HomeMy WebLinkAboutB16-1964 000-000-000"Serving The Best Builders"
4011 Sierra College Blvd., Loomis, CA 95650
Phone (916) 652-4655 Fax (916) 652-3860
5033 Feather River Blvd., Olivehurst, CA 95961
Phone (530) 743-8855 Fax (530) 743-8856
,� Truss Calc Submittal
COUNTY
Client:
SEP0 7 2016
MVIWike Restoration Inc.
SMVKW
��6�1964
THESE TRUSS SHEETS HAVE BEEN ITH
Project.
REVIEWED �O��NFORMAPIC NS AND
THE Garage Restoration
LOADS USED TO SIZE FIGS. AND BEAMS.
Truss Designer:
Bryan Wagner
byanw@ homewoo dtruss.co m
Phone: (530) 743-8855
224 McCaton Dr.
Bangor, Ca
FESS/
C.
842
�sr Cim,
TracKm�M�#�kl—&---E aLOPM ENfSERVICES
033016 !/IEWED FOR
1 BY
CO OMPLI CE
DATE
(le, C pY
N
m
23-10
W
Job Name: Garage Restoration
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr.
1 0- 1-12 1145 3.50" 1.50" BC 2x4 DFL #1 & Btr.
2 23- 8- 4 1145 3.50" 1.50" WEB 2x4 DFL STANDARD
MAX DEFLECTION (span) : Kcr (creep factor) = 2.00
L/999 MEM 7-8 (LIVE) LC 54 Refer to Joint QC Detail Sheets for
L= -0.20" D= -0.12' T- -0.32' Cq factors and Rotational Tolerances.
® Joint Locations ® Loaded for 10 PSF non -concurrent BCLL.
1 0- 0- 0 6 0- 0- 0 Loaded for 200# non -concurrent moving BCLL
2 6- 6- 0 7 8- 0- 0 PLATING BASED ON GREEN LUMBER VALUES.
3 1-11- 0 8 15-10- 0
4 177 Not design erd for attic storage unless
- 4- 0 9 23-10- 0
5 23-10- 0 noted of erwi9se.
TC
1-2
@W. OUR. / TENS. OUR. CSI
-1625 1.1 / 64 1.60 0.37
WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
Cust: Wi ke Restoration Inc.
(C4.
3-4
-1482 1.1 %
123 3.60 0.37
4-5
-1625 1.1 /
64 1,60 0.37
BC
OW.(DUR.)/
TENS. ft CSI
6-7
/
1328 1,1 0.54
7-8
/
83 1.1 0.48
8-9
/
1328 1.1 0.55
'
COAP.I'll)
TENS.(OUR CSI
2-7
-464 1.1 /
0.34
106 1.6cl
3-7
3-8
-31 1,N /
-32 1.W /
651 1.1 0.29
651 1.1 0.29
4-8
-464 1.1 /
106 1. 0.14
Truss ID: G1
Designed per ANSI/TPI 1-2007
Fabrication Tolerance = 20.0%
Bearings designed for an FcPerp value of the
lesser of the truss chord lumber value or
625 for all bearings.
IRC/IBC truss plate values are based on
testingg and approval as required by IBC 1703
and AN and are reported in ESR -1118.
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
Pg - 29 psf, Ce = 0.9, I = 1.0, Ct = 1.10
15
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -49 lb
HORIZONTAL REACTION(S)
support 1 -182 lb
support 2 -182 lb
This truss is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed - Yes,
Truss Location - Not End Zone
Exp Category = C
Bldg Length = 32.00 ft, Bldg Width - 23.83 ft
Mean roof height - 11.65 ft, mph = 110
Occupancy Category II, Dead Load = 13.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 48 sgft
PERMIT# �?j L - LQ 6_
11-11-0 11-11-0 BUTTE COUNTY DEVELOPMENT SERVICES
1 2 3 4 5 REVIEWED FOR
7.00 ___7_0'Q COCOMPLIANCE
5X6 P E
R . BY
S
0-4-3
B1 B2
W:308 W:308
RA 145 R:1145
U:-49 ' �yU�:-49
1-4 23-10-0
6 7 8 9
SHIP
�SEv.T. TgH"rCEL
No. C 72160
OF
AUV: �p
All connector plates are ALPINE Wave 20 ga., unless preceded by °H' for High Strength 20 ga.,'S for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 8/17/2016
are positioned as shown above. Shift gable stud plates to avoid ovedap with structural plates.
268 - Homewood Truss
WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
Cust: Wi ke Restoration Inc.
(C4.
"IMPORTANT'' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri ve_ML0330816_L00007_300001
/\
Trusses require extreme ®re In fabricating , handmngshipping, IndalOng and bradng. Refer to and follow the latest ed Pion of SCSI (Building Component
WO: Dri ve_M_0330816_L000
Safety lnformebon, by TPI and WrCA) for;fe pnacals phot to performing these functions Installers sham prodde temporary bracing per SCSI. Maass
Dsgnr: BW #LC = 67 Wl"/PLY: 139
ry
/1 r� n r�
noted otherwise, lop chard "I have property attached structural sheathing and batten Chord sham have a properly attached rigid celling. Locations shorn
for pemenem lateral rest gird of webs shall have bradng Installed per BCS] sections B3, B7 or B10, as eppmcade. Appy plates to men face of truss and
TC Live 20.00 psf
Li ve Du r L=1.25 P-1.25
o I'II�\\wtlttllL���
�O
posgmasshownaloweand anthe dam0emmsrep«Lunless noted otherwise.
TC Snow(Pf) 20.00 psf
SnowDur L=1.15 P=1.15
//aUl
LI
Alpha, a dMslon of ITw BWlding Components Crap Inc. shell not be responsible for any doAanon from this drawing, arty failure to build the truss m
TC Dead 14.00 psf
Rep Mbr Bnd / Comp / Tens
AN?W COIi1PANY
2810 N. Great SWPkwy. Grand Pralhd TX 76060
�onn�e with ANSUTPI 1, ar for handing. shipping. Installation 6 bracing of trusses.
A said on olds drawing or co ver page lladrtp this drawing, Indicates acceptance ofprofesslonal en ineedng responsibility
for the design The drawing tor is Bu//ding
BC Live 0.00 psf
1.15 / 1.10 / 1.10
solely shown. suitability and use ofthls any structure the responsibility of the
DeslgnorperANS0131 t Sec.2
BC Dead 8.00 psf
O.C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6.5.20
For more Information see this job's general notes page and these web sites
ALPINE; www alolaft corn TPI: WTCA: wim sbdmJusev =�10C.
Bldg Code: CBC -2013
DEFL RATIO: L/240 TC: L/240
Job Name: Garacie Restoration Truss ID: G1 G Qtv: 1
BRG X -LOC
REACT SIZE
REQ'D
1 0- 1-12
795 3.50"
1.50"
2 2- 7- 0
353 3.50"
1.50"
3 3-11- 0
226 3.50"
1.50"
4 5- 3- 0
259 3.50"
1.50"
5 6- 7- 0
275 3.50"
1.50"
6 7-11- 0
255 3.50"
1.50"
7 9- 3- 0
282 3.50"
1.50"
8 10- 7- 0
298 3.50"
1.50"
9 11-11- 0
233 3.50"
1.50"
10 13- 3- 0
288 3.50"
1.50"
11 14- 7- 0
290 3.50"
1.50"
12 15-10- 0
258 3.50"
1.50"
13 17- 3- 0
266 3.50"
1.50"
14 18- 7- 0
269 3.50"
1.50 "
15 19-11- 0
224 3.50 "
1.50"
16 21- 3- 0
353 3.50"
1.50"
17 23- 8- 4
796 3.50"
1.50"
MAX DEFLECTION
(span) :
L/999 MEM 16-17 (LIVE) LC 45
L- -0.01" 0-
0.00" T- -0.01"
Joint Locations
=0 - o- 0 l8
0- o- 0
2 2- 7- 0 19
2- 7- 0
3 3-11- 0 20
4 5- 3- 0 21
3-11- 0
5- 3- 0
5 6- 7- 0 22
6- 7- 0
6 7-11- 0 23
7 9- 3- 0 24
7-11- 0
9- 3- 0
8 10- 7- 0 25
lo- 7- 0
9 11-11- 0 26
11-11- 0
10 13- 3- 0 27
11 14- 7- 0 28
13- 3- 0
14- 7- 0
1z 15-11- 0 29
15-10- 0
13 17- 3- 0 30
14 18- 7- 0 31
17- 3- 0
18- 7- 0
15 19-L1- 0 32
19-11- 0
16 21- 3- 0 33
17 23-10- 0 34
21- 3- 0
23-10- 0
CSI
0.21
0.15
0.09
0.08
0.06
0.05
0.03
0.03
0.03
0.03
0.05
0.06
0.07
0.09
0.15
0.21
COhP.(WR.)/ TENS.(OUR.) CSI
S48 1.60
459(1.60)
(CA)
0.05
i
0.04
/
0.03
0 04
i
0.03
/
0.04
/
0.02
%
0.00
%
03
0.03
-547(1.60)%
459(1.60) 0.13
0". DUR. /
148 1.1 /
TENS. DUR. CSI
50 1.60 0.02
-10 1.1 /
6 1.60 0.01
-121 1.1 /
-140 1.1 /
12 1.60 0. oz
s 1.60 0.03
-185 1.1 /
0.06
%
-203 1.1
-96 1.1 /
0.12
0.09
TRUSPLUS 6.0 VER: T6.5.20
-197 1.1 %
0. 9
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
DG SLIDER 2x4 DFL #1 & Btr.
WEB 2x4 DFL STANDARD
Kcr (creep factor) = 2.00
IRC/IBC truss plate values are based on
testingg and approval as required by IBC 1703
and ANSI/TPI and are reported in ESR -1118.
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
Pg - 29 psf, Ce = 0.9, I = 1.0, Ct - 1.10
Permanent bracing is required to
prevent rotation/toppling. See
SCSI and ANSI/TPI 1.
PLATING BASED ON GREEN LUMBER VALUES.
+ + + + + + + + + + + + + + + + + + + + + +
Designed for 2.4 K lbs drag load applied
horizontally in either direction to the top
chord panel points, with dead + 0 % live
loads using load duration - 1.60. Partial
continuous bearing (PB) horizontal reaction
300 Plf Max. Connection by others.
+ + + + + + + + + + + + + + + + + + + + + +
PS (1) from 0-0-0 to 15-10-0
PB (2) from 15-10-0 to 23-10-0
Not designed for attic storage unless
noted otherwise.
7- 9
0-4-0
Designed per ANSI/TPI 1-2007
Fabrication Tolerance = 20.0%
Bearings designed for an FcPerp value of the
lesser of the truss chord lumber value or
625 for all bearings.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200# non -concurrent moving BCLL.
Mark all interior bearing locations.
Install interior support(s) before erection.
Building designer shallverify gable loads
and eave loads, if applicable.
[+gable bracing required 0 42" intervals,
i e�xcpposed to wind load applied to face.
See IiWBCG's Gable Bracing Details.
This truss is designed using the
ASCE7-30 Wind Specification
Bldg Enclosed = Yes,
Truss Location = Not End Zone
Exp Category = C
Bldg Length 32.00 ft, Bldg Width = 23.83 ft
Mean roof height - 3.65 ft, mph - 110
Occupancy Category II, Dead Load - 9.0 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 73 sgft
11-11-0 I 11-11-0
1 2 3 4 5 6 7 8 9 1011 12 1313 14 15 16 176
7.00 _77-0
1.5X3
1.5X3
1.5X3
1.5X3
1.5X3
1.5X3
1.5X3
2.5X4
1 5X3 1 5X3 1 5X3
1.5X3 1.5X3 1.5X3 "
1.5X3
1.5X3 1 5X3 1.5X3 1.5X3
1.5X3 1.5X3
SX1.5X3 1.5X3
2.5X4
UPLIFT REACTION(S)
Support C&C Wind Non -Wind
1 -34 lb -469 lb
2 -33 lb -126 lb
3 -14 lb
4 -17 lb
5 -17 lb
6 -18 16
7 -19 lb
8 -20 lb
9 -12 lb
10 -20 lb
11 -19 lb
12 -18 lb
13 -17 lb
14 -17 lb
15 -14 lb
16 -33 lb -126 lb
17 -34 lb -467 lb
HORIZONTAL REACTION(S)
support 1 774 lb
support 2 -547 lb
support 3 202 lb
PERMIT#supp,Ort 4 7o.2_1b
7-10-7
SHIP
I 43
r-! 23-10-0
r 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34
TYPICAL PLATE: 2X4
OVER CONTINUOUS SUPPORT
All connector Strength
positioned 8 ga. Plates
own a to be are ALPINE Shin gable stud Joint De to avoid overlapwithpastes anal plat (rve 20 ga., unlessprecededb
ata plateor s Super
spst
�p�ggpp9aarr; jt (�U`U%"YjPEVELUPMENT SERVICES
suPp0 F Y Z ED FOR
su 6rt 95 b PLS r -�
support 13 4 1 v
support 14
support -15- i BY
support 16 46 lb
support 17 774 lb
Truss designed to support 1-0-0 top chord outlookers
and cladding load not to exceed 10 PSF one face,
and 24" span opposite face. Top chord may be notched
1.5 deep x 3.5' at 48" o/c along top edge. DO NOT
OVER CUT. No knots or other lumber defects allowed
within 12" of notches. Do not notch in overhang or
heel panel.
T. TqH�
J
No. C 72160
\�q CIV{%.
�)F CAUrc
268 - Homewood Truss
""WARNING1- READ AND FOLLOWALL NOTES ON THIS DRAWING/
Cust: Wi ke Restoration Inc.
(CA)
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DI R: Dri ve_M._0330816_L00007_)00001
^
require extreme tate In fabricating, handling, slipping, installing and bracing. Refer to and follow the latest e0on of SCSI (Building comment
WO: Dri ve_M_0330816_L000
Safely Information. by TPI and wrcafety a)for sprad;;e prim to perronning aim funcdm& lnseep-4
de shall pde temparag bracing per SCSI. unless
Dsgnr: BW #LC = 71 Wr/PLY: 244
v VTrusses
is
^� r�
noted otherwise, top chord sell have property attached sauclural sheathing and bottom decd shag have a property allaMed rigid celWg. Locations sewn
for permanent lateral restraint of webs shall have bracing Installed per SCSI sermons 83, 87 m B10, as applicable. Apply plates to each face of truss and
TC Live 20.00 psf
Li veDu r L=1.2 5 P=1.25
d ILLLu���J IU^\\JI
pa�onasshown abomand on the .hdmDetails report. unless noted otherwise.
TC Snow(Pf) 20.00 psf
SnowDur L=1.15 P=1.15
Alpine, a dMson of ITIN Building Components Group me, shall not be responsible for my deNation from thds drawing, arty fallure to build the thus In
TC Dead 14.00 psf
P
Re Mb r Bnd / Com
P P / Tens
AN ITW COWANY
conformance with ANSInPI 1, or for handing. shipping Installation & bracing a mosses.
A seal on tNs drawing or cover page Ila Ong this dmwing, Indicates acceptance ofprol asslonal engineering responsibility
BC Live 0.00 psf
1.00 / 1.00 / 1.00
2820 N. Great SWPkwy. Grand Praha, TX 7WS0
solely for the design shown. The suitability and use ofthis drawing for any structure is the responsibility a/the Building
BC Dead 8.00 psf
O.C.Spacing 2- 0- 0
DeslgnerperANSVTPI1 Seat
TRUSPLUS 6.0 VER: T6.5.20
Fm marelnfo7aTl'r INs(ob'sgeneralratespageand these web dtes
ALPINE: mow .I •TPI: •YYTCA: 'ICC:
ell Code: CBC -2013
9
DEFL RATIO: L/240 TC: L/24
IJob Name: Garage Restoration Truss ID: GG Qtv: 1
BRG X -LOC REAR SIZE
REQ'D
1 0- 1-12 800 3.50"
1.50"
2 2- 8- 0 36'1:
1.50"
3 4- 0- 0 209 3.50"
1.50"
4 5- 4- 0 2593.50"
1.50"
5 6- 8- 0 260 3.50"1.50"
5-6
6-7
6 8- 0- 0 231 3.50"
1.50"
7 9- 4- 0 263 3.50"
1.50"
8 10- 8- 0 272 3.50"
1,SO"
9 12- 8- 0 298 3.50"
1.50"
10 14- 6- 0 291 3.50"
1.50"
11 15-10- 0 245 3.50"
1.50"
12 17- 2- 0 246 3.50"
1.50"
13 18- 6- 0 264 3,50"
1,50"
14 19-10- 0 229 3.50"
1.50"
15 21- 2- 0 371 3.50"
1.50"
16 23- 8- 4 808 3.50"
1.50"
MAX DEFLECTION (span) :
17-18
L/999 MEM 18-19 (LIVE) LC 45
943 1.60 0.15
L- -0.01" D= 0.00" T- -0.01"
Joint Locations
1190((3,60)) 0.22
1 0- 0- 0 20 0- 0- 0
COMP
2 2- 8- 0 21 2- 8- 0
20-Z
3 4- 0- 0 22 4- 0- 0
4 5- 4- 0 23 5- 4- 0
44 IU60)
S 6- 8- 0 24 6- 8- 0
6 8- 0- 0 25 8- 0- 0
7 9- 4- 0 26 9- 4- 0
810- 8- 0 27 10- 8- 0
9 11- 2- 0 28 11- 2- 0
10 11-11- 0 29 12- 8- 0
25-26
11 12- e- 0 30 13-2- 0
0.04
12 13- 2- 0 31 14- 6- 0
13 14- 6-0 32 15-10- 0
/
14 15-10- 0 33 17- 2- 0
27-28
15 17- 2- 0 34 18- 6- 0
16 18- 6- 035 19-10- 0
114(1.60) 0.04
17 19-30- 0 36 21- 2- 0
18 21- 2- 0 37 23-10- 0
-38{1.60)))/
-101 1.60 /
Tc
(1)
L'OW. DUR. / TENS. OUR. CSI
1-2
2-3
-1233 /
-1005 1.60 /
1175 1.60 0.21
928 1.60 0.15
3-4
-889 1.60 /
817 1.60 0.09
4-5
-734 1.60 /
66260 0.07
1.60
5-6
6-7
-579 1.60 /
-424 1.60 /
506 1. 0.06
351 1.60 0.04
7-8
-270 3.60 /
196 1.60 0,03
8-9
9-10
-119 1.1 /
-114 1.15
68 1.60 0.03
441.60 0.03
10-11
-121 1.1 /
41 1.60 0.03
11-12
12-13
-167 1.60 /
-285 1.60 /
111 1.60 0.03
206 1.60 0.04
13-14
-439 1.60 /
367 1.60 0 OS
14-1S
-594 1.60 /
522(1,60 0.06
15-16
16-17
-749 1.60 /
-904 1.60 /
677(5((1.60 0.07
832 1.60 0.09
17-18
-1020 1.60 /
943 1.60 0.15
18-19
-1248((1.60))/
1190((3,60)) 0.22
COMP
20-Z
57(1U60)�
44 IU60)
21
O.13
06
23-24
0:02
25-26
%
0.04
26-27
/
0.04
27-28
-114(1.60)/
114(1.60) 0.04
28-29
29-30
-38{1.60)))/
-101 1.60 /
38(((1.603 0.05
101 1.60 0.04
-38 1.60
38 1.60)
_331 Z
32-33
/
0.03
0.04
33-34
/
0.03
34-35
/
0.03
36-37
-563(1.60)%
446(1.60) 0.13
WB
ODfP. WR. /
TENS. OUR. CSI
2-21
-197 1.1 /
45 1.60 0.02
3-22
4-23
-130 1.1 /
-147 1.1 /
6 1.60 0.02
18 1.60 0.02
5-24
-167 1.1 /
37 3.60 0.04
7-26
191.E 0.10
-2181.1 %
268 - Homewood Truss
(CA)
rd
ALFUNIE
ANITINCOWANY
2a2o N. Great SW Pkwy. Gond Prarde, TX 75050
TRUSPLUS 6.0 VER: T6.5.20
TC 2x4 DFL #1 & Btr.
BC 2x4 DFL #1 & Btr.
DG SLIDER 2x4 DFL #1 & Btr.
WEB 2x4 DFL STANDARD
Kcr (creep factor) = 2.00
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in ESR -1118.
ASCE7-10 SNOW LOAD DESIGN CRITERIA:
Pg - 29 psf, Ce - 0.9, I = 1.0, Ct - 1.10
Permanent bracing is required to
prevent rotation/toppling. See
SCSI and ANSI/TPI 1.
PLATING BASED ON GREEN LUMBER VALUES.
+ + + + + + + + + + + + + + + + + + + + + +
Designed for 2.4 K lbs drag load applied
horizontally in either direction to the top
chord panel points, with dead + 0 % live
loads using load duration = 1.60. Partial
continuous bearing (PB) horizontal reaction
= 300 Plf Max. Connection by others.
+ + + + + + + + + + + + + + + + + + + + + +
PB (1) from 0-0-0 to 15-10-0
PB (2) from 15-10-0 to 23-10-0
Not designed for attic storage unless
noted otherwise.
Designed per ANSI/TPI 1-2007
Fabrication Tolerance - 20.0%
Bearingsdesigned for an FcPerp value of the
lesser of the truss chord lumber value or
625 for all bearings.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 30 PSF non -concurrent BCLL.
Loaded for 200# non -concurrent moving BCLL.
Mark all interior bearing locations.
Install interior support(s) before erection.
Building designer shall verify gable loads
andeave loads, if applicable.
[+I gable bracing required 0 42" intervals,
i expposed to wind load applied to face.
See 1TWBCG's Gable Bracing Details.
This truss is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed - Yes,
Truss Location - Not End Zone
Exp Category C
Bldg Length 32.00 ft, Bldg Width - 23.83. ft
Mean roof height = 3.65 ft, mph - 110
Occupancy Category II, Dead Load - 9.0 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area - 83 sgft PERMIT
11-11-0 11-11-0
1 1 2 3 4 5 6 7 89 101112 13 14 15 16 17 18 191
7.00 7.0
1.5X3
1.5X3 X4 DAT
1.5X3 .5X3
1.5X3 5X3
1.5X3 5X3
1.5X3 5X3
7- 9 1.5X3 5X3 7-10-7
3 X3 5X3 SHIP
1.5X3 5X3
4X8 8
2 =
0-4-3 2.5X4 1.5X3 1.5X3 1.5X3 5X6 1.5X3 2.5X4 0 43
1.5X3 1.5X3 1.5X3
1.5X3 1.5X3 1.5X3
1.5X3 1.5X3 1.5X3 0
'-1 23-10-0
1 20 21 22 23 24 25 26 2128 230 31 32 33 34 35 36 37 1
TYPICAL PLATE: 2X4
OVER CONTINUOUS SUPPORT
All connector
18 galates are Piates are to pos8ionedWave 20 gper Joless ln l7etail Report..H'fCirc0" pI iHi htis and false fragth 20 m plates
Super
are positioned as shown above. Shift gable stud plates to avoid ovenap with structural plates.
"''WARN/NUl "* READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
**IMPORTANT'' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Reler to and follow the latest edition of BCSI (Building Component
Safety Information, by TPI and WTCA) for safety practices prior to performing mese functions. Installers shell provide temporary bracing per BCSI. Unless
noted otherwise, lap chord shell have property attached strucl urd Meaning and bottom drord shall hove a property attached rigid ce ling. Locations shown
far Permanent lateral resbidrd of webs shall have bracing Installed per BCSI sedtions B3, 67 or B10. as applicable. Appy plates to each two of truss and
position as shown above and on the Jdrd Details report, unless noted otherwise.
Alpme, a &Aston of ITW Building Componerds C7wp Inc., snail not be responsible for any deviation from this drawing, any failure to bund the bras In
conformance with ANSVTPI 1. a for handling. shipping. installation & brecing of hisses.
A seal on this drawing or cover page listing thls drawing, Indicates acceptance of professional engineering responsibility
solely for the design shown. The sultab8lty and use ofthis drawing for any structure is the responslb0lry of the BW/ding
DesignerperANSIITPI i Seat
For more information see this job's general notes page and these web slim
ALPINE: www.atobrenw.00m: TPI: www.tdnsL=: WTCA: www.sbdnQrstrv.aa: ICC: w lccsafe.ora
N
UPLIFT REACTION(S)
Support C&C Wind Non -Wind
1 -39 lb -452 lb
2 -30 lb -113 lb
4 -20 lb
5 -20 lb
6 -21 lb
7 -21 lb
8 -24 lb
9 -27 lb
10 -26 lb
11 -20 lb
12 -20 lb
13 -20 lb
14 -16 lb
15 -30 lb -115 lb
16 -39 lb -459 16
HORIZONTAL REACTIONS)
support 1 784 1b
support 2 -557 lb
support 3 202 lb
support 4 202 lb
support 5 202 lb
support 6 202 lb
support 7 202 lb
support 8 252 lb
support 9 290 lb 1A,
DENT SERVICES
FOR
'L� CE
_BY
Truss designed to support 1-0-0 top chord outlookers
and cladding load not to exceed 10 PSF one face,
and 24" span opposite face. Top chord may be notched
1.5 deep x 3.5' at 48" o/c along top edge. DO NOT
OVER CUT. No knots or other lumber defects allowed
within 12" of notches. Do not notch in overhang or
heel panel.
T.
No. C 72160
CIViI �P
OF CAUrc
8/17/2016
Cust: Wilke Restoration Inc.
DIR: DriveJ4_0330816_L00007_100001
W0: Drive -M_0330816 -L000
Dsgnr: BW #LC = 71 Wr/PLY:
TC Live
20.00
psf
TC Snow(Pf)
20.00
psf
TC Dead
14.00
psf
BC Live
0.00
psf
BC Dead
8.00
psf
Bldg Code: CBC -2013
LiveDur L=1.25 P=1.25
SnowDur L=1.15 P=1.15
Rep Mbr Bnd / Comp / Tens
1.00 / 1.00 / 1.00
O.C.Spacing 2- 0- 0
EXISTING
STRUCTURE SEP 0 7 2016 N
DEVELOPMENT -�
SERVICES J
�� S� 6�-)q 6`�
O� EXISTING
STRUCTURE
L44 884.46
PROPOSED
�N GARAGE
EXISTING RESTORATION
SHED
\ SITE DETAIL
\ scaLE:. � •=goo'
\
\
\
60' NON—EXCLUSIVE
EASEMENT FOR INGRESS, tk
EGRESS, & PUBLIC
UTILITY PURPOSES
EXISTING '
GRAVEL
DRIVEWAY
I n
J
v
c
L112 .
C43 I !'O
��? I L21
ORCH O1TCH
� I ,
APN 028-230-074
256.079 AC
r$
PERMIT# �- !G (��
/ c I BUiTF 0(1l ��iT„ nFWP( (�oFncNT SERVICES
0� REVIEWED FOS
`36 �® / CODE COMPLI CE
DITCH
w•- L29 L28
ate
8
S L�
m
EX. PC
UNE TABLE
LINE
LENGTH
L1
75.08
EXISTING
2
L2
55.18
rn
z
L3
L4
127.67
74.88
STRUCTURE
/
z
Z
m
L5
60.12
'o..La
L6
270.00
L7
151.05
z
LS
124.89
EXISTING
L21
4AS-On
RESIDENCE
L44 884.46
PROPOSED
�N GARAGE
EXISTING RESTORATION
SHED
\ SITE DETAIL
\ scaLE:. � •=goo'
\
\
\
60' NON—EXCLUSIVE
EASEMENT FOR INGRESS, tk
EGRESS, & PUBLIC
UTILITY PURPOSES
EXISTING '
GRAVEL
DRIVEWAY
I n
J
v
c
L112 .
C43 I !'O
��? I L21
ORCH O1TCH
� I ,
APN 028-230-074
256.079 AC
r$
PERMIT# �- !G (��
/ c I BUiTF 0(1l ��iT„ nFWP( (�oFncNT SERVICES
0� REVIEWED FOS
`36 �® / CODE COMPLI CE
DITCH
w•- L29 L28
ate
8
S L�
m
CA Q' J
w
ZW U
0 0
W OU
U i-YFW-
Ft (Z Cly'
08-22-16
1"= 400' (U.H.O
DRAWN:
GL
JOS:
161075
SHEET 1
cl
OF 1 SHEETS
W
i
rn
rn
z
z
Z
m
�
'o..La
Q
z
�m
'w
V
15
N
=
N
CA Q' J
w
ZW U
0 0
W OU
U i-YFW-
Ft (Z Cly'
08-22-16
1"= 400' (U.H.O
DRAWN:
GL
JOS:
161075
SHEET 1
cl
OF 1 SHEETS
KEY & ASSOCIATES
CIVIL ENGINEERS
1646 POOLE BOULEVARD • YUBA CITY, CA 95993
'
'(530) 674-1565 FAX (530) 674-3528
t
PROJECT - m14-7?
BY DATE
JOB NO.
SHEET OF
� G
7
W101) { 10 Mf# ULT e (,
gS mPcj A5P 5k C
:U
OL ZT
5
G1,2.9Xt4.
t3
I' f- c®, I
We ellc�rx 1,50 V6 16t -z) wl-upt&b-vg-lev�
BUTTE.
COUNTY
SEP 0 7 2016
DEVELOPMENT
SERVICES
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
C®® COMPLI ICE
DATE ' BY
C 842
G�
sT CIVi%-
q�OFCA��FO�
Y
i
Basic Wind
i.
j
m
J
37.3
-24.4
Zones
18.8
523
-40.9
i
246
Main Wind Force
'ure 28.6-1 (cont'd)
Enclosed' Building
- Method 2 '
Witjd Pressures
h560fL
Walls & Roofs' '
SimPlified Design Wind PresS'Ure , Ps3o (Ps fl (Exposura B at h = 30 R. with I = 1.0)
Basic Wind
Root
m
28.0-7.4
37.3
-24.4
Zones
18.8
523
-40.9
140
25'
Speed
Angle
-1TA
28.7
Horizontal Pressures
37.3
Vertical Pressures
-26.0
(mph)
(degrees)
409
1
39.0
63
28.2
6.4
-17.3
'.-23.6
Overhangs
-19.0
323
-27.5
30 b 45
A
B
C
D
E
F
G
H.
Eq.
-1, b.
0 b 5'
1
19.2
-104
12.7
-5.9
-23.1
1 -13.1
-16.0
-10.1
32.3
-14.0
A:12
10'
15'
1
21.6
-9.0
14.4
5.2
-23.1
1 -14.1
-16.0
-10.8
-32.3
-25.3
-253
1
1
24.1
-8.0
16.0
4.6
-23.1
-15.1
-16.0
-11.5
323
-253
110
'2Q'
2q'
1
26.6
24.1
-7.0
17.7
3.
-23.1
-16.0
-16.0
-12.2
-323
-25.3
3.0
W127.4
32.9
7.2
30
17.4
4 A
-10.7
-14.6
-7.7
-11.7
-192
717.0
32.4
' 30 b 45
2
1
21.6
-'
14.8
17.2
11.8
-4.1
-79
-1.1
5.1
-
7.4
---75
31.9
22.0
3.1
2
21.6
14.8
1 T.2
11.8
1.7
8.3
-13.1
0.6
-11.3
-7.6
-8.7
15.4
-24.4..,
21.0
109
13.9
55
7.2
4.6
-7'.
-8.7
-12.0
10'
1
23.7
-16.1
-6.5
-25.2
-14.3
-17.5
-11.1
353
-27A
15'
1
26.3
9.8
15.7
5.7
-25.2
-15.4
-17.5
-11.8
X53
-27.6
29.0
-8.7
-7.7
17.5
19.4
5.0
-25.2
-16.5
'. -17.5
-12.8
353
278
25'
1
4.2
-25.2
-17.5
17.5
-13:3.
553
-27A
28.3
42
19.1
43
-11.7
,15.9
-8.5
-12.8
-218
-18.5
30 b 45
2
1
� -
23.6
16.1
18.8
12.9
-12
-55
2
23.6
16.1
18.8
12.9
i1.8
9.1
-14.3
0.6
--5.5
-8.3
9.5
0 b 5° .
' 1 1
22.8
119
15.1
-7.0
27.4
-7.1
-15.8
7.9
5.0
-8.3
1 -9.5
25.8
10.7
17.1
8.2
27.4
=18.8
-19.1
19.1
-12.1
38A
.30.1
15'
1
28.7
-9.5
19.1
5.4
-27.4
-17.9
-19.1
-12.9
-13.7
38A
58.4
30.1
120
20'
1
31.6
•-8.3
21.1
4.6
-27.4
-19.1
-19.1
-14.5
-30.1
-38.4
50.1
25'
1
28.6
48
20.7
4.7
-12.7
-17.3
-92
- 13.9
23.7
-202
30 b 45
2
1
25.7
17.6
20.4
14.0
48
2.0
9.4
-13
-6.0
2
25.7
17.6
20.4
14.0
9.9
-15.6
0.7
-13.4
-9.0
-103
0 b 5'
11
28.8
-139
17.8
-8.2
52.2
-7.7
-18.3
8.6
22.4
55
-9.0
-103'
10'
1
30.2
-125
20.1
-7.3
52.2
-19.7
-22.4
-14.2
45.7
353
15'
1
33.7
-112
22.4
5.4
32.2
-21.0
-22,4
-15.1
-16.1
45.1
45.1
353..
130
20' .
25'
1
37.1
9.8
24.7.
5.4
-32.2
-22.4
-22.4
-17.0
45.1
353
353
1
33.6
5A
24.3
55
-14.9
-20.4
-10.8
-16.4
-278
-23.7
30 b 45
2
1
30.1 .
20.6
24.0
16.5
5.7
2.3
-11.1
-15 1
-7.1
1
2 '30.1'
.
20.6
24.0
16.5
11.6
-18.3
0.8
-15.7
7101
-12.1
nine
•
n..
._
__
-9.0
10.0
•5A
-101
12.1
15
��
1
1
39.0
=129
28.0-7.4
37.3
-24.4
-28.0
18.8
523
-40.9
140
25'
43.0
-1TA
28.7
1 5.3
37.3
-26.0
-26.0
-19.7
-523
409
1
39.0
63
28.2
6.4
-17.3
'.-23.6
-12.5
-19.0
323
-27.5
30 b 45
2
1
35.0
23.9
27.8
19.1
-6.6
2.7
-12.8
-21.2
-1.8
0.9.
-82
2
35.0 '
'23.9
27.8.
19.1
13.4'
-10.5
11.7
-18.2
-123
-14.0
0 b 5'
185
23.7
-11.0
-42.9
-24.4
-29.8
-7.5
-18.9.
123
50.0
-14.0
47.0
10'
16.7
26.8
-9.7
42.9
-28.2
-29.8
20.1
801
471
15'
20'
149
29.8
-8.5
42.9
7:W29
-28.0
-29.8
-21.4
-60.0 •
47.0
1 J50
3.0
W127.4
32.9
7.2
-29.8
-29.8
22.8
501
471'
25'
2
32.4
' 7A
-19.9
-27.1
-14.4
-21.8
37.0
31.6
b 45
-
7.4
---75
31.9
22.0
3.1
-147
-2.1
-9.430
7.4
31.9
22.0
15.4
-24.4..,
16.1
.
-12.0
13A
-8.6
-14.1
-16.1
Unit Conversions -1.0 ft = 0.3048 m; 1.0 Psf = 0.0479 Mm2
STANDARDS
P
Msin Wind Force Resisting
Figure 28.6-1
.. Enclosed Buildines
O
Case A
— Method 2
Wind Pressures
4
l
O
h560ft.
Walls & Roofs
A. Pressures shown are applied to the horizontal and vertical projections, for exposure B, at h=30 ft (9.1 m). Adjust to other exposures and
heights with adjustment factor a..
I. The load pattims shown shall be applied to each comer of the building in turn as the reference corner. (See Figure 28.4-1)
3. For Can B use B = 0°.
4. Load cases I and 2 must be checked for 250 < B S 45". Load case 2 at 250 is provided only for interpolation between 25° and 30°.
5 Plus and mim,s sign+ signify pre - s acting toward and away from the projected soiittxs, respectively.
0. For roof slopes other than those shown, linear interpolation is permitted
7. The total horizontal load shall not be less than that determined by assuming Ps - 0 in zones B cit D.
I Where zone E or G falls on a roof overhang on the windward side of the building, use EoH and Goff for the pressure on the Horizontal
projection of the overhang. Overbengs on the leeward and side edges shall Have the basic zone pressure applied.
9. Notation:
a: 10 percent of last horima al dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension
or 3 ft (0.9 m).
h: Mean roof bcWK in feet (meters), o Dept that eave height shall be used for roof angles <10°.
R Angle of plane of roof h+om horizontal, in degrees.
10. For Load Case A, the roof pressure coefficient (GC�)when negative in Zone 2 and 2E, shall be applied m Zone ME for a distance
flan the edge of roof equal to 0.5 times the horizontal dimension of the building meamed perpendicular to the ridge line or 2.5 times
the eve height at die windward wall, whichever is less; the remainder of Zone 22E extemdmg to the ridge line shall use the pressure
coefficient (GC;% for Zone 3r3E.
a. a. a.
9
KEY & ASSOCIATES rrtv�CV I w i �.c tiara a-�gn�,
CIVIL ENGINEERS BY DATE
1646 POOLE BOULEVARD • YUBA CITY, CA 95993
(530) 674-1565 • FAX (530) 674-3528 JOB NO.
SHEET Z OF
7 -05 7-10
ki)
le To— ttca
Soy ' FA I5 o
5 it Tk A 4-1
_OL(, .47)� p�07ZW
®t` ®L
crJ ►2 z �4 7 2 u► 0 7 2 �a� I �a c �� �� ✓�e�ss
c
KEY & ASSOCIATES
CIVIL ENGINEERS
1646 POOLE BOULEVARD • YUBA CITY, CA 95993
(530) 674-1565 • FAX (530) 674-3528
_ PROJE T
BY L DATE
JOB NO.
+ SHEET OF
Y� 2,4
CAP 5c
RFL
L. ESP N
4-1
107
N � It
e
®'
KEY & ASSOCIATES;
-CIVIL ENGINEERS
1646 POOLE BOULEVARD • YUBA CITY, CA 95993
(530) 674-1565 FAX (530) 674-3528
PROJECT `" sr
BY C" DATE ' 6
JOB NO.
SHEET OF -
c�
eo
A-6
D 1a7*'
1 ze,
A c� ®�
0
KEY & ASSOCIATES
CIVIL ENGINEERS
1646 POOLE BOULEVARD • YUBA CITY, CA 95993
(530) 674-1565 • FAX (530) 674-3528
PROJECT w
BY sl�C-� �T DATE
JOB NO.
SHEET 5ti OF
If
4-37
z
5 7? -
J �_