 in 195 1bs H
2 in -271 1bs
6 in 179 1bs
2 in 177 1bs
6 in 431 1bs
2 in 428 1bs
Summary
IT BC
CSI
0.575
0.267
0.815
0.217
0.760
0.069
0.722
0.030
0.279
0.901
0.055
Max React
5641bs
561 1bs
Deflection
TL:O.l2in
LL: 0.06 in
Horz TL: 0.01 in
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calcnlation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cent
Location 2 Direction
Down
Down
Spread
Proj
Pro'
Start Load
20 psf
0 sf
End Load
20 psf
o sf
Ll
L/999
L/999
MaxP
-1,051 1bs
-6471bs
998 1bs
-543 1bs
1,015 1bs
-140 1bs
-3841bs
50 1bs
362 1bs
-648 1bs
-62 1bs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
----·~~ -~-~~T....., ....,....,..._.-r.....,.....-..-..,, TnTTC'c< 'l!.n:l'l!..fDUD r<A.,_rnrn.rm A'T'l[\.,_H.' Al..Tr\ C.DAl\JC. J IC.TRnlll\JTf-iJ(C <.:.J.lPFT
(loc) Allowed
(1-2)
(1-2)
6
L/240
L/360
Ma" Uplift Max Horiz
~295 lbs
-271 lbs
195 1bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
u...,,Jrt.,.~ rAJ"""'r!" 5!:fi1.fi I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S 5
SPAN
13-3-7
Load Case Dl: Std Dead Load
Distributed Loads
Memlxr
Top
Bot
Location 1
Coot
Coot
PITCH
2.998/12
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Top
Webl-9
Location 1
0-0-0
8-2-5
Coot
Location 2
8-2-5
13-3-7
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Top
Webl-9
Location I
0-0-0
8-2-5
Coot
Location 2
8-2-5
13-3-7
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Memter Location 1 Location 2
Top 0-0-0 8-2-5
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Top
Top
Web1-9
Location I
0-0-0
6-3-10
8-2-5
Coot
Location 2
6-3-10
8-2-5
13-3-7
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member
Top
Webl-9
Location I
0-0-0
Coot
Location 2
8-2-5
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
NUp
Right
Direction
NUp
NUp
Left
Direction
NUp
Direction
NUp
NUp
NUp
Left
Direction
NDown
Right
QTY
2
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Coot
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC -20 12.
Spread
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
16 psf
6 psf
Start Load
25.31 psf
29.83 psf
14.56 psf
Start Load
17.91 psf
29.83 psf
16.88 psf
Start Load
9.29 psf
Start Load
64.67 psf
64.67 psf
46.63 psf
36.5 psf
Start Load
8 psf
16 psf
Start Load
10 psf
ORR
0-0-0
End Load
16 psf
6 psf
End Load
25.31 psf
29.83 psf
14.56 psf
End Load
17.91 psf
29.83 psf
16.88 psf
End Load
9.29 psf
End Load
64.67 psf
64.67 psf
46.63 psf
36.5 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
1
TribWidth
24 in
24 in
Trib Width
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
TribWidth
24 in
TribWidth
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions ofl40 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load ComOO
D1
Dl +Lrl
Dl +0.6 W3
D1 +0.6W8
Dl +0.6 W9
Dl +0.7El
7 Dl + 0.45 W3 + 0.75 Lrl
8 Dl +0.45 W3
9 Dl + 0.53 El + 0.75 Lr1
10 0.6 Dl +0.6 Wl
11 0.6 Dl +0.6 W2
12 0.6 D1 +0.6 W4
13 0.6 01 + 0.7 FJ0.01
14 Dl+LIO*
Member Forces Summary
TChd 1-2 0.575 -1,051 1bs
BChd 6-7 0.660 415 1bs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
2-3 0.44 7 -710 1bs 34 0.267 -64 7 1bs 4-5
(-224 1bs) 7-8 0.815 9981bs (-6471bs) 8-9 0.289 -1771bs
0.167 0 1bs
Webs 1-9 0.217 -543\bs 2-8 0.069 -140 1bs 3-7 O.oJO 50 1bs (-33 1bs) 4-6 0.901
0.055
-6481bs
1-8 0.760 1,015 1bs (478 lbs) 2-7 0.722 -384 1bs 4-7 0.279 362 lbs (-203 1bs) 5-6
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carrying Offset Ane:le
TT29 T11 G05 26-3-2 90 deg
ALL GENERAL NOTES OF THTS ORA WTNG PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETI-IATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-621bs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
Til
213
1/2/2016 7:35:08 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
35lbs
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
13-3-7
Additional Notes:
Detail
sws
PITCH
2.998/12
GUSSET PLATES
Gusset Ga Joint
QTY
2
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Tmss: Til
JobName: 213
Date: 1/2/2016 7:35:08PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 35lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6" of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENI'. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON TillS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
.,.....=-rr.An.co -rr.Ann.TtC.rAll.rnmAM(' TDTT<;.<(' rvrnr..m-v-u ro'l\rnJr.TmATTONR ANn ~PANS IJSTF.DON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
R,-.ulrl,..r rnltr>'~dl'IRlHOI
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
0-10-0
u s s
PITCH
2.998/12
4-10-0
4-10-0
3~
QTY
2
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
OHR
0-0-0
4-10-0
9-8-1
PLYS
I
6s
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
3-1-6
1:1-3-7
T12
213
1/2/2016 7:35:09 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
40.3lbs
321:'50
2
TT21 5s
0-0-0
~---------4~-1~0~-0~-----------+------------4~-~1~0-~0------------+---------~=1_-~7~-6~--------
4-10-0 9-8-1 1:3-3-7
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Amcon TS SS # I2 fastener as follow·s: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,6I 0 lbs.Allowab\e shear per #I2 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.972 (I-2)
BC: 0.817 (6-7)
Web: 0.760 (4-6)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
8 Pin (WL) I 6 in
5 H Roll (lT) I 2 in
8 Pin (WL) 2 6 in
5 HRoll (lT) 2 2 in
8 Pin (WL) 3 6 in
8 Pin (WL) 3 6 in
5 H Roll (lT) 3 2 in
8 Pin (WL) 4 6 in
8 Pin (WL) 4 6 in
5 H Roll (lT) 4 2 in
8 Pin (WL) 5 6 in
5 H Roll (lT) 5 2 in
8 Pin (WL) 6 6 in
5 HRoll (lT) 6 2 in
8 Pin (WL) 7 6 in
8 Pin (WL) 7 6 in
5 HRoll (lT) 7 2 in
8 Pin (WL) 8 6 in
8 Pin (WL) 8 6 in
5 HRoll (lT) 8 2 in
8 Pin (WL) 9 6 in
5 HRoll (lT) 9 2 in
8 Pin(WL) 10 6 in
8 Pin (WL) 10 6 in
5 H Roll (lT) 10 2 in
8 Pin (WL) II 6 in
8 Pin (WL) II 6 in
5 H Roll (lT) II 2 in
8 Pin (WL) 12 6 in
8 Pin (WL) 12 6 in
5 H Roll (lT) 12 2 in
8 Pin (WL) 13 6 in
5 H Roll (lT) 13 2 in
8 Pin (WL) 14 6 in
5 H Roll (lT) 14 2 in
Member Material
Top Chd l-3 20TC20 (50 ksi)
Top Chd 34 20TC20 (50 ksi)
Bot Chd 5-S 20TC 18 (50 ksi)
Web I-8 l5C20 (50 ksi)
Web l-7 l5CI8 (50 ksi)
Web2-7 l5C20 (50 ksi)
Web2-6 l5CI6 (50 ksi)
Web3-6 l5C20 (50 ksi)
Web4-6 l5C20 (50 ksi)
Web4-5 l5C20 (50 ksi)
Reaction
298lbs
296 lbs
564lbs
56! lbs
233 lbs
27 lbs H
253 lbs
354lbs
-39lbsH
333 lbs
298 lbs
296lbs
298lbs
296 lbs
449 lbs
20 lbs H
463 lbs
250 lbs
20 lbs H
264lbs
498 lbs
495 lbs
-15 lbs
59lbs H
-51 lbs
37 lbs
69 lbs H
-18 lbs
-299 lbs
224Ibs H
-298 lbs
l79lbs
l77lbs
431 lbs
429lbs
Summary
JT BC
CSI
0.972
0.525
0.817
0.216
0.726
0.047
0.744
0.176
0.760
0.621
Max React
564lbs
561 lbs
Deflection
TL: O.I8 in
LL: 0.09 in
Horz TL: 0.01 in
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE : Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction
Top Cont Down
Bot Cont Down
Spread Start Load
Proj 20 psf
Proj 0 psf
End Load
20 psf
0 psf
L/
L/845
L/999
MaxP
-I,072lbs
466 lbs
1,012 lbs
-542 lbs
1,025 lbs
Ill lbs
-591 lbs
-160 lbs
646 lbs
-560 lbs
TribWidth
24 in
24 ill
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Tiffi LOADS_ LOADING CONDffiONS. TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON lHTS SHEET.
(loc:)
(I-2)
(l-2)
4
Max Uplift
-299lbs
-298lbs
Allowed
L/240
L/360
Max Horiz
224 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
Hoo\de:r_ CalnradnRO I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140)
SPAN
13-3-7
Load Case Dl: Std Dead Load
Distnbuted Loads
Member
Top
Bot
Location I
Cont
Cont
R U S
PITCH
2.998/12
Location 2
Automated Load Case WI: MWFRS-Left{Up)
Distributed Loads
Member
Top
Top
Webl-8
Location 1
0-0-0
9-8-1
Cont
Location 2
9-8-1
13-3-7
Automated Load Case W2: MWFRS-Right{Up)
Distnbuted Loads
Member
Top
Top
Webl-8
Location 1
0-0-0
9-8-1
Cont
Location 2
9-8-1
13-3-7
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Locati0f1 2
Top 0-0-0 9-8-1
Automated Load Case W4: C&C{Suction)
Distributed Loads
Member
Top
Top
Top
Webl-8
Location I
0-0-0
6-3-10
9-8-1
Cont
Location 2
6-3-10
9-8-1
13-3-7
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-8
Location 1
0-0-0
Cont
Location 2
9-8-1
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
QTY
2
Direction
Down
Down
Direction
NUp
NUp
Right
Direction
NUp
NUp
Left
Direction
NUp
Direction
NUp
NUp
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
DistnbutedLoads
Member Location I
Bot Cont
User-defined Load Case E I: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Start Load End Load
16 psf 16 psf
6 psf 6 psf
Start Load End Load
25.31 psf 25.31 psf
29.83 psf 29.83 psf
14.56 psf 14.56 psf
Start Load End Load
17.91 psf 17.91 psf
29.83 psf 29.83 psf
16.88 psf 16.88 psf
Start Load End Load
9.29 psf 9.29 psf
Start Load End Load
64.67 psf 64.67 psf
64.67 psf 64.67 psf
46.63 psf 46.63 psf
36.5 psf 36.5 psf
Start Load End Load
8 psf 8 psf
16 psf 16 psf
Start Load End Load
10 psf 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
I
TribWidth
24 in
24 in
TribWidth
24 in
24 in
24 in
Trib Width
24 in
24 in
24 in
TribWidth
24 in
TribWidth
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
Trib "Width
24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hunicane Prone Region.
Load Combinations
7
8
9
10
LoadC0111bo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
Dl +0.7 El
Dl +0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 Ei +0.75 Lrl
0.6 Dl + 0.6 WI
11 0.6 Dl +0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl +LlO*
Member Forces Summary
TChd 1-2 0.972 -1,072lbs
BChd 5-6 0.194 Olbs
Webs 1-8
1-7
0.216
0.726
-542 lbs
1,025lbs
Factcr
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max c0111pr. force if different from max axial force)
2-3 0.806 -532 lbs 34 0.525 466 lbs
6-7 0.817 1,012 lbs (-680 lbs) 7-8 0.337 -206 lbs
2-7 0.047 llllbs (-87lbs) 3-6 0.176 -160 lbs 4-5
(480 lbs) 2-6 0.744 -591 lbs 4-6 0.760 646 lbs (-377 lbs)
Truss-to-truss Connections Summary
TD Carried Truss Carrying Truss Carrying Offset Angle
Tl21 Tl2 G05 10-3-2 90 deg
0.621
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDmONS. TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
-560 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T12
213
1/2/2016 7:35:09 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
40.31bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
13-3-7
Additional Notes:
Detail
sws
T R U S
PITGI
2.998/12
GUSSET PLATES
Gusset Ga Joint
QTY
2
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: T12
JobName: 213
Date: 1/2/2016 7:35:09 PM
System: Amcon6.003
Page: 3of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 40.3 lbs
At least one chord segment of this truss has been designed assuming sparse bmcing. Each chord segment listed under Material Summary as Bmcing: Sparse requin~s placement oflateral bmces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be bmced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE WADS, WADING CONDffiONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
0-10-0
R U S S
PITCH
2.998/12
5-1-2
3~
5-1-2
5-1-2
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
10-2-5
5-1-2
10-2-5
PLYS
I
3-4-9
3s
6s
Truss:
JolbName:
Date:
System:
Page:
Report:
SPACING
24in
3-1-2
13-3-7
/
/
3-1-2
13-3-7
T13
213
1/2/2016 7:35:09PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
43.9lbs
2
TT28 5s
0-0-0
Circles indicate fastener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out 'llll this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.743 (1-2)
BC: 0.885 (6-7)
Web: 0.877 (2-6)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Be Wid
Pin (WL) I 6 in
H Roll (IT) I 2 in
Pin (WL) 2 6 in
H Roll (IT) 2 2 in
Pin (WL) 3 6 in
Pin (WL) 3 6 in
HRoll (IT) 3 2 in
Pin (WL) 4 6 in
Pin (WL) 4 6 in
H Roll (IT) 4 2 in
Pin (WL) 5 6 in
HRoll (IT) 5 2 in
Pin(WL) 6 6 in
H Roll (IT) 6 2 in
Pin (WL) 7 6 in
Pin (WL) 7 6 in
HRoll (IT) 7 2 in
Pin(WL) 8 6 in
Pin (WL) 8 6 in
H Roll (IT) 8 2 in
Pin (WL) 9 6 in
H Roll (IT) 9 2 in
Pin (WL) 10 6 in
Pin (WL) 10 6 in
H Rnll (IT) 10 2 in
Pin (WL) II 6 in
Pin (WL) II 6 in
H Roll (IT) II 2 in
Pin (WL) 12 6 in
Pin (WL) 12 6 in
H Roll (IT) 12 2 in
Pin (WL) 13 6 in
H Roll (IT) 13 2 in
Pin (WL) 14 6 in
H Roll (IT) 14 2 in
Member Material
Top Chd 1-3 30TC20 (50 ksi)
Top Chd 34 30TC20 (50 ksi)
Bot Chd 5-8 20TC 18 (50 ksi)
Web 1-8 15C20 (50 ksi)
Webl-7 15CI8(50ksi)
Web2-7 15C20 (50 ksi)
Web2-6 15CI6 (50 ksi)
Web3-6 15C20 (50 ksi)
Web4-6 15C20 (50 ksi)
Web4-5 15C20 (SO ksi)
Reaction
298 lbs
296 lbs
564 lbs
5621bs
232 lbs
281bs H
249 lbs
355 lbs
40 lbs H
33 7 lbs
298 lbs
296 lbs
298 lbs
296 lbs
448 lbs
21 lbs H
460 lbs
249 lbs
21 lbs H
260 lbs
498 lbs
495 lbs
-14 lbs
63 lbs H
-50 lbs
40 lbs
72 lbs H
-13 lbs
-300 lbs
2341bs H
-308 lbs
179 lbs
178 lbs
4311bs
429 lbs
Summary
JT BC
CSI
0.743
0.293
0.885
0.216
0.760
0.042
0.877
0.199
0.674
0.664
Max React
5641bs
562 lbs
Deflection
TL: 0.12 in
LL: 0.06 in
Horz TL: 0.0 l in
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
-1,081 lbs
4091bs
1,023 lbs
-5411bs
1,034 lbs
110 lbs
-662 lbs
-173 lbs
638 lbs
-571 lbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF TinS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TinS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL lNDICA TES ONLYTHATTHE TRUSS ASSENIBLY SHOWN ON THIS SHEETMEETS THE MINIMUivf APPLICABLE DESIGN CRITERIA FOR
THE LOADS, WADING CONDmONS, TRUSS MENIBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
(loc) Allowed
L/240
L/360
(1-2)
(1-2)
4
Max: Uplift Max Horiz
-300 lbs
~lOS lbs
234 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S S
SPAN
13-3-7
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
PITGI
2.998/12
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Top
Web 1~8
Location l
0-0-0
10-2-5
Cont
Location 2
10-2-5
13-3-7
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Top
Webl-8
Location I
0-0-0
10-2-5
Cont
Location 2
10-2-5
13-3-7
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 10-2-5
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Top
Top
Webl-8
Location l
0-0-0
6-3-10
10-2-5
Cont
Location 2
6-3-10
10-2-5
13-3-7
Automated Load Case WS: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-8
Location I
0-0-0
Cont
Location 2
10-2-5
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for1his load case.
Direction
Down
Down
Direction
NUp
NUp
Right
Direction
NUp
NUp
Left
Direction
NUp
Direction
NUp
NUp
NUp
Left
Direction
NDown
Right
QTY
2
Automated Load CaseLlO*: UBC lOlb LiveLoadonBottomChord
Distributed Loads
Member Location I
Bot Cont
User-defined Load Case E1: Seismic
No loads were defined for1his load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
16 psf
6 psf
Start Load
25.31 psf
29.83 psf
14.56 psf
Start Load
17.91 psf
29.83 psf
16.88 psf
Start Load
9.29 psf
Start Load
64.67 psf
64.67 psf
46.63 psf
36.5 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
16 psf
6 psf
End Load
25.31 psf
29.83 psf
14.56 psf
End Load
17.91 psf
29.83 psf
16.88psf
End Lood
9.29 psf
End Load
64.67 psf
64.67 psf
46.63 psf
36.5 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWtdth
24 in
24 in
Trib Width
24 in
24 in
24 in
TribWtdth
24 in
24 in
24 in
Trib V.1dth
24 in
TribWtdth
24 in
24 in
24 in
24 in
TribVVidth
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions ofl40 ft x 63ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
Dl +0.6 W8
Dl +0.6 W9
Dl + 0.7 El
Dl+0.45W3+0.75Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 E/0.01
14 Dl + LIO*
Member Forces Summary
TChd 1-2 0.743 -1,081 lbs
BChd 5-{; 0.215 0 lbs
Webs 1-8
1-7
0.216
0.760
-541 lbs
1,034lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
2-3 0.532 -476 lbs 3-4 0.293 -409 lbs
6-7 0.885 1,023 lbs (-{;91 lbs) 7-8 0.403 -216lbs
2-7 0.042 IIOlbs (-771bs)3-{; 0.199 -1731bs 4-5
(-480 lbs) 2-{; 0.877 -{;62 lbs H 0.674 638 lbs (-378 lbs)
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carrying Offset Angle
TT28 Tl3 G05 24-3-2 90 deg
0.664
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON lHIS SHEET MEETS THE IvfiNThtiUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDffiONS, lRUSS NlEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
-571 lbs
Tmss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
T13
213
1/2/2016 7:35:09 PM
Arncon 6.003
2of3
Eng Plot
WGT/PLY
43.9lbs
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
13-3-7
Additional Notes:
Detail
sws
PITCH
2.998/12
s
GUSSET PLATES
Gusset Ga Joint
QTY
2
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: Tl3
JobName: 213
Date: 1/2/2016 7:35:09PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24 in 43.9lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATlHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS TilE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDITIONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
0-10-0
sws r ll s s
PITCH QTY
2.999/12 2
5-10-0
3~
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Truss:
JobName:
Date:
System:
Pag;e:
Report:
PLYS SPACING
I 24in
11-8-1
3~0
T14
213
1/2/2016 7:35:09PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
54.81bs
1-/-6
13-3-7
3~0
5-10-0 5-10-0 1-7-6 ---4
5-10-0 11-8-1 13-3-7
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#t2 SDS (AISI)tobe installed on each side of the truss. Where connection plates are called oot on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification, Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I ,138 lbs; 68 mils: 1,610 Jbs.Allowable shear per # 12 SDS (AISl) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min fur each sheet of steel connected.
CSI Deflection
TC: 0.9IO (I-2) TL: 0.14 in
BC: 0.960 (6-7) LL: 0.07 in
Web: 0.896 (4-5) Horz TL: 0.01 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
8 Pin (WL) 6 in 299 Ibs 8 564Ibs
5 H Roll (IT) 2 in 297 Ibs 5 563 Ibs
8 Pin (WL) 6 in 564Ibs
5 H Roll (IT) 2 in 563 Ibs
8 Pin (WL) 6 in 23I Ibs
8 Pin (WL) 6 in 33IbsH
5 H Roll (IT) 2 in 235 Ibs
8 Pin (WL) 6 in 357 Ibs
8 Pin (WL) 6 in -44Ibs H
5 H Roll (IT) 2 in 35I Ibs
8 Pin (WL) 6 in 299 Ibs
5 H Roll (IT) 2 in 297 Ibs
8 Pin (WL) 6 in 299 Ibs
5 HRoll (IT) 2 in 297 Ibs
8 Pin (WI.) 6 in 447 Ibs
8 Pin (WL) 6 in 24 Ibs H
5 HRoll (IT) 2 in 450 Ibs
8 Pin (WL) 6 in 248Ibs
8 Pin (WL) 6 in 24 lbs H
5 HRoll (IT) 2 in 25I Ibs 8 Pin(WL) 6 in 498 Ibs
5 H Roll (IT) 2 in 497 Ibs
8 Pin (WL) IO 6 in -IO Ibs
8 Pin (WL) IO 6 in 74 Ibs H
5 H Roll (IT) IO 2 in -45 Ibs
8 Pin (WL) II 6 in 45 Ibs
8 Pin (WL) II 6 in 80 1bs H
5 H Roll (IT) II 2 in 4 Ibs
8 Pin (WL) I2 6 in -298 Ibs
8 Pin (WL) I2 6 in 263 Ibs H
5 H Roll (IT) I2 2 in -340 Ibs
8 Pin (WL) I3 6 in I79Ibs
5 H Roll (IT) I3 2 in I78 Ibs
8 Pin (\\'L) I4 6 in 432 Ibs
5 H Roll (IT) I4 2 in 430 Ibs
Member Material CSI Brae in!:);
Top Chd I-3 30TC I8 (50 ksi) 0.9IO Sheathed
Top Chd 3-4 30TCI8 (50 ksi) O.I94 Sheathed
Bot Chd 5-8 30TCI8 (50 ksi) 0.960 Sparse
Webl-8 I5C20 (50 ksi) 0.2I5 Unbraced
Web1-7 I5CI8 (50 ksi) 0.8IO Unbraced
Web2-7 I5C20 (50 ksi) 0.038 Unbraccd
Web2-6 I5D20 (50 ksi) 0.37I Unbraced
WebJ.6 I5C20 (50 ksi) 0.3II Unbraced
Web4-6 I5C20 (50 ksi) 0.638 Unbraced
Web4-S I5C20 (50 ksi) 0.896 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lr1: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
seread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
-I ,072 Ibs
-225 lbs
I,008Ibs
-539 Ibs
I.OI6 Ibs
I20 Ibs
-838Ibs
-230 Ibs
706 Ibs
.054 Ibs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
DDf"lRP>.:>.:T{ll\fo.J PNnTNFFR'S SFALTNDTC:ATP.S ONLYTI-IATTHE TRUSS ASSEI\tfBLY SHOWN ON lHIS SHEETTviEETS THE rvnNIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(I-2) L/240
(I-2) L/360
4
Ma"u2tift Max Horiz
-298lbs 263 Ibs
-340 Ibs
Keymark Enterprises, LLC
6707 Winchester Cride, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SPAN
13-3-7
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
PITCH
2.999/12
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Top
Webl-8
Location I
0-0-0
11-8-1
Cont
Location 2
11-8-1
13-3-7
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Top
Webl-8
Location I
0-0-0
11-8-1
Cont
Location 2
11-8-1
13-3-7
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location 1 Location 2
Top 0-0-0 11-8-1
Automated Load Case W4: C&qSuction)
Distnbuted Loads
Member
Top
Top
Top
Webl-8
Location 1
0-0-0
6-3-10
11-8-1
Cont
Location 2
6-3-10
11-8-1
13-3-7
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member
Top
Webl-8
Location I
0-0-0
Cont
Location 2
11-8-1
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
NUp
Right
Direction
NUp
NUp
Left
Direction
NUp
Direction
NUp
NUp
NUp
Left
Direction
NDown
Right
QTY
2
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Cont
User-defined Load Case E l: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with ffiC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
16 psf
6 psf
Start Load
25.31 psf
29.83 psf
14.56 psf
Start Load
17.91 psf
29.83 psf
16.88 psf
Start Load
9.29 psf
Start Load
64.67 psf
64.67 psf
46.63 psf
36.5 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
16 psf
6 psf
End Load
25.31 psf
29.83 psf
14.56 psf
End Load
17.91 psf
29.83 psf
16.88 psf
End Load
9.29 psf
End Load
64.67 psf
64.67 psf
46.63 psf
36.5 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottomchord live load plus dead loads.
PLYS
I
TribWidth
24 in
24 in
TribWidth
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
TribWidth
24 in
TribWidth
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordancewithASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of140 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
Load Combo
Dl
Dl +Lrl
D1 +0.6W3
D1 +0.6 W8
D1 +0.6W9
Dl +0.7 E1
D1+0.45W3+0.75Lr1
D1 +0.45 W3
Dl + 0.53 El + 0.75 Lr1
0.6 Dl + 0.6 WI
ll 0.601 +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 D1 + 0.7 E/0.01
14 Dl+LIO*
Member Forces Summary
TChd 1-2 0.910 -1,072\bs
BChd s.<; 0.191 01bs
Webs 1-8
1-7
0.215
0.810
-539 1bs
1,016 1bs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force)
2-3 0.700 -2941bs 34 0.163 -225 1bs
6-7 0.960 1,0081bs (-6961bs) 7-8 0.371 -2451bs
2-7 O.D38 120 1bs (-48 1bs) 3-6 0.311 -230 1bs 4-5
(-455 1bs) 2-6 0.371 -838 1bs 4-6 0.638 706 1bs (-429 1bs)
Truss-to-truss Connections Summary
ID Carried Truss Carryine: Truss Carrying Offset Angle
TT22 Tl4 G05 12-3-2 90 deg
0.896
ALL GENERAL NOTES OF TinS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COiv1PONENT DESIGN DOCUMENT. NOTETHATTIIE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-6541bs
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
T14
213
1/2/2016 7:35:10 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
54.8lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
13-3-7
Additional Notes:
Detail
sws
R U S S
PITCH
2.999/12
GUSSET PLATES
Gusset Ga Joint
QTY
2
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: T14
JobName: 213
Date: 1/2/2016 7:35:10 PM
Sys1tem: Amcon6.003
Pag<e: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 54.8lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESTGN DOCUMENT. NOTETHATTHE
PROFESSTONAL ENGINEER'S SEALINDTCATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THTS SHEET MEETS THE MIN1MUM APPLTCABLE DESTGN CRITERTA FOR Keymark Enterprises, LLC
6707_Wi~~hes~r. Cri~le;.~_?~t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
0-10-0
R U S S
PITCH
2.999/12
4-0-12
4-0-12
4-0-12
QTY
2
3~
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
4-0-12
8-1-9
4-0-12
OHR
0-0-0
PLYS
I
4-0-12
12-2-5
4-0-12
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24 in
T15
213
1/2/2016 7:35:10PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
40.llbs
1-1-2 1
13-3-7 I
3-9&-9
1-1-2 I
4-0-12 8-1-9 12-2-5 13-3-7
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS #12 or #12 SDS (ATSI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISf) to be installed on each side of the truss. Where connection plates are called out en this drawing, a plate is required on each side ofthe
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1, t 38 lbs; 68 mils: 1,610 lbs.Allowabte shear per # 12 SDS (AISl) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. 'Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.594 (1-2)
BC: 0.870 (8-9)
Web: 0.997 (5-0)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC BreWid Reaction
10 Pin (WL) 1 6 in 299 1bs
6 H Roll ('IT) 1 2 in 298 1bs
10 Pin (WL) 1 6 in 5651bs
6 H Roll ('IT) 1 2 in 5641bs
10 Pin (WL) 1 6 in 231 1bs
lO Pin (WL) 1 6 in 34 1bs H
6 H Roll ('IT) 1 2 in 230 1bs
lO Pin (WL) 1 6 in 3571bs
10 Pin (WL) 1 6 in -451bs H
6 H Roll ('IT) 4 2 in 357 1bs
10 Pin (VVL) 5 6 in 299 1bs
6 H Roll ('IT) 5 2 in 298 1bs
10 Pin (WL) 6 6 in 299 1bs
6 HRol1 ('IT) 6 2 in 298 1bs
10 Pin (WL) 7 6 in 447 1bs
10 Pin (WL) 7 6 in 25 1bs H
6 H Roll ('IT) 7 2 in 446 1bs
10 Pin (WL) 8 6 in 248 1bs
10 Pin (VVL) 8 6 in 251bsH
6 HRoll (TI) 8 2 in 247 lbs
lO Pin (WL) 9 6 in 498 1bs
6 HRoll ('IT) 9 2 in 497 1bs
10 Pin(WL) 10 6 in -8 1bs
10 Pin (WL) 10 6 in 781bs H
6 H Roll ('IT) 10 2 in -441bs
10 Pin (WL) 11 6 in 47 1bs
lO Pin (WL) 11 6 in 82 1bs H
6 H Roll ('IT) 11 2 in 9 1bs
10 Pin (WL) 12 6 in -295 1bs
10 Pin (WL) 12 6 in 273 1bs H
6 H Roll ('IT) 12 2 in -354 1bs
10 Pin (VVL) 13 6 in 179 1bs
6 H Roll ('IT) 13 2 in 179 lbs
10 Pin (WL) 14 6 in 432 1bs
6 H Roll ('IT) 14 2 in 431 1bs
Member Material
Top Chd 1-4 20TC20 (50 ksi)
Top Chd 4-5 20TC20 (50 ksi)
BotChd 6-10 20TC20 (50 ksi)
Webl-10 15C20 (50 ksi)
Web1-9 15C20 (50 ksi)
Web2-9 15C20 (50 ksi)
Web2-8 15C20 (50 ksi)
Web3-8 15C20 (50 ksi)
Web3-7 15C16 (50 ksi)
Web4-7 15C20 (50 ksi)
Web 5-7 15C20 (50 ksi)
Web 5-6 15C20 (50 ksi)
NOTE : Web crippling calculation assume truss is fastened to support.
Summary
JT BC
10 1
6 1
CSI
0.594
0.399
0.870
0.217
0.730
0.071
0.583
0.086
0.796
0.336
0.719
0.997
Max React
565 lbs
564 1bs
Deflection
TL: 0.12 in
LL: 0.06 in
HorzTL:O.Ol in
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
L/
L! 999
L/999
MaxP
-1,040 1bs
-136 1bs
986 1bs
-543 1bs
1,004 1bs
-1441bs
-321 1bs
258 lbs
-683 1bs
-225 1bs
743 1bs
-661 1bs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR
(loc)
(l-2)
(1-2)
7
Max Uplift
-295 1bs
-JS4lbs
Allowed
L/240
L/360
Max Horiz
273 1bs
Keymark Enterprises, LLC
6707 _Wi~l~hes~er. Cri~~e;,~~~t~ I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location l
Cont
Cont
Load Case Dl: Std Dead Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
PITCH
2.999112
Location 2
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Top
Web 1~10
Location I
0-0-0
12-2-5
Cont
Location 2
12-2-5
13-3-7
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Top
Web1-10
Location I
0-0-0
12-2-5
Cont
Location 2
12-2-5
13-3-7
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location I Location 2
Top 0-0-0 12-2-5
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Top
Top
Web1-10
Location 1
0-0-0
6-3-10
12-2-5
Cont
Location 2
6-3-10
12-2-5
13-3-7
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-10
Location I
0-0-0
Cont
Location 2
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for fuis load case.
s
Direction
Down
Down
Direction
Down
Down
Direction
NUp
NUp
Right
Direction
NUp
NUp
Left
Direction
NUp
Direction
NUp
NUp
NUp
Left
Direction
NDown
Right
QTY
2
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction
Bot Cont Down
User-defined Load Case El: Seismic
No loads were defined for this load case.
1) This truss has been designed in accordance with IBC-2012.
Spread
Proj
Proj
Spread
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
25.31 psf
29.83 psf
14.56 psf
Start Load
17.91 psf
29.83 psf
16.88 psf
Start Load
9.29 psf
Start Load
64.67 psf
64.67 psf
46.63 psf
36.5 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
20 psf
0 psf
End Load
16 psf
6 psf
End Load
25.31 psf
29.83 psf
14.56 psf
End Load
17.91 psf
29.83 psf
16.88 psf
End Load
9.29 psf
End Load
64.67 psf
64.67 psf
46.63 psf
36.5 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWidth
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
TribWidth
24 in
Trib Width
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
3) This truss has been designed in accordancewithASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roof Height 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hunicane Prone Region.
Load Combinations
5
6
7
8
9
10
11
12
Load Combo
Dl
D1+Lrl
D1 +0.6 W3
D1 +0.6 W8
DI +0.6 W9
Dl + 0.7 El
D1 + 0.45 WJ + 0.75 Ld
D1 +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 D1 + 0.6 W1
0.6 01 + 0.6 W2
0.6 D1 + 0.6 W4
13 0.6D1 +0.7FJ0.01
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.594 -1,040 lbs 2-3 0.406 -7521bs 34 0.478 -182 1bs 4-5
BChd 6-7 0.280 0 1bs 7-8 0.671 693 1bs (4761bs) 8-9 0.870 986 1bs (-712 1bs) 9-10
Webs 1-10 0.217 -543 1bs 2-8 0.583 -321 1bs 4-7 0.336 -225 1bs
1-9 0.730 1,004 1bs (466 1bs) 3-8 0.086 258 1bs (-98 1bs) 5-7 0.719 743 1bs (4661bs)
2-9 0.071 -1441bs 3-7 0.796 -683 lbs 5-6 0.997 -661 1bs
Truss-to-truss Connections Summary
lD Carried Truss Carq.ing Truss Carrying Offset Angle
TI27 Tl5 G05 22-3-2 90 deg
0.303
0.312
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TinS COMPONENT DESIGN DOCUMENT. NOTETHATTI-JE.
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEEfS THE MlNIMlJM APPLICABLE DESIGN CRITERIA FOR
'T'l.ITI T f"\AT'I.(' I f"\AT\lhlf":'. f""f"\llo.lT'\l"nf"\llo.T(' 'rOlf('(' ~AU~AU'PD l"'f"\llo.Tnlf":'.TTD A'T'Tf"\llo.TC' Allo.TTl. C'DAllo.IC T TC"''"r.T'\ 1"\llo.J: TUJ(.:_ (.:_U]:l]:;''J'
-1361bs
-255 lbs
Truss: T15
JobNarne: 213
Date: 1/2/2016 7:35:10 PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
24in 40.1lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02 -. . -. . ~---·
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
13-3-7
Additional Notes:
Detail
R U S
PITCH
2.999/12
GUSSET PLATES
Gusset Ga Joint
QTY
2
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: T15
JobName: 213
Date: 1/2/2016 7:35:10 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 40.1lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
pe!Jlendicularto the plane of the truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Rn~,ltl,.r rnlnnulnRO~Ol
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
13-3-7
0-10-0
sws
R U S S
PITCH
3.001/12
4-5-2
4-5-2
4-5-2
4-5-2
QTY
8
3~
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
4-5-2
8-10-5
4-5-2
8-10-5
OHR
0-0-0
PLYS
1
Truss:
JobName:
Date:
System:
Pag·e:
Report:
SPACING
24in
4-5-2
13-3-7
T16
213
1/2/2016 7:35:10PM
Amcon6.003
1 of3
EngP1ot
WGT/PLY
36.71bs
TT23, TT24, TT25, TT26 o®o
4-5-2
13-3-7
Circles indicate fustener count in we\:6. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side ofthetruss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side ofthetruss. Where connection plates are called out en this drawing, a plate is required 011 each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: 1,610 1bs.Allowab\e shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min fur each sheet of steel coonected.
CSI
TC: 0.870 (1-2)
BC: 0.972 (6-7)
Web; 0.958 (3-5)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
8 Pin (WL) I 6 in
5 HRoll (TI) I 2 in
8 Pin (WL) 2 6 in
5 H Roll (TI) 2 2 in
8 Pin (WL) 3 6 in
8 Pin (WL) 3 6 in
5 H Roll (TI) 3 2 in
8 Pin (WL) 4 6 in
8 Pin (WL) 4 6 in
5 H Roll (TI) 4 2 in
8 Pin (WL) 5 6 in
5 H Roll (TI) 5 2 in
8 Pin (WL) 6 6 in
5 H Roll (TI) 6 2 in
8 Pin (WL) 7 6 in
8 Pin (WL) 7 6 in
5 HRoll (TI) 7 2 in
8 Pin (WL) 8 6 in
8 Pin(WL) 8 6 in
H Roll (TI) 8 2 in
Pin (WL) 9 6 in
H Roll (TI) 9 2 in
Pin (WL) 10 6 in
Pin (WL) 10 6 in
H Roll (TI) 10 2 in
Pin (WL) II 6 in
Pin (WL) II 6 in
H Roll (TI) II 2 in
Pin (WL) 12 6 in
Pin (WL) 12 6 in
HRoll (TI) 12 2 in
Pin(WL) 13 6 in
HRoll (TI) 13 2 in
Pin (WL) 14 6 in
H Roll (TI) 14 2 in
Member Material
Top Chd 1-4 20TC20 (50 ksi)
Bot Chd 5-8 20TC20 (50 ksi)
Web 1-8 15C20 (50 ksi)
Web 1-7 15C20 (50 ksi)
Web2-7 15C20 (50 ksi)
Web2-6 15C20 (SO ksi)
Web3-6 ISC20 (SO ksi)
Web3-5 ISCI6 (50 ksi)
Web4-S 15C20 (50 ksi)
Reaction
299 lbs
299 lbs
565 lbs
565 lbs
231 lbs
37lbs H
2!8lbs
357lbs
-48lbsH
369 lbs
299 lbs
299 lbs
299 lbs
299 lbs
448 lbs
28 lbs H
438 lbs
248 lbs
281bs H
238lbs
498 lbs
498 lbs
-5 lbs
86 lbs H
-40 lbs
50 lbs
88 lbs H
23 lbs
~281 lbs
290 lbs H
-372lbs
179 lbs
179 lbs
432 lbs
432 lbs
Summary
JT BC
8 I
5 I
CSI
0.870
0.972
0.216
0.766
0.063
0.853
0.103
0.958
0.206
Max React
565 lbs
565 lbs
Deflection
TL:0.15in
LL: 0.07 in
Horz TL: 0.02 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE : Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/982
L/999
MaxP
-1,048lbs
991 lbs
-542lbs
1,006 lbs
-123 lbs
-408 lbs
300 lbs
-757 lbs
-124 lbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlN!MUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(1-2)
(1-2)
4
L/240
L/360
Max Uplift Max Horiz
-281 lbs 290 lbs
-3·721bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102 -'' ~' ................. .
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R ll S S
SPAN
13-3-7
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
PITCH
3.001/12
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl·8
Location I
0-1l-1l
Cont
Location 2
13-3-7
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Web1·8
Location l
0-1}-1)
Cont
Location 2
13-3-7
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location2
Top 13-3-7
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Top
Top
Webl-8
Location I
0-1l-1l
6-3-10
6-11-13
Cont
Location 2
6-3-10
6-11-13
13-3-7
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member
Top
Webl-8
Location I
0-1)-1)
Coot
Location 2
13-3-7
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
NUp
NUp
Left
Direction
NDown
Right
QTY
8
Automated Load Case L 1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Cont
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
16 psf
6 psf
Start Load
25.29 psf
14.56 psf
Start Load
17.91 psf
16.88 psf
Start Load
9.29 psf
Start Load
64.67 psf
41.71 psf
64.67 psf
36.5 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
16 psf
6 psf
End Load
25.29 psf
14.56 psf
End Load
17.91 psf
16.88 psf
End Load
9.29 psf
End Load
64.67 psf
41.71 psf
64.67 psf
36.5 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
Trib Width
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
Trib'Nidth
24 in
24 in
24 in
24 in
Trib \Vidth
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
I
2
3
4
Load Combo
Dl
01 +Lrl
D1 +0.6 W3
Dl+0.6W8
Dl +0.6W9
Dl + 0.7 E1
D1 +0.45 W3 +0.75 Lrl
D1 +0.45 W3
9 Dl + 0.53 E1 + 0.75 Lrl
10 0.6 Dl + 0.6 WI
11 0.6 D1 +0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 EIO.Ol
14 Dl+LIO*
Member Forces Summary
TChd 1-2 0.870 -1,048lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
2-3 0.449 -676lbs 34 0.677 47 lbs
BChd 5-6 0.607 617 lbs (407 lbs) 6-7 0.972 991 lbs (-688lbs) 7-8 0.392 -271 lbs
Webs 1-8 0.216 -542lbs 2-7 0.063 -123 lbs 3-6 0.103 300 lbs (-!04lbs) 4-5
1-7 0.766 !,006lbs (423 lbs) 2-6 0.853 408 lbs 3-5 0.958 -757 lbs
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT25 Tl6 GOS
TT26 Tl6 GOS
TT23 Tl6 GOS
TT24 T16 GOS
Carrying Offset
18-3-2
20-3-2
14-3-2
16-3-2
Ane:le
90 deg
90 deg
90 deg
90 deg
0.206
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-124lbs
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24 in
T16
213
1/2/2016 7:35:10 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
36.7lbs
Keymark Enterprises, LLC
6707 Winchester Cric1e, Suite l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
13-3-7
Additional Notes:
Detail
R U S S
PITCH
3.001/12
GUSSET PLATES
Gusset Ga Joint
QTY
8
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: T16
JolbName: 213
Date: 112/2016 7:35:10 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 36.7lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
peipendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally peipendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TinS COMPONENT DESIGN DOCUl\1ENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATlHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS lHE MlN1MUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
OS Build® System
OS Truss®
Version: 5.008.2 [Build 140] sws
R u s
SPAN PITCH QTY
2-0-15 3.008/12 2
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
0-10-0 1-4-4
3~ 2s
0-0-0 0-0-0
f--2-0-15 -------1
2-0-15
Truss: T17
Job Name: 213
Date: 112/2016 7:35:11 PM
System: Amcon6.003
Page: 1 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 5.7lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISD to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required 011 each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.AIIowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.125 (1-2) TL: 0.01 in
BC: 0.052 (3-4) LL: 0 in
Web: 0.044 (1-4) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
4 Pin (WL) 6 in 47 1bs 88 1bs
3 HRoll (IT) 2 in 47 1bs 88 1bs
4 Pin (WL) 6 in 88 1bs
3 H Roll (IT) 2 in 88 1bs
4 Pin (WL) 6 in 38 1bs
4 Pin (WL) 6 in 61bs H
3 H Roll (IT) 2 in 321bs
4 Pin (WL) 6 in 52 1bs
4 Pin (WL) 6 in -21 1bs H
3 HRoll (IT) 2 in 62 lbs
4 Pin (WL) 6 in 47 1bs
3 H Roll (IT) 2 in 47 1bs
4 Pin (WL) 6 in 471bs
3 H Roll (IT) 2 in 471bs
4 Pin (WL) 6 in 71 1bs
4 Pin (WL) 6 in 41bs H
3 H Roll (IT) 2 in 671bs
4 Pin (WL) 8 6 in 40 1bs
4 Pin (WL) 8 6 in 41bs H
3 HRoH (1T) 8 2 in 36 1bs
4 Pin (WL) 9 6 in 781bs
3 H Roll (IT) 9 2 in 78 1bs
4 Pin (WL) 10 6 in 11bs
4 Pin (WL) lO 6 in 11bsH
3 H Roll (IT) 10 2 in -81bs
4 Pin (WL) 11 6 in 141bs
4 Pin (WL) 11 6 in 28 1bs H
3 H Roll (IT) 11 2 in -3 1bs
4 Pin (WL) 12 6 in -381bs
4 Pin (WL) 12 6 in 931bs H
3 H Roll (IT) 12 2 in -99 1bs
4 Pin (WL) 13 6 in 28 1bs
3 HRoll (TI) 13 2 in 28 1bs
4 Pin (WL) 14 6 in 681bs
3 H Roll (IT) 14 2 in 681bs
Member Material CSI Brae in~
Top Chd 1-2 20TC20 (50 ksi) 0.125 Sheathed
BotChd 3-4 20TC20 (50 ksi) 0.052 Sparse
Webl-4 15C20 (50 ksi) 0.044 Unbraced
Web1-3 15C20 (50 ksi) 0.024 Unbraced
Web2·3 15C20 (50 ksi) 0.031 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location l
Cont
Cont
Location 2 Direction
Down
Down
s;eread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/999
L/999
-81bs
MaxP
33 1bs
-71 1bs
-76 1bs
761bs
79 1bs
TribWtdth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE JVnNIMUM APPLICABLE DESIGN CRITERIA FOR
---~ -~ --·--·--~-~~~~T.n ...,..,...TT<,<'-.xr->.<nnnr-n.-.. Tr.'Tr:lTTDATTAl\.1(' Al\.lT'\C'DAl\JC'JJCTr.nflhlTIJTC!C!l-fPJ<T
(loc) Allowed
(1-2) L/240
(1-2) L/360
1
Ma~eU;elift Max Horiz
-38 1bs 93 1bs
-991bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
u...,,J..J .. r r'nlnr,..Jn!l:ll1./l1
OS Build® System
OS Truss®
Version: 5.008.2 [Build 140] sws
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
2-0-15
PITCH
3.008/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Coot
Coot
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0-0
Coot
Location 2
2-{l-15
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Web14
Location 1
0-{)-{)
Coot
Location 2
2-0-15
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 2-0-15
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Web 1-4
Location I
0-0-{l
Coot
Location 2
2-0-15
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Coot
Location 2
2-{l-15
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Coot
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.26 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
0-0-0 I
End Load TribW!dth
16 psf 24 in
6 psf 24 in
End Load Trib Width
25.26 psf 24 in
14.56 psf 24 in
End Load TdbWidth
17.91 psf 24 in
16.88 psf 24 in
End Load Trib Width
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in
44.08 psf 24 in
End Load Trib Width
8 psf 24 in
16 psf 24 in
End Load Trib Width
10 psf 24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
3
4
5
6
7
8
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
Dl +0.6 W8
Dl +0.6 W9
Dl + 0.7 El
Dl +0.45W3+0.75Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 EIO,Ol
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial furce)
TChd 1-2 0.125 -281bs
BChd 3-4 0.052 -71 lbs
Webs 1-4 0.044 -761bs 1-3 0.024 76 lbs (-14 lbs) 2-3 0.031 79 lbs (-76 lbs)
Truss-to-truss Connections Summary
ID Carried Truss Carryine: Truss Carryine:Offset Angle
TDI Ti7 G06 2-4-5 45 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PARTOF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTI-IE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THF I DAns._ T DA.DING CONDITIONS. TRUSS MErvtBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
Tl7
213
1/2/2016 7:35:11 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
5.7lbs
Keymark Enteiprises, LLC
6707 Winchester Cricle, Suite I 02
RnalAPr rnlnr<~An 51:(1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
2-0-15
Additional Notes:
PITCH
3.008/12
s
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: T17
JobName: 213
Date: 1/2/2016 7:35:11 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24 in 5.7lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bmcing: Sparse requires placement oflateral bmces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced latemlly perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
'T'IJG 1 AAnc 1 nAnll\Ir. rnNnmnl\I~ TRTI~~ MFMRFR t'.ONFTCTTJRATIONS_ AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite I 02
Rnnlrle:r_ Cnlorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
2-0-15
R U S S
PITCH
3.008/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
0-10-0 1-4-4
3~ 2s
0-0-0 0-0-0
2-0-15 -------------'
2-0-15
Truss: T18
JobName: 213
Da:te: 1/2/2016 7:35:11 PM
Sy8tem: Amcon6.003
Page: 1 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 5.7lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out ,oo. this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lbs.Allowable shear per # 12 SDS (AlSO fastener is
calculated per the NASPEC 2007 WITH SUPPLE!v1ENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.125 (1-2)
BC: 0.052 (3-4)
Web: 0.044 (1-4)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Vv'id
4 Pin (WL) I 6 in
3 H Roll (1T) I 2 in
4 Pin (WL) 2 6 in
3 HRoll (1T) 2 2 in
4 Pin (WL) 3 6 in
4 Pin (WL) 3 6 in
3 H Roll (1T) 3 2 in
4 Pin (WL) 4 6 in
4 Pin (WL) 4 6 in
3 HRoll (1T) 4 2 in
4 Pin (WL) 5 6 in
3 H Roll (1T) 5 2 in
4 Pin (WL) 6 6 in
3 HRoll (1T) 6 2 in
4 Pin (WL) 7 6 in
4 Pin (WL) 7 6 in
3 H Roll (1T) 7 2 in
4 Pin(WL) 8 6 in 4 Pin (WL) 8 6 in
3 H Roll (TI) 8 2 in
4 Pin (WL) 9 6 in
3 HRoll (1T) 9 2 in
4 Pin (WL) 10 6 in
4 Pin (WL) 10 6 in
3 H Roll (1T) 10 2 in
4 Pin (WL) II 6 in
4 Pin (WL) II 6 in
3 H Roll (1T) II 2 in
4 Pin (WL) 12 6 in
4 Pin (WL) 12 6 in
3 H Roll (1T) 12 2 in
4 Pin (WL} 13 6 in
3 H Roll (1T) 13 2 in
4 Pin (WL) 14 6 in
3 H Roll (1T) 14 2 in
Member Material
Top Chd 1-2 20TC20 (50 ksi)
Bot Chd 3-4 20TC20 (50 ksi)
Web 1-4 15C20 (50 ksi)
Webl-3 ISC20(50ksi)
Wcb2-3 15C20 (50 ksi)
Reaction
47 lbs
471bs
88 lbs
88 lbs
38 lbs
61bs H
32 lbs
52 lbs
-21 lbs H
621bs
471bs
47 lbs
47 lbs
47 lbs
71 lbs
41bsH
67 lbs
40 lbs
4 lbs H
36 lbs
78 lbs
78 lbs
I lbs
I lbs H
-8 lbs
141bs
28 lbs H
-3 lbs
-38 lbs
931bsH
-99 lbs
28 lbs
28 lbs
68 lbs
68 lbs
Summary
JT BC
CSI
0.125
0.052
0.044
0.024
0.031
Max React
88 lbs
88 lbs
Deflection
TL:O.Ol in
LL: 0 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOIE : Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Coot
Coot
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
33 lbs
-71 lbs
-76 lbs
761bs
791bs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. N01E1HATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MJNTivfUM APPLICABLE DESIGN CRITERIA FOR
nrn I run<::. I OADING C:ONllffiONS_ TRUSS MEtvfBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
(loc) Allowed
(1-2)
(1-2)
I
L/240
L/360
Max Uplift Max Horiz
-38 lbs 93 lbs
-99 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T ll S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
2-0-15
PITCH
3.008/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD 1: Std Dead Load
Dislnbuted Loads
Member
Top
Bot
Location 1
Cant
Cont
Location 2
Automated Load Case Wl: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-4
Location l
0-0-0
Cant
Location 2
2-0-15
Automated Load Case W2: MWFRS-Right(Up)
Dislnbuted Loads
Member
Top
Web l-4
Location I
0-0-0
Cant
Location 2
2-0-15
Automated Load Case W3: MWFRS-(Max Dn)
Dislnbuted Loads
Member Location 1 Location 2
Top 0-0-0 2-0-15
Automated Load Case W4: c&C(Suction)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0-0
Cont
Location 2
2-0-15
Automated Load Case W8: MWFRS-Left(Min)
Dislnbuted Loads
Member
Top
Web 1-4
Location I
0-0-0
Cant
Location 2
2-0-15
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Directioo
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location l
Bot Cant
User-defined Load Case E1: Seismic
No loads were defmed for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.26 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Sere ad Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
0-0-0 1
End Load TribWidth
16 psf 24 in
6 psf 24 in
End Load Trib Width
25.26 psf 24 in
14.56 psf 24 in
End Load Trib Width
17.91 psf 24 in
16.88 psf 24 in
End Load Trib Width
9.29 psf 24 in
End Load Trib Width
77.56 psf 24 in
44.08 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load TribWidth
10 psf 24 in
3)This truss has been designed in accordancewithASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Ovemll Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
Dl
Dl +Lrl
D1+0.6W3
Dl +0.6 W8
Dl +0.6 W9
Di+0.7EI
7 Dl+0.45W3+0.75Lrl
8 Dl +0.45 W3
9 Dl +0.53 El +0.75 Lrl
10 0.6 Dl +0.6 WI
II 0.6 Dl + 0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 FJO.Ol
14 Dl +LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.125 -28lbs
BChd 3-4 0.052 -71 lbs
Webs l-4 0.044 -76 lbs 1-3 0.024 761bs (-141bs) 2-3 0.031 79 lbs ~76 lbs)
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carrying Offset Angle
TT31 TIS G06 2-4-5 225 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T18
213
112/2016 7:35:11 PM
Arncon 6.003
2of3
Eng Plot
WGT/PLY
5.71bs
Keymark Enterprises, LLC
6707_Wi~~hes~r. Cri~le~~~~t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
2-0-15
Additional Notes:
PITCH
3.008/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
I
Truss: T18
JobName: 213
Date: 1/2/2016 7:35:11 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 5.7lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENr DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE 1RUSS ASSErvtBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
'T'l.JTI T r."n" T AAnn..rr-rAMnmA-r..r.;.: TRITe;;:'<. MPMRFR rONFT!tlTRATIONS_ AND SPANS LISTED ON THIS SHEEI
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder. Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-0-15
sws
PITCH
3.004/12
5
QTY
2
0-10-0
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3~
4-0-15
4-0-15
4-0-15
OHR
0-0-0
PLYS
I
1-10-4
2s
0-0-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T19
213
1/2/2016 7:35:11PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
11.3lbs
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (ATSI) fasteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes fur further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lbs.Allowable shear per # 12 SDS (AISl) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
4 Pin (WL) I I
3 H Roll (TI) I I
4 Pin (WL) 2 I
3 HRoll (TI) 2 I
4 Pin (WL) 3 I
4 Pin (WL) 3 I
3 HRoll (TI) 3 I
4 Pin (WL) 4 I
4 Pin (WL) 4 I
3 H Roll (lT) 4 I
4 Pin (WL) 5 I
3 H Roll (TI) 5 I
4 Pin (WL) 6 I
3 H Roll (TI) 6 I
4 Pin (WL) 7 I
4 Pin (WL) 7 I
3 H Roll (TI) 7 I
4 Pin (\VL) 8
4 Pin (WL) 8
3 H Roll (TI) 8
4 Pin (WL) 9
3 H Roll (TI) 9
4 Pin (WL) 10
4 Pin (WL) 10
3 H Roll (TI) 10
Pin (WL) II
Pin (WL) II
H Roll (TI) II
Pin (WL) 12
Pin (WL) 12
HRoll (TI) 12
Pin (WL) 13
H Roll (TI) 13
Pin (WL) 14
H Roll (TI) 14
Member Material
Top Chd 1-2 30TC20 (50 ksi)
BotChd 34 20TC20 (50 ksi)
Webl-4 !5C20 (50 ksi)
Webl-3 15C20 (50 ksi)
Web2-3 15C20 (50 ksi)
CSI
TC: 0.765 (1-2)
BC: 0.565 (34)
Web: 0.072 (2-3)
TC Continuously Braced
BC Bracing Sparse
Br "Wid
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
Reaction
92lbs
92lbs
173 lbs
173 lbs
72 lbs
II lbs H
66lbs
107 lbs
-26 lbs H
115 lbs
92lbs
92 lbs
92 lbs
92 lbs
138 lbs
9lbsH
133 lbs
77 lbs
9 lbs H
72 lbs
!53 lbs
!53 lbs
llbs
16lbs H
-15 lbs
19 lbs
39lbs H
4lbs
-104lbs
139lbs H
-166lbs
55 lbs
55 lbs
133 lbs
133 lbs
Summary
JT BC
CSI
0.765
0.565
0.066
0.038
0.072
Max React
173 lbs
173 lbs
Deflection
lL: 0.04 in
LL: 0.02 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Coot
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/929
L/999
MaxP
-57 lbs
-117 lbs
-149 lbs
119 lbs
159lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TillS CONIPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTilATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Tim T nAn<:. T OAnll\Tr. rnNniTTON<:. TIHI!>:<:.. MPMRFR rnNFTGTffiATTON!>: ANn SPANS IJSllill ON THIS SHEET.
(loc:)
(1-2)
(I-2)
I
Max Uplift
-104lbs
-166lbs
Allowed
L/240
L/ 360
Max Horiz
139lbs
Keymark Ente1prises, LLC
6707 Winchester Cricle, Suite I 02
n~.1..1~~ r-~t~~..J~Qil'lll1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R l! S S
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
SPAN
4-0-15
PITCH
3.004/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2
Automated Load Case W1: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
4-0-15
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Web l-4
Location 1
0-0-0
Cont
Location 2
4-0-15
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 4-0-15
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
4-0-15
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member
Top
Web I-4
Location I
0-0-0
Cont
Location 2
4-0-15
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Cont
User-defined Load Case E1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IDC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.28 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
0-0-0 1
End Load TribW'idth
16 psf 24 in
6 psf 24 in
End Load TribWidth
25.28 psf 24 in
14.56 psf 24 in
End Load TribWidth
17.91 psf 24 in
16.88 psf 24 in
End Load TribWidth
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in
44.08 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load Trib W!dth
10 psf 24 in
3) This truss has been designed in accordance withASCE7 -I 0, 1 I 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
11
12
LoadComix>
Dl
01 +Lri
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6W9
Dl +0.7 El
01 +0.45 W3 +0.75 Lrl
DI +0.45 W3
01 +0.53 El +0.75 Lrl
0.6 Dl + 0.6 W1
0.6 01 + 0.6 W2
0.6 01 + 0.6 W4
13 0.6 01 +0.7 E/0.01
14 DI+LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0. 765 -57 1b5
BChd 34 0.565 -117 1b5
Webs 1-4 0.066 -149 11>; 1-3 0.038 119 1b5 (-18 11>;) 2-3 0.072 159 lbs (-149 1b5)
Truss-to-truss Connections Summary
TO Carried Truss Carrying Truss Carrying Offset Anele
TT32 Tl9 G06 5-24 45 dcg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THTS COMPONENT DESIGN DOCUMENT. NOTETHATlHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSENIBLY SHOWN ON THIS SHEETivfEETS THE 'MINTh1UM APPLICABLE DESIGN CRITERIA FOR
"T'LL"D I A An.::< I AAT"'.n.TI"':'. rn.-,._rn.mn.li.T(' 'T'DTTC.C. 1\.,ffil\.,mf<D rrnJI<lf":.TTD ATI(ll\J"-ANn "-PAN.;;. T To;;.TFn liN THIS SHPFT
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
Tl9
213
1/2/2016 7:35:12PM
Arncon 6.003
2of3
Eng Plot
WGT/PLY
11.3 lbs
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite l 02 ,., __ [.J __ r"'-l--..1-01\
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-0-15
Additional Notes:
PITCH
3.004/12
s 5
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
I
Truss: T19
JobName: 213
Date: 112/2016 7:35:12PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 11.3 lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requir'"" placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHA TTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE lRUSS ASSEMBLY SHOWN ON TH[S SHEET MEETS THE NIINUvtUM" APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cride, Suite I 02
R,.,.,,JA,,. rnlnr<>An51.01.01
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-0-15
PITCH
3.004/12
QTY
2
0-10-0
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3~
4-0-15
4-0-15
4-0-15
OHR
0-0-0
PLYS
l
1-10-4
2s
0-0-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T20
213
1/2/2016 7:35:12 PM
Amcon6.003
l of3
Eng Plot
WGT/PLY
11.3 lbs
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (AISl) to be installed on each side of the truss. Where connection plates are called out en this drawing, a plate is required on each side of the
truss. Refer to General Notes fur further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.AUowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min fur each sheet of steel connected.
Reactions
JT T e LC BC
4 Pin (WL) 1
3 HRoll(TI') 1
4 Pin (WL) 2
3 HRoll(TI') 2
4 Pin (WL) 3
4 Pin (WL) 3
3 HRoll(TI') 3
4 Pin (WL) 4
4 Pin (WL) 4
3 HRol1(TI') 4
4 Pin (WL) 5
3 HRoll(TI') 5
4 Pin (WL) 6
3 HRoll(TI') 6
4 Pin (WL) 7
4 Pin (WL) 7
3 HRoll(TI') 7
Pin (WL) 8
Pin (WL) 8
HRoll(TI') 8
Pin (WL) 9
HRoll(TI') 9
Pin (WL) 10
Pin (WL) 10
HRoll(TI') 10
Pin (WL) 11
Pin (WL) 11
HRoll(TI') 11
Pin (WL) 12
Pin (WL) 12
HRoll(TI') 12
Pin (WL) 13
HRoll(TI') 13
Pin(WL) 14
HRoll(TI') 14
Member Material
Top Chd 1-2 30TC20 (50 ksi)
Bot Chd 3-4 20TC20 (50 ksi)
Web 1-4 1SC20 (50 ksi)
Web 1-3 1SC20 (50 ksi)
Web2-3 15C20 (50 ksi)
CSI
TC: 0.765 (1-2)
BC: 0.565 (34)
Web: 0.072 (2-3)
TC Continuously Braced
BC Bracing Sparse
Br Wid Reaction
6 in 92 lbs
2 in 92 lbs
6 in 173 1bs
2 in 173 lbs
6 in 721bs
6 in 11lbsH
2 in 66lbs
6 in 107lbs
6 in -26 lbs H
2 in 1151bs
6 in 92 1bs
2 in 92 1bs
6 in 921bs
2 in 92 lbs
6 in 138 1bs
6 in 9 1bs H
2 in 1331bs
6 in 77 1bs
6 in 9lbsH
2 in 72 1bs
6 in 153 1bs
2 in 153 1bs
6 in 1lbs
6 in 16 1bs H
2 in -15 1bs
6 in 19 1bs
6 in 39 lbs H
2 in 41bs
6 in -104 1bs
6 in 139 1bs H
2 in -166 1bs
6 in 55 lbs
2 in 55 1bs
6 in 133 1bs
2 in 133 1bs
Summary
JT BC
CSI
0.765
0.565
0.066
0,038
0.072
Max React
173 1bs
173 lbs
Deflection
TL: 0.04 in
LL: 0.02 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assnme truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/929
L/999
MaxP
-57 lbs
-117 1bs
-149 1bs
1191bs
1591bs
TribWtdth
24 in
24 in
ALL GENERAL NOTES OF THlS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEERS SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THlS SHEEfMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(1-2)
(1-2)
1
L/240
L/360
Max Uplift Max Horiz
-104 lbs 139 lbs
-1661bs
Keymark Entetprises, LLC
6707 Winchester Cric1e, Suite 102
'R"",Jrl,.r rrJnr<ttlnlHll.Ol
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S. S.
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
4-0-15
PITCH
3.004/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Coot
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
4-0-15
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-4
Location l
0-0-0
Cant
Location 2
4-0-15
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location l Location 2
Top 0-0-0 4-0-15
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
4-0-15
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
4-0-15
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Cont
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.28 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
0-0-0 1
End Load Trib Width
16 psf 24 in
6 psf 24 in
E11d Load Trib Width
25.28 psf 24 in
14.56 psf 24 in
End Load TribWtdth
17.91 psf 24 in
16.88 psf 24 in
End Loo.d TribWtdth
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in
44.08 psf 24 in
End Loo.d TribWtdth
8 psf 24 in
16 psf 24 in
End Load Trib Width
10 psf 24 in
3) This truss has been designed in accordance withASCE7-I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category IT, Mean RoofHeight 43ft, Overall Building Dimensions ofl40 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
Dl
Dl +Lr1
Dl +0.6 W3
01 +0.6 W8
Dl +0.6W9
Dl + 0.7 El
7 Dl +0.45W3+0.75Lrl
8 Dl + 0.45 W3
9 Dl+0.53El+0.75Lrl
10 0.6 Dl +0.6 WI
II 0.6 D1 + 0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E'O.OI
14 Dl +LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.765 -571bs
BChd 3-4 0.565 -117 lbs
Webs 1-4 0.066 -149 lbs 1-3 0,038 119 lbs (-18 lbs) 2-3 0.072 159 lbs (-149 lbs)
Truss-to-truss Connections Summary
JD Carried Truss Carrying Truss Carrying Offset Angle
m2 T20 G06 5-2-4 225 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR ---~ ----· --T~ ~.-.....~~..-....._,.., .....,.,,,., -..=:...mnn roA-..TL'T"-TTD A'T'J£'!.-"-T~ ll.l\JT) ~PAN<.: T T<.:TPn ON THIS. S.HF.ET
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T20
213
1/2/2016 7:35:12 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
11.3 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
Boulder. Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-0-15
Additional Notes:
sws
R U S S
PITCH
3.004/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
I
Truss: T20
JobName: 213
Date: 1/2/2016 7:35:12PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 11.3 lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
"T'rTD T r.A n.c T AAn.l'-T"-rn."hln.mnhlc "lVTT'"-~< MI<T\ART<R rnr..rvTr.Tm ATTON~ ANn SPANS LISTED ON TIITS SHEEt
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Rt\uldPr r.olnrado R010 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-6-15
sws
R U S S
PITOI
3.01/12
QTY
12
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
0-10-0
0-0-0
3~
1-6-15
1-6-15
OHR
0-0-0
1-2-12
2s
0-0-0
Truss: T21
JobName: 213
Date: 1/2/2016 7:35:12PM
System: Amcon6.003
Page: I of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 4.61bs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out <lfl. this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 !~:.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.059 (1-2) 1L: 0 in
BC: O.G25 (34) LL: 0 in
Web: 0.037 (14) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
4 Pin (V/L) 6 in 36 lbs 4 67 lbs
3 H Roll (TT) 2 in 361bs 3 67 lbs
4 Pin (WL) 6 in 67 lbs
3 H Roll (TT) 2 in 671bs
4 Pin (WL) 6 in 29 lbs
4 Pin (WL) 6 in 41bsH
3 HRoll (TT) 2 in 241bs
4 Pin (WL) 6 in 37 lbs
4 Pin (WL) 6 in -20 lbs H
3 H Roll (TT) 2 in 49 lbs
4 Pin (WL) 6 in 36 lbs
3 H Roll (TT) 2 in 36 lbs
4 Pin (WL) 6 in 361bs
3 H Roll (TT) 2 in 36lbs
4 Pin (WL) 6 in 55 lbs
4 Pin (WL) 6 in 31bsH
3 H Roll (TT) 2 in S I lbs
4 Pin (WL) 6 in Jllbs
4 Pin (WL) 6 in 3 lbs H
3 HRoll (IT) 8 2 in 27 lbs
4 Pin (WL) 9 6 in 591bs
3 H Roll (TT) 9 2 in S91bs
4 Pin (WL) 10 6 in I lbs
4 Pin (WL) 10 6 in -JibsH
3 H Roll (TT) 10 2 in -61bs
4 Pin (WL) 11 6 in 13 lbs
4 Pin (WL) 11 6 in 25 lbs H
3 H Roll (TI) 11 2 in -5 lbs
4 Pin (WL) 12 6 in -20 lbs
4 Pin (WL) 12 6 in 811bs H
3 H Roll (TT) 12 2 in -84 lbs
4 Pin (VIL) 13 6 in 21 lbs
3 H Roll (TT) 13 2 in 2llbs
4 Pin (WL) 14 6 in 51 lbs
3 H Roll (TT) 14 2 in 51 lbs
Member Material CSI Brae in~
Top Chd 1-2 20TC20 (50 ksi) 0.059 Sheathed
Bot Chd 3-4 20TC20 (50 ksi) 0.025 Sparse
Webl-4 15C20 (SO ksi) 0.037 Unbraced
Webl-3 15C20 (50 ksi) 0.022 Unbraced
Web2-3 I SC20 (50 ksi) 0.023 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
-61bs
MaxP
28 lbs
-591bs
-58 lbs
69 lbs
58 lbs
Trib\Vidth
24 in
24 in
ALL Gh""NERALNOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN lNTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
TI..rn T n a nl;! T n A mhln rnNnmONS TR T TSS lv!F"MBF.R CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
(Joe) Allowed
(1-2) L/240
(1-2) L/360
I
MaxU£1ift MaxHoriz
··20 lbs 81 lbs
·-84 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder. Colorado 8030 l
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S 5
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
1-6-15
PITCH
3.01/12
QTY
12
OHL
0-0-0
OHR PLYS
Load Case Dl: Std Dead Load
Distributed Loads
Member
Top
Bot
Location l
Coot
Coot
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Web l-4
Location I
0-0-0
Coot
Location 2
1-6-15
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0-0
Coot
Location 2
1-6-15
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 1-6-15
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Web 1-4
Location I
0-0-0
Coot
Location 2
1-6-15
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Coot
Location 2
1-6-15
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Coot
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.25 psf
Rake 14.56 psf
Spread Start Load
Rake 17.9 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77,56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottorn chord live load plus dead loads.
0-0-0 I
End Load Trib Width
16 psf 24 in
6 psf 24 in
End Load TribWidth
25.25 psf 24 in
14.56 psf 24 in
End Load TribWtdth
17.9 psf 24 in
16.88 psf 24 in
End Lood Trib Width
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in
44.08 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load Trib Width
10 psf 24 in
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roof Height 43 ft, Overall Building Dimensions of 140 ft x 63 ft. Enclosure Class: Enclosed. CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
Load ComOO
Dl
Dl +Lrl
D1 +0.6 WJ
Dl +0.6 W8
Dl +0.6 W9
D1 +0.7 El
Dl + 0.45 W3 + 0.75 Lrl
D1 +0.45 WJ
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
II 0.6 Dl + 0.6 W2
12 0.6 D1 +0.6 W4
13 0.6 D1 +0.7 E/0.01
14 Dl +LIO*
Foetor
1.000
1.000
1.000 1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member TO, max CSI, max axial force, (max compr. force ifdifthent from max axial force)
TChd 1-2 0.059 -21 lbs
BChd 3-4 0.025 -59 lbs
Webs 1-4 0.037 -58 1bs 1-3
Truss-to-truss Connections Summary
TO Carried Truss Carrying Truss
1T33 T21 G07
1T33 T21 G07
0.022 69 lbs
Carrying Offset
2-4-5
2-4-5
GUSSET PLATES
Joint Detail Gusset Ga Joint
(-14 1bs) 2-3
Angle
45 deg
225 deg
0.023
Detail Gusset
58 1bs (-58 1bs)
Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
TI-rF I OAn~ I flADTNCi rnNDlTION~ TRTJ~S "MF.MRER CONFICilJRATIONS_ AND SPANS LISTED ON THTS SHEEI
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T21
213
1/2/2016 7:35:12 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
4.6lbs
Keymark Enteiprises, LLC
6707 Winchester Cricle, Suite I 02 no __ ,_,~~ ...,.~•~~-'~ an.""''
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-6-15
Additional Notes:
R U S S
PITCH
3.01/12
QTY
12
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
OHR
0-0-0
PLYS
I
Truss: T21
JobName: 213
Date: 112/2016 7:35:12 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 4.61bs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONhWfDESJGN DOCWvfENT. NOTETHATTI-IE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR
~ T DAm:: T DAOTNC. r.ONniTTONS_ TRUSS MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Honlder _ Colorado 80
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-6-15
R U S S
PITCH
3.004/12
QTY
12
0-10-0
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3~
3-6-15
3-6-15
3-6-15
OHR
0-0-0
PLYS
1-8-12
2s
0-0-0
Tmss:
JobName:
Date:
System:
Pagt::
Report:
SPACING
24in
T22
213
1/2/2016 7:35:13 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
9.2 lbs
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. &:h value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are caHed out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 Jbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" mitt. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.871 (1-2) TL: 0.07 in
BC: 0.336 (3-4) LL: 0.03 in
Web: 0.06! (1-4) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Bre:Wid Reaction JT BC Max React
4 Pin (WL) 6 in 80 lbs 152 lbs
3 HRoll (TI) 2 in 80 lbs 152 lbs
4 Pin (WL) 6 in 152lbs
3 H Roll (TI) 2 in !52 lbs
4 Pin (WL) 6 in 64lbs
4 Pin (WL) 6 in 10 lbs H
3 H Roll (TI) 2 in 57 lbs
4 Pin (WL) 6 in 93 lbs
4 Pin (WL) 6 in -25 lbs H
3 HRoll (TI) 2 in 102lbs
4 Pin (WL) 6 in 80 lbs
3 H Roll (TI) 2 in 80 lbs
4 Pin (WL) 6 in 80 lbs
3 HRoll (TI) 2 in 80 lbs
4 Pin (WL) 6 in 122lbs
4 Pin (WL) 6 in 7lbsH
3 HRoll (TI) 2 in 117 lbs
Pin(WL) 6 in 68lbs
Pin(WL) 6 in 7 lbs H
H Roll (TT) 8 2 in 63 lbs
Pin(WL) 9 6 in 134 lbs
HRoll (TI) 9 2 in 134 lbs
Pin(WL) 10 6 in Jibs
Pin (WL) 10 6 in !Jibs H
H Roll (TI) 10 2 in -13 lbs
Pin (WL) II 6 in 18 lbs
Pin (WL) II 6 in 36 lbs H
H Roll (TI) II 2 in 2 lbs
Pin(WL) 12 6 in -87 lbs
Pin(WL) 12 6 in 127 lbs H
HRoll (TI) 12 2 in -149 lbs
Pin (WL) 13 6 in 48 lbs
H Roll (TI) 13 2 in 48 lbs
Pin (WL) 14 6 in 116lbs
HRoll (TI) 14 2 in 116lbs
Member Material CSI Bracin~
Top Chd 1-2 20TC20 (50 ksi) 0.871 Sheathed
BotChd 3-4 20TC20 (50 ksi) 0.336 Sparse
Webl4 15C20 (50 ksi) 0.061 Unbraced
Webl-3 15C20 (50 ksi) 0.034 Unbraced
Web2~3 15C20 (50 ksi) 0.061 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location l
Cont
Coot
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/522
L/999
-13lbs
MaxP
-50 lbs
-105 lbs
-131 lbs
108 lbs
140 lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTI!ATlHE TRUSS ASSEMBLY SHOWN ON TillS SHEETMEETS 1HE JVnNIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(1-2) L/240
(1-2) L/360
I
Max uetift Max Horiz
~87 lbs 127 lbs
-149 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
'Q...,,[..Jpr rnll'll'<ltinS!.!l1.!11
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
3-6-15
PITCH
3.004/12
QTY
12
OHL
0-0-0
OHR PLYS
Load Case Dl: Std Dead Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Web 1-4
Location I
0.0.()
Cont
Location 2
3-6-15
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Web l-4
Location I
0.().()
Cont
Location 2
3-6-15
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0.0-0 3-6-15
Automated Load Case W4: C&C(Suction)
Distributed Loads
Memlxr
Top
Webl-4
Location l
0-0.0
Cont
Location 2
3-6-15
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member
Top
Webl-4
Location I
0.0.()
Cont
Location 2
3-6-15
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location I
Bot Cont
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.28 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottorn chord live load plus dead loads.
0-0-0 I
End Load Trib Width
16 psf 24 in
6 psf 24 in
End Load TribWidth
25.28 psf 24 in
14.56 psf 24 in
End Load Trib Width
17.91 psf 24 in
16.88 psf 24 in
End Load/ Trib Width
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in
44.08 psf 24 in
End Load Trib Width
8 psf 24 in
16 psf 24 in
End Load Trib Width
10 psf 24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions ofl40 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 fl:The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
Load Combo
Dl
Dl+Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0,6W9
Dl +0.7 El
01 + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 E1 +0.75 Lrl
0.6 Dl + 0.6 WI
11 0.601 +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 FJO.Ol
14 Dl +LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.871 -50 lbs
BChd 34 0.336 -105 lbs
Webs 1-4 0.061 -131 lbs 1-3
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT34 T22 G07
TT34 T22 G07
0.034 108 lbs
Carryin2 Offset
5-24
5-24
GUSSET PLATES
Joint Detail Gusset Ga Joint
(-17 lbs) 2-3
Angle
45 deg
225 deg
0.061
Detail Gusset
140 lbs (-131 lbs)
Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEr MEETS THE MINIMUM APPLTCABLE DESIGN CRITERIA FOR
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
T22
213
1/2/2016 7:35:13 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
9.2lbs
Keymark Enterprises, LLC
6707 Winchester Cri~le, Su!te 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-6-15
Additional Notes:
sws u s 5
PITCH
3.004/12
QTY
12
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: T22
JobName: 213
Date: 112/2016 7:35:13 PM
System: Amcon6.003
Page: 3 of3
Report: EngP1ot
SPACING WGT/PLY
24in 9.21bs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PARTOF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
"<">-->-'~-,-._, __ .J-Of\'ll\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-4-13
sws
R ll S S
PITCH
2.996/12
QTY
6
0-10-0
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
4-4-13
4-4-13
4-4-13
OHR
0-0-0
PLYS
I
1-11-3
2s
0-0-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T23
213
1/2/2016 7:35:13 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
13.51bs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (ATSI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (ATSJ) to be installed on each side of the truss. Where connection plates are called out Ctll this drawing, a plate is required on each side ofthe
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Ailowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.791 (1-2)
BC: 0.760 (34)
Web: 0.080 (2-3)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Bre: Wid
4 Pin (WL) I 6 in
3 HRoll (IT) I 2 in
4 Pin (WL) 2 6 in
3 HRoll (IT) 2 2 in
4 Pin (WL) 3 6 in
4 Pin (WL) 3 6 in
3 H Roll (IT) 3 2 in
4 Pin (WL) 4 6 in
4 Pin (WL) 4 6 in
3 H Roll (IT) 4 2 in
4 Pin (WL) 5 6 in
3 H Roll (IT) 5 2 in
4 Pin (WL) 6 6 in
3 H Roll (IT) 6 2 in
4 Pin ('NL) 7 6 in
4 Pin (WL) 7 6 in
3 H Roll (IT) 7 2 in
4 Pin (\VL) 8 6 in 4 Pin (WL) 8 6 in
3 H Roll (IT) 8 2 in
4 Pin (WL) 9 6 in
3 H Roll (Tf) 9 2 in
4 Pin ('NL) 10 6 in
4 Pin (WL) 10 6 in
3 H Roll (IT) 10 2 in
4 Pin (WL) 11 6 in
4 Pin (WL) 11 6 in
3 H Roll (IT) 11 2 in
4 Pin (WL) 12 6 in
4 Pin ('NL) 12 6 in
3 H Roll (IT) 12 2 in
4 Pin ('NL} 13 6 in
3 H Roll (IT) 13 2 in
4 Pin (WL) 14 6 in
3 HRoll (IT) 14 2 in
Member Material
Top Chd 1-2 30TCI8 (50 ksi)
Bot Chd 34 20TC20 (50 ksi)
Web 14 15C20 (50 ksi)
Web 1-3 15C20 (50 ksi)
Web2-3 15C20 (50 ksi)
Reaction
99 lbs
991bs
187 lbs
187 lbs
78 lbs
121bsH
71 lbs
1161bs
-27 lbs H
1241bs
99 lbs
99 lbs
991bs
991bs
149 lbs
91bsH
144 lbs
83 lbs
9 lbs H
78 lbs
165 lbs
165 lbs
llbs
191bs H
-16 lbs
20 lbs
41 lbs H
41bs
-114 lbs
1461bs H
-177 lbs
59 lbs
59 lbs
1431bs
1431bs
Summary
JT BC
CSI
0.791
0.760
0.069
0.040
0.080
Max React
187 lbs
187 lbs
Deflection
TL: 0.05 in
LL: 0.02 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Prtj
Start Load
20 psf
Opsf
End Load
20 psf
0 psf
L/
L/949
L/999
MaxP
-611bs
-124 lbs
-161 lbs
126 lbs
171 lbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF niTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF niTS COMPONENT DESIGN DOCUI'vfENT. NOTElBATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTI!ATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc)
(1-2)
(1-2)
I
Max Uplift
-114 lbs
-177 lbs
Allowed
L/240
L/360
Max Horiz
146 lbs
Keymark Enterprises, LLC
6707 ~Wi?~c~es~e~, ~~~c~e~~~lt; I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
4-4-13
PITCH
2.996/12
QTY
6
OHL
0-0-0
OHR PLYS
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2
Automated Load Case Wl: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl4
Location I
0-0-0
Cont
Location 2
4-4-13
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0-ll
Cont
Location 2
4-4-13
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0.{).{) 4-4-13
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-ll
Cont
Locatioo 2
4-4-13
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location I
0.{).{)
Cont
Location 2
4-4-13
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location l
Bot Cont
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.32 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottomchord live load plus dead loads.
0-0-0 1
End Load TribWidth
16 psf 24 in
6 psf 24 in
End Lood Trib Width
25.32 psf 24 in
14.56 psf 24 in
End Load TribWidth
17.91 psf 24 in
16.88 psf 24 in
End Load TribWidth
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in
44.08 psf 24 in
End Load Trib \Vidth
8 psf 24 in
16 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roof Height 43ft, Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone RJegion.
Load Combinations
7
8
9
10
II
12
Load Combo
D1
Dl +Lrl
Dl +0.6W3
Dl +0.6W8
D1 +0.6 W9
D1 + 0.7 E1
Dl + 0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 01 +0.7 E/0.01
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.791 -611bs
BChd 3-4 0.760 -1241bs
Webs 1-4 0.069 -161 1bs 1-3 0.040 126 lbs (-19 1bs) 2-3 0.080 171 1bs (-161 1bs)
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carryins OffSet Angle
TIJ5 T23 G07 6-4-3 45 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COIVfPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE M!NllVfiJM APPLICABLE DESIGN CRITERIA FOR
Truss:
Job Name:
Date:
System:
Page:
RJ'port:
SPACING
24in
T23
213
1/2/2016 7:35:13 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
13.5lbs
Keymark Enterprises, LLC
6707 Winchester Cric!e, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-4-13
Additional Notes:
sws
i{ u s s
PITCH
2.996/12
QTY
6
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
I
Truss: T23
JobName: 213
Date: 1/2/2016 7:35:13 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 13.5lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requir<:s placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6" of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF TilTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEERS SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keyrnark Enterprises, LLC:
6707 Winchester Cdcte, Suite 102
u..,.,[..J,.,. r..J....,.,AnRCI1.fll
GS Build® System
GSTmss®
Version: 5.008.2 [Build 140]
SPAN
5-4-0
sws
R U S S
PITCH
3/12
0-10-0
1s
QTY
10
2-8-0
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
3~
2-8-0
5-4-0
2-8-0
2-8-0 5-4-0
PLYS
I
Tmss:
JobName:
Date:
System:
Pagf::
Report:
SPACING
24in
2~
4s
0-0-0
T24
213
1/2/2016 7:35:13 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
14.2lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS #12 or #12 SDS (ATSI) fasteners required at one end of the member. Each value indicates the number oftilsteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS #12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs Allowable shear per #12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.207 (1-2)
BC: 0.162 (4-5)
Web: 0.260 (2-4)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Vlid
6 Pin (WL) I 6 in
4 HRoll (1T) I 2 in
6 Pin (WL) 2 6 in
4 H Roll (1T) 2 2 in
6 Pin (WL) 3 6 in
6 Pin (WL) 3 6 in
4 H Roll (1T) 3 2 in
6 Pin (WL) 4 6 in
6 Pin (WL) 4 6 in
4 H Roll (1T) 4 2 in
6 Pin (WL) 5 6 in
4 H Roll (1T) 5 2 in
6 Pin (WL) 6 6 in
4 H Roll (1T) 6 2 in
6 Pin (WL) 7 6 in
6 Pin (WL) 7 6 in
4 H Roll (1T) 7 2 in
6 Pin (\VL) 8 6 in
6 Pin (WL) 8 6 in
4 H Roll (1T) 8 2 in
6 Pin (WL) 9 6 in
4 HRoll (1T) 9 2 in
6 Pin (WL) 10 6 in
6 Pin (WL) 10 6 in
4 H Roll (1T) 10 2 in
6 Pin(Wq II 6 in
6 Pin (WL) II 6 in
4 H Roll (1T) II 2 in
6 Pin (WL) 12 6 in
6 Pin (WL) 12 6 in
4 H Roll (TI) 12 2 in
6 Pin (WL) 13 6 in
4 H Roll (1T) 13 2 in
6 Pin (WL) 14 6 in
4 HRoll (1T) 14 2 in
Member Material
Top Chd 1-3 20TC20 (50 ksi)
Bot Chd 4-<i 20TC20 (50 ksi)
Web 1-<i 15C20 (50 ksi)
Web 1-5 15C20 (50 ksi)
Web2-5 15C20 (50 ksi)
Web2-4 15C20 (50 ksi)
Web3-4 15C20 (50 ksi)
Reaction
120 lbs
120 lbs
227lbs
227 lbs
94 lbs
15 lbs H
86!bs
141 lbs
-29 lbs H
!50 lbs
120 lbs
120 lbs
120 lbs
120 lbs
181 lbs
II lbs H
175 lbs
101 Lbs
lllbsH
95 lbs
200 1bs
200 lbs
0 lbs
26 lbs H
-!Sibs
23 lbs
46 lbs H
6 lbs
-140 lbs
167 lbs H
-209 lbs
72 lbs
72 lbs
173 lbs
173 lbs
Summary
JT BC
CSI
0.207
0.162
0.086
0.083
0.016
0.260
0.041
Max React
227 lbs
227 lbs
Deflection
TL: 0.02 in
LL: 0.01 in
Horz1L: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
LoadCaseLrl: StdLiveLoad
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
-274 lbs
251 lbs
-215lbs
262 lbs
49lbs
-290 lbs
78 lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE JVnNIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
L/240
L/360
(1-2)
(1-2)
3
Mro: Uplift Max Horiz
-140 lbs 167lbs
-209 lbs
Keymark Enterprises, LLC
6707 Winchester Cride, Suite 102
Rnulder_ Coiorado80301
GS Build® System
GSTruss®
Version: 5.0082 [Build 140] sws
R U S 5
SPAN
5-4-0
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
PITCH
3/12
Location 2
Automated Load Case W1: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-6
Location I
0-0-0
Cont
Location 2
5-4-0
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Web!-<;
Location 1
0-0-0
Coot
Location 2
5-4-0
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location l Location 2
Top 0-0-0 5-4-0
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-6
Location I
0-0-0
Coot
Location 2
5-4-0
Automated Load Case WS: MWFRS-Left(Min)
Distributed Loads
Member
Top
Web!-<;
Location l
0-0-0
Coot
Location 2
5-4-0
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
QTY
10
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Cont
User-defined Load Case E1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with lBC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
16 psf
6 psf
Start Load
25.3 psf
14.56 psf
Start Load
17.91 psf
16.88 psf
Start Load
9.29 psf
Start Load
77.09 psf
43.8 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
16 psf
6 psf
End Load
25.3 psf
14.56 psf
End Loo.d
17.91 psf
16.88 psf
End Loo.d
9.29 psf
End Load
77.09 psf
43.8 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottomchord live load plus dead loads.
PLYS
I
TribWidth
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
24 in
TribWtdth
24 in
TribWidth
24 in
24 in
TrtbWidth
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of140 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
Dl +0.6 W8
Dl +0.6W9
Dl +0.7 El
Dl +0.45W3+0.75Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
II 0.6 Dl +0.6 W2
12 0.6 Dl +0.6 W4
13 0.6 D1 + 0.7 EIO.Ol
14 DI+LIO*
Member Forces Summary
TChd 1-2 0.207 -274 lbs
BChd 4-5 0.162 251lbs
Webs l-6
1-5
0.086
0.083
-215 lbs
262 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial fOrce, (max compr. force if differe1tt from max axial fOrce)
2-3 0.191 -311bs
(-248 lbsl H 0.080 -145 lbs
2-5 0.016 49 lbs (-32 lbs) 3-4 0.041 78 lbs (-72 lbs)
(-I 07 lbs) 2-4 0.260 -290 lbs
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T24
213
112/2016 7:35:14 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
14.2lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement of! at era! braces installed
peipendicular to the plane of the truss and placed within 6 " of each panel point.
ALL GENERAL NOTES OF THTS DRA WTNG PACKAGE SHALL BE CONSIDERED AS AN INfEGRAL PART OF THIS COI\.1PONENT DESIGN DOCUMENT. NOTE1HATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-----------·------~.......,. ,.....-,.,_,....T,..T.,...,~"T'U"I.-._YC' Ali.TT"'\C'DAli.T<O:'TJC'TllJ"\{lhlTJ.n(,:.(,:.J.,t"Pp-r
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102 Rnulder. Colorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
5-4-0
sws
T
PITCH
3/12
QTY
10
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Tmss: T24
JobName: 213
Date: 1/2/2016 7:35:14 PM
System: Amcon6.003
Pag(:: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 14.2lbs
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord s.egment.
ALL GENERAL NOTES OF TIJTS DRA WlNG PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PAR TOF THIS COivlPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR ----. ----. ~-·~ .......... ~,.... ...... ..-,,,._y~ 'TT>TY<:•C' -...n:>:..KOTID r"Al<LIDTn.TTD ATII\hl" A NTl <::PJI.N<:: I T5::TFD ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder. Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
5-1-0
R. u s
PITCH
3/12
0-10-0
1s
QTY
2
SWS Panel & Truss
2-6-8
OHL
0-0-0
3~
4231 Liberty Blvd
South Gate CA 90280
OHR
0-0-0
5-1-0
PLYS
1
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
23is4
4s
0-0-0
T25
213
1/2/2016 7:35:14PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
13.6lbs
~~~~~~2~-6--8~~~~~-+~~~~~-2_-6_-_s~~~~-1
2-6-8 5-1-0 I
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out Clfl this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1 ,610 lbs.Allowable shear per # 12 SDS (AlSl) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.191 (1-2)
BC: 0.144 (4-5)
Web: 0.224 (2-4)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
6 Pin (WL) I 6 in
4 H Roll (IT) I 2 in
6 Pin (WL) 2 6 in
4 H Roll (IT) 2 2 in
6 Pin (WL) 3 6 in
6 Pin (WL) 3 6 in
4 H Roll (IT) 3 2 in
6 Pin (WL) 4 6 in
6 Pin (WL) 4 6 in
4 H Roll (IT) 4 2 in
6 Pin (WL) 5 6 in
4 H Roll (IT) 5 2 in
6 Pin (WL) 6 6 in
4 H Roll (IT) 6 2 in
6 Pin (WL) 7 6 in
6 Pin (WL) 7 6 in
4 H Roll (IT) 7 2 in
6 Pin (WL) 8 6 in
6 Pin (WL) 8 6 in
4 HRoll (TT) 8 2 in
6 Pin(WL) 9 6 in
4 H Roll (IT) 9 2 in
6 Pin (\VL) 10 6 in
6 Pin (WL) 10 6 in
4 H Roll (IT) 10 2 in
6 Pin (WL) II 6 in
6 Pin (\VL) II 6 in
4 HRoll (TT) II 2 in
6 Pin (WL) 12 6 in
6 Pin (WL) 12 6 in
4 H Roll (IT) 12 2 in
6 Pilt(WL) 13 6 in
4 H Roll (IT) 13 2 in
6 Pin (WL) 14 6 in
4 H Roll (IT) 14 2 in
Member Material
Top Chd 1-3 20TC20 (50 ksi)
Bot Chd 4-6 20TC20 (50 ksi)
Web 1-6 15C20 (50 ksi)
Web 1-5 15C20 (50 ksi)
Web2-5 15C20 (50 ksi)
Web2-4 15C20 (50 ksi)
WebJ-4 15C20 (50 ksi)
Reaction
114 lbs
114 lbs
2161bs
2161bs
90 lbs
14lbsH
82 lbs
134 lbs
-281bs H
143 lbs
114lbs
114lbs
1141bs
114 lbs
172 lbs
II lbs H
1671bs
96 lbs
lllbsH
90 lbs
191 lbs
191 lbs
I lbs
24 lbs H
-18 lbs
22 lbs
44 lbs H
6 lbs
-134 lbs
162 lbs H
-202 lbs
69 lbs
69 lbs
165 lbs
165 lbs
Summary
JT BC
CSI
0.191
0.144
0.082
0.077
0.014
0.224
0.038
Max React
216 lbs
2161bs
Deflection
TL: 0.02 in
LL: 0.01 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Memlxr
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
-253 lbs
-2321bs
·204lbs
243 lbs
461bs
271 lbs
75 lbs
TribWtdth
24 in
24 in
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PARTOF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
TJ..U< I nan..:.: I nanwr. rnNTimONS TRTJSS TvrEMRER C:ONFTGURATIONS_ AND SPANS LISTED ON THIS SHEET.
(loc)
(1-2)
(1-2)
3
Max Uplift
-134 lbs
-202 lbs
Allowed
L/240
L/360
Max Horiz
162 lbs
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Rn,!rlPr C:olorrulnR01
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SPAN
5-1-0
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
PITCH
3/12
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member
Top
Webl-6
Location I
0-0-0
Cont
Location 2
5-1-0
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member
Top
Webl-6
Location 1
0-0-0
Cont
Location 2
5-1-0
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 5-1-0
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-6
Location I
0-0-0
Cont
Location 2
5-1-0
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member
Top
Web!..{)
Location I
0-0-0
Cont
Location 2
5-1-0
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
QTY
2
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location l Location 2 Direction
Bot Cont Down
User-defined Load Case El: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with ffiC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
16 psf
6 psf
Start Load
25.3 psf
14.56 psf
Start Load
17.91 psf
16.88 psf
Start Load
9.29 psf
Start Load
77.44 psf
44.01 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
16 psf
6 psf
End Load
25.3 psf
14.56 psf
End Load
17.91 psf
16.88 psf
End Load
9.29 psf
End Load
77.44 psf
44.01 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
1
TribWtdth
24 in
24 in
Trib'Nidth
24 in
24 in
TribWtdth
24 in
24 in
Trib Width
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7-I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of!40 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
lO
Load ComOO
Dl
Dl +Lrl
Dl+0.6w3
Dl+0.6W8
Dl +0.6 W9
DI+0.7El
Dl +0.45 w3 +0.75Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
II 0.6 Dl +0.6 W2
12 o.6 Dl + 0.6 w4
13 0.6 Dl +0.7 FJO.OI
14 Dl +LlO*
Member Forces Summary
TChd 1-2 0.191 -253 lbs
BChd 4-5
Webs 1-6
1-5
0.144
0.082
0.077
-232 lbs
-204 lbs
243 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
2-3 0.174 -301bs
5-6
2-5
(-97 lbs) 24
0.071
0.014
0.224
GUSSET PLATES
-140 lbs
46 lbs
271 lbs
(-32 lbs) 34
(-270 lbs)
0,038 75 lbs (-69lbs)
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T25
213
1/2/2016 7:35:14 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
13.6lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
pelJlendicular to the plane of the truss and placed within 6" of each panel point.
ALL GENERAL NOTES OF THIS DRAwiNG PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MlNIMIJM APPLICABLE DESIGN CRITERIA FOR
THE WADS. LOADING CONDITIONS. TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
Keymark Entelprises, LLC
6707 Winchester Cricle, Suite I 02
n ..... t..J.,,. r...J""',_..J..,.QI\'llll
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
5-1-0
sws
T R
PITCH
3/12
s s
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: T25
Job Name: 213
Date: 1/2/2016 7:35:14PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24 in 13.6lbs
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTElBATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
TI-m r nan~ I OAnTNr. C:ONflmONS TRUSS MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado8030l
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
7-10-3
sws
PITCH
2.998/12
0-10-0
s s
QTY
2
3-i-10
3-1-10
3~
3-1-10
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
3-i-10
6-3-5
3-1-10
PLYS
1
6s
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24 in
7-10-:3
2-4SI3
T26
213
1/2/2016 7:35:14 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
21.9lbs
TT sJT95
0-0-0
1-6-14 ~----------------------------~------------------------------~----------4 3-1-10 6-3-5 7-10-3
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (AISl) fasteners required at one end of the member. E:J.ch value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISn to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Amcon TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Ailowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fastener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.311 (1-2)
BC: 0.343 (6-7)
Web: 0.405 (2-6)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Brg Wid
8 Pin (WL) I 6 in
5 H Roll (IT) I 2 in
8 Pin (WL) 2 6 in
5 H Roll (IT) 2 2 in
8 Pin (WL) 3 6 in
8 Pin (WL) 3 6 in
5 HRoll (IT) 3 2 in
8 Pin (WL) 4 6 in
8 Pin (WL) 4 6 in
5 H Roll (IT) 4 2 in
8 Pin (WL) 5 6 in
5 HRoll (IT) 5 2 in
8 Pin (WL) 6 6 in
5 H Roll (IT) 6 2 in
8 Pin(WL) 7 6 in
8 Pin (WL) 7 6 in
5 H Roll (IT) 7 2 in
8 Pin (WL) 8 6 in
8 Pin (WL) 8 6 in
5 HRo!l (TT) 8 2 in
8 Pin (WL) 9 6 in
5 H Roll (IT) 9 2 in
8 Pin (WL) 10 6 in
8 Pin (WL) 10 6 in
5 H Roll (IT) 10 2 in
8 Pin (WL) II 6 in
8 Pin (WL) [[ 6 in
5 H Roll (TI) II 2 in
8 Pin (WL) 12 6 in
8 Pin (WL) 12 6 in
5 HRoll (IT) 12 2 in
8 Pin (WL) 13 6 in
5 HRoll(JT) 13 2 in
8 Pin (WL) 14 6 in
5 H Roll (IT) 14 2 in
Member Material
Top Chd l-3 20TC20 (50 ksi)
Top Chd 34 20TC20 (50 ksi)
Bot Chd 5-8 20TC20 (50 ksi)
Webl-8 l5C20 (50 ksi)
Webl-7 15C20 (50 ksi)
Web2-7 15C20 (50 ksi)
Web2-6 l5C20 (50 ksi)
Web3-6 l5C20 (50 ksi)
Web4-6 l5C20 (50 ksi)
Web4-5 15C20 (50 ksi)
Reaction
1761bs
175 lbs
333 lbs
332 lbs
138 lbs
171bsH
1441bs
209 lbs
-311bs H
203 lbs
1761bs
175 lbs
1761bs
175 lbs
265 lbs
13 lbs H
270 lbs
147 lbs
l3lbs H
152 lbs
294 lbs
293 lbs
-6lbs
33lbs H
-30 lbs
26 lbs
51 lbs H
-7 lbs
-207lbs
177lbs H
-256 lbs
106 lbs
105 lbs
255 lbs
254lbs
Summary
JT BC
CSI
0.311
0.217
0.343
0.127
0.254
0.031
0.405
0.086
0.234
0.237
Max React
333 lbs
332lbs
Deflection
TL: 0.04 in
LL: 0.02 in
HorzTL: 0 in
Bracing
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOlE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distnbuted Loads
Member
Top
Bot
Location 1
Cont
Coot
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
499lbs
-174 lbs
468 lbs
-319lbs
482 lbs
83 lbs
-328 lbs
-131 lbs
3 79 lbs
-358 lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PAR TOF THIS COMPONENT DESIGN DOCUMENT. NOTE THAT THE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc)
(1-2)
(1-2)
6
Max Uplift
-207 lbs
-256lbs
Allowed
L/240
L/360
Max Horiz
177 lbs
Keymark Enteiprises, LLC
6707 Winchester Cric\e, Suite 102 -. -. ----·
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
u s s
SPAN
7-10-3
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Coot
Coot
PITCH
2.998/12
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Top
Web1-8
Location I
0-0-0
6-3-5
Coot
Location 2
6-3-5
7-10-3
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Top
Web1-8
Location l
0-0-0
6-3-5
Coot
Location 2
6-3-5
7-10-3
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 6-3-5
Automated Load Case W4: C&C(Suction)
Disinbuted Loads
Member
Top
Top
Webl..S
Location 1
0-0-0
6-3-5
Coot
Location 2
6-3-5
7-10-3
Automated Load Case W8: MWFRS-Left(Min)
Dis!nbuted Loads
Member
Top
Webl-8
Location I
0-0-0
Cant
Location 2
6-3-5
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
NUp
Right
Direction
NUp
NUp
Left
Direction
NUp
Direction
NUp
NUp
Left
Direction
NDown
Right
QTY
2
Automated Load Case LlO*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Meml:er Location l
Bot Coot
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
16 psf
6 psf
Start Load
25.31 psf
29.83 psf
14.56 psf
Start Load
17.91 psf
29.83 psf
16.88 psf
Start Load
9.29 psf
Start Load
72.33 psf
68.32 psf
41 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
16 psf
6 psf
End UJad
25.31 psf
29.83 psf
14.56 psf
End Load
17.91 psf
29.83 psf
16.88 psf
End Load
9.29 psf
End Load
72.33 psf
68.32 psf
41 psf
End Load
8 psf
16 psf
End UJad
10 psf
2) This truss has been designed for the effects due to 10 psfbottomchord live load plus dead loads.
PLYS
1
Trib Wtdth
24 in
24 in
TribWidth
24 in
24 in
24 in
Trib Width
24 in
24 in
24 in
TribWidth
24 in
Trib Width
24 in
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions ofl40 ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
Dl
Dl +Lri
D1 +0.6 W3
Dl +0.6 W8
Dl +0.6W9
Dl + 0.7 El
D1 +0.45 W3 +0.75 Lrl
Dl +0.45 W3
9 Dl + 0.53 E1 + 0.75 Lr1
10 0.6 D1 +0.6 WI
11 0.6 Dl +0.6 W2
12 0.6 Dl + 0.6 W4
l3 0.6 D1 +0.7 FJO.Ol
14 Dl+LlO*
Member Forces Summary
TChd 1-2 0.311 499 1bs
BChd 5_,; 0.141 0 lbs
Webs 1-8 0.127 -319 lbs
1-7 0.254 482 1bs
Factoc
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Meml:er ID, max CST, max axial fOrce, (max compr. force if different from max axial force)
2-3 0.251 -2131bs 3-4 0.188 -1741bs
6-7 0.343 468 lbs (-401 lbs) 7-8 0.122 -1571bs
2-7 0.031 831bs (.,;91bs) 3-6 0.086 -1311bs 4-5
(-252 1bs) 2-6 0.405 -328 1bs 4-6 0.234 379 1bs (-294 lbs)
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT78 T26 G20
TT95 T26 G21
CarryinsOffset
38-5-14
38-5-14
Anele
90 deg
90 deg
0.237
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEEfS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-358 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T26
213
112/2016 7:35:14PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
21.91bs
Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite I 02
~-,_. __ ,..._, __ ... _o,...,n,
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
7-10-3
Additional Notes:
Detail
R ll S S
PITCH
2.998/12
GUSSET PLATES
Gusset Ga Joint
QTY
2
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: T26
JobName: 213
Dale: 1/2/2016 7:35:14PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 21.9lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
7-4-7
sws
R U S S
PITCH
3.002/12
0-11-7
QTY
10
3-8-3
3~
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
7-4-7
PLYS
1
Truss:
JobName:
Date:
System:
Page:
R<'port:
SPACING
2:4in
2389
T27
213
1/2/2016 7:35:15 PM
Amcon6.003
1 of3
EngP1ot
WGT/PLY
19.31bs
TT70,TT71 ,TT72,TT73,TT ,TT87,TT88,TT89,TT90,TT91 4s 0-0-0
3-8-3 3-8-3
3-8-3 7-4-7
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offustencrs required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called out 011 this drawing, a plate is required on each side of the
truss. Refer to General Notes for further darification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mHs: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: 1,610 lbs.Ailowab\e shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.410 (1-2)
BC: 0.361 (4-5)
Web: 0.679 (24)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Be Wid
Pin (fS) I I 2 in
H Roll (lT) I I 2 in
Pin (fS) 2 I 2 in
H Roll (lT) 2 I 2 in
Pin (fS) 3 I 2 in
Pin (fS) 3 I 2 in
HRoll (lT) 3 I 2 in
Pin (fS) 4 I 2 in
Pin (fS) 4 I 2 in
HRoll (lT) 4 I 2 in
Pin (fS) 5 I 2 in
H Roll (lT) 5 I 2 in
Pin (fS) 6 I 2 in
H Roll (lT) 6 I 2 in
Pin (fS) 7 I 2 in
Pin (fS) 7 I 2 in
H Roll (lT) 7 I 2 in
Pin (TS) 8 2 in
Pin (TS) 8 2 in
H Roll (lT) 8 2 in
Pin (fS) 9 2 in
H Roll (lT) 9 2 in
Pin (TS) 10 2 in
Pin (fS) 10 2 in
H Roll (lT) 10 2 in
Pin (fS) II 2 in
Pin (fS) II 2 in
H Roll (lT) II 2 in
Pin (fS) 12 2 in
Pin (TS) 12 2 in
HRoll (lT) 12 2 in
Pin (fS) 13 2 in
HRoll (TT) 13 2 in
Pin (TS) 14 2 in
H Roll (lT) 14 2 in
Member Material
Top Chd 1-3 20TC20 (50 ksi)
Bot Chd 4-<5 20TC20 (50 ksi)
Web 1.{5 15C20 (50 ksi)
Web 1-5 15C20 (50 ksi)
Web2-5 15C20 (50 ksi)
Web24 15C20 (50 ksi)
Web34 15C20 (50 ksi)
Reaction
166 lbs
!66lbs
313 lbs
313 lbs
130 lbs
21 lbs H
120 lbs
197lbs
-18lbsH
205 lbs
166lbs
!66lbs
166 lbs
166lbs
249 lbs
15lbs H
242lbs
139 lbs
15 lbs H
131 lbs
276 lbs
276 lbs
Jibs
56lbs H
-26lbs
30 lbs
40 lbs H
II lbs
-186 lbs
162 lbs H
-263 lbs
99 lbs
99 lbs
239 lbs
239 lbs
Summary
JT BC
6 I
4 I
CSI
0.410
0.361
0.118
0.248
0.024
0.679
0.083
Max React
313 lbs
313 lbs
Deflection
TL: 0.06 in
LL: 0.03 in
Horz TL: 0.01 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraccd
Unbraced
N01E: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
423lbs
389lbs
-297 lbs
401 lbs
75 lbs
438 lbs
101 lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THTS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TinS SHEETMEElS THE NIINII\t1UM APPLICABLE DESIGN CRITERIA FOR
(loe)
(1-2)
(1-2)
3
Max Uplift
.. J86 lbs
·263 lbs
Allowed
L/240
L/360
Max Horiz
162lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
5
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN PITCH QTY OHL OHR PLYS
7-4-7 3.002/12 10 0-0-0 0-0-0 I
Load CaseD I: Std Dead Load
Distributed Loads
Member Location l Location 2 Direction seread Start Load End Load TribWidth
Top Cont Down Rake 16 psf 16 psf 24 in
Bot Cont Down Rake 6 psf 6 psf 24 in
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member Location I Location 2 Direction Seread Start Load End Load Trib Width
Top 0-0-0 7-4-7 NUp Rake 25.29 psf 25.29 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Distribtrted Loads
Member Location 1 Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 7-4-7 NUp Rake 17.91 psf 17.91 psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction Seread Start Load End Load Trib Width
Top 0-0-0 7-4-7 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 6-3-10 NUp Rake 73.24 psf 73.24 psf 24 in
Top 6-3-10 7-4-7 NUp Rake 73.24 psf 73.24 psf 24 in
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member Location 1 Location 2 Direction S2;read Start Load End Load Trib Width
Top 0-0-0 7-4-7 NDown Rake 8 psf 8 psf 24 in
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I Location 2 Direction S12read Start Load End Load TribWtdth
Bot Cont Down Proj 10 psf 10 psf 24 in
User-defined Load Case El: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
3) This truss has been designed in accordance withASCE7-I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions ofl40 ft x 63ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
Dl + 0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl +LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.410 -423 lbs 2-3 0.355 -42 lbs
BChd 4-5 0.361 389 lbs (-342 lbs) 5-6 0.177 -162 lbs
Webs l-6 2-5
1-5
0.118
0.248
-297 lbs
401 lbs (-1861bs) 2-4
Truss-to-truss Connections Summary
ID Carded Truss Carrying Truss
TT70 T27 G20
TT71 T27 G20
TT72 T27 G20
TT73 T27 G20
TT74 T27 G20
TT87 T27 G21
TT88 T27 G21
TT89 T27 G21
TT90 T27 G21
TT91 T27 G21
0.024
0.679
75 lbs
-438 lbs
Carrying Offset
22-5-14
24-5-14
26-5-14
28-5-14
30-5-14
22-5-14
24-5-14
26-5-14
28-5-14
30-5-14
(-36 lbs) 3-4
Angle
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
0.083 101 lbs (-99 lbs)
ALL GENERAL NOTES OF TillS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS CONIPONENT DESIGN DOCUMENT. NOlETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATlHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS 1HE MTNINflJM APPLICABLE DESIGN CRITERIA FOR
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
T27
213
1/2/2016 7:35:15 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
19.3 lbs
Keymark Enterprises, LLC
6707 Winchester Cricte. Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
7-4-7
Additional Notes:
Detail
R U S 5
PITCH
3.002/12
GUSSET PLATES
Gusset Ga Joint
QTY
10
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Tmss: T27
JobName: 213
Date: 1/2/2016 7:35:15PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 19.3 lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THTS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THTS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
7-10-3
R U S 5
PITCH
3.002/12
0-10-0
QTY
19
3-11-1
3r;-
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
7-10-3
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
23l>9
T28
213
112/2016 7:35:15 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
20.2lbs
TT64,T$SS,TT66,TT67 ,TT68,TT69,TT75,TT76,TT77 ,-80,TT81 ,TT82, TT83,TT84,TT85, 4s
0-0-0
~------------3-_1_1-_1 _____________ ~----------·--3_-_11_-_1 ___________ 1
3-11-1 7-10-3 I
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS #12 or #12 SDS (AISJ) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (AISI)to be installed on each side of the truss. Where connection plates are catted out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. AUowable shear per Amcon TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: t, 138 lbs; 68 mils: l ,610 lb!;.AIIowable shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fastener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.5I2 (1-2) TL: 0.08 in
BC: 0.452 (4-5) LL: 0.04 in
Web: 0.852 (24) HorzTL:O.Ol in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Bre:Wid Reaction JT BC Max React
6 Pin (WL) 6 in I77 Ibs 6 334Ibs
4 HRoll (TI) 2 in I77lbs 4 334\bs
6 Pin (WL) 6 in 334 lbs
4 H Roll (TI) 2 in 334 lbs
6 Pin (WL) 6 in I37 Ibs
6 Pin (WL) 6 in 22 lbs H
4 H Roll (TI) 2 in 128\bs
6 Pin(WL) 6 in 209 lbs
6 Pin (WL) 6 in -35 lbs H
4 H Roll (TI) 2 in 219\bs
6 Pin (WL) 6 in 177 lbs
4 H Roll (TI) 2 in I77lbs
6 Pin (WL) 6 in I77 Ibs
4 H Roll (TI) 2 in I77 lbs
6 Pin (WL) 6 in 265 lbs
6 Pin (WL) 6 in I6 lbs H
4 HRoll (TI) 2 in 258 lbs
6 Pin (WL) 8 6 in 147 lbs
6 Pin (WL) 8 6 in 16 lbs H
4 H Roll (TI) 8 2 in 140 1bs
6 Pin (WL) 9 6 in 294\bs
4 H Roll (TI) 9 2 in 294 lbs
6 Pin (WL) IO 6 in -I lbs
6 Pin (WL) IO 6 in 45 lbs H
4 HRoll (TI) IO 2 in -25 Ibs
6 Pin (WL) II 6 in 31 lbs
6 Pin (WL) II 6 in 59 lbs H
4 HRoll (TI) II 2 in 12 lbs
6 Pin (WL) I2 6 in -I97 Ibs
6 Pin (WL) 12 6 in 2IllbsH
4 H Roll (TI) I2 2 in -273 lbs
6 Pin (WL) I3 6 in 106 lbs
4 H Roll (TI) 13 2 in I06lbs
6 Pin (WL) 14 6 in 255 lbs
4 H Roll (TI) I4 2 in 255 lbs
Member Material CSI Bracinll;
Top Chd I-3 20TC20 (50 ksi) 0.5I2 Sheathed
BotChd 4-6 20TC20 (50 ksi) 0.452 Sparse
Webl-6 I5C20 (50 ksi) 0.126 Unbraced
Webl-5 I5C20 (50 ksi) 0.301 Unbraced
Web2-5 15C20 (50 ksi) 0.028 Unbraced
Web24 I5C20 (50 ksi) 0.852 Unbraced
Web3-4 I5C20 (50 ksi) 0.089 Unbraced
NOTE: Web crippling calcnlation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
StartLoo.d
20 psf
0 psf
End Load
20 psf
0 psf
L!
L/999
L/999
MaxP
497 lbs
459 lbs
-316 lbs
468 lbs
89 lbs
-506 lbs
-106\bs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTI!E TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS TilE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(I-2) L/240
(I-2) L/360
3
Max:UeHft Max:Horiz
-197 Ibs 2II lbs
-273 lbs
Keymark Ente1prises, LLC
6707 Winchester Cricle, Suite I 02
~ '' ~ ' ~-..............
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
7-10-3
PITCH
3.002/12
QTY
19
OHL
0-0-0
OHR PLYS
Load Case Dl: Std Dead Load
Distnbured Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distribured Loads
Member
Top
Webl-6
Location I
0-0-0
Cont
Location 2
7-10-3
Automated Load Case W2: MWFRS-Right(Up)
Distribured Loads
Member
Top
Webl.-6
Location I
0-0-0
Cont
Location 2
7-10-3
Automated Load Case W3: MWFRS-(Max Dn)
Distnbured Loads
Member Location l Location 2
Top 0-0-0 7-10-3
Automated Load Case W4: C&C(Suction)
Distnbured Loads
Member
Top
Top
Webl-6
Location I
0-0-0
6-3-10
Cont
Location 2
6-3-10
7-10-3
Automated Load Case W8: MWFRS-Left(Min)
Distribured Loads
Member
Top
Webl-6
Location 1
0-0-0
Cont
Location 2
7-10-3
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC !Olb Live Load on Bottom Chord
Distribured Loads
Member Location 1
Bot Cont
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.29 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 72.33 psf
Rake 72.33 psf
Rake 41 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
0-0-0 1
End Load Trib Width
16 psf 24 in
6 psf 24 in
End Load Trib\Vidth
25.29 psf 24 in
14.56 psf 24 in
End Load Trib\Vidth
17.91 psf 24 in
16.88 psf 24 in
End Load Trib\Vidth
9.29 psf 24 in
End Load TribWidth
72.33 psf 24 in
72.33 psf 24 in
41 psf 24 in
End Load Trib Width
8 psf 24 in
16 psf 24 in
End Load Trib\Vidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7-10, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
Dl
Dl +Lrl
DI +0.6W3
D1 +0.6 W8
Dl +0.6 W9
Dl + 0.7 El
7 Dl+0.45W3+0.75Lrl
8 Dl +0.45 W3
9 D1 + 0.53 El + 0.75 Lrl
10 0.6 Dl +0.6 WI
11 0.6 D1 +0.6 W2
12 0.6Dl +0.6W4
13 0.6 Dl +0.7 EIO.Ol
14 Dl+LIO*
Member Forces Summary
TChd l-2 0.512 -497 lbs
BChd 4-5 0.452 459 lbs
Webs 1-6
l-5
0.126
0.301
-316 lbs
468lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member JD, max CSI, max axial force, (max compr. force if different from max axial force)
2-3 0.398 -44 lbs
(-392 lbs) 5-6 0.229 -191 lbs
2-5 O.o28 89 lbs (-28 lbs) 3-4 0.089 -106 lbs
(-205 lbs) 2-4 0.852 -506 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T28
213
1/2/2016 7:35:15 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
20.2lbs
Keymark Enteq>rises, LLC
6707 Winchester Cricle, Suite 102
,....~L-~..J~Ot\~l\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws u s s
SPAN
7-10-3
PITCH
3.002/12
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
IT64 T28 G20
IT65 T28 G20
IT66 T28 G20
Tf67 T28 G20
IT68 T28 G20
Tf69 T28 G20
IT75 T28 G20
IT76 T28 G20
IT77 T28 G20
Tf92 T28 G21
Tf80 T28 G21
Tf81 T28 G21
Tf82 T28 G21
Tf83 T28 G21
Tf84 T28 G21
Tf85 T28 G21
Tf86 T28 G21
Tf93 T28 G21
Tf94 T28 G21
QTY
19
Carrying Offset
10-5-14
12-5-14
14-5-14
16-5-14
18-5-14
20-5-14
32-5-14
34-5-14
36-5-14
32-5-14
8-5-14
10-5-14
12-5-14
14-5-14
16-5-14
18-5-14
20-5-14
34-5-14
36-5-14
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
Detail
Angle
90 deg
90 dcg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
90 deg
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
PLYS
1
Tmss: T28
JobName: 213
Date: 1/2/2016 7:35:15 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 20.2lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF TillS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COl\tWONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON THTS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707_Wi~~hes~r. Cri~le!.~~~t: 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
6-2-11
R U S S
PITCH
3.003/12
0-10-0
0-0-0
QTY
1
3-1-5
3-1-5
3-1-5
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
OHR
0-0-0
6-2-11
3-1-5
6-2-11
PLYS
I
Truss:
JoibName:
Date:
System:
Page:
Report:
SPACING
24in
0-0-0
T29
213
1/2/2016 7:35:15 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
16.3\bs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each wlue indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (A lSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Amcon TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 \bs; 43 mils: 810 lbs; 54 mils: 1,138 \bs; 68 mils: 1,610 lhs.Allowable shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.276 (2)
BC: 0.244 (4-5)
Web: 0.417 (2-4)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
6 Pin (WL) I 6 in
4 H Roll (TT) I 2 in
6 Pin (WL) 2 6 in
4 H Roll (TT) 2 2 in
6 Pin (WL) 3 6 in
6 Pin (WL) 3 6 in
4 HRoll (TT) 3 2 in
6 Pin (WL) 4 6 in
6 Pin (WL) 4 6 in
4 H Roll (TT) 4 2 in
6 Pin (WL) 5 6 in
4 H Roll (TT) 5 2 in
6 Pin (WL) 6 6 in
4 HRoll (TT) 6 2 in
6 Pin (WL) 7 6 in
6 Pin (WL) 7 6 in
4 H Roll (TT) 7 2 in
6 Pin (WL) 8 6 in
6 Pin (WL) 8 6 in
4 H Roll (T1) 8 2 in
6 Pin (WL) 9 6 in
4 H Roll (TT) 9 2 in
6 Pin (WL) 10 6 in
6 Pin(WL) 10 6 in
H Roll (TT) 10 2 in
Pin (WL) 11 6 in
Pin (WL) 11 6 in
H Roll (TT) 11 2 in
Pin (WL) 12 6 in
Pin (WL) 12 6 in
H Roll (TT) 12 2 in
Pin (WL) 13 6 in
HRoll (TT) 13 2 in
Pin (WL) 14 6 in
H Roll (TT) 14 2 in
Member Material
Top Chd 1-3 20TC20 (50 ksi)
Bot Chd 4-6 20TC20 (50 ksO
Web 1-6 15C20 (50 ksi)
Web 1-5 15C20 (50 ksi)
Web2-5 15C20 (50 ksi)
Web24 15C20 (50 ksi)
Web34 15C20 (50 ksi)
Reaction
140 lbs
140 lbs
2641bs
264 lbs
109 lbs
171bsH
IOIIbs
1651bs
-311bsH
1741bs
140 lbs
140 lbs
140 lbs
140 lbs
210 lbs
131bsH
2041bs
1171bs
13 lbs H
llllbs
233lbs
233 lbs
-0 lbs
33 lbsH
-21 lbs
261bs
50 lbs H
8 lbs
-163 lbs
1841bsH
-235 lbs
84 lbs
84 lbs
202 lbs
202 lbs
Summary
JT BC
CSI
0.276
0.244
0.100
0.142
0.020
0.417
0.055
Max React
2641bs
2641bs
Deflection
TL: 0.03 in
LL: 0.02 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
LoadCaseLrl: StdLiveLoad
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/999
L/999
MaxP
-350 lbs
321 lbs
-250 lbs
3321bs
63 lbs
-364lbs
89 lbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEETMEE1S THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc)
(1·2)
(1-2)
3
Max Uplift
·163 lbs
-235 lbs
Allowed
L/240
L/360
Max Horiz
1841bs
Keymark Enterprises, LLC
6707 Winchester Criclc, Suite 102
OS Build® System
OS Truss®
Version: 5.008.2 [Build 140] sws
R U S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
6-2-11
PITOI
3.003/12
QTY
I
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-6
Location I
0-0-0
Cont
Location 2
6-2-11
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-6
Location l
0-0-0
Cont
Location 2
6-2-11
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 6-2-11
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member
Top
Webl-6
Location 1
0-0-0
Cont
Location 2
6-2-11
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-6
Location I
0-0-0
Cont
Location 2
6-2-11
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location I
Bot Cont
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.29 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 75.7 psf
Rake 42.99 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
0-0-0 I
End Load Trib Width
16 psf 24 in
6 psf 24 in
End Load TribWidth
25.29 psf 24 in
14.56 psf 24 in
End Load TribWidth
17.91 psf 24 in
16.88 psf 24 in
End Load TribWidth
9.29 psf 24 in
End Load TribWtdth
75.7 psf 24 in
42.99 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load TribWtdth
10 psf 24 in
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions ofl40 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
Load Combo
01
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
01 +0.6W9
Dl +0.7 El
01 +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl + 0.53 Ei + 0.75 Lrl
0.6 Dl + 0.6 WI
11 0.601 +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 FJO.Ol
14 Dl+LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.269 -350 lbs 2-3 0.258 -36 lbs
BChd 4-5 0.244 321 lbs (-3021bs) 5-6 0.121 -163 lbs
Webs 1-6 0.100 -250 lbs 2-5 0.020 63 lbs (-31 lbs) 3-4 0.055 89 lbs (-84 lbs)
1-5 0.142 332 lbs (-1431bs) 2-4 0.417 -3641bs
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carrying Offset Angle
TTSI T29 GIS 8-11-2 270 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTIIE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTIIE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T29
213
1/2/2016 7:35:16 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
16.3 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
~ " ~' ._.,. ............
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
6-2-11
Additional Notes:
sws
T !{ lJ s s
PITCH
3.003 /12
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
QTY OHL OHR
1 0-0-0 0-0-0
Truss: T29
Job Name: 213
Date: 1/2/2016 7:35:16PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 2:4in 16.3lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Criclc, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-2-11
PITCH
3.004112
QTY
I
0-10-0
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3~
. 4-2-11
4-2-11
4-2-11
OHR
0-0-0
PLYS
I
1-10-11
2s
0-0-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T30
213
112/2016 7:35:16 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
11.7lbs
Circles indicate fastener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (ATSf) fasteners required at one end of the member. E<l.ch value indicates the number offasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lbs.Allowable shear per# 12 SDS (AISf) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min fur each sheet of steel connected.
CSI
TC: 0.885 (1-2)
BC: 0.648 (34)
Web: 0.076 (2-3)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
4 Pin (WL) I 6 in
3 H Roll (11) I 2 in
4 Pin (WL) 2 6 in
3 H Roll (11) 2 2 in
4 Pin (WL) 3 6 in
4 Pin (WL) 3 6 in
3 H Roll (TI) 3 2 in
4 Pin (WL) 4 6 in
4 Pin (WL) 4 6 in
3 HRoll (11) 4 2 in
4 Pin (WL) 5 6 in
3 H Roll (11) 5 2 in
4 Pin (WL) 6 6 in
3 HRoll (11) 6 2 in
4 Pin (WL) 7 6 in
4 Pin (WL) 7 6 in
3 H Roll (11) 7 2 in
4 Pin (VIL) 8 6 in
4 Pin (WL) 8 6 in
3 H Roll (lT) 8 2 in
4 Pin (WL) 9 6 in
3 H Roll (11) 9 2 in
4 Pin (WL) 10 6 in
4 Pin (WL) 10 6 in
3 HRoll (TI) 10 2 in
4 Pin (WL) 11 6 in
4 Pin (WL) II 6 in
3 H Roll (11) II 2 in
4 Pin (VIL) 12 6 in
Pin (WL) 12 6 in
H Roll (11) 12 2 in
Pin (WL) 13 6 in
H Roll (11) 13 2 in
Pin (WL) 14 6 in
HRoll (11) 14 2 in
Member Material
Top Chd 1-2 30TC20 (50 bi)
Bot Chd 34 20TC20 (50 ksi)
Web 14 15C20 (50 ksi)
Web 1-3 15C20 (50 ksi)
Web2-3 15C20 (50 ksQ
Reaction
95 lbs
95 lbs
l79lbs
l79lbs
75lbs
!2lbs H
68 lbs
llllbs
-26 lbs H
119lbs
95 lbs
95 lbs
95 lbs
95lbs
143lbs
9 lbs H
138 lbs
80 lbs
9 lbs H
75 lbs
!58 lbs
!58 lbs
I lbs
!8lbs H
-!Sibs
19 lbs
40 lbs H
4 lbs
-109 lbs
142 lbs H
-171 lbs
57lbs
57 lbs
!37lbs
1371bs
Summary
JT BC
CSI
0.885
0.648
0.067
0.039
0.076
Max React
179lbs
179lbs
Deflection
TL: 0.05 in
LL: 0.03 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE : Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction
Top Cont Down
Bot Cont Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/839
L/999
MaxP
-59 lbs
-120 lbs
-154lbs
122 lbs
164lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COJvWONENT DESIGN DOCUMENT. NOTETHATTHE
PROFF.SSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THTS SHEET MEETS THE MIN1MUTVI APPLICABLE DESIGN CRITERIA FOR
(loc)
(1-2)
(1-2)
I
Allowed
L/240
L/360
Max Horiz
142 lbs
Keymark Enteqn"ises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
4-2-11
PITCH
3.004112
QTY
I
OHL
0-0-0
OHR PLYS
Load Case Dl: Std Dead Load
Distributed Loads
Member
Top
Bot
Location t
Coot
Coot
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Coot
Location 2
4-2-11
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Coot
Location 2
4-2-11
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 4-2-11
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0-0
Coot
Location 2
4-2-11
Automated Load Case WS: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0-0
Coot
Location 2
4-2-11
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Coot
User-defined Load Case E I: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
!) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.28 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottomchord live load plus dead loads.
0-0-0 I
End Load Trib"Width
16 psf 24 in
6 psf 24 in
End Load Trib VVidth
25.28 psf 24 in
14.56 psf 24 in
End Load TribWidth
17.91 psf 24 in
16.88 psf 24 in
End Load TribWidth
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in
44.08 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load Combo
Dl
Dl+Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
Dl +0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lr1
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 E'O.Ol
14 Dl+LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial fOrce)
TChd 1-2 0.885 -59 lbs
BChd 3-4 0.648 -120 lbs
Webs 1-4 0.067 -154lbs 1-3 0.039 122lbs (-18lbs) 2-3 0.076 164lbs (-154lbs)
Truss-to-truss Connections Summary
ID Carried Truss Carryinl! Truss Carrying Offset Angle
TT49 TIO GIS 6-1-3 225 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF lBIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPO}JENTDESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-~ ~ ~ ·~'"' T ....... ,... .... T..., ror.. .... ..-n."I'"T'I" .......... T, <T'OTTCC :...ru:...mnn t"t'l11o.ITITJO.TTD ATit'lhl~ ANn ~PAN<.:: r T<.::TPn ON THTS SHF.F.T
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
T30
213
1/2/2016 7:35:16 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
11.7lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
R ..... driPr rnl ...... <~rlnR0101
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-2-11
Additional Notes:
R U S S
PITCH
3.004/12
QTY
1
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: T30
JobName: 213
Date: 1/2/2016 7:35:16PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 11.7lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTiffi
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTiffi TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS Tiffi MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTmss®
Version: 5.008.2 [Build 140]
SPAN
2-2-11
PITCH
3.007/12
QTY
2
0-10-0
0-0-0
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
3~
2-2-11
2-2-11
OHR
0-0-0
1-4-11
2s
0-0-0
Truss: T31
JobName: 213
Date: 1/2/2016 7:35:16 PM
System: Amcon6.003
Page: 1 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 6.llbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each wlue indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called oot on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: t ,138 lbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min fur each sheet of steel connected.
Reactions
JT T e LC BC
4 Pin (WL) l l
3 H Roll (IT) l l
4 Pin (WL) 2 l
3 H Roll (IT) 2 l
4 Pin (WL) 3 l
4 Pin (WL) 3 l
3 H Roll (IT) 3 l
4 Pin (WL) 4 l
4 Pin (WL) 4 I
H Roll (1T} 4
Pin (WL) 5
H Roll (IT) 5
Pin (WL) 6
H Roll (IT) 6
Pin (WL) 7
Pin (WL) 7
HRoll (TI) 7
4 Pin (WL) 8
4 Pin (WL) 8
3 H Roll (IT) 8
4 Pin (WL) 9
3 H Roll (IT) 9
4 Pin (WL) 10
4 Pin (WL) 10
3 HRoll (IT) 10
4 Pin (WL) [[
4 Pin (WL) [[
3 HRo\1 (1T} [[
4 Pin (WL) 12
4 Pin (WL) 12
3 H Roll (IT) 12
4 Pin (WL) 13
3 H Roll (IT) 13
4 Pin (WL) 14
3 HRoll(TD 14
Member Material
Top Chd l-2 20TC20 (50 ksi)
Bot Chd 3-4 20TC20 (50 ksi)
Webl-4 l5C20 (50 ksi)
Webl-3 15C20 (50 ksi)
Wcb2-3 l5C20 (50 ksi)
CSI
TC: 0.153 (l-2)
BC: 0.063 (3-4)
Web: 0.046 (l-4)
TC Continuously Braced
BC Bracing Sparse
Br Wid Reaction
6 in 50 lbs
2 in 50 lbs
6 in 95 lbs
2 in 95 lbs
6 in 40 lbs
6 in 6 lbs H
2 in 35 lbs
6 in 56lbs
6 in -21 lbs H
2 in 66 lbs
6 in 50 lbs
2 in 50 lbs
6 in 50 lbs
2 in 50 lbs
6 in 76lbs
6 in 5 lbs H
2 in 72lbs
6 in 43 lbs
6 in 5 \bs H
2 in 39 lbs
6 in 83 lbs
2 in 83 lbs
6 in 2 lbs
6 in 2 lbs H
2 in -9lbs
6 in 14 lbs
6 in 29 lbs H
2 in -2 lbs
6 in -43 lbs
6 in 96 lbs H
2 in -104 lbs
6 in 30 lbs
2 in 30 lbs
6 in 72 lbs
2 in 72lbs
Summary
JT BC
CSI
0.153
0.063
0.046
0.025
0.034
Max React
95 lbs
95 lbs
Deflection
lL:O.Ol in
LL: 0 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unix aced
NOTE: Web crippling calculation assume trnss is fastened to support
Loads Summary
Load Case Lr 1: Std Live Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Dmvn
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
34lbs
-74lbs
-81 lbs
79lbs
85 lbs
Trib\Vidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONioNT DESIGN DOCUMENT NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON 1HIS SHEETiviEETS 1HE rvtTNIMUJvl APPLICABLE DESIGN CRITERIA FOR
(loc)
(1-2)
(l-2)
l
Max Uplift
-43 lbs
-104 lbs
Allowed
L/240
L/360
Max Horiz
96lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GS Truss®
Version: 5.008.2 [Build 140]
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
2-2-11
PITCH
3.007/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2
Automated Load Case W1: MWFRS-Left(Up)
Distributed Loads
Member
Top
Web 1-4
Location 1
0-0-0
Cont
Location 2
2-2-11
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
2-2-11
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 2-2-11
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Web 1-4
Location I
0-0-0
Cont
Location 2
2-2-11
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
2-2-11
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Cont
User-defined Load Case E1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.26 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
0-0-0 1
End Load Trib\Vidth
16 psf 24 in
6 psf 24 in
End Load TribWtdth
25.26 psf 24 in
14.56 psf 24 in
End Load Trib Width
17.91 psf 24 in
16.88 psf 24 in
End Load TribWidth
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in
44.08 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roof Height 43ft, Overall Building Dimensions ofl40 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
D1 +0.6 W9
Dl+0.7El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
11 0.601 +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl+LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.153 -31 lbs
BChd 3-4 0.063 -74 lbs
Webs 1-4 0.046 -81 lbs 1-3
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT47 T31 GIS
TT53 T31 Gl6
0.025 79 lbs
Carrying OffSet
3-3-4
3-3-4
GUSSET PLATES
Joint Detail Gusset Ga Joint
(-14 lbs) 2-3
Anl!le
225 deg
225 deg
0.034
Detail Gusset
85 lbs (-81lbs)
Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUiviENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEALTNDTCATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T31
213
1/2/2016 7:35:16 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
6.llbs
Keymark Enterprises, LLC
6707 Winchester Cricle. Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
2-2-11
Additional Notes:
sws
PITCH
3.007/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: T31
JobName: 213
Date: 112/2016 7:35:16PM
System: Amcon6.003
Pa.ge: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 6.1lbs
At least one chord segment ofthis truss has been designed assllllling sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COJVIPONENTDESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle. Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-8-5
sws
R ll S 5
PITCH
2.991/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
0-10-0
0-0-0
South Gate CA 90280
3~
1-8-5
1-8-5
OHR
0-0-0
1-3-1
2s
0-0-0
Truss: T32
JobName: 213
Date: 112/2016 7:35:17 PM
System: Amcon6.003
Page: I of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24 in 4.8lbs
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISD to be installed on each side of the truss. Where connection plates are called out Ill\ this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. A!lowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: l ,610 lbs.Altowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Nraintaln fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.070 (l-2) lL: 0 in
BC: 0.030 (34) LL: 0 in
Web: 0.039 (14) HorzlL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Be Wid Reaction JT BC Max React
4 Pin (WL) l 6 in 38 lbs 4 l 72lbs
3 H Roll (1T) l 2 in 38 lbs 3 l 72 lbs
4 Pin (WL) 2 6 in 72 lbs
3 H Roll (1T) 2 2 in 72 lbs
4 Pin (WL) 3 6 in 31 lbs
4 Pin (WL) 3 6 in 5 lbs H
3 H Roll (1T) 3 2 in 26lbs
4 Pin (WL) 4 6 in 40 lbs
4 Pin (WL) 4 6 in -20 lbs H
3 HRoll (1T) 4 2 in 52 lbs
4 Pin (WL) 5 6 in 38 lbs
3 H Roll (1T) 5 2 in 38lbs
4 Pin (WL) 6 6 in 38lbs
3 H Roll (1T) 6 2 in 38 lbs
4 Pin (WL) 7 6 in 58 lbs
4 Pin (WL) 7 6 in 4lbsH
3 H Roll (1T) 7 2 in 54lbs
4 Pin (WL) 8 6 in 33 lbs
4 Pin (WL) 8 6 in 4 lbs H
3 H Roll (1T) 8 2 in 29 lbs
4 Pin (WL) 9 6 in 63 lbs
3 H Roll (1T) 9 2 in 63 lbs
4 Pin (WL) 10 6 in l lbs
4 Pin(WL) 10 6 in -2 lbs H
3 H Roll (1T) lO 2 in -7 lbs
4 Pin (WL) ll 6 in 13 lbs
4 Pin (WL) ll 6 in 26 lbs H
3 H Roll (1T) ll 2 in 4lbs
4 Pin (WL) 12 6 in -24 lbs
4 Pin (WL) 12 6 in 83 lbs H
3 H Roll (1T) 12 2 in -87 lbs
4 Pin (WL) 13 6 in 23 lbs
3 H Roll (1T) 13 2 in 23 lbs
4 Pin (WL) 14 6 in 55 lbs
3 H Roll (1T) 14 2 in 55 lbs
Member Material CSI Bracing
Top Chd l-2 20TC20 (50 ksi) 0.070 Sheathed
Bot Chd 34 20TC20 (50 ksi) 0.030 Sparse
Web14 l5C20 (50 ksi) 0.039 Unbraced
Webl-3 l5C20 (50 ksi) 0.022 Unbraced
Web2-3 l5C20 (50 ksi) 0.025 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
-7 lbs
MaxP
29lbs
.Qllbs
-<52 lbs
70 lbs
63 lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(l-2) L/240
(l-2) L/360
l
Max Uplift Max Horiz
-24lbs 83 lbs
··87 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle. Suite l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
1-8-5
PITCH
2.991/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member
Top
Web l-4
Location 1
0-0-0
Cont
Location 2
1-8-5
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member
Top
Webl-4
Location I
0.().()
Cont
Location 2
1-8-5
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location 1 Location 2
Top 0.0.0 1-8-5
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Web l-4
Location I
0-0-0
Cont
Location 2
1-8-5
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location I
0.().()
Cont
Location 2
1-8-5
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I
Bot Cont
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.35 psf
Rake 14.56 psf
Spread Start Load
Rake 17.92psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
0-0-0 I
End Load Trib Width
16 psf 24 in
6 psf 24 in
End Load Trib Width
25.35 psf 24 in
14.56 psf 24 in
End Load TribWidth
17.92 psf 24 in
16.88 psf 24 in
End Load Trib Width
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in
44.08 psf 24 in
End Load Trib Width
8 psf 24 in
16 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7 -I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
Load Combo
Dl
Dl+Lrl
Dl +0.6 W3
Dl +0.6 W8
D1 +0.6W9
DI+0.7EI
D1 + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl + 0.53 E1 + 0.75 Lrl
0.6 Dl + 0.6 WI
11 0.6 Dl + 0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6DI+0.7EIO.OI
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial furce)
TChd 1 ~2 0.070 ~22 1bs
BChd 34 0.030 -61 (bs
Webs 14 0.039 -62 (bs 1-3
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT46 TJ2 Gl5
TI52 T32 G16
0.022 70 (bs
Carryine:Offset
2-64
2-64
GUSSET PLATES
Joint Detail Gusset Ga Joint
(-14 (bs) 2-3 0.025
Detail
Angle
45 deg
45 deg
Gusset
63 lbs (-62 lbs)
Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER"S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Tmss: T32
JobName: 213
Date: 112/2016 7:35:17 PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
24in 4.8lbs
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite t 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-8-5
Additional Notes:
sws
R u s 5
PITCH
2.991 /12
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
QTY OHL OHR
2 0-0-0 0-0-0
Truss: T32
JolbName: 213
Date: 1/2/2016 7:35:17 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 4.8lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segmeot.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENrDESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-8-5
sws
rr~uss
PITCH
2.996/12
QTY
2
0-10-0
1s
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3~
3-8-5
3-8-5
3-8-5
OHR
0-0-0
PLYS
I
1-9-1
2s
0-0-0
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
T33
213
1/2/2016 7:35:17PM
Arncon 6.003
I of3
Eng Plot
WGT/PLY
9.4lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS #12 or #12 SDS (ATSn fasteners required at ooe end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (AISI) to be installed 011 each side of the truss. Where connection plates are called out (111 this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I ,138 lbs; 68 mils: I ,610 lbs.Ailowable shear per # 12 SDS (AlSO fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.989 (1-2)
BC: 0.381 (34)
Web: 0.064 (2-3)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
Pin (WL) I 6 in
H Roll (TI) I 2 in
Pin (WL) 2 6 in
H Roll (TI) 2 2 in
Pin (WL) 3 6 in
Pin (WL) 3 6 in
H Roll (TI) 3 2 in
Pin (WL) 4 6 in
Pin (WL) 4 6 in
H Roll (TI) 4 2 in
Pin (WL) 5 6 in
H Roll (TI) 5 2 in
Pin (WL) 6 6 in
HRoll (TI) 6 2 in
Pin (WL) 7 6 in
Pin (WL) 7 6 in
H Roll (TI) 7 2 in
Pin (WL) 8 6 in Pin (WL) 8 6 in
H Roll (1T) 8 2 in
Pin (WL) 9 6 in
H Roll (TI) 9 2 in
Pin (WL) 10 6 in
Pin (WL) 10 6 in
H Roll (TI) 10 2 in
Pin (WL) II 6 in
Pin (WL) II 6 in
H Roll (TI) II 2 in
Pin (WL) 12 6 in
Pin (WL) 12 6 in
H Roll (TI) 12 2 in
Pin (WL) 13 6 in
H Roll (TI) 13 2 in
Pin (WL) 14 6 in
H Roll (TI) 14 2 in
Member Material
Top Chd 1-2 20TC20 (50 ksi)
BotChd 34 20TC20 (50 ksi)
Webl-4 15C20 (50 ksi)
Webl-3 15C20 (50 ksi)
Web2-3 15C20 (50 ksi)
Reaction
83 lbs
83 lbs
157lbs
157lbs
66lbs
10 lbs H
59 lbs
96lbs
-25 lbs H
105 lbs
83 lbs
83 lbs
83lbs
83 lbs
125lbs
8 lbs H
121 lbs
70 lbs 8 lbs H
65 lbs
138 lbs
138 lbs
Jibs
13lbsH
-14lbs
18 lbs
37lbs H
2 lbs
-91 lbs
130 lbs H
-153 lbs
50 lbs
50 lbs
120 lbs
120 lbs
Summary
JT BC
CSI
0.989
0.381
0.063
O.o35
0.064
Max React
!57 lbs
157 lbs
Deflection
1L: 0.08 in
LL: 0.04 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE :Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distnbuted Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/476
L/958
MaxP
-52 lbs
-108lbs
-135 lbs
110 lbs
144lbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF 1HIS COI'vWONENT DESIGN DOCUTvffiNT. NOTETIIATTIIE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTIIATTHE lRUSS ASSEMBLY SHOWN ON TillS SHEETl'vfEETS 1HE M1Nil'vfillvl APPLICABLE DESIGN CRITERIA FOR
TL.IL' J t'\AnC J l'IAnJ\Jr! r't'\li.Tl'I.I'T'Tl'lli.JC TDTTCC ~Jfnll..fDJ;'D r'f\)•Jt:'Tr!TID ATit'\li.TC Ali.Tl'l. CDAli.TC T TC'TTin t'\li.T TLITC CUGt:"T'
(loc)
(1-2)
(1-2)
I
Max Uplift
-9! lbs
-153 lbs
Allowed
L/240
L/360
MaxHoriz
130 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN PITCH QTY OHL OHR PLYS
3-8-5 2.996/12 2 0-0-0 0-0-0 I
Load Case Dl: Std Dead Load
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load Trib\Vidth
Top Coot Down Rake 16 psf 16 psf 24 in
Bot Coot Down Rake 6 psf 6 psf 24 in
Automated Load Case WI: MWFRS-Left(Up)
Dis1nbuted Loads
Memlxr Location 1 Location 2 Direction Seread Start Load End Load TribWidth
Top 0-0-0 3-8-5 NUp Rake 25.32 psf 25.32 psf 24 in
Webl-4 Coot Right Rake 14.56 psf 14.56 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Dis1nbuted Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 3-8-5 NUp Rake 17.91 psf 17.91 psf 24 in
Webl-4 Coot Left Rake 16.88 psf 16.88 psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Dis1nbuted Loads
Member Location I Location 2 Direction Seread Start Load End Load TribWidth
Top 0-0-0 3-8-5 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C(Suction)
Dis1nbuted Loads
Member Location I Location 2 Direction seread Start Load End Load Trib Width
Top 0-0-0 3-8-5 NUp Rake 77.56 psf 77.56 psf 24 in
Web 1-4 Coot Left Rake 44.08 psf 44.08 psf 24 in
Automated Load Case W8: MWFRS-Left(Min)
Dis1nbuted Loads
Member Location I Location 2 Direction se;read Start Load End Load Trib Width
Top 0-0-0 3-8-5 NDown Rake 8 psf 8 psf 24 in
Web l-4 Coot Right Rake 16 psf 16 psf 24 in
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for 1his load case.
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Dis1nbuted Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Bot Coot Down Proj 10 psf 10 psf 24 in
User-defined Load Case El: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6W9
Dl +0.7 El
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl+LlO*
Factor
1.000
1.000
1.000 l.OOO
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.989 -52 lbs
BChd 3-4 0.381 -108 lbs
Webs 1-4 0.063 -135 lbs 1-3
Truss-to-truss Connections Summary
TO Carried Truss Carrying Truss
TT48 T33 GIS
TT54 T33 Gl6
TT54 T33 Gl6
0.035 110 lbs
Carrying Offset
5-4-3
5-4-3
5-4-3
(-17 lbs) 2-3
Angle
45 deg
45 deg
225 deg
0.064 1441bs (-135 lbs)
ALL GENERAL NOTES OF TilTS DRAWING PACKAGE SHALL BE CONSIDERED . .S AN INTEGRAL PART OF TilTS COMPONENT DESIGN DOCUMENT. NOTETHATTiffi
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE 1RUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINTMUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
R<:port:
SPACING
24in
T33
213
1/2/2016 7:35:17PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
9.4lbs
Keymark Enterprises, LLC
6707 Winchester Cride, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
3-8-5
Additional Notes:
Detail
PITCH
2.996/12
5
GUSSET PLATES
Gusset Ga Joint
QTY
2
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: T33
JolbName: 213
Date: 1/2/2016 7:35:17 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 9.4lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
GS Build® System
OS Truss®
Version: 5.008.2 [Build 140]
SPAN
5-8-5
R U S 5
PITCH
2.997/12
0-10-0
1s
0-0-0
QTY
I
2-10-2
SWS Panel & Truss
4231 LibertyBlvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
5-8-5
3~
2-10-2 2-10-2
2-10-2 5-8-5
PLYS
I
0-0-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T34
213
1/2/2016 7:35:17PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
15.llbs
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L/
TC: 0.232 (2) TL: 0.03 in L/999
BC: 0.192 (4-5) 1..1..:0.01 in L/999
Web: 0.317 (24) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
6 Pin (WL) 6 in 128 lbs 6 242 lbs
4 H Roll (IT) 2 in l28lbs 4 242 lbs -l9lbs
6 Pin (WL) 6 in 242 lbs
4 H Roll (IT) 2 in 242 lbs
6 Pin (WL) 6 in 100 lbs
6 Pin (WL) 6 in l6lbs H
4 H Roll (IT) 2 in 92lbs
6 Pin (WL) 6 in 151 lbs
6 Pin (WL) 6 in -30 lbs H
4 H Roll (IT) 2 in 160 lbs
6 Pin (WL) 6 in 128 lbs
4 H Roll (IT) 2 in 128 lbs
6 Pin (WL) 6 in 128 lbs
4 H Roll (IT) 2 in 128 lbs
6 Pin (WL) 6 in 193 lbs
6 Pin (WL) 6 in l2lbs H
4 H Roll (IT) 2 in 187 lbs
6 Pin (WL) 6 in l07lbs
6 Pin (WL) 8 6 in 12lbsH
4 H Roll (IT) 8 2 in 101 lbs
6 Pin (WL) 9 6 in 213 lbs
H Roll (IT) 9 2 in 213 lbs
Pin (WL) 10 6 in 0 lbs
Pin (WL) 10 6 in 29lbs H
H Roll (IT) 10 2 in -19 lbs
Pin (WL) ll 6 in 24lbs
Pin (WL) ll 6 in 47 lbs H
H Roll (IT) ll 2 in 7 lbs
Pin (WL) 12 6 in -150 lbs
Pin (WL) 12 6 in l741bsH
H Roll (IT) 12 2 in -220 lbs
Pin (WL) 13 6 in 77 lbs
H Roll (IT) 13 2 in 771bs
Pin (WL) 14 6 in 185 lbs
H Roll (IT) 14 2 in 185 lbs
Member Material CSI Bracin~ MaxP
Top Chd 1-3 20TC20 (50 ksi) 0.232 Sheathed -304lbs
Bot Chd 4-{i 20TC20 (50 ksi) 0.192 Sparse 279lbs
Web1-6 l5C20 (50 ksi) 0.091 Unbraced -229 lbs
Webl-5 l5C20 (50 ksi) 0.104 Unbraced 290 lbs
Web2-5 l5C20 (50 ksi) 0.017 Unbraced 55 lbs Web24 l5C20 (50 ksi) 0.317 Unbraced -320 lbs Web34 l5C20 (50 ksi) 0.046 Unbraced 83 lbs
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl : Std Live Load
Distributed Loads
Member Location I Location 2 Direction seread Start Load End Load TribWidth
Top Cont Down Proj 20 psf 20 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEETivfEETS THE MINifVIUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(l-2) L/240
(l-2) L/360
3
Max Uj;!Uft Max Horiz
-150 lbs l74lbs
-220 lbs
Keymark Entetprises, LLC
6707 Winchester Cricle, Suite l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R l! S 5
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
5-8-5
PITCH
2.997/12
QTY
1
OHL
0-0-0
OHR PLYS
Load CaseD 1: Std Dead Load
Distnbuled Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2
Automated Load Case Wl: MWFRS-Left(Up)
Distnbuled Loads
Member
Top
Webl-6
Location I
0-0-0
Cont
Location 2
5-8-5
Automated Load Case W2: MWFRS-Right(Up)
Distnbuled Loads
Memlx:r
Top
Webl-<i
Location I
0-0-0
Cont
Location 2
5-8-5
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuled Loads
Member Location I Location 2
Top 0-0-0 5-8-5
Automated Load Case W4: C&C(Suction)
Distribuled Loads
Member
Top
Webl-6
Location I
0-0-0
Cont
Location 2
5-8-5
Automated Load Case W8: MWFRS-Left(Min)
Distribuled Loads
Member
Top
Web1-6
Location 1
0-0-0
Cont
Location 2
5-8-5
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for !his load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Chord
Distribuled Loads
Member Location I Location 2 Direction
Bot Cont Down
User-defined Load Case E1: Seismic
No loads were defined for !his load case.
1) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.31 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 76.61 psf
Rake 43.52 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has beeu designed for the effects due to 10 psfbottom chord live load plus dead loads.
0-0-0 1
End Load TribWidth
16 psf 24 in
6 psf 24 in
End Load TribWidth
25.31 psf 24 in
14.56 psf 24 in
End Load TribWidth
17.91 psf 24 in
16.88 psf 24 in
End Load TribWidth
9.29 psf 24 in
End Load TribWidth
76.61 psf 24 in
43.52 psf 24 in
End Load Trib\Vidth
8 psf 24 in
16 psf 24 in
End Load Trib Width
10 psf 24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
Dl +0.6W8
Dl +0.6 W9
Dl + 0.7 El
Dl +0.45 W3 + 0.75 Lrl
D1 +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 01 + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0,6 Dl +0.7 EIO.Ol
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member JD, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.231 -304 lbs 2-3 0.217 -33lbs
BChd 4-5
Webs 1-6
1-5
0.192
0.091
0.104
279 lbs
-2291bs
290 lbs
(-270 lbs) 5-<i
2-S
(-122 lbs) 2-4
Truss-to-truss Connections Summary
JD Carried Truss Carrying Truss
TT50 T34 Gl5
0.096
0.017
0.317
-!52 lbs
551bs
-320 lbs
Carrying Offset
8-2-2
GUSSET PLATES
Joint Detail Gusset Ga Joint
(-32 lbs) 3-4 0.046 83 lbs (-77 lbs)
Angle
45 deg
Detail Gusset Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PAR TOF TinS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TillS SHEETIVIEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T34
213
112/2016 7:35:18 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
15.llbs
Keymark Enterprises, LLC
6707 Winchester Cricle. Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
5-8-5
Additional Notes:
sws
T R
PITCH
2.997/12
s 5
QTY
I
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
Tmss: T34
JobName: 213
Dale: 1/2/2016 7:35:18 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 15.llbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane oft he truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THTS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TillS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-10-1
R U S 5
PITCH
2.992/12
QTY
1
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
OHR
0-0-0
0-10-0 1-3-8
3~ 2s
0-0-0 0-0-0
1-10-1
1-10-1
Truss: T35
JobName: 213
Date: 1/2/2016 7:35:18 PM
System: Amcon6.003
Page: 1 of2
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 5.21bs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS # 12 or# 12 SDS (AIST) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to 1:e installed on each side of the truss. Where connection plates are called out 1m this drawing, a plate is required 011 each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per# 12 SDS (ATSI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.088 0·2) TL: 0 in
BC: 0.038 (3-4) LL: 0 in
Web: 0.041 (l-4) Horz TL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
4 Pin (WL) l 6 in 41 lbs 78 1bs
3 HRoll (IT) l 2 in 41 lbs 78lbs
4 Pin (WL) 2 6 in 78 lbs
3 H Roll (IT) 2 2 in 78 lbs
4 Pin (WL) 3 6 in 34lbs
4 Pin (WL) 3 6 in 51bsH
3 HRoll (IT) 3 2 in 28 1bs
4 Pin (WL) 4 6 in 45 lbs
4 Pin (WL) 4 6 in -20 lbs H
3 H Roll (IT) 4 2 in 56lbs
4 Pin(WL) 5 6 in 41 1bs
3 H Roll (IT) 5 2 in 41 1bs
4 Pin (WL) 6 6 in 41 lbs
3 H Roll (IT) 6 2 in 41 lbs
4 Pin (WL) 7 6 in 63lbs
4 Pin (WL) 7 6 in 4lbs H
3 HRoll(TI) 7 2 in 59 1bs
4 Pin (WL) 8 6 in 36 1bs
4 Pin (WL) 8 6 in 4lbsH
3 H Rnll (IT) 8 2 in 32 lbs
4 Pin (WL) 9 6 in 69lbs
3 HRoll (IT) 9 2 in 69lbs
4 Pin (WL) 10 6 in llbs
3 H Roll (IT) 10 2 in -Sibs
4 Pin (WL) ll 6 in l41bs
4 Pin (WL) ll 6 in 271bs H
3 H Roll (IT) ll 2 in ·3 lbs
4 Pin (WL) 12 6 in -30 lbs
4 Pin(WL) 12 6 in 87 lbs H
3 H Roll (IT) 12 2 in -92 1bs
4 Pin (WL) 13 6 in 25 1bs
3 H Roll (IT) 13 2 in 25 1bs
4 Pin (WL) 14 6 in 60 lbs
3 HRoll (TI) 14 2 in 60 lbs
Member Material CSI Bracing
Top Chd l-2 20TC20 (50 ksi) 0.088 Sheathed
Bot Chd 3-4 20TC20 (50 ksi) 0,038 Sparse
Web l-4 l5C20 (50 ksi) 0.041 Unbraced
Webl-3 l5C20(50ksi) 0.023 Unbraced
Web2-3 l5C20 (50 ksi) 0.027 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support
Loads Summary
Load Case Lr 1 : Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Coot
Coot
Load CaseD 1: Std Dead Load
Distrtbuted Loads
Member
Top
Bot
Location 1
Cont
Coot
Location 2 Direction Spread
Down Proj
Down Prqj
Location 2 Direction Spread
Down Rake
Dm Rake
Start Load End Load
20 psf 20 psf
0 psf 0 psf
Start Load End Load
16 psf 16 psf
6 sf 6 sf
L!
L/999
L/999
-8 1bs
MaxP
31 1bs
-65 1bs
-67 1bs
72 1bs
69 1bs
Trib Width
24 in
24 in
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THTS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COI'vWONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE M1NTM1JM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(l-2) L/240
(l-2) L/360
l
Max Uplift Max Horiz
.. 3o Ibs 87lbs
··921bs
Keymark Enterprises, LLC
6707 _Wi~l~hes~r. Cri~le:.~_?~t~ I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
1-10-1
R u
PITCH
2.992/12
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member Location I Location 2
Top 0-{)-{) 1-10-1
Webl-4 Cont
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location l Location 2
Top 0-{}-0 1-10-1
Web l-4 Cont
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location I Location 2
Top 0-{)-{) 1-10-1
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member Location I Location 2
Top 0-0-0 1-10-1
Webl-4 Cont
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2
Top 0-{)-{) 1-10-1
Web 1-4 Cont
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
s 5
QTY
1
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
DistnbutedLoads
Member Location 1 Location 2 Direction
Bot Cont Down
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
1) This truss has been designed in accordance with IBC-2012.
Seread
Rake
Rake
Seread
Rake
Rake
S£read
Rake
Seread
Rake
Rake
S2;read
Rake
Rake
seread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
StartLood End Load
25.34 psf 25.34 psf
14.56 psf 14.56 psf
Start Load End Load
17.92 psf 17.92 psf
16.88 psf 16.88 psf
Start Load End Load
9.29 psf 9.29 psf
Start Load End Load
77.56 psf 77.56 psf
44.08 psf 44.08 psf
Start Load End Load
8 psf 8 psf
16 psf 16 psf
Start Load End Load
10 psf 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWtdth
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone R!egion.
Load Combinations
10
II
12
Load Combo
Dl
Dl +Lrl
01 +0.6 W3
Dl +0.6 W8
Dl+0.6W9
Dl +0.7El
01 +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
0.6 D1 + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 E/0.01
14 Dl+LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.088 -25 lbs
BChd 34 0.038 -05 lbs
Webs 14 0.041 -07 lbs 1-3 0.023 72 lbs (-14 lbs) 2-3 0.027 69 lbs (-07 lbs)
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carrying Offset Angle
TT55 1'35 Gl7 2-1-7 90 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss:
JobName:
Date:
System:
Page:
R!eport:
SPACING
24in
T35
213
1/2/2016 7:35:18 PM
Amcon6.003
2of2
Eng Plot
WGT/PLY
5.2lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
pe1pendicularto the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally pe1pendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Ente1prises, LLC
6707 Winchester Cricle, Suite l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-8-1
sws
R U S S
PITCH
2.997/12
QTY
1
0-10-0
0-0-0
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
3~
4-8-1
4-8-1
4-8-1
OHR
0-0-0
PLYS
I
2-0-0 2s
0-0-0
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
T36
213
1/2/2016 7:35:18PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
14.2lbs
Circles indicate fastener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Amcon TS SS # 12 or # 12 SDS (AISJ) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mHs: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: l, 138 lbs; 68 mils: 1,610 lbs.A\lowable shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fustener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
4 Pin (WL) 1 1
3 HRol1 (IT) 1 1
4 Pin (WL) 2 1
3 H Roll (IT) 2 I
4 Pin (WL) 3 I
4 Pin (WL) 3 1
3 H Roll (IT) 3 1
4 Pin (WL) 4 I
4 Pin (WL) 4 I
3 HRoll (IT) 4 I
4 Pin (WL) 5
3 HRoll (IT) 5
4 Pin (WL) 6
3 H Roll (IT) 6
4 Pin (WL) 7
4 Pin(WL) 7
3 HRoll (IT) 7
4 Pin (WL) 8
4 Pin (WL) 8
3 HRoll (IT) 8
4 Pin (WL) 9
3 H Roll (IT) 9
4 Pin (WL) 10
4 Pin (WL) 10
3 H Roll (IT) 10
4 Pin (WL) II
4 Pin (WL) II
3 H Roll (IT) II
4 Pin (WL) 12
4 Pin (WL) 12
3 HRoll (IT) 12
4 Pin (WL) 13
3 H Roll (IT) 13
4 Pin(WL) 14
3 H Roll (IT) 14
Member Material
Top Chd 1-2 30TCI8 (50 ksi)
Bot Chd 34 20TC20 (50 kst)
Webl4 1 5C20 (50 ksi)
Webl-3 15C20 (50 ksi)
Web2-3 15C20 (50 ksi)
CSI
TC: 1.003 (1-2)
BC: 0.958 (34)
Web: 0.088 (2-3)
TC Continuously Braced
BC Bracing Sparse
Br Wid
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
Reaction
105 1bs
105 1bs
199 1bs
199 1bs
82 lbs
13 1bs H
76 1bs
123 1bs
-27 lbs H
1321bs
105 1bs
105 1bs
105 1bs
105 1bs
158 lbs
10 lbs H
153 lbs
88 lbs 10 lbs H
83 lbs
175 1bs
175 1bs
0 1bs
21 lbs H
-16 lbs
21 lbs
421bsH
5 1bs
-122 1bs
153 1bs H
-186 1bs
63 1bs
63 1bs
1521bs
152 lbs
Summary
JT BC
CSI
1.003
0.958
0.072
0.042
0.088
Max React
1991bs
199 1bs
Deflection
TL: 0.06 in
LL: 0.03 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location l
Cont
Cont
Location 2 Direction
Dowtl
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/797
L/999
MaxP
-65 1bs
-131 1bs
-170 1bs
132 1bs
182 1bs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SMLINDICATES ONLYTHATTilE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS TilE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc:)
(1-2)
(1-2)
I
Max Uplift
-122 1bs
-186 1bs
Allowed
L/240
L/360
Max Horiz
153 1bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T R s 5
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
SPAN
4-8-1
PITCH
2.997/12
QTY
1
OHL
0-0-0
OHR PLYS
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
4-8-1
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0-0
Cont
Location 2
4-8-1
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 4-8-1
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-4
Location I
0-0-0
Cont
Location 2
4-8-1
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member
Top
Webl-4
Location l
0-0-0
Coot
Location 2
4-8-1
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Dislnbuted Loads
Member Location l
Bot Coot
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.32 psf
Rake 14.56 psf
Spread Start Load
Rake 17.91 psf
Rake 16.88 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
0-0-0 I
End Load TribWidth
16 psf 24 in
6 psf 24 in
End Load TribWtdth
25.32 psf 24 in
14.56 psf 24 in
End Load TribWtdth
17.91 psf 24 in
16.88 psf 24 in
End Load TribWtdth
9.29 psf 24 in
End Load TribWtdth
77.56 psf 24 in
44.08 psf 24 in
End Load Trib Width
8 psf 24 in
16 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7-I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
Load Combo
D1
Dl+Lrl
01 +0.6W3
Dl +0.6W8
D1+0.6W9
Dl +0.7E1
01 +0.45 W3 +0.75 Lrl
Dl +0.45 W3
01 + 0.53 El + 0.75 Lr1
0.6 Dl + 0.6 W1
11 0.6 Dl +0.6 W2
12 0.6 D1 + 0.6 W4
13 0.6 D1 +0.7 E/0.01
14 Dl + LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates; Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 1.003 -<i5 1bs
BChd 3-4 0.958 -131 1bs
Webs 1-4 0.072 -170 1bs 1-3 0.042 132 1bs (-19 1bs) 2-3 0.088 182 lbs (-170 1bs)
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carrying Offset Anl!le
TT58 T36 G18 5-11-8 90 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THTS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSENfBLY SHOWN ON THTS SHEET MEETS THE rvrrNIMUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T36
213
1/2/2016 7:35:18PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
14.2lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-8-1
Additional Notes:
R U S S
PITCH
2.997/12
QTY
1
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: T36
JobNarne: 213
Date: 1/2/2016 7:35:18 PM
System: Amcon6.003
Page: 3 of3
Report: EngP1ot
SPACING WGT/PLY
24 in 14.2lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS CONIPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TI-HS SHEETMEETS THE "MINIMUM APPLICABLE DESIGN CRITERIA FOR
-~T~.~~ ~~·~~•_...,..,......,...._.,..-.,.>"T"r..-....._T,. 'T'nrT"'<""-AT'lLmnnr>r>.-..tnii""-TTD.I."nr\XTC' Al...Tn.C'DA,.,_TC'TTC''"T'l<T'\f>'}IJTJ.n(:Q~T
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
"""--'-'--ro->---...1-01"1'0>1\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
39-9-0
2-9-9
2-9-9
0-10-0
3-9-9
6-7-2
3~
1s
0-0-0
2-9-9 3-9-9
PITOI
3.002/12
3-3-9
9-10-11
3-3-11
3-3-9
QTY
2
4-0-8
13-11-3
4-0-8
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
4-0-8 4-0-8 4-0-8
17-11-12 22-0-4 26-0-13
4-0-8 4-0-8 4-0-8
PLYS
I
4-0-8
30-1-5
3-3-11
4-0-8
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
4-3-0
34-4-5
T37
213
112/2016 7:35:19PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
1971bs
1
2-5-0
1
2-5-W-pai I
36-9-5 39-2-59--0
2-2-15 2-2H54
~3
0-0-0
I 2-5-o I 2-s-m-r-r 1
2-9-9 6-7-2 9-10-11 13-11-3 17-11-12 22-0-4 26-0-13 30-1-5 34-4-5 36-9-5 39-2-59-9-0
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to 1x: installed on one side of the truss. (b) indicates the number of#l2 SDS (ATSI)to be installed on each side of the truss. Where connection plates are called out •Jil this drawing, a plate is required on each side of the
truss. Refer to General Notes fur further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lb:;.Allowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLENIENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.967 (4-5)
BC: 0.955 (20-21)
Web: 0.892 (11-17)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
26 Pin ('NL) I 6 in
14 HRoll(WL) I 6 in
26 Pin (WL) 2 6 in
14 HRoll(WL) 2 6 in
26 Pin (WL) 3 6 in
26 Pin (WL) 3 6 in
14 HRoll(WL) 3 6 in
26 Pin (WL) 4 6 in
26 Pin (WL) 4 6 in
14 HRoll (WL) 4 6 in
26 Pin (\VL) 5 6 in
26 Pin (WL) 5 6 in
14 HRoll(WL) 5 6 in
26 Pin (WL) 6 6 in
14 HRoll (WL) 6 6 in
26 Pin (WL) 7 6 in
26 Pin (WL) 7 6 in
14 HRoli(WL) 7 6 in
26 Pin (WL) 8 6 in
26 Pin (\VL) 8 6 in
14 HRoll(WL) 8 6 in
26 Pin (WL) 9 6 in
14 HRoll(WL) 9 6 in
26 Pin (WL) 10 6 in
26 Pin (WL) 10 6 in
14 HRoli(WL) 10 6 in
26 Pin (WL) II 6 in
26 Pin ('NL) II 6 in
14 HRoll(WL) II 6 in
26 Pin (WL) 12 6 in
26 Pin (WL) 12 6 in
14 HRoll(WL) 12 6 in
26 Pin ('NL) 13 6 in
14 HRoll(WL) 13 6 in
26 Pin (WL) 14 6 in
14 HRoll(WL) 14 6 in
Member Material
Top Chd 14 30TCI8 (50 ksi)
Top Chd 4-9 30TCI8 (50 ksi)
Top Chd 9-10 30TC 18 (50 ksi)
Top Chd 10-12 30TC 18 (50 ksi)
Top Chd 12-13 30TCI8 (50 ksi)
Bot Chd 14-26 45TCI6 (50 ksi)
Webl-26 15C20 (50 ksi)
Web 1-25 15CI8 (50 ksi)
Web2-25 15C20 (50 ksi)
Web2-24 15C20 (50 kst)
Web3-24 15C20 (50 ksi)
Web3-23 15C20 (50 ksi)
Web4-23 15C20 (50 ksi)
Web4-22 15C18 (50 ksi)
Web5-22 15C20 (50 ksi)
Web 5-2! 15C20 (50 ksi)
Web6-2l 15C20 (50 ksi)
Web6-20 15C20 (50 ksi)
Web7-20 15C20 (50 ksi)
Web8-20 15C20 (50 ksi)
Reaction
884 lbs
880 lbs
1,679 lbs
1,675 lbs
779 lbs
14 lbs H
821 lbs
9661bs
401bsH
893 lbs
892 lbs
12 lbs H
917 lbs
8841bs
880 lbs
1,401 lbs
lllbsH
I ,432 lbs
805 1bs
lllbs H
8361bs
1,480 lbs
1,476 lbs
-121 lbs
351bsH
-121 lbs
-52 lbs
34 lbs H
-145 lbs
-805 lbs
120 lbs H
-688 lbs
530 lbs
528 lbs
1,281 lbs
1,2771bs
Summary
JT BC
26
14
CSI
0.874
0.967
0.856
0.755
0.253
0.955
0.670
0.842
0.414
0.518
0.156
0.114
0.075
0.683
0.800
0.294
0.274
0.099
0.291
0.403
Deflection
TL: 0.76 in
LL: 0.34 in
Horz1L:O.ll in
Ll
L/ 612
L/999
Max React Max Grav U lift Max l\tfWFRS U lift Max C&C U lift
1,679 lbs
1,675 lbs
Bracing
Sheathed
Sheathed
Sheathed
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
-121 lbs -805 lbs
-145 lbs -688 lbs
MaxP
4,3251bs
-5,4551bs
4,2151bs
-3,820 lbs
-222 lbs
5,455 lbs
-I ,680 lbs
3,4071bs
-987 lbs
957 lbs
-245 lbs
110 lbs
170 lbs
1,1491bs
-753 lbs
580 lbs
-261 lbs
461bs
-2771bs
590 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTIIE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTIIE lRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS TilE MINlMUM APPLICABLE DESIGN CRITERIA FOR
TLlTI r r.Anc T r>.An.n.:rn. rnMniTrn.l\I>;.; TIHT>;.;>;.; MPMRPR rnNFTr.Tm ATJONS ANn SPANS T.TSTED ON lHTS SHEET.
(loc)
(6-7)
(6-7) 4
Max Uplift
-805 lbs
-688 lbs
Allowed
L/240
L/ 360
Max Horiz
120 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Rnu!t!Pr rnlnr<>tl.n$1.0101
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
T R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
39-9-0
PITCH
3.002/12
QTY
2
OHL OHR PLYS
0-0-0 0-0-0 1
Web8-19 15C20 (50 kSI) 0.811 UniX aced -764 lbS
Web9-19 15C18 (50 ksi) 0.805 Unbraced 1,193 1bs
Web9-18 15C20 (50 ksi) 0.037 Unbraced 1161bs
Web10-18 15C20(50ksi) 0.261 Unbraced 2551bs
Web 10-17 15C20 (50 ksi) 0.787 Unbraced -1,386 1bs
Web 11-17 15C20 (50 ksi) 0.892 Unbraced 2,084 1bs
Web 11-16 15C18 (50 ksi) 0.805 Unbraced -1,857 1bs
Web 12-16 15C18 (50 ksi) 0.886 Unbraced 3,048 1bs
Web 12-15 15C16 (50 ksi) 0.803 Unbraced -2,300 1bs
Web 13-15 15C20 (50 ksi) 0.376 Unbraced 1,189 1bs
Web 13-14 15C18 (50 ksi) 0.367 Unbraced -912 1bs
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Memlx:r Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Top Coot Down Proj 20 psf 20 psf 24 in
Bot Coot Down Proj 0 psf 0 psf 24 in
Load CaseD I: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWtdth
Top Coot Down Rake 16 psf 16 psf 24 in
Bot Cont Down Rake 6 psf 6 psf 24 in
Automated Load Case Wl: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0-0 9-10-11 NUp Rake 25.29 psf 25.29 psf 24 in
Top 30-1-5 34-4-5 NUp Rake 17.91 psf 17.91 psf 24 in
Top 39-2-5 39-9-0 NUp Rake 17.89 psf 17.89 psf 24 in
Top 9-10-11 30-1-5 NUp Rake 29.83 psf 29.83 psf 24 in
Top 34-4-5 39-2-5 NUp Rake 29.83 psf 29.83 psf 24 in
Web 1-26 Cont Right Rake 14.56 psf 14.56 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0-0 9-10-11 NUp Rake 17.91 psf 17.91 psf 24 in
Top 30-1-5 34-4-5 NUp Rake 25.3 psf 25.3 psf 24 in
Top 39-2-5 39-9-0 NUp Rake 25.16 psf 25.16 psf 24 in
Top 9-10-11 30-1-5 NUp Rake 29.83 psf 29.83 psf 24 in
Top 34-4-5 39-2-5 NUp Rake 29.83 psf 29.83 psf 24 in
Webl-26 Coot Left Rake 16.88 psf 16.88 psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location2 Direction Spread Start Load End Load Trib Width
Top 0-0-0 9-10-11 NUp Rake 9.29 psf 9.29 psf 24 in
Top 30-1-5 34-4-5 NUp Rake 9.29 psf 9.29 psf 24 in
Top 39-2-5 39-9-0 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWtdth
Top 0-0-0 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 9-10-11 NUp Rake 60.82 psf 60.82 psf 24 in
Top 9-10-11 16-2-5 NUp Rake 60.82 psf 60.82 psf 24 in
Top 16-2-5 23-9-11 NUp Rake 38.5 psf 38.5 psf 24 in
Top 23-9-11 30-1-5 NUp Rake 60.82 psf 60.82 psf 24 in
Top 30-1-5 34-4-5 NUp Rake 60.82 psf 60.82 psf 24 in
Top 34-4-5 39-2-5 NUp Rake 35.71 psf 35.71 psf 24 in
Top 39-2-5 39-9-0 NUp Rake 60.82 psf 60.82 psf 24 in
Web 1-26 Cont Left Rake 27.34 psf 27.34 psf 24 in
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0-0 9-10-11 NDown Rake 8 psf 8 psf 24 in
Web 1-26 Coot Right Rake 16 psf 16 psf 24 in
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWtdth
Top 30-1-5 34-4-5 NDown Rake 8 psf 8 psf 24 in
Top 39-2-5 39-9-0 NDown Rake 8 psf 8 psf 24 in
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location l Location 2 Direction Spread Start Load End Load Trib Width
Bot Cont Down Proj 10 psf 10 psf 24 in
User-defined Load Case E l: Seismic
No loads were defined for this load case.
l) This truss has been designed in accordance with IBC-2012.
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
3)This truss has been designed in accordancewithASCE7-10, llO mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load ComOO
D1
Dl +Lrl
Factor
1.000
1.000
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T37
213
1/2/2016 7:35:19PM
Amcon6.003
2of3
EngP1ot
WGT/PLY
197lbs
Keymark Enterprises, LLC
6707 _Wi~l~hes;,er, Cri~le:.:~~t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
9
10
II
12
SPAN
39-9-0
Dl+0.6W3
Dl +0.6 W8
Dl +0.6W9
Dl+0.7EI
Dt+0.45W3+0.75Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl +0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 E/0.01
14 Dl+LIO*
sws
PITCH
3.002/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
OHR
0-0-0
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1 ~2 0.874 -3,354 lbs 4-5 0.967 -5,009 lbs H 0.854 -5,421 lbs 10-11
2-3 0.714 -4,325 lbs 5-0 0.852 -5,455 lbs 8-9 0.962 -4,968 lbs 11-12
3-4 0.684 -4,290 lbs 6-7 0.869 -5,421 lbs 9-10 0.856 -4,215lbs 12-13
BChd 14-15 0.173 0 lbs 17-18 0.783 3,831 lbs (-1,660 lbs) 20-21 0.955 5,455 lbs (-2,355 lbs) 23-24
15-16 0.257 17llbs (-09 lbs) 18-19 0.684 4,057 lbs (-1,783 lbs) 21-22 0.933 5,009 lbs (-2,252lbs) 24-25
16-17 0.205 2,325 lbs (-974lbs) 19-20 0.904 4,968 lbs (-2,1791bs) 22-23 0.740 4,1321bs (-1,915 lbs) 25-26
Webs 1-26 0.670 -1,680 lbs 4-22 0.683 1,1491bs (-442lbs) 8-19 0.811 -764lbs 12-16
1-25 0.842 3,407 lbs (-1,595 lbs) 5-22 0.800 -753lbs 9-19 0.805 1,193 lbs (-520 lbs) 12-15
2-25 0.414 -987 lbs 5-21 0.294 580 lbs (-135 lbs) 9-18 0.037 116 lbs (0 lbs) 13-15
2-24 0.518 957 lbs (-389 lbs) 6-21 0.274 -261 lbs 10-18 0.261 255 lbs (-139 lbs) 13-14
3-24 0.156 -245 lbs 6-20 0.099 -46 lbs 10-17 0.787 -1,386 lbs
3-23 0.114 II 0 lbs (-78 lbs) 7-20 0.291 -277 lbs 11-17 0.892 2,084lbs (-948 lbs)
4-23 0.075 170 lbs (-71 lbs) 8-20 0.403 590 lbs (-185ibs) 11-16 0.805 -1,857 lbs
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T37
JobNarne: 213
Dale: 1/2/2016 7:35:19PM
System: Arncon 6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 197lbs
0.623 -3,820 lbs
0.755 -2,325lbs
0.180 -97 lbs
0.570 4,167lbs (-2,002 lbs)
0.628 3,276 lbs (-1,640 lbs)
0.020 -107lbs
0.886 3,048lbs (-1,281 lbs)
0.803 -2,300 lbs
0.376 1,189lbs (-479lbs)
0.367 -912 lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENf DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE 1RUSS ASSEMBLY SHOWN ON lHTS SHEET MEETS THE TvrlNI1\Ifl.Thtl APPLICABLE DESIGN CRITERIA FOR Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
sws
PITCH
3.001 /12
s s
QTY
2
2-1 I -I I I 2-I 1-1 I I 2-1 1-1 I I
0-10-0 3-9-11
3~
1s
0-0-0
4-0-10
15-11-5
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
4-0-10 4-0-10
20-0-0 24-0-10
4-0-10
28-1-5
Truss:
Job Name:
Date:
System:
Page:
Report:
PLYS SPACING
1 24in
4-1-8 4-i-8
32-2-13 36-4-5
3-9-11
T38
213
1/2/2016 7:35:19PM
Amcon6.003
1 of3
EngP1ot
WGT/PLY
196.9lbs
~1-9-1.:>~-9-I~
38-2-2 0-0-ol
1-8-15 1-8-15
0-0-0
1
2-11-11
1
2-11-11
1
2-11-11
1
2-11-11 I 4-0-10 4-0-10 4-0-10 4-0-10 4-1-8 4-1-8
1
1-9-13
1
1-9-13
1 2-11-11 5-11-5 8-11-0 11-10-11 15-11-5 20-0-0 24-0-10 28-1-5 32-2-13 36-4-5 38-2-240-0-0
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each wlue indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISDto be installed on each side of the truss. Where co11nection plates are called out Ctll this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowabte shear per # 12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WTIH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.888 (I-2)
BC: 0.939 (20-2I)
Web: 0.977 (I2-I5)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
26 Pin (WL) I 2 in
I4 HRo!I(WL) I 2 in
26 Pin (WL) 2 2 in
I4 HRoll(WL) 2 2 in
26 Pin (WL) 3 2 in
26 Pin (WL) 3 2 in
I4 HRoll(WL) 3 2 in
26 Pin (WL) 4 2 in
26 Pin (WL) 4 2 in
I4 HRoll (WL) 4 2 in
26 Pin (WL) 5 2 in
26 Pin (WL) 5 2 in
I4 HRoll(WL) 5 2 in
26 Pin (WL) 6 2 in
I4 HRoll(WL) 6 2 in
26 Pin (WL) 7 2 in
26 Pin (WL) 7 2 in
14 HRo!l (VVL) 7 2 in
26 Pin (WL) 8 2 in
26 Pin (WL) 8 2 in
I4 HRoll(WL) 8 2 in
26 Pin (WL) 9 2 in
I4 HRo!I(WL) 9 2 in
26 Pin (WL) IO 2 in
26 Pin (WL) IO 2 in
I4 HRoll (WL) IO 2 in
26 Pin (WL) II 2 in
26 Pin (WL) II 2 in
I4 HRoll(WL) II 2 in
26 Pin (WL) I2 2 in
26 Pin(WL) I2 2 in
I4 HRoll(WL) I2 2 in
26 Pin (WL) I3 2 in
I4 HRoll(WL) I3 2 in
26 Pin (WL) I4 2 in
I4 HRoll(WL) I4 2 in
Member Material
Top Chd I-5 30TCI8 (50 ksi)
Top Chd 5-9 30TCI8 (50 ksi)
Top Chd 9-ll 30TC I8 (50 ksi)
Top Chd ll-I3 30TCI8 (50 ksi)
Bot Chd I4-26 45TCI6 (50 ksi)
Web 1-26 I5C20 (50 ksi)
Webi-25 I5CI6 (50 ksi)
Web2-25 I5C20 (50 ksi)
Web2-24 I5C20 (50 ksi)
Web3-24 I5C20 (50 ksi)
Web3-23 I5C20 (50 ksi)
Web4-23 I5C20 (50 ksi)
Web4-22 I5C20 (50 ksi) Web5-22 I5C20 (50 ksi)
WebS-21 I5C20 (50 ksi)
Web6-21 I5C20 (50 ksi)
Web6-20 I5C20 (50 ksi)
Web7-20 I5C20 (50 ksi)
Web8-20 I5C20 (50 ksi)
Web8-19 I5C20 (50 ksi)
Reaction
892lbs
888Ibs
I,692 Ibs
I ,688 Ibs
76I Ibs
IO Ibs H
794 Ibs
987 Ibs
45IbsH
907 Ibs
908 Ibs
20IbsH
95I Ibs
892 Ibs
888 Ibs
I,394Ibs
Sibs H
I ,418 1bs
794 Ibs
8IbsH
8I8 Ibs
I ,492 Ibs
I,488 Ibs
-IOI Ibs
3IIbsH
-80 Ibs
-28 Ibs
I8IbsH
-I2I Ibs
-870 Ibs
94 Ibs H
-775 Ibs
535 Ibs
533 Ibs
I,292Ibs
I,288 Ibs
Summary
JT BC
26
I4
CSI
0.888
0.875
0.809
0.653
0.939
0.668
0.724
0.432
0.408
O.I44
0.049
0.021
0.392
O.I97
0.875
0.757
O.I7I
0.354
0.2I8
0.754
Max React
I,692 Ibs
I,688 Ibs
Deflection
TL: 0.63 in
LL: 0.29 in
Horz TL: 0.09 in
Bracing
Sheathed
Sheathed
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
L!
L/754
L/999
MaxP
4,343 Ibs
4,779 Ibs
4,397 Ibs
-3,589Ibs
4,779 Ibs
-I ,676 Ibs
3,463 Ibs
-I,OI5 Ibs
928 Ibs
-248 Ibs
56 Ibs
59Ibs
-249 Ibs
284 Ibs
803 Ibs
-555Ibs
257 Ibs
-26I Ibs
253 Ibs
-554Ibs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PAR TOF THIS COMPONENT DESIGN DOCUNIENT. NOTE THAT THE
PROFK~SIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSENIBLY SHOWN ON THIS SHEETMEETS THE MINTMUM APPLICABLE DESIGN CRITERIA FOR
(loc)
(7-8)
(7-8)
I5
Max Uplift
-870 Ibs
-775 lbs
Allowed
L/240
L/360
Max Horiz
94Ibs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
ll s s
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
40-0-0
PITCH
3.001/12
QTY
2
OHL OHR PLYS
0-0-0 0-0-0 I
We 9-19 l5Cl8 (5 st) 0.663 Utt ace 81
Web9-18 I5C20 (50 ksi) O.I33 Unbraced 270 lbs
Web 10-18 15C20 (50 ksi) 0.552 Unbraced -271 lbs
Web IO-I7 15C20 (50 ksi) 0.130 Unbraced -I7IIbs
Webii-17 15C20(50ksi) 0.614 Unbraced 69I lbs
Web Il-16 I5C20 (50 ksi) 0.711 Unbraced -1,565 lbs
Web 12-16 15C20 (50 ksi) 0.780 Unbraced 2,465 lbs
Web 12-I5 15C20 (50 ksi) 0.977 Unbraced -2,140 lbs
Web !3-15 15C20 (50 ksi) 0.863 Unbraced 2,730 lbs
Web 13-14 I5C20 (50 ksi) 0.795 Unbraced -1,747 lbs
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Top Cont Down Proj 20 psf 20 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
Load CaseD I: Std Dead Load
Distrtbuted Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Top Cont Down Rake 16 psf 16 psf 24 in
Bot Cont Down Rake 6 psf 6 psf 24 in
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Top 0.{).{) Il-10-11 NUp Rake 25.29 psf 25.29 psf 24 in
Top 28-1-5 36-4-5 NUp Rake 17.91 psf 17.91 psf 24 in
Top 11-10-ll 28-1-5 NUp Rake 29.83 psf 29.83 psf 24 in
Top 36-4-5 40.{).{) NUp Rake 29.83 psf 29.83 psf 24 in
Web 1-26 Cont Right Rake I4.56 psf 14.56 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Distrtbuted Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0.{) 11-10-11 NUp Rake 17.91 psf 17.91 psf 24 in
Top 28-1-5 36-4-5 NUp Rake 25.3 psf 25.3 psf 24 in
Top Il-10-II 28-I-5 NUp Rake 29.83 psf 29.83 psf 24 in
Top 36-4-5 40.{).{) NUp Rake 29.83 psf 29.83 psf 24 in
Webl-26 Cont Left Rake 16.88psf 16.88 psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Distrtbuted Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0.{) 11-10-11 NUp Rake 9.29 psf 9.29 psf 24 in
Top 28-I-5 36-4-5 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Top 0-0.{) 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 11-10-11 NUp Rake 60.82 psf 60.82 psf 24 in
Top II-10-ll I8-2-5 NUp Rake 60.82 psf 60.82 psf 24 in
Top I8-2-5 21-9-11 NUp Rake 38.5 psf 38.5 psf 24 in
Top 2I-9-II 28-1-5 NUp Rake 60.82 psf 60.82 psf 24 in
Top 28-1-5 34-4-15 NUp Rake 60.82 psf 60.82 psf 24 in
Top 34-4-15 36-4-5 NUp Rake 60.82 psf 60.82 psf 24 in
Top 36-4-5 40.{).{) NUp Rake 35.71 psf 35.71 psf 24 in
Web 1-26 Cont Left Rake 27.34 psf 27.34 psf 24 in
Automated Load Case W8: MWFRS-Left(Min)
Distrtbuted Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib Width
Top 0.{).{) 11-10-11 NDown Rake 8 psf 8 psf 24 in Web 1-26 Cont Right Rake 16 psf 16 psf 24 in
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Top 28-1-5 36-4-5 NDown Rake 8 psf 8 psf 24 in
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Bot Cont Down Proj 10 psf 10 psf 24 in
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with 1BC-2012.
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
3) This truss has been designed in accordance withASCE7-I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category ll, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hunicane Prone Region.
Load Combinations
Load Combo Factor
Dl 1.000
Dl +Lrl I.OOO
Dl +0.6W3 !.000
DI +0.6 W8 !.000
Dl +0.6 W9 1.000
Dl +0.7 E1 !.000
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS 11-IE MINTIVIUM APPLICABLE DESIGN CRITERIA FOR
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T38
213
1/2/2016 7:35:19 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
196.9lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
7
8
9
10
II
12
SPAN
40-0-0
Dl + 0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 EIO.OI
14 Dl+LIO*
sws
R U S S
PITCH
3.001 /12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
OHR
0-0-0
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.888 -3,431 lbs 4-5 0.644 -4,1721bs 7-8 0.754 -4,779 lbs 10-11
2-3 0.676 -4,315 lbs 5-6 0.875 -4,594 lbs 8-9 0.874 -4,597 lbs 11-12
3-4 0.678 -4 343 lbs 6-7 0.756 -4,779 lbs 9-10 0.699 -4,183 lbs 12-13
BChd 14-15 0.059 0 lbs 17-18 0.918 4,243 lbs (-2,1061bs) 20-21 0.939 4,594 lbs (-2,2511bs) 23-24
15-16 0.233 1,865 lbs (-885 lbs) 18-19 0.765 4,018 lbs (-1 ,963 lbs) 21-22 0.780 4,020 lbs (-1,9941bs) 24-25
16-17 0.752 3,605 lbs (-1,750 lbs) 19-20 0.932 4,597 lbs (-2,238 lbs) 22-23 0.497 4,191 lbs (-2,1261bs) 25-26
Webs 1-26 0.668 -1,676 lbs 4-22 0.392 -249 lbs 8-19 0.754 -5541bs 12-16
1-25 0.724 3,463 lbs (-1,7471bs) 5-22 0.197 284 lbs (-146 lbs) 9-19 0.663 810 lbs (-385 lbs) 12-15
2-25 0.432 -1,015 lbs 5-21 0.875 803 lbs (-360 lbs) 9-18 0.133 270 lbs (-991bs) 13-15
2-24 0.408 928 lbs (-435 lbs) 6-21 0.757 -555 lbs 10-18 0.552 -271 lbs 13-14
3-24 0.144 -248 lbs 6-20 0.171 257 lbs (-70 lbs) 10-17 0.130 -171 lbs
3-23 0.049 56 lbs (-41 lbs) 7-20 0.354 -261 lbs 11-17 0.614 691 lbs (-386 lbs)
4-23 0.021 591bs (-23 lbs) 8-20 0.218 253 lbs (-89lbs) 11-16 0.711 -1,565 lbs
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T38
JobName: 213
Date: 1/2/2016 7:35:19PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 196.9lbs
0.809 -4,397 lbs
0.639 -3,589 lbs
0.653 -I ,865 lbs
0.478 4,1651bs (-2,1531bs)
0.468 3,3461bs (-1,768!bs)
0.017 -80 lbs
0.780 2,465 lbs (-1,225 lbs)
0.977 -2,140 lbs
0.863 2,730 lbs (-1,295 lbs)
0.795 -1,747 lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF THTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEIMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707_Winches~r. Cri~le~~~~t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
3-1-1 I
6-7-5
R U S S
PITCH
3.001/12
3-1-1 I
10-3-0
3~
1s
0-0-0
QTY
2
3-/-1 I
13-10-11
4-3-11
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
4-0-14
17-11-9
South Gate CA 90280
4-0-14
22-0-7
OHR
0-0-0
4-0-14
26-1-5
4-3-11
PLYS
1
4-1-0
30-2-5
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
4-1-0
34-3-5
T39
213
112/2016 7:35:20 PM
Amcon6.003
1 of3
Eng Plot
4-1-0
38-4-5
WGT/PLY
197.3 1hs r-IJ
~3
0-0-0
I 2-11-11 3-7-11 3-7-11 3-7-11 4-0-14 4-0-14 4-0-14 4-1-o 4-1-o 4-1-o ! -7-1 J
2-11-11 6-7-5 10-3-0 13-10-11 17-11-9 22-0-7 26-1-5 30-2-5 34-3-5 38-4-5 0-0-
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AJSf) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AlSO to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lb;.Allowable shear per# 12 SDS (ATSn fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. l'vlaintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
IT T e LC BC
24 Pin (WL) I
13 HRoli(WL) I
24 Pin (WL) 2
13 HRoli(WL) 2
24 Pin (WL) 3
24 Pin (WL) 3
13 HRoll (WL) 3
24 Pin (WL) 4
24 Pin (WL) 4
13 HRoll (WL) 4
24 Pin (WL) 5
24 Pin (WL) 5
13 HRoli(WL) 5 24 Pin (WL) 6
13 HRoll(WL) 6
24 Pin (WL) 7
24 Pin (WL) 7
13 HRoli(WL) 7
24 Pin (WL) 8
24 Pin(WL) 8
13 HRoli(WL) 8
24 Pin (WL) 9
13 HRoll (WL) 9
24 Pin (WL) 10
24 Pin (WL) 10
13 HRoll(WL) 10
24 Pin (WL) II
24 Pin(WL) 11
13 HRoll(WL) 11
24 Pin (WL) 12
24 Pin (WL) 12
13 HRoll(WL) 12
24 Pin (WL) 13
13 HRoll(WL) 13
24 Pin (WL) 14
13 HRoll(WL) 14
Member Material
Top Chd 1-5 30TC 18 (50 ksi)
Top Chd 5-8 30TCI8 (50 ksi)
Top Chd 8-11 30TC 18 (50 ksi)
Top Chd 11-12 30TCI8 (50 ksi)
Bot Chd 13-24 45TC 16 (50 ksi)
Web 1-24 15C20 (50 ksi)
Webl-23 15CI6 (50 ksi)
Web2-23 15C20 (50 ksi)
Web2-22 15C20 (50 ksi)
Web3-22 15C20 (50 ksi)
Web3-21 15C20 (50 ksi)
Web4-2l 15C20 (50 ksi)
Web4-20 15C20 (50 ksi)
Web5-20 I5C20 (50 ksi)
Web5-19 15C20 (50 ksi)
Web6-19 15C20 (50 ksi)
Web7-19 15C20 (50 ksi)
Web7-18 15C20 (50 ksi)
Web8-l8 15C20 (50 ksi)
Web8-17 15C20 (50 ksi)
CSI
TC: 0.898 (1-2)
BC: 0.929 (15-16)
Web: 0.962 (12-14)
TC Continuously Braced
BC Bracing Sparse
Br Wid
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
6 in
Reaction
894 lbs
892 lbs
1,694 lbs
1,692 lbs
739 lbs
51bsH
755 lbs
1,002 lbs
491bs H
917 lbs
918 lbs
29 lbs H
985 lbs
894 lbs
892 lbs
1,378 lbs
31bsH
1,389 lbs
778 lbs
3 lbs H
789 lbs
1,494 lbs
1,492 lbs
-81 lbs
25 lbs H
-28 lbs
41bs
-1 lbs H
-911bs
-8941bs
49 lbs H
-870 lbs
536 lbs
535 lbs
I ,294 lbs
1,292 lbs
Summary
JT BC
24 I
13 I
CSI
0.898
0.789
0.876
0.738
0.929
0.675
0.756
0.412
0.550
0.124
0.163
0.049
0.909
0.301
0.770
0.576
0.120
0.571
0.769
0.290
Max React
1,694 lbs
1,692 lbs
Deflection
lL: 0.55 in
LL: 0.25 in
Horz TL: 0.09 in
Bracing
Sheathed
Sheathed
Sheathed
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
L/
L/855
L/999
MaxP
4,380 lbs
4,162lbs
4,3491bs
-2,347 lbs
4,222 lbs
-1,6921bs
3,508 lbs
-970 lbs
9041bs
-195lbs
-1021bs
155 lbs
438 lbs
392 lbs
4911bs
-3411bs
441bs
-338 lbs 510 lbs
364 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(5-6) L/ 240
(5-6) L/ 360
13
Max Uplift Max Horiz
-894 lbs 491bs
'l70 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
H U S S
SPAN
40-0-0
PITCH
3.001/12
Web9-17 JSC18 (50 ks1)
Web9-16 15C20 (50 ksi)
Web 10-16 15C20 (SO ksi)
Web 10-15 15C20 (50 ksi)
Web 11-15 15C16 (50 ksi)
Web 11-14 15C20 (50 ksi)
Web 12-14 15C20 (50 ksi)
Web 12-13 15C20 (50 ksi)
QTY
2
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location t Location 2 Direction Spread
Top Cont Down Proj
Bot Cont Down Proj
Load Case D 1: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top Cont Down Rake
Bot Cont Down Rake
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 13-10-11 NUp Rake
Top 26-1-5 38-4-5 NUp Rake
Top 13-10-11 26-1-5 NUp Rake
Top 38-4-5 40-0-0 NUp Rake
Web 1-24 Cont Right Rake
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Memlx:r Location 1 Location 2 Direction Spread
Top 0-0-0 13-10-11 NUp Rake
Top 26-1-5 38-4-5 NUp Rake
Top 13-10-11 26-1-5 NUp Rake
Top 38-4-5 40-0-0 NUp Rake
Web 1~24 Cont Left Rake
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Memlx:r Location I Location 2 Direction Spread
Top 0-0-0 13-10-11 NUp Rake
Top 26-1-5 38-4-5 NUp Rake
Automated Load Case W4: C&C(Suction)
Distributed Loads
Memlx:r Location I Location 2 Direction Spread
Top 0-0-0 6-3-10 NUp Rake
Top 6-3-10 7-7-1 NUp Rake
Top 7-7-1 13-10-11 NUp Rake
Top 13-10-11 20-2-5 NUp Rake
Top 20-2-5 26-1-5 NUp Rake
Top 26-1-5 32-4-15 NUp Rake
Top 32-4-15 38-4-5 NUp Rake
Top 38-4-5 40-0-0 NUp Rake
Web l-24 Cont Left Rake
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Memlx:r Location 1 Location 2 Direction Spread
Top 0-0-0 13-10-11 NDown Rake
Webl-24 Cont Right Rake
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Memlx:r Location I Location 2 Direction Spread
Top 26-1-5 38-4-5 NDown Rake
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Memlx:r Location 1 Location 2 Direction Spread
Bot Cont Down Proj
User-defined Load Case E I: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
0.758
0.047
0.065
0.231
0.780
0.761
0.962
0.707
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
Unbraced
Unix aced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
25.29 psf
17.91 psf
29.83 psf
29.83 psf
14.56 psf
Start Load
17.91 psf
25.3 psf
29.83 psf
29.83 psf
16.88 psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
60.82 psf
60.82 psf
60.82 psf
35.71 psf
27.34 psf
Start Load
8 psf
16 psf
Start Load
8 psf
Start Load
10 psf
OHR
0-0-0
End Load
20 psf
0 psf
End Load
16 psf
6 psf
End Load
25.29 psf
17.91 psf
29.83 psf
29.83 psf
14.56 psf
End Load
17.91 psf
25.3 psf
29.83 psf
29.83 psf
16.88 psf
End Load
9.29 psf
9.29 psf
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
60.82 psf
60.82 psf
60.82 psf
35.71 psf
27.34 psf
End Load
8 psf
16 psf
End Load
8 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
468 ibS
1481bs
53 1bs
-410 1bs
1,845 1bs
-1,909 1bs
3,0441bs
-1,7741bs
TribWidth
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
24 in
24 in
24 ill
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7-I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
D1
Dl +Lrl
DI+0.6W3
Dl +0.6 W8
01 +0.6 W9
DI+0.7EI
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Foetor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Tmss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T39
213
1/2/2016 7:35:20 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
197.3lbs
Keymark Ente!Jlrises, LLC
6707_Wi~1~hes~r. Cri~le!~~~t: 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
9 D1+0.53E1+0.75Lr1
10 0.6 Dl + 0.6 WI
II 0.6 Dl +0.6 W2
12 0.6DI+0.6W4
13 0.6 D1 +0.7 E/0.01
14 Dl + LIO*
R U S S
PITCH
3.001 /12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
1.000
1.000
1.000
1.000
1.000
1.000
OHR
0-0-0
Member Forces Summary Table indicates: Member JD, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.898 -3,475 1bs 4-5 0.642 -3,978 1bs 7-8 0.789 -4,1621bs 10-11
2-3 0.708 -4,380 1bs 5-6 0.789 -4,152 1bs 8-9 0.673 -3,978 1bs 11-12
3-4 0.687 -4,298 1bs 6-7 0.679 -4,152 1bs 9-10 0.689 -4,349 1bs
BChd 13-14 0.067 0 1bs 16-17 0.926 4,183 1bs (-2,211 1bs) 19-20 0.784 3,824 1bs (-1,9641bs) 22-23
14-15 0.537 2,378 1bs (-1,257 lbs) 17-18 0.779 3,820 1bs (-1,976 lbs) 20-21 0.735 4,141 1bs (-2,153 1bs) 23-24
15-16 0.929 4,151 lbs (-2 215 1bs) 18-19 0.914 4,1621bs (-2,165 lbs) 21-22 0.719 4,222 1bs (-2,1981bs)
Webs 1-24 0.675 -1,692 1bs 4-21 0.049 155 1bs (0 1bs) 7-18 0.571 -3381bs 10-15
1-23 0.756 3,508 lbs (-1,8241bs) 4-20 0.909 -438 1bs 8-18 0.769 510 1bs (-282 1bs) 11-15
2-23 0.412 -970 1bs 5-20 0.301 392 1bs (-179 1bs) 8-17 0.290 364 1bs (-173 1bs) 11-14
2-22 0.550 904 1bs (-435 lbs) 5-19 0.770 491 1bs (-282 1bs) 9-17 0.758 -4681bs 12-14
3-22 0.124 -1951bs 6-19 0.576 -341 lbs 9-16 0.047 148 lbs (0 1bs) 12-13
3-21 0.163 -102 1bs 7-19 0.120 -441bs 10-16 0.065 53 1bs (-371bs)
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T39
JohN arne: 213
Date: 112/2016 7:35:20PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 197.3lbs
0.876 -4,294 1bs
0.738 -2,3471bs
0.646 3,390 1bs (-1,7971bs)
0.019 4Ilbs (-35 lbs)
0.231 -410 1bs
0.780 1,845 1bs ~997 1bs)
0.761 -1,9091bs
0.962 3,044 lbs (-1,608 lbs)
0.707 -1,7741bs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally peipendicular to the plane ofthe truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENr DESIGN DOCUMENr. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enteiprises, LLC
6707 Winchester Cricle, Suite t 02
--. . ----·
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
SPAN
40-0-0
1\l!SS
PITCH
3.001/12
5-3-9 5-3-9
5-3-9 10-7-2
0-10-0
3~
1s
0-0-0
5-3-9 5-3-9
CSI
TC: 0.994 (1-2)
BC: 0.863 (21-22)
Web: 0.945 (7-19)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Be Wid
24 HRoll(WL) 1 6 in
21 Pin (WL) 1 6 in
12 HRoll(WL) 1 6 in
24 HRoll(WL) 2 6 in
21 Pin (WL) 2 6 in
12 HRoll(WL) 2 6 in
24 HRoll (WL) 3 6 in
21 Pin (WL) 3 6 in
12 HRoll(WL) 3 6 in
24 HRoll(WL) 4 6 in
21 Pin (WL) 4 6 in
21 Pin (WL) 4 6 in
12 HRoll (WL) 4 6 in
24 HRoll(WL) 5 6 in
21 Pin (WL) 5 6 in
21 Pin (WL) 5 6 in
12 HRoll(WL) 5 6 in
24 HRoll(WL) 6 6 in
21 Pin (WL) 6 6 in
12 HRoll(WL) 6 6 in
24 HRoll(WL) 7 6 in
21 Pin (WL) 7 6 in
12 H Roll (WL) 7 6 in
24 HRoll (WL) 8 6 in
21 Pin (WL) 8 6 in
12 HRoll(WL) 8 6 in
24 HRoll(WL) 9 6 in
21 Pin (WL) 9 6 in
12 HRoll(WL) 9 6 in
24 HRoll(WL) 10 6 in
21 Pin (WL) 10 6 in
21 Pin (WL) 10 6 in
12 HRoll (WL) 10 6 in
24 HRoll (WL) 11 6 in
21 Pin (WL) 11 6 in
21 Pin (WL) 11 6 in
12 HRoll(WL) 11 6 in
24 HRoll(WL) 12 6 in
21 Pin (WL) 12 6 in
12 HRoll(WL) 12 6 in
24 HRoll(WL) 13 6 in
21 Pin (WL) 13 6 in
12 HRoll(WL) 13 6 in
24 HRoll(WL) 14 6 in
21 Pin (WL) 14 6 in
12 HRoll (WL) 14 6 in
Member Material
Top Chd 1-4 30TC20 (50 ksi)
Top Chd H 30TC20 (50 ksi)
Top Chd 6-11 30TC20 (50 ksi)
Bot Chd 12-15 20TC 18 (50 ksi)
Bot Chd 16-17 20TC18 (50 ksi)
Bot Chd 18-24 20TC18 (50 ksi)
Webl-24 15C20 (50 ksi)
Web1-23 15C20 (50 ksi)
QTY
2
5-3-9
15-10-11
5-3-9
4-9-11
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
4-1-5
20-0-0
4-1-5
OHR
0-0-0
4-1-5
24-1-5
4-9-11
4-1-5
Deflection
TL: 0.06 in UP
LL: 0.1 in
Horz TL: 0.02 in
0-M-0
0-(l)}.{ID-0
PLYS
1
4-1-13
30-8-5
4-7-13
Ll
L/840
L/999
Summary
Reaction
138 1bs
1,260 1bs
3941bs
258 1bs
2,390 1bs
743 1bs
961bs
1,0351bs
3061bs
195 1bs
1,365 1bs
-541bs H
3851bs
120 1bs
1,344 1bs
54 1bs H
480 1bs
138 lbs
1,260 lbs
394 lbs
1971bs
1,939 lbs
590 1bs
106 1bs
1,091 lbs
328 lbs
228 1bs
2,1071bs
656 lbs
-241bs
-{i3 1bs
4 1bs H
441bs
48 1bs
-49 1bs
-41bsH
-43 1bs
-126 1bs
-1,1771bs
-365 1bs
83 1bs
756 1bs
236 1bs
202 lbs
1,8191bs
571 lbs
JT BC
24
21
12
CSI
0.994
0.587
0.685
0.723
0.376
0.863
0.093
0.088
Max React
258 1bs
2,390 1bs
743 1bs
Bracing
Sheathed
Sheathed
Sheathed
Sparse
Sparse
Sparse
Unbraced
Unbraced
MaxP
1,501 lbs
1,423 1bs
-1,533 lbs
1,465 1bs
5341bs
-1,423 1bs
-233 lbs
1871bs
ALL GENERAL NOTES OF THTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COIVWONENT DESIGN DOCUMENT. NOTE THAT THE
PROFESSIONAL ENGINEER'S SEALTNDTCATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETl'vfEETS THE 1\tiTNIMUM APPLICABLE DESIGN CRITERIA FOR
-~·" ·~'" • ,... • ....,.-n..T..-. ...,.,..,,,_TT'o'['T'TJ">_""" TDrrcc ~.n::-r...mt:ln r'A'!I.Il<Tr.rm ATT£'\1\J<;.: Al\ln <;:PA.l\J<;: JT~'TJ<n ON TI-ll~ S.HFF.T
Truss: T40
JobName: 213
Date: 1/2/2016 7:35:20 PM
System: Amcon6.003
Page: 1 of3
Report: Eng Plot
SPACING WGT/PLY
24in 151.31bs
4-1-13 4-1-13
35-4-3 40-0-0
~3
4-7-13 4-7-13
(loc) Allowed
(8-16) L/180
(8-9) L/360
5
Max Uplift Max Horiz
-126 1bs
-1,177 1bs 541bs
-365 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
P:ro..IAM rnl"'""A" Rtl1.0\
0-10-0
11 s
0-0-0
GS Build® System
GSTruss®
Version: 5.008.2 [Build I40]
SPAN
40-0-0
sws
T R U S
PITCH
3.00I /I2
We 2-15 2 (50 Sl)
Web2-22 15020 (50 ksi)
Web3-22 15C20 (50 ksi)
Web3-21 15020 (50 ksi)
Web4-21 15C18 (50 ksi)
Web 5-21 15D20 (50 ksi)
Web5-20 15C20 (50 ksi)
Web5-19 15C16 (50 ksi)
Web6-19 15C20 (50 ksi)
Web7-19 15C16 (50 ksi)
Web7-18 15C18 (50 ksi)
Web8-17 15C16 (50 ksi)
Web8-15 15C20 (50 ksi)
Web8-14 15C18 (50 ksi)
Web9-14 15C20 (50 ksi)
Web 10-14 15C20 (50 ksi)
Web 10-13 15C20 (50 ksi)
Web 11-13 15C18 (50 ksi)
Web 11-12 15C20 (50 ksi)
QTY
2
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction Spread
Top Cont Down Proj
Bot Cont Down Proj
Load CaseD I: Std Dead Load
Distributed Loads
Member Location I Location 2 Direction Spread
Top Cont Down Rake
Bot Cont Down Rake
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-{)-{) 15-10-11 NUp Rake
Top 24-1-5 40-{)-{) NUp Rake
Top 15-10-11 24-1-5 NUp Rake
Web 1-24 Cont Right Rake
Webll-12 Cont Right Rake
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member Location 1 Location 2 Direction Spread
Top 0-{)-{) 15-10-11 NUp Rake
Top 24-1-5 40-0-0 NUp Rake
Top 15-10-11 24-1-5 NUp Rake
Web 1-24 Cont Left Rake
Webll-12 Cont Left Rake
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top 0-{)-{) 15-10-11 NUp Rake
Top 24-1-5 40-{)-0 NUp Rake
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-{)-{) 6-3-10 NUp Rake
Top 6-3-10 9-7-1 NUp Roke
Top 9-7-1 15-10-11 NUp Rake
Top 15-10-11 22-2-5 NUp Rake
Top 22-2-5 24-1-5 NUp Rake
Top 24-1-5 304-15 NUp Rake
Top 304-15 33-8-<i NUp Rake
Top 33-8-<i 40-{}-0 NUp Rake
Web1-24 Cont Left Rake
Webll-12 Cont Right Rake
Automated Load Case WS: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-{)-{) 15-10-11 NDown Rake
Web 1-24 Cont Right Rake
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 24-1-5 40-{}-0 NDown Rake
Webll-12 Cont Left Rake
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom OJ.ord
Distributed Loads
Member Location I Location 2 Direction Spread
Bot Cont Down Proj
User-defined Load Case EI: Seismic
No loads were defined for this load case.
. 54
0.309
0.130
0.480
0.878
0.738
0.037
0.751
0.042
0.945
0.773
0.925
0.497
0.807
0.372
0.813
0.090
0.916
0.288
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
Un aced
Unbraced
Unbraced
Vnbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
25.29 psf
17.91 psf
29.83 psf
14.56 psf
16.88 psf
Start Load
17.91 psf
25.29 psf
29.83 psf
16.88 psf
14.56 psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
27.34psf
27.34 psf
Start Load
8 psf
16 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
20 psf
0 psf
End Load
16 psf
6 psf
E1td Load
25.29 psf
17.91 psf
29.83 psf
14.56 psf
16.88psf
End Load
17.91 psf
25.29 psf
29.83 psf
16.88 psf
14.56 psf
End Load
9.29 psf
9.29 psf
E11d Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
27.34psf
27.34 psf
End Load
8 psf
16 psf
End Load
8 psf
16 psf
End Load
10 psf
PLYS
172
-814 loo
392 loo
-1,01s 1oo
-573 1oo
-1,553 1oo
118 1oo
1,03910<
3610<
-87810<
919 1oo
-963 loo
17910<
831 11><
-363 1oo
-368 11><
-173 1oo
1,48410<
-722 loo
Trib Width
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
24 in
24 in
24 in
24 in
24 in
24 in
TribWtdth
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
Sy:;tem:
Page:
Report:
SPACING
24in
T40
213
I/2/20I6 7:35:20 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
I51.3Ibs
Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R u s s
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
40-0-0
PITCH QTY OHL OHR PLYS
3.001/12 2 0-0-0 0-0-0 I
l) This truss has been designed in accordance with IBC-2012.
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
3) This truss has been designed in accordance withASCE7 -I 0, ll 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6W8
01 +0.6 W9
Dl +0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 EJO.OI
14 Dl + LlO*
Member Forces Summary
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
l.OOO
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial furce)
TChd 1-2 0.994 -2211bs 4-5 0.587 I ,423 lbs (-516 lbs) 7-8 0.301 481 lbs 10-11 0.685 -1,533 lbs
2-3 0.328 6341bs (-238 lbs) 5-6 0.473 291 lbs (-209 lbs) 8-9 0.606 -1,2091bs
34 0.916 1,501 lbs (-586 lbs) 6-7 0.218 309lbs (-256 lbs) 9-10 0.386 -1,200 lbs
BChd 12-13 0.307 14 lbs (-81bs) 16-17 0.305 534 lbs (-172 lbs) 20-21 0.541 4461bs 23-24 0.507 141bs
13-14 0.723 1,465 lbs (-642 lbs) 18-19 0.267 403 lbs (-100 lbs) 21-22 0.863 -575 lbs
14-15 0.333 523 lbs (-1691bs) 19-20 0.527 446 lbs 22-23 0.426 181 lbs (441bs)
Webs 1-24 0.093 -233 lbs 4-21 0.878 -573 lbs 7-17 0.773 9!9 lbs (-515 lbs) 9-14 0.372 -363 lbs
1-23 0.088 187 lbs (-38 lbs) 5-21 0.738 -1,553 lbs 17-18 0.389 122 lbs (-65 lbs) 10-14 0.813 -368lbs
2-23 0.054 172 lbs (0 lbs) 5-20 0.037 1181bs (0 lbs) 8-17 0.925 -963 lbs 10-13 0.090 -173 lbs
2-22 0.309 -8141bs 5-19 0.751 I ,039 lbs (486 lbs) 8-16 0.408 179 lbs (-721bs) 11-13 0.916 1,4841bs
3-22 0.!30 392 lbs (-107 lbs) 6-19 0.042 36 lbs (-20 lbs) 16-15 0.497 50 lbs (0 lbs) 11-12 0.288 -722 lbs
3-21 0.480 -1,015 lbs 7-19 0.945 -878 lbs 8-14 0.807 831 lbs (-372 lbs)
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T40
JobNarne: 213
Date: 112/2016 7:35:20 PM
System: Arncon 6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24 in 151.3lbs
(-81bs)
(-665 lbsi
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced latemlly perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
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. Lateml braces shall be installed
within 6 " of each web panel point.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
»DA"J;'t:~('('JAMAT lThlnll'>.ffiRR'~ <::.PAT wnTrA~.-. flNIYTI-IATTHE TRUSS ASSEivlBLY SHOWN ON THIS SHEETMEEfS THE iviiNfl'vllJ!'vf APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle. Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
0-0-0
5-3-3
5-3-3
5-3-3
R U S S
PITCH
3.001 /12
5-3-3
10-6-5
3~
5-3-3
QTY
2
5-3-3
15-9-8
5-3-3
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
~ 2-1-3 ~ 4-2-10 3-3-3 vrt
7-10-1 22-1-5 25-4-8 i --8
5-3-11 5-3-11
0-00-0
0-H-0
PLYS
1
4-/-13
30-8-5
4-7-13
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
4-/-13
35-4-3
4-7-13
T41
213
1/2/2016 7:35:21 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
153.5lbs
4-/-13
40-0-0
0-10-0
11s
0-0-0
4-7-13 12-1-3 ~ 4-2-10 3-3-3 ot1o
5-3-3 10-6-5 15-9-8 7-10-1 22-1-5 25-4-8 2 -0-8 30-8-5 3!5-4-3 40-0-0
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS #12 or #12 SDS (AISD fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: l ,610 lbs.Allowable shear per # 12 SDS (AISn fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Malntai11 fastener spacing at 5/8" min. Nlaintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.927 (1-2)
BC: 0.906 (21-22)
Web: 0.970 (8-14)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
24 HRolt(WL) I 6 in
21 Pin (WL) I 6 in
12 HRolt (WL) I 6 in
24 HRolt(WL) 2 6 in
21 Pin (WL) 2 6 in
12 HRolt (WL) 2 6 in
24 HRolt(WL) 3 6 in
21 Pin (WL) 3 6 in
12 HRolt(WL) 3 6 in
24 HRolt (WL) 4 6 in
21 Pin (WL) 4 6 in
21 Pin (WL) 4 6 in
12 HRolt(WL) 4 6 in
24 HRolt(WL) 5 6 in
21 Pin(WL) 5 6 in
21 Pin (WL) 5 6 in
12 HRoll (WL) 5 6 in
24 HRoti(WL) 6 6 in
21 Pin (WL) 6 6 in
12 HRolt(WL) 6 6 in
24 HRolt(WL) 7 6 in
21 Pin (WL) 7 6 in
12 HRolt(WL) 7 6 in
24 HRoll(WL) 8 6 in
21 Pin (WL) 8 6 in
12 HRoii(WL) 8 6 in
24 HRoii(WL) 9 6 in
21 Pin (WL) 9 6 in
12 HRolt(WL) 9 6 in
24 HRoll(WL) 10 6 in
21 Pin (WL) 10 6 in
21 Pin (WL) 10 6 in
12 HRolt(WL) 10 6 in
24 HRolt(WL) II 6 in
21 Pin (WL) II 6 in
21 Pin (WL) II 6 in
12 HRolt(WL) II 6 in
24 HRoll(WL) 12 6 in
21 Pin (WL) 12 6 in
12 HRo\l (WL) 12 6 in
24 HRolt (WL) 13 6 in
21 Pin (WL) 13 6 in
12 HRoll(WL) 13 6 in
24 HRoll(WL) 14 6 in
21 Pin (WL) 14 6 in
12 HRoll(WL) 14 6 in
Member Material
Top Chd 1-5 30TC20 (50 ksi)
Top Chd 5..() 30TC20 (50 ksi)
Top Chd 6-11 30TC20 (50 ksi)
Bot Chd 12-15 20TC 18 (50 ksi)
Bot Chd 16-17 20TC 18 (50 ksi)
BotChd 18-24 20TC 18 (50 ksi)
Web l-24 15C20 (50 ksi)
Webl-23 15C20 (50 ksi)
Summary
Reaction JT BC
1491bs 24
1,2361bs 21
410 lbs 12
277 lbs
2,345 lbs
773 lbs
II 0 lbs
972 lbs
315 lbs
205 lbs
1,360 lbs
-591bs H
403 lbs
131 lbs
1,335 lbs
59 lbs H
501 lbs
149 lbs
1,236 lbs
410 lbs
216 lbs
I ,870 lbs
610 lbs
120 lbs
1,038lbs
339 lbs
245 lbs
2,068 lbs
682 lbs
-26 lbs
-27 lbs
8 lbs H
51 lbs
46 lbs
-91bs
-Sibs H
-38 lbs
-130 lbs
-I ,073 lbs
-3561bs
90 lbs
741 lbs
246 lbs
222 lbs
1,777 lbs
5971bs
CSI
0.927
0.407
0.663
0.696
0.362
0.906
0.100
0.097
Deflection
TL: 0.07 in UP
LL: 0.11 in
Horz TL: 0.03 in
Max React
277 lbs
2,345 lbs
7731bs
Bracing
Sheathed
Sheathed
Sheathed
Sparse
Sparse
Sparse
Unbraced
Unbraced
Ll
L/706
L/999
MaxP
1,3881bs
717 lbs
-1,610 lbs
1,540 lbs
635 lbs
-1,300 lbs
-2511bs
243 lbs
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(8-16) L! 180
(8-9) L/ 360
6
Max Uplift Max Horiz
-130 lbs
-1,(}73 lbs -591bs
-356 lbs
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140)
R ll S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
40-0-0
PITCH
3.001/12
QTY
2
OHL OHR PLYS
0-0-0 0-0-0 I
Web2-23 15C20 (50 kS>) 0.050 Unbfaced 158 JbS
Web2~22 15020 (50 ksi) 0.306 Unbraced -815 lbs
Web3-22 15C20 (50 ksi) 0.146 Unbraced 4071bs
Web3-21 15020 (50 ksi) 0.431 Unbraced -943 1bs
Web4-21 15D20 (50 ksi) 0.581 Unbraced -1,856 1bs
Web4-20 15C16 (50 ksi) 0.835 Unbraced 1,5611bs
WebS-20 15C20 (50 ksi) 0.952 Unbraced -378 1bs
Web 6-20 15020 (50 ksi) 0.675 Unbraced -1,280 1bs
Web6-19 15C20 (50 ksi) 0.835 Unbraced 7881bs
Web7-19 15D20(50ksi) 0.300 Unbraced -823 lbs
Web7-18 15C20 (50 ksi) 0.740 Unbraced 786 1bs
Web8-17 15C16 (50 ksi) 0.890 Unbraced -927 1bs
Web8-15 15C20 (50 ksi) 0.591 Unbraced 179 1bs
Web8-14 15C20 (50 ksi) 0.970 Unbraced 820 1bs
Web9-14 15C20 (50 ksi) 0.371 Unbraced -361 1bs
Web 10-14 15C20 (50 ksi) 0.777 Unbraced -3521bs
Web 10-13 15C20 (50 ksi) 0.096 Unbraced -186 lbs
Web 11-13 15C18 (50 ksi) 0.886 Unbraced 1,561 1bs
Web 11-12 15C20 (50 ksi) 0.300 Unbraced -751 1bs
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Top Cont Down Proj 20 psf 20 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
Load Case Dl: Std Dead Load
Distnbuted Loads
Member Location l Location 2 Direction Spread Start Load End Load TribWidth
Top Cont Down Rake 16 psf 16 psf 24 in
Bot Cont Down Rake 6 psf 6 psf 24 in
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member Location l Location 2 Direction Spread Start Load End Loo.d Trib Width
Top 0-0-0 17-10-11 NUp Rake 25.3 psf 25.3 psf 24 in
Top 22-1-5 40-0-0 NUp Rake 17.91 psf 17.91 psf 24 in
Top 17-10-11 22-1-5 NUp Rake 29.83 psf 29.83 psf 24 in
Web 1-24 Cont Right Rake 14.56 psf 14.56 psf 24 in
Webll-12 Cont Right Rake 16.88 psf 16.88 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction Spread Start Loo.d End Loo.d TribWtdth
Top 0-0-0 17-10-11 NUp Rake 17.91 psf 17.91 psf 24 in
Top 22-1-5 40-0-0 NUp Rake 25.3 psf 25.3 psf 24 in
Top 17-10-11 22-1-5 NUp Rake 29.83 psf 29.83 psf 24 in
Webl-24 Cont Left Rake 16.88 psf 16.88 psf 24 in
Webll-12 Cont Left Rake 14.56 psf 14.56 psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location l Location 2 Direction Spread Start Load End Loo.d TribWidth
Top 0-0-0 17-10-11 NUp Rake 9.29 psf 9.29 psf 24 in
Top 22-1-5 40-0-0 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location I Location 2 Direction Spread StartLoo.d End Loo.d Trib Width
Top 0-0-0 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 11-7-l NUp Rake 38.5 psf 38.5 psf 24 in
Top 11-7-1 17-10-11 NUp Rake 60.82 psf 60.82 psf 24 in
Top 17-10-11 22-1-5 NUp Rake 60.82 psf 60.82 psf 24 in
Top 22-1-5 284-15 NUp Rake 60.82 psf 60.82 psf 24 in
Top 284-15 33-8-<; NUp Rake 38.5 psf 38.5 psf 24 in
Top 33-8-<; 40-0-0 NUp Rake 60.82 psf 60.82 psf 24 in
Webl-24 Cont Left Rake 27.34 psf 27.34 psf 24 in
Webll-12 Cont Right Rake 27.34 psf 27.34psf 24 in
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Loo.d Trib Width
Top 0-0-0 17-10-11 NDown Rake 8 psf 8 psf 24 in
Web 1-24 Cont Right Rake 16 psf 16 psf 24 in
Automated Load Case W9: MWFRS-Right(Min)
Distnbuted Loads
Member Location I Location 2 Direction Spread Start Loo.d End Load Trib Width
Tq> 22-1-5 40-0-0 NDown Rake 8 psf 8 psf 24 in
Webll-12 Cont Left Rake 16 psf 16 psf 24 in
Automated Load Case LIO*: UBC IOlb Live Load on Bottom Chord
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Bot Cont Down Proj 10 psf 10 psf 24 in
User-defined Load Case E I: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
2) This truss has beeu designed for the effects due to I 0 psfbottom chord live load plus dead loads.
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE NnN!MUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobNarne:
Date:
System:
Page:
Rf:port:
SPACING
24in
T41
213
11212016 7:35:21 PM
Arncon 6.003
2of3
Eng Plot
WGT/PLY
153.51bs
Keyrnark Ente1prises, LLC
6707 Winchester Cricte, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
Load Combinations
I
2
3
4
5
6
7
8
9
10
Load Combo
Dl
Dl +Lrl
Dl+0.6W3
Dl +0.6 W8
Dl +0.6 W9
01 +0.7 El
Dl +0.45 W3 +0.75 Ld
Dl +0.45W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
II 0.6 Dl +0.6 W2
12 0.6 Dl +0.6 W4
13 o.6Dl +0.7F/O.Ol
14 01 +LlO*
PITCH
3.001/12
s
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
OHR
0-0-0
Member Forces Summary Table indicates: Member TO, max CST, max axial force, (max compr. force if different from max axial furce)
TChd 1-2 0.927 -281 lbs 4-5 0.175 761 lbs (-153lbs) 7-8 0.316 -584lbs 10-11
2-3 0.334 569 lbs (-229 lbs) 5-6 0.407 717lbs (-130 lbs) 8-9 0.476 -1,302 lbs
3-4 0.812 1,388 lbs (-494lbs) 6-7 0.217 210 lbs (-91 lbs) 9-10 0.404 -1,293 lbs
BChd 12-13 0.306 14lbs (-Sibs) 16-17 0.307 635 lbs (-185 lbs) 20-21 0.725 -1,300 lbs 23-24
13-14 0.696 1,540 lbs (-621 lbs) 18-19 0.110 507 lbs (-128lbs) 21-22 0.906 -516lbs
14-15 0.335 622 lbs (-181 lbs) 19-20 o.411 102lbs (0 lbs) 22-23 0.349 241 lbs (-49 lbs)
Webs 1-24 0.100 -251 lbs 4-21 0.581 -1,856 lbs 7-17 0.740 786 lbs (-338 lbs) 9-14
1-23 0.097 243 lbs (-42lbs) 4~20 0.835 1,561 lbs (-670 lbs) 17-18 0.696 4llbs (0 lbs) 10-14
2-23 0.050 158lbs (0 lbs) 5-20 0.952 -378 lbs 8-17 0.890 -927 lbs 10-13
2-22 0.306 -815 lbs 6-20 0.675 -1,280 lbs 8-16 0.472 179lbs (-51 lbs) 11-13
3-22 0.146 407 lbs (-121 lbs) 6-19 0.835 788 lbs (-332 lbs) 16-15 0.591 51 lbs (0 lbs) 11-12
3-21 0.431 -943 lbs 7-19 0.300 -823 lbs 8-14 0.970 820 lbs (-309 lbs)
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T41
JobName: 213
Date: 1/2/2016 7:35:21 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 153.5lbs
0.663 -1,610 lbs
0.515 14lbs (-8 lbs)
0.371 -36llbs
0.777 -352 lbs
0.096 -186 lbs
0.886 1,561 lbs (-643 lbs)
0.300 -751 lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
At least one web ofthis 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.
ALL GENERAL NOTES OF TilTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PAR TOF TilTS COMPONENT DESIGN DOCUMENT. NOTE THA TTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
1s
0-0-0
5-3-3
5-3-3
PITCH
3/12
s s
5-3-3
10-6-5
3~
QTY
2
5-3-3
15-9-8
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
4-2-8
20-0-0
5-10-0
5s
OHR
0-0-0
5-4-8
25-4-8
0-00-0
0-M-0
PLYS
1
4-1-13
30-8-5
Tmss:
JobName:
Da11e:
System:
Page:
Report:
SPACING
24in
4-/-13
~3
T42
213
112/2016 7:35:21 PM
Amcon6.003
1 of3
EngP1ot
WGT/PLY
150.71bs
4-/-13
40-0-0
0-10-0
10s
0-0-0
5-3-3 5-3-3 5-3-3 4-2-8 5-4-8 o· 8JO 4-7-13 4-7-13 4-7-13
5-3-3 10-6-5 15-9-8 20-0-0 25-4-8 2J-0-8 30-8-5 3!i-4-3 40-0-0
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (AISD fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (ATSl) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 1bs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lbs.Allowable shear per #12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection Ll
TC: 0.952 (4-5) TL: 0.06 in UP L/768
BC: 0.94! (!9-20) LL: 0.09 in L/999
Web: 0.893 (5-!9) HorzTL: 0.04 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
22 H Roll (WL) l 6 in !33 lbs 22 248 Jbs
!9 Pin (WL) l 6 in !,267 lbs 19 2,398 lbs
It HRoll(WL) l 6 in 400 lbs It 754 Jbs -34lbs
22 HRoll(WL) 2 6 in 248 lbs
!9 Pin (WL) 2 6 in 2,398lbs
It HRoll(WL) 2 6 in 754lbs
22 HRoll (WL) 3 6 in lOt lbs
19 Pin (WL) 3 6 in 950 lbs
It HRoll(WL) 3 6 in 302 lbs
22 HRoll(WL) 4 6 in l84lbs
19 Pin (WL) 4 6 in l,4!4lbs
19 Pin (WL) 4 6 in -64lbsH
li HRoll (WL) 4 6 in 394 lbs
22 HRoll(WL) 5 6 in 111lbs
!9 Pin (WL) 5 6 in 1,388lbs
19 Pin (WL) 5 6 in 64 lbs H
II HRoll(WL) 5 6 in 493 Jbs
22 HRoll(WL) 6 6 in 133 lbs
19 Pin (WL) 6 6 in 1,267 lbs
II HRoll(WL) 6 6 in 400 lbs
22 HRoll (WL) 7 6 in 195 lbs
19 Pin (WL) 7 6 in 1,878 lbs
II HRoll(WL) 7 6 in 592 lbs
22 HRoll(WL) 8 6 in 109lbs
19 Pin(WL) 8 6 in 1,029 lbs
II HRoll(WL) 8 6 in 326lbs
22 HRoll(WL) 9 6 in 219 lbs
19 Pin (WL) 9 6 in 2,115 lbs
II HRoll (WL) 9 6 in 665 Jbs
22 HRoll(WL) 10 6 in -29 Jbs
19 Pin (WL) 10 6 in 15 lbs
19 Pin(WL) 10 6 in 13 lbs H
II HRoll(WL) 10 6 in 57 lbs
22 HRoll(WL) II 6 in 41 lbs
19 Pin (WL) II 6 in 35 lbs
!9 Pin (WL) II 6 in -13lbsH
II HRoll (WL) II 6 in -34 Jbs
22 HRoll(WL) 12 6 in -122 lbs
19 Pin (WL) !2 6 in -991 lbs
II HRoll(WL) 12 6 in -33tlbs
22 HRoll(WL) 13 6 in 80 lbs
19 Pin(WL) !3 6 in 760 lbs
II HRoll(WL) 13 6 in 240 lbs
22 HRoll (WL) !4 6 in !96 lbs
!9 Pin (WL) !4 6 in 1,823 lbs
It HRoll(WL) !4 6 in 58! lbs
Member Material CSI Bracing MaxP
Top Chd l-5 30TC20 (50 ksi) 0.952 Sheathed !,489 lbs
Top Chd 5-!0 30TC20 (50 ksi) 0.9!9 Sheathed -1,563lbs
Bot Chd ll-!4 20TC!8 (50 ksi) 0.630 Sparse 1,494lbs
Bot Chd !5-!6 20TC!8 (50 ksi) 0.245 Sparse 584lbs
Bot Chd !7-22 20TCI8 (50 ksi) 0.941 Sparse -1,404lbs
Web 1~22 l5C20 (50 ksi) 0.089 Unbraced -223 lbs
Web 1~21 15C20 (50 bi) 0.118 Unbraced 162 lbs Web2~2l l5C20 (50 ksi) 0.055 Unbraced 174lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMIJM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(7-!5) L/!80
(7-8) L/360
5
Max Uplift Max Horiz
-122 Jbs
-991 lbs 64lbs
_,,31 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
u s s
SPAN
40-0-0
PITCH
3/12
Web2·20 !5020 {50 kst)
Web3-20 15C20 (50 ksi)
Web3-19 15D20 (50 ksi)
Web4-19 15C20 (50 ksi)
Web5-19 15DI8 (50 ksi)
Web5-18 15C20 (50 ksi)
Web5-17 15D20(50ksi)
Web6-17 15D20 (50 ksi)
Web7-16 15CI8 (50 ksi)
Web 7-14 15C20 (50 ksi)
Web7-13 15C20 (50 ksi)
Web8-13 15C20 (50 ksi)
Web9-13 15C20 (50 ksi)
Web9-12 15C20 (50 ksi)
Web 10-12 15CI8 (50 ksi)
Web 10-11 15C20 (50 ksi)
QTY
2
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member
Top
Top
Web 1-22
Webl0-11
Location 1
0-0-0
20-0-0
Cont
Coot
Location 2
20-0-0
40-0-0
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Top
Webl-22
Web10-ll
Location I
0-0-0
20-0-0
Cont
Cont
Location 2
20-0-0
40-0-0
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member
Top
Top
Location I
0-0-0
20-0-0
Location 2
20-0-0
40-0-0
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member
Top
Top
Top
Top
Top
Top
Web 1-22
Web lO-ll
Location I
0-0-0
6-3-10
13-8-6
20-0-0
26-3-10
33-8-6
Cont
Cont
Location 2
6-3-10
13-8-6
20-0-0
26-3-10
33-8-6
40-0-0
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Web t-22
Location 1
0-0-0
Coot
Location 2
20-0-0
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member
Top
Web lO-ll
Location 1
20-0-0
Cont
Location 2
40-0-0
Direction
Down
Down
Direction
Down
Down
Direction
NUp
NUp
Right
Right
Direction
NUp
NUp
Left
Left
Direction
NUp
NUp
Direction
NUp
NUp
NUp
NUp
NUp
NUp
Left
Right
Direction
NDown
Right
Direction
NDown
Left
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Cbord
Distnbuted Loads
Member Location 1 Location 2 Direction
Bot Cont Down
User-defined Load Case E I: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
Spread
Proj
Proj
Spread
Rake
Rake
Spread
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Rake
Rake
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Proj
0.312
0.137
0.437
0.630
0.893
0.051
0.391
0.366
0.796
0.543
0.884
0.352
0.815
0.092
0.798
0.292
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
Untlraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
25.3 psf
17.91 psf
14.56 psf
16.88 psf
Start Load
17.91 psf
25.3 psf
16.88 psf
14.56 psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
27.34 psf
27.34 psf
Start Load
8 psf
16 psf
Start Load
8 psf
16 psf
OHR
0-0-0
End Load
20 psf
0 psf
End Load
16 psf
6 psf
End Load
25.3 psf
17.91 psf
14.56 psf
16.88 psf
End Load
17.91 psf
25.3 psf
16.88 psf
14.56 psf
End Load
9.29 psf
9.29 psf
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
27.34 psf
27.34 psf
End Load
8 psf
16 psf
End Load
8 psf
16 psf
Start Load End Load
10 psf 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
·830 lbS
J871bs
-953 lbs
-300 lbs
-1,846 lbs
161 lbs
1,2661bs
-8891bs
-622 lbs
152 lbs
803 lbs
-343 lbs
-369 lbs
-1781bs
1,5141bs
-733 lbs
TribWtdth
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
Dl
D1+Lrl
Factor
1.000
1.000
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE 1RUSS ASSEMBLY SHOWN ON THIS SHEETNIEETS 1HE l\lfJNTMIDvf APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T42
213
1/2/2016 7:35:21 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
150.7lbs
Keymark Enterprises, LLC
6707 ~Wi~~hes;,e~. ~~~c~e~~~!t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
3
4
5
6
7
8
9
10
II
12
SPAN
40-0-0
Dl +0.6W3
Dl +0.6W8
Dl +0.6 W9
Dl+0.7El
Dl +0.45 W3 +0.75 Lrl
Dl+0.45W3
Dl + 0.53 El + 0.75 Lrl
0.6 D1 + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6Dl +0.7EIO.Ol
14 Dl+LlO*
PITCH
3/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
OHR
0-0-0
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.911 -199 lbs 4-5 0.952 1,487lbs (-406 lbs) 7-8 0.408 -1,234 lbs
2-3 0.338 669 lbs (-262 lbs) 5-6 0.919 -576 lbs 8-9 0.396 -1,230 lbs
3-4 0.462 1.489lbs (-49! lbs) 6-7 0.430 -506 lbs 9-10 0.648 -1,563 lbs
BChd 11-12 0.307 14lbs (-8 lbs) 15-16 0.226 584lbs (-119 lbs) 19-20 0.941 -610 lbs
12-13 0.630 1,494lbs (-559 lbs) 17-18 0.696 -348lbs 20-21 0.442 160 lbs (-58 lbs)
13-14 0.270 572 lbs (-116lbs) 18-19 0.593 -348lbs 21-22 0.489 14lbs (-8 lbs)
Webs 1-22 0.089 -223 lbs 4-19 0.630 -300 lbs 7-16 0.796 -622 lbs 9-12
1-21 0.118 162 lbs (-51 lbs) 5-19 0.893 -1,846 lbs 7-15 0.423 !52 lbs (0 lbs) 10-12
2-21 0.055 174 lbs (0 lbs) 5-18 0.051 161 lbs (0 lbs) 15-14 0.543 51 lbs (0 lbs) 10-11
2-20 0.312 -830 lbs 5-17 0.391 1,266 lbs (-577 lbs) 7-13 0.884 803 lbs (-282 lbs)
3-20 0.137 387 lbs (-114lbs) 6-16 0.250 -374lbs 8-13 0.352 -343 lbs
3-19 0.437 -953 lbs 16-17 0.366 -889lbs 9-13 0.815 -369 lbs
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T42
JobName: 213
Date: 1/2/2016 7:35:21 PM
System: Amcon6.003
Pag·e: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 150.7lbs
0.092 -178lbs
0.798 1,5141bs (-580 lbs)
0.292 -733 lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
pe!Jlendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally pe!Jlendicularto the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
At least one web ofthis truss has been designed with a panel point in the web. All panel points on such webs shall be braced laterally pe!Jlendicularto the plane of the truss. Lateral braces shall be installed
within 6 "of each web panel point.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENTDESIGNDOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Ente!Jlrises, LLC
6707~Wi~l;?es~e~. ~~~c~e~~~lt~ I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
1s
0-0-0
5-3-3
5-3-3
5-3-3
5-3-3
sws
T R U S S
PITOI
3/12
5-3-3
10-6-5
3~
5-3-3
10-6-5
QTY
2
5-3-3
15-9-8
5-3-3
15-9-8
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
4-2-8
20-0-0
4-2-8
20-0-0
5-10-0
5s
OHR
0-0-0
5-4-8
25-4-8
5-4-8
25-4-8
0-M-0
0-H-0
PLYS
1
4-1-13
30-8-5
4-7-13
30-8-5
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
4-1-13
35-4-3
~3
4-7-13
35-4-3
T43
213
1/2/2016 7:35:22 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
150.7lbs
4-1-13
40-0-0
0-10-0
10s
0-0-0
4-7-13
40-0-0
Circles indicate fastener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L/
TC: 0.952 (4-5) TL: 0.06 in UP L/768
BC: 0.941 (19-20) LL: 0.09 in L/999
Web: 0.893 (5-19) Horz TL: 0.04 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
22 HRoll (WL) I 6 in 133 lbs 22 I 2481bs
19 Pin (WL) I 6 in 1,267 lbs 19 I 2,398lbs
II HRoll(WL) I 6 in 400 lbs II I 754lbs -34 lbs
22 HRoll(WL) 2 6 in 248 lbs
19 Pin (WL) 2 6 in 2,398 lbs
II HRoll(WL) 2 6 in 754 lbs
22 HRoll(WL) 3 6 in 101 lbs
19 Pin (WL) 3 6 in 950 lbs
ll HRoll(WL) 3 6 in 302 lbs
22 HRoll (WL) 4 6 in 184lbs
19 Pin (WL) 4 6 in 1,4l4lbs
19 Pin (WL) 4 6 in -04lbsH
ll HRoll (WL) 4 6 in 394 lbs
22 HRoll (WL) 5 6 in Ill lbs
19 Pin (WL) 5 6 in 1,388 lbs
19 Pin (WL) 5 6 in 64 lbs H
ll HRoll(WL) 5 6 in 493 lbs
22 HRoll(WL) 6 6 in 133 lbs
19 Pin (WL) 6 6 in 1,267 lbs
II HRoll(WL) 6 6 in 400 lbs
22 HRoll(WL) 7 6 in 195 lbs
19 Pin (WL) 7 6 in l ,878 lbs
ll HRoll(WL) 7 6 in 592lbs
22 HRoll (WL) 8 6 in 109 lbs
19 Pin (WL) 8 6 in 1,029 lbs
II HRoll(WL) 8 6 in 326 lbs
22 HRoll(WL) 9 6 in 219 lbs
19 Pin(WL) 9 6 in 2,115 lbs
ll HRoll(WL) 9 6 in 665 lbs
22 HRoli(WL) 10 6 in -29 lbs
19 Pin (WL) 10 6 in 15 lbs
19 Pin (WL) 10 6 in 13lbs H
II HRoll (WL) 10 6 in 57 lbs
22 HRoll (WL) II 6 in 41 lbs
19 Pin (WL) II 6 in 35 lbs
19 Pin (WL) II 6 in -13 lbs H
II HRoll(WL) II 6 in -341bs
22 HRoll(WL) 12 6 in -122 lbs
19 Pin (WL) 12 6 in -991 lbs
II HRoll (WL) 12 6 in -331 lbs
22 HRoli(WL) 13 6 in 80 lbs
19 Pin (WL) 13 6 in 760 lbs
II HRoll(WL) 13 6 in 240 lbs
22 HRoll(WL) 14 6 in l96lbs
19 Pin (WL) 14 6 in l,823lbs
ll HRoll(WL) 14 6 in 581 lbs
Member Material CSI Bracing MaxP
Top Chd 1-5 30TC20 (50 ksi) 0.952 Sheathed 1,489 lbs
Top Chd 5-10 30TC20 (50 ksi) 0.919 Sheathed -1,563 lbs
Bot Chd 11-14 20TCI8 (50 ksi) 0.630 Sparse 1,494 lbs
Bot Chd 15-16 20TCI8 (50 ksi) 0.245 Sparse 584lbs
Bot Chd 17-22 20TCI8 (50 ksi) 0.941 Sparse -1,404Jbs
Webl-22 15C20 (50 ksi) 0.089 Unbraced -223 lbs
Webl-21 15C20 (50 ksi) 0.118 Unbraced 162 lbs
Web2-21 15C20 (50 ksi) 0.055 Unbraced 174lbs
ALL GENERAL NOTES OF rniS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF rniS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETiviEETS THE IviTNIMrnvf APPLICABLE DESIGN CRITERIA FOR
(loc:) Allowed
(7-15) L/180
(7-8) L/360
5
Max Uplift Max Horiz
-1221bs
-991 lbs 641bs
-3311bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
~ '' ~' ..........
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SPAN
40-0-0
PITOI
3/12
We 2-2 020 (50 Sl)
Web3-20 15C20 (50 ksi)
Web3-19 15D20 (50 ksi)
Web4-19 15C20 (50 ksi)
Web5-19 15Dl8 (50 ksi)
Web5-18 15C20 (50 ksi)
Web5-17 15D20(50ksi)
Web6-17 15D20 (50 ksi)
Web7-16 15C18 (50 ksi)
Web7-14 15C20 (50 ksi)
Web7-13 15C20 (50 ksi)
Web8-13 15C20 (50 ksi)
Web9-13 15C20 (50 ksi)
Web9-12 15C20 (50 ks>)
Web 10-12 15C18 (50 ksi)
Web 10-11 15C20 (50 ksi)
QTY
2
NOTE: Web crippling calcnlation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction Spread
Top Cont Down Proj
Bot Cont Down Proj
Load CaseD 1: Std Dead Load
Distributed Loads
Member Location l Location 2 Direction Spread
Top Cont Down Rake
Bot Cont Down Rake
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 40-0-0 NUp Rake
Web 1-22 Cont Right Rake
Web lO-ll Cont Right Rake
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake Top 20-0-0 40-0-0 NUp Rake
Web 1-22 Cont Left Rake
Web 10-11 Cont Left Rake
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake Top 20-0-0 40-0-0 NUp Rake
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 6-3-10 NUp Rake
Top 6-3-10 13-8-<i NUp Rake
Top 13-8-<i 20-0-0 NUp Rake
Top 20-0-0 26-3-10 NUp Rake Top 26-3-10 33-8-<i NUp Rake Top 33-8-<i 40-0-0 NUp Rake Webl-22 Cont Left Rake
Web10-ll Cont Right Rake
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NDown Rake
Web1-22 Cont Right Rake
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 20-0-0 40-0-0 NDown Rake Web10-11 Cont Left Rake
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction Spread
Bot Cont Down Proj
User-defined Load Case El: Seismic
No loads were defined for this load case.
1) This truss has been designed in accordance with IBC-2012.
0.312
0.137
0.437
0.630
0.893
0.051
0.391
0.366
0.796
0.543
0.884
0.352
0.815
0.092
0.798
0.292
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Lood
Un ace
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
25.3 psf
17.91 psf
14.56 psf
16.88 psf
Start Load
17.91 psf
25.3 psf
16.88 psf
14.56 psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
27.34 psf
27.34 psf
Start Load
8 psf
16 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
20 psf
0 psf
End Load
16 psf
6 psf
End Lood
25.3 psf
17.91 psf
14.56 psf
16.88 psf
End Load
17.91 psf
25.3 psf
16.88 psf
14.56 psf
End Load
9.29 psf
9.29 psf
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
27.34psf
27.34 psf
End Load
8 psf
16 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
-8
PLYS
1
387 1bs
-953 1bs
-300 1bs
-1,8461bs
161 1bs
1,266 1bs
-8891bs
-<122 1bs
152 1bs
803 1bs
-343 1bs
-369 1bs
-178 1bs
1,5141bs
-733 1bs
TribWidth
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
24 in
24 in
24 in
24 in
Trib Vv1dth
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hunicane Prone Region.
Load Combinations
Load ComOO
D1
Dl +Lr1
Factor
1.000
1.000
ALL Gh"'NERALNOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TinS COMPONENTDffiiGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TinS SHEETl\tiEETS THE iviTNTivruM APPLICABLE DESIGN CRITERIA FOR
Tf..lP I nAn"-I flAniNG rONniTIONS. TRllS.S. 'MEMRER CONFIGURATIONS_ AND SPANS LISTED ON TinS SHEET.
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
T43
213
1/2/2016 7:35:22 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
150.7lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
R ..... .Jrt~ .. rn~,..,.,A,. 51:0 1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
9
10
!!
12
SPAN
40-0-0
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
Dl + 0.7 El
Dl + 0.45 W3 + 0.75 Lrl
Dl +OAS W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0,01
14 Dl+LlO*
PITCH
3/12
s
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
LOOO
LOOO
LOOO
LOOO
LOOO
LOOO
LOOO
LOOO
LOOO
LOOO
LOOO
LOOO
OHR
0-0-0
Member Forces Summary Table indicates: Memh!r TO, max CSI, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.911 -199 lbs 4-5 0,952 1,4871bs (406 lbs) 7-8 0.408 -!,2341bs
2-3 0338 669 lbs (-262 lbs) 5, 0.919 -5761bs 8-9 0396 -!,230 lbs
34 0.462 I ,489 lbs (491 lbs) 6-7 0.430 -506ibs 9-10 0.648 -1,563 lbs
BChd !1-12 0307 I41bs (-8 lbs) 15-16 0226 584 lbs (-ll91bs) 19-20 0.941 ,10 lbs
12-13 0.630 1,494 lbs (-559 lbs) 17-18 0.696 -348 lbs 20-21 OA42 160 lbs (-58 lbs)
13-14 0270 572 lbs (-1161bs) 18-19 0.593 -348 lbs 21-22 OA89 l41bs (-8 lbs)
Webs l-22 0.089 -223 lbs 4-19 0.630 -300 lbs 7-16 0.796 ,22 lbs 9-12
1-21 0.118 l621bs (-51 lbs) 5-19 0.893 -1,846 lbs 7-15 OA23 152 lbs (0 lbs) t0-12
2-21 0.055 l741bs (0 lbs) 5-18 0.051 161 lbs (0 lbs) 15-14 0543 51 lbs (0 lbs) 10-11
2-20 0312 -830 lbs 5-17 0391 1,266 lbs (-577 lbs) 7-13 0.884 803 lbs (-282 lbs)
3-20 0.137 387 lbs (-ll41bs) 6-16 0250 -374 lbs 8-13 0352 -343 lbs
3-19 0.437 -953 lbs 16-17 0366 -889 lbs 9-13 0.815 -369 lbs
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T43
JobName: 213
Date: 1/2/2016 7:35:22PM
System: Amcon6.003
Pag1o: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 150.7lbs
0,092 -178 lbs
0.798 l,5141bs (-580 lbs)
0292 -733lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6" of each panel point
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment
At least one web ofthis 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
ALL GENERAL NOTES OF THTS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THTS COMPONENT DESIGN DOCUMENT NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MIN1MUM APPLICABLE DESIGN CRITERIA FOR
TrTT' T "'" ...... "' r r-..-r..n..rr>.rr''"-Tr\l'T'Tr..-.._rc TI>TTCC' ll.,n:a,,n:n:m r'rll\rnTr:!TID ATII'Il'I.Jt::. ANTl ~PAN!': 1 T~TPn ON THIS SHEET
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02 n...,,I,.J,..,. rnlnr<tAnROl.Ol
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
22-4-15
0-10-0
R U S
PITCH
3/12
5-2-8
5-2-8
5-2-8
5-2-8
QTY
2
3~
5-2-8
10-5-0
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
5-2-8
15-7-8
PLYS
1
4-4-8
20-0-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24 in
T44
213
112/2016 7:35:22 PM
Amcon6.003
I of3
EngP1ot
2-4-15
WGT/PLY
76.6lbs
22-4-15
5-10-~&52-12
5s 6s
5-2-8 5-2-8 4-4-8 2-4-15 --------~--------------------~-----------------~--------~ 10-5-0 15-7-8 20-0-0 22-4-15
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Etch value indicates the number offasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lbs.Ailowable shear per # 12 SDS (AIST) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection Ll
TC: 0.910 (l-2) TL: 0.13 in L/999
BC: 0.669 (l l-12) LL: 0.06 in L/999
Web: 0.941 (4-9) Horz TL: 0.02 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
12 HRoll (WL) [ 6 in 283 lbs 12 [ 534 lbs
9 Pin (WL) [ 6 in 734 lbs 9 [ [ ,385 lbs
7 HRoll (IT) [ 2 in -8 lbs 7 [ 7 lbs -[ 5 lbs
12 HRoll (WL) 2 6 in 534 lbs
9 Pin (WL) 2 6 in 1,385 lbs
7 H Roll (IT) 2 2 in -[ 5 lbs
12 HRoll(WL) 3 6 in 2 [ 8 lbs
9 Pin(WL) 3 6 in 555 lbs
9 Pin (WL) 3 6 in 49 lbs H
7 H Roll (IT) 3 2 in -[4 lbs
12 HRoll(WL) 4 6 in 339 lbs
9 Pin (WL) 4 6 in 877 lbs
9 Pin (WL) 4 6 in -64 lbs H
7 H Roll (TI) 4 2 in -16 lbs
12 HRoll(WL) 5 6 in 283 lbs
9 Pin (WL) 5 6 in 742 lbs
9 Pin (WL) 5 6 in 6 lbsH
7 H Roll (IT) 5 2 in 7 lbs
12 HRoll(WL) 6 6 in 283 lbs
9 Pin (WL) 6 6 in 734 lbs
7 H Roll (IT) 6 2 in .Sibs
12 HRoll(WL) 7 6 in 423 lbs
9 Pin (WL) 7 6 in 1,088 lbs
9 Pin (WL) 7 6 in 37 lbs H
7 H Roll (IT) 7 2 in -18 lbs
12 HRoll(WL) 8 6 in 234 lbs
9 Pin (WL) 8 6 in 599 lbs
9 Pin (WL) 8 6 in 37 lbsH
7 H Roll (IT) 8 2 in -13 lbs
12 HRoll(WL) 9 6 in 472 lbs
9 Pin (WL) 9 6 in [ ,222 lbs
7 HRoll (IT) 9 2 in -13 1bs
12 HRoll(WL) 10 6 in -61bs
9 Pin (WL) 10 6 in 42 lbs
9 Pin (WL) lO 6 in 124 lbs H
7 HRoll(lT) 10 2 in -6lbs
12 HRoll(WL) 11 6 in 44 lbs
9 Pin (WL) [[ 6 in 90 lbs
9 Pin (WL) [[ 6 in 106 lbs H
7 H Roll (IT) [[ 2 in -32 lbs
12 HRoll(WL) 12 6 in -212 lbs
9 Pin(WL) 12 6 in -529 lbs
9 Pin (WL) 12 6 in 303 lbs H
7 H Roll (IT) 12 2 in -92 lbs
12 HRoll(WL) 13 6 in 170 lbs
9 Pin (WL) 13 6 in 440 lbs
7 H Roll (IT) 13 2 in -5 lbs
12 HRoll(WL) 14 6 in 408 lbs
9 Pin (WL) 14 6 in 1,061 lbs
7 H Roll (IT) 14 2 in -13 lbs
Member Material CSI Bracing MaxP
Top Chd l-5 30TC20 (50 ksi) 0.910 Sheathed -985 lbs
Top Chd 5-6 30TC20 (50 ksi) 0.087 Sheathed 75 lbs
Bot Chd 7-12 20TC20 (50 ksi) 0.669 Sparse 927 lbs
Webl-12 l 5C20 (50 ksi) 0.203 Unbraced -509 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTilE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
Tt..m I"" nc Ina nnvr. rrlhlTUTirlhl~ TRI ~~~ TvWMRFR rONFir.Tm ATIONS ANn SPANS LISTED ON THIS SHEET.
(loc) Allowed
(l-2) L/240
(l-2) L/360
4
Max Uplift Max Horiz
-212 lbs
-529 lbs 303 lbs
-92 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Rnnldt>r C:olnradnR0301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
22-4-15
sws
T R U S
PITCH
3/12
We 1-il l5C20 (5 Sl)
Web2-ll 15C20 (50 ksi)
Web2-10 15Cl6 (50 ksi)
Web3-IO 15C20 (50 ksi)
Web3-9 15D20 (50 ksi)
Web4-9 15CI6 (50 ksi)
Web4-8 15C20 (50 ksi)
Web 5-8 15C20 (50 ksi)
Web6-8 15C20 (50 ksi)
Web6-7 15C20 (50 ksi)
QTY
2
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top Cont Down Proj
Bot Cont Down Proj
Load Case Dl: Std Dead Load
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top Cont Down Rake
Bot Cont Down Rake
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 22-4-15 NUp Rake
Webl-12 Cont Right Rake
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 22-4-15 NUp Rake
Webl-12 Cont Left Rake
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 22-4-15 NUp Rake
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 6-3-10 NUp Rake
Top 6-3-10 13-8-6 NUp Rake
Top 13-8-6 20-0-0 NUp Rake
Top 20-0-0 22-4-15 NUp Rake
Webl-12 Cont Left Rake
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 N Down Rake
Webl-12 Cont Right Rake
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location l Location 2 Direction Spread
Top 20-0-0 22-4-15 NDown Rake
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Location 2 Direction Spread
Bot Cont Down Proj
User-defined Load Case E I: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
0.5 5
O.oJ8
0.871
0.128
0.388
0.941
o.400
0.682
0.409
0.029
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
ace
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
25.3 psf
17.91 psf
14.56 psf
Start Load
17.91 psf
25.27 psf
16.88 psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
32.02 psf
Start Load
8 psf
16 psf
Start Load
8 psf
Start Load
10 psf
OHR
0-0-0
End Load
20 psf
0 psf
End Load
16 psf
6 psf
End Load
25.3 psf
17.91 psf
14.56 psf
End Load
17.91 psf
25.27 psf
16.88 psf
End Lood
9.29 psf
9.29 psf
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
32.02 psf
End Load
8 psf
16 psf
End Load
8 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottomchord live load plus dead loads.
36
PLYS
I
81 lbs
-648 lbs
360 lbs
-867lbs
-852 lbs
513 lbs
-2331bs
-146lbs
921bs
TribWidth
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
24 in
Trib Width
24 in
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
LoodCombn Factor
Dl 1.000
Dl +Lrl 1.000
DI+0.6W3 1.000
DI+0.6W8 1.000
Dl +0.6 W9 1.000
Dl +0.7EI 1.000
7 Dl+0.45W3+0.75Lrl 1.000
8 Dl+0.45W3 1.000
9 Dl +0.53 El +0.75 Lrl 1.000
10 0.6 D1 + 0.6 WI 1.000
II 0.6 Dl + 0.6 W2 1.000
12 0.6 Dl + 0.6 W4 1.000
13 0.6 D1 + 0.7 E/0.01 1.000
14 Dl + LlO* 1.000
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTiffi
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTiffi TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
~~ ~ .-. • ...,.,., ~ r.A-n.n.Tr< r<A'-TT'I.mA-..rC" TDTTC'-C' 1\_,ffi"t..AUI<U rlihlr.UiTTR aTION!'!. 4Nn !'!PAN.'.: I.TSTPD ON THIS SHEET.
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24 in
T44
213
1/2/2016 7:35:22 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
76.6lbs
Keymark Enterprises. LLC
6707 Winchester Cricle, Suite 102
Roo\der. Colorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
22-4-15
PITCH
3/12
s
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. furce if different from max axial force)
TChd 1-2 0.910 -985 1bs 3-4 0.313 455 1bs (-167 1bs) 5-6 0.087 15 lbs (0 1bs)
2-3 0.333 -386 1bs 4-5 0.396 88 lbs (-8 1bs)
BChd 7~ 0.130 0 lbs 9-10 0.620 325 lbs (0 1bs) 11-12 0.669 !6 lbs (-8 1bs)
8-9 0.646 -396 1bs !O-Il 0.480 927 1bs (-229 1bs)
Webs 1-!2 0.203 -509 1bs 2-10 0.871 -M8 1bs 4-9 0.94! -852 1bs 6~
!-II 0.565 9361bs (-247 1bs) 3-!0 0.!28 360 1bs (-!08 !bs) 4~ OAOO 5!3 1bs (-121 lbs) 6-7
2-1! O.Q38 81 lbs (-68 1bs) 3-9 0.388 -867 lbs 5-8 0.682 -233 1bs
Truss-to-truss Connections Summary
lD Carded Truss Carrying Truss Carrying OffSet Angle
TT36 T44 G08 l-1!-3 90 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T44
JobName: 213
Date: 1/2/2016 7:35:22PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 76.6lbs
0.409 -1461bs
0.029 92 lbs (0 lbs)
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEERS SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlNJMUM APPLICABLE DESIGN CRITERIA FOR
-~-~ -~~ T '"'•""'"'-'...., ..-...-..-.._""'t"T"'r..-...Tc. •T•rnT<'C ~.n::"ft..ro"GD rro~mrr.Tm ATTOhll;.: ANn >.::PAN<;;. TT<;;.TFDONTHIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Rrnilder. Colorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
14-6-0
0-10-0
sws
R ll S S.
PITCH
3/12
4-10-0
4-10-0
4-10-0
QTY
2
3~
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
4-10-0
9-8-0
4-10-0
OHR
0-0-0
6s
Truss: T45
JobNarne: 213
Date: 112/2016 7:35:23 PM
System: Amcon6.003
Page: I of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 48.61bs
4-10-0 l 14-6-0
4-10-0
4-1 0-0 9-8-0 14-6-0
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number oftllsteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out en this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils; 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per# 12 SDS (AISf) fastener is
calculated per the NASPEC 2007 WID-I SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.772 (1-2)
BC: 0.807 (6-7)
Web: 0.850 (1-7)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Be \Vid
8 Pin (WL) I 6 in
5 HRoll (WL) I 6 in
8 Pin (WL) 2 6 in
5 HRoll(WL) 2 6 in
8 Pin (WL) 3 6 in
8 Pin (WL) 3 6 in
5 HRoll(WL) 3 6 in
8 Pin (WL) 4 6 in
8 Pin (WL) 4 6 in
5 HRoll(WL) 4 6 in
8 Pin (WL) 5 6 in
5 HRoll(WL) 5 6 in
8 Pin (WL) 6 6 in
5 HRoll(WL) 6 6 in
8 Pin (WL) 7 6 in
8 Pin (WL) 7 6 in
5 HRoll(WL) 7 6 in
8 Pin (WL) 8 6 in
8 Pin (WL) 8 6 in
HRoll (WL) 8 6 in
Pin (WL) 9 6 in
HRoll(WL) 9 6 in
Pin (WL) 10 6 in
Pin (WL) 10 6 in
HRoll(WL) 10 6 in
Pin(WL) II 6 in
Pin (WL) II 6 in
HRoll (WL) II 6 in
Pin (WL) 12 6 in
Pin (WL) 12 6 in
HRoll(WL) 12 6 in
Pin(WL) 13 6 in
H Roll (WL) 13 6 in
Pin (WL) 14 6 in
HRoii(WL) 14 6 in
Member Material
Top Chd 14 30TC20 (50 ksi)
Bot Chd 5-8 20TC 18 (50 ksi)
Web 1-8 15C20 (50 ksi)
Web 1-7 15C20 (50 ksi)
Web2-7 15C20 (50 ksi)
Web2-6 15CI8 (50 ksi)
Web3-6 15C20 (50 ksi)
Web3-5 15D20 (50 ksi)
Web4-5 15C20 (50 ksi)
Reaction
323 lbs
329 lbs
610 lbs
622 lbs
250 lbs
40 lbs H
241 lbs
386 lbs
-511bsH
406 lbs
323 lbs
329 lbs
323 lbs
329 lbs
484 lbs
30 lbs H
482 lbs
268 lbs
30 1bs H
263 lbs
539lbs
549 lbs
-61bs
95 lbs H
431bs
531bs
95 lbs H
27 lbs
-281 lbs
2991bs H
-379 lbs
194 lbs
197 lbs
467 lbs
4751bs
Summary
JT BC
8 I
5 I
CSI
0.772
0.807
0.234
0.850
0.062
0.828
0.100
0.314
0.246
Max React
610 lbs
622 lbs
Deflection
TL: 0.12 in
LL: 0.06 in
Horz TL: 0.02 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/999
L/999
MaxP
-1,1861bs
1,125 lbs
-586 lbs
1,139lbs
-117 lbs
4941bs
315 lbs
-814lbs
-133 lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETNIEETS THE rvriNTMUM APPLICABLE DESIGN CRITERIA FOR
(loc)
(1-2)
(1-2)
4
Max Uplift
-281 lbs
-379 lbs
Allowed
L/240
L/360
Max Horiz
299 lbs
Keymark Enteqnises, LLC
6707 Winchester Cricle, Suite 102
T>-.l..l--r'-1--..l-Oi\'lf\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
14-6-0
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location 1
Coot
Coot
R U S
PITCH
3/12
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-8
Location I
0.0.()
Coot
Location 2
14-6.0
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-8
Location I
0.().()
Coot
Location 2
14-6.0
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0.0-0 14-6-0
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member
Top
Top
Top
Webl-8
Location 1
0.(}.()
6-3-10
8-2-6
Coot
Location 2
6-3-10
8-2-6
14-6.0
Automated Load Case WS: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-8
Location 1
0-0-0
Coot
Location 2
14-6.0
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
QTY
2
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
NUp
NUp
Left
Direction
NDown
Right
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Clwrd
Distributed Loads
Member Location!
Bot Coot
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with ffiC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Start Load End Load
16 psf 16 psf
6 psf 6 psf
Start Load End Load
25.3 psf 25.3 psf
14.56 psf 14.56 psf
Start Load End Load
17.91 psf 17.91 psf
16.88 psf 16.88 psf
Start Load End Load
9.29 psf 9.29 psf
Start Load End Load
63.4 psf 63.4 psf
40.65 psf 40.65 psf
63.4 psf 63.4 psf
35.75 psf 35.75 psf
Start Load End Load
8 psf 8 psf
16 psf 16 psf
Start Load End Load
10 psf 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
TribWidth
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
24 in
Trib\Vidth
24 in
Trib Width
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
TribWtdth
24 in
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
II
12
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
D1 +0.6 W8
D1+0.6W9
Dl +0.7 El
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 D1 + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl+LIO*
Member Forces Summary
TChd 1-2 0.772 -1,186lbs
BChd 5-6 0.579 669 lbs
Webs 1-8 0.234 -5861bs
1-7 0.850 1,139 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member TO, max CST, max axial force, (max. compr. force if different from max. axial furce)
2-3 0.336 -734 lbs 3-4 0.533 -51 lbs
i-3971bs) 6-7 0.807 1,125 lbs (-696 lbs) 7-8 0.389 -281 lbs
2-7 0.062 -1171bs 3-6 0.100 3151bs (-861bs) 4-5
(-421lbs) 2-6 0.828 -4941bs 3-5 0.314 -8141bs
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
0.246
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-133 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T45
213
112/2016 7:35:23 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
48.6lbs
Keymark Entetprises, LLC
6707 Winchester Cricle, Suite l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
14-6-0
Additional Notes:
R U S S
PITCH
3/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: T45
JobName: 213
Date: 112/2016 7:35:23 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 48.6lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTIIE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
OS Build® System
OS Truss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
1s
0-0-0
5-3-3
5-3-3
sws
R U S S
PITCH
3/12
5-3-3
10-6-5
3~
QTY
2
5-3-3
15-9-8
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
4-2-8
20-0-0
I 2-11-12 1 2-11-12
122-11-121 25-11-8
5-10-0
5s
17s
2-3-1
0-0-0
PLYS
I
5-1-6
31-6-14
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
5-/-6
37-2-5
T46
213
112/2016 7:35:23 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
156.llbs
,2-3-~r 39-6--0
1-6-7 1-6-7
0-0-0-0
I 2-11-121 2-11-12 I 5-7-6 ,., 1.,5-7-6 12-3-~(fo
5-3-3 10-6-5 15-9-8 20-0-0 22-11-12 25-11-8 31-6-14 37-2-5 39-6 --0
5-3-3 5-3-3 5-3-3 4-2-8
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (AISI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: 1,610 lbs.Allowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L!
TC: 0.951 (8-9) TL:0.!9in L/857 BC: 0.846 (14-15) LL: 0.09 in L/999
Web: 0.961 (6-16) Horz TL: 0.03 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Brg Wid Reaction JT BC Max React
23 HRoll (WL) I 6 in 259lbs 23 489 lbs
20 Pin (WL) I 6 in 734lbs 20 1.383 lbs
17 HRoll(WL) I 6 in 558 lbs 17 1,060 lbs
12 HRoli(WL) I 6 in 248 lbs 12 467 lbs 23 HRoli(WL) 2 6 in 489 lbs
20 Pin (WL) 2 6 in 1,383 lbs
17 HRoli(WL) 2 6 in 1,060 lbs
12 HRoll(WL) 2 6 in 467 lbs
23 HRoll(WL) 3 6 in 195 lbs
20 Pin (WL) 3 6 in 551 lbs
20 Pin (WL) 3 6 in Sibs H
17 HRoll(WL) 3 6 in 426 lbs
12 HRoli(WL) 3 6 in 213 lbs
23 HRoll(WL) 4 6 in 314lbs
20 Pin (WL) 4 6 in 879 lbs
20 Pin (WL) 4 6 in -<\4lbs H
17 HRoli(WL) 4 6 in 552lbs
12 HRoll(WL) 4 6 in 246 lbs
23 HRoll(WL) 5 6 in 261 lbs
20 Pin (WL) 5 6 in 743 lbs
20 Pin (WL) 5 6 in 4IlbsH
17 HRoll (WL) 5 6 in 680 lbs
12 HRoll (WL) 5 6 in 279 lbs
23 HRoli(WL) 6 6 in 259lbs
20 Pin (WL) 6 6 in 734lbs
17 HRoli(WL) 6 6 in 558 lbs
12 HRoll(WL) 6 6 in 248 lbs
23 HRoll (WL) 7 6 in 384 lbs
20 Pin (WL) 7 6 in I ,083 lbs
20 Pin (WL) 7 6 in 6 lbs H
17 H Roll (WL) 7 6 in 835 lbs
12 HRoll(WL) 7 6 in 386 lbs
23 HRoll(WL) 8 6 in 211 lbs
20 Pin (WL) 8 6 in 597 lbs
20 Pin (WL) 8 6 in 61bs H
17 HRoll (WL) 8 6 in 459lbs
12 HRoll(WL) 8 6 in 222 lbs
23 HRoli(WL) 9 6 in 432lbs
20 Pin (WL) 9 6 in 1.220 lbs
17 HRoli(WL) 9 6 in 935 lbs
12 HRoll(WL) 9 6 in 412 lbs
23 HRoli(WL) 10 6 in -16 lbs
20 Pin (WL) 10 6 in -48 lbs
20 Pin (WL) 10 6 in 451bsH
17 HRoll(WL) 10 6 in 69 lbs
12 HRoli(WL) 10 6 in -3 lbs
23 HRoli(WL) 11 6 in 31 lbs
20 Pin (WL) 11 6 in 84 lbs
20 Pin (WL) 11 6 in -<\ lbs H
17 HRoll (WL) 11 6 in -54lbs
12 HRoli(WL) 11 6 in -341bs
23 HRoll(WL) 12 6 in -227 lbs
20 Pin (WL) 12 6 in -559 lbs
20 Pin (WL) 12 6 in 60 lbs H
17 HRoll (WL) 12 6 in -475 lbs
12 HRoll(WL) 12 6 in -173 lbs
23 HRoll(WL) 13 6 in !55 lbs
20 Pin (\VL) 13 6 in 440 lbs
17 HRoli(WL) 13 6 in 335 lbs
ALL GENERAL NOTES OF 1HIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(lm:) Allowed
(8-9) L/240
(8-9) L/360
9
MaxUe,lift Max:Horiz
-227 lbs
·559 lbs -<\4lbs
-475 lbs
-173 lbs
Keymark Enterprises, LLC
6707 ~Wi~1~hes~e~. C~~c~e;,:~!t~ I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
12 HRol(WL) 13
23 HRoll (WL) 14
20 Pin (WL) 14
17 HRoll(WL) 14
12 H Roll (ViL) 14
PITCH
3/12
Member Material
Top Chd 1-5 30TC18 (50 ksi)
Top Chd 5-9 30TC18 (50 ksi)
Top Chd 9-11 30TC18 (50 ksi)
Bot Chd 12-13 30TC20 (50 ksi)
Bot Chd 13-16 30TC20 (50 ksi)
Bot Chd 17-23 30TC20 (50 ksi)
Web 1-23 15C20 (SO ksi)
Web 1-22 15C20 (50 ksi)
Web2-22 15C20 (50 ksi)
Web2-21 15C16(50ksi)
Web3-21 15C20 (50 ksi)
Web3-20 15020 (50 ksi)
Web4-20 15C16 (50 ksi)
Web4-19 15C20 (50 ksi)
Web5-19 15C18 (50 ksi)
Web 5-18 15C20 (50 ksi)
Web6-18 15C20 (50 ksi)
Web6-16 15C18 (50 ksi)
Web 16-18 15C20 (50 ksi)
Web7-17 15020 (50 ksi)
Web8-16 15020 (50 ksi)
Web8-15 15C20 (50 ksi)
Web9-15 15C20 (50 ksi)
Web9-14 15C20 (50 ksi)
Web 10-14 15C20 (50 ksi)
Web 10-13 15C20 (50 ksi)
Web ll-12 15C20 (50 ksi)
QTY
2
NOTE: Web crippling calculation assume truss is fastened to support
Loads Summary
Load Case Lr1: Std Live Load
Distributed Loads
Member Location l Location 2 Direction Spread
Top Coot Down Proj
Bot Coot Down Proj
Load CaseD 1: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top Coot Down Rake
Bot Cont Down Rake
Automated Load Case W1: MWFRS-Left(Up)
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 37-2-5 NUp Rake
Top 37-2-5 40-0-0 NUp Rake
Web 1-23 Cont Right Rake
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 37-2-5 NUp Rake
Top 37-2-5 40-0-0 NUp Rake
Web 1-23 Cont Left Rake
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 37-2-5 NUp Rake
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 6-3-10 NUp Rake
Top 6-3-10 13-8-<5 NUp Rake
Top 13-8-<5 20-0-0 NUp Rake
Top 20-0-0 26-3-10 NUp Rake
Top 26-3-10 30-10-11 NUp Rake
Top 30-10-11 37-2-5 NUp Rake
Top 37-2-5 40-0-0 NUp Rake
Web 1-23 Coot Left Rake
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 20-0-0 NDown Rake
Webl-23 Coot Right Rake
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 20-0-0 37-2-5 NDown Rake
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Cbord
Distnbuted Loads
Member Location I Location 2 Direction Spread
Bot Cent Down Proj
CSI
0.732
0.951
0.470
0.004
0.846
0.761
0.185
o.601
0.030
0.899
0.127
0.404
0.912
0.489
0.747
0.157
0.154
0.961
0.450
0.300
0.670
0.087
0.435
0.231
0.344
0.005
0.197
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
Bracing
Sheathed
Sheathed
Sheathed
Sparse
Sparse
Sparse
Unbraced
Unlxaced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
25.3 psf
17.91 psf
29.83 psf
14.56 psf
Start Load
17.91 psf
25.3 psf
29.83 psf
16.88 psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
35.71 psf
27.34 psf
Start Load
8 psf
16 psf
Start Load
8 psf
Start Load
10 psf
OHR
0-0-0
End Load
20 psf
0 psf
End Load
16 psf
6 psf
End Load
25.3 psf
17.91 psf
29.83 psf
14.56 psf
End Load
17.91 psf
25.3 psf
29.83 psf
I6.88psf
End Load
9.29 psf
9.29 psf
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
35.71 psf
27.34psf
End Load
8 psf
16 psf
End Load
8 psf
End Load
10 psf
PLYS
1
MaxP
-860 1bs
-1,0551bs
-9821bs
0 lbs
1,014 1bs
804 1bs
-4641bs
813 1bs
961bs
-<578 1bs
376 1bs
-904 1bs
-8261bs
487 lbs
-370 1bs
-471bs
271 1bs
-908 lbs
-3421bs
-1,260 1bs
-1,757 1bs
276 1bs
-180 1bs
-5791bs
1,087 1bs
15 1bs
-462 1bs
TribWtdth
24 in
24 in
TribWtdth
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
Trib Width
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEEfS THE MlNIMlJM APPLICABLE DESIGN CRITERIA FOR
Truss: T46
JobName: 213
Date: 112/2016 7:35:23 PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
24in 156.1\bs
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
User-defined Load Case El: Seismic
No loads were defined for this load case.
R U S S
PITCH
3/12
I) This truss has been designed in accordance with IBC-2012.
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
3) This truss has been designed in accordance withASCE7-I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
Dl +0.6W8
Dl +0.6 W9
DI+0.7El
01+0.45W3+0.75Lrl
Dl +0.45 W3
Dl +0.53El +0.75Lrl
0.6 Dl + 0.6 WI
II 0.6 D1 + 0.6 W2
12 0.6 D1 + 0.6 W4
13 0.6 Dl +0.7 E/0.01
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.732 -860 lbs 4-5 0.246 302 lbs (0 lbs) 7-8 0.302 1,010 lbs (-403 lbs) 10-11
2-3 0.239 -232 lbs 5-6 0.132 292 lbs (0 lbs) 8-9 0.951 -876 lbs
3-4 0.255 642 lbs (-1241bs) 6-7 0.236 962 lbs (-330 lbs) 9-10 0.470 -982 lbs
BChd 12-13 0.002 0 lbs 15-16 0.779 822 lbs (-3161bs) 19-20 0.761 -578 lbs 22-23
13-14 0.127 II lbs (-2 lbs) 17-18 0.071 llbs (-llbs) 20-21 0.353 1751bs (0 lbs)
14-15 0.846 1,0141bs (-422 lbs) 18-19 0.214 -264 lbs 21-22 0.510 804 lbs (-269 lbs)
Webs 1-23 0.185 -464 lbs 4-20 0.912 -826 lbs 16-18 0.450 -3421bs 9-14
1-22 0.601 813 lbs (-285 lbs) 4-19 0.489 487 lbs (-1521bs) 7-16 0.194 -3221bs 10-14
2-22 0.030 96 lbs (-511bs) 5-19 0.747 -370 lbs 16-17 0.264 -1,039 lbs 10-13
2-21 0.899 -678 lbs 5-18 0.157 -47 lbs 8-16 0.670 -1,7571bs 11-12
3-21 0.127 376 lbs (-108 lbs) 6-18 0.154 271 lbs (-67 lbs) 8-15 0.087 2761bs (0 lbs)
3-20 0.404 -904 lbs 6-16 0.961 -908 lbs 9-15 0.435 -180 lbs
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
0.239 0 lbs
0.371 141bs
0.231 -579 lbs
0.344 1,0871bs
0.005 15 lbs
0.197 -4621bs
Truss: T46
JobName: 213
Date: 1/2/2016 7:35:23 PM
System: Amcon6.003
Page': 3 of3
Report: Eng Plot
SPAGNG WGT/PLY
24in 156.1lbs
!
(-8 lbs)
(-4511bs)
(-II lbs)
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
peipendicularto the plane ofthe truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally peipendicularto the plane ofthe truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
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 peipendicularto the plane ofthe truss. Lateral braces shall be installed
within 6 " of each web panel point.
ALLGENERALNOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enteiprises, LLC
6707 Winchester Cricle, Suite l 02
n.-..,JA.,.r r...J.....,.,AnS!.C11.f}J
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
39-8-13
0-10-0
0-0-0-0
060
4-I 1-13
5-5-13
4-11-13
sws
T R ll S 5
PITCH
3/12
4-11-13
10-5-11
3~
QTY
2
4-1 1-13
15-5-8
4-11-13
22s
2-5-15
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
PLYS
1
4-6-8 12-11-121 2-I 1-12 3-0-15
20-0-0 22-11-12
5-10-0
6s
4-6-8
25-11-8 29-0-7
19s
2-3-1
0-0-0
Truss:
JobName:
Date:
System:
Page:
R!eport:
SPACING
24in
3-0-15 3-0-15
32-1-6 35-2-5
2-0-7
" 13.-Q-15
T47
213
1/2/2016 7:35:24PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
178.7lbs
4-6-8
39-8-13
2-0-7
12s
mmm
4-3-11 0-~13
0 6 0 5-5-13 10-5-11 15-5-8 20-0-0 35-2-5 39-6-0 39--13
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offilsteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L/
TC: 0.874 (2-3) TL: 0.52 in L/311
BC: 0.947 (17-18) LL: 0.22 in L/755
Web: 0.920 (7-20) HorzTL:O.ll in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC s, Wid Reaction JT BC Max React
27 HRoll(WL) I I 6 in 247 lbs 27 463 lbs
22 Pin (WL) I I 6 in 536 lbs 22 1,0441bs
19 HRoli(WL) I I 6 in 927 lbs 19 1,699 lbs
13 HRoll(WL) I I 2.813 in 78 lbs 13 171 lbs
27 HRoll (WL) 2 I 6 in 463 lbs
22 Pin (WL) 2 I 6 in 1,044 lbs
19 HRoli(WL) 2 I 6 in I ,699 lbs
13 HRoll (WL) 2 I 2.813 in 171 lbs
27 HRoli(WL) 3 I 6 in 184 lbs
22 Pin (\VL) 3 I 6 in 380 lbs
22 Pin (\VL) 3 I 6 in 131bs H
19 HRoli(WL) 3 I 6 in 753 lbs
13 HRoli(WL) 3 I 2.813 in 78 lbs
27 HRoll (WL) 4 I 6 in 305 lbs
22 Pin (WL) 4 I 6 in 671 lbs
22 Pin (WL) 4 I 6 in -154 lbs H
19 HRoli(WL) 4 I 6 in 926 lbs
13 HRoli(WL) 4 I 2.813 in 78 lbs
27 HRoll (WL) 5 I 6 in 245 lbs
22 Pin (WL) 5 6 in 528 lbs
22 Pin (\VL) 5 6 in 36 lbs H
19 HRoli(WL) 5 6 in 1,082 lbs
13 HRoll(WL) 5 2.813 in 78 lbs
27 HRoli(WL) 6 6 in 247 lbs
22 Pin (WL) 6 6 in 536 lbs
19 HRoli(WL) 6 6 in 927 lbs
13 HRoli(WL) 6 2.813 in 78 lbs
27 HRoll(WL) 7 6 in 362 lbs
22 Pin(\VL) 7 6 in 800 lbs
22 Pin (\VL) 7 6 in 10 lbs H
19 HRoli(WL) 7 6 in 1,376 lbs
13 HRoll(WL) 7 2.813 in 1481bs
27 HRoll(WL) 8 6 in 199 lbs
22 Pin (\VL) 8 6 in 419 lbs
22 Pin (WL) 8 6 in 10 lbs H
19 HRoll(WL) 8 6 in 797 lbs
13 HRoll(WL) 8 2.813 in 78 lbs
27 HRoli(WL) 9 6 in 409 lbs
22 Pin (WL) 9 6 in 917 lbs
19 HRoll(WL) 9 6 in 1,506 lbs
13 HRoli(WL) 9 2.813 in 148 lbs
27 HRoll(WL) 10 6 in -18 lbs
22 Pin (WL) 10 6 in -54 lbs
22 Pin (WL) 10 6 in 561bs H
19 HRoli(WL) 10 6 in 85 lbs
13 HRoli(WL) 10 2.813 in -36 lbs
27 HRoli(WL) II 6 in 28 lbs
22 Pin (WL) II 6 in 100 lbs
22 Pin (WL) II 6 in 91bsH
19 HRoli(WL) II 6 in -73 lbs
13 HRoli(WL) II 2.813 in -36 lbs
27 HRoli(WL) 12 6 in -222 lbs
22 Pin (WL) 12 6 in -432 lbs
22 Pin (\VL) 12 6 in 831bs H
19 HRoli(WL) 12 6 in -716 lbs
13 HRoli(WL) 12 2.813 in -53 lbs
27 HRoll(WL) 13 6 in 148 lbs
22 Pin (WL) 13 6 in 322 lbs
19 HRoll (WL) 13 6 in 556 lbs
ALL GENERAL NOTES OF TITIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TITIS COMPONENT DESIGN DOCUMENT. NOTETHATTfffi
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TITIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
TilE LOADS. LOADING CONDITIONS. TRUSS MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
(loc) Allowed
14
14
14
L/240
L/360
MaxUeHft Max Horiz
·222 lbs
-432 lbs 83 lbs
·716 lbs
-53 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
n~.1..1~~ I"'~I~~A~I1ll"llll
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
SPAN
39-8-13
PITCH
3/12
QTY
2
OHL
0-0-0
OHR
0-0-0
PLYS
13
27
22
19
13
HRo1 (WL)
HRoi1(WL) 14
Pin (WL) 14
HRoii (WL) 14
HRoii(WL) 14
2.813 tn
6 in
6 in
6 in
2.813 in
1
Member Material CSI Bracing MaxP
Top Chd 1-!) 30TC18 (50 ksi)
Top Chd 6-11 30TC18 (50 ksi)
Top Chd 11-12 30TC18 (50 ksi)
Bot Chd 13-14 30TC18 (50 ksi)
BotChd 14-18 30TC18 (50 ksi)
BotChd 19-22 30TC18 (50 ksi)
Bot Chd 23-26 30TC18 (50 ksi)
Bot Chd 26-27 30TC18 (50 ksi)
Web 1-27 15C20 (50 ksi)
Web2-26 15C20 (50 ksi)
Web2-25 15C20 (50 ksi)
Web3-25 15C20 (50 ksi)
Web3-24 15020 (50 ksi)
Web4-24 15C20 (50 ksi)
Web4-23 15020 (50 ksi)
Web 5-22 15020 (50 ksi)
Web6-23 15D20 (50 ksi)
Web23-21 15C16 (50 ksi)
Web6-21 15C20 (50 ksi)
Web6-20 15D20 (50 ksi)
Web7-20 15C20 (50 ksi)
Web7-18 15D20 (50 ksi)
Web 18-20 15C16 (50 ksi)
Web8-19 15D20 (50 ksi)
Web9-18 15C16 (50 ksi)
Web9-1 7 15C20 (50 ksi)
Web10-17 15C18(50ksi)
Web10-16 15C20(50ksi)
Web 11-16 15C20 (50 ksi)
Web 11-15 15C20 (50 ksi)
Web 11-14 15C20 (50 ksi)
Web 12-13 15C20 (50 ksi)
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location l Location 2 Direction Spread
Top Cont Down Proj
Bot Cont Down Proj
Load Case Dl: Std Dead Load
Distributed Loads
Member Location l Location 2 Direction Spread
Top Cont Down Rake
Bot Cant· Down Rake
Automated Load Case Wl: MWFRS-Left(Up)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 35-2-5 NUp Rake
Top 35-2-5 39-8-13 NUp Rake
Web 1-27 Cont Right Rake
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 35-2-5 NUp Rake
Top 35-2-5 39-8-!3 NUp Rake
Webl-27 Cont Left Rake
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 35-2-5 NUp Rake
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 6-3-10 NUp Rake
Top 6-3-10 IJ-8-!) NUp Rake
Top !3-8-<> 20-0-0 NUp Rake
Top 20-0-0 26-3-IO NUp Rake
Top 26-3-10 28-10-11 NUp Rake
Top 28-10-II 35-2-5 NUp Rake
Top 35-2-5 39-8-13 NUp Rake
Web1-27 Cont Left Rake
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NDown Rake
Web1-27 Cont Right Rake
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Locati011 2 Direction Spread
Top 20-0-0 35-2-5 NDown Rake
0.874
0.466
0.267
0.001
0.947
0.322
0.468
O.OI6
O.I85
0.027
0.803
0.065
0.289
O.I32
0.549
0.344
0.403
0.769
0.446
0.3I5
0.920
0.768
0.832
0.874
0.808
O.I96
0.800
O.II5
0.659
0.04I
0.084
0.088
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
Sheathed
Sheathed
Sheathed
Sparse
Sparse
Sparse
Sparse
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
,Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
25.3 psf
17.91 psf
29.83 psf
14.56 psf
Start Load
17.91 psf
25.3 psf
29.83 psf
16.88 psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
35.71 psf
27.34 psf
Start Load
8 psf
16 psf
Start Load
8 psf
End Load
20 psf
0 psf
End Load
16 psf
6 psf
End Load
25.3 psf
17.91 psf
29.83 psf
14.56 psf
End Load
17.91 psf
25.3 psf
29.83 psf
I6.88 psf
End Load
9.29 psf
9.29 psf
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
35.71 psf
27.34 psf
End Load
8 psf
16 psf
End Load
8 psf
I ,587 1bs
3,I92Ibs
242 Ibs
0 Ibs
-3,0IO Ibs
-838 Ibs
-I,427Ibs
I4 1bs
464 Ibs
87 Ibs
I,I78 1bs
-I 59 1bs
-985 Ibs
4I6Ibs
-I,7I8 1bs
-I,336 Ibs
-I,I4I 1bs
-!)40 1bs
411 1bs
-!)62 1bs
1,322 1bs
-3,007 1bs
-1,!07 1bs
-2,385 1bs
-1,314 1bs
619 1bs
-1,I01 1bs
365 1bs
-723 1bs
I29 1bs
265 1bs
-169 1bs
Trib Width
24 in
24 in
TribWtdth
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
TribWtdth
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
Trib V.1dth
24 in
ALL GENERAL NOTES OF THIS DRAWiNG PACKAGE SHALL BE CONSIDERED AS A..'l INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR
'T'I= Tr>.An.C 1£"\AT'>.Th.Jr! ("fll\JTliTTllN~ TRTT~~ MFMRFR C:ONFIGURATIONS. AND SPANS LISTED ON THIS SHEEI
Tmss: T47
JobName: 213
Date: 112/2016 7:35:24 PM
System: Amcon6.003
Page: 2of3
Report: Eng Plot
SPACING WGT/PLY
24in 178.7lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
39-8-13
PITCH
3/12
s s.
QTY
2
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Coot
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with 1BC-2012.
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
Start Load
10 psf
South Gate CA 90280
OHR
0-0-0
End Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
TribWidth
24 in
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
01
Dl+Lrl
01 +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
01 +0.7 El
7 Dl +0.45 W3 +0.75 Lrl
8 01 +0.45 W3
9 Dl + 0.53 El + 0.75 Lrl
10 0.6 01 +0.6 WI
II 0.6 Dl + 0.6 W2
12 0.6 01 + 0.6 W4
13 0.6 01 +0.7 FJO.OI
14 Dl+LIO*
Factor
1.000
1.000
1,000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.239 -ll!lbs 4-5 0.311 1,5871bs (-565 lbs) 7-8 0.466 3,142 lbs (-1,010 lbs) 10-11
2-3 0.874 -1,234 lbs 5-6 0.373 I ,557 lbs (-468 lbs) 8-9 0.379 3,192 lbs (-1 ,073 lbs) 11-12
3-4 0.229 -252 lbs 6-7 0.193 900 lbs (-92 lbs) 9-10 0.274 1,929 lbs (-561 lbs)
BChd 13-14 0.001 0 lbs 16-17 0.428 -901 lbs 20-21 0.252 -553 lbs 24-25
14-15 0.368 -255 lbs 17-18 0.947 -1,899 lbs 21-22 0.322 -83 lbs 25-26
15-16 0.130 -257 lbs 19-20 0.072 61bs (-3 lbs) 23-24 0.405 1961bs (0 lbs) 26-27
Webs 1-27 0.185 -464 lbs 5-23 0.203 -368 lbs 7-18 0.768 -3,007 lbs 10-16
2-26 0.027 871bs (0 lbs) 23-22 0.274 -1,0121bs 18-20 0.832 -1,107 lbs 11-16
2-25 0.803 1,178 lbs (-411 lbs) 6-23 0.403 -1,141 lbs 8-18 0.394 -1791bs 11-15
3-25 0.065 -159 lbs 23-21 0.769 -640 lbs 18-19 0.475 -1,671 lbs 11-14
3-24 0.289 -985 lbs 6-21 0.446 4111bs (-155 lbs) 9-18 0.808 -1,3141bs 12-13
4-24 0.132 4161bs (-129 lbs) 6-20 0.315 -662 lbs 9-17 0.196 6191bs (-240 lbs)
4-23 0.549 -1,7181bs 7-20 0.920 1,322 lbs (-398 lbs) 10-17 0.800 -1,101 lbs
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
0.136 913 lbs
0.267 0 lbs
0.468 1,203 lbs
0.361 18 lbs
0.006 141bs
0.115 365 lbs
0.659 -723 lbs
0.041 1291bs
0.084 265 lbs
0.088 -169 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
(-1341bs)
(-407 lbs)
(-131bs)
(·8 lbs)
(-66 lbs)
(0 lbs)
(0 lbs)
T47
213
112/2016 7:35:24 PM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
178.7lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement of!ateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
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 peipendicularto the plane of the truss. Lateral braces shall be installed
within 6 " of each web panel point.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON 11-HS SHEETl\tiEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
n.rn I nan~ T nAnwr. roNnmONS TRUSS MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
11-8-811-8-81
1-8-8 3-5-0
0-10-0
sws
T R U S S
PITCH
3/12
3-3-0 3"4-0
6-8-0 10-0-0
QTY
2
3-4-0
13-4-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3-4-0 3-4-0
16-8-0 20-0-0
OHR
0-0-0
3-2-4 3-2-4
23-2-4 26-4-8
5-10-0
PLYS
1
3-2'4
29-6-12
Tmss:
JobName:
Date:
System:
Page:
Report:
T48
213
1/2/2016 7:35:24 PM
Amcon6.003
I of3
Eng Plot
SPACING WGT/PLY
24 in 268.41bs
2-10"4 y-9~-~ s 2-5-0 y-stii 1-1
1 32-5-033-: 1o-37-3-rns-o-o-o
2·-6-7 2-6-7 2-0-8
8s ~3 3~
0-0-0--0 3-3-0 0-0-0--0
016t02-11-0 I 3-3-0 3~23-4-0 3-4-0 3-4-0 3-2-4 3-2-4 3-2-4 21~CJ-!~t11 2-5-0 I 2-3-~6t
o 6 o 3-5-0 6-8-0 10~ 13-4-0 16-8-0 20-0-0 23-2-4 26-4-8 29-6-12 I 32-5-033-10-637-3-0 139-6 --0
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called out 011 this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lbs.Allowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH Sl.WPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection Ll
TC: 1.004 (13-14) TL: 1.32 in L/ 353
BC: 0.998 (28-29) LL: 0.6 in L/ 784
Web: 0.972 (7-27) HorzTL: 0.6 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Be Wid Reaction JT BC Max React
34 HRoll(WL) 1 6 in 902 1bs 34 1,702 lbs
18 Pin (WL) 1 6 in 899 1bs 18 1,699 lbs
34 HRoll(WL) 2 6 in 1,702 1bs
18 Pin (WL) 2 6 in 1,699 1bs
34 HRoll(WL) 3 6 in 686 1bs
18 Pin (WL) 3 6 in 723 lbs
18 Pin (WL) 3 6 in 141bsH
34 HRoll(WL) 4 6 in 1,043 1bs
18 Pin (WL) 4 6 in 950 1bs
18 Pin(WL) 4 6 in -641bs H
34 HRoll (WL) 5 6 in 9481bs
18 Pin (WL) 5 6 in 998 lbs
18 Pin (WL) 5 6 in 36 1bs H
34 HRoll(WL) 6 6 in 902 1bs
18 Pin (WL) 6 6 in 8991bs
34 HRoll(WL) 7 6 in 1,340 1bs
18 Pin (WL) 7 6 in 1,367 1bs
18 Pin (WL) 7 6 in l01bsH
34 HRoll (WL) 8 6 in 740 lbs
18 Pin (WL) 8 6 in 767 lbs
18 Pin (WL) 8 6 in 10 1bs H
34 HRoll (WL) 9 6 in 1,502 1bs
18 Pin (WL) 9 6 in 1,499 lbs
34 HRoll(WL) 10 6 in -25 lbs
18 Pin (WL) 10 6 in -01bs
18 Pin (WL) 10 6 in 561bs H
34 HRoll(WL) 11 6 in 62 lbs
18 Pin (WL) 11 6 in -45 lbs
18 Pin(WL) 11 6 in 9 1bs H
34 HRoll (WL) 12 6 in -7491bs
18 Pin (WL) 12 6 in -730 1bs
18 Pin (WL) 12 6 in 70 1bs H
34 HRoll(WL) 13 6 in 541 1bs
18 Pin (WL) 13 6 in 5391bs
34 HRoll(WL) 14 6 in 1,3021bs
18 Pin (WL) 14 6 in 1,299 1bs
Member Material CSI Bracing MaxP
Top Chd 1-8 45TC16TC16 (50 ksi) 0.543 Sheathed -9,2321bs
Top Chd 8-13 45TC16TC16 (50 ksi) 0.534 Sheathed -9,237 1bs
Top Chd 13-16 45TC16 (50 ksi) 1.004 Sheathed -7,962 1bs
Top Chd 16-17 45TC16 (50 ksi) 0.451 Sheathed -2,103 1bs
BotChd 18-19 45TC16 (50 ksi) 0,006 Sparse 70 1bs
Bot Chd 19-27 45TC16 (50 ksi) 0.983 Sparse 9,074lbs
Bot Chd 27-33 45TC 16 (50 ksi) 0.998 Sparse 9,063 1bs
Bot Chd 33-34 45TC16 (50 ksi) 0.001 Sparse 141bs
Web l-34 15C20 (50 ksi) 0.677 Unbraced -1,6991bs
Web 1-33 15C20 (50 ksi) 0.548 Unbraced 1,733 lbs
Web2-33 15C16 (50 ksi) 0.924 Unbraced -3,504 1bs
Web2-32 15C20 (50 ksi) 0.833 Unbraced 2,634 1bs
Web3-32 15C20 (50 ksi) 0.408 Unbraced -1,0241bs
Web3-31 15C20 (50 ksi) 0.679 Unbraced 2,003 lbs
Web4-31 15C20 (50 ksi) 0.250 Unbraced -619 lbs
Web4-30 15C20 (50 ksi) 0.350 Unbraced 997 1bs
Web5-30 15C20 (50 ksi) 0.120 Unbraced -273 1bs
WebS-29 15C20 (50 ksi) 0.065 Unbraced 691bs
Web6-29 15C20 (50 ksi) 0,038 Unbraced 1221bs
Web6-28 15C20 (50 ksi) 0.667 Unbraced -580 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROfESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
TI-IT< 1 nAnS 1 OA.nrNG CONDmONS. TRUSS IviEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET
(loc) Allowed
27 L/240
(26-27) L/ 360
33
Max Uplift Max Horiz
-7491bs
-730 1bs 70 1bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
40-0-0
PITCH
3/12
QTY
2
OHL OHR PLYS
0-0-0 0-0-0
Web7-15C20 50 s1) 0.112 Un ace 355
Web 7-27 15C20 (50 ksi) 0.972 Unbraced -789 lbs
Web8-27 ISCI8 (50 ksi) 0.866 Unbraced 3,504 lbs
Web9-27 15C20 (SO ksi) 0.881 Unbraced -7561bs
Web9-26 15C20 (50 ksi) 0.117 Unbraced 370 lbs
Web I 0-26 15C20 (50 ksi) 0.640 Unbraced -589 lbs
Web 10-25 ISC20 (50 ksi) 0.044 Unbraced 138 lbs
Web 11-25 15C20 (50 ksi) 0.056 Unbraced 831bs
Web 11-24 ISC20 (50 ksi) 0.093 Unbraced -209 lbs
Web 12-24 ISC20 (50 ksi) 0.311 Unbraced 777 lbs
Web 12-23 15C20 (50 ksi) 0.110 Unbraced -267 lbs
Web 13-23 ISCI8 (50 ksi) 0.166 Unbraced 673 lbs
Web 13-22 15CI6 (50 ksi) 0.856 Unbraced -3,403 lbs
Web 14-22 15CI6 (50 ksi) 0.798 Unbraced 3,969 lbs
Web14-21 ISCI8(50ksi) 0.966 Unbraced -2,8341bs
Web 15-21 ISCI8 (50 ksi) 0.879 Unbraced 3,5541bs
Web 15-20 15CI8 (50 ksi) 0.780 Unbraced -1,937 lbs
Web16-20 ISC20 (50 ksi) 0.716 Unbraced 2,2631bs
Web 16-19 15D20 (50 ksi) 0.584 Unbraced -2,971 lbs
Web17-19 ISC20(50ksi) 0.646 Unbraced 2,043 lbs
Web17-18 15C20(50ksi) 0.853 Unbraced -1,695 lbs
NOTE :Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location t Location 2 Direction Spread Start Load End Load TribWidth
Top Cont Down Proj 20 psf 20 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
Load Case Dl: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Top Cont Down Rake 16 psf 16 psf 24 in
Bot Cont Down Rake 6 psf 6 psf 24 in
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib \Vidth
Top 0-0-0 20-0.0 NUp Rake 25.3 psf 25.3 psf 24 in
Top 20.0.0 33-2-5 NUp Rake 17.91 psf 17.91 psf 24 in
Top 38.0-5 40-0-0 NUp Rake 17.91 psf 17.91 psf 24 in
Top 33-2-5 38-0-5 NUp Rake 29.83 psf 29.83 psf 24 in
Webl-34 Cont Right Rake 14.56 psf 14.56 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Top 0-0·0 20.0.0 NUp Rake 17.91 psf 17.91 psf 24 in
Top 20.0.0 33-2-5 NUp Rake 25.31 psf 25.31 psf 24 in
Top 38.0-5 40-0-0 NUp Rake 25.26 psf 25.26 psf 24 in
Top 33-2-5 38.0-5 NUp Rake 29.83 psf 29.83 psf 24 in
Web 1-34 Cont Left Rake 16.88 psf 16.88 psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib Width
Top 0.0.0 20-0-0 NUp Rake 9.29 psf 9.29 psf 24 in
Top 20-0.0 33-2-5 NUp Rake 9.29 psf 9.29 psf 24 in
Top 38.0-5 40.0-0 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top 0.0.0 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 13-8-6 NUp Rake 38.5 psf 38.5 psf 24 in
Top 13-8-6 20.0-0 NUp Rake 60.82 psf 60.82 psf 24 in
Top 20-0-0 26-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 26-3-10 26-10-11 NUp Rake 38.5 psf 38.5 psf 24 in
Top 26-10-11 33-2-5 NUp Rake 60.82 psf 60.82 psf 24 in
Top 33-2-5 38.0-5 NUp Rake 35.71 psf 35.71 psf 24 in
Top 38.0-5 40-0-0 NUp Rake 60.82 psf 60.82 psf 24 in
Web1-34 Cont Left Rake 27,34 psf 27.34 psf 24 in
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Locati011 2 Direction Spread Start Load End Load TribWidth
Top 0-0-0 20-0-0 NDown Rake 8 psf 8 psf 24 in
Webl-34 Cont Right Rake 16 psf 16 psf 24 in
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Locati011 I Location 2 Direction Spread Start Load End Load TribWidth
Top 20.0-0 33-2-5 NDown Rake 8 psf 8 psf 24 in
Top 38.0-5 40-0-0 NDown Rake 8 psf 8 psf 24 in
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Locati011 I Location 2 Direction Spread Start Load End Load TribWidth
Bot Cont Down Proj 10 psf 10 psf 24 in
User-defined Load Case El: Seismic
No loads were defined for this load case.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MlN1MUM APPLICABLE DESIGN CRITERIA FOR ----·-~ ~ ~-~~T..-. .-..-..,_ ....... ...,..,.,..,."'-'"' 'T'rHT<'<' -..,,..,,~..,.n-.:::o rn:r.rnTr.TmA'TTOl\f'"-Ahlfl '"-"PANS. ITSTEfl ON THIS SHEET.
I
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T48
213
1/2/2016 7:35:24 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
268.4lbs
Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite 102
Boulder. Colorado80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
sws
T R ll s s
PITCH
3/12
1) This truss has been designed in accordancewithiDC-2012.
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
QTY OHL OHR
2 0-0-0 0-0-0
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
3) This truss has been designed in accordancewithASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
ll
12
Lood ComOO
Dl
Dl +Lrl
DI+0.6W3
Dl +0.6 W8
Dl+0.6W9
Dl +0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 Wl
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 FlO.Ol
14 01 + LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd l-2 0.151 -864 lbs 5-6 0.501 -9,232 lbs 9-10 0.465 -8,647 lbs 13-14
2-3 0.324 -6,131 lbs 6-7 0.469 -8,687 lbs lO-ll 0.494 -9,192 lbs 14-15
3-4 0.481 -8,210 lbs 7-8 0.401 -7,940 lbs ll-12 0.534 -9,235 lbs 15-16
4-5 0.543 -9,197lbs 8-9 OAOO -7,937 lbs 12-13 0.474 -8.520 lbs 16-17
BChd 18-19 0.006 70 lbs (-64lbs) 22-23 0.699 8,155 lbs (-3,470 lbs) 26-27 0.901 8,472 lbs (-3,560 lbs) 30-31
19-20 0.376 1,701 lbs (-638 lbs) 23-24 0.761 8,341 lbs (-3,574lbs) 27-28 0.953 8,512 lbs (-3,477lbs) 31-32
20-21 0.168 2,344 lbs (-905 lbs) 24-25 0.983 9,074lbs (-3,936 lbs) 28-29 0.998 9,059 lbs (-3,653 lbs) 32-33
21-22 0.481 5,264 lbs (-2.167lbs) 25-26 0.975 9,020 lbs (-3,874lbs) 29-30 0.976 9.G33 lbs (-3,596 lbs) 33-34
Webs l-34 0.677 -1,699 lbs 5-29 0.065 69lbs (-61 lbs) 10-25 0.044 138 lbs (-21 lbs) 15-21
l-33 0.548 1,733 lbs (-736 lbs) 6-29 O.G38 122 lbs (-8lbs) ll-25 0.056 83 lbs (-55 lbs) 15-20
2-33 0.924 -3,504lbs 6-28 0.667 -580 lbs ll-24 0.093 -209 lbs 16-20
2-32 0.833 2,634lbs (-l,067lbs) 7-28 0.112 355 lbs (-74lbs} 12-24 0.311 777 lbs (-382 lbs) 16-19
3-32 0.408 -1,024 lbs 7-27 0.972 -789 lbs 12-23 0.110 -267 lbs 17-19
3-31 0.679 2,003 lbs (-737lbs) 8-27 0.866 3,504lbs (-1,503 lbs) 13-23 0.166 673lbs (-353 lbs) 17-18
4-31 0.250 -619lbs 9-27 0.881 -756lbs 13-22 0.856 -3,403 lbs
4-30 0.350 997 lbs (-344 lbs) 9-26 0.117 370 lbs (-l68lbs) 14-22 0.798 3,969 lbs (-1,792 lbs)
5-30 0.120 -273 lbs 10-26 0.640 -589 lbs 14-21 0.966 -2,834lbs
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
1.004 -7,962 lbs
0.772 -5,135 lbs
0.220 -2,294 lbs
0.276 -224 tbs
0.893 8,054lbs
0.618 6,032 lbs
0.450 3,555 lbs
0.001 l4lbs
0.879 3,554lbs
0.780 -l,937lbs
0.716 2,263 lbs
0.584 -2,971 lbs
0.646 2,043 lbs
0.853 -1,695 lbs
Truss: T48
Job Name: 213
Date: 1/2/2016 7:35:24PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 268.4lbs
(-3,259 lbs)
(-2,516 lbs}
(-1,511 lbs}
(-8 lbs)
(-1,535 lbs)
(-937lbs)
(-848 lbsi
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Suromary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6" ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIO~AL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET"MEETS THE ivfiNIMUivl APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
-. . -. . ----·
GS Build® System
GSTmss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
I ~~;-~1~:~~1
0-10-0
PITCH
3/12
34-0 34-0
6-8-0 10-0-0
3~
QTY
2
34-0 S4-0
13-4-0 16-8-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
3-4-0 3-1-4 3-1-4
20-0-0 23-1-4 26-2-8
5-10-0
8s
PLYS
I
3-1-4
29-3-12
~3
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
2-5-0
T49
213
1/2/2016 7:35:25 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
269lbs
2-5-02-0-8
0-0-0-0 3-3-0 0-0-0-0
o!6to2-1o-o 3-4-o 3~ 23-4-o 3-4-o 3-4-o 3-1-4 3-1-4 I 3-1-4 t ~ ~~-3iiilt~ 2-5-o 1 2-3-~tt
0 6 0 3-4-0 6-8-0 10-0-0 13-4-0 16-8-0 20-0-0 23-1-4 26-2-8 29-3-12 32-5-0 3-10 037-3-0 39-6 --0
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AlSI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AlSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as foHows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 Jbs; 68 mils: I ,610 lbs.AIIowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L!
TC: 0.973 (13-14) lL: 1.34 in L/348
BC: 0.992 (29-30) LL:0.61 in L/772
Web: 0.972 (7-28) Horz lL: 0.6 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
35 HRoll (WL) 1 6 in 902 tbs 35 1 1.702 tbs
19 Pin (WL) 1 6 in 899 tbs 19 1 1.699 tbs
35 HRoll(WL) 2 6 in 1.702 tbs
19 Pin (WL) 2 6 in 1.699 tbs
35 HRoll(WL) 3 6 in 685 tbs
19 Pin (WL) 3 6 in 724 tbs
19 Pin (WL) 3 6 in 14 tbs H
35 HRoll(WL) 4 6 in 1,043 tbs
19 Pin (WL) 4 6 in 950 tbs
19 Pin (WL) 4 6 in -64 tbs H
35 HRoll(WL) 5 6 in 949 tbs
19 Pin (WL) 5 6 in 998 tbs
19 Pin (WL) 5 6 in 36 tbs H
35 HRoll(WL) 6 6 in 902 tbs
19 Pin (WL) 6 6 in 899 tbs
35 HRoll(WL) 7 6 in 1,339 tbs
19 Pin (WL) 7 6 in 1,368 tbs
19 Pin (WL) 7 6 in 10 tbs H
35 HRoll(WL) 8 6 in 739 lbs
19 Pin (WL) 8 6 in 768 tbs
19 Pin (WL) 8 6 in 10 tbs H
35 HRoll(WL) 9 6 in 1,502 tbs
19 Pin (WL) 9 6 in 1,499 tbs
35 HRoll(WL) to 6 in -24 tbs
19 Pin (WL) tO 6 in -1tbs
19 Pin (WL) 10 6 in 56 tbs H
35 H Roll (WL) It 6 in 63 tbs
19 Pin (WL) It 6 in 45 tbs
19 Pin (WL) 11 6 in 9 tbsH
35 HRol!(WL) 12 6 in -746 tbs
19 Pin (WL) 12 6 in -720 tbs
19 Pin (WL) 12 6 in 73 tbs H
35 HRoll (WL) 13 6 in 541 tbs
19 Pin (WL) 13 6 in 539 tbs
35 HRoll(WL) 14 6 in t ,302 tbs
19 Pin (WL) 14 6 in 1,299 tbs
Member Material CSI Bracing MaxP
Top Chd t-8 45TCl6TCt6 (50 ksi) 0.546 Sheathed -9,233 tbs
Top Chd 8-13 45TC16TC16 (50 ksi) 0.529 Sheathed -9,256 lbs
Top Chd 13-16 45TC16 (50 ksi) 0.973 Sheathed -7,637 tbs
Top Chd 16-18 45TC16 (50 ksi) 0.524 Sheathed -1,665 tbs
Bot Chd 19-20 45TC 16 (50 ksi) 0.465 Sparse 73 tbs
Bot Chd 20-28 45TC 16 (50 ksi) 0.932 Sparse 9,091 tbs
BotChd 28-34 45TC16 (50 ksi) 0.992 Sparse 9.064 tbs
Bot Chd 34-35 45TC16 (50 ksi) 0.001 Sparse 14 tbs
Web l-35 15C20 (50 ksi) 0.677 Unbraced -1.699 tbs
Web 1-34 15C20 (50 ksi) 0.551 Unbraced 1,7441bs
Web2-34 15C16 (50 ksi) 0.903 Unbraced -3,469 tbs
Wcb2-33 15C20 (50 ksi) 0.838 Unbraced 2,650 tbs
Web3-33 15C20 (50 ksi) 0.414 Unbraced -1,038 lbs
Web3-32 15C20 (50 ksi) 0.717 Unbraced 2,038 lbs
Web4-32 15C20 (50 kS!) 0.250 Unbraced -620 lbs
Web4-3l 15C20 (50 ksi) 0.352 Unbraced 1,012 lbs
Web 5-3! 15C20 (50 ksi) 0.121 Unbraced -276 lbs
WebS-30 15C20 (50 ksi) 0.062 Unbraced 70 lbs
Web6-30 15C20 (50 ksi) 0.039 Unbraced 122 lbs
Web6-29 15C20 (50 ksi) 0.667 Unbraced -580 tbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHAT1HE TRUSS ASSEl'vffiLY SHOWN ON THIS SHEETTvfEETS Tiffi "MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc:) Allowed
28 L/240
(27-28) L/360
34
Max Uplift Max Horiz
-746 tbs
-720 tbs 73 tbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
H U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
40-0-0
PITCH
3/12
QTY
2
OHL OHR PLYS
0-0-0 0-0-0
We 7-9 15 20 50 SL) 0.112 Un oce 355
Web7-28 15C20 (50 ksi) 0,972 Unbraced -7881bs
Web8-28 15C18 (50 ksO 0.867 Unbraced 3,505 1bs
Web9-28 15C20 (50 ksi) 0.836 Unbraced -741 1bs
Web9-27 15C20 (50 ksi) 0.120 Unbraced 381 1bs
Web 10-27 15C20 (50 ksi) 0.631 Unbraced -600 1bs
Web 10-26 15C20 (50 ksi) 0.049 Unbraced 1541bs
Web 11-26 15C20 (50 ksi) 0.081 Unbraced 861bs
Web ll-25 15C20 (50 ksi) 0.086 Unbraced -1921bs
Web 12-25 15C20 (50 ksi) 0.272 Unbraced 642 1bs
Web 12-24 15C20 (50 ksi) 0.171 Unbraced -416 lbs
Web 13-24 15C20 (50 ksi) 0.351 Unbraced l,l!llbs
Web 13-23 15C16 (50 ksi) 0.907 Unbraced -3,647 1bs
Web 14-23 15C16 (50 ksi) 0.734 Unbraced 3,650 1bs
Web 14-22 15C18 (50 ksi) 0.905 Unbraced -2,773 1bs
Web 15-22 15C18 (50 ksi) 0.932 Unbraced 3,770 1bs
Web 15-21 15C16 (50 ksi) 0.688 Unbraced -2,23 7 1bs
Web16-21 15C20(50ksi) 0.798 Unbraced 2,525 lbs
Web 16-20 15D20 (50 ksi) 0.710 Unbraced -3,683 lbs
Web 17-20 15C18 (50 ksi) 0.840 Unbraced 3,398 1bs
Web18-19 15C18(50ksi) 0.799 Unbraced -2,085 1bs
NOTE :Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top Coot Down Proj 20psf 20 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
Load CaseD I: Std Dead Load
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Top Cont Down Rake 16 psf 16 psf 24 in
Bot Cont Down Rake 6 psf 6 psf 24 in
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Top 0-0-0 20-0-0 NUp Rake 25.3 psf 25.3 psf 24 in
Top 20-0-0 33-S-0 NUp Rake 17.91 psf 17.91 psf 24 in
Top 38-6-0 40-0-0 NUp Rake 17.91 psf 17.91 psf 24 in
Top 33-8-0 38-6-0 NUp Rake 29.83 psf 29.83 psf 24 in
Webl·35 Cont Right Rake 14.56 psf 14.56 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Top 0-0-0 20-0-0 NUp Rake 17.91 psf 17.91 psf 24 in
Top 20-0-0 33-8-0 NUp Rake 25.3 psf 25.3 psf 24 in
Top 38-6-0 40-0-0 NUp Rake 25.3 psf 25.3 psf 24 in
Top 33-8-0 38-6-0 NUp Rake 29.83 psf 29.83 psf 24 in
Web1-35 Cont Left Rake 16.88 psf 16.88 psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0-0 20-0-0 NUp Rake 9.29 psf 9.29 psf 24 in
Top 20-0-0 33-8-0 NUp Rake 9.29 psf 9.29 psf 24 in
Top 38-6-0 40-0-0 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location l Location 2 Direction Spread Start Load End Load TribWidth
Top 0-0-0 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 13-8-6 NUp Rake 38.5 psf 38.5 psf 24 in
Top 13-8-6 20-0-0 NUp Rake 60.82 psf 60.82 psf 24 in
Top 20-0-0 26-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 26-3-10 27-4-6 NUp Rake 38.5 psf 38.5 psf 24 in
Top 27-4-6 33-8-0 NUp Rake 60.82 psf 60.82 psf 24 in
Top 33-8-0 38-6-0 NUp Rake 35.71 psf 35.7lpsf 24 in
Top 38-6-0 40-0-0 NUp Rake 60.82 psf 60.82 psf 24 in
Webl·35 Cont Left Rake 27.34 psf 27.34 psf 241n
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0-0 20-0-0 NDown Rake 8 psf 8 psf 24 in
Web1-35 Cont Right Rake 16 psf 16 psf 241n
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top 20-0-0 33-S-0 NDown Rake 8 psf 8 psf 24 in
Top 38-6-0 40-0-0 NDown Rake 8 psf 8 psf 24 in
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1 Locati011 2 Direction Spread Start Load End Load Trib Width
Bot Coot Down Proj 10 psf 10 psf 24 in
User-defined Load Case E I: Seismic
No loads were defined for this load case.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
nnn.nu~~Jn.MJI.I Phlt<.l1\JTlPR'.:::. .:::.PAT Thmlf:ATP5; ONIYTHATTHE TRUSS ASSETvlBLY SHOWN ON THIS SHEETMEETS THE "MINTMUJ\tf APPLICABLE DESIGN CRITERIA FOR
I
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T49
213
1/212016 7:35:25 PM
Amcon6.003
2of3
EngP1ot
WGT/PLY
2691bs
Keymark Enterprises, LLC
6707 Winchester Cridc, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
R U S 5
PITCH
3/12
1) This truss has been designed in accordance with IBC-2012.
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
I
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
Dl
Dl +Lrl
DI+0.6W3
Dl +0.6 W8
Dl +0.6 W9
Dl +0.7 Et
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
9 Dl + 0.53 El + 0.75 Lrl
10 0.6 Dl +0.6 WI
II 0.6 Dl + 0.6 W2
12 0.6Dl+0.6W4
13 0.6 Dl +0.7 FJO.OI
14 Dl+LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.151 -867 lbs 6-7 0.469 -8,688 lbs 11-12 0.529 -9,256 lbs 16-17
2-3 0.318 -6,075 lbs 7-8 0.401 -7,940 lbs 12-13 0.468 -8,615 lbs 17-18
3-4 0.482 -8,1971bs 8-9 0.400 -7,936 lbs 13-14 0.973 -7,6371bs
4-5 0.546 -9,197 lbs 9-10 0.464 -8,627 lbs 14-15 0.733 -5,596 lbs
5-6 0.501 -9,233 lbs 10-11 0.488 -9,179 lbs 15-16 0.306 -2,500 lbs
BChd 19-20 0.100 73 lbs (-64 lbs) 23-24 0.738 7,841 lbs (-3,307 lbs) 27-28 0.845 8,452 lbs (-3,5161bs) 31-32
20-21 0.278 1,2641bs (-449 lbs) 24-25 0.867 8,470 lbs (-3,623 lbs) 28-29 0.946 8,512 lbs (-3,454 lbs) 32-33
21-22 0.232 2,565 lbs (-989 lbs) 25-26 0.932 9,091 lbs (-3,908 lbs) 29-30 0.992 9,060 lbs (-3,632 lbs) 33-34
22-23 0.491 5,724 lbs (-2,358 lbs) 26-27 0.915 9,006 lbs (-3,823 lbs) 30-31 0.971 9,034 lbs (-3,577 lbs) 34-35
Webs 1-35 0.677 -1,699 lbs 5-30 0.062 70 lbs (-58 lbs) 10-26 0.049 1541bs (-39 lbs) 15-22
1-34 0.551 1,7441bs (-738 lbs) 6-30 0.039 122 lbs (-8 lbs) 11-26 0.081 86 lbs (-83 lbs) 15-21
2-34 0.903 -3,469 lbs 6-29 0.667 -580 lbs 11-25 0.086 -192 lbs 16-21
2-33 0.838 2,650 lbs (-1,0721bs) 7-29 0.112 355 lbs (-75 lbs) 12-25 0.272 642 lbs (-295 lbs) 16-20
3-33 0.414 -1,0381bs 7-28 0.972 -788 lbs 12-24 0.171 -416 lbs 17-20
3-32 0.717 2,038 lbs (-746 lbs) 8-28 0.867 3,505 lbs (-1,4931bs) 13-24 0.351 l,llllbs (-5481bs) 18-19
4-32 0.250 -620 lbs 9-28 0.836 -741 lbs 13-23 0.907 -3,647 lbs
4-31 0.352 1,0121bs (-346 lbs) 9-27 0.120 381 lbs (-1681bs) 14-23 0.734 3,650 lbs (-1,640 lbs)
5-31 0.121 -276 lbs 10-27 0.631 -600 lbs 14-22 0.905 -2,773 lbs
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
0.471 341 lbs
0.524 -505 lbs
0.890 8,040 lbs
0.636 5,9791bs
0.445 3,501 lbs
0.001 141bs
0.932 3,770 lbs
0.688 -2,237 lbs
0.798 2,525 lbs
0.710 -3,683 lbs
0.840 3,398 lbs
0.799 -2,085 lbs
Truss: T49
JobName: 213
Date: 1/2/2016 7:35:25 PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 269lbs
(-1241bs)
(-3,239 lbs)
(-2,484 lbs)
(-1,480 lbs)
(-8 lbs)
(-1,6331bs)
(-1,0441bs)
(-1,404 lbs)
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bmcing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6" of each panel point.
The end of every chord segment shall be bmced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS CONIPONENT DESIGN DOCUl\tffiNT, NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON 1HIS SHEETMEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707_Win~hes~r. Cri~le~~~~t~ 102
GS Build® System
GSTmss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
0-0-0-0
R U S S
PITCH
3/12
3=4-0 3=4-0
6-8-0 10-0-0
3~
QTY
2
3=4-0
13-4-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3=4-0 3-4-0
16-8-0 20-0-0
OHR
0-0-0
3-1-14 3-1-14
23-1-14 26-3-12
5-10-0
8s
3-3-0
PLYS
I
3-1-14
29-5-9
Truss:
JobNarne:
Date:
System:
Page:
Report:
TSO
213
112/2016 7:35:25 PM
Amcon6.003
I of3
Eng Plot
SPACING WGT/PLY
24 in 266lbs
3-i-14=t 3-1-14 r-1-5 tt-1-5 1
1-10-11
~3
15s
0-0-0-0
3-1-14 12-1-5 t1·7zet
10-0-0 13-4-0 16-8-0 20-0-0 23-1-14 26-3-12 29-5-9 32-7-7 35-9-5 7-10-1 9--0
Circles indicate fu.stener count in webs. Squares indicate fu.stener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (ATSI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) i11dicates the number of#l2 SDS (AISI)tobe installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes fur further clarification. Allowable shear per Am con TS SS #12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per #12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection Ll
TC: 0.964 (13-I4) TL: 1.32 in L/355
BC: 0.97I (25-26) LL: 0.59 in L/789
Web: 0.972 (7-24) Horz TL: 0.6 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
3I HRoli(WL) I 6 in 903 Ibs 3I I,703 Ibs
I6 Pin (WL) I 6 in 899 lbs I6 I ,699 Ibs
3I HRoli(WL) 2 6 in I,703 lbs
I6 Pin (WL) 2 6 in I,699 Ibs
3I HRo!l(WL) 3 6 in 682 lbs
I6 Pin ('NL) 3 6 in 720 Ibs
I6 Pin (WL) 3 6 in I2lbs H
3I HRoli(WL) 4 6 in I ,043 lbs
I6 Pin ('NL) 4 6 in 950 Ibs
I6 Pin (WL) 4 6 in -64 Ibs H
3I HRoli(WL) 5 6 in 952 Ibs
I6 Pin (WL) 5 6 in I,OOI Ibs
I6 Pin (WL) 5 6 in 38lbs H
3I HRo!l(WL) 6 6 in 903 Ibs
I6 Pin (WL) 6 6 in 899 Ibs
3I HRoli(WL) 7 6 in I,338Ibs
I6 Pin (WL) 7 6 in I ,365 lbs
I6 Pin (WL) 7 6 in 9 lbs H
3I HRoli(WL) 8 6 in 738 Ibs
I6 Pin ('NL) 8 6 in 765 Ibs
I6 Pin (WL) 8 6 in 9Ibs H
3I HRoli(WL) 9 6 in I,503 lbs
I6 Pin (WL) 9 6 in I ,499 Ibs
3I HRoli(WL) IO 6 in -2I Ibs
I6 Pin (WL) IO 6 in 4 Ibs
I6 Pin (WL) IO 6 in 53 lbs H
3I HRoli(WL) II 6 in 64 lbs
I6 Pin ('NL) II 6 in -43 Ibs
I6 Pin(WL) II 6 in 5 Ibs H
3I HRoli(WL) I2 6 in -737 Ibs
I6 Pin (WL) I2 6 in -69I lbs
I6 Pin (WL) I2 6 in 77lbsH
3I HRoli(WL) I3 6 in 542 lbs
I6 Pin (WL) I3 6 in 539 Ibs
3I HRoli(WL) I4 6 in I,303Ibs
I6 Pin (WL) I4 6 in I,299 lbs
Member Material CSI Bracing MaxP
Top Chd I-8 45TCI6TCI6 (50 ksi) 0.546 Sheathed -9,235 lbs
Top Chd 8-I3 45TCI6TCI6 (50 ksi) 0.549 Sheathed -9,242 Ibs
Top Chd 13-I5 45TCI6 (50 ksi) 0.964 Sheathed -6,447 Ibs
BotChdi6-I7 45TC I6 (50 ksi) 0.006 Sparse 77Ibs
Bot Chd 17-24 45TCI6 (50 ksi) 0.920 Sparse 9,080 Ibs Bot Chd 24-30 45TCI6 (50 ksi) 0.97I Sparse 9,066Ibs
BotChd 30-JI 45TCI6 (50 ksi) O.OOI Sparse I4Ibs Webi-3I I5C20 (50 ksi) 0.677 Unbraced -I,699Ibs
Webi-30 I5C20 (50 ksi) 0.552 Unbraced I,744Ibs
Web2-30 I5CI6 (50 ksi) 0.904 Unl:x'aced -3,469 Ibs
Web2-29 I5C20 (50 kst) 0.838 Unbraced 2,650 lbs
Web3-29 I5C20 (50 ksi) 0.4I4 Unbraced -I,038lbs
Web3-28 I5C20 (50 ksi) 0,700 Unbraced 2,038 Ibs Web4-28 I5C20 (50 ksi) 0.250 Unbraced -620 Ibs
Web4-27 I5C20 (50 ksi) 0,338 Unbraced I,013Ibs
Web5-27 I5C20 (50 ksi) O.I2I Unbraccd -276Ibs
Web5-26 I5C20 (50 ksi) 0.053 Unbraced 73 lbs
Web6-26 I5C20 (50 ksi) 0.038 Unbraced I22 Ibs Web6-25 15C20 (50 ksi) 0.667 Unlxaced -579Ibs
Web7-25 I5C20 (50 ksi) O.II2 Unbraced 355Ibs
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PARTOF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THTS SHEET MEETS THE l'vffNTMUM APPLICABLE DESIGN CRITERIA FOR
~~T ~-~ ... T ..-.. • ..-..rn...-. .-..-..-..Tr>.........,-r..-..rco 'TT>TTCC' '!..fl:Th.,{Dr.D r'I""').TJ;'ff':.TTD A.'T'II""'hl" ANn "PA'hl" TT~TPnnNTinS SHEET
(loc) Allowed
24
24
30
L/240
L/360
Max Uplift Max Horiz
-737 lbs
-{o9I Ibs 77 lbs
Keymark Enterprises, LLC
6707 Winchester Criclc, Suite 102
Rru,[tl.,.,. rn.t,...."tlnROl.OI
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
u s s
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
40-0-0
PITCH
3/12
QTY
2
OHL OHR PLYS
0-0-0 0-0-0 I
Web7-24 !5C20 (50 ks1} 0.972 unbraced -788 lbS
Web8-24 !5C!8 (50 ksi) 0.867 Unbraced 3,506 !bs
Web9-24 15C20 (50 ksi) 0.864 Unbraced -75! !bs
Web9-23 !5C20 (50 ksi) 0.1 !8 Unbraced 3 73 !bs
Web !0-23 ! 5C20 (50 ksi) 0.638 Unbraced -595 !bs
Web 10-22 !5C20 (50 ksi) 0.048 Unbraced 151 !bs
Web 11-22 !5C20 (50 ksi) 0.071 Unbraced 79 !bs
Webll-2! !5C20(50ksi) 0.105 Unbraced -2351bs
Web !2-2! 15C20 (50 ksi) 0.231 Unbraced 730 !bs
Web !2-20 15C20 (50 ksi) 0.182 Unbraced 443 !bs
Web !3-20 !5C20 (50 ksi) 0.73! Unbraced I ,822 !bs
Web !3-!9 !5C!8 (50 ksi) 0.89! Unbraced -3,043 1bs
Web !4-19 !5D20 (50 ksi) 0.722 Unbraced 4,602 !bs
Web !4-!8 !5C20 (50 ksi) 0.079 Unbraced 249 !bs
Web !4-17 ! 5D20 (50 ksi) 0.666 Unbraced -3,565 !bs
Web !5-!7 !5C20 (50 ksi) 0.661 Unbraced 2,092 !bs
Web 15-!6 !5C20 (50 ksi) 0.796 Unbraced -! ,696 !bs
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib Width
Top Coot Down Proj 20 psf 20 psf 24 in
Bot Coot Down Proj 0 psf 0 psf 24 in
Load CaseD I: Std Dead Load
Distnbuted Loads
Member Location l Location 2 Direction Spread Start Load End Load TribWidth
Top Cont Down Rake 16 psf 16 psf 24 in
Bot Cont Down Rnke 6 psf 6 psf 24 in
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib Width
Top 0.().() 20.().() NUp Rnke 25.3 psf 25.3 psf 24 in
Top 20.().() 35-9-5 NUp Rnke 17.91 psf 17.91 psf 24 in
Top 35-9-5 40.0-0 NUp Rnke 29.83 psf 29.83 psf 24 in
Web1-31 Cont Right Rnke 14.56 psf 14.56 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Top 0.().() 20.().() NUp Rnke 17.91 psf 17.91 psf 24 in
Top 20-0.0 35-9-5 NUp Rake 25.3 psf 25.3 psf 24 in
Top 35-9-5 40.().() NUp Rnke 29.83 psf 29.83 psf 24 in
Web1-31 Cont Left Rnke 16.88 psf 16.88 psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction Spread Start Lood End Load Trib Width
Top 0-0.0 20.().() NUp Rake 9.29 psf 9.29 psf 24 in
Top 20.().() 35-9-5 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Lood TribWtdth
Top 0-0-0 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 13-8-6 NUp Rake 38.5 psf 38.5 psf 24 in
Top 13-8-6 20.().() NUp Rnke 60.82 psf 60.82 psf 24 in
Top 20-0.() 26-3-10 NUp Rnke 60.82 psf 60.82 psf 24 in
Top 26-3-10 29-5-11 NUp Rake 38.5 psf 38.5 psf 24 in
Top 29-5-11 35-9-5 NUp Rake 60.82 psf 60.82 psf 24 in
Top 35-9-5 40.().() NUp Rake 35.71 psf 35.71 psf 24 in
Webl-31 Cont Left Rnke 27.34 psf 27.34 psf 24 in
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction Spread Start Lood End Lood TribWidth
Top 0.0-0 20-0-0 NDown Rnke 8 psf 8 psf 24 in
Web1-31 Coot Right Rnke 16 psf 16 psf 24 in
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location l Location 2 Direction Spread Start Load End Load TribWidth
Top 20<!-0 35-9-5 NDown Rake 8 psf 8 psf 24 in
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Bot Cont Down Proj 10 psf 10 psf 24 in
User-defined Load Case E I: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
3) This truss has been designed in accordancewithASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
D1
Dl +Lrl
Factor
1.000
1.000
ALL GENERAL NOTES OF TillS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTIIE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHAT11ffi TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS 1HE l'vflNIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDITIONS. TRUSS MEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEEI
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T50
213
1/2/2016 7:35:25 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
266lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
n~.J..t.., .. r...J ........ ..t..,. 2n1:n 1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
Dl +0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
9 Dl+0.53EI+0.75Lrl
10 0.6 Dl +0.6 WI
II o.6 Dl +0.6 W2
12 0.6 D1 + 0.6 W4
13 0.6 Dl + 0.7 FJO.OI
14 Dl+LIO*
sws
R u s s
PITCH
3/12
QTY
2
SWS Panel & Truss
OHL
0-0-0
4231 Liberty Blvd.
South Gate CA 90280
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
OHR
0-0-0
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.151 -867 lbs 5-{; 0.501 -9,235 lbs 9-10 0.466 -8.642 lbs 13-14
2-3 0.318 -6,076 lbs 6-7 0.469 -8,690 lbs 10-11 0.488 -9,1931bs 14-15
34 0.482 -8,1991bs 7-8 0,401 -7,942 lbs 11-12 0.549 -9,239 lbs
4-5 0.546 -9,1991bs 8-9 OAOO -7.939 lbs 12-13 0.493 -8.547 lbs
BChd 16-17 0.006 77 lbs (-641bs) 20-21 0.866 8,368 lbs (-3,5161bs) 24-25 0.924 8,5141bs (-3,371 lbs) 28-29
17-18 0.377 2,609 lbs (-1,006 lbs) 21-22 0.920 9,080 lbs (-3,754 lbs) 25-26 0.971 9,062 lbs (-3,555 lbs) 29-30
18-19 0.203 2,572 lbs (-992 lbs) 22-23 0.907 9,019 lbs (-3,676 lbs) 26-27 0.952 9,035 lbs (-3,509 lbs) 30-31
19-20 0.708 6,567 lbs (-2.708 lbs) 23-24 0.844 8,467 lbs (-3,408 lbs) 27-28 0.875 8,042 lbs (-3.184 lbs)
Webs 1-31 0.677 -1,699 lbs 5-27 0.121 -276 lbs 9-23 0.118 373 lbs (-138 lbs) 13-19
1-30 0.552 1,7441bs (-728 lbs) 5-26 0.053 73 lbs (49 lbs) 10-23 0.638 -595 lbs 14-19
2-30 0.904 -3,469 lbs 6-26 0,038 1221bs (-10 lbs) 10-22 0.048 151 lbs (-32 lbs) 14-18
2-29 0.838 2,650 lbs (-1,0541bs) 6-25 0.667 -5791bs 11-22 0.071 791bs (-71 lbs) 14-17
3-29 0.414 -1,0381bs 7-25 0.112 355 lbs (-78 lbs) 11-21 0.105 -235 lbs 15-17
3-28 0.700 2,038 lbs (-730 lbs) 7-24 0.972 -788 lbs 12-21 0.231 730 lbs (-245 lbs) 15-16
4-28 0.250 -620 lbs 8-24 0.867 3,506 lbs (-1,450 lbs) 12-20 0.182 443 lbs
4-27 0.338 1,0131bs (-332 lbs) 9-24 0.864 -751 lbs 13-20 0.731 1,822 lbs (-8161bs)
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T50
JobName: 213
Date: 1/2/2016 7:35:25PM
System: Arncon 6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 266lbs
0.964 -6,4471bs
0.227 -3551bs
0.627 5,980 lbs (-2,4471bs)
0.446 3,501 lbs (-1,459 lbs)
0.001 141bs (-8 lbs)
0.891 -3,043 lbs
0.722 4,602 lbs (-I ,977 lbs)
0.079 249 lbs (-81 lbs)
0.666 -3,565 lbs
0.661 2,092 lbs (-868 lbs)
0.796 -1,696 lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane ofthe truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINTMUM AI'PLTCABLE DESIGN CRITERIA FOR
'TtlL' I AA n~ T ru.nw~ rrlNnTTTONS TRT ISS MRT'vfRER CONFIGURATIONS. AND SPANS LTSTED ON THIS SHEEI
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
0-10-0
0-0-0-0
sws
3-4-0
6-8-0
R U S 5
PITCH
3/12
34-0
10-0-0
3~
QTY
2
3-4-0
13-4-0
3-4-0
16-8-0
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL
0-0-0
3-4-0
20-0-0
5-10-0
8s
3-3-0
OHR
0-0-0
PLYS
I
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T51
213
1/2/2016 7:35:26PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
268.4\bs
1-4-11 1-4-11
0-0-0-0
:z-11-9 I 2-11-9 b-s-ddo
34-9-12 3 7-9-5 9-6:1---0
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS # 12 or# 12 SDS (AISI) fasteners required at one end of the memlx:r. ·Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (ATST)tobe installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1 ,610 lbs.AIIowabte shear per #12 SDS (AISI) fustener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fustener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet ofstee1 connected.
CSI Deflection Ll
TC: 0.546 (4-5) TL: 1.31 in L/356
BC: 0.954 (26-27) LL: 0.59 in L/792
Web: 0.942 (15-19) Horz TL: 0.6 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
32 HRoll(WL) I 6 in 903 10; 32 1,703 10;
17 Pin (WL) I 6 in 901 II>; 17 1,701 lbs
32 HRoll(WL) 2 6 in 1,703 II>;
17 Pin (WL) 2 6 in 1,701 10;
32 HRoli(WL) 3 6 in 6811bs
17 Pin (WL) 3 6 in 702 lbs
17 Pin (WL) 3 6 in 61bs H
32 HRoll(WL) 4 6 in 1,043 lbs
17 Pin (WL) 4 6 in 9521bs
17 Pin (WL) 4 6 in -641bsH
32 HRoll (WL) 5 6 in 954 lbs
17 Pin (WL) 5 6 in 1,0211bs
17 Pin (WL) 5 6 in 43 lbs H
32 HRoll(WL) 6 6 in 903 lbs
17 Pin (WL) 6 6 in 90IIbs
32 HRoll(WL) 7 6 in 1,3361bs
17 Pin (WL) 7 6 in 1,352 lbs
17 Pin (WL) 7 6 in 5 lbs H
32 HRoll(WL) 8 6 in 736 lbs
17 Pin (WL) 8 6 in 752 lbs
17 Pin (WL) 8 6 in 5 lbs H
32 HRoll(WL) 9 6 in 1,503 lbs
17 Pin (WL) 9 6 in 1,501 lbs
32 HRoli(WL) 10 6 in -19 10;
17 Pin (WL) 10 6 in 32 IO;
17 Pin (WL) 10 6 in 421bsH
32 HRoll(WL) 11 6 in 641bs
17 Pin (WL) 11 6 in -32 lbs
17 Pin (WL) 11 6 in -10 lbs H
32 HRoll (WL) 12 6 in -7291bs
17 Pin (WL) 12 6 in -704 lbs
17 Pin (WL) 12 6 in 541bsH
32 HRoll(WL) 13 6 in 542 lbs
17 Pin (WL) 13 6 in 540 lbs
32 HRoll(WL) 14 6 in 1,303 lbs
17 Pin (WL) 14 6 in 1,3011bs
Member Material CSI Bracing MaxP
Top Chd 1-8 45TCI6TCI6 (50 ksi) 0.546 Sheathed -9,235 lbs
Top Chd 8-14 45TCI6TCI6 (50 ksi) 0.537 Sheathed -9,282 lbs
Top Chd 14-16 45TCI6TCI6 (50 ksi) 0.534 Sheathed -4,151 lbs
BotChd 17-18 45TCI6 (50 ksi) 0.045 Sparse 66lbs
Bot Chd 18-25 45TCI6 (50 ksi) 0.777 Sparse 9,115 lbs
Bot Chd 25-31 45TC 16 (50 ksi) 0.954 Sparse 9,0661bs
Bot Chd 31-32 45TC 16 (50 ksi) 0.001 Sparse 141bs
Web 1~32 15C20 (50 ksi) 0.678 Unbraced -1,700 lbs
Webl-31 15C20 (50 ksi) 0.552 Unbraced 1,7441bs
Web2-31 15CI6 (50 ksi) 0.904 Unbraced -3,469 lbs
Web2~30 15C20 (50 ksi) 0.838 Unbraced 2,650 lbs Web3~30 15C20 (50 ksi) 0.414 Unbraced -I ,038 lbs Web3-29 l5C20 (50 ksi) 0.687 Unbraced 2,038 lbs
Web4~29 15C20 (50 ksi) 0.250 Unbraced -620 lbs
Web4-28 15C20 (50 ksi) 0.327 Unbraced 1,013 lbs
Web5-28 15C20 (50 ksi) 0.121 Unbraced -276 lbs
Web 5~27 15C20 (50 ksi) O.Q45 Unbraced 75 lbs
Web6-27 15C20 (50 ksi) 0.038 Unbraced 1191bs
Web6-26 15C20 (50 ksi) 0.653 Unbraced -5671bs
Web7-26 15C20 (50 ksi) 0.112 Unbraced 355 lbs
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MTN1MUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDmONS, 1RUSS NJEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
(loc:) Allowed
25
25
31
L/240
L/360
Max Uplift Max Horiz
-729 10;
-7041bs -641bs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
40-0-0
PITCH
3/12
QTY
2
OHL OHR PLYS
0-0-0 0-0-0 1
e 7-25 l5Cl8 (50 SL) 0.731 Un ace -79
Web8-25 15C18 (50 ksi) 0.867 Unbraced 3,509 1bs
Web9-25 15C20 (50 ksi) 0.761 Unbraced -713 1bs
Web9-24 15C20 (50 ksi) 0.127 Unbraced 4011bs
Web 10-24 15C20 (50 ksi) 0.608 Unbraced -612 lbs
Web 10-23 15C20 (50 ksi) 0.055 Unbraced 1741bs
Web ll-23 15C20 (50 ksi) 0.133 Unbraced -1441bs
Web ll-22 15C20 (50 ksi) 0.061 Unbraced -135 1bs
Web 12-22 15C20 (50 ksi) 0.151 Unbraced 478 1bs
Web 12-21 15C20 (50 ksi) 0.205 Unbraced 4921bs
Web 13-21 15C20 (50 ksi) 0.467 Unbraced 1,4781bs
Web 13-20 15C20 (50 ksi) 0.304 Unbraced -763 1bs
Web 14-20 15C18 (50 ksi) 0.732 Unbraced 2,961 1bs
Web 14-19 15C18 (50 ksi) 0.823 Unbraced -2,893 lbs
Web 15-19 15C16 (50 ksi) 0.942 Unbraced 4,681 1bs
Web 15-18 15C20 (50 ksi) 0.177 Unbraced 4441bs
Web 16-18 15C20 (50 ksi) 0.131 Unbraced 4141bs
Web16-17 15C18(50ksi) 0.552 Unbraced -1,834 1bs
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Top Cnnt Down Proj 20 psf 20 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
Load CaseD 1: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Top Cnnt Down Rake 16 psf 16 psf 24 in
Bot Cnnt Down Rake 6 psf 6 psf 24 in
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib'iVidth
Top 0-0-0 20-0-0 NUp Rake 25.3 psf 25.3 psf 24 in
Top 20-0-0 37-9-5 NUp Rake 17.91 psf 17.91 psf 24 in
Top 37-9-5 40-0-0 NUp Rake 29.83 psf 29.83 psf 24 in
Web1-32 Cnnt Right Rake 14.56 psf 14.56 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib'iVidth
Top 0-0-0 20-0-0 NUp Rake 17.91 psf 17.91 psf 24 in
Top 20-0-0 37-9-5 NUp Rake 25.3 psf 25.3 psf 24 in
Top 37-9-5 40-0-0 NUp Rake 29.83 psf 29.83 psf 24 in
Web 1-32 Cnnt Left Rake 16.88 psf 16.88 psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib'iVidth
Top 0-0-0 20-0-0 NUp Rake 9.29 psf 9.29 psf 24 in
Top 20-0-0 37-9-5 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib"Width
Top 0-0-0 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 13-8-6 NUp Rake 38.5 psf 38.5 psf 24 in
Top 13-8-6 20-0-0 NUp Rake 60.82 psf 60.82 psf 24 in
Top 20-0-0 26-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 26-3-10 31-5-11 NUp Rake 38.5 psf 38.5 psf 24 in
Top 31-5-11 37-9-5 NUp Rake 60.82 psf 60.82 psf 24 in
Top 37-9-5 40-0-0 NUp Rake 35.71 psf 35.71 psf 24 in
Web 1-32 Cont Left Rake 27.34 psf 27.34 psf 24 in
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib'iVidth
Top 0-0-0 20-0-0 NDown Rake 8 psf 8 psf 24 in
Web 1-32 Cnnt Right Rake 16 psf 16 psf 24 in
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load Trib"Width
Top 20-0-0 37-9-5 NDown Rake 8 psf 8 psf 24 in
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib"Width
Bot Cont Down Proj 10 psf 10 psf 24 in
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
1) This truss has been designed in accordance with IBC-2012.
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63 ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftTbe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hunicane Prone Region.
Load Combinations
Load Combo
Dl
Dl+Lrl
Factor
1.000
1.000
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TifiS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDffiONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED O;>.I THIS SHEET
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T51
213
1/2/2016 7:35:26 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
268.4lbs
Keyrnark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
9
10
SPAN
40-0-0
Dl +0.6 W3
Dl +0.6W8
Dl +0.6 W9
Dl + 0.7 El
Dl +0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 Dl + 0.6 WI
II 0.6 Dl +0.6 W2
12 0.6 Dl +0.6 W4
13 0.6 D1 +0.7 E/0.01
14 Dl + LIO*
sws
R U S S
PITCH
3/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
OHR
0-0-0
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. furce if different from max axial furce)
TChd 1-2 0.151 -867 lbs 5-0 0.501 -9,235 lbs 9-10 0.463 -8,594 lbs 13-14
2-3 0.318 -0,076 lbs 6-7 0.467 -8,701 lbs 10-11 0.482 -9,146 lbs 14-15
3-4 0.482 -8,200 lbs 7-8 0.397 -7,945 lbs 11-12 0.518 -9,282 lbs 15-16
4-5 0.546 -9.200 lbs 8-9 OAOI -7,937 lbs 12-13 0.537 -8.808 lbs
BChd 17-18 0.027 -04lbs 21-22 0.765 8,661 lbs (-3,501 lbs) 25-26 0.908 8,525 lbs (-3,309 lbs) 29-30
18-19 0.143 86lbs (-27 lbs) 22-23 0.777 9,115 lbs (-3,598 lbs) 26-27 0.954 9,062 lbs (-3,492 lbs) 30-31
19-20 0.416 4,239lbs (-1,735 lbs) 23-24 0.774 8,975 lbs (-3,535 lbs) 27-28 0.937 9,036 lbs (-3,454 lbs) 31-32
20-21 0.663 7.203 lbs (-2.983 lbs) 24-25 0.720 8.419 lbs (-3,290 lbs) 28-29 0.862 8,042 lbs (-3.140 lbs)
Webs 1-32 0.678 -1,700 lbs 5-28 0.121 -276lbs 9·24 0.127 401 lbs (-140 lbs) 13-20
1-31 0.552 1,744lbs (-720 lbs) 5·27 0.045 75 lbs (-42 lbs) 10-24 0.608 -012 lbs 14-20
2-31 0.904 -3,469 lbs 6-27 0.038 119 lbs (-10 lbs) 10-23 0.055 174 lbs (-22 lbs) 14-19
2-30 0.838 2,650 lbs (-1,040 lbs) 6-26 0.653 -567lbs 11-23 0.133 -1441bs 15-19
3-30 0.414 -1,038 lbs 7-26 0.112 355 lbs (-82 lbs) 11-22 0.061 -135 lbs 15-18
3-29 0.687 2,038 lbs (-716lbs) 7-25 0.731 -799 lbs 12-22 0.151 478lbs (-104 lbs) 16-18
4-29 0.250 -020 lbs 8-25 0.867 3,509 lbs (-1,419lbs) 12-21 0.205 -492 lbs 16-17
4-28 0.327 1,0131bs (-32llbs) 9-25 0.761 -713lbs 13-21 0.467 1,478 lbs (-526lbs)
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T51
JobName: 213
Date: 1/2/2016 7:35:26PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 268.4lbs
0.440 -7,354 lbs
0.534 -4,1511bs
0.331 -39lbs
0.619 5,980 lbs (-2,416lbs)
0.446 3,501 lbs (-I ,442 lbs)
0.001 14lbs (-8 lbs)
0.304 -763 lbs
0.732 2,961 lbs (-1,246 lbs)
0.823 -2,893 lbs
0.942 4,681 lbs (-1,976lbs)
0.177 -444lbs
0.131 4141bs (-174 lbs)
0.552 -1,834lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lH!S COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATlHE TRUSS ASSENIBLY SHOWN ON THTS SHEET MEETS THE MlNIMUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS. LOADING CONDffiONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON lH!S SHEET.
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder, Colorado 8030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
40-0-0
I •-o-u\ 1-1 1-ul
1-8-0 3-7-0
0-10-0
0-0-0-0
sws
T R U S S
PITCH
3/12
3-3-0
6-10-0
3~
3-3-0
10-1-0
QTY
2
3-3-0
13-4-0
3-4-0
16-8-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3-4-0
20-0-0
OHR
0-0-0
3-4-0
23-4-0
5-10-0
8s
3-3-0
3-4-0
26-8-0
PLYS
l
3-3-0
29-11-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24 in
3-3-0 3-3-0
33-2-0 36-5-0
~3
3-3-0
T52
213
1/2/2016 7:35:26 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
265.9lbs Il-l 1 -o~-8-uJ
38-4-0 0-0-
0-10-0
0-0-0-0
3-1-0 ott
6-10-0 10-1-0 13-4-0 16-8-0 20-0-0 23-4-0 26-8-0 29-11-0 33-2-0 36-5-0 39-6-04 --0
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (ATSI) fasteners required at one end of the member. Each value indicates the number offasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (ATSI)to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification, Allowable shear per Am con TS SS # 12 fustener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I ,138 lbs; 68 mils: I ,610 tbs .. Atlowable shear per # 12 SDS (AISD fustener is
calculated per the NASPEC 2007 WTIB SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection L/
TC: 0.540 (4-5) TL: 1.3 in L/360
BC: 0.934 (24-25) LL: 0.58 in L/801
Web: 0.899 (2-29) Horz TL: 0.6 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
30 Pin (WL) 1 6 in 903 1bs 30 1,703 lbs
16 HRoll(WL) 1 6 in 903 1bs 16 1,703 lbs
30 Pin (WL) 2 6 in 1,7031bs
16 HRoll(WL) 2 6 in 1,703 lbs
30 Pin (WL) 3 6 in 680 1bs
16 HRoll(WL) 3 6 in 680 1bs
30 Pin ('NL) 4 6 in 1,043 1bs
30 Pin ('NL) 4 6 in -641bs H
16 HRoll (WL) 4 6 in 954 lbs
30 Pin (WL) 5 6 in 954 1bs
30 Pin (WL) 5 6 in 64 1bs H
16 HRoll(WL) 5 6 in 1,043 1bs
30 Pin (WL) 6 6 in 9031bs
16 HRoll (WL) 6 6 in 903 lbs
30 Pin (WL) 7 6 in 1,336 1bs
16 HRoll(WL) 7 6 in 1,3361bs
30 Pin (WL) 8 6 in 7361bs
16 HRoll(WL) 8 6 in 736 lbs
30 Pin ('1\'L) 9 6 in 1,503 lbs
16 HRoll(WL) 9 6 in 1,503 1bs
30 Pin (WL) 10 6 in -18 1bs
30 Pin (WL) 10 6 in 131bs H
16 HRoll(WL) 10 6 in 65 lbs
30 Pin (WL) 11 6 in 65 1bs
30 Pin (WL) 11 6 in -13 1bs H
16 HRoll(WL) 11 6 in -18 1bs
30 Pin ('NL) 12 6 in -720 lbs
16 HRoll(WL) 12 6 in -720 1bs
30 Pin ('NL) l3 6 in 542 1bs
16 HRoll (WL) 13 6 in 542 1bs
30 Pin (WL) 14 6 in 1,303 lbs
16 HRoll(WL) 14 6 in 1,303 1bs
Member Material CSI Bracing MaxP
Top Chd 1-8 45TC16TC16 (50 ksi) 0.540 Sheathed -9,233 1bs
Top Chd 8-15 45TC16TC16 (50 ksi) 0.540 Sheathed -9,233 1bs
Bot Chd 16-17 45TC 16 (50 ksi) 0.001 Sparse 141bs
Bot Chd 17-23 45TC16 (50 ksi) 0.934 Sparse 9,0651bs
Bot Chd 23-29 45TC16 (50 ksi) 0.934 Sparse 9,065 1bs
Bot Chd 29-30 45TC16 (50 ksi) 0.006 Sparse -641bs
Web 1-30 15C20 (50 ksi) 0.678 Unbraced -1,700 1bs
Web1-29 15C20 (50 ksi) 0.560 Unbraced 1,772 lbs
Web2-29 15C16 (50 ksi) 0.899 Unbraced -3,452 1bs
Web2-28 15C20 (50 ksi) 0.870 Unbraced 2,753 1bs
Web3-28 15C20 (50 ksi) 0.382 Unbraced -9581bs
Web3-27 15C20 (50 ksi) 0.624 Unbraced 1,974lbs
Web4-27 15C20 (50 ksi) 0.250 Unbraced -616 lbs
Web4-26 15C20 (50 ksi) 0.295 Unbraced 934 1bs
Web5-26 15C20 (50 ksi) 0.114 Unbraced -260 1bs
WebS-25 15C20 (50 ksi) 0.040 Unbraced 721bs
Web6-25 15C20 (50 ksi) 0.038 Unbraced 120 1bs
Web6-24 15C20 (50 ksi) 0.650 Unbraced -565 1bs
Web7-24 15C20 (50 ksi) 0.112 Unbraced 355 1bs
Web7-23 15C18 (50 ksi) 0.731 Unbraced -799 1bs
Web8-23 15C18 (50 ksi) 0.869 Unbraced 3,5l31bs
Web9-23 15C18 (50 ksi) 0.731 Unbraced -799 lbs
Web9-22 15C20 (50 ksi) 0.112 Unbraced 355 1bs
Web 10-22 15C20 (50 ksi) 0.650 Unbraced -565 1bs
ALL GENERAL NOTES OF TillS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF Tl--ITS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINThtiUM APPLICABLE DESIGN CRITERIA FOR
THE LOADS, LOADING CONDITIONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
(loc) Allowed
23
23
17
L/240
L/360
Max Uplift Max Horiz
-720 lbs 64 1bs
-720 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
Boulder, Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R U S S
SPAN
40-0-0
PITGI
3/12
Web 10-21 tsC2o (50 ks1)
Webll-21 15C20(50ksi)
Web 11-20 15C20 (50 ksi)
Web 12-20 15C20 (50 ksi)
Web12-19 15C20(50ksi)
Web 13-19 15C20 (50 ksi)
Web 13-18 15C20 (50 ksi)
Web 14-18 15C20 (50 ksi)
Web 14-17 15C16 (50 ksi)
Web 15-17 15C20 (50 ksi)
Web15-16 15C20(50ksi)
QTY
2
NOTE: Web crippling calculation assume truss is fastened to support
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top Cont Down Prcj
Bot Cont Down Proj
Load CaseD I: Std Dead Load
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top Cont Down Rake
Bot Cont Down Rake
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Member Location 1 Location 2 Dlrection Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 40-0-0 NUp Rake
Web l-30 Cont Right Rake
Web 15-16 Cont Right Rake
Automated Load Case W2: MWFRS-Right(Up)
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 40-0-0 NUp Rake
Webl-30 Cont Left Rake
WebiS-16 Cont Left Rake
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 40-0-0 NUp Rake
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location! Location 2 Direction Spread
Top 0-0-0 6-3-10 NUp Rake
Top 6-3-10 13-8-{i NUp Rake
Top 13-8-{i 20-0-0 NUp Rake
Top 20-0-0 26-3-10 NUp Rake
Top 26-3-10 33-8-{i NUp Rake
Top 33-8-<i 40-0-0 NUp Rake
Web 1-30 Cont Left Rake
WebiS-16 Cont Right Rake
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NDown Rake
Web1-30 Cont Right Rake
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 20-0-0 40-0-0 NDown Rake
Web 15-16 Cont Left Rake
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I Location 2 Direction Spread
Bot Cont Down Proj
User-defined Load Case E I: Seismic
No loads were defined for this load case.
I) This truss has been desigued in accordance with IBC-2012.
0.038
0.051
0.114
0.295
0.250
0.624
0.382
0.870
0.899
0.560
0.678
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
Unliaced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
25.3 psf
17.91 psf
14.56 psf
16.88 psf
Start Load
17.91 psf
25.3 psf
16.88 psf
14.56 psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
27.34 psf
27.34 psf
Start Load
8 psf
16 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
20 psf
0 psf
End Load
16 psf
6 psf
End Load
25.3 psf
17.91 psf
14.56 psf
16.88 psf
End Load
17.91 psf
25.3 psf
16.88 psf
14.56 psf
End Load
9.29 psf
9.29 psf
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
27.34 psf
27.34 psf
End Load
8 psf
16 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
120 ibS
741b5
-260 1b5
9341b5
-<i16 1b5
1,9741b5
-958 1b5
2,753 1b5
-3,452 1b5
1,7721b5
-1,700 1b5
TribWidth
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
TribVlidth
24 in
24 in
TribWidth
24 in
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions ofl40 ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
D1
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
Dl + 0.7 El
D1 + 0.45 W3 +0.75 Lrl
Dl +0.45 W3
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
T•.-n T r.An.c T r.An.n.Tn. rnhlnmf"lhl<;! TRTI<;!<;! MPJ\tmFR rnNFTGTTRATIONS_ AND SPANS LISTED ON TinS SHEET.
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T52
213
1/2/2016 7:35:26 PM
Arncon 6.003
2of3
Eng Plot
WGT/PLY
265.9lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder. Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
9
10
SPAN
40-0-0
Dl +0.53 El +0.75 Lrl
0.6 01 + 0.6 WI
11 D.6 D1 + 0.6 W2
12 0.6 D1 + 0.6 W4
13 0.6 Dl +0.7 E/0.01
14 Dl+LIO*
sws
R u s s
PITCH
3/12
QTY
2
SWS Panel & Truss
OHL
0-0-0
4231 Liberty Blvd.
South Gate CA 90280
1.000
1.000
1.000
1.000
1.000
1,000
OHR
0-0-0
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. furce if different from max axial force)
TChd 1-2 0.152 -874 lbs 5-6 0.499 -9,233 lbs 9-10 0.467 -8,701 lbs 13-14
2-3 0.325 -6,2581bs 6-7 0.467 -8,701 lbs 10-11 0.499 -9,233 lbs 14-15
3-4 0.491 -8,287 lbs 7-8 0.397 -7,945 lbs 11-12 0.540 -9,211 lbs
4-5 0.540 -9,211 lbs 8-9 0.397 -7 945 lbs 12-13 0.491 -8,287 lbs
BChd 16-17 0.001 141bs (-8 lbs) 20~21 0.876 9,047 lbs (-3,392 lbs) 24-25 0.934 9,0611bs (-3,4181bs) 28-29
17-18 0.450 3,4971bs (-1,423 lbs) 21-22 0.934 9,061 lbs (-3,4181bs) 25-26 0.876 9,047 lbs (-3,392 lbs) 29-30
18-19 0.605 6,143 lbs (-2,440 lbs) 22-23 0.888 8,526 lbs (-3,2311bs) 26-27 0.816 8,1341bs (-3,1171bs)
19-20 0.816 8,1341bs (-3, 117 lbs) 23-24 0.888 8,526 lbs (-3,231 lbs) 27-28 0.605 6,143 lbs (-2,440 lbs)
Webs 1-30 0.678 -I ,700 lbs 5-26 0.114 -260 lbs 9-22 0.112 355 lbs (-85 lbs) 13-18
1-29 0.560 1,772 lbs (-721 lbs) 5-25 0.040 72 lbs (-38 lbs) 10-22 0.650 -5651bs 14-18
2-29 0.899 -3,452 lbs 6-25 0.038 120 lbs (-10 lbs) 10-21 0.038 120 lbs (-II lbs) 14-17
2-28 0.870 2,753 lbs (-1,056 lbs) 6-24 0.650 -565 lbs 11-21 0.051 741bs (-491bs) 15-17
3-28 0.382 -9581bs 7-24 0.112 355 lbs (-85 lbs) 11-20 0.114 -260 lbs 15-16
3-27 0.624 1,9741bs (-6721bs) 7-23 0.731 -7991bs 12-20 0.295 9341bs (-283 lbs)
4-27 0.250 -616 lbs 8-23 0.869 3,513 lbs (-1,3771bs) 12-19 0.250 -616 lbs
4-26 0.295 934 lbs (-283 lbs) 9-23 0.731 -799 lbs 13-19 0.624 I ,974 lbs (-6721bs)
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T52
JobName: 213
Date: 1/2/2016 7:35:26 PM
System: Amcon6.003
Page: 3 of3
Report: EngP1ot
PLYS SPACING WGT/PLY
1 24in 265.9\bs
0.325 -6,258 lbs
0.152 -8741bs
0.450 3,497 lbs (-1,423 lbs)
0.006 -641bs
0.382 -958 lbs
0.870 2,753 lbs (-1,056 lbs)
0.899 -3,4521bs
0.560 1,7721bs (-7211bs)
0.678 -1,700 lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateml braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF lHIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEALINDICA TES ONLYlHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET!VIEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-----------------··--'~· ~~~ ~~•~•..-.•~ ,...., • ...,...._,"" '"-"" "'"'-'"-'"' TT<.'..,...-,T"'.n.'\.T'TLITC C=nt:l'T'
Keymark Enterprises, LLC
6707 T'>~!~~c~es~e~.~~~c!e~~~~t~ I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
34-0-0
0-10-0
PITCH
3/12
2-10-5
5-8-9
s s
2-10-5
8-6-14
3~
QTY
8
2-10-5
11-5-2
2-10-5
14-3-7
SWS Panel & Truss
4231 Liberty Blvd
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
2-10-5 2-10-5 2-9-10
17-1-11 20-0-0 22-9-10
5-10-0
9s
Truss:
Job Name:
Date:
System:
Page:
Report:
PLYS SPACING
I 24in
2-9-10 2-9-10 I 2-9-10
25-7-3 28-4-13 31-2-6
T53
213
1/2/2016 7:35:27PM
Amcon6.003
1 of3
EngP1ot
WGT/PLY
139.9!bs r-ll4-ld 2-7-4-0-
2-4-0
0-0-0-0 3-3-0 1-4-IH 1.704 6__
Ot6f 2-4-5 2-10-5 2-10-5 2t~Q-2 2-10-5 2-10-5 2-10-5 I 2-9-10 2-9-10 I 2-9-10 I 2-9-10 2-3-100tt
0 6 02-10-5 5-8-9 8-6-14 11-5-2 14-3-7 17-1-11 20-0-0 22-9-10 25-7-3 28-4-1:j 31-2-6 33-6-ffi --0
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or #12 SDS (ATSU fusteners required at one end of the member. Each value indicates the numlxr offu.steners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out en this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per# 12 SDS (AISl) fastener is
calculated per the NASPEC 2007 Wm-I SUPPLEI\t1ENT#2, Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.870 (11-12)
BC: 1.002 (24-25)
Web: 0.991 (14-17)
TC Continuously Braced
BC Bracing Sparse
Reactions
IT T e LC BC Br 'Wid
30 Pin (WL) 6 in
16 HRoll(WL) 6 in
30 Pin (WL) 6 in
16 HRoll(WL) 6 in
30 Pin (WL) 6 in
30 Pin (WL) 6 in
16 HRoll(WL) 6 in
30 Pin (WL) 6 in
30 Pin (WL) 6 in
16 HRoll(WL) 6 in
30 Pin (WL) 6 in
30 Pin (WL) 6 in
16 HRoll(WL) 6 in
30 Pin (WL) 6 in
16 HRoll(WL) 6 in
30 Pin (WL) 6 in
30 Pin (WL) 6 in
16 HRoll(WL) 7 6 in
30 Pin (WL) 8 6 in
30 Pin (WL) 8 6 in
16 HRoll(WL) 8 6 in
30 Pin (\VL) 9 6 in
16 HRoll(WL) 9 6 in
30 Pin (WL) 10 6 in
30 Pin (WL) 10 6 in
16 HRoll(WL) 10 6 in
30 Pin (WL) II 6 in
30 Pin (WL) II 6 in
16 HRoll (\VL) II 6 in
30 Pin (\VL) 12 6 in
30 Pin (WL) 12 6 in
16 HRoll(WL) 12 6 in
30 Pin (\VL) 13 6 in
16 HRoll(WL) 13 6 in
30 Pin (WL) 14 6 in
16 HRoll(WL) 14 6 in
Member Material
Top Chd 1·9 35TC 16 (50 ksi)
Top Chd 9·15 30TCI8 (50 ksi)
BotChd 16-17 30TCI8 (50 ksi)
Bot Chd 17-22 30TCI8 (50 ksi)
Bot Chd 22-29 30TCI8 (50 ksi)
Bot Chd 29-30 30TC 18 (50 ksi)
Web 1-30 !5C20 (50 ksi)
Web1-29 15C20 (50 ksO
Web2-29 15CI8 (50 ksi)
Web2·28 15C20 (50 ksi)
Web3-28 15C20 (50 ksi)
Web3-27 15C20 (50 ksi)
Web4·27 15C20 (50 ksi)
Web4-26 15C20 (50 ksi)
Web5-26 15C20 (50 ks0
Web5-25 15C20 (50 ksi)
Web6·25 15C20 (50 ksi)
Web6-24 15C20 (50 ksi)
Web?-24 15C20 (50 ksi)
Web7-23 15C20 (50 ksi)
Summary
Reaction IT BC
767 lbs 30 767 lbs 16
1,447 lbs
1,447 lbs
578 lbs
171bs H
577 lbs
8991bs
-64 lbs H
828 lbs
799 lbs
33 lbs H
870 lbs
767 lbs
767 lbs
1,136 lbs
13 lbs H
l, 134 lbs
626 lbs
13 lbs H
624 lbs
I.Z771bs
1.2771bs
·25 lbs 62 lbs H
38 lbs
68 lbs
19lbsH
·2 lbs
-631 lbs
99 lbs H
-6941bs
460 lbs
460 lbs
1.107 lbs
1,107 lbs
CSI
0.813
0.870
0.002
0.818
1.002
0.011
0.576
0.524
0.799
0.721
0.479
0.552
0.256
0.258
0.131
0.040
0.021
0.310
0.081
0.669
Deflection
lL: Lit in
LL: 0.5 in
Horz TL: 0.49 in
Max React
1,4471bs
1,4471bs
Bracing
Sheathed
Sheathed
Sparse
Sparse
Sparse
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Ll
L/357
L/799
MaxP
-6.9741bs
-5,467 lbs
0 lbs
5,335 lbs
6.841 lbs
-851bs
·1,444 lbs
1,6581bs
·2,617 lbs
2.282 lbs
-1.200 lbs
I ,746 lbs
-6291bs
816 lbs
-301 lbs
98 lbs
68lbs
-342 lbs
255 lbs
-6841bs
ALL GENERAL NOTES OF TillS DRA WTNG PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TillS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL b"NGINEER"S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(7-8) L/240
(23-241 L/360
16
Max Uplift Max Horiz
.031 lbs 99 lbs
-<i.041bs
Keymark Enterprises, LLC:
6707 Winchester Cric\e, Suite 102
n~.1.r1=~ r'.n.J...,..,,J..,.2f\1.f\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
34-0-0
sws
T R U S 5
PITOI
3/12
e -23 l5C (50 SL)
Web8-22 !5C20 (50 ksi)
Web9-22 15C20 (50 ksi)
Web10-22 15C20(50ksi)
Web 10-21 l5C20 (50 ksi)
Web 11-21 15C20 (50 ksi)
Web 11-20 15C20 (50 ksi)
Web 12-20 15C20 (50 ksi)
Web 12-19 15C20 (50 ksi)
Web 13-19 15C20 (50 ksi)
Web 13-18 15C20 (50 ksi)
Web 14-18 15C20 (50 ksi)
Web 14-17 15C20 (50 ksi)
Web 15-17 15C20 (50 ksi)
Web 15-16 !5C20 (50 ksi)
QTY
8
NOTE: Web crippling calculation assume truss is fastened to support
Loads Summary
Load CaseLrl: StdLiveLoad
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top Cont Down Proj
Bot Cont Down Proj
Load CaseD I: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top Cont Down Rake
Bot Cont Down Rake
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 34-0-0 NUp Rake
Web1-30 Cont Right Rake
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 34-0-0 NUp Rake
Web1-30 Cont Left Rake
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 20-0-0 NUp Rake
Top 20-0-0 34-0-0 NUp Rake
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction Spread
Top 0-0-0 6-3-10 NUp Rake
Top 6-3-10 13-8-6 NUp Rake
Top 13-8-6 20-0-0 NUp Rake
Top 20-0-0 26-3-10 NUp Rake
Top 26-3-10 27-8-6 NUp Rake
Top 27-8-6 34-0-0 NUp Rake
Web 1-30 Cont Left Rake
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2 Direction Spread
Top 0-0-0 20-0-0 NDown Rake
Webl-30 Cont Right Rake
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location l Location 2 Direction Spread
Top 20-0-0 34-0-0 NDown Rake
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location t Location 2 Direction Spread
Bot Cont Down Proj
User-defined Load Case E1: Seismic
No loads were defined for this load case.
I) This truss has been designed in accordance with IBC-2012.
0.1 I
0.978
0.751
0.251
0.023
0.025
0.146
0.217
0.283
0.494
0.470
0.614
0.991
0.517
0.576
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
20 psf
0 psf
Start Load
16 psf
6 psf
Start Load
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
25.3 psf
17.91 psf
14.56 psf
Start Load
17.91 psf
25.3 psf
16.88psf
Start Load
9.29 psf
9.29 psf
Start Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
28.45 psf
Start Load
8 psf
16 psf
Start Load
8 psf
Start Load
10 psf
OHR
0-0-0
End Lood
20 psf
0 psf
End Load
16 psf
6 psf
End Load
25.3 psf
17.91 psf
14.56 psf
End Load
17.91 psf
25.3 psf
16.88 psf
End Load
9.29 psf
9.29 psf
End Load
60.82 psf
38.5 psf
60.82 psf
60.82 psf
38.5 psf
60.82 psf
28.45 psf
End Load
8 psf
16 psf
End Load
8 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
508
-9241bs
2,3741bs
-242 1bs
741bs
80 1bs
-289 1bs
6561bs
-631 1bs
1,4471bs
-1,152 1bs
1,941 1bs
-2,343 1bs
1,636 1bs
-1,444 1bs
Trib Width
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
24 in
24 in
Trib\Vidth
24 in
24ln
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
24 in
24 in
24 in
24 in
24 in
Trib Width
24 in
24 in
Trib Width
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
Load Combo
D1
Dl +Lrl
D1 +0.6 W3
Dl +0.6 W8
DI+0.6W9
Dl + 0.7 El
Dl +0.45 W3 +0.75 Lrl
D1 +0.45 W3
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
'TI..lP r run~ r o~nwr. rnt\mmow:~ TRUSS TvfEMBER CONFIGURATIONS. AND SPANS LISTED ON THIS SHEET.
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T53
213
1/2/2016 7:35:27 PM
Arncon 6.003
2of3
Eng Plot
WGT/PLY
139.9lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Boulder. Colorado 80301
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
9
10
SPAN
34-0-0
Dl +0.53 El +0.75 Lrl
0.6 Dl +0.6 WI
II 0.6Dl +0.6W2
12 0.6 D1 + 0.6 W4
13 0.6 Dl +0.7 E'O.Ol
14 Dl + LIO*
sws
H U S S
PITCH
3/12
QTY
8
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
1.000
1.000
1.000
1.000
1,000
1.000
OHR
0-0-0
Member Forces Summary Table indicates: Member TO, max CST, max axial force, (max compr. force if different from max axial force)
TChd l-2 0.251 -587lbs 5-6 0.786 -6,974 lbs 9-10 0.816 -5,258 lbs 13-14
2-3 0.631 -4,236 lbs 6-7 0.735 -6,661 lbs 10-11 0.869 -5,467 lbs 14-15
3-4 0.716 -6,069 lbs 7-8 0.682 -6,061 lbs ll-12 0.870 -5,400 lbs
4-5 0.813 -6,872 lbs 8-9 0.594 -5,271 lbs 12-13 0.780 -4,782 lbs
BChd 16-17 0.002 0 lbs 20-21 0.818 5,279 lbs (-2,364 lbs) 24-25 1.002 6,841 lbs (-2,828 lbs) 28-29
17-18 0.598 1,762 lbs (-839 lbs) 21-22 0.800 5,335 lbs (-2,343 lbs) 25-26 0.994 6,751 lbs (-2,784lbs) 29-30
18-19 0.554 3,293 lbs (-1,546lbs) 22-23 0.928 5,923lbs (-2,5391bs) 26-27 0.940 5,965 lbs (-2,541lbs)
19-20 0.773 4,68llbs (-2, 136 lbs) 23-24 0.985 6,527 lbs (-2,763 lbs) 27-28 0.690 4,231 lbs (-1,890 lbs)
Webs l-30 0.576 -l,444lbs 5-26 0.131 -301 lbs 9-22 0.751 2,374 lbs (-1 ,069 lbs) 13-18
l-29 0.524 1,658 lbs (-700 lbs) 5-25 0.040 98 lbs (-47 lbs) 10-22 0.251 -242 lbs 14-18
2-29 0.799 -2,617 lbs 6-25 0.021 68lbs (-1 1bs) 10-21 0.023 74 1bs (-18 lbs) 14-17
2-28 0.721 2,282 lbs (-956 lbs) 6-24 0.310 -342 lbs ll-21 0.025 80 lbs (-22lbs) 15-17
3-28 0.479 -1,200 lbs 7-24 0.081 255 lbs 027 lbs) 11-20 0.146 -289 lbs 15-16
3-27 0.552 1,746 lbs (-655 lbs) 7-23 0.669 -684lbs 12-20 0.217 656 lbs (-251 lbs)
4-27 0.256 -629lbs 8-23 0.161 508 lbs (-155lbs) 12-19 0.283 -631 lbs
4-26 0.258 816lbs (-253 lbs) 8-22 0.978 -9241bs 13-19 0.494 l ,447 lbs (-615 lbs)
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
Additional Notes:
Truss: T53
JobName: 213
Date: 1/2/2016 7:35:27PM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 139.9lbs
0.689 -3,308 lbs
0.360 -478 lbs
0.639 2,24llbs (-l,057lbs)
0.011 -85 lbs
0.470 -l,l52lbs
0.614 1,941 lbs (-896 lbs)
0.991 -2,343 lbs
0.517 1,636 lbs (-770 lbs)
0.576 -l,4441bs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF lHlS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHlS COMPONENT DESIGN DOCUMENr. NOTETHATTI!E
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETNIEETS THE MINTh1UM APPLICABLE DESIGN CRITERIA FOR ----·-~ --·-~,..-.. ""'-'""''"Tr>........-..-,....._,<" .,..,TTC:<L' co..<n-...rr:>:CD f"'t""\1\.TL'Tn.Tm A'l'Tf'I'Xr'-' Ahln C.DAl\T"-ITC.:TJ<'n {)1\JTf..IT(,! ~HFFf
Keymark Enterprises, LLC
6707 Winchester Cric\e, Suite l 02
R"',lriPr C'_nlnr<trlnROl.OI
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
8-4-11
R u s s
PITCH
2.994/12
0-11-8
QTY
2
4-2-5
3r;-
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA90280
OHR
0-0-0
PLYS
1
8-4-11
Tmss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
3-3siO
TT40
1-4-13
T54
213
1/2/2016 7:35:27 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
21.1lbs
~------------4_-2_-_5 ____________ -+ ______________ 4-_2_-5 ____________ ~
4-2-5 8-4-11
Circles indicate fastener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or# 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AJSf) to be installed 011 each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as fo!.lows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: l ,610 lb:;.Al1owable shear per # 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.642 (l-2)
BC: 0.835 (4-5)
Web: 0.921 (2-4)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
6 Pin (WL) l 2 in
4 HRoll (TIJ l 2 in
6 Pin (WL) 2 2 in
4 H Roll (TIJ 2 2 in
6 Pin (WL) 3 2 in
6 Pin (\VL) 3 2 in
4 HRoll (IT) 3 2 in
6 Pin (WL) 4 2 in
6 Pin (WL) 4 2 in
4 H Roll (TIJ 4 2 in
6 Pin (WL) 5 2 in
4 H Roll (TIJ 5 2 in
6 Pin (WL) 6 2 in
4 H Roll (TIJ 6 2 in
6 Pin (WL) 7 2 in
6 Pin (\VL) 7 2 in
4 H Roll (TIJ 7 2 in
6 Pin (\VL) 8 2 in
6 Pin (WL) 8 2 in
4 H Roll (TIJ 8 2 in
6 Pin (WL) 9 2 in
4 H Roll (TIJ 9 2 in
6 Pin (WL) 10 2 in
6 Pin (WL) !0 2 in
4 HRoll (TIJ 10 2 in
6 Pin (WL) ll 2 in
6 Pin (WL) ll 2 in
4 H Roll (IT) ll 2 in
6 Pin (WL) 12 2 in
6 Pin (WL) 12 2 in
4 H Roll (TIJ 12 2 in
6 Pin (WL) 13 2 in
4 H Roll (TIJ l3 2 in
6 Pin (WL) !4 2 in
4 HRoll (TI) 14 2 in
Member Material
Top Chd l-3 20TC20 (50 ksi)
Bot Chd 4-6 20TC20 (50 ksi)
Web l-6 l5C20 (50 ksi)
Web l-5 l5C20 (50 ksi)
Web2-5 l5C20 (50 ksi)
Web2-4 l5Cl8 (50 ksi)
Web3-4 l5C20 (50 ksi)
Reaction
!89 lb;
189 lb;
357 lb;
357 lb;
14810;
2310; H
137 lb;
225 lb;
-20 loo H
234 lb;
189 lb;
!89 lb;
18910;
189 lb;
284 lb;
l8looH
276 lb;
!58 lb;
18 lbs H
!50 lb;
315 lb;
315 lb;
0 lb;
64loo H
-28 lb;
33 lb;
45looH
l4lb;
-206 lb;
l79loo H
-285 lb;
ll4lb;
ll4lb; 273 lb;
273 lb;
Summary
JT BC
CSI
0.642
0.835
0.134
0.730
0.041
0.921
0.053
Max React
357 lb;
357 lb;
Deflection
TL: 0.11 il1
LL: 0.05 in
HorzTL:O.Ol in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calcnlation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location I
Coot
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/883
L/999
MaxP
-803 lb;
767!0;
-337 lb;
755 lb;
130 lb;
-760 lb;
-117!0;
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATlHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETivTEETS THE MINil'v1UM APPLICABLE DESIGN CRITERIA FOR
(loc)
(l-2)
(l-2)
5
Max Uplift
-.10610;
-285 lb;
Allowed
L/240
L/ 360
Max Horiz
17910;
Keymark Enterprises, LLC
6707_Wi~l?hes_::r, Cri?le:.~~!t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140)
R ll 5 S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
8-4-11
PITCH
2.994/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location l
Coot
Coot
Location 2
Automated Load Case W1: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2
Top 0-0-0 8-4-ll
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 8-4-ll
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0-0-0 8-4-ll
Automated Load Case W4: C&C(Suction)
Distnbuted Loads
Member
Top
Top
Location 1
0-0-0
6-3-10
Locatioo 2
6-3-10
8-4-ll
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member Location 1 Location 2
Top 0-0-0 8-4-ll
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Direction
NUp
Direction
NUp
Direction
NUp
NUp
Direction
NDown
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distnbuted Loads
Member Location I
Bot Coot
User-defined Load Case E1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.33 psf
Spread Start Load
Rake 17.92 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 71.36 psf
Rake 71.36 psf
Spread Start Load
Rake 8 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
0-0-0 1
End l.ood Trib Width
16 psf 24 in
6 psf 24 in
End Load TribWidth
25.33 psf 24 in
End Load TribWidth
17.92 psf 24 in
End Load Trib\Vidth
9.29 psf 24 in
End Load Trib Width
71.36 psf 24 in
71.36 psf 24 in
End Load TribWidth
8 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hurricane Prone Region.
Load Combinations
I.oodCombo
Dl
01 +Lrl
Dl +0.6W3
Dl +0.6 W8
Dl +0.6 W9
6 Dl +0.7 El
7 01 +0.45 WJ +0.75 Lrl
8 Dl +0.45 WJ
9 01+0.53El+0.75Lrl
10 0.601 +0.6Wl
II 0.6 Dl +0,6 W2
12 0.6 01 + 0.6 W4
13 0.6 Dl + 0.7 FJO.Ol
14 01 + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial force)
TChd l-2 0.642 -803 lbs 2-3 0.551 -47 lbs
BChd 4-5 0.835 767 lbs (-641 lbs) 5-6 0.259 -l84lbs
Webs l-6 0.134
0.730
-337lbs
755lbs
2-5 0.041 130 lbs (-93 lbs) 3-4 0.053 -117 lbs
l-5 (-450 lbs) 2-4 0.921 -760 lbs
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss Carryine:Offset Ane:le
TT40 T54 Gil l-10-ll 90 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
~~~~~.-..-. ....... ..._, •• ....,_,...,,.,_.,........,.,,,. "':r..o.Y n..rr·ur< ATI:l<:' .-.-,..rrv--ruA-r'T'uu 'T'Drrcc Accr;~.miv cunUJl\I nN TJ.-TT'-! '-!.l.fPPTfv!T:"PT'-! TJ:..fP tvrTNllVIlllVf APPTJ!:ART.E DE.-'.::TGN CRITERIA FOR
Truss:
JobNarne:
Date:
System:
Page:
Report:
SPACING
24in
T54
213
112/2016 7:35:27 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
21.1\bs
Keymark Ente1prises, LLC .<:'""'.., nr;--J..~~•~~ r~:-1., c .. ; • ., 1 (\")
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
8-4-11
Additional Notes:
sws
R U S S
PITCH
2.994/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
T54
213
112/2016 7:35:27 PM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
21.1lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE ~~:fl1laik EnteJ>ris<:_s,LLC
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN PITCH QTY
3-3-8 3/12 2
1-8-1
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3~
3-3-8
3-3-8
OHR
0-0-0
2-5-15
2s
0-6-9
Truss: T55
JobName: 213
Date: 112/2016 7:35:27PM
System: Amcon6.003
Page: 1 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 9.2lbs
Circles indicate fustener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number offusteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI)to be installed on each side of the truss. Where connectioo plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Amcon TS SS #12 fastener as follmvs: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lb5 .. Allowable shear per # 12 SDS (ATSn fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.619 (1-2) 11.: 0.05 in
BC: 0.248 (34) LL: 0.02 in
Web: 0.062 (2-3) Horz 11.: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br Wid Reaction JT BC Max React
4 Pin (TI) I 2 in 74 lbs 140 lbs
3 H Roll (IT) I 2 in 74lbs 140 lbs
4 Pin (TI) 2 2 in 140 lbs
3 HRoll (IT) 2 2 in 140 lbs
4 Pin (TI) 3 2 in 61 lbs
4 Pin (TI) 3 2 in 9lbs H
3 H Roll (IT) 3 2 in 50 lbs
4 Pin (IT) 4 2 in 85 lbs
4 Pin (TI) 4 2 in -Sibs H
3 H Roll (IT) 4 2 in 95 lbs
4 Pin (TI) 5 2 in 74lbs
3 H Roll (IT) 5 2 in 74lbs
4 Pin (TI) 6 2 in 74lbs
3 H Roll (IT) 6 2 in 74lbs
4 Pin (IT) 7 2 in 114lbs
4 Pin (fl) 7 2 in 7lbsH
3 H Roll (IT) 7 2 in 106 lbs
4 Pin (TI) 8 2 in 65 lbs
4 Pin (TI) 8 2 in 7lbsH
3 HRoll (IT) 8 2 in 56 lbs
4 Pin (11) 9 2 in 124lbs
3 H Roll (IT) 9 2 in 124 lbs
4 Pin (TI) 10 2 in 10 lbs
4 Pin (IT) 10 2 in 25 lbs H
3 HRoll (TI) 10 2 in -20 lbs
4 Pin (IT) 11 2 in 20 lbs
4 Pin (IT) 11 2 in 181bsH
3 H Roll (IT) 11 2 in -1 lbs
4 Pin (IT) 12 2 in -63 lbs
4 Pin (IT) 12 2 in 77 lbs H
3 H Roll (IT) 12 2 in -155 lbs
4 Pin (TT) 13 2 in 45 lbs
3 HRoll (TI) 13 2 in 45 lbs
4 Pin (IT) 14 2 in 107 lbs
3 H Roll (IT) 14 2 in 107 lbs
Member Material CSI Bracing
Top Chd 1-2 20TC20 (50 ksi) 0.619 Sheathed
BotChd34 20TC20 (50 ksi) 0.248 Sparse
Webl-4 15C20 (50 ksi) 0.055 Unbraced
Webl-3 15C20 (50 ksi) 0.026 Unbraced
Web2-3 !5C20 (50 ksi) 0.062 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L/
L/744
L/999
-20 lbs
MaxP
46 lbs
-79 lbs
-120 lbs
81 lbs
128 lbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF TillS COMPONENT DESIGN DOCUMENT. NOTE1HAT1HE
DDAUUCCJf"l),.iAT 'IT!t.Tr.!Th.Tl:a:;n•C CTI!J.T Th.Tr'Hf""!J.~(' f"\1\JIVTU!J.T'Tt.lTITDTT('(' !J.('('J<A,fRJV ('Uf).UJhl f"lhlTUT(' ('-.:..IT<'l:;T:t..,ffiRT'<' 'rJ..ITl MlhlTh.ATTh.tf ADDI Tr'!J.IHI<nJ<<;:_Jr:hlrniTPnTil. J<On
(loc) Allowed
(1-2) L/240
(1-2) L/360
I
Max Uplift Max Horiz
·63 lbs 77 lbs
-155 lbs
J<.ey!IJark Ente9'rises,LL(;
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-3-8
Load CaseD 1: Std Dead Load
Distributed Loads
Mcmlxr
Top
Bot
Location I
Coot
Coot
R U S
PITCH
3/12
Location 2
Automated Load Case Wl: MWFRS-Left(Up)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 3-3-8
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 3-3-8
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location t Location 2
Top 0-0-0 3-3-8
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location l Location 2
Top 0-0-0 3-3-8
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2
Top 0-0-0 3-3-8
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
QTY
2
Direction
Down
Down
Direction
NUp
Direction
NUp
Direction
NUp
Direction
NUp
Direction
NDown
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Coot
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Spread
Rake
Spread
Rake
Spread
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL OHR
0-0-0 0-0-0
Start Load End Load
16 psf 16 psf
6 psf 6 psf
Start Load End Load
25.3 psf 25.3 psf
Start Load End Load
17.91 psf 17.91 psf
Start Load End Load
9.29 psf 9.29 psf
Start Load End Load
77.56 psf 77.56 psf
Start Load End Load
8 psf 8 psf
Start Load End Load
10 psf 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
PLYS
1
Trib Width
24 in
24 in
TribWidth
24 in
Trib Width
24 in
Trib Width
24 in
Trib Width
24 in
Trib Width
24 in
Trib Width
24 in
3) This truss has been designed in accordancewithASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roo fReight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hurricane Prone Region.
Load Combinations
LoadComOO
Dl
Dl +Lrl
Dl +0,6 W3
Dl +0.6 W8
Dl +0.6 W9
DI+0.7EI
7 DI+0.45W3+0.75Lrl
8 Dl +0.45 W3
9 Dl+0,53El+0.75Lrl
10 0.6 Dl + 0.6 WI
II 0.6Dl +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl +0.7 EIO.OI
14 Dl + LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000 1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member TO, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.619 -461bs
BChd 3-4 0.248 -79 lbs
Webs l-4 0.055 -120 lbs 1-3
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
IT39 T55 Gil
TT41 T55 Gl2
0.026 81 lbs
Carryine. Offset
0-10-15
0-10-15
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
(-8 lbs) 2-3 0.062
Detail
Angle
90 deg
90 deg
Gusset
1281bs (-120 lbs)
Ga
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T55
213
1/2/2016 7:35:28 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
9.2lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 " of each panel point.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTiffi
Vf.'OJ<P~<:.:TnNAT FNGTNFPR'S SF.Al.TNnlf:ATP~"' ONIYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS TilE MTNfMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
h7fl7 Wi.,l'hP~tPr rril'IP. ~ •'t I
SWS Panel & Truss Truss:
4231 Liberty Blvd. JobName:
GS Build® System South Gate CA 90280 Date:
GSTruss® System:
Version: 5.008.2 [Build 140] Page:
Report:
u s s
SPAN PITCH QTY OHL OHR PLYS SPACING
3-3-8 3/12 2 0-0-0 0-0-0 I 24 in
The end of every chord segment shaH be bmced laterally perpendicular to the plane of the truss. Lateral bmces shall be installed within 6 " ofthe end of each chord segment.
ALL GENERAL NOTES OF TillS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PAR TOF THIS COMPONENT DESIGN DOCUMENT. NOTE THATlBE
nnr.:cuccr~>.-..._r" r 1::"'-l~C.Th.TDI:m•C" C'TIA I n.rn.rr AT't:(' AhlTV'Tll A T'TI.l"l< TDT !<;.'<;.' Jl.('('l<MJUV <;:J..J{)Whl liN TJ-HI.:; ~J..:fFFTMPPT.'=.! THP "MINTMTTM" APPT Jr. ART .F. nR'=:JGN C:RlTFRJA FOR
T55
213
112/2016 7:35:28 PM
Amcon6.003
3 of3
Eng Plot
WGT/PLY
9.2lbs
OS Build® System
OS Truss®
Version: 5.008.2 [Build 140]
SPAN
21-4-13
1-9-0
1-9-0
1-0-0
1s
0-0000-0
-6-
sws
T R ll S S
PITCH
3/12
1-9-0
3-6-0
QTY
2
3-6-0
7-0-0
3~
3-0-0 3-6-0
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
3-6-0
10-6-0
3-6-0
South Gate CA 90280
OHR
0-0-0
3-6-0
14-0-0
3-6-0
4-6-0
6s
1-11-0
PLYS
1
3-8-6
17-8-6
3-8-6
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24 in
3-8-6
21-4-13
-~3
2 12 3-8-6
T56
213
1/2/2016 7:35:28 PM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
6l.llbs
2-7-13
8s
0-8-3
-6-3-6-0 7-0-0 10-6-0 14-0-0 17-8-6 21-4-13
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (A lSI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISl) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Ameen TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowable shear per # 12 SDS (ATSI) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI
TC: 0.746 (3-4)
BC: 0.928 (12-13)
Web: 0.957 (5-ll)
TC Continuously Braced
BC Bracing Sparse
Reactions
JT T e LC BC Br Wid
16 Pin (WL) 6 in
9 H Roll (1T) 2 in
16 Pin (WL) 6 in
9 HRoll (1T) 2 in
16 Pin (\VL) 6 in
16 Pin (WL) 6 in
9 H Roll (1T) 2 in
16 Pin (WL) 6 in
16 Pin (WL) 6 in
9 H Roll (1T) 2 in
16 Pin (WL) 6 in
16 Pin (WL) 6 in
9 H Roll (1T) 2 in
16 Pin (WL) 6 in
9 HRoll (1T) 2 in
16 Pin (WL) 6 in
16 Pin (WL) 6 in
9 H Roll (TI) 7 2 in
16 Pin (WL) 8 6 in
16 Pin (\Vq 8 6 in
9 HRoll (1T) 8 2 in
16 Pin (WL) 9 6 in
9 H Roll (1T) 9 2 in
16 Pin (WL) 10 6 in
16 Pin (WL) 10 6 in
9 HRoll (1T) 10 2 in
16 Pin (WL) ll 6 in
16 Pin (WL) ll 6 in
9 H Roll (1T) ll 2 in
16 Pin (WL) 12 6 in
16 Pin (WL) 12 6 in
9 H Roll (1T) 12 2 in
16 Pin (WL) 13 6 in
9 H Roll (IT) lJ 2 in
16 Pin (WL) 14 6 in
9 H Roll (1T) 14 2 in
Member Material
Top Chd 1-Q 20TC20 (50 ksi)
Top Chd 6-8 20TC20 (50 ksi)
Bot Chd 9-ll 20TCl8 (50 ksi)
BotChd ll-15 20TCl8 (50 ksi)
BotChd 15-16 20TCl8 (50 ksi)
Webl-16 l5C20 (50 ksi)
Webl-15 l5C20 (50 ksi)
Wcb2-15 l5C20 (50 ksi)
Wcb2-14 l5C20 (50 ksi)
Web3-14 l5C20 (50 ksi)
Web3-l3 l5C20 (50 ksi)
Web4-l3 l5C20 (50 ksi)
Web4-l2 l5C20 (50 ksi)
Web5-12 l5C20 (50 ksi)
Web 5-1! l5C20 (50 ksi)
Web6-ll l5C20 (50 ksi)
Web7-ll l5C20 (50 ksi)
Web7-10 l5C20 (50 ksi)
Web8-JO l5Cl8 (50 ksi)
Web8-9 l5C20 (50 ks0
Summary
Reaction JT BC
483 lbs 16
483 lbs 9
911 lbs
9lllbs
365 lbs
l8lbs H
362 lbs
569 lbs
-53lbs H
531 lbs
498 lbs
18 lbs H
539 lbs
483 lbs
483 lbs
715 lbs
l4lbs H
713 Lbs
394 lbs
l4lbsH
392 lbs
804 lbs
804 lbs
-l8lbs
49 lbs H
13 lbs
49 lbs
39lbs H
5 lbs
-457 lbs
150 lbs H
-488 lbs
290 lbs
290 lbs
697 lbs
697 lbs
CSI
0.746
0.671
0.607
0.928
0.018
0.362
0.295
0.714
0.313
0.210
0.256
0.077
0.255
0.068
0.957
0.270
0.340
0.424
0.803
0.476
Deflection
TL: 0.3 in
LL:0.13in
HorzTL:O.l2 in
Max React
911 lbs
911 lbs
Bracing
Sheathed
Sheathed
Sparse
Sparse
Sparse
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraced
Unbraccd
Unbraced
L/
L/825
L/999
MaxP
-2,685 lbs
-1,897 lbs
1,790 lbs
2,608 lbs
-131 lbs
-907 lbs
932 lbs
-l,466lbs
990 lbs
-494lbs
503 lbs
-lS7lbs
-191 lbs
2l41bs
-663 lbs
699 lbs
499 lbs
<i86lbs
l,436lbs
-900 lbs
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(4-5) L/240
(4-5) L/360
9
Max: Uplift Max Horiz
-457lbs ISO lbs
-488 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws u s s
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
21-4-13
PITCH
3/12
QTY
2
OHL
0-0-0
OHR
0-0-0
PLYS
I
NOIE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top Coot Down Pnj 20 psf 20 psf 24 in
Bot Cont Down Proj 0 psf 0 psf 24 in
Load CaseD I: Std Dead Load
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top Cont Down Rake 16 psf 16 psf 24 in
Bot Cont Down Rake 6 psf 6 psf 24 in
Automated Load Case Wl: MWFRS-Left(Up)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Top 0-0-0 14-0-0 NUp Rake 25.3 psf 25.3 psf 24 in
Top 14-0-0 214-13 NUp Rake 17.91 psf 17.91 psf 24 in
Webl-16 Cont Right Rake 14.56 psf 14.56 psf 24 in
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribWidth
Top 0-0-0 14-0-0 NUp Rake 17.91 psf 17.91 psf 24 in
Top 14-0-0 214-13 NUp Rake 25.31 psf 25.31 psf 24 in
Webl-16 Cont Loft Rake 16.88psf 16.88psf 24 in
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location l Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0-0 14-0-0 NUp Rake 9.29 psf 9.29 psf 24 in
Top 14-0-0 214-13 NUp Rake 9.29 psf 9.29 psf 24 in
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width
Top 0-0-0 6-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 6-3-10 7-8-6 NUp Rake 38.5 psf 38.5 psf 24 in
Top 7-8-6 14-0-0 NUp Rake 60.82 psf 60.82 psf 24 in
Top 14-0-0 20-3-10 NUp Rake 60.82 psf 60.82 psf 24 in
Top 20-3-10 214-13 NUp Rake 60.82 psf 60.82 psf 24 in
Web1-16 Cont Loft Rake 32.42 psf 32.42 psf 24 in
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location 1 Location 2 Direction Spread Start Load End Load TribW!dth
Top 0-0-0 14-0-0 NDown Rake 8 psf 8 psf 24 in
Webl-16 Cont Right Rake 16 psf 16 psf 24 in
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member Location I Location 2 Direction Spread Start Load End Load TribWidth
Top 14-0-0 214-13 NDown Rake 8 psf 8 psf 24 in
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location I Location 2 Direction Spread Start Load Etld Load Trib \Vidth
Bot Cont Down Proj 10 psf 10 psf 24 in
User-defined Load Case El: Seismic
No loads were defined for !his load case_
I) This truss has been designed in accordance with lBC-2012.
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
3) This truss has been designed in accordance withASCE7 -I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43ft, Overall Building Dimensions ofl40 ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss_ This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
II
12
Load ComOO
01
Dl +Lrl
Dl +0,6 W3
Dl +0.6W8
Dl +0.6 W9
01 +0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 01 +0.6 WI
0.6 01 + 0.6 W2
0.6 01 + 0.6 W4
13 0.6 01 +0.7 E/0.01
14 01 + LIO*
Member Forces Summary
TChd l-2 0.445 -283 lbs
2-3 0.569 -2,154lbs
BChd 9-10 0.149 12 lbs
10-11 0.607 1,373 lbs
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Table indicates: Member 10, max CST, max axial force, (max compr. force if different from max axial furce)
34 0.746 -2,685 lbs 5-6 0.582 -I ,895 lbs 7-8
4-5 0.668 -2,503 lbs 6-7 0.620 -1,897 lbs
(-61bs) 11-12 0.862 2,4231bs (-1,276 lbs) 13-14 0.788 2,1151bs (-1,1861bs) 15-16
(-7241bs) 12-13 0.928 2,608lbs (-1,3841bs) 14-15 0.508 1,2591bs (-7741bs)
0.671
0.018
ALL GENERAL NOTES OF lHIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTElHATlHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-I ,402 lbs
-131 lbs
Truss: T56
JobName: 213
Date: 112/2016 7:35:28PM
System: Amcon6.003
Pa.ge: 2of3
Report: Eng Plot
SPACING WGT/PLY
24in 6l.llbs
Keymark Enteiprises, LLC
6707 Winchester Cricle, Suite 102
OS Build® System
OS Truss®
Version: 5.008.2 [Build 140]
R U S S
We
SPAN
214-13
PITCH
3/12
Truss-to-truss Connections Summary
TO Carried Truss Carrying Truss
1T41 T56 G12
QTY
2
Carrying Offset
1-10-11
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
Angle
270 deg
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
Detail Gusset Ga
PLYS
I
Truss: T56
Job Name: 213
Date: 1/2/2016 7:35:28 PM
Sys1tem: Amcon6.003
Page: 3of3
Report: Eng Plot
SPACING WGT/PLY
24in 61.1lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6" of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF lHIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON lHIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707_Wl?~hes!_er. Cd~le_,_~~~t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-1-6
sws
R U S S
PITCH
2.976/12
QTY
1
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
2-0-11 r----2-4-10
3112 2s 1s
0-0-0
1-3-14 2-9-8
1-3-14 4-1-6
PLYS
1
2-4-10
3s
61 4s
0-0-0
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T57
213
112/2016 7:35:28 PM
Amcon6.003
I of3
Eng Plot
WGT/PLY
13.7lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (AIST) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: 1 ,610 lb5.Allowable shear per # 12 SDS (A lSI) fastener is
calculated per the NASPEC 2007 Wfll-1 SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.319 (2-3) TL: 0.03 in
BC: 0.087 (4-5) LL: 0.01 in
Web: 0.111 (3-5) HorzTL: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Bre: Wid Reaction JT BC Max React
6 Pin (I1) 1 1 2 in 92 1bs 6 1 1741bs
4 H Roll (TTl 1 1 2 in 91 1bs 4 1 173 1bs
6 Pin (I1) 2 1 2 in 1741bs
4 H Roll (TTl 2 1 2 in 173 1bs
6 Pin (TT) 3 1 2 in 81 1bs
6 Pin (IT) 3 1 2 in 41bs H
4 H Roll (TTl 3 1 2 in 87 1bs
6 Pin (TT) 4 1 2 in 101 1bs
6 Pin (TT) 4 1 2 in -31bsH
4 H Roll (TTl 4 1 2 in 94 1bs
6 Pin (TT) 5 1 2 in 92 1bs
4 H Roll (TTl s 1 2 in 91 1bs
6 Pin (TT) 6 1 2 in 92 1bs
4 HRol1 (TTl 6 1 2 in 91 1bs
6 Pin (IT) 7 1 2 in 145 1bs
6 Pin (IT) 7 1 2 in 31bsH
4 H Roll (TTl 7 1 2 in 149 1bs
6 Pin (IT) 8 2 in 84 lbs
6 Pin (IT) 8 2 in 3 1bs H
4 H Roll (Tl) 8 2 in 88 lbs
6 Pin (TI) 9 2 in 153 1bs
4 H Roll (TTl 9 2 in 152 1bs
6 Pin (TT) 10 2 in -8 1bs
6 Pin (TT) 10 2 in 10 1bs H
4 H Roll (Tl) 10 2 in -23 1bs
6 Pin (Tl) 11 2 in 11bs
6 Pin (TT) 11 2 in 71bs H
4 H Roll (TTl 11 2 in ~20 lbs
6 Pin (IT) 12 2 in -127 1bs
6 Pin (TT) 12 2 in 31 1bs H
4 HRol1(TI) 12 2 in -165 1bs
6 Pin (IT) 13 2 in 55 1bs
4 H Roll (TTl 13 2 in 54 1bs
6 Pin (IT) 14 2 in 133 1bs
4 HRol1 (TTl 14 2 in 132 1bs
Member Material CSI Bracing
Top Chd 1-2 20TC20 (50 ksi) 0,099 Sheathed
Top Chd 2-3 20TC20 (50 ksi) 0.319 Sheathed
BotChd 4-6 20TC20 (50 ks0 0.087 Sparse
Webt-6 15C20 (50 ksi) 0.094 Unbraced
Web 1~5 15C20 (50 ksi) 0.051 Unbraced
Web2~5 15C20 (50 ksi) 0.098 Unbraced
WebJ-5 15C20 (50 ksi) 0.1ll U11braced
Web34 l5C20 (50 ksi) 0.102 Unbraced
NOIE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Directioo
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/999
L/999
MaxP
-70 1bs
681bs
-681bs
-171 1bs
136 1bs
158 1bs
-92 1bs
171 1bs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(2-3) L/240
(2-3) Ll 360
2
Max Uplift Max Horiz
-127 1bs 31 1bs
-165 1bs
Keymark Enterprises, LLC
6707~Wi~~hes~r. Cri~~e,:~.!'!t; 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
4-1-6
PITCH
2.976/12
QTY
1
OHL
0-0-0
OHR PLYS
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Coot
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distnbuted Loads
Memter
Top
Top
Location I
0-0-0
l-3-14
Location 2
l-3-14
4-l-!;
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Memlx:r
Top
Top
Location l
0-0-0
l-3-14
Location 2
l-3-14
4-l-!;
Automated Load Case W3: MWFRS-(Max Dn)
Distnbuted Loads
Member Location I Location 2
Top 0-0-0 l-3-14
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Top
Location 1
0-0-0
l-3-14
Location 2
l-3-14
4-l-!;
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member Location I Location 2
Top 0-0-0 l-3-14
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
NUp
Direction
NUp
NUp
Direction
NUp
Direction
NUp
NUp
Direction
NDown
Automated Load Case Ll 0*: UBC 1 Olb Live Load on Bottom Cbord
Distnbuted Loads
Member Location I
Bot Coot
User-defined Load Case E1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IDC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 25.42 psf
Rake 29.83 psf
Spread Start Load
Rake 17.93 psf
Rake 29.83 psf
Spread Start Load
Rake 9.29 psf
Spread Start Load
Rake 77.56 psf
Rake 83.14 psf
Spread Start Load
Rake 8 psf
Spread Start Load
Proj 10 psf
2)This truss has been designed for the effects due to 10 psfbottomchord live load plus dead loads.
0-0-0 1
End Load Trib Width
16 psf 24 in
6 psf 24 in
End Load TribWtdth
25.42 psf 24 in
29.83 psf 24 in
End Load Trib Width
17.93 psf 24 in
29.83 psf 24 in
End Load TribWidth
9.29 psf 24 in
End Load TribWidth
77.56 psf 24 in
83.14 psf 24 in
End Load Trib Width
8 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7 - I 0, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roof Height 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has not been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not
in a Hurricane Prone Region.
Load Combinations
7
8
9
10
ll
12
Load Combo
Dl
Dl +Lrl
Dl +0.6 W3
01 +0.6 W8
Dl +0.6W9
Dl +0.7 El
Dl +0.45 W3 +0.75 Lrl
Dl +0.45 W3
01 +0.53 El +0.75 Lrl
0.6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 01 + 0.6 W4
13 0.6 Dl +0.7 E/0,01
14 Dl +LIO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member TO, max CST, max axial force, (max compr. force if different from max axial force)
TChd l-2 0.094 -70 lbs 2-3 0.319 68 lbs (-!;4 lbs)
BChd 4-5 0.087 0 lbs
Webs 1-6
l-5
0.094
0.051
-171 lbs
l36lbs
5-!;
2-5
(-78 lbs) 3-5
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT59 T57 Gl8
TT6l T57 Gl9
0.054
0,098
O.lll
-31 lbs
158 lbs
-92 lbs
Carrying Offset
6-J.O
6-3-!;
GUSSET PLATES
Joint Detail Gusset Ga Joint
(-150 lbs) 34 0.102
Detail
Ane:le
90 deg
90 deg:
Gusset
171 lbs (-156 lbs)
Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTIIE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS TilE MIN1MU1vf APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPAC'ING
24 in
T57
213
1/2/2016 7:35:28 PM
Amcon6.003
2of3
Eng Plot
WGT/PLY
13.7lbs
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-1-6
Additional Notes:
sws
T R u s s
PITCH
2.976/12
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
QTY OHL OHR
1 0-0-0 0-0-0
Truss: T57
JobName: 213
Date: 112/2016 7:35:28PM
System: Amcon6.003
Page: 3of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 13.7lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
pe!pendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF TillS DRAWING PACKAGE SHALL BE CONSIDERED AS AN IN'TEGRAL PART OF TillS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON TillS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enle!prises, LLC
6707 Winchester Cricle, Suite I 02 -.. ~. •-'"'""'
SWS Panel & Truss Truss: T58
4231 Liberty Blvd. JobName: 213
GS Build® System South Gate CA 90280 Date: 116/2016 9:11:47AM
GSTruss® System: Amcon6.003
Version: 5.008.2 [Build 140] Page: 1 of2 sws Report: Eng Plot
R u s s
SPAN PITCH QTY OHL OHR PLYS SPACING WGT/PLY
1-11-2 4.995112 4 0-0-0 0-0-0 I 24in 5.6lbs
0-10-0 1-7-10
5~ 2s
0-0-0 0-0-0
1-11-2
1-11-2
Circles indicate fustener count in webs. Squares indicate fustener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (ATSI) fusteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called ou1 on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fustcner as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: l, 138 lbs; 68 mils: I ,610 lbs.AHowab!e shear per # 12 SDS (AIST) fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT #2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
4 Pin (WL) I
3 H Roll (IT) I
4 Pin (WL) 2
3 H Roll (IT) 2
4 Pin (WL) 3
4 Pin (WL) 3
3 HRoll (IT) 3
4 Pin (WL) 4
4 Pin (WL) 4
3 H Roll (IT) 4
4 Pin (WL) 5
3 H Roll (IT) 5
4 Pin (WL) 6
3 H Roll (IT) 6
4 Pin (WL) 7
4 Pin (WL) 7
3 H Roll (IT) 7
4 Pin (\VL) 8 4 Pin(WL) 8
3 HRoll (IT) 8
4 Pin (WL) 9
3 H Roll (IT) 9
4 Pin (\VL) 10
3 HRoll (IT) 10
4 Pin (\VL) II
4 Pin (WL) II
3 H Roll (IT) II
4 Pin (\VL) 12
4 Pin (WL) 12
3 H Roll (IT) 12
4 Pin (\VL) 13
3 H Roll (IT) 13
4 Pin (WL) 14
3 H Roll (IT) 14
Member Material
Top Chd 1-2 20TC20 (50 ksi)
BotChd 34 20TC20 (50 ksi)
Webl4 15C20 (50 ksi)
Webl-3 15C20 (50 ksi)
Web2-3 15C20 (50 ksi)
CSI
TC: 0.110 (1-2)
BC: 0.042 (34)
Web: 0.035 (14)
TC Continuously Braced
BC Bracing Sparse
Brg Wid
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
Reaction
45 lbs
45 lbs
84lbs
84lbs
42 lbs
4lbsH
38 lbs
47lbs
-24 lbs H
62lbs
45 lbs
45 lbs
45 lbs
45lbs
72lbs
3lbs H
68lbs
43 lbs
3lbs H
40 lbs
74lbs
74lbs
15 lbs
3 lbs
19 lbs
35 lbs H
-9 lbs
-10 lbs
ll9lbsH
-ll5lbs
27 lbs
27 lbs
64 lbs
64 lbs
Summary
JT BC
CSI
0.110
0.042
0.035
0.034
0.032
Max React
84lbs
84lbs
Deflection
TL: 0.01 in
LL: 0 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE : Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location l
Coot
Coot
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Coot
Location 2 Direction Spread
Down Proj
Down Proj
Location 2 Direction Spread
Down Rake
Down Rake
Start Load End Load
20 psf 20 psf
0 psf 0 psf
Start Load End Load
16 psf 16 psf
6 sf 6 sf
L/
L/999
L/999
-9lbs
MaxP
44lbs
-97lbs
-72lbs
l07lbs
79lbs
Trib Width
24 in
24 in
Trib Width
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-115 lbs
(loG) Allowed
(l-2) L/240
(l-2) L/360
l
Max Uplift Max Horiz
-10 lbs 119 lbs
-ll5lbs
Keymark Entetprises, LLC
6707 Winchester Cricle. Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
R ll S S
SPAN
1-11-2
PITCH
4.995/12
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Meml:x:r Location l Location 2
Top 0-0-0 1-11-2
Web1-4 Cont
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 1-11-2
Web 1-4 Cont
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location l Location 2
Top 0-0-0 1-11-2
Automated Load Case W4: C&C{Suction)
Distnbuted Loads
Member Location I Location 2
Top 0-0-0 1-11-2
Webl-4 Cont
Automated Load Case W8: MWFRS-Left(Min)
Distnbuted Loads
Member Location 1 Location 2
Top 0-0-0 1-11-2
Webl-4 Cont
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
QTY
4
Automated Load Case L1 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Cont
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Proj
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Start Load
15.42 psf
14.56 psf
Start Load
19.25 psf
16.88 psf
Start Load
4.21 psf
Start Load
77.56 psf
44.08 psf
Start Load
8 psf
16 psf
Start Load
10 psf
OHR
0-0-0
End Load
15.42 psf
14.56 psf
End Load
19.25 psf
16.88psf
End Load
4.21 psf
End Load
77.56 psf
44.08 psf
End Load
8 psf
16 psf
End Load
10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
PLYS
I
TribWidth
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
3) This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean Roo fReight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
9
10
II
12
Load Combo
Dl
Dl +Lrl
01 +0.6 W3
D1 +0.6 W8
01 +0.6 W9
D1 +0.7 El
Dl + 0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0,6 Dl + 0.6 WI
0.6 Dl + 0.6 W2
0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl + LlO*
Factor
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member TO, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.110 -441bs
BChd 3-4 0.042 -97 lbs
Webs 14 0.035 -72 1bs 1-3
Truss-to-truss Connections Summary
TO Carried Truss Carrying Truss
TI96 T58 G22
TI98 T58 G23
0.034 107 lbs
Carryine:Offset
2-10-4
2-10-4
GUSSET PLATES
Joint Detail Gusset Ga Joint
Additional Notes:
(-17 lbs) 2-3 0.032
Detail
Angle
45 deg
45 deg
Gusset
79 lbs (-72 lbs)
Ga
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T58
213
1/6/2016 9:11:47AM
Amcon6.003
2of2
Eng Plot
WGT/PLY
5.6lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane of the truss and placed within 6 "of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL I'ARTOF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
~~..-..~"""y.--..u~y "~"''-"""'n:rr.nn•co CDAT n.:rn.rrA~Q f"lhliVTI-:rATTI-IP TRTTSS ASS.Ffvm.IY SHOWN ON THTS SHEETMEETS THE "MJNTMUivf APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
2-5-6
R l! S S
PITCH
5.004/12
QTY
4
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
OHR
0-0-0
0-10-0 1-10-4
5~ 2s
0-0-0 0-0-0
2-5-6
2-5-6
Truss: T59
JobName: 213
Date: 1/6/2016 9:11:47AM
System: Amcon6.003
Page: 1 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
1 24in 6.9lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or# 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (AISI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mits: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: 1,610 ll>5 .. Atlowabte shear per #12 SDS (AISI) fastener is
calculated per the NASPEC 2007 Wm-J SUPPLEMENT #2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT T e LC BC
4 Pin (WL) l l
3 HRoll (TI) l l
4 Pin (WL) 2 l
3 HRoll (TI) 2 l
4 Pin (WL) 3 l
4 Pin (WL) 3 l
3 HRoll (TI) 3 l
4 Pin (WL) 4 l
4 Pin (WL) 4 l
3 H Roll (TI) 4 l
4 Pin (WL) 5 l
3 HRoll (IT) 5 l
4 Pin (WL) 6 l
3 HRoll (TI) 6 l
4 Pin (VIL) 7 l
4 Pin (WL) 7 l
3 H Roll (TI) 7 l 4 Pin (WL) 8 4 Pin(WL) 8
3 HRoll (IT) 8 4 Pin (WL) 9 3 H Roll (TI) 9
4 Pin (WL) 10
4 Pin (WL) 10
3 H Roll (TI) 10
4 Pin (WL) ll
4 Pin (WL) ll
3 H Roll (TI) ll
4 Pin (WL) 12
4 Pin (WL) 12
3 H Roll (TI) 12
4 Pin (WL) 13
3 H Roll (TI) 13
4 Pin (V/L) 14
3 H Roll (TI) 14
Member Material
Top Chd l-2 20TC20 (50 ksi)
Bot Chd 3-4 20TC20 (50 ksi)
Webl4 l5C20 (50 ksi)
Webl-3 l5C20 (50 ksi)
Web2-3 l5C20 (50 ksi)
CSI
TC: 0.234 (l-2)
BC: 0.083 (3-4)
Web: 0.045 (2-3)
TC Continuously Braced
BC Bracing Sparse
BrQ: Wid
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in 6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
Reaction
57 lbs
57 lbs
l06lbs
106 lbs
54lbs
5lbsH
48 lbs
62 lbs
-26lbs H
76 lbs
57 lbs
57 lbs
57 lbs
57lbs
91 lbs
4 lbs H
87 lbs
54lbs 4lbs H
51 lbs
94lbs 94 lbs
19 lbs
4lbs H
4lbs
20 lbs
40 lbs H
-8 lbs
-25 lbs
139 lbs H
-134 lbs
34 lbs
34lbs
82lbs
82 lbs
Summary
JT BC
CSI
0.234
0.083
0.040
0.039
0.045
Max React
106 lbs
l06lbs
Deflection
TL: 0.01 in
LL: 0.01 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOIE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distnbuted Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
L!
L/999
L/999
MaxP
-58 lbs
-117 lbs
-91 lbs
l24lbs
103 lbs
Trib Width
24 in
24 in
ALL GENERAL NOTES OF 1HIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
voni<l:;''=.'=.TI'INll.T J<Nr.TNPFR'.<;;. .<;;.FAT mmr.ATFS ONIYTHATTHE 1RUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc)
(l-2)
(l-2)
l
Max Uplift
.. 25 lbs
-134lbs
Allowed
L/240
L/360
Max Horiz
139 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
2-5-6
PITCH
5.004/12
QTY
4
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Coot
Coot
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0-0
Cont
Location 2
2-5-D
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-4
Location l
0-0-0
Cont
Location 2
2-5-D
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location 1 Location 2
Top 0-0-0 2-5-D
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Web l-4
Location l
0-0-0
Coot
Location 2
2-5-D
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0-0
Coot
Location 2
2-5-D
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Chord
Distributed Loads
Member Location 1
Bot Coot
User-defined Load Case E I: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I) This truss has been designed in accordance with IBC-2012.
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 15.4 psf
Rake 14.56 psf
Spread Start Load
Rake 19.25 psf
Rake 16.88 psf
Spread Start Load
Rake 4.17 psf
Spread Start Load
Rake 77.56 psf
Rake 44.08 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
0-0-0 I
End Load TribWidth
16 psf 24 in
6 psf 24 in
End Load Trib Width
15.4 psf 24 in
14.56 psf 24 in
End Load Trib Width
19.25 psf 24 in
16.88 psf 24 in
End Load Trib Width
4.17 psf 24 in
End Load Trib Width
77.56 psf 24 in
44.08 psf 24 in
End Load Trib Width
8 psf 24 in
16 psf 24 in
End Load TribWidth
10 psf 24 in
3) This truss has been designed in accordance withASCE7 - I 0, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
5
6
7
8
9
10
Load Combo
Dl
Dl +Lrl
Dl +0.6W3
Dl +0.6W8
Dl +0.6 W9
Dl +0.7E1
Dl +0.45 W3 + 0.75 Lrl
Dl +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 Dl + 0.6 Wl
11 0.601 +0.6W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 Dl + LIO*
Factor
1.000
1,000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial furce)
TChd 1-2 0.234 -58 lbs
BChd 3-4 0.083 -117 lbs
Webs 14 0.040 -91 lbs 1-3
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
TT97 T59 G22
TT99 T59 G23
0.039 1241bs
Carrying Offset
3-7-2
3-7-2
GUSSET PLATES
Joint Detail Gusset Ga Joint
(-19 lbs) 2-3
Angle
225 deg
225 deg
0.045
Detail Gusset
103 lbs (-91 lbs)
Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE lVllN1MUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
Sys1tem:
Page:
Report:
SPACING
24in
T59
213
116/2016 9:11:47 AM
Arncon 6.003
2of3
Eng Plot
WGT/PLY
6.91bs
Keymark Enterprises, LLC
6707 Winches~er_ Cricle~ ~~~t~ l 02
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
2-5-6
Additional Notes:
sws
T R U S S
PITCH
5.004/12
QTY
4
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
I
Truss: T59
JobName: 213
Date: 1/6/2016 9:11:47 AM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 6.9lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plane ofthe truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONb'NT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02
GS Build® System
OS Truss®
Version: 5.008.2 [Build 140]
SPAN
3-11-1
PITCH
5.004/12
5
QTY
2
0-10-0
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
3-11-1
5~
3-11-1
3-11-1
OHR
0-0-0
2-5-10
2s
0-0-0
PLYS
1
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
T60
213
116/2016 9:11:47 AM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
11.4lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS # 12 or # 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Amcon TS SS #12 to be installed on one side of the truss. (b) indicates the number of#l2 SDS (AISDto be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: I ,610 lb!;.Allowable shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 wrrn SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. "Maintain fustener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.793 (l-2) TL: 0.04 in
BC: 0.484 (3-4) LL: 0.02 in
Web: 0.096 (2-3) Horz 1L: 0 in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Bre:Wid Reaction 1T BC Max React
4 }lin (WL) 6 in 92 lbs 170 !bs
3 H Roll (Tf) 2 in 92 lbs !70 lbs
4 Pin (WL) 6 in 170 lbs
3 H Roll (Tf) 2 in 170 lbs
4 Pin (WL) 6 in 85 lbs
4 Pin (WL) 6 in 8 lbs H
3 H Roll (Tf) 2 in 79 lbs
4 Pin (WL) 6 in 103 lbs
4 Pin (WL) 6 in -32 lbs H
3 H Roll (Tf) 2 in !!8lbs
4 Pin (WL) 6 in 92 lbs
3 H Roll (Tf) 2 in 92 lbs
4 Pin (WL) 6 in 92lbs
3 H Roll (Tf) 2 in 92lbs
4 Pin (WL) 6 in !45 lbs
4 Pin (WL) 6 in 6!bs H
3 H Roll (Tf) 2 in 141 lbs
4 Pin (WL) 8 6 in 86 lbs
4 Pin (WL) 8 6 in 6lbs H
3 H Roll (Tf) 8 2 in 82 1bs
4 Pin (WL) 9 6 in !50 lbs
3 H Roll (Tf) 9 2 in !50 lbs
4 Pin (WL) 10 6 in 29 1bs
4 Pin(WL) 10 6 in !6lbs H
3 H Roll (Tf) !0 2 in 9 lbs
4 Pin (WL) II 6 in 25 lbs
4 Pin (WL) II 6 in 55 lbs H
3 H Roll (Tf) II 2 in -6lbs
4 Pin (WL) 12 6 in -66 lbs
4 Pin (WL) 12 6 in 196lbs H
3 H Roll (Tf) 12 2 in -189 lbs
4 Pin (WL) !3 6 in 55 lbs
3 H Rnll (Tf) !3 2 in 55lbs
4 Pin (WL) 14 6 in !3!lbs
3 HRoll (Tf) 14 2 in 131 lbs
Member Material CSI Bracin~
Top Chd 1-2 30TC20 (50 ksi) 0.793 Sheathed
Bot Chd 3-4 20TC20 (50 ksi) 0.484 Sparse
Webl4 15C20 (50 ksi) 0.058 Unbraced
Web 1M3 !5C20 (50 ksi) 0.056 Unbraced
Web2-3 !5C20 (50 ksi) 0.096 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lrl: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
swead
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/953
L/999
-6lbs
MaxP
-94 lbs
-174lbs
-!46!bs
178 lbs
!68 lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE IvfiNII\IfiJM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(!-2) L/240
(l-2) L/360
1
MaKUE;lift Max Horiz
<i6 lbs !96!bs
-189 lbs
Keymark Enterprises, LLC
6707_Wi~l~hes:_er. Cri~le!~~~t~ 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
3-11-1
PITCH
5.004/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0.()
Cont
Location 2
3-11-1
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Webl-4
Location 1
0.().()
Cont
Location 2
3-11-1
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member Location I Location 2
Top 0.().() 3-11-1
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top
Webl-4
Location 1
0.().()
Cont
Location 2
3-11-1
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-4
Location 1
0-0.Q
Cont
Location 2
3-11-1
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case Ll 0*: UBC I Olb Live Load on Bottom Cbord
Distributed Loads
Member
Bot
Location I
Cont
User-defined Load Case El: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
I} This truss has been designed in accordance with IBC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Proj
Start Load
16 psf
6 psf
Start Load
15.4 psf
14.56 psf
Start Load
19.25 psf
16.88 psf
Start Load
4.17 psf
Start Load
77.56 psf
44.08 psf
Start Load
8 psf
16 psf
Start Load
10 psf
2]1 This truss has been designed for the effects due to I 0 psfbottom chord live load plus dead loads.
0-0-0
End Load
16 psf
6 psf
End Load
15.4 psf
14.56 psf
End Load
19.25 psf
16.88 psf
End Load
4.17 psf
End Load
77.56 psf
44.08 psf
End Load
8 psf
16 psf
End Load
10 psf
Trib Width
24 in
24 in
TribWidth
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
TribWtdth
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
I
3)> This truss has been designed in accordance withASCE7-10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category ll, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ft The left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
Load Combo
01
Dl +Lrl
Dl +0.6 W3
Dl +0.6 W8
Dl +0.6 W9
Dl +0.7 El
01 +0.45 W3 +0.75 Lrl
01 +0.45 W3
Dl +0.53 El +0.75 Lrl
0.6 01 + 0.6 WI
II 0.6 Dl +0.6 W2
12 0.6 Dl + 0.6 W4
13 0.6 Dl + 0.7 E/0.01
14 DI+LIO*
Factor
1.000
1.000
1.000 1.000
1.000
1.000
1.000 1.000
1.000 1.000
1.000
1.000
1.000
1.000
lVIember Forces Summary Table indicates: Member TO, max CST, max axial fOrce, (max compr. force if different from max axial force)
TChd 1-2 0.793 -941bs
BChd 3-4 0.484 -174 lbs
Webs 1-4 O.OS8 -146 lbs 1-3 0.056 178 lbs (-24 lbs) 2-3 0.096 168 lbs (-146 lbs)
Truss-to-truss Connections Summary
TO Carried Truss Carryine Truss Carrying Offset Angle
TTl 00 T60 G23 5-8-5 45 deg
GUSSET PLATES
Joint Detail Gusset Ga Joint Detail Gusset Ga
ALIL GENERAL NOTES OF THIS ORA WlNG PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSENIBLY SHOWN ON TillS SHEETMEETS THE l\1INIMUM APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T60
213
1/6/2016 9:11:48AM
Amcon6.003
2of3
Eng Plot
WGT/PLY
11.4lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
3-11-1
Additional Notes:
R U S S
PITCH
5.004/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Tmss: T60
JobNarne: 213
Date: 116/2016 9:11:48AM
System: Amcon6.003
Pag•~: 3 of3
Report: Eng Plot
SPACING WGT/PLY
24in 11.4lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plaoe of the truss aod placed within 6 " of each paoel point.
The end of every chord segment shall be braced laterally perpendicular to the plaoe of the truss. Lateral braces shall be installed within 6" of the end of each chord segment.
ALL GENERAL NOTES OF THIS ORA WING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEEfMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite l 02 -. . -. . ~~~~.
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-1-0
R U S S
PITCH
5.005/12
QTY
2
0-10-0
0-0-0
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
5~
4-1-0
4-1-0
4-1-0
OHR
0-0-0
2-6-7
2s
0-0-0
PLYS
I
Truss:
Job Name:
Date:
System:
Page:
Report:
SPACING
24in
T61
213
1/6/2016 9:11:48AM
Amcon6.003
I of3
Eng Plot
WGT/PLY
11.9 lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Amcon TS SS # 12 or# 12 SDS (AISI) fasteners required at one end of the member. Each value indicates the number of fasteners required: (s)
indicates the number of Am con TS SS #12 to be installed on one side of the truss. (b) indicates the number of#12 SDS (AISI)to be installed on each side of the truss. Where connection plates are catted out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: 1,138 lbs; 68 mils: 1,610 lbs.Allowab\e shear per# 12 SDS (AISI) fastener is
calculated per the NASPEC 2007 WTIH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
Reactions
JT
4
4
3
4
3
4
4
3
4
4
3
4
4
3
4
3
4
3
Member
T e
Pin (\VL)
HRoll (IT)
Pin (WL)
H Roll (IT)
Pin (WL)
Pin (WL)
HRoll (IT)
Pin (WL)
Pin (WL)
HRoll (IT)
Pin (WL)
H Roll (IT)
Pin (WL)
H Roll (IT)
Pin (WL)
Pin (WL)
H Roll (IT)
Pin (WL)
Pin (WL)
H Roll (IT)
Pin (\VL)
HRoll (IT)
Pin (WL)
Pin (\VL)
HRoll (TT)
Pin (WL)
Pin (WL)
H Roll (IT)
Pin (WL)
Pin (\VL)
H Roll (IT)
Pin (\VL)
HRoll (TJ)
Pin (WL)
H Roll (IT)
LC BC
I
I
2
2
3
3
3
4
4
4
5
5
6
6
7
7
7
8
8
8
9
9
10
10
10
II
II
II
12
12
12
l3
13
14
14
Material
i;,p Chd 1-2 30TC20 (50 ksi)
Bot Chd 3-4 20TC20 (50 ksi)
Web l-4 l5C20 (50 ksi)
Web 1-3 15C20 (50 ksi)
Web2-3 15C20 (50 ksi)
CSI
TC: 0.937 (1-2)
BC: 0.568 (3-4)
Web: 0.104 (2-3)
TC Continuously Braced
BC Bracing Sparse
Bre: Wid
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
6 in
2 in
6 in
2 in
6 in
2 in
Reaction
95 lbs
95 lbs
177 lbs
177 lbs
88 lbs
91bs H
82 lbs
108 lbs
-32 lbs H
122 lbs
95 lbs
95 lbs
95 lbs
95 lbs
1511bs
61bs H
147 lbs
90 lbs
6 lbs H
85 lbs
157 lbs
157 lbs
30 lbs
l7lbsH
9 lbs
261bs
56 lbs H
-6lbs
-71 lbs
203 lbs H
-195 lbs
57 lbs
57 lbs
136 lbs
136 lbs
Summary
JT BC
CSI
0.937
0.568
0.061
0.058
0.104
Max React
177 lbs
177 lbs
Deflection
TI..: 0.05 in
LL: 0.02 in
HorzTL: 0 in
Bracing
Sheathed
Sparse
Unbraced
Unbraced
Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lr 1 : Std Live Load
Distributed Loads
Member Location I Location 2 Direction Top Cont Down
Bot Cont Down
Spread
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/848
L/999
MaxP
-981bs
-181 lbs
-152 lbs
1841bs
1751bs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTI!E
~~..-...-..-.co,..,..-,.,._T • T """-""'""-=-.::m•c c<t:: "T n.rmr A~~ 01\JTVTI.f/J. TTJ..IP 'T'RTTSS ASS.FMBIY SHOWN ON THIS SHEET MEETS THE TviTNIMUM AI>PLJCABLE DESIGN CRITERIA FOR
(loc) Allowed
L/240
L/360
(1-2)
(1-2)
I
Max Horiz
203 lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140] sws
T R U S S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
4-1-0
PITCH
5.005/12
QTY
2
OHL
0-0-0
OHR PLYS
Load CaseD I: Std Dead Load
Disinbuted Loads
Member
Top
Bot
Location I
Coot
Coot
Location 2
Automated Load Case Wl: MWFRS-Left(Up)
Distributed Loads
Member
Top
We'bl-4
Location I
0.0.0
Coot
Location 2
4-1.0
Automated Load Case W2: MWFRS-Right(Up)
Di&tributed Loads
Member
Top
Web14
Location 1
0-0.0
Coot
Location 2
4-1.0
Automated Load Case W3: MWFRS-(Max Dn)
Dii;tributed Loads
Member
Top
Location I
0-0.0
Location 2
4-1.0
Automated Load Case W4: C&C(Suction)
Dim-ibuted Loads
Member
Top
W1:bl-4
Location I
0.0.0
Coot
Location 2
4-1.0
Automated Load Case W8: MWFRS-Left(Min)
Distributed Loads
Member
Tq>
Webl-4
Location 1
0-0.0
Cont
Location 2
4-1.0
Automated Load Case W9: MWFRS-Right(Min)
No loads were defined for this load case.
Direction
Down
Down
Direction
NUp
Right
Direction
NUp
Left
Direction
NUp
Direction
NUp
Left
Direction
NDown
Right
Automated Load Case L1 0*: UBC 1 Olb Live Load on Bottom Chord
Distributed Loads
Member
Bot
Location I
Coot
User-defined Load Case E 1: Seismic
No loads were defined for this load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Rake
Spread
Rake
Rake
Spread
Rake
Rake
Spread
Proj
Start Load
16 psf
6 psf
Start Load
15.39 psf
14.56 psf
Start Load
19.25 psf
16.88 psf
Start Load
4.17 psf
Start Load
77.56 psf
44.08 psf
Start Load
8 psf
16 psf
Start Load
10 psf
2) This truss has been designed for the effects due to 10 psfbottomchord live load plus dead loads.
0-0-0
End Load
16 psf
6 psf
End Load
15.39 psf
14.56 psf
End Load
19.25psf
16.88psf
End Load
4.17 psf
End Load
77.56 psf
44.08 psf
End Load
8 psf
16 psf
End Load
10 psf
TribWLdth
24 in
24 in
TribWidth
24 in
24 in
TribWidth
24 in
24 Ln
TribWidth
24 in
TribWidth
24 in
24 in
Trib Width
24 in
24 in
TribWidth
24 in
1
3) This truss has been designed in accordance withASCE7 -10, 110 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category II, Mean RoofHeight 43 ft, Overall Building Dimensions of 140 ft x 63 ft, Enclosure Class: Enclosed, CC Zone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has not been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
7
8
9
10
Load Combo
D1
Dl + lr1
Dl +0.6W3
Dl+0.6W8
Dl +0.6 W9
Dl +0.7 El
Dl + 0.45 W3 + 0.75 lrl
Dl + 0.45 W3
Dl + 0.53 El + 0.75 Lrl
0.6 D1 + 0.6 W1
II 0.6 Dl +0.6 W2
12 0.6 Dl +0.6 W4
13 0.6 Dl +0.7 E/0.01
14 Dl +LlO*
Factor
l.OOO
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Member Forces Summary Table indicates: Member TO, max CST, max axial force, (max compr. force if different from max axial force)
TChd 1-2 0.937 -981bs
BChd 34 0.568 -181 1bs
'ii'ebs 14 0.061 -152 1bs 1-3
Truss-to-truss Connections Summary
ID Carried Truss Carrying Truss
IT102 T61 G24
IT103 T61 G24
0.058 1841bs
Carrying Offset
4-8-9
5-9-13
GUSSET PLATES
Joint Detail Gusset Ga Joint
(-25 1bs) 2-3 0.104
Detail
Angle
90 deg
90 deg
Gusset
175 1bs ~152 1bs)
Ga
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE TRUSS ASSBvlBLY SHOWN ON THIS SHEETMEETS THE MTNIMillvf APPLICABLE DESIGN CRITERIA FOR
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
T61
213
1/6/2016 9:11:48AM
Amcon6.003
2of3
Eng Plot
WGT/PLY
11.9lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite 102
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
4-1-0
Additional Notes:
R U S S
PITCH
5.005/12
QTY
2
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
PLYS
1
Truss: T61
JobName: 213
Date: 1/6/2016 9:11:48AM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
SPAC'ING WGT/PLY
24in 11.9lbs
At least one chord segment of this truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bracing: Sparse requires placement oflateral braces installed
perpendicular to the plaoe of the truss aod placed within 6 " of each paoel point.
The end of every chord segment shall be braced laterally perpendicular to the plaoe of the truss. Lateral braces shall be installed within 6 "of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENf. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTHATTHE lRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MlNlMUM APPLICABLE DESIGN CRITERIA FOR Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
'"'--'-'--..... _, __ ..J-01\'Ji\1
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
SPAN
10-6-6
0-10-0
R u
PITCH
4.997/12
2-/-9
2-7-9
5~
s 5
QTY
9
2-/-9
5-3-3
5-3-3
5-3-3
SWS Panel & Truss
4231 Liberty Blvd.
OHL
0-0-0
South Gate CA 90280
OHR
0-0-0
2-1-9
7-10-12
PLYS
I
5-3-3
10-6-6
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24 in
2-/-9
10-6-6
T62
213
1/6/2016 9: !1:48AM
Amcon6.003
1 of3
Eng Plot
WGT/PLY
27.2lbs
Circles indicate fastener count in webs. Squares indicate fastener count in chords. "Fasteners" indicates the number of Am con TS SS #12 or #12 SDS (ATSn fasteners required at one end of the member. Each value indicates the number offasteners required: (s)
indicates the number of Amcon TS SS # 12 to be installed on one side of the truss. (b) indicates the number of# 12 SDS (ATSI) to be installed on each side of the truss. Where connection plates are called out on this drawing, a plate is required on each side of the
truss. Refer to General Notes for further clarification. Allowable shear per Am con TS SS # 12 fastener as follows: 27 mils: 402 lbs; 33 mils: 544 lbs; 43 mils: 810 lbs; 54 mils: I, 138 lbs; 68 mils: I ,610 lb;.AHowable shear per # 12 SDS (ATSD fastener is
calculated per the NASPEC 2007 WITH SUPPLEMENT#2. Maintain fastener spacing at 5/8" min. Maintain fastener edge margin at 5/8" min for each sheet of steel connected.
CSI Deflection
TC: 0.220 (4) 1L: 0.03 in
BC: 0.752 (6-7) LL: 0.01 in
Web: 0.621 (4-!i) Horz 1L: 0.0 l in
TC Continuously Braced
BC Bracing Sparse
Reactions Summary
JT T e LC BC Br \Vid Reaction JT BC Max React
8 Pin (WL) 6 in 246 lbs 8 I 456 lbs
6 HRoli(WL) 6 in 246 lbs 6 I 456 lbs
8 Pin (WL) 6 in 456 lbs
6 HRoll (WL) 6 in 456 lbs
8 Pin (WL) 6 in 219 lbs
6 HRoli(WL) 6 in 2191bs
8 Pin (WL) 6 in 280 lbs
8 Pin (WL) 6 in -37 lbs H
6 HRoli(WL) 6 in 262 lbs
8 Pin (WL) 6 in 262 lbs
8 Pin (WL) 6 in 371bs H
6 HRoli(WL) 6 in 280 lbs
8 Pin (WL) 6 in 246 lbs
6 HRoll (WL) 6 in 246 lbs
8 Pin (\VL) 6 in 3841bs
6 HRoli(WL) 6 in 3841bs
8 Pin (WL) 6 in 226 lbs
6 HRoU(WL) 8 6 in 226 1bs
8 Pin (WL) 9 6 in 404 lbs
6 HRoli(WL) 9 6 in 4041bs
8 Pin (WL) 10 6 in 41 lbs
8 Pin (\VL) 10 6 in 42 lbs H
6 HRoll (WL) 10 6 in 34 lbs
8 Pin (WL) II 6 in 341bs
8 Pin (WL) II 6 in 421bsH
6 HRoli(WL) II 6 in 41 lbs
8 Pin (WL) 12 6 in -283 lbs
6 HRoll(WL) 12 6 in -283 1bs
8 Ph1 ('iVL) 13 6 in 147 lbs
6 HRoli(WL) 13 6 in 147 lbs
8 Pin (WL) 14 6 in 351 lbs
6 HRoll (WL) 14 6 in 35llbs
Member Material CSI Brae in~
Top Chd 1·3 20TC20 (50 ksi) 0.220 Sheathed
Top Chd 3-5 20TC20 (50 ksi) 0.220 Sheathed
BotChd 6-8 20TC20 (50 ksi) 0.752 Sparse
Web1-8 15C20 (50 ksi) 0.055 Unbraced
Web2-8 15C20 (50 ksi) 0.621 Unbraced
Web2-7 15C20 (50 ksi) 0.100 Unbraced
Web3-7 15C20 (50 ksi) 0.140 Unbraced
Web4-7 15C20 (50 ksi) 0.100 Unbraced
Web4-!i 15C20 (50 ksi) 0.621 Unbraced
Web 5-6 15C20 (50 ksi) 0.047 Unbraced
NOTE: Web crippling calculation assume truss is fastened to support.
Loads Summary
Load Case Lr I: Std Live Load
Distributed Loads
Member
Top
Bot
Location 1
Cont
Cont
Location 2 Direction
Down
Down
swcad
Proj
Proj
Start Load
20 psf
0 psf
End Load
20 psf
0 psf
Ll
L/999
L/999
MaxP
·531 lbs
-531 lbs
478 lbs
891bs
-590 lbs
1651bs
202 lbs
165 lbs
-590 lbs
89 lbs
TribWidth
24 in
24 in
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEERS SEAL INDICATES ONLYTHATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETJVIEEJ'S THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
(loc) Allowed
(2-3) L/240
(2-3) L/360
5
MaxUJ21ift Max Horiz
-283 1bs 421bs
-283 lbs
Keymark Enterprises, LLC
6707 Wi11chester Cricte, Suite 102
n....,,tA .. r rn.!"""'ln~0101
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
R U S
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
SPAN
10-6-6
PITCH
4.997/12
QTY
9
OHL OHR PLYS
Load CaseD 1: Std Dead Load
Distributed Loads
Member
Top
Bot
Location I
Cont
Cont
Location 2
Automated Load Case WI: MWFRS-Left(Up)
Distributed Loads
Member
Top
Top
Webl-8
Web 5-6
Location 1
0-0-0
5-3-3
Cont
Cont
Location 2
5-3-3
!0-6-6
Automated Load Case W2: MWFRS-Right(Up)
Distributed Loads
Member
Top
Top
Web1-8
Web 5-6
Location I
0-0-0
5-3-3
Cont
Coot
Location2
5-3-3
10-6-6
Automated Load Case W3: MWFRS-(Max Dn)
Distributed Loads
Member
Top Top
Location I
0-0-0
5-3-3
Location 2
5-3-3
10-6-6
Automated Load Case W4: C&C(Suction)
Distributed Loads
Member
Top Top
Webl-8
Web 5-6
Location I
0-0-0
5-3-3
Cont
Cont
Location 2
5-3-3
10-6-6
Automated Load Case WS: MWFRS-Left(Min)
Distributed Loads
Member
Top
Webl-8
Location I
0-0-0
Cont
Location 2
5-3-3
Automated Load Case W9: MWFRS-Right(Min)
Distributed Loads
Member
Top
Web 5-6
Location I
5-3-3
Cont
Location 2
!0-6-6
Direction
Down
Down
Direction
NUp
NUp
Right
Right
Direction
NUp NUp
Left
Left
Direction
NUp
NUp
Direction
NUp
NUp
Left
Right
Direction
NDown
Right
Direction
NDown
Left
Automated Load Case LlO*: UBC !Olb Live Load on Bottom Chord
Distributed Loads
Memter Location I
Bot Cont
User-defined Load Case E 1: Seismic
No loads were defined for 1his load case.
Location 2 Direction
Down
1) This truss has been designed in accordance with IBC-2012.
0-0-0
Spread Start Load
Rake 16 psf
Rake 6 psf
Spread Start Load
Rake 15.42 psf
Rake 19.25 psf
Rake 14.56 psf
Rake l6.88psf
Spread Start Load
Rake 19.25 psf
Rake 15.42 psf
Rake 16.88 psf
Rake 14.56 psf
Spread Start Load
Rake 4.2 psf
Rake 4.2 psf
Spread Start Load
Rake 68.05 psf
Rake 68.05 psf
Rake 38.48 psf
Rake 38.48 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Rake 8 psf
Rake 16 psf
Spread Start Load
Proj 10 psf
2) This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads.
0-0-0 1
End Load Trib Width
16 psf 24 in
6 psf 24 in
End Load Trib Width
15.42 psf 24 in
19.25 psf 24 in
14.56 psf 24 in
16.88psf 24 in
End Load Trib Width
19.25 psf 24 in
l5.42psf 24 in
16.88 psf 24 in
14.56 psf 24 in
E1td Load TribWidth
4.2 psf 24 in
4.2 psf 24 in
End Load Trib Width
68.05 psf 24 in
68.05 psf 24 in
38.48 psf 24 in
38.48 psf 24 in
End Load TribWidth
8 psf 24 in
16 psf 24 in
End Load Trib Width
8 psf 24 in
16 psf 24 in
End Load Trib Width
10 psf 24 in
3) This truss has been designed in accordance withASCE7-10, II 0 mph Ultimate, Exposure C. The building is Gable/Hip with Building
Category IT, Mean RoofHeight 43ft, Overall Building Dimensions of 140ft x 63ft, Enclosure Class: Enclosed, CCZone Width 6.3 ftThe left
end vertical has been exposed to wind. The right end vertical has been exposed to wind. This truss is an End Zone Truss. This truss is not in a
Hurricane Prone Region.
Load Combinations
LoadComOO
Dl
Dl+Lrl
Dl +0.6W3
D1 +0.6W8
Dl +0.6 W9
Dl +0.7 El
7 Dl+0.45W3+0.75lrl
8 Dl +0.45 W3
9 Dl +0.53 El +0.75 Lrl
10 0.6 Dl + 0.6 WI
II 0.6 D1 +0.6 W2
12 0.6 D1 + 0.6 W4
13 0.6 D1 + 0.7 FJO.Ol
14 Dl + LlO*
Member Forces Summary
TChd 1-2 0.160 73 lbs
BChd 6-7
Webs 1-8
2-8
0.752
O.OS5
0.621
478 lbs
89 lbs
-590 lbs
Factor
1.000 1,000
1.000
1,000
1.000
1.000
1.000
1.000
1,000
1.000
1,000
1.000
1.000
1.000
Table indicates: Member ID, max CST, max axial force, (max compr. force if different from max axial furce)
(-29 lbs) 2·3 0.209 479 lbs 34 0.209 479lbs 4-5
(-263 lbs) 7-8 0.752 478 lbs (·263 !bs)
(-81lbs) 2-7 0.100 !65lbs (-961bs) 4-7 0.100 165 lbs (-961bs) 5-6
3-7 0.140 202lbs (-144lbs) 4-6 0.62! -590 lbs
0.160
0.047
ALL GENERAL NOTES OF TillS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF lHIS COTvlPONENTDESIGN DOCUNIENT. NOTElHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLYTR<\TTHE TRUSS ASSEMBLY SHOWN ON THIS SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR
-~-~ ·~~ -..-..·~"'"T""' .-.r..-..l'T'o.I"T"J"r...._"' Tnncc ".rc?.nn::n rn:lo.:n::Tr!TTD A'T'IAhl'-' Ahlfl "-PAN<.:. 1 15.:.11<11 (}NTHTS. SHEET
73 lbs
89 lbs
Truss:
JobName:
Date:
System:
Page:
Report:
SPACING
24in
(-2911~
(-81114
T62
213
1/6/2016 9: !1:48AM
Amcon6.003
2of3
Eng Plot
WGT/PLY
27.2lbs
Keymark Enterprises, LLC
6707 Winchester Cricle, Suite I 02
Rnnldf'r r.nlnrado R030 I
GS Build® System
GSTruss®
Version: 5.008.2 [Build 140]
Joint
SPAN
10-6-6
Additional Notes:
Detail
R U S S
PITQI
4.997/12
GUSSET PLATES
Gusset Ga Joint
QTY
9
Detail
SWS Panel & Truss
4231 Liberty Blvd.
South Gate CA 90280
OHL
0-0-0
Gusset Ga
OHR
0-0-0
Truss: T62
JobName: 213
Date: 1/6/2016 9: !1:48AM
System: Amcon6.003
Page: 3 of3
Report: Eng Plot
PLYS SPACING WGT/PLY
I 24in 27.2lbs
At least one chord segment ofthis truss has been designed assuming sparse bracing. Each chord segment listed under Material Summary as Bmcing: Sparse requires placement oflateral braces installed
pe!Jlendicular to the plane of the truss and placed within 6 " of each panel point.
The end of every chord segment shall be braced latemlly pe!Jlendicular to the plane of the truss. Lateral braces shall be installed within 6 " of the end of each chord segment.
ALL GENERAL NOTES OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT. NOTETHATTHE
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLVTHATTHE TRUSS ASSEMBLY SHOWN ON Tms SHEETMEETS THE MINIMUM APPLICABLE DESIGN CRITERIA FOR Keymark Ente!Jlrises, LLC
6707 Winchester Cricle, Suite 102
®IIPurlin Spa TC (in): SHEATH Max Spa (in): ---1.a
Purlin Spa BC (in): SPARSE Brg Elev(ft-in): 29--0
# Plies: __..1 __
lnti.Date: GDA 12.21.15 SWS PANEL INC.
# X Y B -[~~1~l[~~~~g;~g~g_m &~ft~g
A
R349
U338
<2>NTC6
# X Y H =rm ~-~~~& ~-io-2 o-w-~ _ _e_ -1 1-1-ta_ 2-o-14
t=Htlt
1-8~ 2-2~
_1_o__ .. 5-0-7 o-o-o 5-0-7 _lL_4::6.=10_~~":.L~___4_~ .JL_2.::-2-8 .__!!::0~_2::2.:::B _l3_..J.::8::::1L-...~.Jl::O::O 1-8-lL
4-6~ 5-0~
JOB NUMBER: II COUNT: II TRUSS JIK: 213 2 GOl
TC 1-7 20TC20 7-10-10 0,0
BC 0-8 20TC20 7-8-14 0,0
WEB 3 15C20 0-9-13 2.2
WEB 4 15C20 1-7-11 2.2
WEB 5 15C20 1-1-6 2.2
WEB 6 15C20 1-1-14 2.2
WEB 7 15C20 1-2-6 2.2 WEB 8 15C20 2-5-1 2.2
WEB 9 15C20 1-7-6 2.2
WEB 10 15C20 1-7-13 2.2
WEB 11 15C20 1-8-6 2.2 WEB 12 15C20 2-8-5 2.2
\/EB 13 15C20 2-1-6 2,2
WEB 14 15C20 2-1-10 2.2
WEB 15 15C20 2-2-0 2.2
7
B
7-4~
GDA 01.02.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0
# Plies: _.....1 __
lnti.Date: GDA 12.21.15 SWS PANEL INC.
# ...-2-x~ 1--&.:B:Pt ~
A
R385
U383 (2)NTC6
1-8~
# X Y H 1 0-Q-0 Q-lQ-;; Q-10-f; _;; 1-8-11 1-1-1a__~-=lA...__ __3_~ 2-11-6 1-4-6 3-f;-15 J_~_l::Z::lf-~ :± ;:~:~ . ~:~~ ':%:~
J =W 0-R-8 e-9-8 ±:~1 o:o:o m
__l.(L 5-9-5 Q-0-Q 5-2-5 m
_lL_ 4-6-10 0-Q-0 -~~Q__ __lf;.___a;i;i~ -~. -~ .. --...l.3___1--._ll:-..Q::L.~.J::8::ll.._·
2-11~ 4-6~ 5-9~
JOB NUMBER: I COUNT: II TRUSS JIK:
213 2 G02
TC 1-7 20TC20 8-7-10 0,0
BC 0-8 20TC20 8-5-11 0,0
W'EB 3 15C20 0-9-13 2.2
W'EB 4 15C20 1-7-11 2.2
W'EB 5 15C20 1-1-6 2.2
W'EB 6 15C20 1-5-9 2.2
W'EB 7 15C20 1-3-15 2.2
W'EB 8 15C20 1-10-10 2.2
W'EB 9 15C20 1-7-6 2.2
W'EB 10 15C20 1-10-7 2.2 W'EB 11 15C20 1-9-15 2.2
W'EB 12 15C20 2-3-2 2.2
\o/EB 13 !5C2!! 2-1-6 2..2
W'EB 14 15C20 2-3-1 2.2
W'EB 15 15C20 2-3-9 2.2
7
B
7-4~
GDA 01.02.16
®IPurlin Spa TC (in): SHEATH Max Spa (in):
Purlin Spa BC {in): SPARSE Brg Elev(ft-in):
Zi
29-0
# Plies: --1 _
lnti.Date: GDA 12.21.15 SWS PANEL INC. JOB NUMBER: I COUNT: II TRUSS IlK:
213 2 G03
_# X Y B_ # X 1 n =.L~~ --~(L~ . ----·---u -_lQ 9-4-12 J-0-0 ~-~~_lL_~:l:::.4=J2_~-0-L_~=lL.
TC 1-3 20TC20 5-10-11 0,4
7-7-6 4,0 TC 3-7 20TC20
BC 0-8 30TC20 13-3-7 0,0
IJEB 4 15C20 0-9-12 2.2 IJEB 5 15C18 2-8-0 4,4
=:a=~=.t - - - -o-~ ~..:-...I:::L _____ .Jl.::.O=ll. S-7-4.
IJEB 6 15C20 1-5-15 2.2
IJEB 7 15C20 2-11-10 2.2 IJEB 8 15C20 2-2-7 2.2
IJEB 9 15C20 2-7-12 2.2
IJEB 10 15C20 2-2-12 2.2
IJEB 11 15C20 2-9-7 2.2
IJEB 12 15C20 2-2-12 2.2
\JEB 13 15C20 2-9-7 2.2
IJEB 14 15C20 2-2-12 3,3
IJEB 15 15C18 2-8-3 3,3
IJEB 16 15C20 2-2-12 2.2
-ro oo oo c c c c ~ ~ ~ ~
23 4 s 6 7
-::1JK\I fiK\ IlK\ IlK\ n
12 9
s
""ia+o ~~~~~~;;;;;;:::::Jll::::::::~~~~::~~~======~~~~;=========~~~~=========:~::\4~"-------------Y" '<'" ""' ::==-.! I +' 10
A
R1006
U814 (2)NTC6
B
5-7] 2-9~ 7-4~ 9-4] 11-4~
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: --"""1 __
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 lntt.Date: GDA 12.21.15 SWS PANEL INC. JOB NUMBER: II COUNT: I TRUSS JIK:
213 2 G04
#X Y B #X Y H ±=e~ 0~ 0::6::~ J__j)~--~ 0-10-0 0-10-0 . _lO 9-4-12 _Jl=O.:::_Q __ ~J-4-12__ · · - -_o--o-o-o __e~~Ji--~-~-~-J1 z-4-12__~·-·----l.:::4::la~ ·-~ -±:_6:-~ 2-4-; t~-1£ . ._12_~ _ __JCO-Q 6-1-8 . i1!l·ltJ:1tt
ru 0 I.:J 23
0\ 0
1-4
0\ 0 1-5
TC TC
BC
IJEB IJEB
IJEB
IJEB IJEB
IJEB
IJEB
IJEB IJEB
IJEB
IJEB IJEB
IJEB
0\ 0
1-6
II =====.. ..c::=-.J I 'o?or;lll \'dll 't'~ll '<'~ll
A
R1008
U812 (2)NTC6
3-1~ 6-1~ 7-4] 9-4] 11-4]
1-3
3-7 0-8
4 5
6
7 8
9
10
11 12
13 14
15
16
20TC20 6-5-2 0.4
20TC20 7-1-2 4,0
20TC18 13-3-7 0,0
15C20 0-9-12 2.2 15C16 2-11-7 3,4
15C20 1-6-13 2.2
15C20 3-3-15 2.2 15C20 2-4-5 2.2
15C20 2-5-12 2.2
15C20 2-4-5 2.2
15C20 2-10-11 2.2 15C20 2-4-5 2.2
!5C!8 2-!0-11 3,2
15C20 2-4-5 3,3
15C16 2-9-7 3,2
15C20 2-4-5 2.2
7
s 't'\1 IB+Q
B
GDA 01.02.16
®~Purlin Spa TC (in}: SHEATH Max Spa (in): ___ta
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0
# Plies: ___.,_1 __
lnti.Date: GDA 12.21.15 SWS PANEL INC.
# X Y B ~ 0-0-Q 0-6-0 . _B 1-9-0 ___Q=.O.::O __ .Jl=6::1L__ c:= :H-o-o o-o-o Q-6-Q ___
12
3.001
# X Y H .J o;.;o:::o ·-cFto;.;o ·· o::ro-:o·-. ~.!1=.3=2__ 4-2-o 20-8::3 __
~6::3.::2._. 2-4-12 6-8-7 _ _lL_ .. J~O.::S::L___ 4-2-Q __21:::l..=l..__._
ttl1n--~r--1S--~~=~ --m--~i=~~~-UI Efl5 lit ttl~J;JJ __
"<t -1-5
\0 -6 1-7
\0 -1-8
·~ _Z6::3-2 - -~ . ..Z6-3-2_ :::21-~~~----·~*a-~= ...22.........-Z..o.=3.=2 Q-Q-0 20-3-2 -_23__~-~ JC0::1L--~---M ~-0::0.:::0........__...1~ ~....Jl::O::.(L~_ ~6 12-3-2 0-Q-Q ___12::3.:::a_. -~0:::.3-2 Q-0-=:0___J.0..::-3-2 __ ~ 8-3-2 Q-Q-!L,.~-~ 6-3-2 Q-0.=0......~
\0 \0 --1-9 ~011
TC TC
TC BC lo'EB
lo'EB
lo'EB lo'EB
lo'EB
lo'EB
lo'EB lo'EB
\/EB
lo'EB lo'EB
lo'EB
lo'EB lo'EB
lo'EB
lo'EB lo'EB
lo'EB
lo'EB lo'EB
lo'EB
lo'EB lo'EB
lo'EB
lo'EB lo'EB
lo'EB
lo'EB
TRUSS JIK:
G05
1-6 45TC16TC16 13-10-0 0,9 11-6 45TC16TC16 7-4-2 9,9
16-11 45TC16TC16 13-10-0 0,10
0-17 45TC16 34-0-0 0,0
5 15C20 0-8-4 2,2
6 15D18 1-10-4 7,7
7 15D16 1-1-8 8,8
8 15D18 2-2-7 10,10
9 15D20 1-7-14 9,9
10 15D18 2-7-9 8,8
11 15D20 2-2-12 5,5 12 15C20 2-9-15 5,5
13 1:5C1S 2-9-12 2,2
14 15C20 3-2-14 2,2
15 15C20 3-2-12 2,2
16 15C20 3-8-2 2,2
17 15C20 3-8-12 2,2
18 15C20 4-1-6 2,2
19 15C20 4-0-8 3,3
20 15D20 4-0-3 2,2
21 15C20 4-4-0 3,3
22 15C18 4-0-3 2,2
23 15C20 4-4-1 2,2
24 15C20 4-0-3 2,2
25 15C20 4-4-1 2,2
26 15C20 4-0-3 2,2
27 15C20 4-0-3 2,2
28 15C20 4-2-2 4,4
29 15C20 3-7-3 2,2
30 15D20 3-6-12 3,3
31 15C20 3-1-3 3,3
32 15C20 3-1-9 2,2
PTSJ "'' __ :\J __ \L \If_ t \L \J __ \IL W V V Vl~:
A B
R453 R9417 U4442 U946
<2>NTC6 <2>NTC6 (l)MTS16
1-1m 3-11~ 6-3~ 8-3~10-3~12-3~14-3~16-3~18-3~20-3~22-3~24-3~26-3~28-3~
3a-2!132-2!1
lo'EB 33 lo'EB 34
lo'EB 35
lo'EB 36 lo'EB 37
lo'EB 38
lo'EB 39 lo'EB 40
lo'EB 41
c R4315
U391
<2>NTC6
15C20 2-7-3 2,2
15C20 2-8-11 2..2 15C20 2-1-3 2..2
15C20 2-3-12 4,4
15C18 1-7-7 3,3
15C16 2-1-0 4,4
15C20 1-1-8 2..2 15D16 1-10-3 7,7
15C20 0-8-4 2,2
GDA 01.12.16
®~Purlin Spa TC (in): SHEATH Max Spa (in): 12 # Plies: _l
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.29.15
#X Y B # X Y H --~o=.o.::o= __ o-!Hl ____o_::f>:=o:::~ -.L....__Q -a-% ~-~-to o-U::lL B 6-8-10 O-O-G__~..6::1L-~--_z----~-~ ~___j-lf.-1£ 3-~-~
A
R324
U286
(2)NTC6
·~ -6-8-10 2--1--1 . _::s=._~: O.:::O::!L__ c::S::lO_. +-5-~-a __ _j)~ s-~-5 .. 2--Q-0-Q 2--
7
2-4~
SWS PANEL INC.
6
5-2]
JOB NUMBER:
213
TC 1-4
BC s-o IJEB 3
IJEB 4 IJEB 5
IJEB 6
WEB 7 IJEB 8
WEB 9
20TC20
20TC20 15C20
15C20 15C20 15C20
15C20
15C20 15C20
4
B
TRUSS JIK:
G06
6-10-4 0,0
6-8-10 0,0
0-11-5 2.2 2-3-5 2.2
1-4-3 2.2
2-11-1 2.2 1-10-3 2.2
2-2-6 2.2 2-1-5 2.2
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 12 # Plies: J.
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.29.15
#X Y B #X Y H ~--o~0.3L____o.::.O::O_ o-e__: _t o-o-o _o _ __D::l0-2 0-10-2 _a_ z-~-e o-o-o o-6-~L--~---~ 1-3-2 ii!::S::L.__ _3 S-2-4 ____l:::.~-2 S-5-11
A
R348
U322
<2>NTC6
_4 ____ 6-4-i 1-~·-· ...5 -s-___Z::l-- -~6 f-~-=f-0-~<;; =· 7 ... 6-l::3 __olll =m= =F=f-=2-E s--o ~ 2-4-- - - -
2-4~
sws PANEL
5-2Jl
INC. II JOB NUJIBER: I COUNT: II TRUSS JIK: 213 6 G07
TC 1-5 20TC20 7-6-14 0,0
BC 0-6 20TC20 7-5-2 0,0
'WEB 3 15C20 0-9-13 2.2 'WEB 4 15C20 2-2-14 2.2
'WEB 5 15C20 1-2-11 2.2
'WEB 6 15C20 2-10-8 2,2
'WEB 7 15C20 1-8-11 2.2
'WEB 8 15C20 1-11-5 2.2
'WEB 9 15C20 1-11-3 2.2
'WEB 10 15C20 2-0-14 2.2
'WEB 11 15C20 2-1-5 2.2
5
7
B
6-4~
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa {in): 12 # Plies: __!
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.29.15
# X Y B :.A_ _ _. O-Q-0 0-(E(L _ __o~
_a_~-9-6 _Jl±O o-o-o -~
# X Y ~ H-~-. .-L. __j)..::O:::.!L..~~~-=!_~_5-2-4 . _2~~··_1:::11:::3__~-5-2-4 ~
_3_. 3-~ :S-2-4 ~-. ..A___~_3--~-~~ _5__._1:::11:::3_ 0-0-0 1-11-3
s
+0
1
"'l!" v
1-2
A 1-11~
sws PANEL
3
B
INC. ~ JOB NUMBER: I COUNT: II TRUSS IlK:
213 2 G08
TC 1-3 20TC20 3-9-6 0.0
BC 4-0 20TC20 3-9-6 0.0
'WEB 3 15C20 5-2-0 2..2
'WEB 4 15C20 5-4-8 2..2
'WEB 5 15C20 5-2-0 2..2
'WEB 6 15C20 5-4-4 2..2
'WEB 7 15C20 5-2-0 2..2
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): ____a4
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
A
R457
U210
<1>NTC6
3.001
12
# Plies: _.....1 __
lnti.Date: GDA 12.29.15
B
R1384
U567
<2>NTC6
2
(X)
C)
l!J 3
sws PANEL
c
R1216
U486
<2>NTC6
INC.
5-3~ 10-6~ 15-9~ 20-m22-611 25-7~ 30-~
II JOB NUMBER: I COUNT: II TRUSS JIK:
213 2 G09
TC 1-2
TC 4-2
BC 0-5
'w'EB 4
'w'EB 5
'w'EB 6
'w'EB 7
'w'EB 8
'w'EB 9
'w'EB 10
'w'EB 11
'w'EB 12 WEB 13
'w'EB 14
'w'EB 15
'w'EB 16
'w'EB 17
'w'EB 18
'w'EB 19
'w'EB 20
'w'EB 21
'w'EB 22
35-2~
30TC20 20-8-2 0,2
30TC20 20-8-2 0,2
20TC20 40-0-0 0,0
15C20 0-9-12 2.2
15C20 5-1-2 2.2
15C20 2-1-5 2.2
15C16 5-5-10 2.2
15C20 3-5-2 2.2
15D20 6-1-0 2.2
15C16 4-8-15 2.2
15C20 6-2-1 2.2
15C18 5-9-9 2.2
15C2!! 5-7-14 2,2
15C20 5-2-0 2.2
15C20 5-2-13 2.2
15C18 4-4-11 2.2
15D20 5-6-12 2.2
15C20 3-2-5 2.2
15C16 4-11-14 2.2
15C20 1-11-15 2.2
15C20 4-7-8 2.2
15C20 0-9-12 2.2
D
R415
U194
<1>NTC6
GDA 01.02.16
®IIPurlin Spa TC (in}: SHEATH Max Spa {in): --....ai
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: __.....1 __
lnti.Date: GDA 12.29.15 SWS PANEL INC.
# X Y B # X Y H ~-·~.::0 . Q::.0-0 Rl-g . _....lL~lm=-o-o-o_ - -. - -.Jl.::O---IL ::i:::]~ --!!.~ Q-6~0 =
10 22-6-4 0-!l:::.O.......-~~
2
12 12 (3.00 3.00(
9
A B c
R461 R13067 R1361
U216 U568 U704 (1)NTC6 <2>NTC6 <2>NTC6
12
JOB NUJIBER: I COUNT: II TRUSS JIK:
213 2 GlO
TC 1-2 30TC20 20-8-2 0,2
TC 4-2 30TC20 19-10-2 e.2
TC 5-4 30TC20 0-9-11 0,2
BC 7-6 30TC18 o-6-o e.o
BC 8-7 30TC18 13-9-4 e,3
BC 0-9 30TC18 25-11-8 0.0
VEB 7 15C20 0-9-12 e.2 VEB 8 15C20 5-1-2 e.2
VEB 9 15C20 2-1-5 e.2
VEB 10 15C16 5-5-10 e.2
VEB 11 15C20 3-5-2 e.2
VEB 12 15D20 6-1-0 e.2
'JEB !3 15C16 4-8-15 2.2
VEB 14 15C20 6-2-1 e.2
VEB 15 15C20 5-9-9 e,2
VEB 16 15C18 6-1-14 e,2
VEB 17 15C18 5-2-0 e.2 VEB 18 15D20 4-1-9 4,4
VEB 19 15C18 3-10-9 e.2
VEB 20 15D20 4-3-14 3,2
VEB 21 15C16 3-4-12 e,3
VEB 22 15C20 1-9-2 e.2
VEB 23 15C18 3-3-1 e,2
VEB 24 15C20 1-5-13 e.2
VEB 25 15C20 3-2-7 e.2
VEB 26 15C20 1-2-8 e.2 VEB 27 15C20 3-2-1 3,3
VEB 28 15C20 0-11-4 4,4
VEB 29 15C20 1-0-2 4,4
VEB 30 15C20 1-0-2 e.2
2.00 716
D
R344
U149
<1>NTC6
5-3~ 10-6~ 15-9~ 20-m22-6~ 25-10~ 29-3~ 32-6~ 35-10~ 39-2~
GDA 01.02.16
®~Purlin Spa TC (in): SHEATH Max Spa (in): --1a
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 40-8
# Plies: _.._1 _
lnti.Date: GDA 12.29.15
# X Y B
A o-o-o g-g-g g-g-g _J_ 3-9-6 0-0-0 --
# X Y H . 1 ---o;...o;...o -I;;;z;.,.IO---
_2_ 0-10-15 1-7-10 --1-7-10 -1--1-10-11 ' l-?-18:= ~1g~ ._::r_ 3-9-6 _ _ --o_ ~ 3-9-6 . 4-1-7 --~ 1-10-11 o-o-o 3-2-6
7 0-10-15 8:8:8 6=18=1!_
~ ~ ~ ~
SWS PANEL INC. JOB NUMBER:
213
TC 1-4 BC 5-0
IJEB 3 IJEB 4
IJEB 5
IJEB 6 IJEB 7
IJEB 8
IJEB 9
20TC20
20TC20
15C20 15C20
15C20
15C20 15C20
15C20
15C20
TRUSS JIK:
Gll
3-9-6 0,0 3-9-6 0,0
1-7-6 2,2
1-8-3 2,2 1-7-6 2,2
1-8-11 2,2
1-7-6 2,2 2-2-10 2,2
1-7-6 2,2
1 1-2 1-3 4
s
+0
3
~ ...... A.
10~ 1-10~
9
s
+0
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 12 # Plies: ___.._1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 41-3 lnti.Date: GDA 12.29.15
y H
# X ~ ~ y __ B··----· 1 _ -1-11-~j)_ # x 0_0_0 o-o=.o____ . ., n=fs 1::11-2 ~ ~"!RRl ±.!L__ o-o-o -'"'--=-.t::l.0-11 1-11-2 -
2
-15
II 3~ 0 ~~-9-6
s
+0
1
3
~ 3-9-6 ° ___1-1o-u -1-10-11 g:g:g_ o-io-15 -, 0-10-15 --
If)
If)
1-2
7
10~ 1-10~
6
SWS PANEL INC. JOB NUMBER:
213
TC 1-4
BC 5-0
IJEB 3
IJEB 4
IJEB 5
IJEB 6
IJEB 7 IJEB 8
IJEB 9
20TC20 20TC20
15C20
15C20
15C20
15C20
15C20 15C20
15C20
TRUSS JIK:
G12
3-9-6 0,0
3-9-6 0,0
1-10-14 2.2
1-11-9 2.2
1-10-14 2.2 2-0-0 2.2
1-10-14 2.2
2-5-2 2.2 1-10-14 2.2
s
+0
GDA 01.02.16
®~Purlin Spa TC (in}: SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: ___..._1 _
lnti.Date: GDA 12.29.15 SWS PANEL INC.
X ±=-o:o-o ~-::.v-6"""'-;<..-4----
A
R2113
U1103
<4>NTC6
_# X y
_JL__ o-o-o 0 H 1 8-6-0 ---m-~~~ jO_~ =r:-m----:i i;~----.-1:=.5::0._ ___ 8-7-7
__5 3~-6-4 ~ -~-33-6-4 1:t-1 33-7-4 :I~-_ :t __ J3-6-2 --~~ ~ =i ti=a ~:~=i
4
12 12
3.001
12 2.001
TC 1-4
TC 5-4
BC 7-6
BC 8-7
BC 0-8
'JEB 6
'JEB 7 'JEB 8 'JEB 9
'JEB 10
'JEB 11 'JEB 12 IJE:B '"' ~ ..
'JEB 14
'JEB 15
'JEB 16
'JEB 17 'JEB 18
'JEB 19
'JEB 20 'JEB 21 'JEB 22
'JEB 23
'JEB 24 'JEB 25
'JEB 26 'JEB 27
'JEB 28
'JEB 29 'JEB 30
'JEB 31
'JEB 32 'JEB 33
'JEB 34
]3.00
2-1m 5-~ s-~10-3M12-o~ 14-6~ 17-o~ 19-6~ 22-2~ 24-11~ 27-7~ 30-3~
TRUSS JIK:
G13 --4STC16 TC16 20-2-9 0, 7
45TC16TC16 14-6-5 0,7
4STC16 0-6-0 2,0
45TC16 13-8-4 7,3
45TC16 19-10-4 0,8
15C20 0-10-15 2,2
1SD16 2-10-12 6,6
15C20 1-1-11 2,2
15C16 2-8-9 3,3
15C20 1-4-8 3,3
15C20 2-9-1 3,3 1SC20 1-7-6 2,2
15C20 1-11-5 2.,2
15C20 1-9-2 2,2
15C20 2-0-6 2,2
15C20 1-10-14 2,2
1SC18 2-7-15 2,2
15C20 2-1-6 2,2
15C16 2-9-4 2,2
15C20 2-3-14 3,3
15C16 2-10-11 2,2
15C18 2-6-6 5,5
1SC20 3-0-4 2,2
15C20 2-2-14 2,2 15C20 2-10-7 2,2
15C20 1-11-6 2,2
15C20 2-8-14 2,2
15C20 1-7-14 2,2
15C20 2-7-12 4,4
15C20 1-4-6 3,3
1SC20 1-4-9 4,4
1SD20 2-1-0 8,8
15C20 1-0-13 5,5
1SC20 0-11-11 4,4
6
B
R1749
U905
<2>NTC6
33-~
GDA 01.02.16
®HPurlin Spa TC {in): SHEATH Max Spa {in): __.a4
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: --1 _
lnti.Date: GDA 12.29.15
# X Y H
SWS PANEL INC.
B=7::::l 1" o..;;o..;;omm mo..;;u...;g o::rr.::sm~ __a_~ 3-1-o 9-o-a . 10 a-6:::a...____J::5::Q -1-12-0-2 3-11-1~ · 12-1-12
A
R2590
U65 (l)NTC6
·-"" 19-6-4 5-10-1 _20~ 1 33-6-4 2-4-1 33-7-4 . 33-6-4 1 4-1 33-6-9
:j !1=1=1 --~:}:a ri:EE
12
3.oor
10-3~
4
12
TC 4-1
TC 5-4
BC 7-6
BC 8-7
BC 0-8
'JEB 6
'JEB 7 'JEB 8
'JEB 9 'JEB 10 'JEB 11 'JEB 12
WE!! 13 'JEB 14 'JEB 15
'JEB 16
'JEB 17 'JEB 18
'JEB 19
'JEB 20 'JEB 21
'JEB 22 'JEB 23 'JEB 24
'JEB 25
'JEB 26 'JEB 27
'JEB 28
'JEB 29 'JEB 30
'JEB 31 'JEB 32
'JEB 33
'JEB 34 'JEB 35
)3.00
2-1m 5-~ 8-~ 12-0~ 14-6~ 17-0~ 19-6~ 22-3~ 25-1~ 27-11~ 30-8~
TRUSS JIK:
G14
45TC16 TC16 20-2-9 8,0
45TC16TC16 14-6-5 0,8
45TC16 0-6-0 2,0
45TC16 13-8-4 8,3
45TC16 19-10-4 0,10
15C20 0-10-15 2,2
15D20 1-6-15 10,10
15C16 1-6-13 4,4
15C20 1-1-11 4,4
15C18 2-8-9 5,5
15C20 1-4-8 3,3 15C20 2-9-1 5,5
15C20 1-7-... 2.2
15C20 i-i1-s 2:2
15C20 1-9-2 2,2
15C20 2-0-6 2,2
15C20 1-10-14 3,3 15C16 2-7-15 2,2
15C20 2-1-6 3,3
15D20 2-9-4 5,5
15C20 2-3-14 4,4
15D20 2-10-11 4,4
15C18 2-6-6 5,5
15C20 3-1-1 2,2
15C20 2-2-12 2,2
15C20 2-11-4 2,2
15C20 1-11-2 2,2
15C20 2-9-13 3,3
15C20 1-7-8 2,2
15C20 2-8-12 4,4
15C20 1-3-14 3,3
15C20 1-5-6 5,5
15C16 1-6-1 3,3
15C20 1-0-12 4,4
15C20 0-11-11 4,4
B
R1979
U7
<1>NTC6
GDA 01.02.16
®~Purlin Spa TC (in}: SHEATH Max Spa (in): __.la
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 3_g...3
# Plies: _1..____
lnti.Date: GDA 12.29.15 SWS PANEL INC.
# X Y B -A-o-o-o JE1Bl =::=H-6-o :a_ 1Q-10-8 Q-Q-0 -Q-Q-
A R616
U524
<2)NTC6
~ X y
-1 ~-0 Q-1Q-2 H -~-~ t -Q-10-2 ~=~ l:i:h i:;:w--fl:&~ -m-1:~:w
2 18-18-B m ft:fo-1§
10 8-11-2 0-Q-Q 8-11-2
...1L.._8-2-2 -Q-0-0 8-2-2 . _l&= ~:1:3 8=8=L=l:l":3 --~ 14 3-3-4 o-o-o _a-3-4 . _...15____2:::::6=..4_ o-o-o ____ _2::6::..4__
2-6.!1 3-3.!1 5-4~ 6-1~ 8-2~ 8-11~
JOB NUMBER: II COUNT: II TRUSS JIK:
213 1 G15
TC 1-8 20TC20 11-0-14 0,0
BC 0-9 20TC20 10-10-8 0,0
'JEB 3 15C20 0-9-13 2.2
'JEB 4 15C20 2-4-11 3,3
'JEB 5 15C20 1-3-1 2.2 'JEB 6 15C20 1-4-3 2.2 'JEB 7 15C20 1-4-10 2.2
'JEB 8 15C20 2-3-8 2.2 'JEB 9 15C20 1-9-1 2.2
'JEB 10 15C20 1-10-0 2.2
'JEB 11 15C20 1-10-10 2.2
'JEB 12 15C20 2-7-5 2.2 'JEB 13 !5C20 2-a-1 ae
'JEB 14 15C20 2-3-15 2.2
'JEB 15 15C20 2-4-10 3,3
'JEB 16 15C18 2-10-8 3,3
'JEB 17 15C20 2-8-10 2.2
8
B
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 12 # Plies: _.1
Purlin Spa BC {in): SPARSE: Brg Elev(ft-in): 39-4 lnti.Date: GDA 12.29.15
#X Y B.# X Y H
__A__ o-o-o o-o-o __o::_6-o -:J o-o-o -o-10-2 o-10-2 __ -.B 6-4-10 o-o-o ___D:::0.:1t__ _a___~ ... --~·::L. __ 2.::2::15 __ 3 3-3-4 1-5-1 3-6-13_ __
A
R271
U243
<2>NTC6
_A __5.::_4-m 1-1-fi m _5~ 1-1-10 kS-3 ± %-r& 8-s-o =m=--33: :4 g=o:g T-1 9 -6-4 -o--6-
2-6] 3-3]
sws PANEL INC. II JOB 2{3Ek II CO~NT: ~ TRUGf 6/C
TC 1-5
BC 0-6
IJEB 3 IJEB 4
IJEB 5
IJEB 6 IJEB 7
IJEB 8
IJEB 9
IJEB 10
IJEB 11
5-4~
20TC20
20TC20
15C20 15C20
15C20
15C20 15C20
15C20
15C20
15C20
15C20
5
B
6-6-2 0,0
6-4-10 0,0
0-9-13 2.2 2-4-11 2.2
1-3-1 2.2
1-4-3 2.2
1-4-10 2.2
2-3-8 2.2
1-9-1 2.2
1-10-12 2.2
1-11-2 2.2
45•
+0
GDA 01.02.16
@RPurlin Spa TC (in): SHEATH Max Spa (in): 12 # Plies: __.1 __
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-4 lnti.Date: GDA 12.29.15
I X Y B <# X Y H ~
_A !J=!H !f±H-~~~~~-L_ +-~-O=JI=Q_-F(i !-3-'.o_~-~< -.l:::!L o-o-o-o-o __.._=m= --~---=5-1-L-i-~ ---4-j-t-.. --g--:t-------
s
+0
1
A
~ ~
3
In M
1-2
2-1~
sws PANEL INC. ~ JOB NUMBER: I COUNT: II TRUSS JIK:
213 1 G17
TC 1-3
BC 4-0
'WEB 3 IJEB 4
IJEB 5
IJEB 6
IJEB 7
20TC20
20TC20
15C20
15C20 15C20
15C20
15C20
B
4-1-6 0,0
4-1-6 0.0
1-3-6 2,2
2-2-4 2,2
1-3-6 2,2 2-1-2 2,2
1-3-6 2,2
s
+0
GDA 01.02.16
®~Purlin Spa TC {in): SHEATH Max Spa {in): ___12
Purlin Spa BC {in): SPARSE Brg Elev{ft-in): 39-4
y B o-o-o o-_ o-o-o o'=F-~-
A
R601
U520
<2>NTC6
1-11~
# Plies: ___,._1 __
lnti.Date: GDA 12.29.15 SWS PANEL INC.
_11L_ 5-u-s o-o-o_~~L~.
_J.l._ 4-7-12 O.::ll::L.. 4-7-lL~. ._12__ 1-11-6 .. _D:-..0::0 ___ _1::11.=6_.
\0 " (") 1.0
JOB NUJIBER: I COUNT: ~ TRUSS JIK:
213 1 G18
TC 1-4 20TC20 4-10-13 0,2
TC 4-7 20TC20 3-1-10 2,0
BC 0-8 20TC20 7-10-3 0,0
'JEB 4 15C20 0-9-12 2,2
'JEB 5 15C20 1-10-4 2,2
'JEB 6 15C20 1-3-6 2,2
'JEB 7 15C20 2-9-7 2,2
'JEB 8 15C20 1-11-9 2,2
'JEB 9 15C20 2-2-9 2,2
'JEB 10 15C20 1-11-14 2,2
'JEB 11 15C20 1-11-14 2,2
'JEB 12 15C20 2-3-10 3,3
'JEB 13 15C20 1-11-14 2.2
1-5 1-6 ~ 7
~s:&t: m mx r-1
11 10
B
6-3~
4-7~ 5-11~
GDA 01.02.16
®~Purlin Spa TC (in): SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-4
# Plies: __..1 __
lnti.Oate: GDA 12.29.15
# X Y B 'JCQ-~-~ ~ -s 1-1 -: o-o-o-~---~
A
R416
U304
(2)NTC6
# X Y H -=t m o;.;.o;;;;;o Q-UHr Q-10-Q 2 1-11-6 1-3-13 2-4-4 _3___6-3-6 2-4-1J ~-8-11 _A____1:::10-3 2-9-9 a.:±::(L __
_ 5 7-lQ-3 o-o-o 7-10-3
__6 6-3-6 0-0-Q 6-3-6 7 1-11-6 0-Q-Q 1-11-6
1-11~
SWS PANEL INC.
6-3~
JOB NUMBER:
213
TC 1-4 Be s-o IJEB 3
IJEB 4
IJEB 5
IJEB 6
IJEB 7
IJEB 8 IJEB 9
20TC20
20TC20 15C20
15C20
15C20 15C20
15C20
15C20 15C20
4
B
TRUSS JIK:
G19
8-1-9 0,0
7-10-3 0,0
0-9-12 2.2
1-10-4 2.2
1-3-6 2.2
4-3-15 2.2 2-4-6 2.2
2-8-3 2.2
2-8-15 2.2
GDA 01.02.16
@ Purlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: 2 l
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.29.15 SWS PANEL INC. j JOii2'{';E~ LiNT] TRG2orc
#X Y B #X Y H ±-m o-o-o Q-6-0 ' ~~ 0-10-Q Q-10-0 _ 4:-o . o-o-o ~---· __a_ _ _A::Ci::6 2-o-5 5..:2 5. _ _a__ 7-10-11 ~ Jl-4-8 ~---9-6-7 flm--1
~~·· ~~·· ............ .J.3 a6:§:ta : =tt 2~ 14 28-5-14 2-9-11 28-7-8
TC 1-3 35TC16 8-2-8 0,5
TC 16-3 35TC16 24-2-10 0,5
TC 21-17 35TC16 5-1-0 3,5
TC 23-21 35TC16 2-11-10 0,2
BC 0-24 30TC18 40-0-0 0,0
VEB 6 15C20 0-9-11 4,4
VEB 7 15C18 2-3-3 5,5
VEB 8 15C20 1-4-11 3,3
VEB 9 15C20 2-6-12 3,3
VEB 10 15C20 1-11-14 2.2
VEB 11 15C20 3-6-8 2.2
VEB 12 15C20 2-9-6 3,3
\o!EB 13 15C16 <H0-11 2,2
VEB 14 15C20 2-9-6 2.2
VEB 15 15C20 2-11-8 3,3
_15 30-~-14 2-9-11 aa-~-~ J9_~m ~:a:ts ~2:2~~
.J.8__ 32-5-14 ____z:..a-15 ...3Z::Z::~--
VEB 16 15C18 2-9-6 2.2
VEB 17 15C20 3-2-13 3,3
VEB 18 15C20 2-9-6 2.2
VEB 19 15C20 3-2-13 2.2
VEB 20 15C20 2-9-6 2.2
VEB 21 15C20 3-2-13 2.2
VEB 22 15C20 2-9-6 2.2
VEB 23 15C20 3-2-13 2.2
VEB 24 15C20 2-9-6 2.2
VEB 25 15C20 3-2-13 2.2
VEB 26 15C20 2-9-6 2.2
VEB 27 15C20 3-2-13 2.2 VEB 28 15C20 2-9-6 2.2
VEB 29 15C20 3-2-13 2.2
VEB 30 15C20 2-9-6 2.2 VEB 31 15C20 3-2-13 2.2
VEB 32 15C20 2-9-6 2.2
12
(1\ (X) (X) (X) (X) (X) (X) " " " " " (X) (X) (X) j3.00 ~ ru ru ru ru ru ru ru ru ru ru ru ru ru ru ~
00 l!J 1-1-1-1-1-1-1-1-1-1-1-16 1-1-1-ru
1 3~1......-=-12 o. ... 3
~4o 39 38 37 36 35 34 33 32 31 30 29 28 2F~24
R4~70 34-5~ 37-1~ R4~83
(~~~~6 9-1~ 12-5~ 16-5~ 20-5~ 24-5~ 28-5~ 31-11~ 36-5~38-5] (~~f~6
111 31 7 1 71 71 .71 71 71 71 .71 VEB 33 15C20 3-2-13 3,3 2-4!) 4-9!1 7-11~ 10-52] 14-52] 18-52] 22-52] 26-52] 30-52]32-5] ~~~ ~~ ~~g~g ::::1~ i~
VEB 36 15C18 2-9-6 2.2
VEB 37 15C20 2-11-8 4,4
VEB 38 15C16C 2-9-6 2.5 VEB 39 15C20 2-8-10 2.2
VEB 40 15C20 2-8-10 2.2
VEB 41 15C20 3-2-3 5,5
VEB 42 15C16 2-8-10 3,2
VEB 43 15C20 3-2-3 5,5
VEB 44 15D20 2-8-10 4,4 VEB 45 15C20 2-8-12 3,3
VEB 46 15C18 2-8-10 2.2
VEB 47 15C20 2-7-10 4,4 VEB 48 15C20 2-4-9 2.2
VEB 49 15D20 2-7-1 5,5
VEB 50 15C20 2-0-3 2.2
GDA 01.02.16
I®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: 2 1
ILPurlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 Inti. Date: GDA 12.29.15 SWS PANEL INC.
#X Y B #X Y H
.-A___D-0-0 0-0-Q o-6-o " 1 ~ ~-w.-a Jl::lO::O.
J. ··+· ~~· ~~L Mir f~l it
7 1-4-"'--•• -
.J.2_:......J£5:;14············e:;fF15mmm··oo_3~--
20 36-5~-~--~--_a_"~-~--_J.Z-3-8 ~_31 - -2-5-0 .-.38::6.:::13. lit-H
_2Sl_ ~ 0-0-0 30-5-14 _ao · 2a-s-14 o o o ~e-5-1~
__31 26-5-14 -0-0-0 26-5-14mm ~L-Jl=0-0 24-5-lL ~-14 o-o.:::o..______aC5::1A 34 20-5.:-~ 20-5-14 35 18-5-14 o-o-o _18-5-14 . ~!ill= s-s-&=Jf-~ __37 14-~ - -4-5-14 -...3JL........12-5-14.._"_j):-Jl::.Q~ 39 10-5-14 a::g-g lQ:-~ 40 8-5-14 0--. .....13=5.::14._ . ...4L 7-9-14 o-o-o 7-9-14
rJOB 213EPh II co;NT: II TRUG2i!C
TC 1-3
TC 16-3 TC 21-17
TC 23-21 BC 0-24
'JEB 6
WEB 7 'JEB 8
WEB 9
'JEB 10
'JEB 11 'JEB 12
WE!! 13
'JEB 14 'JEB 15
WEB 16
'JEB 17 'JEB 18 'JEB 19
'JEB 20
'JEB 21 'JEB 22
'JEB 23
WEB 24
'JEB 25
'JEB 26 'JEB 27
'JEB 28
WEB 29 'JEB 30
'JEB 31
WEB 32
45TC16
45TC16 45TC16
45TC16 30TC18
15C20
15C16
15C20 15C20
15C20
15C20 15C20
15C20
15C18 15C20
15C18
15C20 15C20 15C20
15C20
15C20 15C20
15C20
15C20
15C20
15C20 15C20
15C20
15C20
15C20
15C20
15C20
12
8-2-12 0,6
24-2-10 0..6 5-1-0 3,5 2-11-14 0,2
40-0-0 0,0
0-9-11 4,4
2-6-0 6,4
1-5-7 3,3
2-9-9 3,3
2-1-5 2.2
3-1-9 2.2
2-9-2 2.2 2-9-6 2.2
2-9-6 2.2
3-2-13 4,4
2-9-6 2.2 3-2-13 3,3
2-9-6 2.2 3-2-13 2.2
2-9-6 2.2
3-2-13 2.2 2-9-6 2.2
3-2-13 2.2
2-9-6 2.2 3-2-13 2.2
2-9-6 2.2
3-2-13 2.2 2-9-6 2.2
3-2-13 2.2
2-9-6 2.2 3-2-13 2.2
2-9-6 2.2
1()00 00 00 00 00 00 00 ~ ~ ~ ~ ~ 00 00 00 1300 -C\J C\J C\J C\J C\J C\J C\J C\J C\J C\J C\J C\J C\J C\J C\J ...0 ' ~~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~ ~ ~ C\J
: ;; 39 38 ~ ~ 35 34 ro 32 31 30 ~ 28 ;tr2•
A 7 S 7 B R3961 36-5a 3 -5a R4122
US39 71 71 71 71 71 71 11 71 91 U648
<2>NTC6 8-5!] 12-5!] 16-5!] 20-5!] 24-5!] 28-5~ 31-111]34-5!]37-1~ <2>NTC6
al ,I 71 "71 71 "71 "71 71 .71 .71 WEB 33 15C20 3-2-13 3,3 2-7~ 5-3.!1 7-9!1 10-5!J 14-5!1 18-5!J 22-5!J 26-5!J 30-5!J32-5!J ~~~ ~~ ~~g~g ::i:1~ ~:~
'JEB 36 15C18 2-9-6 2.2
'JEB 37 15C20 2-11-8 4,4
'JEB 38 15C16C 2-9-6 2.5 'JEB 39 15C20 2-8-10 2.2
'JEB 40 15C20 2-8-10 2.2
'JEB 41 15C20 3-2-3 5,5 'JEB 42 15D20 2-8-10 5,5
'JEB 43 15C20 3-2-2 6,6
'JEB 44 15D20 2-8-10 4,4 'JEB 45 15C20 2-8-12 3,3
'JEB 46 15C18 2-8-10 2.2
WEB 47 15C20 2-7-10 4,4
'JEB 48 15C20 2-4-9 2.2
'JEB 49 15D20 2-7-1 6,6
WEB 50 15C20 2-0-3 2.2
GDA 01.02.16
®~Purlin Spa TC (in}: SHEATH Max Spa (in): ___1Z
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 42-9
# X Y B A 0-0-0 _0::0 0 0-6=0__
_1L_ :;-5-4 " o-o-o JL-:tl:1L_"_~
A
R187
U149
<2>NTC6
# Plies: ---1 _
lnti.Oate: GDA 01.05.16
2-st!J
SWS PANEL INC.
3-5~
JOB NUMBER:
213
TC 1-4 Be s-o
'WEB 3 IJEB 4 VEB 5
'WEB 6
VEB 7 'WEB 8
VEB 9
20TC20 20TC20
15C20
15C20 15C20
15C20
15C20 15C20
15C20
4
~
B
GDA
TRUSS JIK:
G22
5-8-10 0,0
5-5-4 0.0 0-10-5 2.2
2-7-8 2,2
1-7-12 2.2
1-9-1 2.2
1-10-6 2.2
2-5-14 2.2 2-5-1 2.2
45.
+0
01.12.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 4~9
y B -# o-x-o-o-~-~0 A o IE1 o-o-o o-o o ____ _ J 6-2-
A
R228
U186
<2>NTC6
# Plies: _.._1 _
lnti.Date: GDA 01.05.16
2-si!J 3-5fhl
sws PANEL INC. II JOB NUMBER: I COUNT: II TRUSS JfK:
213 2 G23
TC 1-5
BC 0-6
'w'EB 3
'w'EB 4
'w'EB 5 'w'EB 6
'w'EB 7
'w'EB 8 'w'EB 9
'w'EB 10
'w'EB 11
5-6~
20TC20
20TC20
15C20
15C20
15C20
15C20
15C20
15C20 15C20
15C20
15C20
5
B
6-5-13 0,0
6-2-2 0,0
0-9-14 2,2 2-7-7 2,2
1-7-12 2,2
1-9-1 2,2 1-10-6 2,2
2-7-9 2,2
2-5-13 2,2
2-6-7 2,2
2-7-11 2,2
45°
+0
GDA 01.12.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): _a4
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 42-9
# Plies: __ 1 _
lnti.Date: GDA 01.06.16 SWS PANEL INC.
~
.51
# X Y H . .J __ ..Jl=.(CQ __j)-10-7 ~Q:::z.. __ ~BL: 2-6-::.5_ 4-8-.B_ fill _zl _1~±:J:--=-m•
1~
3
.... ..0 1-
4
10 10-4-6 o-o-o__ ___ 10-4-6 _
_ll__6-4-11 .J-0-0~-~.::l.L-. Ja.~.::J.3._ 0-0-0 _5::8~~-_l3_~_J~t __ -·-i=~=L~= r 3-11-1L~J).::O.::.IL.._~_3::11::11~·
5
.... ..0 1-
6
~
ltswn
JOB NUJIBER: II COUNT: II TRUSS JlK:
213 1 G24
TC 1-3 20TC20 4-5-6 0,3
TC 3-7 20TC20 2-3-6 3,3
TC 7-9 20TC20 4-5-6 3,0
BC 0-10 20TC20 10-4-6 0,0
W'EB 5 15C20 0-10-3 2,2
W'EB 6 15C20 1-10-14 2,2
W'EB 7 15C20 1-7-12 2,2
W'EB 8 15C20 2-4-15 2,2
W'EB 9 15C20 2-5-13 2,2
W'EB 10 15C20 2-6-6 2,2
W'EB 11 15C20 2-6-6 2,2
W'EB 12 15C20 2-6-6 2,2
'JEB 13 15C20 2-5-!2 1?.2
W'EB 14 15C20 2-5-0 2,2
W'EB 15 15C20 1-7-12 2,2
W'EB 16 15C20 1-10-15 2,2
W'EB 17 15C20 0-10-3 2,2
did :-yJI VIII Ill L!l W ·-!IN' 14 13 12 .. I IV: y10
A
R785
U704
<2>NTC6
1-11~ 3-11~ 4-7~5-2~5-8~ 6-4~ 8-5~
B
R785
U704
<2>NTC6
GDA 01.12.16
®IPurlin Spa TC (in): SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 42-9
# Plies: __.._1 __
lnti.Date: GDA 01.06.16
_# X Y B "'' # X Y H __
SWS PANEL INC.
9 1%-%-% o-o-o o-6~ -- --~ 0-6-0 _,, _, o~21L: 0::10-o o-10-o _ +~~.~~t-1t ~~{{j?j}~
5-3-3 10 5_-:J::::3____ __4::6=15 _lL 4-6-15
51
A
R786
U673
<2>NTC6
12
5.001
2-3~
(Y)
N l!J 23
11
4
10
(Y)
N l!J 56
9
4-6~ 5-3~ 5-11~ 8-2~
JOB NUMBER: II COUNT: II TBUSS JIK:
213 1 G25
TC 1-3 TC 3-5
TC 5-7
BC 0-8
VEB 5
VEB 6
VEB 7 VEB 8
VEB 9
VEB 10
VEB 11 VEB 12
VEB 13
VEB 14 VEB 15
20TC20 5-1-4 0,3
20TC20 1-2-14 2.2
20TC20 5-1-4 3,0
20TC18 10-6-6 0.0
15C20 0-9-12 2.2
15C20 2-2-9 2.2
15C20 1-9-1 2.2 15C20 2-8-4 2.2 15C20 2-8-7 2.2
15C20 2-9-0 2.2
15C20 2-8-6 2.2 15C20 2-8-2 2.2
1~C20 1-9-1 2.2
15C20 2-2-9 2.2
15C20 0-9-12 2.2
B
R786
U673
<2>NTC6
GDA 01.06.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): 12 # Plies: _l
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 40-6 lnti.Date: GDA 12.29.15
L_~X__ Y B # X Y Hm A O..:::O=IL __ o-o-o ~~" --t _o-o-o 1-s-10 1-s-10 J____J-8-1 ___ 0-0-0 0-0:::tL__ _ 1-8-1 __ _l:::5:::10 2-2-1: _a_ 1-8-1 o-o-o __ 1-8-1
SWS PANEL INC. JOB NUMBER:
213
TC 1-2
BC 3-0
IJEB 3 IJEB 4
IJEB 5
1 2
s
+0
~
5
s
+0
20TC20
20TC20
15C20
15C20
15C20
TRUSS JIK:
ROl
1-8-1 0,0
1-8-1 0,0
1-5-6 2.2
1-10-12 2.2 1-5-6 2.2
GDA 01.01.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): 12 # Plies: __..__1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 40-1 lnti.Date: GDA 12.29.15
X y
B -# -0-0 EfEi2 ····~~ # ____ .x. ~ o-o-o . ~._7_3 1:_10_:-L·---~~-:1 Y:S:Y--3*8----O-O=D___ .F·-l=B=i h-b-8
s
+0
3.001
12
2
SWS PANEL INC.
12
j3.00
s
+0
JOB NUMBER:
213
TC 1-2 TC 2-3
BC 4-0
IJEB 4
IJEB 5
IJEB 6 IJEB 7
20TC20
20TC20
20TC20
15C20 15C20
15C20
15C20
TRUSS MK:
R02
0-7-15 0,2
1-1-12 ~0 1-8-1 0,0
1-8-8 ~2 1-10-2 ~2
1-9-4 ~2
1-7-1 ~2
GDA 01.01.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: _1.....___
Purlin Spa BC (iri): SPARSE Brg Elev(ft-in): 39-8 lnti.Date: GDA 01.01.16
#X Y B #X Y H :::A::::-m:-~=ggg.::a o-o-o . 1 o-!l-:IL~__2::1::2~ I ___ . --L --o O"".D:::IL_ __a_ ____ ~~
~ 2-0-1 2-7-5
_A._ 1-8-1 0-0..:-...IL__. 1-8-1
s
+0
3.00j
12
12
SWS PANEL INC.
J3.00
s
+0
JOB NUJIBER:
213
TC 1-2
TC 2-3 BC 4-0
'JEB 4
'JEB 5 'JEB 6
'JEB 7
20TC20
20TC20
20TC20
15C20
15C20 15C20
15C20
TRUSS JIK:
R03
0-7-1 0,2
1-o-15 e.o 1-8-1 0,0
2-1-3 2.2
2-2-13 2.2 2-1-11 2.2
1-11-12 2.2
GDA 01.01.16
®~Purlin Spa TC (in): SHEATH Max Spa (in): --1.a
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 42-9
# Plies: __...1 __
lnti.Date: GDA 01.05.16 SWS PANEL INC.
X y H x y B # o-o-o 2-4-15 2-4-15
# 0-~-a s:s-£ 0:8:8 ± 0-10-12 2-9-7 2:1~-2_ A _ _ _ o ~ t§-u 2-9-7 3 3 14 L 1 _ _ _ 0 ~ 1-9-11
12
s.ool -3 .....,., I I ,..::::::; I
8
s
+0
s [1---=====~~..l:b'::::.L ___ , ~J.4 +0
A B
11~
JOB NUJIBER:
213
TC 1-2
TC 2-3 BC 4-0
W'EB 4 W'EB 5
W'EB 6
W'EB 7
W'EB 8
20TC20
20TC20 20TC20
15C20
15C20
15C20
15C20
15C20
TRUSS IlK:
R04
1-0-8 0,2
0-10-15 2,0
1-9-11 0,0 2-4-11 2.2
2-6-5 2.2 2-9-3 2.2
2-9-8 2.2
2-9-3 2.2
GDA 01.06.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): ___j,g
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 42-9
# Plies: __..1 __
lnti.Date: GDA 01.05.16
# X Y B A-~-~a:::::a;;;.o 0::0-o --lFO.::n::.:~ __ li.__ 1-9-1 o-o-o o-o-o
# X Y H _L o-o-o 3-o-o 3-;;;o-;;;o "-_a_~~..:::2_-~_3::0::0 3-3-10
.. _3 1-9-1 -2-10-2 3-4-1 _ _4_..~_1:::2-1 0-0-0 J.::M
s
+0
1
4
i '~
A
12
SWS PANEL INC.
GP3
6 7
s
I =' 14 +0
B
JOB NUMBER:
213
TC 1-2 TC 2-3 BC 4-0
VEB 4
VEB 5
VEB 6
VEB 7
20TC20 20TC20
20TC20 15C20 15C20
15C20 15C20
TRUSS JIK:
R05
1-4-9 0,2
0-5-11 2,0 1-9-1 0,0
2-11-12 2,2
3-1-4 2,2 2-11-12 2,2
2-9-14 2,2
GDA 01.06.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: _...._1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 lnti.Date: GDA 12.17.15
H 1 x _J,_0 -o-10-o . v B _ --1 -o-o-o o-:::. 1-z-1 0-0-0 _____j)_::6o=8=m ~ ~~ ~-~ .... !::!L----lo*-=-~o-::lo1 __ o-=----__ ..a::=_l::H____ o ..
A
R48 U1
<l>NTC6
SWS PANEL INC.
12
3.001 2
JOB NUMBER:
213
TC 1-2
BC 3-0
W'EB 3
W'EB 4
W'EB 5
45°
+0
20TC20 20TC20
15C20
15C20 15C20
TRUSS ILK:
TOl
1-2-0 0,0
1-1-9 0,0 0-9-12 2..2
1-1-4 2..2
1-0-12 2..2
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: ___1
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 lnti.Date: GDA 12.17.15
# X Y B -~ _# X Y H
A 0-0-0 0::0:::n O:=:EQ~ _L__~i=!fttri ]-:~-0 . L_J~ o-o-o -~--__a__. _ _l:::5_:: - -1-1 -tr -_ _3 " 1-5-11 - -_j-5-11
A
R63
U16
<l>NTC6
3
SWS PANEL INC.
12
3.001
JOB NUMBER:
5
213
TC 1-2 BC 3-0
VEB 3 VEB 4
VEB 5
2
20TC20 20TC20
15C20
15C20 15C20
45°
+0
TRUSS JfK:
T02
1-6-12 0,0
1-5-11 0,0
0-9-12 2.2
1-4-7 2.2
1-1-13 2.2
GDA 01.02.16
®~Purlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: _....1 __
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 lnti.Date: GDA 12.17.15
% o-~-o-o-6-o o-~-o . ·-J o-~-o . o-lb-o o-!6-IL_ __L_.__l-11-15 o-o-o ._o-o-o _ _a_ 1-11-15 1-4-0 2-4-13
3
A
R85
U35
<1>NTC6
-~ 1-11-15 . o-n-o 1-11-15
SWS PANEL INC.
12
3.001
JOB NUJIBER:
213
TC 1-2
BC 3-0
VEB 3
VEB 4 VEB 5
5
20TC20 20TC20
15C20
15C20 15C20
2
Tlf(JSS JIK:
T03
2-1-3 0,0
1-11-15 0,0 0-9-12 2,2
1-10-1 2,2
1-3-6 2,2
45·
+0
GDA 01.02.16
®~Purlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: __.._1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 lnti.Date: GDA 12.17.15
y H -# X 0-10-~ 0-0-0 --0-10..:-0 ----3-6-5 . # ~ _1_ 3=1~::.6__ ___ _3::1~
__A_ a--s ~3-1-9 ---o-o-o -· -_ _B.__ -1-
3
A R133
U73 Q)NTC6
SWS PANEL INC.
12
3.001
JOB NUJIBER:
213
TC 1-2
BC 3-0
VEB 3
VEB 4
VEB 5
20TC20
20TC20 15C20
15C20
15C20
5
2
TRUSS JIK:
T04
3-3-4 0,0 3-1-9 0,0
0-9-12 e.2 2-11-1 e.2
1-6-12 e.2
45·
+0
GDA 01.02.16
Purlin Spa TC {in}: SHEATH Max Spa {in): 24 # Plies: _l
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 lnti.Date: GDA 12.17.15
y H " B # X cllc.!L _____ O::l0-=::0 X y -_1 ~-~ ~--1-10-7 J-~=P1 -=:-g:g:g : B*8 :f-0 3:?tf ]~;L 3-s:.u -0
3
A R148
U84
Q>NTC6
SWS PANEL INC.
12 3.oor
JOB NUJIBER:
213
TC 1-2
BC 3-0
VEB 3
VEB 4
VEB 5
20TC20
20TC20
15C20
15C20
15C20
5
2
TRUSS JIK:
T05
3-7-8 0,0
3-5-11 0,0
0-9-12 2..2 3-3-2 2..2
1-7-13 2..2
45.
+0
GDA 01.02.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: _..._1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 lnti.Date: GDA 12.17.15
# x Y -B -L.o ~ o o-~-o o-!b-o JL o-o-o o-o-o o:G:o ~,. 4-4~ .,lL.__~ __ Jl::O:::!L_ .. ___!!::.O.::lL,._. ·--~,--3-11-15 o-o-o ____3::lF
A
R170
U101
<l>NTC6
SWS PANEL INC. JOB NUMBER:
213
TC 1-2
BC 3-0
WEB 3
WEB 4
WEB 5
30TC20
20TC20
15C20
15C20
15C20
B
2
'l'RUSS JIK:
T06
4-2-3 0,0
3-11-15 0,0
0-9-12 2,2
3-9-4 2,2
1-9-6 2,2
45.
+0
GDA 01.02.16
®IPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: _.1
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 lnti.Date: GDA 12.17.15 SWS PANEL INC.
#X Y B # X Y H __a__g-=:O.=L _ ___o:.o-o o-6-0_~ _ _L____Jl-o-r= o-1o-o o-10-o .
__8_ -1-9 o-o-o _ _.O:::Il=!L___ _a_ __ _5::1:::9___ 2-1-6 s-6-lL_
.__3_ 5-1-9 0-Q::.(L 5-1-9
A R218
U135 (1)NTC6
2-6~
JOB NUMBER:
213
TC 1-2
BC 3-0
IJEB 3
IJEB 4
IJEB 5
IJEB 6
IJEB 7
20TC20 20TC20
15C20
15C20
15C20 15C20
15C20
B
2
GDA
TRUSS JIK:
T07
5-4-0 0,0
5-1-9 0,0
0-9-12 2.2
2-5-4 2.2
1-5-4 2.2 2-8-3 2.2
2-0-12 2.2
01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: 1
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 Inti. Date: GDA 12.17.15 SWS PANEL INC.
B X Y ___o-6-P #_ ~ o-p-o __ l-B ~ :.-lL ---
A
R239
U148
<l>NTC6
2-9~
JOB NUJIBER:
213
TC 1-2 BC 3-0
W'EB 3
W'EB 4
W'EB 5
W'EB 6
W'EB 7
20TC20
20TC20
15C20 15C20
15C20
15C20 15C20
2
B
GDA
TRUSS JIK:
TOB
5-10-2 0,0 5-7-9 0,0
0-9-12 2,2
2-8-2 2,2 1-6-0 2,2
2-11-3 2,2
2-2-4 2,2
01.02.16
®~Purlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: _1
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 lnti.Date: GDA 12.17.15 SWS PANEL INC.
~. X Y B _ # X Y H _ 1 2-P-11§ _o-g-g g.±O_ _L ___ll::.0-0 0-10-0 ____Q::JJ).:::!L_ ~-·---0---0-0 ~ 6-1-13_ 2-4-7 6-7-2 ··-.~. 6-1-13 0-0-:.ll_ 6-1-13
A
R261
U161
<l>NTC6
3-0~
JOB NUJIBER:
213
TC 1-2 BC 3-0
VEB 3 VEB 4
VEB 5
VEB 6 VEB 7
20TC20 20TC20
15C20 15C20
15C20
15C20 15C20
2
~
B
GDA
TRUSS JIK:
T09
6-4-9 0,0
6-1-13 0,0
0-9-12 e-2
2-11-3 e-2 1-6-12 e,2
3-2-5 e-2
2-3-13 e-2
s
+0
01.02.16
®UPurlin Spa TC {in}: SHEATH Max Spa (in): _..a4
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0
# Plies: __..._1 _
lnti.Date: GDA 12.17.15
#X Y B #X Y H -l==fa-~!l 0=-0-=11 o-6-o __ 1 __ ~-1o-o . r-ro;;;.o~· -.-7 o-o-o _o::o~ .....z 7-8-1 ~a__~ 8-1-13 ___3__l3::_3=::l___E-9-0 13-6-13 .
_ _4__ 13-3-7 0-0-0 13-3-7
sws PANEL INC. II JOB NUMBER: I COUNT: II TRUSS JLK: 213 2 TlO
TC 1-2 20TC20 7-11-6 0,2
TC 2-3 20TC20 5-7-6 2.0
BC 4-0 20TC20 13-3-7 0.0
W'EB 4 15C20 0-9-12 2.2
W'EB 5 15C20 3-8-2 2.2
W'EB 6 15C20 1-9-1 2.2
W'EB 7 15C20 4-0-15 2.2
W'EB 8 15C20 2-8-12 2.2
W'EB 9 15C20 3-8-5 2.2
W'EB 10 15C20 3-8-6 2.2
W'EB 11 15C20 2-8-12 2.2
-3
ll
A
R563
U292
<2>NTC6
~I
3-10~
=::sJ 16/ s
B
7-8~
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: __...1 __
Purlin Spa BC (in): SPARSE Brg Elev(ft-in): 29-0 lnti.Date: GDA 12.17.15
~-· X y B # ._A o-o-o _ o-o-o o-G-x Y H _JL._ 13-3-7 o-o::o o-o-8 j -B*%= _ o-10-o o-1o-o . -2-10-9 --8-8-3
II
A
R864
U295 <2>NTC6
__ 3 l§ §-~ 2-10-9 13-7-2 __4._____ - -o-o-o 13-3-7
==-= ==::::::---1 I
4-1~
sws PANEL INC. II JOB 213ER: ~ C02.NT: ~ TRUTl tK:
TC 1-2 20TC20 8-5-13 0,2
TC 2-3 20TC20 5-1-2 2.0
BC 4-0 20TC20 13-3-7 0,0
VEB 4 15C20 0-9-12 2.2
VEB 5 15C20 3-11-4 2.2
VEB 6 15C20 1-9-13 2.2
VEB 7 15C20 4-4-2 2.2
VEB 8 15C20 2-10-5 2.2
VEB 9 15C20 3-7-7 2.2
VEB 10 15C20 3-7-7 2.2
VEB 11 15C20 2-10-5 2.2
2 3
~~~------------70~------------~
>;:::-.~ V/
8-3~ 10-8~
s ) ... '\J 14+0
B
GDA 01.02.16
®~Purlin Spa TC {in): SHEATH Max Spa {in): _.a4
Purlin Spa BC (in): SPARSE Brg Elev(ft-in): 29-0
# Plies: _.._1 _
lnti.Date: GDA 12.17.15
# X y H
tt x o~-o oJ~--L o-o-o o:to:o Pol~:~ =f=r~:,l§:.0z ~o-o-o--~o-o-0 ~ ±-~1L ----1~~-~§F_x-g -----~~~3-=<as:-:::s-2
· ·3_ 13_3_7 o-o-o 13-3-7
sws PANEL INC.
2
II JOB NUMBER: I COUNT: II TRUSS JIK: 213 2 T12
TC 1-2 20TC20 10-0-2 0,2
TC 2-3 20TC20 3-7-6 2,0
BC 4-0 20TC18 13-3-7 0,0
IJEB 4 15C20 0-9-12 2,2
IJEB 5 15C18 4-8-0 2,2
IJEB 6 15C20 2-0-1 2,2
IJEB 7 15C16 5-1-2 2,2
IJEB 8 15C20 3-2-12 2,2
IJEB 9 15C20 4-6-6 2,2
IJEB 10 15C20 3-2-12 2,2
3
II s 114+0 :~~~~JL~~~~~~~~H4~/~~~ ====-~ ...JI
A
R564
U299
<2>NTC6
4-10~ 9-8~
B
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa {in):~
Purtin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0
y B ±=f)i& 8:[:~
# Plies: __.....1 __
lnti.Date: GDA 12.17.15 sws PANEL INC.
2
II JOB NUMBER: I COUNT: II TRUSS JLK: 213 2 T13
TC 1-2 30TC20 10-6-13 0,2
TC 2-3 30TC20 3-1-2 2.0
BC 4-0 20TC18 13-3-7 0.0 VEB 4 15C20 0-9-12 2.2
VEB 5 15C18 4-11-2 2.2
VEB 6 15C20 2-0-13 2.2
VEB 7 15C16 5-4-5 2.2
VEB 8 15C20 3-4-5 2.2
VEB 9 15C20 4-3-4 2.2
VEB 10 15C20 3-4-5 2.2
3
~~~--------------~~
ll
A
R564
U300
C2)NTC6
~kG/ --~dl
5-1~ 10-3~
B
GDA 01.02.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0
# Plies: _1.___
lnti.Date: GDA 12.17.15
#X Y B I X Y H ± o-o-o. __ o-o-o_ o-6-o __ := __1___ o-o-o o-10-o o-10-o __ _13:::3::-L-o-o-o o-o-o _ _a u-a-1 3-9-o 12::.3::::.a _ _3___13-3-7 3-9-0 13-9-11 __ 4 13-3-7 o-o-o 13-3-7
r< 5
A
R565
U298 (2)NTC6
5-10~
sws PANEL INC. II JOB NUMBER: I COUNT: II TRUSS JIK: 213 2 T14
TC 1-2 30TC18 12-1-2 0,2
TC 2-3 30TC18 1-7-6 2,0
BC 4-0 30TC18 13-3-7 0,0
IJEB 4 15C20 0-9-12 2,2
IJEB 5 15C18 5-7-15 2,2
IJEB 6 15C20 2-3-1 2,2
IJEB 7 15D20 6-1-6 2,2
IJEB 8 15C20 3-8-12 2,2
IJEB 9 15C20 3-10-11 2,2
IJEB 10 15C20 3-8-12 2,2
-3
B
11-8~
GDA 01.02.16
®~Purlin Spa TC (in): SHEATH Max Spa (in): _.a4
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0
# Plies: --1 _
lnti.Date: GDA 12.17.15
# X y H # x Y _ B _ ~ 1 o-o-o o-10-o 0-_!o:o ~.A__ o-o-o 0::0::0_~ ~~~--3::lO=:c.L~--1a:~9::9-~--B -13-3-7 o-o-o __ll=! --::3._ 13-3-7 3-10-9 -~+
~~ 4 13-3-7 o-o-o -13 ~ ~~
sws PANEL INC. II JOB 2{3Ek ~ co2_NT: II TRUTi Src
TC 1-2 20TC20 12-7-5 0,2
TC 2-3 20TC20 1-1-2 2,0
BC 0-4 20TC20 13-3-7 0,0 IJEB 4 15C20 0-9-12 2,2
IJEB 5 15C20 3-10-14 2,2
IJEB 6 15C20 1-9-12 2,2
WEB 7 15C20 4-3-0 2,2
WEB 8 15C20 2-9-15 2,2
WEB 9 15C16 4-9-11 2,2
IJEB 10 15C20 3-10-5 2,2
IJEB 11 15C20 3-10-13 2,2
IJEB 12 15C20 3-10-5 2,2
2 3 ...
A
R565
U295
<2>NTC6
B
s r:=~~~;;~~~~~====~::~~~~J1================>~<~J~Vt!~l14+o >~~I ::-:----..-=:::::::::-..J I II
4-0~ 8-1~ 12-3~
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: _._1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 29-0 lnti.Date: GDA 12.17.15
II: X Y B #X Y H 1 &~ s-o-o 0~ _l_ m t-~-a =M-~ . -=7 -Jl::(L o-o-o -. ~ _ -p:;:}; ~tj __
II
A
R565
U281
<2>NTC6
=-==-~ ...JI
4-5~
SWS PANEL INC.
~~I
8-10~
JOB NUMBER:
213
TC 1-2 BC 3-0
\v'EB 3
IJEB 4 IJEB 5
IJEB 6
IJEB 7 IJEB 8
IJEB 9
20TC20 20TC20
15C20
15C20 15C20
15C20
15C20 15C16
15C20
2
B
TRUSS JIK:
T16
13-8-14 0,0
13-3-7 0,0 0-9-12 2,2
4-3-3 2,2
1-10-13 2,2 4-7-7 2,2
3-0-2 2,2
5-1-4 2,2 4-1-4 2,2
GDA 01.02.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: --L1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
# X y # x v ~ ::1 o-o-o o-1o-o o-10-o -A o-o-o IBEO o 0 0 ~ 1-4-4 2-B-1! ----~_2:::.0.::::1..5__ o-o-o o----_ _a_ 2-0-15 o .. o .. om .. ue< .. l .
A
R88
U38
<1>NTC6
3
SWS PANEL INC.
12 3.00(
JOB NUMBER:
213
TC 1-2
BC 3-0
IJEB 3
IJEB 4 IJEB 5
5
20TC20 20TC20
15C20
15C20
15C20
2
TRUSS JIK:
T17
2-2-4 0,0
2-0-15 0,0 0-9-12 2.2
1-10-15 2.2
1-3-10 2.2
45.
+0
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: ___.._1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
L Q-~-o :=o:f:-0 o-!-o j_ o-~-o o-I1-o . o-~-o
_13_" 2-0-15 -~~.::()__ Q-0-Q ···-· _2_~ 1-4-4 ___2.=5::12._
A
R88
U38
<1>NTC6
3
_.a_ ____ 2-Q-15 ·~-O.::.O.:::IL..._. 2-0-15
SWS PANEL INC.
12
3.00(
JOB NUJIBER:
213
TC 1-2 BC 3-0
'JEB 3 'JEB 4
'JEB 5
5
20TC20
20TC20 15C20 15C20
15C20
2
TRUSS JIK:
T18
2-2-4 0,0 2-0-15 0,0
0-9-12 2.2 1-10-15 2.2
1-3-10 2.2
45.
+0
GDA 01.02.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: -"'--1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
# :1~--P:;ll~-~ll::x-~
3
A
R173
U104
<l>NTC6
3.001
SWS PANEL INC.
12
JOB NUMBER:
213
TC 1-2
BC 3-0
IJEB 3
IJEB 4
IJEB 5
30TC20
20TC20 15C20
15C20
15C20
5
2
B
TRUSS JIK:
T19
4-3-3 0.0
4-0-15 0.0 0-9-12 2,2
3-10-4 2,2
1-9-10 2,2
45.
+0
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: __.._1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 Inti. Date: GDA 12.28.15
# X Y B # --..--'X~---...'A-..---·...-;l*--e_fi___ 0-0-0 -~=6-Q _: _l .~Jl'-:1'-&Y:-8~-~~---' _i_-~~-D=.O:::lL .. _... =i-t:o=t§ ----'X--"--'"'--
3
A
R173
U104
<1>NTC6
3.001
SWS PANEL INC.
12
JOB NUJIBER:
213
TC 1-2
BC 3-0
VEB 3
VEB 4
VEB 5
30TC20
20TC20 15C20
15C20
15C20
5
2
B
TRUSS JlK:
T20
4-3-3 0,0
4-0-15 0,0
0-9-12 2,2 3-10-4 2,2
1-9-10 2,2
45.
+0
GDA 01.02.16
®~Purlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: ---"'-1 __
Purlin Spa BC (in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15 SWS PANEL INC.
X y H . , B # . -o-o 0-10::-0 0-10-a ~:::0 g-g-g o:6:l r-f-6-15_ 1-5~ 1~60..15 1-6-15 o-o-o ··-_o::o~ .:_a_ 1-6-15 _ ___11::0
12
3.001
3
A
R67
U20
<1>NTC6
JOB NUMBER:
213
TC 1-2
BC 3-0
VEB 3 VEB 4
VEB 5
2
5
20TC20
20TC20
15C20 15C20 15C20
45·
+0
GDA
TRUSS IlK:
T21
1-8-1 0,0 1-6-15 0,0
0-9-12 2.2
1-5-8 2.2 1-2-2 2.2
01.02.16
®~Purlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: ____..1 __
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
# X y F 30:i.:Rr-----.o"-=-*=o-<L~-_,o,....;-~IL--o 5 ~~ o-o-o
3
A
R152
U87
<l>NTC6
# X y 1 o..;;o=-o o;.;.to;.;.o
_2_ _ _3.:::fcl5___ 1-8-12
._3_ 3-6-15 o-o-o
H _(1;.;.10..;,0
.... 3=l1::11 .-.3..::6=15
3.001
SWS PANEL INC.
12
JOB NUJIBER:
213
TC 1-2
BC 3-0
IJEB 3 IJEB 4
IJEB 5
20TC20
20TC20
15C20 15C20
15C20
5
2
TRUSS JIK:
T22
3-8-12 0,0
3-6-15 0,0
0-9-12 2,2
3-4-6 2,2 1-8-2 2,2
45°
+0
GDA 01.02.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: ___...1 __
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 Inti. Date: GDA 12.28.15
#X Y B #X Y H
A ~-£-8 8-8-8 8-8-8 _1 o-o-o 0-10-a 0-10-o:= _ _L__4:--3 - - - -,_a_ 4-4-13 1-11-3 4-9-:11__ ___a__ 4-4-13._ _ ____D::O.::::!L._ 4-4-13
3
A
R187
U114
<l>NTC6
3.00J
SWS PANEL INC.
12
JOB NUMBER:
213
TC 1-2
BC 3-0 IJEB 3
IJEB 4 IJEB 5
30TC18
20TC20 15C20
15C20 15C20
5
2
B
TRUSS JIK:
T23
4-7-3 0,0
4-4-13 0,0
0-9-12 2.2
4-2-2 2.2
1-10-9 2.2
45.
+0
GDA 01.02.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: _...__1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
H X Y B · 0.::1.0~ -f-==-__o-o-o =n:-o-o o-6-o 5-9-1 ~ 5-4-0 ___ __D::0-0 __ Jl:::O:::.O._ 5-::4::-JL...._
A
R227
Ul40
mNTC6
2-~
SWS PANEL INC. JOB NUMBER:
213
TC 1-2
BC 3-0
IJEB 3
IJEB 4 IJEB 5
IJEB 6
IJEB 7
20TC20
20TC20
15C20
15C20
15C20 15C20
15C20
2
B
GDA
TRUSS JIK:
T24
5-6-8 0,0
5-4-0 0,0
0-9-12 2.2
2-6-7 2.2
1-5-9 2.2 2-9-6 2.2
2-1-6 2.2
01.02.16
®UPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: __.._1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15 SWS PANEL INC.
_JL_ X Y ___ B__ # X Y . H
_A_ g-~-g _ o-o-o o-6-o ~ ~--~ o-to-Q -. Jl~ --_ ___!bo-o o-o-o __ --2-1-4 5:::6=0__
_ _3.__ s-FQ 0-0-Q 5-1-Q .
A R216
U134
<1>NTC6
2-6~
JOB NUMBER:
213
TC 1-2 BC 3-0
VEB 3 VEB 4
VEB 5
VEB 6 VEB 7
20TC20
20TC20
15C20 15C20
15C20
15C20 15C20
B
2
GDA
TRUSS JIK:
T25
5-3-6 0,0 5-1-0 0,0
0-9-12 2.2 2-4-15 2.2 1-5-3 2.2
2-7-14 2.2
2-0-10 2.2
01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): _.a4
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: ___..,1 __
lnti.Date: GDA 12.28.15
#X Y B # X Y H A o-o-o o-o-o 0::6::0_ j _ __11::0=1L. __ ~ o-1o-o _a__ t-10-3 o-o-o ,.Jl::O::.O__ __a _ __6::3::i=-2-4-13 ~
A
R333 U207
<1>NTC6
~__1-10-_2::4-\? ~-rn-~ __ 4 z-10-3 o-o--r-
3-1~
sws PANEL INC. II JOB NUMBER: I COUNT: II TRUSS JIK: 213 2 T26
TC 1-2 20TC20 6-6-2 0,2
TC 2-3 20TC20 1-6-14 2,0
BC 4-0 20TC20 7-10-3 0,0
IJEB 4 15C20 0-9-12 2.2
IJEB 5 15C20 2-11-15 2.2
IJEB 6 15C20 1-6-15 2,2
IJEB 7 15C20 3-4-7 2.2
IJEB 8 15C20 2-4-9 2.2
IJEB 9 15C20 2-7-6 2.2
IJEB 10 15C20 2-4-9 2.2
2 3
~~~-----~~
6-4~
s
4 +0
B
GDA 01.02.16
®~Purlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: ___.,.1 __
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
#X Y B #X Y H
] 0-j-~ ~__jl:::O::.(L__ _l_~_____j)-ll-7 __D::l~ z--o-o-o --~-__2 7-4-7 -'!~-=L-~-" _ _a_ Z-4 Z __ -.O::::Q-:0....__ 7-4-Z
BEAM
A
R313
U186
<2>NTC6
3-8]
SWS PANEL INC. JOB NUJIBER:
213
TC 1-2
BC 3-0
IJEB 3
IJEB 4 IJEB 5
IJEB 6
IJEB 7
20TC20 20TC20
15C20 15C20
15C20
15C20
15C20
2
B
TRUSS JIK:
T27
7-7-11 0,0
7-4-7 0,0 0-11-3 2,2
3-6-10 2,2 1-10-1 2,2
3-10-4 2,2
2-8-14 2,2
GDA 01.02.16
®IPurlin Spa TC (in}: SHEATH Max Spa (in): 24 II Plies: _.1
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
#X Y B #X Y H _A_===m 0-03L 0-6-0 -_L_=--o::o=.!L 0-10-0 _D::lO_~ _a___ -Q:-.3_ __ _j)::Q.::1l. ___ ~J::Jl.."":it_ _a_ __ _7:::1Q.::3__ 39-<L_ 8-4-0 . 3 7-10-3__ -0-0 Z-10-3
A
R334
U197
<2>NTC6
3-11~
SWS PANEL INC. JOB NUMBER:
213
TC 1-2
BC 3-0
IJEB 3
IJEB 4 IJEB 5
IJEB 6
IJEB 7
20TC20 20TC20
15C20
15C20 15C20 15C20
15C20
2
B
TRUSS JLK:
T28
8-1-9 0,0
7-10-3 0,0 0-9-12 2.2
3-9-3 2.2
1-9-5 2.2 4-0-9 2.2
2-8-15 2.2
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: __..__1 _
lnti.Date: GDA 12.28.15
<~t_ X y_ _A. o-o-o o-oES= J_ 6-2-11 __ll::O-
A
R265
U163 (2)NTC6
_B .... !l:::6.:1l O::O.:::Q
<# X Y H 1 o-o-o o-10-o o-10_::!1__
_2_._._6::2-11 2..-~-~ _..6::8::0.. . 3 6-2-11 o--_ 6-2-11
3-1~
SWS PANEL INC. JOB NUMBER:
213
TC 1-2
BC 3-0
VEB 3 VEB 4
VEB 5
VEB 6 VEB 7
20TC20
20TC20
15C20 15C20
15C20
15C20 15C20
2
~
B
GDA
TRUSS IlK:
T29
6-5-8 0,0 6-2-11 0,0
0-9-12 2.2 2-11-10 2.2
1-6-14 2.2
3-2-12 2.2
2-4-1 2.2
45.
+0
01.02.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: _..1
Purlin Spa BC (in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
#X Y B #X Y H ~_11::::0-o o-s o-rar-_-=: __1_~_ o-1o-o o-1o.;;;o
_ll_ 4-2-11 __ Jl±O 0-0-0 _ __a_ __ ~ 1-10-11 4-7-9 _ _3_ __ .4::2::1L~_D::O::-..D_____~-
A
R180
U109 (1)NTC6
SWS PANEL INC. JOB NUMBER:
213
TC 1-2
BC 3-0
W'EB 3
W'EB 4
W'EB 5
30TC20
20TC20
15C20
15C20
15C20
B
2
TRUSS IlK:
T30
4-5-0 0,0
4-2-11 0,0 0-9-12 2.2
4-0-0 2.2
1-10-1 2,2
45.
+0
GDA 01.02.16
®~Purlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: _1~-
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
#X Y B # X Y H I~ g-g-g g-a-o=-_L o-o-o 0-10-0 Q-lO::ll =~ ----0. -~ 2-7-9_
A
R95
U43
<1>NTC6
3
_ 3 2-2-11 _ o-o-o ___ 2-2-11
SWS PANEL INC.
12
3.001
JOB NUMBER:
213
TC 1-2 BC 3-0
VEB 3 VEB 4
VEB 5
20TC20 20TC20
15C20 15C20
15C20
2
5
TRUSS JIK:
T31
2-4-0 0,0
2-2-11 0,0
0-9-12 e.2
2-0-9 e.2 1-4-1 e.2
45.
+0
GDA 01.02.16
®IPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: ____.._1 __
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15 SWS PANEL INC.
# X y H -# X Y B 0-0-0 Q-10-Q ..0 10-Q _A 0-Q-Q__ 0-Q-Q-o:~ j_ 1-8-:L ~ m 2_:-1:~--:__B~,~ Q-Q-Q _.Jl::O::.(L~-~-- --~-~-,----
12
3.001
3
A
R72
U24
<l>NTC6
JOB NUMBER:
213
TC 1-2
BC 3-0
W'EB 3
W'EB 4
W'EB 5
2
5
20TC20
20TC20 15C20
15C20
15C20
45.
+0
GDA
TRUSS JIK:
T32
1-9-7 0,0 1-8-5 0,0
0-9-12 2,2 1-6-11 2,2
1-2-7 2,2
01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: 1
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
3
A
R157
U91
<1>NTC6
# X Y H _:__1 __ 0:~ 0-10-0 0-UFO
_2__ ~-a-~ ~~--4=1.::l __ _a___ - -____o-o-o ___ 3-a-5
SWS PANEL INC.
12
3.001
JOB NUMBER:
213
TC 1-2
BC 3-0
IJEB 3
IJEB 4 IJEB 5
20TC20 20TC20
15C20
15C20
15C20
5
2
TRUSS JIK:
T33
3-10-3 0,0
3-8-5 0,0 0-9-12 2,2
3-5-11 2,2
1-8-7 2,2
45.
+0
GDA 01.02.16
®HPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: __...1 __
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15
A
R242
U150
<1>NTC6
y __ "H~_ # X ~ ~ _o-10-0 -m o-1o: 6-1-lL ----L-~5..::8:::5~ -~ ~-~ ~-8-5 0-0-Q """""""" _a __
2-10~
SWS PANEL INC. JOB NUMBER:
213
TC 1-2
BC 3-0
IJEB 3 W'EB 4
IJEB 5
IJEB 6
IJEB 7
20TC20
20TC20
15C20 15C20
15C20
15C20 15C20
2
B
TRUSS JIK:
T34
5-10-15 0,0
5-8-5 0,0
0-9-12 2,2 2-8-8 2,2 1-6-1 2,2
2-11-9 2,2
2-2-7 2,2
GDA 01.02.16
®IPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: __l
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-4 lnti.Date: GDA 12.29.15 SWS PANEL INC.
# X Y B # X Y .~H~ E f.:i~~~K~ J--f.:i%:~ ~~a %-::§:8
~-~-___!l::O_::..(L____J.=lO.::l._
12
3.001
3
A
R78
U30
C1>NTC6
JOB NUMBER:
213
TC 1-2
BC 3-0
IJEB 3
IJEB 4 IJEB 5
5
2
20TC20 20TC20
15C20
15C20 15C20
TRUSS JIK:
s
T35
1-11-4 0,0
1-10-1 0,0 0-9-12 2.2
1-8-5 2.2
1-2-14 2.2
+0
GDA 01.02.16
®ftPurlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: -"'-1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-4 lnti.Date: GDA 12.29.15
,--~~..--~n::Yb-~o:=fB~ , # o-~-o o-~-o o-!6-o #_ X s-o-s _11::6-!l...__. _l ~-0-0 .~ i--i=tL 0-0-0 0-Q-0 ~ .. _ _4_-8-1 .Jl:-_D:::IL __ _!::8::1
3
A
R199
U123
<1>NTC6
3.001
SWS PANEL INC.
12
JOB NUJIBER:
213
TC 1-2
BC 3-0
'WEB 3
'WEB 4
'WEB 5
30TC18
20TC20 15C20
15C20
15C20
5
2
B
TRUSS JIK:
T36
4-10-9 0,0
4-8-1 0,0
0-9-12 2.2 4-5-5 2.2
1-11-6 2.2
s
+0
GDA 01.02.16
f®lfPUrlin Spa-TCltn): SHEATH Max Spa (in): 24 # Plies: 1 JOB NUJIBER: TRIJSS JIK:
riPurlin Spa BC {in):SPARSE Brg Elev(ft-in): 39-3 lnti.Date:GDA 12.28.15 sws PANEL INC. 213 T37
: ~ y B :__a_ o o-g-o _Q::.6.::Q --o o-o-o -o-6-o l_~-o o-ili-o . o-tO;;;o--
~-9-10-lL 3-3-11 10-5-2 _ .
__3 __ __.3.0.:::1:::5____ ~-3-~~-~~-_A_._._ 34-4-5 -2-5 --3 -
__5 39-2-5 2-2::15 39-3-1 . ~ §§:§:8 5:A:3 ~:~:hl_
TC 1-2 30TC18 10-3-1 0,6
TC 2-3 30TC18 20-2-10 7,7
TC 4-3 30TC18 4-5-5 6,6
TC 5-4 30TC18 4-10-0 3,5
TC 6-5 30TC18 0-7-10 0,2
BC 0-7 45TC16 39-9-0 0,0
VEB 7 15C20 0-9-11 4,4
VEB 8 15C18 2-7-15 5,5
VEB 9 15C20 1-5-15 2,2
VEB 10 15C20 3-10-9 2,2
VEB 11 15C20 2-5-5 2,2
VEB 12 15C20 3-11-7 2,2
IJEB 13 15C20 3-3-6 2.2 VEB 14 15C18 4-11-3 2,2
VEB 15 15C20 3-3-6 2,2
VEB 16 15C20 4-11-12 2,2
VEB 17 15C20 3-3-6 2,2
VEB 18 15C20 4-11-12 2,2
VEB 19 15C20 3-3-6 2,2
VEB 20 15C20 4-11-12 2,2 VEB 21 15C20 3-3-6 2,2
VEB 22 15C18 4-11-3 2,2
VEB 23 15C20 3-3-6 2,2
VEB 24 15C20 4-7-11 2,2
VEB 25 15C20 2-2-7 3,3
VEB 26 15C20 3-0-11 4,4
VEB 27 15C18 2-2-10 3,3
VEB 28 15C18 3-0-2 4,4
VEB 29 15C16 2-2-10 3,3
VEB 30 15C20 2-1-10 3,3
VEB 31 15C18 2-0-15 2,2
12
13.00
A B
R1679 R1675
U805 U688
<2>NTC6 C2)NTC6
2-9~ 6-7~ 9-11~ 13-11~ 17-11] 22-o.!l 26-0~ 30-0~ 34-4~ 36-9~ 39-1~
GDA 01.02.16
®~Purlin Spa TC {in}: SHEATH Max Spa {in): _.a!
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: _.._1 _
lnti.Date: GDA 12.28.15
# X Y B ·,a_o-o-o 8-o-o ~_::Q ~ B .. =~Ao-o=J)_____ o-o-o--~...6:::0.-
A
R1692
U870
<2>NTC6
# X Y H :L.Jl-l-1"J~"':j;-:oC;2Y--··]~~~H·······===~~?f~~
4 a6-4-s l-B-154ll-"o:z z 18:8:8---· o-o-o '40-o-o
2
sws
2-11~ 5-11~ s-d 11-11~ 15-11~ 20-m 24-0~
PANEL INC.
3 12
28-0~ 32-2~
II JOB NUMBER: II COUNT: II TRUSS JIK: 213 2 T38
TC 1-2 30TC18 12-3-13 0,6
TC 2-3 30TC18 16-2-10 6,6
TC 4-3 30TC18 8-6-13 6,6
TC 5-4 30TC18 3-7-11 0,5
BC 0-6 45TC16 40-0-0 0,0
WEB 6 15C20 0-9-11 4,4
WEB 7 15C16 2-10-0 4,5
WEB 8 15C20 1-6-7 2.2
WEB 9 15C20 3-1-11 2.2
WEB 10 15C20 2-3-6 2.2
WEB 11 15C20 3-6-10 2.2 WEB 12 15C20 3-0-4 2.2
VEB 13 15C20 4-1-4 2,2
WEB 14 15C20 3-9-6 2.2
WEB 15 15C20 5-3-5 2.2 WEB 16 15C20 3-9-6 2.2
WEB 17 15C20 5-3-14 2.2
WEB 18 15C20 3-9-6 2.2
WEB 19 15C20 5-3-14 2.2
WEB 20 15C20 3-9-6 2.2
WEB 21 15C18 5-3-5 2.2
WEB 22 15C20 3-9-6 2.2
WEB 23 15C20 4-9-10 2.2
WEB 24 15C20 2-8-13 2.2
WEB 25 15C20 4-3-2 2.2
WEB 26 15C20 1-8-7 3,3
WEB 27 15C20 2-3-6 5,5
WEB 28 15C20 1-8-10 4,4
WEB 29 15C20 2-2-14 6,6
WEB 30 15C20 1-8-10 4,4
38-2~
36-4~
B
R1688
U775
<2>NTC6
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: _1.___
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 Inti. Date: GDA 12.28.15
#X Y B # X Y H ~ :m: s-s-s ~-~-8 .. _j Jl-0-0 ~_Q::ll_ 0-10~ :::r=~ --. o-6-o .:~ J.~ 1=~=~~-
A
R1694
U894
<2>NTC6
2-11~ 6-7~
4 ~~ t~-~5 38-4-9 ._5_ - - - -5.__ 40-0-4 ~ 4o=o-D o-o-o 4o-o-o
2
10-~ 13-11~ 17-11~ 22-0~
sws
26-0~
PANEL INC. II JOB 2{3Ek ~ C02NT: ~ TT391C
TC
TC TC
TC BC
IJEB
IJEB IJEB
IJEB
IJEB
IJEB IJEB
\JEB
IJEB IJEB
IJEB
IJEB IJEB
IJEB
IJEB IJEB
IJEB
IJEB IJEB
IJEB
IJEB IJEB
IJEB
3
30-2~ 34-3~
1-2
2-3 4-3
5-4
0-6
6
7 8
9
10 11 12
13 14 15
16
17 18
19
20 21
22
23 24
25
26 27
28
30TC18 14-4-9 0,5
30TC18 12-2-10 6,6
30TC18 12-8-4 6,5
30TC18 1-7-11 0,3
45TC16 40-0-0 0,0
15C20 0-9-11 4,4
15C16 2-10-0 4,5
15C20 1-6-7 2.2
15C20 3-9-0 2.2
15C20 2-5-6 2.2
15C20 4-2-3 2.2
15C20 3-4-4 2.2
15C20 4-9-!2 e2 15C20 4-3-6 2.2
15C20 5-7-13 2.2
15C20 4-3-6 2.2
15C20 5-8-5 2.2 15C20 4-3-6 2.2
15C20 5-7-13 2.2
15C20 4-3-6 2.2 15C18 5-0-13 2.2
15C20 3-2-15 2.2
15C20 4-5-5 2.2
15C20 2-2-11 2.2
15C16 4-0-13 2.3
15C20 1-2-7 4,4 15C20 1-9-3 6,6
15C20 1-2-10 4,4
5
_6
B
R1692
U870
<2>NTC6
38-4~
GDA 01.02.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: __,.__1 _
lnti.Date: GDA 12.28.15 sws PANEL INC.
# X Y B .
_A :n-o o-o-o o-6::0_ ~B.____l5_::8-=1L_~ _ ___1)::;:6EH=:
_c__~~-o-o-o o-~ ..
1
A
R258
U127
<2>NTC6
12
3.001
5-3~
# X Y H 1 -=--o;;;;H m-· 0-10-0 ---m m --
_z lS-10-lL 4-CJ-11 Pi.!D:::0 · ttt-m 11
10-7~
2
B
R2390
U1177
<2>NTC6
15-11~ 2o-m
3
25-3]
24-0~26-1_!1 30-8~
II JOB 213E~ I C0'2NT: ~ TRUr4a!C
TC 1-2
TC 2-3
TC 4-3
BC 6-5
BC 8-7
BC 0-9 IJEB 7
IJEB 8 IJEB 9
IJEB 10
IJEB 11
IJEB 12 \.I~'D 13 ......
IJEB 14
IJEB 15 IJEB 16 IJEB 17
IJEB 18
IJEB 19
IJEB 20
IJEB 21
IJEB 22
IJEB 23
IJEB 24
IJEB 25
IJEB 26
IJEB 27
35-4~
30TC20 16-5-5 0,3
30TC20 8-2-10 3,2
30TC20 16-5-5 0,2
20TC18 13-11-8 0,0
20TC18 0-11-0 2.2
20TC18 25-4-8 0,0 15C20 0-9-12 2.2
15C20 5-1-8 2.2
15C20 2-1-7 2.2
15D20 5-6-1 2.2
15C20 3-5-5 2.2
15D20 6-2-1 2.2 15C18 4-9-6 2.2
15D20 6-0-11 3,3
15C20 4-9-6 2.2
15C16 6-0-11 2.2
15C20 4-9-6 2.2
15C16 4-7-5 2.2
15C18 4-5-10 2.2
15C16 4-3-0 2.2
15C20 4-3-4 2.2
15C18 6-0-5 2.2
15C20 3-1-7 2.2
15C20 4-10-2 2.2
15C20 1-11-8 2.2
15C18 4-5-14 2.3
15C20 0-9-12 2.2
c
R743
U365
<2>NTC6
GDA 12.31.15
®IIPurlin Spa TC (in): SHEATH Max Spa (in): __a!
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: ___,.,1 __
lnti.Date: GDA 12.28.15
# X Y B -E.!FG m o.;;;o..;.o o::6:8 _a__·-%-e-6._____0_::0-o o _ 6 _ .
+-1o-o-o o-o-o ..Jl..:::6:::.0....
A
R278
U130
<2>NTC6
3.001
# X Y H 1 o-o-o o-1o-o o-1o-o .. 2 17-10-11 5-3-11 18-7-15 3 22-1-5 5-3-1L 22-8-14 4 40-0-0 0-10-0 40-0-2
__!i 40-0-0 __D:::0-0 40-0-0
._6..__ 26-o-8 o-o-o 26-o-8 ....1..........-Z~.B 0-1-0 26-0-8 8 25-::-4-:::e o-1-o 25-4-8
12
~25-4-8 o-o-::-o ___ m 25-4-8 -
B
R2345
U1073
<2>NTC6
2
sws PANEL INC.
3
25-3~
5-3~ 10-6~ 15-9~-11~ 22-0~ 26-1] 30-8~
II JOB NUMBER: I COUNT: II TRUSS JIK: 213 2 T41
TC 1-2
TC 2-3 TC 4-3
BC 6-5
BC 8-7 BC 0-9
IJEB 7
IJEB 8
IJEB 9
IJEB 10
IJEB 11 IJEB 12
'WEB 13
IJEB 14 IJEB 15 IJEB 16
IJEB 17
IJEB 18 IJEB 19
IJEB 20
IJEB 21 IJEB 22
IJEB 23
IJEB 24 IJEB 25
IJEB 26
IJEB 27
35-4~
30TC20 18-6-1 0,2
30TC20 4-2-10 e,2
30TC20 18-6-1 0,2
20TC18 13-11-8 0,0
20TC18 0-11-0 e.2 20TC18 25-4-8 0,0
15C20 0-9-12 e.2
15C20 5-1-2 e.2
15C20 2-1-5 e.2
15D20 5-5-10 e.2
15C20 3-5-2 e.2 15D20 6-0-15 e.2
15D20 ,. ft 4~ A A ... -o-''"' .,,.,
15C16 5-1-9 e,3
15C20 5-3-6 e.2 15D20 6-5-12 3,3
15C20 5-3-6 e.2
15D20 5-4-10 e,2
15C20 4-5-10 e.2
15C16 4-3-0 e,2
15C20 4-3-4 e.2
15C20 6-0-5 e.2
15C20 3-1-7 e.2
15C20 4-10-2 e.2
15C20 1-11-8 e.2
15C18 4-5-14 e,3
15C20 0-9-12 e.2
c
R773
U356
<2>NTC6
GDA 12.31.15
®~Purlin Spa TC (in}: SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: _.._1 _
lnti.Date: GDA 12.28.15
# X Y B ~A o-o-o ~-
_B 1~-9 s-s-o ____D.::6.::Q c----4o-o-o-o-o -~--~~
# X Y H ~ o-o-o _o-10-o o-10-o :=!=1s-s-o 5-1o-o 20-10-o ~ -~0-0-0 0-10-0 40-0-2.
_4 ~-o s-s-o ~-s-B ~--~2-s-a s-y-o--= : : 8:t:8 ~:~:B j !s-1-8 o-o-o 25-4-8
12 3.00(
A
R248
U122
<2>NTC6
5-3~ 10-6~
B
R2398
U991
<2>NTC6
15-9~ 20-m
2
sws
26-1.!1
25-3~
PANEL INC.
12 13.00
II JOB NUMBER: II COUNT: II TRUSS JIK: 213 2 T42
TC 1-2
TC 3-2
BC 5-4
BC 7-6
BC 0-8
VEB 6 VEB 7
VEB 8
VEB 9
VEB 10
VEB 11
VEB 12 \/EB 13
VEB 14
VEB 15 VEB 16
VEB 17
VEB 18
VEB 19 VEB 20
VEB 21 VEB 22
VEB 23
VEB 24
30TC20 20-7-6 0,3
30TC20 20-7-6 0,2
20TC18 13-11-8 0,0
20TC18 0-11-0 2,2
20TC18 25-4-8 0,0
15C20 0-9-12 2,2
15C20 5-1-2 2,2
15C20 2-1-5 2,2
15D20 5-5-10 2,2
15C20 3-5-2 2,2 15D20 6-1-0 2,2
15C20 4-8-15 2,2
15D18 6-11-5 3,4
15C20 5-9-9 2,2
15D20 7-7-8 3,3
15D20 4-5-10 2,2 15C18 4-3-0 2,2
15C20 4-3-4 2,2
15C20 6-0-6 2,2
15C20 3-1-7 2,2
15C20 4-10-2 2,2
15C20 1-11-8 2,2
15C18 4-5-14 2,3
15C20 0-9-12 2,2
4
c
R754
U331
<2>NTC6
30-8~ 35-4~
GDA 12.31.15
®IPurlin Spa TC (in}: SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
H Plies: ____..1 __
lnti.Oate: GDA 12.28.15
# X Y B :=A....:~==m:=m o;..;o;.;.o 0-6-0 .~ - -__o_::Oo::s s-~-s __c 40-o-o o-~ --:
1
A
R248
U122
<2>NTC6
5-3~
_6Fm=di8 · 1:1:1 ··
10-6~
B
R2398
U991
<2>NTC6
15-9~ 20-m
2
sws
26-1]
25-3~
PANEL INC.
30-8~
II JOB NUMBER: I COUNT: II TRUSS JIK:
213 2 T43
TC 1-2
TC 3-2
BC 5-4
BC 7-6
BC 0-8
IJEB 6 IJEB 7
IJEB 8
IJEB 9 IJEB 10
IJEB 11
IJEB 12
'-'~, ... ...... . ..
IJEB 14
IJEB 15
IJEB 16 IJEB 17
IJEB 18
IJEB 19 IJEB 20
IJEB 21
IJEB 22
IJEB 23
IJEB 24
35-4~
30TC20 20-8-2 0,3
30TC20 20-8-2 0.2
20TC18 13-11-8 0,0
20TC18 o-u-o e2
20TC18 25-4-8 0,0
15C20 o-9-12 e2 15C20 s-1-2 e2
15C20 2-1-5 e2
15D20 s-5-10 e2
15C20 3-5-2 e2
15D20 6-1-o e2
15C20 4-8-15 e2
tl:'ntO ~-tt_ll:: ~A .1.'-'U.LO g-...... -..., oWII.t~"T
15C20 s-9-9 e2
15D20 7-7-8 3,3
15D20 4-5-10 e2 15C18 4-3-o e2
15C20 4-3-4 e2
15C20 6-o-6 e2
15C20 3-1-7 e2
15C20 4-10-2 e2
15C20 1-u-8 e2
15C18 4-5-14 e3
15C20 o-9-12 e2
c
R754
U331
<2>NTC6
GDA 12.31.15
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): 24 II Plies: _...__1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 lnti.Date: GDA 12.28.15 sws PANEL INC. II JOB NUMBER: I COUNT: II TRUSS JIK: 213 2 T44
...Jl X Y B # X Y H A o-o-o o-o-o o-6-o __ 1 o-o-o . o-1o-o o-10-o _ ~~15::8::.EL o-o-o _!l::fdL. _ _z_~ _ _eo-o-o 5-lo-o 20-10-o _c__~~---__o-o-o o-o-o____ ._a_~ .. --5-!fr?f ~-:L-. .A..... __ _22::~=15_ o---4::.15.__
TC 1-2 30TC20 20-8-2 0,2
TC 2-3 30TC20 2-6-9 eo
BC 0-4 20TC20 22-4-15 0,0
'WEB 4 15C20 0-9-12 2.2
'WEB 5 15C20 5-0-7 2.2
'WEB 6 15C20 2-1-3 2.2
'WEB 7 15C16 5-4-15 2.2
'WEB 8 15C20 3-4-13 2.2
'WEB 9 15D20 6-0-4 2.2
'WEB 10 15C16 4-8-7 2..2
'WEB 11 15C20 6-3-0 2.2 'WEB 12 15C20 5-9-9 2.2
\.IE_-'D . .., ,~:;:,...~n 5-7-9 2..2 ....... 4"' ...~'"""'"'v 'WEB 14 15C20 5-2-8 2.2
12
2 j3.00
3
C: 1 ~ ~~~ "II '\M IUo
A
R535
U212 Q)NTC6
5-2~ 10-~
B
R1385
U529
(2)NTC6
15-7~
c
20-m
GDA 12.31.15
®IIPurlin Spa TC (in}: SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
.. 1 X Y B
R611
U281
<2)NTC6
# X
4-1~
y
# Plies: ___..1 __
lnti.Date: GDA 12.28.15
H
SWS PANEL INC.
9-~
JOB NUMBER:
213
TC 1-2 BC 3-0
W'EB 3
W'EB 4
W'EB 5
W'EB 6
W'EB 7
W'EB 8
W'EB 9
30TC20
20TC18
15C20 15C20
15C20
15C18 15C20
15D20
15C20
TRUSS IlK:
T45
15-0-2 0,0 14-6-0 0,0
0-9-12 2.2 4-8-0 3,3
2-0-1 2.2
5-0-6 2.2
3-2-9 2.2 5-6-10 2.2
4-4-14 2.2
R622
U379 (2)NTC6
GDA 12.31.15
®IIPurlin Spa TC (in): SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: ___.._1 __
lnti.Date: GDA 12.28.15
# X Y B ] _lf-f~gmmmm =8~=]~~~
c-: _a;o?~~O::a~ -=x; -=~ ~o-o _ o-6-L
# X Y H =f=--a-o-o g-10:11 a-10-o _ 20-o..:o -o-o__ 20-10-o _3_~-2-5 , _j-6-7 _3m
ttiiiJ -
12
3.00(
A
R489
U227
<2>NTC6
B
R1383
U559
<2>NTC6
2
sws PANEL
c
R1060
U475
<2>NTC6
12
INC.
!3.00
5-3~ 10-6~ 15-9~ 20-m 22-11JJ25-10JJ 31-6~
II JOB NUJIBER: II COUNT: II TRUSS JLK: 213 2 T46
12
TC 1-2
TC 2-3
TC 4-3
BC 6-5
BC 7-6
BC 0-8
\o(EB 7 \o(EB 8
\o(EB 9 \o(EB 10 \o(EB 11 \o(EB 12 lt!EB 13 \o(EB 14 \o(EB 15
\o(EB 16 \o(EB 17
\o(EB 18
\o(EB 19 \o(EB 20 \o(EB 21
\o(EB 22 \o(EB 23 \o(EB 24
\o(EB 25 \o(EB 26 \o(EB 27
12.00
30TC18 20-8-2 0,2
30TC18 17-9-7 2,2
30TC18 2-9-11 0,2
30TC20 0-6-0 2,0
30TC20 13-9-4 2,2
30TC20 25-11-8 0,0
15C20 0-9-12 2,2
15C20 5-1-2 2.2
15C20 2-1-5 2,2
15C16 5-5-10 2.2
15C20 3-5-2 2,2
15D20 6-1-0 2,2
15C16 4-8-15 !'?.2
15C20 6-2-1 2,2
15C18 5-9-9 2,2
15C20 6-4-0 2,2
15C20 5-0-10 2,2
15C18 3-8-9 2,2
15C20 3-6-4 2,2
15D20 4-3-14 2,2
15D20 5-6-11 4,4
15C20 1-6-13 2,2
15C20 5-5-11 2,2
15C20 1-1-4 2,2
15C20 2-4-15 2,2
15C20 1-6-2 2,2
15C20 1-6-2 2,2
615
D
R467
U173
<1>NTC6
37-2~39-6]
GDA 12.31.15
®~Purlin Spa TC (in): SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: __,_1 __
lnti.Date: GDA 12.28.15 SWS PANEL INC.
1 r& ·.......--
11 2.00
A
R463
U222
<2>NTC6
# X Y H ~0,;,;0;;.;0 .:._:a;.;~~ ~-10-0 _10_~_,1::)-5-8 ____ _2-::)-15 _15.::1=1~ ± ~0-~ 5-1 -0-10-0__ 11 0-6-JL 0-0-0 -· . 0-6-0 ::!=ii-i-~ 2-0-7 ~§-~-9 ±~3_~~~~==~=0: ~
12
2
13.00
3.001
12
9' ~I ~~ 1ls
B c
R1044 R1699
U432 U716
<2>NTC6 <2>NTC6
JOB NUMBER: I COUNT: II TRUSS JIK:
213 2 T47
TC 1-2 30TC18 20-8-2 0,2
TC 3-2 30TC18 15-8-11 2.2
TC 4-3 30TC18 4-6-8 0,2
BC 6-5 30TC18 0-2-13 2.0
BC 7-6 30TC18 13-9-4 3,2
BC 9-8 30TC18 10-6-0 0,0
BC 11-10 30TC18 15-2-8 2.2
BC 0-11 30TC18 0-6-0 0,2
IJEB 9 15C20 0-9-12 2.2
IJEB 10 15C20 0-10-13 2.2
IJEB 11 15C20 4-10-15 3,3
IJEB 12 15C20 1-3-14 2.2
'JEB 13 15D20 4-10-4 2.2
IJEB 14 15C20 1-8-14 2.2 IJEB 15 15D20 4-11-9 4,4
IJEB 16 15D20 4-8-2 2.2
IJEB 17 15D20 5-2-14 3,3
IJEB 18 15C16 4-11-7 2.2
IJEB 19 15C20 5-9-8 2.2
IJEB 20 15D20 6-3-15 2.2
IJEB 21 15C20 5-0-9 3,3
IJEB 22 15D20 3-8-9 6,6
IJEB 23 15C16 3-6-3 2.2
IJEB 24 15D20 4-3-14 4,2
IJEB 25 15C16 3-2-6 2.2
IJEB 26 15C20 1-9-6 2.2
IJEB 27 15C18 3-0-10 2.2
IJEB 28 15C20 1-6-5 2.2
IJEB 29 15C20 2-11-14 2.2
IJEB 30 15C20 1-3-3 2.2
IJEB 31 15C20 4-7-9 2.2
IJEB 32 15C20 2-0-2 2.2
12 2.00 615
D
R171
U53
<1>NTC6
5~ 5-5~ 10-5~ 15-6~ 2o-m 22-11.!1 25-10.!1 29-0~ 32-111 35-2~
GDA 12.31.15
®~Purlin Spa TC (in}: SHEATH Max Spa (in): _.a4.
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# X Y B -A o~:;;cr ~o--~ro ~:;;-~-~ __a_-~--.fo-o-o o-o-o ~· o~
3.001
12
12 GP3 2.001
A
R1702
U749
<2>NTC6
3-~ 6-~ 10-m 13-~
# Plies: ___,._1 __
lnti.Date: GDA 12.28.15 SWS PANEL INC.
~-3~-6-0 ~~ 39-6=0 _!L_.__31::3.::0 ______ 0-4-8 _ -37-3-L ...
_12_~10-0 0-9-5 34-10-2 0 ._13__~E::5_-::0__J._::2::L.___ 32-5-.A __
J~-•••m•-.20-0-0 m•o_3.::3.::::.1L___~-2 m 15 o-6-o o-o-o -~
2
12
13.00
12 12.00
TC 1-2
TC 4-2
TC 7-4
TC 8-7
BC 10-9
BC 14-10
BC 15-14
BC 0-15
IJEB 9
IJEB 10
IJEB 11
IJEB 12
\o/EB 13
IJEB 14
IJEB 15
IJEB 16 IJEB 17
IJEB 18
IJEB 19
IJEB 20
IJEB 21
IJEB 22
IJEB 23
IJEB 24
IJEB 25 IJEB 26
IJEB 27
IJEB 28
IJEB 29
IJEB 30 IJEB 31
IJEB 32
IJEB 33 IJEB 34
IJEB 35
34-lm 37-~
16-~ 20-m 23-2JJ 26-4~ 29-611
33-2~
32-~
IJEB 36 IJEB 37
IJEB 38
IJEB 39
IJEB 40
IJEB 41
TRUSS JIK:
T48
45TC16TC16 20-8-8 0,7
45TC16TC16 13-8-5 8,7
11
45TC16 4-10-0 3,8
45TC16 2-1-9 0,2
45TC16 0-6-0 2,0
45TC16 19-10-0 8,2 45TC16 19-10-0 4,8
45TC16 0-6-0 0,2
15C20 0-8-9 4,4
15C20 0-9-5 4,4
15C16 1-4-13 4,4
15C20 1-7-10 5,5 15C20 1-0-4 2.2
15C20 3-1-7 4,4
15C20 1-3-8 2,2
15C20 3-2-14 2,2 15C20 1-6-14 2,2
15C20 3-3-10 2,2
15C20 1-10-3 2,2
15C20 3-4-10 2,2
15C20 2-1-8 2,2
15C20 3-5-15 2,2
15C18 2-4-14 5,5
15C20 3-4-9 2,2
15C20 2-1-11 2,2
15C20 3-3-3 2,2
15C20 1-10-8 2,2
15C20 3-2-2 2,2
15C20 1-7-5 2,2
15C20 2-9-11 2,2
15C20 1-4-7 2,2
15C18 1-4-0 2,2
15C16 1-4-1 3,3
15C16 1-11-14 4,4
15C18 1-8-11 4,4
12 ~3.00
8
1
GP3
10 A9
B
R1690 U730
<2>NTC6 15C18 2-9-1 5,5 15C18 2-1-8 3,3
15C20 2-2-14 5,5
15D20 2-7-8 6,6
15C20 2-1-0 4,4
15C20 2-0-3 4,4
GDA 01.02.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): __.ai
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# X Y B ~o-o-o -~ ---~o-o-o ~~ o-6-(f-
12
3.001
2.001
A
R1703
U746
<2>NTC6
3-~ 6-~ 10-m 13-~
# Plies: __,_1 __
lnti.Date: GDA 12.28.15 SWS PANEL INC.
16-~
10 39-6.::0_~ _3~~~=.0___j)~~ _12_~ Q-9-5 _ _34::10:::2__ _13__~--~~.__3~-. 14 eo-o-o __ 3::::-~-··~ _15_._ 0-6-Q ...... ..O::O:::.O. _____ _D:::6::jl __ _
2
12
13.00
12 12.00
20-m 23-1~ 26-2~ 29-3~ 32-~
TC 1-2
TC 4-2
TC 7-4 TC 8-7
BC 10-9
BC 14-10
BC 15-14
BC 0-15
IJEB 9 IJEB 10
IJEB 11
IJEB 12 'JEB 13 IJEB 14
IJEB 15
IJEB 16
IJEB 17
IJEB 18
IJEB 19 IJEB 20
IJEB 21
IJEB 22 IJEB 23
IJEB 24
IJEB 25 IJEB 26
IJEB 27
IJEB 28 IJEB 29
IJEB 30
IJEB 31 IJEB 32
IJEB 33
IJEB 34
IJEB 35
34-lm
IJEB 36
IJEB 37
IJEB 38
IJEB 39 IJEB 40
IJEB 41
TRUSS JIK:
T49
45TC16TC16 20-8-8 0,7
45TC16TC16 14-2-3 8,7
45TC16 4-10-0 3,7
45TC16 1-7-11 0,2
45TC16 o-6-o e.o
45TC16 19-10-0 8,2
45TC16 19-10-0 4,8
45TC16 0-6-0 0,2
15C20 0-8-4 4,4
15C20 0-9-5 4,4
15C16 1-4-6 4,4
15C20 1-7-2 5,5
15C20 1-0-3 2,2 15C20 3-2-7 4,4
15C20 1-3-8 e.2
15C20 3-2-14 e.2 15C20 1-6-14 e.2
15C20 3-3-10 e,2
15C20 1-10-3 e.2
15C20 3-4-10 e,2
15C20 2-1-8 e.2
15C20 3-5-15 e,2
15C18 2-4-14 5,5
15C20 3-3-12 e.2
15C20 2-1-12 e.2
15C20 3-2-7 e.2
15C20 1-10-10 e.2
15C20 3-1-5 e.2
15C20 1-7-9 e.2
15C20 3-0-7 e.2
15C20 1-4-7 e.2 15C20 1-5-2 3,3
15C16 1-3-9 4,4
15C16 1-7-15 4,4
15C18 1-7-4 4,4
12 ~3.00
10
B
R1699
U720
<2>NTC6
15C18 2-8-4 5,5
15C16 2-0-1 e.2 15C20 2-3-11 5,5
15D20 2-4-14 7,7
15C18 2-1-5 5,5 15C18 2-0-3 3,3
33-~ 37-~ 39-6]
GDA 01.01.16
®fPurlin Spa TC ~in~: SHEATH Max Spa (in~: ~4 # Plies: l I sws PANEL INC. I JOB NUMBER: I COUNT: II TRUSS JIK:
Purlin Spa BC in : SE~RSE Brg Elev(ft-in : 3~-3 lnti.Date: GDA 12.28.15 213 2 T50
# X y B # X y H TC 1-2 45TC16TC16 20-8-8 0,7
__!i__ ~-o-o o-o-o..______Jb~-=0 J~---8~ 0-10-0 -TC 3-2 45TC16 TC16 16-4-4 8, 7
__B0-0::-L__ o-o-o _o_~ _e_ 20-0-0 . -:---~ll-10-:0 . TC 4-3 45TC16 4-2-11 0,6
BC 6-5 45TC16 0-6-0 2.0
BC 7-6 45TC16 19-10-0 8,3
BC 8-7 45TC16 19-10-0 4,8
BC 0-8 45TC16 0-6-0 0,2
'WEB 8 15C20 0-8-4 4,4
'WEB 9 15C20 0-9-5 4.4
'WEB 10 15C16 1-4-6 4,4
'WEB 11 15C20 1-7-2 5,5
'WEB 12 15C20 1-0-3 2.2
\o/EB 13 15C21! 3-2-7 4,4
'WEB 14 15C20 1-3-8 2.2
'WEB 15 15C20 3-2-14 2.2
'WEB 16 15C20 1-6-14 2.2
'WEB 17 15C20 3-3-10 2.2
'WEB 18 15C20 1-10-3 2.2
'WEB 19 15C20 3-4-10 2.2
'WEB 20 15C20 2-1-8 2.2
'WEB 21 15C20 3-5-15 2.2
'WEB 22 15C18 2-4-14 5,5
'WEB 23 15C20 3-4-4 2.2
'WEB 24 15C20 2-1-11 2.2
'WEB 25 15C20 3-2-14 2.2
'WEB 26 15C20 1-10-9 2.2
'WEB 27 15C20 3-1-13 2.2
'WEB 28 15C20 1-7-6 2.2
'WEB 29 15C20 3-1-0 2.2
'WEB 30 15C20 1-4-4 2.2
'WEB 31 15C20 3-0-7 4.4
'WEB 32 15C18 1-1-6 4,4
'WEB 33 15D20 2-2-13 9,9
2 'WEB 34 15C20 1-7-0 2.2
'WEB 35 15D20 2-2-7 7,7
12 'WEB 36 15C20 1-10-8 4,4
12 ~~ d~P5 ---::::::.~ 13.00 'WEB 37 15C20 1-10-6 4.4
3.001
GP
A
R1703
U737
<2>NTC6
3-~ 6-~ 10-~ 13-~ 16-~
37-10~
20-~ 23-1~ 26-3] 29-5~ 32-7~ 35-9~
B
R1699
U691
<2>NTC6
GDA 01.01.16
®IPurlin Spa TC ~in~: SHEATH Max Spa (in~: ~~ # Plies: 1 sws PANEL INC. JOB NUMBER: I COUNT: II TRUSS JIK:
Purlin Spa BC in : Se~RSE Brg Elev(ft-in : ;32-3 Inti. Date: GDA 12.28.15 213 2 T51
# X y B # X y H TC 1-2 45TC16TC16 20-8-8 0,7 _A_ __ o-o-o D-o-o o-6-o :,J o-o-o . o-iO-o 0-10-0 TC 3-2 45TC16TC16 18-5-0 7,7
J~_o-o-o o-o-o _0::6::!L_, _a 20-0::!L ~-l"i!-0 20-10-0 TC 4-3 45TC16TC16 2-2-11 M
0-6-0 2.0
A R1703
U729
<2>NTC6
3-~
3.001
6-~
12
10-~ 13-~
BC 6-5 45TC16
BC 7-6 45TC16 19-10-0 8,2
BC 8-7 45TC16 19-10-0 4,8
BC 0-8 45TC16 0-6-0 0,2 IJEB 8 15C20 0-8-4 4,4
IJEB 9 15C20 0-9-5 4,4
IJEB 10 15C16 1-4-6 4,4
IJEB 11 15C20 1-7-2 5,5
IJEB 12 15C20 1-0-3 2.2
IJEB !3 !5C20 3-2-7 4,4
IJEB 14 15C20 1-3-8 2.2
IJEB 15 15C20 3-2-14 2.2
IJEB 16 15C20 1-6-14 2.2
IJEB 17 15C20 3-3-10 2.2
IJEB 18 15C20 1-10-3 2.2
IJEB 19 15C20 3-4-10 2.2
IJEB 20 15C20 2-1-8 2.2 IJEB 21 15C18 3-5-15 2.2
IJEB 22 15C18 2-4-14 5,5
IJEB 23 15C20 3-2-8 2.2
IJEB 24 15C20 2-1-14 2.2
IJEB 25 15C20 3-1-2 2.2
IJEB 26 15C20 1-10-15 2.2
IJEB 27 15C20 2-11-15 2.2
IJEB 28 15C20 1-8-0 2.2
IJEB 29 15C20 2-11-0 2.2
IJEB 30 15C20 1-5-0 2.2
IJEB 31 15C20 2-10-6 3,3
IJEB 32 15C20 1-2-1 2.2
IJEB 33 15C18 2-9-15 4,4
2 IJEB 34 15C18 0-11-5 4,4
IJEB 35 15C16 1-9-11 5,5
IJEB 36 15C20 1-2-14 2.2 12 .::::=::~ a~P5~~====----IJEB 37 15C20 1-2-13 2.2 13.00 IJEB 38 15C18 1-2-14 3..3
16-~
B
R1701
U704
<2>NTC6
20-~ 22-11~ 25-11~ 28-10~ 31-10~ 34-9]37-9~ .,I
39-6]
GDA 01.01.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in):~
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: __....1 __
lnti.Date: GDA 12.28.15
# X Y B
A
R1703
U720
(2)NTC6
3-~ 6-1d
# X Y H
_j o--o-o o-10~---lo""-IJlo.!lo -~ 20-0-0 5-10 0 40-0-2_ . f=1:0-0-0 0:10:0 40::0::1L. .-40-0-0 0 ° 0 32-6::0_ -· 39 6 o o-o-o
5 - -»-8-8 20-3-2 +_ao-o-oo-6-0 0-6-0 - -
2
10-~ 13-~ 16-~ 20-d 23-~
SWS PANEL INC.
TC 1-2 TC 3-2
BC 5-4
BC 6-5
BC 7-6
BC 0-7
VEB 7 VEB 8
VEB 9 VEB 10 VEB 11
VEB 12
VEB . ., .....
VEB 14
VEB 15
VEB 16
VEB 17 VEB 18
VEB 19
VEB 20
VEB 21
VEB 22
VEB 23 VEB 24
VEB 25
VEB 26 VEB 27
VEB 28
VEB 29 VEB 30
VEB 31
VEB 32
VEB 33
VEB 34
VEB 35
26-~ 29-d 33-~ 36-~
TRUSS JIK:
T52
45TC16TC16 20-8-8 0,7 45TC16TC16 20-8-8 0,7
45TC16 o-6-o e.o 45TC16 19-10-0 8,4
45TC16 19-10-0 4,8
45TC16 0-6-0 0,2
15C20 0-8-4 4,4 15C20 0-9-5 4,4
15C16 1-4-4 4,4
15C20 1-9-14 6,.6
15C20 1-0-7 2.2
15C20 3-1-7 4,4
1~C20 1-3-11 2,2
15C20 3-1-15 2.2
15C20 1-6-15 2.2
15C20 3-2-11 2,2
15C20 1-10-3 2.2 15C20 3-4-10 2.2
15C20 2-1-8 2.2
15C18 3-5-15 2.2
15C18 2-4-14 5,5
15C18 3-5-15 2.2
15C20 2-1-8 2.2
15C20 3-4-10 2.2
15C20 1-10-3 2.2
15C20 3-2-11 2.2 15C20 1-6-15 2.2
15C20 3-1-15 2.2
15C20 1-3-11 2.2 15C20 3-1-7 4,4
15C20 1-0-7 2.2
15C20 1-8-14 6,6
15C16 1-5-3 4,4
15C20 0-8-7 4,4
15C20 0-8-4 4,4
B
R1703
U720 (2)NTC6
GDA 01.01.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): _z.4
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3
# Plies: ..........._1 _
lnti.Date: GDA 12.28.15
y B
# x ___ "=f.-~-s g-~-0 +=liEoEo J-4-o o-6:-=!L_
A
R1447
U631 <2)NTC6
# X Y H .....I:_____j)-0-0 ---·o::m;:;ommmm o;;;;ro-;;;;o -:±_ ~=s=s ~:'f-=-e ~g=b~il_ =Ej~:&:8 lli1 &:;:~ .I 0-6-0 ()-o-o o-6-0
12
3.00[
SWS PANEL INC.
2
12
JOB 213E~ 11 C08Nr: 11 TT53
TC 1-2 TC 3-2
BC 5-4
BC 6-5
BC 7-6
BC 0-7
IJEB 7
IJEB 8
IJEB 9
IJEB 10 IJEB 11
IJEB 12
VEB 13 IJEB 14
IJEB 15
IJEB 16 IJEB 17
IJEB 18
IJEB 19
IJEB 20 IJEB 21
IJEB 22
IJEB 23
IJEB 24
IJEB 25 IJEB 26
IJEB 27
IJEB 28
IJEB 29
IJEB 30
IJEB 31
IJEB 32
IJEB 33
IJEB 34 IJEB 35
]3.00
35TC16 20-8-4 0,5
30TC18 14-5-15 0,7
30TC18 0-6-0 2.0
30TC18 13-8-1 7,3
30TC18 19-9-12 3,8
30TC18 0-6-0 0,2
15C20 0-9-11 3,3 15C20 0-10-12 4,4
15C18 1-3-4 4,4
15C20 1-5-8 5,5
15C20 1-1-4 3,3
15C20 2-9-0 4,4
15C20 1-4-2 2.2
15C20 2-9-10 2.2
15C20 1-6-15 2.2
15C20 2-10-8 2.2
15C20 1-9-13 2.2 15C20 2-11-9 2.2
15C20 2-0-11 2.2
15C20 3-0-15 2.2 15C20 2-3-9 2.2
15C20 3-2-7 2.2
15C20 2-6-6 5,5
15C20 3-1-15 2.2
15C20 2-2-13 2.2
15C20 3-0-1 2.2 15C20 1-11-3 2.2
15C20 2-10-7 2.2
15C20 1-7-9 2.2 15C20 2-9-2 3,3
15C20 1-3-14 3,3
15C20 1-6-8 4,4
15C20 1-4-14 5,5
15C20 1-0-12 4,4
15C20 0-11-12 3,3
B
R1447
U694 (2)NTC6
2-10~ 5-8~ 8-6~ 11-5~ 14-3~ 17-1~ 19-1d 22-9~ 25-7~ 28-4~ 31-2~
GDA 01.01.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: _..A,1 __
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-3 Inti. Date: GDA 12.28.15 SWS PANEL INC.
#X Y B # X Y H _A__=:o.::o~ 0-0-0 ~ _ _L_ 0-0-fr=--_o-w-1 a-ll::L-~_l-4-13 o-o-r .. __a.___a_-4-3--1 -1-3 . __3__~ _ _1::4_-13 .Ji::P-=L__
BEAM
A
4-2~
JOB NUMBER:
213
TC 1-2 BC 3-0
lriEB 3 lriEB 4
lriEB 5
lriEB 6 lriEB 7
20TC20 20TC20
15C20 15C20
15C20
15C18 15C20
2
TRUSS JIK:
T54
8-8-5 0,0
8-6-7 0,0
0-10-15 2.2
3-11-14 2.2 1-3-2 2.2
4-0-1 2.2
1-7-4 2.2
GDA 01.01.16
®IIPurlin Spa TC {in}: SHEATH Max Spa (in): 24 # Plies: _.._1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 40-8 lnti.Date: GDA 12.28.15
#X Y B #X Y H & o-o-o o-o-o o-o-o __ __t_ __ Q=.O.::Il.._ 1-8-1 =J-8 1
. B 3-3-8 0-6-9 ..Jl:=0::-..!1..___ __a_~ 2-5-15 l::J..:::CZ
s
+0
A
_...3____.3_-3-8 0-6-9 _3::±::1.
SWS PANEL INC. JOB NUJIBER:
213
TC 1-2
BC 3-0
IJEB 3
IJEB 4
IJEB 5
2
20TC20 20TC20
15C20
15C20 15C20
s
+0
'l'RUSS JIK:
T55
3-5-3 0,0
3-4-6 0,0 1-7-9 2,2
3-1-15 2,2
1-10-12 2,2
GDA 01.01.16
{1?)~Purlin Spa TC (in}: SHEATH Max Spa (in): __.a4
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 40-7
# X Y B ~~-=0~.--_Jl::.O=O...._~~ J 21-4-13 0-8-3 ~..0_.
A
R911
U457
<2>NTC6
6
3-~ 7-~
# Plies: __...__1 _
lnti.Date: GDA 12.28.15
10-~
sws PANEL
2
14-~
INC.
17-8~
~ JOB NUJIBER: I COUNT: II TRUSS JIK:
213 2 T56
TC 1-2 20TC20 14-5-11 0,4
TC 2-3 20TC20 7-8-1 4,0
BC 5-4 20TC18 7-6-6 2.0
BC 6-5 20TC18 13-7-15 2.3
BC 0-6 20TC18 0-6-0 0,2
'WEB 6 15C20 0-11-12 2.2
'WEB 7 15C20 1-0-12 2.2
'WEB 8 15C20 1-7-14 3,3
'WEB 9 15C20 1-10-3 2.2
'WEB 10 15C20 1-4-13 2.2
'WEB 11 15C20 3-5-3 2.2
'WEB 12 15C20 1-9-6 2.2
'WEB 13 15C20 3-6-7 2,2
'WEB 14 15C20 2-1-14 2.2
'WEB 15 15C20 3-8-3 2.2
'WEB 16 15C20 2-6-7 2.2
'WEB 17 15C20 3-10-3 2.2
'WEB 18 15C20 2-2-11 2.2
'WEB 19 15C18 3-8-2 2.3
'WEB 20 15C20 1-11-1 2.2
GDA 01.01.16
®~Purlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: --A-1 _
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 39-4 Inti. Date: GDA 12.29.15 SWS PANEL INC.
X y H y B # 2-0-11 2-0-11 # -X-s-s-s 0-0-0 _1 l'-30:1\ ---2-4-10 2-8-12 £ ~-Y-i o-o-o 0:::0_::0_ i 4-1-6 _ e-4-10 ~
~ 4-1-6 o-o-o --
12
JOB NUJIBER:
213
TC 1-2 TC 2-3
BC 4-0
VEB 4
VEB 5
VEB 6 VEB 7
VEB 8
20TC20 20TC20
20TC20 15C20 15C20
15C20 15C20
15C20
TRUSS JIK:
T57
1-4-14 0,2
2-9-8 eo 4-1-6 0,0
2-0-7 2.2
2-3-11 2.2 2-4-6 2.2
3,-4-1 2.2
2-4-6 2.2
2 3
s
+0
A
8
s
""""" "V 4 +0
1-4~ B
GDA 01.01.16
®IPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: _1
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 42-9 lnti.Date: GDA 01.05.16
#X Y B # X Y H
_A__ o-~ o-~ 0.::6-=L_ ~_1 o-ll=O_J=lO::::L_ o-10-1 ___B_ _____ :::El!~ -~---___G::O-_ ____n_"::'_O.:::!l_~-__ a_ ____ r_lO=::a_ _____ l::Z::lL~5::-_10___
3
A
R84
U10
<1>NTC6
_ _3_____l::l0::2 o-o-o 1-10-2
SWS PANEL INC.
,.,12
5
JOB NUMBER:
213
TC 1-2
BC 3-0
VEB 3
VEB 4 VEB 5
2
45·
+0
20TC20 20TC20 15C20
15C20 15C20
TIUJSS JIK:
T58
2-0-13 0.0
1-10-2 0,0 0-10-3 2.2
1-8-11 2.2 1-6-12 2.2
GDA 01.12.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in): 24 # Plies: __1.
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 42-9 lnti.Date: GDA 01.05.16
# X Y B # X Y H mmm • A o-o-o O::..O=lL _ _.0::6..::n.__. _~_ o-o-o o-1o-z o-10:::1._ ~-o-o-o ___ o::O=lL_ _a_ __ 2-4-6 ~--
_..3._ 2-4-6 0-0-0 2-4-6
3
A
R106
U25
<l>NTC6
SWS PANEL INC. JOB NUJIBER:
213
TC 1-2
BC 3-0
'WEB 3
'WEB 4
'WEB 5
2
5
20TC20
20TC20 15C20
15C20
15C20
45.
+0
TRUSS JIK:
T59
2-7-9 0,0
2-4-6 0,0
0-10-3 2.2
2-2-8 2.2
1-9-5 2.2
GDA 01.12.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: _.....1 __
Purlin Spa BC (in): SPARSE Brg Elev(ft-in): 42-9 Inti. Date: GDA 01.05.16
Y B # X Y H __ # x --n::;J-=--~-__1 o-o-o o-10-z _ o-10-z . _A_____.JCQ-0 O::Q::Q_----"'_::fL~~ -,.,..-_3::10-1 2-5-10 ____4::6..:::!a.__ __1L____3-10.;;1 -0-0-0 _Q-0-. :.a---3-10-1 Q-0-0 3-10-1
3
A
R170
U66
<1>NTC6
SWS PANEL INC. JOB NUJIBER:
213
TC 1-2 BC 3-0
IJEB 3 IJEB 4
IJEB 5
30TC20
20TC20
15C20 15C20
15C20
2
5
B
TRUSS JIK:
T60
4-3-3 0,0 3-10-1 0,0
0-10-3 2.2 3-7-11 2.2 2-4-11 2,2
45°
+0
GDA 01.12.16
®IIPurlin Spa TC (in}: SHEATH Max Spa (in):
Purlin Spa BC {in): SPARSE Brg Elev(ft-in):
y _jL -# X 0-0-0 o-u-a =e= o::o-g o-o-o _ _a----4-o-
3
A
R177
U71
<l>NTC6
a!
42-9
# Plies: _...._1 _
lnti.Date: GDA 01.05.16 SWS PANEL INC. JOB NUMBER:
213
TC 1-2
BC 3-0
'WEB 3
'WEB 4
'WEB 5
30TC20
20TC20 15C20
15C20
15C20
5
B
2
TRUSS JLK:
T61
4-6-5 0,0
4-1-0 0,0
0-9-12 2.2 3-10-6 2.2
2-5-8 2.2
s
+0
GDA 01.12.16
®IIPurlin Spa TC (in): SHEATH Max Spa (in): 24 # Plies: ____...1 __
Purlin Spa BC {in): SPARSE Brg Elev(ft-in): 42-9 lnti.Date: GDA 01.05.16 sws PANEL INC. II JOB 2f/!jEPh ~ co;m: II TT62IC
TC 1-2 20TC20 5-8-3 0,2
TC 2-3 20TC20 5-8-3 2,0
BC 4-0 20TC20 10-4-6 0,0
'WEB 4 15C20 0-10-3 2,2
IJEB 5 15C20 2-11-13 2,2
X y H y B # 0_0_0 ~-o~o.:z # -~-o-o o 6-0 j_ __5=2:::3_~ 1g-R-P3_ _A__-&-4-6 o-o-o o-6-L-~.J.0-4-6 o~o._-:::1_ to-4-6 .. · _ _lL__ L. 10-4-6 0 0.:::0....
IJEB 6 15C20 3-0-15 2,2 IJEB 7 15C20 2-11-12 2,2
IJEB 8 15C20 3-1-0 2,2
IJEB 9 15C20 3-0-0 2,2
IJEB 10 15C20 0-10-3 2,2
2
12 12
5.oof ,5.00
A B
5-2~
GDA 01.12.16
B\V
~ BURKETT&WONG ENGINEERS
STRUCTURAL • CIVIL • SURVEY • LAND PLANNING
9449 Balboa Avenue, Suite 270 • San Diego, CA 92123
Phone {619) 299-5550 • Fax {619) 299-9934
www.bwesd.com
ENGINEER: Charles Colvin
DATE: February 25, 2016
PROJECT NUMBER: 11132A.10
STRUCTURAL CALCULATIONS
FOR
CARLSBAD RANCH RESORT
Alternate Drag Detailing
VILLA 60
CARLSBAD, CA
Prepared for
NOAA GROUP
2398 SAN DIEGO AVE
SAN DIEGO, CA 92110
B\'/
Basis of Design
STRUCTURAL • CIVIL • SURVEY • LAND PLANNING
9449 Balboa Avenue, Suite 270 • San Diego, CA 92123
Phone {619) 299-5550 • Fax (619) 299-9934
www.bwesd.com
The truss designer was unable at this time to design/analyze the two trusses, at grid lines D and
F for the specified drag load noted on the approved plans. They did design the trusses for the
gravity loads as noted in their calculations.
To expedite completion of this project, we have provided an alternate drag detail/connection. It
so happens that the designer did not locate the truss above the braces, on grids D and F; so we
have provided a solution to collect the loads along the roof and drag into the braced frame.
ENGR CG6~v'JV"
f
PRoJEcT v 1./L~ Go
B\VE
ENGINEERED TO EXCEED EXPECTATIONS
SHEET ______________ _
JOB NO ____________ __
1") 5
) Q
~
fN2
-.?kif
N1
Loads: BLC 1,
Results for LC 1, EQ
BWE 2
J. Morgan Feb 25, 2016 at 4:31 PM
DRAG LOADING DRAG CALC.r3d
L§d
-~2
""'" I{)
I 0 I{)
N
(/)
0 0 co
'N1
Results for LC 1, EQ
BWE 3
J. Morgan Feb 25, 2016 at 4:31 PM
MEMBER LAYOUT DRAG CALC.r3d
Column: M1
Shape: 8005250-54
Material: A607 C1 Gr.55
Length: 23ft
I Joint: N1 Dy in Dz in
J Joint: N2
LC 1: EQ
Code Check: 0.923 (bending)
Report Based On 99 Sections
16.1 at 0 ft
Vy k Vz k
A k
T --------k-ft Mz --------k-ft My --------k-ft
fa
20.562 at 0 ft
fc --------ksi ft --------
ksi
AISI 5100-10: LRFD Code Check
Max Bending Check
Location
Equation
R (06.1.1) Not Used
Fy 55 ksi
0 *Pn 17.446 k
0 *Tn 38.759 k
0 *Mny 1.372 k-ft
0 *Mnz 5.903 k-ft
0 *Vny 3.178 k
0 *Vnz 7.868 k
Cb 1
0.923
Oft
C5.2.2-1
Lb
KL!r
Max Shear Check
Location
Max Defl Ratio
y-y
1ft
13.551
z-z
1ft
3.885
L Camp Flange 1 ft
0.000 (y)
Oft
U10000
ksi
DATE 2/"'2-AJI (,
ENGR Cc.aw,H
PROJECT IVIPte..lltl...!sA--'./;~..~,A Go
B\VE SH EET __ ,_/L..;;;;._ ___ _
JOB NO ______ _
ENGINEERED TO EXCEED EXPECTATIONS
TI
6cosr6z..-.s4 __ ...-
t2-21fl'o.. L-.1JliRt..L
37W)
/6t;... 712A-e1£. ------
t.f' .flo S,..U. r;;;fct1
S1~ D'"f. ~ .S1t10. J
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J:U_ C(L-f o2-6 c.v/ 4t&-
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(3:.0/t{LJ.) (/7\j BCrn+-SlOt:-O"f-
tJitU-. ("if~(~! 1211rJ.t. F-Ill)
f/ILTI ){-fA SH'oT PlrJ e .3 1~ .. ( ,
reP-xu.. e~.t<.. ·-z26/
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-
DATE 2/2.-~/p.u tl,.
ENGR ~Wat-J
PROJECT V\/....J.A reo
\
B\VE
ENGINEERED TO EXCEED EXPECTATIONS
SHEET_L_/_'2,...;;;;::.... ___ _
JOB NO _______ _