HomeMy WebLinkAboutB17-0348 047-740-006 (2)9237
Ply: 2
SEON: 118492/T7/HIPS
GARAGE GARAGE
City: 2
FROM:
FDRW:A
HIP GIRDER
Wgt: 201.6 lbs
/ ... 02/06/17
4'3"4 �+
12' + 16' 20' 24' 27'8"12 32'
r 4'3"4 3'8"1 2
+ + + +
4' 4' 4' 4' 3'8"12 4'3"4
=5X6
D =-4X6 H
=5X6
12
6
T
T
M ,4X6 C
o
14X6
�
e
o
Ln
=4X8(ABR�
T
J =_4X8(ABRJ
A
4_3.5 1112X4 -Q6
Il
_P _ K
_N I
R
O_
-M L
1'6" 4'3"4 3'8"12
4' 4' 4' 4' 3'8"12 4'3"4 1'6"
4'3"4 8'
12' 16' 20' 24' 27'8"12 32'
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf m PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loo Udefl U# Loc R /U / Rw / Rh / RL /W
TCDL: 16.00 Speed: 110 mph
Pf: NA Ce: NA VERT(LL): 0.185 F 999 360 B 4139 / - /220 / / - /5.5
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.533 F 706 360 J 4138 / - /220 / - / - /5.5
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.044 D - - Wind reactions based on MWFRS
Des Ld: 46.00 EXP: C
HORZ(TL): 0.127 D B Min Big Width Req = 2.2
NCBCLL: 10.00 Mean Height: 15.00 ft
Code / Misc Criteria Creep Factor: 1.5 J Min Brg Width Req = 2.2
Soffit: 10.00 TCDL: 9.6 psf
Bldg Code: Custom Max TC CSI: 0.499
Load Duration: 1.25 BCDL: 6.0 psf
TPI Sid: 1995 Max BC CSI: 0.747 Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
Rep Factors Used: No Max Web CSI: 0.207 Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 9.00 ft
FT/RT: - Mfg Specified Camber: A - B 31 -4 F - G 0 -4489
GCpi: 0.18
Plate Type(s): B - C 0 -3879 G - H 0 -4212
Wind Duration: 1.33
WAVE VIEW Ver: 13.02.02.1219.20 C-0 0 -3831 H-1 0 -3830
Lumber
Purlins D- E 0 -4215 1-1 0 -3877
Top chord 2x4 DF-L #2
In lieu of structural panels or rigid ceiling use purlins E -F 0 -4489 J -K 31 -4
Bot chord 2x6 DF-L #2
to laterally brace chords as follows:
Webs 2x4 DF-L #2
Chord Spacing(in oc) Start(ft) End(ft) Maximum Bot Chord Forces Per Ply (Ibs)
TC 24 7.74 23.74 Chords Tens.Comp. Chords Tens. Comp.
Nailnote
BC 120 0.03 31.45
Nail Strong Tie WSNTL212S screw
Apply purlins to any chords above or below fillers B - R 3431 0 O - N 4240 0
Rowp@1son
Top Chord: 1 Row @12.00"
Chord:
at 24" OC unless shown otherwise above. R - O 3430 0 N - M 3388 0
Bot Chord: 1 Row @ .c.o.
o.c.
O - P 3390 0 M - L 3429 0
" o.c00"
Webs : 1 Row @ 4" o.c.
P-0 4243 0 L - J 3429 0
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Maximum Web Forces Per Ply (Ibs)
Special Loads
Webs Tens.Comp. Webs Tens. Comp.
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
R - C 40 -52 O - G 354 0
TC- From 72 pif at -1.50 to 72 pif at 8.00p
^SIC � C-0 12 -32 G - N 9 -378
f E�
TC- From 36 plf at 8.00 to 36 plf at 24.00
QR N.Q 0 - D 394 0 N - H 1172 0
TC- From 72 pif at 24.00 to 72 pif at 33.50
CVD N M . D - P 1174 0 H - M 395 0
BC- From 20 plf at -1.50 to 20 pif at 0.00���
Q`O P - E 9 -375 M - 1 12 -32
BC- From 10 plf at 0.00 to 10 plf at 32.00
Z E-0 349 0 I - L 40 -52
BC- From 20 pif at 32.00 to 20 pif at 33.50
F-0 11 62
TC- 767 Ib Conc. Load at 8.00,24.00
C(1281 0
BC- 147 Ib Conc. Load at 2.06,29.94
BC- 139 Ib Conc. Load at 4.06,27.94
^
BC- 86 lb Conc. Load at 6.06,25.94
* PERMIT#
is - 408lbiConc.
sa . sa 23
J'� ClV1�- >�Q BUTTE COUNTY D ELOPMENTSERVICES
sa.06,10.06,12.06,14.0s
gTForCA�,��� REVIEWED FOR
Wind
Wind loads and reactions based on MWFRS.
�XA 09-3020CO E COMPLI CE1$
DATE 3 i'3 BY
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI
and SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporary
bractn per BCSI. Unless noted otherwtse,top chord shall have proper)Y attached structural sheathing and bottom chord shall have a proE�erly
attach Locations for lateral
rigpid ceiling shown permanent
as app icable. Apply plates to each face of truss and
restraint bf webs shall have bracing installed per BCSI sections B3, B7 or 810,
as shown above and on the JoinfDetails, hefer
position
drawings 160A-Z for standard plate positions.
unless noted otherwise. to
ITW Buildiqng Compponents Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance
with ANSI/TP1 1, Ar for handlin shipping, installation and bracing of trusses. A seal on this al wing or cover page listing this drawing,
indicates acceptance of prol'essPN engineering responsibility
sole) for the desigan shown. The suitability and use of this
drawing for any structure Ps the responsibliity of the Building
Designer per ANSI/TPI TSec.2.
For more information see this'ob's general notes page and these web sites: rrW BCG: www.ftwbc .com• TPI: www. insi.or • SBCA: www.sbcindusl .com; ICC: www.iccsafe.org
Iril,E COPY
9237
Ply: 1
SEAN: 118507 / T2 /HIPS
GARAGE GARAGE
Qty: 2
FROM:
DRW:
A2 HIP
Wgt: 193.2 lbs
.. / ... 02/06/17
5'3"4 i 10' 14' 18' t 22' 268"12 32'
+
5'3"4 4'8"12 4' 4' 4 4'8"12 57"4
p DT -1"11 IIIJX4 =$X6 = G 6
T =5X6
12
6
M ,4X6 C /VL;j'�Z4X6
`r' o
l4X6(A2� I=4X6(A2)
a_s A
111274 =4 6 =6 10 =-4X6 =4 6 1112X4J
1I
P O N M L K
1'6" 5'3"4 4'8"12 4' 4' 4' 48"12 5'3"4 1'6"
5'3"4 10' 14' 18' 22' 26'8"12 32'
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Dell/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R /U / Rw / Rh / RL /W
TCDL: 16.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.105 E 999 360 B 1727 / 11 /1026/- / 120 /5.5
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.309 E 999 360 1 1727 /11 11026/- / - /5.5
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.040 K - - Wind reactions based on C&C
Des Ld: 46.00 EXP: C HORZ(TL): 0.118 K B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.00 It Code / Misc Criteria Creep Factor: 1.5 1 Min Brg Width Req = 1.8
Soffit: 10.00 TCDL: 9.6 psf Bldg Code: Custom Max TC CSI: 0.505
Load Duration: 1.25 BCDL: 6.0 psf TPI Std: 1995 Max BC CSI: 0.534 Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Rep Factors Used: Yes Max Web CSI: 0.204 Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 9.00 It FT/RT: - Mfg Specified Camber: A - B 75 0 F - G 13 -2253
GCpi: 0.18 Plate Type(s): B - C 0 -2713 G - H 5 -2243
Wind Duration: 1.33 WAVE VIEW Ver: 13.02.02.1219.20 C - D 5 -2244 H - 1 0 -2713
Lumber D - E 14 -2268 1 - J 75 0
Top chord 2x4 DF-L #2 E - F 13 -2265
Bot chord 2x4 DF-L #2
Webs 2x4 DF-L #2 Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Purlins
In lieu structural panels or rigid ceiling use purlins B- P 2320 0 M- L 1923 0
P-0 2318 0 L - K 2318 0
to laterally
ly brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft) O - N 1923 0 K - 1 2321 0
TC 24 10.00 22.00n , N - M 2270 0
BC 120 0.29 31.71 Q�Qf EJ '10
Apply purlins to any chords above or below fillers �Q NM Maximum Web Forces Per Ply (Ibs)
at 24" OC unless shown otherwise above. �Q Webs Tens.Comp. Webs Tens. Comp.
h��
Loading P - C 153 0 F - M 55 -400
Truss designed for unbalanced load using 0.00/1.50 C-0 27 -484 M - G 608 -7
windward/leeward factors. 0-0 356 0 G- L 354 0
D-N 616 -9 L-H 26 -485
Wind * E -N 51 -417 H-K 154 0
Member design based on both MWFRS and C&C. if'J CIV`\� N - F 278 -293
�IFOF
CAS\���
4,.09-30-201\�
F51`7-
PERMIT# n?J4:P>
BUTTE COUNTY DEVELOPMENT SERVICES
EVIEWED FOR
CO E COMPLI CE
DAT I BY
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Buildin
Component Safety Information, by TPI
and SBCA) for sa�ety practices prior to performing these functions. Installers shall provide temporar�
bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
Locations for
attacheed rigid ceiling shown permanent lateral restraint of webs shall have bracingg insTalled per BCSI sections 83, B7 or 810,
as applicaI5 e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Wefer to
drawings 160A-Z for standard plate positions.
ITW Buildin Components Group Inc. shall not be responsible for an deviation from this drawing any failure to build the truss in conformance
with ANSI 1 1, pr for hand!g shipping, installation and bracing of trusses. A seal on this dfawmg or cover page listing this drawing,
indicates acceptance of pro ess na engineering responstbtlity sole) for the design shown. The suitability and use of this
drawing for any structure s the responsibi ity of the Building Designer ler ANSI/TPI QSec.2.
For more information see this job's general notes page and these web sites: ff W BCG: w,wv.itwbc .com: TPI: www. inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org
9237 Ply: 1 SEQN: 118517 / T3 /HIPS
GARAGE GARAGE Qty: 2 FROM: DRW:
A3 HIP Wgt: 182.0 lbs / ... 02/06/17
6'3"4 12' + 16' I 20' + 25'8"12 + 32'
6'3"4 5'8"12 4' 4' S'8"1 2 6'3"4
=5X6 D DT-1"11 IIIFX4 =5FX6
12
6 ,4X6 C r'�4X6
fO o
i�
= 4X6(A2VZ H= 4X6
A I
24 =46 =610 =46 24
N M L K J
1'6" 6'3"4 5'B"12 4' 4' 5'8"12 6'3"4 1'6"
6'3"4 12' 16' 20' 25'8"12 32'
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Loc R /U / Rw / Rh / RL /W
TCDL: 16.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.094 E 999 360 B 1727 /3 /1036/- /138 /5.5
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.278 E 999 360 H 1727 / 3 /1036/- / - /5.5
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.039 J - Wind reactions based on C&C
Des Ld: 46.00 EXP: C HORZ(TL): 0.115 J B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 1.5 H Min Brg Width Req = 1.8
Soffit: 10.00 TCDL: 9.6 psf Bldg Code: Custom Max TC CSI: 0.679
Load Duration: 1.25 BCDL: 6.0 psf TPI Std: 1995 Max BC CSI: 0.521 Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h Rep Factors Used: Yes Max Web CSI: 0.421 Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 9.00 K FT/RT: - Mfg Specified Camber: A - B 75 0 E - F 27 -1921
GCpi: 0.18 Plate Type(s): B - C 0 -2690 F - G 9 -2083
Wind Duration: 1.33 WAVE VIEW Ver: 13.02.02.1219.20 C - D 9 -2083 G - H 0 -2690
Lumber D- E 27 -1921, H- 1 75 0
Top chord 2x4 DF-L #2
Bot chord 2x4 DF-L #2 Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 DF-L #2 Chords Tens.Comp. Chords Tens. Comp.
Purlins B- N 2290 0 L- K 1756 0
�
In lieu of structural panels or rigid ceiling use purlins ESS N - M 2287 0 K - J 2287 0 4 Qy M- L 1756 0 J- H 2290 0
to laterally brace chords as follows: Q �
Chord Spacing(inoc) Start(ft) End(ft)
TC 24 12.00 20.00 �w Maximum Web Forces Per Ply (Ibs)
BC 120 0.29 31.71 Webs Tens.Comp. Webs Tens. Comp.
Apply purlins to any chords above or below fillers t n
at 24" OC unless shown otherwise above. CO287 O N - C 214 0 L - F 466 -18
C- M 24 - 681 F- K 455 0
Loading * �t M - D 455 0 K - G 24 681
Truss designed for unbalanced load using 0.00/1.50 D - L 467 18 G - J 214 0
windward/leeward factors. fr L`(,f `�. `,Q E - L 58 -410
Wind 9TFOF
Member design based on both MW FRS and C&C. .+' '\
.0 -30-23
00
PERMIT # r:?:)( -7 - 0'?5 4
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CO ECOMPL. CE
DATE _ BY
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an9 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
brach per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attach
rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or B10,
as applicable. Apply plates to each face o�truss and position as shown above and on the Join f Details, unless noted otherwise. befer to
drawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for an deviation from this drawing any failure to build the truss in conformance
with ANSI 41 1, pr for handlin shi ping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing,
indicates acceptance of pro�essPonaQ engineering responsibility solel for the design shown. The suitability and use of this
drawing for any structure Is the responsiblity of the Building Designer �er ANSI/TPI QSec.2.
For mare information see this'ob's general notes page and these web sites: rrW BCG: www.itwbc .com; TPI: www.t inst.or ; SBCA: www.sbcindust .coin; ICC: www.iccsate.or
9237
Ply: 1
SEAN: 118550 / T4 / HIPS
GARAGE GARAGE
Qty: 2
FROM:
DRW:
A4 HIP
Wgt: 201.6 lbs
/ ... 02/06/17
5'0"5 9'6"3 + 14' 1 18' 1 22'5"13 26'11"11 32'
+ +
5'0"5 T 13 4'5" 13 4' 4'5"13 4'5'13 5'0"S
E DT 1"11 FSX6
= 5X6
D C'�4X4
12 14X4
6
m
'v
^ o4X6 C H 4X6 0
bo
4X6(A2p I=4X6(A2)
A J
24 -46 =410 =36 =46 =46 1112X4
Q P O N M L K
1'6" 5'0"5 4'S"13 4'5"13 4' 4'S"13 4'S" 13 5'0"5 1'6"
5'0"5 9'6" 3 14' 18' 22'5"13 26' 11 "11 32'
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R /U / Rw / Rh / RL /W
TCDL: 16.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.090 M 999 360 B 1727 /- /1042/- /157 /5.5
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.265 M 999 360 1 1727 / - /1042/- / - /5.5
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.038 K - - Wind reactions based on C&C
Des Ld: 46.00 EXP: C HORZ(TL): 0.112 K B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.03 ft Code / Misc Criteria Creep Factor: 1.5 1 Min Brg Width Req = 1.8
Soffit: 10.00 TCDL: 9.6 psf Bldg Code: Custom Max TC CSI: 0.510
Load Duration: 1.25 BCDL: 6.0 psf TPI Std: 1995 Max BC CSI: 0.527 Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 " MWFRS Parallel Dist: h to 2h Rep Factors Used: Yes Max Web CSI: 0.433 Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 9.00 ft FT/RT: - Mfg Specified Camber: A-13 75 0 F - G 22 -1866
GCpi: 0.18 Plate Type(s): B - C 0 -2705 G - H 0 -2271
Wind Duration: 1.33 1WAVE VIEW Ver: 13.02.02.1219.20 C - D 0 -2271 H - 1 0 -2705
Lumber D- E 22 -1856 I- J 75 0
Top chord 2x4 DF-L #2 E - F 38 -1583
Bot chord 2x4 DF-L #2
Webs 2x4 DF-L #2 Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Purlins
B-Q 2311 0 N-M 1582 0
In lieu structural panels or rigid ceiling use purlins
Q - P 2309 0 M - L 1960 - 0
al follows:
to laterally brace chords
Chord Spacing(in oc) P-0 1960 0 L - K 2309 0
c) t) End(ft).00
14.0 O - N 1582 0 K - 1 2312 0
TC 24 14.00 18.00
BC 120 0.29 31.71
Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs)
at 24" OC unless shown otherwise above. QRQE ES /0 Webs Tens.Comp. Webs Tens. Comp.
Loading ��t.0 ON M. Q - C 143 0 F - M 610 0
C - P 0 -415 M G 24
Truss designed for unbalanced load using 0.00/1.50 - -689
windward/leeward factors.�, P- D 312 0 G- L 311 0
D-O 23 -692 L-H 0 -416
Wind Ll)�$% O-E 511 0 H -K 143 0
Member design based on both MWFRS and C&C. * O - F 238 -231
CM
gTfOF
CA1 ✓r7 - r-):?A? 02
PERMIT# -
FkP BUTTE COUNTY DEVELOPMENT SERVICES
09-30-Z01�
REVIEWED FOR
CODE COMPLI CE
DATE- BY
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) fo'r
ansafety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord have bottom have
shall properly attached structural sheathing and chord shall a pro eriy
attacherigid ceiling Locations shown for permanent lateral restraint have bracin installed BCSI B3, B7
of webs shall p r sections or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint" Details, unless noted otherwise. Deter to
drawings 160A-Z for standard plate positions.
ITW BuildiqngComponents Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance
with ANSI/TP1 1, r for handlin shi�p1 1, installation and bracin of trusses. A seal on this " ng or cover page listing this drawing,
indicates acceptance of ro ess csnar engineering res on ibility sole) for the design shown. The suitability and use of this
gSec.2.
drawing for any structure s the responsibQity of the Bui�ding Designer per ANSI/TPI
For,more information see this 'Ws general notes paoe and these web sites: rrWBCG: wJtwbc .co,n; TPI: www. inst.or • SBCA: www.sbcindust .comE ICC: www.iccsafe.o
9237
Ply: 1
SEON: 118568 / T5 / COMN
GARAGE GARAGE
Qty: 1
FROM:
DRW:
A5 COMN
Wgt: 179.2 lbs
/ ... 02/06/17
5'8"5 10'10"3 16' 21'1"13 26'3"11 32'
58"5 51"13 5'1"13 I 5'1"13 +' 51"13 '+ 5'8"5 '1
E
=5X6
04X4 D F 4X4
- 12
6
c_o
io ?�
Go ,4X6 C C'�4X6
4X6(A2� H=-4X6(A2)
> ,
47 A
124 =46 =610 =46 1112X4
N M L K J
1'6" 5'8"5 5'1"13 10'3"11 1"13 5'8"5 1'6"
5'8"5 10'10"3 21' 1 "13 26'3"11 32'
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Dell/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R /U / Rw / Rh / RL / W
TCDL: 16.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.093 L 999 360 B 1727 /- /1044/- /176 /5.5
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.275 L 999 360 H 1727 / - /1044/- / - /5.5
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.039 J - - Wind reactions based on C&C
Des Ld: 46.00 EXP: C HORZ(TL): 0.115 J B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.52 It Code / Misc Criteria Creep Factor: 1.5 H Min Brg Width Req = 1.8
Soffit: 10.00 TCDL: 9.6 psf Bldg Code: Custom Max TC CSI: 0.533
Load Duration: 1.25 BCDL: 6.0 psf TPI Std: 1995 Max BC CSI: 0.498 Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 " MWFRS Parallel Dist: h to 2h Rep Factors Used: Yes Max Web CSI: 0.711 Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 9.00 ft FT/RT: - Mfg Specified Camber: A - B 75 0 E - F 27 -1663
GCpi: 0.18 Plate Type(s): B - C 0 -2692 F - G 0 -2173
Wind Duration: 1.33 WAVE VIEW Ver: 13.02.02.1219.20 C - D 0 -2173 G - H 0 -2692
Lumber D- E 27 -1663 H-1 75 0
Top chord 2x4 DF-L #2
Bot chord 2x4 DF-L #2 Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 DF-L #2 Chords Tens.Comp. Chords Tens. Comp.
Purlins B- N 2293 0 L- K 1860 0
In lieu of structural panels or rigid ceilinguse purlins N -'M 2291 0 K- J 2291 0M
- L 1860 0 J - H 2293 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.29 31.71 Maximum Web Forces Per Ply (lbs)
Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp.
at 24" OC unless shown otherwise above.
N-C 181 0 L-F 24 -838
Loading C- M 0 -534 F- K 379 0
Truss designed for unbalanced load using 0.00/1.50 M - D 379 0 K - G 0 -534
�EESSIU
windward/leeward factors. Q(L N,� D - L 25 -838 G - J 181 0
M • E - L 1109 0
Wind ��� ON
Member design based on both MW FRS and C&C. A-�IM
Cnca7 0
* RMIT#(�
Jl'4l CIVI Q��> BUTTE COUNTY DEVELOPMENT SERVICES
EUFCAI\�
REVIEWED FOR
09-30-21$ CODE COMPL CE
DATE BY
**WARNING**
"WARNING'• READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) for
and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro[�erly
Locations for
attached riclid ceiling shown permanent lateral restraint of webs shall have bracingg installed p r BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face of truss and as shown above and on the Join f Details, noted kefer to
position unless otherwise.
drawings 16OA-Z for standard ate positions.
ITW Buildiqng Com onents Group Inc. shall not be responsible for an deviation from this drawing any failure to build the truss in conformance
with ANSI/TP1 1, gr for handlin shi ping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing,
Indicates acceptance of ppI h`11sfonal en sneering responsibility sole) for the desigqn shown. The suitability and use of this
drawing for any structure is the responsiblity of the Building Designer per ANSI/TPI TSec.2.
For more information see this'ob's general notes page and these web sites: [TWBCG: w Jtwbc .coin; TPI: www.t inst.or : SBCA: www.sbcindustry.com ICC: www.iccsafe.or
e
9237 Ply: 1SEQN: 118466 / T14 / EJAC
GARAGE GARAGE Qty: 18 FROM: FRW:B MONO Wgt: 42.0 lbs / ... 02/06/17
4'3"4 3'8..12
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading Q4pf Essfo A
Truss designed for unbalanced load using 0.00/1.50 ��� �N M
windward/leeward factors.Wind
�� Q� ` • A Z
4 Vv1 t�
Member design based on both MWFRS and C&C.
Right end vertical not exposed to wind pressure. * ERMIT# ���/
`rl cmv >;a�Q . BUTTE COUNTY DEVELOPMENT SERVICES
qT OFC�i I REi/IEWED FOR
p0 -30-7-0 CO��(D�E/C�OMPLI CE
D 0!**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! -
**IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
brawn per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attach od rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. peter to
drawings 160A -Z for standard plate positions.
ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance
with ANSI/T�1 1, r for handling, shipping, installation and bracing of trusses. A seal on this awing or cover page listing this drawing,
indicates acceptance of pro) essldnal engineering responsibility sole) for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer ler ANSI/TPI TSec.2.
For more information see this'ob's general notes page and these web sites: FW 8M www.itwbc .corn• TPI: www. inst.or • SBCA: www.sbcindust .corn ICC: w Jccsafe.or
D
3'812
1112X4
43.4
8'
M
Wind Criteria
Snow Criteria (Pg,PI in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
N
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL /W
TCDL: 16.00
Speed: 110 mph
Pf: NA Ce: NA
O
B 656 / 39 /361 / - /170 /5.5
BCLL: 0.00
Enclosure: Closed
IN
VERT(TL): 0.013 F 999 360
1114X4
E
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading Q4pf Essfo A
Truss designed for unbalanced load using 0.00/1.50 ��� �N M
windward/leeward factors.Wind
�� Q� ` • A Z
4 Vv1 t�
Member design based on both MWFRS and C&C.
Right end vertical not exposed to wind pressure. * ERMIT# ���/
`rl cmv >;a�Q . BUTTE COUNTY DEVELOPMENT SERVICES
qT OFC�i I REi/IEWED FOR
p0 -30-7-0 CO��(D�E/C�OMPLI CE
D 0!**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! -
**IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
brawn per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attach od rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. peter to
drawings 160A -Z for standard plate positions.
ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance
with ANSI/T�1 1, r for handling, shipping, installation and bracing of trusses. A seal on this awing or cover page listing this drawing,
indicates acceptance of pro) essldnal engineering responsibility sole) for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer ler ANSI/TPI TSec.2.
For more information see this'ob's general notes page and these web sites: FW 8M www.itwbc .corn• TPI: www. inst.or • SBCA: www.sbcindust .corn ICC: w Jccsafe.or
3'812
43.4
8'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,PI in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL /W
TCDL: 16.00
Speed: 110 mph
Pf: NA Ce: NA
VERT(LL): 0.006 F 999 360
B 656 / 39 /361 / - /170 /5.5
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.013 F 999 360
E 408 / 59 /248-
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.002 E
Wind reactions based on C&C
Des Ld: 46.00
EXP: C
HORZ(TL): 0.005 E
B Min Brg Width Req = 1.5
NCBCLL: 10.00
Mean Height: 15.00 it
Code / Misc Criteria
Creep Factor: 1.5
E Min Brg Width Req = -
Soffit: 10.00
TCDL: 9.6 psf
Bldg Code: Custom
Max TC CSI: 0.341
Load Duration: 1.25
BCDL: 6.0 psf
TPI Std: 1995
Max BC CSI: 0.167
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
Rep Factors Used: Yes
Max Web CSI: 0.123
Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 9.00 ft
FT/RT: -
Mfg Specified Camber:
A - B 75 0 C - D 60 -90
GCpi: 0.18
Plate Type(s):
B - C 0 -540
Wind Duration: 1.33
WAVE
VIEW Ver: 13.02.02.1219.20
Lumber
Maximum Bot Chord Forces Per Ply (Ibs)
Top chord 2x4 DF -L #2
Chords Tens.Comp. Chords Tens. Comp.
Bot chord 2x4 DF -L #2
B - F 401 -34 F - E 397 -36
Webs 2x4 DF -L #2
Purlins •
Maximum Web Forces Per Ply (Ibs)
In lieu of structural panels
or rigid ceiling use purlins
Webs Tens.Comp. Webs Tens. Comp.
to laterally brace chords
as follows:
F - C 172 0 D - E 54 -135
Chord Spacing(in oc) Start(ft) End(ft)
BC 93
029 800
C - E 42 -465
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading Q4pf Essfo A
Truss designed for unbalanced load using 0.00/1.50 ��� �N M
windward/leeward factors.Wind
�� Q� ` • A Z
4 Vv1 t�
Member design based on both MWFRS and C&C.
Right end vertical not exposed to wind pressure. * ERMIT# ���/
`rl cmv >;a�Q . BUTTE COUNTY DEVELOPMENT SERVICES
qT OFC�i I REi/IEWED FOR
p0 -30-7-0 CO��(D�E/C�OMPLI CE
D 0!**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! -
**IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
brawn per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attach od rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. peter to
drawings 160A -Z for standard plate positions.
ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance
with ANSI/T�1 1, r for handling, shipping, installation and bracing of trusses. A seal on this awing or cover page listing this drawing,
indicates acceptance of pro) essldnal engineering responsibility sole) for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer ler ANSI/TPI TSec.2.
For more information see this'ob's general notes page and these web sites: FW 8M www.itwbc .corn• TPI: www. inst.or • SBCA: www.sbcindust .corn ICC: w Jccsafe.or
9237 Ply: 1 SEON: 118434 / T13 / CAJA
GARAGE GARAGE Qty: 4FROM: DRW:
SJ2 JACK Wgt: 11.2 lbs / ... 02/06/17
12 C
T6
r• -
4X4(A2)
r B N
" N
A D
2r 1,18
1 t6..
2' t tt8
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R /U / Rw / Rh / RL /W
TCDL: 16.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): NA B 402 / 228 / 218 / - /142 /5.5
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA C -15 /21 /33 / - / - /1.5
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 C D 26 / - /21 / - / - /1.5
Des Ld: 46.00 EXP: C HORZ(TL):-0.001 C Wind reactions based on C&C
NCBCLL: 10.00 Mean Height: 15.00 It Code / Misc Criteria Creep Factor: 1.5 B Min Brg Width Req = 1.5
Soffit: 10.00 TCDL: 9.6 psf Bldg Code: Custom Max TC CSI: 0.312 C Min Brg Width Req = -
Load Duration: 1.25 BCDL: 6.0 psf TPI Std: 1995 Max BC CSI: 0.052 D Min Brg Width Req = -
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.000
C&C Dist a: 3.00 It FT/RT: - - Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.33 WAVE VIEW Ver: 13.02.02.1219.20 A - B 75 0 B - C 16 80
Lumber
Top chord 2x4 DF-L #2 Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 2x4 DF-L #2 Chords Tens.Comp.
Purlins B - D 2 -1
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft) "
BC 21 0.29 2.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above. ^
Loading
Truss designed for unbalanced load using 0.00/1.50
windward/leeward factors.
Wind Qr,{df ESSIQNq
Member design based on both MWFRS and C&C.
r� d
CO28710
PERMIT##„�(�
Sf CIV1�- ��Q BUTTE COUNTY DiMLOPMENTSERVICES
�T£OFCIN 1�ti�� REVIEWED FOR
FkA 09-30-2�® COMPLI P LI GE
DATE 3 _ BY
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Buildin
Component Safety Information, by TPI ?in SBCA) for sa�ety practices prior to performing these functions. Installers shall provide temporan
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a prop6ly
attach@c3 rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed p r BCSI sections 83, 87 or a10,
as applicabQe. Apply plates to ach face ofPtruss and position as shown above anc on the Join Details, un�ess noted otherwise. �{efer to
drawings 160A-Z for s andard plate positions.
ITW Building Compponents Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance
with ANS 4I 1, br for handlin4, shippin installation and bracing of trusses. A seal on this drawing or cover page listing this drawing,
indicates acceptance of pro 4'essponalq' engineering responbility solei for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI TSec.2.
For more information see this mob's general notes page and these web sites: ITW BCG:. w Jtwbc .com• TPI: www.t inst.or ; SBCA: www.sbcindust .coin• ICC: w Jccsafe.o
9237 Ply: 1 SEQN: 118437 / T12 / CAJA
GARAGE GARAGE Qty: 4 FROM: DRW:
SJ4 JACK Wgt: 14.0 lbs / ... 02/06/17
C
1'6
2 1 — .1,,,3
2' "4'1 3
Loading Criteria (psf)
Wind Criteria
12
6
Dell/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
T
PP Deflection in loc Udefl U#
cm
B 439 / 90 /231 / - /117 /5.5
TCDL: 16.00
cm
Pf: NA Ce: NA
VERT(LL): 0.000 D 999 164
4X4(A2)
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.000 D 999 164
D 28 /- /18 / - / - /1.5
BCDL: 10.00-
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.000 C -
C 123 /68 /63 / - / - /1.5
B
EXP: C
ih
HORZ(TL):-0.001 C
A
D
NCBCLL: 10.00
1'6
2 1 — .1,,,3
2' "4'1 3
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Dell/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL /W
B 439 / 90 /231 / - /117 /5.5
TCDL: 16.00
Speed: 110 mph -
Pf: NA Ce: NA
VERT(LL): 0.000 D 999 164
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.000 D 999 164
D 28 /- /18 / - / - /1.5
BCDL: 10.00-
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.000 C -
C 123 /68 /63 / - / - /1.5
Des Ld: 46.00
EXP: C
HORZ(TL):-0.001 C
Wind reactions based on C&C
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 It
Creep Factor: 1.5B
Min Brg Width Req = 1.5
Soffit: 10.00
TCDL: 9.6 psf
Bldg Code: Custom
Max TC CSI: 0.346
D Min Brg Width Req = -
Load Duration: 1.25
BCDL: 6.0 psf
TPI Std: 1995
Max BC CSI: 0.030
C Min Brg Width Req = -
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Rep Factors Used: 'Yes
Max Web CSI: 0.000
C&C Dist a: 4.50 ft
FT/RT: -
Mfg Specified Camber:
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 13.02.02.1219.20
A - B 75 0 B - C 56 -99
Wind Duration: 1.33
WAVE
Lumber
Top chord 2x4 DF -L #2
Bot chord 2x4 DF -L #2
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 21 0.29 2.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed for unbalanced load using 0.00/1.50
windward/leeward factors.
Wind `
Member design based on both MWFRS and C&C.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - D 2 -1
QgOF ES 'to
M.
(,0287 0
� J n
ERMIT#
civ\ ����� BUTTE COUNTY DEVELOPMENT SERVICES
f OF CA��F� REVIEWED FOR
114p 09-30-10-\'6 COW
O E MPLI CE
DATE BY
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handlin shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Buildin
t Safety Information, by TPI ang'SBCA) fo'r sa�ety practices prior to performing these functions. Installers shall provide temporar�
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
�d ceiling Locations shown for ermanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or 810,
e. App i plates to each face ofPtruss and position as shown above and on the JoincDetails, unless noted otherwise. hefer to
60A -Z for standard plate positions.
i Components Group Inc. shall not be responsible for an deviation from this drawing any failure to build the truss in conformance
g l 1, pr for handling, shipping, installation and bracin of trusses. A seal on this thawing or cover page listing this drawing,
acceptance of pro es's ona engineering respongibitity sole) for the design shown. The suitability and use of th
rr any structure Is the responsib9ity of the Building Designer Ver ANSI/TPI QSec.2.
9237 Ply:
GARAGE GARAGE I Oty:gt116.8 lbs FROM: 118440 / T11 / CAJA DRW:
SJ6 JACK .. / ... 02/06/17
t
2
2'
C
-l';g
u
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
12
6
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
v
Loc R /U / Rw / Rh / RL /W
,
Speed: 110 mph
Pf: NA Ce: NA
VERT(LL): 0.000 D 999 164
M
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.000 D 999 164
N
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.001 C - -
C 218 /90 /112 / - / - /1.5
Des Ld: 46.00
EXP: C
HORZ(TL): 0.002 D
Wind reactions based on C&C
NCBCLL: 10.00
Mean Height: 15.00 ft
Code / Misc Criteria
Creep Factor: 1.5
B Min Brg Width Req = 1.5
Soffit: 10.00
4X4(A2)
Bldg Code: Custom
Max TC CSI: 0.520
D Min Brg Width Req = -
Load Duration: 1.25
BCDL: 6.0 psf
TPI Std: 1995
Max BC CSI: 0.140
B
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
Rep Factors Used: Yes
Max Web CSI: 0.000
T
A
D
C&C Dist a: 4.50 ft
1
Mfg Specified Camber:
t
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 21 0.29 2.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed for unbalanced load using 0.00/1.50
windward/leeward factors.
Wind
Member design based on both MWFRS and C&C. �OQRN E� /�1N9
0028710 �
* MIT # ► J;U
BUTTE COUNTY DEVELOPMENTSERVICES,
�lgTfOF CN kiREVIEWED FOR
�X
.09-30-20N,?)
09-30-20N$ C E C MPLIANC E
PAT R _ BY
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryy
bracing per SCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling4ocations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
as applicable. A TTy p ales to each face of truss and position as shown above and on the Joinf"Details, unless noted otherwise. hefer to
drawings 160A -Z for standard plate positions.
ITW Buildiqng Compponents Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance
with ANSI/TPI 1, br for handlin shipppingg, installation and bracing of trusses. A seal on this al wing or cover page listing this drawing,
indicates acceptance of pro'essional engineering responsibility sole) for the design shown. The suitability and use of this
drawing for any structure Is the responsibility of the Building Designer ler ANSI/TPI T Sec.2.
For more information see this job's general notes page and these web sites: [TWBCG: www.itwbc .com; TPI: www.t inst.or • SBCA: www.sbcindustry.com; ICC: www.iccsafe.orq
2
2'
3
6'1w3
-l';g
u
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R /U / Rw / Rh / RL /W
TCDL: 16.00
Speed: 110 mph
Pf: NA Ce: NA
VERT(LL): 0.000 D 999 164
B 483 / 80 /249 / - /145 /5.5
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.000 D 999 164
D 57 / 11 /37 / - / - /1.5
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.001 C - -
C 218 /90 /112 / - / - /1.5
Des Ld: 46.00
EXP: C
HORZ(TL): 0.002 D
Wind reactions based on C&C
NCBCLL: 10.00
Mean Height: 15.00 ft
Code / Misc Criteria
Creep Factor: 1.5
B Min Brg Width Req = 1.5
Soffit: 10.00
TCDL: 9.6 psf
Bldg Code: Custom
Max TC CSI: 0.520
D Min Brg Width Req = -
Load Duration: 1.25
BCDL: 6.0 psf
TPI Std: 1995
Max BC CSI: 0.140
C Min Brg Width Req = -
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
Rep Factors Used: Yes
Max Web CSI: 0.000
C&C Dist a: 4.50 ft
FT/RT: -
Mfg Specified Camber:
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.33
WAVE
VIEW Ver: 13.02.02.1219.20
A - B 75 0 B - C 99 -139
Lumber
Top chord 2x4 DF -L #2
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 2x4 DF -L #2
Chords Tens.Comp.
Purlins
B - D 2 -3
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 21 0.29 2.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed for unbalanced load using 0.00/1.50
windward/leeward factors.
Wind
Member design based on both MWFRS and C&C. �OQRN E� /�1N9
0028710 �
* MIT # ► J;U
BUTTE COUNTY DEVELOPMENTSERVICES,
�lgTfOF CN kiREVIEWED FOR
�X
.09-30-20N,?)
09-30-20N$ C E C MPLIANC E
PAT R _ BY
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryy
bracing per SCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling4ocations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
as applicable. A TTy p ales to each face of truss and position as shown above and on the Joinf"Details, unless noted otherwise. hefer to
drawings 160A -Z for standard plate positions.
ITW Buildiqng Compponents Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance
with ANSI/TPI 1, br for handlin shipppingg, installation and bracing of trusses. A seal on this al wing or cover page listing this drawing,
indicates acceptance of pro'essional engineering responsibility sole) for the design shown. The suitability and use of this
drawing for any structure Is the responsibility of the Building Designer ler ANSI/TPI T Sec.2.
For more information see this job's general notes page and these web sites: [TWBCG: www.itwbc .com; TPI: www.t inst.or • SBCA: www.sbcindustry.com; ICC: www.iccsafe.orq
9237
GARAGE GARAGE
EJ2 JACK
Wind Criteria
Ply: 1
Qty: 4
Wgt: 25.216S
SEQN: 118444 / T16 / CAJA
FROM:
DRW:
/ ...
02/06/17
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
12 C
Loc R / U / Rw / Rh / RL 1W
TCDL: 16.00
Speed: 110 mph
Pf: NA Ce: NA
6
B 374 / - /4 / - / - /5.5
BCLL: 0.00
T
Lu: NA Cs: NA
=4X4(A1)
C 10 / - /5 / - / - /1.5
BCDL: ' 10.00
Risk Category: II
Snow Duration: NA
B
D 147 / - /25 -
Des Ld: 46.00
EXP: C
HORZ(TL): 0.001 D
Wind reactions based on MWFRS
NCBCLL: 10.00
N
T-3
T
Creep Factor: 1.5
B Min Brg Width Req = 1.5
-T-
TCDL: 9.6 psf
Bldg Code: Custom
Max TC CSI: 0.251
C Min Brg Width Req = -
Load Duration: 1.25
CV
TPI Std: 1995
A r
_ p
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Rep Factors Used: Yes
1'6"81
I
8'
C&C Dist a: 4.50 ft
FT/RT: -
Mfg Specified Camber:
R,
GCpi: 0.18
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL 1W
TCDL: 16.00
Speed: 110 mph
Pf: NA Ce: NA
VERT(LL): 0.000 D 999 360
B 374 / - /4 / - / - /5.5
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TQ: 0.000 D 999 360
C 10 / - /5 / - / - /1.5
BCDL: ' 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.000 D - -
D 147 / - /25 -
Des Ld: 46.00
EXP: C
HORZ(TL): 0.001 D
Wind reactions based on MWFRS
NCBCLL: 10.00
Mean Height: 15.00 it
Code / Misc Criteria
Creep Factor: 1.5
B Min Brg Width Req = 1.5
Soffit: 10.00
TCDL: 9.6 psf
Bldg Code: Custom
Max TC CSI: 0.251
C Min Brg Width Req = -
Load Duration: 1.25
BCDL: 6.0 psi
TPI Std: 1995
Max BC CSI: 0.287
D Min Brg Width Req = -
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Rep Factors Used: Yes
Max Web CSI: 0.000
C&C Dist a: 4.50 ft
FT/RT: -
Mfg Specified Camber:
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.33
WAVE
VIEW Ver: 13.02.02.1219.20
A - B 62 -4 B - C 7 -53
Lumber
Top chord 2x4 DF -L #2
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 2x6 DF -L #2
Chords Tens.Comp.
Special Loads
B - D 1 1
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC- From 72 plf at -1.50 to 72 plf at 1.97
.BC- From 20 plf at -1.50 to 20 plf at 0.00
BC- From 10 plf at 0.00 to 10 plf at 8.00
BC- 26 Ib Conc. Load at 2.06
BC- 28 Ib Conc. Load at 4.06
BC- 57 Ib Conc. Load at 6.06
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) . End(ft)
EJSto
BC 75 0.29 8.00
Apply purlins to any chords above or below fillers
OQ�O
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
CO281 0
Wind
MIT #�
✓54 RS,
Wind loads and reactions based on MWFRS.
f �, �Q BUTTE COUNTY DEVELOPMENT SERVICES
lqT� fCaO REVIEWED FOR
09-30-20 � E COMPLIeCE
DATE BY
"WARNING•' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shi ping, installing and bracing. Refer to and fallow the latest edition of BCSI (Build'
Component Safety Information, by TPI and SBCA) fo'r sa�ety practices prior to performing these functions. Installers shall provide temporar�
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attach d ri id ceiling Locations shown for permanent lateral re§traint of webs shall have bracin insTalled per BCSI sections B3, B7 or 810,
as appe(icab�e. Apply places to each face of truss and position as shown above and on the JoinDetails, unless noted otherwise. Defer to
drawings 160A -Z for standard plate positions.
ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance
with ANSI 11, pr for handlin shippin , installation and bracing of trusses. A seal on this d-rawmg or cover page listing this drawing
indicates acceptance of pro�essponalq enQsneering responsibility sole) for the design shown. The suitability and use of thQs
drawing for any structure s the responsiblity of the Building Designer solely
ANSI/TPI 9Sec.2.
For more information see this mob's general notes page and these web sites: ITW BCG: www.itwbc .comE TPI: www. inst.or ; SBCA: www.sbcindust .com: ICC: www.iccsate.or
,r.
9237 Ply: 1 SEAN: 118447 / T9 / CAJA
GARAGE GARAGE Qty:4 FROM: �,DRW:
EJ4 JACK Wgt: 22.4 lbs / ... 02/06/17
C
12
6
fV CV
4X4(A2) B o
M
T 3 8
A p
8'
8 ...
Loading Criteria (psf) Wind Criteria Snow Criteria ft,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Loc R /U / Rw / Rh / RL /W
TCDL: 16.00 Speed: 110 mph Pf: NA Ce: NA VERT(LL): 0.000 D 999 360 B 487 / 51 /281 / - /113 /5.5
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.000 D 999 360 C 137 /51 /77 / - / - /1.5
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D - D 139 / - /70 -
Des Ld: 46.00 EXP: C HORZ(TL): 0.003 D Wind reactions based on C&C
NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 1.5 B Min Brg Width Req = 1.5
Soffit: 10.00 TCDL: 9.6 psf Bldg Code: Custom Max TC CSI: 0.268 C Min Brg Width Req = -
Load Duration: 1.25
BCDL: 6.0 psf TPI Std: 1995 Max BC CSI: 0:520 D Min Brg Width Req = -
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.000
C&C Dist a: 4.50 It FT/RT: - Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate`Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.33 WAVE VIEW Ver: 13.02.02.1219.20 A - B 75 0 B - C 63 -92
Lumber
Top chord 2x4 DF -L #2 Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 2x4 DF -L #2 Chords Tens.Comp.
Purlins • B - D 2 -2
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft) '
BC 75 0.29 8.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading Q�df EJS N
Truss designed for unbalanced load using 0.00/1.50 ��9 Qi, M •
windward/leeward factors. ��V 2
Wind t9 � I a
Member design based on both MW FRS and C&C.
tilt �
Sf9l CM o�`�Q PERMIT#BUTT` COUNTYD� LIO � SERVICES
O9
E 9 30--�F 'REVIEWED FOR
�kp-Z�1$ � E COI1/IPLI f_j_E
DATE � BY
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
.**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricatingg, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Build'n
Component Safety Information, by TPI anc3 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporar�
braang per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly
attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracing insTalled per BCSI sections B3, B7 or �10,
as applicable. Appy plates to each face o�truss and position as shown above and on the JoingDetails, unless noted otherwise. Nefer to
drawings 160A -Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for an deviation from this drawing any failure to build the truss in conformance
with ANSI/TPI 1, pr for handlin, shipping, installation and bracing of trusses. A seal on this d-rawmg or cover page listing this drawing,
indicates acceptance of pro ess Ina engineering res onsibility solel for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the BuTding Designer �er ANSIITPI gSec.2.
9237 Ply: 1 SEQN: 118450 / T8 / CAJA
GARAGE GARAGE: Qty:,4 FROM: DRW:
EJ6 JACK �Wgt:28.01ts .. / ... 02/06/17
4 W4 8'
1
D
1,6„
4,3„4 3,8„12
ih
1
Loading Criteria (psf) '
f
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
T3
TCDL: 16.00
Speed: 110 mph
4 W4 8'
1
D
1,6„
4,3„4 3,8„12
4'3"4 8'
Loading Criteria (psf) '
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL /W
TCDL: 16.00
Speed: 110 mph
Pf: NA Ce: NA
VERT(LL): 0.088 F 999 360
B 569 /51 /315 / - /141 /5.5
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.214 F 433 360
D 237 /38 /148 / - / - /1.5
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.046 C
E 86 /- /55 -
Des Lci 46.00
EXP: C
HORZ(TL): 0.113 C
Wind reactions based on C&C
NCBCLL: 10.00
Mean Height: 15.00 ft
Code / Misc Criteria
Creep Factor: 1.5
B Min Brg Width Req = 1.5
Soffit: 10.00
TCDL: 9.6 psf
Bldg Code: Custom
Max TC CSI: 0.592
D Min Brg Width Req = -
Load Duration: 1.25
BCDL: 6.0 psf
TPI Std: 1995
Max BC CSI: .0.285
E Min Brg Width Req = -
Spacing: 24.0 "
MW FRS Parallel Dist: h/2 to h
Rep Factors Used: Yes
Max Web CSI: 0.022
C&C Dist a: 4.50 it
FT/RT: -
Mfg Specified Camber:
Maximum Top Chord Forces Per Ply (Ibs)
i
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.33
WAVE ,
VIEW Ver: 13.02.02.1219.20
A - B 75, 0 C - D 106 -32
Lumber
B - C 37• -136
Top chord 2x4 DF -L #2
Bot chord 2x4 DF -L #2
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 DF -L#2
Chords Tens.Comp. Chords Tens. Comp.
Purlins
B- F 2 -1 F- E 0 0
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Maximum Web Forces Per PI y (Ibs)
)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp.
BC 75 0.29 8.00
Apply purlins to any chords above or below fillers
C - F 127 0
at 24” OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss designed for unbalanced load using 0.00/1.50
windward/leeward factors.
Wind
VA t� cam^
Member design based on both MWFRS and C&C.
00281 0
it PERMIT #% n ✓��
CIVIC- �a�Q BUTTE COUNTY DEVELOPMENT SERVICES
l'�rForcA���°� REVIEWED FOR
•c-�p09-30-201$ C ECJOMPLI CE
DATE _1--- BY
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fol safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a proEerly
attached rigid ceiling Locations shown for permanent lateral restraint of wefts shall have bracing ins�alled p@r BCSI sections B3, B7 or 810,
as applicable. Apply plates to Bach face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. kiefer to
drawings 160A -Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for an deviation from this drawing any failure to build the truss in conformance
with ANSI 0.1 1, pr for handling shi pin , installation and bracing of trusses, A seal on this any
or cover page listing this drawing,
indicates acceptance of progess�onal engineering resFgnslbflity sole) for the desiggn shown. The suitability and use of this
drawing for any structure s the responsibi ity of the But ding Designer �er ANSI/TPI TSec.2.
For more information see this •ob's general notes page and these web sites: nWBCG:. www.itwDc.com; TPI: www. inst.or • SBCA: www.sbcindust .cam• ICC: www.iccsafe.org
i
Butte County Department of Development Services
TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR -r
7 County Center Drive
Oroville, CA 95965
(530) 538-7601 Telephone ® •
(530).538=2140 Facsimile C A L I F O R N I A
www.buttecounty.net/dds
www.buttegeneraIplan.net
ADMINISTRATION " BUILDING * PLANNING
MINIMUM EROSION AND SEDIMENT CONTROLS FOR
PROJECTS DISTURBING LESS THAN ONE ACRE
The BMP's (Best Management Practices) listed below must be in place during the rainy season
(October 15 through April 15) and may be required at other times based on weather and site
conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's
could be required based on site conditions.
• Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x,15' wide by 6" deep over
construction grade fabric.
• All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or
during a rain event there shall be no tracking of soils onto the street.
• Wattles installed properly behind curb or sidewalks.
• Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site.
• Internal filters placed inside each drain inlet.
• Trash bars across the back of all drain inlets.
• Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw
or erosion blankets may be used for this application)
• Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion
blankets may be used for this application)
• All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks
and storm drain inlets.
• Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least
50' from the nearest storm drain inlet.
• All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint
buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff.
• Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this
application. Rollaway bins may also be used. All concrete washout systems shall be placed off of
the paved streets.
• After installation of the above items is complete a maintenance program needs to be developed to
insure the continued effectiveness of your BMP's.
C:\Users\nnauIdin\Desktop\Erosion & Sediment -Control Measures.doc
Lot I
Lot 2
House
Waddle over night
0000
0a 0o
0000
0000
0000
0000
0oaq
0000
0000
Drain Inlet
Lot 3
Gravel filled bags or wattles
with filter fabric over grate
Waddles all around lot
or silt fence (depending on slope)
Imbed silt fence min 6 Inch below
ground surface
Rock cleanoff area
Storm drain Sidewalk
�T
Gravel fitted bags
with filter fabric
Street to be clean and free of
any materials from the site
. r
- i
I
i
Porta -Potty minimum 50 ft from storm draln i
BUTTE COUNTY DEPARTMENT OF08VEL4PMENT SER1/10ES:-B.UJLD1NG
.CONSTRUCTION .DEBRISRECOVERY FINAL REPORT
Final inspection will not -be scheduletf uh6l`coriipleted rt�port submitted
APN: Building Permit#
O N '
Submit completed'form in person or by
mail to:
'Butte County Development Services -
Building
7 County Center Drive
Oroville; CA 95965
weer ame: Owner phone: ( )
Jobsite Address: Project Typo:JD Construction.: O.De plition
Jobsite 'Contact: Comairy:
P Jalasite 119.: ( )
MATERIAL Reuse :Reoycie° .otos-al
Tonnage. . 76e2a ACTUAL FA.{.:.:' S1Ct.C�E..eRp.16iDR USED.
Inert Material (concrete, asphalt)
Lumber
Plant/Tree Debris:
D,ry Wall: -
Metal....,.. ,...._. ........ :...:
Cardboard '
Other. L
Other.
Total toris of material.disposed,.of (not.recyoeid or redaed)
fi copies f v�
eta eighf. r
eceipts, gate tags, or
Total tons of material not disposed :(eittierrecycled�of: "reused] oilier ve. '.: ,g information for all materials
Percent recycled reused °%. that were reused, recycled or disposed.
Please sign indicating that-the.above.information is true and correct to:'he'best o your:knowtedge:
Applicant
(Owner or Contractor):. PAW. •� F•
Circle which
Final Report returned with cotirtYrents:: (Initial) Date:
Final Reiort_approved:(BiiildiKg Inspeetor�:. ;per;
K:\BUILDING\2011 \Approved forms\Res. foims\Waste Diversion=Recycling forrris:doc
Structural Calculation Package,
Client Information Project Information
Pacific Modern Homes Johnson Garage
'
PO Box 670 Chico, California
EIk,Grove, CA 95759 Plan 9237
(916) 685-9514 I APN 047-740-006
Table of Contents
.Section Title Page # . Comments:
Cover Sheet 1
Loading and Soil Information 2
USGS Design Maps Summary Report 4
. Beam Specifications 5
Header and Footing Specifications i 6 '
Enercalc Printouts 7
Column Specifications 9
Diaphragm Calculations 10
Shear Wall Table 12
Holdown Table 13
Shear Wall Calculations 14
B17-03,48,. 047-740-006 A4
,
\•i 1f; 0`1 2017
'
GAR (1024) MJ ELEC ,
PC ii ]
All calculations conform to- the 2016 CBC, 2015 IBC, "2015 NDS, and ASCE 7=10
Norman Scheel Structural Engineer
5022 'Sunrise Boulevard -
QRpfE
Fair Oaks, CA 95628 J.
��°
w
(916) 536-9585 " 0.256.
m
Exp. 12/31/17
Issue and Revision Dates s
1/26/2017 First Issue Date �j7CT11%*Ap�P
0F.CAI.�i�
Calculations Revised i
FEB Q7
2017 '
17 0-3K�
PERMIT #
January 26, 2017
BUTTE COUNTY DEVELOPMENT SERVICES lY
REVIEWED FOR .lob Number . 17040
CODE COMPLIANCE Project Manager Steve Smith
1126/2017
DatePage
r
DATE RY '—L` . Number 1 of
20
.,"Calculated Wirid,,Load.atiEach4DiapragrrixPeevel
Hei,ght-From i; '`Wind Load 1 ` `. Mind:Load;ll
Level; LevehlNrdth - ".Level Depth Diaphragm"Type - idge,;li.With';
r i.Base "tot'X.azis to..X,axis'
'1 32.00 32.00 11.5 Roof Y axis 4343 4675
Soil information
Foundation Designed fo'r 2016 CBC
Minimums
Report Number ?
Date '
Footing Depth = 12
y
Footing Width = 12
Soil Pressure ' = 1500
4 ,
i
r
Job Number 17040
in Project Manager 17040
in Date 1/2612017
psf,,Page Number 2 of 20
'
1 7,
1
♦
Loading
Information •
Roof Loads.
Floor Loads
Roofing =
10.0
psf
Sheathing
_
2.3
psf
Sheathing =
1,5
psf
Framing
=
5.0
psf
Framing =
2.5 • '
psf
Insulation
=
3.2
psf
Insulation =
3.2
psf Ceiling
=
2.5
psf
Ceiling =
2.5
psf
Misc.
=
2.0
psf
Misc. _
'6.3
psf
Wall ( Seismic only
=
10.0
psf
Wall( Seismic only) ' =
5.0
psf '
s
Roof Dead Load =
26.0
psf
Floor Dead Load ' `
=
15.0.
psf
Roof Live Load' =
20.0,
psf-
Floor Live Load
=
40.0 '
psf
Snow Load =
00
psf
Total DL ( Seismic) •
=
25.0
psf
Total DL ( Seismic) ; ' =
31.0
psf
Wind Loading MWFRS (Envelope Procedure) Chapter 28,
Basic Wind Speed
= ' 110
mph (V ultimate)
Exposure Category
= C
Risk Category
= Il ,
Case 1,
Case 2
End Zone. of Wall
_
A .. 28.12. psf
A
28.12
psf
End Zone of Roof
=
B 19.27 psf
B
19.27
psf
Interior Zone of Wall
-
C 22.39 psf
C
22.39
psf
Interior Zone of Roof
=
D 15.36 psf
D
15.36
psf
End Zone of Windward Roof
=
E 2.21 psf '
E
10.81.
psf '
End Zone of Leeward Roof
_
F -17.06 psf _
F
-8:46
psf
Interior Zone of Windward Roof
= y
G • 0.78 psf,
G
9.37
psf
Interior Zone of Leeward Roof
_.. t
r H -,-14Y1 psf
H
-5.99
psf
End Zone of Windward Roof Overhang
= .
Ear, -9.90 psf'
Eoh
-9.90
psf
Interior Zone of Windward Roof Overhang
=
Goh -11.33 psf
Goh
-11.33
psf
.,"Calculated Wirid,,Load.atiEach4DiapragrrixPeevel
Hei,ght-From i; '`Wind Load 1 ` `. Mind:Load;ll
Level; LevehlNrdth - ".Level Depth Diaphragm"Type - idge,;li.With';
r i.Base "tot'X.azis to..X,axis'
'1 32.00 32.00 11.5 Roof Y axis 4343 4675
Soil information
Foundation Designed fo'r 2016 CBC
Minimums
Report Number ?
Date '
Footing Depth = 12
y
Footing Width = 12
Soil Pressure ' = 1500
4 ,
i
r
Job Number 17040
in Project Manager 17040
in Date 1/2612017
psf,,Page Number 2 of 20
Site Clasification
Risk Category
Seismic Design Category
Importance Factor
Response Modification Factor
System Civerstrength Factor
Rho Factor (p)
Spectral Response Short Period
Spectral Response Long Period
Spectral Response Short Period
Spectral Response Long Period
Seismic Response Coefficient
Maximum Seismic Response Coefficient
Minimum Seismic Response Coefficient
Loading Information -
Seismic Loading
Equivalent Lateral Force Procedure (Section 12.8 ASCE7-10)
D Section 11.4.2 ASCE 7-10 " O.Ov p� ,A,
= H" Table 1.5-2 ASCE 7-10 V 1/N
D Section 11.6 ASCE 7-10
1.00 Section 11.5 ASCE 7-10
R = 6.5 Bearing wall System #15 Table12.2-1 ASCE 7-10
CIO = 3.0 Bearing wall System #15 Table12.2-1 ASCE 7-10
P = 1.3 Reliabilty Redundancy Factor Section XX>X ASCE 7-10
Ss = 0.617 Seismic ground motion maps chapter 22 ASCE7-10
SI = 0.276 Seismic ground motion maps chapter 22 ASCE?-10
SDs = 0.537 Seismic ground motion.maps chapter 22 ASCE7-10
SDI _ 0.340 Seismic ground motion maps chapter 22 ASCE?-10
CS = 0.083 Seismic Response Coefficient section 12.8 ASCE?-10
CS max = 0.267 Seismic Response Coefficient section 12.8 ASCE7-10
Cs min = 0.01 Seismic Response Coefficient section 12.8 ASCE?-10
Vertical,;Distribution.of':SeisrriicAForceskC,' 4°(12x8:3) ?
•; ;,
. fHotizontail Distribution:ofiSeiisniic,Forces,'}VX' , (1:248:4) ,.
)• Height. -From:- :Area of :weight 1, c
Level; Levels
l3ase i 'Diaphragm it2t (psf)
, is : r
tW "`V C UL Vx
.1 w 12 1024 31 365056. 1.00
-1
31744 0.0827 1.0000 2388 2388
r
Job Number 17040
Project Manager, 17040
Date 1/26/2017
Page Number 3 of 20
4,
Design Aaps°•Summary Re orD
-User-Specified Input t ;
Report Title. Johnson'Garage }'
' r Thu Januarv.26, 2017'19-_45:02 UTC i
,(, �.
+ 46ilding*Code Reference Document' ASCE 7 10 Standard
. - w (which -utilizes USGS hazard data available in 2008)
Site Coordinates;.39.80912°N,-121.8906OW
Site Soil, Classification Site Class D — "Stiff Soil"'
w Risk Category •I/II/III s,
. 7, ,•'
.:7•t ••Eialjh 90a-`{ wsr ,`'E.� �'�y-�"y ^r r 5}r #`T" 'yl:!• r- y••�✓+�'c..ti y, yfi'tiuim 'L'�r:•q.
"t� 2 S u.{ JI ¢" 5W t �G T.
KA�ti •� k 1A �i �` ,L'. "1� A �.-''�Y. P 5•,,—`�SjSffi '-1 rfb°•••Y0:
!".
M, 4 , 2 �I d� -U:_ '� .� '.,,' .,,.,. m k. a_+ F ,%+... +• � ,i ,�`...ba Lt's s'i�v'2r�•^• .•a,...- `u:S3 45%� rr � }, t$ '
USGS-Provided
• Output r • , � , � F,� ," 5 � � .
SS jj .0.617 9 Sns = 0.806 9 ? SSm0.537 g 4.
.,
' F ' S, = 0.276 'g S„; = 0.510 9 So; "=' t 0.340
,.
For information"on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
d motions in the direction of maxinurn horizontal response, please return to the application and
deterministic°groun
select the "2009 NEHRP" building code reference docum4nt.> r
• ,' 14CE'R Response Spectrum~'Design Response Spectrum
Or Bet • r.0:ae' 4•4��' i,r't�
.H O:a4 •,r p' ,
e' 0. Z7 " k 0.10'
r r
o f 05 . �; r O �d
0. , 1
0.00.0.00
7t. 6.00 0.20 • 0,40 0,60 0.00 1,00` 1.20 1.40 2. 1.60 -1 :8D 00 0,00 0.20.0.400.60 `0.60 1,00 1,20 1.46 1.00 1.00 ZOO,.
tij 4 i"' Period. T(scc) Peri, T`(sec),
For PGAM,`T�, C ,and CR, values, please view.the detailed report
i, t 4 • 2
�J• 1
s
^
4
f i
.:7•t ••Eialjh 90a-`{ wsr ,`'E.� �'�y-�"y ^r r 5}r #`T" 'yl:!• r- y••�✓+�'c..ti y, yfi'tiuim 'L'�r:•q.
"t� 2 S u.{ JI ¢" 5W t �G T.
KA�ti •� k 1A �i �` ,L'. "1� A �.-''�Y. P 5•,,—`�SjSffi '-1 rfb°•••Y0:
!".
M, 4 , 2 �I d� -U:_ '� .� '.,,' .,,.,. m k. a_+ F ,%+... +• � ,i ,�`...ba Lt's s'i�v'2r�•^• .•a,...- `u:S3 45%� rr � }, t$ '
USGS-Provided
• Output r • , � , � F,� ," 5 � � .
SS jj .0.617 9 Sns = 0.806 9 ? SSm0.537 g 4.
.,
' F ' S, = 0.276 'g S„; = 0.510 9 So; "=' t 0.340
,.
For information"on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
d motions in the direction of maxinurn horizontal response, please return to the application and
deterministic°groun
select the "2009 NEHRP" building code reference docum4nt.> r
• ,' 14CE'R Response Spectrum~'Design Response Spectrum
Or Bet • r.0:ae' 4•4��' i,r't�
.H O:a4 •,r p' ,
e' 0. Z7 " k 0.10'
r r
o f 05 . �; r O �d
0. , 1
0.00.0.00
7t. 6.00 0.20 • 0,40 0,60 0.00 1,00` 1.20 1.40 2. 1.60 -1 :8D 00 0,00 0.20.0.400.60 `0.60 1,00 1,20 1.46 1.00 1.00 ZOO,.
tij 4 i"' Period. T(scc) Peri, T`(sec),
For PGAM,`T�, C ,and CR, values, please view.the detailed report
i, t 4 • 2
Job Number 17040
Project Manager Steve Smith
Date 112612017
Page Number 5 of 20
Beam
Specifications
Beam-# Size
Grade and
Type Location
Beam #1 6x12
No. 1 D.F.L.
16' GARAGE DOOR HEADER
Beam #2 6x12
No. 1 D.F.L.
8' GARAGE DOOR HEADER
Beam #3 6x12
No. 1 D.F.L.
10' GARAGE DOOR HEADER
Job Number 17040
Project Manager Steve Smith
Date 112612017
Page Number 5 of 20
Header Specifications
Size
Grade and Type Length Level
6x12•
No. 1 D.F.L. 4'-0" .Roof Load Only
Footing Specifications'.
Footing Width
a
= 12 in Allowable Soil Bearing Pressure
= 1500 psf
Footing Depth
= 12 in Maximum allowable load on footing
= 1500 plf
Minimum # Bars
= 1 Top and Bottom Maximum point load on continuous footing
= 5242 #
Size of Bars
= 4 'Area of steel used for calculations
= 0.20 int
Pad footing Specifications.
Footing #
Size Depth . Rebar
Maximum
Load
1 ,
r
W.
•
1
.Job Number
17040
Project Manager
Steve Smith
Date
1126/2017
T
I Page Number
6 of 20
Norm -Scheel Structural Engineer Project Title: Johnson Garage
5022 Sunrise Blvd. Engineer: SS Project ID: 17040
Fair Oaks, CA 95628 Project Descr: PMHI
Description: 17040 BEAMS 1-3 AND HDR
Wood Beam .Design .: BEAM 1
Calculat)ons; ertNDS2012,':1B'C720.12,iCBC2011; 'SCE7=10
BEAM Size : 6x12, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade : No.1
Fb - Tension 1350 psi Fc -'Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf
Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0250,
Lr = 0.020 k/ft, Trib= 5.50 ft
Design Summary
306.24 psi at
Max fb/Fb Ratio
= 0.465: 1
fb : Actual :
783.97 psi at 8.000 ft in Span # 1
Fb : Allowable:
1,687.50 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.196: 1
fv : Actual :
41.63 psi at 0.000 ft in Span # 1
Fv : Allowable:
212.50 psi
Load Comb:
+D+Lr+H
Max Reactions (k)
2 L Lr S W E
Left Support
1.10 0.88
Right Support
1.10 0.88
16.0 ft, 6x12
H Downward L+Lr+S 0.146 in Downward Total 0.329 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 1313 >480 Total Defl Ratio 583 >240
W ood;BeamkDesign BEAM 2
• ', ' r„ ' `' , ' ` ;' •, '' " '' � =.C-alciilationszper_ND5`:2012;�1BC:201'2,�CB.C'�01'3,'ASCE J-1'0
BEAM Size: 6x12, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir - Larch Wood Grade : No.1
Fb - Tension 1350 psi Fc - Prfl 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf
Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi
Applied Loads
Unit Load: D = 0.0250,
Lr = 0.020 k/ft, Trib= 5.50 ft
Design Summary
306.24 psi at
Max fb/Fb Ratio
= 0.116: 1
fb : Actual :
195.99 psi at 4.000 ft in Span # 1
Fb: Allowable:
1,687.50 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.085: 1
fv : Actual :
18.00 psi at 0.000 ft in Span # 1
Fv : Allowable:
212.50 psi
Load Comb:
+D+Lr+H
Max Reactions (k)
D L Lr S w E
Left Support
0.55 0.44
Right Support
0.55 0.44
D 0.1375 L 0.110)
IV il -1 MIR
8.0 ft. 6x12
H Downward L+Lr+S 0.009 in Downward Total 0.021 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 10505 >480 Total Defl Ratio 4669 >240
"-Woo.d=BeamsDeg gn:: ' BEAM 3
ZCalculations per=NDS2012,.�IBC7201:2,:':CBC:2013,:-AS'CE7=1'0
BEAM Size: 6x12, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.1
Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf
Fb - Compr 1350 psi Fc - Perp 625 psi -Ft 675 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0250
Desian Summary
Max fb/Fb Ratio
fb : Actual :
Fb: Allowable:
Load Comb:
Max fv/FvRatio =
tv : Actual :
Fv : Allowable:
Load Comb:
Max Reactions (k) D L Lr s w E
Left Support 0.69 0.55
Right Support 0.69 0.55
D(0.1375) Lr(0.1101
...'.•,.a-�ri. e^.v.`Svad ..' .:.,....1'.:L--..^A:'"..�T"°rv-...T.-......�r11iCu'=.a
L
10.0 ft, 6x12
H Downward L+Lr+S 0.022 in Downward Total 0.050 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 5378 >480 Total Deft Ratio 2390 >240
Lr = 0.020 k/ft, Trib= 5.50 ft
0.181. 1
306.24 psi at
5.000 ft in Span # 1
1,687.50 psi
+D+Lr+H
0.112: 1
23.87 psi at
9.067 ft in Span # 1
212.50 psi
+D+Lr+H
Max Reactions (k) D L Lr s w E
Left Support 0.69 0.55
Right Support 0.69 0.55
D(0.1375) Lr(0.1101
...'.•,.a-�ri. e^.v.`Svad ..' .:.,....1'.:L--..^A:'"..�T"°rv-...T.-......�r11iCu'=.a
L
10.0 ft, 6x12
H Downward L+Lr+S 0.022 in Downward Total 0.050 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 5378 >480 Total Deft Ratio 2390 >240
Norm Scheel Structural Engineer,
5022 Sunrise Blvd.
Fair. Oaks, CA 95628
Project Title: Johnson Garage
Engineer: SS
Project Descr. PMHI
Project ID: 17040
Wood ;Beam :Desi.gn .: 4' HDR
`Calculations;perfNDS201'2i TIBC:2012,=CBC'2013, rASCE::7=1'0
BEAM Size: 6x12, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade: No.1
Fb -Tension 1350 psi Fc - Prll 925 psi F%, 170 psi Ebend- xx 1600 ksi Density 31.2 pcf
Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0250, Lr = 0.020 k/ft, Tdb= 17.50 ft
Desion Surnmary ` " - nm 437611 nn nsm
Max fb/Fb Ratio
0.092: 1
fb : Actual :
155.90 psi at 2.000 ft in Span# 1
Fb: Allowable:
1,687.50 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.093: 1
fv : Actual:
19.67 psi at. 0.000 ft in Span # 1
Fv : Allowable:
212.50 psi
Load Comb:
+D+Lr+H
Max Reactions (k).
D L
Lr S W E H
Downward L+Lr+S
0.002 in
Downward Total
0.004 in
Left Support
0.88
0.70
Upward L+Lr+S
0.000 in
Upward Total
0.000 in
Right Support,
0.88
0.70
Live Load Defl Ratio
26414 >480
Total Defl Ratio
11739 >240
Post Supporting Beams
Job Number 17040
Project Manager Steve Smith
Date 1/26/2017
Page Number 9 of 20
Post Calculations for Beams and Girders
Lumber C
CSI Calculations
Job Number 17040
Project Manager Steve Smith
Date 1/26/2017
Page Number 9 of 20
Diaphragm Calculations
Diaphragm Level 1 'X" Axis
4
Sub -Diaphragms X Axis
Grid Lines Wind Load Seismic Load Diaphragm Block
Diaphragm Width Depth Nailing
Left Right Bottom Top Left Right Left Right Shear (plf) Diaphragm
DO 32.00 32.00 A : B 1 2 2171 2171 1194 1194 68 No 8d @ 6" o.c.
i
,
E
F
i
Check Hole.in Diaphragm
Grid Lines { Maximum Foice
Hole # Width Depth Left Right Bottom Top At Comer # Nailing Strapping
Diaphragm Deflection at Cantilevered Diaphragms Diaphragm Specifications
Diaphragm Blocked Calculated Deflection Allowable Deflection Roof
• 15/32" APA' Rated Sheathing Panel ID 32/16
" 8d Nails @ 6" o. c. Edge and 12"o. c. Field
Panels to be applied perpendicular to framing members
" Job Number. 17040
Project Manager Steve Smith.
Date 1/26/2017
Page Number 10 of 20
Diaphragm Calculations
Diaphragm Level 1 "Y" Axis
Sub -Diaphragms X Axis
Grid Lines Wind Load Seismic Load Diaphragm Block
Diaphragm Width . Depth Nailing
Left Right Bottom Top Left Right Left Right Shear (plf Diaphragm
Dyl 32.00 32.00 A B 1 2 2692 2692 1194 1194 84 No 8d @ 6" o.c.
Check Hole in Diaphragm
Hole # Width Depth Grid Lines Maximum Force Nailing Strapping
Left Right Bottom Top At Comer #
r
Diaphragm Deflection at Cantilevered Diaphragms Diaphragm Specifications
Diaphragm Blocked Calculated Deflection Allowable Deflection Roof
15/32" APA Rated Sheathing Panel ID 32116
8d Nails @ 6" o.c. Edge and 12"o.c. Field
Panels to be applied perpendicular to framing members
Job Number 17040
Project Manager Steve Smith
Date 1/2612017
Page Number 11 of 20
15/32" APA rated sheathing both faces with 10d nails at 2" o.c. edge and 12" o.c. field.
1540 2154 3x framing members at adjoining panel edges
3/4" � x 12"long Anchor Bolts @ 16" o.c. 3x sill plate
19/32" APA rated sheathing both faces with 10d nails at 2" o.c. edge and 12" o.c. field.
J 1740 2434 3x framing members at adjoining panel edges
3/4" x 12" long Anchor Bolts @ 16" o.c. 3x sill plate
Notes
1) Where panels applied on both faces of a wall and nail spacing is less than 6 inches o.c. on either side, panel
joints shall be offset to fall on different framing members, or framing shall be 3 -inch nominal or thicker at
adjoining panel edges and nails on each side shall be staggered
2) Galvanized nails shall be hot dipped or tumbled.
3) Framing members or blocking required at all panel edges in shear wall.
4) All shear wall values are based on 16" o.c. stud spacing.
5) 2 anchors minimum per shear wall.
6) All Framing members used in the construction of shear walls to be Douglas Fir Larch.
7) 3"x3"x1/4" steel washers required at all anchor bolts used in shear Job Number 17040
walls. Washeredge shall be within 1/2" of sheathing slotted washers are Project Manager Steve Smith
permitted. Date 1/26/2017
Page Number 12 of 20
Shear Wall Schedule
Seismic Design Category A, B, C, D, E, & F
2016 CBC 2015 IBC
Shear Wall Seismic
Wind
Specifications
Type Capacity
Capacity
A 260
365 3/8" APA rated sheathing one face with 8d nails at 6" o.c. edge and 12" o.c. field.
5/8" � x 12" long Anchor Bolts @ 48" o.c. 2x sill plate
g 380
532 3/8" APA rated sheathing one face with 8d nails at 4" o.c. edge and 12" o.c. field.
3x framing members at adjoining panel edges or dbl. studs w/ 16d.@ 4" o.c.
5/8" � x 12" long Anchor Bolts @ 32" o.c. 2x sill plate
C 490
685 3/8" APA rated sheathing one face with 8d nails at 3" o.c. edge and 12" o.c. field.
3x framing members at adjoining panel edges or dbl. studs w/ 16d @ 3" o.c.
5/8" � x 12" long Anchor Bolts @ 32" o.c. 2x sill plate
3/8" APA rated sheathing one face with 8d nails at 2" o.c. edge and 12" o.c. field.
640
895 3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 16" o.c. 3x sill plate,
15/32" APA rated sheathing one face with 10d nails at 2" o.c. edge and 12" o.c. field.
E 770
1077 3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 16" o.c. 3x sill plate
19/32" APA rated sheathing one face with 10d nails 'at 2" o.c. edge and 12" o.c. field.
F 870
1217 3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 16" o.c. 3x sill plate
3/8" APA rated sheathing both faces with 8d nails at 3" o.c. edge and 12" o.c. field.
G 980
1370 3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 16" o.c.•3x sill plate
3/8" APA rated sheathing both faces with 8d nails at 2" o.c. edge and 12" o.c. field.
H 1280
1790 3x framing members at adjoining panel edges
5/8" � x 12" long Anchor Bolts @ 16" o.c. 3x sill plate
15/32" APA rated sheathing both faces with 10d nails at 2" o.c. edge and 12" o.c. field.
1540 2154 3x framing members at adjoining panel edges
3/4" � x 12"long Anchor Bolts @ 16" o.c. 3x sill plate
19/32" APA rated sheathing both faces with 10d nails at 2" o.c. edge and 12" o.c. field.
J 1740 2434 3x framing members at adjoining panel edges
3/4" x 12" long Anchor Bolts @ 16" o.c. 3x sill plate
Notes
1) Where panels applied on both faces of a wall and nail spacing is less than 6 inches o.c. on either side, panel
joints shall be offset to fall on different framing members, or framing shall be 3 -inch nominal or thicker at
adjoining panel edges and nails on each side shall be staggered
2) Galvanized nails shall be hot dipped or tumbled.
3) Framing members or blocking required at all panel edges in shear wall.
4) All shear wall values are based on 16" o.c. stud spacing.
5) 2 anchors minimum per shear wall.
6) All Framing members used in the construction of shear walls to be Douglas Fir Larch.
7) 3"x3"x1/4" steel washers required at all anchor bolts used in shear Job Number 17040
walls. Washeredge shall be within 1/2" of sheathing slotted washers are Project Manager Steve Smith
permitted. Date 1/26/2017
Page Number 12 of 20
Holdown Specifications
2016 CBC 2015 IBC
Notes
1) Holdowns may be raised off the sill with no reduction in load.
2) All screws to be Simpson SDS 114"x 2 112". -
3) All holdown post and sill plates are designed to be Douglas Fir Larch.
4) See detail 52 in plans for anchor and footing requirements at holdowns.
5) Connect double holdown studs together with 24-16d sinker nails minimum.
y
First Floor Holdown Table
Holdown Type
Holdown Name
Holdown Type
Holdown Name 1'Z
Minimum Required Post 3
Bolt °
de
F
Capacity'
A
HDU2-SDS2.5
2-2X4 or 2-2x6
PAB5
5 1/2"
8 1/2"
3075 #
B
HDU4-SDS2.5
2-2X4 or 2-24
PAB5
5 1/2"
8 1/2"
4565 #
C
HDU5-SDS2.5
2-2X4 or 2-2x6
PAB5
5 1/2"
8 1/2"
5645#
D
HDU8-SDS2.5
4X6
PAB7
81/2"
13"
7870#
E
HDU11-SDS2.5
4X6
PABB
1 10"
15"
9535#
F
HDU14-SDS2.5
4x8 or 6x6
PABB
1 10"
.15"
14445 #
Notes
1) Holdowns may be raised off the sill with no reduction in load.
2) All screws to be Simpson SDS 114"x 2 112". -
3) All holdown post and sill plates are designed to be Douglas Fir Larch.
4) See detail 52 in plans for anchor and footing requirements at holdowns.
5) Connect double holdown studs together with 24-16d sinker nails minimum.
y
Notes
1) Centerline of strap to be center of rim joist.
2) ' Maximum clear span to be 16".
3) All nails to be common wire unless noted otherwise.
4) Minimum post required to be installed in upper and lower wall framing.
5) Connect double holdown studs together with 24-16d sinker nails minimum.
r
J
LI
Job Number 17040
Project Manager Steve Smith
Date 1/26/2017
Page Number 13 of 20
Second Floor Holdown Table
Holdown Type
Holdown Name
Required Length
Required Nails
Min. Required Post 4
Capacity
G
CS16 Strap
32" Long
26-8d or 22-10d
2x4 or 2x6
1705 #
H
MSTC40 Strap
40" Long
36-16d Sinkers '
2-2X4 or 2-24
3080 #
I
MSTC52 Strap
52" Long
48-16d Sinkers
4x4
4620 #
.1
MSTC66 Strap
66" Long
68-16d Sinkers
4x4
5860 #
K
CMST14 Strap
76" Long
66-16d
4x4
6490 #
L
CMST12 Strap
94" Long
86-16d
4x6
9215 #
Notes
1) Centerline of strap to be center of rim joist.
2) ' Maximum clear span to be 16".
3) All nails to be common wire unless noted otherwise.
4) Minimum post required to be installed in upper and lower wall framing.
5) Connect double holdown studs together with 24-16d sinker nails minimum.
r
J
LI
Job Number 17040
Project Manager Steve Smith
Date 1/26/2017
Page Number 13 of 20
Shear Wall -Data and Uplift Calculations Seismic
Dead Load Additional
Wall #
Shear Wall Calculations
Holdown Holdown
l
pIf Uplift Left
Uplift Right
Left U pig Right
Type Left Type Right
Grid Line Data and Loads
0.00 0 0.00 384 384
A A
Notes:
GHd Line
= A Wind Load `
1) All panel edges to be edge nailed
=
2692 #
Level
= 1 Seismic Load
17040
=
1194 #
Diaphragm Type
= Roof Rho Factor
Date
=
1.30
Seismic Design Category
= D Critical Load
=
Wind
Wind Design
= 110 mph Exp. C Total Length of S.W. This Line
=
8 ft
Shear Wall Data and Base Shear Calculations
Wall # Length
Height H/W Ratio BS Wind 2W/H BS Seismic
S.W. Type
Sill Plate
x r
Waa sheers
1 8.00
11.50 2.00 337 1.00 149
B
2x Sill Plate
Yes
Shear Wall Data and Uplift Calculations Wind
Additional Distance Additional
Distance
Wall # Dead Load
plf Wind Suction pif
Uplift Left
Uplift Right
Uplift Left Left Uplift Right
Right
1 555
-79.32 0 0.00 0
0:00
2856
2856
Shear Wall -Data and Uplift Calculations Seismic
Dead Load Additional
Wall #
Distance Additional Distance
Uplift Left Uplift Right
Holdown Holdown
l
pIf Uplift Left
Uplift Right
Left U pig Right
Type Left Type Right
1 555 0
0.00 0 0.00 384 384
A A
Notes:
1) All panel edges to be edge nailed
2)
Job Number
17040
3)
Project Manager
Steve Smith
4)
Date
1/2612017
Page Number
14 of 20
Job Number
Project Manager
Date
Page Number
17040
Steve Smith
1126!2017
15 of 20
Drag Force Ca,iculations
Grid Line Data and Loads
Grid Line
= A Wind Load
= 2692 #
Level
= 1 Seismic Load
= 1194 #
Diaphragm Type
= Roof Rho Factor
= 1.30
Seismic Design Category
= D Critical Load
= Wind
Wind Design
= 110 mph Exp. C Total Length of S.W. This Line
= 8 ft
Diaphragm Length
= 32 ft
Diaphragm Shear
= 84 plf
Base Shear
= 337 plf
Drag Forte Diagram
Job Number
Project Manager
Date
Page Number
17040
Steve Smith
1126!2017
15 of 20
Shear Wall Data and Uplift Calculations Wind
Additional Distance Additional Distance
Wall # Dead Load pif Wind Suction plf Uplift Left Left Uplift Right Right Uplift Left Uplift Right
1 204 -18.13 0 0.00 0 0.00 1955 1955
Shear Wall Data and Uplift Calculations Seismic
Dead Load Additional Distance Additional Distance Holdown Holdown
Wall # If Uplift Left Left Uplift Uplift Left Uplift Right
P PiU PiRight 9 Right 9 Type Left Type Right
1 204 0 0.00 0 0.00 410 410 A A
Notes:
1) All panel edges to be edge nailed
2)
3)
4)
Job Number 17040
Project Manager Steve Smith
Date 1/26/2017
Page Number 16 of 20
Shear Wall Calculations
Grid Line Data and Loads
Grid Line
= B Wind Load
= 2692 #
Level
= 1 Seismic Load
= 1194 #
Diaphragm Type
= Roof Rho Factor
= 1.30
Seismic Design Category
= D Critical Load
= Wind
Wind Design
= 110 mph Exp. C Total Length of.S.W. This Line
= 12 ft
Shear Wall Data and Base Shear Calculations
Wall # Length
g
Height H/W Ratio BS Wind 2W/H BS Seismic S.W. T
g Type;
3" x 3"
Sill Plate
Washers
1 12.00
11.50 2.00 224 1.00 100 A
2x Sill Plate Yes
Shear Wall Data and Uplift Calculations Wind
Additional Distance Additional Distance
Wall # Dead Load pif Wind Suction plf Uplift Left Left Uplift Right Right Uplift Left Uplift Right
1 204 -18.13 0 0.00 0 0.00 1955 1955
Shear Wall Data and Uplift Calculations Seismic
Dead Load Additional Distance Additional Distance Holdown Holdown
Wall # If Uplift Left Left Uplift Uplift Left Uplift Right
P PiU PiRight 9 Right 9 Type Left Type Right
1 204 0 0.00 0 0.00 410 410 A A
Notes:
1) All panel edges to be edge nailed
2)
3)
4)
Job Number 17040
Project Manager Steve Smith
Date 1/26/2017
Page Number 16 of 20
Drag Force Calculations
Grid Line Data and Loads
Grid Line = B Wind Load = 2692 #
Level = 1 Seismic Load = 1194 #
Diaphragm Type = Roof Rho Factor = 1.30
Seismic Design Category = D Critical Load = Wind
Wind Design = 110 mph Exp. C Total Length of S.W. This Line = 12 ft
Diaphragm Length = 32 ft
Diaphragm Shear = 84 plf
Base Shear 224 plf
Drag Force Diagram j
0 .............. ... .... .. ........ .. .......... .Z30
-20010 15 20 25 -400 !......... ..............
-600
-800 / r.
-1000 ..... .........................
,'
-1200......... ..... .............. _.................... ._............................... ............ ... .................. .......:.... ......._._._...... --.... ............... ..............
-1400
-1600:
-1800....................................... .... ......................... ..........................................•�............... ....................... .... .................. ................ ............ rtl:
�i
........ ........... ........ ...... ................ ................ ...... ... _........,.........:..,.._.................................................
Strap Locations Drag Truss Loads
d, Force Strap Type Label Span Force Uplift Connection to Wall
0. .
Job Number 17040
Project Manager Steve Smith
Date 1/2612017
Page Number 17 of 20
Wood Strong -Wall Calculations
�snung-tvaq��Sesnean:•ans ' - - '.SIMPSON'
InstallationDetails
e.r
2692 #
1194 #
1.30
Wind
3450 # 0.78 OK
Uplift
Grid Line Data and Loads
9993
Grid Line
= 1 Wind Load
SWS618
Level
= 1 Seismic Load
Diaphragm Type
= Roof Rho Factor
6 SDS1l4" x 6 3/4" FOR 12" WIDE SWSB, PROVIDED
Seismic Design Category
= D Critical Load
Wind Design
= 110 mph Exp. C Capacity for Strong -Walls
8 SDS114" x 6 3/4" FOR 18" WIDE SWSB, PROVIDED
Wood Strong -Wall Specifications
Distance to Allowable Load on Wall
Dead Load
Wall # Wall Specification
% of Load
,"
Wall (ft.) Load (#) W
on Wall (#)
1 SWSB18x10
19.00 1575 0.50 1346
200
2 SWS1318x10
30.50 1575 0.50 1346
200
�snung-tvaq��Sesnean:•ans ' - - '.SIMPSON'
InstallationDetails
e.r
2692 #
1194 #
1.30
Wind
3450 # 0.78 OK
Uplift
Anchor Type
9993
SWSB18
9993
SWS618
j I j
I j I j[--
DOUBLE TOP PLATE WALL FRAMING
6 SDS1l4" x 6 3/4" FOR 12" WIDE SWSB, PROVIDED
8 SDS114" x 6 3/4" FOR 18" WIDE SWSB, PROVIDED
'
12 SDS114" x 6 314" FOR 24' WIDE SWSB. PROVIDED
UTILITY CHASE
SEE 6/SWSB2 FOR
ALLOWABLE HOLE ZONE -
PRIOR TO PLACING
SWSB BODY
ADJACENT STUDS OR
PANELS, TIGHTEN THE
SLOTTED HOLDOWN
NUTS. 1',!,,"MINIMUM
CLEAR SPACE FROM
THE SIDE IS REQUIRED
TO ACCESS NUTS AND
^i
WASHERS.
HOLDOWN BRACKET
•.
%HOLDOWN NUT
HOLDOWN WASHER -
}
_
G
HEAVY HEX NUT
'4
`—TIE OR HAIRPIN WHEN
.
REQUIRED
FOUNDATION (SEE SHEET SWSB1
FOR ANCHORAGE SOLUTIONS)
SWSB DESIGNED TO PROVIDE Yb" GAP BETWEEN WOOD AT
BOTTOM OF SWSB AND CONCRETE. ENSURE CONCRETE IS LEVEL
Job Number
17040
AND SMOOTH BENEATH PANEL. GRIND OR FILL AS NECESSARY.
Project Manager
Steve Smith
Date
1/26/2017
SINGLE STORY SWSB ON CONCRETE - 'L/SWSB2
page, Number
18 of 20
Shear Wall Data and Base Shear Calculations
Wall # Length Height H/W Ratio BS Wind 2W/H BS Seismic S.W. Type Sill Plate 3" x 3"
Washers
1 10-00 11.50 2.00 269 1.00 119 B 2x Sill Plate Yes
Shear Wall Data and Uplift Calculations Wind
Additional Distance Additional Distance
Wall # Dead Load plf Wind Suction plf Uplift Left Left Uplift Right Right Uplift Left Uplift Right
1 243 -24.93 0 0.00. 0 0.00 2491 2491
Shear Wall Data and Uplift Calculations Seismic
Dead Load Additional Distance Additional Distance Holdown Holdown
Wall # plf Uplift Left Left Uplift Right Right Uplift Left Uplift Right Type Left Type Right
1 243 0 0.00 0 0.00 644 644 A A
Notes:
1) All panel edges to be edge nailed
2)
3)
4)
Job Number 17040
Project Manager Steve Smith
Date .1126/2017
Page Number 19. of 20
'Shear Wall
Calculations
Grid Line Data and Loads
Grid Line
= 2
Wind Load =
2692 #
Level
= 1
Seismic Load =
1194 #
Diaphragm Type
= Roof
Rho Factor =
1.30
Seismic Design Category
= D
Critical Load =
Wind
Wind Design
= 110 mph Exp. C
Total Length of S.W. This Line _ =
10 ft
Shear Wall Data and Base Shear Calculations
Wall # Length Height H/W Ratio BS Wind 2W/H BS Seismic S.W. Type Sill Plate 3" x 3"
Washers
1 10-00 11.50 2.00 269 1.00 119 B 2x Sill Plate Yes
Shear Wall Data and Uplift Calculations Wind
Additional Distance Additional Distance
Wall # Dead Load plf Wind Suction plf Uplift Left Left Uplift Right Right Uplift Left Uplift Right
1 243 -24.93 0 0.00. 0 0.00 2491 2491
Shear Wall Data and Uplift Calculations Seismic
Dead Load Additional Distance Additional Distance Holdown Holdown
Wall # plf Uplift Left Left Uplift Right Right Uplift Left Uplift Right Type Left Type Right
1 243 0 0.00 0 0.00 644 644 A A
Notes:
1) All panel edges to be edge nailed
2)
3)
4)
Job Number 17040
Project Manager Steve Smith
Date .1126/2017
Page Number 19. of 20
1
Drag Force Calculations
Grid'Line Data and Loads
Grid Line = 2 Wind Load = 2692 #
Level = 1 Seismic Load = 1194 #
Diaphragm Type = Roof Rho Factor = 1.30
Seismic Design Category = D Critical Load = Wind
Wind Design = 110 mph Exp. C Total Length of S.W. This Line = 10 ft
Diaphragm Length = 32 ft
Diaphragm Shear = 84 plf
Base Shear = .269 plf
Drag'Force Diagram,
1000',
i
500
0 5 10 115 20 xS 30
Job Number 17040
Project Manager Steve Smith
Date 1/26/2017
Page Number 20 of 20
N
`�
• ;,
t.
f..�.
N
`�
Butte County Department of Dev6lopment Services
PERMIT CENTER
7 County Center Drive, Oroville, CA 95965 Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax (530)538-7785
El
SITE PLAN, Assessors Parcel Number: A] F71— 1 D El Permit #:121 F.F21
I
V
FORM NO
DBP -3
f31.7-0 X48 047-740-006 . A4
\'[Afl. 02-. 2017
G AR (1024) AV ELEC
Address/ Phone:
Site Location:
.-C&6tact Name: 5ewev-'Y 306+bv" Phone: UN
Page I of I
tu'