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HomeMy WebLinkAboutUntitled City of Arcadia, CA Permit NO. SOLR-20-0077
Development Services Department Permit Type:Solar
240 West Huntington Drive,Post Office Box 60021 Work Classification:Solar-Residential Over 10 KV
Arcadia,CA 91066-6021
(626)574-5416 Permit Status'Issued
ARCADIA Issue Date:01/15/20201 Expiration:
Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number
330 W NAOMI AVE Arcadia,CA 91007-6913 5784016006
Contacts
1
Yi Wang Owner PACIFIC STONEGATE INC dba :SOLAR Contractor
330 naomi VAST
8727 LANYARD CT, RANCHO CUCAMONGA,CA 91730
(909)377-5477 965340
Description:ROOF MOUNTED SOLAR SYSTEM 42 Valuation: $ 0.00 Tenant
MODULES/MICROINVERTERS.NEW 125 AMP SUB PANEL.
Total Sq Feet: 0.00 Plan Check# Plan#
Fees Amount Payments Amount Paid
Building Plan Check Fee Residential 550.00 Total Fees $324.72
Distribution Panel $16.48 Cash/Receipt q REC-03587-20 $324.72
Electrical Permit Issuance Fee $47.01
Fire Plan Check Fee Residential $50.00 Amount Due: $0.00
Inverters $77.78
Panels $82.45
Solid Waste Management Fee 2 51.00
Total: $324.72141 COMPLETED
CALLS FOR INSPECTIONS
2— _ - ��/'«L �i_f_Request for inspection by telephone at 626-574-5450. Leave a message
���'° requesting the address,timeframe and what inspection item is needed.
Kces‘vEa
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.
January 15, 2020
Issued By: Date
January 15,2020 Page 1 of 1
r;4 ! 1� PERMIT/PLAN REVIEW APPLICATION
E® Development Services Department,240 West Huntington Drive,Post Office Box 60021
\ 0.* Arcadia, CA 91066-6021,(626) 574-5416,Fax (626)447-9173
Cite of
Arcadia
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
III 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
Professions C and my license is in full force6S-3
and effect. f ❑ I have and will maintain a certificate of consent to self-insure for workers'
License Class Dense o. l�J 3 t O Exp. Date�IZ�'Zo- compensation, as provided for by Section 3700 of the Labor Code, for the
j). � performance of the work for which this permit is issued.
Signature of Contractor Jt�^' �l(1
OWNER-BUILDER DECLARATION a) I have and will maintain workers'compensation insurance,as required by Section
0 I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 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 is issued.My workers'compensation insurance carrier and policy numbers are:
Code.Any city or county which requires a permit to construct,alter,improve, Carrier 141 l'e_I
demolish,or repair any structure,prior to its issuance,also required the applicant
Policy Number S-1719P63
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 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)): 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 comply with those provisions. /
compensation,will do the work,and the structure is not intended or offered for Date G �I SIZ azSignature d k:/
sale(Section 7044,Business and Professions Code:The Contractors License / �// / `
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.
❑I, as owner of the property, am exclusively contracting with licensed 1
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.
\N
3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering
ame G
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. ` p
Gil 11+o�^�1''V
itle I E'�'� 1
PRINT NAME
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.
I agree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of
dia to enter upon e above-mentioned property for inspection purposes. kate
Sature f/ ra„ v0 SI _.'ID-2-
PROPERTY PLAN -SCALE:Custom CONTRACTOR:
Lot Size: 26,315 sq ft soya VAST
330 W NAOMI AVE. Square Feet: 7,594 ADDRESS:
ARCADIA CA 91007 W Type: single family residence 8727 LANYARD CT
RANCHO CUCAMONGA•CA 91730
Year Built 2007 CONTACT NAMEISI:
Last Sold: 2019 Alan Stan
Z in PHONE:626-353-4787 ,,Y
LICENSETYPE: j✓^
County Name: LOS ANGELES UCENSE x:965340 w`,
(N) Solar Array Legal Description: TRACT# 10993 LOT 41 77.
Parcel #: 5784016006
-
- W NAOMI AVE. PROJECT
INFORMATION:
\ ,p ry` DIMIO Residence
' ESS:
I �,an ]tel,,Ej 330DR NAOMI AVE.
1 a nn ARCADIA CA 91C07
0 an.mann OWNER NAME(S):
v LLL 4\I' TAN LIMIO
Driveway I � ! PHONE:
EMAIL'
I-V Residence SYSTEM DC:13.734 kW i\'I _� `
y / SYSTEM AC:12.152 kW' J
Garage ' E -
4 I N
/ _1 SITE
(E)Sub PanelI
— — — PLAN
(N)PV SUBPANEL (PLACARD),
1 (E)Main Service
max a%IB(Ing REV, DESCRIPTION DATE
building height=
28'
DATE 12(31/2019
SCALE AS INDICATED
Property Line
BY AUWSHI
PV-1
Y�
of ARE,
45-,‘„%,,0
IY 41140 117 /
•V %•/
AFFIDAVIT SELF-CERTIFICATION
FOR COMPLIANCE OF SMOKE ALARMS
AND CARBON MONOXIDE ALARMS
Property Address: 330 W Naomi Ave,Arcadia, CA 91007
Permit Number: SOLR-20-0077
Brief Job Description
Roof mounted solar system 42 modules/micro inverters.New 125 amp sub panel
Number of smoke alarms installed: 9
Number of carbon monoxide alarms installed. 2
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 immediate vicinity of the bedrooms, and on each additional story of the
dwelling, including basements as required by Section R315 of 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 htlp.ilosfm.fire.ca qov/licensinglistings/licenselisting bml searchcotest.php
As owner of the above referenced property, I hereby certify that the smoke alarms and carbon
monoxide alarms have been installed in accordance with the manufacturer's instructions and in
compliance with the code sections referenced above
I declare under penalty of perjury that the foregoing is true and correct, and that this
declaration was executed on (Date) 02-11-2020 at Arcadia, California.
Owner's Name (printed/typed): r ` ctl 2Ct-
Signature of Owner:
This affidavit must be returned to the City of Arcadia inspector prior to final inspection
Made by Pacific Stonegate Inc,DBA Solar Vast
330 W.Naomi Ave,Arcadia CA 91007
Client:Yan Zhang
Date Prepared:11/15/2019
Load Calculation for Sub Electric Panel As per 2014 NEC Art.220.82
(1) General Lighting and General-use receptacles
floor square footage 8912ft2
Total lighting load 3W/ft2x 8912 ft' 124576 W
(2) Branch circuits/Laundry Branch Circuit
#Of 20A/2 wire small appliance branch circuits 2
#of laundry branch circuits 1
Total branch circuit/laundry load 3 x 1500 W
4500 W
(3) General Loads:
Appliance Energy # Nameplate Rating Total
Jacuzzi ( 2 @ 1920 W 3840 W
Gate 1 @ 1920 W 1920 W
vacuum 1 @ 1920 W 1920 W
Iron 1 @ 1920 W 1920 W
2T entrance 2 @ 1920 W 3840 W
Garage door opener 1 @ 1440 W 1440 W
Filter 1 @ 1920 W 1920 W
Saung 2 @ 2880 W 5760 W
Sub 1 @ 11520 W 11520 W
Garage door opener 1 @ 1920 W 1920 W
Gas furnace 4 @ 1920 W 7680 W
Total General Load 43680 W
(4) Heating and Air Conditioning Load '
A. Window AC Units
B. Central AC
C. Electric Furnace
D. Heat Pump
E. Electric Space Heating
Total load calculations,including Demand Factor
(1),(2),(3)First 10000 W @ 100%,remainder @ 40%: 35102.4 W
(4)Largest of A+B;D+0.65C/E;&0.65•E: 0 W
Total Calculated Load: 35102.4 W
Total Calculated Amps(52325W/240V) 146.26 A
De-rated Sub Panel Remote Main Breaker Size In the Main 150 A
Service Panel to:
licensed Contractor CSO#965340
12/17/2019
,,►wto► P
oursolar (ons
Y
;�,�►t ENGINEERING SOLUTIONS FOR ALL YOUR SOLAR NEEDS
Structural Calculations for
SOLAR POWER SYSTEM CONNECTION CHECK AT:
330 W.Naomi Ave.
Arcadia,CA 91007
Job: Zhang,Yan
Prepared For:
Solar Vast
8727 Lanyard Ct.
Rancho Cucamonga,CA 91730
(800)861-5088
Design Criteria
1- Code: CALIFORNIA BLDG CODE/OM/ASCE 7-10
2-Wind: 110 MPH,Exposure:C
3-Wood Species:DF-L No.2(SG= 0.5)
Notice:Use restrictions of these calculations.
The attached Calculations are valid only when bearing original signature hereon.
Contractor/Client to verify existing dimensions/conditions prior to construction
&solar racking is installed per manufacturer span requirements.
The use of these calculations is solely intended for the above mentioned project.
, c)FESS/oNq
<oRU eFti
QsO O20 cm
c, No. C70784 97)
Exp.06/3012021
`
"ie OF CM-1F'
1-844-PV ELITE I info@yoursolarplans.com
3000 E.Birch Street Suite 2011 Brea CA 92821
WIND LOADING ANALYSIS - Roof Components and Cladding
Per ASCE 7-10 Code for Bldgs. of Any Height with Gable Roof 0 <= 45°or Monoslope Roof 0 <= 3°
Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6)
Job Name: Zhang, Yan Subject:
Job Number: Originator: Checker:
Input Data:
Wind Speed, V= 110 mph (Wind Map, Figure 26.5-1A-C)
3ldg. Classification = II (Table 1-1 Occupancy Category)
Exposure Category = C (Sect. 26.7) B
Ridge Height, hr= 26.75 ft. (hr>= he)
Eave Height, he= 17.00 ft. (he <= hr)
Building Width = 60.00 ft. (Normal to Building Ridge)
Building Length = 85.00 ft. (Parallel to Building Ridge) I L
Roof Type = Gable (Gable or Monoslope)
Topo. Factor, Kzt= 1.00 (Sect. 26.8 & Figure 26.8-1) Plan
Direct. Factor, Kd = 0.85 (Table 26.6)
Enclosed? (YIN) Y (Sect. 28.6-1 & Figure 26.11-1)
Hurricane Region? N 0.
Component Name = Fastener (Purlin, Joist, Decking, or Fastener) hr
Effective Area, Ae = 737 ft.^2 (Area Tributary to C&C) the
Overhangs? (Y/N) N (if used, overhangs on all sides)
L
Resulting Parameters and Coefficients: Elevation
Roof Angle, 0 = 18.00 deg.
Mean Roof Ht., h = 25.00 ft. (h = (hr+he)/2, for roof angle >10 deg.)
Roof External Pressure Coefficients, GCp:
3Cp Zone 1-3 Pos. = 0.30 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 1 Neg. = -0.80 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 2 Neg. = -1.20 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 3 Neg. = -2.00 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
Positive& Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1):
+GCpi Coef. = 0.18 (positive internal pressure)
-GCpi Coef. = -0.18 (negative internal pressure)
If z <= 15 then: Kz= 2.01*(15/zg)^(2/a) , If z> 15 then: Kz= 2.01*(z/zg)^(2/a) (Table 30.3-1)
a= 9.50 (Table 26.9-1)
zg= 900 (Table 26.9-1)
Kh = 0.95 (Kh = Kz evaluated at z= h)
Velocity Pressure: qz= 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1)
qh = 24.89 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z= h)
Design Net External Wind Pressures(Sect. 30.4 & 30.6):
For h <=60 ft.: p= qh*((GCp) -(+/-GCpi)) (psf)
For h > 60 ft.: p= q*(GCp)-qi*(+/-GCpi) (psf)
where: q = qh for roof
qi = qh for roof(conservatively assumed per Sect. 30.6)
Wind Load Tabulation for Roof Components&Cladding
Component z Kh qh p= Net Design Pressures(psf)
(ft.) (psf) one 1,2,3 (+ Zone 1 (-) Zone 2 (-) Zone 3 (-)
Fastener 0 0.95 24.89 11.95 -24.39 -34.35 -54.26
15.00 0.95 24.89 11.95 -24.39 -34.35 -54.26
20.00 0.95 24.89 11.95 -24.39 -34.35 -54.26
25.00 0.95 24.89 11.95 -24.39 -34.35 -54.26
For z = hr: 26.75 0.95 24.89 11.95 -24.39 -34.35 -54.26
For z= he: 17.00 0.95 24.89 11.95 -24.39 -34.35 -54.26
For z = h: 25.00 0.95 24.89 11.95 -24.39 -34.35 -54.26
Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
2. Width of Zone 2 (edge), 'a' = 6.00 ft.
3. Width of Zone 3 (corner), 'a' = 6.00 ft.
4. For monoslope roofs with 9 <= 3 degrees, use Fig. 30.4-2A for'GCp' values with 'qh'.
5. For buildings with h > 60' and 0 > 10 degrees, use Fig. 30.6-1 for'GCpi'values with 'qh'.
6. For all buildings with overhangs, use Fig. 30.4-2B for'GCp' values per Sect. 30.10.
7. If a parapet>= 3' in height is provided around perimeter of roof with 0 <= 10 degrees,
Zone 3 shall be treated as Zone 2.
8. Per Code Section 30.2.2. the minimum wind load for C&C shall not be less than 16 psf.
9. Reference: a. ASCE 7-10, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-10"
by: Kishor C. Mehta and James M. Delahay (2004).
Roof Components and Cladding:
-dilai
...rt. Wit.- i` _ t'$sl
i ,
, ,
i I i I I
I � I I
(% O ;(a tb CD tom •{fl d 0 0
I
I i I
I I i I
1— s - u m
0 <= 7 deg. 7deg. < 9 <= 27 deg. 27 deg. < 0 <= 45 deg.
Roof Zones for Buildings with h <= 60 ft.
(for Gable Roofs <= 45°and Monoslope Roofs <= 3°)
'° J--O- -L.,O
I _t
1 r
II
0, 0 �0
I II
1, I.
•
nr1- - 2---r O, 3
ROOF PIAN
Roof Zones for Buildings with h > 60 ft.
(for Gable Roofs <= 10° and Monoslope Roofs <= 3°)
•
Gravity Load Data
Panel Data
Panel: SPR-E20-327-E-AC
Number of Modules: 42
Weight of PV Module 42.90 lbs
PV Module Dimensions L= 61.30 in
W= 41.20 in
Roof Data
Roof Material: Tile
Roof Dead Load Q0= 16 psf
PV System Dead Load QPv= 3 psf
Framing Spacing s,.,= 24 in
Linear Dead Load wo=(OD+Qw)•slop,= 38 plf
Lag Screw Check Lumber: DF-L No.2
Uplift Demand
Design Wind Pressure p= -34.3 psf(Zone 2)
Trib. Depth for Each Rail dP =U2= 2.55 ft
Trib. Depth for Each Rail bw=W12= 1.72 ft
Screw Anchor Spacing spv= 4.00 ft(max.)
Uplift Force on Each Screw, Portrait UL=(p+Qw)•dw*sP„= -320 lbs(Upwards)
Uplift Force on Each Screw,Landscape Uw=(p+Qw)•bw*sw= -215 lbs(Upwards)
Design Uplift Force P„o,Ift=0.6 [Max(Uu, Uw)]= -192 lbs(Upwards)
Uplift Capacity
NDS 2015 Adjustment Factors
CD= 1.6 CM= 1 C,= 1 SG= 0.50 C . C09, C9, Ca, Cb are not appicable
Speicfic Gravity of Lumber SG= 0.50 NDS Supplement Table 4a
Diameter of Lag Screw D= 5116 in
Withdraw Design/in 1800*SG' 22*D"4= 266 lbs/in NDS 201512.1-1
Depth of Embeddment 1,= 2.50 in
Total Nominal Withdrawal Value W=W*l,= 665 lbs
Withdrawal Design Vaule W=W*CD*CM*C,= 1064 lbs NDS 2015 Table 11.3.1
Demand-Capacity Ratio Pupurt/W= 0.1801 [OKAY]
•
Beam/Top Chord Check Lumber:DF-L No. 2
Moment Demand
Span : 1 2 3 Orientation j li (ft) pi(lbs)
Lenght(ft) : 7 7 4.33 Portrait 1 3.7 -320
2 7.4 -320
3 8.8 -320
Portrait
Linear Dead Load wd= 38 plf 4 12.5 -320
Wind Load, Portrait UL= -320 lbs
Wind Load, Landscape Uw= -215 lbs
#of Attachment per Rafter NA= 4
wdx2
M(x)=Ri(x—Li)—Pi(x-1 ) 2
300
200
100 •
0
ami -100 0,0 5.1 10.0 15.0 20.0
o -200
-300 •
-400
Length x(ft)
Ma, Moment
Dead 248 lb-ft
Dead+Wind 303 lb-ft
Dead+Snow 248 lb-ft
Moment Capacity Framing Member Size 2x4 Lumber Grade: DF-L No. 2
CM= 1 Ci= 1 Cr= 1.15 CF= 1.5 fb= 900 psi Ch,and C;are not applicable
Breadth b= 1.50 in
Depth d= 3.50 in
Section Modulus SX =bd2/6= 3.06 in3
Bending Stress Capacity Fb= CM*Ct*Cr*CF*fb= 1553 psi Table 4.3.1 NDS 2015
CD Fb'=Co*Fb Ma*SX ASD Load Design Bending DCR
Dead 0.9 1397 psi 973 psi D 973 psi 0.70 OKAY
Dead+Wind 1.6 2484 psi 1187 psi .6W+.6D 712 psi 0.29 OKAY
Dead+ Snow 1.15 1785 psi 973 psi D+S 973 psi 0.54 OKAY
Deflection Limit E= 1600 ksi I = 5.36 in4
Transient Deflection 0.085 in
Transient Deflection Allowed 987 > 180 [OKAY]
Total Deflection 0.167 in
Total Deflection Allowed 504 > 120 [OKAY]
WIND LOADING ANALYSIS - Roof Components and Cladding
Per ASCE 7-10 Code for Bldgs. of Any Height with Gable Roof 0 <= 45°or Monoslope Roof 0<= 3°
Using Part 1 & 3: Analytical Procedure (Section 30.4& 30.6)
Job Name: Zhang, Yan Subject:
Job Number: Originator: Checker:
Input Data:
Wind Speed, V= 110 mph (Wind Map, Figure 26.5-1A-C)
3ldg. Classification = II (Table 1-1 Occupancy Category)
Exposure Category= C (Sect. 26.7) B
Ridge Height, hr= 18.05 ft. (hr>= he)
Eave Height, he= 17.00 ft. (he <= hr)
Building Width = 60.00 ft. (Normal to Building Ridge)
Building Length = 85.00 ft. (Parallel to Building Ridge) I L
Roof Type= Monoslope(Gable or Monoslope)
Topo. Factor, Kzt= 1.00 (Sect. 26.8 & Figure 26.8-1) Plan
Direct. Factor, Kd = 0.85 (Table 26.6)
Enclosed? (YIN) Y (Sect. 28.6-1 & Figure 26.11-1)
Hurricane Region? N 0
Component Name= Fastener (Purlin, Joist, Decking, or Fastener) hr
Effective Area, Ae = 737 ft."2 (Area Tributary to C&C) the
Overhangs? (Y/N) N (if used, overhangs on all sides)
L
Resulting Parameters and Coefficients: Elevation
Roof Angle, 0 = 2.00 deg.
Mean Roof Ht., h = 25.00 ft. (h = he, for roof angle <=10 deg.)
Roof External Pressure Coefficients, GCp:
3Cp Zone 1-3 Pos. = 0.20 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 1 Neg. = -0.90 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 2 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 3 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
Positive& Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1):
+GCpi Coef. = 0.18 (positive internal pressure)
-GCpi Coef. = -0.18 (negative internal pressure)
If z <= 15 then: Kz= 2.01*(15/zg)^(2/a) , If z> 15 then: Kz =2.01*(z/zg)^(2/a) (Table 30.3-1)
a= 9.50 (Table 26.9-1)
zg = 900 (Table 26.9-1)
Kh = 0.95 (Kh = Kz evaluated at z= h)
Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1)
qh = 24.89 psf qh = 0.00256*Kh*Kzt*Kd*V"2 (qz evaluated at z= h)
Design Net External Wind Pressures(Sect. 30.4& 30.6):
For h <=60 ft.: p = qh*((GCp)-(+/-GCpi)) (psf)
For h > 60 ft.: p = q*(GCp)-qi*(+/-GCpi) (psf)
where: q = qh for roof
qi= qh for roof(conservatively assumed per Sect. 30.6)
Wind Load Tabulation for Roof Components&Cladding
Component z Kh qh p = Net Design Pressures(psf)
(ft.) (psf) ?one 1,2,3 (+ Zone 1 (-) Zone 2 (-) Zone 3 (-)
Fastener 0 0.95 24.89 9.46 -26.88 -31.86 -31.86
15.00 0.95 24.89 9.46 -26.88 -31.86 -31.86
For z = hr: 18.05 0.95 24.89 9.46 -26.88 -31.86 -31.86
For z= he: 17.00 0.95 24.89 9.46 -26.88 -31.86 -31.86
For z = h: 25.00 0.95 24.89 9.46 -26.88 -31.86 -31.86
Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
2. Width of Zone 2 (edge), 'a' = 6.00 ft.
3. Width of Zone 3 (corner), 'a' = 6.00 ft.
4. For monoslope roofs with 0 <= 3 degrees, use Fig. 30.4-2A for'GCp' values with 'qh'.
5. For buildings with h > 60' and 0 > 10 degrees, use Fig. 30.6-1 for'GCpi'values with 'qh'.
6. For all buildings with overhangs, use Fig. 30.4-2B for'GCp'values per Sect. 30.10.
7. If a parapet>= 3' in height is provided around perimeter of roof with 0 <= 10 degrees,
Zone 3 shall be treated as Zone 2.
8. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.
9. Reference: a. ASCE 7-10, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-10"
by: Kishor C. Mehta and James M. Delahay (2004).
Roof Components and Cladding:
/Wilk •
it !It 1 I 1 I
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Roof Zones for Buildings with h <= 60 ft.
(for Gable Roofs <= 45° and Monoslope Roofs <= 3°)
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ROOF PLAN
Roof Zones for Buildings with h > 60 ft.
(for Gable Roofs <= 10° and Monoslope Roofs <= 3°)
Gravity Load Data
Panel Data
Panel: SPR-E20-327-E-AC
Number of Modules: 42
Weight of PV Module 42.90 lbs
PV Module Dimensions L= 61.30 in
W= 41.20 in
Roof Data
Roof Material: Torch Down
Roof Dead Load OD= 10 psf
PV System Dead Load Qpv= 3 psf
Framing Spacing srooi= 24 in
Linear Dead Load wD=(CID+Qp)*sroo,= 26 plf
Lag Screw Check Lumber: DF-L No.2
Uplift Demand
Design Wind Pressure p= -31.9 psf(Zone 2)
Trib. Depth for Each Rail dp„=L/2= 2.55 ft
Trib. Depth for Each Rail bp„=W/2= 1.72 ft
Screw Anchor Spacing spy= 4.00 ft(max.)
Uplift Force on Each Screw, Portrait UL=(p+Qp)•dp•spy= -295 lbs(Upwards)
Uplift Force on Each Screw,Landscape Uw=(p+ON)•by•sp„= -198 lbs(Upwards)
Design Uplift Force Poplin=0.6*[Max(UL,Upp)]= -177 lbs(Upwards)
Uplift Capacity
NDS 2015 Adjustment Factors
CD= 1.6 CM= 1 Ci= 1 SG= 0.50 Ce,Cep, Cg, Crib Chi are not appicable
Speicfic Gravity of Lumber SG= 0.50 NDS Supplement Table 4a
Diameter of Lag Screw D= 5116 in
Withdraw Design/in 1800•SG"2•Dw4= 266 lbs/in NDS 201512.1-1
Depth of Embeddment Ip= 2.50 in
Total Nominal Withdrawal Value W=W•l,= 665 lbs
Withdrawal Design Vaule W=W•C D•CM•C1= 1064 lbs NDS 2015 Table 11.3.1
Demand-Capacity Ratio Pup&W= 0.17 < 1 [OKAY]
Beam/Top Chord Check Lumber:DF-L No. 2
Moment Demand
Span : 1 2 3 Orientation j li(ft) p,(lbs)
Lenght(ft) : 8 8 8 Portrait 1 3.5 -295
2 7.0 -295
3 10.5 -295
Portrait
Linear Dead Load Wd= 26 plf 4 14.0 -295
Wind Load, Portrait UL= -295 lbs 5 17.5 -295
Portrait 6 21.0 -295
Wind Load, Landscape Uw= -198 lbs
#of Attachment per Rafter NA= 6
WdX2
M(x) = Rl(x—LI)—P/(x—1j)— 2
600
400
200 '_
c 0 `'
c -200 0 0 5.0 �0.0 i 20.0 25.0 30.0
-400
-600
Length x(ft)
Ma, Moment
Dead 227 lb-ft
Dead+Wind 411 lb-ft
Dead+Snow 227 lb-ft
Moment Capacity Framing Member Size 2x4 Lumber Grade: DF-L No. 2
CM= 1 Ct= 1 Cr= 1.15 CF= 1.5 fp= 900 psi Cf,and C,are not applicable
Breadth b= 1.50 in
Depth d= 3.50 in
Section Modulus SX = bd2/6= 3.06 in3
Bending Stress Capacity Fb= CM*Ct*Cr*CF*fb= 1553 psi Table 4.3.1 NDS 2015
Co Fb'=Co*Fb Ma* Sx ASD Load Design Bending DCR
Dead 0.9 1397 psi 888 psi D 888 psi 0.64 OKAY
Dead+Wind 1.6 2484 psi 1612 psi .6W+.6D 967 psi 0.39 OKAY
Dead+Snow 1.15 1785 psi 888 psi D+S 888 psi 0.50 OKAY
Deflection Limit E= 1600 ksi I = 5.36 in4
Transient Deflection 0.178 in
Transient Deflection Allowed 538 > 180 [OKAY]
Total Deflection 0.310 in
Total Deflection Allowed 310 > 120 [OKAY]
SEISMIC WEIGHT COMPARISON/ANALYSIS-(PER CBC 2016 Part 10 Chapter 4 Section 402
PV System Weight
Module Model SPR-E20-327-E-AC
Panel Weight Wpanel= 42.9 lbs
Number of Panels NPV= 42
Total PV System Weight WPV=Wpanel*NPS= 1801.8 lbs
Existing Roof Weight
Roof Weight Qo= 16.0 psf
Building Length Lbuad = 85 ft
Building Width Wbulld= 60 ft
Roof Area Abaci= 5100 ft`
Building Perimeter Pbuild= 290 ft
Wall Height ht= 8 ft
Wall weight Qwall= 15 psf
Interior wall weight Qmr= 10 psf
Roof Load Wnoor=Abulld *OD= 81600 lbs
Wall Load Nwall=hr/2*()wall*Pbulld +Abulld*Clint/2= 42900 lbs
Total Story Weight Wbulld=Wnoor+Wwall= 124500 lbs
Percentage Weight Increa WPV/Wbuud= 1.45% < 10% OKAY