HomeMy WebLinkAbout1200 Chinquapin Ave; ; CBR2016-0333; Permit1111111111.11111 MI6
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Print Date: 02/16/2017 Residential Permit Permit No: CBR2016-0333
www.carlsbadca.gov
Job Address:1200 Chinquapin Ave
Permit Type:BLDG-Residential Work Class:Cogen Status:Closed -Finaled
Parcel No:2062612700 Lot #:Applied:12/12/2016
Valuation:$8,000.00 Reference #:Issued:12/12/2016
Occupancy Group:Construction Type:Finaled:
#Dwelling Units:Bathrooms:Inspector:JWest
Bedrooms:Orig. Plan Check #:
Plan Check #:
Project Title:
Description:RHODES: ROOF MOUNT SOLAR, 20 MODULES, 6.3KW
Owner:Co-Applicant:
TRUST RHODES GLEN B FAMILY LAWRENCE ELECTRIC
2963 Jacks Cv
Escondido, CA 92027-5200
760-822-7903
BUILDING PERMIT FEE $2000+$97.22
BUILDING PLAN CHECK FEE (BLDG)$68.05
SB1473 BUILDING STANDARDS FEE $1.00
STRONG MOTION-RESIDENTIAL $1.04
Total Fees:$167.31 Total Payments To Date:$167.31 Balance Due:$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project.NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
•'
.•THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE:0 PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE 0 HEALTH 0 HAZMATIAPCD
-Plan Check No.Cipt_2(:)((,c)g?„2.--
City of Building Permit Application
1635 Faraday Ave., Carlsbad, CA 92008 Est. Value Or.)c.)
Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. DepositCarlsbademail: building@carlsbadca.gov
www.carlsbadca.gov Date CZ '241J.SWiET
-
3P
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1
JOB ADDRESS SUITE#/SPACEO/UNITO APN _--
CT/PROLCX°CA 4)/(AlCA"PIZ/#OF UNITS #BEDROO S #BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE °CC.GROUP
3 ...------
DESCRIPTION OF WORK:Include Square Feet of Affected Area(s)47?*
2'.
-
/
-
7 S9/01 il Salar / 6U
EXISTING USE PROPOSnUSE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE AIR CONDITIONING FIRE SPRINKLERS
Alit?.C /re r YESIDit NOD YES DNO ED YESE3 NOD,
APPLICANT NAME /PROPERTY OWNER /Primary Contact j•-.0.wriorit.t 4.e/e.cfri r--Liiell AiddrifADDRESS
ADDRES6S:z 7/7 7 ii....‘jc.....e 1TPZ Ch,,Intik STATE ZIPCITY
.....c.c.04•171 1 ec2)CA 6145070 ZIP.?4 liek &dd q1.0PHONE../FAX .FAX
.760 (010.750}
EmAIL EMAIL
ail M i 4 „../. f Arvp#-A r1;16.41i.rie./
DESIGN PROFESSIONA t CONTRACTOR BUS. NAME
ADDRESS .0"
ADDRESSSam 6 0s.df4c„„ni.
CITY STATE ZIP CITY STATE /7 ZIP
PHONE FAX PHONE FAX
EMAIL EMAIL
STATE LIT.#
(.4 / 0 STATE 7 2 ...0
CLASS CITY BuS.J.ic.#
4P‘PL-1
(Sec.7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or r pair any structure, prior to its issuance, also requires theapplicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law "Chapter 9, commending with Section 7000 of Division 3 of theBusiness and Professions Code) or mat he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant toacivil penalty of not more than five hundred dollars ($500)).
WORKERS'COMPENSATION
Workers' Compensation Declaration: I hereby affirm under penalty of penury one of the following declarations:
I
1 4 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
I.......)it.I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy
I number are: Insurance Co.Policy No.Expiration Date
Thi section need not be completed if the permit is for one hundred dollars ($100) or less.
Certificate of Exemption:I certify that in the performance of the work for which this permit is issued,I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of
Califomia.WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in
addition to the cost of compensation, damages as provii .forin Section 3706 of -.ior code, interest and attorney's fees.
f ..1E5 CONTRACTOR SIGNATURE ['AGENT DATE —-.
OWNER -BUILDER DECLARATION
I hereby affirm that I am exempt from Contractor's License Law for the following reason:EI,as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's
License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for
sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
1 1:1 I,as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of
property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law).
ElI am exempt under Section Business and Professions Code for this reason:
1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement.Oyes DNo
2.I (have /have not) signed an application for a building permit for the proposed work.
3.I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number):
4.I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number):
5.I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name /address/phone/type of work):
.E5PROPERTY OWNER SIGNATURE EIAGENT DATE
..COMPLETE THIS SECTION FOR NON -RESIDENTIAL BUILDING PERMITS ONLY
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the
Presley-Tanner Hazardous Substance Account Act?CI Yes 1:1 No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?0 Yes No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes El No
IFANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF
EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
CONSTRUCTION LENDING AGENCY
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name Lender's Address
APPLICANT CERTIFICATION
I certify thatI have read the application and stateMatteabove information is conect andtattleInformation on the plans is accurate.Iagree to comply with all City ordinances and State laws relating to building consbuction.
I hereby authorize representativeofthe CityofCarlsbad to enter upon the above mentioned property for inspection purposes.IALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CRY OF CARLSBAD
AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAYIN ANY WAY ACCRUE AGAINST SAID CRY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 50' deep and demolition or constructionofstructures over 3 stories in height.
EXPIRATION: Every permit issued by the Building Official under the provisionsofthis Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within
180 days from the date ofsuch permit or if the building orwokauthorized by such permit is suspended or abandoned at any time after the work is commenced fora periodof 180 days (Section 10E4.4 Uniform Building Code).
,AKAPPLICANT'SSIGNATURE DATE
STOP
STOP:THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE.
Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection.
Fax (760) 602-8560, Email buildingecarlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008.
CO#:(Office Use Only)
CONTACT NAME OCCUPANT NAME
ADDRESS BUILDING ADDRESS
CITY STATE ZIP CITY STATE ZIP
Carlsbad CA
PHONE FAX
EMAIL OCCUPANT'S BUS. LIC. No.
DELIVERY OPTIONS
CI PICK UP: CONTACT(Listed above) OCCUPANT (Listed above)
CONTRACTOR (On Pg. 1)
ASSOCIATED CB#0 MAIL TO:o CONTACT (Listed above) OCCUPANT (Listed above)
o CONTRACTOR (On Pg i) NO CHANGE IN USE/NO CONSTRUCTION
;.0 MAIL/FAX TO OTHER: CHANGE OF USE/NO CONSTRUCTION
..dAPPLICANT'S SIGNATURE DATE
.,-•
PERMIT INSPECTION HISTORY REPORT (CBR2016-0333)
Permit Type:BLDG-Residential Application Date:12/12/2016 Owner:TRUST RHODES GLEN B FAMILY
Work Class:Cogen Issue Date:12/12/2016 Subdivision:
Status:Closed -Fineled Expiration Date:08/14/2017 Address:1200 Chinquapin Ave
Carlsbad, CA 92008-3545
IVR Number:746
Scheduled Actual
Date Start Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection Complete
02/16/2017 BLDG-35 Solar 014093-2017 Passed Jonathan West Complete
Panel
BLDG-Final 014094-2017 Passed Jonathan West Complete
Inspection
Checklist Item COMMENTS Passed
BLDG-Electrical Final Yes
02/15/2017 02/15/2017 BLDG-35 Solar 013618-2017 Partial Pass Jonathan West Reinspection Incomplete
Panel
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Irreversible crimp required No
BLDG-Final 013619-2017 Partial Pass Jonathan West Reinspection Incomplete
Inspection
Checklist Item COMMENTS Passed
BLDG-Electrical Final No
February 16, 2017 Page 1 of 1
.-.--NNOINNUNIWWWWWWN NoNsimmiNtior INN
12/8/20161
I
rat tit19 yoursoiarplansacommattENGINEERING SOLUTIONS FOR ALL YOUR SOLAR NEEDS
Structural Calculations for
SOLAR PANEL SYSTEM CONNECTIONS at:
1200 Chinquapin Ave
Carlsbad, CA 92008
Rhodes Residence
Prepared For:
Lawrence Electric
2963 Jacks Cove
Escondido,CA 92027
(760) 822-7903
Design Criteria
1-Code:CALIFORNIA BLDG CODE 2013 /ASCE 7-10
2-Wind:110 MPH, Exposure: C
3-Wood Species: Douglas Fir Larch (G =0.5)
Notice: Use restrictions ofthese calculations.
The attached Calculations may be electronically stamped/signed as permitted by engineer ofrecord.
Contractor/Client to verify existing dimensions/conditions prior to construction.
The use ofthese calculations is solely intended for the above mentioned project.
4()oto TRob 41<.
<5".
(FL?NO. C70784 ;RECEIVED
wee_EXP. 06/30/2017 rn
•DEC 12 2016440.
`\.CITY OF CARLSBAD
BUILDING DIVISION
(844) 783-5483 I Info@YourSolarPlans
3000 E. Birch St. Suite 201, Brea, CA 92821-— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— -
Components and
Per ASCE 7-10 Code for Bldgs. of Any Height with. Gable Roof 9 <=45° or Monoslope Roof 9 <=3°
Using Part 1 & 3; Analytical Procedure (Section 30.4 & 30.6)
Job Name:Rhodes Residence Subject:Wind Analysis for 2-Story Building
Job Number:n/a Originator:I Checker:I
Input Data:
Wind Speed, V =_110 mph (Wind Map, Figure 26.5-1A-C)
Bldg. Classification =(Table 1 -1 Occupancy Category)
Exposure Category =C (Sect. 26.7)
Ridge Height, hr =22,50_ft. (hr >=he)
Eave Height, he =16.00 ft. (he <=hr)
Building Width =40.00 ft. (Normal to Building Ridge)
Building Length =55.00_ft. (Parallel to Building Ridge)
Roof Type =_Gable (Gable or Monoslope)
Topo. Factor, Kzt =1.00 (Sect. 26.8 & Figure 26.8-1)Plan
Direct. Factor, Kd =0.85 (Table 26.6)
Enclosed? (YIN)_(Sect 28.6-1 & Figure 26.11-1)
Hurricane Region?isit 0
Component Name =Fastener (Purlin, Joist, Decking, or Fastener)hr A
Effective Area, Ae =146 ft.A2 (Area Tributary to C&C)he
Overhangs? (Y/N)tk (if used, overhangs on all sides)
L
)1Resulting Parameters and Coefficients:Elevation
Roof Angle,0 =18.00 deg.
Mean Roof Ht., h =19.25 ft. (h =(hr+he)/2, for roof angle >10 deg.)
Roof External Pressure Coefficients, GCp:
I GCp Zone 1 -3 Pos.=0.30 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 1 Neg. =-ciao (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 2 Neg. =-1.20 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 3 Neg. =-2.00 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1):
+GCpi Coef. =_0.18 (positive internal pressure)
-GCpi Coef. =-0.18 (negative internal pressure)
If z <=15 then:Kz =2.01*(15/z )^(2/a),If z >15 then:Kz =2.01*(z/zg)^(2/a)(Table 30.3-1)
a =9.50 (Table 26.9-1)
zg =900 (Table 26.9-1)
Kh =0.89 (Kh =Kz evaluated at z =h)
:Velocity Pressure: qz =0.00256*Kz*Kzt*Kd*VA2 (Sect. 30.3.2, Eq. 30.3-1)
qh =23.56 psf qh =0.00256*Kh*Kzt*Kd*VA2 (qz evaluated at z =h)
'Design Net External Wind Pressures (Sect. 30.4 & 30.6):
:For h <=60 ft.:p =qh*((GCp)-(+/-GCpi))(psf)
IFor h >60 ft.:p =q*(GCp) -qi*(+/-GCpi)(psf)
where: q =qh for roof
qi =qh for roof (conservatively assumed per Sect. 30.6)
12/7/2016 3:47 PM
Page 1
•-mniiiiiiiii...11111.101100111.1111111 1111111111011111111
--
Component z Kb qh p Net.Design Pressures (psf)
(ft.)(psf)Zone 1,2.3(+)Zone 1 (-)I Zone 2 (-)Z01)0 3 (4
Fastener 0.89 23.56 11.31 '23o8 '3z51 -51.35
15.00 0.89 23.56 11.31 -23.08 -32 51 -51.35
20.00 0.89 23.56 11.31 -23.08 -32.51 -51.35
For z hr:22.50 0.89 23.56 11.31 -23.08 -32.51 -51.35
-r
•
-7'
For z =he:16.00 0.89 23.56 11.31 -23.08 -32.51 -51.35
For z =h:19.25 0.89 23.56 11.31 -23.08 -32.51 -51.35
Notes:1.(+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
2.Width of Zone 2 (edge), 'a'=4.00 ft.
3. Width of Zone 3 (corner), 'a' =4.00 ft.
4. For monoslope roofs with 0 <=3 degrees, use Fig. 30.4-2A for 'GCp' values with 'qh'.
5. For buildings with h >60' and 0 >10 degrees, use Fig. 30.6-1 for 'GCpi' values with 'qh'.
6. For all buildings with overhangs, use Fig. 30.4-2B for 'GCp' values per Sect. 30.10.
7. If a parapet >=3' in height is provided around perimeter of roof with 0 <=10 degrees,
Zone 3 shall be treated as Zone 2.
8. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.
9. References :a. ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures".
b."Guide to the Use of the Wind Load Provisions of ASCE 7-02"
by: Kishor C. Mehta and James M. Delahay (2004).
12/7/2016 3:47 PM
Page 2
—vismilmaiwom iimi.milivimommi
I
:Roof Components and Cladding:
*i...__L
—19--!dile!--ti—i•i--...41....141-—1.-tal--.11-it's I__t_•41
1
._CO 0 0'
CP,-.... -------T -,M 11—1
1,:1
I I
I I
t;11-®Z54 CV 14;
0 < =7 deg.7 deg.< 0 <=27 deg.27 deg. <0 <=45 deg.
i
1 Roof Zones for Buildings with h <=60 ft.
(for Gable Roofs <=45° and Monoslope Roofs <=3°)
I I
0
a '
01 0 :0
I I
I -I ir —;I
ROOF PLAN
Roof Zones for Buildings with h >60 ft..
(for Gable Roofs <=10° and Monoslope Roofs <=3°)
i
!
12/7/2016 3:47 PM
Page 3
12/8/2016
ADEQUACY CHECK OF LAG SCREWS ALONG
EXISTING FRAMING DUE TO WIND FORCES
(HOUSE)
TYPICAL PROFILE:Wind Pressure, P
NI/0 I/V \11 I/0 `11
----___
ek"NoN MOSO v"6"NeN1%/..•SeSe ho^"N.A.
NeWe
I rolgOW.•VW/evh")"
truss spacing =24 "o.c.truss spacing =24 "o.c.
.
Legend:
1 .Existing 2x4 Truss Chord.
I 2 .Solar Panel Track Rail.
3.5/16 "cp Lag Screw w/ Min. 2.5" Penetration into Rafter.
Uplift from Solar Panel Wind Forces,U
Design Wind Pressure, P =-32.51 psf (See Attached Wind Analysis)
Trib. Depth for Each Rail, Td =2.7 ft (5.4 ft ÷ 2 )
Screw Anchor Spacing, S =6 ft (max.)
Resisting Weight of Panels, D =Td x S x 3 =48.6 lbs
Uplift Force on Each Screw,U =P x Td x S-D =-478.06 lbs (Upwards)
Check Adequacy of Lag Screw for Pull-Out
Uplift Resistance Provided by 5/16 "cp Lag Screw w/ Min. 2.5" Penetration into Rafter.
Penetration into Douglas Fir Larch Member Per NDS (Table 11.2A)=266 lbs/in
I
Allowable Uplift Load, Ua =1.6 x 2.5 x 266 =1,064 lbs >U =478.1 lbs [OK]
Existing Trusses Member Check
Truss Span =35 ft
I Roof Dead Load =17 psf
Panel Dead Load =3 psf
Total Dead Load, DL =20 psf x 2 feet (Trib.)=40.0 pjf
Screw Uplift Loads, W =478.06 lbs (Max.4 Anchors/Stand-offs on Truss)
I I
I
I I
I I
*See attached Enercalc Output for Analysis Results
Page 4
2x4 Truss -Rhodes 1200
SUNSTRONG STRUCTURAL, PHONG TRUONG
Dec 08, 2016; 11:03 AM
IES VisuelAnalysts 12.00.0012
TRUSS MEMBERS & NODES SCHEMATIC
of.
0 :
mx001 I SmX003 BmX004 :n101111110 BMX"
yI
jil
FI
Page 5
2x4 Truss -Rhodes 1200
SUNSTRONG STRUCTURAL, PHONG TRUONG
Dec GS,2016; 11:04 AM
Load Case: D
IES VisualAnalysis 12.00.0012
TRUSS DEAD LOADING
•0104'''*Nit1111_•
40.00•V_0..
Page 6
2x4 Truss -Rhodes 1200
SUNSTRONG STRUCTURAL, PHONG TRUONG
Dec 08, 2016; 11:04 AM
Load Case:W-Y
1ES VisualAnslysis 12.00.0012
TRUSS UPLIFT WIND LOADING FROM ANCHORS
.000.0•••••1!t.
0.4 =if
147:•.„4.01.111-------
•
•
•
Page 7
...........
Project: 2x4 Truss -Rhodes 1200
PHONG TRUONG, SUNSTRONG STRUCTURAL December 08, 2016
C:\Users\David Nguyen\Documents\SOLAR\Lawrence Electrical Contracting\Rhodes Residence -Lawrence Electrical
Contracting\
Model Summary
Structure Type: Space Frame
12 Nodes, and 6 Degrees of Freedom
21 Member Elements
The model is linear.
The model will have 6 unique mode shapes.
The size of the model is:
35 ft, in the X direction
5.410 ft, in the Y direction
0 ft, in the Z direction
Load Cases
Load Case Design Checks Seismic Type Results
(34)0.6D+0.6W »-Y Allowable (ASD)-NA-Yes
(43)D+0.6W »-Y Allowable (ASD)-NA-Yes
Nodes
Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ Scissor?
ft ft ft
N001 0.000 0.000 0.000 Yes Yes Yes No No No No
N002 5.833 1.803 0.000 Yes Yes Yes Yes Yes Yes No
N003 11.667 3.607 0.000 Yes Yes Yes Yes Yes Yes No
N004 17.500 5.410 0.000 Yes Yes Yes Yes Yes Yes No
N005 23.333 3.607 0.000 Yes Yes Yes Yes Yes Yes No
N006 29.167 1.803 0.000 Yes Yes Yes Yes Yes Yes No
N007 35.000 0.000 0.000 Yes Yes Yes No No No No
N008 5.833 0.000 0.000 Yes Yes Yes Yes Yes Yes No
N009 11.667 0.000 0.000 Yes Yes Yes Yes Yes Yes No
NO10 17.500 0.000 0.000 Yes Yes Yes Yes Yes Yes No
NO11 23.333 0.000 0.000 Yes Yes Yes Yes Yes Yes No
N012 29.167 0.000 0.000 Yes Yes Yes Yes Yes Yes No
Member Elements
Memb Section Bet Material (1)Nod (2)Nod Lengt Rz Rz One Way Framin
er a e e h 1 2 g
deg ft
BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N001 N008 5.833 Rigi Rigi Normal Beam
01 0 No.1 d d (2-way)
BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N008 N009 5.833 Rigi Rigi Normal Beam
02 0 No.1 d d (2-way)
BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N009 NO10 5.833 Rigi Rigi Normal Beam
03 0 No.1 d d (2-way)
BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO10 NO11 5.833 Rigi Rigi Normal Beam
04 0 No.1 d d (2-way)
BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO11 N012 5.833 Rigi Rigi Normal Beam
05 0 No.1 d d (2-way)
BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N012 N007 5.833 Rigi Rigi Normal Beam
06 0 No.1 d d (2-way)
COLOO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N008 N002 1.803 Fre Fre Normal Column
1 0 No.1 e e (2-way)
COLOO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N009 N003 3.607 Fre Fre Normal Column
2 0 No.1 e e (2-way)
COLOO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO10 N004 5.410 Fre Fre Normal Column
3 0 No.1 e e (2-way)
COLOO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO11 N005 3.607 Fre Fre Normal Column
4 0 No.1 e e (2-way)
COLOO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N012 N006 1.803 Fre Fre Normal Column
Page 1
VisualAnalysis 12.00.0012 (www.iesweb.com)
Page 8
9
._..
.
Project: 2x4 Truss -Rhodes 1200
PHONG TRUONG, SUNSTRONG STRUCTURAL December 08, 2016
C:\Users\David Nguyen\Documents\SOLAR\Lawrence Electrical Contracting\Rhodes Residence -Lawrence Electrical
Contracting\
5 0 No.1 e e (2-way)
RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N001 N002 6.106 Rigi Rigi Normal Beam
1 0 No.1 d d (2-way)
RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N002 N003 6.106 Rigi Rigi Normal Beam
2 0 No.1 d d (2-way)
RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N003 N004 6.106 Rigi Rigi Normal Beam
3 0 No.1 d d (2-way)
RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N004 N005 6.106 Rigi Rigi Normal Beam
4 0 No.1 d d (2-way)
RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N005 N006 6.106 Rigi Rigi Normal Beam
5 0 No.1 d d (2-way)
RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N006 N007 6.106 Rigi Rigi Normal Beam
6 0 No.1 d d (2-way)
RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N002 N009 6.106 Fre Fre Normal Beam
7 0 No.1 e e (2-way)
RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO11 N006 6.106 Fre Fre Normal Beam
8 0 No.1 e e (2-way)
V001 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N003 NO10 6.858 Fre Fre Normal Bracing
0 No.1 e e (2-way)
V002 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO10 N005 6.858 Fre Fre Normal Bracing
0 No.1 e e (2-way)
Member Extreme Results
Member Fx (1c)Vy (Ic)Vz (Ic)Mx (Ic)My (Ic)Mz (Ic)
K K K K-ft K-ft K-ft
BmX001 -0.000 (26)-0.031 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)-0.053 (41)
BmX001 0.000 (41)-0.000 (26)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.085 (41)
BmX002 -0.000 (41)-0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)-0.007 (41)
BmX002 0.000 (26)0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.003 (41)
BmX003 0.000 (26)-0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)-0.007 (41)
BmX003 0.000 (41)0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.003 (41)
BmX004 -0.000 (26)-0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)-0.007 (41)
BmX004 0.000 (41)0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.003 (41)
BmX005 -0.000 (41)-0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)-0.007 (41)
BmX005 -0.000 (26)0.007 (41)-0.000 (1)0.000 (1)-0.000 (1)0.003 (41)
BmX006 -0.000 (26)-0.005 (26)-0.000 ( 1)0.000 (1)-0.000 (1)-0.053 (41)
BmX006 0.000 (41)0.031 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.085 (41)
'COL001 -0.002 (41)-0.000 (26)-0.000 (1)0.000 (1)-0.000 (1)-0.000 (26)
COL001 0.002 (41)0.000 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.000 (41)
COL002 -0.004 (41)0.000 (26)-0.000 (1)0.000 ( 1)-0.000 ( 1)0.000 ( 1)
COL002 0.004 (41)0.000 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.000 (41)
COL003 -0.007 (41)-0.000 ( 1)-0.000 (1)0.000 (1)-0.000 ( 1)0.000 ( 1)
COL003 0.007 (41)-0.000 (1)-0.000 (1)0.000 ( 1)-0.000 ( 1)0.000 ( 1)
COL004 -0.004 (41)-0.000 (41)-0.000 ( 1)0.000 (1)-0.000 ( 1)-0.000 (41)
COL004 0.004 (41)0.000 (26)-0.000 (1)0.000 (1)-0.000 ( 1)0.000 (26)
COL005 -0.002 (41)-0.000 (40)-0.000 ( 1)0.000 (1)-0.000 ( 1)-0.000 (40)
COL005 0.002 (41)-0.000 (26)-0.000 ( 1)0.000 (1)-0.000 ( 1)0.000 ( 1)
RBX001 -0.053 (41)-0.192 (41)-0.000 ( 1).0.000 ( 1)-0.000 ( 1)-0.218 (41)
RBX001 0.053 (41)0.149 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.113 (41)
RBX002 -0.053 (41)-0.171 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)-0.174 (41)
RBX002 0.053 (41)0.171 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.087 (41)
RBX003 -0.053 (41)-0.171 (41)-0.000 ( 1)0.000 (1)-0.000 ( 1)-0.174 (41)
RBX003 0.053 (41)0.171 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.087 (41)
RBX004 -0.067 (40)-0.199 (40)-0.000 ( 1)0.000 ( 1)-0.000 (1)-0.331 (26)
RBX004 0.081 (26)0.278 (26)-0.000 ( 1)0.000 (1)-0.000 (1)0.391 (26)
RBX005 -0.183 (26)-0.642 (26)-0.000 ( 1)0.000 (1)-0.000 (1)-0.427 (26)
RBX005 0.101 (40)0.278 (40)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.745 (26)
RBX006 -0.123 (26)-0.441 (26)-0.000 (1)0.000 ( 1)-0.000 (1)-0.218 (41)
RBX006 0.053 (41)0.192 (41)-0.000 (1)0.000 ( 1)-0.000 (1)0.283 (26)
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RBX007 -0.002 (41)-0.007 (41)-0.000 (1)0.000 (1)-0.000 (1)-0.000 (41)
RBX007 0.002 (41)0.007 (41)-0.000 ( 1)0.000 (1)-0.000 (1)0.011 (41)
RBX008 -0.002 (41)-0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)-0.000 (41)
RBX008 0.002 (41)0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.011 (41)
V001 -0.004 (41)-0.007 (41)-0.000 ( 1)0.000 (1)-0.000 ( 1)-0.000 (41)
V001 0.004 (41)0.007 (41)-0.000 (1)0.000 ( 1)-0.000 ( 1)0.012 (41)
V002 -0.004 (41)-0.007 (41)-0.000 ( 1)0.000 (1)-0.000 (1)-0.000 (41)
V002 0.004 (41)0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.012 (41)
(Ic) =Load Case index, shown in 'Load Cases' or 'Result Cases' table.
,
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Result Cases
Result Case Name Design Checks
(1.01)D -NA-
(26.01)W-Y -NA-
(34.01)0.6D+0.6W »-Y Allowable (ASD)
(35.01)0.6D+0.7Di Allowable (ASD)
(36.01)0.9D+Di Strength (LRFD)
(37.01)0.9D+W »-Y Strength (LRFD)
(38.01)1.2D+0.5L+Lpa+0.5S+Di Strength (LRFD)
(39.01)1.2D+1.6Lr+0.5W »-Y Strength (LRFD)
(40.01)1.2D+W+0.5L+Lpa+0.5Lr »-Y Strength (LRFD)
(41.01)1.4D+0.9H Strength (LRFD)
(42.01)D+0.6H Allowable (ASD)
(43.01)D+0.6W »-Y Allowable (ASD)
(44.01)D+0.75(L+0.6W+Lr)»-Y Allowable (ASD)
Design Group Results
Design Group: Wood_Beam X_GO1 per NDS 2005 ASD
Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir-Larch
Members Included (6): BmX005, BmX001, BmX002, BmX003, BmX004, BmX006
Strong Flexure Check
Member Result Demand fbz Capacity Fbz Code Unity
Name Case Ksi Ksi Ref.Check
BmX005 D+0.6H -0.011 1.331 3.3-1 0.01 OK
BmX001 D+0.6H 0.137 1.331 3.3-1 0.10 OK
BmX002 D+0.6H -0.011 1.331 3.3-1 0.01 OK
BmX003 D+0.6H -0.011 1.331 3.3-1 0.01 OK
BmX004 D+0.6H -0.011 1.331 3.3-1 0.01 OK
BmX006 D+0.6H 0.137 1.331 3.3-1 0.10 OK
Strong Shear Check
Member Result Demand fvz Capacity Fvz Code Unity
Name Case Ksi Ksi Ref.Check
BmX005 D+0.6H 0.001 0.162 3.4-2 0.01 OK
BmX001 D+0.6H -0.004 0.162 3.4-2 0.03 OK
BmX002 D+0.6H 0.001 0.162 3.4-2 0.01 OK
BmX003 D+0.6H 0.001 0.162 3.4-2 0.01 OK
BmX004 D+0.6H 0.001 0.162 3.4-2 0.01 OK
BmX006 D+0.6H 0.004 0.162 3.4-2 0.03 OK
Design Group: Wood_Column_G02 per NDS 2005 ASD
Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir-Larch
Members Included (5): COL005, COL004, COL003, COL002, COL001
Axial Check
Member Result Demand fa Capacity Fa Code Unity
Name Case Ksi Ksi Ref.Check
COL005 D+0.6H 0.000 0.911 3.8.1 0.00 OK
COL004 D+0.6H 0.000 0.868 3.6.3 0.00 OK
COL003 D+0.6H 0.001 0.447 3.6.3 0.00 OK
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COL002 D+0.6H 0.000 0.868 3.6.3 0.00 OK
COL001 D+0.6H 0.000 0.911 3.8.1 0.00 OK
Design Group: Wood_Roof X_GO3 per NDS 2005 ASD
Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir-Larch
Members Included (8): RBX001, RBX002, RBX005, RBX004, RBX003, RBX006, RBX007, RBX008
Combined Check
Member Result Code Unity
Name Case Ref.Check
RBX001 D+0.6H 3.9-1 0.26 OK
RBX002 D+0.6H 3.9-1 0.21 OK
RBX005 0.6D+0.6W »-Y 3.9-3 0.36 OK
RBX004 D+0.6H 3.9-1 0.21 OK
RBX003 D+0.6H 3.9-1 0.21 OK
RBX006 D+0.6H 3.9-1 0.26 OK
Axial Check
Member Result Demand fa Capacity Fa Code Unity
Name Case Ksi Ksi Ref.Check
RBX001 D+0.6H 0.005 0.461 3.6.3 0.01 OK
RBX002 D+0.6H 0.005 0.568 3.6.3 0.01 OK
RBX005 0.6D+0.6W »-Y 0.012 0.600 3.6.3 0.02 OK
RBX004 D+0.6H 0.005 0.568 3.6.3 0.01 OK
RBX003 D+0.6H 0.005 0.568 3.6.3 0.01 OK
RBX006 D+0.6H 0.005 0.461 3.6.3 0.01 OK
RBX007 D+0.6H 0.000 0.358 3.6.3 0.00 OK
RBX008 D+0.6H 0.000 0.358 3.6.3 0.00 OK
Strong Flexure Check
Member Result Demand fbz Capacity Fbz Code Unity
Name Case Ksi Ksi Ref.Check
RBX001 D+0.6H -0.350 1.330 3.3-1 0.26 OK
RBX002 D+0.6H -0.279 1.330 3.3-1 0.21 OK
RBX005 0.6D+0.6W »-Y 0.838 2.319 3.3-1 0.36 OK
RBX004 D+0.6H -0.279 1.330 3.3-1 0.21 OK
RBX003 D+0.6H -0.279 1.330 3.3-1 0.21 OK
RBX006 D+0.6H -0.350 1.330 3.3-1 0.26 OK
RBX007 D+0.6H 0.018 1.330 3.3-1 0.01 OK
RBX008 D+0.6H 0.018 1.330 3.3-1 0.01 OK
Strong Shear Check
Member Result Demand fvz Capacity Fvz Code Unity
Name Case Ksi Ksi Ref.Check
RBX001 D+0.6H -0.026 0.162 3.4-2 0.16 OK
RBX002 D+0.6H 0.023 0.162 3.4-2 0.14 OK
RBX005 0.6D+0.6W »-Y -0.065 0.288 3.4-2 0.22 OK
RBX004 D+0.6H 0.023 0.162 3.4-2 0.14 OK
RBX003 D+0.6H 0.023 0.162 3.4-2 0.14 OK
RBX006 D+0.6H 0.026 0.162 3.4-2 0.16 OK
RBX007 D+0.6H -0.001 0.162 3.4-2 0.01 OK
RBX008 D+0.6H -0.001 0.162 3.4-2 0.01 OK
Design Group: Wood_V Brace_G04 per NDS 2005 ASD
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Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir-Larch
Members Included (2): V001, V002
Axial Check
Member Result Demand fa Capacity Fa Code UnityNameCaseKsiKsiRef.CheckV001D+0.6H 0.000 0.288 3.6.3 0.00 OKV002D+0.6H 0.000 0.288 3.6.3 0.00 OK
Strong Flexure Check
Member Result Demand fbz Capacity Fbz Code UnityNameCaseKsiKsiRef.CheckV001D+0.6H 0.019 1.327 3.3-1 0.01 OKV002D+0.6H 0.019 1.327 3.3-1 0.01 OK
Strong Shear Check
Member Result Demand fvz Capacity Fvz Code UnityNameCaseKsiKsiRef.CheckV001D+0.6H -0.001 0.162 3.4-2 0.01 OKV002D+0.6H -0.001 0.162 3.4-2 0.01 OK
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SEISMIC WEIGHT COMPARISON /ANALYSIS
(PER CHAPTER 34)
Solar Panel Type =Kyocera: KU315
Total # of Panels =20 panels
Panel Weight =60.6 lbs
Total Weight, W =1,212.00 lbs
Existing Roof Story Weight Considered in Seismic Design
(Wood Framed Building With Concrete Tile Roof & Stucco Exterior)
Building Section Considered Dimensions =40 feet x 55 feet (8 feets wall height)
Roof Area Considered Dimensions =43 feet x 58 feet (18 inches roof overhang)
Tile Roofting 17 psf x 1 roof x 43 ft long x 58 ft long =42,398 lbs
Ext. Walls (Long.)15 psf x 2 walls x 55 ft long x 4 ft high =6,600 lbs
Ext. Walls (Trans.)15 psf x 2 walls x 40 ft long x 4 ft high =4,800 lbs
Int. Walls (Drywall)10 psf x 2 walls x 15 ft long x 4 ft high =1,200 lbs
Total Roof Story Weight, Sw =54,998 lbs
Total Percentage of Panel Weight vs. Total Existing Roof Seismic Weight, Aw
Aw =[Pw =Sw]x 100 % =[1212 lbs +54,998 lbs ]x 100 =2 %<10 %[OK]
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