HomeMy WebLinkAboutB16-1205 000-000-000r ,
-�- Summit Structural Design
383 Rio Lindo Avenue, Suite 200, Chico, California 95926
p. (530) 592-4407 www.summitchico.com
. May 28, 2016
RE: Martinovich Remodel, 45'Felicidad Lane, Chico, CA
To Whom It May Concern:
.� I have reviewed the truss calculations by Systems Plus dated 5-13-16 and have found that the
trusses appear to be designed in accordance with the general design concept of the
structural documents dated 5-27-16. The specific design shall remain the responsibility of
the engineer who has sealed the calculations.
_. Sincerely,
Ryland Burdette, P.E.
BUTTE
Og1NEDYeG�ccy�
GGA' COUNTY
Uj
Ir C 88 m [JUN 0 6 2.016
EXP. )EVELOPMENT
SERVICES
srq OFF Ct&w
PERMIT#
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
. • . C ®IVIF'LI CE �
DATE RY—Err54 R S
Systems Plus Lumber Co.
1800 S. Barney Rd.
Anderson, CA 96007
(530) 378-6800 (530) 365-5903 fax
Trusses & Pre Manufactured Wall Panels
systplus@systplus.com www.systplus.com
INSPECTION AGENCY
Timber Products Inspection, Inc.
105 S.E. 124"i Avenue
Vancouver, WA 98684
Tel: (360) 449-3138
Fax: (360) 449-3953
*This engineering is valid ONLY
for trusses manufactured by
Systems Plus Lumber Co. *
Nil
MiTek`
C.
JTTE
LINTY
06 2.016
ICC ES Report ESR -1311& ESR 1.988 DEVELOPMENT
IAS Certified Inspection No. AA -702 SERVICES
Fabrication in compliance with _ 1,20
2013.CBC SECTION 2303.4.2 �o�l✓
IBC/IRC 2012 SECTIONS(2303.4/R802.1Oroof/R502.11floor)
TRUSS ENGINEERING
LAYOUT YES ■❑ NO ❑
Standard Truss Detail Title Detail # = Included
Gable End 85 Wind B
1
Gable End 110 Wind B
IA
Gable End 110 Wind C
1B
Hat Truss over 6/12
2
Hat Truss under 6/12
2B
Web Bracing Details
3
Valley Fill Frames
4
Open Face Jacks
5
Toe nail
6
Bearing Block 3.5
7
Bearing Block 5.5
7A
Floor
8
Dbl T/C Notching
9
HVAC
1 10
Truss Data
11 1✓
.Perlin Gable
12
BCSI at
-,vww.sbcindust .com
BCSI-B1 Summary Sheet at
www.sbeindustry.com
Systems Plus Job Number 1605-034
Date 05/16/2016 1 Revision(s) PERMIT#
Customer Martinovich
Project Timbers
Location Chico, CA
SERVICES
RIEVIFWFD FOR
CQDECOMPLIANC
PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND
NOTE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE
AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES
SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007
(530)378-6800 / FAX (530)365-5903
TRUSS DATA SHEET.
APPROVALS:
-OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS
AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN.
-CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS
THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER.
-SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION
RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND
SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS
ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO.
HANDLING & ERECTION:
-CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED.
-INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING
AND PROPERLY BRACED.
-NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS
ARE COMPLETED.
-DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES.
-READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL
PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-131 SUMMARY SHEET).
METAL CONNECTOR PLATES:
-CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS.
-PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED.
-REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING.
-POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED.
LUMBER:
-THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN
APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS
AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED.
BRACING:
-REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL
WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD
DETAIL #3 (MIi/SAC51 & MII/SAC-23).
-RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE
PROVIDED BY THE BUILDING DESIGNER OR ENGINEER.
-READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD
TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET).
-BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS
NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN.
NO CUTTING, DRILLING, NOTCHING, OR TRIMMING
OF ANY TRUSS MEMBER IS PERMITTED.
t
Martinovich
1605-034 -
CHICO .
SysrestiPLs LuzscR:Co
,'s m
3
0
0 0.
20
ROOF TRUSS LAYOUT
SCALE: NTS
Job
1
toss
toss ype
Ply
1605.034
Tr
COMMON
4
1
�Marlinovich
SPACING-
7-6-0
CSI.
DEFL.
in
Job Reference (optional)
SYS 1 EMS PLUS LUMBER CO, ANDERSON, CA, Tony Lobue Run: 7.640 s Nov 10 2015 Print 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon May 09 06:30:16 2016 Page 1
ID:fJgxEi3i6btlYRweoVROuLzluP7-6ZF7P2txWJ5LWGKYMp1 bFADvY4k000OX77ldXyzlHkJ
1 4-0 7-8-8 14-3-0 20-9-8 28-6-0 29-10-0
7-8-8 6-6-8 6-6.8 7-8.8 1-4-0
ml
6
Scale = 1:50.2
6x8 =
Plate Offsets (X,Y)--
[H:0-9-0.0-6-01
LOADING (psf)
SPACING-
7-6-0
CSI.
DEFL.
in
floc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.15
TC 0.26
Vert(LL)
-0.08
H -N
>999
240
MT20
220/195
TCDL 10.0
Lumber DOL
1.15
BC 0.63
Vert(TL)
-0.23
H -N
>999
180
M18SHS
220/195
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.20
Horz(TL)
0.04
F
n/a
n/a
BCDL 10.0
Code IBC2012/TPI2007
(Matrix -M)
Weight: 823 Ib
FT = 20%
LUMBER- BRACING -
TOP CHORD 6x8 DF No.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.)
BOT CHORD 6x8 DF No.2 (Switched from sheeted: Spacing > 2-0-0).
WEBS 6x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) B=4575/0-7-8 (min. 0-1-8), F=4575/0-7-8 (min. 0-1-8) BUTTE TE COUNTY
Max HorUpli B=471 (LC a) BUILDING DIVISION
Max UpliftB=-545(LC 8), F=-545(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. APPROVED e
TOP CHORD B -C=-6939/896, C -D=-5289/568, D -E=-5289/568, E -F=-6939/899 A O®V�
BOT CHORD B -H=-842/6068, F -H=-374/6068
WEBS D -H=0/3112, E -H=-1987/980, C -H=-1987/975
NOTES- (9)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psh h=25ft; Cat. Il; Exp C; enclosed; MWFRS
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' 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 1-0-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 Ib uplift at joint B and 545 Ib uplift at joint
F.
7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.
MAY 13, 2016
1. SIDE PLATES TO BE 1/4" A36 STEEL
2. INSTALL 3/4"A307 BOLTS SPACED MIN. 3"
APART, AND AT LEAST 3" FROM THE END
OF EACH MEMBER.
3. BOLTS SHALL BE INSTALLED A MINIMUM OF
1.25" FROM THE SIDE OF EACH MEMBER AND
ALONG THE CENTER LINE OF MEMBERS LESS
THAN 4" WIDE.
4. EACH PLATE SHALL HAVE THE MIN. NUMBER OF
BOLTS IN EACH MEMBER AS SHOWN CIRCLED.
5. STEEL PLATES SHOWN ARE CONCEPTUAL
PLATE SHAPES CAN BE MODIFIED SO LONG AS
THE MINIMUM BOLT SPACINGS ARE KEPT AND
THE PLATE HAS A MINIMUM SECTION OF 4".
3111 Fite Circle, Suite 101B, Sacramento, CA 95827 Phone: (916).363-7021 Fax:(916) 363-7027
STRUCTURAL .CALCULATIONS
FOR
TIMBER TRUSS
JOB: 1605-034
TRUSS: T01
TOTAL PAGES: 3
DATE: May 12, 2016
I.
II.
Martinovich
DESIGNER CRITERIA AND ASSUMPTIONS
JOINT CALCULATIONS
oQFtOF ESS1649
TRUSS ENGINEER:Cp
O Z
Z
( * 0 m
Exp. June 30, 9 016
RICHARD M. ROBERT��
F 6F CAo\
BUTTE COUNTY
BUILDING DIVISION
"'VED
3111 Fite Circle, Suite 10113, Sacramento, CA 95827 Phone: (916) 363-7021 Fax:(916) 363-7027
I. DESIGN CRITERIA AND ASSUMPTIONS:
CODES:
CALIFORNIA BUILDING CODE, 2013
NATIONAL DESIGN SPECIFICATION, 2012
ANSI/TPI 1-2007
GRAVITY LOADS:
Roof T.C.: 20 psf Live Load (1.15 Load Duration Factor)
10 psf Dead Load
Roof B.C.: 10 psf Dead Load
10 psf Live Load (Non -Concurrent)
II. JOINT CALCULATIONS:
THE FOLLOWING CALCULATIONS ARE JOINT DESIGNS FOR A TIMBER TRUSS MADE WITH
6X MEMBERS. EACH JOINT IS DESIGNED SUCH THAT EITHER THE STEEL SIDE PLATES IN
COMBINATION WITH THE BOLTS ARE ACCEPTABLE.
SAFETY FACTORS:
STEEL SIDE PLATES:
STEEL SIDE PLATES WITH BOLTS ARE DESIGNED WITH A SAFETY FACTOR OF 2.0
1/4" STEEL SIDE PLATE NOTES:
1. SIDE PLATES TO BE '/4" A36
STEEL t
2. INSTALL'/4" A307 BOLTS i
SPACED MIN. 3" APART AND
AT LEAST 1.25" FROM THE
EDGE OR END. y
3. EACH PLATE SHALL HAVE ;
THE MIN. NUMBER OF BOLTS
IN EACH MEMBER AS SHOWN
CIRCLED.
• MAY 13, 2016
BUTTE COUN r
BUILDING DIVISION
"Pr ""ED
3111 Fite Circle, Suite 101B, Sacramento, CA 95827
Phone: (916) 363-7021 Fax:(916) 363-7027
TIMBER TRUSS
PLATE
AND
BOLT CALCULATIONS
ANCHOR BOLTS
JOINT:
B & F
C & E
D
H
Top chord force(lbs):
6,939
1,650
5,289
0
Bottom chord force(lbs):
6,068
0
0
6,068
Web force(lbs):
0
1,987
3,112
3,112
Joint shear(lbs):
6,068
1,987
3,112
3,112
Size of truss members: 6X OR LARGER
6X OR LARGER
6X OR LARGER
Design direction of load in relation to grain:
Parallel
Parallel
Parallel
Parallel
Load duration:
1.15
1.15
1.15
1.15
Safety Factor:
1.25
1.25
1.25
1.25
Min. shear length required(in):
1.02
0.33
0.52
0.52
Base allowable bolt load:
3,340
3,340
3,340
3,340
(NDS 2005 Table 11G)
# T.C. bolts w/o group action:
2.000
1.000
2.000
0.000
# B.C. bolts w/o group action:
2.000
0.000
0.000
2.000
# Web bolts w/o group action:
0.000
1.000
1.000
1.000
Group action factor:
0.98
0.98
0.98
0.98
# REQ'D T.C. BOLTS:
3
1
2
0
# REQ'D B.C. BOLTS:
3
0
0
3
# REQ'D WEB BOLTS:
0
1
2
2
NOTES
1) 1/4" ASTM A36 STEEL SIDE PLATE WITH 3/4" DIA. (A307) BOLTS
2) ALLOWABLE 1/4" PLATE SHEAR = 0.66(36 ksi)(0.25) = 5.94 kli
MAY 13, 2016
BUTTE
BUILDINGDIVISIDN
l; ; -:,
U
Job
russ
cuss ype
-JPly
14-3-0
1605-034
T02 •
COMMON
1
1
JMarfinovich
Job Reference (optional).
_
_ __ _ _.. _ _ _
o..... o ��n
.. ra.... , n
�n, t Pdnr
aen s tines �n int s MiTak Industries. Inc. Mon Mav 09 06:30:19 2016 Page 1
SYSTEMS PLUS LUMBER GO, ANDERSON, CA, l ony woue ^�� � �� • � • • •• •• • •- - - -- - -- - -- - -- -
ID:fJgxEi3i6btlYRweoVROuLzluP7-alpWoOuZHdDC7cmvWYgoOm64UCTIwKgMnVB3Pz Hkl
1 4-0 7.8-8 14-3.016-3-8
1-4 0 7-8-8 6 6 8 2.0 8
I
6x8 =
US II
1- - 46 = 48 11
o_
tb
Scale = 1:45.4
Plate OffsetsX( ,Y)--
[B:0-1 0 4 0 1 01
14-3-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.15
TC 0.08
Vert(LL)
-0.03
G -J
>999
240
MT20 220/195
TCDL 10.0
Lumber DOL
1.15
BC 0.11
Vert(TL)
-0.07
G -J
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.03 •
Horz(TL)
0.00
F
n/a
n/a
BCDL 10.0
Code IBC2012/TP12007
(Matrix -M)
Weight: 580 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 6x8 OF No.2 TOP CHORD
BOT CHORD 6x8 OF No.2
WEBS 6x6 OF No.2 *Except* BOT CHORD
W3: 6x12 OF No.2
REACTIONS. (Ib/size) B=722/0-7-8 (min. 0-1-8), F=624/0-5-8 (min. 0-1-8)
Max Horz B=264(LC 7)
Max UpliftB=-102(LC 8), F=-110(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B -C=-772/149, C -D=-296/38, D -E=-319/70, E -F=-443/15
BOT CHORD B -G=-172/672
WEBS D -G=0/470, C -G=-609/259
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS -
(envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' 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 1-0-0 wide will fit
between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint B and 110 Ib uplift at joint
F.
6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.
" N0. C 58190 R
Exp. June 30, 2016
CIVIC
\\CF CA0
MAY 13, 2016
1. SIDE PLATES TO BE 1/4" A36 STEEL
2. INSTALL 3/4" A307 BOLTS SPACED MIN. 3"
APART, AND AT LEAST 3" FROM THE END
OF EACH MEMBER.
3. BOLTS SHALL BE INSTALLED A MINIMUM OF
1.25" FROM THE SIDE OF EACH MEMBER AND
ALONG THE CENTER LINE OF MEMBERS LESS
THAN 4" WIDE.
4. EACH PLATE SHALL HAVE THE MIN. NUMBER OF
BOLTS IN EACH MEMBER AS SHOWN CIRCLED.
5. STEEL PLATES SHOWN ARE CONCEPTUAL
PLATE SHAPES CAN BE MODIFIED SO LONG AS
THE MINIMUM BOLT SPACINGS ARE KEPT AND
THE PLATE HAS A MINIMUM SECTION OF 4".
3111 Fite Circle, Suite 101B, Sacramento, CA 95827 Phone:(916) 363-7021 Fax:(916) 363-7027
STRUCTURAL CALCULATIONS
µ FOR
TIMBER TRUSS
JOB: 1605-034 Martinovich
TRUSS: T02
TOTAL PAGES: 3
DATE: May 12, 2016
I. DESIGNER CRITERIA AND ASSUMPTIONS
IL JOINT CALCULATIONS
• 9\0 ESS/6
M: RpBF�IF��
TRUSS ENGINEER:
u' `Y No. C 58190 Z M
* xp. June 30, 2016
ct 0 -
RICHARD M. ROBERTSO
BUTTE COUNTY
BUILDING DIVISION
AOI
R" Rdelt4m 5"&"' 10
3111 Fite Circle, Suite 101 B, Sacramento, CA 95827 Phone:(916) 363-7021. Fax:(916) 363-7027
I. DESIGN CRITERIA AND ASSUMPTIONS:
CODES:
CALIFORNIA BUILDING CODE, 2013
NATIONAL DESIGN SPECIFICATION, 2012
ANSI/TPI 1-2007
GRAVITY LOADS:
Roof T.C.: 20 psf Live Load (1.15 Load Duration Factor)
10 psf Dead Load
Roof B.C.: 10 psf Dead Load
10 psf Live Load (Non -Concurrent)
II.. JOINT CALCULATIONS:
THE FOLLOWING CALCULATIONS ARE JOINT DESIGNS FOR A TIMBER TRUSS MADE WITH
6X MEMBERS. EACH JOINT IS DESIGNED SUCH THAT EITHER THE STEEL SIDE PLATES IN
COMBINATION WITH THE BOLTS ARE ACCEPTABLE.
SAFETY FACTORS:
STEEL SIDE PLATES:
STEEL SIDE PLATES WITH BOLTS ARE DESIGNED WITH A SAFETY FACTOR OF 2.0
1/4" STEEL SIDE PLATE NOTES:
1. SIDE PLATES TO BE 1/4" A36
STEEL
2. INSTALL 3/4" A307 BOLTS
SPACED MIN. 3" APART AND
AT LEAST 1.25" FROM THE
EDGE OR END.
3. EACH PLATE SHALL HAVE
THE MIN. NUMBER OF BOLTS
IN EACH MEMBER AS SHOWN
CIRCLED.
MAY 13, 2016
RM-",
U F_- COUNTY
® ,�'' DIVISION M.
A &P,
PROVED
'. 3111 Fite Circle, Suite 101B, Sacramento, CA 95827
Phone: (916) 363-7021 Fax:(916) 363-7027
TIMBER TRUSS
PLATE AND
BOLT CALCULATIONS
ANCHOR BOLTS
JOINT:
B C
D E F
G,
Top chord force(lbs):
772 772•
319 319 0
0
Bottom chord force(lbs):
672 0
0 - 0 0
672
Web force(lbs):
0 609
470 443 443
609
Joint shear(lbs):
672 609
470 443 443
609
Size of truss members: 6X OR LARGER 6X OR LARGER
6X OR LARGER
Design direction of load in relation to grain:
Parallel Parallel
Parallel • Parallel Parallel
Parallel
Load duration:
1.15 9.15
1.15 1.15 1.15
1.15
Safety Factor:
1.25 1.25
1.25 1.25 1.25
1.25
' Min. shear length required(in):
0.11 0.10
0.08 0.07 0.07
0.10
Base allowable bolt load:
3,340 3,340
3,340 3,340 3,340
3,340
(NDS 2005 Table 11G)
'
# T.C. bolts w/o group action:
1.000 1.000
• 1.000. 1.000 0.000
0.000 '
# B.C. bolts w/o group action:
1.000 0.000
0.000 0.000 0.000
1.000
# Web bolts w/o group action:
0.000 1.000
1.000 1.000 1.000
1.000
Group action factor:
0.98 0.98
0.98 0.98 0.98
0.98
# REQ'D T.C. BOLTS:
1 1
1 1 10
0
# REQ'D B.C. BOLTS:
1 0
0 0 0
1
# REQ'D WEB BOLTS:
0 1
1 1 1
1
NOTES,
1) 1/4" ASTM A36 STEEL SIDE PLATE WITH 3/4" DIA. (A307) BOLTS
2) ALLOWABLE 1/4" PLATE SHEAR =, 0.66(36 ksi)(0.25)
= 5.94 kli
99,o ESS/64,
RpB�
t
30,g
BUTTE COUNTY
Exp. June 016 --0
s�qT
BUILUIN DIVISION
civ►����
FOF CA`,Fo
PPROVELJ
`
MAY 13, 2016
383 Rio Lindo Ave, Chico, CA 95926.
p. (530) 592-4407 www.summitchico.com
Structural Calculations For -
Client:
Steve Martinovich,
Project:
Martinovich Remodel
Address:
45 Felicidad Lane, 'Chico, CA
PERMIT# 11l VLOS
BUTTE CZ)UN-TY DEVELOPMENT SERVICES
REVIEWED FOR �q
DAr PLIANCE
r10
BY�k
��� vC�
cc C7L
m
\ '• a�
S It�jl\
BUTTE
COUNTY
JUN 0 6 2016
DEVELOPMENT
SERVWES
01&-lm5
Note: Summit Structural Design (SSD) is not responsible for on-site inspection to
assure compliance with the standards, sizes, materials, or workmanship specified herein.
SSD is not responsible for any structural element or system not specifically noted in this
set of specifications/c.alculations unless authorized in writing by SSD. Workmanship shall
be of the highest quality and in all cases shall follow accepted construction practice, the
Latest edition of the California Building Code, and local building department standards..
fa copy
Summit Structural Dacian FTROJE(J_Martinovich Remodel
STRUCTURAL NOTES
1. GENERAL
A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES.
B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY,
THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST,
BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN
AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE
ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE,
C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED
OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD
OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION
WORKERS, AND THE STRUCTURE DURING CONSTRUCTION, SUCH MEASURES SHALL INCLUDE FORMING, SHORING,
BRACING, SCAFFOLDING, ETC.
D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS;
THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE
DESIGN DOCUMENTS.
E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES
MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO
THE REVIEW OF THE ENGINEER.
F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF
THE CONTRACTOR OR OWNER.
G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE
FOLLOWING TYPES OF CONSTRUCTION:
WELDING OF STRUCTURAL OR REINFORCING STEEL
EPDXY/MECHANICAL CONCRETE ANCHORS
THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL
BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT.
2. SITE WORK / FOUNDATIONS
A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2.
B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A
GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED NIUS'r BE BROUGHT TO THE ATTENTION OF
THE ENGINEER.
CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CC) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER
FOUNDATIONS. ONSTRUCTION Of THE
D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS
SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE.
E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL.
F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE Of 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10
FEET HORIZONTAL.
G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS.
H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE
COMPACTED A MINIMUM OF 90%.
i) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE 1.0 DRAIN 1.0 DAYLIGHT.
1) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING
PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY
FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC.
K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN
RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS, ONLY THOSE
FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE
OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND
SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE
SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER
BUTTE CO3%jljH7Y
BUILDING" DIMSUON
Summit Structural Design Pn^IE__:Martinovich Remodel.
SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF
THE FOUNDATIONS AND UNDERLYING SOILS.
4. CONCRETE / REINFORCING
A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. (DESIGNED BASED ON 2,500 PSI).
C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI.
D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS
DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE
MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT.
E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF
ACI 318.
F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING
AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #i3 BARS AT 15" O.C. EACH WAY
ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB
WITH #t3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB
BUILDUP AT ALL OTHER AREAS.
G) SAW -CUT TOP Y4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED,
SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED.
I) REINFORCEMENT COVER SHALL BE AS FOLLOWS:
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3"
CONCRETE WITH SOIL OR WEATHER EXPOSURE: #i5 BARS AND SMALLER: 1 W'
CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE B/RS AND LARGER: 2"
J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND
LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O.
K) t#5 AND LARGER REBAR SHALL NOT BE RE-BENT.
L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN
POSITION BEFORE AND DURING CONCRETE PLACEMENT.
6. FRAMING/LUMBER
6-1 MATERIALS:
A•) SHEATHING:
I. ROOF SHEATHING: '/:" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN
PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE
1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER.
2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS
AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS,
PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER.
3. WALL SHEATHING: SEE PLANS
4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE,
B•) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O.
GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND
WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY.
GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE
WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE
FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2.
C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND
SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481
C2.) PARALAMS: PSUS (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE
MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481
D•) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOUTS AND 3" X
3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM
EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS.
E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR
W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O.
1. STUDS SHALL BE STUD GRADE OR BETTER.
2. ALL POSTS SHALL BE DF -L ##1 U.N.O. BUM= Co'U6��1�
3. 2X AND 3X RAFTERS SHALL BE DF -L #t2 U.N.O. ���� �It�#� DIVISION
AL' F'� 0 v CSD
Summit Structural Desi n
PROJECT:Martinovich RecnodO
4. 2X JOISTS SHALL BE DF -L #2 U.N.O.
5. CONCEALED BEAMS SHALL BE DF -L #2
F•)
6, EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER)
NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION,
NAILS SHALL BE HOT DIPPED GALVANIZED.
G•) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND
WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED.
H•) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER
MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS
I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE
CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD.
6-2 GENERAL FRAMING
A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBCTABLE 2304.9,1.
B•) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER
MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION.
C•) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF
ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR
SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE.
6-3 BEAM FRAMING
A•) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE (JAILED
TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O.
B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND
UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED.
ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE
SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE,
REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD.BURNING STOVE, ETC. , .
C•) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS. SPANNING
GREATER THAN 10''-0"
6-4 POSTS/TRIMMERS
A•) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND
BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS.
B•) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED 1.0 THE
FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O.
6-5 WALL FRAMING
A•) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT
THE CENTER LINE OF SUPPORTING STUD.
TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O.
WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O.
B•) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0":, USE HILTI QWII<-BOLT II OF
AND CURRENT ICC REPORT.
C•) MIS-PLACED.ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED
SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS
D•) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS
SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE.
E•) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS
WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE.
F•) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS.
G•) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PIANS AND DETAILS.
6-6 CONNECTIONS
A•) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE.
B•) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BBARIN
AGAINST WOOD. BUTTE COUN, G
BUILDING DIVISION
APPROVED
Summit Structural Design "R0JECT:Martin0_vichRemodel
C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR
AT COMPLETION OF JOB.
D•) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE,
E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE' HOT DIPPED GALVANIZED,
7 STEEL
7.1 STRUCTURAL STEEL
A•) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36.
WIDE FLANGE SHAPES. SHALL CONFORM TO ASTM A-992.
B•) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL -CONFORM TO ASTM A-500 GRADE B.
C•) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY EXPERIENCED,
QUALIFIED WELDERS.
ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED
OTHERWISE. WELDING SHALL CONFORM TO AWS D1.1,
D•) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS, WELD SIZE SHALL BE PER RISC
SPECIFICATIONS FOR THE THICKER PART OF THE JOINT.
E.) ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED
FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS.
F•) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND
WITHOUT EXCESSIVE RUST.
8-1 PREFABRICATED ROOF TRUSSES:
A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER
THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4.
B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION
DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO
THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION.
C) TRUSS DESIGN LOADS:
TOP CHORD LIVE LOAD 20 PSF REDUCIBLE
TOP CHORD DEAD LOAD 8 PSF
BOTTOM CHORD DEAD LOAD 8 PSF
TOTAL LOAD 36 PSF
UPLIFT LOAD AS REQUIRED BY THE 2013 CBC
D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR.
E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN
GOVERNING.. CONSTRUCTION.
F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UIVDER DESIGN LOADS: LIVE
LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240
8-2 CUT AND STACKED ROOF FRAMING,
A•) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING REQUIREMENTS OF THE
CALIFORNIA BUILDING CODE (CBC 2308.10). PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND CONNECTIONS
SHALL BE PROVIDED.BY THE CONTRACTOR THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS 1.0
THE FOUNDATION.
THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY:
1. RAFTER MAXIMUM SPANS
A. 2X6 DF -L #2: 9'-6"
B. 2X8 DF -L #2: 13'-0"
C. 2X10 DF -L #2: 16'-6"
2. MINIMUM BRACE SIZE = 2X6
3. MAXIMUM BRACE SPACING = 4'-0" O.C.
4. PURLIN SIZE SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O. �3 UTTE COUNTY
ILDING DIVISION
Ly
Summit Structural Design PROJECT:Martinovich Reenodet
_ —.
B•) ITIS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH
TIES AND SUPPORTS BRACING ALL ELEMENTS TO. THE FOUNDATION, THE ENGINEER HAS MADE A CURSORY REVIEW
OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER
THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS. ,FOR ALL
CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY
SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND.DETAILED CONNECTION CRITERIA IS
REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION.
9. DESIGN LOADS
A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O.
B) ROOF LIVE LOAD: 20 PSF REDUCIBLE
C) SEISMIC ZONE: D
D) WIND SPEED: 110 MPH EXP C
filpum o %JN 1 lF '
RE
, APPROWED
Summit Structural
Design
Project: Ma_rtiriovich Remodel
Engineer: RK13
Design of: Gravity Loads
Roof Slope=
6 to 12
Roof Dead Load
Ply
1.5 psf
Roofing.
3.4 psf
Framing
5.0 psf
GYP
2.2 psf
Insul
1..0 psf
Misc.
2.0 psf
Total (sloped)
15.1 psf
Total (horiz)
16.0 psf
Roof Live Load
Roof Live Load
1.0.0 psf
Wall Dead Load
Siding
(exterior)
3/8 Ply.
10.5 psf
2x Framing
1.8 psf2
EYP•
2 .psf
Insul:
2.2 psf
1.3 psf
Total
_
18.0 psf
Wall Dead Load
2x4 Framing @ 16" o.c.
(inIterior)
Gyp. 2 sides
1.6 psf
4.4 psf
Total
_
6.0 psf
, APPROWED
11
BUTTE COUNTY,
BUILDING DIVISION
APPROVED
W
s
r R
(AT
�r
®®0
�__�
"'
_
x
Summit
Structural Desi n g
.
Project:
Martinovich Remodel
Engineer:
RKB
Design of:
Seismic Mass and Seismic Load Development
Roof
Area (ft 2)
Weight (lbs)
Roof Snow (20%)
6912
110408
0
0.
Walls(ext)
Height (ft)
Length (ft)
Weight (lbs)
Walls(int)
9.5
9.5
463
39587
286
8151
•
Total
158146
Roof Area (ft2
Floo_ r Areaft2
( )
Ultimate
Working Stress
6912
0
13090
9350
Roof
Trib
Line Shear (lbs)
Shear (lbs)
Wall Line
Area (ft2)
Working Stress
rho
2.3
150
203
1.00
Total
203
2.5
T_.9
150
203
1.00
203
3.5
256
300
346
1.00
3.4.6
' 4
145
406
ti 1.00
406
196
1.00
196
X
A
325
- 440
.1.00
440
B
465
629
1.00
629
ti
F.8
1185
210
1603
1.00
1603
284
1.00
284
BUTTE COUNTY
BUILDING DIVISION
APPROVED
US.Design Maps Summary Report
User—Specified Input
Building Code Reference Document 2012 International Building Code
(which UIIUzes USGS hazard dat:a.avallable in 2008)
Site Coordinates 39.810N, 1:21.91oW
Site Soil Classification Site Class D "Stiff -Soil"
Risk Category I/II/III
t 1 a 33 P y-�• � �n}`•ph.7..
. � �! . n\. r .R A t• r ��1E��P a c.
i
7 C,
, tI ,rr�l1A,Iv,
USGS—Provided Output
0i .j, ti %
V.
.49ii
Aihr�;i.11
Ss =
0.:618 g
SMs =
0.807 g
SDS =
0.538 g
S1 =
0.277 g
SM1 =
0.512 9
SDI =
0.341. g
For information on how the SS and S1 values above have, been calculated from probabilistic (risk-targete(l) 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.
V. A
.0.81
0.73
O.G3
.. 0.54
0.45
0:3G
0.27
0.18
0.09
0.00
o.
MCER Response Spectrum
— -- •.VV 1.�u 1.40 1.G0 1.80 2.00
Period, T (sea)
0.5:
0.1;
O.4i
v.
0.30
0.24
0.16
0.12
O:OG
0.00
0
Design Response Spectrum
-•-. .,vu =.lu 1.40 l.Gn 1.60 2.,)o
Period, T (sec)
Although this infonratlon is a product of the U.S. Cidologiral Survey, we provide no warranty, expressed or, implied) •.�s•te1=the ^/''�
V
accuracy of thc, data contained therein. This tool is not a substitute for technical sub)ect-mater knowiadge, bu I CO
BUILDING DIVISION
APS`
RMo COUY1,1TY
GILDING DIWIE10N
���
Summit Structural Design
Project.
Martinovich Remodel
Engineer: RKB
Design of:
Seismic Load Development (ASCE 7-10)
Ss
0.618 Mapped 0.2 sec spectral response
seismic Design Category D
51
0.277 Mapped 1 sec spectral response
Occupancy 2
Site ClassI
D v., In accordance with Ch 20.
1
SMS
0:807 Max Considered EQ
TL 16
S"M1
0.512 Max Considered EQ
SDS
0.538 Design Spectral Response (0.2 Sec)
SD1
0.341 Design Spectral Response (1.0 Sec)
SystemLight
Framed Shear Walls
R
Cs
6.5 Omega 3 Cd
4 Ht Limit 65
Ct
0.08 12.8-2. Max Cs
0 0.49
Min Cs" 0.02 (.01 ou.tside of SJ)
Ta
Use T
.02 x 0.75
0.11 Cu 1:4 Max.T
0.11 Alt Ss
0.15 Nolimit for drift
V=
0.618
0A83 *W Height to..R'cof (hn) =
9.5 ft
V=
13.1 k Vert Dist Exp. (k).
.
1
level I Story Ht. (ft) I hi (ft) wi (kips) (wi*hi) (kip -ft)
ROOF 9.5 9.5 158
..�
Cvx Veeq (kips) S EV Q (kips) Diaph_(kips)
1502
158.1 rsm
1.00 13.1 13 _ 17
RMo COUY1,1TY
GILDING DIWIE10N
���
Summit Structural Design
Project: Martinovich Remodel
Engineer: RKB
Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6)
CASE B"'"<0_":L-
JaE , C' 1 "
CASE B.
Wa E -U
(qI,J- CASE A
L=
113.5
Long. Bldg. Dim. (ft)
T=
89
Transv, Bldg. Dim. (ft)
V=
110
Basic Wind Speed (110 or 115 mph)
LCF=
0.60
Load Combination Factor
A=
1.21
Adjustment Factor
Kzt=
1.00
Topographic Factor
h=
15
Mean Roof Height (ft)
(D=
25
Closest Roof Angle
40
1.09
M
(5°,10°,15°,20°,25°,or 30°)
MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30
Location
ps, 0=0
Ps, 0=25 Min. Net O.vhg.
A-110
13.9
.S 9.6
B-110
�,
1 59 w 1=84i '!ISION
2.8 4.8
C-110
9.2
12. 9.6
D-110
`��IED
2.9* 4.8
E-110
-16.8
-7,8 -14.4
F-110
-9.5
-10.6
G-110
H-110
-11.6
- .6
_7.3
_R G
BUTTE COUNTY I �
BUILDING DIVISION
APPROVED
Conditions:
1. Simple Diaphragm
2. Low-rise
3. Enclosed _
4. Regular Shaped
S. Not Flexible
6. Not Subject to:
a) across wind loading
b) vortex shedding
.c) instability (gallup/flutter)
d) channeling effect
e) buffeting (upwind obstructions)
7. Approx. Symetrical Cross Section
With Flat, Gable, or Hip Roof 5 45°
8. Exempt From Torsional Load Cases
Indicated in Note 5 of Fig. 28.4-1, or
the Torsional Load Cases do not
Control the Design:
(1) story and h530 ft. or
(2) story max and light framed or
(2) story max and flex. diaphragm
2aL= 12.0 ft.
2aT= 12.0 ft.
Adjustment Factor for Bldg Height and
Exposure, A
can Roof
Exposure
Ht. (ft)
g
C D
15
1.00
1.47
.20
:1..00
_1.21
1.29 1.55
25
1.00
1.3 -1.61
3
1.00
1.40 ---1766-
35
.05
1.45 1.7i
40
1.09
1.49 1.74
45
1.12
G
SO
1.16
1.56 �lr �i
„ .7 �` f A p1:8',
55
1.19
�,
1 59 w 1=84i '!ISION
60
1.22
1r;62,.y) Jyl�!8�q
`��IED
Summit Structural Design
Project: Martinovich Remodel
Engineer: RKB
Design of : C+C-Envelope Procedure (ASCE 7-10, Section 30.5)
HIP ROOF (7'< <25'}
HIP ROOF (25'< a:5:27")
FLAT ROOF and GABLE ROOF
GAL3LE ROOF (0<7')
(-?-< o -r
L=
113.5
Long. Bldg. Dim. (ft)
T=
89
Transv. Bldg. Dim. (ft)
a (ft) = 6.0
V=
110
Basic Wind Speed (110 or
115 mph)
LCF=
0.6
Load Combination Factor
A=
1.21
Adjustment Factor
can
Roof Ht. Exposure
ft B C D
Kzt=
1
Topographic Factor
20 1.00
h=
15
Mean Roof Height (ft)
1.35
RAN=
2
Roof Angle Number (1=0°-7° 2=8°-27°
_
35 1.05_
3=280-450)
40 1.09
1.49
C+C Wind Loads
(psf), pne1=LCF*A
1.53
1.78
EWA Pnet
Ovhg.
1.81
Loc.
Zone
ft2 + -
_
Loc.
EWA
Zoneft2
Pnet
+ _
10 .6 -14.
--TS- -'=17-
11
14.2
13.4
11.8
-T57
-16.4
-15,5
714.8
-13.1
--2T -1
-7 9.7
50.2
5 100
5 500
13.4
11.8
2 1.6 -1 ,
1
50 11.6 -:13.5
1
100 11.6 -7-13 -1
O
2
2
10 11.6 -25.2
2 Tf .6 -23.
--2-U.5
-29.5
-29.5
�
2
-29.5
00 - T8.5-72-95
3
10 11.6 ---3'7 2
-49.6
3
20 11.6 -:34 -8
44.7
Conditions:
1. Mean Roof Heights 60 ft.
2. Enclosed
3. Regular Shaped
4. Not Subject to:
a) across wind loading
b) vortex shedding
c) instability (gallup/flutter)
d) channeling effect
e) buffeting (upwind obstructions)
5. Flat Roof or Gable Roofs 450,
or Hip Roof _< 270
Adjustment Factor for Bldg
Height and Exposure,
can
Roof Ht. Exposure
ft B C D
15 1.00
1.21
11.47
20 1.00
1.29
_
1.55
25 1.00
1.35
1.61
30 1.00
1.40
1.66
35 1.05_
1.45_
40 1.09
1.49
_1.70
1.74
45 1.12
1.53
1.78
1.16
1.56
1.81
450tl
.19
.22
1.59
1.62
1.84
1.87
*Kzt*Pnet3o
EWA
Zoneft2
Pnet
+ _
4 1
4 20
4 50
4 100
4 500
5 08
5 2
--TS- -'=17-
11
14.2
13.4
11.8
-T57
-16.4
-15,5
714.8
-13.1
--2T -1
-7 9.7
50.2
5 100
5 500
13.4
11.8
-16.4
-13.1
BUTTE COUNTY
BUILDING DIVISION
M
Summit Structural Design
Project: Martinovich Remodel
Engineer: RKB
r
Design of: Wind Load Development for Open/Pitched Bldg (ASCE.7-10) MtW'A'A
Design Wind Loads on Open Pitched Bldg: F=ghGCNA (lbs)
7WIndnality Factor, Kd (TabI(. 26,6-1)
Determination of q,, Veloclty Pressure _tue Type 1qh=0.00256K,k,,KdV(LCF)= 13,43 psfz= 13.00 Height Above Ground Level, ft. gs, MWFRS 0.85dings; CC 0.85
K,= 0.85 Calculated Velocity Pressure Coefficiented. Roofs
0:85
K,e= 1.0 Topographic Factor (1.0 for Flat Terrain) Square Chimneys, Tanks, &Sim, 0.90
Kd= 0.85 Wind Directionality Factor Hexag. Chimneys, Tanks,.& Sim. 0.95.
V= 110. Basic-Wind "Speed, mph Round Chimneys; Tanks; &Sim. 0.95
. LCF 0.60 Load Combination Factor
Solid Signs 0.85
Determination of G, Gust factor Open Signs & Lattice Framework _ 0.85
Tri, Sq, Rect. Trussed Towers 0,85
G= 0.85. All Other Trussed rowers
h= .13 Structure Height, ft 0,95
Exposure= C Wind Ez osure Category
Terrain Exposure Constants (Table 26.9.1, Modified)
Exposure a z (ft) a bar b bar
B c ! (ft) a bar z bar (fe) g =9V
7,0 1200 0:25 0.45 0:30 320 0.33 30 -�
3.4
9.5 900 015 0.65 0.20' 500 0.20 15 3:4
D 11.5 700 0.11 0:80 .0.15 650 0.125 7.t3
3.4
r Determination of CN, Force Coefficient
n Clear Wind Flow Obstructed Wind Flow
Roof Slope (degrees) CNW CNL
CNW CNL
26.56
1.21 0.21 -0.93• -0.93
-0.10 -0.85 -0.48 -1,38
Array Area/Roof Plane (ft*') 210:00
Determination of Net Force
CNW CNL CNW CNL
Load Case A (lbs) 2896 499
Load Case B (lbs) -240 -2047 2228' 2228
_ -1139 -3296.
Net Horiz. Load CaseA.(Ibs) 1072
Net Horiz. Load Case B (lbs) 808 0
965
i BUTTE CQUN
BUILDING DIVISION
.
A " AP
Summit Structural Design
Project: M.artinovich Remodel
Engineer: RKB
Design of : C+C Wind Loads for Open/Monoslope Bldg (ASCE 7-10) N}bs�WA Y,
Design Wind Loads on Open Monoslope Bldgc
F=ghGCNA (lbs)
Determination of CN,. Force Coefficient
Effective Wind
Effective Wind
Terrain Exposure Constants
Area, EWA
3 -
Determination of q,, Velocity Pressure
Exposure
a
2
qh=
13:41
psf qh=0.00256KAtKdV2LCF
a bar
z bar (ft)
gQ=g„
B
7.0
z=
13.0
Height Above Ground Level, ft
320
0.33
30
3.4
C
Kz=
0:85
Calculated Velocity Pressure Coefficient
BI
500
0.20
�
3.4
Kzt=
1:0
Topographic Factor (1.0 for Flat Terrain)
i
0.15
650
0.125
7.8
Ktl=
0.85
Wind Directionality Factor
.:;....................-.
V=
110
Basic Wind Speed, mph
°j
LCF=
0.60
Load Combination Factor
,.....;.-..
i13
G=
0.85
Gust -Effect Factor
I
Exposure=
C
Wind Exposure Category
1 ........_.........- �"-`""'
B=
20
Plan Dimension of Building Measured Perpendicular to Wind Uirection, tt
L=
17.5
Plan Dimension of Building Measured Parallel to Wind Direction, ft
a=
3
Width of Pressure Coefficient Zone, ft.
Determination of CN,. Force Coefficient
Effective Wind
Effective Wind
Terrain Exposure Constants
Area, EWA
Zone 3
Zone 2
Exposure
a
z (ft) a bar
b bar
c
/ (ft)
a bar
z bar (ft)
gQ=g„
B
7.0
1200 0.25
0.45
0:30
320
0.33
30
3.4
C
9.5
900 0.15
0.65
0.20
500
0.20
15
3.4
D
11.5
700 0.11
0.80
0.15
650
0.125
7.8
3.4
Determination of CN,. Force Coefficient
Effective Wind
Effective Wind
Clear Wind Flow
Area, EWA
Zone 3
Zone 2
EWA 5 a2
2.51 -1.89
1.93 -1.47
a2 < EWA:5 4a2
1.93 -1.47
1.93 -1.47
EWA >4a2
1.25 -0.95
1.25 -0.95
Determination of Wind Pressure, F (psf)
Effective Wind
Clear Wind Flow
Area, EWA
Zone 3
Zone 2
EWA < a2
28:6 -21.6
22.0 -16.7
a2 < EWA.5 4a2
22.0 -16.7
22.0 -16.7
EWA > 4a2
14.3 -10.8
14.3 -10.8
Obstructed Wind Flow
Zone 1 Zone 3 Zone 2 Zone 1
1.25 -0.95 1.00 -2.58 0.80 -1.94 0.50 -1.29
1.25 -0.95 0.80 -1.94 0.80 -1.94 0.50 -1.29
1.25 -0.95 0.50 -1.29 0.50 -1.29 0.50 -1.29
Obstructed Wind Flow
Zone 1 Zone 3 Zone 2 Zone 1
14.3 -10.8 11.4 -29.4 9..1 -22.1 5.7 -14.7
14.3 -10.8 9.1 -22.1 9.1 -22.1 5;7 -14.7
14.3 -.10.8 5.7 -14.7 5.7 -14.7 5.7 -14.7
1�
BUTTE COUNP(
EUILM O DIVIS10
AF,F, 2.11 (�'D'V 11E D
11
BUTTE COUNTY
s
1.DING DIVISION
Summit Structural Design
Project: Martinovich Remodel
Engineer: RKB
Design of : Spread Foundations - Gridline X
Typ Footin>;
W+=
2591
lbs.
W-=
-2950
lbs.
D=
7410
lbs.
b=
5.00
ft.
Side dimensions of square footing
d=
2.00
ft.
Depth of embedment
h=
8.5
ft:
Height of applied load above.grade.
P=
1429
lbs.
Applied load.
Allow. Bearing=
Allow. Lat. Bearing=
1500
200
psf
pcf
Ultimate Uplift Resistance T. = —2(7(D -d B + L + o - 1 z
�( % X(' 1 (ZsrLJ' r L - BJ/l,,.ton 0
Allow, Uplift
Allowable Uplift Resistance. T, = T,11,5
Resistance Ta=
1939
lbs
Where:
Overturning/Uplift Check:
c =130 psf
D = footing depth (ft)
Righting MMT Mr=
27478
Ib -ft
0 = 25 deg (assumed - conservative)
L = footing length (ft)
OTM Mo=
22380.
Ib -ft
y = 110 pcf
B = footing width (ft)
Mo/Mr=
0,81
s!= 1 + (0.10)D/B
K. = 1- sin 0
Status
OK
Overturning Bearing Check:
Max Bearing
Bearing Check:
M= 15005 lb-ft
Max Down Load=
10.001
lbs.
Pmax= 17501 lbs
1420. psf
Bearing. Capacity=
37500
lbs.
A= 25 ft2
S= 20.83 ft3
Status
OK.Status
.OK
BUTTE COUNTY
s
1.DING DIVISION
Summit Structural Design
Project: Martinovich Remodel
Engineer: RKB.
Design of: ;Cantilever Column
Steel Code Check for Structural Tubing
Per ANSI/AISC 360
3UTTE COUNTY
13
LDING DIVISION
APP iVSD
I
Properties
Loads
Member Length, L =
5 ft
Axial Load, P oL _ :3.40, kips
K =
Yield Stress,. Fy =
2.1
46.0 ksi'
Axial Load, P,, = kips,
p
Modulus of Elasticity, E =
29000 kslSeismic,
Wind
Height, h =
6.00 in.
Shear, Vx = 1.43 0.54 kips.
Width, w =
G.00 in.
VY = 0.00 0.00 kips
'Wall thickness, t =
0.17 in
Note:
Radius of Gyration, rx =
Radius of Gyration,.ry =
2.37 In
See lateral design for Seismic and Wind
2.37 in
load development.
Area, A =
3.89 int
Section Modulus, Sx =
7.27 in3
Section Modulus, Sy=
7,271n3
Moment of Inertia, Ix =
21.82 Ino'
Sectlon O.K.
Moment of Inertia, I Y =
21.82 in4
2x =
8.63 in3
2Y =
-8:63 in4
COmpfeSSIOn
Section
ok for Compression
Critical Load Combination, P =
3.40 kips
< 15% of Allowable -Section ok for Cantilever Column
W,
1.670
4.71•(E/FY)4,(1/2) =
118.261
x-axis
-axis
KI/r=
53.20
53:20
.Fe =
101.132 ksi
101:132 ksi
Fc'r =
38.0257573 ksi
38.0257573 ksi
Pn =
Allowable, Compressive Strength Pn/Wc
147.919287 kips
147.919281 kips
=
88;5744231 kips
88.5744231 kips
Bending
Section ok for Sending
Wb
1.670
Seismic Bending Moment, M.=
x-axis
85.80 k -in
axis
Wind Bending Moment, M =
32.40 Wn
0.00 k -in
0.00 k -in
Non -Compact
Nominal Flexural Strength, Mn 368.94 k -in
Non -Compact
Allowable Flexural Strength, Mn/Wb
220.92 k -in
368.94 k -in
220.92 k -in
Shear
Section
ok for Shear
W„
1.670
kv
5
x-axis
-axis
Q =
6.26 In3
6.26 in3
CV =
1
1
Aw =
Design.Shear Stress, fv = VQ/It
1.81 Int
1.81 int
Nominal Shear Strength, Vn =
1.01 ksi
49,92 kips
0.00 ksi
49.92 kips
Allowable Shear Strength, Vn/W, =
29.89 kips
29,89 kips
P
Combined Bend & Comp
Section•ok for Combined Egns.
Pr/PC
0:04
Eqn HI -1b
0.408
Deflection
Section
ok foi Deflection
Calculated Deflection, DMAX =
0.246 in.
Allowable Deflection, DALLOW =
1.500 16
I
L `
SUTTE! COUNTY
BUILDING DIVISION
APPROVED
Summit
Structural
Desigo
g
. , Project. Martinovich Remodel
_.Engineer: RKB
Design of: Wind Loads
A B
C
D
End Zone End Zone Int.
! Wall Line Wall Area Roof Area Wall
Zone
Int. Zone
Line Min. Net
Area
2.3
Roof Area
Shear (lbs) Shear (dbs)
Control
2.5
40
505 3:84
505
2.9
40
505 384
505
3.5.
28
354 269
354
4 4
90
1137 864
1137
20
253 192
253
X
A
B
38
.104:
782 864
864
F.8 40 78
82
12
140
1442 1459
1459
19
1127 9.65
1127
L `
SUTTE! COUNTY
BUILDING DIVISION
APPROVED
Summit
Structural
Design
Project:
Martinovich Remodel
Engineer:
RKB
Design of : Lateral Force Summary
Wind
Seismic
Wall Line
Shear Obs)
Shear Obs)
control
2.3
505
203
Wind
2.5
505
203
Wind
2.9
354.
34.6
Wind
3.5
1137
406
Wind
4
253
196
Wind
X
1072
440
Wind
B
864
629
Wind
13
1459
.1603
Seismic
F.8
1127
284
Wind
BUTT COUNV
BUILDING IVIS'ON
Summit Structural Design
Project:" Marfinovich Remodel
Engineer: RKB
DesiLn of : ShPar M/alle
Panel Thickness
i3/8 v ,
3X.SIII
3:82
4.49
2.83.
Panel Orientation
Short Dimension Across -Studs v..
3,07
1.01
2.38
Nail Type.
1.8d
NG
1.54
NG
1.19
Anchor Bold Diam.
1 1/2
Stud Spacing
16 In o.c.
Spec Grav Of Framing
OS
Fnd Sill Plate Grade
i DF -L ..
AB in 2X Sill
620 Ibs
AB in 3X Sill
730 lbs
Sill Plate/Rim Anchorage
Index.il. Nall
Nail
Length (in) Diam.in
( )
Embed
{in)
Cd
1.
12d
3.25 0.135
1.75
Load (lb,!-,)
1.6
165
2
3
Ad
3.5 .0.148
2.00
1.6
189
4
20d
4 0.177
2*'50
1.6
261
5
30d
4.5 0.192
3.00
1.6
272
6
1/4" SDS
0.25.
3.544
2.00
1.6
544
5
7
A35
A34
1.6
695
1.6
515
Shear Wall
Edge Nail (in) Load
SW Plate Fastening
SW Rim Fastening
(No Ply
E.N.)
(Ibs)
6
Fastener.q Spacing
Fastener q
Spacing
260
4" 350
1 7.6
1
Inches
6
in ches
4, Note 1 380
5.7
1
inches
6
23.8
23:8
inches
3, Note 1 qgp
5.2
1
inches.
6
21.9
inches
2, Note 1 640
4.0
1
inches
6
17:0
inches
4.9, Note 1 760
3.1
3
inches
6
13.0
inches
33, Note 1 980
4:1
3 '
inches
6
11.0
inches
22, Note 1 1280
3.2
3 2.4
inches
6
8.5
inches
inches
6
6.5
inches
1. Use 3X framing at adjacent panel edges and stagger nailing
AB Spacing (ft)
2X Sill
3X.SIII
3:82
4.49
2.83.
3.34r
1.31
3,07
1.01
2.38
NG
1:83
NG
1.54
NG
1.19
NG
0.91
CU
TT®UNw
BUILDING DIVISION
APPROVED
Summit Structural Design
Project: Martinovich Remodel
A -W
lU/1
Engineer: RKB
X -eq
1143
Design of : Shear Wall Framing
A -w
864 8.00 '
108
6"
4.00
4.00
1.00
150
Total
3888
1200
A -eq
629 8.00
79
6"
4.00
4.00
-•
150
Resistive
2830 '
1200
Segment
Segment
1459 13.00
.112
6"
3.80
3.80
1.00
300
Lateral Wall
3412
2166
Overall
Resistive
Aspect
Gravity
OT
OT
Righting
Net
300
Wall
Load Length
Load
Edge Nail
Length
Length
Ratio
Load
Height
Moment
Moment
M/0
12
Line
pbs) (ft)
(plf)
(in)"
ft)
(ft)
Factor
(Ib/ft)
(ft)
(ft -Ib)
(ft=lb)
(lb)
%
2.3-w
505 16.00
32
6"
16.0.0
16.00
1.00,
250
12.
6064
32000
-821
2.3 -eq
203 16.00
13
6"
16.00'
16.00
1.00
250
12
2435
32000
-1048
2.5,-w
505 9.50
53
6"
9.50
9.50
1.00
250
12
6064
11281
-74
2.5 -eq
20.3 9.50
21
6"
9.50
9.50
1.00
250
12
2435
11281
-456
2.9-w
354
2,9 -eq
900
3.5-w
1137 11.50
99
6"
11.50
11.50
1.00
350
9
10232
23144
-318
3:5 -eq
406 11.50
35
6"
1150
11.50
1.00
350
9
3652
23144
-890
4.w
253
4 -eq
510
792
528
556
644
4442
1069
UlrCly C)U�
DUILDING DIVISION
A�FRu
I-\-
Summit
ti
A -W
lU/1
X -eq
1143
A -w
864 8.00 '
108
6"
4.00
4.00
1.00
150
9
3888
1200
A -eq
629 8.00
79
6"
4.00
4.00
0:89
150
9
2830 '
1200
8=w
1459 13.00
.112
6"
3.80
3.80
1.00
300
8
3412
2166
B -eq
1603 13.00
123
6"
3.80
3.80
0.69
300
8
3748
2166
F.8 -w -
1127 3.00
376
4"
1.50
1.50
1.00
150
12
6765
169
F.8 -eq 284 3.00
95
6"
1.50
1.50
1.00
150
12
1704
169
%
792
528
556
644
4442
1069
UlrCly C)U�
DUILDING DIVISION
A�FRu
I-\-
Summit
ti
HFX-12x78
V
1 1/8" STD
a
I ......
6,500
1 1/8" HS
1,000
3.500
6,500
Model: " He gh
•
921/4
1 1/8" STD
HFX-12x78
78
1 1/8" STD
1 000
3,500
6,500
1 1/8" HS
1,000
3.500
6,500
.HFX-12x8
---
•
921/4
1 1/8" STD
- 1_,000
3,500
6,500
1 1/8" HS
1,000
3,500
6,500
HFX-12x9
1041/4
1 1/8" STD
-L-000
.1,000
3,500
6,500
1 1/8" HS
1,000
3,500
6,500
HFX-12x10
1161/4
'
1 1/8" STD
-
----
_ 1,000
3,500
6,500
1 1/8" HS
1 000
----1A0-0
3 500
6 500
HFX-18x78
78
1 1/8" STD
1 000
3,500
6,500
1 1/8" HS
1,000
3,500
6500-
5001,0001
HFX-18x8
-
92 1/4
_
1 1/8" STD
-
---11000-
3,500
6500
1 1/8" HS
1,000
3,500
6,500
HFX-18x9
1041/4
1 1/8" STD
-L-000
3,500
6,500
1 1/8" HS
1.000
3,500
11549_
HFX-18x10
1161/4
---6,500
1 1/8" STD
1,000
3,500
6,500
1 1/8" HS
1,000
3,500
6,500
HFX-18x11
1281/4
1 1/8" STD
1,000
3,500
6,500
1 1/8" HS
1,000
3,500
6 500
7,219
140 /4
11/8"STD
1,000
HFX-18x12
3,500_
61500
1 1/8" HS
1 000 _
3,500
_
6 500
iz• mae raneis
1,067
0.341
11,499
771
0.278
7,219
339
0.167
1,219
1,067
0.341
11492
771
0.279
7,219
339
0.167
1,219
907
0.404
11,565
652
0.327
7,219
286
0.196
1,219
906
0,404
11549_
652
_ 0.327
7,219
286
0.197
1219
806
0.456
_
11608
577
0.368
7,219
253
0.221
1,219
805
0.456
11,590
577
0.368
7,219
253
0.221
1,219
725
0.420
11,641
517
_0.508
0.408
7 219
227
-0.246
1,219
724
0.508 -
111628
517
0.409
7,219
227
0,246
1219
18" Wide Panels
1.973
0.287
12,219
1,380
0.219
7,219
669
_
0.137
1,219
1,973
0.287
12.,219 -
1,380
0.219
7,219
669
0.137
1,219
1,668
0.336
12.,219
1,167
0.257
7,219
565
0.161
253
1,668
0.337
___1,219
12,219
1 167
0.257
7 219
565
0.162
1 219
1,476
_
0.379
12,219
1,033
0,289
7 219
500
0.182
1,219
1 476
0.379
12,219
1,033
0.290
7 219
500
0.182
1,219
1,324
0.420
12,219
926
0.321
7,219
449
0.202
1,219
1,324
0.421
12,219
926
0.322
7 219
449_
0.202
1,219
1,200
0.462
12,219
839
0.353
_
407
0.222
-L219
1,219
1,200
0.462
12,219
839
0.353
7,219
407
0.223
1,219
1,097
0.503
12,219
768
0.385'
7,219
372
0.243
1,219
1,097
0.504
12,219
�7
768
0.385
219
372
0.243
1.219 __
771 -
339 ---
1 13_2_
--
12,219
- 0.2278 7,219
0.16! 21
1,,9_
0.373 1 21
771
0.2797
339 _
_,2l9
_0.167 ,1,219
957
0.438 12 219
_ 652 _ _
_0.327 7,219
286
0.196 1,219
957
0.439__ 12,219
652 _ _
0.327 7,219
286
_ 0.197 1 X219
847
0.492 12,219
_ 577-
0.368 7 219
253
_
0.221 W 1,219 _
_ 847 _
577
_ 0.493 12,219
_ 0,368 7 219
253
0.221 1,219
759
0.546 12,219
517
_
__g.408 ---72
227
0.246 1,219
759
0.547 __12,219
__
_ 517
0,409 7,21'9
227
_ _
_ 0.246 1 219
1,973 -_--0,219
12,219
1,380 _
_0.286
7,219
669 _
0.137
1219
1 ,973 -
- 0.287
_
12,219
1 380
0.219
_
7,219
669
0.137
1 219
1,668
0.336
12,219
_ 1,167 _
7,219
565
_0.257
0.161
_ 1,219
1,668
0.337
12,219
1,167
0.257
219
565
0.1 62
_A_7
---l-,219
1,4760,379
_
1 ,219
- 1,033
0.289
7,219
500
_ 0.182
1 219
1,476.
0.379
12,219
1,033
_
_ 0.290
7,219
500_
0.182
1,219
1324
_0.420
121219
_._926
0.321
7,219
449
_
0.202
1,219
1 324
_
0.421_
12,219
0.322
7,219
449
_ 0,202
_-_�
1,219
1,200
0.463
_
12,219
839 _
0.354
7,219
407
0.223
1 219
1,200 -,---0.
T62
12 219
839
0.353
7,219
407
_ 0.223
1,219
0.503
12,219
768 _
372
_ 0.3857,219-
0.243
^QQ�04
-
- 11219 _
1,097 12,219_
21 l"IZ68•r- r nO.385,11`T-N/7 2-1
�37�2 -- "i+0:243 0 1 219
BUILDING DIVISILNi
APPROVED
TRO
Summit Structural Design
Project: Martinovich Remodel
Engineer! RKB
Design of Lateral Drags
Lateral Overall Shear per Length to Drag Drag
Wall Load Length Foot be dragged Load Type
Line 11W rf«% I /-M
BUTTE COUNTY
BUILDING DIVISION
APPROVED
1\�
2.3-w
505
18.0
28.1
14.0
393
A
2.3 -eq
330
18:0
18.3
14.0:
256
A
2.5-w
505
18.0
28.1
14.0
393
A
2.5 -eq
203
18.0
11.3
14.0
158
A
2.9-w
354
24.0
14.7
24.0
354
A
2.9 -eq
90.0
24.0
37.5
24.0
900
A
3.5-w
1137
30.0
37.9
18.0
682
A
3.5 -eq
659
30.0
22,0
_
18.0
3.96
q
4-w
253
16.0.
15.8
16.0
253
A
4 -eq
510
16.0
31.9
16.0
510
A
X -w
1072
28.0
38.3
14.0
536
A
X7'eq
1143
28.0
40.8
14.0
572
A
A -w
r -864
28.0
30.9
16.0
494
A
A -eq
1022
28.0
36.5
16.0
584
q
6-w:
1459
64.0
22.8
13.0
296
A
13 -eq
2605
64.0
40.7
13.0
529
A
F.8 -w
1127
12.0
94.0
4.0
376
A
F.8 -eq
462
12.0
38.5
4.0
154
A
BUTTE COUNTY
BUILDING DIVISION
APPROVED
1\�
is
Summit Structural Design
Project! Martinovich Remodel
Engineer: RKB
esign of: Foundations
r
Allowable Soil Bearing:
1500 psf
Concrete Compressive Strength:
2500p si
Concrete Stem Wall (N.on-Retaining):
i
6" wide with
(1) #4 continuous
at top and
bottom of wall and #4 at 18"
full height.
o.c.
Provide #4 at 18" o.c. vertical developed by hook into footing, U.N.O.
Continuous footings:
Width (in) Thick. (`in)
Can (plf)
Reinforcing
12 12
1500
(1).#4 cont.
15 12
1875
(2) #4 cont.
t - 18 12
22510.
(3) #4 cont;
24 12
3000
(3) #4 cont.
30 12
i
3750
(4) #4 cont.
Spread Footings:
Label Size
Thick. (in)
Reinforcing
Each Way -
Cap.
Kips
F1 1'-0" Sq.
12
(1) #4
1.5
F1.5 1'-6" Sq.
12
(2) #4
3.375
F2 2'-0" Sq.
12
(3) #i4
6
F2.5 2'-6" Sq.
12
(4) #4
9.375
F3 3'-0" Sq.
12
(4) #4
13.5
F3.5 3'-6" Sq.
12
(5) #4
18.375
F4 4'-0" Sq.
12
(5) #4
24
F4.5 .4'-6" Sq.
12
(6):#4
30.375
FS 5'-0" Sq.
12
(7) #4
37.5
iF5.5 .5'-6" Sq
F6
12
(5) .#5
45.375
6'-0" Sq.
18
(8) #5
54
1`6.5 6'-6" Sq.
18
(9) #5
63.375
Note: Bottom of,each footing shall
be at least 12" below finished
grade or as per local requirements.
BUTTE COUNTY
BUILDING DIVISION
XFP0VD
Summit Structural Design
Project: Martinovich Remodel
Engineer: RKB
Design of: 4x Timber Column Design Values (NDS 3.7)
4X DF-L(N) #3
Fc. E d KcE_ c cc)
1400 1600000 3.5 0.3. 0.3 1.25
le (ft
5
6
7.
8
9
10
11
12
13
14
15
16
17
18
19
20
Stability
Reduction
Cp
Fc' (psi)
4X4
Column Capacity (lbs)
4X6 4X8
4X10
012
0.64
901
11041
17350
23660
.
29969
36278
0.55
767
9397
14766
20136
25505
30875
0.:46
649
7951
12494
17037
21580
26.123
0.39
549
6729
10574
.14418
18263
22108
0.33
467
5718
8985
12252
15519
18786
0.29
399
4888
7682
10475
13268
16062
0.25
344
4209
6614
9020
11,425
13830
0.21
298
3651
5737
7823
9910
11996
0.19
260
3190
5012
6835
8658
10480
0.16
229
2806
4409
6013
7616
9219
0.14
203
2484
3904
5324
6743
8163
0.13
18'1
2213
3477
4142
6007
7271
0.12
162
1982
3115
4248
5380
6513.
0.:10
146
1785
2805
3824
4844
5864
0.09
132
1615
253.7
3460
4382
5305
0:09
120
1467
2305
3144
3982
4820
BUTTE COUNTY
BUILDING DIVISION
PPRO
1A
BUTTE COUNTY
BUILDING DIVISION
AP M� 0VED
Summit
Structural
Desi.f;n
Project:
Martinovich Remodel
Engineer:
RKB
Design of:
6X Timber Column Design Values (NDS 3.7)
6x6 DF-L(N) #1
Fc
E d
Kce
c
C
1000
1600000 5.5
0.3
0.3
1.25
Stability
Reduction
Column Capacity (lbs)
le (ft)
Cp Fc' (psi)
6X6
6X8
6X10
6X12
5
0.87 872
.26386
35981
45576
55171-
6
0.82 823
24895
3.3948
43000
52053
7
0.77 770
23288
31756"
40224
48692
8
0.71 715
21625:
29488
37351
45215
9
0.66 660
19961
27220
34479
41737
10
0.61 606
18344
25014
31685
38355
11
0.5.6 556
16806
22917
29028
35139
12
0.51 508
15368
20957
26545
32133
13
0.46 464
14043
19150
24256
29363
14
0.42 424
12833
17500
22167
26834
15
0.39 388
11737
16005
20273
24541
16
0.36 355,
10748
14656
18564
22472
17
0.33 326
9.857"
13442
17027
20611
18
0.30 299
9058
12352
15645
18.939
19
0.28 276
8340
11372
14405
17437
20
0.25 254
7694
10492
13290
16088
BUTTE COUNTY
BUILDING DIVISION
AP M� 0VED
Summit Structural Design
Project Martinovich Remodel
Engineer: RKB
Design of: Roof Framing
Roof Loads
DL= 16 psf
LL= 20 psf
Roof plywood:
1/2" APA rated Exterior plywood or OSB. Apply face grain perpendicular to
framing, stagger panels and nail with 8d at 6" o.c. edges and 12" o.c. field. Edge
nail at gable ends, drags strap lines, blocking, and all supported edges.
Trusses:
Spacing = 24." o.c.
Loads:
T.C. Live Load = 20 psf
T•C. Dead Load = 8 psf
B.C. Dead Load.-- 8 psf
Total Load = 36 psf
Roof framing:
Cut -and -stacked roof systems shall.be.built to the conventional framing requirements
of the 2013 CBC (CBC 2308.10). Purlins, braces, intermetiate supports, and
connections shall be provided by the contractor which are capable of transmitting all
gravity and wind loads to the foundation. The following additional limitationsshall apply.:
1. Rafter Maximum Spans
a. 2X4 DF -L #2: 6'-0" '
b. 2X6 DF -L #2: 12'-0"
" c. 2X8 DF -L #2c 13'-0"
d. 2X10 DF -L #2': 16'-9"
2. Minimum Brace. Size= 2X6
3. Max. Brace Spacing = 4'-0" ox.
BUTTE COUNTY.
BUILDING DIVISION
APPROVED
4
COMPANY PROJECT
Summit Structure] Design
WoodWorks' May 27, 2016 12:02B1
t'I
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
Load
Type
Ulotrlbutlon
Fnct
'Location Ift)
.Megnitudc
U",tern
tv
trod
3980
Seart End
9tnrt End
3067
LonI
Wed2
Ocad.
Wind CLC
Flo A[oa
Full A[ea
Yo
fb/fb' =
01 :'
ps.
Lonii3
Roof cons[[.
Pull
If-i•hcUcad
I:o
fb/Fb' =
24.00II6. 001•
psE
S•:.
1.6.1
At ntt
Full UUL
Yos
do
Flin
.18.00{16.001'
27.7
p.f
Reactions (lbs) and Bearing Lengths (in) :
24'•6.8-
Un factowdr
Ann2 .l.
Vnluo
n -LU 24'-6.1'
-
".ad
2899
S ear
tv
trod
3980
3963
Roof Live
3067
fb A
5449
Fndt.o rod:
2855
fb/fb' =
4086
Toi.al
6937
ISO
-Eb'
Beall j:
fb/Fb' =
0.07
948.0
].ungth
1.6.1
- '�-
Flin
!.64••
Inccri oo Oc3d
2.25
"Minimum bear
ng lengln
governed by the required width o(Ino subooNna member.
2. ?.c••
( Glulam-Unbal., West Spoclos, 24F -V4 DF, 6-314"x15"
r 10 laminations, 6.314• maxlmum width,.
1 Supports: All - Tlrnber-sall Seem, D.FIr-L N0.2
Tolal lengln: 24'-B.r:
Lateral support: lop= 72.bollom= at supports: fin) '
Analysis vs, Allowable Stress (psi) and Deflection (in) using NDS 2012:
Cri tenon
Ann2 .l.
Vnluo
De.l<In
Value
A"21ais/Dcslgn
S ear
tv
OU
Fv
Ev Fv' c
.2
8unrQ ng
fb A
1469
Fb'
2855
fb/fb' =
0.51
Bonding l-1
fb.=
ISO
-Eb'
2264
fb/Fb' =
0.07
Def lection;
0.35
L/732
Inccri oo Oc3d
Live
o.a2
L/G07
0.71 r
1./360
0, y9
j Tut:nl
Cant Fl. Uuad
G. 59
-0.17 -
1,/42.
L/242
1.06 =
L/240
0,56
Live
-0.20L/200
0.22 _n
L/IBU
0;90
Total
-0.20
L/141
0.33
L/120
U. BS
Additional Data:
FACTORS: P/£(pall CD .CY, C,c CL CV Cru Cr Cfrr Note. Cn•Cvr LCA
Fv' I 265 ' L 25 .1. DU 1.00 - i.00' 1.00 I.00 2
Fb'+ 2400 !.25 LOP 1.00 0.593 0.952 1.00 1.00 1.00 1.00 - 6
tb'- ( 1950 1.25 1.00 1.00 0:979 1.000 1.00 100 1.00 1.00 - 2
Pcp' 650 1.00 1.00 - - - - 1..00
E' } 1.8 .!Ilion '.1.00 1.00 - - - - 1,00
L :ny'. 0.05 ra111 ion 1.00 1.00 - - - 1.00 - - 3
Only clic lasaer of CL and CV is applied, as per NDS 5.3.6
CRITICAL LOAD COMBINATIONS:
She LC e2 U+Lr, V 6153, v dcsl Vn 5'S91 !Ua
Bend, nglFl: LC e6 - D•L[ 1pattecnt L_1, M v 30982 lbs -ft
DendinD (-1: 'LC 12 - O.Lr, M - 3171 lb. -ft 4
Daf Lor -tion: LC 43 Dr.75II,r♦. 42N'1 {float
I LC s3 D.75l Lr •. 42141 !total
0=dead, L•l",
S=,now N-w%nd 1+tnp;,ct Lr -roof If" Leoconcnnc:ated E=carthquake
Ait LC•a a,, --
:n thn Analysis output.
Load Pirrern.: ses/2;- P,•L.5 or L -Lr, _ n Pattern load in this span
Load orrA:nai ions: ASC2 7-10/ IRC 2012 s
CALCULATIONS:
Dcflectlon: F.1 .3417006 .lb -int
"Li va^;deflection c Dvflectlon from all non-doad loads Itiva, wind, snow...I
Total Unflaction e 0.50(00ed Load D¢P1.eccion) , Livo Load Doflotei.n.
Design, Notes:
1. WOodWOrks analysis and design are in accordance with the ICC InlernatlOnal Building Code (IBC 2012), the National Design Spedlicallon (NDS 2012), and NDS Cosign Stlppl¢menl.
2. Please verify ]hal the default deflodion limits are appropriate lot your application.
3. Glulam design values are for materials conforming to ANSI 117.2010 and manufactured in accordance v/Ih ANSI A190.1.2007
4. Grades with equal bending rapacity in thetop and bottom edges of the beam Cross-seclloo aro recommended for continuous beams.
5. GLULAM: bxd = aclual breadth x actual depth.
6. Glulam Beams shall be laterally supported according to the provisions of Nos Clause 3.3.3.
7. GLULAM: bearing length based on smaller of Fcp(Ionsion), Fcp(comp'n).
BUTTE E COUNTY
BUILDING DIVISION
APPROVED
1)
t
1 `
.COMPANY PROJECT
Summit Structural Design
WoodWarks� May 27.2016 13.23
SOAAFrWRE EOR WOO 9ES16;V B2
Design Check Calculation Sheet
Wood Works Sizer 10.1
Loads:
Loa(!
Type
Distributid P.
Pat-
Location (ftl
Magnitude
Un!.t
1372
974
oo
Roof
' Live
tern.
Start End
Start End
'fb -
Loadl
Dead
Full Area
fb/Fb' - 0.38
Bearina:
16.00(14.001`
psf
Load2
hind C&C
Full Area
.4 n ro 'd
1.00•
74.000A.00)-
psf
boad3
Roof constr.
Full Area
0.67 =
<1,/999
1.8.00(14.00)'
psf
Se.1 P.-weiht
Dead
Pull. UDL
14.'1
,1L
Maximum Reactions (lbs) and Bearing Lengths (in)
B'-2"
Unfactored:
Analysis
V
Dead
974
Anal sis/Desi n
Shear
1372
974
oo
Roof
' Live
1029
1372
Facttoored:i029�
'fb -
i-
Tcca,1
2363
fb/Fb' - 0.38
Bearina:
0.03 a
7.363
Length
_
1.00, -�
.4 n ro 'd
1.00•
_
I.00
'Minimum b7irinn
lennlh swain ucor(• v r,,. _�,( �, �..,..a.. __
1, • OC
Timber -soft, D.Fir•L, No.2, 6x12 (5.112"x11.114")
Supports: All - Timber-soll Beam, D.Fir-L No.2
Total length: 6'.2.a';
Lateral support: top= 72 bottom= at supports; (in)
Analysis vs. Allowable Stress tnnil anri noflnorinr, rnl ..-:- --
Criterion
Analysis
Value
I Desinh
Value
Anal sis/Desi n
Shear
fV =
36
Pv' -
212
f v Fv' 0.1
Sending(4)
'fb -
415
Fb• -
1007
fb/Fb' - 0.38
Dead Defl'n
0.03 a
<L/999
Live Defl'n
0.03 -
<L/999
0.27: -
L/360
0.12
Total Defl'n
0.67 =
<1,/999
0.40 -
L/240
0.18
Additional Data:
rACTOF.S: F/E(gs i)CD CM Ct CL CF Cfu Cr Cfrt C1 Cn -LCB
Fv' 170 1.25 1.06 1.00 - - - 1.00' 1.00 1.00 2
Fb'+ 675 1..25 1.00 1.00 0.994 1.000 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1..'00 1.00 - -
-F'1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3
Emin' 0..47 million. 1.00 1.00 - - - - 1.00 1.00 - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC 02 = D+Lr, V - 1963, V design - 1.50.3 lbs
bending(+): LC 02 D+Lr, 1,1 - 4008 lbs -ft
Deflection: LC 113 D+.75.(I.r•.42V0 (level
LC 03 = Ll+.75(Lr+,47.w) ItUtal
D -dead 6-1!ve S=snow W=wind 1 -impact Lr -roof live Lc -concentrated E -earthquake
A'S1 LC's are listed in the Analysis output
Load combinations: ASCE 7-10 i 10C 2012
CALCULATIONS:
Deflectlon.: Ef +• 848e0G !b-i.n.2
"L.ive" deflection = Def!.ection from all non -dead loads (lire, wind, snow...:
Total. Deflection = 1.50(Doad Lead Deflection) + Live Load Deflection.
Design Notes:
1. Wood'Norks analysis and design aro in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1.
BUTTE COUNTY
BUILDING DIVISION
COMPANYPROJECT
t Summit structural Design
Wood"Worlk,0 May 27.201813:20
I83
j .SOTtiARC FOR IVf10D nt57C4' '
Design Check. Calculation Sheet
j Woodworks Sizor mi
Loads:
Maximum Reactions (lbs) and Bearing Lengths (in) ;
Etat
Typo
Anal nia/Deaf n
t '
{
S hoar
i
1
un EncEocod;
19'•4.2'
DoaA
293
___-
-
!b' a 1874
liiath Fbut Sun
Pat-
Lowden iftll
Magnitude
Unit
+
Loa
Fa,tered:
1.03 - L/240
Corn
Eno
St -L End
107E
1.37 - Lil(10
0.84
Banring;!670
Dcao
Trapexof a
9.
4. 0.01-12
--
Min req'd
1.00•
Mind"CLC
"Roof
Trapoxofdni
•Minima ben
19.25
rO.
10',4 20
pl'tLonrt3
"MlNmum bearing
length.govorned by file rcquhod width of [he supporting nsomber.
'soil
cons C4.Tr
apezodo1
15.25
9.0 135.0
tilt
-baa ht
D,ind
Nit UD!
5.1
if
Maximum Reactions (lbs) and Bearing Lengths (in) ;
Mnl sla Vnluc
20•.tts•
Anal nia/Deaf n
t '
{
S hoar
i
1
un EncEocod;
19'•4.2'
DoaA
293
___-
-
!b' a 1874
Wind.
so$
Dvatl D0t1'n
417
Roof'Liu.
499
IG11
Fa,tered:
1.03 - L/240
0.94
867
Total
107E
1.37 - Lil(10
0.84
Banring;!670
T.
Leo g ch
00•
--
Min req'd
1.00•
!.<:
•Minima ben
no lencil Saltin used' t- for end suns
"MlNmum bearing
length.govorned by file rcquhod width of [he supporting nsomber.
I LVL n -ply, 1.8E, 2400FId, 1.314"x11.1/4", 1 -ply
1 SupPOds: Ail • Timber -soft Beam. O:Ffr:L No.2
i - Total length: 20'•11.5-; Pitch: 4.2/12;
l .Lateral Support: lop= full, bottom= at supports;
Analysis vs. Allowable Stress (psi) and Deflection tint nelaa alas 9D.2.
Crlturi on
Mnl sla Vnluc
Ueai n value
Anal nia/Deaf n
..
S hoar
v 2u
tV. :• 4
tv tv :2
bending (t'!
fb = 2503
!b' a 1874
fb1171,0.65
Dvatl D0t1'n
0.78 '• LL/644L
/644
Livr Deft'u
0.96 L/256
1.03 - L/240
0.94
Total Dot1'n
1.15 L/213
1.37 - Lil(10
0.84
Additiofal Data:
FACTORS: F/F,IpailcD cv, ct CL cv cfu Ci -Cfrt. .ci C., L(:0
Ft•' I 285 1.60 - L00 - - - L00 - !.00 3
Flt'. 1 2400 t.u0 - t.00 1.000 1.01- - 1.00 1.00 - '1
Fq>' 750 - 1.00 - _ _ 1.00
y
E.riny' ,0.93 milllon 1.00 - - - - 1.00 - 3
CRITICAL LOAD COMBINATIONS:
Shen:- LC A3 = D•.75t1.c:. 611), l' 1045, V daalyn = 1635 lbs
8endingf'!i: LC ,3 0..15(1, r.6:91, M = 7659 ]ba -ft
DOtlaction; LC 0
3 D9. 751 Lc..42M1 Ilivct
LC A3 D .15 {Lr+. 42M) ttotall "
,"tics<i Lyltve S-1nnow M=uind 1 -impact: Lr -coot live L-conconcraced 9 -earthquake
Af,l LC'0{aro lisccd in the Anelysia output
oa
Ld conbl.na ,Sona: ASCE 7-.10 / IBL' 2012
CALCULATIONS:
Uuflc-ction: E1 • 374006 .Ib -!n2
"Livr'' de,flaction - Do Pioction from nil non -dead loads tlivo, wind, anow_i
Total De Flection - 0..501Doad Load Dotl'oct,loni ., Live Load Defloetlon.
8carsng l 'Allocable hearing u- an "11010 F'theta .cal,eulucbd for ,ach support
a per NDS 3.10.3 -
Deslgn.Notes: --
1. WoodWOrks analysis and design aro in accordance vAth the ICC International Building Code (IBC 2012), the National Design SpectOcallon (NDS 2012), and NDS Design Supplement.
2. P168SO vOdfy that Dhb default collection limits aro appropriate for your application.
3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for pretimlnary, dosign only. For final member design contact your local SCL manufacturer.
4. Size factors vary from one manulaclumr to another for SCL materials. They can be changed In the database editor.
S.
BUILT-UP SCL-BEAMS: contact "manufacturer lot connection details when load$ Oronot applied equally to all plys.
6. SLOPED BEAMS: level boating is required for all sloped beams.
7. FIRE RATING: Joists, wall studs. and multi -ply members -ore not rated. for tiro endurance.
!
BUTTE -COUNTY
BUILDING DIVISION
APPROVED
51
I -,-
COMPANY PROJECT
Summit Structural Design
WoodWorlk- C. May 27. 2016 13:30
sorlwm,r FOR woof) nEsiw, B4
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
Load Type
Discr.ibution Pa[-
Location (fti
Magni.tirde
unit
-17oa
teal
Star[ End.
start End
Roof Live
d 1 Dead
Area.
Factored:
1 .0! B.00),
psf
Load2 Wind C&C
IFu
Full. Arca
---
7.-0.OV 1'a.06)'
psf
Loatl3 Roof constr.
Full Area
1.00-
.007
18.00 (8.00)•
psf
Self -weight Dead
•Tr, ,i l.�r„ tr t ,�,.,
Fu Fl UDL
Minimum bearing
14.7
lf.
Maximum Reactions (lbs) and Bearing Lengths (in) :
6'-2"
nfactored:
Anal
--�-�
Dead
439
Analysis/Desion
47iI'd
592
435
Roof Live
444
552
Factored:
fb
444
'total1039
-
---
3earing:
0.01
i035
Length
1.00-
.007
-
Ldial ze 'd1.'DO•
'd-
0.01
! .00•
Minimum bearing
length selling used: 1" for end supports
! ' 0o
Timbor-sok, D.Fir-L, No.2, 6x12 (5-1/2"x11-1/4")
Supports: All ..-Timber-soft Beam, D.Fir-L No.2
Total length: 6-2:17';
Lateral support: top= 72 bottom= at supports: (in)
Analysis vs. Allowable Stress (nsil and Daflpr•.rinn lint
C r. terdon
Anal
sis Value-
Desi n
Value
Analysis/Desion
Shear
fv
14
E'v' =
12
v Fv.' - 0.0
Bending(-)
fb
- 137
Fb' =
1087
fb/F'b' = 0.13
Dead Defl'n
0.01
- <L/999
Live Defl'n
0.01
= <6/999
0.20 -
L/360
0,03
Tota! Defl'n
.0.01
- <L/999
0.30 =
L/240
0.05
Additional Data -
"ACTORS: F/E(psi)CD CM- CL CL CF Cfu 'Cr Of rt Ci Cn LCN
Fv' .170 1.25 1.00 E.OU
1.00 1.00 1.00 2
Sb'+ 075 1.25 1.60 1.00 0.994 1.000 1.00 1.00 1.00 1.00 -
Fep' 62.5 - 1.ACr 1.00 - - - - 1.00 e.
1.3 mi/Lion 1.00 1.00 - - - L.00 1.00 - 3
Emin' 0.47 million 1.0o 1.OU - - - - 1,00 1.0C - 3
CRITICAL LOAD COMBINATIONS: '
Shear: LC 112 a D+Lr, V - 872, V design = 591 lbs
Bend Lngl+l: LC 02 = D -Lr, M - 1326 lbs -ft
Defiecti'on: LC 03 = D+.75(Lr+.42P1) (live)
LC 113 D+.751.Lr+.42W) (-total)
D=dead L=live S=snow W -wind 1 -impact Lr -roof live. Lc -concentrated E=earthquake
All. LC.'s are listed in the Analysis output
Load combinations: ASCE 7-30 / IBC 2012
CALCULAT'.ONS:
Deflection;E1 846e06 lb -int.
"Live" deflection =. Deflection fron all non -dead loads (live, wind, snow...) -
Total Deflection _ 1.50(Dead Load Deflecti:or.) • Live Goad Deflection.
Design t4lotes:
1. WoodWortts anelysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Spocificalion (NDS 2012), and NDS nesign Supplement.
2. Please verify that the default deflection limiWare appropriate for your application,
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
BUTTE ! E COUNTY
BUILDING DIVISION
APPROVED