HomeMy WebLinkAboutUntitled (3) ryY"g City of Arcadia, CA \ PermitNo RALT-19-0858
Development Services Department D F q•°:ir Perminvn ppidential Addition/Alteration-
240 West Huntington Drive,Post Office Box 60021 ! Ai 'i I-{ ¢
Work lClass'cotton•'Res-Addition/Alteration
y Arcadia,CA 91066-6021
1 (626)574-5416 "- .-- . q' • PeimitStatus:Issued.
ARCADIA IssueDatei05/29/2019. Expiration:
Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number
1801 Elevado AVE Arcadia,CA 5765026009 I
Contacts
FUNG RESIDENCE Owner Kay Chen Applicant
1801 ELEVADO AVE
(626)676-6758
Description:REFRAME PORTION OF ROOF,REROOF HOUSE TO Valuation: $ 35,000.00 Tenant
MATCH PERMITED ADDITION AS APPROVED BY HOA A-17-19
Total Sq Feet: 0.00 Plan Check#19-858 Plan#46
Fees Amount Payments Amount Paid
Building Issuing Fee $47.01 Total Fees $1,114.98
Building Permit Fees $615.25 Cash/Receipt#REC-01347-19 $1,114.98
Building Plan Review Fee $399.92
Cal Green Plan Check $40.00 Amount Due: $0.00
Green Building Standard - $2.00
Solid Waste Management Fee $6.25Stron
Total:Motion Inst.Program Res $4.55
$1,114.98 IN COMPLETED
t,,,„ 4 leaF fh,6, 8.571 `— CALLS FOR INSPECTIONS
Request for inspection by telephone at 626-574-5450. Leave a message
Frr,'t �•/o •/9
requesting the address,timeframe and what inspection item is needed.
This permit/plan review expires by time limitation and becomes null and
void if the work authorized by the permit is not commenced within 180 days
from the date of issuance or if the permit is not obtained within 180 days
from the date of plan submittal.This permit expires and becomes null and
void if any work authorized by this permit is suspended or abandoned for 180
consecutive days or if no progressive work has been verified by a City of
Arcadia building inspector for a period of 180 consecutive days.
VI May 29, 2019
Issued By: Date
May 29,2019 Page 1 of 1
•F AR
d'uu"'at,4
:• 1 PERMIT/PLAN REVIEW APPLICATION
EiI*' Development Services Department, 240 West Huntington Drive,Post Office Box 60021
Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173
City of
Arcadia
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
❑ I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
Chapter 9(commencing with Section 7000,of Division 3 of the Business and
Professions Code,and my license is in full force and effect. ❑ I have and will maintain a certificate of consent to self-insure for workers'
License Class License No. Exp. Date compensation, as provided for by Section 3700 of the Labor Code, for the
Signature of Contractor performance of the work for which this permit is issued.
0' R-BUILDER DECLARATION ❑ I have and will maintain workers'compensation insurance,as required by Section
II I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit
License Law for the following reason(Section 7031.5,Business and Professions is issued.My workers'compensation insurance carrier and policy numbers are:
Code.Any city or county which requires a permit to construct,alter,improve, Carrier _
demolish,or repair any structure,prior to its issuance,also required the applicant Policy Number
for such permit to file a signed statement that he or she is licensed pursuant to the
provisions of the Contractors License Law(Chapter 9(commencing with Section
(This section need not be completed if the permit is for one hundred dollars or less)
7000)of Division 3 of the Business and Professions Code)or that he or she is
exempt there from and the basis for the alleged exemption. Any violation of I certify that in the performance of the work for which this permit is issued,I shall
Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should become subject to the
workers'compensation provisions of Section 3700 of the Labor Code,I shall
❑I, as owner of the property, forthwith comply with those provisions.
or my employees with wages as their sole 7(1
compensation,will do the work,and the structure is not intended or offered for
sale(Section 7044,Business and Professions Code:The Contractors License Date Signa
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(I)year of and shall subject an employer to criminal penalties and civil fines up to one
completion,the owner-builder will have the burden of proving that he or she hundred'.thousand dollars($100,000),in addition to the cost of compensation,
did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and
attorney's fees.
'0 I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project(Section 7044,Business and Professions
..e: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
•
JDate 5(� /a Signature ^�j i Lender's Address
IMPORTANT: APPLICATION IS HEREBY MAD A : i 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 <A / Ar Title 00.17/0/1 LCk//
PRINT NAME
I certify that I have read this application and state that the above information is co ct 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
Arcadia to enter u$on the above-mentioned property for ins$ection purposes. ' G�
Signature � a Date 5/�J`�f�l 7t 1
`s f0' a Cityof Arcadia, CA Permit Na ROOF-19-1519
c _
Development Services Department t *' I �+ Permi• t Type:Roof
r -re r ii t' r'
240 West Huntington Drive,Post Office Box 60021 �I I I Work Classi canon:Reroof-Residential
Arcadia,CA 91066-6021 4_J " i I ;,S i`i ! , fi
i (626)574-5416 " Permit Status!'Issued_
ARCADIA - Issue Date: 08/05/20191 Expiration:
Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number
1801 Elevado AVE Arcadia,CA 5765026009Il
Contacts
' FUNG RESIDENCE Owner Twenty First Century Roofing Contractor
1801 ELEVADO AVE 2408 Fairmount,La Crescenta,CA 91214
(818)248-0861 584315
Description:T/0 AND REROOF HOUSE AND ATTACHED GARAGE Valuation: $ 22,000.00 Tenant
WITH EAGLELITE,PONDEROSA,CLASS A TILE OVER EXISTING
SHEATHING,COLOR:#399 GRAY,HOA APPROVAL IN Total Sq Feet: 0.00 Plan Check# Plan#
ATTACHED,STRUCTURAL OBSERVATION ATTACHED -
Fees Amount Payments Amount Paid
Building Issuing Fee $47.01 Total Fees $490.91
Building Permit Fees $437.65 Cash/Receipt#REC-02022-19 $490.91
Solid Waste Management Fee $6.25 - -
Amount Due: $0.00
Total: $490.91 -
5iren- ,NG 81.5-19 c-- sea COMPLETED •
�fNA, /',0 /9 CALLS FOR INSPECTIONS
Request for inspection by telephone at 626-574-5450. Leave a message
requesting the address,timeframe and what inspection item is needed.
This permit/plan review expires by time limitation and becomes null and
void if the work authorized by the permit is not commenced within 180 days
from the date of issuance or if the permit is not obtained within 180 days
from the date of plan submittal.This permit expires and becomes null and
void if any work authorized by this permit is suspended or abandoned for 180
consecutive days or if no progressive work has been verified by a City of
Arcadia building inspector for a period of 180 consecutive days.
August 05, 2019
Issued By: Date
August 05,2019 Page 1 of 1
O AR
r, ' PERMIT/PLAN REVIEW APPLICATION
\ljj., Development Services Department,240 West Huntington Drive,Post Office Box 60021
Arcadia, CA 91066-6021, (626) 574-5416, Fax(626) 447-9173
City of .,
Arcadia
LICENSED CONTRACTOR'S DECLARATION •
WORKERS'COMPENSATION DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
Chapter 9(commencing with Section 7000,of Division 3 of the Business and
t
Professions Cod and my license is in full force and effect. I have and will maintain a certificate of consent to self-insure for workers'
License Class
Signature of Contractor ' 'License No. i�n7 1 5 Exp. Date r'' compensation, as provided for by Section 3700 of the Labor Code, for the
performance of the work for which this permit is issued.
OWNER-BUILDER DECLARATION I have and will maintain workers'compensation insurance,as required by Section
❑ I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit
License Law for the following reason(Section 7031.5,Business and Professions is issued.My workers'compensate insurance carrier and policy numbers are:
Code.Any city or county which requires a permit to construct,alter,improve, Carrier 5- t C flit to
demolish,or repair any structure,prior to its issuance,also required the applicant q 2
for such permit to file a signed statement that he or she is licensed pursuant to the Policy Number 1 7 l
provisions of the Contractors License Law(Chapter 9(commencing with Section (This section need not be completed if the permit is for one hundred dollars or less)
7000)of Division 3 of the Business and Professions Code)or that he or she is
exempt there from and the basis for the alleged exemption. Any violation of I certify that in the performance of the work for which this permit is issued,I shall
Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should become subject to the
workers'compensation provisions of Section 3700 of the Labor Code,I sh II
❑I, as owner of the property, or my employees with wages as their sole forthwith comply w h hose provisions.
compensation,will do the work,and the structure is not intended or offered for J
sale(Section 7044,Business and Professions Code:The Contractors License Date D/�/i 1 Signature / si,.w
Law does not apply to an owner of property who builds or improves thereon,
or who does such work himself or herself or through his or her own
employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers'Compensation coverage is unlawful,
sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal penalties and civil fines up to one
completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation,
did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and
attorney's fees.
0 I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project(Section 7044,Business and Professions
Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY
who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency
contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097,
Civil Code).
0 I am exempt under Section 7044,Business and Professions Code,for this reason:
Lender's Name
Date Signature Lender's Address
IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND
RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING:
I. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel.
2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings
and structures.
3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering
of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909)396-2000 for
further information. 9p4�J
arae�1�1-C (IVOO�(�Gd('�rl Title c) LOIA-Q.0
PRINT NAME
I certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner.
I agree to comply with all City ordinances and Sta Laws relating to building construction. I hereby authorize representatives of the City of
Arcadia to enter
upon the above-mention property or inspection purposes. /� /
ignature _ 7 Date 751 5// y
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STRUCTURAL CALCULATIONS
FOR
FUND RESIDENCE ROOF FRAMINO
1801 ELEVADO AVENUE
ESS/0411
ARCADIA, CALIFORNIA4��poEUNGye�
2019/04/20 i,tereg
*,pllRUC7c1 j�P��
A 0�
Job No. Sheet No. Rev.
r
Job The rung Residence Addtbn Drg.Ref.
Lcad Take Off Made by CV Date 4202e1B
Roof
Item Gravity
Roofing Lightweight cement tile 10.0
Sheathing 15/37 plywood 1.5
Misc 1.5
E Superimposed DL 13.0 pe
ive load
Roof 20.0 pet(reducible)
WIND FORCES
There are three prescribed methods for deriving wind loads under the ASCE/SEI 7-10 as follows:
1. Method 1:Chapter 27: Directional procedure for buildings of all heights
2. Method 2: Chapter 28: Envelope procedure for low rise buildings
3. Method 3: Chapter 31:Wind tunnel procedure for any building or other structure
Methods 2 has certain criteria that must be met in order for a building to qualify for the use of the method in
determining wind loads
Method 3 is not required for this project.
The wind loads determination method that was used for this structure is per ASCE/SEI 7-10 chapter 28(Method
2). Design wind pressure for the main wind force-resisting system (MWFRS) and components and cladding
were calculated using the following parameters:
• Basic wind speed: V= 110 mph
• Exposure category: C
• Velocity pressure exposure coefficient: K:= 0.85
• Wind directionality factor: Ka=0.85
• Topographic factor: Kit= 1.0
2
STRUCTURAL MATERIALS
• Wood
o Douglas Fir Larch No.2 Grade,UNO.
CODES AND REFERENCES
• 2016 California Building Codes
• ASCE/SEI 7-10 — Minimum Design Loads for Buildings and Other Structures
• MDS-2012 National Design Specification for Wood Construction with 2012 Supplement and Addendum
• ANSI/AF&PA SDPWS-08 Special Provision for Wind and Seismic
-
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Wood Beam
DESCRIPTION: 2x12 Roof Rafter
CODE REFERENCES
Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set:IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.Oksi
Fc-Fri! 1,350.0 psi Eminbend-xx 580.Oksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Fv 180.0 psi
Fl 575.0 psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
v > D(0.0260)Lr(0.040) 8 6
ag 2x12 ?1 2x4
t Span=18.50 ft «r ran=2.250 fr
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans: D=0.0130, Lr=0.020 ksf, Tributary Width=2.0 ft
DESIGN SUMMARY Design OK
(Maximum Bending Stress Ratio = 0.864 1 Maximum Shear Stress Ratio = 0.748 : 1
Section used for this span 2212 Section used for this span 2x4
Ib:Actual = 1,117.22 psi fv:Actual = 168.21 psi
FB:Allowable = 1,293.75 psi Fv:Allowable = 225.00 psi
Load Combination +D+Lr+H,U.Comb Run(Li Load Combination +O+Lr+H,LL Comb Run(LL)
Location of maximum on span = 9.198ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span ill Span#where maximum occurs = Span#2
Maximum Deflection
Max Downward Transient Deflection 0.374 In Ratio= 594>=180
Max Upward Transient Deflection -0.144 in Ratio= 374>=180
Max Downward Total Deflection. 0.641 In Ratio= 346>=120
Max Upward Total Deflection -0.228 in Ratio= 236>=120
Overall Maximum Deflections
Load Combination Span Max.-•Defl Location in Span Load Combination Max.'4"Defl Location In Span
+0+Lr41,U.Comb Run(L') 1 0.6415 9.302 0.0000 0.000
2 0.0000 9.302 +D+Lr++f,LL Comb Run(1 -0.2277 2.250
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support l Support 2 Supporta
Overall MAximum 0.641 0.805
Overall MiNlmum 0265 0.465
+13+11 0.271 0.339
+D+L+H,LL Comb Run('L) 0.271 0.339
+D-411,LL Comb Run(L') 0.271 0.339
+D+L-'H,LL Comb Run 04 0.271 0.339
Project Tile:
•
Engineer: Prolent ID:
Project Descr:
Wood Beam
• Lica#:KW-06008828
Description: 2x12 Roof Rafter
Vertical Reactions Support notation:Far left Is#1 Values in KIPS
Load Combination Support 1 Support 2 Supporta
+O+Lr+H,LL Comb Run('L) 0.239 0.373
LL Comb Run(L') 0.489 0.556
+D+Lr+H,LL Comb Run(LL) 0.485 0.620
+D+S+H 0.242 0.309
+1/+0.750Lr+0.750L+H,LL Comb Run(' 0.240 0.357
+0+0.750Lr+0.750L+H,LL Comb Run(L 0.427 0.494
+D•0.750Lr+0.750L+H,LL Comb Run(L 0.424 0.542
+11.0.750L+0.750S+H,LL Comb Run('L 0.242 0.309
+O+0.750L+0.750S+H,LL Comb Run(L' 0242 0.309
+11+O.750L+0.750S+H,LL Comb Run(LL 0.242 0.309
+0+0.60W+H 0.242 0.309
+0+0.70E+H 0.242 0.309
+D+0.750Lr+0.750L+0.450W+H,LL Comb 0.240 0.357
+D+0.750Lr+O.750L+0.450W+H,LL Comb 0.427 0.494
+0+0.750Lr+0.750L+0.450W+H,LL Comb 0.424 0.542
+O+O.750L+0.750S+O.450W4I,LI.Comb 0.242 0.309
+O+0.750L+0.7508.0.450W+H,LI.Comb 0.242 0.309
+D+0.750L+0.750S+0.450W+H,LL Comb 0242 0.309
+1110.750L+0.7505+0.5250E+14,LL Comb 0.242 0.309
+D+0.750L+0.7505+0.5250E+H,LL Comb 0.242 0.309
+D+0.750L+0.7505+0.5250E+H,LL Comb 0.242 0.309
+0.60D+0.60W+0.60H 0.145 0.186
+0.6011.0.70E+0.60F1 0.145 0.186
D Only 0.242 0.309
Lr Only,LL Comb Run('L) -0.004 0.064
Lr Only,LL Comb Run(Li 0247 0.247
Lr Only,LL Comb Run(LL) 0.243 0.310
L Only,LL Comb Run('L)
L Only,LL Comb Run(L')
L Only,LL Comb Run(LL)
S Only
W Only
E Only
H
Only
5
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Wood Beam
DESCRIPTION: 2x8 Roof Rafter
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi
Fc-Pdl 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
D(0.0260;Lr(0.040)
1 e a v b
g 2X8 Z 2x8 g 2X4
R I Span=11.250 ft Span=7.250 ft ran=2.250
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans: 0=0.0130, U=0.020 ksf, Tributary Width=2.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.4821 Maximum Shear Stress Ratio = 0.532 : 1
Section used for this span 2x8 Section used for this span 2x4
fb:Actual = 748.98 psi N:Actual = 119.61 psi
FB:Allowable = 1,552.50 psi Fv:Allowable = 225.00 psi
Load Combination +D+Lr+H,LL Comb Run(LL7 Load Combination +D+Lr+H,LL Comb Run(LL')
Location of maximum on span = 11.250ft Location of maximum on span = 0.0008
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#3
Maximum Deflection
Max Downward Transient Deflection 0.061 in Ratio= 890>=180
Max Upward Transient Deflection -0.026 in Ratio= 2072>=180
Max Downward Total Deflection 0.084 in Ratio= 642>=120
Max Upward Total Deflection -0.044 in Ratio= 1997>=120
Overall Maximum Deflections
Load Combination Span Max.'-'Defl Location in Span Load Combination Max.'+'Deft Location in Span
+13-its-141,LL Comb Run(L'L) 1 0.2028 5.200 0.0000 0.000
2 0.0000 5.200 +D+Lr+H,LL Comb Run(L'L) -0.0436 3.046
+O+441,LL Comb Run(L'L) 3 0.0841 2.250 0.0000 3.046
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support l Support 2 Support 3 Support 4
Overall MAXimum 0.323 0.809 0.365
Overall MINimum 0.183 0.462 0.184
+D+H 0.130 0.328 0.127
+D+L+H,11 Comb Run CI) 0.130 0.328 0.127
+O+L+H,LL Comb Run('L') 0.130 0.328 0.127
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Wood Beam
Lic.K:K W-06008828
DESCRIPTION: 2(8 Roof Rafter
Vertical Reactions Support notation:Far left Is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
+D4L.H,LL Comb Run('U.) 0.130 0.328 0.127
+0+L+H,LL Comb Run(L") 0.130 0.328 0.127
+04L+H,LL Comb Run(L'L) 0.130 0.328 0.127
+O+L+H,LL Comb Run(LL') 0.130 0.328 0.127
4041.41,LL Comb Run(LLL) 0.130 0.328 0.127
+D+Lr+H,LL Comb Run("L) 0.132 0.310 0.234
404 r41,LL Comb Run('L') 0.121 0.497 0.258
4D4Lr4 1,LL Comb Run('LL) 0.123 0.478 0.365
4D4Lr4H,LL Comb Run(L") 0.321 0.640 0.074
+041r+H,LL Comb Run(L'L) 0.323 0.622 0.181
+044.r41,U.Comb Run(LL') 0.312 0.809 0.205
+044.r+H,LL Comb Run(LLL) 0.313 0.790 0.312
1D-S+H 0.130 0.328 0.127
4040.750Lr40.750L4H,LL Comb Run(' 0.131 0.314 0.208
+D+0.750Lr40.750L.H,LL Cora Run(' 0.123 0.454 0.226
+040.750Lr+0.750L+H,LL Comb Run(` 0.124 0.441 0.306
40+0.750Lr+0.750L+H,LL Comb Run(L 0.273 0.562 0.088
4040.750Lr40.750L+H,LL Comb Run(L 0.274 0.549 0.168
+040.750Lr+0.750L+H,LL Comb Run(L 0.266 0.689 0.186
4040.750Lr40.750L+H,LL Comb Run(L 0.268 0.675 0.266
+0+0.750L40.7506+H,LL Comb Run(" 0.130 0.328 0.127
4040.750L40.750S4H,LL Comb Run('L 0.130 0.328 0.127
+040.750L40.750S+H,LL Comb Run('L 0.130 .0.328 0.127
4040.750L40.7506+H,LL Comb Run(L' 0.130 0.328 0.127
4040.750L+0.750S4H,LL Comb Run(L' 0.130 0.328 0.127
4040.750L40.750S4H,LL Comb Run(LL 0.130 0.328 0.127
41)40.750L40.750S+H,LL Comb Run(LI. 0.130 0.328 0.127
4040.60W.H 0.130 0.328 0.127
4040.70E.11 0.130 0.328 0.127
+040.750Lr+0.750L40.450W.H,LL Comb 0.131 0.314 0.208
4040.750Lr40.750L40.450W+H,LL Comb 0.123 0.454 0.226
+040.750Lr40.750L40.450W4 1,LL Comb 0.124 0.441 0.306
+D40.750Lr40.750L40.450W4H,LL Comb 0.273 0.562 0.088
4D+0.750Lr+0.750L40.450W4H,LI.Comb 0.274 0.549 0.168
40+0.750Lr40.750L40.450W44-1,LL Comb 0.266 0.689 0.186
+040.750Lr+0.750L+0.450W+1-1,LL Comb 0.268 0.675 0.266
+0+0.750L+0.750540.450W4H,LL Comb 0.130 0.328 0.127
40+0.750L40.750340.450W4H,LL Comb 0.130 0.328 0.127
41/.0.750L40.750540.450W.H,LL Comb 0.130 0.328 0.127
.0+0.750L40.750840.450W4H,LL Comb 0.130 0.328 0.127
+0+0.750L40.750540.450W+H,LL Comb 0.130 0.328 0.127
+0+0.750L40.750540.450W4H,LL Comb 0.130 0.328 0.127
+D+0.750L-.0.7508+0.450W4H,LL Comb 0.130 0.326 0.127
4040.750L40.750540.5250E41-1,LL Comb 0.130 0.328 0.127
40.0.750L40.7505+0.5250E+H,LL Comb 0.130 0.328 0.127
+0+0.750L40.750640.5250E+1-1,LL Comb 0.130 0.328 0.127
411.0.750L-'0.7505.0.5250E41,LL Comb 0.130 0.328 0.127
40.0.750L40.750540.5250E41,LL Comb 0.130 0.328 0.127
+040.750L40.750540.5250E4I,LL Comb 0.130 0.328 0.127
411,0.750L40.7505+0.5250E+H,LL Comb 0.130 0.328 0.127
40.60040.60W-0.60H 0.078 0.197 0.076
40.60D40.70E-'0.60H 0.078 0.197 0.076
D
Only 0.130 0.328 0.127
Lr Only,LL Comb Run("L) 0.002 -0.018 0.107
Lr Only,LL Comb Run('L') -0.009 0.168 0.131
Lr Only,LL Comb Run('LL) -0.007 0.150 0.237
Lr Only,LL Comb Run(L") 0.191 0.312 -0.053
if Only,LL Comb Run(L'L) 0.193 0.294 0.054
Lr Only,LL Comb Run(LL') 0.182 0.481 0.078
Lr Only,LL Comb Run(LLL) 0.183 0.462 0.184
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Title Block Line 6 Printed:20 APR 2019, 7:37PM
Wood Beam
DESCRIPTION: 2x8 Roof Rafter
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support1 Support2 Support3 Support4
L Only,LL Comb Run("L)
L Only,LL Comb Run('L')
L Only,LL Comb Run('LL)
L Only,LL Comb Run(L")
L Only,LL Comb Run(LI)
L Only,LL Comb Run(LL')
L Only,LL Comb Run(LLL)
S Only
W Only
E Only
H Only
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Title Block Line 6 Printed:20 APR 2019, 7:38PM
Wood Beam
Lic.#:KW-06008828
DESCRIPTION: 2x6 Roof Rafter-Garage
CODE REFERENCES
Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination 113C 2015 Fb- 900.0 psi Ebend-xx I,600.0ksi
Fc-Pdl 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft- 575.0 psi- Density 31.210pbf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
D(0.0260)Lr(0.040)
0 0 0 - - -_---a
" _.. 2x6 �{ 2x4
Span=10.50 ft I,l Span=2.250 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans... .
Uniform Load on ALL spans: D=0.0130, Lr=0.020 ksf, Tributary Width=2.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.849 1 Maximum Shear Stress Ratio = 0.437 : 1
Section used for this span 2x6 Section used for this span 2x4
fb:Actual = 1,428.37 psi N:Actual = 98.35 psi
FB:Allowable = 1,681.88 psi Fv:Allowable = 225.00 psi
Load Combination +D+Lr.H,LL Comb Run(Li Load Combination +D+Lr+H,LL Comb Run(LL)
Location of maximum on span = 5.162ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2
Maximum Deflection
Max Downward Transient Deflection 0.332 in Ratio= 379>=180
Max Upward Transient Deflection -0.225 in Ratio= 238>=180
Max Downward Total Deflection 0.537 in Ratio= 234>=120
Max Upward Total Deflection -0.336 in Ratio= 160>=120
Overall Maximum Deflections
Load Combination Span Max. -Defl Location In Span Load Combination Max.'4 Dell Location in Span
.O+Lr+H,LL Comb Run(L') 1 0.5374 5.221 0.0000 0.000
2 0.0000 5.221 .D+Lr+H,LL Comb Run Q. -0.3365 2.250
Vertical Reactions Support notation:.Far left is#1 Values in KIPS
Load Combination Support1 Support2 Support3
Overall MAXimum 0.349 0.523
Overall MINimum 0.200 0.310
.D+H 0.139 0.213
.D.L.H,U.Comb Run('L) 0.139 0.213
.D.L.H,LL Comb Run(L') 0.139 0.213
.O+L.H,LL Comb Run(LL) 0.139 0.213
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• Title Block Line 6 Printed:20 APR 2019, 7:38PM
Wood Beam
• Lic.#:KW.06006828
DESCRIPTION: 2x6 Roof Rafter-Garage
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
+0+Lr*H,U.Comb Run('L) 0.130 0.313
+D+Lr+H,LL Comb Run(L') 0.349 0,423
+D+Lr+H,LL Comb Run(LL) 0.340 0.523
+D+S+H 0.139 0.213
+D+0.750Lr+0.750L+H,U.Comb Run(' 0.132 0.288
4D+0.750Lr40.750L+H,LL Comb Run(L 0.297 0.371
+D+0.750Lr+0.750L+H,LL Comb Run(L 0.290 0.446
+0+0.750L40.750S4H,LL Comb Run('L 0.139 0.213
+D40.750L+0.750StH,LL Comb Run(L' 0.139 0.213
411.0.750L+0.750S+H,LL Comb Run(LL 0.139 0.213
4040.60W.H 0.139 0.213
+0+0.70E41-1 0.139 0.213
+D+0.750Lr+0.750L+0.450W+H,LL Comb 0.132 0.288
+D+0.750Lr+0.750L+0.450W+H,LL Comb 0.297 0.371
+D+0.750Lr+0.750L+0.450W+H,LL Comb 0.290 0.446
+0+0.750L40:750S+0.450W+H,LL Comb 0.139 0.213
+040.750L+0.7505+0.450W+H,LL Comb 0.139 0.213
+0+0.750L+0.750S+0.450W4H,LL Comb 0.139 0.213
4D+0.7501_+0.7503+0.5250E41,LL Comb 0.139 0.213
+11.0.750L40.7505+0.5250E+H,LL Comb 0.139 0.213
+D+0.750L+0.7505+0.5250E+H,LL Comb 0.139 0.213
+0.60D40.60W40.60H 0.084 0.128
40.60040.70E+0.60H 0.084 0.128
D Only 0.139 0.213
Lr Only,LL Comb Run('L) -0.010 0.100
Lr Only,LL Comb Run(L') 0.210 0.210
Li Only,LL Comb Run(LL) 0.200 0.310
L Only,LL Comb Run('L)
L Only,LL Comb Run(L')
L Only,LL Comb Run(LL)
S Only
W Only
E Only
H Only
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Title Block Line 6 Printed:20 APR 2019, 7:38PM
Wood Beam
Lic.#:KW-06008828
DESCRIPTION: 4x Replacement Beam
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2,900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-16 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi
Fc-Prll 2,900.0 psi Eminbend-xx 1,016.54 ksi
Wood Species :Trus Joist Fc-Perp 625.0 psi
Wood Grade : Parallam PSL 2.0E Fv . 290.0 psi
Ft 2,025.0 psi Density 45.070pcf
Beam Bracing : Beam bracing is defined Beam-by-Beam
Unbraced Lengths
Span#1,Fully Braced
D(0.134125)Lr(0.185)
(v v o o (Iv
3.5x9.25
Span=18.250 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight-calculated and added to loads
Uniform Load: D=0.01450, Lr=0.020 ksf, Tributary Width=9.250 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.909 1 Maximum Shear Stress Ratio = 0.384 : 1
Section used for this span 3.5x9.25 Section used for this span 3.5x9.25
(b;Actual = 3,295.74psi fv:Actual = 139.20 psi
FB:Allowable = 3,625.00 psi Fv:Allowable = 362.50 psi
bad Combination +D+Lr+H bad Combination +D+Lr+H
Location of maximum on span = 9.125ft Location of maximum on span = 0.000ff
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 1.006 in Ratio= 217>=180
Max Upward Transient Deflection 0.000 in Ratio= 0<180
Max Downward Total Deflection 1.790 in Ratio= 122>=120
Max Upward Total Deflection 0.000 in Ratio= 0<120
Overall Maximum Deflections
Load Combination Span Max."Defl Location in Span Load Combination Max. Dail Location in Span
+O+Lr4l 1 1.7904 9.192 0.0000 0.000
Vertical Reactions Support notation:Far left is 41 Values in KIPS
Load Combination Support 1 Support 2
Overall MAximum 3.004 3.004
Overall MINimum 1.688 1.688
+041 1316 1.316
+D+L+H 1.316 1.316
+D+Lr+H 3.004 3.004
+0+84 1.316 1.316
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Tine Block Line 6 Printed:20 APR 2019, 7:38PM
Wood Beam
.
DESCRIPTION: 4 Replacement Beam
Vertical Reactions Support notation:Far left Is#1 Values in KIPS
Load Combination Support 1 Support 2
+1:1+0.750Lr.0.750L.1t 2.582 2.582
.D.0.750L.0.750S.H 1.316 1.316
.D.0.60W.H 1316 1.316
0 0.750Ln0.450W.H 2.582 2.582
.1.1.0.7505.0.450W41 1.316 1.316
40.60D.0.60W+O.60H 0.790 0.790
+D+0.70E.0.60H 1.316 1.316
.D.0.750L.0.750.6.0.5250E.H 1.316 1.316
.O.60D.0.70E.H 0.790 0.790
D Only 1.316 1.316
Lr Only 1.688 1.688
L Only
S Only
W Only
E Only
H Only