HomeMy WebLinkAboutBuilding Permit #950-14 - Permits #950-14 - 379 SUTTON STREET 6/30/2014 ttORT,,
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BUILDING PERMIT 0
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TOWN OF NORTH ANDOVER
A
ci,cib 1+ APPLICATION FOR PLAN EXAMINATION
Permit NO: Date Received Co
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Date Issued:
IMPORTANT.P Applicant must complete all items on this page
11.0111
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TYPE OF IMPROVEMENT PROPOSED USE
Residential Non- Residential
El New Building �Y'One family
El Addition Ej Two or more family El Industrial
XAlteration No. of units: El Commercial
El Repair, replacement El Assessory Bldg El Others:
El Demolition (Z10ther ;S o(cLc
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Install solar electric panels to roof of existing home,to be interconnected with the homes"electrical system
Idwitificatimi Please Type or Print Clearly)
OWNER: Name: Feudo, Deborah
Phone: 978-208-1205
Address: 379 Sutton St
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BUILDING INSPECTOR
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ig this permit shall in every respect conform to the terms of the application Final
)visions of the Codes andBy-Laws relating to the Inspection, Alteration and
Eown of North Andover. PLUMBING INSPECTOR
ling Regulations Voids this Permit
Rough
Final
' RM T EXPIRES IN 6 . NTHS r ELECTRI CALI NSPE T
ILESS CONSTRUC TAR Roughs
Service
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BUILDING INSPECTOR
GAS INSPECTOR
y Permit.required to Occupy .wilding Rough
cuous Placeon the Premises — RemoveFinal
Not
i Lathing or Dry Wall To B Done FIRE DEPARTMENT
�d andApproved theBuildingInspector. r r
Street No.
Smoke Chet.
The Commonwealth of Masnichusetts
Department of Industrial Accidents
Office ofInvstigas
600 Washhlgton Street
Boston, 02111
Workers' Compensation Insurance Affidavit: Bu'l'lders/Contractors/Electric*lans/Pluinbers
Applicant Information - _ Please Print Leallbly,
=opl Coy orationNees L t j« s rg j iz t t �� id t��) ---__ -
[3TO55 Cearvie aAddr s
1888-765-2489
City/State/ZipLan- 94402 Phone 4. _
Are you an employer? Check the appropriate boy: Type of project(required)-.
1. 1 yin,a employer with 5000 4. 1 ani a general contractor and
have hired sub-contractors n(V pi ) '
2. - 1 am a sole proprietor r partner-
ship 7. Remodelling
listed attached sheet.
and have no employees Tease-sub-contriactors have 8. Demolition
working for e in any capacity. workers' comp. insurance. 9. Building
No workers" comp. insurance 5. We arc a cotporation and its
required.]
officers � ���� their0 _ Ele r a rapers oadditions
3. 1 a ni a homcowner do]ng a I I work right of exemption per MGL 11.13 Plumbing repairs or additions
myself. o workers" conip. � � � �� ►� � 2JM Roof repairs
insurance required.] t employees. [No workers" lar
13. Other SO
colnip. insurance required.]
*Any applicant that checks box#I meat also fill out the section Wlo {showing their Nv k rs'c rat n ti policy information.
who twit this Ada ,t indicating they are doing all work ud then hire out ido contractors must.submit anewaffidavit in(licating such.
lCoii(ractors that check this box must attached an additional sliect-howing the nanic of the sub-contradors AllW
OTkers'comp.volicy information,
ant an employer that isproviding workers'compensation insurance fo rBelow kv the 'y of a d ob site
Insurance Company Naine. y Mutual Ill Lap
E__�:7:6 D06 9/1/14
Policy #or Self-ins. Lie..�: Expiration Date. - --
Job Site AddrUss, = City/State/Zip:
Attach a cope of the irk ompen a tion policy declaration page(showing police number and expiration date).
Failure r overage as required under Section 2 A of M L c. 152 can lead to the imposition of criminal penalties of a
fineup to$1,5 0.0and/or one-year imprisonment, s well as civil penalties in-the form of a STOP OORDER and a fine
or tip t $25 - 0 11 day a 9 ainst the violator. Be advised that a copy of thisslue may be forwarde d to the Office of
CERTIFICATE OF
LIABILITY INSURANCE 08 1 a1
THIS CERTIFICATE IS ISSUEMAS A MATTER of INFORMATION ONLY AND CONFEAS NO RIGHTS UPON THE CERTIFICATE HOLDER. 'THIS
CER71FICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND Oft ALTER THE COVERAGE AFFORDED 13Y THE P Lt I
VS
BELOW. THIS CERTIFICAT8 OF INSURANCE DOES NOT CONSTITUTE A CONTRACT 13ETWEIIN THE ISSUING INSURE ( ). AUViORIZED
REPRESENTATIVE CAR PRODUCER*AMD THE CERTIFICATE HOLDER.
IMPORTANT: If(ho Cortificate molder Is an ADDITIONAL INSURED,the p (106)must bo andorsad. If SUBROGATION IS WAIVED, subject to
the forms and conditions of the P611c►,cortain PDIIC109 MAY Irequllro an alndorsoment. A of #omont on this cortificato does not confer tights to ffio
cor#iftoato hofdor In lieu of such endorsement a,
PIItODucEn 0726293 1-415-54 i 9300 TA � �r�l1d_�Lf1 �uinl�wR
Arthur J. Gallagher & o, F#Al E, .. ... .- -
PHONE Insurance Sr�lters �
California,�1 .frnia � o., License ��� �� E C.N 415-u, xt)- - 0 -�IAA
1255 BatteryS reot #450 AtIV � 'Y- -
ADDRESS: barant t�. uiniangajq.aom
Satz Frame a, CA 4111 INDUiRER(S).AFFOADINO COVIEFL 1DLJISURE Iw# IC�
IMSUIREI --..-..
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LIBIRTY INS CORP
INSURER
3055 clear view way INSURER 0;
INSURER�':
COVERAGES I TI i ATIE NUMBER: 5 7.. 7 REVISION NUMBER,,—-.
THIS IS TO CERT1FY THAT THE POLICIES OF INSU ANCE LIST D BF LOW I-JAll BEEN IS SUED TO TIFF INSURED NAMED ABOVE FOR IHE POLICY PFRion
INDICATED. NOTWITHSTANDING ITHSTANDIN ANY RLtiQ IIRPMENT,TERM OR CONDITION OF ANY CONTRACT CAR OTHFU i1I F*I T W111i RFSPE T TO WHIC"THIS
CERTIFI ATF MAY BE ISSUED OIR MAY PERTAIN.. THE INSURANCE AFFORDED BY TO-IE POLICIES OESCRIDED HEREIN IS SLJBJECT'TO ALL TIDE IF.TIMS.
EXCLUSIONS AND CONDITIONS OF SOCil P 11 ICILS.I IMIY SHOWN MAY HAVE BEET RLDU D BY PAIDCLAIMS.
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DESCRIPTION OF OPERAY(ONS I LOCATIONS I VEHICLES JAItacb ACONO 101,Ado tonal Itemsrka Schedule.it mor•wle*ie roqulredl
Proof f Insurance,
s
4
a
-
Office of Consumer Affairs-and Business Regulation
T I
I _P
10
laza Suite 5170
Boston, Massachusetts 02116
Home improvement ntractor Registration
Re str i n# 168572
Type{ Supplement Card
Expiration: 3/8/2016
SOLA CITY CORPORATION
CRAIG ELLS
2 . MARTIN STREET BLD 2 UNIT 11
MARLBOROUGH, MA 01752
Update Address and return card.Mark rase for change.
Address Renewal 11 i�,mpioynient Lost Cr
elf
Offire of Consumer Affairs&Rusiness Regulation License or registration valid for individul use ou
-O
R+ V CONTRACTOR before the expiration date. If found return to:ME
Office f Constimer Affairs and Business Regul tion
Expiration; 318/2015 Supplement r Boston,MA 02116
SLARCITY CORPORATION
CRG ELLS
Undersecretary Not its without signature
Ott
W-jeard f4wocj fig Rot
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CRAG ELLS \`
206 BAKERSTREET*
Keen:NF1 03431
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� 00/.nd Business ton
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10 Park Plaza - Suite 5 170
x t
Boston Mssachses 02116
Home Improvem-ent, tr c r Registration
Registration. 168572
Type. Supplement Card
Expiration; 3215
SOLARCITY CORPORATION
24 T
MARLBOROUGH, MA 01752
Update Address and return card.Mark reason for cliange.
Address a Renewal ' E r plo T nt Lost Card
A 1 0 C20 0f I Ir g _
Rice of Consumer Affairs&Business Regulation License or registration valid for individul use only
before the . pram date. Found return to:
E IMPROVEMENT CONTRACTOR
fit
Office o Consumer Affairs and Business Regulation
Type 10��a�Plaza ��rt
SOLARCITY CORPORATION
DAVID MILL AR
24
ST MARTIN LLD 2U �
TAMI-BOROUGH,MA 01752 Under cret ry Not v d with ut signature
DocuSign Envelope ID:A3E8B8D7-2EF6-42BE-8357-885627BOA048
",'',"SolarCl 6 Powor ty
Purchase Agr(
�
Here are the key 5/16/2014
terms - SolarCity Power Purchase Agreement Date' ...
years0 111030 -2 0
System installation cost Electricalty rate per kWh Agreeme-nt term
Our Promises to You
• We insure-,maintain,and repair the System(including the inverter)at no additional cost to you,�s fi in the r-meat.
• We provide 2 /7 web-enabled monitoring at no additional cost to you,as specified in the agreement.
We warranty your roof against leaks and restore your roof at the end of the agreement, s specified in the agreement.
The rate you pay for electricity, exclusive of taxes,will never increase by more than 2.9%per year.
The pricing g in this PPA is valid for 30 days after 5/16/2014.
Customer's Name & Service
Exactly as it appears on the utility bill
Customer Name and Address Customer Name Installation Location
Deborah Feudo 379Sutton St
379 Sutton St North Andover, MA 01845
North Andover, MA 01845
tio- ns for System purchasensfer: Options at the end
If you move,you may transfer this agreement to the purchaser of your 0 Sol irCity will remove the System at no cost to you.
Home,,as specified in the agreement. 0 You can upgrade to a new System with the latest solar
At certain times,as specified in the agreement,you may purchase the technology under a new contract.
System. You may purchase the System from S larCity for its fair
These options apply during the 20 year tern of our agreement and not market value as specified its the agreement.
beyond that tern. You may renew this agreement for up to ten(10)years in
two(2)five 5)year increments.
DocuSign Envelope ID:A3E8B8D7-2EF6-42BE-8357-885627BOA048
22 o NOTICE OF FIGHT TO CANCEL. I have read this Power Purchase Agreement and the Exhibits in their
YOU MAY CANCEL THIS CONTRACT AT ANY TIME PRIOR TO entirety and I acknowledge that I have received a complete copy of this
MIDNIGHT OF THE THIRD BUSINESS DAY AFTER THE DATE Power Purchase Agreement.
YOU SIGN THIS CONTRACT. SEE EXHIBIT 1,THE:
ATTACHED NOTICE OF CANCELLATION FORM FOR AN Customer's ame-, Deborah Feudo,
EXPLANATION OF THIS RIGHT
23. ADDITIONAL RIGHTS TO CANCEL, Signature-
IN ADDITION TO ANY RIGHTS YOU MAY HAVE TO CANCEL
THIS EPA UNDER SECTION 22, UNLESS INSTALLATION OF Date: 5/16/2014
YOUR SYSTEM HAS ALREADY COMMENCED,YOU MAY
ALSO CANCEL THIS PPA AT NO COST AT ANY TIME PRIOR
TO MIDNIGHT OF THE THIRD BUSINESS DAY AFTER YOU
SIGN THE FIRST AMENDMENT TO THIS PA DETAILING
YOUR ESTIMATED PRODUCTION. Customer's Name,
24.
Ir%
Signature.
The pricing in this PICA is valid for 30 days after 5 6 201 . If you _.
don't sign this PPA and return it to us on or prior to 30 days after
5 62 , SIrCity reserves the right t reject i IPA unlessDate:
you agree to our then current pricing.
SolarCl'ty.
Power Purchase Agreement
SOLARCITY A
Signature:
YNDON RIVU, CEO
(P PA) Pow e-.r P u rc h a se Aq re e m o nt
;,IS-� I -
Date: 516/2 1
R
i.
Inc
ST UTUR LENGINEERS
June 17,2014
E
S 1 rCity
OF
3055 Clearview Wad'
Sail Mated CA 9402 ��
TEL: (650)638-1028 1 ZACHER
FAX (650)63 -1 29 TRUCTURAL
' 0
Attn.: Jesus Santiago
� A
Re: Job 2014076 u —3 79 Sutton Ste t Nort Andover 018 5.
P, ,
Subject: Certieatn Letter
A jobsite observation of the condition f the existing framing systems was perfori-n by an salt team from
S larCity. All attached structural calculations are based on these observations and the design en is listed
below:
On the above referenced project the roof structural framing has been reviewed for additional loading due to the
installation of the solar V addition to the roof. The structural review inclining the plans and calculations on.
apply to the section of roof that is directly supporting the solar PV system and its supporting elements. After
review It was determined that the existing structure is adequate to carry the loads of PV without a structural
upgrade.
Design Criteria:
• Applicable Codes =2009 IBC,ASCE 7-05 and NDS 2005
• Ground Snow Loa 55 psf
• Roof Dead Load= 8.3 psf(All M s)
Basic Wind Speed = 110 mph Exposure Category C
Solar module s indicated in attached drawings.
I certify that the capacity of the structural roof framing that directly supports the additional Gravity loading due
to the solar panel supports and modules had been reviewed and determined to meet or exceed the requirements
in accordance with the 2009 113C.
If you have any questions on the above, do not hesitate to call.
NOW
TRUGL ENGINEERS
Jude 17, 2014
SolarCity
San Mateo, CA 942
TEL: (650) 963-5100, ext 5452
FAX: (650) 638-1029
Attu. Jesus Santiago
Job 20140761. FEUD
The following calculations are for the Stmctural Engineering Design of the Photovoltaic Panels
located at 3 79 Sutton Street,North Andover, MA 0 184 5
If you have any questions on the above, do not hesitate to call,
Sicr1y,
Paul Z c er, SE - President
I"OF
PAL K.
7A c:
A jobsite observation of the condition of the existing framing system was
performed by an audit team from Solar City..
All attached structural calculations are based on these observations and
the design criteria listed below.
TABLE OF CONTENTS
DESIGN LOADING
SNOW LOADING
MPI RAFTER LOADING & LOAD COMBINATIONS
MPI RAFTER ANALYSIS
MP2 RAFTER LOADING & LOAD COMBINATIONS
MP2 RAFTER ANALYSIS 8
WIND DATA&SEISMIC LOADING 9
WIND ANALYSIS 10
ITV ANCHORAGE CALCULATIONS 12
DESIGN CRITERIA
BUILDINGCODE: 2009 INTERNATIONAL BUILDING L
OCCUPANCY CATEGORY II
IMPORTANCE FACTOR= 1.0
WIND SPEED 1
EXPOSURE CTAGIY= C
PV DEAD AND LIVE LSO.
LIVE LOAD:
Pouf Pitch in 1
Pitch Adjustment Factor 1.1 .
Rafter Tributory Area- 13.5 sq ft
Live Load 18.0 psf
(Note: Live loads cannot be placed on the photovoltaic panels.)
SNOW LOAD*
Ground Snow Load 555�0 psf
Pouf Snow Load 34.7 psf
DEAD LOADS;
PV Array Configu ration:
Total number panelspanels
PV Panel Width- 383 inches
PV Panel length 6 4.5 inches
PV Panels
PV Pane:Weight 2.61 psf
Mounting System Weight 0.42 psf(estimated 6%of panel weight)
PV Array Dead Load 3.02 psf
Max tri utory width to anchorage- 6�00 t
Max anchorage spacing along rafter- 6�00 ft
Max tributory area to anchorage 3 .00 sq ft
Dead Load,D 1 Ibs at each PV support connection to roof
Existing
Asphalt Composffio,%T-le psf
Roofing felt 0.30 psf
/1 " B/plywood 1.30 psf
1.34 psf
Load 7.4 psf
Pouf Pitch Adjustment 0.88 psf
Total Dead Load 8.3 psf
ZS , INC. - STRUCTURAL AL EE S
SNOW LOADING
Ground Snow Load,Pg 55 psf
Snow Exposure Factor,Ce 0.9 (AS E 7. .1.,Table 7-2
Snow Thermal Factor,Ct 1. (ASE 7. .2,Table - )
Snow Importance Factor,I 1Y ( S E 7.3.3,Table 7-4)
Flat Roof Snow Load,Pf
Pf=0.7 x Ce x Ct x I x pg= 35 psf (AS E 7-1)
where p 20 psf,Pf min r I x pg= N/A psf rain snow load
where pg>20 psf,Pf min=20 x I= 20 psf rain snow load
Therefore, Pf= 35 Psf
Sloped Roof Snow Load Ps
Roofs shall not be curved,multiple folded plate,sawtooth or barrel vault roofs
Warm or cold roof: Use warm roof slope factors(ASCE 7.4.1)
Unobstructed roof surface(no dormers,etc.)
with sufficient space below eaves to accept
all the sliding snow? Yes (AS E 7.4)
Slippery roof surface(metal,slate,glass, Concrete tile,wood shake and asphalt
bituminous,rubber and plastic)? No shingles are not considered slippery(AS E 7.4
Roof Slope Factor,Cs 1 Cs determined using solid line of fig -2a(pg 86)
Therefore, Ps s x Pf 34.7 psf AS E 7-2)
IK A1 RAFTER LOADING TABLE
Rafter Rafter Uniform-No PV Panels(plf) Uniform w PV Panels(elf) Uniform-No PV Panel �94-
MP Point Load
Length i dirt from Anchorage
Ire th length DL L length
din) from to from to from to Lt DL lbs)
�HKK LOAD COMBINATION(ASCE 2.4.1)
Load Combinations E . a1 Load On ion Factors,Cd INDS 2.3.21
1: D D only @ ,
a_ +S 1.15
l.D+Lr 1.25
7; . W(uplift) 0. +W 1.6
Project Title: FEUDO
Engineer:
_ ,yam yProject r,
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STRU(TURAL ENGINEERS
File P.XPZSEXPROJEC-lLPVPANE-IL'>014PV-lXFEUDOI-IXENGRXFEUDOP-I.EC6
Wood Beam i 6J
NL ,INC.1983-201 , d6 .1' ,1.6 6 E
,V4t4, ,
Description MP1 RAFTED ----
CODE REFERENCES
Calculations per NDS 2005, 113C 2009,CBC 2010,ASCE
Load Combination Set# IBC 2009
Material Propertites
Analysis Method: AllowableStress Design l= _Tension 875 psi Modulus of Elasticity
Load Combination JBC 2009 l= -Compr 875 psi ben -xx 14 k i
Fc-Pfil 1150 psi Eminbend-x 51 k i
Wood Spades ; Spruce-Pine-Fir F -Pere 25 i
Wood Grade 4 N . B 2 Fv 135 psi
Ft 450 psi Density 27.06 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
L44360)
rf _0 tn.
1090)
D(O.01 S . 3
Span=6.750 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Loads on all spans.,.
Uniform Load on ALL spans: ® . 16 , S-0.06930klft
Partial Length Uniform Load: Lr=0.0360 l/fta Extent=0.0 1.0 ft
Partial Length Uniform Load: Lr=0.36 l/tt,Extent=6.50_a 6.750 ft
Poi n t Load =0.1090 k,St rtl ng at:3.750 t a nd 1aoe-d every 0.0 ft thereafter
DESIGN SUMMARY
Maximum Bending Stress Ratio 0.69a 1 Maximum Shear Stress Ratio = : 1
Section used for this span 2x6 Section used for this spare 2x6
Actual 1,049.47psi fv:Actual 56.48 psi
F Allowable 1,504.34psi F :Allowable 155.25 psi
Load Combination +S+H Load Combination +D+S+I
Location of maximum on span 3.745ft Location of maximum on span 6.307 ft
Span#where maximum occurs Span#I Span#where maximum occurs Span#1
Maximum Deflection
Max Downward LLr+S Deflection 0.112 in ratio_= 724
Max Upward L+Lr S Deflection 0.000 in Ratio 0<180
Max Downward Total Deflection 0.184 in Ratio
Max Upward Total Deflection 0.000 in ratio= 0<120
MP2 RAFTER LOADING TABLE
Rafter Rafter r Uniform-No PV Panels 1 Uniform w Panels(pig Uniform-N Pv Panels Ifs PV Point Load
Length spacing -- (fftt:: d st from Anchorage
DL LL L length DL L St. length eft L L �
t in from to fr ; o from t Lt (Ib
4_ _ 12.5 .. 1. 1 .5 1.50 13,25 12,5 .0 52.0 13.25 14.17 1.50 109
7.38 109
13.25 10
HECK LOAD COMBINATf ON 2.4.1
Load Combinations JASC .1 Load Duration Factors,Cd[NDS 2.3.21
1mD D only—0.9
b D-+r Lr D+Lr=1.25
0, +W(uplift) W 1.
r Pr ' t`title: -
Engineer Pr ' ct I Fu1 061
Project
gppwo
0In
STRU(TURAL ENGINEERS
EN RCA C I NC.1 - 14, ui . . .1. ,v f 14.1.26
Description: MP2 RAFTER
CODE REFERENCES
Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-05
Load Combination Set IBC.2009
Material Properties
Analysis Method Allowable Stress Design F -Tension 875.0 psiModulusEntity
Load Combination t C 2009 Fb-Corner 875.0 psi Ebend-xx 1,400.Oksi
Fc-Prll 1,150.0 psi Fin n -xx 510.Oksi
Wood Species Spruce-Pine-Fir F -Pere 425.0 psi
Wood Grade :N . 1 N . 2 Fv 135.0
Ft 450.0 psi Density 27.060pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
1-00.0270)
L .0 . 090. 1 s�
Span=0.5833 ft Spain-9.917 ft Span=3.667 ft
id Loads Service loads entered, Load Factors will be applied for calculations..
Loads on all seams.,.
Uniform Load on ALL spans = .0125 , S=0.0520 k/ft
Partial Length Uniform Load} Lr-0.0270 k/ft Extent®0.0-- 1.50 ft
Partial Length Uniform Load Lr-0.0270 k/ft Extent t 13.25 ->>14.170 ft
Pont Load D-0.1090 k,Starting at 1.50 ft and placed every 5.880 ft thereafter
DESIGN SUMMARY
Maximum Bending Stress Ratio' 0.840t 1 Maximum Shear Stress Ratio _ - 36
Section used for this span 6 Section used for this span 2x6
f Actual 1,263.35 psi f :Actual 83.07 psi
l= :Allowable 1,504.34psi l= ;Allowable 155.25 psi
Load Combination S+H Load Combination S+H
Location of maximum on span 9.917ft Location of maximum on span 9.500 ft
Span#where maximum occurs Span#2 Span#where maximum occurs g Span#2
Maximum Deflection
Max Downward L+Lr+S Deflection 0.214 in patio
Max Upward L+Lr+S Deflection -0.044 in Ratio= 31
Max Downward Total Deflection 0.341 in Ratio= 348
Max Upward Total Deflection -0.072 in Ratio
WIND DESIGN PROCEDURE
Basic Wired Speed,V 110 mph 6.5.4
Directionality Factor,K. d- 0.85 6.5- .
Importance Factor-- 1.00 6.5.5
Surface Roughness Category C 6.5
Exposure Category C 6.5-6.3
Pressure Coefficient,Kz 0.87 6.5.. (Table 6- ,pg ).
Topographic Factor
Kzt 1.00 6.5.
Velocity Pressure,qz or qh 22.91 psf 6.5.1
Gust Effect Factor G or Gf 0.85 6.5.
SEISMIC DESIGN PROCEDURE Jpg 109)
Height of Structure,hn 1.00 ft
Iuny Factor,p 1.00
Occupancy Category 11 I,111 III or IV Table 14
importance Factor 1.0 Table 11# -1
Mapped Acceleration r rn r,Ss g11. .1 and USES maps
Mapped Acceleration r r,S1= 7 11.4.1 and USES maps
Site Classification D 11# . (Table .3-1
Site Coefficient,F 15 11. . (Table 1. $1
Site Coefficient,Fv 2.400 11. .3(Table 11.4-
Adjusted Max Spectral Response,Sms 0.506 g 11.4.3
Adjusted Max Spectral Response,SmI
Design Spectral Acceleration Parameter,Sds 0.337 g 11.4.EMCE response Sds x 1.5 11, a6
Design Spectral Acceleration Parameter,Sdl- .120 g 11.4.4 MCE response-Sd1 x 1.5(11.4.6
Fundamental Period of Structure,Ta 0.12112. . (light framed buildings only)
Constant Velocity Transition Period,T 0.356 sec
Short Period Seismic Design Category,0.2 sic C Table 11.6- g
Short Period Seismic Design Category,1.0 sec
SEISMIC LOADING.ITV LOADING
Design Spectral Acceleration Parameter,Sds 0.337g Section 11. .
Component amplification factor,ap 1.0 Table 1 . -1
Component importance factor,Ip 1.0 Section 13.1.3
Component response factor,Rp 1.5 Table 1 .6-1
Attach E ev,z 11-00 t
Roof E/ev,h 11-00 ft
Total weight of PV array,Wp 111 lb
Fp 0.4 a S )W 1+2(z/h) ( /III) 0.270 *Wp Equation(13.3-1
Fp,max 1.6 S (1p)W 0.539 *Wp Equation(13.3-2
Fp miry= ¢ 1 1 0.101 Wp Equation 13.3-3
Ft =0.2 Sds W Plus or minus
F 0.2 *W Fv r *WIC
F g 0.1 9 *Wp FvASD 0.047 Section 13.1.7(ASD0. L F
FpASD= 27 lbs Fir ASD Uplift
FV ASDclown 62 lb
Inc PROJECT: FEUD O PAGE:
Structural CLIENT: SOLARCITY DESIGN BY PZSE,INC.
JOB NO.: 2014-0761 DATE: 06/17114 REVIEW BY,
Whid-Aral pis lo Low-rise Building,Based on A E 7-05 1 IBC 20061 CBC 2007
INPUT DATA
Exposure category(13,C or D)
Importance factor,pq 77,(0.87,1.0 or 1.15) 1 = 1.00 Category 11
V = 110 mph
Basic wind speed(113C Tab 1609.31VO
Topographic factor(Sec.6.5.7.2.pg 26&45) Kzt - 1 Flat
Building height to eave he = 11 ft
Building height to ridge hr = 17 ft
Building length L = 34.9 ft B
Building width B = 29.2 ft
Effective area of components A = 17,5-
DESIGN SUMMARY
Max horizontal force normal to building length,L,f = 8.69 kips
Max horizontal force normal to building length,B,face 6.89 kips
Max total horizontal torsional load 38.59 ft$kjps
Max total upward force 17.46 kips
ANALYSIS
Velocily pressure
qh=0.00256 Kh Kzt Kjj V21 22.38 psf
where- qh velocity pressure at mean roof height,h.(Eq.6-15,page 27)
Kh velocity pressure exposure coefficient evaluated at height,h,(Tab.6-3.Case l,pg 79) 0.86
i
Kd=wind directionality factor.(Tab.6-4.for building,page 801) 0.86
h-mean roof height 14.00 ft
<60 ft.,[Satisfactory]
<Min(L,B),[Satisfactory]
Design laressures for MWFRS
where- p=pressure in appropriate zone.(Eq.6-18,page 28). Pmin 10 psf(See.6.1.4.1&6.1.4.2)
G Cpf-product of gust effect factor and external pressure coefficient,see table below.(Fig.6-10,page 53&54)
page 4.,G Cp product of gust effect factor a co rind internal pressure efficient.(Fig.6-5,Enclosed Build'in , 71
0.18 or -0.18
a--width of edge strips,Fig 6-10,note 9,page 54, MAX[M I N(0.113,0.4 h),0.04 B,31 3.00 f t
Net Pressures(psf),Basic Load Cases Net Pressures(PsQ,Torsional Load Cases
Roof a gle 0 - 22.34 Roof a gle 0 0.00 Roof an gle 0 22.34
Surface GCPf Net Pressure with G Cpf Net Pressure with Surface G CpF Net Pressure vAth
1 0.54 7.99 16.05 0.40 4.92 12.98 1 T 0.54 2.00 4.01
2 -0.48 -1436 -630 -0.69 �19.47 -11.41 2T �0.48 �3.69 -1.67
3 -0.47 -14.5-1 -6.45 -0.37 -12.31 -4.26 3T -o.47 -3.63 -1.61
4 -0-42 -13.34 -5.28 -0.29 -10,52 -2.46 4T -0,42 1 -3.33 1 -1.32
1 E 0.77 13.30 21.36 O.61 9.62 17.68 Roof a gle-0 -- 0.00 -
2E -0.76 -20.96 -12.90 -1.07 -27.98 -19.92 Surface Net Pressure Wth
3E -0.65 -18.63 -10.58 -0.53 -15.89 -7.83 G Cpf (+ (-GCP 0
4E -0.60 -17.51 -9.46 -0.43 -13.65 -5.60 1 T 0.40 1.23 3.25
5 �0.45 -14.10 -6.04 445 -14.10 �6.04 2T 469 A.87 -2.85
1 6 1 -0.45 -14.10 -6.04 1 -0.45 1 -14.10 1 -6.04 1 3T -0.37 -3.08 -1.06
4T -0.29 -2.63
3
2 ZONE 213 "UNRY 3 2 2 3T
BOU" EX --
F
k
Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction
urFae Area Pressure k with t�rfce Area Pressure k with
1 318 2.54 5.10 1 335 1 5 4,35
456 -6.73 -3.06 2 438 -8.52 -5.00
3 456 -6.62 -2.94 3 438 -5.3 -1.60
4 318 -4.24 -1.65 4 335 -3.53 -0.83
I E 06 0.58 1.44 1 E 73 0.71 1.3
E 95 A 98 -1.22 2E 113 -3.17 -2.25
3E 95 -1.7 -1.00 3E 113 -1. 0 -0.89
4E 66 -1.1 -0.62 4E 73 -1.00 441
Horiz. 8.69 8.69 Horiz. 6.89 6.89
Vert. -15.82 -7.61 Vert. -17.46 -9.2
Min.wind Horiz. 5.93 5.9 Min.wind Horiz. 4.09 4.09
a a.6.1A1 Vert. -10.19 -1(),ILJ See.6.1.4.1 Vert. -1 .19 -10.19
Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction
ur{ac Area Pressure k Frith Torsion 6-k t rfa a Area Pressure k w ft ith Torsion -k
1 126 1.01 2.02 7 15 1 131 0.65 1.70 3 7
2 161 -2.67 -1.21 -7 -3 2 324 -6.32 -3.70 21 12
3 181 -2.62 -1.17 7 3 3 324 -3.99 -1.38 -13 -5
4 426 -1. 8 -0.67 12 5 4 131 -1.3 -0.32 6 1
1 E 06 0.88 1.44 13 20 1E 73 0.71 1.30 8 15
2E 95 -1.98 -1.22 Al -7 2E 113 -3.17 -2.25 14 7
3E 95 -1.75 -1.00 10 6 3E 11 -1.80 - .89 - -3
4E 06 -1.16 -0.62 17 9 4E 7 µ1.00 -0.41 12
IT 192 0.38 0.77 -3 -7 1 T 204 0,25 0.66 - -4
T 275 -1.02 -0-46 3 2 2T 438 -2.13 -1.25 -14 -8
3T 275 -1.00 - .44 -3 -1 3T 438 -1. -0.47 9
4T 19 -0. 4 -0.25 -6 -2 4T 204 -0.54 1 -0.13 -4 A
Total Horiz.Torsional Load,MT 39 39 Total Horiz.Torsional Load,MT 29.7 29,7
Design pressures for component and elaiddin _ __ S 3 i
P=qhl CIS}-(G Ci,j)] s B
where: =pressure on rxer�t. E . -22 2 " ,, .5 1 ' 2 1 r 1,4 1.� 2
P i o I
P In- 10.00 psf(Sec.6.1.4.2,p 21 ' ,
� I I I � � 3
external Pressure coe fficient. Walls S�-2--� -4 ���3 ��2
see table below.(Fig. -11,Page 55- 8) Roof Roof
f
Effective Zone I Zone 2 Zone 3 Zone 4 Zone 5
Area(fe) - - - c - -GCp
L-Cor . 17.5EGCF,
.45 -0.88 0.4 -1. 8 0.45 -2.4 0.96 -'1.06 0.96 -1.31
Comp.&Cladding Zone I Zone 2 Zone 3 Zone 4 Zone 5
PBSU#' osi#nre hie a#ir+e Positive five iaositi�re N ative Posi�litire i afireasti3re ire atitra
P f FI4.'18 -23.63 J4.13 -39.36 14.13 -58.95 25.45 - 7.69 25.4 -33.44
PV PANEL UPLIFT CALCULATION
Code: 2009 113C,ASCE 07-05
WIND FORCE DISTRIBUTION:COMPONENTS AND CLADDING
Uplift,p= qh JGCp-GCpIj
Data from ASCE 7-05 Calculations:
—--------------
Zone 1 Zone 2 Zone 3
Components&Cladding Pressure
(Psf) Positive Negative Positive Negative Positive Negative
1 14,13 -2163-F-A- 14.113 6 1 14.13 �5
Zone 3 uplift= -58.95 psf
CONNECTION LOADING(DEMAND):
Max tributory area to anchorage= 18.00 sq ft
PV Array Dead Load = 109 lbs
0.6 x PV Array Dead Load= 65 lbs
PV Array U plift -1061 Its,(zone 3)
Demand O.6D-1.OW=E:-996 lbs at each PV support connection to roof
CONNECTION CAPACITY:
Conn ectlon_p�esj n Values:
Diameter of Lag Screw= 5/16 inch NDS TABLE 11.2A
Length of Lag Screw= 3 inch DIAA(in) W(lbs)
Minimum embedment= 2.5 inch 1/4 225 lbs
Withdrawal capacity 266 lbs,per inch of embedment 5/16 266 lbs
Screws per corn.point 1 3/8 305 is
Load duration factor,Cd 1.60 7/16 342 lbs
Lag Screw Capacity 1064 lbs 378 1 bs
Connection Capacity= No.screws per conn.x screw capacity
Connection Capacity 1064 1 lbs
Demand Capacity Ratio- 996 lbs. = .936 <1.0,Therefore,OK
1064