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PMT16-00117 City of Menifee Permit No. PMT16-00117 29714 HAUN RD. li �C Wjj/> MENIFEE, CA 92586 Type: Residential Addition MENIFEE Date Issued: 04/26/2016 PERMIT Site Address: 25871 THISTLETOWN CT, MENIFEE, CA Parcel Number: 358-233-011 92584 Construction Cost $15,000.00 Existing Use: 1 &2 Family Residence Proposed Use: Description of CONSTRUCT CUSTOM WOOD PATIO COVER 660 SQ FT W/ELECTRICAL Work: Owner Contractor GEOFFREY KAISER ALOHA POOL&DESIGN 25871 THISTLETOWN CT 41083 SANDALWOOD CIRCLE STE I MENIFEE,CA 92584 MURRIETA, CA 92562 Applicant Phone:9514539728 MARK KLINGSPORN License Number: 965927 41083 SANDALWOOD CIRCLE STE I MURRIETA, CA 92562 Fee Description Qttv Amount IS) Receptacle, Switch,Outlet&Fixture 17 196.00 Building Permit Issuance 1 27.00 Deck/Patio, non-standard 1 133.00 Inspections not specified 258 258.14 Additional Plan Review Building 104 103.51 GREEN FEE 1 1.00 SMIP RESIDENTIAL 1 2.00 General Plan Maintenance Fee-Building 1 6.65 General Plan Maintenance Fee-Electrical 1 9.80 $737.10 The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and specifications or from preventing builiding operations being carried on thereunder when in violation of the Building Code or of any other ordinance of City of Menifee.Except as otherwise stated,a permit for construction under which no work is commenced within six months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be forfeited. AA Bldg_Permit_Template.ipt Page 1 of 1 CITY OF MENIFEE LICENSED DECLARATION property who builds or improves thereon,and who contracts forthe projects I hereby affirm under penalty of perjury that I am under provisions of with a licensed contractors)pursuant to the Contractors State License Law). Chapter9(commencing with section 7000)of Division 3 of the Business and ❑I am exempt from licensure under the Contractor's State License Law for Professions Code and my license is in full for and e/ff�6 ect.. the following reason: License Class Uc se No.'Z !2 By my signature below I acknowledge that,except for my personal residence Expires �� Signature in which l must have resided for at least one year prior to completion of Improvements covered by this permit.I cannot legally sell a structure that I WORKER'S COMPENSATION DECLARA N have built as an owner-builder If it has not been constructed in its entirety by ❑I hereby affirm under penalty of perjury one of the following declarations:I licensed contractors.I understand that a copy of the applicable law,Section have and will maintain a certificate of consent of self-insure for worker's 7044 of the Business and Professions Code,is available upon request when compensation,issued by the Director of Industrial Relations as provided for this application is submitted or at the following website: by Section 3700 of the Labor Code,for the performance of work for which this permit is issued. www.leeinfo.ca.eov/calaw.html. Policy# Date ❑I have and will maintain worker's compensation insurance,as required by ��-� P��RttttOPERTY OWNER OR AUTHORIZED AGENT section 3700 of the Labor Code,for the performance of the work for which Cryny my signature below I certify to each of the following:I am the property this permit is issued.My worker's compensation Insurance carrier and policy /owner fae ed to act on the property owner's behalf.I have read this number are: applicae information I have provided is correct.I agree to comply with al city and county ordinances and state laws relating to Cartier buildingion.l authorize representatives of this city or county to Policy# Expires enter tdentified prope for i ..purposes. (This section need not to be completed is the permit is for one-hundred Date rrd�-ollars($100)or less PROPE WNER OR AUTHORIZED AGENT certify that in the performance of the work for which this permit is issued, t.� kI all not em I ny persons in any manner so as to become subject to the CITY BUSINESS LICENSE# J O J worker's compe tion laws of California,and agree that if I should become HAZARDOUS MATERIAL DECLARATION subject to the ers compensation provisions of Section 3700 of the Labor Code,I shall fo h vith comply with sep isl� Will the applicant or future building occupant handle hazardous material or a Applicant Date mixture containing a hazardous material equal to or greater that the amounts specified on the Hazardous Materials Information Guide? WARNING:FA RE TO SECURE WORKER'S COMPENSATION COVERAGE IS ❑Yes111400 UNLAWFUL,A SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES Will the i tended use of the building by the applicant or future building AND CIVIL FINES UPTO ONE HUNDRED THOUSAND DOLLARS($100,000),IN occupant require a permit for the construction or modification from South ADDITION TO THE COST OF COMPENSATION,DAMAGES AS PROVIDED FOR Coast Air Quality Management District(SCAQMD)?See permitting checklist IN SECTION 3706 OF THE LABOR CODE,INTEREST,AND ATTORNEYS FEES forgui lines CONSTRUCTION LENDING AGENCY ❑Yes 'qNo I hereby affirm that under the penalty of perjury there is a construction will the proposed building or modified facility be within 1000 feet of the lending agency for the performance of the work which this permit is issued outer 1pundary of a school? (Section 3097 Civil Code) ❑Yes o OWNER BUILDER DECLARATIONS I have re d the Hazardous Material Information Guide and the SCAQMD permitting checklist.I understand my requirements under the State of I hereby affirm under penalty of perjury that I am exempt from the California Contractor hazardous s License Law for the reasons)indicated below by the Health al Safety Cade,Section 25505 and 25534 concerning rdo hus material reporting. checkmark(s)I have placed next to the applicable Rem(s)(Section 7031.5 oyes ❑�o Business and Professions Code).Any city or county that requires a permit to Date construct,alter,improve,demolish or repair any structure,prior to its PROPERTY OWNER OR AUTHORIZED AGENT issuance,also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State EPA RENOVATION,REPAIR AND PAINTING(RRP) License Law(Chapter 9(commencing with Section 7000)of Division 3 of the The EPA Renovation,Repair and Painting(RRP)Rule requires contractors Business and Professions Code)or that he or she is exempt from licensure receiving compensation for most work that disturbs paint in a pre-1978 and the basis for the alleged exemption.Any violation of section 7031.5 by Tesidence or childcare facility to be RRP-certifled firms and comply with an Applicant for a permit subjects the applicant to a civil penalty of not more required practices.This Includes rental property owners and property than($500). managers who do the paint-disturbing work themselves or through their ❑I,as owner of the property,or my employee with wages as their sole employees.For more information about EPA's Renovation Program visit: compensation,will do( )all of or( I portion of the work,and the structure is www.eoa.gov/lead or contact the National Lead Information Center at not intended or offered for sale.(Section 7044,Business and Professions 1-800.424-LEAD(5323). Code;The Contractors State License Law does not apply to an owner of a ❑An EPA Lead-Safe Certified Renovator will be responsible for this project property who,through employees'or personal effort,builds or improves the property provided that the improvements are not intended or offered for Certified Firm Name: sale.If,however,the building or improvement is sold within one year of Firm Certification No.: completion,the Owner-Builder will have the burden of proving that it was not built or improved for the purpose of sale. ❑No EPA Lead-Safe Certified Firm Is required for this project because: ❑1,as owner of the property am exclusively contracting with licensed contractors to construct the project(Section 7044,Business and Professions Code:The Contractors State License Law does not apply to an owner of a If your project does not comply with EPA RRP rule please fill out the RRP Acknowledgement. 2587/ JTii��/�7(Byy C�- -- - ' �vJeyi�� 9as48 Structural Design Calculations City of Menifee Basis of Design Builaing & Safety Dept. Project Name: /4::21 ram% 7k7+-L QC��,vCr— (2013 CBC/ASCE 7-10) APR 0 6 2016 Die: 42 . is. 157 Roof Dead Load Floor Dead Load — /q/-4 Roof GTi/e) /e=psf Received Roorcovering 1.0 psf Sheathing 1.5 Sheathing 23 Framing 25 Framing 3.0 Clg. /�_0 Og.&Insul- 4.0 Misc. 2.0 MLsc. 1.7 Total ZQpsf Total 12.0 Live Loads Wall Dead Load Roof(Reducible) 20 psf Interior 10 psf Floor 40 psf r /-j,A Exterior 16 psf Deck 40 psf Concrete Strength @ 28 days: F'c=2,500 psi Concrete Masonry Block.Grade"W, F'm=1,500 psi;Grout=2,000 psi;Mortar Type"S'=1,800 psi Reinforcing Steel: A635 Grade 40 for#4 and smaller,Grade 60 for#5 and larger. Structural Steel: A36(U_N.O.) "Now* q==&* Lumber- Douglas Fr-Larch `V Joists.#2 or better n r Q Beams and Posts:#1ig I� 1 Studs 2x4#2;8'—9'high or less t .g�fc �1P� 2x4#1;IT—0'high or less 2x6#2;12'—W to 18'—W high OL- io��3 BeamChek✓2013 licensed to:D/D Reg#t3551-66922 Kaiser Res. Date: 12/18115 RR @ 24"o.c. Lu= 1.0 Ft Selection 2x 8 DF-L#2 Conditions NDS 2012, Repetitive Use Min Bearing Area R1=0.5 in= R2=0.5 in2 (1.5)DL Defl= 0.09 in 180 If Data Beam Span 9.0 ft Reaction 1 LL 180# Reaction 2 LL 324# Beam Wt per ft 0# Reaction 1 TL 324# Reaction 2 TL Bm Wt Included 0# Maximum V 281 # Max Moment 729 W Max V(Reduced) TL Max Defl L/240 TL Actual Defl L 1635 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in ) Shear(rr2) TL Defl(in) LL Defl Actual 13.14 10.88 0.17 0.08 Critical 5.69 1.87 0.45 0.30 OK OK OK OK Status 26% Ratio 43% 17% 38% Fb(psi) Fv(psi) E six mil Fc1(psi) Values Reference Values 900 180 1.6 625225 1.6 625 Ad.11usted Values 1536 Adjustments CF Size Factor 1.200 Cd Duration 1.25 125 Cr Repetitive 1.15 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9895 Rb=8.92 Le=2.06 Ft Loads Uniform LL:40 Uniform TL- 72 =A Uniform Load A R1Z324 E22=324 SPAN=9 FT Uniform and partial uniform loads are Ibs per lineal ft. 2 -r-/3 BeamCftek v20131icensed to:D/D Reg#8551-66922 Kaiser Res. Date:12123/15 CJ @ 24-O.C. Lu= 1.0 Ft Selection 2x 6 DF-L#1 Conditions NDS 2012,Repetmve Use Min Bearing Area Rl=0.3 in' R2=0.3 in= (1.5)DL Defl= 0.28 in 125# 12.5 ft Reaction 1 LL 125# Reaction 2 LL Data Beam Span 200# Reaction 2 TL 200# cti Beam Wt per ft 0# Reaon 1 TL Bm Wt Included 0# Mardmum V 200# Max Moment 625 7f Max V(Reduced) i a5# TL Max Defl L/240 TL Actual Deft L/254 LL Max Dell L/360 LL Actual Defl L/483 Shear(W) TL DO(in) LL Defl Attributes Section('^� 0.59 0.31 Actual 7.56 825 5.05 1.54 0.63 0.42 Status OK OK OK OK Status Ratio 67% 19% 94% 74% Fb sl Fv(ps) E(psi x mil)) Fc-L(psi) 180 1.7 625 Values Reference Values 1000 180 1 7 625 Ad'usted Values 1485 Adiustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9932 Rb=7.77 Le=2.06 Ft Loads Uniform LL:20 Uniform TL 32 =A Untfonn Load A R2R2=2200 R1 =200 SPAN= 12.5 FT Uniform and partial uniform loads are Ibs per lineal ft. �i��2 BeamChek v20131icensed to.D/D Reg#8551-66922 Kaiser Res. Date: 12116/15 RBI Lu= 1.0 Ft Selection 6x 14 DF-L#1 Conditions NDS 2012 Min Bearing Area R1=5.1 in' R2=5.1 im' (1.5)DL Defl= 0.43 in Data LMoment 19.0 ft Reaction 1 LL 1501 # Reaction 2 LL 1501 # ft 18.04# Reaction 1 TL 3164# Reaction 2 TL 3164# d 343# Maximum V 2�g# 15029 Yt Max V(Reduced) L/240 TL Actual Deft L 1334 L/360 LL Actual Defl L 1889 Shear(nz) TL Defl(in) LL DO Attribu[es Section(ink 0.26 Actual 167.06 7425 0.68 0.63 Critical 108.86 19.69 OK OK Status OK OK Ratio 65% 27% 72% 40% Fb(pso Fv( s) E psi x mil Fc psi 170 1-6 625 Values Reference Values 1350 1 6 625 Adjusted Values 1657 213 Adjustments CF Size Factor 0.983 Cd Duration 1.25 1.25 Cr Repetitive 1-00 Ch Shear Stress N/A Cm Wet Use 1.00 1-00 1.00 1.00 Cl Stabil'dy 0.9987 Rb=3.32 Le=2.06 Ft Loads Uniform LL: 158 Uniform TL 315 =A Uniform Load A 0 3164 R1 =3164 SPAN=19 Fr Uniform and partial uniform loads are Ibs per lineal It. 3/6¢ t 202E CA?IL �_ st50�— 3.46 r+ BeamChek v2013 licensed to:D/D Reg#8551�6922 Kaiser Res. Date: 12/16/15 RB2(Ridge) Lu=1.0 Ft Selection 6x 1 12 DF-L# Conditions NDS 2012 Min Bearing Area R1=4.3 in' R2=4.3 ir2 (1.5)DL Defl= 0.59 in Data LBeamSpan 19.0 ft Reaction 1 LL 1283# Reaction 2 LL 1283# 15.37# Reaction 1 TL2711 # Reaction 2 TL 2711# d 292# Maximum V 2711 # 12877 W Max V(Reduced) 2438# L/240 TL Actual Defl L/241 L 1360 LL Actual Defl 643 Attributes Section(in.) Shear Grp TL Defl(n) LL Defl Actual 121.23 63.25 0.95 0.35 Critical 91.68 17.21 0.95 0.63 Status OK OK OK OK Ratio 76% 27% 100% 56% Fb(psi) Fv( SO E(psi x mil) Fc1(psi) Values Reference Values 1350 213 1.5 625 1 6 625 Adiusted Values 1686 Adjustments CF Size Factor 1.000 Cd Duration 125 1.25 Cr Repetitive 1.00 Ch Shear Stress WA Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9988 Rb=3.07 Le=2.06 Ft Loads Un'rforn LL: 135 Uniform TL 270 =A Uniform Load A R1�2711 R2=2711 SPAN=19 FT uniform and partial uniform loads are Ibs per lineal ft. 5 �/� BeamChek v2013 licensed to:DID Reg#8551�6922 Kaiser Res. Date: 12/16/15 RB3 Lu=1.0 Ft Selection 6x 12 DF-L#1 Conditions NDS 2012 Min Bearing Area R1=3.0 inz R2=3.0 in' (1.5) DL Deft-- 0.41 in 855# Data Beam Span 19.0 ft Reaction 1 LL 855# Reaction 2 LL 1856# Beam Wt per it 15.37# Reaction 1 TL 1856# Reaction 2 TL Bm Wt Included 292# Maximum V 1856# Max Moment 8816 W Max V(Reduced) 1669# TL Max Deft L/240 TL Actual Defl L/350 LL Max Deft L/360 LL Actual Deft L/965 Attributes Section(ink Shear(irr) TL Defl(in) O Daft Actual 121.23 63.25 0.65 Critical I 62.76 11.78 0.95 0.Ci OK OK OK OK Status 19"� 690� 37% Ratio 52 WCiStabilityo.9988 b s) Fv s" E psi x miq Fc1(psi) 170 f 625Values Values 1350 213 625Values 1686Adjustments Factor LOGOtion 125 1.25tive 1.00r Stress WAUse 1.00 1.00 1.00 ity o.9988 Rb=3.07 Le=2.06 Ft Loads Uniform LL:90 Uniform TL: 180 =A Uniform Load A 0 R2�1856 R1 =1856 SPAN= 19 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek✓2013 Licensed to:D/D Reg#8551�6922 Kaiser Res. Date: 12/16I15 RB4 Lu=1.0 Ft Selection 6x 12 DF-L#1 Conditions NDS 2012 ffi&] Area R1=32 W R2=32 in= (1-5) DL Defl= 0.25 in 777# Data 13.5 ft Reaction 1 LL 777# Reaction 2 LL 2026# er ft 15.37# Reaction 1 TL 2026# Reaction 2 TL Binluded 207# Maximum V 1026# nt 11413 T Max V(Reduced) L/ 1 # Dell L 1240 TL Actual Defl fl L 1360 LL Actual Defl L 1>1000 Attributes Section(in') Shear(n) TL Deft(n) LL Defl Actual 121.23 63.25 0-36 0.11 13.63 Critical 8OK OK OK 0.68 0.45 Status OK OK 222% 54 25°� J Ratio 67 Fb si =7!1 (psi x mil) Fc (Psi) Values Reference Values 1350 Ad usted Values 1686 Adjustments CF Size Factor 1.000 Cd Duration 125 1.25 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 CI Stability 0.9988 Rb=3.07 Le=2.06 Loads Uniform LL:20 Uniform TL: 84 =A r Point LL Point TL Distance 1283 B=2711 6.75 Uniform Load A Pt loads: R=2026 R1 =2026 SPAN= 13.5 FT Uniform and partial uniform loads are Ibs per lineal it. 7�� /3 1 tle Block Line i Projed Title: Kaiser Patio Prcj�ID: Engineer. You cat change this area Project Descr using the'Settings'menu item and then using the'Printing& Title Block'selection. a„mslaoec mrslr:oeuv Title Block Line 6 =Cc,iW-ii98&20C11ME1`�L�-W`�acB ASCE Seismic Base Shear F14ERC/rLQ ING teSi21113,eiulda.l3.a.3f.Vpr6.ta.t.31 Kaiser-Covered Patio Calcuiatlons cer-SCE Risk Category ASCE YfO,Page 2,Table 1.5-1 Risk Category of Building orDOW Structure: -II':.4II Buildings and other structures except hose feted as Category 1,IN,and IV ASCE 7-10.Page 5. Table 1,52 Seismic Importance Factor = 1 ASCE7-1011A.1 Gridded Ss&Sivalues ASCE-7.10 Standard 33 660 deg North Max.Gmund Motions,5%Damping: 117190 deg SS = 1.566 g.0.2 sec response Longitude = S 1 = 0.6692 gA0 sec nesoonse Location: Menifee.CA 92584 Site Class,Site Coeff.and Design Category - D ASCE 7-10 Table 20.3-1 Sue Classfimbon 'D":Shear Wave velocity 600 l01,200 fllsec ASCE 7-10 Table 11.4-1&11.4-2 Fa = 1.00 Site Coeffiaents Fa&Fv Fv = 1.50 (using straight-line interpolation from table values) ASCE 7-10 Eq.11.4-1 SMl Maximum Considered Eamgueke Acxeleratior =Fa•Ss = 1.566 ASCE7-10 Eq.11.4-2 SM7=Fv'S1 = 1.004 ASCE7-10 Eq.11.4-3 Design Spectral Ac m eration S DS S MS - 1.04469 .669 ASCE 7-10 Eq.11.4-4 S of S Mi 213 = 0. 69 - B 4SCE7-10 Table ll.fi-18-2 Seismic Design Category ASCE 7.10 Table 122-1 Resisting S em Basic Seismic Force Resisting Sysfarn... Cantilevered column imme s detailed toconform m specific classrfipbon Special steel moment frames Building height Limits: Response Modification Coefficient'R' = 2.50 Ctgory'A&S'Limit Limo=35 System Ove trenglh Faclor'WO' = 1.25 categiory.C•Limit Limit=35 DeOection Amplifiation Factor 'CA' = 2.50 Category'D'Unit Limit 35 category'e Lurie Umil=35 NOTE1 See ASCE 7-10tOr air appfimblefootnotes Category.FLimit Limit=35 ASCE 7-10 Sector 12.3.4 Redundancy Factor Seismic Design Category of D.E.or F.Redundancy Factor'p'Set by User to=1.0 ASCE 7-10 Section 126.2 Lateral Force Procedure Equivalent Lateral Face Procedure The*Equivalent Lateral Force Procedure'is bsin used according to the visions of ASCE 7-1012. Use ASCE 12.8-7 Determine Building Period Shucture Type for Building Period Calculation: AN other Structural SYstems •Ct'value = 0.020 'hn':Height from base to highest level = 15.0 0 'x'value = 0.75 Ta=Ct'(hn"x) = 0.152 sec 'Ta'Appmximate furm ndental period rsmg Eq.12.8-7 : 8� � -TL':Long-period transition period per ASCE 7-10 Maps 22-12->22-16 _ Building period'Ta'Cakyr�dGom Approrrarra�Mcllad selected - 0.152 sec "Cs"Response Coefficient Fn"Eq.12.8-2 ry Cs = 0.418 S� sp Short Period Design WMI Response —= 1.044 = 1,756 •R':Response Modification Factor = 250 From Eq.12.8-3&12.8A.Cs need not exceed 0.134 - • I':Seismic Importance Factor = 1 From Eq.12.8-5&12.85. Cs not be less 01an Cs:Seismic Response Coefficient = = 0.4176 21 = 73 � L1 W = 735 x 20 = I r -7bv 2, Zoo 0 7� C0 '417(, 4-0) z Vjcot , 2 4-0 #� l �j oTi3 ProjectTNe: project ID: Tdle Block Line 1 Engineer You can change this area prey Descr using the'Settings menu item and,then using the'Printing& ft,&.19 DEC 2G15.11:04AM TNe Black'selection. Fle=C:NserslT�W WIC-11ENERCA-t Title Block Line 6 FtvEavLG INC.15B&2D13,g x136.13 6 31,Ve 6.14.1.31 ��-a Steel Column a :r Description: Kaiser Patio Code References Calculations per AISC 360 05,IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used:ASCE 7-05 General Information overall Column Height 10.0 It TS4x4x1I4 Top&Bottom Fixity Top Pinned,Bottom Fixed Steel Section Name: Allowable (budding) columns: Analysis Metnod: wable Strength Brace condition for deflection(bu g)along Steel Stress Grade X X(width)axis' Fy:Steel Yield 36.0 ksf Fully braced against buckling along X-X Axis E:Elastic Banding Modulus 29,000.0 ksi Y-Y(depth)axis: alu Y-Y Axis Load Combination: ASCE 7-05 Fully braced against buddingn9 ors will be applied for calculations. Service loads entered.Load Fact Applied Loads Load Factor Column self weight included:130.1321bs'Dead AXIAL LOADS... ROOF:Axial Load at 10.0 ft,D=1.0,LR=0.90 k BENDING LOADS... EQ:LaL Point Load at 10.0 ft creating Mx-x,E=1.30 k DESIGN SUMMARY Bending&Shear Check Results 0.02623 :1 maximum SE ME Load ReaCtiDDs-• 0.0 k PASS Max.Axial+Bending Stress Ratio = +D+Lr+H Top along X-X 0.0 k Load CombirabW 0.0 ft Bottom along X-X 1.30 k Location of max above base Top along Y Y 0.0 k At maximum loon values are... 2.030 k Bottom along Y Y Pa:Axial 77.389 k ru Yainm SERVIOE Load Deflections... pn 1Omega:Allowable 0.0 k-ft O.Oft above base Ma-x:Applied Along Y-Y 0.0 in at Mn-xi Omega:Axowable 8.928 k-ft {orloadoombnabon: 0.0 k-ft 0.0 in at O.Oft above base Ma-y'Applied 8.928 k4t Along XX MD-y I Omega.Allowable for bed cornbinafion: 0.04579 :1 PASS Maximum Shear Stress Ratio' +D+0.70E+H Load Combination 10.0 ft Location of max.above base At maximum location values are... 0.910 k Va:Applied 19.874 k Vn/Omega:Allomble Load Combination Results Maximums 05 _twnAxial+Benue SbessRatio Sphls Location S6ess n0 0.000 PASS 0.00 ft Load Combination 0.015 PASS 0.00 ft DOnly - 0.015 PASS 0.00 ft 0.000 PASS 0.00 It u^+L+N 0.00 ft 0.000 PASS 0.00 ft -i�+Lr+H 0.026 PASS 0.00 ft 0.000 PASS 0.00 it + 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.015 PASS 0.000 PASS 0.00 ft +0+0,75ou+0.750L+H 0.015 PASS 0.00 ft 0.00 ft +D+0.75OL+0.750S+H 0.015 PASS 0.00 ft 0.000 PASS +D+W+H 0.00 ft 0.000 PASS 10.00 ft +D+0.70E+H 0.015 PASS O.D00 PASS 10.00 ft +D+0.750Lr-0.750L+0.750W+H 0.0 PASS 0.00 It0.030 PASS 10.00 ft 0.01515 PASS 0-00 It +D+0.750L+0.750S+0.750W+H 0.023 PASS 0-00 ft 0.034 PASS 10.00 ft +0+0.750Lr+0-750L+0.5250E+H 0.015 PASS 0.00 ft 0.034 PASS 10.00 If +D+0.750L+0.750S+0.5250E+H 0 OOg PASS 0.00 it 0.000 PASS 10.00 1t +0.60D+W+H 0.00 ft 0.046 PASS 10.00 ft +O.60D+0.70E+H 0.009 PASS Project Title: Project ID: Title Block line 1 Engineer. You can change this area Project Descr using Lhe'Settings'menu item and then using the'Printirlg& Title Block'selection. runic 19 oec zo1s,ttoaue Title Block line 6 qe=CU)se5lTed�DOGxdE1G`-1 EN92CldG ING 1933-2013,Biu1dfi73.831.Ver.674.1.31 Steel Column - -- • - ° r.tr •:r Description: XaiserPatio Note:Only non-zero reactions an:listed. Maximum Reactions-Unfaetored Y-Y Axis,Reaction Anal Reaction X-X Axis Reaction Base �Top @ ease Load Combination Base Top k 1.130 k k OM DO k k k V only k 1.3W k 2030 k E Only k k 1.130 k D-U k 1.300 it D-E k 1.300 k 2030 k D+LrE Maximum Deflections for Load Combinations -UMador D�Lo�ads Max.Y-Y Deflection Distance Load Combination Max.X-x DeOectioo 0.0000 id 0.000 ft 0.000 in 0.000 ft. D Only p.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Ony 0.000 in 0.000 ft D•Lr o.0000 in 0.000 ft 0.000 in 0.000 It D+E 0.0000 in 0.000 it 0.000 in 0.000 It DAP E 0-0000 in 0.000 It Steel Section Properties : TS4x4x114 - a ! = 13500 m"4 Depth = 4.000 I)m 0.000 in Sxx - 4.11 it"3 Web Thiele - - 1.510 in Width = 4.000 inR'" _ .910 in"3 Wall Thick = - 0.250 let Zx _ 4.220 kt"4 Area = 3.590 kt"2 110' _ 4.120 kl"3 Weight = 13.013 pi SYr R yp _ 1510 in Ycg 0.000 in c e Load 1 X o 0 o e v 2 2 Y 4.DDin Loads are total entered Value.Anows do not reflect absolute direction._ Project TNe: project ID: TNe Block Line 1 Engineer. You can+tange this area Project Descr. .,sing the•Setfings'menu item and then using the'riming& i Ne Block'selerbon. r&za,soct m+s.,o-sowa Idle BlockLne6 -ew1s�TedoocurnE t�r+exa-t Pole Footing Embedded in Soil enracnr.c.INC ,HO amaaaas,aa�.vus.,aeie, e Description: KatWFatio 0.0 25.0 1.000 0.000 0.000 0.13 +DA.750LA750SA750W+H 6.825 3.50 671.7 700.0 1.000 .0-0.750Lr+0.750L+0.5250E+H 0.683 p.fiS3 6.825 3.50 671.7 700.0 1.000 +D+0.750L+0.750S+0.5250E+H 0000 0.13 0.0 25.0 1.000 +0.60D+W+H 0.. 10 910ODO 9.100 3.88 730.7 775.0 1.000 +0.60D+0.70E+H 13 .¢ !3 Solid State Relay Panel City of Menifee Building & Safety Dept. • Infratech's Solid State Panels are APR 0 6 2016 UL/CUL Listed and are engineered for �4 your individual project and suitable for RCCMfH commercial or residential installations of any size. ''°` The Solid State Relay Panel will be fed from the facility's main panel at 125% (includes safety factor) of the full amperage of all heaters. • There is a maximum of 9000 watts at 1 S[ 24OV (max. of 8000 watts at 2O8V per each Relay in the Panel (50 amps max). • 5,000 watt and 6,000 watt heaters must be on their own relay. • Multiple heaters on a single relay are required to be the same wattage. • Solid State Relay Panels can be built to accept Single Phase or Three Phase power. r • Solid State Relay Panels are designed project specific, tested before leaving the factory, and assigned a UL/CUL Listed Job Number. (I • Electrical wiring diagrams are provided for each installation. 1 Flush Mount Installation • Can be installed with the edges exposed, or can be covered by a drywall, plaster, stucco or tongue-and-groove ceiling treatment. • Frames are compatible with the W-Series and WD-Series heaters fitting 33", 39", or 61-%4n fixtures. • Select an area with a flat ceiling and minimum 2" x 8" studs, where the heater can face straight down when recessed. • Requires a 5-sided 5/8" drywall lined pocket with a (1) hour fire rating. • Must have a %" clearance from ventilation holes when using a decorative trim covering flange. • Heater/Frame must be permanently installed and hard wired by a licensed electrician. • All electrical connections must be in compliance with the National Electric Code (NEC). • • Stucco Over Frame Tongue and Groove Matching Colored Frame Over Colored Frame Over Finished Ceiling . |f () § �\ ! ) ! o 0 4 /k | k ' / : _o §§ . f| ; §! !! §,,,,,,,,,§ ] ! !| / 0 / ( / '}}{ [{!}§!r} -f| | . . r, -,8. 0 i !S !! z.p+Zl ,J ; !gi ! / • � � o ;§ ;§ „ �a� , , . _* f■a z! ff 0 ,,,,,,, ,,0 }{ ` mm § )} Yk ■ ƒ } 2 ( D � } { � ` D )� @ ?J ® ;/ g | � § 7 ` ; 4 m | !! { � ) 27 q ° n = §! ! : _ 2 m m / ) ) \ £!75 ) § ® ; } = 4\ t � § § ; _ ��lz ....... .. ! // § ! v4 ƒ \ ®�;_ z co ! � # §§£, \ � & U ) � z ! | 22 ); c � § XJ_; <1� x f { \ . = a K� § E 10 \/ § c�3— —� 0111-„ _ , I !7 ��xx , q , , � � � � , x % mawwl � � m \ ®2 % & rb z` !�z } w | / 000nea ° 0 § � :7 _ l $ am2m ¥ e § § ! ff �- 2EEEEEEEE / � R & B6 # $ 6B # ; \ Em �z � \}% ( ( ) M ( k � ww �§ �