HomeMy WebLinkAboutSOLR-21-1355 City of Arcadia, CA
Permit NO. SOLR-21-1355
Development Services Department Permit Type:Solar
240 West Huntington Drive,Post Office Box 60021 Work Classification:Solar-Residential
f Arcadia,CA 91066-6021
(626)574-5416 Permit Status:Issued
A RCA D I A Issue Date:07/23/2021 Expiration: 07/25/2022
Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number
27 --� W MAGNA VISTA AVE Arcadia,CA 91007-4027 5782002014
Contacts
TIANYI LIANG&HUI YANG Owner SOUTH WEST SUN SOLAR INC Contractor
13752 HARBOR BLVD,GARDEN GROVE,CA 92843
(714)582-3909 1004667
Description:ROOF MOUNTED SOLAR SYSTEM 27 Valuation: $0.00 Tenant
MODULES/MICROINVERTERS
Total Sq Feet: 0.00 Plan Check# Plan#
Fees Amount Payments Amount Paid
Electrical Permit Issuance Fee $55.00 Total Fees $248.27
Residential Solar<10 kW $31.00 Cash/Receipt#REC-08304-21 $248.27
Residential Solar Plan Check<10 kW $150.00
Amount Due: $0.00
Solid Waste Management Fee 2 $1.00
Technology Fee(Permit) $3.02
Technology Fee(Plan Check) $8.25
Total: $248.27
CALLS FOR INSPECTIONS
Request for inspection by telephone at 626-574-5450. Leave a message
1.7
� complETEE) requesting the address,timeframe and what inspection item is needed.
$-2-Z( `
�`� 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
gre4fp`Fp SMa ot—TEGTbx_ Arfr--/pAtotare 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.
July 23, 2021
Issued By: Henry Kemick Date
Page 1 of 1
July 23,2021
4 0060!_„! , PERMIT/PLAN REVIEW APPLICATION
,tel ir 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
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
0 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 Code,and my license is in full force and effect. ❑ I have and will maintain a certificate of consent to self-insure for workers'
License Class License No. Exp. 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 ❑ I 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 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
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 Policy Number
(flus section need not be completed if the permit is for one hundred dollars or less)
provisions of the Contractors License Law(Chapter 9(commencing with Section
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
sale(Section 7044,Business and Professions Code:The Contractors License Date Signature
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).
❑ 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.
Name Title
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
Arcadia to enter upon the above-mentioned property for inspection purposes.
Signature Date
PERMIT/PLAN REVIEW APPLICATION
Development Services Department, 240 West Huntington Drive, Post Office Box 60021
'' :Y Arcadia,CA 91066-6021, (626) 574-5416, Fax (626) 447-9173
ONLINE PERMIT/PLAN REVIEW APPLICATION
CITY OF
ARCADIA Job Site Address: 27 MAGNA VISTA AVE
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
® 1 hereby affirm under penalty of perjury that 1 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 Code,and my license is in full force and effect. 0 I have and will maintain a certificate of consent to self-insure for workers'
License Class C10 Lice 004667 Date 6/30/23 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
OWNER-BUILDER DECLARATION 0 1 have and will maintain workers'compensation insurance,as required by Section
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 workers'compensation insurance carrier and policy numbers are:
License Law for the following reason(Section 7031.5, Business and Professions STARNET
Code.Any city or county which requires a permit to construct, alter,improve, Carrier
demolish,or repair any structure,prior to its issuance.also required the applicant
Policy Number BNUWC0154185
for such permit to file a signed statement that he or she is licensed pursuant to the (This section need not be completed if the permit is for one hundred dollars or less)
provisions of the Contractors License Law(Chapter 9(commencing with Section
7000)of Division 3 of the Business and Professions Code) or that he or she is I certify that in the performance of the work for which this permit is issued.I shall
exempt there from and the basis for the alleged exemption. Any violation of El
not employ any person in any
ation Laws of manner so as to become subject to the workers'
Section 7031.5 by any applicant for a permit subjects the applicant to a civil compensCalifornia,
workers'compensation and agree that if I should become subject to the
penalty of not more than five hundred dollars MOOD: provisions
forthwith comply with those
of Section 3700 of the Labor Code.I shall
01, as owner of the property, or my employees with wages as their sole
provisions.
Signature
compensation,will do the work,and the structure is not intended or offered for Date 7/23/21 ' l
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 Cr 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.
ElI, as owner of the property, am exclusively contracting with licensed
contractors to construct the project (Section 7044, Business and Professions CONSTRUCTION LENDING AGENCY
Code:The Contractors License Law does not apply to an owner of property
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:
I. 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.
MIM/NGO CONTRACTOR/APPLICANT
Name_ -------
MINI 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
Arcadia to enter upon the above•mentioned property for inspection purposes.
Signature
.---"-----)4f Date 7/23/21
�` .Snf
--
_\� dlty ot�,A
AFFIDAVIT SELF-CERTIFICATION
FOR COMPLIANCE OF SMOKE ALARMS
AND CARBON MONOXIDE ALARMS
Property Address: 27 14) lutaync. ✓iota, ,4ve dr r�i.&6�� 64 y100?
Permit Number: b Oa - 9 / - 1355
Brief Job Description:
Number of smoke alarms installed:
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 2013
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 2010 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
Marshall. http://osfm.fire.ca;qov/licensinglistings/licenselistinq 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) B-Z- z/ at Arcadia, California.
Owner's Name (printed/typed): i--1U '7c-r.y
Signature of Owner: 17.1a ti
This affidavit must be returned to the City of Arcadia inspector prior to final inspection
SMOKE ALARM AND CARBON MONOXIDE ALARM LOCATIONS
,
Coco Room y _-0
0 Bathroom
U
Storage
r'l
(.
Fatnily Room
Garage
FIRST FLOOR PLAN
= SMOKE ALARM 11 = CARBON MONOXIDE ALARM
.01 0 Mstr
1 Bath
- Pi Master Bedroom
Dining Room Kitchen
30
-- Bat!
0 CI
Ilall Closet
- iICloset Closet
Family Room
()
Bedroom Bedroom
SECOND FLOOR PLAN
'' = SMOKE ALARM - = CARBON MONOXIDE ALARM
'411
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Dass Structural Engineers
1655 Shertington PI,Z 202, Newport Beach, CA 9263 ( ,•+,.1,
Email:dass.structural@gmail.com, Mobile No 9492957943p, ,ibit
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STRUCTURAL CALCULATION ;y<<TJ))�)i11z,,,` {(P(I)E ,"`��.1)�,{.`()roe,`('){.k{pt
UI .I ,, p{..1))I this
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-At LUATION FOR
--1/4 ' V$` STALLATION
� V
V" G:%S Building Department
0 •� Submittal
, --c--111. 6/28/2021
, oQ, SSIpNgI
�� SEEN Lk'
�'' '. ,�'`. ' ' t Address:
\� ``J ...1) No. 74200 �;
A ,v,
1. <z.. * T ' I I LIANG & HUI
rr
9/
C1 �� t' /W MAGNA VISTA AVE
----___ ARCADIA, CA,
NOTE TO AHJ: WATERMARK
OF THE ADDRESS IS ADDED
FOR SECURITY AND NON
DUPLICATION
Phone 949.295.7943 11655 Sherington P1, Z 202,Newport Beach, CA 92663
TIANYI LIANG & HUI YANG Page 1 of 14
Dass Structural Engineers
1655 Shertington PI,Z 202, Newport Beach, CA 92663
Email:dass.structural@gmail.com, Mobile No-9492957943
Structural Evaluation Report for Roof PV Installation
Scope: Structural Evaluation includes checking of the added weight to be less than 5%allowable dead
load and added mass is less than 10%of existing building mass per CEBC 19.The design involves the
withdrawal design for lag screws for wind.Capacity of existing roof rafters are checked with woodworks
software based on the information provided by the contractor. Please note that Checking of the existing
lateral system,structural integrity of tiles/shingles/roofing plywood, footing, Existing Patios and other
miscellaneous structural members are beyond the scope of this report.All other solar component
installation and design are per manufacturer recommendations.
0
Existing Structural Description: The Structural information for th ing was obtained by site
investigation performed by Contractor.The roof is made of a 2
It..t 16" ith 12' max span,with
min 1 2 " Plywood topped byTiles.The lateral f res sta �e building is achieved by
atleast a / y pp
light framed stud walls in both perpendicular direction h '2'thic�lywood acts as a diaphragm and
��distributes lateral forces. ii
Proposed PV Layout and System: Contractor o{ eQ.� s tkrtylI Solar Panels per the PV plans to
produce the intended power output.A Ty ' k9 Sy a bonsists of Solar Panels installed on an
Aluminum Racking system made of Rai onction angles.And the resulting lattice system is
connected to the existing roof joists g scr he panels and the racking system are rated for 110
Mph (Strength)wind velocity p r Nvilac spe 'f No'hs. Please see the Appendices for Layout
and Connection method. A
Structural Calculations: `�'';
Structural Assessr�e and oittsion.
S),..,40
Gravity Loading:The proqi.ed P4 n does increase the gravity weight on the structure and this
increase is reported in the foil ,,'u: calculations. Please see the attached spreadsheet report under
LOAD CRITERIA AND LOAD INC' ASE CALCULATIONS for detailed calculations.
Based on the calculation,the roof can handle the additional weight from the PV Panels.
Wind Loading: The proposed PV system has a very low profile and does not create any secondary eddies
on the roof level and hence the Roof profile has no dynamic impact on the wind flow over the building.
The Installation of the PV system does not increase the wind loading on the building.The panels and the
racking system are rated for 110 Mph (Strength)wind velocity per manufacturer's specifications.As per
the calculations,the uplift forces are well within the allowable connection capacity.
Please see the attachment for woodworks report with point loads from Dead and wind loads.
Phone 949.295.7943 11655 Sherington PI, Z 202, Newport Beach, CA 92663
TIANYI LIANG & HUI YANG Page 2 of 14
Dass Structural Engineers
1655 Shertington PI,Z 202, Newport Beach,CA 92663
Email:dass.structural@gmail.com, Mobile No-9492957943
Snow Loading: 30 psf Snow load has been considered.
Seismic Loading:The proposed PV system does increase the weight on the structure, however,it does
not increase more than 10%of the seismic mass as stipulated by Chapter 34 of CBC-19.Therefore, no
seismic retrofit of the structure is required. All the connections of the PV system to the existing roof
members are designed to carry seismic forces generated during a seismic event.
Installation of PV Racking: Please see PV Plans.
Serviceability Issues: The resulting deflection of the joist due to the a.. . .ads is negligible. Please
note that this report doesn't warranty any existing deficiencies in r• ire or contractor's
workmanship or work performed by other subs.This report and u atiQ 1 ,have been performed
based on information provided by the contractor. `'� ,�`�/
Please contact Dass Structural for any questions regar is r or
Thanks, it'
/4S
`V
J
Praveen Dass, P.E
icy
�
A\
\,. 0 -es
P Q�
(1/\
Phone 949.295.7943 11655 Sherington PI, Z 202,Newport Beach, CA 92663
TIANYI LIANG & HUI YANG Page 3 of 14
Dass Structural Engineers
1931 Newport Blvd, Costa Mesa, California, 92627
Email: praveensjce@hotmail.com, Mobile No-9492957943
(Ex) LOAD CRITERIA & LOAD INCREASE CALCULATIONS
CHECK FOR ADDED MASS << 10% OF BLDG WEIGHT PER CEBC CH 34
i
Location: (E)Roof
System: 1/2"Plywood Roof with Tiles
Gravity
DL(psf)
(Ex)Underlayment 1.0
(Ex)Tiles 10.0
(Ex)(1) 1/2 plywood 1.6
(Ex)Truss Framing 3.0
(N)PV Module 2 3.0
15 f �L=20 psf reducible+Mech.!Units
For Gravity Design \ SL=20 psf
(Ex)Dead Load �VV
(N)Dead Load 6 P"%
Seismic Q„t
+ VV ttsf)
Partitions and Exterior Walls �` 0
�—` 31.6 psf
Notes: fc"\\)**
1.Existing Framing 0 c )
a.(Ex)Truss Framing=3. V
2.PV Modules:See PV P "
a.Module Wt=50 LISzik anel /
NI
b.Racking wt=
Max Module Wt- p f
%I ase in D L don the Existing Roof
(Ex)Roof Area (Ex) o � (444.(k of %Increase in Remarks
sq ft psf' #'s) Roof D.L
2467 20.4 900 1.79% <5%Hence OK
%Increase In Mass on the Existing Roof
(Ex)Roof Area (Ex)Roof Wt (N)Add Roof %Increase in Remarks
sq ft psf Load(#'s) Roof D.L
2467 36.4 900 1.00% <10%Hence OK
#of Panels= 15
TIANYI LIANG & HUI YANG Page 4 of 14
Dass Structural Enginee
1655 Shenngton PI,2202,Newport Beach,C.
Email duns stzucutral@gmall.com,Mobile No-9492957943
Wind Design per ASCE 7-16 -11---M- 19
Data:
I
Exposure= C
Wind speed V 110 mph(ultimate) 3Kz= 0.95 Table 26.6.1 ASCE 7-16
Kd= 0.85 Table 26.6-1 ASCE 7-16 I awawwndr
Ke= I Table 26.9.1 ASCE 7-16
I= I ASCE 7-16
Kzt= 1.00
h' 22.0011
q=0.00256K,K,K.KaV1l a, stir...N ,:r ffi Osi19i:A.
q= 22.38 psf r _ ■y
gr1.6- 13.99 psf(Allowable Loads) $ -• ? �s� n
3 1111
'l.�a.\\�
Component Forces per ASCE 7-16 IL.... - ' a ;. iii
Input Data: xr WI IXa lt�•.
Joist/Truss Spacing 18 in -- irmariLi®
JOist/Tm55 Tdb Span .5 It er Mr.- ' I„
,U. .. .. mm�. eve s.ers w
ROOF COMPONENT WIND PRESSURES: n m:;«. + .r•""^."a" .(V^_
rx".x•'w/rgf�;•� vE4a»K,r.Sw,rrNn
FORCE DETERMINATION PER SEC 29.4.4 OF ASCE 7.16 `
Fg 30.3-2B of ASCE 7-16 t`'-`ore\a1
p=4,GCrvena Ea 29.4-7 ASCE 7.16
TE. 1.5 Sed 29.4.4 ASCE 7-16(All panels am assumed exposed to be conservative) A' '' (<'
n,. 0.8 Fig 29.4-8 ASCE 7.16 -J
viiitEffective Wind Area on each Bolt 18.67 sq S
Note The Panels are instated within the Zone 1 OR 2c of the roof as per Fig 30.3-28 ASCE 7-16 `V
OC,Values per Fig 30.3-26 ASCE 7-16 _v``A` ��
Zone 1 GC,Values /1
GC,+ 0.7(Downwards Pressure)
�a(Iy/-�•, /r►
GC,• -2(Uplift Pressure) � (����a/�)
Max Downward Pressure P= 11.7 psf Eq 29.-7-ASCE 7-16 ``
Max Uplift Pressure P• -33.6 psi Eq 29.-7-ASCE 7-16 V
PV Panel Dimensions
Length
LOADING
= 65 T
Width= '•9 in
).OARING ON EACHGSA BOLT
WIND LOADINGS ACTING ON BOLTS PERPENICULAR TO PANEL` ( fcr\IS;°4*. 4\°"‘?.Typical Bdl Horizontal Spacing 54 in
Typical Boll Vertical Spacing 42 in a (((s�a��_
Demand ed!Tensions IU o) -316 lbs ,! /`� �41
or -386 ` `�
Demand Bolt Compression(Down) .,;:e.. .....1„, (....,,\
or
PV POINT DEAD LOADS ACTING ON BEAM `/'�� V SNOW 0 LCTING ON BEAM
PV Dead Load(See Load Cnlena) 3 psf V Snow d Criteria) 56 psf
Area Trib to Each Bolt 15 SfT Each Bolt 15 sf
Demand Bolt Vertical Loading(Dour 46 tis nd Vertical Loading(Down) 559 lbs
or 35 lbs/f1 or 641 lbs/11
LOADINGS ON BEAMS WITH A DIFFERENT EFFECTIVE AREA
Etlecuve Wind Area on beams 20.00 sq fl
GC,Values per Fig 30.3-28 ASCE 7-16
Zone 1 GC,Values
GC,+ 0.4(Downward Pressure)
GC,• -1.6(Uplift Pressure)
Max Downward Pressure P= 6.7 psf Eq 29.4-7-ASCE 7.16
Max Uplift Pressure P= -26.9 psf Eq 29.4-7-ASCE 7-16
WIND POINT LOADINGS ON BEAMS PV POINT DEAD LOADS ACTING ON BEAM
Typical Bolt Horizontal Spacing e4 in Typical Bolt Horizontal Spacing 64 in
Typical Boll Vertical Spacing IC in Typical Bolt Vertical Spacing 42 in
Demand Boll Tensions(Up) -412 Its PV Dead Load(See Load Criteria) 3 psf
or -309 lbsat
Area Tnb to Each Bolt 15 sf
Demand Boll Compression(Down) 103 Lbs
or 77 lbs/ft Demand Bolt Vertical Loading(Down) 46 lbs
or 35 lbsM
TIANYI LIANG & HUI YANG Page 5 of 14
COMPANY PROJECT
diWoodWorks® JOIST CHECK
SOFTWARE FOR WOOD MI/GA WITH POINT
Feb. 18, 2021 10:02 LOADS FROM PV
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 1)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full Area 12.00 (16.0") psf
Load2 Dead Point UDL 2.50 17 plf
Load3 Dead Point UDL 6.00 17 plf
Load4 Roof constr. Partial Area 0.00 1.50 20.00(16.0") psf
Self-weight Dead Full UDL 2.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Beari • L: gths (in) :
t -- — 12.542' ,, - - -- t
L_____ ____ ._ _ — —
'* \
0' , Ie
P 12.5'
Unfactored: `P
Dead 143 128
Roof Live 38 2
Factored:
Total 180 \\-
130
Bearing:
fr.‘ --v. 1S)°%'
Capacity
Joist 469 ` 469
`
Support 586 ` oN 586
Des ratio ,
�``
Joist 0.38 P P0.28
Support 0.31 4s0.22
Load comb #2 S\fSZ
`` /'\ #2
Length 0.50* ` �iV \v) 0.50*
Min req'd 0.50* ^ 0.50*
Cb 1.00 ` 1.00
Cb min 1.00 (1/ 'qt..° 1.00
Cb support 1.251.25
Fcp sup 625 625
*Minimum bearing length setting used: /2 for end supports
Lumber-soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-112")
Supports: All-Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 16.0"c/c; Total length: 12.54'; Clear span: 12.458';Volume=0.7 cu.ft.
Lateral support: top=continuous, bottom= continuous Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 24 Fv' = 162 psi fv/Fv' = 0.15
Bending(+) fb = 714 Fb' = 1211 psi fb/Fb' = 0.59
Dead Defl'n 0.37 = L/404
Live Defl'n 0.01 = < L/999 0.83 = L/180 in 0.02
Total Defl'n 0.57 = L/262 1.25 = L/120 in 0.46
TIANYI LIANG & HUI YANG Page 6 of 14
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Beam1 WoodWorks®Sizer 2019(Update 1) Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1
Fb'+ 900 0.90 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 - 1
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #1 - D only
Bending(+) : LC #1 = D only
Deflection: LC #2 = D+Lr (live)
LC #2 = D+Lr (total)
Bearing : Support 1 - LC #2 = D+Lr
Support 2 - LC #2 = D+Lr
D=dead L=construction S=snow W=wind I=impact Lr=roof constr. Lc=concentrated
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 201 5.3.2
CALCULATIONS:
V max = 142, V design = 134 lbs; M(+) = 450 lbs-ft
EI = 33.27e06 lb-in^2
"Live" deflection is due to all non-dead loads (live, inein w...)
Total deflection = 1.5 dead + "live" `V�
Design Notes:
1. WoodWorks analysis and design are in accordance with4CC a iTonal Building Code (IBC 2018), the National
Design Specification (NDS 2018), and NDS Design Su.-le t.
2. Please verify that the default deflection limits are 're. lateefc(�Q r application.
3. Sawn lumber bending members shall be lateral ortedsbrding to the provisions of NDS Clause 4.4.1.
\j°14'.'
.44•\‘f 4 /".".C1
'S\N,tt44L. P
G
TIANYI LIANG & HUI YANG Page 7 of 14
COMPANY PROJECT
1 Woodworks JOIST CHECK
WITH POINT
SOFTWARE FOR tenon I(sic%
LOADS FROM PV
Feb. 18, 2021 10:03 AND WIND
(DOWN)
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 1)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full Area 12.00(16.0") psf
Load2 Dead Point UDL 2.50 17 plf
Load3 Dead Point UDL 6.00 17 plf
Load4 Roof constr. Partial Area 0.00 1.50 20.00(16.0") psf
Load5 Wind C&C Point 2.50 77 lbs
Load6 Wind C&C Point 6.00 77 lbs
Load7 Wind C&C Partial Area 0.00 1. 01 9.50 (16.0") psf
Self-weight Dead Full UDL `\\JJ 2.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and BKeteT1`g`��j�gths (in) :
� / ` 1
0' t 12.5'
Unfactored: •.%PDead 143 V 128
Wind 12053
Roof Live 38 �� 2
Factored: .�
Total 225 "ft" 160
Bearing: 'A\
Capacity I;?fth
e*
Joist 469 's 469
Support 586 ` AAO` 586
Des ratioIS
Joist 0.48 A 0.34
Support 0.38 ` 0.27
/
Load comb #3 #5
Length 0.50* �"' 0.50*
Min req'd 0.50* IPlio, 0.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fcp sup 625 625
*Minimum bearing length setting used: 1/2"for end supports
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 16.0"c/c; Total length: 12.54'; Clear span: 12.458'; Volume= 0.7 cu.ft.
Lateral support: top=continuous, bottom =continuous Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
TIANYI LIANG & HUI YANG Page 8 of 14
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Beam1 WoodWorks®Sizer 2019(Update 1) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 24 Fv' = 162 psi fv/Fv' = 0.15
Bending(+) fb = 714 Fb' = 1211 psi fb/Fb' = 0.59
Dead Defl'n 0.37 = L/404
Live Defl'n 0.11 = < L/999 0.83 = L/180 in 0.13
Total Defl'n 0.67 = L/225 1.25 = L/120 in 0.53
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1
Fb'+ 900 0.90 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 - 1
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 5
Emin' 0.58 million 1.00 1.00 - - - - C.00 1.00 - 5
CRITICAL LOAD COMBINATIONS:
Shear LC #1 = D onlyIe4
Bending(+) : LC #1 = D only
Deflection: LC #4 = .6D+.42W (live)
‘4"°r:',46.\
LC #5 = D+.42W (total)
Bearing : Support 1 - LC #3 = D+.75(Lr+.6W) V
Support 2 - LC #5 = D+.6W
D=dead L=construction S=snow W=wind I=impact - oof r. Lc=concentrated
All LC's are listed in the Analysis output C
Load combinations: ASD Basic from ASCE 7-1 t4 //SIB 2018 1605.3.2
CALCULATIONS: �`V✓1
V max = 142, V design = 134 lbs; M(+) st
EI = 33.27e06 lb-in^2 \�
"Live" deflection is due to all no d 1 (live, wind, snow...)
Total deflection = 1.5 dead + "li>
Ire
Design Notes: •
\f 0 P,,
1. WoodWorks analysis and design .'�e'1�,acco •Sitt with theltC International Building Code(IBC 2018), the National
Design Specification (NDS 2018), • DS r . Su• t.
2. Please verify that the default•-ir:
COMPANY PROJECT
c� JOIST CHECK
di WoodWorks WITH POINT
SOFTWARE KIR WOOD DESIGN
LOADS FROM PV
Feb. 18, 2021 10:04 AND WIND
(UPLIFT)
Design Check Calculation Sheet
WoodWorks Sizer 2019(Update 1)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full Area 12.00(16.0") psf
Load2 Dead Point UDL 2.50 17 plf
Load3 Dead Point UDL 6.00 17 plf
Load4 Roof constr. Partial Area 0.00 1.50 20.00(16.0") psf
Load5 Wind C&C Point 2.50 77 lbs
Load6 Wind C&C Point 6.00 77 lbs
Load7 Wind C&C Partial Area 0.00 le 9.50(16.0") psf
Self-weight Dead Full UDL ��,,,,// 2.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bye ?1i g , gths (in) :
t --- Y_____ IIV
0' V 12.5'
Unfactored:
Dead 143 128
Wind 12053
Roof Live 38 �P 2
Factored: -
Total 225 \deON - `N
160
Bearing: A` ......
Capacity
zRIN''
Joist 469 *N 469
Support 586 `� lieO` 586
Des ratio
Joist 0.48 0.34
Support 0.38 /�� 0.27
Load comb #3 • / #5
Length 0.50* i� c+LC) 0.50*
Min req'd 0.50* 0.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fcp sup 625 625
*Minimum bearing length setting used: 1/2"for end supports
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 16.0"c/c; Total length: 12.54'; Clear span: 12.458'; Volume= 0.7 cu.ft.
Lateral support: top= continuous, bottom =continuous Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
TIANYI LIANG & HUI YANG Page 10 of 14
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Beam1 WoodWorks®Sizer 2019 (Update 1) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit ,Analysis/Design
Shear fv = 24 Fv' = 162 psi fv/Fv' = 0.15
Bending(+) fb = 714 Fb' = 1211 psi fb/Fb' = 0.59
Dead Defl'n 0.37 = L/404
Live Defl'n 0.11 = < L/999 0.83 = L/180 in 0.13
Total Defl'n j 0.67 = L/225 1.25 = L/120 in 0.53
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1
Fb'+ 900 0.90 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 - 1
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 5
Emin' 0.58 million 1.00 1.00 - - - - 0.00 1.00 - 5
• CRITICAL LOAD COMBINATIONS:
Shear LC #1 = D only1;?h•
Deecon : LC #1 = D only
Deflection: LC #4 = .6D+.42W (live) .A;`,
</
LC #5 = D+.42W (total)
Bearing : Support 1 - LC #3 = D+.75 (Lr+.6W) V
Support 2 - LC #5 = D+. 6W
D=dead L=construction S=snow W=wind I=impact - oof iires r. Lc=concentrated
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-1 .4 /IB 2018 1605.3.2
CALCULATIONS: ``�
V max = 142, V design = 134 lbs; M(+) ].bsFE'�
EI = 33.27e06 lb-in^2 '`� .
"Live" deflection is due to all no d 4014 (live, wind, snow...)
Total deflection = 1 .5 dead + "liNk
Design Notes: ` V
1. WoodWorks analysis and design "e""1Tacco . with the�GC International Building Code (IBC 2018), the National
1.
Design Specification (NDS 2018), •. DS r - • •'Su• t.
2. Please verify that the default. .= ion li it :re -•• • riate for your application.
3. Sawn lumber bending me shall terall It.•rted according to the provisions of NDS Clause 4.4.1.
A \''''...
V
.qt..C)
TIANYI LIANG & HUI YANG Page 11 of 14
Dass Structural Engineers
1931 Newport Blvd, Costa Mesa. California. 92627
Email: dass.strucutral�gmail.com, Mobile No - 9492957943
Seismic Forces per Chapter 13, ASCE 7-16
F, _0.4aasWr(1+2h J l (13.3-1)
Clo
F,is not required to be taken as greater than
F,= 1.651,s1,W, (13.3-2)
and F,,shall not be taken as less than
F,=0.3 S, l,W, (13.3-3) (2)
where
F,= seismic design force
7 .\(</
Sas= spectral acceleration, short period, as determined
from Section 11.4.4
a,=component amplification factor that varies from
1.00 to 2.50(select appropriate value from P
:S7**
Table 13.5-1 or 13.6-1) Ne
1,=component importance factor that varies from
V
1.00 to 1.50(see Section 13.1.3)
W,=component operating weight
Input Data: ``P
Sds = 1.747 g's �P
a,= 1 \„0.4.0
RP= 2.5
�a. \I`�
z/h =
Trib Area = 21. `er o
Trib Mass= 2.8 ps \;p9
Wp= 59 lbs p boI c
Fp= 49 lbs per batt(Ultimate)
TIANYI LIANG & HUI YANG Page 12 of 14
Dass Structural Engineers
1931 Newport Blvd,Costa Mesa,California,92627
Email: dass.strucutral(cr,)gmail.com,Mobile No-9492957943
LAG BOLT DESIGN CHECK PER NDS 15 FOR TYPICAL FLAT BED SYSTEM
Check for 5/16"Lag Screw w/2.5"minimum penetration,W/Cd=1.6
Bolt Forces
Seismci Loadings on bolts:
Horizontal Force per Each Bolt 31 lbs(Allowable)
Allowable Shear Load per NDS 208 lbs The Bolt is OK
Wind Loadings on bolts:
Vertical Force per Each Bolt -761 lbs
Horizontal Force per Each Bolt 0 lbs
NDS Values for 5/16"dia Lag Screw w/2.5"Embedment
Allowable Tensile Load per NDS 1064 lbs The Bol
Allowable Shear Load per NDS 304 lbs The K �
Tension and Shear Interaction -0.72 < 1.0, The BR1 "OK e
Conclusion: J`
1 "LagScrew w/2.5"minimum p e
lb IS;••••
Provide: 6 e{�
I �a4
yP
I
I
I
TIANYI LIANG & HUI YANG Page 13 of 14
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TIANYI LIANG & HUI YANG Page 14 of 14
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