HomeMy WebLinkAboutB16-2612 000-000-000r
1w,
.i
_ - 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 (5.30) 743-8856
"Serving. The Best Builders' www GQHQMFWQQQ CQM
Irruss-calc submI�tA04al.
" Client: PERMIT#
BUTTE COUNTY DEVELOPMENT SERVICES
`Jaeger',.-'.
REVIEWED FORMatCE-
COMPLI
.
DA
By -
Project
22. x 22' Garage-
22-. Orchard Crest, WETSEAL
Oroville, Ca o W�
Truss Designer: Trackina /.Work Order # p j
Bryan Wagner 0201015 ° o -Al G
bLvanw(a)homewoodtruss.com s' W
Phone: (530) 743-8855 -
N
4
N
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Job Name: 22'x 22' Gara a
Truss ID: G1
Qty: 10
BRIG Z -LOC REACT SILB REQ'D
TC 2X4 DFL S1 b ltr.
Designed per ANSI/TPI 1-2007
UPLIFT REACrION(S)
1 0- 1-12 1096 3.50" 1.50"
k .2X4 DFL F1 k ltr.
Fabrication Tolerance = 20.0%
Support C:C Wind Non -Wind
2 21-10- 4 1096 3.50" .1.50"
8AZ DEFLECTION
1 2X4 DFL STANDARD
,Bearings designed for an Fclerp volae of the
1 -99 16
(span) :
L/999 M 8-7 (LIVE) LC 42
ler (creep factor) = 2.00
Refer to Joint QC Detail Sheets for
lesser of the truss chord lumber volae or
82S for all bearings.
2 -99 lb
This truss is designed using the
L= -0.07" D= -0.18" T= -0.25"Cq
facto"and Rotational Tolerances.
IRC/IBC truss plate values are based on
ASCE?-10 Wind Specification
Joint lacerti- -
Leaded for 10 PSF non-conemrent BCLL.
testi and approval as required by 11C 1703
Bldg Enclosed = Yes,
Io- o- o a e- o- o
z s- 0- 0 1 8- o- o
A gE7-129SNOB
Ce D0.9IESIGN �1HO,�Ct 1.10
p°°djp'gIIreported � V�FSR-1118.
L
7ras�Log n C Not End Zona
a tt• o- 0 e 14- o- 0
pa£, =
Notdesipcd for attic oto aalesa
Q
ALM
ry
l�l g Length - 22.00 ft, Bldg Width = 22.00 £t
4 15- 8- 0 9 22- 0. 0
s zz• o• 0
CILMEAL toflun tORMr
It COM. / TIAT. ISi
the
sated a rwise.
P
Bean roof height = 10.92 ft, mph = 110
Oc Cateeggoary II, Dead Load = 13.2 f
t -L •i6w L1s / 82 I.6o o.az
Z: Z3 -1441 1.1s�/ ., 1.60 0.31
Desi as Bairn Wind Force Resists System
ng
- lea -rise and Components and Cladding
a•4 -1458 1,15 / 111 1.60 0.51
4-s -1a" 1.15 / sa 1.eo o.ai
TC Dead 14.00 per
Tributary Area = 44 sgft
7&6. CSI
conformance with ANSIrnol 1, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 par
6iC .7 -14(1.60)/ 1400 1.15 0.35
2820 N. Great SWPkwy. Grand Preide, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
1-8 / an I. 0.31
8•9 •d(L60)/ 14001.14 0. 35
.
Designer per ANSI/TPI f Seat
In; coM. wn. / 1w1v. 1s1
TEUSPLUS 6.0 VER: TB.5.20
L-1 488/.153/ 94(1.603 0.11
all
Bldg Code: CRC -2013
DBPL RATIO: L/240 TC: L/24
a•7 241.60)))/ sL1 7.1$ 0.26
a-8.so / 623 1.15 o.2a
*0c:
,
.'4-8 -4-6'481'1:15 / 94 1,60
11-0-0 11-0-0
1 2 3 4 5
6.00 -6.0
Y 5X6
B1 B2
W:308 W:308
R:1096 R:1096
U:-89 U:-89
1 4 0 14-0
22-0-0
r6 7 8 9
6-5-15
SHIP
2
0-41
T
No. C 72160
tR
� CNIt- 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 Reports.
V
268 - Homewoodross
**WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAW/NGI
Cast: Matt ,Yaeger
(TCA)
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_11_0201015_L00007-JOo001
reQuire extreme care In 111,11111"g, lending. shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
WIG: Brive_M_0201015_L000gnr
Safety Information, b/ TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless
Ds: BW 4LC = 43 Wr/PLY: 124
V VTrusses
na
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
for have bracing installed B3. B/ 870, ADPN to lace truss
TC Live 20.00 ppaf
LiowDar L=1.25 P=1.25
Q
ALM
r� rt
IUh�\V\I,JII
per Cherisesections or as applicable. Plates sato of and
permanent showna vetand n webs int D
position as shown above and on the Joint Details rayon, uNess noted otherwise.
TC Snout P 20.00 err
< f)
SnowDar L=1.15 P=1.15
Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss in
Alpine, a division of ITW BuildingCom
TC Dead 14.00 per
Rep M6r Bad / Camp/Teas
AN I FW COMPANY
conformance with ANSIrnol 1, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 par
1.15 / 1.10 / 1.10
2820 N. Great SWPkwy. Grand Preide, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead 8.00 per
0. C. Spacing 2- 0- 0
Designer per ANSI/TPI f Seat
TEUSPLUS 6.0 VER: TB.5.20
For more information see this job's general notes page and these web sites:
'A For
WfCAwwwebc'ndustrv.oro ICC: wvm.ieesefe.ora
Bldg Code: CRC -2013
DBPL RATIO: L/240 TC: L/24
'moo
Job Name: 22'x 22' Garage
Truss ID: GG
Qty: 2
RG B -LOC REACT
SIZE
REQ'D
7C 2x4 DFL #1 i Stir.
Desi�ed per ANSI/TFI 1-2007
UPLIYI RACIION(S) :
1 0- 1-12 352
3.50"
1.50"
BC 2x4 DFL #1 A Btr.
Fa►rlcation Tolerance = 20.0%
Support C&C Sind Non -Vied
2 2- 8. 0 257
3.50"
1.50"
DIG SLIDER 2x4 DFL #1 ! Btr.
Bearings designed for an FcFerp value of the
1 .14 I►
3 4- 0- 0 1363.50"
49 l.eo 0.002
1.50"
2z4 DFL STANDARD
lesser of
lesseof the truss chard lumber value or
L -10 1114
5- 4. 0 180
3. So"
1.50"
Ser creep tactor) = 2.00
625 for all bearings.
3 -5 its5
6- 8. 0 216
3.50"
1.50"
IRC/IBC truss plate values are based on
Refer to joist QC Detail Sheets for
4 -8 Ib
6 8- 0- 0 227
7 0 182
3.50"
3. So"
1.50"
testing and nppreval u required ►y IBC 1703
Cq factors and Rotational Tolerances.
5 -6 l►
9- 4-
8 10- 3- 0 184
9 11- 9. 0 182
3. So"
3. So"
1.50"
1.50"
1.50"
and AN I/TFI and arc reported in H.SR-1118.
Ear► all interior bearimg Iocatioas.
Landed fir 30 PSY uoa-concurrent BCLL.
ASCRI-10 SNOW LOAD DESIGN CRITERIA:
8 -7 1►
1 •9 lb
10 12- 8. 0 182
3.50"
1.50"
Install interior support(s) beforeerection.
Building designer lands
pg = 29 psf, Ce = 0.9, I = 1.0, Ct = 1.10
Permanent bracing is
8 -5 Ib
9 lb
11 14- 0- 0 227
3. S0"
1.50"
shall verify gable
repired to
.5
12 15- 4. 0 216
3. So"
I.50"
and eave loads, if applicable.
revemt rotation/toppling. See
10 -9 1►
13 18- 8- O 180
3. So"
I.so"
(+1 gable bracing required d 42" intervals,.
I and ANSI/TPI 1.
11 -7 1►
14 18- 0. 0 136
3.50"
1.50"
Ife�• sed to wind !•ad a lied to face.
PLATING BASED ON GREEN LUMBER VALUES.
IL -6 lb
1S 19- 4- 0 257
3.50"
1.50
See TIWBCG's Cable Bract g Details.
up
HORIZONTAL RHACTION(S)
13 .6 l►
-
18 21-10. 4 352
HAB DEFLECTION sppaann))
3.50"
1.50"
Truss to support 2.0.0 top chard oftlookers
s rt 1 181 Ib
uppo
support 2 -111 Ib
14 -S 1►
15 -10 1►
L/999 16-17(LIVE)
LC 40
110(1.60) 0.08
7(1.60) 0.05
adding l
nodi cladding Iaad mot c• exceed 10 PSF ane face,
support 15 111 Its
i.8 -14 1►
L= 0.00" It-- 0.00"
To 0.00"
and 24" span • posite face. Top chord any be aotehed
s rt l6 .181 Ib
upp°
This truss is deal mss the
up
-_ ).let I.atiams =
1.5 deep : 3.SR at 48" a/c along top cite. DO N07
OVER CUM. Na knots or other lumber de{cats allowed
Not desired for attic storage ®leas
ASCH7-10 Wind Specification
1 o• o• 0 19 s- o-
o
within 1E" of notches. D• not match In over►aag tr
voted a eavise.
Bldg Enclosed = Yea,
L L• 8. 0 10 L- 8.
0
heel panel.Exis
Truss Location = Not Had Zone
s 4 . 0- o L° 4. 0•
4 s• 4. 0 11 a- 4-
o
0
Category_ C
BI Length 22.00 ft, Bldg Width 22.00 ft
s s• e• o zz 9- e-
o
-
=
P height. "y =
s a- o• o z5, s- o-
7 e.IT,
o
a- o Its l5,. a•
9 71- 0- 0 z6 II. 9.
°
0
Deaigaed aH m a lad Yore! Reniaein$ Sastre
- low-rise and Components and Cladding
10 ll- 9. 0 L7 IH- 9-
11 tL- 9. 0 La 14- o•
0
o
Tributary Area = 78 sgft
IL 14. 0. 0 29 l5- 4-
0
13 15. 4. 0 ao is S.
I4 18- e- 0 31 19. 0-
0
0
IS IS. 0- 0 3z 18. 4.
16 19- 4- 0 33 L2. 0.
0
0
11-0-0
'
11-0-0
eirriul. °1301 FORCES:
1 2 3 4 5 6
7 8 9 10 11 12 13 14 15 16 17
7C
COIR. DID. / TWCS. DUt.)) CSI
1-2
2.3
-6B L15 /
•108 1.13 /
14 L60) 0.03
0.os
s-4
-110 L13 /
*0.at
4.3
•113 1.15 /
0.03
sae
B•7
•119 1.15 /
•IE3
12 1.00 0.03
1.00 0.03
7-9
•107 l.ls /
49 1.00 O.OL
8.9
9-10
.108 l.ts /
.109 1.13 /
I3 1.00 0.02
43 1.60 0.02
10.17
•107 1.15 /
49 l.eo 0.002
I1•IL
•123 1.13 /
3E 1.00 O.Os
1L-13
13.14
•119 1.15 /
•113 1.13 /
IL 1.00 0.03
0.03
14 -IS
-Ila 1.15 /
0.03
/s-16
-109 I.Is /
0.03
16-17
-98 1.15 /
la(1.°o) *0.005,
Ice
C001R. DOC. / T@LS.(DUt.) CSI
1e-19
-111 1.13 /
44(1.60) 0.04
1B-20
20.21
/
/
0.03
0.01
L1.22
/
0.01
22-13
/
0.01
Its Z4
L4.23
/
/
0.01
0.01
25.28
/
o.a1
L6.27
/
0.01
117.28
119-29
/
0.01
Its. so
/
0.01
20-31
/
0.01
32.33
-111(1.13)/
44(1.00) 0.04
ft
0018. DUR / TENS. (°IR.) CSI
-192 1.15 /
17(((1.603) O.oL
NO2-19
•1119 1.13 /
S I.60 O.OL
4.21
5-22
-157 1.15 /
-193 1.13 /
0 1.60 0.02
0.04
6.23
•LOS I.IS /
7(1.°0) 0.05
7-Z4
6-25
0083 1.15 /
-72 1.15 /
110 1.60 0.06
*0.03
10-2B
•711 1.13 /
O.OS
11-z7
12-z9
-185 I./5 /
-LOS I.15 /
110(1.60) 0.08
7(1.60) 0.05
Is -29
14-30
-185 l.ls /
-157 1.15 /
0.04
0(1.001 0.02
6.00
-0.0
2.5X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3
1.5X3 1.5X3 5X6 1.5X3 2.5X4
1.5X3 1.5X3 1.5X3
1.5X3
09 22-0-0 I�
18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33
TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT
are Alpine Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super
as are to be positioned per Joint Detail Reports.
6-5-15
SHIP
2
0-4-1
T. r,�
No. C 72160
CIVIL P
OF CALIF
10/16/2015
268 - Homewood Trass
"WAHN/NG!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cast: Hatt ,Jaeger
(CA)
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_B_0201015_L00007-IL
^
Trusses rapuire extreme care in fabricating, handing, skipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
W0: Drive_M_020I01S_L000
Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless
Dsgnr: BW #LC = 43 Wf /PLY: 205
v V fa
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
TC Live 20.00 psf
LiveDar L=1. ZS P=1.25
i7 r� r7
for permanent lateral restraint of webs shall have bracing instailed per SCSI sections B3, B7 or BIO. as applicable. APDN plates to each face of truss and
-J�1 ��1
ALM
position as shown above and on the Joint Details report unless noted otherwise.
TC Snow (Pf) 20.00 psf
SnoaDor L=1.15 P=1.15
`//-d
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
P
Re i(br End / Co / Teas
P �P
AN /TW COMPANY
conformance with ANSUTPI 1, or for handling, shipping, installation 6 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 per
1.00 / 1.00 / 1.00
2820 N. Graaf SWPkwy. Grand Prairie, TX7SOSO
solely for the design shown. The suitability and use o1 this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 pair
0. C. Spacing Z- 0- 0
Designer per ANSVTPI f Sec.2
TflUSPLUS 6.0 VBH: T6.S.20
For more information see this job's general notes page and thus mb sites:
ALPINE: yTMa2iatjhLgglg;;I: MmiLtoinsLora: WfCA www.ebeind0jDL= ICC: www.ieMjjL2M
Bldg Code: CBC -2013
g
DBFL RATIO: L/240 TC: L/24
Lf
CLIENT:
PROJECT:
PROJECT
LOCATION:
JOB NUMBER:
STR
Matt Jaeger
Garage
22 Orchardcrest
Oroville, CA
2420
DATE: 06/18/16
ENT SERVICES
) FOR
LIANCE
BY
LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE:
SEISMIC DESIGN CATEGORY: D
WIND SPEED V (3 SECOND GUST): 110 mph
WIND EXPOSURE: B
SOIL BEARING: 1500 psf (per CBC Table 1806.2) Bim'
ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN COUNTY
THESE CALCULATIONS ? No
JUN 21 2016
NOTES:
1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is DEVELOPMENT
stamped by Jeff Richelieu and wet signed with Red or Blue ink. SERVICES
2. Any structural or non-structural items that are not specifically addressed in the following
calculations are designed by others and are not the responsibility of Streamline Engineering.
3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details,
or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted
'v:.. Building Code, and local building department standards.
A�• 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure
?1 is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors.
TRUSS STATEMENT:
has reviewed the trusses submitted by Homewood
and dated 7/15 for this project. The review was provided to insure that the truss designer used the
proper gravity and lateral loading for the design of the trusses. The designer shall bear the entire responsibility for the
design and bracing of the trusses. All truss to truss connections are designed by the truss mfg.
Page 1
60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
li,� COY
GRAVITY LOADS: ROOF: PITCH: 6:12
DEAD LOAD: COMPOSTITION SHINGLES 3.5 PSF
1/2" OSB OR PLYWOOD 1.5 PSF
FRAMING 3.5 PSF
R-38 INSULATION (OPTIONAL) 2.5 PSF
5/8" GYPSUM WALLBOARD 3.2 PSF
MISCELLANEOUS 0.7 PSF
DEAD LOAD 14.9 PSF
PITCH INCREASE FOR DEAD LOAD 1.1 PSF
TOTAL DESIGN DEAD LOAD 16.0 PSF
BY: JMR
DATE: 6/18/2016
JOB NO: 2420
PAGE: 2
LIVE LOAD PER TABLE 4-1 OF ASCE 7-10 = 20.0 PSF (REDUCIBLE)
(LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW)
PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo R, R2 WHERE 12 PSF < Lr < 20 PSF
Lr = REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF)
TRIBUTARY AREA < 200 SQ. FT.
LIVE LOAD (BASED ON PITCH) 18.0 PSF
TOTAL LOAD 34.0 PSF
LATERAL LOADS: WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW
SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW
GENERAL NOTES:
1. The Engineer is only responsible for the structural items as noted in the following calculations. If changes are
made to the design as detailed in these calculations without written approval from the Engineer, then the
Engineer assumes no responsibility for the structure or any elements of the structure.
2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner / contractor
shall insure that all elements required to be waterproof are adequately detailed and constructed to be so.
This includes but is not limited to roofs, deck ledgers, and retaining walls.
3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that
are not fully constructed or are not constructed according to the plans and details.
4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed,
stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer.
5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements.
60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115
0.
I
BY. r
DATE: 7 1 1 5
` JOB NO: Z ��
PAGE 3 OF
• i / GFIp �'��//
GARAGE
aD
i
31/2" x 11 7/8" VERSA LAM W/ DBL. TRIMMERS
16' GARAGE DOOR
60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE. (530) 892-1100 • FAX: (530) 892-1115
Date: &// (D
Job No. 2 4 ZO
Page 4. Of
i
SHEAR WALL SCHEDULE
SHEAR WALL
A
B C D E F G
SEISMIC SHEAR PLF
260
350 490 640 730 760 980
WIND SHEAR PLF
335
485 600 820 934 975 1260
3/8" PLYWOOD' .2
OR EXT. RATED OSB
CDx
CDx CDx CDx STRUC.1 CDx CDx
ONE SIDE
ONE SIDE ONE SIDE ONE SIDE I ONE SIDE ITWO SIDES TWO SIDE
EDGE NAILING 3
8d @ 6"
8d @ 4" 8d @ 3" 8d @ 2" 8d @ 2" 8d @ 4" 8d @ X'
FIELD NAILING 3
8d @ 12"
8d 0 12" 8d @ 12" 8d @ 12" 8d @ 12" 8d @ 12" 8d @ 12"
STUD SIZE AT VERTICAL
PLYWOOD JOINT
2 x
STUD
2 - 2x studs nailed together w/ 2 rows 16d sink. At 12" o.c. for
full heic ht of studs 4x post ay be used in place of 2 - 2x
FOUNDATION SILL
PLATE THICKNESS
1 1/2"
1 1/2"
1 1/2"
2 1/2"
2 1/2"
2 1/2"
2 1/2"
CLIP, BLOCK
TO PLATE
LS70 @
24" o.c.
LS70 @
20" o.c.
LS70 @
16" o.c.
LS70 @
12" o.c.
LS70 @
10" o.c.
LS70 @
10" o.c.
LS70 @
8" o.c.
5/8" A.B. SPACING 5
48" o.c.
34" o.c.
13" o.c.
24" o.c.
22" o.c.
21" o.c.
16" o.c.
1/2" A.B. SPACING s
34" o.c.
23" o.c.
9" o.c.
16" o.c.
15" o.c.
14" o.c.
11" ox,
NOTES:
1. Over Douglas -Fir studs @ 16" o.c. with Hem -Fir top and bottom plates or equivalent
2. All panel edges backed with 2 -inch nominal or wider framing u.o.n.
3. If machine nails are used, then nails with partial heads are not permitted.
4. Simpson manufactured clips at 24" o.c. for entire balance of wall line. "Block" may be
truss chord or rafter per detail.
5. Anchor bolts shall have a minimum 3" x 3" x.229" thick steel plate washer.
- DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS
SHEAR WALL
A B C D E F
G
SEISMIC SHEAR PLF
260 350 490 640 730 760
980
WIND SHEAR PLF
333 472 600 820 934 975
1260
2X SILL SCREW INTO
SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4"
BLOCK OR RIM JST.
@ 20" o.c. @ 14" o.c. @ 11" o.c. @ 8" o.c. @ T' o.c. @ 6" o.c.
@ 5" o.c.
SILL SCREW CAPACITY
336 480 611 840 960 1120
1344
5/8" A.B. CAPACITY
344 486 635 856 934 978
1284
1/2" A.B. CAPACITY
333 493 629 876 934 1 1001
1274
NOTES:
Simpson SDS 114 x 6"
Wood Screws per Simpson with 1.6 increase for Cd
Capacity of SDS 1/4" x 6" Wood Screw in 1 1/2" wood = 560 # / screw
2. Design capacity of bolts per Table 11 E of the 2012 NDS with Cd =1.6 per Table 2.3.2.
Capacity of 1/2" Anchor Bolt in 2x sill = 1.6 *590# = 944# / Bolt
Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *730# = 1168# / Bolt
Capacity of 5/8" Anchor Bolt in 2x sill =1.6 *860# =1376# / Bolt
Capacity of 5/8" Anchor Bolt in 3x sill = 1.6 *1070# = 1712# / Bolt
3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear
per foot is > than 350
plf < 600 plf
60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 . 0 Fax: 892-1115
4.4- ej A 7 ^
Project:
Prepared by: Jeff Richelieu 7/21/2015
Software licensed to: Streamline Engineering, Inc.
Phone: 530-892-1100 1 Email: jeffstreamline@sbcglobal.net
wind ,simple version 1.0.0
PG S
Input
See ASCE 7-10 Section 26.3 for symbol definitions
V= 110 mph Topographic Factor
Exposure Category B Specify KZt directly
h = 14 ft K2t for walls = 1.00
L = 22 ft KZt for roof = 1.00
B=22R
Gable Roof Pitch = 6:12
This is a valid Class 1 building
Main Wind -Force Resisting System
ASCE 710 Directional Procedure, MWFRS - Chapter 27, Part 2
This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2
AIWFRS Wall Pressures (nst)
Wall
Total =:
Windward:;
Leeward '
Side
Internale;'.
Ph ' :
16.7
13.1
-9.1
-11.7
+/-2.7
Load] Case: 2
6.6
-5.0
0.0
16.7
13.1
Case .l ._ .
Case 2
Case 1:.
MWFRS Roof Pressures (nst)
1 'Zone
povh
1
Effectiveps
Wind Area (sf)
u
Zone 3
Load: Case,l
-8.3
-10.4
-16.0
-14.3
-11.7
Load] Case: 2
6.6
-5.0
0.0
0.0
0.0
MWFRS Roof Overhang Pressures .
povh @ Zone 1 = 6.3 psf
povh @ Zone 3 = 12.0 psf
Pressures indicated are applied to underside of overhang on
windward side only, simultaneously with other roof pressures
C&C Roof Overhang Pressures (psf)
S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, IL, 60067 Page 1 of 1
www.skghoshassociates.com
povh
Effectiveps
Wind Area (sf)
Zone 3
on,:4 •
4 Zone 5
:Load
Load
Load ::
Load
Load
Load
Load
Load
Case .l ._ .
Case 2
Case 1:.
Case 2
Case .l
Case 2
Case 1 :
Case 2
10
=31:6
10.8
54.6 :-
12.5
-20 4 ..
18.8
-31.6.
17.2
500
11.2=16
f
-t.,:
3 `:
13.2
T9:0
12.0
S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, IL, 60067 Page 1 of 1
www.skghoshassociates.com
BY: JMR
J
DATE: 6/18/2016
r
_ - JOB NO: 2420
PAGE: C!
WIND DESIGN PRESSURE ON PROJECTED AREA
ZONE 1
WIND PRESSURE PERPENDICULAR TO SURFACE -8.3 PSF
ROOF PITCH 6 :12 ANGLE = 26.6 °
WIND PRESSURE ON PROJECTED AREA OF ROOF -6.84 PSF
ZONE 2
WIND PRESSURE PERPENDICULAR TO SURFACE -10.4 PSF
ROOF PITCH 6 :12 ANGLE = 26.6 °
WIND PRESSURE ON PROJECTED AREA OF ROOF -8.57 PSF
NET PRESSURE ON PROJECTED AREA 1.7 PSF
USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10
ZONE 3
WIND PRESSURE PERPENDICULAR TO SURFACE -16 PSF
ROOF PITCH 6 :12 ANGLE = 26.6
WIND PRESSURE ON -PROJECTED AREA OF ROOF -13.2 PSF
'ZONE 3
WIND PRESSURE PERPENDICULAR TO SURFACE -16 PSF
ROOF PITCH 6 :12 ANGLE = 26.6
WIND PRESSURE ON PROJECTED AREA OF ROOF -13.2 PSF
NET PRESSURE ON PROJECTED AREA 0.0 PSF
USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10
60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
;C5161I 1v1aps auuuuary Keporl http://ehp4-earthquake.cr.usgs.gov/designmaps/us/summazyphp?templ...
�U IGS Design Maps Summary Report
User -Specified Input
Report Title Jaeger
Sun July 19, 2015 16:06:57 UTC -
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 39.499230N, 121:58566°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III .
s� x c f rS ,t77�!7S - 1 tc � , _ t �; a f •
5f�urt!
Cly-`riL��
h �
? n
i 4
2"
T AM
butte C{ty H'g xvay
0"02015 -up m
USGS-Provided Output
Ss 0.593 g Sm = 0.786 g SDs = 0.524 g _
Sl = 0.261 g Sm1 = 0.490 g Sol = 0.327 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
0.92 MCER Response Spectrum Design Response Spectrum
0.90 0.54.-
o.72
0.48
x.56
0.64
0.42
. ,
,� 0.36
0.48 IM
N 0.40 B 0.30
0.32 y r0.24-
0.24 0.18--
0.12-
0:08
.180.120:08 0.06
0.00 i P 0:00
0.00 0.20 0.bO0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00' 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period, T (sec) Period, T (sec)
For PGAM, TL, CRs, and CR, values, please view the detailed report.
►f 2' 7/19/2015 9:07 AM
BY: JMR
DATE:
JOB NO:
- - PAGE:
SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10
PER SECTION 12.8.1
SEISMIC BASE SHEAR (V) =
Rho(CS )W
WHERE CS
= Sos 1( R 11) _ 0.081 W
Sas
=
0.524
See attached printout from 2003 NEHRP
SDI
=
0.327
See attached printout from 2003 NEHRP
R
=
6.5
per Table 12.2-1 for wood shearwall
IMPORTANCE FACTOR (1) =
1.0
Per Table 1.5-2 For occupancy category II
Rho
=
1.3
Per ASCE 7-10 Section 12.3.4.2
PERIOD OF STRUCTURE (T) =
Ct h." =
0.1448
MAXIMUM HEIGHT OF STRUCURE
(h„) =
14
FT.
Ct =
0.02
FROM TABLE 12.8-2
X =
0.75
FROM TABLE 12.8-2
CHECK CS
TL =
16
SEC. PER FIGURE 22-12
FOR T < TL
CS =
0.3475 MAXIMUM PER 12.8-3
Cs =
0.081 Used for design
Cs/ 1.4 =
0.058 Per CBC Section 1605 (eq. 16-21)
USE V =
0.075 W
60 Independence Circle, Ste. 201 0 Chico, CA 95973 (530) 892-1100 • Fax: 892-1115
6/18/2016
2420
C5
BY:�-
DATE: (l C o
JOB NO: Z4
PAGE 9 OF
W INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115
- S L L L -Z68 (OES) :XV3 • 00 L L -Z68 (OES) -3NOHd • EMS6 VlNHOJllHD `ODIHD • LOZ 3iins `31DUD 3DN3aN3d34N109
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N
v
30 01 39dd
,O -L b G :ON 80f
(oi :31da
Streamline Engineering Project Title: Matt Jaeger
60 Independence Circle, Ste. 201 Engineer. JMR
Chico, CA 95973 Project Descr
and then using the "Printing 8' �.
Title Block" selection.
Title Rlnrl I ina R '
Project ID: 2420
PG, II
uescription
�Wood,Beam Design, ,,BM 1 , ,• _. ... �,� :,.
r r W 3,. ti t > f Calculations per NDS 2012; IBC 2012, CBC 2013, ASCE 7,10
BEAM Size : 3.5x11.875, Versal-am, Fully Unbraced _
` Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade: Versa Lam 2800
Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv, 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf .
Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 2,100.0 psi Eminbend - xx 1,036.83 ksi
Aoolied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0160, Lr = 0.0180 k/ft, Trib= 3.0 ft
Unif Load: D = 0.0120 k/ft, Trib= 5.0 ft -
Dewn Summary
w E + H -
Max fb/Fb Ratio =
0.319-1
fb : Actual :
863.37 psf at 8.250 It in Span # 1
Fb: Allowable:
2,703.24 psi
Load Comb:
+D+Lr+H
. ,. Max fv/FvRatio =
0.161:1
fv : Actual :
4 45.93 psi - at 15.565 ft in Span # 1
Fv: Allowable:
285.00 psi
Load Comb:
+D+Lr+H
Max Reactions (k) D L Lr S
w E + H -
Downward L'+Lr+S - 0.093 in Downward Total
0.298 in
Left Support 0.99 0.45
Right Support 0.99 0.45
268.18 psf at 1.750 ft in Span # 1
Upward L+Lr+S 0.000 in . Upward Total
0.000 in
Load Comb: ,
+D+Lr+H r
Live Load Defl Ratio 2138 >360 Total Defl Ratio
663 >180
:Wood Beare Design BM 2 BM 3
30.55 psi at 2.905 It in Span # 1'
Fv: Allowable:
.
180.00 psi.
Load Comb:
:Calculations per NDS 2012' IBC 2012;-CBC.2013,
ASCE 7
BEAM Size: 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir- Larch
Wood Grade: No.1
Fb - Tension 1000 psi Fc - Prtl
1500 psi Fv
180 psiF Ebend- xx 1700 ksi Density
31.2 pcf
Fb - Compr 1000 psi Fc - Perp
625 psi Ft
675 psi . Eminbend - xx 620 ksi
Applied Loads
Beam self weight calculated and added to loads
UnifLoad: D = 0.0160, Lr = 0.0180 kt t, Trib=13.0 ft
Desron Summary
` Max fb/Fb Ratio =
0.207
fb : Actual :
268.18 psf at 1.750 ft in Span # 1
Fb : Allowable:
1,297.07 psi
Load Comb: ,
+D+Lr+H r
Max fv/FvRatio =
0.170: 1
fv : Actual:
30.55 psi at 2.905 It in Span # 1'
Fv: Allowable:
.
180.00 psi.
Load Comb:
+D+Lr+H ,
Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.008 in
Left Support 0.37 0.41 +, Upward L+Lr+S 0.000 in Upward Total in
0.000
Right Support 0.37 0.41 Live Load DO Ratio 9991 >360 Total Defl Ratio .000 in /.
1