HomeMy WebLinkAboutUntitled r
... City of Arcadia, CA
Permit NO.SOLR-18-0740
Development Services Department Permit Type:Solar
240 West Huntington Drive,Post Office Box 60021 Work Classification:Residential Solar
Arcadia,CA 91066-6021
(626)574-5416 Permit Status:Issued
ARCAD to Issue Date:05/07/2018 I Expiration: 11/03/2018
Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number
333 Eldorado ST D Arcadia,CA 5779006056
Contacts
HYO JOUNG KIM Owner SOUTHWEST SUN SOLAR' Contractor
333 EL DORADO ST,ARCADIA,CA 91006 13752 HARBOR BLVD,GARDEN GROVE,CA 92843
(626)348-9744 (714)582-3909
1 _ill
Description:ROOF MOUNT SOLAR SFR, 12/12 MICRO Valuation: S 0.00 Tenant
Total Sq Feet: 0.00 Plan Check# Plan#
ti
Fees Amount Payments Amount Paid
Building Plan Check Fee Residential $50.00 Total Fees $300.91
Electrical Permit Issuance Fee $44.35 Cash/Receipt#REC-001092-2018 $300.91
Fire Plan Check Fee Residential $50.00
Amount Due: $0.00
Inverters $77.78
Panels $77.78 l
Solid Waste Management Fee 2 $1.00
Total: $300.91
62 I R
-1 CALLS FOR INSPECTIONS
y�-��L OK (11N\
\ Request for inspection by telephone at 626-574-5450. Leave a message
,IJP. (��- V- v requesting the address,timeframe and what inspection item is needed.
yiThis permit/plan review expires by time limitation and becomes null and
COWPLETEDvoid 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.
May 07, 2018
Issu By: Date
May 07,2018 Page 1 of 1
•
1� PERMIT/PLAN REVIEW APPLICATION
.4 e�j� Development Services Department,240 West Huntington Drive,Post Office Box 60021
'°uali�tH° Arcadia, CA 91066-6021, (626)574-5416,Fax(626)447-9173
City of
Arcadia
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
thereby
affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
hapter 9(commencing with Section 7000,of Division 3 of the Business and
ofessions Code,and my license is in full force and effect. I have and will maintain a certificate of consent to self-insure for workers'
cense Class C. I b License No & . ..7Exp. Date Lt1�_ compensation, as provided for by Section 3700 of the Labor Code, for the
performance of the work for which this permit is issued.
gnature of Contracto ...rte_
WNER-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 AW
demolish,or repair any structure,prior to its issuance,also required the applicant
Policy Number ,j2j(.c 7/2._6a
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 ❑ 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 t employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): c mpensation Laws of California,and agree that if I should become subject to the
workers'compensation provisions of Section 3700 •f 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 //`c-7/i
f I Signature----1
�1 _"
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
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. �/�
ame�U.t�P.(.� Title V�-��
IN7'NAME
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.
agree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of
krcadia : bovemeioedP !oJssPection
purposes.
S nater Date (..c7 7/ is---
Gr�,1FOQy�' .
"1 P,V4
yA" AWuut f,IMf
AFFIDAVIT SELF-CERTIFICATION
FOR COMPLIANCE OF SMOKE ALARMS
AND CARBON MONOXIDE ALARMS
Property Address: 725'5 e ' gad <S�" CLU
Permit Number: SOL-R - ISs - 0740
Brief Job Description: Solar 1u'ujs ,(,+ts lLa,Ii'v`_i
Number of smoke alarms installed: I
Number of carbon monoxide alarms installed: z
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. 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 e) at Arcadia, California.
Owner's Name (p ' /ty ed): `4
Signature of Owier:
This affidavit must be returned to the City of Arcadia inspector prior to final inspection
SMOKE ALARM AND CARBON MONOXIDE ALARM LOCATIONS
Guest Room y
o Bathroom
Storage
m
( K1
Family Room
Garage
FIRST FLOOR PLAN
0= SMOKE ALARM II = CARBON MONOXIDE ALARM
. l _ T
4:X1a Mstr
Bath
Master Bedroom
Dining Room Kitchen 30
Bad
1p 0
Hall rd Closet
J Closet
' CIOSeI
Family Room
0
Bedroom Bedroom
SECOND FLOOR PLAN
II=SMOKE ALARM U = CARBON MONOXIDE ALARM
Property
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I Property Layout
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r-F—(Existing Solar Equipment ELO R D ST
Dass Structural Engineers
1655 Shertington PI,Z 202, Newport Beach, CA 92663
Email: dass.structural@gmail.com, Mobile No -9492957943
STRUCTURAL CALCULATIONS
ROOF
EVALUATION FOR
PV INSTALLATION
N �'E` Xl9E
ORS
CARBO Oftw)-01)
�S4O BQ TO Building Department
St "8.iti SSA O�CBC ��°e�EEN , F ttal
CO' p,� ~� Q� �qs
No,7420
�� • I 2018
9
' :6y. t Address:
Kim Hyojung
333 El Dorado, St #D
Arcadia, CA
Phone 949.295.7943 11655 Sherington PI, Z 202, Newport Beach, CA 92663
Kim Hyojung Page 1 of 15
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 16.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.
Existing Structural Description: The Structural information for the building was obtained by site
investigation performed by Contractor.The roof is made of 2x8 at 24" o.c with 12.5'span,with atleast a
min 1/2 "Plywood topped by tiles.The roof rafters needs to be retrofitted to install the PV and is
presented with the calculations.The lateral force resistance for the building is achieved by light framed
stud walls in both perpendicular directions.The'A"thick plywood acts as a diaphragm and distributes
lateral forces.
Proposed PV Layout and System: Contractor proposes to install Solar Panels per the PV plans to
produce the intended power output.A Typical PV System consists of Solar Panels installed on an
Aluminum Racking system made of Rails and Connection angles.And the resulting lattice system is
connected to the existing roof joists via lag screws.The panels and the racking system are rated for 130
Mph (Strength)wind velocity per manufacturer's specifications. Please see the Appendices for Layout
and Connection method.
Structural Calculations:
Structural Assessment and Conclusion:
Gravity Loading:The proposed PV system does increase the gravity weight on the structure and this
increase is reported in the following calculations. Please see the attached spreadsheet report under
LOAD CRITERIA AND LOAD INCREASE 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 130 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 1 1655 Sherington PI, Z 202, Newport Beach, CA 92663
Kim Hyojung Page 2 of 15
Dass Structural Engineers
1655 Shertington PI,Z 202, Newport Beach, CA 92663
Email:dass.structural@gmail.com, Mobile No -9492957943
Snow Loading: 20 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-16.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: Typical PV panels are arranged in a portrait or landscape format.The entire
array is supported by an aluminum racking system.The aluminum racking system consists of two
continuous rails running parallel to the length of the panel in a portrait array format. Each of the rails
are connected to two predrilled holes at the bottom of the panel frame as specified by the
manufacturer.The rails are connected to the mounting angles/Fast Jack providing setoff distance to the
roof.The angles/Fast Jack are connected to the roof joist/trusses with lag screws.Typically,a minimum
of two bolts are common to each panel.The roof mounts with lag screws are arranged in an
approximate grid format of 6'-0" maximum spacing. The rails are specific to each job and selected from
the manufacturer catalog which are rated for applications at different wind velocities. Please refer to
the lag screw design calculations.
Serviceability Issues: The resulting deflection of the joist due to the added loads is negligible. Please
note that this report doesn't warranty any existing deficiencies in structure or contractor's
workmanship or work performed by other subs.This report and calculations have been performed
based on information provided by the contractor.
Please contact Dass Structural for any questions regarding this report.
Thanks,
Praveen Dass, P.E
Phone 949.295.7943 1 1655 Sherington P1, Z 202, Newport Beach, CA 92663
Kim Hyojung Page 3 of 15
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
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)2x Framing' 0.6
(Ex)Insulation 1.0
(Ex)Mech/Misc. 1.0
(Ex)Gyp Board 2.8
(N)PV Module 2 3.0
18.0 psf LL=20 psf reducible+Mech i Units
For Gravity Design SL=20 psf
(Ex)Dead Load 18.0 psf
(N)Dead Load 21.0 psf
Seismic
DL(psf)
Partitions and Exterior Walls 16.0
34.0 psf
Notes:
1.Existing Framing
a.(Ex)2x Framing=0.63 psf
2.PV Modules:See PV Plans
a.Module Wt=50 Lbs per Panel
b.Racking wt=0.5 psf
Max Module WI=3.0 psf
Increase in Dead Load on the Existing Roof
(Ex)Roof Area (Ex)Roof Wt (N)Add Roof %Increase in Remarks
sq ft psf Load(#'s) Roof D.L
1500 18 605 2.24% <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 _
1500 34 605 1.19% <10%Hence OK
Kim Hyojung Page 4 of 15
Dass Structural Engineers
1931 Newport Blvd,Costa Mesa,California,92627
Email:dass.structural@gmail.com,Mobile No-9492957943
Wind Design per ASCE 7-10
Data:
Exposure= C
Wind speed V 130 mph(ultimate)
Kz= 0.94 Table 30.3-1 ASCE 7-10
Kd= 0.85 Table 26.6-1 ASCE 7-10
I= 1 ASCE 7-10
Calculation for Kzt from Fig 6-4 ASCE 7-10
H= 9000 ft
Lh= 33128 ft 2I
x= 66256 ft I Spedie
z= 1000.4 ft 'lito' .51.Tirana l
H/Lh= 0.27 Hence K1 = 0
x/Lh= 2.00 Hence K2= 0
z/Lh= 0.03 Hence K3= 0
ESCARPOIENT
Kzt=(1+K1K2K3)2
Kzt= 1.00
Tpographk Ma111p0ers for Eape ere C
K,Me Xpller K,MrtUp/er KJ M
Wt. 2-12 3-0 3.0 tit. 2-D Al r)t. 2-D 1-13 3-13
Ridge leery. Arh)m Evp Daher Ridge Garp. M10yta
Hill Cares 111111
0.20 0.20 0.17 0 21 000 1.00 1 00 0.110 1 00 1.00 1.00
0.25 0.36 0.21 016 0.50 0.01 0.67 0.10 0.74 0.73 047
0.30 0.43 0.26 032 1.00 0.73 0.33 0.20 0.33 0.61 0.45
0.33 0.51 0.30 037 1.50 0.6.3 0.00 0.30 0.41 0.47 030
040 0.30 0_34 0.42 200 0311 0.00 040 0.30 037 020
0.43 0.63 0.30 047 2.50 038 0.00 030 0.22 0.29 0.14
0.50 0.73 0.43 0.53 3.00 0.25 0.00 060 0.17 0.22 0.09
330 0.13 0.00 0.70 0.12 0.17 0.06
400 000 000 0.00 009 0.14 004
0.90 0.07 0.11 0.03
1.00 0.05 0.08 0.02
130 0.01 0.02 0.00
( _ 200 0.00 010 0.00
Neem
I. lot rdues of 101..3.03.and,V4 other than thus shown,linear mterpo1N.wn a permitted
2. For 11/Ls 0 0.3,estate W2.=0.5 for evaluating K,and substitute 211 for L.for.va130ing K,and Kr.
3. MoLplim are binned on the are o,otien Ort wind ap.one ee the hill or eea,prnern along the direcsion
of innintwn slope
4. Noaaidr:
WHIM*of hill or escarpment 101331<to or rpw4d retrain.In feet(3uelen)
l,. Distance upwind of mat to when the difference is ground ekva0on is half the height of
hill or eaca,pwtee.in Sul(mien).
K Face to amour for shape of uopogrgb1r forme and anni,mun.peed-op effect
K,: Factor to attromt for reduction in.pxd.p with downs upwind or downwind of crest.
K.: Factor io account for reduction in speed-op wit,bight above local toratn.
Damanee(upwind or downwind)from the crew to the beading site.,n het 1mnm1
Haghi above local erotrd level,in fest Imemn).
µ Horiawd o u. onfacsor.
y Height attenuation hent.
q=0.00256KzKOKdV21
q= 13.50 psf
Windforce Estimation for Mono Slop roof per fig 6-18A ASCE 7-10
Gust Factor G= 0.85 Rigid Structure
Kim Hyojung Page 5 of 15
•
COMPANY PROJECT
iWoodworks' JOIST CHECK
SOFTWARE FOR WOOD DESIGN WITH POINT
May 4, 2017 21:23 [LOADS FROM PV
Design Check Calculation Sheet
Wood Works Sizer 11.0
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Load/ Dead Full Area 12.00(24.0") psf
Load2 Dead Point 5.52 50 lbs
Load3 Dead Point 7.52 50 lbs
Load4 Roof constr. Partial Area 0.02 5.02 20.00(24.0") psf
Self-weight Dead Full UDL 2.6 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
14.54'
0' 14.5'
Unfactored:
Dead 248 23ei
Roof Live 166 _
Factored:
Total 414 273
Bearing:
Capacity
Joist 469 469
Support 586 586
Des ratio
Joist 0.88 0.58
Support 0.71 0.47
Load comb #2 #2
Length 0.50* 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, 2x8 (1-1/2"x7-1/4")
Supports: All-Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 24.0"c/c; Total length: 14.54'; volume= 1.1 cu.ft.;
Lateral support: top= full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using NDS 2015 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 51 Fv' = 225 psi fv/Fv' = 0.23
Bending(+) fb = 924 Fb' = 1118 psi fb/Fb' = 0.83
Live Defl'n 0.14 = <L/999 0.72 = L/240 in 0.19
Total Defl'n 0.86 = L/201 0.97 = L/180 in 0.89
Kim Hyojung Page 6 of 15
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Beam1 WoodWorks®Sizer 11.0 Page 2
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 0.90 1.00 1.00 1.000 1.200 1.00 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 #2 = D+Lr, V max = 413, V design = 372 lbs
Bending(+) : LC #1 = D only, M = 1012 lbs-ft
Deflection: LC #2 = D+Lr (live)
LC #2 = D+Lr (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 76.2e06 lb-in2
"Live" deflection = Deflection from all non-dead loads (live, wind, snow...)
Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National
Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance.
Kim Hyojung Page 7 of 15
COMPANY PROJECT
di
U JOIST CHECK
WoodWorks® WITH POINT
SOFTWARE FOR WOOD OEND;N
LOADS FROM PV
May 4, 201721:24 AND WIND
(DOWN)
Design Check Calculation Sheet -
WoodWorks Sizer 11.0
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full Area 12.00(24.0") psf
Load2 Dead Point 5.52 50 lbs
Load3 Dead Point 7.52 50 lbs
Load4 Wind Point 5.50 120 lbs
Load5 Wind Point 7.50 120 lbs
Load6 Wind Partial Area 0.00 5.00 7.00(24.0") psf
Self-weight Dead Full UDL 2.6 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
14.54'
1
14.5'
Unfactored:
Dead 248 238
Wind 191 119
Factored:
Total 363 310
Bearing:
Capacity
Joist 469 469
Support 586 586
Des ratio
Joist 0.77 0.66
Support 0.62 0.53
Load comb #3 #3
Length 0.50* 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 6251
*Minimum bearing length setting used: 1/2"for end supports
Lumber-soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4")
Supports: All-Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 24.0"c/c; Total length: 14.54'; volume= 1.1 cu.ft.;
Lateral support: top= full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using NDS 2015 :
Criterion Analysis Value Design Value _ Unit Analysis/Design
Shear fv = 32 Fv' = 162 psi fv/Fv' = 0.20
Bending(+) fb = 924 Fb' = 1118 psi fb/Fb' = 0.83
Live Defl'n 0.23 = L/765 0.72 = L/240 in 0.31
Total Defl'n 0.95 = L/182 0.97 = L/180 in 0.99
Kim Hyojung Page 8 of 15
•
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Beam1 WoodWorks®Sizer 11.0 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 1.200 1.00 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 - 3
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #1 = D only, V max = 248, V design = 231 lbs
Bending(+) : LC #1 = D only, M = 1012 lbs-ft
Deflection: LC #2 = .6D+.6W (live)
LC #3 = D+.6W (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 76.2e06 lb-in2
"Live" deflection = Deflection from all non-dead loads (live, wind, snow...)
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015), the National
Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance.
Kim Hyojung Page 9 of 15
COMPANY PROJECT
/at � JOIST CHECK
WoodWorks WITH POINT
SOFTWARE FOR WOOD DESIGN
LOADS FROM PV
May4, 2017 21:24 AND WIND
(UPLIFT)
Design Check Calculation Sheet
Wood Works Sizer 11.0
Loads:
Load Type Distribution Pat- ' Location [ft] Magnitude Unit
tern, Start End Start End
Loadl Dead Full Area 12.00(24.0") psf
Load2 Dead Point 5.52 50 lbs
Load3 Dead Point 7.52 50 lbs
Load4 Wind Point 5.50 -320 lbs
Load5 Wind Point 7.50 -320 lbs
Load6 Wind Partial Area 0.00 5.00 -17.00(24.0") psf
Self-weight Dead Full UDL 2.6 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
14.54'
0' 14.5'
Unfactored:
Dead 248 238
Wind -495 -315
Factored:
Uplift 148 46
Total 248 238
Bearing:
Capacity
Joist 469 469
Support 586 586
Des ratio
Joist 0.53 0.51
Support 0.42 0.41
Load comb #1 #1
Length 0.50* 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, 2x8 (1-1/2"x7-1/4")
Supports: All -Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 24.0"c/c; Total length: 14.54'; volume= 1.1 cu.ft.;
Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help);
Analysis vs. Allowable Stress and Deflection using NDS 2015 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 32 Fv' = 162 psi fv/Fv' = 0.20
Bending(+) fb = 924 Fb' = 1118 psi fb/Fb' = 0.83
Bending(-) fb = 658 Fb' = 658 psi fb/Fb' = 1.00
Live Defl'n -0.60 = L/290 0.72 = L/240 in 0.83
Total Defl'n -0.31 = L/564 0.97 = L/180 in 0.32
Kim Hyojung Page 10 of 15
•
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Beam1 WoodWorks®Sizer 11.0 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 1.200 1.00 1.15 1.00 1.00 - 1
Fb'- 900 1.60 1.00 1.00 0.331 1.200 1.00 1.15 1.00 1.00 - 2
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, V max = 248, V design = 231 lbs
Bending(+) : LC #1 = D only, M = 1012 lbs-ft
Bending(-) : LC #2 = .6D+.6W, M = 720 lbs-ft
Deflection: LC #2 = .6D+.6W (live)
LC #1 = D only (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
Deflection: EI = 76.2e06 lb-in2
"Live" deflection = Deflection from all non-dead loads (live, wind, snow...)
Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection.
Lateral stability(-) : Lu = 14.50' Le = 26.69' RB = 32.1; Lu based on full span
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015), the National
Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance.
Kim Hyojung Page 11 of 15
•
Dass Structural Engineers
1931 Newport Blvd,Costa Mesa,California,92627
Email: dass.structural@gmail.com, Mobile No-9492957943
Component Forces per ASCE 7-10
{ 10 too
aa'I a4
- ai
✓j, • a�
-u f{ Roar
01 CO VD CO .CDS a .1.0-®
.61 Arlti (1) 470-3-Affr
-44
10 20 50 400 200 see two
#fit(L M tis r1111 Mulrag,
Input Data: Effective Wind Pres,ft (m2)
Roof Angle= 45 Degres
Joist/Truss Spacing 24 in
Joist/Truss Trib Span 17 ft
ROOF COMPONENT WIND PRESSURES:
VERTICAL FORCES
GCP1,. 0.18 Fig 26.11-1 ASCE 7-10
GCPi_ -0.18 Fig 26.11-1 ASCE 7-10
Effective Wind Area 34.00 sq ft
Note:The Panels are installed within the Zone 1 of the roof as per Fig 30.4-2B ASCE 7-10
Zone 1 GCP Values
GCP+ 0.3 (Downward Pressure)
GCP- -1 (Uplift Pressure)
Max Downward Pressure= 6.5 psf
Max Uplift Pressure= 15.9 psf
Typical Bolt Trib Width 33 in
Typical Bolt Trib Length 72 in
Demand Bolt Tentions 263 lbs
Demand Bolt Shear 96 lbs
Kim Hyojung Page 12 of 15
Dass Structural Engineers
1931 Newport Blvd,Costa Mesa,California,92627
Email: dass.strucutral@gmail.com,Mobile No-9492957943
Seismic Forces per Chapter 13, ASCE 7-10
a4d,Sa,W,if\1 fay) U33 I)
F,bad waited to h0 barn rfr4(CY than
F,
=1.6.11.31,W„ ft13-2)
sod F,shalt oat be takes as ksa than
F, 0.3Saa/ W, (13.3-3)
Input Data:
Sds= 2.446 g's
a,= 1
R,= 2.5
z/h= 1
Trib Area= 16.50 sf per bolt
Trib Mass= 2.8 psf
Wp= 46 lbs per bolt
F,= 54 lbs per bolt(Ultimate)
Kim Hyojung Page 13 of 15
Dass Structural Engineers
1931 Newport Blvd, Costa Mesa,California,92627
Email: dass.strucutral@gmail.com, Mobile No-9492957943
LAG BOLT DESIGN CHECK PER NDS 15 FOR TYPICAL FLAT BED SYSTEM
Check for 5/16"Lag Screw w/2.25"minimum penetration,W/Cd=1.6
Bolt Forces
Seismci Loadings on bolts:
Horizontal Force per Each Bolt 39 lbs(Allowable)
Allowable Shear Load per NDS 208 lbs The Bolt is OK
Wind Loadings on bolts:
Vertical Force per Each Bolt 301 lbs
Horizontal Force per Each Bolt 110 lbs
NDS Values for 5/16"dia Lag Screw w/2.25"Embedment
Allowable Tensile Load per NDS 957.6 lbs The Bolt is OK
Allowable Shear Load per NDS 304 lbs The Bolt is OK
Tension and Shear Interaction 0.67 < 1.0, The Bolt is OK
Conclusion:
Provide: 5/16"Lag Screw w/2.25"minimum penetration
Kim Hyojung Page 14 of 15
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Kim Hyojung Page 15 of 15