HomeMy WebLinkAboutUntitled 1'':4 ; i,„ a Permit NO.SOLR-18 0435
City of Arcadia, CA ,
Development Services Department { Y5� . ( i Permit Type:Solar
240 West Huntington Drive,Post Office Box 60021 ( i ` w
r ( ' ) ¢ �
I: II ice,'.L',!',work C'lassiflcation:.Residential Solar
(".®a , Arcadia,CA 91066-6021 1_ ), L= t ..
(626)574-5416 - Permit Status:Issued
ARCADIA
,. Issue Date*03/28/2018 Expiration: 09/24/2018
Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number
s
2110 Canyon RD Arcadia,CA 5765010017
Contacts
JOHN PRESKILL Owner Wade Webb Electrical Contractor
2110 CANYON RD (C-10)
324 E Foothill BLVD#201,Arcadia,CA 91006
(888)786-9322
Description:ROOF MOUNT SOLAR FOR SFR, 1/26 . Valuation: $0.00 Tenant
W
Total Sq Feet: 0.00 Plan Check# Plan# i
x-54
Fees Amount payments Amount Paid
Building Plan Check Fee Residential $50.00 Total Fees $300.91
Electrical Permit Issuance Fee $44.35 Cash/Receipt#REC-000684-2018 $300.91
Fire Plan Check Fee Residential $50.00
Inverters $77.78 Amount Due: $0.00
Panels $77.78 ‘
4( CompliTED
Solid Waste Management Fee 2 $1.00
Total: $300.91
4 .2s-1e CALLS FOR INSPECTIONS
Request for inspection by telephone at 626-574-5450. Leave a message
requesting the address,timeframe and what inspection item is needed.
f tiLIA L ' '
1 This permit/plan review expires by time limitation and becomes null and
111
void if the work authorized by the permit is not commenced within 180 days
from the date of issuance or if the permit is not obtained within 180 days
from the date of plan submittal.This permit expires and becomes null and
void if any work authorized by this permit is suspended or abandoned for 180
consecutive days or if no progressive work has been verified by a City of
Arcadia building inspector for a period of 180 consecutive days.
March 28,2018
ssued By: Date
March 28,2018 Page 1 of 1
of AR
4 csoFok.,9,
� ,
Cj ,11 117
Al PERMIT/PLAN REVIEW APPLICATION
,. <IYAtiii `_
of 1� Development Services Department,240 West Huntington Drive,Post Office Box 60021
....ty ec N, Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173
City of
Arcadia
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
VI hereby affirm under penalty of perjury that I am licensed under provisions ofI hereby affirm under penalty of perjury one of the following:
Chapter 9(commencing with Section 7000,of Division 3 of the Business and
Professions Code,and my li ense is in full force.and effect. //e5 I have and will maintain a certificate of consent to self insure for workers'
License ClassC�icens No. (O (¢vExp. Date compensation, as provided for by Section 3700 of the Labor Code, for the
Signature of Contractor / performance of the work for which this permit is issued.
OWNER-BUILDER DECLARATION ■ have and will maintain workers'compensation insurance,as required by Section
I hereby affirm under penalty of perjury that I am exempt from the Contractors 700 of the Labor Code,for the performance of the work for which this permit
License Law for the following reason(Section 7031.5,Business and Professions s issued.My workers'compensation insurance carrier and policy numbers are:
Code.Any city or county which requires a permit to construct,alter,improve, arrier
demolish,or repair any structure,prior to its issuance,also required the applicant
for such permit to file a signed statement that he or she is licensed pursuant to the olicy Number
provisions of the Contractors License Law(Chapter 9(commencing with Section (This section need not be completed if the permit is for one hundred dollars or less)
7000) of Division 3 of the Business and Professions Code)or that he or she is
exempt there from and the basis for the alleged exemption. Any violation of I certify that in the performance of the work for which this permit is issued,I shall
Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): ompensation Laws of California,and agree that if I should become subject to the
workers'compensation provisions of Section 3700 of the Labor Code,I shall
0 I, as owner of the property, or my employees with wages as their sole forthwith comply wi those provisions.
compensation,will do the work,and the structure is not intended or offered for p'W `j _
Signatureji�A _�'L
sale(Section 7044,Business and Professions Code:The Contractors License Dat /
Law does not apply to an owner of property who builds or improves thereon,
or who does such work himself or herself or through his or her own
employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers'Compensation coverage is unlawful,
sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal penalties and civil fines up to one
completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation,
did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and
attorney's fees.
0 I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project(Section 7044,Business and Professions
Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY
who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency
contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097,
Civil Code).
0 I am exempt under Section 7044,Business and Professions Code,for this reason:
Lender's Name
Date Signature Lender's Address
IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND
RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING:
1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel.
2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancyof new buildings
and structures.
3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering
of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909)396-2000 for
further information.
on.N.,,e L f'L' filli/ab
Title
PRINT NAME
B c•rtify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner.
II .gree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of
Ar .dia to enter upon the above-mentioned property for inspection purposes.
C lature i � .�/i 111 Date r,y ,
.. o i 1 7(0 oul)(/'o,4 a .. ,.
CAUTION
THIS PROPERTY SUPPLIED BYA SOLAR ELECTRIC SYSTEM.
DISCONNECTING MEANS LOCATED AS SHOWN:
Main Service Panel
0
PV Inverter
_'_PV AC Disconnect
Nil rimill
IN
11-
__
_I•
PV Modules -- ==
--
--
=MI
=MI
--
--
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nwp iS S�soy+%yJl
. ,
_�i y
AFFIDAVIT SELF-CERTIFICATION
FOR Cie>`:!PUANCE.OF'SMOKE ALARMS
AND CARBON M .NOXIDE AL ' `MS
Sick
Proert 'Address: 4"-D �a"��or� cQ . (acctI ( (o0
Permit.Number;. C
nt\brief Job Description: ScA S.AA k°C
h`
Number of smoke alarms installed: .
rl-Number of carbon monoxide alarms installed: a—
When alterations, repairs or additions requiring a permit occur, or sleeping rooms are created,
Smoke alarms shall be installed in each sleeping room, and outside each separate
sleeping area in the immediate vicinity of the bedrooms, and on each additional story of the
- dwelling, including basements and habitable attics as required by Section R314 of the 2016
California Residential Code (CRC) and California.Health and Safety Code Section .13113.7.
For dwellings or sleeping units containing fuel burning appliances or having attached
garages, carbon monoxide alarms .shall be installed outside each `separate sleeping
area in the immediatevicinity of the bedrooms, and on each additional story of the
dwelling, including basements as required by Section R315of the of the 2016 California
Residential Code (CRC)..
Multi-purpose alarms (combination carbon monoxide and smoke alarms) may be used.
All alarms shall comply with requirements for listing and approval by the Office of the State Fire
Marshal. http://osfm.fire.ca:qov/licensindlistinc1s/licenselistinq bml searchcotest.Dhp.
As owner of the above referenced property, I hereby certify that the smoke alarms and carbon
monoxide alarms have been installedin accordance with the manufacturer's instructions and in
compliance with the code sections referenced above.
declare under penalty of perjury that the foreg in is true and correct, and that this.
.:. declarationwas executed ®�,Gate➢ . IkrijZ "
Zo fig. at Arcadia, California.
bR � des (.
Owner's Name (printe•, t�,1.ed): . . o �-
i
Signature of •>wre o A A ' 4 :CA
1
Thisaffidavit must be returned to the City of Arcadia inspector prior to final inspection
SMOKE ALARM AND CARBON MONOXIDE ,\LARM L. A IONS
b
Guest Room FA Baihroc� 6
Storage
o
Family Room
Garage
FIRST FLOG PLAN
0- SMOKE AL 'M I r- CAR:ON MONOXIDE ALARM
cj 1 Mstr.
L Bath
_ P---�
Master Bedroom
Dining Room Kitchen
Bath
0
Hall
Closet
1 closet Closet
i°antlly=Roof
Bedroom Bedroom
SEC.ND FLSOR:P
0=SMOKE ALAR I I cP\t r:,ON MONOXIDE A,,\r'M
VINCI & ASSOCIATES
sfruciurai Cnyineers
STRUCTURAL CALCULATIONS
FOR
•
PHOTOVOL.,T, ,.a ii%NtC.N'AVII:A.k/.4.611‘ellt :.:;i3.;.::-•'
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et ok ell 10\
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s'• •(A)4' .,0:4:-0. 1' ‘(001° 1,1/41 N'ON
S. iit .'ilt\ ,\\.0.4- \.0•,\Ili ' - ..a\(A t" v,),N1 :7:-
..- ii) A \-4e•' 6(c, ' ,x0:0 sote -:-.•7.
John and Roberti P
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2110 Canydn 6(‘
Arcadia • i I t 6 ------
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CLIENT: Renewables
JOB NO: 09-3457
175 E. WILBUR ROAD, STE 103 •THOUSAND OAKS, CA 91360
p 805.496.2100 • e solar@VinciSE.com
DATE: 3/23/2018 VINCI & ASSOCIATES SHEET:
PROJECT: John and Roberta Preskill cSlruclural 6ngineers JOB NO.: 18-3457
2110 Canyon Rd 175 E.WILBUR ROAD,STE 103 •THOUSAND OAKS,CA 91360 ENGR.: JRV
Arcadia, CA 91006 p 805.496.2100 • e solar@VinciSE.com
CLIENT: Silverfox Renewables
DESIGN DATA:
ROOF DESIGN LOAD:
ROOFING ( Composition Shingle ) = 5 psf
SHEATHING = 2
ROOF RAFTERS/TRUSS = 2
MISCELLANEOUS = 1
ROOF RAFTER/TRUSS DESIGN DEAD LOAD = 10.0 psf
CEILING & INSULATION = 3.25
MISCELLANEOUS = 1.25
DESIGN DEAD LOAD = 14.5 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: = 40.31 in
Solar Module Length: = 79.69 in
Solar Module Area = 22.31 ft2
Solar Module Dead Load = 2.41 psf
Number of PV Modules = 26
Number of PV Mounts to Roof = 48
Maximum Spacing of Mounts = 4 ft o.c.
Tributary Area to Mounts
22.31 ft2 x ( 26 / 48 ) = 12.08 ft2 (Average)
( 4 ft oc x 79.69 in / 12"/ft) /2 = 13.28 ft2 (Worst Case) .
Solar Module Vertical Support Point Load:
13.28 ft2 x 2.41 psf = 32.0 lbs
TOTAL AREA OF ADDED SOLAR PANELS
( 3.36 ft x 6.64 ft ) X ( 26 Modules ) = 580.0. ft2
DATE: 3/23/2018 VINCI & ASSOCIATES SHEET: 2
PROJECT: John and Roberta Preskill cSfrucfural Cngineers JOB NO.: 18-3457
2110 Canyon Rd 175 E.WILBUR ROAD,STE 103 •THOUSAND OAKS,CA 91360 ENGR.: JRV
Arcadia, CA 91006 p 805.496.2100 • e solar@VinciSE.com
CLIENT: Silverfox Renewables
DESIGN CONNECTION TO ROOF TO RESIST WIND UPLIFT
REFER TO NEXT SHEET FOR
- SWH Standoff Detail UPLIFT FORCE CALCULATIONS
Scale:3"= 1' Module ZONE Q UPLIFT a SMIO -.6(2.41 psf)
PV Rail Design Force = ( Uplift x(0.6) ) -.6(2.41 psf)
'- - Net Uplift = 11.8 psf
L-Foot 1.85 Connections per Module (MIN)
26 Modules, 48 Connections
Roof Penetration sealed with Max Trib Area = 13.28 ft2
a high performance roofStandoff UPLIFT/ CONN. = 13.3 ft` x 11.8 psf
) 1;ti
sealant such as GE 30-year
silicone sealant = 156.6 lbs/conn
PER 2015 NDS (TABLE 12.2A)
Sheathing FALLOW = 258 lbs/in x CD x Ct
5/16 x 3.5" Lag for (1) 5/16" lag bolt
Framing Member min. 2.5"embed
into Framing Member WITH 2.00" PENETRATION INTO JOIST
FALLOW = 2.00 " x 413 lb/in
= 825.6 lbs > 157 lbs
Therefore O.K.
FACTOR OF SAFETY:
F.O.S. = 5.27 > 1.5
Therefore O.K.
ZONE P FT a [ - 0.6 (2.41 psf) ZONE! UPLIFT a Wait] ( -.6(2.41 psf)
J Design Force = ( Uplift x(0.6) ) - 0.6 (2.41 psf) Design Force= ( Uplift x(0.6) ) -.6(2.41 psf)
Net Uplift = 28.0 psf Net Uplift = 17.2 psf
1.85 Connections per Module (MIN) 1.85 Connections per Module (MIN)
26 Modules, 48 Connections 26 Modules, 48 Connections
Max Trib Area = 13.28 ft2 Max Trib Area = 13.28 ft2
UPLIFT/CONN. = 13.3 ft2 x 28.0 psf UPLIFT/CONN. = 13.3 ft2 x 17.2 psf
= 371.9 lbs/conn = 228.4 lbs/conn
PER 2015 NDS (TABLE 12.2A) PER 2015 NDS (TABLE 12.2A)
FALLOW = 258 lbs/in x CD x Ct FALLOW = 258 lbs/in x CD x Ct
for (1) 5/16" lag bolt for (1) 5/16" lag bolt
WITH 2.00" PENETRATION INTO JOIST WITH 2.00" PENETRATION INTO JOIST
FALLOW = 2.00 " x 412.8 lb/in FALLOW = 2.00 " x 413 lb/in
= 825.6 lbs > 372 lbs = 825.6 lbs > 228 lbs
Therefore O.K. Therefore O.K.
FACTOR OF SAFETY: FACTOR OF SAFETY:
F.O.S. = 2.22 > 1.5 F.O.S. = 3.62 > 1.5
Therefore O.K. Therefore O.K.
NA% 13"--
PROJECTL : John11and yRobertaRd,Preskillcada
PAGE:
CLIENT: 2110 Canyon Rd,Arcadia,CA 91006 DESIGN BY: JRV
JOB NO.: 15-3457 1- DATE: 103/23/18 REVIEW BY:
-- Wind Analysis for Low-rise Building,Based on ASCE 7-2010 2016 CBC
I INPUT DATA t r�. I
Exposure category(B,C or D,ASCE 7-10 26.7.3) Le. 4
- Importance factor(ASCE 7-10 Table 1.5-2) IN,= 1.00 for all Category
Basic wind speed(ASCE 7-1026.5.1 or 2012 IBC) V = 110 mph ~
Topographic factor(ASCE 7-10 26.9&Table 26.6-1) Ku = 1 Flat .
Building height to eave he = 10 ft
Building height to ridge hr = 21 ft , , . l
Building length L = 54.68922 ft I B 1
Building width B = 68.75216 ft 1
I Effective area of components(or Solar Panel area) A =,579.9993 ft2
-I DESIGN SUMMARY
Max horizontal force normal to building length,L,face = 18.38 kips,SD level(LRFD level),Typ.
Max horizontal force normal to building length,B,face = 17.49 kips
Max total horizontal torsional load = 167.24 ft-kips
Max total upward force = 68.98 kips
ANALYSIS
_)
Velocity pressure
qh=0.00256 Kh Ke Kd V2 = 22.51 psf
where: qh=velocity pressure at mean roof height,h.(Eq.28.3-1 page 298&Eq.30.3-1 page 316)
_I Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.28.3-1,pg 299) = 0.86
Kd=wind directionality factor.(Tab.26.6-1,for building,page 250) = L 0.85
--1 h=mean roof height = 15.50 ft
i <60 ft,[Satisfactory] (ASCE 7-10 26.2.1)
1 <Min(L,B),[Satisfactory] (ASCE 7-10 26.2.2)
Design pressures for MWFRS
p=qh((G CO)-(G Ca1)]
where: p=pressure in appropriate zone.(Eq.28.4-1,page 298). penin= 16 psf(ASCE 7-10 28.4.4)
..J G Cp f=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.4-1,page 300&301)
G CPI=product of gust effect factor and internal pressure coefficient.(Tab.26.11-1,Enclosed Building,page 258)
1 = 17-01:11-1 or ra-5-0.] •
a=width of edge strips,Fig 28.4-1,note 9,page 301, MAX[MIN(0.1 B,0.1L,0.4h),MIN(0.04B,0.04L),3] = 5.47 ft
Net Pressures(psf),Basic Load Cases Net Pressures(psf),Torsional Load Cases
--- Roof angle 6 = 17.74 Roof angle 0 = 0.00 Roof angle 0 = 17.74
Surface Net Pressure with Net Pressure with Surface Net Pressure with
GCpt (+GCPI) (-GCpI) GCp1 (+GCPI) (-GCPI) GCpf (+GCPI) (-GCPI)
J 1 0.51 7.44 15.54 -0.45 -14.18 -6.08 1T 0.51 1.86 3.89
2 -0.69 -19.59 -11.48 -0.69 -19.59 -11.48 2T -0.69 -4.90 -2.87
3 -0.46 -14.49 -6.38 -0.37 -12.38 -4.28 3T -0.46 -3.62 -1.60
4 -0.41 -13.26 -5.15 -0.45 -14.18 -6.08 4T -0.41 -3.31 -1.29
L___, 0.40 4.95 13.06 Roof angle 9 = 0.00
6 -0.29 -10.58 -2.48 Surface Net Pressure with
1E 0.77 13.31 21.42 -0.48 -14.86 -6.75 G Cp t (+GCpI) (-GCpI)
2E -1.07 -28.14 -20.04 -1.07 -28.14 -20.04 5T 0.40 1.24 3.26
3E -0.67 -19.04 -10.94 -0.53 -15.98 -7.88 6T -0.29 -2.65 -0.62
4E -0.61 -17.75 -9.64 -0.48 -14.86 -6.75
5E 0.61 9.68 17.78
6E -0.43 -13.73 -5.63
3E 3 2
`-' 2E 3E 3E 3 7
21 3E
4\_ 8 _- 4 4�_4T 2E 2 e s yT �4
' 1 cam► ''tAllii 6E--.....
Er�I/-'�� 4E 4€�► '•n1%) ,.._... -::f REQ�'- -�'",.r4E
�� 1E /r E III �j/r•" 1E•••••••, ..4711-110,56' E
REFERENCE CORNER / 1E REFERENCE CORNER 41 REFERENCE CORNER REFERENCE CORNER,I
• WIND DIRECTION 25 WIND DIRECTION °�WR,D OQtEC1iON 2° b WIND DIRECTION
11
Load Case A(Transverse) Load Case B(Longitudinal) Load Case A(Transverse) Load Case B (Longitudinal)
Basic Load Cases Torsional Load Cases
it
Basic Load Case A(Transverse Direction) Basic Load Case B Longitudinal Direction)
Area Pressure(k)with Area Pressure(k)with
Surface Surface
(ft2) (+GCp i) (-GCp i) (ft2) (+GCp I) (-GCp I)
1 438 3.25 6.80 2 1579 -30.93 -18.13
2 1579 -30.93 -18.13 3 1579 -19.55 -6.75
3 1579 -22.87 -10.08 5 947 4.69 12.36
4 438 -5.80 -2.25 6 947 -10.02 -2.34
1 E 109 1.46 2.34 2E 395 -11.11 -7.91
2E 395 -11.11 -7.91 3E 395 -6.31 -3.11
3E 395 -7.52 -4.32 5E 119 1.15 2.12
4E 109 -1.94 -1.05 6E 119 -1.63 -0.67
Horiz. 8.90 8.90 Horiz. 17.49 17.49
Vert. -68.98 -38.51 Vert. -48.54 -22.32
Min.wind Horiz. 18.38 18.38 Min.wind Horiz. 17.05 17.05
28.4.4 Vert. -60.16 -60.16 28.4.4 Vert. -60.16 -60.16
1
Torsional Load Case A(Transverse Direction) _ Torsional Load Case B(Longitudinal Direction)
Area Pressure(k)with Torsion(ft-k) Area I Pressure(k)with I Torsion(ft-k)
Surface ftz - Surface
l ft - GC
I ( ) (+GC pi) (GC PI) (+GC PI) ("GC Pi) (2) (+GC pl) (-GCp (+GC PI) (-GCp
1 164 1.22 2.55 13 28 2 1579 -30.93 -18.13 -26 -15
2 592 -11.60 -6.80 -39. -23 3 1579 -19.55 -6.75 16 6
3 592 -8.58 -3.78 29 13 5 414 2.05 5.40 27 71
i 4 164 -2.18 -0.85 24 9 6 414 -4.38 -1.02 57 13
J
1E 109 1.46 2.34 32 51 2E 395 -11.11 -7.91 83 59
2E 395 -11.11 -7.91 -74 -53 3E 395 -6.31 -3.11 -47 -23
3E 395 -7.52 -4.32 50 29 5E 119 1.15 2.12 36 67
4E 109 -1.94 -1.05 42 23 6E 119 -1.63 -0.67 52 1 21
1T 273 0.51 1.06 -7 -15 5T 533 0.66 1.74 -10 -26
2T 987 -4.83 -2.83 20 12 6T 533 -1.41 -0.33 -21 -5
- 3T 987 -3.57 -1.57 -15 -7 Total Horiz.Torsional Load,MT , 167.2 167.2
4T 273 -0.91 -0.35 -12 -5 I
Total Horiz.Torsional Load,MT 63 63
-J
Design pressures for components and cladding 3' 2 2 t a 2I1-2-11A1241
--� p-4hL(G CP)-(G Co)] 5-i ze�
where: p=pressure on component.(Eq.30.4-1,pg 318) t'°s 1 s 0 2 - 2 2I- - 2
p,,n= 16.00 psf(ASCE 7-10 30.2.2) `'�0 a �§�§ a
G Cp=external pressure coefficient. Walls '31- --F-!1- 5 233 s S
see table below.(ASCE 7-10 30.4.2) Roof ss°• Roof o>°•
Effective Zone 1 Zone 2 Zone 3 Zone 4 Zone 5
Area(52) GCp -GCp GCp -GCp GCp -GCp GCp -GCp GCp -GC!,
- Comp. 579.9993 0.30 -0.80 0.30 -1.20 0.30 -2.00 0.70 -0.80 0.70 -0.80
Comp.&Cladding Zone 1 Zone 2 Zone 3 Zone 4 Zone 5
Pressure Positive .Negative Positive Negative Positive Negative Positive Negative Positive Negative
-_, (psf) 16.00 -22.06 16.00 -31.07 16.00 -49.08 19.81 -22.06 19.81 -22.06
Note: If the effective area is roof Solar Panel area,the only zone 1,2,or 3 apply.
i
I
, DATE: 3/23/2018 VINCI $ ASSOCIATES SHEET: 5
PROJECT: John and Roberta Preskill Sfrucfuraf Engineers JOB NO.: 18-3457
2110 Canyon Rd 175 E.WILBUR ROAD,STE 103 •THOUSAND OAKS,CA 91360 ENGR.:. JRV
Arcadia, CA 91006 p 805.496.2100 • e solar@VinciSE.com
CLIENT: Silverfox Renewables
LATERAL FORCES: (Base Shear Calculations - 2016 CBC)
SEISMIC:
Site Class: D (Use D if unknown)
S1= 1.029 (USGS Software) Ss= 2.84 (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 = Fa* Ss = 2.841 (Eq. 16-37) SDs = 2/3* Sims = 1.89 (Eq. 16-39)
SMI= F„* Si= 1.544 (Eq. 16-38) SD1 = 2/3* SMI = ' 1.03 (Eq. 16-40)
TL= 8 s (Figure 22-12 ASCE 7-10)
T= Ct* (ha)" = 0.112 s (Eq. 12.8-7) Ct= 0.02 (Table 12.8-2 ASCE 7-10)
ha = 10.0 ft x = 0.75 (Table 12.8-2 ASCE 7-10)
**GOVERNS**
VMIN = ( SDs)/( R/I ) = 0.29 W (Eq. 12.8-2 ASCE 7-10)
NEED NOT EXCEED:
IF <_TL USE:
V = ( SDI)/T*( R/I ) = 1.41 W (Eq. 12.8-3 ASCE 7-10)
IF T>TL USE:
V = (SD1)*(TL)/T2*( R/I ) = 100.12 W (Eq. 12.8-4 ASCE 7-10)_
SHALL NOT BE LESS THAN:
V = 0.01 ' W (Eq. 12.8-5 ASCE 7-10)
_.I
3/23/2018 Design Maps Summary Report
.m usGs Design Maps Summary Report �J
User—Specified Input
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 201)0)
Site Coordinates 34.17239°N, 118.02678°W
Site Soil Classification Site Class D-"Stiff Soil"
I Risk Category I/II/III
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od r, R I ,„..,,F-Rosemeild riceitttt°e[e evil ac r = til ch r Fid
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__J USGS—Provided Output
Ss= 2.841 g Sms= 2.841 g S°s= 1.894 g
Sr= 1.029 g Si,„= 1.544 g Sol= 1.029 g
For information on how the 5S 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.
RICER Response Spectrum Design Response Spectrum
1290
170
! :.61 1.71
2.12 I3_`
aV 131
-__1 a134 I a 1.14 ,
a 1d5 1 a 1195
1.14 11.76
1 nM n,ST
111.S4 030'
I 021 0.11
Mu _ 00)
ln)' 0S 010 001 OM1.0) 1.17 1.10 I f[. 111 1f.i 0lU, 0.17 040 0/0 010) I/O 1.11 1.10 14) 1A) 21.)
—J - Faiod1 T fseel 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.
—J
- htts://earth uake.us s. ov/cn1/desi nma s/us/summarY•Ph ?tem late=minimal8latitude=34.172389741320498r1on nude=-118.02678416742212&sit... 1/1
DATE: 3/23/2018 VINCI & ASSOCIATES SHEET: 7
PROJECT: John and Roberta Preskill S/ruc/ural Cngineers JOB NO.: 18-3457
2110 Canyon Rd 175 E.WILBUR ROAD,STE 103 •THOUSAND OAKS,CA 91360 ENGR.: JRV
Arcadia, CA 91006 p 805.496.2100 • e solar@VinciSE.com
CLIENT: Silverfox Renewables
LATERAL FORCES 2016 CBC: (BASE SHEAR - Conservative)
F1
PROOF= 5.0 ft
SEISMIC BASE SHEAR:
V= 0.29 W (SEE PREVIOUS) / h1 = 10.0 ft
F1 ROOF = 15 PSF
WALLS = 7
21.5
x 0.291
6.26 PSF
WIND LOADS:
Governs
Ps= A kkt Iw PS30 (Eq. 6-1)
A = 1.21 Ps30A= 19.20 psf PsA 23.27 psf
Iw.= 1.00 Ps3oB= -10.00 psf PSB -12.12 psf
kzt= 1.00 Ps3oc= 12.70 psf Psc 15.39 psf
PS30D= -5.90 psf PSD -7.15 psf
_J
F1 uLT: _ ( 5 ft + 10 ft/2 )x (23.2704 psf+12.12 psf) = 354 lb/ft
F1ASD: = 353.90 lb/ft x 0.6 = 212 lb/ft
DATE: 3/23/2018 VINCI & ASSOCIATES SHEET: 8
PROJECT: John and Roberta Preskill cSlruclural Cngineers JOB NO.: 18-3457
2110 Canyon Rd 175 E.WILBUR ROAD,STE 103 •THOUSAND OAKS,CA 91360 ENGR.: JRV
Arcadia, CA 91006 p 805.496.2100 • e solar@VinciSE.com
CLIENT: Silverfox Renewables
CHECK IMPACT OF NEW SOLAR PANELS ON SEISMIC LOAD l o
(N)PV AC Disconnect
`, I(
Conduit In Attic 18"below Roof I (E) 1 Story SFD
•
•
—////)
(N) PV Array
(E) Pool
•
111
- 1
TOTAL ROOF AREA:
( 54.7ft x 68.8ft ) + ( 31.3ft x 26.6ft ) +
( 31.3 ft x 29.7 ft ) + ( 0.Oft x 0.Oft ) = 5517.9243 ft2
EXISTING ESTIMATED SEISMIC LOAD (BASE SHEAR)
5517.92 ft2 x 6.26 psf = 34568.5 Ibs
AREA OF ADDED SOLAR PANELS
( 6.64 ft x 3.36 ft ) X ( 26 PANELS ) = 580.0 ft2
WEIGHT OF PANELS: 2.41 psf
ADDED SEISMIC LOAD:
2.41 psf x 580.0 ft2 x 0.29 = 407.3 lbs
% INCREASE = 407.3 = 1.2% < 10%
34568.52257
Therefore O.K.
-1 fl WoodWorks®
- �ORI FARE FOR WOOD DESIGN
Check Existing Rafter
Mar.23,2018 15:12
•
Design Check Calculation Sheet
WoodWorks Sizer 11.1
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Roof DL Dead Full Area No 10.00(24.0") psf
Roof LL Roof constr. Full Area Yes 20.00(24.0") psf
PV1 Dead Point No 2.00 32 lbs
PV2 Dead Point No 7.00 32 lbs
PV3 Dead Point No 8.50 32 lbs
PV4 Dead Point No 13.50 32 lbs
Maximum Reactions (lbs)and Bearing Lengths (in) :
19.627'
•
1.5' 11.5' 19'
Unfactored:
Dead 162 307 49
Roof Live 238 440 137
Factored:
Total 401 747 186
Bearing:
Length 0.50* 0.64 0.50*
Min req'd 0.50* 0.64** 0.50*
*Minimum bearing length setting used:1/2"for end supports and VT for interior supports
**Minimum bearing length governed by the required width of the supporting member.
Maximum reaction on at least one support is from a different load combination than the critical one for bearing design,shown here,due to Kd factor.
See Analysis results for reaction from critical load combination.
Lumber-soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2")
Supports:All-Timber-soft Beam,D.Fir-L No.2
Roof joist spaced at 24.0"c/c;Total length:19.63';Clear span:1.518',10.214',7.649';volume=1.1 cu.ft.;Slope:13.0 deg
Lateral support:top=full,bottom=at all supports;Repetitive factor:applied where permitted(refer to online help);
Analysis vs. Allowable Stress and Deflection using NDS 2015:
, I Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 68 Fv' = 225 psi fv/Fv' = 0.30
Bending(+) fb = 942 Fb = 1682 psi fb/Fb' = 0.56
Bending(-) fb = 1107 Fb' = 1272 psi fb/Fb' = 0.87
Deflection: •
Interior Live 0.19 - L/654 0.68 = L/180 in 0.28 •
Total 0.35 = L/349 1.03 = L/120 in 0.34
Cantil. Live -0.10 = L/189 0.21 = L/90 in 0.48
Total -0.18 = L/102 0.31 = L/60 in 0.59