HomeMy WebLinkAbout14-5024 ''`�A�fe M,a�a�ewir�hl—
' ,�,�,,. ,,,,,„,.. _.. CITY OF DIAMOND BAR r�
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� I � DEPARTMENT OF COMMiJNITY��',�FVELl9PMENT SERVICES
=_ :�.. _
,
21810 Copley Drive,Diamond Bar,CA 91765 PRESS
,,,� (909)839-7020 Fax:(909)861-3117 Building Inspection Hotline(909)839-7027 FIRMLY
�`'��'" BUILDING PERMIT APPLICATION
APPLICATION DATE: P/C# I
s JOB SITE ADDRESS / ]
i ISSUE DATE: ��/ � Pd�LI PERMIT# t�- ro �y I
z PN LOT TRACT
� OWNER � TYPE CONST. OCC GROUP:
�
� ADDRESS
� CITY W A'C.N�T ZIP �fEL. O S- ZONING F ONTCKS RW ❑
r APPLICANT �TEL. REAR ❑
� SIDE/SIDE STREET RW ❑
:n
Q CONTRACTOR SIDE ❑
�
� ADDRESS PROPOSED US � Ll �
= CITY ZIP TEL. ��T��,_�.,�u ��ti0� Q
� ARCH/ENG/DESIGNER ���y�q��p (�
z ADDRESS
� #DWEL.UNITS #STORIES #BEDROOMS
z CITY ZIP TEL.
� DESCRIPTION SQ.FT. FACTOR PSF ADJ.AREANALUATION
OWNEH-BUILDEH DECLAHATION
¢ SFR/ADD/REM
r ereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the reason(s) I
� indicated below by the checkmark(s�,I have placed neM to the applicable item(s)[Sectlon 7031.5,Business and Garage/Carport
I
� ProTessions Code:My city or counry that requlres a permit to construct,alter,Improve,demalish,or repair,any
z structure,prlor to ifs issuance,also requires the applicant for the permit to file a signed statement that he or she � Patio/Deck I
i Is licensed pursuaMto the provisions of ttie Contractor's State License Law(Chapter 9)Commencing with Section W
� 7000 of Dlvision 3 of the Business and Professions Code]or that he or she is exempt from licensu2 and the basis for LL Pool a I
� the alleged ezemption.Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty � Re-Ro
of not more than five hundred dollars($500). � I
� I,as owner oi the ro e or m em lo ees with wa es as their sole com ensation,will do �
p p rty, y p y g p ()all of or()portions mercial I
y 'bf the work,and the structure is not intended or oNered for sale(Section 7044,Business and Professions Code:The m I
Z Contractors'State License Law does not apply to an owner of property who,through employees'or personal effort,builds
� or improves the pmperty,provided that the improvements are not intended or offered for sale.It however,the building or I
� improvement is sold within one year of completion,the Owner-Builder will have the burden of proving that it was not built
� or improved for the purpose of sale.�. • i
J
�1 I,as owner of the property,am exclusively contracting with licensed Contractors M construct the project(Section V8ludti0 Adj.Area: I
Z 7044,Business and Professions Code:The Contractors'State License Law does not apply to an owner of property who
n buildsorimprovesthereon,andwhocontractsfortheprojecLSwithalicensedContradorpursuanttotheContractors'State QUANTITY DESCRIPTION FEE I
Y License Law.). I
� (�I am exempt from licensure under the Contrac[or's State License law for the following 2azon(s): a I
� �
ZBy my signature below I acknowledge that,except for my personal residence in which I must have resided for at least one w I
� year prior to completion of the improvements covered by this permit,l cannot legally sell a structure that I have built as an w .
owner-builder if it has not been constructed in its entireTy by licensed contradors.I understand that a copy of the applicable I
� law,Section 7044 of the Business and Professions Code is available upon request hen this application is submitted or at I
� the followin W b site: ttp www.leginto.ca.gov/calaw.ht . Z I
= DATE: SIGN: �
— IICENSED CONTHACTOH'S DECLAHATION � I
a I
y I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9(commencing with Section 7000)
� of Division 3 of the Business and Professions Code,and my license is in full force and effed. I
" � a
� U I
n LICENSE CLASS: L1C.NO.: a
� DATE: CONTRACTOR: = I
U
¢ WOHKEH'S COMPENSATION DECLAflATION � I
y I HEREBY AFFIRM UNDER PENALTY OF PERJURY ONE OF THE FOLLOWING DECLARATIONS: I
� I have and will maintain a Certificate of Consent to Selt-Insure for Worker's Compensation,as provided by CONSTRUCTION: �
� Sec[ion 3700 of the Labor Code,for the performance of the work for which this permit is issued. PLAN REVIEW:
� I have and will mainTain Worker's Compensation Insurance,as required by Section 3700 of the Labor Code,tor
� the pertormance of the work for which this permit is issued.My Worker's Compensation Insurance Carrier and ELECTRIC:
z
¢ PolicyNumberare: PLUMBING:
� CARRIER MECHANICAL:
Z POLICYNUMBER INSPECTION FEE:
'
� (THIS SECTION NEED NOT BE CAMPLETED IFhiE PFAMfT IS FOR ONE HUNDRED DOLLARS($10�OR LESS).
ISSUANCE: �� ('��
� I certify that in the perlortnance of the work for which this permit is issued,I shall not employ any person in any manner so as to
�
beoome su6jec[to the Worker's Compensation Laws of Calitomia.Md agree that'rf I should become subject to the Worker's SMIP: ��
� Compensation provisions of Sedion 3700 of the Labor Code,I shall forthwilh comply with those provisions. ENERGY P/C:
J
J DA7E: APPLICANT: ENERGY PERMIT:
i
� WARNING:Failure to secure Worker's Compensation coverage is unlawful,and shall subject an employer to criminal � �
y penalties and civil fines up to one hundred thousand dollars($100,000),in addition to the cost of the compensation, RETENTION FEE:
i damages as pmvided for in section 3708 of the labor code,interest,and attorney's fees. PRE-ALT FEE:
�
i CONSTHUCTION LENDING AGENCY BSAF: %.�R
�—
y I hereby attirm under penalty of perjury that there is a Construction Lending Agency for the performance of the work for
= which this permit is issued(Sec.3097,Civ.C.�.
�
LENDER'S NAME:
,� LENDER'SADDRESS: �
TOTAL FEES
i I certry that I have read this appliration and state that the above information is correct.I agree to comply with all ciTy and y_/ �/ j� 1 1 �. �
Z county ordinances and sfate laws relating to building construction,and he2by authorize representatives of this cnunty to COMMENTS: V_D ri� J �G 1'!�� w'�f���U� A p,rm,7 i
� enter upon the above-mentioned property for inspection purposes. —� --r
� ���q-�� � �,��
¢ PERMI N M (PRINf)
" i�--.�-�-t-�1�..,/' { �—/�l./1�k `
= SIGNA (�PERMITfEE DATE RECEIPT# `�� � PAID BY: l� �I�I VALIDATION: �
WHITE—Department Copy,YELLOW—Finance Copy,PINK—Assessor Copy,GOLDENROD—File Copy,GREEN—ApplicanYs Copy
CITY OF DIAMOND BAR _ �
INSPECTIOI���ECORD �
s � � � s � e • � � � o � �
� �SETBACIV;LETTER�_ � TRACTAN�LEDGER �
,�.� .� ,x� , ,.,. � �
Ft3f�TINGS FORMS�'"�� �„ �"'�'��a ' ��� �_'�� ��� SWITCH 6EAR
;SLAB �,�.r �,° � � �� �� � COMMERCIAL HOOD
11G�PLUMBING����T���` . . ,� 1; ; �� �, .,. T-BAR
" _
UGvELECTRICAL,� �� � ' ��� ' INTERCEPTER
,U�ER GRQUND �: ��:� �-� HOT MOPfSHOWERPAN
SEWER LATERAL SEPTIC/CESSPOOL
MAIN WATER LINE HERS REPORT RECEIVED
SE�'VER CLEANOUT DEMOUTION
ROQF SHEATHING 1/ ROOF DRAINS
FLOOR SHEATHING ROUGH CON�UIT
,SNEA(�WALLS,.EXTERIOR ,�> POOUSPA � � �n
�� ��,., . . .�.
,'SNEAR WAC�S INTERIOR , ROUGH PLUMBING � " '"
�n�_ .
FF{t�t�lN�/VENTING��� `.�'- �� ,�--=�.u,>` �� �� �� � ROUGH ELECTRICAL .�� � � 4�
.�, _
�ROUGH MECHANIGAL ���' '� � � ROUGH MECHANIC�IL
�RQUGH.ELE,C,7RICAL�W( ),G,( ) .:�.. �, �_; GASTE5T ��
a :,,. � ,.� �
-F_ _. .
�tOtl.,._d�.= �
GH PLUMBING, ; ; �� PHE GUNITE
INSULATION WALL FOOL PRE DECK BONDING , ;. , �y
INSULATION CEILING P-TRAP
DRYINALL FENCE I GATE/ALARM ;:�.
LATH(PREI FINAL POOL
LATH EXTERIOR WALLS:
LATH INTERIOR WALL FOOTING/STEEL
GAS TEST , WALL STEEL 1 sr� �ZNe� )LIFT
SCRATCH COAT WALL BOND BEAM
ELECTRIC METER RELEASE WAIL DRAIN/SEAL
GAS METER RELEASE WALL FINAL
SPECIAI INSPECTION R0.FRAMING PIANNINGAPPROVAL
9' � � " ROUGH FIRE APPROVAL `' _ �
F(N�,�y »� � -:. � �. �^�'° �;�� ..
Ai BU�L`�ING"�: �
�FINAi.MECHAIdICAL ; :� =y�, �; ,� � FINAL FIRE DEPARTMENT w. �
_ � �: _,. �� . �� ��. .�,
,FIN�1L ELE�TFt(CAL �� '"�� ,'�, , ,_ "` .� ���� '�FINAL PLANNING ` �` ���
;FINAL PLUMBING � . -v� s, FINAL ENGINEERINGI PW
--v�, � ; ��. � y -� � , -- .��_
�TC:`of OG£UPANCY� �� .� � ��� �� ��` 'FINAL GOMMUNITY SERVICES � ,
C�EiT,of;OGCUPANCY� "'. :a �� � ;_ FINAL HEALTH DEPT.
- ,
�FINAL INDOSTRIAL WA�TE ' �`' ��r ��° °'�� ' �
COMMENTS:
( .
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�"mx�w�'�'� -
tABg
Building & Safety Division
21810 Copley Drive
Diamond Bar,California 91765
(909) 839-7020 Fax(909) 861-3117
Job Address: aQ i3 a� t{�Q/+ry o,Q �'�i
Dear Property Owner:
An application for a building permit has been submitted in your name stating yourself as the
builder of the property improvements specified.
For your protection,you should be aware that as"owner-builder" you are the responsible party of
record on such a permit. Building permits are not required to be signed by property owners unless they are
personally performing their own work. If your work is being performed by someone other than yourself,
you may protect yourself from possible liability if that person applies for the proper permit in his or her
name.
Contractors are required by law to be licensed and bonded by the State of California and to have a
business license from the City of County. They are also required by law to put their license number on all
permits for which they apply.
If you employ or otherwise engage any persons other than your immediate family,and the work
(including materials and other costs) is$200.00 or more for the entire project, and such persons are not
licensed as contractors or subcontractors,then you may be an employer.
If you are an employer,you must register with the state and federal government as an employer and
you are subject to several obligations including state and federal income tax withholding,federal social
security taxes,workers compensation insurance,disability insurance costs,and unemployment
compensation contributions.
There may be financial risks for you if you do not carry out these obligations, and these risks are
especially serious with respect to workers compensation insurance.
For more specific information about your obligations under the federal law,contact the Internal
Review Service (and if you wish,the U.S. Small Business Administration). For more specific information
about your obligations under State law,contact the Department of Benefit-Payments and the Division of
Industrial Accidents.
If the structure is intended for sale,the property owners who are not licensed contractors are
allowed to perform their work personally or through their own employees,without a licensed contractor or
subcontractor,only under limited conditions.
A frequent practice of unlicensed persons professing to be contractors is to secure an"owner-
builder" building permit, erroneously implying that the property owner is providing his or her own labor
and materials personally. Building permits are not required to be signed by the property owners unless
they are performing their own work personally.
Information about licensed contractors may be obtained by contacting the Contractors State License
Board at 9821 Business Park Drive,Sacramento,CA 95827,www.cslb.ca.�ov or at(800) 321-CSLB (2752).
Please complete and return the enclosed"Owner-Builder' verification form so that we can confirm
that you are aware of these matters. The building permit will not be issued until the verification is
returned.
�'+
,
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I
�•yCnitP(>x1�,Yp,O
'�S�
Building & Safety Division
21825 Copley Drive
Diamond Bar, California 91765
(909) 839-7020 Fax (909) 861-3117
Attention Property Owner:
An"Owner-Builder" building permit has been applied for in your name and bearing your signature.
Please complete and return this information at your earliest opportunity to avoid unnecessary delay in
processing and issuing your building permit. No building permit will be issued until this verification is
received by us.
1. I personally pl provide the major labor and materials for construction of the proposed property
improvement(ye or no).
2. I av /have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person(firm) to provide the proposed construction:
Name Address City
Phone Contractors License No.
4. I plan to provide portions of the work,but I have hired the following person to coordinate,
supervise and provide the major work:
Name Address City
Phone Contractors License No.
5. I will provide some of the work but I have contracted (hired) the following persons to provide the
work indicated:
Name Address Phone Type of Work
Signed
Property w er
I Date \ , � (� � ��
�
, _�:"�' _ CITY OF DIAMOND BAR ��
� bEPARTMENT OF COMMU1vITY&tiE��LOPMENT SERVICES �
� '= -� 21810 Copley Drive,Diamond Bar,CA 91765 PRESS
,,� (909)839-7020 Faz�:(909)861-3117 Building Inspection Hotline(909)839-7027
'�'��'� BUILDING PERMIT APPLICATION FIRMLY
g APPLICATION DATE: P/C# I
i JOB SITE ADDRESS ISSUE DATE: �/! a7/dV� 1 PERMIT# �'��.`��►-1/ �
z APN LOT TRACT
� OWNER TYPE CONST. OCC GROUP:
�
n ADDRESS "
J CITY ZIP�_TEL. � ZONING F ONT KS RW ❑
n
= APPLICANT TEL. REAR ❑
�
;n SIDE/SIDE STREET RW ❑
� CONTRACTOR SIDE
❑
� ADDRESS PROPOSEDUSE�e,���� p8rm�� 2��Ci'n� �'�j�.�
x CITY ZIP TEL. � p� �p�
�
1 ARCH/ENG/DESIGNER � � �,�J��'i,�/
y ��a�,�r �S��t 7��--�� �F
� ADDRESS
� #DWEL.UNITS #STORIES #BEDROOMS
z CITY ZIP TEL.
� DESCRIPTION SQ.FT. FACTOR PSF ADJ.AREANALUATION �
OWNEH-BUILDEfl DECLAHATION
's I hereby affirm under penalTy of perjury that I am ezempt from the Contrador's State License Law for the reason(s) SFR/ADD/REM . I
L indicated below by the checkmark(s),I have placed nezt to the applicable item(s)[Section 7031.5,Business and Garage/Carport
I
� Prohssians Code:Any city or county that requires a permit to conshvct,alter,improve,demolish,or repair,any
� structure,priar to its issuance,also requires The applicant for the pertnit to file a signed sfatement that he ar she w Patio/Deck i
i Is licensed pursuairt ta the provisions ot Ne Contractor's Sfaffi License Law(Chapter 9)Commencing with Section
� 7000 of Division 3 of the Business and Professions Cade]or that he or she is ezempt from licensure and the basis tor � Pool/Spa I
n the alleged exemption.Any violation of Sedion 7031.5 by any applicant for a permit subjects the applicant to a civil penalty C7 I
� Z Re-Roof
= of not more than five hundred dollars($500). 0 �y
� ,as owner ot the property,or my employees with wages as their sole compensation,will do()all of or(J portions � Commercial I
y o1 the work,and the strudure is not intended or offered for sale(Section 7044,Business and Professions Code:The m I
�--� Contractors'State License Law does not apply to an owner of property who,through employees'or personal effort,builds
� or improves the property,provided that the improvements are not intended or offered for sale.If however,the building or I
� improvement is sold within one year of completion,the Owner-Builder will have the burden of proving that it was not built
� or improved for the purpose of sale.). I
:..)
(�I,as owner of the property,am exclusively conVacting with licensed ContracGors to construct the project(Section ValuatiOn: Ad Afea:
Z 7044,Business and Professions Code:The Contractors'Stale License Law does not apply to an owner of property who 1• �
� buildsorimprovesthereon,andwhocontractsfortheprojeciswithalicensedContractorpursuanttotheContractors'State QUANTIIY DESCRIPTION FEE
Y License Law.). i
� ()I am exempt from licensure under the Contmctor's State License law for the following reason(s): � I
� �
ZBy my signature below I acknowledge that,except for my personal residence in which I must have resided for at least one w I
= year prior to completion of the improvements covered by this permit,l cannot legally sell a structure that I have built as an w I
owner-builder if it has not been constructed in its entirety by licensed contractors.I understand that a copy of the applicable
� law,Section 7044 of the Business and Professions Code is available upon request when this application is submitted or at � I
� the following Web site:http/www.leginfo.ca.gov/calaw.t I. Z I
= DATE: IGN: . �
— LICENSED CONTRACTOH'S DECLAHATION �
a I' I herehy affirm under penalty of perjury that I am licensed under provisions af Chapter 9(commencing wifh Section 7000)
y of Division 3 of the Business and Professions Code,and my license is in full force and effect. J I
n Caj I
;� LICENSE CLASS: LIC.NO.: az
� DATE: CONTRACTOR: = I
Z U
¢ WOHI�H'S COMPENSATION DECLAHATION `" I
�
y I HEREBY AFFIRM UNDER PENALTY OF PERJURY ONE OF THE FOLLOWING DECLARATIONS: � I ` a� )
� I have and will maintain a Certificate of Consent to Self-Insure for Worker's Compensation,as provided by CONSTRUCTION: � — / /�/D
� Section 3700 of the Labor Code,for the performance of the work for which this permit is issued. p�,qN REVIEW:
> I have and will maintain Worker's Compensation Insurance,as required by Section 3700 of the Labor Code,for
� the performance of the work for which this permit is issued.My Wortcer's Compensation Insurance Carrier and ELECTRIC:
z
¢ PolicyNumberare: PLUMBING:
� CARRIER
� M EC HAN ICAL:
' POLICY NUMBER
n INSPECTION FEE:
_ (THIS SECTION NEED NOT BE COMPLEfED IFhiE PFAMfT IS FOR ONE HUNDRFD DOLLARS(5100)Ofl LESS). ISSUANCE: � �J
j I cer6ry ihat in the peAormance of the work for which this permit is issued,I shall not employ any person in any manner so as to
� become subject to the Worker's Compensation Laws of Califomia.Md agree that'rf I should become subject to the Workers SMIP: �I �
L Compensation provisions of Section 3700 of the labor Code,I shall forthwith comply with those provisions. ENERGY P/C:
J
y DA7E: APPLICAN7: ENERGY PERMIT:
� WARNING Failure to secure Worker's Compensation coverage is unlawful,and shall subject an employer to criminal I
x RETENTION FEE:_ � �{� �
i penalties and civil fines up to one hundred thousand dollars($100,000�,in addition tu the cost of the compensation,
� damages as pmvided for in section 3708 of the labor code,interest,and attorney's fees. PRE-ALT FEE:
i CONSTHUCTION LENDING AGENCY BSAF: �a
y I hereby attirm under penalty of perjury that there is a Construction Lending Agenq for the performance of the work for
= which this permit is issued(Sec.3097,Civ.C.�.
�
IENDER'S NAME:
Y LENDER'SADDRESS:
i I certfy that I have read this application and state that the above information is correct.I agree to comply with all city and TOTAL FEES . `��t���
� counly ordinances and state laws relating to building construction,and hereby authorize representatives of this county to �
z COMMENTS:
� enter upon the a6ove-mentioned property for inspedion purposes.
J
_ ���,v��__�__�4�
�
a PERMITTEE NAME(PR
'-' �%�--��..�.. ��,'�a- (�/,�P�-�- 1
= SIGNATURE OF PERMITTEE DA�7� 7E RECEIPT#a�a� ;J`1 Pq�D BY� �.��VALIDATION:
WHITE—Department Copy,YELLOW—Finance Copy,PINK—Assessor Copy,GOLDENROD—File Copy,GREEN—ApplicanYs Copy
CITY OF DIAMOND BAR .� .
INSPE��'t'i��I�i'RECORD ' '
� y,
• s � � • • - � • � � . � .
,SETBAGIV�LETT�R_ti, _: ` �� _�,�,., ,,,_� _ � � TRACTAND LEDGER
y .
FOOTINGS FORMS � ` � �` �` SWITCH GEAR
;SL'A8 „' �, ,,�-. ,;� �' ��__ ,„�,�; COMMERCIAL NOOD
a m��;
� �__.a , __n�, ,
,UG:_PLUMBING �;� � � , �� T-BAR '
,UG:�ELECTRIGAL ""� � .����, .,��, � INTERCEPTER
._�.. � _ �,, „ ��
UFER GROUND '� � � HOT MOP/SHOWERPAN
SEWER LATERAL SEPTIC/CESSPOOL
MAIN bVATER LINE HERS REPORT RECEIVED
SEWER ClEANOUT DEMOLITION
ROQF SHEATHING � � ROOF DRAINS
FLOOR SHEATHING ROU6H CONDUIT
xi_ _
�SH�AR WALLS E7(TERIOR �' � POOUSPA
;SNFARWAtL51NT�E;RIQR`�� �' . w' � � ROUGW PLUMBING , :; : <. ,�
�FRAMINC�IVENTING f` �� � ROUGH ELEGTRICAL �, ��
� ` '� Rdl1GH MEGHANICAL
J�OI�GH MEGHAMGAL - ��� � �, ��� ���
RQUGH ELECTRICAL W( j C( } � GAS TEST
�ROUGHPLU�IBING� �� � �:��� ���� � : � PRE�GUNI�T�' � , ��F_ ��
�°�`� ,
INSULATION WAIL POOL PRE QECK BONDING
INSULATIQN CEILING F-TRAP � � ��
DRYWALL � FENCE/GATE/ALARM
LATH('PREI � FINAL POOL � �� �° �
LATH EXTERIOR WALLS:
LATH INTERIOR WALL FOOTING/STEEL
GAS TEST WALL STEEL 1sT( )2N0( )LIFT -
SCRATCH CDAT WALL BOND BEAM
E�ECTRIC METER RELEASE WALL DRAIN/SEAL
GAS METER RELEASE WALL FINAL
SPECIAL INSPECTION R0.FRAMING PIANNINGAPPROVAL
FIN�IL BUILDING � .' �" ` a ��'� 15-�a , ' �� � �� R�UGH FIR��APPROUAL `� ." �
FINAL MEGHANiGAL _ � � FINAL FIRE DEPAR7MENT
,.,b
.
FINi4L ELEGTRICAL '�P i `�r , : �' FINAL PIANNING � "`
- _ _ _
FlNAL PLUMBING'. �� ' „_ , > FINAL ENGINEERING/PW
nz. . � � ,_ aA� . «�� � �
�7�C,�af OCCUPANCY -' � �j ���� ��` ' � - FINAL GOMMUNITY SERYICES � �'�` �� �
,C�RT.of OCCUPANCY � ,�� � _, FINAL HEALTH DEPT.
��
FIN� .
� � ��AL INDUSTRIAL WASTE ' �� "�
COMMENTS: 7 - Z 7�,L'���qBh�lZeoF R�4F7►�RS!�lSTAcLED P R EiJ� ts �/QE�rio�t ii/�.�r�-
� ,
._....- - _.
• j S;RUCTURE ENGINEERING SOLUTIONS ProjectTitle: Residential Re-roofing Pro�ect
! 2939 Camino Del Tomasini En�ineer: Diaa Yassin Project ID: 1118-14
� ' Hacienda Heights,CA 91745 Pro�ect Descr: Remove wood shakes roof and replace with light weight
_��. - ' �� 213-725-8011 concrete tile
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�'� ��� � �:� �� 213-769-8656
� _
t �_�..� _ _...� Dar en ingTeering ahoo.com P����d:z,r,ovzo,a sa�Pne
^ File=c:\UserslDiaaIDOCUME-IIENERCA-1120323D-t:EC65.
WO�C, B@alll - � '-- , ENERCALC,INC.198&2014;Build:6.14.1.28,Ver.6.147.31
i.i�• �� ��.
Description: 2x4 Top Chord/Roof Rafters ��f� �
_ . _. _ .. ;_ _ . _ .---,
CODEREFERENCES
._ ._.. ....---- ---- - --... - - - - _ ___ _______
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set: IBC 2009
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasticify
LoadCombinationiBC2009 Fb-Compr 1,350.Opsi Ebend-xx 1,600.Oksi
Fc-Prll 925.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.1 Fv 170.0 psi
Ft 675.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
_... _._.._ __--._._ _ __..- __ ----- ------- ----------__ _...___
D 0.03 Lr 0.032
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Span=8.0 ft
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� Applled LoBdS : „ : , � Service loads entered.Load Factors will be applied for calcuiations.
Uniform Load: D=0.0150, Lr=0.0160 ksf, Tributary Width=2.0 ft,(Roof gravity loads)
� DESIGN SUMMARY '' '
.<--._ .._. - _ _ ,� .," ., =- --..:..:. ._,..,,�.� _....... _ __.. _..._... _. _ ---_ __.__
iMaximum Bending Stress Ratio - 0.835 1 Maximum Shear Stress Ratio = 0.389 : 1
; Section used for this span 2x4 Section used for this span 2x4
� fb:Actual = 1,943.51 psi fv:Actual = 66.20 psi
; FB:Allowable = 2,328.75psi Fv:Allowable = 170.00 psi.
Load Combination +D+Lr+H Load Combination +D+Lr+H
Location of maximum on span = 4.00Oft Location of maximum on span = 7.737ft
' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
' Maximum Deflection
i Max Downward L+Lr+S Deflection 0.346 in Ratio= 277
� Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240
Max Downward Total Deflection 0.670 in Ratio= 143<180
�
Max Upward Total Deflection 0.000 in Ratio= 0<180
. _ _.. ._ _ _ -- --- ----- - ----__ _ _- - --___ --------_ -----._.- ...------ ---... _._ _.
' Maximum Forces&Stresses for Load Combinations',
- -- - -- ._. __ . _ �. - -� --�- �---�-- --_ _�
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V �d �FN �i �r �m � t �� M fb F'b V (v F'v
D Only 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.404 0.188 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 940.41 2328.75 0.11 32.03 170.00
+D+L+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.404 0.188 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 940.41 2328.75 0.11 32.03 170.00
+D+Lr+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.835 0.389 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.50 1,943.51 2328.75 0.23 66.20 170.00
+D+S+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.404 0.188 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 940.41 2328.75 0.11 32.03 170.00
+Di0.750Lr+0.750L+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.727 0.339 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.43 1,692.73 2328.75 0.20 57.66 170.00
+D+0.750L+0.750S+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.404 0.188 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 940.41 2328.75 0.11 32.03 170.00
._.....1 ...... , ..............
. ! STRUCTURE ENGINEERING SOLUTIONS Project Title: Residential Re-roofing Project
2939 Camino Del Tomasini En�ineer: Diaa Yassin Project ID: 1118-14
i � Hacienda Heights,CA 91745 Pro�ect Descr: Remove wood shakes roof and replace with light weight
i, �i 213-725-8011 concrete tile
�ti� �� 213-769-8656
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WOOC� B@alll File=c:lUserslDiaaIDOCUME-IIENERCA-1120323D-1.EC6'":
ENERCALC,INC.19832014,Build:6.t4.1.28,Ver:6.14.7.31:
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Description: 2x4 Top Chord/Roof Rafters
Load Combina6on Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V �d �FN C i C� C m C t C� M fb F'b V fv F'v
+p+W+}� 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.404 0.188 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 940.41 2328.75 0.11 32.03 170.00
+D+0.70E+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.404 0.188 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 940.41 2328.75 0.11 32.03 170.00
+D+0.750Lr�0.750L+0.750W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.727 0.339 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.43 1,692.73 2328.75 0.20 57.66 170.00
+D+0.750L+0.750S+0.750W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.404 0.188 1.00 1.500 1.00 1.15 1.00 1.00 1.00 024 940.41 2328.75 0.11 32.03 170.00
+Da0.750Lr+0.750L+0.5250E+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.727 0.339 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.43 1,692.73 2328.75 0.20 57.66 170.00
+D+0.750L�0.750Si0.5250E+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.404 0.188 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 940.41 2328.75 0.11 32.03 170.00
+0.60D+W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.242 0.113 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.14 564.24 2328.75 0.07 19.22 170.00
+O.60Da0.70E+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.242 0.113 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.14 564.24 2328.75 0.07 19.22 170.00
_.. _. _ - -
Overall Maximum Deflections-Unfactored Loads
- -_ __. �._ _ -- --- __ __. ---: - - - ----..
Load Combina6on Span Max ""Defl Location in Span Load Combination Max."+"Defl Loca6on in Span
D+Lr 1 0.6703 4.029 0.0000 0.000
.---- -- -- - ---.
' Vertical Reactions Unfactored ! Support notation:Far left is#1 Values in KIPS
�•__-_ ___ _._ -�.. ,._ .._._. _�__ _ __�.__ �._..
Load Combina6on Support 1 Support 2
Overall MAXimum 0.248 0.248
Overall MlNimum 0.120 0.120
D Only 0.120 0.120
Lr Only 0.128 0.128
D+Lr 0.248 0.248
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i SfiRUCTURE ENGINEERING SOLUTIONS Project Title: Residential Re=roofing Project
� 2939 Camino Del Tomasini En�ineer: Diaa Yassin Project ID: 1118-14
` � ; Hacienda Heights,CA 91745 Pro�ect Descr: Remove wood shakes roof and replace with light weight
� l� , � ` �,,;� � 213-725-8011 concrete tile
4 �� 213-769-8656
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WOOCi B@aRl File=c:lUsers\Diaa1DOCUME 1\ENERCA 1�20323D-1.EC6
ENERCALC,INC.19832014,Build:6.14.128,Ver:614.7.31
• �.�i: �- _ � . .
Description: 2-2x4 Top Chord/Rooi Rafters ��'Q�/��
1,�.�
--- -- -,�_ . __ __._ _.._ - , -�
� CODE REFERENCES �� � � � �
�Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set: IBC 2009
Material Properties "
Analysis Method: Allowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasticity
LoadCombinationiBC2009 Fb-Compr 1,350.Opsi Ebend-xx 1,600.Oksi
Fc-Prll 925.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.1 Fv 170.0 psi
Ft 675.Opsi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
D(0.03)Lr(0.032)
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� Span=80ft
_ _._ ... . _. _._..... ....... .......... _ ....._--..
. _ . _ __. _ _... _... -
� Appli@d L08dS Service loads entered. Load Factors wili be applied for calculations.
Uniform Load: D=0.0150, Lr=0.0160 ksf, Tributary Width=2.0 ft,(Roof gravity loads)
-
DESIGN SUMMARY __' _: w,._ __-_. •- • •
_�_. ._ �_ _.__ ._.. ----.._ . _- __. _ _.__._- - _
�Maximum Bending Stress Ratio = 0.41T. 1 Maximum Shear Stress Ratio = 0.195 : 1
Section used for this span 2-2x4 Section used for this span 2-2x4
fb:Actual = 971.76psi fv:Actual = 33.10 psi
FB:Allowable = 2,328.75psi Fv:Allowable = 170.00 psi
' Load Combination +D+Lr+H Load Combination +D+Lr+H
Location of maximum on span = 4.00Oft Location of maximum on span = 7.737 ft
� Span#where maximum occurs = Span#t Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.173 in Ratio= 555
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240
Max Downward Total Deflection 0.335 in Ratio= 2gg
Max Upward Total Deflection 0.000 in Ratio= 0<180
;
-- ._ _.... _..... _ _ _._. __....... _....... . ...__ .............
__Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values I
Segment Length Span# M V �d �FN �i �r �m � { �� M fb F'b V fir F'v
D Only 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.202 0.094 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 470.20 2328.75 0.11 16.02 170.00
��-+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.202 0.094 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 470.20 2328.75 0.11 16.02 170.00
+�*��*+� 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.417 0.195 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.50 971.76 2328.75 0.23 33.10 170.00
+�*S*+� 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.202 0.094 1.00 1.500 1.00 1.15 1.00 1.00 1.00 024 470.20 2328.75 0.11 t6.02 170.00
+D+0.750Lr+0.750L+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.363 0.170 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.43 846.37 2328.75 0.20 28.83 170.00
+D+0.750La0.750S+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.202 0.094 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 470.20 2328.75 0.11 16.02 170.00
. _. .._,_.__
S'TRUCTURE ENGINEERING SOLUTIONS Project Title: Residential Re-roofing Project
2939 Camino Del Tomasini En�ineer: Diaa Yassin Project ID: 1118-14
� Hacienda Heights,CA 91745 Pro�ect Descr: Remove wood shakes roof and replace with light weight
�:. ' �� 213-725-8011 concrete tile
������� ��� � 213-769-8656
,
� Dar en ineerin� ahoo.com P���wd;z,r,ovzo,a,e:3sPrn
WOOC� B@1111 File=c:lUserslDiaaIDOCUME-7\ENERCA-1120323D-t.EC6
ENERCALC,INC.19632014,Builtl:6.t4.1.28,Ver.6.14.7.31
�.i�• �. � .
Description: 2-2x4 Top Chord/Roof Rafters
Load Combination Max Stress Ratios Moment Values Shear Values •
Segment Length Span# M V �d �FN �i �r �m � ( �� M fb F'b V fv F'v
+D+W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.202 0.094 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 470.20 2328.75 0.11 16.02 170.00
+D�U.70E+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.202 0.094 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 470.20 2328.75 0.11 16.02 170.00
+D+0.750Lr+0.750L+0.750W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.363 0.170 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.43 846.37 2328.75 0.20 28.83 170.00
+D�0.750L+0.750S+0.750W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.202 0.094 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 470.20 2328.75 0.11 16.02 170.00
+D+0.750Lr+0.750L•0.5250E+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.363 0.170 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.43 846.37 2328.75 0.20 28.83 170.00
+D+0.750L�U.750Si9.5250E+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.202 0.094 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.24 470.20 2328.75 0.11 16.02 170.00
a0.60D+W+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=8.0 ft 1 0.121 0.057 1.00 1.500 1.00 1.15 1.00, 1.00 1.00 0.14 282.12 2328.75 0.07 9.61 170.00
+O.60D+0.70E+H 1.500 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=S.0 ft 1 0.121 0.057 1.00 1.500 1.00 1.15 1.00 1.00 1.00 0.14 282.12 2328.75 0.07 9.61 170.00
_ .___ . -- .._ _. . ,.,
� Overall Maximum Deflections•Unfactored Loads
_ __ _------ - -_-_ __._..: - --_�_. . .__ --_.;
Load Combination Span Max.="Defl Loca6on in Span Load Combination Max."+'Defl Location in Span
D+Lr 1 0.3351 4.029 0.0000 0.000
( Vertical�Reactions Unfactored ! Support notation:Far left is#1 Values in KIPS
----__------ _._.._ ._------- - ----_�_____:-----.
Load Combination Support 1 Support 2
Overall MAXimum 0.248 0.248
Overall MlNimum 0.120 0.120
D Only 0.120 0.120
Lr Only 0.128 0.128
D+Lr 0.248 0.248
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STRUCTURE ENGINEERING SOLUTIONS
2939 Camino Del Tomasini Tel: (213)725-801 l
Hacienda Heights,CA 91745 Fax: (213)769-8656
Heather Heng Yang November 18,2014
20323 Damietta Dr.
Walnut, CA 91789
909-859-9577
Subject:Remove existing wood shakes and replace with Eaglelite weight concrete tile.
Project Address: (` j,�C ���f dti
Heather Heng Yang Residence p�f ,
20323 Damietta Dr. � i ����� n (1 � �/_,/��
Walnut, CA 91789 ��� C j �' ��� Y
909-859-9577
Pursuant to your request,we have reviewed the roof framing of the structure at the above address for
structurat adequacy for accommodating the proposed new roofing material.The house is conventionally
framed.
The existing roof is comprised of:
Use of Building = S.F.D.
Occupancy = R-1
Year Built = 1968,(Use Prior UBC Design Values)
Construction Type= Type V-B
Roof pitch of 5:12,and appears to be in sound condition.
Wood Shakes Roofing,
1"x6" Spaced Sheathing, �� q�F
2"x4"Manufactured Common Truss @ 24"O.C.max span 20'-0", YAS 2,
2"x4"Manufactured Common Truss @ 24"O.C.max span 32'-0", 'j'
� �F
Proposed new added roofing materials: � 0.C56295 �
Eagle light weight concrete tile at 7.2 psf. ICC ESR.# 1900, ;
1-30#ASTM Felt roofing underlayment, �p {�
'/z"OSB Sheathing,with 8d-Common nails@6:12:6 nailing schedule * /
All wood used shall comply with DOC PS20 r1 �j, �I �Q,
All plywood used shall comply with DOC PS 1 &PS2 cS' �� ��
Conclusion, TqrF OF CA��F �
Calculations sf:ow t/:at existing roof inembers are adequate to support tf:e desired new lightweight Eagle
concrete tile. It is t/ierefore;our opinion t/iat re-roofing wit/:/igl:t weight concrete tile will not
comproinise tice structural integrity of tl:e roof syste�n at tlee above named project address.
The determination of the roof's structural integrity is based on visual observation and known mechanical
properties of wood.After re-roofing,a small amount of deflection in the rafters may be observed.This
condition is cosmetic only and should not affect the structural integrity of the roof framing.
Based on our review of the structure it is our opinion that the structure is adequate to sus'tain the additional
loads generated by the additional w�ight of the proposed concrete tile. The structure has adequate amount
of braced walls,sufficient to resist lateral loads.
To minimize future roof surface deflection"sagging", it is hiuhl�rP��..�.rPnded t�hat the truss upper chords
be doubled-up new 2x4 members next to existing and attach with 16d nails@6"O.C..
�
Instructions to Roofer:
'i���l. Double-up Truss Top Chords with new 2x4 attached to the existing 2x4,attach per sheet SD-1
; 2.Attach plywood sheathing per detail Sheet, SD-2
� � 3. Min.2-d8 nails per lx6 sheathing and roof rafters' connection see detail Sheet SD-3
,
37'-0" 19'-0"
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' ' Criteria
Dary Engineering
2939 Camino Del Tomasini
Hacienda Heights,Ca 91745 Job Name: 20323 Damietta Dr.Walnut
Ph:(213)725-8011 Job Numb: 1118-14
Fax:(213)769-8656 Date: November 19,2014
DESIGN CRITERIA
ROOF LOADS ROOF VAULTED LOADS CEILING LOADS FLOOR LOADS
Roofin - 7.2 sf Roofin - 7.2 sf Floorin - 0.0 sf
Sheathin - 1.8 sf Sheathin - 1.8 sf Sheathin - 0.0 sf
R.Rafters = 2.0 sf R.Rafters = 2.0 sf Joist = 1.5 sf Joist = 0.0 sf
Ceilin = 0.0 sf Ceilin = 2.5 sf Ceilin = 2.5 sf Ceilin = 0.0 sf
1x6 S cd Brds = 1.0 sf 1x6 S cd Brd= 0.0 sf S rinkler - 0.0 sf S rinkler - 0.0 sf
Mechanical - 0.0 sf Mechanical - OA sf Mechanical = 0.5 sf Mechanical - 0.0 sf
Misc. - 0.5 sf Misc. 1A Misc. - 0.0 L.W.Concret - 0.0
Insulation - 0.5 sf Insulation - 0.5 sf Insulation - 0.5 sf Insulation - 0.0 st
Total DL - 13.0 sf Total DL - 15A sf Total DL - 5.0 sf Total DL - 0:0 sf
DL - 13.0 sf DL - 15.0 sf DL - 5.0 sf DL - 0.0 sf
LL - 16A sf LL - 16.0 sf LL - 10.0 sf LL - 0.0 sf
Deck LL - 0.0 sf
Deck DL - 0.0 sf
Partitions DL - 0.0 sf
WOOD STRESSES: Douglas Fir Larch(North)Tabte 4A and 4D-(UBC 1977-1997)
Lumber Size Fb si Tension Parall Horizontal Com /Per end. Com /Parall Modulus
T e � Sin(Pe) Ft si Fv si Fc si FcP si E si
Sel Struc. 2"to 4" 1600 1000 95 730 1450 1.8E06
No 1 thick 1800 675 95 625 1250 1.8E06
No.2 5"and 1450 450 95 625 1000 1.7E06
Studs wider 800 600 95 625 600 1.SE06
No'�ct Struct B ands 1550 425 170 625 600 1.3E06
No 2 Strin ers 875
Nol�ct Struct posts �00 475 170 625 475 1.3E06
Glue Lams, Alls 2400 165 560 1650 1.8E06
24 F-V8,D F/DF
Struct. Steel: A-36, Fb=0.6Fy, Fv=0.4Fy, E=29E06 psi
Welding: Use AWS-E70XX,per American Welding Society Standards,
(1/2 stresses for Non Continuous Inspection)
Concrete: Continuous Ftgs fc @ 28 days = 2500 psi
Isolated Pads fc @ 28 days = 2500 psi
Walls fc @ 28 days = 2500 psi
Piers or Col's fc @ 28 days = 2500 psi
Reinforcement: For#4 and smaller bars = 40000 psi
For#5 and larger bars = 60000 psi
Masonry: Hollow Concrete Masonry Units ASTM C-90 and UBC Standards '
Type N Units,Type S mortar,2000 psi grout
fm=1500 psi(solid grouted), Fm=250psi
Soil Bearing: Minimum Allowable soil bearing Value=1500 psf per Table 1804.2 IBC 2012/CBC 2013
Or see Soil Report recommendations for soil bearing capacity on compacted cerified fill.
CODES: International Building Code(IBC)2012,CBC 2013
American Institute of Steel Construction(AISC)
American Concrete Institute(ACI)
National Design Specifications(NDS)2001 Edition
National Design Specifications(NDS)2005 Supplement
Page 2
I
a II
Material Weights
Source;MacMillan Trus Joist
Refer to Local Building Codes for live load
design requirements
Roofin Fir Sheathin
Com ositino Roof sf sf
2-15 Ib.and 1-90 Ib 1.7 3/8" 1.1
3-15 and 1-90 2.2 1!2" 1.5
3-ply and 1-90 5.6 5/8" 1.8
4-ply and gravel 6.0 3/4" 2.3
5-ply and gravel 6.5 11/8" 3.4
IRMA(Insulated Roof Membrane Assembly)2" 13.0 1" 2.3
Ballasted system 13.0 2" 4.3
Mechanically fastened 2.0 3" 7.0
Fully adhered 2.0 4" 9.3
Fir Framin Ceilin
12"o.C. 16"o.c. 24"o.c. sf
2x4 1.4 1.1 0.7 Acoustic fiber 1.0
2x6 2.2 1.7 1.1 1/2"9YPsum 2.2
2x8 2.9 2.2 1.5 5/8"gypsum 2.5
2x10 3.7 2.8 1.9 plaster 1"thick 8.0
2x12 4.4 3.3 2.2 metal suspension sytem. 1.8
3x6 2.4 (including tile)
4x6 5 Wood suspension system 2.5
4x8 6.8
4x10 8.6
4x12 10.4
Deckin Materials
sf Floors
Poured gypsum 6.5 sf
Vermiculite concrete 2.6 Hardwood(I"thick) 4.0
courogated galvanized steel Concrete(1"thick)
16g 2.9 regular wt. 12.0
2�9 1.8 lightweight 6 to 12
229a 1.5 Linoleum or soft tile 1.5
24ga 1.3 3/4"tile 10.0
Asphalt shingles 2.5
Wood shingles 2.p
Cla tile 9 to 14
Trus Joist Products S rinkler S sfems
Ibs/If Pipe Size Schedule 40 Std.Pi e Schedule 10,This Wall
TJI 35X Joist Series 2.8 to 4.0 d I wet I d I wet I
TJI 55 Joist Series 4.5 to 4.3 1" 1.7 2.1
TJL TJLX Truss 3.8 to 4.3 1 3/4" 2.3 3.0
TJW 4.5 to 5.3 1 1/2" 2.7 3.6
TJ/60 Truss 4.8 to 5.8 2" 3.7 5.2 2.7 4.2
TJM Truss 8.0 to 9.0 2 1/2" 5.8 7.9 3.6 5.9 '
TJH Truss 10.0 to 12.0 3" 7.6 10.8 4.3 8.0
3 1/2" 9.2 13.5 5.0 9.8
,'
� EXISTIN'G MA'NUFACTURED COMMON TRUSS
Project Address: 11/19/2014
20323 Damietta Dr
Walnut, CA 91789
TYPICAL TRUSS DESIGN LOADS 1 ,�
DL=Top chord= 15 psf (D)6x5 PL
DL= Bottom Cord= 10 psf
LL=Top chord 16 psf (e)ax2 P� (E)ax2 P�
LL=6ottom chord 16 psf L�,;�= 5'
New Top Chord Dead Load (A)6x5 (F)6x5 PL
Concrete Tile 7.20 C 8x3 PL
felt paper 0.5 L= 20
Ply'd 1.8 COMMON TRUSS
truss 3.0
ceiling 0.0
Misc. 1.0 Exist combined stress= 0.58 OK
New DL Upper Cord= 13.45 New combined stress = 0.70 OK
Check Combined axial forces in toq chord
New Loads Existing Loads
Upper Chord 13.45 psf DL= 6 Upper Chord
Lower Chord 10 psf DL= 10 Lower Chord
Upper chord 16 psf LL= 16 Upper chord
Lower chord 10 psf LL= 10 Lower chord
New TL= 49 psf TL= 42 psf
Truss Spacing 24" o.c.
TL`(Spacing/12")= 98.91b/ft 841b/ft
Truss Span 20 ft
Reactions R1=R2= 989 Ib R1=R2= 840 Ib
Chord: b d
2x4 1.5 3.5 Horiz.Dist.
Max. chord span 5 ft 4.74 ft
Pitch 4 12 Cexist R= 840
S=bhZ/6= 3.1 in3 a= 18.43
A=b'h= 5.25 in2 T
Cnew= 989.0 3127 Cexist= 840 26561bs
Sina Sina
Mnew=w1z/8= 993.94 Ib-in M=w12/8= 742.50 Ib-in
fb=M/S= 325 psi fb=M/S= 242 psi
ft=C/A= 596 psi f�=C/A= 506 psi
Combined Stress fb f, _.
Fb + Ft < 1.25 OQROFESS/p�
Where: ���� ` ��
Fb= 1550 psi Douglas Fir-Larch Grade#1 or better � i �,
-C�
ft=0.3E/K(I/d)2= 1940 psi > F�= 1000 psi A
Repetitive Member Factor= 1.15 �
Combined stresses in chord member must be less than 1.25 for short term loading � ),
Exist.combined stress= 0.14 + 0.44 = 0.58 OK y� p �
New combined stress = 0.18 + 0.52 = 0.70 OK
�
s c�vi� �P ,
�qTFOFCAUFO��%'' .
F:�20323 Damietta Dr(Eaglelite)\Existing Truss Analysis 20323 Damietta Dr.xlsx ,�i
• EXISTING MANUFACTURED FINK TRUSS
Project Address: 11/19/2014
20323 Damietta Dr
Walnut, CA 91789
TYPICAL TRUSS DESIGN LOADS ,� �, 1
DL=Top chord= 15 psf (D)8x5 PL
DL= Bottom Cord= 10 psf L�,;�
LL=Top chord 16 psf (B)4x4 P 4x4 PL
LL=Bottom chord 16 psf 8'
New Top Chord Dead Load
Concrete Tile 7.20 (A)6x L C 5x4 PL E 9x3 PL C 5x4 PL (G)6x5 PL
felt paper 0.4 L= 32
Piy'd 1.8 Howe Tuss
truss 3.0
ceiling 0.6
Misc. 0.5 Exist combined stress= 0.96 OK
New DL Upper Cord= 13.45 New combined stress = 1.18 OK
Check Combined axial forces in too chord
New Loads Existing Loads
Upper Chord 13.45 psf DL= 6 Upper Chord
Lower Chord 10 psf DL= 10 Lower Chord
Upper chord 16 psf LL= 16 Upper chord
Lower chord 10 psf LL= 10 Lower chord
New TL= 49 psf TL= 42 psf
Truss Spacing 24" o.c.
TL*(Spacing/12")= 98.91b/ft 841b/ft
Truss Span 32 ft
Reactions R1=R2= 1582.4 Ib R1=R2= 1344 Ib
Chord: b d
2x4 1.5 3.5 Horiz.Dist.
Max. chord span 7.5 ft 6.92 ft
Pitch 5 12 Cexist R= 1344
S=bh2/6= 3.1 in3 a= 22.62
A=b'h= 5.25 in2 T
Cnew= 1582.4 4114 Cexist= 1344 34941bs
Sina Sina
Mnew=wlZ/8= 2117.26 Ib-in M=w1z/8= 1581.66 Ib-in
fb=M/S= 691 psi fb=M/S= 516 psi
f�=C/A= 784 psi f�=C/A= 666 psi
Combined Stress fb ft
+ < 1.25
Fb F� �
where: �OQp,OfESS1pNq�
Fz= 1550 psi Douglas Fir-Larch Grade#1 or better ,`�,Q` �
f�=0.3E/K(I/d) = 862 psi > F�= 1000 psi , �
Repetitive Member Factor= 1.15 295 �
Combined stresses in chord member must be less than 1.25 for short term loading , � i
Exist.combined stress= 0.29 + 0.67 = 0.96 OK * �p� �
New combined stress = 0.39 + 0.79 = 1.18 OK
s�. civi� �P ;
F:�20323 Damietta Dr(Eaglelite)\Existing Truss Analysis 20323 Damietta Dr.xlsx qTFOf CAL�F���' f
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TRUSS GANG PLATE LOADS:
Computrus Truss Plates, ESR#2529
Node Node Loa Plate Plate capacity per square inch Check Plate
Number Lbs width height 108psi Adequacy
NODE A 530 6 x 5 6480 Adequate
NODE B 937 4 x 4 3456 Adequate
NODE C 963 5 x 4 4320 Adequate
NODE D 1034 8 x 5 8640 Adequate
NODE E 1467 9 x 3 5832 Adequate
Garage Truss, 20 ft
Node Node Loa Plate Plate capacity per square inch Check Plate
Number Lbs width height 108psi Adequacy
NODE A 1778 6 x 5 6480 Adequate
NODE B 1458 4 x 2 1728 Adequate
NODE C 1637 8 x 3 5184 Adequate
NODE D 1458 6 x 5 6480 Adequate
ESR -2529
Computrus Truss Plates, Inc.
31945 Cordyon Road
Lake Elsinore, CA 92530
951-245-9525
Allowable Load per Plate (pounds per square inch of plate contact area
C20 and C Dougla Fir-larch 108 psi I
Double Plates = Yes
At 45o capacity = 136 psi
Plate Dimonsions Single Doublel
Height Width Plate Capacity Plate Capacity
1 x 3 324 648
2 x 3 648 1296
3 x 3 972 1944
4 x 5 2160 4320
5 x 5 2700 5400
5 x 6 3240 6480
4 x 6 2592 5184
6 x 6 3888 7776
4 x 8 3456 6912
5 x 8 4320 8640 �
6 x 8 5184 10368
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ICC-ES Evaluation Report ESR-1900*
Reissued February 2014
This report is subject to renewal March 1, 2016.
www.icc-es.orq � (800)423-6587 � (562) 699-0543 A Subsidiary of the International Code Council�
DIVISION:07 00 00—THERMAL AND MOISTURE underside, which provide for mechanical attachment over
PROTECTION battens, or provide a stable foundation for nail attachment
Section:07 32 16—Concrete Roof Tiles to solid decking. Two nail holes are provided for low profile
tiles. Three nail holes are provided for medium and high
REPORT HOLDER: profile tiles.
EAGLE ROOFING PRODUCTS,A DIVISION OF Product designations, dimensions and installed dry
BURLINGAME INDUSTRIES,INC. weights are indicated in Table 1. Roof tile profiles are
3546 NORTH RIVERSIDE AVENUE illustrated in Figure 1.
RIALTO,CALIFORNIA 92377 3.2 Eaglelite�Tiles:
(909)822-6000 �
www.eaqleroofinq.com , Eaglelite tiles are produced in the same�ze, manner and
shapes as the conventional-weight Eagle tiles described
EVALUATION SUBJECT: in Section 3.1, except for substitution of lightweight
aggregates and additives for sand. Product designations,
EAGLE�AND EAGLELITE�INTERLOCKING CONCRETE dimensions and installed dry weights are indicated in
ROOFING TILES:CAPISTRANO,MALIBU,BEL AIR Table 1. Roof tile profiles are illustrated in Figure 1.
ESTATE,DOUBLE EAGLE BEL AIR,PONDEROSA, 4.0 INSTALLATION
DOUBLE EAGLE PONDEROSA,GOLDEN EAGLE, 4.1 General:
ARTISAN AND TAPERED ARTISAN
Installation of the Eagle�and Eaglelite�concrete roof tiles
7.0 EVALUATION SCOPE must be in accordance with the Concrete and Clay Roof
Compliance with the following codes: Tile Installation Manual for Moderate Climate Regions,
dated March 2010, published by the Tile Roofing Institute
■ 2012 and 2009 Intemational8uilding Code�(IBC) and Western States Roofing Contractors Association
■ 2012 and 2009 Intemational Residential Code�(IRC) (hereinafter referred to as the TRI/WSRCA installation
manual), and recognized in ICC-ES ESR-2015P,except as
Properties evaluated: otherwise noted in this report. This report and the
■ Fire classification TRI/WSRCA installation manual must be available at the
jobsite at all times during installation. The minimum roof
■ Weather resistance slope on which the roof tiles are installed must be 2'/2:12
■ Wind-uplift resistance (20.83%). Care must be taken during field installation to
ensure that horizontal joints are kept parallel to the eave
2.0 USES and vertical joints are at right angles to the eave in order to
The Eagle�and Eaglelite concrete roof tiles installed over ensure uniform contact between the tiles and proper fit.
solid sheathing are used as Class A roof coverings in All cracked and broken roof tiles must be replaced.
accordance with IBC Section 1505.2 and IRC Section Underlayment must comply with and be installed in
R902.1. accordance with IBC Section 1507.3.3 or IRC Section
R905.3.3, as applicable.
3.0 DESCRIPTION
4.2 Adhesive Set Systems:
3.1 Eagle�Tiles: The roof tiles may be installed with roof tile adhesives that
These roof tiles are interlocking extruded concrete roof are recognized in a current ICGES evaluation report for ,
I tiles composed of Type II portland cement, washed sand, use in concrete roofing tile applications. Installation of tiles
, and proprietary additives and comply with ASTM C1492. using these adhesive set systems must be in accordance
Mineral coloring oxides are mixed with the portland cement with the adhesive manufacturers ICC-ES evaluation
� and water for through-color or for surface application report.
following extrusion. All roof tiles are cured to reach 4.3 Fire Classification:
required strength before shipment. Tiles are manufactured
with 3/4-inch-wide (19 mm) interlocking sidelaps designed When installed in accordance with this report, the Eagle�
to resist surface water penetration and maintain proper and Eaglelite� concrete roof tiles are Class A roof
alignment. All tiles have protruding head lugs on the coverings in accordance with IBC Section 1505.2 and IRC
'Revised June 2014
lCGES Gvalva�ion Repor�s are no�to he cons�nmd as represen�ing aes�he�ics or any o�her anrihu�es no�specifiea!ly addresse�l nor are ihey ro be cons�n�ed �
us on endr�rsemenr oj�hc sabjec�of the repor�or a mcommenda�ion jor i�s ase.Therc is no warranty by!CC/:��ah�otion Service,/./,C,express or implied,as ��_� �
�o any finding or o�her maner in�his repor�,or as�o ony prodaci covered hy rhe report. �.r;.;�-;,,; ,,,,
G�'F<�NX'1
Copyright�2014
Page 1 of 4
, ESR-1900 � Most Widely Accepted and Trusted Page 2 of 4
Section R902.1.When roof tiles are installed with a roof tile as with new construction. When installation is over
adhesive, installation must be in accordance with existing spaced sheathing boards, underlayment
ESR-1709. complying with the requirements of the applicable code or
4.4 Wind Resistance: an underlayment recognized specifically for this type of use
in an ICC-ES evaluation report, installed with or without
4.4.1 2012 IBC: For ultimate design wind speeds (V„it) of battens, may be used. One layer of ASTM D226, Type II
130 mph (209 km/h) or less and mean roof heights of (No. 30)felt or approved equivalent underlayment must be
60 feet (18.3 m) or less, tiles must be installed in installed on the roof prior to application of tile. Details not
accordance with the prescriptive parameters of Table covered under this section are identical to those described
1507.3.7 of the IBC. For applications beyond these in Section 4.1.
prescriptive parameters, the tiles and the fastening 5.0 CONDITIONS OF USE
systems must be designed in accordance with Figure 1 of
ESR-2015P, Design Considerations for High Wind The Eagle�and Eaglelite�concrete roof tiles described in
Applications Under the 2012 IBC and IRC(ASCE 7-10). this report comply with, or are suitable alternatives to what
4.4.2 2012 IRC: For basic wind speeds of 100 mph is specified in, those codes listed in Section 1.0 of this
(161 km/h) or less and mean roof heights of 40 feet report,subject to the following conditions:
(12.2 m) or less, tiles must be installed in accordance with 5.1 The roof tiles must be installed in accordance with this
the prescriptive parameters of Section R905.3.7 of report, the applicable code and the TRI/WSRCA
the IRC. For applications beyond these prescriptive installation manual (ESR-2015P1. In case of a conflict
parameters, the tiles and the fastening systems must be between the installation manual and this report, this
designed in accordance with Figure 1 of ESR-2015P, report governs.
Design Considerations for High Wind Applications Under
the 2012 IBC and IRC(ASCE 7-10). 5.2 The roof decking and roof framing system must be
designed for the appropriate loads determined in
4.4.3 2009 IBC and IRC: For basic wind speeds accordance with the applicable code.
(3-second gust) of 100 mph (161 (kmh) or less and mean
roof heights of 60 feet (18 288 mm) or less for the IBC or 5.3 The tiles are limited to installation on roofs with a
40 feet (12 192 mm) or less for the IRC, tiles must be slope of 60 degrees or less from horizontal.
installed in accordance with the prescriptive parameters of Exception: Installation on roof slopes exceeding 60
Table 1507.3.7 of the IBC or Section R905.3.7 of the IRC, degrees from the horizontal require an approved wind
as applicable. For applications beyond these prescriptive clip on the bottom edge of each tile in addition to two
parameters, the tiles and the fastening systems must fasteners per tile.
be designed to withstand the aerodynamic wind uplift
moment in accordance with the section on Design 5.4 The Eagle�and Eaglelite�concrete tiles are produced
Considerations for High Wind Applications in Appendix B at the manufacturing facilities specified in Table 1
of the TRI/WSRCA installation manual (ESR-2015P). The under a quality control program with inspections by
generic required aerodynamic uplift moment,determined in ICC-ES.
accordance with Tables 5A through 6D of the TRI%WSRCA 6.0 EVIDENCE SUBMITTED
installation manual, must be multiplied by the tile factor
ratio in Table 2 of this report to obtain the required Data in accordance with the ICC-ES Acceptance Criteria
aerodynamic uplift moment for the specific roof tile being for Clay and Concrete Roof Tiles(AC180), dated February
installed. The allowab/e aerodynamic uplift moment for the 2012.
roof tile fastening system selected from Table 7A of the 7,0 IDENTIFICATION
TRIlWSRCA installation manual, must be equal to or
greater than the required aerodynamic uplift moment for Each Eagle field tile is imprinted with the EAGLE logo
� the specific roof tile being installed. (see Figure 2). Tiles produced at the Sumterville, Florida,
4.5 Reroofing: plant have the EAGLE logo and "FLORIDA"(see Figure 3)
imprinted on each field tile. Each Eaglelite tile is identified
Eagle� and Eaglelite�tiles may be installed over existing by the product name "Eaglelite" on a tag and a light-
asphalt shingles, provided the requirements set forth in colored strip across the headlap area. Each shipping pallet
IBC Section 1510 or IRC Section R907, as applicable, are must have a label bearing the Eagle Roofing Products
met. Damaged or rusted flashing must be replaced. name; the tile designation; manufacturing location and
Existing framing must be adequate for the additional load. address; color; quantity of tiles per pallet; production date;
Structural data verifying adequacy must be submitted to installed weight; and the evaluation report number
the code official. The existing roof must be inspected in (ESR-1900).
accordance with the requirements of the applicable code.
The roof classification is as noted in Section 4.3.
When reroofing wood shake roofs, existing shakes must i
be removed and solid decking and tile must be installed,
, ESR-1900�( Most Vliidely Accepted and Trusted Page 3 of 4
TABLE 1—TILE DIMENSIONS,INSTALLED WEIGHTS AND MANUFACTURING FACILITIES
DIMENSIONS� INSTALLED DRY WEIGHT'
TILE DESIGNATION PROFILE (inch) (ps� MANUFACTURING
FACILITY
LENGTH WIDTH Eagle� Eaglelite°D ���n,_/�
8.8 Sumterville,Florida U''.V
Capistrano High 9.0 5J - . Rialto 8�Stockton,Califomia G
9.0 -- Phoenix,Arizona U ���-
7.7 Sumterville,Florida
Malibu Medium �7 �23/g 9.03 5.5� Rialto&Stockton,California
9.03 r-- Phoenix,Arizona
Bel Air,Estate,Double Eagle Bel Air, Phoenix,Arizona 8
Ponderosa,Double Eagle Ponderosa, Flat(Low) 9 7 Sumterville,Florida
Golden Eagle,Artisan and Tapered
Artisan 9.7 7.2 Rialto&Stockton,California
For SI:1 inch=25.4 mm,1 psf=4.88 kg/mz.
'Installed dry weight is based on a 3-inch headlap.
ZAII dimensions are nominal.
TABLE 2—TILE FACTORS AND TILE FACTOR RATIOS
TILE DISIGNATION TILE(ft3;TOR TILE FACTOR RATIO'
Capistrano 1.463 1.040
Malibu 1.486 1.056
Bel Air,Estate,Double Eagle Bel Air,
Ponderosa,Double Eagle Ponderosa,Golden 1.468 1.043
Eagle,Artisan,Tapered Artisan
For SI:1 inch=25.4 mm
'Tile factor ratio=Tile factor/Base tile factor of 1.407 ft'.See Section 4.4.3 of this report and Appendix B of the TRI/WSRCA installation
manual for additional details.
� ESR-1900 1 •Most Widely Accepted and Trusfed Page 4 of 7
TABLE 3-REQUIRED AERODYNAMIC UPLIFT MOMENT,M,(ft-Ib)'-MALIBU TILES
EXPOSURE B-Gable 7°<9 s 27°(1'/,:12<g s 6:12)
Hip=25°<6 s 27°(5:12<B s 6:12)
Height(feet) Basic Wind Speed,V(mph-3-second gust)-Importance Factor=1.00
85 90 100 105 110 120 125 130 140 145 150
0-30 11.8 13.2 16.3 18.0 19.7 23.5 25.5 27.6 32.0 34.3 36.7
40 12.8 14.3 17.7 19.5 21.4 25.5 27.7 29.9 34.7 37.2 39.8
50 13.6 15.3 18.9 20.8 22.8 27.2 29.5 31.9 37.0 39.7 42.5
60 14.4 16.1 19.9 21.9 24.1 28.6 31.1 33.6 39.0 41.8 44.7
EXPOSURE B-Hip 7°<6 s 25°(1�/2:12<B S 5:12)
Height(feet) Basic Wind Speed,V(mph-3-second gust)-Importance Factor=1.00
85 90 100 105 110 120 125 130 140 145 150
0-30 8.8 9.9 12.2 13.5 14.8 17.6 18.1 20.7 24.0 25.7 27.5
40 9.6 10.8 13.3 14.6 16.1 19.1 20.8 22.4 26.0 27.9 29.9
50 10.2 11.5 14.2 15.6 17.1 20.4 22.1 23.9 27.7 29.8 31.8
60 10.8 12.1 14.9 16.4 18.0 21.5 23.3 25.2 29.2 31.4 33.6
EXPOSURE B-Gable 27°<B s 45°(6:12<6 s 12:12)
Height(feet) Basic Wind Speed, V(mph-3-second gust)-Importance Factor=1.00
85 90 100 105 110 120 125 730 140 145 150
0-30 7.2 8.1 10.0 11.0 12.1 14.4 15.6 16.8 19.5 21.0 22.4
40 7.8 8.8 10.8 11.9 13.1 15.6 16.9 18.3 21.2 22.8 24.3
50 8.3 9.3 11.5 12.7 14.0 16.6 18.0 19.5 22.6 24.3 26.0
60 8.8 9.8 12.2 13.4 14.7 17.5 19.0 20.5 23.8 25.5 27.3
EXPOSURE B-Monoslope 10°<9 s 30°(2'/8:12<g s 6'/e:12)
Height(feet) Basic Wind Speed,V(mph-3-second gust)-Importance Factor=7.00
85 90 100 105 170 120 725 130 140 145 150
0-30 12.8 14.3 17.7 19.5 21.4 25.4 27.6 29.9 34.6 37.2 39.8
40 13.9 15.5 19.2 21.2 23.2 27.6 30.0 32.4 37.6 40.3 43.2
50 14.8 16.6 20.4 22.5 24.7 29.4 31.9 34.6 40.1 43.0 46.0
60 15.6 17.4 21.5 23.7 26.1 31.0 33.7 36.4 42.2 45.3 48.5
For SI:1 foot=304.8 mm, 1 ft-Ib=1.356 N.m,1 mph=1.61 km/h.
'This table is based on a Tile Factor of 1.4860 ft'(0.0421 m').The Tile Factor has been determined from a multiplication of the exposed width
of the roof tile,the length of the roof tile and the moment arm of the roof tile.In this case,the exposed width and the length of the tile are
11.691 inches(297 mm)and 17 inches(432 mm),respectively.The table will provide conservative required aerodynamic wind uplift moments
for any roof tile that has a Tile Factor less than 1.4860 ft'(0.0421 m').
1 �
ESR-1900 I �Most Widely Accepted and Trusted Page 5 of 7
• TABLE 4-REQUIRED AERODYNAMIC UPLIFT MOMENT,M,(ft-Ib)'-FLAT PROFILE TILES
EXPOSURE B-Gable 7°<9 s 27°(1'/i:12<6 s 6:12)
Hip=25°<6s 27°(5:12<9s 6:12)
Height(feet) Basic Wind Speed,V(mph-3-second gust)-Importance Factor=1.00
85 90 100 105 110 120 125 130 140 145 150
0-30 11.6 13.1 16.1 17.8 19.5 23.2 25.2 27.2 31.6 33.9 36.3
40 12.8 14.2 17.5 19.3 21.2 25.2 27.3 29.6 34.3 36.8 39.4
50 13.5 15.1 18.6 20.6 22.6 26.9 29.1 31.5 36.6 39.2 42.0
60 14.2 15.9 19.6 21.7 23.8 28.3 30.7 33.2 38.5 41.3 44.2
EXPOSURE B-Hip 7'<6 s 25°(1'/z:12<6 S 5:12)
Height(feet) Basic Wind Speed,V(mph-3-second gust)-Importance Factor=1.00
85 90 100 105 110 120 125 130 140 145 150
0-30 8.7 9.8 12.1 13.3 14.6 17.4 18.9 20.4 23.7 25.4 27.2
40 9.5 10.6 13.1 14.5 15.9 18.9 20.5 22.2 25.7 27.6 29.5
50 10.1 11.3 14.0 15.4 16.9 20.1 21.9 23.6 27.4 29.4 31.5
60 10.6 11.9 14.7 16.2 17.8 21.2 23.0 24.9 28.9 31.0 33.2
EXPOSURE B-Gable 27°<9 s 45°(6:12<6 s 12:12)
Height(feet) Basic Wind Speed,V(mph-3-second gust)-Importance Factor=1.00
85 90 100 105 110 120 125 130 140 145 150
0-30 7.1 8.0 9.8 10.9 11.9 14.2 15.4 16.6 19.3 20.7 22.2
40 7.7 8.7 10.7 11.8 12.9 15.4 16.7 18.1 21.0 22.5 24.1
50 8.2 9.2 11.4 12.6 13.8 16.4 17.8 19.3 22.3 24.0 25.6
60 8.7 9.7 12.0 13.2 14.5 17.3 18.8 20.3 23.5 25.2 27.0
EXPOSURE B-Monoslope 10°<9 s 30°(2'/e:12<9 s 6'I8:12)
Height(feet) Basic Wind Speed,V(mph-3-second gust)-Importance Factor=7.00
85 90 100 105 710 120 125 130 140 145 150
0-30 12.6 14.1 17.5 19.2 21.1 25.1 27.3 29.5 34.2 36.7 39.3
40 13.7 15.4 19.0 20.9 22.9 27.3 29.6 32.0 37.2 39.9 42.7
50 14.6 16.4 20.2 22.3 24.4 29.1 31.6 34.1 39.6 42.5 45.5
60 15.4 172 21.3 23.5 25.8 30.6 33.3 36.0 41.7 44.7 47.9
For SI:1 foot=304.8 mm, 1 ft-Ib=1.356 N.m,1 mph=1.61 km/h.
, 3 3 i n f h x sed width
This table is based on a Tile Factor of 1.4863 ft (0.0421 m).The Tile Factor has been determined from a multiplicat o o t e e po
of the roof tile, the length of the roof tile and the moment arm of the roof tile. In this case, the exposed width and the length of the tile are
11.552 inches(293 mm)and 17 inches(432 mm),respectively.The table will provide conservative required aerodynamic wind uplift moments
for any roof tile that has a Tile Factor less than 1.4863 ft'(0.0421 m').
t �
� ESR-1900 I'Most W`dely Accepted and Trusted Page 6 of 7
TABLE 5-ALLOWABLE AERODYNAMIC UPLIFT MOMENT(ft-Ib) i
Tile designation:Capistrano
Fasteners 18/,2'Plywood Sheathing �9I3y'Plywood Sheathing Batten Installation
2-10d ring shank nails 28.6 41.2 26.8
1�8 screw 28.7 28.7 25.5
2-#8 screws 51.3 51.3 37.1
1-10d smooth or screw shank nails 11.3 13.0 8.2
2-10d smooth or screw shank nails 13.1 15.4 12.7
1-10 smooth or screw shank nails-field clip 29.3 29.3 24.4
1-10d smooth or screw shank nails-eave clip 35.5 35.5 29.4
2-10d smooth or screw shank nails-field clip 33.8 33.8 44.0
2-10d smooth or screw shank nail-eave clip 44.3 44.3 47.2
Tile designation:Malibu
2-10d ring shank nails 36.1 45.5 36.4
1-#8 screw 33.3 33.3 30.1
2-#8 screws 55.5 55.5 41.9
1-10d smooth or screw shank nails 12.9 15.2 8.7
2-10d smooth or screw shank nails 19.1 23.4 11.9
1-10 smooth or screw shank nails-field clip 30.5 30.5 29.6
1-10d smooth or screw shank nails-eave clip 25.2 25.2 27.5
2-10d smooth or screw shank nails-field clip 41.7 41.7 40.2
2-10d smooth or screw shank nails-eave clip 38.1 38.1 37.6
Tile designation:Flat Profile Tiles
2-10d ring shank nails 39.1 46.4 24.6
1-#8 screw 39.1 39.1 25.6
2-#8 screws 50.1 50.2 36.1
1-10d smooth or screw shank nails 13.5 16.0 10.1
2-10d smooth or screw shank nails 20.2 25.0 12.8
1-10 smooth or screw shank nails-field clip 30.5 30.5 29.6
1-10d smooth or screw shank nails-eave clip 25.2 25.2 27.5
2-10d smooth or screw shank nails-field clip 41.7 41.7 40.2
2-10d smooth or screw shank nails-eave clip 38.1 38.1 37.6
For SI: 1 inch=25.4 mm, 1 ft-Ib= 1.356 N.m.
General notes for Table 5:
'See the Note for Figure 1 for the hole that must be used when a single nail or screw is required.
ZRing shank must be 10d ring shank polymer coated galvanized steel nails [nominally 3 inches (76 mm) long, nominally 5/,6-inch-diameter ',
(7.9 mm)flat heads,nominally 0.121-inch(3.07 mm)shank diameters,and nominally 0.131-inch(3.33 mm)ring diameters].
'No. 8 screws must be coarse-threaded and 2'/Z-inch-long (64 mm), plastic-coated, galvanized steel wood screws [square drive, flat
countersunk head having a nominal diameter of 0.335 inch(8.51 mm),shank diameter of 0.131 inch(3.33 mm)and a screw thread diameter
of 0.175 inch(4.45 mm)]. il
`Smooth or screw shank nails must be 10d galvanized(mechanically plated complying with ASTM A 641,Class I)steel[nominally 3-inch-long
(76 mm),nominally 5/,6-inch-diameter-flat-head(7.9 mm),nominally 0.128-inch(3.25 mm)screws or screws with 0.131-inch(3.33 mm)smooth
shank diameter].
SWhen using eave and field clips,attachment of the tiles must be accomplished by a combination of nails and clips.Tiles must be nailed to the
sheathing or battens with one or two 10d galvanized nails (conforming to the requirements noted in Note 4 above) as indicated in the table.
Additionally, each tile must be secured with a 0.060-inch-thick (1.52 mm) and 0.5-inch-wide (12.7 mm) clip which is secured to plywood
sheathing or eave fascia, as appropriate,with a single nail per clip. For clips having more than one nail hole, place nail in the innermost nail
hole(the one closest to the upright of the clip).The following clip/nail combinations must be permitted:
a.Aluminum alloy clip with 1.25-inch(32 mm)HD galvanized roofing nail[0.128-inch(3.25 mm)shank diameter].
b.Galvanized steel deck clip with 1.25-inch(32 mm)HD galvanized roofing nail[0.128-inch(3.25 mm)shank diameter].
c. Stainless steel clip with 1.25-inch(32 mm)HD galvanized roofing nail[0.128-inch(3.25 mm)shank diameter].
bOn field clips,the clip position is appropriate for a tile head lap of 3 inches(76 mm).
'For eave clips,the clip position is appropriate for a'/�-(19.1 mm)to 2-inch(51 mm)overhang at the eaves.
BCorrosion-resistant roofing nails must have 0.124-inch (3.15 mm) shank diameters, 2'/2-inch (64 mm) length, and 0.395-inch (10.03 mm)
head diameters.
9When a single fastener is used,the nail hole nearest the tile overlap(far-right)must be used for the Flat and Mailbu profiles.The nail hole in
the right-hand pan must be used for the Capistrano profile.
� .
� � ESR-1900 I IVlost Wldely Accepfed and Trusted Page 7 of 7
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FIGURE 2—EAGLE ROOFING PRODUCTS LOGO FIGURE 3—FLORIDA LOGO