HomeMy WebLinkAboutB17-1577 047-690-008r
F,
OUT rE Butte County Department of Development Services FORM NO
:�e?ittku.� PERMIT CENTER
7 County Center Drive, Oroville, CA 95965 DBP -06
•cOU194 Main Phone (530) 538-7601 Fax (530)-538-7785
www.buttecountw.net/dds
PLAN CHANGE, RECHECK, OR RETURN
Owner's Name: GL MV --sl oT e
Contact Person Name: fill I�
Contact email: l��iV VYl ! T
Contact Phone Number: 55-0 10 C I Date Submitted: q
Permit Number: 1-7`1577 Assessor's Parcel Number: `f7'�
❑ COMPLETE SET OF PLANS
❑ PARTIAL SET OR PAGES OF PLANS
(LIST PAGES BELOW)
COUNTY
Please check any that apply: SEP 18
Response to Plan Check Letter?
❑ Response to Building Inspection Correction Notice? DEVELOPMENT
❑ Is there additional square footage? mvxm
❑ Is unfinished area being in -filled or completed?
❑ Other:
LIST OF ITEMS SUBMITTED
1. cc) TV�
2.
3.
4.
5.
Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner
will determine if additional plan checking fees are required:
❑ Minimum $127.00 paid
❑ Additional Fee Amount Due:
K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Comp1eted\DBP\DBP-
06_Plan_Change_Form_REV'D_8.13.14_A KM.doc
Page 1 of 1
September 8, 2017
Butte County Building Division
7 County Center Drive
Oroville, CA 95965
Fax: 538-2140
Re: Plan Check Response # 1
Project: Gregory and Vickie James
Location: -0- Kilkare Lane, Chico, CA
Building Permit No.: B 17-1577
Streamline Job No.: 2730
To Whom It May Concern:
We have reviewed the plan check comments dated August 8, 2017 and respond as
follows:
1. Added to A-1.
2. By others.
3. By others.
4. Shown on S-1.
5. Attic not enclosed.
6. Attic not enclosed.
7. See A-1 notes.
8. See A-1 notes.
9. See A-1 notes. 3
10. See A-1 notes.
11. See A-1 notes.
12. See A-1 notes.
13. See A-1 notes.
14. See A-1 notes.
15. See attachment by others.
16. See attachment by others.
17. See S-1.
Please contact me if you have any questions at 530-892-1100.
Sincerely, (�w
Jeff Richelieu, PE
President
Streamline Engineering, Inc.
Page 1 of 1
60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100
2016 CALGreen Residential Mandatory Measures
This checklist applies to newly constructed buildings, additions or alterations of existing residential
buildings where the addition or alteration increases the building's conditioned area, volume, orsize.
The requirements shall only apply to and or within the specific area of the addition or alteration.
(2016 CGBSC 301.1.1)
***Note 2016 CGBSC 301.1.1: On and after 11112014, residential buildings undergoing permitted
alterations, additions or improvements shall replace noncompliant plumbing fixtures with water -
conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of
certificate of final completion, certificate of occupancy or final permit approval by the local building
department.
Feature or Measure
Required
L
A plan is developed and implemented to manage storm water drainage during
construction. CGBSC 4.106.2.
Construction plans shall indicate how the site grading or drainage system will manage
all surface water flows to keep water from entering buildings CGBSC 4.106.3.
Provide capability for electric vehicle charging in one and two-family dwellings and in
townhouses with attached private garages; and 3 percent of total parking spaces, as
specified, for multifamily dwellings.
S.
I~
I
Building meets or exceeds the requirements of the California Building Energy
Standards. CGBSC 4.201.1.
N
'./F�
Water closets. The effective flush volume of all water closets shall not exceed 1.28
gpf. Tank -type water closets shall be certified to the performance criteria of the U.S.
EPA WaterSense Specification for Tank -type Toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite,
r*3verage flush volume of two reduced flushes and one full flush.
Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125gpf
and floor mounted or other urinals shall not exceed 0.5 gpf.
Single showerheads. Showerheads shall have a max. flow rate of not more than 2.0
gpm at 80 psi. Showerheads shall be certified to the performance criteria of the U.S.
EPA WaterSense Specification for Showerheads.
Multiple showerheads serving one shower. When a shower is served by more than
one showerhead, the combined flow rate of all the showerheads and/or other shower
outlets controlled by a single valve shall not exceed 2.0 gpm at 80 psi, or the shower
shall be designed to allow only one shower outlet to be in operation at a time.
Residential lavatory faucets. The max. flow rate of residential lavatory faucets shall
not exceed 1.2 gpm at 60 psi. The min. flow rate of residential lavatory faucets shall
not be less than 0.8 gpm at 20 psi.
Metering faucets. Metering faucets when installed in residential buildings shall not
deliver more than 0.25 gallons per cycle.
Kitchen faucets. The max. flow rate of kitchen faucets shall not exceed 1.8 gpm at 60
psi.
Checklists\Green Building Page 1 of 3 02/10/2017
�d
Cooc*|istvxsreonouiming Page uofa 02/10m017
2016 CALGreen Residential Mandatory Measures Checklist (Cont'd)
Feature or Measure
Required
New residential developments with an aggregate landscape area equal to or greater
than 500 sq ft shall comply with one of the following options:
1. A local water efficient landscape ordinance or the current California Department
of Water Resources Model Water Efficient Landscape Ordinance (MWELO),
whichever more stringent; or
2. Projects with aggregate landscape areas less than 2,500 sq ft may comply with
the MWELO Appendix D Prescriptive Compliance Option.
Rodent proofing. Annular spaces around pipes, electric cables, conduits, or other
openings in sole/bottom plates at exterior walls shall be protected against the passage
of rodents by closing such openings with cement mortar, concrete masonry or similar
method acceptable to the enforcing agency.
09
Recycle and/or salvage for reuse a minimum of 65 percent of the nonhazardous
construction and demolition waste in accordance with one of the following:
management ordinance; or
2. A construction waste management plan, per Section 4.408.2; or
3. A waste management company, per Section 4.408.3; or
4. The waste stream reduction alternative, per Section 4.408.4.
im RIO
O&M Manual: An operation and maintenance manual shall be available in the building
at the time of final inspection.
Recycling by Occupants: Where 5 or more multifamily dwelling units are constructed
on a building site, provide readily accessible area(s) that serves all buildings on the
site and is identified for the depositing, storage and collection of non -hazardous
materials for recycling, including (at a minimum) paper, corrugated cardboard, glass,
plastics, organic waste, and metals, or meet a lawfully enacted local recycling
ordinance, if more restrictive. See exception for rural jurisdictions.
Any installed gas fireplace shall be direct -vent sealed-com bust ion type. Any installed
woodstove or pellet stove shall comply with US EPA New Source Performance
Standards (NSPS) emission limits as applicable, and shall have a permanent label
indicating they are certified to meet the emission limits. Woodstoves, pellet stoves and
fireplaces shall also comply with applicable local ordinances.
500
it
Duct openings and other related air distribution component openings shall be covered
during construction.
Adhesives, sealants and caulks shall be compliant with VOC and other toxic
compound limits
Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking
compounds shall comply with statewide VOC standards and other requirements.
Paints, stains and other coatings shall be compliant with VOC limits. 4.504.2.2
Cooc*|istvxsreonouiming Page uofa 02/10m017
i'
2016 CALGreen Residential Mandatory Measures Checklist (cont'd)
Feature or Measure
Required
Aerosol paints and coatings shall be compliant with product weighted MIR limits for
ROC and other om ou
Carpet and carpet systems shall be compliant with VOC limits. 4.504.3
At least 80% of floor area receiving resilient flooring shall comply with
specific VOC criteria.
Hardwood plywood, particleboard and medium density fiberboard (MDF) used on
.interior or exterior of the building shall comply with formaldehyde emission
standards.
Documentation shall be provided to the City building inspector verifying that compliant
materials have been used.
#��„t�'tie , �4�; � "ur •�G_,, : t •.Ir(�. 5':;-; _,�_`- .•�� r�r `
t.-. • T`- -
Concrete Slab Foundations: Vapor retarder and capillary break is installed at slab -
on -grade foundations.
Moisture content of building materials used in wall and floor framing shall not
exceed 19% before enclosure. Moisture content shall be verified in compliance with
CGBSC 4.505.3.
Indoor Air Quality and Exhaust (4.506)
Bathroom exhaust fans shall be ENERGY STAR rated and ducted to terminate
outside.
Unless functioning as a component of a whole house ventilation system, bathroom
exhaust fans must be controlled by a humidity control adjustable between a relative
humidity range of 50% - 80%.
FT
Duct systems are sized, designed, and equipment is selected using the following
methods:
I. Establish heat loss and heat gain values according to ANSI/ACCA 2 Manual
J-2011 or equivalent.
2. Size duct systems according to ANSI/ACCA 1 Manual D-2014 or equivalent.
3.Select heating and cooling equipment according to ANSI/ACCA 3 Manual S-
2014 or equivalent.
'
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HVAC system installers are trained and certified in the proper installation of HVAC
systems.
Special inspectors employed by the enforcing agency must be qualified and able to
demonstrate competence in the discipline they are inspecting.
,SSil!:F'.s. "�`F_z1• I, ¢
Uer fi anions r ra ' ' ' , .'_ + Y-
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Ir tr' ^C•�°e .. r:. _i:- _'- •_�t!c
t(•�Yu.a.r.•.r•-�ee 4:F"4•''!
Verification of compliance with this code may include construction documents,
plans specifications builder or installer certification, inspection reports, or other
methods acceptable to the enforcing agency, which show substantial conformance.
Checklists\Green Building Page 3 of 3 02/10/2017
CLIENT:
PROJECT:
PROJECT
LOCATION:
STRUCTURAL CALCULATIONS
Gregory and Vickie James
New Garage
0 Kilkare Lane
Chico, CA
JOB NUMBER: 2730
DATE: 07/21/17
B.1.7-177 FILE/ PCI
047-690-008
JULY 31., 201.7
GARAGE W/ELECT'
SEAL APPLIES TO SHEETS 1 THRU 117-
LOADING CRITERIA BASED ON THE 2016 CALIFORNIA BUILDING CODE:
SEISMIC DESIGN CATEGORY: D
WIND SPEED V (3 SECOND GUST): 110 mph
WIND EXPOSURE: C
SOIL BEARING: 1600 psf (per CBC Table 1806.2)
ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN
THESE CALCULATIONS ? NO PERMIT
BUTT CE CE OUNTYDEVELOPMENTSERVICES
NOTES:
REVIEWED FOR
ANC
1. Streamline Engineering is not responsible for the these calculations unless this coverok,%et is
COIO/IPLI
stamped by Jeff Richelieu and wet signed with Red or Blue ink. BY
2. Any structural or non-structural items that are not specifically addressed in the following
calculations are designed by others and are not the responsibility of Streamline Engineering.
3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details,
or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted
Butfding Code, and local building department standards.
4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure
is property located with respect to property li s, set backs, adjacent slopes, and all other limiting factors.
TRUSS STATEMENT:
has reviewed the trusses submitted by Systems Plus Lumber
and dated 7/17 for this project. The r view was provided to insure that the truss designer used the
proper gravity and lateral loading for the design of the trusses. The designer shall bear the entire responsibility for the
design and bracing of the trusses. All truss to truss connections are designed by the truss mfg.
Page 1
60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 L -
GRAVITY LOADS: ROOF: PITCH: 3:12
DEAD LOAD: COMPOSTION SHINGLES 3.5 PSF
1/2" OSB OR PLYWOOD 1.5 PSF
FRAMING 3.5 PSF
R-38 INSULATION (OPTIONAL) 0.0 PSF
5/8" GYPSUM WALLBOARD 3.2 PSF
MISCELLANEOUS 1.3 PSF
DEAD LOAD 13.0 PSF
PITCH INCREASE FOR DEAD LOAD 1.0 PSF
TOTAL DESIGN DEAD LOAD 14.0 PSF
BY: JMR
DATE: 7121/2017
JOB NO: 2730
PAGE: 2
LIVE LOAD PER TABLE 4-1 OF ASCE 7-10 = 20.0 PSF (REDUCIBLE)
(LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW)
PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo R, R2 WHERE 12 PSF < Lr < 20 PSF
Lr = REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF)
TRIBUTARY AREA < 200 SQ. FT.
LIVE LOAD (BASED ON PITCH) 20.0 PSF
TOTAL LOAD 34.0 PSF
SNOW LOAD (@1,350 FT. ELEVATION) 30 PSF
TOTAL LOAD 44.0 PSF
FOR LATERAL DESIGN USE 20% OF SNOW LOAD PER ASCE 7-10 12.7.2
(IF THE FLAT ROOF SNOW LOAD > 30 PSF)
SNOW LOAD USED FOR LATERAL CALCS = 0.0 PSF
TOTAL GRAVITY LOAD USED FOR LATERAL CALCS 14.0 PSF
LATERAL LOADS: WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW
SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW
1. made to the design as detailed in these calculations without written approval from the Engineer, then the
Engineer assumes no responsibility for the structure or any elements of the structure.
2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner / contractor
shall insure that all elements required to be waterproof are adequately detailed and constructed to be so.
This includes but is not limited to roofs, deck ledgers, and retaining walls.
3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that
are not fully constructed or are not constructed according to the plans and details.
4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed,
stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer.
5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements.
60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100
I
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I
I
1
1
1
1
1
1
1
1
1
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{
BY: J r,'l IZ
DATE: -7 11'7
JOB NO; .'L%3O
PAGE 3 OF
A �
------------
NMI
• 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115
Date: 7 11 1
Job No.' 2 ?'j 17
Page 4 Of
DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS
SHEAR WALL A B C D E F G
SEISMIC SHEAR PLF 260 350 490 640 730 760 980
WIND SHEAR PLF 335 485 600 820 924 975 1250
2X SILL SCREW INTO SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4"
BLOCK OR RIM JST. @ 20" o.c. @ 13" o.c. @ 11" o.c. @ 8" o.c. @ 7" o.c. @ 6" ox. @ 5" o.c.
SILL SCREW CAPACITY 336 517 611 840 960 1120 1344
5/8" A.B. CAPACITY 343 496 638 871 944 985 1259
1/2" A.B. CAPACITY 347 520 624 821 924 986 1344
NOTES:
Simpson SDS 1/4 x 6" Wood Screws per Simpson with 1.6 increase for Cd
Capacity of SDS 1/4" x 6" Wood Screw in 1 1/2" wood = 560 # / screw
2. Design capacity of bolts per Table 11 E of the 2012 NDS with Cd =1.6 per Table 2.3.2.
Capacity of 1/2" Anchor Bolt in 2x sill = 1.6 *650# = 1040# / Boit
Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *770# = 1232# / Bolt
Capacity of 5/8" Anchor Bolt in 2x sill = 1.6 *930# = 1488# / Bolt
Capacity of 5/8" Anchor Bolt in 3x sill = 1.6 *1180# = 1888# / Bolt
3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear
per foot is > than 350 Of < 600 pIf
60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100
SHEAR WALL SCHEDULE
SHEAR WALL
A
B C D E
F G
SEISMIC SHEAR PLF
260
350 490 640 730
760 980
WIND SHEAR PLF
335
485 600 820 924
975 1250-
3/8" PLYWOOD' .2
CDX
CDX CDX CDX STRUC. 1
CDX CDX
OR EXT. RATED OSB
ONE SIDE
ONE SIDE ONE SIDE ONE SIDE ONE SIDE
TWO SIDES TWO SIDE
EDGE NAILING 3
8d Q 6"
8d @ 4" 8d @ 3" 8d @ 2"8d @ 2"
8d 4" 8d 3"
FIELD NAILING 3
8d Q 12"
8d @ 12" 8d @ 12" 8d @ 12" 8d @ 12"
1 8d 12" 8d @ 12"
STUD SIZE AT VERTICAL
2 x
2 - 2x studs nailed together w/ 2 rows 16d sink. At 12" o.c. for
PLYWOOD JOINT
STUD
full heic ht of studs 4x post ay be used in lace of 2 - 2x
FOUNDATION SILL
1 1/2"
1 1/2" 1 1/2" 2 1/2" 2 1/2"
2 1/2" 2 1/2"
PLATE THICKNESS
1
CLIP, BLOCK4 LS70 @ LS70 @ LS70 @ LS70 @ LS70 @
LS70 @ LS70 @
TO PLATE 24" o.c. 20" o.c. 16" o.c. 12" o.c. 10" o.c.
10" o.c. 8" o.c.
5/8" A.B. SPACING s 52" o.c. 36" o.c. 14" o.c. 26" o.c. 24" o.c.
23" o.c. 18" o.c.
1/2" A.B. SPACING* 36" o.c. 24" o.c. 10 o.c. 18" o.c. 16" o.c.
15" o.c. 11" o.c.
NOTES:
1.
Over Douglas -Fir studs @ 16" o.c.
2.
All panel edges backed with 2 -inch nominal or wider framing u.o.n.
3.
If machine nails are used, then nails with partial heads are not permitted.
4.
Simpson manufactured clips at 24" o.c. for entire balance of wall line. "Block" may be
truss chord or rafter per detail.
5.
Anchor bolts shall have a minimum 3" x 3" x.229" thick steel plate washer.
DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS
SHEAR WALL A B C D E F G
SEISMIC SHEAR PLF 260 350 490 640 730 760 980
WIND SHEAR PLF 335 485 600 820 924 975 1250
2X SILL SCREW INTO SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4"
BLOCK OR RIM JST. @ 20" o.c. @ 13" o.c. @ 11" o.c. @ 8" o.c. @ 7" o.c. @ 6" ox. @ 5" o.c.
SILL SCREW CAPACITY 336 517 611 840 960 1120 1344
5/8" A.B. CAPACITY 343 496 638 871 944 985 1259
1/2" A.B. CAPACITY 347 520 624 821 924 986 1344
NOTES:
Simpson SDS 1/4 x 6" Wood Screws per Simpson with 1.6 increase for Cd
Capacity of SDS 1/4" x 6" Wood Screw in 1 1/2" wood = 560 # / screw
2. Design capacity of bolts per Table 11 E of the 2012 NDS with Cd =1.6 per Table 2.3.2.
Capacity of 1/2" Anchor Bolt in 2x sill = 1.6 *650# = 1040# / Boit
Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *770# = 1232# / Bolt
Capacity of 5/8" Anchor Bolt in 2x sill = 1.6 *930# = 1488# / Bolt
Capacity of 5/8" Anchor Bolt in 3x sill = 1.6 *1180# = 1888# / Bolt
3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear
per foot is > than 350 Of < 600 pIf
60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100
EIV GINE ERING
i
BY: JMR
DATE:' -711-7
JOB NO: 2-7 �j p
PAGE: 'c j
NOTE:: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT
AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER
FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF
POST SCHEDULE BASED ON 2016 CBC
LOAD
(KIPS)
MARK
POST
LUMBER
MAX.
MAX. LOAD @
MAX. LOAD @
MAX. LOAD @
2
SIZE
GRADE
Lu
POST
HEM FIR PL.
D.F. PLATE
P1
2 x 4
'2-2x4
STANDARD
9'
1,500 LBS
2,100 LBS
3,200 LBS
P2
EA. WAY 3" CLR.
STANDARD
9'
2,800 LBS
4,200 LBS
6,500 LBS
P3
3-2x4
STANDARD
9'
5,000 LBS
6,300 LBS
9,700 LBS
P4
2 x 6
STANDARD
9'
2,200 LBS
3,300 LBS
5,100 LBS
P5
2-2x6
STANDARD
9'
5,000 LBS
6,600 LBS
10,000 LBS
P6
3-2x6
STANDARD
9'
12,000 LBS
10,000 LBS
15,000 LBS
P7
4 x 4
D.F. #1
9'
5,000 LBS
4,800 LBS
7,500 LBS
P8
4 x 6
D.F. #1
9'
8,000 LBS
7,800 LBS
12,000 LBS
P9
4 x 8
D.F. #1
9'
10,000 LBS
10,200 LBS
16,000 LBS
P10
6 x 6
D.F. #1
9'
20,000 LBS
12,200 LBS
19,000 LBS
P11
6 x 8
D.F. #1
9'
28,000 LBS
16,700 LBS
26,000 LBS
P12
3.5 x 3.5
1.8 PARALLAM PSL
9'
6,100 LBS
4,900 LBS
7,600 LBS
P13
3.5 x 5.25
'X7
1.8 PARALLAM PSL
9'
9,100 LBS _
7,400 LBS
11,000 LBS
714
3.5
'5.25x
1.8 PARALLAM PSL
9'
12,200 LBS
9,900 LBS
15,000 LBS
P15
5.25
1.8 PARALLAM PSL
9'
23,400 LBS
11,100 LBS
17,000 LBS
P16
5.25 x 7
1.8 PARALLAM PSL
9'
31,300 LBS
14,800 LBS
23,000 LBS
P17
I 7 x 7 I
1.8 PARALLAM PSL
9'
34,000 LBS
19,800 LBS
31,000 LBS
NOTE:: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT
AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER
WHERE F'c = 2,500 PSI Fy = 40,000 PSI
60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100
FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF
MAR
LOAD
(KIPS)
FOOTING DIMENSIONS (INCHES)
WIDTH LENGT THICKNESS
MINIMUM STEEL REQUIRED
#4 REBAR EVENLY SPACED
F1
2.7
16
16
12
2
EA. WAY 3" CLR.
F2
4.2
20
20
12
3
EA. WAY 3" CLR.
F3
6.0
24
24
12
3
EA. WAY 3" CLR.
F4
7.0
28
28
12
4
EA. WAY 3" CLR.
F5
9.5
32
32
12
4
EA. WAY 3" CLR.
F6
12.0
36
36
12
4
EA. WAY 3" CLR.
F7
15.0
40
40
18
5
EA. WAY 3" CLR.
F8
18.0
44
44
18
5
EA. WAY 3" CLR.
F9E26.0
.0
48
48
18
8
EA. WAY 3" CLR.
F10
52
52
18
9
EA. WAY 3" CLR.
F1156
56
18
10
EA. WAY 3" CLR.
F12.0
60
60
18 1
10
EA. WAY 3" CLR.
WHERE F'c = 2,500 PSI Fy = 40,000 PSI
60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100
4+- -? -&n
Project: -rr C- F i� I
Prepared by: Jeff Richelieu 7/19/2017
Software licensed to: Streamline Engineering, Inc.
Phone: 530-892-1100 Email: jeffstreamline@sbcglobal.net
Input
See ASCE 7-10 Section 26.3 for symbol definitions
V = 110 mph
Exposure Category C
h=12ft
L=24ft
B=30ft
Gable Roof. Pitch = 3:12
This is a valid Class 1 building
Wind Simple version 1.0.0
Topographic Factor
Specify Kzt directly
Kzt for walls= 1.00
Kzt for roof = 1.00
Main Wind -Force Resisting System
ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2
This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2
MWFRS Wall Pressures (psf)
Wall
Total
Windward
Leeward
Side
Internal
Ph
25.2
19.6
-13.6
-17.6
+/-4.0
Load Case 2
3.4
-4.7
p0 j
25.2
19.6
-76.6
17.5
-28.6
MWFRS Roof Pressures (psi)
Zone -
1
2.
3
4
5
Load Case 1
-23.2
-15.8
-23.7
-21.1
-17.3
Load Case 2
3.4
-4.7
0.0
0.0
0.0
MWFRS Roof Overhang Pressures
povh @ Zone 1 = 17.4 psf
povh @ Zone 3 = 17.8 psf
Pressures indicated are applied to underside of overhang on
windward side only, simultaneously with other roof pressures
C&C Roof Overhang Pressures (psf)
Effective
Wind Area (sf)
povh
Ps
@ Zone 2
@ Zone 3
@ Zone 4.
@ Zone 5
Load
Case 1
Load
Case 2
Load
Case 1
Load
Case 2
Load
Case 1
Load
Case 2
Load
Case 1
Load
Case 2
10
-44.3
15.2
-76.6
17.5
-28.6
26.4
-44.3
24.1
500
-44.3
15.2
-68.9
15.7
-22.9
18.5
-26.6
16.9
S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, IL, 60067 Page Iof 1
www.skghoshassociates.com
BY: JMR
DATE:
JOB NO:
PAGE:
7/19/2017
2730
WIND DESIGN PRESSURE ON PROJECTED AREA PER ASCE 7-10
LOAD CASE 1 ZONE 1
WIND PRESSURE PERPENDICULAR TO SURFACE
ROOF PITCH
WIND PRESSURE ON PROJECTED AREA OF ROOF
LOAD CASE 1 ZONE 2
WIND PRESSURE PERPENDICULAR TO SURFACE
ROOF PITCH
WIND PRESSURE ON PROJECTED AREA OF ROOF
NET PRESSURE ON PROJECTED AREA
LOAD CASE 1 ZONE 3
WIND PRESSURE PERPENDICULAR TO SURFACE
ROOF PITCH
WIND PRESSURE ON PROJECTED AREA OF ROOF
LOAD CASE 1 ZONE 3
WIND PRESSURE PERPENDICULAR TO SURFACE
ROOF PITCH.
WIND PRESSURE ON PROJECTED AREA OF ROOF
NET PRESSURE ON PROJECTED AREA
60 Independence Circle, Ste. 201 • Chico, CA 95973 0
-23.2 PSF
3 :12 ANGLE = 14.00
-5.63 PSF
-15.8 PSF
3 :12 ANGLE = 14.00
-3.83 PSF
-1.8 PSF r USE 8.00 PSF PER 27.1.5
-23.7 PSF
3 :12 ANGLE = 14.00
-5.75 PSF
F
-23.7 PSF
3 :12 ANGLE = 14.00
-5.75 PSF
0.0 PSF I USE 8.00 PSVPER 27.1.5
(530) 892-1100 0 Fax: 892-1115
-- -'-r- nttps://eannquake.usgs.gov/cn2/designmaps/us/summary.php?templa...
-� -13 2 r 0
QUbW Design Maps Summary Report
User -Specified Input
Report Title James
Wed July 19, 2017 15:13:42 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 39.824010N, 121.91829°W
Site Soil Classification Site Class D - "Stiff Soil,
Risk Category I/II/III
USGS-Provided Output
Ss = 0.618 g Sms = 0.807 g Sus = 0.538 g
Sl = 0.278 g SMl = 0.512 g SDI = 0.341 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
a .10
"1211
(L. z
C-1 S_
as:
o ads
aY
a->7
a18
cia.
ago
VICr..R Response spectru'n
Perloct T (see)
M51
a ,Le
aL:
am
a.r3
01
a-2,
alb
Q32
Q05
am
c
For PGAM, TL, CRS, and CR, values, please view the detailed report.
,f 2
Oessp Response Sptctrum
PerSod, T 9;r_)
7/19/17, 8:13 AM
,
BY: JMR
DATE: r 7/19/2017
JOB NO: 2730
PAGE:
SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10
PER SECTION 12.8.1
SEISMIC BASE SHEAR (V) =
Rho(CS )W
WHERE CS
= Sos / (R / I)
= 0.083 W
SDs
=
0.538
See attached printout from ASCE 7-10
SDI
=
0.341
See attached printout from ASCE 7-10
R
=
6.5
per Table 12.2-1 for wood shearwall
IMPORTANCE FACTOR (1) =
1.0
Per Table 1.5-2 For occupancy category II
Rho
=
1.3
Per ASCE 7-10 Section 12.3.4.2
PERIOD OF STRUCTURE. (T) =
Ct h„" =
0.1289
MAXIMUM HEIGHT OF STRUCURE (hn) =
12
FT.
'
Ct =
0.02
FROM TABLE 12.8-2
k
x
0.75
FROM TABLE 12.8-2
CHECK CS
TL =
16
SEC. PER FIGURE 22-12 ` +
FOR T < TL
CS =
0.4068 MAXIMUM PER 12.8-3 {
Cs =
0.083 Used for design
Cs/ 1.4 =
0.059 Per CBC Section 1605 (eq. 16-21)
USE V = 0.077 W
60 Independence Circle, Ste. 201 0 Chico, CA 95973 • (530) 892-1100 Fax: 892-1115
L AT 5�lzAl, N
BY: J n 1Z -
DATE: -7 I 1
JOB NO: Z 7 30
PAGE 10 OF
07-7 C p 014 \ 1-7) Z 1 e 01 ( 1 (7� I 1 J ` O
i 1
q-
I- v = p 3ZS 14v. q 4 -
Woe 2
aoc� K- II
• 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (53'0) 892-1115
-z- 4 (9 -Z)
6-2
N o 4v- 13 i I ,J`, -F.
, Oc, �-,ol N I
BY: J n rz
DATE s 71
JOB NO: 2-73b
PAGE I I OF
I
• 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115
Title Block Line 1
YOM, 6n change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Mutt P16 Simp1e�B - ' M
Wood
13M 1
Project Title: James
Engineer. JMR
Project Desc r
} ENFRCA
BEAM Size : 3.5x11.875, VersaLamI Fully Unbraceu
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West
Fb - Tension 2,800.0 psi Fc - PHI 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf
Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi
Aonlled Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0140, Lr = 0.020 kift, Tdb= 3.0 ft
Desion Summary
Max fb/Fb Ratio = 0.162. 1
fb : Actual : 565.75 psi at 8.250 ft in Span # 1
Fb : Allowable: 3,500.00 psi
Load Comb: +D+Lr+H
Max fv/FvRatio = 0.084: 1
fv : Actual : 30.10 psi at 15.565 ft in Span # 1
Fv: Allowable: 356.25 psi
Load Comb: +D+Lr+H
Max Reactions (k) Q L Lr -4 W E
Left Support 0.45 0.50
Right Support 0.45 0.50
Wood Beam Design ;- BM 2
BEAM Size : 4x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir- Larch Wood Grade: No.1
Fb - Tension 1,000.0 psi Fc - PHI 1,500.0 psi Fv 180.0 psi Ebend- xx
Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx
Project ID: 2730
I (�j • )2 -
Printed: 18 JUL 2017. 4:29KA
Ver.10.17.6.29
ulations per NDS 2016,1BC 2015, CBC 2016, ASCE 7-10
D(0.0420) Lr(0.060
EZZ- -- - --
3.5x11.875
16._5.0 ti
-•I
H Downward L+Lr+S 0.103 in Downward Total 0.196 in
Upward L+Lr+S 0.000 inUpward Total 0.000 in
Live Load Defl Ratio 1925 >360 Total Defl Ratio 1012 >180
Calculations per NDS 2015 1BC 2015,.CBC 2016. ASCE.7-10
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0140, Lr = 0.020 k/ft, Tdb=14.0 ft
Design Summary
Max fb/Fb Ratio
= 0.294. 1
fb : Actual :
477.00 psi at 2.250 ft in Span # 1
Fb: Allowable:
1,625.00 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.209: 1
fv : Actual:
46.96 psi at 0.000 ft in Span # 1
Fv: Allowable:
225.00 psi
Load Comb:
+D+Lr+H
Max Reactions (k)
o L Lr s w E
Left Support
0.45 0.63
Right Support
0.45 0.63
1,700.0 ksi Density 31.20 pcf
620.0 ksi
D 0.1960 Lr(0.280
4x8 - -
4 5.Q ft ,
May I Ismartinnc
F1 Downward L+Lr+S 0.014 in Downward Total 0.024 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 3928 >360 Total Defl Ratio 2284 >180