Plans Precision Roof Trusses Inc,, . OFFICE COPY
,11550 SE Jennifer St. TO. Delivery List
Clackamas, OR 97015 DURHAM SCHOOL Job Number: 4550
Phone: 503 \656 -2983 Fax: 503 \656 -2647 Page: 1
•
Project: Block No: Date: 03 -25 -2004 - 7:51:22 AM
Model: Lot No: DEL; vG R ON Lurvaa TRv.e'K' Project ID: none
w / 2 eK QAcx4Cr• . Account No:
Contact: Site: Office: Deliver To: ' Designer: Nr,�n 8048 S.W. SHAFFER LANE 7 i & 4T t Y % Sa signer. DT
Phone: DELIVER ON LMBR TRUCK
Fax TIGARD • Quote Number: •
Tentative Delivery Date: 3/29/04
Profile: Qty: Span: Pitch Truss Type: Truss Id: LOH ROH Load By:
— .011/'I'I'I11111...- 2 20 - 0 - 0 4.00 COMMON Al 0 - 0 0 - 0
2X6/2X6 0.00
4 20 - 0 - 0 4.00 COMMON A2 0 - 0 0- 0
2X6/2X6 0.00
MISC. ITEMS
`TC LASS E 5 LCD Quantity: Description: .
12 TIES RECEIVED
•
MAR 3 0 2004
CITY OF TIGARD
•
BUILDING DIVISION
Durkan, Ele 11afura Area
shade shelter .
•
GM Coved Date �/
P► - on 30 8
, . 5?-oce-,Ylaftvi„)
Delivery Date: Delivered by: Received by:
Unloading Time: NO mins. C.O.D. Amt. Due Plus Additional Crane Time
# Flag Cars
Time In: Time Out: Standby Time: Hrs. Mins.
Roof Print Bracing Info _X_ Total No. Of Trusses:6
FOR ADDITIONAL CRANE TIME, BAD ENTRIES, OR POOR SITE CONDITIONS:
Top plate delivery is at the discretion of our driver. He must be able to enter and exit without assistance •
Contractor must assume responsibility and cost (of tow truck and crane standby time) if assistance is needed, and of any damage to property.
If truck is unable to enter, trusses will be ground dropped as close to job site as possible. .
Additional crane time will be charged at $120.00 per hour. Contractor or representative understands and agrees to these terms. • .
Signature . -
OFFICE COPY
•
[4 550 ob Truss Truss Type Oty Ply DURHAM SCHOOL - MM/DT
R11701186
A 1 COMMON 2 1
Job Reference (optional)
PRECISION ROOPTRUS3ES, CLACKAMAS,OR. 97015, Doug Taylor 5.106 s Jul 8 3003 MI ek Industries, Inc. Thu Mar 25 08:32:02 2004 Page 1
i-
I 10-0-0 I 20-0-0 -1
1040 -0 10-0-0
All plates are 1.5x4 M20 unless otherwise indicated. Scale = 1:32.7
6x8 =
2
4.00 12
g
3
1�
is _Mil . •i
%
WI
5x9
5x9
3x12 II 4 3x12 II
3x6 I I
I
1-10-4 I 10-0-0 I 18-1 -12 I 20 -0-0
1-10-4 8-1 -12 8-1 -12 1 -10-4
- ate • sets :1 -A -:, - - , :t- - ,• - - , :1 - 4.0,0 - - 81, [3:0- 0- 8,2 -2 -41, [3:0-7-3,0-2-81, [4:0- 4- 0,0 -1 -81
LOADING (psi) SPACING 5 -0 -0 CSI DEFL in (loc) 1 /defl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.85 VertILL) -0.21 1 -4 >999 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.36 1 -4 >652 180
BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.05 3 n/a n/a
BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 122 lb
LUMBER BRACING
TOP CHORD 2 X 6 DF SS G TOP CHORD 2 -0 -0 oc purlins (3 -0 -5 max.)
BOT CHORD 2 X 6 DF SS G (Switched from sheeted: Spacing > 2 -0 -0).
WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
OTHERS 2 X 4 DF Std G JOINTS 1 Brace at Jt(s): 2
WEDGE
Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2
`L LDO N G 1,
REACTIONS (lb /size) 1=2052/0-5-8, 3= 2052/0 -5 -8 0' \�r�,S7i71
Max Horz 1 =- 11011oad case 8) �
Max Uplift► =- 314poad case 5), 3=- 314(load case 6) .� /12, - L,, O
FORCES (lb) - First Load Case Only ( L ) ` 7
TOP CHORD 1 -2 =- 4089, 2 -3= -4089
:(
BOT CHORD 1 -4 =3662, 3 -4 =3662 ,o ct
WEBS 2 -4 =723 P ? 274.0 �, NOTES U ,r� ` 1NRv X 4 41
11 Wind: ASCE 7 -98; 100mph; h =25ft; TCDL= 4.2psf; BCDL= 6.Opsf; Category II; Exp C; enclosed;MWFRS interior zone; S `q /O - CM G
cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek
"Standard Gable End Detail"
3) Design load is based on 25.0 psf specified roof snow load. I EXPIRES: 12-19-04
4) Unbalanced snow loads have been considered for this design.
5) Gable studs spaced at 1 -4 -0 oc.
6) This truss has been.designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B
, UBC -97. _
7) A plate rating reduction of 20% has been applied for the green lumber members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 1 and 314 lb �P�O PR OF
uplift at joint 3. ��\ �� � NG I NEF 9 S /
LOAD CASEIS) Standard
ct 15766PE r
k
O
% ,„ O"GON� o rL
4, &. ,, 4 1
EXPIRATION DATE: 06 -30 -04
March 25,2004
I l .
® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE ND -7473 BEFORE U38 7777 Greenback Lane .....—®
void for use only with WWLTek connedors. This des n is based only upon parameters shown. and is for an hdividual bulding component. Suite
Design He
ty 9 IY P P rr Citrus Heights, CA, 95610
Applicablity of design paromenlers and properincorporafon of component is responsbiity of bustling designer -rot buss designer. Bracing shown
is for lateral support of individual web members only. Addifional temporary bracing to inure stabiity during construction is the responsbillity of the
erector. Additional permanentbracing of the overall structures the responsibility of the buildng designer. For general guidance regardhg
fabrication, quality control, storage, delivery, erection and brachg. consult ANSI /TPl1 Quality Criteria, DSB -89 and BCSI1 BJlding Component MiTek®
Safety Information avoloble from Truss Plate Insfitule, 583 D'Onofio Drive, Madison, WI 53719.
•
.ti • l 11' • • •
Job Truss Truss Type City Ply DURHAM SCHOOL - MM /DT
811701187
4550 A2 COMMON 4 1
Job Reference (optional)
- PRECISION ROOF TRUSSES, CLACKAMAS,OR. 97015, Doug Taylor 5.100 s Jul 8 2003 MiTek Industries, Inc. Thu Mar 25 08:32:02 2004 Page 1
r
I 10-0-0 I 20.0 I
10 10
Scale = 1:32.7
i'v, 6x8 =
2
4.00 FIT
IN 1111 3
��
• 5x9 % j j 5x9
3x12 I I 4 3x12 I I
3x6 I I
I 1 -10-4 I 10-0-0 I 18 -1 -12 I 20-0-0
1-10-4 8-1 -12 8 -1 -12 1 -10-4
Plate Offsets (X,Y): [1:0-0-8,2-2-41, [1:0-7-3,0-2-81, [2:0- 4- 0,0- 4- 81,13:0- 0- 8,2 -2 -4], [3:0-7-3,0-2-81, [4:0-4-0,0-1-81 •
LOADING (psf) SPACING 5 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.21 1 -4 >999 240 MT20 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.36 1 -4 >652 180
BCLL 0.0 Rep Stress Ina NO WB 0.46 Horz(TL) 0.05 3 n/a n/a
BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 100 lb
LUMBER BRACING
TOP CHORD 2 X 6 DF SS G TOP CHORD 2 -0 -0 oc purlins (3 -0 -5 max.)
BOT CHORD 2 X 6 DF SS G (Switched from sheeted: Spacing > 2 -0 -0).
WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEDGE JOINTS 1 Brace at Jt(s): 2
Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2
ct`pO 1'ri
REACTIONS (lb /size) 1=2052/0-5-8, 3= 2052/0 -5 -8 di \ \'ASyi
Max Horz 1 =- 110(load case 8) 1C
Max Uplift1 =- 314(load case 5), 3=- 314(load case 6) `r /o
FORCES (lb) - First Load Case Only I Cat-. t t , Z
TOP CHORD 1- 2= -4089, 2- 3 = -4089 `` i
BOT CHORD 1 -4= 3662, 3 -4 =3662 � . -
WEBS 2-4=723 . . ,d 4-
28374 NOTES •P 0 X �.r ST[R _y
1) Wind: ASCE 7 -98; 100mph; h =25ft; TCDL= 4.2psf; BCDL= 6.Opsf; Category II; Exp C; enclosed;MWFRS interior zone; C 3 ' C
cantilever left and right exposed ; end vertical loft and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. ` ��
2) Design load is based on 25.0 psf specified roof snow load.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B
UBC -97.
5) A plate rating reduction of 20% has been applied for the green lumber members. I EXPIRES: 12-19 -04
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 1 and 314 lb
uplift at joint 3.
LOAD CASE(S) Standard ���EG PRt7Pe
r ., �NG[NEe 'fp
4 4 "3
er 15766PE r"
b
O
v O - GON ON,
'
EXPIRATION DATE: 06 -30 -04
March 25,2004
, ■
® WARNING. Tar% &wignpa,ameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE- 7777 Greenback Lane ....=®
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual bulding component. Suite u 109
Applicobiity of design paramenters and properincorporafon of component is responsibiity of bulding designer - rot truss designer. Bracing shown Ciau s Heights, CA. 95810
is for lateral support of individual web members only. Addifional temporary bracing to sure stabiity during construction is the responsbillity of the
- erector. Addifional permanentbracing of the overall structure is the responsibility of the building designer. For general guidance regardhg
fabrication. quality control, storage, delivery• erection and brachg, consult ANSI/TPI1 Quality Criteria. DSB -89and BCSI1 Building Component M iTek®
Safely Information avaiable from Truss Plate Institute, 583 D'Onotslo Drive. Madison, WI 53719.
MR. 15.2004 10:35PM MITER INDUSTRIES, SAC NO.339 P.1
STANDARD GABLE END DETAIL PAGE 1 30 OF 1 2 PHIXPC
I" *DIAGONAL OR L •BRACING 4/19/00
VARIES REFER TO TABLE BELOW SHEATHING
TO COM. 1 2 — 2X4 NO2 OR BTR. DF-L 1 1/2° (BY OTHERS)
b TRUSS 4X4 = 1X4 oR 2xs (ryP) 3 n` zap as , :/
: � . NOTCH AT �■ �' t,
I'! ` 24 O.C. (MIN.)
„ AS REQUIRED PER
Na
g s i TOP CHORD TABLEBELOw
H T NOT-CH DETAIL _
Hill � \ us=
............ ....... .
CONT. BR
– SPAN TO MATCH COMMON TRUSS 1P- e el
VERTICAL STUD END
• WAU- '-' CID C !LING
IAli T SPA
YPICAL 2x4L- BRAC WIB N IL S MATERIAL VERTICALS r TO C C. D PTa 1 L A
��- CD AT S° O. /� •
.ariaiiiiiii. - LATERAL BRACING NAILING SCHEDULE
LOADINC(psf) SPACING 2 VERT. HEIGHT # OF NAILS AT END
TCLL 30.0 Plates Increase 1.15 UP TO 7' -0" 2 - 16d
TCDL 10.0 Lumber Increase 1.15 -- - 71 -0" - 8J -6" 3 - 1
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code UBC97 ANS195 OVER 8' -6" • 4 - 16d
LUMBER
TOP CHORD 2 X 4 DFUSPF/HF - No.2
BOT CHORD 2 X 4 DFL/SPF/HF - STUD /STD
OTHERS 2 X 4 DFUSPF/HF - STUD /STD
MAXIMUM VERTICAL STUD HEIGHT
SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH 2- LATERAL BRACES WITH L - BRACE
12 INCH O.C. 3-6 -0 - 10 -7 -0 5 -5 -0
18 INCH O.C. 3 -0 -0 ' 6- -f • 9 -1 -0 4 -s -0
24 INCH O.C. ______M-0 5 -1-0 7 -8-0 $ Q
NOTES
1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND. EXP. C, HEIGHT 25 FT
3 ) FURNISH CONNECTION THIS E DRAWINGTO CHORD OFG GABLE E DWALATION PROVIDED BY PROJECT ENGINEER ORARCHITECT.
4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT
BRACING OF ROOF SYSTEM.
5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 6'-6°_
TOP CHORD NOTCHING NOTES
1)THE GABLE MUST BE FULLY SHEATHED VV/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IP STUDS ARE TO BE SPACED AT 24' O.C.
ATTACH SCAB (2X4 #2 OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT B' O.C. IF STUDS
ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED.
2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES.
3) LUMBER MUST MEET OR EXCEED VISUAL GRADE 82 LUMBER AFTER NOTCHING. ENO
4) NO NOTCHING IS PERMITTED MEIN 2X THE OVERHANG LENGTH.
r WIT � �
0 . p>. 1I1 � �WABy�
MAR 1 5 2004 axe s � v- . zoos
Continued on page 2 -
'U 1 -
REDONoN
EXPIRES ' 12-19-04
1
.
MAR.15.2004 10 :35AM MITEK INDUSTRIES, SAC NO.339 P.
FILENAME: STD3OPSF110MPHEXPC
STANDARD .GABLE END DETAIL PAGE 2 OF 2
4/19/00
4- 10d NAILS MIN. ,PLYWOOD SHEATHING
• TO 2X4 STD DF -L BLOCK
2 -10d
(TYP)
.�1•11111211'_'�
I 2X4 BLOCK
SIMPSON A34 p
OR EQUIVALENT
2X4 ST OR BTR SPACED @.5' -U" O.C.
SHALL BE PROVIDED AT EACH END OF
BRAC. EXCEPT FOR BRACE EXTENDED
LEDGER ---- STRONGBACK INTO T-1E CHORDS & CONNECTED TO
CHORDS WI 4- 10d NAILS.
MAX.. =NOTH = 7' -0"
GABLE END
I►
STANDARD TRUSSES
SPACED @ 24" O.C.
NOTES
1)2X4 NO2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS ®e° O.C. MAR 1 5 2004
2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS .
3)2 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS
4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE lad BOX NAILS (0.131" DIA. X 3.0" LGT)
THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE END $ e 66
IF THE FOLLOWING CONDITIONS ARE MET: OR y'
1. MAXIMUM HEIGHT OF TRUSS a 8'-8"
2. MAXIMUM PANEL LENGTH ON TOP AND SOT. CHORDS = 7
3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED Q 44O" O.C. MAX.
4, PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS.
4: , . [
of 4 r
( 47: 144 : 2 1 EXPIRES 121804
2