PMT16-01833 City of Menifee Permit No.: PMT16-01833
29714 HAUN RD.<ACCFU/ MENIFEE, CA92586 Type: Residential Electrical
MENIFEE Date Issued:
06/23/2016
PERMIT
Site Address: 28975 MORNINGSIDE LN, MENIFEE, CA Parcel Number: 372463-009
92584 Construction Cost: $24,000.00
Existing Use: Proposed Use:
Description of INSTALL ROOF MOUNTED SOLAR SYSTEM,20 PANELS, 20 MICROINVERTERS, 5.60 kW
Work:
Owner Contractor
JT EVERETT PETERSEN-DEAN INC
28975 MORNINGSIDE LANE 39300 CIVIC CENTER DRIVE
MENIFEE, CA 92584 FREMONT, CA 94538
Applicant Phone: 5103716500
JENNY ENCISO License Number:468117
PETERSEN-DEAN INC
39300 CIVIC CENTER DRIVE
FREMONT, CA 94538
Phone:9095227180
Fee Description Qtv Amount 151
Solar, Residential or Small Commercial 1 252.00
Building Permit Issuance 1 27.00
Additional Plan Review Electrical 158 157.50
GREEN FEE 1 1.00
SMIP RESIDENTIAL 1 4.00
General Plan Maintenance Fee-Electrical 1 12.60
$454.10
The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and
specifications or from preventing builiding operations being carried on thereunder when in violation of the Building Code or of any other
ordinance of City of Menifee.Except as otherwise staled,a permit for construction under which no work is commenced within six
months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire.and fees paid shall be
forfeited.
AA_Bldg_Permh_Template.rpt Page 1 of I
CITY OF MENIFEE
LICENSED DECLARATION property who builds or improves thereon,and who contracts for the projects
I hereby affirm under penalty of perjurythat I am under provisions of with a licensed contractOT(5)pursuant to the Contractors State License law).
Chapter9(commencing with section 7000)of Division 3 of the Business and o I am exempt from licensure under the Contractors State License Law for
Professions Code and my license is in full force and effect. the following reason:
License Class 0. Q�P License No. By my signature below 1 acknowledge that,except for my personal residence
Expires) ,3)- f 7 Signature in which I must have resided for at least one year prior to completion of
improvements covered by this permit.I cannot legally sell a structure that I
WORKER'S COMPENSATION DECLARATION have built as an owner-builder if it has not been constructed in its entirety by
o I hereby affirm under penalty of perjury one of t e allowing declarations:I licensed contractors.I understand that a copy of the applicable law,Section
have and will maintain a certificate of consent ofsel-nsure for workers 7044 ofthe Business and Professions Code,is available upon request when
compensation,issued by the Director of Industrial Relations as provided for this application is submitted or at the following website:
by Section 3700 of the Labor Code,for the performance of work for which wwmi.leginfo.ca.gov/calaw.htmI.permit is Issued. w
17P/9 licy# Date
1 have and will maintain workers compensation insurance,as required by PROPERTY OWNER OR AUTHORIZED AGENT
section 3700 of the Labor Code,for the performance of the work for which o By my signature below I certify to each of the following:I am the property
this permit is issued.My workers compensation insurance carrier and policy owner or authorized to act on the property owners behalf.1 have read this
number are-1 r(\� V�p application nd the information I have provided is correct.I agree to comply
Carrier L v lll.t�� I C • withylia cablecityand coun ordinancesandstatelawsrelatingto
buldn [ruction.i a orize r resentatives ofthk city or county to
Policy# ( 11/•IH Expires " 0 enteab a identifi d prope for inspection purposes. 1
(This section need not to he completed is the permit Is for one-hundred Date C° I
dollars($100)or less PRO OR AU ZED AGENT
o I certify that in the perfor rice ofthe work for which this permit is issued,
I shall not emalov any per on in any manner so as to become subject to the CRY BUSINESS LICENSE#
workers compensation laNp.ns .on�p,,
a, nd agree that if I should become HAZARDOUS MATERIAL DECLARATION
subject to the workersvisions of Section 3700 of the Labor
Code,I shall forthwi ca provisions. Will the applicant or future building occupant handle hazardous material or
Applicant Date(l mixture containing a hazardous material equal to or Information
that the
amountssrt�cified on the Hazardous Materials Information Guide?
WARNING:FAILURE TO E RE WORKER'S COMPENSATION COVERAGE IS a Yes No
UNLAWFUL,AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES Will the intended use ofthe building by the applicant or future building
AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS($100,000),IN occupant require a permit for the construction or modification from South
ADDITION TO THE COST OF COMPENSATION,DAMAGES AS PROVIDED FOR Coast Air Q ality Management District(SCAQMD)7 See permitting checklist
IN SECTION 3706 OF THE LABOR CODE,INTEREST,AND ATTORNEYS FEES forguide' es
CONSTRUCTION LENDING AGENCY o Yes No
I hereby affirm that under the penalty of perjury there is a construction Will the proposed building or modified facility be within 1000 feet ofthe
lending agency for the performance ofthe work which this permit is issued outer boolidary ofa school?
(Section 3097 Civil Code) oYes )INo
OWNER BUILDER DECLARATIONS I have read the Hazardous Material Information Guide and the SCAQMD
I hereby affirm under penalty of perjury that 1 am exempt from the permitting checklist.I understand my requirements under the State of
California alth afety C ction 25505 and 25534 concerning
Contractors License Law for the reason(s)indicated below by the hazarck: mate' repo
checkmark(s)I have placed next to the applicable item(s)(Section 7031.5 oYes No
Business and Professions Code).Any city or county that requires a permit to Date to/ ,
construct,alter,improve,demolish or repair any structure,priorto its PR ERTY OWN E11 R AUTHCl ZA EDAGNT
issuance,also requires the applicant for the permit to file a signed statement ( L/
that he or she is licensed pursuant to the provisions of the Contractors State EPA ENOVA ON EPAIR AND PAINTING RRP
License Law(Chapter 9(commencing with Section 7000)of Division 3 of the The EPA Renovation,Repair and Painting(RRP)Rule requires contractors
Business and Professions Code)or that he or she is exempt from ficensure receiving compensation for most work that disturbs paint in a pre-1978
and the basis for the alleged exemption.Any violation of Section 7031.5 by residence or childcare facility to be RRP-certified firms and comply with
an Applicant for a permit subjects the applicant to a civil penalty of not more required practices.This includes rental property owners and property
than($500). managers who do the paint-disturbing work themselves or through their
o I,as owner of the pmperty,or my employee with wages as their sole employees.For more Information about EPA's Renovation Program visit:
compensation,will do( )all of or( )portion ofthe work,and the structure is www.eaa.eov/lead or contact the National Lead Information Center at
not intended or offered for sale.(Section 7044,Business and Professions 1-800-424-LEAD(5323).
Code;The Contractors State License Law does not applyto an owner ofa o An EPA Lead-Safe Certified Renovator will be responsible for this project
property who,through employees'or personal effort,builds or improves the
property provided that the improvements are not intended or offered for Certified Firm Name:
sale.If,however,the building or improvement is sold within one year of Firm Certification No.:
completion,the Owner-Builder will have the burden of proving that it was
not built or improved for the purpose of sale, o No EPA Lead-Safe Certified Firm is required forthis project because:
o I,as owner ofthe property am exclusively contracting with licensed
contractors to construct the project(Section 7044,Business and Professions
Code:The Contractors State License Law does not apply to an owner of a Ifyour project does not comply with EPA RRP rule please fill out the RAP
Acknowledgement.
EsGil Corporation
In(partnership with Government for Building Safety
DATE: 06/20/16 /L3PULAN
ICANT
S.
JURISDICTION: City of Menifee REVIEWER
❑ FILE
PLAN CHECK NO.: PMT16-01833 SET: I
PROJECT ADDRESS: 28975 Morningside Ln.
PROJECT NAME: J T EVERETT 20 @ 250 Watts Micro-inverters Solar Photovoltaic
System
® The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
❑ The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
❑ The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
❑ The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
❑ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
❑ The applicant's copy of the check list has been sent to:
® Esgil Corporation staff did not advise the applicant that the plan check has been completed.
❑ Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: n Telephone #:
Date contacted: ( � ) Fax #:
Mail Telephone Fax In Person E-mail:
❑ REMARKS:
By: Sergio Azuela Enclosures:
EsGil Corporation
❑ GA ❑ EJ ❑ PC 06/14
9320 Chesapeake Drive, Suite 208 ♦ San Diego,California 92123 ♦ (858) 560-I468 ♦ Fax(858)560-1576
City of Menifee PMT16-01833
06/20/16
[DO NOT PAY— THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Menifee PLAN CHECK NO.: PMT16-01833
PREPARED BY: Sergio Azuela DATE: 06/20/16
BUILDING ADDRESS: 28975 Morningside Ln.
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
BUILDING AREA Valuation Reg. VALUE ($)
PORTION ( Sq. Ft.) Multiplier Mod.
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Judsddion Code mnf Manual lnput
Bldg, Permit Fee by Ordinance
Plan Check Fee by Ordinance
Type of Review: ❑ Complete Review ❑ Structural Only
❑ El Other
Repetitive Fee �
Repeats Hourl 1 1.5 Firs. @
EsGiI Fee $105.00 $157.50
Based on hourly rate
Comments: 1 1/2 hours plan review.
Sheet 1 of 1
macvalue.doc+
ROLLIIVG HILLS
NAME' I.T. E PLAN CHECK RE E�RE NERS ASSOCIq #93
ere COO? TI pN
�ENOATI pI
PROPERTYADDRESS: p S
28 DATE:
Mornin side Lane Zo16
(Do MFNIFEE CA Bulldinit of Menifee
NOtWrite 2 8 8 & Safety De
BelowLine. This is to be Completed B
JUN 14 2016
YConsultantOn/Y) Received
NO MODIFIC 4A
ASSOCIATIpIAyq NT,q H NGES /E�REcpn1M
NEO AREAS PRO yE EMDq T/pN.
Submittal=n ,n, MENTS 3 WHETyERNO ED ARE APPROV
Cl 0 NOT APP ON PLANS) ORED ON
OROVED Sl�b `Sl NOT
O RncomPlete Sub `, m Wl a
e ttal
o Q Plan Ch�k Renal Information 11 APPROV
CO Notes on Plans yew letter 0 Notes on P WITH COlVDlTIONS
ns
SUCT qNT SIGNATURE Q Plan Check Review fetter
0
5i9nature(inSub 0 Other
mi(tal)
Signature(,neSubmittal) Date �j�r
Signature f3'dSubryiltYa1
) Date
1
I
Date
AKE SU I
APPROVE AND THE O G YR% D7.ANTN®]'
�ITIpNA AA►p E-
consult REV YAP p APPLYALL
ant Review check I EW LE7TER PORTIONS
ok list FT HE NOTES IN 7•HE NOT
OF THE PLAN CHECK
PLAN CHECK REVIEW LETTER
ROLLING HILLS HOMEOWNERS ASSOCIATION
Please be conscious of the following items during installation of your improvements
-SOLAR PANEL N- OTE5-
1. NO CHANGES, MODIpIGpTIONS, OR ALTERATION5 ARE TO GIATIDN
$E MADE TO
A5500IATION MAINTAINED AREAS. ANY CHANGE MADE TO THE A550
MAINTAINED AREAS ARE NOT APPROVED WHETHER NOTED ON PLANS OR
NOT.
2. Frames and other equipment are to be a color which is consistent with an
complements the adjoining background materials/color.
5. If possible - No natural reflective aluminum frames.
4. Wherever and whenever possible, screen any equipment and place it in a
manner that does not allow it to be seen from the street or public spaces.
5. Devices are to be integrated into the roof design and as flush as possible
with existing roof slope.
6. solar anels are to be mounted aralle/ with the roof 5/o e B not to e
installed higher than 6" B" above roof slope.
5/24/2016
Plan Check Review-Page I
ADDRESS: #25 to Mornin Side Lane
CONSULTING -C�w LABELS
NOTIFICATIONS AND
ROLLING HIT HOMEOWNERS ASSOCIATION
L
PLANS ARE REVIEWED FOR CONFORMANCE WITH
PLAN REVIEW RECOMMENDATION THE ASSOCIATION'S DESIGN GUIDELINES ON AN
t�,� AESTHETIC BASIS ONLY.
14 APPROVED WITH CO ITIONS EXISTING WALLS ARE NOT ENGINEERED TQ RETAIN
❑ Notes on Plans SOIL OR ANY OTHER MATERIAL. A RETAINING WALL
Plan Review Letter MAY BE REQUIRED TO PROTECT THE INTEGRITY OF
❑ Other_----- �
THE EXISTING WALLS.
NOT APPROVED
CAUTIONI YOUR LOT HAS BEEN
❑ ENGINEERED AND GRADED TO ALLOW
❑ Incomplete Submittal FOR PROPERDRAINNAGE' CHANGES IN
❑ Require Additional Information GgADING COULD CAUSE WATER DAMAGE'
❑ Plan Review Letterer EROSION AND
SLOPE FAILURE•
❑ Notes on Plans
Consultant—�--� BUILDING PERMITS_.m?Nimprequireeant(s)
shown on these plans may/
�I !.' — building permit. For further informationbuilding
Date contact the appropriate county! lty
Plans Approved as to General Architectural and department.
Landscaping Layout Only
,vve?.lEMT co GIµ..IOK Owner assumes all liabil(ty and responsibility for any
.�pN5,CHANT E5 OR planted in their yards
ree-
ALTe?�TIGN� a - P (including, but not limited to, walls and structures,
Mnlh�nln..v k5zEn5 µH nF- YV4� ON p ,N(5) root damage from and adjacent neighbor
utility fines. drainage
O nOT- Improvements)
I
plan Checx Review Check List-Page
ADDRESS: #251.15 mornin Side bane
.0
ETT
RESIDENCE
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ETT
011
M�l
VINCI & ASSOCIATES
&nwh m/&ymw,e
itY & SafneittYODOp
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gulldin9
STRUCTURAL CALCULATIONS
JUN 14 2016
FOR Received
PHOTOVOLTAIC
c�
ARRAY to
Everett Residence
i
28975 Morni i e ane a
Menifee 584
c
31 1
17
T� O AL p4
CLI NT: el'ersenDean
JOB O: 09-3457
175 E. WILBUR ROAD,STE 103 • THOUSAND OAKS,CA 91360
p 805.496.2100 • f 805.496.2442 • e solar@VinciSE.com
DATE: 6/10/2016 VINO & ASSOCIATES SHEET 1
PROJECT: Everett Residence 61ruc/ural Ongineerr JOBNO.. 09-3457
28975 Morningside Lane 175 E.WILBUR ROAD,STE 103 •THOUSAND OAKS,CA 91360 ENGR JRV
Menifee, CA 92584 p805496.2100 • 1805.496.2442 • e solar@ViKISE.com
CLIENT PetersenDean
DESIGN DATA:
ROOF DESIGN LOAD:
ROOFING (Concrete Tile ) = 12 psf
SHEATHING = 2
ROOF RAFTERS /TRUSS = 2
MISCELLANEOUS = 1
ROOF RAFTER/TRUSS DESIGN DEAD LOAD = 17.0 psf
CEILING & INSULATION = 3.25
MISCELLANEOUS = 1.25
DESIGN DEAD LOAD = 21.5 psf
DESIGN LIVE LOAD = 20 psf
DESIGN SNOW LOAD = 0 psf
WIND DESIGN CRITERIA:
BASIC WIND SPEED = 110 mph
WIND EXPOSURE = C
NUMBER OF STORIES = 1
SOLAR MODULE
Solar Module Width: = 39.41 in
Solar Module Length: = 65.94 in
Solar Module Area = 18.05 ft,
Solar Module Dead Load = 2.59 psf
Number of PV Modules = 20
Number of PV Mounts to Roof = 24
Maximum Spacing of Mounts = 6 ft D.C.
Tributary Area to Mounts
18.05 ft2 x ( 20 / 24 ) = 15.04 ft2 (Average)
(6 ft oc x 65.94 in / 12"/ft)/2 = 16.49 ft2 (Worst Case)
Solar Module Vertical Support Point Load:
16.49 ft' x 2.59 psf = 42.7 Ibs
TOTAL AREA OF ADDED SOLAR PANELS
( 3.28 ft x 5.50 ft ) X ( 20 Modules ) = 360.9 ft2
DATE* 6/10/2016 VINCI & ASSOCIATES SHEET. 2
PROJECT: Everett Residence rS1rrrc%m1 (5ngmeers JOB NO.: 09-3457
28975 Momingside Lane 175 E.WILBUR ROAD.STE 103 ,THOUSAND OAKS,CA 91360 ENGR.: JRV
Menifee,CA 92584 805996.21DO • r805.496.2442 molar@MnelSE.com
CLIENT: PetersenDean
DESIGN CONNECTION TO ROOF TO RESIST WIND UPLIFT
FE HE, LT REFER TO NEXT SHEET FOR
..l,.cc .;l y:l
n E UPLIFT FORCE CALCULATIONS
:•:T- LT t FL- E .1;7 .11 l E^ ZONE 1 UPLIFT= 25.8 psf -2.59 psf
nE N l
n: e:
Design Force=( Uplift x(0.6) ) -2.59 psf
Net Uplift= 12.9 psf
--- 1.20 Connections per Module (MIN)
20 Modules, 24 Connections
-, T Max Trib Area = 16.49 ft2
T' UPLIFT/CONN. = 16.5 ft2 x 12.9 psf
�'V16. . ;Lac u;LT = 212.8 Ibs/conn
rvxriAm-a, w/socr PER 2012 NDS (TABLE 11.2A)
'.E+Ls•4. TV,
PALLow = 258 Ibsfin x Cox C1
for(1) 5/16" lag bolt
WITH 2.00" PENETRATION INTO JOIST
PALLow = 2.00" x 413 lb/in
825.6lbs > 213lbs
Therefore O.K.
FACTOR OF SAFETY:
F.O.S. = 3.88 > 1.5
Therefore O.K.
ZONE 3 UPLIFT= 56.9 psf -2.59 psf ZONE 2 UPLIFT= 40.3 psf -2.59 psf
Design Force=(Uplift x(0.6)) -2.59 psf Design Force=( Uplift x(0.6)) -2.59 psf
Net Uplift = 34.2 psf Net Uplift= 24.2 psf
1.20 Connections per Module (MIN) 1.20 Connections per Module (MIN)
20 Modules, 24 Connections 20 Modules, 24 Connections
Max Trib Area = 16.49 ft2 Max Trib Area = 16.49 ft2
UPLIFT/CONN. = 16.5 ft2 x 34.2 psf UPLIFT/CONN. = 16.5 ft2 x 24.2 psf
= 563.2 Ibs/conn = 398.6 Ibs/conn
PER 2012 NDS (TABLE 11.2A) PER 2012 NDS (TABLE 11.2A)
PALLow= 258 Ibs/in x CD x Ct PALLow= 258 Ibs/in x CD x Ct
for(1) 5/16"lag bolt for(1) 5/16"lag bolt
WITH 2.05" PENETRATION INTO JOIST WITH 2.00" PENETRATION INTO JOIST
PALLOw = 2.05 " x 412.8 Win P,LLLow= 2.00 " x 413 Win
847.015lbs > 563lbs = 825.6lbs > 399lbs
Therefore O.K. Therefore O.K.
FACTOR OF SAFETY: FACTOR OF SAFETY:
F.O.S. = 1.50 > 1.5 F.O.S. = 2.07 > 1.5
Therefore O.K. Therefore O.K.
PROJECT: iies)dende PAGE: 3
CLIENT: 28975 Mdmhlgsfdp Len@,Menft.-CA.92584 DESIGN BY: JRV
s - JOB NO.: :15--'0,b7 DATE: ,05f10116 . REVIEW BY:
Wind Analysis for Low-rise Bulldin ,Based on ASCE 7-2010 I CBC 2013
INPUT DATA
Exposure Category B.Car 0,ASCE 7-1026.7.3) C
Importance factor(ASCE 7-10 Table 1.52) 1„ = 1.00 for all Category
Basic wind speed(ASCE 7-10 26.5A a 20121BC) V = 110 mph c
Topographic factor(ASCE 7.1026 B a Table 26.64) KA = 1 Flat
V
Building height to save he = 10 0
Building height to ridge h, = 15 fl
Building length L - 56.10684,ft -tj
Building width B = 85.02769 if 1
Effective area of components or Solar Panel area) A = 18.0465 8e
DESIGN SUMMARY
_ Max horizontal force normal la building length.L.face = 13.47 kips.SD level(LRFD level),Typ.
Max horizontal fame normal to building length.B.face = 17.22 kips
Max total horizantat torsional load = 1133 40 fl-kips
Max total upward force = 81.67 ki s
ANALYSIS
Velocity pressure
qb=0.00256 K,,Kn Kd V7 = 22.38 fist
where: qh=velocity pressure at mean roof height.h.(Eq.2B.3-1 page 298 8 Eq.30 3.1 page 316)
Kh=velocity pressure exposure coeffcienl evaluated at height,h.Crab.29.3.1.fig 20) = 0.85
Ke=wind directionality factor.(Tab.26.6A,for building,page 250) = 0.85
12.50 fl
h=mean roof height <60 ft,(Satisfactory) _ (ASCE 7-1D 26.2 1)
<Min(L.B),[Satisfactory) (ASCE 7-10 26.2.2)
Design pressures for MWFRS
P=qh((G Ca1)-(G Cp))
where: p=pressure in appropriate zone.(Eq.28.4-1,page 298). pmrl= 16 psf(ASCE 7-10 28 4.4)
G Car=product of gust effect factor and external pressure coefficient,see table below.(Fig.28 4-1,page 300&301)
G Cpi=product of gust efi factor and internal pressure coenicient.jab.26.11.1.Enclosed Building,page 258)
0.18 or -0A8
a=width of edge strips.Fig 28.4-1,note 9.page 301. NMI MIN(0.18,0.1L,0 4h),MIN(0.04B,0.04L),31 = 5.0D ft
Net Pressures ps ,Basic Load Cases Net Pressures ps ,Torsional Load Cases
Pact an le 0 = 6.71 Rool an le 0 = 0.00 Roof an 19 0 = 6.71
Swlace Net Pressure with Net Pressure vnM Surface Nel Ressurowilh
+GC GC G +GCaq (-GC,,)
G Car (+GCot) (-GCoJ OC°r ( of (• aJ t
1 0.41 5.25 13.31 -0.45 -14.10 -6.04 1T 0.41 1.31 333
2 .0.69 -19,47 -11.41 -0.69 -19.47 -11.41 2T -069 -4.87 .2.85
3 -0.3B -12.59 -4.53 -0.37 -12.31 -4.25 3T -0 38 -3.15 -1.13
4 -0.31 -10.88 -2.82 -0.45 -14.10 .6.04 4T -031 .2.72 .0.70
5 0,40 4.92 12.98 Pool an 1@ 0 = 0.00
5 -0.29 -10.52 -2.46 Surface Net Pressure with
G CT' +GC ) (•GC )
lE 0.63 10.11 18.16 -0.48 -14.77 -6.71 ( a� of
2E -1.07 -27.98 -19.92 -1.07 -27.98 -19.92 5T 0.40 1.23 1 325
3E .0.55 -16.30 -8.24 -0.53 -15.89 -7.83 1 6T 1 -029
4E .0.45 -14A9 -6.13 -0.48 -14.77 -6.71
5E 0.61 9.62 17.68
6E 1 -0.43 1 -13.65 1 -5.60
e:. s
v
�n ; v
rt ;r
nrtrrtaa romrx 't .mwearwMw x HNRKCCM+,INI It arnarxr maKa
°�.ap bnr[tex 1a ° "'cure oxnzme ie 4aun r,:l rnw '0 y, 1antra,
Load Case A (Transverse) Load Case B (Longitudinal) Load Case A(Transverse) Load Case B(Longitudinal)
Basic Load Case A ransverse Direction Basic Load Case B Lon Itudinal Direction)
Area Pressue k Wlh Area Pressure k Wih
Sudety la'i (+GCoi) (-GC..) Surface, 13
FEE,-) K- 1)
1 461 2.42 6.14 2 1974 -38.43 -22.53
2 1974 -38.43 -22.53 3 1974 -24.29 -8.39
3 1974 -24.85 -8.95 5 960 4.73 12.46
4 461 -5.01 -1.30 6 960 -10,10 -2.36
1E 100 1.01 1.82 2E 428 •11.98 -8.53
2E 428 -11.98 -8.53 3E 428 -6.80 -3.36
3E 428 .6.98 -3.53 5E 103 0.99 1.82
4E 100 -1.42 -0.61 6S 103 -1.41 -0.58
Horn. 7.70 7.70 Hodz 17.22 17.22
2: Hartz
-81.67 .43.23 L Vert. 1 -62.71 -29.47
Mr,wino Hari-. 1 13.47 13.47 Mn.Wnd Hodz. 17.01 17.01
294.4 Vert. -76.33 -76.33 2844 Vert. 1 .76,33 •76.33
Torsional Load Case A rants me Direction Torsional Load Case B(Longitudinal Direction
Area Pressure Wlh Torsion 11* Aree Pressure k Wth Torsion ilk
Surface Area
(+GCa.) (-GC,,) (+GCP,) (-GC;.) Sudety lh'I (4GCp,) (-GCPI) (.GC,,) (-GCvi)
- 1 181 095 2.40 11 28 2 1974 -36.43 -22.53 -11 -7
2 773 -15.05 -8.82 .20 -12 3 1974 -24.29 -8.39 7 2
3 773 -9.73 -3.50 13 5 5 428 2.11 556 37 98
4 181 -1.96 -0.51 23 6 6 428 4.51 -1.05 80 19
I 100 1,01 1.82 23 42 2E 428 -11.98 -8.53 36 25
2E 428 -11.98 -8.53 -32 -23 3E 428 -6.80 -3.35 -20 -10
3E 428 -6.98 -3.53 19 9 5E 103 0.99 1.82 40 73
4E 100 -1.42 -0.61 33 14 6E 103 -1.41 -0.58 56 23
1T 281 0.37 0.93 -5 -13 5T 531 0.65 1.72 -13 .34
2T 1201 -5 85 -3.43 10 6 6T 531 -1.40 -0.33 -28 •6
3T 12D1 .3.78 .1.36 -6 -2 Total Hart, Torsi,;
Torsional Load,Mr 183.4 183.4
4T 2iz -0.76 -0.20 -11 -3
Total Hodz Torsional Load,Mr 56 56
Design Pressures for components and claddlno 3Y x'yT5_'
p=gh((G CP)-(G Cp))
where p=pressure on component.(Eq.30.4.1.pill 318) s�'"'• �x arn+'• a xi ix x,_i.- i_ix
porn= 1600 list(ASCE 7.10 30.2.2)
GCp=external pressure coefficient. Walls
see lade below.(ASCE 7.1030,4.2) Roof ••+• Roof ••+•
Eff uve Znne1 zone Zone3 Zone Zone
Ma(h'I GCrI -GCr I GCr I -GCP I GC. -GC, 11 GC, •GC, GOP •GGe
Co 18.0465 1 0.27 1 -0.97 1 0.27 1 -162 1 0 27 1 -2.36 1 0.86 1 -0 95 Gas I -1.18
(Walls reduced 10%,Fig.6.11A note 5.)
Comp.a Craddi g Zone/ Zone 2 Zorw 3 Zone 4 Zone 5
prHauR PaXYn PdRAe I wgaun PSXIn I W un I Pu•h• IY•• Pepw tl..
(Pat) 16.00 -25.83 15.00 I -40.30 I 16.00 1 -56.94 1 2326 1 -25.27 23.26 1 -30A0
Note: If the effective area is roof Solar Panel area,the only zone 1.2.or 3 apply.
DATE: 6/10/2016 V I NF C I & ASSOCIATES SHEET. 5
PROJECT: Everett Residence cSGvdural(5ngi2eem JOB NO: 09-3457
28975 Momingside Lane 175 E.WILBUR ROAD,STE 103 •THOUSAND OAKS.CA 91360 ENGR.: JRV
Menifee,CA 92584 p 605.496.2100 • f 805.406 2442 • e ada�JVindSEmm
CLIENT: PetersenDean
LATERAL FORCES: (Base Shear Calculations - 2013 CBC)
SEISMIC:
Site Class: D (Use D if unknown)
S1= 0.600 (USGS Software) Ss= 1.50 (USGS Software)
F�= 1.5 (Table 1613.3.3(2)) Fa= 1.0 (Table 1613.3.3(1))
I = 1.0 (Table 11.5-1 ASCE 7-10)
R= 6.5 (Table 12.2-1 ASCE 7-10)
Sms= F.*Ss= 1.5 (Eq. 16-37) SDs= 213*Sf+s= 1.00 (Eq. 16-39)
SM1= F *S1= 0.9 (Eq. 16-38) SDI = =/3*SM1 = 0.60 (Eq. 16.40)
TL= 8 s (Figure 22-12 ASCE 7-10)
T= CI*(h.)" = 0.112 s (Eq. 12.8.7) Cn= 0.02 (Table 12.8.2 ASCE 7-10)
hn= 10.0 ft X= 0.75 (Table 12.8-2 ASCE 7-10)
**GOVERNS**
VMIN = ( SDs) I(R/1) = 0.15 W (Eq.12.8 2 ASCE 7-10)
NEED NOT EXCEED:
IF T STL USE:
V = ( SOj/T*( R/I) = 0.82 W (Eq. 12.8-3 ASCE 7-10)
IF T XL USE:
V = (SD1)*(TL)I T2*( R 11) = 58.38 W (Eq, 12.8-4 ASCE 7-10)
SHALL NOT BE LESS THAN:
V = 0.01 W (Eq. 12.8-5 ASCE 7-10)
ELM Design Maps Summary Report
User-Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.656620N, 117.154960W
Site Soil Classification Site Class D-"Stiff Soil"
Risk Category IIII/DI
1.-T -•ter' _ ,'. _ �♦ • ,. .� ..._. I.
lei L �; -.ROIt101feld 01naLnd J -.�, _ b� � 1 Hemet
low 'A
ROSA
Wlfldlatillt LS
ttewPOn tier
- GI:IsRIW'e'. i
VOAr6.Il�ON ' �.
,
'y �>NdcoHNIS, 4corm °�1 MA - ` `
LY .i ( �_ JR
uA:r �I f _
Nik,c
,mrr.
USGS-Provided Output
Ss= 1.500 g SMs= 1.500 g Sos = 1.000 9
SI = 0.600 g SM1= 0.9009 Sol = 0.600 g
For Information on how the SS and Sl 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.
1.0 MCER Response Spectrum Design Response Spectrum
1.50 1,10
1.75 0.33
1.20 O BB
l.os o 77
0.5D 0� occ
N 0.75 In0 55
0.LD 0 LL
0.A5 0 77
D 22
0.15 all
0.00 i i 0 00
0.00 0.20 010 0.60 020 1.00 1.20 1.A0 1.60 1.00 2.00 0.00 0.20 GAO 0.60 0.60 1,00 1,20 1.40 1.60 1.60 Me
Period, T(sec) Period,T(sec)
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
DATE: 6/10/2016 VINCI & ASSOCIATES SHEET. 7
PROJECT: Everett Residence 61mckir-al Cingrneerr JOB NO.: 09-3457
28975 Morningside Lane 175 E.WILBUR ROAD,STE 103 •THOUSAND OAKS,CA 91360 ENGR. JRV
Menifee, CA 925M 0605496.2100 • IBD5.496.2442 • e soler®VIneISE.mm
CLIENT: PetersenDean
LATERAL FORCES 2013 CBC: (BASE SHEAR- Conservative)
F1
ROOF= 5.0 ft
SEISMIC BASE SHEAR:
V= 0.15 W (SEE PREVIOUS) h1 = 10.0 ft
F1 ROOF= 22 PSF
WALLS = 7
28.5
x 0.154
4.38 PSF
WIND LOADS:
/� Governs
Ps= A kzI I.Pe30 (Eq.6-1) 6
A= 1.21 Ps30A= 19.20 psf PSA 23.27 psf
I'= 1.00 P5306= -10.00 psf PsB -12.12 psf
krr= 1.00 PS30C= 12.70 psf PIC 15.39 psf
PSMD= -5.90 psf peD -7.15 psf
F 1 LILT: _ ( 5 ft + 1Oft/2 )x (23.2704 psf+12.12 psf) = 354 Ib/ft
F1ASD: = 353.90 Wit x 0.6 = 212 Iblfl
DATES 6/10/2016 VERGE & ASSOCIATES SHEET: 8
PROJECT: EVereft Residence c51rnc/nml Cingineem JOB NO.: 09-3457
28975 MOR11n9Slde Lane 175 E.WILBUR ROAD,STE 103 •THOUSAND OAKS,CA 91360 ENGR.: JRV
Menifee, CA 92584 p 805.498.2100 • 1805.496 2442 • e soler@VIne1SE cm
CLIENT: PetersenDean
CHECK IMPACT OF NEW SOLAR PANELS ON SEISMIC LOAD
0
e
L_
TOTAL ROOF AREA:
( 56.1 ft x 85.0 It + ( 0.0 ft x O.O ft ) +
( 0.0 ft x 0.0 ft ) + ( 0.0 ft x 0.0 ft ) = 4770,6467 ft2
EXISTING ESTIMATED SEISMIC LOAD (BASE SHEAR)
4770.65 ft2 x 4.38 psf = 20917.5 Ibs
AREA OF ADDED SOLAR PANELS
( 5.50 ft x 3.28 ft ) X ( 20 PANELS ) = 360.9 ft2
WEIGHT OF PANELS: 2.59 psf
ADDED SEISMIC LOAD:
2.59 psf x 360.9 ft2 x 0.15 = 143.8 Ibs
% INCREASE = 143.8 = 0.7% < 10%
20917.45076
Therefore O.K.
COMPANY PROJECT
VINCI $ASSOCIATES
WoodWorks® Structural Engineers
'd^'+�+OfOpOp VinciSE.com
June 10, 2016 15:37
Check Top Chord on Existing
Truss
Design Check Calculation Sheet
WoodWorks Sizer 10.2
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Roof DL Dead Full Area No 17.()0 (29 .0)* psf
Roof LL Roof constr. Full Area Yes 20.00 (24 .0)* psf
PV1 Dead Point No 21.50 43 lbs
PV2 Dead Point No 25.50 43 lbs
PV3 Dead Point No 27.00 43 lbs
PV4 Dead Point No 31.00 43 lbs
Self-! e ht Dead Full UDL No 1.2 if
*Tributary Width (in)
Maximum Reactions (Ibs) and Bearing Lengths (in) :
----------�
- - 38'-5.4" - ---- —
0' 1'-6" V-3" 15' 2V-9" 28'-6" 35'-3"
Unfactored:
Dead 170 280 251 322 386 114
Roof Live 190 320 311 308 320 124
Factored:
Total 360 599 562 630 706 239
Bearing:
Length 0.50* 0.51 0.50* 0.54 0.60 0.50*
Min req'd 0.31** 0.51** 0.48** 0.54** 0.60** 0.23
*Minimum bear n lent setlin u e : 1/2"fo end sad 1/2"f r interior su ort
"Minimum bearing length governed by the required width of the supporting member.
Lumber-soft, D.Fir-L, No.2, 2x4(1-1/2"x3-1/2")
Supports: All-Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 24.D"c1c;Total length: 38'-5.4"; Slope: 23.0 deg;
Lateral support: top=full, bottom=52.15 [in] Repetitive factor: applied where permitted (refer to online help);
1U
WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN
Check Top Chord on Existing Truss Woodworks®Sizer 10.2 Page 2
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012:
Criterion Anal sis Value Desi n Value Anal sis/Desi n
Shear fv = 89 A = 225 fv/Fv' = 0.90
Bending(+) fb = 1304 Fb' = 1941 fb/Fb' 0.67
Bending(-) fb - 1850 Fb' - 1887 fb/Fb' = 0.98
Deflection:
Interior Dead 0.14 - L/647
Live 0.19 = L/457 0.49 = L/180 0.39
Total 0.33 = L/267 0.73 = L/120 0.45
Cantil. Dead -0.07 = L/300
Live -0.14 = L/135 0.22 = L/90 0.66
Total -0.21 - L/93 0.33 = L/60 0.64
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 54
Fb'+ 900 1.25 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 - 44
Fb'- 900 1.25 1.00 1.00 0.973 1.500 1.00 1.15 1.00 1.00 - 54
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 - 44
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 44
CRITICAL LOAD COMBINATIONS:
Shear : LC #54 - D+Lr (pattern: L LL) , V = 312, V design = 312 lbs
Bending(+) : LC 144 = D+Lr (pattern: L L L) , M - 333 lbs-ft
Bending(-) : LC #54 = D+Lr (pattern: _L_LL) , M = 472 lbs-ft
Deflection: LC 444 = (live)
LC 944 = (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI 9eO6 lb-in2
"Live" deflection = Deflection from all non-dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Design Notes:
1.Woodworks analysis and design are 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. Continuous or Cantilevered Beams:NDS Gause 4.2.5.5 requires that normal grading provisions be extended to
the middle 213 of 2 span beams and to the full length of cantilevers and other spans.
4.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5.SLOPED BEAMS: level bearing is required for all sloped beams.
6. FIRE RATING:Joists, wall studs,and multi-ply members are not rated for fire endurance.
7.The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do
not govern design.