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'Truss Take -of f 'Design & `Sales
sistance
Monte Call :Y- X793 .Camellia„• Dr -'� Paradise,. -.CA 95969
` (530) • 811.4732 Of f ice (530) 877.4732 ” FAX .
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AUG 15 2016
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-DEVELOPjyjEj
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SERVICES
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MiTibUndustries (800)'772'5351 ♦, `,�
1
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BUTTE COUNTY DEVEl. P.MENTSERVICES
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x REVIEWED FOS
CO r E.�OMPLI CE
` .` n DATE ZS
Brian Mclnt er VV �` �^ `
PLACEMENT ONLY. REFER TO TRUSS
C) n
si
CALCULATIONS AND ENGINEERING
STRUCTURAL DRAWING FOR ALL
URTHER LDING
FDESIGNER/ENG
(�J j j j
t
PROJECT TITLE: REVISION -1:
Coon Shop
NEEIR OF REICORD
RESPONSIBLE FOR ALL NON -TRUSS
s s 1. s a n e e
1
PLAN:
- -
[!!!]
S2 o
.
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S2
0
(777) 0654COON
REVIEW AND APPROVE OF ALL
DESIGNS PRIOR TO CONSTRUCTION.
(536) 877 4732 OFfue� & Fagv
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.
S2
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S2o
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Brian Mclnt er VV �` �^ `
PLACEMENT ONLY. REFER TO TRUSS
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CALCULATIONS AND ENGINEERING
STRUCTURAL DRAWING FOR ALL
URTHER LDING
FDESIGNER/ENG
(�J j j j
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PROJECT TITLE: REVISION -1:
Coon Shop
NEEIR OF REICORD
RESPONSIBLE FOR ALL NON -TRUSS
s s 1. s a n e e
1
PLAN:
LRA WN BY. REVISION -2:
[!!!]
NECKED BY:
TO DESIGNER/ENGINEER USE CONNECTIONS.
RECORD TO
�''
SLIVERY LOCATION: ' SCALE: OB NO.:
(777) 0654COON
REVIEW AND APPROVE OF ALL
DESIGNS PRIOR TO CONSTRUCTION.
(536) 877 4732 OFfue� & Fagv
All designs are property of MEEK'S LUMBER AND HARDWARE. All designs are null and void if not fabricated by MEEK'S LUMBER AND HARDWARE.
Job
Truss
Truss Type
Qty
Ply
Coon Shop
60654COON
S1 %
GABLE
TCLL 0
3x6
K2260613
DEFL.
1.5x4 II
(loc)
1.5x4 II
1
PLATES GRIP
DESIGN ASSISTANCE,
PARADISE_ CA
TC 0.50
Vert(LL)
0.00
Job Reference o tional
a.u1u s Apr zu 2016 MiTek Industries, Inc. Tue Aug 09 15:14:05 2016 Paget
ID:rbFGfVm3UL4Bt0124ndcjhypuDB-BCojtT9183H8mTiPG8k9rtocL3iFr AfWRTx2rypY5m
-2 4-11-1 14.7.0
9-6 4 13-s-0 16-8- z3 -as
2-0.0 4-11-11 4-0-2 3-11.2 -7 3-11-2 4.6-2 6-0.0 3 —0-08�
0-7.0
1.5x4 It
3x6 -i
55 6 1. I
4x6 i 4 12 25
8.00 3 26 1.5x4
1. 27 1.5x4 II
28 1.5x4 II
49 3x6
30 1.5x4 II
2 1.5x4 II
1
4x6 =
23 21
. ,
24 4x6 =
20 '�
1A
BOT CHORD
19 1
3x6
TCLL 0
3x6
1.5x4 II 18
DEFL.
1.5x4 II
(loc)
1.5x4 II
1.5x4 II
3x6 ��
956
10
4x6
17 11
16
3x6 15
1.5x4 II 14 12
3x6 'i
3x6
14-7-0
7-2.13 13-5-0 1 20-9-3 28.0.0
7.2-13 6-2-3 -7 8-2-3 7-2-13
Scale = 1:57.8
(ps37
TOP CHORD
2x4 OF No.t&Btr G *Except*
3-7,7-11: 2x6 OF No.2 G
BOT CHORD
2x6 OF No.2 G
WEBS
TCLL 0
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
.
(Roof Snow --37.0)
Plate Grip DOL 1.00
TC 0.50
Vert(LL)
0.00
13
n/r
120
MT20 220/195
TCDL 11,0
Lumber DOL 1.15
BC 0.20
Vert(TL)
-0.01
13
n/r
120
BCLL 0.0
Rep Stress Incr YES
WB 0.15
Horz(TL)
0.01
12
n/a
n/a
BCDL 10.0
Code IBC2012rrP12007
Matrix -S
Weight: 212 Ib FT = 20% .
LUMBER -
TOP CHORD
2x4 OF No.t&Btr G *Except*
3-7,7-11: 2x6 OF No.2 G
BOT CHORD
2x6 OF No.2 G
WEBS
2x4 OF No.1 &Btr G
OTHERS
2x4 OF No. 1&Btr G
REACTIONS. All bearings 28-0-0
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
10-0-0 oc bracing: 29-30,28-29,15-16,14-15.
(Ib) - Max Horz 2=151(LC 9)
Max Uplift All uplift 100 Ib or less atjoint(s) 2, 12, 21, 16, 23, 28, 30, 29, 15, 14
except 22=-104(LC 19)
Max Grav All reactions 250 Ib or less at joints) 22, 30, 29, 27, 26, 25, 24, 20,
19, 18, 17, 15, 14 except2=546(LC 15), 12=546(LC 16), 21=665(LC'16),
16=738(LC 16), 23=665(LC 15), 28=738(LC 15)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 24=-507/77, 4-5=-31/446, 5-6=-18/306, 8-9=0/306, 9-10=0/446, 10-12=-507/77
BOT CHORD 2-30=-41/373, 29-30=-45/357, 28-29=-36/366, 15-16=0/347, 14-15=0/340,
12-14=-16/353
WEBS 9-16=-633/31, 10-16=-583/100, 5-28=-633/31, 4-28=-583/100, 6-23=-491/1,
8-21=-491 /0
NOTES -
1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details asapplicable, or consult qualified building designer as per ANSI/TPI 1.
3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 37.0 psf on overhangs
non -concurrent with other live loads.
6) All plates are 2.5x5 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 1-4-0 oc.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
11) A plate rating reduction of 20% has been applied for the green lumber members.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 21, 16, 23,
28, 30, 29, 15, 14 except at --lb) 22=104.
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �•
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i ly'
ek�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TP11 Quality Criteria, OSB -89 and SCSI Building Circle
Component 250 Klug Ci
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA92880
August 9,2016
Job Truss Truss Type Qty Ply Coon Shop
60654COON S1 GABLEK2260613
2. 1
DESIGN ASSISTANCE, PARADISE, CA -job Reference (optional)
8.010 s Apr 20 2016 MiTek Industries, Inc. Tue Aug 09 15:14:05 2016 Page 2
NOTES- ID:rbFGfVm3UL4Bt0124ndcjhypuDB-BCojtT9183H8mTiPG8kgrfocL3iFr_ANVRTx2rypY5m
13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 22, 21, 16, P. 28, 30, 29, 27, 26, 25,'24, 20, 19, 18, 17, 15, 14.
E
® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f 0/03/2015 BEFORE USE.
Design valid for use only with MTea connectors. This design is based only upon parameters shown, and is for an Individual building component, not
o truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckring of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI{TPII Quality Criteria, DSB•89 and SCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA92880
r
�1
Type
Cly Ply Coon Shop
17 t
K2260614 I
" 8.010 s Apr 20 2016 MiTek Industries, Inc. Tu. Aug 09 15:14:06 2016 Page 1
I D:rbFGfVm3UL4B10124ndcjhypuDB-gOM55pAfyM P?Od HbgrFONSKn 1 TzHaNvpl4C UaHypY51
-2-0-04-11-11 9-5-14 14-M 18-6-2 23-0-5 28-0-0 30.0.0
2_M 4-11-11 4-0-2 4-0.2. 4-6-2 4-6-2 4-11-11 I 2-0-0
5x8 II
4x12 vxlz —
7-2-13 14.0-0 20-9-3 28-0.0
7-2-1.3
Scale: 3/16"=1'
TOL DING (ps37 0
(Roof Snow=37.0)
TCDL 11.0
BCLL 0.0
BCDL '10.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.15
Rep Stress Incr YES
Code IBC2012rrPI2007
CSI. '
TC 0.50
BC 0.53
WB 0.44
Matrix -MS
DEFL. in (loc) I/defl Ud
Vert(LL) -0.34 10-11 >999. 240
Vert(TL) -0.73 10-11 >458 180
Horz(TL) 0.66 8 n/a n/a
PLATES GRIP
MT20 220/195
Weight: 154 Ib FT = 20%
LUMBER- BRACING -
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is for
TOP CHORD 2x4 DF.No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-15•oc purlins.
BOT CHORD 2x6 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF No.1&Btr G
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 0glity Criteria, DSB-87 and BCSI Building Component
Safety Information avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
REACTIONS. (Ib/size) 2=1816/0-5-8,8=1816/0-5-8
Max Harz 2=-152(LC 8)
Max Uplift 2=-191(LC 10), 8=-191(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4953/341, 3-4=-4495/315, 4-5=-3352/133, 5-6=-3352/133, 6-7=-4495/315,
7-8=4953/341
BOT.CHORD 2-12=-194/4297, 11-12=-7/3709, 10-11=-7/3709, 8-10=-194/4297
WEBS 5-11=-99/3187, 6-11=-959/165, 6-10=-113/444, 7-10=-383/84,4-11=-959/165,
4-12=-113/444,3-12=-383/84
NOTES -
1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
Il; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=37.0 psf (Flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 37.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) A plate rating reduction of 20% has been applied for the green lumber members.
8) Bearing 2, 8
RQF ESS/0
at joint(s) considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity
Oe Nq
capacity of bearing surface.
qS ��RRIQ
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)
2=191.8=191.
7`
o S 6332 M
P. 613012018
OF CA\_\
August 9,2016
® WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. ,
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
e,
a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is for
MiTek'
always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 0glity Criteria, DSB-87 and BCSI Building Component
Safety Information avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
250 Klug Cirde
Corona, CA 92880
COMPuTt�uS. Inc.. co
mpressionweb bracing shown onCompuTrus designs is to resist buc{ Gng of those webs. An
akernate method to brace the 2x4 bracing shown on a single member
Custom Software Engineering Manufacturing
tress is to attachT bracing• .
Tbracang is a 2x memberplaced -flat on the web as shown in the figures.
1-2x4 Brace Rewired
See aPPmpriate CompuTrus Engineering 2 or 3-2X4 Braces Shown
See aPPmPriate CompaTrus Engineeri ng
c
2x4 T Brace
2x6 T Brace '
2x4 TBrace
�-- Web
Web jWb
_+
The Tbrace must be at least 8'0% of the Wel; length and is attached Typical at tresses 24'o.c: o heed With 1 od nab at s"o'r thr•oUgho ut.
tfa 2x4 or2x6 web regtires a single brace a 2x4 Tbrace maybe substihded.
2 or3 braces, a single 2x5 Tbrace ora 2x4 Tbrace alta If a 2x4 or 2x6 web regtdres.
substituted. The Tbra thea to the top bottom ofthe.web maybe
cels) must be of equal or better material than the web.
Trusses at 246.r- typical
Restraint required at
each end of brace
and at 20' intervals: Brace must be 8D% of
the length of the web.
2x4 lateral brace with
2-1Dd nails per truss.
Refer to CompuTrus Eng.
2x4 T Brace With
.. I-Dd nails at Fo.c.
FILE NO:I Lateral Bract Detail
DATE: 10723/08
SEQ` 2787671
)SC 2006 /CS -C 2007
Lateral Brace
STANDARD ..5A5Lr- ,END. DETA-1 L
12
VARIES
MATGHTRU55 �� .
LEDGER
V_1
MINIMUM GRADE
GORDS.AND STUDS
PER -TRUSS DESIGN.
wNTINOL5 9CARIMS AS KEWIRFD \
SPAN TO -MATCH COMMON TRU55
4-I0d NAILS MIN
8d @ 6" O,G. 2-I0d TYP.
PLYWOOD SHEATHING TO
2X4 5TO. DF -L BLOCK
2' MAX EAVE W/ NO;2 OR
BTR 4x2 OUTLOOKER5 @ 32"
O.G., DONOT OVER GUT TOP
CORD ® OUTLOOKER
2X4 BLOCK
NOTCHES;
2X4' STUD OR BTR
51 MP50N- A34 OR
SPACED ®5'-0" 0,4,
EQUIVALENT
SHALL BE PROVIDED AT
EACH END OF BRACE:
5TRONGBAGK —7-
CONNECT AT END W/
- .4-I0d NAILS. MAX LENGTH
LEDGER
STANDARD TRUSSES
GABLE END
SPACED a :24"0 *.C.
5IMP50N A54 OR
EOUI VALENT
fESS��
1,
2x GONTINOU5 BACKING
W/ 16d'5 @ 24" 0.0; MIN. ¢ oss D
GABLE TRU55 TO
EXP. 06i30i1 a :}c
BACKING $ BACKING TO
TOP PLATE. civl�,�P
NOTES: of CALIF
DETAIL A`
1). 2X4 NO.2 OR BTR FOR LEDGER AND 5TRON(50ACK NAILED T06ETHER W/ IOd NAILS D 6" 'O.0
2). 2X4 LEDGER NAILED TO EACH STUD- WITH 3-I0d NAIL5.
3). 2X4 5TRONGBACK TO BE CONNECTED TO EACH VERT. STUD W/ 2-IOd TOE NAIL5.
4). THE .IOd NAIL5 5PECIFIED FOR LEDGER AND'STRONGBACK ARE .IOd BOX NAILS
(0.131 "D I AX3.0 "LG)
TH15 DETAIL 15 APPLICABLE TO STRUCTURAL 6ABLE.ENV.-IF THE• FOLLOWING CONDITIONS ARE
MET:
1). THE HORIZONTAL TIE MEMBER AT THE VERT OPENING SHALL BE BRACED 4'-0" MAX FO
MPH EXP. G WIND LOADING. R 85
2). MAX MEAN ROOF HEIGHT 15 45',
3). MAX ROOF LIVE LOAD TO BE 40 POUND5 PER 5OUARE FOOT,
4). PLEASE CONTACT TRU55 ENGINEER IF THERE ARE ANY OUESTIONS,
5).. DESIGN NOT VALID IF LOCATED ON AN 150LATED'HILL. RIDGE OR.F5GAF2pmr-Kl-r
BUTTE COUNTY DEPARTMENT OF-D2EV`_
E. NTSERV109--
VILDING
.:CONSTRUCTION DEMS RECOVERY FINAL REPORT
Final inspection will not be scheduled until completed repoifsubnitted
APN: Building -Permit-#
Owner Name:
Owner Phone:
,W,
Jobsite Addrds.s: Project TY,'p struiction Q
0`C6h Ppmolitiory
.4obsite Contact:
Com art
MATERIAL
:Inert Material (Concrete, asphalt)
Lumber
'Plant/Tre'eDebris
Dry,Wall..
Metal
'Cardboard.
Other.
Other
-
I
Total tons of mafterldldisposed of (not recycled -or reused).
Total tons of'. m -ateria.1 not. disposed '.:(dithet-.-recycled of. le6dsdd)
-Percent recydle:&reused
Submit Completed form. in person or by
Butte ,County Development Services -
Building
7 County Center Drive
Orovilk CA 95965
WIDERS USED
receipts,`r, AttAch copies of:we�ght gate tags, or
.00,gr Vo iM"g. W VM`
,A..o.n
46tall materials
that were"reused; rek
ye d or disvosod..
Please sign in-didaitintbaftheabove information is true and correct tbjh.0,best-o.-you'r. now ..qp-
� I . . . . I W ` k' ' ied " .
Applicant
.(Owner or Contractor),, Date:
:Circle which
Final Report returned with comments-., *-- - -(Initl.a(Initial) Daite,
Final Report appfqvedi(B6IIdl664hVe4tdr)
:DAW_
\20' 1 -#':
KABU'LDI&d 4 \ \keS'0r&n Bldg. rrns'Amo.c,
A roye, orms
f6rrri pj
BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING
CONSTRUCTION DEBRIS RECOVERY FINAL REPORT
Final inspection will not be scheduled until completed report submitted
APN: •12345-67
Owner Name: John Bidwell
Building Permit #
Submit completed form In person or by
mail to:
Butte County Development Services -
Building
7 County Center Drive
Oroville, CA 95965
Owner Phone: (530) 999-9999
Jobsite Address: 50 Diversion Way, Oroville Project Type: 0 Construction 0 Demolition
Jobsite Contact: B. Z. Beaver Company: Fingertight Construction Jobsite Phone: (530) 555-1254
MATERIAL
Reuse
Tonnage
Recycle
Tonna a
Tonna ea
Tonna
ACTUAL FACILITIESISERVICE PROVIDERS USED
Inert Material (concrete, asphalt)
4A
On-site reuse of dirt, concrete
Lumber
1.5
ABC Disposal Co. Neal Road Landfill for Recycling
Plant(Tree Debris.
1.3
Acme Tree Service — grind up for mulch
_Dry Wall
.20
wasted
Donated large pieces - disposed unusable smaller pieces; included with mixed waste
Metal
.64
XYZ Scrape Metal Co. - separate bin on site
Cardboard
.34
ABC Disposal Co. - separate bin on site
Other. Mixed waste
5.25
ABC Disposal Co. - to Neal Road Landfill
Other. Fixtures
Habitat for Humanity - fixtures donated
Total tons of material disposed of (not recycled or reused) 5.25
Total tons of material not disposed (either recycled of reused) 8.38_ Attach copies of weight receipts, gate tags, or
other verifying information for all materials
Percent recycled/reused 61.15 % LDisposal+RecycleBReuse+Recycle&Reuse) that were reused, recycled or disposed.
Please sign indicating that the above information is true and correct to the best of your knowledge:
Applicant:
(Owner or Contractor): pate.
Circle which
Final Report approved: (Building Inspector)
Date:
K:\BUILDING120111Approved formMes Green Bldg. forms\Waste Diversion -Recycling fortns.doc
A-
M
CHO
veering, Inc.
STRUCTURAL CALCULATIONS
Rancho Job #16-165
for
Coon Shop
14351 Winchester Ln
Magalia, CA
Calculation Index: Page #
• Project Layout 1 :,
• Gravity Analysis ; , G1
• Lateral Analysis L1 -L7
• Beam Analysis 61-64 ,
Revision Summary:
Rev. 0
08/9/16 Initial
4
ei L4. I JLF
BUTTE
COUNTY
AUG 15 2016
DEVELOPMENT
SERVICES
This calculation package is valid for the project location as listed above only and may not be
used or modified for another site without the authorization of Rancho Engineering Inc. Rancho
Engineering Inc. disclaims responsibility for any structural design not specifically addressed in
this calculation package. Calculations aqUAges are not valid until reviewed and approved by
appropriate governmental agencies. BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIAN
DATA C1 -% - M..BY
Jarrod Holliday, P.E. 5550 Skyway Suite C
Civil, Structural, Septic Design Paradise CA 95969
(530) 877-3700 Phone/Fax
ranchoengineering@hotmail.com
F�uE CopY
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SCALE = N.T.S.
JOB # 16-165
5550 Skyway, Ste. G GOON SHOP LAYOUT
CHO Paradise, GA g5g6q 14351 wINGHE5TER LN
Phone/Fax: MAGALIA, GA
Fnerin , Inc. (530) 87'7-3"700
8/10/2016
Coon Shop -16-165 G1
Gravity Loads:
Construction
Roof Dead Load 5/8" Ply
2.25 psf
Comp Roof
5.0 psf
Slope= 8 /12 Framing
5.0 psf
Sheetrock
2.8 psf
Misc.
0.8 psf
Siding
5.0 psf
Framing
Total Sloped=
15.85 psf
Total Horiz.=
19.05 psf
1.0 psf
Roof Live Load
Construction
20 psf
Snow
37 psf
Exterior Wall Dead Load -
3/8" Ply.
1.8 psf
Siding
5.0 psf
Framing
1.7 psf
Sheetrock
1.8 psf
Insulation
1.0 psf
Misc.
1.7 psf
Total
13.0 psf
JrMLwjU
CS-9EP tMO
ngineering
8/10/2016
Coon Shop -16-165 LI
Slope
Enclosed
C„et: Table 1609.6.2(2)
P: (Eqn 16-34)
-
All Heights Method Wind Loading
Windward wall Pressure+ Y
CBC -13 per 1609.6
7.66
V= 110
Kd= 0.85
Loading- Front
h= 17.2
V^2= 12100
G= 0.85
Wall Lines 1-2
z= 12
qg 30.98
1= 1
Exposure: B
Peak Ht= 22.4
k: 0.57
Kzt= 1
1.94
Pressure Y
kh= 0.60
1 qh= 15.74
Slope
Enclosed
C„et: Table 1609.6.2(2)
P: (Eqn 16-34)
-
Windward wall Pressure+ Y
0.43
7.66
Pmax= 13.00
psf
psf
Pressure Y
0.73
13.00
-0.01, ., _
-0.19
Pmin= -5.92
Leeward wall Pressure"* Y
-0.51
-9.08
Pmax= 9.08
psf
1.94
Pressure Y
-0.21
-3.74
Condition 2 pressure
Y
0.41
Pressure* Y
-0.66
-11.75
Pmax= 11.75
psf
Y
Side wall
Pressure Y
-0.35
-6.23
psf
Leeward Roof
Pressure
Length=
36
ft
Pmin= -12.22
psf
Pressure+
Width=
28
ft
Pmax= -14.62
psf
II to ridge Pressure
Y
Height=
12
ft Wind Load Areas SQFT
psf
Areas SQFT
Windward= 488
Pwall =
6341.97 lbs
Normal
Leeward= 488
0.00 lbs
Pwall =
4430.69 lbs'
Leeward= 0
Wind
Sidewall Left= 432
Proof=
Pwall =
5075.85 lbs
Wind
Parallel to ridge Left= 462
Sidewall Right= 432
-
Pwall =
5075.85 lbs
Windward= 488
Pwall =
6341.97 lbs
9322.49 lbs
Inverse
Leeward= 488
Windward= 0
Pwall =
4430.69 lbs
Proof=
Wind
Sidewall Left= 432
-Inverse
Pwall =
5075.85 lbs
Proof=
Sidewall Right= 432
Pwall =
5075.85 lbs
Slope
81/12 jEnclosed
C„el (Table 1609.6.2(2)
P (Eqn 16-34)
-
Pressure"
Y
-0.32
-5.92
Pmax.= 7.50
psf
Winward
Condition 1
Pressure
Y
-0.01, ., _
-0.19
Pmin= -5.92
psf
Roof
Pressure"
Y
0.11
1.94
Condition 2 pressure
Y
0.41
7.50
Pressure+
Y
-0.66
-12.22
Pmax= -6.48
psf
Leeward Roof
Pressure
Y
-0.35
-6.48
Pmin= -12.22
psf
Pressure+
Y-1
-1.09
-20.18
Pmax= -14.62
psf
II to ridge Pressure
Y
-0.79
-14.62
Pmin= -20.18
psf
Areas SQFT
Windward= 0
Proof=
0.00 lbs
Normal
Leeward= 0
Proof=
0.00 lbs
Wind
Parallel to ridge Left= 462
-
Proof=
9322.49 lbs
Parallel to ridge Right= 462
Proof=
9322.49 lbs
Windward= 0
Proof=
0.00 lbs
-Inverse
Leeward= 0
Proof=
0.00 lbs
Wind
Parallel to ridge Left= 462
Proof=
9322.49 lbs
Parallel to ridge Riaht= 462
Proof=
9322.49 lbs
Wind Dirc. Net Force
Normal Windward + Leeward= 10772.66 lbs 10772.7 lbs
Sidewall Net= 0.00 lbs 384.7 lbs per ft width of wall
Inverse Windward + Leeward= 10772.66 lbs 230.8 lbs ASD Load
Sidewall Net= 0 lbs
ngineering
8/10/2016
Coon Shop 16-165 L1
All Heights Method Wind Loading
.CBC -13 per 1609.6
Windward wall Pressure+ Y-
V= 110
Kd= 0.85
Loading- Side
h=
17.2
Pressure Y
V^2= 12100
G= 0.87
Wall Lines A -B
z=
12
Leeward wall Pressure+ Y
qs 30.98
1= 1
Exposure: B
Peak Ht=
22.4
Pressure Y
k: 0.57
Kzt= 1
kh= 0.60
oh= 15.74
Enclosed C„e:- Table 1609.6.2(2) P: (Eqn 16-34)
Normal Windward + Leeward= 18645.12 lbs •v•18645.1 lbs
Sidewall Net= 0.00 lbs 517.9 lbs per ft width of wall
Inverse Windward + Leeward= 18645.12 lbs 310.8 lbs ASD Load
Sidewall Net= 0 lbs
CHO
ngineering
Windward wall Pressure+ Y-
0.43
7.66
Pmax= 13.00
psf
Pressure Y
0.73
13.00
P (Eqn 16-34)
Leeward wall Pressure+ Y
-0.51
-9.08
Pmax= 9.08
psf
Pmax= 7.50
Pressure Y
-0.21
-3.74
Pressure+ Y
-0.66
-11.75
Pmax= 11.75
psf
-0.01
Side wall
Pressure Y
-0.35
-6.23
Roof
Pressure+
Length=
28
ft
Condition 2
Width=
36
ft
'
pressure
Height=
12
ft Wind Load Areas SQFT
Pressure+
Windward= 432
-0.66
Pwall =
5614.20 lbs
psf
Normal
Leeward= 432
-0.35
Pwall =
3922.25 lbs
psf
Wind
Sidewall Left= 488
Y"
Pwall =
5733.83 lbs
Pmax= -14.62
psf
Sidewall Right= 488
ridge
Pressure
Pwall =
5733.83 lbs
-14.62
Pmin= -20.18
Windward= 432
Pwall =
5614.20 lbs
Inverse
Leeward= 432
Pwall =
3922.25 lbs
Wind
Sidewall Left= 488.
Pwall =
5733.83 lbs
Sidewall Right= 488
5644.81 lbs
Pwall =
5733.83 lbs
Parallel to ridge Left= 0
Normal Windward + Leeward= 18645.12 lbs •v•18645.1 lbs
Sidewall Net= 0.00 lbs 517.9 lbs per ft width of wall
Inverse Windward + Leeward= 18645.12 lbs 310.8 lbs ASD Load
Sidewall Net= 0 lbs
CHO
ngineering
Roof Loads
Slope
8/12 Enclosed
C„et (Table1609.6.2(2)
P (Eqn 16-34)
Pressure+
Y
-0.32
-5.92
Pmax= 7.50
psf
Condition 1
Winward
Pressure
Y
-0.01
-0.19
Pmin= -5.92
psf
Roof
Pressure+
Y
0.11
1.94
Condition 2
pressure
Y
0.41
7.50
Pressure+
Y
-0.66
-12.22
Pmax= -6.48
psf
Leeward Roof
Pressure
Y-
-0.35
• -6.48
Pmin= -12.22
psf
Pressure+
Y"
-1.09
-20.18.
Pmax= -14.62
psf
II to
ridge
Pressure
Y'
-0.79
-14.62
Pmin= -20.18
psf
Areas SQFT
Windward= 462
Proof=
3463.86 lbs
Normal
Leeward= 462
Proof=
5644.81 lbs
Wind
Parallel to ridge Left= 0
Proof=
0.00 lbs
Parallel to ridge Right= 0
Proof=
0.00 lbs
Windward= 462
Proof=
3463.86 lbs
Inverse
Leeward= 462
Proof=
5644.81 lbs
Wind
Parallel to ridge Left= 0
Proof=
0.00 lbs
Parallel to ridge Right= 0
Proof=
0.00 lbs
Resultant Force
Winrl Mrr
AIe+ Cr.r.+e
Normal Windward + Leeward= 18645.12 lbs •v•18645.1 lbs
Sidewall Net= 0.00 lbs 517.9 lbs per ft width of wall
Inverse Windward + Leeward= 18645.12 lbs 310.8 lbs ASD Load
Sidewall Net= 0 lbs
CHO
ngineering
• 8/10/2016
Coon Shop -16-165 L3
ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure
Description
Symbol
Value
Source
Units
Site Class
-
D
Chapter 20
-
NICER (short period)
Ss
0.655
USGS website
%g
MCER (1 sec period)
Si
0.262
USGS website
%g
Response Modification
R
6.5
Table 12.2-1
-
Risk Category
-
'il.
Table 1-1
-
Importance Factor
I
I
Table 11.5-1
Strutural Height
ho
22.4
-
ft
Peroid Parameter
Ct
0.02
Table 12.8-2
English
Peroid Parameter
x
0.75
Table 12.8-2
English
Long Period
TL
16
Figure 22-16
sec
Aprx. Fundamental Period
Ta
0.206
Section 12.8.2.1
sec
Design Spectral Acceleration
SDS
0.557
Eq. 11.4-3
%g
Design Spectral Acceleration
SD,
0.328
Eq. 11.4-4
%g
Redundancy Factor
p
1.3
Section 12.3.4.
-
Seismic Response Coefficient
Cs
0.086
Section 12.8.1. 11
-
Diaphragm 1 Roof
Tributary Area =
1008 SQFT Snow 20%
7.40 psf
Diaph. width 1-2: 28 V u�emate =
201 plf,
1008 SQFT Sloped Roof @
19.05 psf
V working stress =
. 144 plf
1840.00 SQFT of Ext. Wall @
13.00 psf
-
0.00 SQFT of Int. Wall @
8.00 psf
Diaph. width A -B 36 V ultimate =
l57 plf
0.00 SQFT Floor @
12.00 psf
V working stress —
' ` 112 plf, .
W=
50580.9 lbs
i
8/10/2016
Coon Shop -16-165
Lateral Load Summary
Roof Level
Wall
Tributary
Seismic.
Wind
Seismic Wall
Wind Wall
Controaling
Line
Length
Loading
I
Loading
Load
I
Load
Load
ID. Dia
(FT)
(plf)
(plf)
(kips)
(kips)
Case
1.1
14.0144
230.8
2.01
3.23
Wind
2.1
14.0
144
230.8
2.01
3.23
Wind
Roof
A.1
18.0
112
310.8
2.01
5.59
Wind
B.1
18.0
112
310.8
2.01
5.59
Wind
L4
Ai Fop, •
8/10/2016
Coon Shop -16-165
L�
SHEAR WALL DESIGN ANSU AF & PA SDPWS-2008 and CBC -13
Wall
Wall
Wall
Floor
Wall
OTM
Uplift from
Net
Required
Holdown
Line Load
Wall
Height
th
Wall
Position
System
Stress
aspect
OTM
Res
Res
Res extra
above
Uplift
Anchor
or
Wall Type
(ld s)
Number
(ft)
ratio
Id ft
ki
(lbs)k
Id '
Bolt
Strap
Walt Line ID: 1
Level 1
1
12
28.0
Comer
STEM
71.9
1.000
24.2
61.2
0
0
0
-0.28
SST816
HDU2 (OBL 2X)
A
Seismic
2.01
1
12
28.0
Comer
STEM
115.4
1.000
38.8
61.2
0
0
0
0.07
SSTB16
HDU2 (DBL 2X)
A
Wind
3.23
Wall Line ID: 2
Level: 1
1
12
29.0
Comer
STEM
34.7
1.0
12.1
65.6
0
0
0
-0.76
No AB Req'd
No HD Req'd
A
Seismic
2.01
1
12
29.0
Comer
STEM
55.7
1.0
19.4
65.6
0
0
0
-0.69
AB Req'd
No HD Req'd
A
Wind
INO
3.23
Wall Line ID: A
Level: 1
1 12
8.0 Comer STEM
125.8
1.000
12.1
5.0
0
0
0
1.18
SST820 HDU4 (DBL 2X)
B
Seismic
2 12
80 Comer STEM
125.8
1 1.18
SSTB20 HDU4 (DBL 2X)
B
2'01
1.000
12.1
5.0
0
0
0
1 12
8.0 Comer STEM
349.6
1.000
33.6
5.0
0
0
0
1 3.82
SSTB20 HDU4 (DBL 2X)
B
Wind
5.59
2 12
8.0 Comer STEM
349.6
1.000
33.6
5.0
0
0
0
3.82
SSTB20 HDU4 (DBL 2X)
B
Wall Line ID: B
Level: 1
1
12
60
Comer
STEM
167.8
1.0
12.1
2.8
0
0
0
1.77
SB618x24 HDU5 (DBL 2X)
C
Seismic
1.77
S85/8x24 HDU5 (081- 2X)
C
2'01
2
12
6.0
Comer
STEM
167.8
1.0
12.1
2.8
0
0
0
1
12
6.0
Comer
STEM
466.1
1.0
33.6
2.8
0
0
0
5.31
SB5/W4 HDU5 (DBL 2X)
C
Wind
5.59
2
12
6.0
Comer
STEM
466.1
1 1.0
33.6
2.8
0
0
0
5.31
S85/W4 HDU5 (DBL 2X)
C
ft
CHO
-rin5
8/10/2016 Coon Shop -16-165
PERFORATED SHEAR WALL DESIGN
ANSI/ AF & PA SDPWS-2008
REQ'D HOLDOWN: No HD Req'd
REQ'D AB: No AB Req'd xi
b
WALL LINE: 1
Level: 1
ft
Floor System: STEM
Position: Corner
WALL STRESS: 115 plf Wind
b
72 plf Seismic
REQ'D WALL ID' A
REQ'D HOLDOWN: No HD Req'd
REQ'D AB: No AB Req'd xi
b
L6
CHD
Tffnf#neering
Full Wall Diminsions
ft
b
28
h
Ift
12
ft
Com onents Diminsions
ft
Comp.
x;
h,
b;
-
1
8
3.00
4.
'
2
24
3
4
Nominal Values (Table 4.3A)
3
4
Wall ID
Seimic
Wind
5
A
173
173
6
B
260
365
7
C
380
532
8
D
490
685
9
E 665 930
Units
Reduced Allowable Values
Desc
Value
Eq. (4.3-5)
CO
1.077
-
Section 4.3.1
aspect
1.000
-
Wall ID
Seimic
Wind
Sec 4.3.1 & Sec 4.3.3.4
F -Li
20.0
ft
A
173
173
Eq. (4.3-8)
T
1286
Ib
B
280
393
Eq. (4.3-9)
v
107
plf
C
409
573
'
TREs
1310
Ib
D
528
693
VREs
109
plf
E
716
960
Res Extra
0
plf
Net uplift
-24
Ib
1
L6
CHD
Tffnf#neering
8/10/2016 Coon Shop -16-165 L7
PERFORATED SHEAR WALL DESIGN
ANSI/ AF & PA SDPWS-2008
Full Wall Diminsions ft
WALL LINE: 2
36
12
Level: 1
Floor System: STEM
Position: Corner
WALL STRESS: 56 plf Wind
35 plf Seismic
REQ'D WALL ID: A
REQ'D HOLDOWN: No HD Req'd
-
REQ'D AB: No AB Req'd
Full Wall Diminsions ft
b
h
36
12
ft .
ft
b
�bl �.. b2 --i r�3�
t ��
CAhp I 1 Q GOMP
x�
Com onents Diminsions
ft
Comp.
x;
h;
b;
1
4
6.66
3
2
16
3
4
Nominal Values (Table 4.3A)
3
4
Wall ID
Seimic
Wind
5
A
173
173
6
B '
260
365
7
C
380
532
.
8
D
490
685
9
E
665
930
Units
Reduced Allowable Values
Desc
Value
Eq. (4.3-5)
Co
0.973
-
I
Section 4.3..1
aspect
0.667
-
Wall ID
Seimic '
Wind
Sec
4.3.1 & Sec 4.3.3.4
F -Li
29.0
ft
A
169
173
Eq. (4.3-8)
T
687
Ib
B
169
355
Eq. (4.3-9)
v
57
plf
C
247
518
TREs
1685
Ib
D
318
667
VREs
140
plf
E
431
905
Res Extra
0
plf
Net uplift
-998
Ib
t
CHO
ngtneering
Title Block Line 1 Project Title:
You can change this area Engineer: Proiect ID: BI
using the "Settings' menu item Project Descr:
and then using the "Printing &
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Pdnted: 9 AUG 2016,10:03AM
S.
tlla UU15t1U<80Cn0' K) Op51LV.10}700+VI1l� V"I"! crw '
Wood Beam
INC.1902015, Birild.6.1b:7;24;:Ver.6.15:12:91:
Description : B1
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Uniform Load: D = 0.0190, Lr = 0.020, S = 0.0370 ksf, Tributary Width = 3.0 ft
Material Properties
DESIGN SUMMARY
Analysis Method: Allowable Stress Design
Fb -'Tension
900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
900.0 psi
Ebend- xx 1,600.Oksi
0.5141
Fc - Pdl
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
6x12
Wood Grade : No.2
Fv
Ft
180.0 psi
575.0 psi
Density 31.20pd
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
fb : Actual
D 0.057 Lr 0.06 S 0.111
6x12
Span = 16.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0190, Lr = 0.020, S = 0.0370 ksf, Tributary Width = 3.0 ft
DESIGN SUMMARY
'Maximum Bending Stress Ratio =
0.5141
Maximum Shear Stress Ratio
=
0.136 :1
1 Section used for this span
6x12
Section used for this span
6x12
fb : Actual
532.15psi
fv : Actual
=
28.15 psi
1713: Allowable
1,035.00psi
Fv : Allowable
=
207.00 psi
Load Combination
+D+S+H
Load Combination
+D+S+H
Location of maximum on span =
8.000ft
Location of maximum on span
=
15.066 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.148 in
Ratio=
1300
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.223 in
Ratio=
859
Max Upward Total Deflection
I
f
0.000 in
Ratio=
0 <180
TMaximum Forces & Stressesfgload Comtilnafions'.
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd
C FN C I
C r C m
C t CL M fb
Pb
V
fv F'v
+D+H
0.00
0.00
0.00 0.00
Length =16.0 It 1 0.223 0.059
0.90
1.000 1.00
1.00 1.00
1.00 1.00 1.82 180.55
810.00
0.40
9.55 162.00
+D+L+H
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =16.0 It 1 0.201 0.053
1.00
1.000 1.00
1.00 1.00
1.00 1.00 1.82 180.55
900.00
0.40
9.55 180.00
+D+Lr+H
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =16.0 It 1 0.329 0.087
1.25
1.000 1.00
1.00 1.00
1.00 1.00 3.74 370.60
1125.00
0.83
19.61 225.00
+D+S+H
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =16.0 It 1 0.514 0.136
1.15
1.000 1.00
1.00 1.00
1.00 1.00 5.38 532.15
1035.00
1.19
28.15 207.00
+D+0.750Lr+0.750L+H
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =16.0 It 1 0.287 0.076
1.25
1.000 1.00
1.00 1.00
1.00 1.00 3.26 323.09
1125.00
0.72
17.09 225.00
+D+0.750L+0.7503+H
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =16.0 ft 1 0.429 0.114
1.15
1.000 1.00
1.00 1.00
1.00 1.00 4.49 444.25
1035.00
0.99
23.50 207.00
Title Block Line 1 Project Title:
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using the "Settings' menu item Project Descr.
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,� n ,� e� nu+artus
Wood Bealm <> w .Y ak "'.
w, ,.FcAi
KW-06007181
Description : B1
Load Combination Max Stress Ratios Moment Values
Proiect ID: g2
Printed: 9 AUG 2016,1 HaAM
65 -MC 1WCINTY.; EC6%
ice' 7:24YV�er6..15�1i�
•
Shear Values
Segment Length Span # M V Cd C FN C i Cr C m C t CL M tb Fb V tv Fv
+04.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 It 1
0.125
0.033
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.82 180.55
1440.00
0.40
9.55
288.00
+D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.125
0.033
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.82 180.55
1440.00
0.40
9.55
288.00
+0+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 It 1
0.224
0.059
1.60 1.000
1.00
1.00
1.00
1.00
1.00
3.26 323.09
1440.00
0.72
17.09
288.00
+0+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 It 1
0.309
0.082
1.60 1.000
1.00
1.00
1.00
1.00
1.00
4.49 444.25
1440.00
0.99
23.50
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 It 1
0.309
0.082
1.60 1.000
1.00
1.00
1.00
1.00
1.00
4.49 444.25
1440.00
'0.99
23.50
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 It 1
0.075
0.020
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.09 108.33
1440.00
0.24
5.73
288.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 It 1
0.075
0.020
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.09 108.33
1440.00
0.24
5.73
288.00
Overall Maximum.Defledtions��
Load Combination
Span
Max. '= Deft
Location in Span
Load Combination
Max. '+' Deft
Location in
Span
+D+S+H
1
0.2234
8.058
0.0000
0.000
Vertical Reactions
`. , ..:; s:+.
;
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.344
1.344
Overall MINimum
0.274
0.274
+D+H
0.456
0.456
+D+L+H
0.456
0.456
+D+Lr+H
0.936
0.936
+D+S+H
1.344
1.344
+D+0.7501 -r+0.7501 -+H
0.816
0.816
+D+0.750L+0.750S+H
1.122
1.122
+D+0.60W+H
0.456
0.456
+D+0.70E4i
0.456
0.456
+D+0.750Lr+0.750L+0.450W+H
0.816
0.816
+D+0.750L+0.750S+0.450W+H
1.122
1.122
+D+0.750L+0.750S+0.5250E+H
1.122
1.122
+0.60D+0.60W+0.601-1
0.274
0.274
+0.60D+0.70E+0.60H
0.274
0.274
D Only
0.456
0.456
Lr Only
0.480
0.480
L Only
S Only
0.888
0.888
W Only
E Only
H Only
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Description : 82
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
6x8
Section used for this span
417.05psi
Load Combination Set: ASCE 7-10
1,035.00psi
Fv: Allowable
+D+S+H
Material Properties
2.000ft
Location of maximum on span
Span # 1
Analysis Method: Allowable Stress Design
Fb - Tension
900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
900.0 psi
Ebend- xx 1,600.Oksi
0 <180
Fc - PHI
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Span #
Wood Grade : No.2
Fv
Ft
180.0 psi
575.0 psi
Density 31.20pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
Cr
C m
0.304 0.32 S(0.592)
6x8
Span = 4.0 ft
Applied Loads
;. ;`;': Service loads entered. Load Factors will be applied for calculations.
--=' � •��
Uniform Load : D = 0.0190, Lr = 0.020, S = 0.0370 ksf, Tributary Width =16.0 ft
Maximum Bending Stress Ratio =
Section used for this span
fb : Actual =
FB: Allowable =
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.4031 Maximum Shear Stress Ratio
6x8
Section used for this span
417.05psi
fv : Actual
1,035.00psi
Fv: Allowable
+D+S+H
Load Combination
2.000ft
Location of maximum on span
Span # 1
Span # where maximum occurs
0.011 in Ratio=
4329
0.000 in Ratio=
0 <360
0.017 in Ratio=
2860
0.000 in Ratio=
0 <180
0.218:1
6x8
45.19 psi
= 207.00 psi
+D+S+H
= 3.387 ft
Span # 1
Maximum Forces & Stresses`for I:oad',,.O nations
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
Cd
C FN
C i
Cr
C m
C t
CL
M
fb
Fb
V
fv
Fv
+D+H
0.00
0.00
0.00
0.00
Length = 4.0 It
1
0.175
0.095
0.90
1.000
1.00
1.00
1.00
1.00
1.00
0.61
141.50
810.00
0.42
15.33
162.00
+D+L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft
1
0.157
0.085
1.00
1.000
1.00
1.00
1.00
1.00
1.00
0.61
141.50
900.00
0.42
15.33
180.00
+0+Lr+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft
1
0.258
0.140
1.25
1.000
1.00
1.00
1.00
1.00
1.00
1.25
290.44
1125.00
0.87
31.47
225.00
+0+5+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft
1
0.403
0.218
1.15
1.000
1.00
1.00
1.00
1.00
1.00
1.79
417.05
1035.00
1.24
45.19
207.00
+D40.750Lr+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft
1
0.225
0.122
1.25
1.000
1.00
1.00
1.00
9.00
1.00
1.09
253.21
1125.00
0.75
27.43
225.00
+D+0.750L+0.750S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft
1
0.336
0.182
1.15
1.000
1.00
1.00
1.00
1.00
1.00
1.50
348.16
1035.00
1.04
37.72
207.00
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Description : B2
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span # M V Cd C FN C i Cr C m C t C L M ib Fb V tv F'v
+D+0.60W41
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.098
0.053
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.61 141.50
1440.00
0.42
15.33
288.00
+D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.098
0.053
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.61 141.50
1440.00
0.42
15.33
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.176
0.095
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.09 253.21
1440.00
0.75
27.43
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.242
0.131
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.50 348.16
1440.00
1.04
37.72
288.00
+0+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.242
0.131
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.50 348.16
1440.00
1.04
37.72
288.00
460D-460*4601-1
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.059
0.032
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.36 84.90
1440.00
0.25
9.20
288.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.059
0.032
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.36 84.90
1440.00
0.25
9.20
288.00
Overall Maximum-Defledions
Load Combination
Span
Max.' ' Defl
Location in Span
Load Combination
Max.
'+• Defl
Location in Span
+D+S+H
1
0.0168
2.015
0.0000
0.000
Vertical Reactions
3 ,
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.792
1.792
Overall MINimum
0.365
0.365
+D+H
0.608
0.608
+O+L+H
0.608
0.608
+D+Lr+H
1.248
1.248
+D+S+H
1.792
1.792
+D+0.750Lr+0.750L+H
1.088
1.088
+D+0.750L+0.750S+H
1.496
1.496
+0+0.60W+H
0.608
0.608
+D+0.70E+H
0.608
0.608
+D+0.750Lr+0.750L+0.450W+H
1.088
1.088
+0+0.750L+0.750S+0.450W+H
1.496
1.496
+D+0.750L+0.750S+0.5250E+H
1.496
1.496
+0.60D+0.60W+0.60H
0.365
0.365
+0.60D+0.70E+0.60H
0.365
0.365
D Only
0.608
0.608
Lr Only
0.640
0.640
L Only
S Only
1.184
1.184
W Only
E Only
H Only