HomeMy WebLinkAboutSOLR-18-1428 •
f gam,'i„Permit NO oSOLR-1c8-1428
City of Arcadia, CA ,- .4, i, A .4 ' ` m k'
Development Services Department „ r 4b � , 4 PermitType-Solar.
240 West Huntington Drive,Post Office Box 60021 ...A, �' 1,1 , '.�+ �' �f .
. Work Classrfiegtion�Solar Resldentipit,
Arcadia,CA 91066-6021 s s A ,..k ,41,-::::,.., ,� 'ft
lifb,
”' (626)574-5416 '' :M ' 9„ �r ' , PermrtStatusj Issuedr
ARCADIA `, } issue Date:08/09/2018 Expiration: 02/05/2019
4.a
Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number
308 E Longden AVE Arcadia,CA 5790025026
Contacts
JUAN GALAVIZ Owner TESLA ENERGY Solar Contractor(C-46)
308 LONGDEN AVE,ARCADIA,CA 91006 3055 Clearview Way,San Mateo,CA 94402
(323)240-3174
.-.
Description:ROOF MOUNT SOLAR FOR SFR/21/24P,NEW 125 Valuation: S 0.00 Tenant
AMP LOAD CENTER
I
Total Sq Feet: 0.00 i, Plan Check# Plan#
Fees Amount Payments Amount Paid
Building Plan Check Fee Residential $50.00 Total Fees $394.24
Distribution Panel $15.55 Cash/Receipt#REC-001982-2018 $394.24
Electrical Permit Issuance Fee $44.35
Amount Due: $0.00
Fire Plan Check Fee Residential $50.00
Inverters $155.56
Panels $77.78
Solid Waste Management Fee 2 $1.00
Total: $394.24
,
CALLS FOR INSPECTIONS
4 ',i. 3 Itd ., 2 .- Request for inspection by telephone at 626-574-5450. Leave a message
' - i, I tr requesting the address,timeframe and what inspection item is needed.
+ryEWK
This permit/plan review expires by time limitation and becomes null and
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.
August 09, 2018
Issued By: Date
August 09,2018 Page 1 of 1
4-Nf A.Ro
tF 1l 1r
141,
PERMIT/PLAN REVIEW APPLICATION
0, REEE3E ,110
o44 j` Development Services Department,240 West Huntington Drive,Post Office Box 60021
Arcadia, CA 91066-6021, (626) 574-5416,Fax (626)447-9173
City of
Arcadia
,i 1 ICENSED CONTRACTOR'SD
JI ECLARATION WORKERS'COMPENSATION DECLARATION
is I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
`, Chapter 9(commencing with Section 7000,of Division 3 of the Business and
j, Professions Code,and my license is in fu °(c �tect. J E6 have and will maintain a certificate of consent to self-insure for workers'
License Class License. No. 4� � Exp. Date 12/1 1 e compensation, as provided for by Section 3700 of the Labor Code, for the
/ performance of the work for which this permit is issued.
Signature of Contractor 4%q'5"
OWNER-BUILDER DECLARATION [ I have and will maintain workers'compensation insurance,as required by Section
I 3700 of the Labor Code,for the performance of the work for which this permit
❑ I hereby affirm under penalty of perjury that I am exempt from the Contractors '' is issued.My worker'c�mApens ion insurance carrier and policy numbers are:
License Law for the following reason(Section 7031.5,Business and Professions ri ^w fl�
Code.Any city or county which requires a permit to construct,alter,improve, , Carrier un
Gvi /� 1'`G I C OP
demolish,or repair any structure,prior to its issuance,also required the applicant Policy Number 1 0.7 "t
for such permit to file a signed statement that he or she is licensed pursuant to the
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►![J 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 f not employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): = compensation 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
❑I, as owner of the property, or my employees with wages as their sole forthwith compl with those provisions.
compensation,will do the work,and the structure is not intended or offered for provisions., r j Q
sale(Section 7044,Business and Professions Code:The Contractors License Date �"l 1 l v Signature !`a'
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). damagesas provided for in Section 3706 of the Labor Code, interest, and
attorney's fees.
❑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).
❑ 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 occupancy of 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. �y
Name N 00I OraS Title
PRINT NAME
i
1 I certify 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.
\\\s
I agree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of
(Arcadia to enter upon the ove-mentioned property for inspection purposes.
j /ie.��— ''
gnature Date WO �/%
C _
I'1
Version#73.5-1
Ed Generated
July 19,2018
RE: CERTIFICATION LETTER
Project/Job#9102695
Project Address: Galaviz Residence
308E Longden Ave
Arcadia,CA 91006
AHJ Arcadia
SC Office Atwater Village
•
Design Criteria:
-Applicable Codes=2016 CEBC/CBC/CRC,ASCE 7-10,and 2012 NDS
-Risk Category=II
-Wind Speed=110 mph,Exposure Category C,Partially/Fully Enclosed Method
-Ground/Roof Snow Load=0 psf
-MP1:Roof DL=7.5 psf,Roof LL=20 psf
-MP2:Roof DL=7.5 psf,Roof LL=20 psf
-MP4:Roof DL=7.5 psf,Roof LL=20 psf
-MP5:Roof DL=7.5 psf,Roof LL=20 psf
Per Section 1613.1,W-(PV)/W-(exist roof)=4.1%,Increase Seismic Shear Load<10%,->[OK]
•
To Whom It May Concern,
A jobsite survey of the existing framing system of the address indicated above was performed by a site survey team from Tesla. Structural
evaluation was based on site observations and the design criteria listed above.
Based on this evaluation,I certify that the alteration to the existing structure by installation of the PV system meets the requirements of the
applicable existing building and/or new building provisions adopted/referenced above.
Additionally,I certify that the PV module assembly including all standoffs supporting it have been reviewed to be in accordance with the
manufacturer's specifications and to meet and/or exceed all requirements set forth by the referenced codes for loading.
The PV assembly hardware specifications are contained in the plans/docs submitted for approval.
Tesla,Inc.
T
1 = 5 L ri 3055 Clearoiew Way.San Mateo,CA 94402
p 650 638 1028 f 650 638 1029
Project Ata Glance t *
Ed Generated 1 Version#73.5-1
Project Info: Design Criteria:
______ Job#h"_«-___-__________ ,_- ._- _ 9102695________;Applicable Codes=2016 CEBC/CBC/CRC,ASCE 7-10,and 2012 NDS
_--______Residence __ -V 4 Galaviz Residence_ -Risk Categoryryryll _ -
-____Address _______- -____-___- 308 E LongdenAve _i_______ Wind Speed=11D mph,Exposure'Category C,Partially/Fully Enclosed Method
___ Arcadia Arcadia,CA 91006 -
-Ground/Roof Snow Load=0 psf, • _
AHJ: -__._.._ A
_ _____,._-_ --MP1__Roof DL g7�5 psf,Roof LL=_20 psf ___
_ SC Offices _- _ _ Atwater Village___ _ -MP2:Roof DL=7.5 psf,Roof LL=20 psf
___ U_p_grades Re9'd7-_-__ __--__--__w______- No._..-_._____ w _ -MP4:Roof DL=7.5 psf,Roof LL=20 psf_-
_ Stamp Req'd:- _ __ _ Yes __ _ _ __ =MPSSS Roof DL=7,5 psf,Roof LL=20 psf _ _
-�-__-PV Designer- __-._ .__.___ LUIS CODINA- __--__-----�. . __W_-__ ___-_ ----�._.,-_-__ ---
Wet Stamp Required? No Seismic Check: 10%check passes
Please note any comments, red flags,or any other useful observations by MP in this box.
Parameter Typical? 1stMP 2nd MP 3rd MP 4th MP 5th MP 6th MP 7th MP
MP Name = MPI MP2 MP4 MP5
MP Structural Tab Name 'MP1-S'! 'MP2-S'! ' 'MP4-S'! 'MP5-S'!
MP Hardware Tab Name 'MP1-H'I 'MP2-H'I 'MP4-H1 'MP5-1-r! '
_ Pitch(degrees) .• - - Typical 18' 1'8° 18° 18°
Rafter Width 1.50"` 1.50" 1.50" 1.50" '
Rafter Depth ____ S 3.50" 3,50" 3.50" - _ 3.50" _
Rafter Spacing Typical' 24"O.C:. 24"O.0:. 24"O.C. • 24"O.C. ..
Vaulted No No No No
_. Finished Attic _._---_,__-__ -__-_-- No__,-__-_-_No -____._-_.No__.__.-_-_ No -____.____..w________-,-_______-__ - -.-_--__
-Lath and Plaster Ceiling No No- No No
TL Deflection Limit ' 120 120 120 120
,RoofingMaterial, -__ T
ypical - ,_Comp Roof Comp Roof Comp Roof Comp Roof
-,
,��Number of Layers, - _ -_ _-(1 Layers);_-__(1 Layers)_____-(1 Layers)_ (1 Layers_) _-- ,__- -__-
Re-Roof . No No No No
__ _ Overhang __ ______ _---_-_-_w ___ 0.24 ft ____- 1,32 ft __ 1,32 ft ____1:32ft - _�_- ---
Span 1 7.69 ft 9,34 ft 7.97 ft 7,94 ft _ - _ _
_ __._ _Span 2--_ _ _ _7.60 ft -_ -.-. __ _ - -- _ -- -_
Span 3
Span 5
Total Rake Span Varies 16.33 ft r ' ' 11.21'ft ' 9.77 ft 9.74 ft '
PV 1 Start 0.92 ft 1.08 ft 0.58 ft 0.50 ft
--______PV 1 End "_. __--_.-.-_----- 9.25 ft 7.83 ft•-__
5,67 ft w-_.5.58 ft--__ ; _ ____,.____
PV 2 Start
-___._.
PV 2 Eno
PV3 Start __---__-__. ---_ ----_.__-- ---- _L__---..__,_�_---__.._-. __----__-___-
PV 3 End --
_ _Shear Stress DCR 0.23 0.16 0.20 0.20 _ _ _
_-__` Bending_(±)Stress DCR ___-� -_ 0.54 0.62 0.57 0.57
-_ Bending(_)Stress DCR 0.60 _ -,---7-
, --0.04 0.09 0.08
Total'Load Deflection DCR _- 0.38 0.46 - 0.47 . 0.47 -- - -7---
'7'.'--' _
__ Governing Mode -^-_ (-)Bending Stress(psi) (+)Bendng Stress(psi) (+)Beneng Stress(psi) (+)Bending Stress(psi)
Governing PostPV D_CR __ ______0:60 a 0,62 ._- 0.57 _-__z___0S7 _• -,rte __ __- . _-
Pre-Fab Truss _ No No No No
Member Analysis Pass/Fail Typical Pass Pass Pass Pass '
_ Governing Ere-Upgrade DCR__ - ____ _
''. ._ 0.60 , _ --0.62-_- _ __- __,_,_
0_57 _-0,5 _ �••_
7 _ _ ` - __.____ _,
____ __
___ Governing Pre-PV DCR _ _- 0,88 - 1.18 - 0.85 0.84 - - - -- -
_ pe-Activate5%Check_,___ _ __ No ___ Nop No ____�No _--• ...__ -. _,____ _.___ ___-_-___:
5%Check -33% -62% -33% -32%
5%Gravity,Impact Pass/Fail Typical Pass ._ Pass Pass Pass- '
Overall Pass/Fail Typical - Pass I Pass Pass . Pass- _
Upgrade_Shown_in Plans .4.-__Typical__, ' No__ No No No ,_-_,_,�, '
Max Allowable Length for Upgrades_ ___ 1.0 ft 1.0 ft _ 1.0 ft 1,0 ft _ __
Upgrade Method _ Pass _ Pass-- Pass_ __ _Pass _ - --
Upgrade Method Description ---- Pass -_ __ Pass - Pass Pass - - -
_ Upgrade Member Net Rake Length .•__ _-_Pass -- Pass_ _____Pass _____-_ _Pass -__-_ ___- ___-__
Upgrade Member Depth Pass Pass Pass Pass tr.-^
.-______-PV System Typo __•--__,____' ' So!arCiy sip.w4ount"Ss(arCity SleekMountt"wiarC(tyS(eekMoyntTM S°IarCi y S(eekMount2;_,,, _
Standoff Comp Mount SRV Comp Mount SRV Comp Mount SRV Comp Mount SRV _W --� -- _ �-
Landscape Spacing., Typical 72" 72" 72" . '_.._ 72"
Landscape X Cantilever _e24 -.__ 24" _a___- 24"�-, 24�__ _ _ _,
Landscape Y Spacing r -_ -_ ^-41" T- 41" 41" 41"
Landscape Y Cantilever NA NA NA NA `
Standoff Configuration . - Typical.- . Not-Staggered Not-Staggered Not-Staggered Not-Staggered - - • _
Standoff.Demand/Capacity.. 37.5% - -37.5% 37.5% 37.5% '
__- -- Portrait X Spacing-----------__. Typical. 48',' - _ _
Portrait X Cantilever __ _
- `_ Portrait Y Spacing_ - - __ - 62" 62" 62" - 62"
Portrait Y Cantilever ,; NA ____ ' PIA ' •••-__- NA_._... ___ NA _j"__`_'_.__- ______-,_. .
_- .1 Standoff.Configuration.-, ,_ -_-.Typical -_-- 'Not-Staggered_ Not-Staggered„ Not:Staggered'• _Not-Staggered , _ _
Standoff Demand/Capacity 37.8% 37.8% ' 37.8% 37.8%
Designer Spacing Override? Not Capped Not Capped Not Capped Not Capped
_- - . Roof Framing, _-_ y__ _ ' Stick Frame- Stick Frame Stick Frame ' Stick Frame '
'MP Status Typical . Member Impact Check 01 Member ImpactCheck OK Member Impact Check OK MemberlmpactCheck OK - _ - •
. ,
TVersion#73.5-1
Ed Generated
HARDWARE DESIGN AND STRUCTURAL ANALYSIS RESULTS SUMMARY TABLES, s.
Landscape Hardware-Landscape Modules'Standoff Specifications
=
Hardware X-X Spacing X-X Cantilever Y-Y Spacing Y-Y Cantilever Configuration Uplift DCR
MP1 72" 24" 41" NA Not-Staggered 37.5%
MP2 72" 24" 41" NA Not-Staggered 37.5%
MP4 72" 24" 41" NA Not-Staggered 37.5%
MP5 72" 24" 41" NA Not-Staggered 37.5%
Portrait ` = Hardware-Portrait Modules'Standoff Specifications
Hardware X-X Spacing X-X Cantilever Y-Y Spacing Y-Y Cantilever Configuration Uplift DCR
MP1 48" _ 21" 62" NA Not-Staggered 37.8% -
MP2 48"• 21" 62" NA Not-Staggered 37.8%
MP4 48" 21" 62" NA Not-Staggered 37.8%
•
MP5 48" 21" 62" NA Not-Staggered 37.8%
Mounting Plane Roof Pitch`' ,_ Qualification Results
_ (Degrees). Member Evaluation Results
MP1 18° Member Impact Check OK
MP2 18° Member Impact Check OK
MP4 18° Member Impact Check OK
MP5 18° _ Member Impact Check OK
Tesla,Inc.
T S L 'Fl 3055 Clearview Way.San Mateo,CA 94402
p 650 638 1028 f 650 638 1029
SEISMIC CONSIDERATIONS
Seismic Design Criteria (per USGS)
Seismic Design Code _____ ASCE ASCE 7-10 —
Latitud'e_- 34.1140 __ , ____, ' _,
Longitude _w y �m^ -118.0227
'SRA at Short Period _ Ss _ 2.754 _ USGS
SRA at 1s Period _ S1 1.042 _ USGS
Soil Site Class _ ___ D __ � IBC 1613.5.2 __Seismic Design Category SDC E USGS
Seismic Check Required(Ss>_0.4g Yes IBC 1613:1
&SDC ZD)?
ALTERATION.LATERAL DESIGN 10% EXCEPTION CHECK , .
Weight of Proposed PV System
Area Dead Load Weight _
PV System Weight • 424 sf 3.0 psf 1,271 lbs �Y
Total Weight of PV System W(pv) 1,271 lbs
Weight of Roof on Existing Building
Sum Area of MPs with PV 1640 sf
Portion of Roof Weight Area Dead Load Weight
Roof 1,640 sf 7.9 psf 12,935 lbs
Ceiling _ 1,640 sf 5.5 psf 9,021 lbs
Interior Walls(Top Half) 648 sf 5.0 psf 3,240 lbs _
Exterior Walls(Top Half) . . 648 sf • 8.5,psf 5,508 lbs ___I
Net Weight of Roof Under PV W(exist) 30,704 lbs
Check% Increase of Roof Weight/Seismic Shear Load
%Increase of DCR of Lateral Force '/ 4.1%
Resisting System WIPYy W(exist) Increase Seismic Shear Load<10%,->[OK]
Note:Seismic base shear is directly proportional to roof weight.
STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP1 .
Member Properties Summary
MPI Horizontal Member Spans Rafter Properties
Overhang 0.24 ft Actual W 1.50"
Roof System Properties Span 1 7.69 ft Actual D 3.50"
Number of Spans(w/o Overhang) r-,--,4. ,22 Span 2 7.60 ft Nominal Yes
Roofing Material ' Corrie oof Span 3 A 002) 5.25
Re-Roof No. Span 4 Sx(in."3) 3.06 .
Plywood Sheathing Yes Span 5 lx(inA4) 5.36
Board Sheathing Skip-Sheathing Total Rake Span 16.33 ft TL Defl'n Limit 120
Vaulted Ceiling No PV 1 Start 0.92 ft Wood Species DF
Ceiling Finish 1/2"Gypsum Board PV 1 End 9.25 ft Wood Grade #2
Rafter Slope - 18° PV 2 Start ' Fb(psi) 900
Rafter Spacing 24"O.C. PV 2 End Fv(psi) 180
Top Lat Bracing . Full PV 3 Start E(psi) 1,600,000
Bot Lat Bracing At Supports PV 3 End 1 E-min(psi) 580,000
• Member Loading Summary
Roof'Pitch 4/12 Initial Pitch Adjust Non-PV Areas PV Areas
Roof Dead Load DL 7.5 psf x 1.05 7.9 psf 7.9 psf
PV Dead Load PV-DL 3.0 psf x 1.05 3.2 psf
Roof Live Load RLL 20.0 psf x 1.00 20.0 psf
Live/Snow Load LL/SL1'2
Total Load(Governing LC) TL • 27.9 psf . .11.0 psf
Notes: 1. ps=Cs*pf;Cs-roof,Cs-pv per ASCE 7[Figure 7-2] 2. pf=0.7(Ce).(C)(Is)p9; Ce 0.9,Ci=1.1,IS 1.0
Member Analysis Results Summary
Governing Analysis Pre-PV Load(psf) Post-PV Net Impact Result
Gravity Loading Check 27.9 11.0 -60% Pass
LZEP HARDWARE DESIGN CALCULATIONS - 1P1; , ..
Mounting Plane Information , ..
Roofing Material - Comp Roof '
Roof Slope 18°
Framing Type/Direction _ __ V-Y.Rafters
PV System Type- _ SolarCity SleekMountT� _ _
ZepSystem Type ` __.:_... ____ ZS Comp _____.�w
Standoff(Attachment Hardware) Comp-Mount SRV
Spanning Vents _ _ No �
IV
Wind Design Criteria
Design Code IBC 2015^— ASCE 7-10
Wind Design Method _____ . ' _ - _
� Partially/Fully Enclosed.Method - '"
Ultimate Wind Speed V-Ult 110 mph _ Fig. 1609A
Exposure Category .- - C Section 26.7
Roof StyleGable Roof Fig.30.4-2A/B/C-5A/B
Mean Roof Height h _ e_. - 15 ft Section 26.2
Wind Pressure Calculation Coefficients .
Wind Pressure Exposure K= 0.85 Table 30.3-1
Topographic Factor' KA' _ 1.00 - Section 26.8
Wind Directionality Factor K. 0.85 Section 26.6-1
Importance Factor i NA
Velocity Pressure qh qh=0.00256(Kz)(Kzt)(Kd)(V"2)
22.4 psf Eq uation 30.3-1
Wind Pressure
Ext. Pressure Coefficient(Up) GCp(Up) -0.88 Fig.30.4-2A/B/C-5A/B
Ext.Pressure Coefficient(Down) GCp(Down). 0.45- - Fig.30.4-2A/B/C-5A/B
Design Wind Pressure p p=qh (GCp) Equation 30.4-1
Wind Pressure Up P(uPi19:6psf
Wind Pressure Down' P(downt , 16.0.psf
ALLOWABLE_STANDOFF:SPACINGS '
X-Direction , • ' Y-Direction
Max Allowable Standoff Spacing Landscape 72" 41"
Max Allowable Cantilever Landscape ,_ 24" NA
Standoff Configuration Landscape Not-Staggered
Max Standoff Tributary Area. ,_ Trib - , 21'sf
PV Assembly Dead Load ____. W-PV 3.0 psf
Net Wind Uplift'at Standoff ', -- T-actual , -206 lbs '
Uplift Capacity of Standoff T-allow 548 lbs
Standoff Demand/Capacity . --- DCR 37.5%
X-Direction Y-Direction
Max Allowable Standoff Spacing Portrait 48" 62"
Max Allowable Cantilever - -•. Portrait • . -_ 21" NA
Standoff Configuration Portrait Not-Staggered
Max'Standoff Tributary Area Trib ' 21 sf
PV Assembly Dead Load W-PV _ 3.0 psf
, Net Wind Uplift at Standoff ,- - , . T-actual _ --207 lbs- , ^- '
Uplift Capacity of Standoff T-allow 548 lbs
37.8%
Standoff Demand/Capacity DCR_-_ n
-
v
STRUCTURE,,ANALYSIS -"LOADING SUMMARY-AND.,MEMBER CHECK -MP2 ..
—77
Member Properties Summary '
M P2 Horizontal Member'Spans Rafter Properties
Overhang 1.32 ft Actual W 1.50"
'Roof System Properties Span 1 . 9.34 ft ' Actual D 3.50"
Number of Spans(w/o Overhang) 1 Span 2 Nominal Yes
Roofing Material Comp Roof Span 3 V A'(in^2) 5.25 ,
Re-Roof No Span 4 Sx(in.^3) 3.06
Plywood Sheathing, . Yes . Span 5-. lx(in"4) 5.36'
Board Sheathing Skip-Sheathing Total Rake Span 11.21 ft TL Defl'n Limit 120
Vaulted Ceiling No. .. PV 1`Start , 1.08 ft Wood Species DF
Ceiling Finish 1/2"Gypsum Board PV 1 End 7.83 ft Wood Grade #2
Rafter Slope. 18° . `PV 2'Start ,Fb(psi) 900
Rafter Spacing 24"O.C. PV 2 End Fv(psi) 180
Top Lat Bracing •; Full PV 3 Start E(psi), 1,600,000
Bot Lat Bracing At Supports PV 3 End E-min(psi) 580,000
Member Loading Summary.
Roof Pitch - 4/12 Initial Pitch Adjust Non-PV Areas PV Areas
Roof Dead Load DL 7.5 psf x 1.05 7.9 psf 7.9 psf
PV Dead Load PV-DL• 3.0;psf x 1:.05 3.2 psf
Roof Live Load RLL 20.0 psf x 1.00 • 20.0 psf
Live/Snow Load LC/SL1'2
Total,Load(Governing LC) TL 27.9 psf , 11.0 psf
Notes: 1. ps=Cs*pf;Cs-roof,Cs-pv per ASCE 7[Figure 7-2] 2. pf=0.7(CB)(Ct)(Is)Pg; C8=0.9,Ci=1.1,IS 1.0
Member Analysis Results Summary
Governing Analysis Pre-PV - Load(psf) Post-PV • Net Impact Result
Gravity Loading Check 27.9 11.0 -60% Pass
' r
2EP.HARDWARE DESIGN;CALCULATIONS=MP2
Mounting Plane Information
Roofing Material Comp Roof -
Roof Slope 18°
Res .Framing Type/Direction
PV System Type SolarCity SleekMountT^^ �
ZepSystem Type ZS Comp - - _
Standoff(Attachment Hardware) Comp Mount SRV
Spanning VentsNo ,
Wind Design Criteria
Design Code IBC 2015ASCE 7-10
Wind Design _Method' —,_ _ _�•; Partially/Fully Enclosed Method _ ,
Ultimate Wind Speed V-Ult 110 mph Fig. 1609A
Exposure.Category C Section 26:7'---
Roof
6.7Roof Style Gable Roof Fig.30.4-2A/B/C-5A/B
Mean Roof Height h, - 15 ft Section 26.2
Wind Pressure Calculation Coefficients
Wind Pressure Exposure KZ _� 0.85 Table 30.3-1
Topographic Factor _ - ' _•� K 1.00 - Section 26.8
Wind Directionality Factor Kd 0.85 Section 26.6-1
Importance Factor I NA ,
Velocity Pressure qh qh=0.00255(Kz)(Kzt)(Kd)(V^2) Equation 30.3-1 •
22.4 psf
' Wind Pressure
Ext. Pressure Coefficient(Up) GCp(Up) -0.88 Fig.30.4-2A/B/C-5A/B
Ext. Pressure Coefficient(Down) v GCp(Down) 0.45 Fig.30.4-2NB/C-5NB
Design Wind Pressure p p=qh (GCp) Equation 30.4-1
Wind Pressure Up` p(„P) -19.6 psf
Wind Pressure Down Pfdow,,) 16.0 psf ,
FALLOWABLf,STANDOFF..'SPACINGS . ' , v , , '
X-Direction Y-Direction
Max Allowable Standoff Spacing Landscape 72" 41"
Max Allowable Cantilever ... Landscape 24" v NA ,
Standoff Configuration Landscape Not-Staggered
Max Standoff Tributary Area Trib ; 21 sf
PV Assembly Dead Load W-PV 3.0 psf
Net Wind Uplift at Standoff _` T-actual -206 lbs - -
Uplift Capacity of Standoff T-allow 548 lbs
•. . . , , 37.5%
Standoff Demand/Capacity DCR
'X-Direction Y-Direction°.
Max Allowable Standoff Spacing Portrait 48" 62"
Max Allowable Cantilever• Portrait 'V`21" NA
Standoff Configuration Portrait Not-Staggered
Max Standoff Tributary Area Trib` - 21 sf '
PVAssembly Dead Load W-PV - 3.0 psf
Net.-Wind-Uplift at Standoff _ T-actual,- � •._._ -207 lbs - V
Uplift Capacity of Standoff T-allow 548 lbs
Standoff Demand/Capacity .DCR: 37,8% V V -
STRUCTURE- ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP4
Member Properties Summary
M,P4: Horizontal Member Spans• Rafter Properties
Overhang 1.32 ft Actual W 1.50"
Roof System Properties Span 1 7.97 ft Actual D 3.50"
Number of Spans(w/o Overhang) 1 Span 2 Nominal Yes
Roofing Material Comp Roof Span 3 A(i02) 5.25
Re-Roof No Span 4 Sx(in.A3) 3.06
Plywood Sheathing • Yes - Span 5 lx(inA4) 5.36
Board Sheathing Skip-Sheathing Total Rake Span 9.77 ft TL Defl'n Limit 120
Vaulted Ceiling No PV 1 Start 0.58 ft Wood Species DF
Ceiling Finish 1/2"Gypsum Board PV 1 End 5.67 ft Wood Grade #2
Rafter Slope 18° PV 2 Start Fb(psi) 900
Rafter Spacing 24"O.C. PV 2 End Fv(psi) 180
Top Lat Bracing Full PV 3 Start E(psi) 1,600,000
Bot Lat Bracing At Supports PV 3 End E-min(psi) 580,000
Member Loading Summary
Roof Pitch 4/12 Initial Pitch Adjust Non-PV Areas' PV Areas
Roof Dead Load DL 7.5 psf x 1.05 7.9 psf 7.9 psf
PV Dead Load - PV-DL 3.0 psf x 1.05 3.2 psf
Roof Live Load RLL 20.0 psf x 1.00 20.0 psf
Live/Snow Load LL/SL1'2 .
Total Load(Governing LC) TL 27.9 psf _ 11.0 psf
Notes: 1. ps=Cs*pf;Cs-roof,Cs-pv per ASCE 7[Figure 7-2] 2. pf=0.7(CB)(Ci)(Is)p9; C0=0.9,Ci=1.1,1.=1.0
Member Analysis Results Summary
Governing Analysis Pre-PV Load(psf) Post-PV Net Impact Result
Gravity Loading Check 27.9 11.0 -60% Pass
IZEP HARDWARE DESIGN7CALCULATIQNS=MP4 .
Mounting Plane Information
Roofing Material • ' • Comp Roof
Roof Slope _ 18° TM
Framing_Type/Direction Y-Y Rafters .
PV System Type , _ SolarCity SleekMountT"'
Zep System Type e - • __ _ --_- ' ZS Comp - _ a
Standoff(Attachment Hardware)_ Comp Mount SRV
Spanning Vents No .
Wind Design Criteria
Design Code IBC 2015 ASCE 7-10
Wind Design Method. T • Partially/Fully Enclosed Method' _
Ultimate Wind Speed V-Ult 110 mph Fig. 1609A
Exposure Category C T" Section 26.7
Roof Style Gable Roof Fig.30.4-2A/B/C-5A/B
h 15 ft Section 26.2
Mean Roof Height ,; .' . ° °" � -
Wind'Pressure Calculation Coefficients
Wind Pressure Exposure lc 0.85 Table 30.3-1
Topographic Factor 1.00' Section 26.8 _
Wind Directionality Factor Kd 0.85 Section 26.6-1
Importance Factor • I, NA ---- -
Velocity Pressure qh qh=0.00256(Kz)(Kzt)(Kd)(VA2) Equation 30.3-1
22.4 psf
Wind Pressure
Ext. Pressure Coefficient(Up) GCp(Up) -0.88 Fig.30.4-2A/B/C-5AB
Ext. Pressure Coefficient(Down) GCp(Down) 0.45 Fig.30.4-2A/B/C-5A/B,
Design Wind Pressure p p=qh (GCp) Equation 30.4-1
Wind Pressure Up P(upi -19.6 psf
Wind Pressure Down P(downl 16.0 psf _
(ALLOWABLE-".STANDOFF_SPACINGS —7, .. _ - -
X-Direction . Y-Direction
Max Allowable Standoff Spacing Landscape 72" 41"
Max Allowable Cantilever a,--3-- Landscape . 24" - ' ` '. NA'
Standoff Configuration Landscape Not-Staggered
Max'Standoff Tributary Area• Trib . .21 sf
PV Assembly Dead Load W-PV 3.0 psf
Net Wind Uplift at Standoff T-actual -206 lbs - '
Uplift Capacity of Standoff T-allow 548 lbs
Standoff Demand/Capacity DCR 37.5% , . .
X-Direction Y-Direction
Max Allowable Standoff Spacing Portrait 48" 62"
Max Allowable Cantilever Portrait `_� 21" NA -
Standoff Configuration Portrait Not-Staggered
Max Standoff Tributary Area Trib: - • - 21 sf "
PV Assembly Dead Load W-PV 3.0 psf
—
Net Wind Uplift at Standoff . T-actual _ -207 lbs
Uplift Capacity of Standoff T-allow 548 lbs
Standoff Demand/Capacity DCR 37.8%
•
•
STRUCTURE ANALYSIS -,LOADING SUMMARY AND MEMBER CHECK - MP5
Member Properties Summary
M P5 emRafter Properties
Horizontal'M Member Spans ` o ernes
Overhang 1.32 ft Actual W 1.50"
Roof System Properties Span•1 7.94 ft Actual D 3.50'[
Number of Spans(w/o Overhang) 1 Span 2 Nominal Yes
Roofing Material Comp Roof Span 3 A(inA2) 5.25 "` '
Re-Roof No Span 4 Sx(in.^3) 3.06
Plywood Sheathing Yes Span 5 lx(in"4) 5.36
Board Sheathing Skip-Sheathing Total Rake Span 9.74 ft TL Defl'n Limit 120
Vaulted Ceiling No PV 1 Start 0.50 ft ' Wood Species DF
Ceiling Finish 1/2"Gypsum Board PV 1 End 5.58 ft Wood Grade #2
Rafter Slope ;. . 18° . . PV 2 Start Fb(psi) 900
Rafter Spacing 24"O.C. PV 2 End Fv(psi) 180
Top Lat Bracing."„' Full . PV.3 Start . E(psi) - 1,600,000. :-
Bot Lat Bracing At Supports PV 3 End E-min(psi) 580,000
Member Loading Summary
Roof Pitch 4/12 .Initial Pitch Adjust Non-PV Areas PV Areas :'`
Roof Dead Load DL 7.5 psf x 1.05 7.9 psf 7.9 psf
PV Dead Load PV-DL°, 3.0 psf x 1.05 3.2 psf.
Roof Live Load RLL 20.0 psf x 1.00 20.0 psf
Live/Snow Load LL/SL1'2
Total Load(Governing LC) • TL • . - 27.9 psf 11.0 psf
Notes: 1. ps=Cs*pf;Cs-roof,Cs-pv per ASCE 7[Figure 7-2] 2. pf=0.7(CB)(Ce)(Is)p9; C0=0.9,Ct=1.1,Is=1.0
Member Analysis Results Summary ,
Governing Analysis Pre-PV Load(psf) Post-PV .Net Impact Result
Gravity Loading Check 27.9 11.0 -60% Pass
f
•
ZEP.HARDINAREOESIGN CALCULATIONS=MPS-7` - `
Mounting Plane.Information
Roofing Material Comp Roof
Roof Slope_ 18°
Framing Type/Direction_ Y-Y Rafters
PV System Type SolarCity SleekMountTm _ ___
Zep System Type —_ ------ --,_ _ -- __._---_ ZS Comp - ---_ _____---- ____
-Standoff(Attachment Hardware) Comp Mount SRV—
Spanning Vents _- —_--__--._ ____ .—._—____—____._ No_`_._—__—_—__w_-____--___________
Wind Design Criteria •
Design Code __ _ IBC 2015_ ASCE 7-10 — —_ --
Wind Design Method ___._—_.__—.,_-- —_� Partially/FFully Enclosed Method ___—� ___
Ultimate Wind Speed V-Ult —,` — �,_ 110 mph — --- ____—___ Fig. 1609A
Exposure Category,_ ._ - _ ___.___ C _______—_—__, Section 26.7_
Roof Style _—_ _ _ Gable Roof ____,-- Fig.30.4-2A/B/c-SA/B
Mean Roof Height h 15 ft • Section 26.2
Wind Pressure Calculation Coefficients
Wind Pressure Exposure —__ _ KZ ___ _____ _ 0.85_____________ Table Table 30.3-1
Topographic Factor —_ _ K�__ _—__ 1:00 __--� _ — _ Section 26.8-
Wind Directionality Factor _ Kd _ — 0.85 -- Section 26.6-1
Importance Factor , w I NA
Velocity Pressure qh
qh=0.00256(Kz)(Kzt)(Kd)(VA2)
22.4 psf Eq uation 30.3-1
Wind Pressure
Ext. Pressure Coefficient(Up) GCp(Up) -0.88 Fig.30.4-2A/B/C-5A/B
Ext. Pressure Coefficient(Down) GCp(Down) 0.45 Fig..30.4-2A/B/C-5AB
Design Wind Pressure p p=qh (GCp) Equation 30.4-1
Wind Pressure Up P(up). ' • -19.6 psf
Wind Pressure Down P down) 16:0 psf ' ..
rALLOINAB[ STANDOFF'SPACINGS
X-Direction Y-Direction
Max Allowable Standoff Spacing _ Landscape 72" __ 41" —^—
Max Allowable Cantilever _� Landscape —� 24" r` NA
Standoff Configuration Landscape Not-Staggered
Max Standoff Tributary Area ' _—„_ Trib —__ 21 sf — _—
PV Assembly Dead Load _ _W-PV — 3.0 psf ____—
Net Wind Uplift at Standoff —_ Tactual --__—_--�. -206 lbs --_—_______ __
Uplift Capacity of Standoff __ _ T-allow — — — __ 548 lbs _______�__—_w_ _-._.
Standoff Demand/Capacity _ _ T DCR 37.5%
' X-Direction, _ Y-Direction
Max Allowable Standoff Spacing Portrait 48" 62"
Max Allowable Cantilever __ _ Portrait —__ 21 ____— —_,_NA _
Standoff Configuration Portrait Not-Staggered —
Max Standoff Tributary Area __,_ _-_ Trib _._ —___——_—_._— 21 sf __ ____ — ___________
PV Assembly Dead Load ______ ___ W-PV - _— 3.0 psf —_— —_ __
Net Wind Uplift at Standoff-. __—_-___--_T_-actual _•___ —
_ _ _---___ -207 lbs ________L__ —
____ __�`
Uplift Capacity of Standoff T-allow _ + T_— _—__ _ 548 lbs —___—____-4-_____
Standoff Demand/Capacity l_ e — DCR 37.8%