Plans FEBRUARY 14, 2012 Standard Gable End Detail RECE P ST-GE110-001
DEC Mrrilk USA.Inc. Rage / of 2
11 �� Typical x4 L-Brace Nailed To
- ✓_-_ I ( 21t Vsnicala W/10d Nailer,8'o c T, Vq Stud
Vertical S!40 • 1°°'�""1OA-� �_UIL � DuooNeL
MITek USA, Inc. 4 • =� _16d common
SECTION B-B Wke NaYa
DIAGONAL BRACE - /_ _' - Spaoetl6'o.C.
AVO U.C.MAX J (2)-led Common .. arc find n
Wire Nado into 2xe 2"Nog M belles
f' TRUSS ARE FOR ILLUSTRATION
CONDITIONS �"�.
SHOWN ARE FOR ILLUSTRATION ONLY. Typical Hudxwaal Brace
,\ hlNled To Zx_Vedicals
l 12 SECTION A-A e144 W[4)-lOd Carron Neils
-� Varies to Common Truss
INDIVIDUALMITEKPROVIDE 2x4 BLOCKING BETWEEN THE FIRST
sad
DRAWINGS FOR DESIGN ENGCRITINEERING
TWO TRUSSES AS NOTED. TOENAIL BLOCKING
' 'A \ NAILS AT EACH END.
ATTACH DIAGONAL TO TRUSSES WITH BRACE O BLOCKING WITH
** \\\
(6)-tOd COMMON WIRE NAILS. /
B 8 3z4
(4)-Bid NAILS MJIK
%%i i 1'i-i /i/iii/i i%L.L%%/% SHEATHING TO
* -Diagonal Bracing ** L-Bracing Rotor
Refer to Section A-A b Section B-B
24-max] Roof Sheathi
NOTE:
1.MINIMUM GRADE OF e2 MATERIAL IN THE TOP AND BOTTOM CHORDS.2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS ANDWALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1 � `3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. MBx. IARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT (2)-10d NAILS
BRACING OF ROOF SYSTEM.
4.•L•BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SAB
OR 2x4 STUD OR BETTER WITH ONE ROW OF ted NAILS SPACED B•O.C.
5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ^DIAPHRAM AT 4'-0'O.C. S (W 24" D.C•
6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A2x4 STUD AS SHOWN WITH led NAILS SPACED e•O.C.HORIZONTAL
BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD.
ATTACH O VERTICAL STUDS WITH(4)ted NAILS THROUGH 2x4. 2(8 DIAGONAL BRACE SPACED 49"0.0
(REFER TO SECTION A-A) Diag. Brace ! ATTACHED TO VERTICAL WITH(4)46d
7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L1240. at 1/3 Point COMMON WIRE NAILS AND ATTACHED
e. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed "/ TO BLOCKING WITH(5)-11)11 COMMONS.
9, DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR
TYPE TRUSSES. Fi
End W aii - — — HORIZONTAL BRACE
\�\ (SEE SECTION A-A)
2 DIAGONAL
Minimum glad VNthout Tx4 B2K4rs DIAGONAL BRACES AT
Stud Spe Size cies Spacing Braes L-Brace I L-Braq BRACE 1/3 POINTS
and Grade �Mudmsin Stud Length SPED PRO
2x4 SPF SW&W 12.O.C. 4.6-3 1 5-0-7 1 7.1.7 1 9.0.5 I 13-6-8 g1 1N
2x4 SPF SwStua 16.O.C. 413 4-4-5 1 6-2-0 8-2-7 12-3-10 I G1
2x4 SPF StdlStud 24.O.C. 3.5.8 3.6.11 5-0-7 8-10-15 10.4.7 S P
)k Diagonal braces over 6'-3'require a 2x4 T-&ace attached to
one edge. Diagonal braces over 12'8•require 2x4 I-braces O 7/1/zr-
attached to both edges. Fasten T and 1 braces to narrow edge y r:.,-_GON '� kr
of web With ted common wire nails Bin o.c.,with 31n minimum
end(is lance. Brace must cover 909;of diagonal length. �Q 'Y 14
F?R; 9
MAX MEAN ROOF HEIGHT-30 FEE r
CA It GORY II BUILDING �����
EXPOSURE BaC EXPIRES 1 e„4//s.
ASCE 7-99,ASCE 7-02.ASCE 7-05 710 MPH - -- -
ASCE 7.10 140 MPH STUD DESIGN IS HASEO ON CUMPONENTS AND CIAO ING.
DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRAGING IS BASED ON MINERS.
FEBRUARY 14, 201 Standard Gable End DetailT SHEET 2
_ — 1 _- - —
-, MITak USA,Inc. Page 2 of 2
VIII III CR ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
o�
Trusses @ 24" o.c.
l HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 4e'0.0.
(SEE SECTION A•A) CATTACHED TO OMMON WIRE ERLS AND I T 14&d
MiTek USA,Inc. Roof Sheathing-� ` TO BLOCKING WITH(S)-10d COMMONS.
T-3"
Max.
IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE 70
THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURUN WITH TWO t6d NAILS
THAT
CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE
MAY RESULT FROM THE BRACING OTRUSSES TO RESIST ALL OUT OFLF THE GABBLE ENDS
2X4 PURUN FASTENED TO FOUR TRUSSES
WITH TWO 16d NAILS EACH.FASTEN PURIM
\ TO BLOCKING W/TWO 16d NAILS(MM) '..
Diag. Brace. \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES
at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES
ON ERNOTED TOENAIL
if needed \ TO Rr USSESIW ITH4(2)-10d NAIILS AT EACNCENDG
ATTACH DIAGONAL BRACE TO BLOCKING W ITH
-.: (5)-10d COMMON WIRE NAILS.
End Wall
t
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL
METHOD i :ATTACH A MATCHING GABLE TRUSS TO THE INSIDEGABLE TRUSS
FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE t �.
FOLLOWING NAILING SCHEDULE. { �.. -`
METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL -----
NAILINGh
SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADEn,I
AND SPECIES AS THE TRUSS VERTICALS
NAILING SCHEDULE:
-FOR WIND SPEEDS 120 MPH(ASCE 7-90,02,051,150 MPH(ASCE 7-10)OR LESS,NAIL ALL
MEMBERS WITH ONE ROW OF 10d(.131"X 3n NAILS SPACED 6'O.C.
-FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-W 02,05),160 MPH(ASCE 7-10)NAIL ALL /l
MEMBERS WITH TWO ROWS OF 10d(131"X T)NAILS SPACED 6'O.C.(2X 4 STUDS MINIMUM)
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE i. Lam.-•
/,/• ALL BRACING METHODS SHOWN ON PAGE 1 ARE
VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD
/i' / VERTICAL STUDS OF THE STANDARD GABLE TRUSS
�/ ON THE INTERIOR SIDE OF THE STRUCTURE.
STRUCTURAL I ! AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST
GABLE TRUSS I BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM
CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN
IN THIS DETAIL IS FOR THE VERTICAUS
I ) 01 PR0FFSc
\yC �NGINEEm /0
NOTE:THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS.TRUSSES INLAYED !7
STUDS ARE NOT ADDRESSED HERE. /
STANDARD
/ GABLE TRUSS
l -
1 1
11-24-15
Roseburg J2 11:4848am
tI'- I .......... 1of1
CS Beam 4.13.0.3
k"toonEngine 4.13.1.1
Materials Database 1519
Member Data
Description: UPPER Member Type: Joist Application: Floor
WORST CASE MULTI SPAN Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code BC/IRC
1-five Load: 40 PSF Deflection Criteria: U480 live, U240 total ]l
Dead Load: 12 PSF Deck Connection: Glued&Nailed E� IVL1 1 ,T
Filename: Beam3
Joist Design Includes CCMC Vibration Check
Subfloor:3/4"OSB DEC 17 2015
Ceiling: 1/2"gypsum Blocking:(See Requirements Below)
CIM)FRIGARI)
BUILDING DIVISION
1510 8 5 3 8 12 5 8
m
3378
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 530# —
2 15,10.500" Wall DFL Plate(625psi) 3.500" 3.500" 1346# —
3 21' 2.000" Wall DFL Plate(625psi) 3.500" 3.500" 949# -17#
4 33' 7.500" Wall DFL Plate(625psi) 5.500" 1.750" 436#
Maximum Load Case Reactions
Um For apploo,,poim load.(or lire bads)to®,ryi„p members
Live Dead
1 408#(255plo 122#(76plo
2 1078#(674plo 269#(166plf)
3 - 807#(505pif) 141#(88p10
4 336#(210plf) 99#(62plfl
Design spans
15' 5.875" 5' 3.500" 12' 0.875"
Product: 117/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS
Blocking:(None)
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1666.# 3640.# 46% 6.58' Odd Spans D+L
Negative Moment 1929.# 36404 52% 15.88' Adjacent 1 D+L
Shear 768.# 14204 54% 15.86' Adjacent 1 D+L
End Reaction 530.# 1420.# 37% 0' Odd Spans D+L
Int.Reaction 1346.# 1935.# 69% 15.88' Adjacent 1 D+L
TL Deflection 0.1960" 0.7745" U948 7.36' Odd Spans D+L
LL Deflection 0.1516" 0.3872" U999+ 7.36' Odd Spans L
Vibration 0.0228" 0.0427" 53%
Control: Max Int.React.
DOLS: Live=100% Snow-115% Roof-125% Wine=160%
M'oodct oamesaretademaAsottha'onpxv,. mea Eric Duncan
® byPacific Lumber&Truss Co.
Capy,ghl(L)3015 eimpwn ShapTie Cwnpe,ry Inc.ALL RIGHre RESERVED. 10515$W Allen Blvd.
'Taai,g b defined m�en me memoor,moor blot,beam or glider,&irnai on the load,,meats applicade design cnlena for Loads,Lcadl,g C ilimre,and spas listed oo Mia meat The design Beaverton OR 97005
rust W feWo-aed by Qualified designer or dealgn pmlmaionel as r irm for appmsal.This design sew mpmdud ire heron ecmrdi,g to the maouraaum:s spacRrat'ro (503)793-8368
nnnd(nlnaclumhnr r nn
15
Roseburg 3 _24_
11:50am
1 1""',1>n,.In.h r,,,y,.. 1 of 1
CS Beam 6.13.0.3
kmHeamEogine 4.13.1.1
Materiels D".1519
Member Data
Description: UPPER Member Type:Joist Application: Floor
SINGLE SPAN Top Lateral Bracing:Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total
Dead Load: 12 PSF Deck Connection: Glued& Nailed
Filename: Bel
1510 8
m 0
1510 8
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 641# —
2 15'10.500" Wall DFL Plate(625psi) 1.750" 1.750" 641#
Maximum Load Case Reactions
Used for at,,Ipg pdnl Wads(or lino wads)W ini ing member
Live Dead
1 493#(308p10 148#(93plo
2 493#(308p10 148#(93p10
Design spans
15' 5.000"
Product: 117/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each tearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2472.# 3640.# 67% 8.09' Total Load D+L
Shear 641.# 1420.# 45% 0' Total Load D+L
End Reaction 641.# 950,# 67% 15.88' Total Load D+L
TL Deflection 0.3321" 0.7708" U556 8.09' Total Load D+L
LL Deflection 0.2555" 0.3854" L1724 8.09' Total Load L
control: Pos.Moment
DOLS: Live=100% Snow--115% Roof-125% Wind=160%
At predud remes e,e tinso ea their respedi"e wens Eric Duncan
® Coloydghl(C)M15by Simpmn Str The Company Inn.M RIGHTSRESERVED. Pacific Lumber&Tmss Co.
10515 SW Allen Blvd.
-Pass,le defined.*,on Itne member,floorjoist beam or girder,shoran on this drexinp meets applicable del m ede for Loatls,Loading caMition,ant Sirens lisled on this sheat.The design Beaverton OR 97005
nine be ollaed by a qualified designer or design professional as required for t,o 1.This des,aswmes pmduct installation arwming to the maradadunel spedfi®florin. (503)793-8368
.HM(nlnerlum her cnm
C,Roseburg 3 @ CANT. -24- 5
11:Slam
1 of 1
CS aemn 4.13.0.3
knlBan
eEngille 4.13.1.1
Mazenals Database 1519
Member Data
Description: UPPER Member Type:Joist Application: Floor
JOIST @ CANT. Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PSF Deflection Criteria: U480 live, U240 total
Dead Load: 12 PSF Deck Connection: Glued& Nailed
Filename: Beam1
Other Loads
Type Other Dead
(Description) Side Begin End Start End Start End Category
Point(PLF) Top 14' 9.00" 50 35 Snow
Point(PLF) Top 14' 9.00" 0 100 Live
x
1390 1 00
0 y
14 9 O
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 1.750" 1.750" 552# —
2 13' 9.000" Wall DFL Plate(625psi) 5.500" 3.500" 887# —
Maximum Load Case Reactions
Used far applying pdd bads(w line loads)to canyirg members
Live Snow Dead
1 438#(274plf) -5#(-3plf) 115#(72p1f)
2 504#(315plf) 86#(54plo 383#(239plo
Design spans
13' 8.125" 1' 0.000"(right cant)
Product: 117/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assurnes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1833.# 3640.# 50%d 6.91' Odd Spans D+L
Negative Moment 310.# 4186.# 7% 13.75' Total Load D+0.75(L+S)
Shear 587.# 14204 41% 13.74' Total Load D+L
Cant.Shear,Rt 299.# 1420.# 21% 13.75' Total Load D+L
End Reaction 552.# 950.# 58% 0' Odd Spans D+L
Int.Reaction 8871 2135.# 41% 13.75' Total Load D+L
TL Deflection 0.1974" 0.6839" U831 6.91' Odd Spans D+L
LL Deflection 0.1632" 0.3419" U999+ 6.91' Odd Spans L
TL Defl.,Rt. -0.0373" 0.2000" 21J643 14.75' Odd Spans D+L
LL Defl. Rt. -0.0327" 0.2000" 2U732 14.75' Odd Spans L
Control: Max End React.
DOLS: Live=100% Snow=115% Roof--125% Wind=160%
Right cantilever allowable shear is for joist only
alvmdad names am erademaMadmar respective aanen Eric Duncan
® rtmRLL Pacific Lumber&Truss Co.
CopyngM1l(C)2a15 by Slmlcon GlyT'n Company Inc. RIGHTS RESERVED. 10515 SW Allen Blvd.
"Passing Is"ma ss even 1M10 memner,etsmidd,beam ar g ra.,sM1om on this dnvn,g meets applicable design Meana far Weds,Laas g Gonamims,and Spare listed on mis snag The design Beaverton OR 97005
nus unmeas.9d by a qualified designarord agn prMeeaiarel aamuiredfmappmvd.Pnisaesgn assumespMad inatanatbn a.alingroma mandedusersapedlicstiaw. (503)793-8368
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