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PLBG (9906-142)LICENSED CONTRACTOR DECLARATION 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 Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date f '1461,59 C42 - 02i29i20t Date -9 G.� •.; Signature of Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Section , B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided. for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ( )� I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier Policy No. (This section nedTnoF0e completed if the permit valuation Is for $100.00 or less). ( ) I certify that in the performance 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 workers' 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 forthwith comply with those provisions. Date: -, A, & — Applicant { • I F�> G• t------------ �11Varning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set. forth on his application. 1. Each person upon whose behalf this application is made &.each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property -for inspection purposes. Signature (Owner/Agent) ` � � Date .� jr�_• BUILDING PERMIT PERMIT# DATE VALUATION LOT "06-142 TRACT 1 JOB'SITE r APN ADDRESS 52-995 AVLWIDA iVlfJ(3r D07.A 773-332'021 OWNER CONTRACTOR / DESIGNER / ENGINEER MS EVANGELINA VALENCIA ECONO SENVER SERVICE $2.885 AVENiDA. IvIENDOZA. 540,35 C,ABAZON PLD, INI -D10, CA 9220.1 LA QUINTA Cil 92253 PALM DESERT CA 92^6'I 0/60)346-2793 CBL#i 34* USE OF PERMIT fh 4p Tni s '"TIC ABANDON - SEZVEt2 CONNECTiON - LOW -MOD PROJECT(99.04) CONTRA;C T' .AMO NT PERMIT FEE SUMMARY � -- NAIMINO VC,0 •-- SEWER 101-000-419-000 $30.00 ja JUN 2 21999 SUB-TUDA1., CONSTRUMON PIAN CI ECT 4 $30.00 LESS ME -PAW FE ot3,(3G TOT A% PE1RIMI`t' FEFLS DIf E NOW $30.00 r V), RECEIPT DATE BY ' 1 ) D T FI D INSPECTOR / '/ INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K to Wrap F.A.U. Framing Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final Final BLOCKWALL APPROVALS POOLS - SPAS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Neater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances Final Final Utility Notice (Gas) 1 ELECTRICAL APPROVALS Temp. Power Pole; Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) COMMENTS: Project: 2x4truss-gutierrez Phong Truong, SUN STRONG STRUCTURAL May 08, 2015 F:\SC 15-05052-UnitedField-52885-Gutierrez\ Result Cases Extreme Rows Only) Result Case Name Design Group Results Design Group: Wood -Beam X_G01 per NDS 2012 ASD Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir -Larch Members Included (6): BmX005, 13mX001, BmX002, BmX003, BmX004, BmX006 Strona Flexure Check Checks Member Name Result Case Demand fbz Ksi Capacity Fbz Ksi Code Ref. Unity Check , BMX005 D+.6H -0.008 1.334 3.3-1 0.01 OK BmX001 D+.6H 0.076 1.334 3.3-1 0.06 OK BmX002 D+.6H -0.008 1.334 3.3-1 0.01 OK BmX003 D+.6H -0.008 1.334 3.3-1 0.01 OK BmX004 D+.6H •-0.008 1.334 3.3-1 0.01 OK BmX006 D+.6H 0.076 1.334 3.3-1 0.06 OK Strona Shear Check Member Name Result Case Demand fvz Ksi Capacity Fvz Ksi Code Ref. Unity Check BmX005 D+.75(L+.6W+Lr) A -Y -0.001 0.288 3.4-2 0.00 OK BmX001 D+.75(L+.6W+Lr) n -Y -0.003 0.288 3.4-2 0.01 OK BmX002 D+.75(L+.6W+Lr) »-Y -0.001 0.288 3.4-2 0.00 OK BmX003 D+.75(L+.6W+Lr) »-Y -0.001 0.288 3.4-2 0.00 OK BmX004 D+.75(L+.6W+Lr) p -Y -0.001 0.288 3.4-2 0.00 OK BmX006 D+.6H 0.003 0.162 3.4-2 0.02 OK Design Group: Wood -Column -G02 per NDS 2012 ASD Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir -Larch Members Included (5): C01-005, C01-004, C01-003, COL002, COL001 Axial Check Member Name Result Case Demand fa Ksi Capacity Fa Ksi Code Ref. Unity Check COL005 D+.6H 0.000 1.464 3.6.3 0.00 OK COL004 D+.6H 0.000 1.080 3.6.3 0.00 OK COL003 D+.6H 0.000 0.618 3.6.3 0.00 OK COL002 D+.6H 0.000 0.911 3.8.1 0.00 OK COL001 D+.6H 0.000 0.911 3.8.1 0.00 OK Design Group: Wood -Roof X_G03 per NDS 2012 ASD Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1 \Douglas Fir -Larch Members Included (8): RBX001, RBX002, RBX005, RBX004, RBX003, RBX006, RBX007, RBX008 Combined Check Member Result Code Unity Name Case Ref. Check RBX001 D+.6H 3.9 -2 -Strong 0.15 OK Page 1 VisualAnalysis 11.00.0004 (www.iesweb.com) Member Name Result Case Demand fa Ksi Project: 2x4truss-gutierrez Code Ref. Unity Check Phong Truong, SUN STRONG STRUCTURAL May 08, 2015 0.003 F:\SC15-05052-UnitedField-52885-Gutierrez\ 3.6.3 0.00 OK RBX002 D+.6H 3.9 -2 -Strong 0.12 OK - RBX005 .6D+.6W u -Y 3.9 -2 -Strong 0.18 OK RBX004 D+.6H 3.9 -2 -Strong 0.12 OK RBX003 D+.6H 3.9 -2 -Strong 0.12 OK RBX006 D+.6H 3.9 -2 -Strong 0.15 OK Axial Check 3.6.3 _ 0.00 OK Member Name Result Case Demand fa Ksi Capacity Fa Ksi Code Ref. Unity Check RBX001 D+.6H 0.003 0.606 3.6.3 0.00 OK RBX002 D+.6H 0.003 0.734 3.6.3 0.00 OK RBX005 D+.6W N -Y 0.004 0.801 3.6.3 0.01 OK RBX004 D+.6W »-Y 0.003 0.801 3.6.3 _ 0.00 OK RBX003 D+.6H 0.003 0.734 3.6.3 0.00 OK RBX006 .6D+.6W ))-Y 0.003 0.644 3.6.3 0.01 OK RBX007 D+.6H 0.000 0.477 3.6.3 0.00 OK RBX008 D+.6H 0.000 0.477 3.6.3 0.00 OK Strona Flexure Check Member Name Result Case Demand fbz Ksi Capacity Fbz Ksi Code Ref. Unity Check RBX001 D+.6H -0.196 1.333 3.3-1 0.15 OK RBX002 D+.6H -0.156 1.333 3.3-1 0.12 OK RBX005 .6D+.6W u -Y 0.422 2.335 3.3-1 0.18 OK RBX004 D+.6H -0.156 1.333 3.3-1 0.12 OK RBX003 D+.6H - -0.156 1.333 3.3-1 0.12 OK RBX006 .6D+.6W »-Y -0.224 2.335 3.3-1 0.10 OK RBX007 D+.6H 0.013 1.333 3.3-1 0.01 OK RBX008 D+.6H 0.013 1.333 3.3-1 0.01 OK Strona Shear Check Member Name Result Case Demand fvz Ksi Capacity Fvz Ksi Code Ref. Unity Check RBX001 D+.75(L+.6W+Lr) ))-Y -0.017 0.288 3.4-2 0.06 OK RBX002 D+.75(L+.6W+Lr) »-Y 0.015 0.288 3.4-2 0.05 OK RBX005 .6D+.6W »-Y 0.042 0.288 3.4-2 0.14 OK RBX004 .6D+.6W n -Y 0.024 0.288 3.4-2 0.08 OK RBX003 D+.75(L+.6W+Lr) »-Y 0.015 0.288 3.4-2 0.05 OK RBX006 .6D+.6W »-Y -0.018 0.288 3.4-2 0.06 OK RBX007 D+.75(L+.6W+Lr) »-Y 0.001 0.288 3.4-2 0.00 OK RBX008 D+.75 L+.6W+Lr »-Y 0.001 0.288 3.4-2 0.00 OK Design Group: Wood -V Brace -G04 per NDS 2012 ASD Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir -Larch Members Included (2): V001, V002 Axial Check Member Result Demand fa Capacity Fa Code Unity Name Case Ksi Ksi Ref. Check V001 D+.6H 0.000 0.390 3.6.3 0.00 OK V002 D+.6H 0.000 0.390 3.6.3 0.00 OK Strona Flexure Check Member Result Demand fbz . Capacity Fbz Code Unity Name Case Ksi Ksi Ref. Check V001 D+.6H 0.014 1.331 3.3-1 0.01 OK V002 D+.6H 0.014 1.331 3.3-1 0.01 OK Page 2 VisualAnalysis 11.00.0004 (www.iesweb.com) Prbject: 2x4truss-gutierrez Phong Truong, SUN STRONG STRUCTURAL May 08, 2015 F:\SC 15-05052-UnitedField-52885-Gutierrez\ Strona Shear Check Member Result Demand fvz Capacity Fvz Code Unity Name Case Ksi Ksi Ref. Check V001 D+.75(L+.6W+Lr) v -Y -0.001 0.288 3.4-2 0.00 OK V002 D+.75 L+.6W+Lr ))-Y -0.001 0.288 3.4-2 0.00 OK t Page 3 VisualAnalysis 11.00.0004 (www.iesweb.com) 5/8/2015 SEISMIC WEIGHT COMPARISON / ANALYSIS (PER CHAPTER 34) Solar Panel Type = Solar World-250 Total # of Panels = 8 panels Panel Weight = 46.7 lbs Total Weight, W = 373.60 lbs Existina Roof Story Weight Considered in Seismic Design (Wood Framed Building With Comp. Shingle Roof & Stucco Exterior) Building Section Considered Dimensions = 30 feet x 40 feet (8 feets wall height) Roof Area Considered Dimensions = 33 feet x 43 feet (18 inches roof overhang) Comp. Roofing .12 psf x 1 roof x 33 ft long x 43 ft long = 17,028 lbs Ext. Walls (Long.) 15 psf x 2 walls x 40 ft long x 4 ft high = 4,800 lbs Ext. Walls (Trans.) 15 psf x 2 walls x 30 ft long x 4 ft high = 3,600 lbs Int. Walls (Drywall) 10 psf x 2 walls x 15 ft long x 4 ft high = 1,200 lbs Total Roof Story Weight, Sw = 26,628 lbs Total Percentage of Panel Weight vs. Total Exlsting Roof Seismic Weight, AW Aw = [Pw + Sw] x 100 % _ [ 373.6 lbs + 26,628 lbs ] x 100 = 1 % < 10% [OK] T , -Project: 2x4truss-gutierrez Phong Truong, SUN STRONG STRUCTURAL May 08, 2015 F:\SC 15-05052-UnitedField-52885-Gutierrez\ Member Extreme Results Member Fx Ic V Ic Vz Ic Mx Ic M Ic Mz Ic K K K K -ft K -ft K -ft BMX001 0.000 34 -0.015(37) -0.000(34) 0.000 34 -0.000(34) -0.022(37) BmX001 0.000 37 -0.004(34) -0.000(34) 0.000 34 4000 34 0.034 37 BmX002 -0.000(37) -0.004(37) -0.000(34) 0.000 34 -0.000(34) -0.004(37) BmX002 -0.000(34) 0.004 37 -0.000(34) 0.000 34 -0.000(34) 0.002 37 BmX003 0.000 34 -0.004(37) -0.000(34) 0.000 34 -0.000(34) -0.004(37) BmX003 0.000 37 0.004 37 -0.000(34) 0.000 34 -0.000(34) 0.002 37 BMX004 0.000 34 -0.004(37) -0.000(34) 0.000 34 -0.000(34) -0.004(37) BmX004 0.000 37 0.004 37 -0.000(34) 0.000 34 -0.000(34) 0.002 37 BmX005 -0.000(37) -0.004(37) -0.000(34) 0.000 34 -0.000(34) -0.004(37) BmX005 -0.000(34) 0.004 37 -0.000(34) 0.000 34 -0.000(34) 0.002 37 BmX006 -0.000(34) -0.013(34) -0.000(34) 0.000 34 -0.000(34) -0.036(34) BmX006 -0.000(37) -0.001(37) -0.000(34) 0.000 34 -0.000(34) 0.015 34 COL001 -0.001(37) 0.000 34 -0.000(34) 0.000 34 -0.000(34) 0.000 34 COL001 0.001 37 0.000 37 -0.000(34) 0.000 34 -0.000(34) 0.000 37 COL002 -0.003(37) 0.000 34 -0.000(34) 0.000 34 -0.000(34) 0.000 34 COL002 0.003 37 0.000 37 -0.000(34) 0.000 34 -0.000(34) 0.000 37 COL003 -0.004(37) 0.000 37 -0.000(34) 0.000 34 -0.000(34) 0.000 34 COL003 0.004 37 0.000 34 -0.000(34) 0.000 34 -0.000(34) 0.000 34 COL004 -0.003(37) -0.000(37) -0.000(34) 0.000 34 -0.000(34) -0.000(37) COL004 0.003 37 -0.000(34) -0.000(34) 0.000 34 -0.000(34) 0.000 34 COL005 -0.001(37) 0.000 37 -0.000(34) 0.000 34 -0.000(34) 0.000 34 COL005 0.001 37 0.000 34 -0.000(34) 0.000 34 -0.000(34) 0.000 34 RBX001 -0.024(37) -0.090(37) -0.000(34) 0.000 34 -0.000(34) -0.087(37) RBX001 0.024 37 0.069 37 -0.000(34) 0.000 34 -0.000(34) 0.045 37 RBX002 -0.024(37) -0.080(37) -0.000(34) 0.000 34 -0.000(34) -0.069(37) RBX002 0.024 37 0.080 37 -0.000(34) 0.000 34 -0.000(34) 0.035 37 RBX003 -0.024(37) -0.080(37) -0.000(34) 0.000 34 -0.000(34) -0.069(37) RBX003 0.024 37 0.080 37 -0.000(34) 0.000 34 -0.000(34) 0.035 37 RBX004 -0.024(37) -0.066(37) -0.000(34) 0.000 34 -0.000(34) -0.054(37) RBX004 0.034 34 0.129 34 -0.000(34) 0.000 34 -0.000(34) 0.051 34 RBX005 -0.036(37) -0.098(37) -0.000(34) 0.000 34 -0.000(34) -0.108(34) RBX005 0.061 34 0.223 34 -0.000(34) 0.000 34 -0.000(34) 0.188 34 RBX006 -0.026(34) -0.097(34) -0.000(34) 0.000 34 -0.000(34) -0.100(34) RBX006 0.026 37 0.079 37 -0.000(34) 0.000 34 -0.000(34) 0.090 34 RBX007 -0.001(37) -0.005(37) -0.000(34) 0.000 34 -0.000(34) 0.000 34 RBX007 0.001 37 0.005 37 -0.000(34) 0.000 34 -0.000(34) 0.006 37 RBX008 -0.001(37) -0.005(37) -0.000(34) 0.000 34 -0.000(34) -0.000(34) RBX008 0.001 37 0.005 37 -0.000(34) 0.000 34 -0.000(34) 0.006 37 V001 -0.003(37) -0.004(37) -0.000(34) 0.000 34 -0.000(34) -0.000(34) V001 0.003 37 0.004 37 -0.000(34) 0.000 34 -0.000(34) 0.006 37 V002 -0.003(37) -0.004(37) -0.000(34) 0.000 34 -0.000 34 -0.000(34) V002 0.003 37 0.004 37 -0.000 34 0.000 34 , -0.000(34) 0.006 37 Project: 2x4truss-gutierrez Phong Truong, SUN STRONG STRUCTURAL May 08, 2015 F:\SC 15-05052-UnitedField-52885-Gutierrez\ Model Summary Structure Type: Space Frame 12 Nodes, and 6 Degrees of Freedom 21 Member Elements The model is linear. The model will have 6 unique mode shapes. The size of the model is: 30 ft, in the X direction 4.500 ft, in the Y direction 0 It, in the Z direction Load Cases Load Case Design Checks Seismic Type Results (34).6D+.6W » -Y Allowable (ASD) -NA- Yes (37)D+.6W n -Y Allowable (ASD) -NA- Yes Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ Scissor? ft ft ft ft BmX001 FS2x4 N001 0.000 0.000 0.000 Yes Yes Yes No No No No N002 5.000 1.500 0.000 Yes Yes Yes Yes Yes Yes No N003 10.000 3.000 0.000 Yes Yes Yes Yes Yes Yes No N004 15.000 4.500 0.000 Yes Yes Yes Yes Yes Yes No N005 20.000 3.000 0.000 Yes Yes Yes Yes Yes Yes No N006 25.000 1.500 0.000 Yes Yes Yes Yes Yes Yes No N007 30.000 0.000 0.000 Yes Yes Yes No No No No N008 5.000 0.000 0.000 Yes Yes Yes Yes Yes Yes No N009 10.000 0.000 0.000 Yes Yes Yes Yes Yes Yes No N010 15.000 0.000 0.000 Yes Yes Yes Yes Yes Yes No N011 20.000 0.000 0.000 Yes Yes Yes Yes Yes Yes No N012 25.000 0.000 0.000 Yes Yes Yes Yes Yes Yes No Member Elements Member Section Material (1)Node (2)Node Length Rz1 Rz2 One Way Framing ft BmX001 FS2x4 Douglas Fir -Larch N001 N008 5.000 Rigid Rigid Normal(2-way) Beam BmX002 FS2x4 Douglas Fir -Larch N008 N009 5.000 Rigid Rigid Normal(2-way) Beam BmX003 FS2x4 Douglas Fir -Larch N009 N010 5.000 Rigid Rigid Normal(2-way) Beam BmX004 FS2x4 Douglas Fir -Larch N010 N011 5.000 Rigid Rigid Normal(2-way) Beam BmX005 FS2x4 Douglas Fir -Larch N011 N012 5.000 Rigid Rigid Normal(2-way) Beam BmX006 FS2x4 Douglas Fir -Larch N012 N007 5.000 Rigid Rigid Normal(2-way) Beam COL001 FS2x4 Douglas Fir -Larch N008 N002 1.500 Free Free Normal(2-way) Column COL002 FS2x4 Douglas Fir -Larch N009 N003 3.000 Free Free Normal(2-way) Column COL003 FS2x4 Douglas Fir -Larch N010 N004 4.500 Free Free Normal(2-way) Column COL004 FS2x4 Douglas Fir -Larch N011 N005 3.000 Free Free Normal(2-way) Column COL005 FS2x4 Douglas Fir -Larch N012 N006 1.500 Free Free Normal(2-way) Column RBX001 FS2x4 Douglas Fir -Larch N001 N002 5.220 Rigid Rigid Normal(2-way) Beam RBX002 FS2x4 Douglas Fir -Larch N002 N003 5.220 Rigid Rigid Normal(2-way) Beam RBX003 FS2x4 Douglas Fir -Larch N003 N004 5.220 Rigid Rigid Normal(2-way) Beam RBX004 FS2x4 Douglas Fir -Larch N004 N005 5.220 Rigid Rigid Normal(2-way) Beam RBX005 FS2x4 Douglas Fir -Larch N005 N006 5.220 Rigid Rigid Normal(2-way) Beam RBX006 FS2x4 Douglas Fir -Larch N006 N007 5.220 Rigid Rigid Normal(2-way) Beam RBX007 FS2x4 Douglas Fir -Larch N002 N009 5.220 Free Free Normal(2-way) Beam RBX008 FS2x4 Douglas Fir -Larch N011 N006 5.220 Free Free Normal(2-way) Beam V001 FS2x4 Douglas Fir -Larch N003 N010 5.831 Free Free Normal(2-way) Bracin V002 FS2x4 Douglas Fir -Larch N010 N005 5.831 Free Free Normal(2-way) Bracin Page 1 VisualAnalysis 11.00.0004 (www.iesweb.com) 2x4truss-gutierrez SUN STRONG STRUCTURAL, Phong Truong May 08, 2015:01:13 PM Load Case: D IES VisualAnalysis 11.00.0004 TRUSS DEAD LOADING 2x4truss-gutierrez SUN STRONG STRUCTURAL, Phong Truong May 08, 2015; 01:13 PM Load Case: W-Y IES VisualAnalysis 11.00.0004 TRUSS UPLIFT WIND LOADING FROM ANCHORS S7 KUU i URAL Structural. Solutions for All Your Solar Needs Structural Calculations for SOLAR PANEL SYSTEM CONNECTIONS at: 52885 AVENIDA MENDOZA LA QUINTA, CA 92253 Job # 15. 05052 (Evangelina Gutierrez) Prepared For: UNITED FIELD REMODELING, INC. 17514 Ventura Blvd. # 206 Encino, CA 91316 (818) 748-2300 Design Criteria 1- Code: CALIFORNIA BLDG CODE 2013 / ASCE 7-10 2- Wind: ,110 MPH, Exposure: C 3- Wood Species: Douglas Fir Larch (G = 0.5) Notice: Use restrictions of these calculations. The attached Calculations are valid only when bearing original signature hereon, photocopy is void. Contractor/Client to verify existing dimensions/conditions prior to construction. The use of these calculations is solely intended for the above mentioned project. 949.254.27511 nwtruong@yahoo.com 21308 PATHFINDER RD. SUITE 220, DIAMOND BAR, CA 91765 5/8/2015 JUN 01 20 CITY Or LA. `ommut4ITV LbL 7 WIND LOADING ANALYSIS - Roof Components and Cladding Per ASCE 7-10 Code for Bldgs. of Any Height with Gable Roof 0 <= 45° or Monoslope Roof 9 <= 30 Using Part 1 & 3: Analytical Procedure Section 30.4 & 30.6 Job Name: IGutierrez Residence Subject: I Wind Analysis for 1 -Story Building Job Number. S15-05052 Originator I I Checker. Input Data: r Wind Speed, V = 110 mph (Wind Map, Figure 26.5 -1A -C) Bldg. Classification = II (Table 1-1 Occupancy Category) Exposure Category = C (Sect. 26.7) B Ridge Height, hr = 12.87 ft. (hr - he) Eave Height, he = 8.00 ft (he <= hr) Building Width = 30.00, ft. (Normal to Building Ridge) Building Length = 40.00 ft. (Parallel to Building Ridge) L Roof Type = Gable (Gable or Monoslope) Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1) Plan Direct. Factor, Kd = 0.85 ' (Table 26.6) Enclosed? (Y/N) Y (Sect. 28.6-1 & Figure 26.11-1) Hurricane Region? N 8 Component Name = Fastener (Purlin, Joist, Decking, or Fastener) hr Effective Area, Ae = 141.44 ft.112 (Area Tributary to C&C) h he Overhangs? (Y/N) N (if used, overhangs on all sides) L Resultina Parameters and Coefficients: Elevation Roof Angle, 0 = 18.00 deg. Mean Roof Ht., h = 10.44 ft. (h = (hr+he)/2, for roof angle >10 deg.) Roof External Pressure Coefficients, GCp: GCp Zone 1-3 los. = 0.30 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 1 Neg. _ -0.80 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 2 Neg. _ -1.20 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 3 Neg. _ -2.00 (Fig. 30.4-2A, 30.4-213, and 30.4-2C) Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1): _ +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = 0.18 1 (negative internal pressure) If z <= 15 then: Kz = 2.01 *(1 5/z)^(2/a) , If z > 15 then: Kz = 2.01 *(z/zg)^(2/a) (Table 30.3-1) Cc =E9L5O(Table 26.9-1) zg =(Table 26.9-1) Kh =(Kh = Kz evaluated at z = h) Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh = 22.35 psf qh = 0.00256*Kh*Kzt*Kd"V^2 (qz evaluated at z = h) Design Net External Wind Pressures (Sect. 30.4 & 30.6): For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf) For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qh for roof qi = qh for roof (conservatively assumed per Sect. 30.6) . 5/8/2015 1:01 PM �� , . ;: �. �. �,� �- ,' ;- �� , . ;: s. Roof Components and Cladding: 1a —- �+ ! 7 J 3 3 i ! 20 43) � k t f 3 2 ! ! 2 ! , 0 <= 7 deg. 7 deg. < 0 <= 27 deg. 27 deg. < 0 <= 45 deg. Roof Zones for Buildinas with h <= 60 ft. (for Gable Roofs <= 450 and Monoslope Roofs <= 30) , I a I L _ I � � ROOF PLAN Roof Zones for Buildings with h > 604L (for Gable Roofs <=10° and Monoslope Roofs <= 3°) TYPICAL PROFILE: E ADEQUACY CHECK OF LAG SCREWS ALONG EXISTING FRAMING DUE TO WIND FORCES (HOUSE) Wind Pressure, P Legend: 1 . Existing 2x4 Truss Chord. 2. Solar Panel Track Rail. 3. 5/16 " 9 Lag Screw w/ Min. 2.5" Penetration into Rafter. Uplift from Solar Panel Wind Forces, U Design Wind Pressure, P = -30.84 psf (See Attached Wind Analysis) Trib. Depth for Each Rail, Td= 2.7 ft (5.4 ft + 2) " Screw Anchor Spacing, S = _ 4 ft (max.) Resisting Weight of Panels, D = Td x S x 3 = 32.4 lbs Uplift force on Each Screw, U = P x Td x S -D _ -300.67 lbs (Upwards) Check Adequacy of Lag Screw for Pull -Out Uplift Resistance Provided by 5/16 " 4p Lag Screw w/ Min. 2.5" Penetration into Rafter. Penetration into Douglas Fir Larch Member Per NDS (Table 11.2A) = 266 lbs/in Allowable Uplift Load, Ua = 1.6 x 2.5 x266 = 1,064 lbs > U = 300.7 lbs [OK] Existinq Trusses Member Check , Truss Span = 30 ft Roof Dead Load = 12 psf Panel Dead Load = 3 psf - Total Dead Load, DL = 15 psf x 2 feet (Trib.) = 30.0 psf Screw Uplift Loads, W = 300.67 lbs (Max. 4 Anchors/Stand-offs on Truss) *See attached Enercalc Output for Analysis Results