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PMT16-04279 City of Menifee Permit No.: PMT1 6-04279 29714 HAUN RD. Type: Commercial Electrical <A-CCELA—> MENIFEE,CA 92586 cl,t NA- MENIFEE Date Issued 03102/2017 P E R M I T SiteAddress: 28349 BRADLEY RD, MENIFEE,CA Parcel Number: 377-230-013 92586 Construction Cost: $20,000.00 Existing Use: Proposed Use: Description of PROPANE-GENERATOR FOR FIRE STATION Work: Owner Contractor CITY OF MENIFEE R I C CONSTRUCTION CO INC 29714 HAUN ROAD 10675 EAST AVENUE SUITE 1 MENIFEE,CA 92586 HESPERIA,CA 92345 Applicant Phone:7602447749 GILBERT CASTILLO License Number:747268 R I C CONSTRUCTION CO INC 10675 EAST AVENUE SUITE I HESPERIA, CA 92345 Fee Description Qtv Amount Power Apparatus 1 150.00 Services, Switchboards,Control Centers&Panels 1 183.00 Building Permit Issuance 1 27.00 Additional Plan Review Electrical 90 90.00 GREEN FEE 1 1.00 SMIP COMMERCIAL 1 6.00 General Plan Maintenance Fee-Electrical 1 16.65 $473.66 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 buillding 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 BidgPermiLTemplate.rpt Page 1 of I CITY OF MENIFEE LICENSED DECLARATION property who builds or improves thereon,and who contracts for the projects I hereby affirm under penalty of perjury that I am under provisions of With a licensed contractor(s)pursuant to the Contractors State License Law). Chapter!)(commencing vdth section 7000)of Division 3 of the Business and ci I am exemptfroin licensure underthe Contraictoes State License Law for Professions Code and my license is in full force and effect. the following reason: License Class 2) License No. '3% 14 C1 ql-I By my signature below I acknowledge that,except for my personal residence Expires Signature in which I must have resided for at least one year priarto completion of improvements covered by this permit.I cannot legally sell a structure that I WORKER'S COMPENSATION DECLARATION have built as an owner-builder if it has not been constructed in its entirety by ttl hereby affirm under penalty of perjury one of the following declarations;I licensed contractors.I understand that a copy of the appikable law,Section have and will maintain a certificate of consent of self-insure for workees 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 th e La bor Code,for the performance of work for which this permit is issued. vvwvv.IeginFo.ca.goy/caIaw.htmI. policy# -7 MJ E: A -7-5 -12-2 Date u I have and will maintain worker's compensation insurance,as required by PROPERTY OWNER OR AUTHORIZED AGENT section 3700 of the Labor Code,for the performance of the work for which o By mysignature 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 or authorized to act on the property owner's behalf.I have read this number are: application and the Information I have provided is correct.I agree to comply Career )�A,jr-S�,r� 3,,5 L)p,,,yce M, with all applicable city and county ordinances and state laws relating to -1)-kNic-Azs3&� Expires �eL— %— 2,611 building construction.I authorize representatives of this city or county to Policy# — enter the above identified property for inspection purposes. (This section need not to be completed is the permit is for one-h undred Date dollars($100)or less PROPERTY OWNER OR AUTHORIZED AGENT V certify that in the performance of the work for which this permit is issued, I shall not employ any persons in any manner so as to become subject to the CITY BUSINESS LICENSE# worker's compensation laws of California,and agree that if I should become HAZARDOUS MATERIAL DECLARATION subject to the worker's compensation provisions of Section 3700 of the Labor Code,I shall forthwith comply with those provisions. Will the applicant or future building occupant handle hazardous material or a Applicant Date 0 3 -0?-- mixture containing a hazardous material equal to orgreater that the amounts specified an the Hazardous Materials Information Guide? WARNING:FAILURE TO SECURE WORKER'S COMPENSATION COVERAGE IS ci Yes ci No UNLAWFUL,AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES Will the intended use of the building by the applicant or future building AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS($100,000),IN ADDITION TO THE COST OF COMPENSATION,DAMAGES AS PROVIDED FOR occupant require a permit for the construction or modification from South IN SECTION 3706 OF THE LABOR CODE,INTEREST,AND ATTORNEYS FEES Coast Ai.r Quality Management District(SCAQMD)?See permitting checklist forguldelines CONSTRUCTION LENDING AGENCY mYes oNo 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 boundary of a school? (Section 3097 Civil Code) ciYes nNo OWNER BUILDER DECLARATIONS I have read the Hazardous Material Information Guide and the SCAQMD I hereby affirm under penalty of perjurythat I am exempt from the permitting checklist I understand my requirements under the State of Contractor's License Law for the reason(s)indicated below by the California Health&Safety Code,Section 25SO5 and 25534 concerning checkmark(s)I have placed next to the applicable item(s)(Section 7031.5 hazardous material reporting. Business and Professions Code).Any city or county that requires a permit to ciYes ci No Date construct,'alter,Improve,demolish or repair any structure,prior to its issuance,also requires the applicant for the permit to file a signed statement PROPERTY OWNER OR AUTHORIZED AGENT 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)orthat 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 residence or childcare facility to be RRP-certified firms and comply with an Applicant for a permitsubjects the applicant to a civil penalty of not more than($500). required practices.This includes rental property owners and property managers who do the paint-disturbing work themselves or through their o 1,as owner of the property,or my qmployee with wages as their sole employees.For more information about EPAs Renovation Program visit: compensation,will do I )all of or( )portion of the work,and the structure is wwvv.epa.goy/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 Contractor's State License Law does not apply to an owner of a ci 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 Certificition No.; completion,the Owner-Builder will have the bu rden of proving that it was not built or improved for the purpose of sale. - ri No EPA Lead-Safe Certified Firm is required for this project because: ci 1,as owner of the property a in exclusively contracting with licensed contractors to construct the project(Section 7044,Business a nd Professions Code:The Contrzictoes 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. 1. Stinchcomb PE, Inc. structural engineering 5525 Goss Road Phelan,CA 92371 istinchcomb@msn.com 760-868-1746 0 City of Menifee Building & Safety Dept- JAN 13 2017 Project: Received Fire Station No. 7 City of Menifee CD 28349 Bradley Rd Menifee, CA job no. 17-0110 Description: anchorage and slab for new generatdh-Y OF MEN I FEE January 10, 2017 BUILDiNG AND SAFETY DEPARTMENT PLAN APPROVAL A air Clie.nt: REVIEWED BY RIC Construction *Approval ofthese plansshallnotbe construedto bea permitfororan approval of,anyviolation of any provisions of the federal,state or city 01-10-17 regulations and ordinances. This set of approved plans must be kept on the jobsite until completion. Pal&N LOAM FLOOR AND R=F OM16N LOAVS- 1. ROOF LIVE LOAD(IREMBLE PER SELTM 16a?.12-U- ------- 20 P-cxF. 2. ROOF DEAD LOAD----- ----------------------- 25 PS.F. HNP DESISN PATA. 1. BASIC, HIND SPEED---------------------------- 15 14,P14.�LTI MATJ 2 RISK CATEC-ORY ---m-------------------------- IV NW E�705m------ - ---------------- ------- G WSM MGN PATA. 1. RISK CATE6M -------- ------- -- ----- -- ----- IV 2- SMSMIC IMPORTANCE FACTOR---- - - ---------------- 1.5 S. 51TE CLA55------- -- --------- -------------- - D 4. MAPPED SPECTRAL RESPONSE AO:aLRATI06(5d ---------- 15 5. MAPPED SPECTRAL RESFOWBE ACCAURAW6(5d -- - - ------ Ob 6, 5PWIRAL RZC-FOW51E COEff rUWS(%J - - -------------- 1.0 -7. 5PrLTRAL RE55POWEE C4EFrrHffM(%) ----------- ----- 0.6 6. SEISMIC DMICiN CATESM(EVC)----- --------------- 0 cL ADMIK UILDIN07 BA51r,SEISMIC FORCED RENSTIW7 SYSTEM. LhSHT-FRAMED KALLS 5HFAT�W HITH MOV STRUCTURAL FANEL5 RATED FOR SHEAR RESISTANCIE. SEMr,RESPONSE cOEPFICIW(Ce)-- - -- ----- - - - - --- --025(ULTIMATE-) MESPONSE MODIFICATION!r-,VlrR(R) ----- --------------65 vff urmoN AMILIFICATION FACTOR(64 --- ------ - ------ 4.0 OVERSTfW4&TH FACTOR(Q -------- - - ---- -- ------- - A FZEDWANCY FACTOR( 9)-------- --- ---- ------- -- BA516 SEISMIC FORCE RESISTIN&SYSTEK STEEL ORDINARY MOHDIT SE15MIC,RESPONSE COEFFICIENT(Cs) -------- - -- -- ----- -OA5 (UL11MATE) RE51PONFE MODIFICATION FACTOR OR) ----- -- -- --- -------55 A APPARATZ DAY SULDINO: BASIC SEISMIC FORCE RM W 5YSTEM: SPECIAL REIWORCM MASOWY SliEAR KALL5. SEISMIC RZ5F0-N5E=TFICIEENT(Ca) ------ - ---- ------- -0.50 (ULTIMATE) RE;5POW=E MODIFICATION FACTOR(R) ------------- ------5.0 offlECTION AMIDLIFICAMON FACTOR(6d) -- - - ------- ----- 5.5 OVERS710�FACTOR(N) ------------------ ----- m 2.0 ZL RIEDUNDWY FACTOR it P) ----------- ---------M---- ID TRASH AND FUEL TAW RKLOW02! BASIC�ZJWC FORCE RENGTINOF SYSTEM: STEEL ORDIRARY CMnLEVIER C-OL" SEISMIC RMMNSE COEFFIC4ENT(Ca)----------- -------- 1.20(ULTIMATE) FESPONSE MODIFICATION FACTOR(R) ---- --------------- L25 D5910TION AMPLIFICATION FACTOR(C4 --m---m--------- I-Z OVERSTRENOTH FACTOR(94 --- -- ---- - --------M----- Lz FACM( R)-------- - ---------- ------ 13 --ffii4 Drawings Fr4 1 f:SF,3 CA rLAN \JLf-VJ 01- 10 - 11 GEN T'�pQNTM F^O 91, T�(FICAL M1t4 Jcf-5 NO 1 !0 C,,6D tqc, 01-10-17 WT - laZG4 go- CCNC� (it= +OCOTqj W/ tj G 10 I'm tAiptli F (t T07AL-) ab il CD (T H ts, Gr�T) FcK Lo&-Tta4S MOT / M V\X111AVVI 01-10-17 .ZFM R ------------------ -3 27 =99 xb Analysis WT 5P5 1.00 2.e sw .71b C I Z�00 WIMP bsy 6s) V � qjsj i 6Ttl 91SCIS.Gi 115-lao"4 Nlf,T T ti Mr- SIUI "'56/t c Coto 4 (20--)Z-2 z �no,--m w gz? FLF Z2.11 (ei e 2A 1 ir I Es CJ4 - I-S,—. r 5UL, cVZ) ,I- B z G'2- r!Zf Cie- 18 L KAC GLAD (pt,t 15ms) fT-Jt4F MIN Anchor Designer TV, CGmpan comb Pe Inc Date 119r2017 Engineer. Ingrid Stinchcomb, Page: 115 Software PrqKct Menifee Fire Station Version 23.5332.768 _!�dk[L s: 15525 Goss Road,Phelan,Ca Pho: 760-86&1746 E-mait- I isfincricombgrnsirtcorn I.Projectinformation Customer company:RIC Construction Project description: Customer contact name: Location:Generator anchorage Customer e-rriatl: Fastening description: Comment: 2-Input Data&Anchor PammeterS General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h Cinch):8.50 State:Cracked Anchor Information: Compressive strength,F.(psi):4000 Anchor type:Bonded anchor 41�v�I'a Material:F1554 Grade 36 Reinforcement condition:8 tension,B shear Diameter Cinch):0.625 Supplemental reinforcement'.Not applicable Effective Embedment depth.tim(inch):5.000 Do not evaluate concrete breakout in tensiom No Code report:[CC-ES;ESR-2508 Do not evaluate concrete breakout in shear.No Anchor category:- Hole condition:Dry concrete Anchor ductility:Yes inspection Continuous h.Cinch):8.13 Temperature range:I �Cinch):10.20 Ignore 6do requirement Not applicable C�Cinch):1.75 Build-up grout part-No S�Cnch):3.00 Load wd Geometry Load factor source:ACI 318 Appendix C Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension:D.33.42 not applicable Ductility section for shean D.3-3-5.2 not applicable 0,factor not set z Apply entire shear toad at front row.Yes 610 lb Anchors only resisting wind andfor seismic loads:No <Figure I> 0 1b 302 lb X Input data and rs�dla must be chacked for agreement with the existing dnuoxda�the standards and guidelines must tie checked for plausibility- 5956 W-Las Positas Boule�ard Pku,wntor,CA 94588 Phone-925-560-9000 Fax:925-847-3871 www.sinorwifie-COM company: I Stinchcomb Pe Inc 1WO17 EMMAnchor Designer' Engineer Ingrid Stincttwmb im Rob Software Proiect Menifee Fire Stafion Version 2.3.5332.768 Addres& 5525 'Ga Phone- 76"68-1746 E-Mit MnchcombCalmcom <Figure 2> UO 24.00 Recommended Andw Anchor Name.SE-r-Xpa SE7r-Xp vd 5WO F1554 Gr.35 Code Report Lisft:ICC-ES ESR-2508 Inp,t da�and reSultS�be cheCked tor agreement Mh the exisbagarmmstances-the standards ard quidefines nurt be checked for PlausiloditY. 5956 W-Les POSItas BOUle-ld Ple_ *M CA 94588 phone:925_560_g000 F,,,925,847-3B7i �.sbwgtle-QOM Anchor Designer Till Company: I Sfinchcornb Pe Inc 17 Engineer. If I Software Project Menifee Fite Station Version 2,3.5332,768 Address: 5525 Goss Road,Phelan,Ca Phow 760-868-1746 E-rnait L%Unchc 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear foad Y. Shear load cornbirmd, N.(lb) V.ON Vm Cb) 4(V.)2+(V�)I Ob) 1 610.0 307-0 0.0 302-0 Sum 6100 302-0 0�0 302-0 Ma�concrete compression stlain(76):0.00 Maximum concrete compression stress Wt):0 Resultant tension form Ob):610 Resultant compression form Ob):0 Eccentricity of resultant tension forces in x-axis,ew(inch)-0.00 Eccentricity of resultant tension throes in y-axis,eN,Cinch):0.00 Eccentricity of resultant Shear forces in x-ams.ew(inch):0.00 Eccentricity of resultant Shear forms in y-am eIvy(inch):0-00 4.Steel Strength of Anchair in Tertsion(Sec.M?J) N.Cb) 0 OA6 W 13115--G-80IM8 5-Concrete Breakout Strength of Anchor in TeIgiton ISec.D.6-2) N&= (Eq.D-6) k� f�(PSO tkr Cn) Nt Cb) 17.0 1.00 2500 5-000 9503 0350N�=0350~A�)Wwvvtmw��(Ser-DA.1&Eq,D-3) Am Cn� A�(11r? VIAN Y"N 5116M Nb(lb) 0 0-750N.Cb) 225-OD 225.00 1.000 1.00 1-000 9503 0.75 5346 6.Adhesive Strength ofAnchor in Rogion(Sm.5.51 M,(psi) f� K� 855 1 X0 TO-OTOO M N� z�a&her(Eq-D-22) I;. r�(psi) d.Cn) tw(in) 0b) 1.00 8 OM 5.000 8394 0-75OG=0-750(A�Mw)1'�llmmNwi(Sec.D-4.1&Eq-D-18) Aft Cnz) A�Cir?) qrdj� vlp� PJ�Qb) 0 0.750M.Ob) 2974 294.74 1,000 11.000 8394 0.75 4722 Input dau and�fts mst be cheded for agmemiurt with the exisung circurhSoIrCeS�the standaids and guideloes niust be checked for PLausibilitY. 5956 W_Le,pc�iths Bcule�rd pl�wn-CA 94588 Pho�925-560-9000 Fa�925-847-3871 �strOr9fie.chm =,n,y- !stinchco Date: 11/912017 E= Anchor Designer' ngrid Stir Page: 415 Software Project: Menifee Fire Station Version 2.3.5332.768 Address, 5525 Goss Road,Phelan,Ca t h ::- d 760-868-1746 E t istinchcombOrnsmcom B.Steel Strength of Anchor in Shear(Ser-D-6.1) V.Ob) 41- 0 M.� 7865 10 0-75 Ma 4011 9-Concrete Breakout Strength of Anchorin Shear(Sec-0-&2) Shear perpencticular to edge in x-cftecuon-7 tv�= (Eq-D-33&Eq.D-34) )6(in) C6(in) Ii. F.QM) �r(in) Vft(lb) 5.00 0.63 1 M 4000 --TO-014324 #V�=0(A�IA�)WkvP�vyUV�(Sm DA.1 &Eq-D-30) Aw(in-) A�CM2) F�v 'p,V Vsy V�(W) 0 #V�M) 19125 364.50 0900 1-000 1260 14324 0�75 M3 Shear par"to edge in x-cffr�an-- V,,=mjnj7(j6jdI,)-qd.2.-1fc.%1-5;qi�Nf&ctuj(Eq.D-M&Eq�D-34) 1.(in) c6 gn) A. f��) �,Im) V�,(11b) 5,00 0.63 1.00 40M U0 14324 OV�=#(2)(Aw/A�)Y'Avy�vTkWay(Sec-D-4-1&Eq.D-30) A�(Irr2) A W�V 1p,V Y4,,, Vby(lb) 0 ov�(Ib) 191.25 364.50 1 00 1. 1.260 14324 75 14207 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) o V� min(k�&;k�A6 #minjk�(Aw/A�)ql�W�.mNw Z k=(A w Am�)91-N'P-N F�HM4(Eq D-40) k� A�(Mz) A�Cite-) %dft Y'M� N.Ob) N.(th) 2.0 294.74 29C74 1.000 1.000 B394 8394 Am Qrr) A�Cw?) 1p� KM F�M Nh Ob) N�(lb) ov�Ob) 225.00 225.00 1.000 1.000 1 Mo 9503 ---§gF3-0,75 12,991 11.Res�utts Intarwfion of Tensile and Shear Forces(Sec.D.7) Tension Factored Load.N-(ib) Design Strength.ON.(lb) RatiO Status Steel 610 10488 0.06 Pass Concrete breakout 610 5346 0.11 Pass Adhesive 610 4722 OM Pass(Goverms) Shear Factored Load.V,,(lb) Design Strength.oV.(lb) Ratio Status Steel 302 4011 (LOS Pass(Governs) T Concrete breakout x+ 302 6393 0-05 Pass 11 Concrete breakout y+ 302 14207 0.02 Pass Pryout 302 12591 0,02 Pass Interaction check N-/ONr Combined Ratio Permissible Status c.D-7-1 013 0.00 12.9% 10 Pass SET-XP wl 518"0 F1554 Gr.36 vvith hef=F�000 inch meets the selected design criteria. Input data end resulm must be checked for agmernent%vith the exishng circumst�the standardsand guidelines must be checked forplausibility. 5956 W.Las Pasitas Boulevard P[samntnn,CA 94588 Phcne-925-560-9000 Fa�c 925.B47.3871 �V-SUOngfib-Wm company. I Stinchcomb Pe Inc DaW IM017 E= Anchor DesIgner" Engineer Ingrid Stinchcomb I Page: 1515 Software Project Menifee Fwe Station Version 2.3.5332.768 Address: 5525 Goss Road,Phelan,Ca Phone: 760-868-1746 EZ..t -�WchCWIJb@=lrL=n 12.Warnings in tension,adhesive strength in tension and concrete p(yout strength in -Concrete compressive strength used in concrete breakout strength shear for SEF-XP adhesive anchor is limit to Z500 psi per ICG-ES ESR-2508 Section 5.3. -Minimum spacing and edge distance requirement of 6da per Act 318 Sections D.8-1 and D.8.2 for torqued cast4rt-place anchor is waived per designer option- -Per designer input.the tensile component of the strength-level earthquake force applied to anchors;does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of 13.33-43 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of 133.3.5,3 for shear need not be satisfied—designer to verify. -Oesigner must exercise own judgement to determine if this design is suitable. -Refer to manufactureCs product literaiture for hole clearing and installation instructions. input dam end�[ts be checked for agreement%Yfth the existrg cifeernstances,the standards and guidelines mml be checked for plausibility- 5956 W.Las Positas Boulevard pleasante,CA 94588 phc,,,925,560-9000 Fiec 925-647.3871 �strwgfie.corn I Stinchcomb Pe[no Project Title: structural engineering Engineer. P*U ll)� 5525 goss road Profect Descr Phelan,CA 92371 76G-W8-1746 Title Block Line 6 Beam on Elastic Foundation ROCAM W—M3ZI16,&M&MIUM. Licensee —I.S. ENGINEERING KW-OM11554 Description: 5�ab a t generakIr-t9n&M Se CODE REFERENCES Calculziltions per ACI 318-11.IBC 2012,CIBC 2D13,ASCE 7-10 Lom combinariors used-ASCE 7-10 Material Properties rc 4.0 W Phi Values Flexure: O�90 It= Fc' -7-50 474.342 psi Shear: 0.750 1p Density 145,0 pd O�850 )L U W Factor 1.0 Bastic Modulus 3,122-Oksi Sail Subgrade Modulus 250.0 psi/(finch deflection) Load Combination ASCE 7-10 f/-Main Reber 40-0 ksi Fy-Stirrups 40-Oksi E-Main Rebar 29,000�O ksi E-Stirrups =29,000.Oksi Stirrup Bar Sizeif 3 Number of Resiisting Legs Per Stirrup 2 Swin is suppoed on an elastic foundation. D(O.33) 0(0�33)E(O.795) I I — I d 487wxTh I SparF-4.0 It Cross Section&ReinforCing Details Rectangular Section, Wkkh=48.0 in. Height=9.0 in Span#1 Reinforcing---- 5-94 at 4.50 in from Bohom horn 0.()to 4.0 it in this span Applied Loads Service loads entered.Load Factons Will be applied for calculations. PointLoad: D=03WkQ0.750ft PdntLoad: D=0.330, E=0.795MD3-250ft DESIGn SUMMARY FM—a)&mm Bencling Stress Ratio .015-1 Maximum Defledon Section used for this span Typical SmOon Max Downward L+Lr+S Deflection 0.000 in Mu Applied 0.2019 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn Phi:Allowable 13-132 k-ft max upward Total Deflection -0.0134 in Max Downward Total Defle-dion 0.005 in Load Combination Location of maximum on span 3.247 ft Span#where madmurn occurs Span 9 1 maxwrium Soil Pressure = 0.175 ksf at 4.00 it LdComb:E Only Allowable Soil Pressure = J,6W.0 lusf OK Shear Stimp EnfireBeamSpanm To — WdVs=NotRBqtL usesbffupsspaOwat u-UUU]n Ma)dmum Fonces&Stresses for Load Combinations Lo3dConibinalion LOCa§Dft ueroxill Skess Results (k4) SW# in Spa? Mu:Max phrMnx Sbess Ratio MA)(imurn Bending Envelope Span#1 1 3.247 0-20 13-13 0.02 -11A(10�1-6011 13-13 CIAO Span#1 1 3247 0.06 -i,20D-0.50lLr-1.60L-1m0H SWn#1 1 3.247 0.06 13.13 0-00 I Stinchcomb Pe Inc Project Tifie: Proiect ID: structural enginearing Engineer: 5525 goss road Project Descr. Phelan,CA 92371 76D-868-1746 Tithe Block Line 6 Fft el bemAl WA M-1 1DOCIM E-MOV�UWHIFE-1.ECS Beam on Elastic Foundation �Lic.#:KW-060101554 Ucensee G.S.ENGINEERING Descdp sf3b at gnartz-�-MMSM Load Continabork Location(to Bend-mg Stew Results (k-ft) Segment Langth Span If in Span MU:Max phrMn, Stress Ratio .1100.1.60L-0,50S-1.60K Span#1 1 3247 0.06 13.13 0.00 .I1OD+l.6OLr-0.5GL-1-60H Span#1 1 3247 0.06 13,13 0.00 .l.2GD-1.6OLr,0.50W-1.60H Soan#1 1 3.247 OM 1113 0,00 -l.2bD-O-%L-1-60S+1.60H Spw#1 1 3.247 U6 1313 Obo .J-20D+l-60S,G-WW-1.60H Span#1 1 3247 0.06 13-13 HO -120D40MLr450L+W+1.60H Span#1 1 3247 0.06 13-13 He -1.200�0-50L--0.50S-ON-1-60H Span#1 1 3247 026 13,13 0.00 +1 2OD-0-50LAIDS--E-1.60H Spanfl 1 3147 OIG 13-13 0.02 -0-90D+W+0-90H Span#1 1 3247 0.04 1113 0.00 +0.90D+E+09GH Span 9 1 1 3247 0.19 1113 0.01 overall Maximum Deflections-UnfactorO Loads Mak Deg Loc9un in Span Load Combination bpan Max'.!Dell Locarion in Span Load Combnabon Span 1 1 0,0049 4.000 Span I -u.uwl U00 Detailed Shear Information Span Distance 'Cr Vu (k) M.J Crvwft PIR vc PhrVS SpadngCm) LoW Gornbination Nwrber Ift) Ch) Actual Design (k4Q (k) Conurout (k) Reefd SMest -1,400-1-60H- 1 0.00 4-50 - 601 0.01 0.00 1,00 21.34 Vu<PtuVcf2 Not Reqd 0.00 D.00 -IAOD-I.NH I O.G5 4.50 0.02 0-02 0.00 120 21-M Vu<ptuvd2 NotReqd 0.00 0.00 �MOD-1.6014 1 0.09 4.60 0.03 O.D3 0,00 1.00 2134 Vu<PtHycr2 Not Recid 0-00 OM -1.40D-1.60H 1 0.14 4.50 0.04 0.04 0-00 1JDO 21-34 Vu<PteVd2 Not Reqd OOD U.DO -1A0D+1.60H 1 0,19 4,50 0.05 0.05 0.00 1.00 2134 Vu<PhaVct2 Not Reqd 0-90 0.00 +lAOD-1.60H 1 024 4.50 0.06 U-06 6.01 1.00 2124 Vu<PtuVd2 Not Reqd 0.00 0-00 +1AOD-1.60H 1 018 4.50 0.07 0-07 0.01 1,00 21-34 Vu<pluw Not Reqd 0.00 0100 AAOD+1.60H 1 033 4.50 G.08 0-08 0.01 1.00 21-34 Vu<PhiVd2 NutReqd OAG 0.00 +1.40D-1.60H 1 0.38 4-50 0.09 0.09 0-02 1,00 21.34 Vu<PIvVd2 NotReqd 0.00 0.00 ,1-40D+1-60H 1 OA2 450 0.10 010 002 1.00 21.34 Vu<PbtVd2 NotReqd 0.00 HO -1.400-1-60H 1 OR 4M 011 0.11 T03 1.00 21,34 Vu<Phi-Vd2 Not Recid 0.00 OM ,1.400-1.60H 1 0.52 4.50 0.13 G.13 0-03 1.0D 21,34 Vu<PhiVd2 NotReqd UO 020 +1.40D-1.60H 1 0.56 4,50 0-14 0-14 0.04 1.00 2t,34 Vu<Phtvcr2 Not Reqd 0-00 0-00 �1-40D+IMH 1 H1 4-50 0.15 0.15 0.04 1.00 21-34 Vu<PtuVd2 Not Reqd 0.00 0.00 .1-40D-1.60H 1 016 4.50 0-16 OA6 025 1.00 21.34 Vu,<PhiW2 Not Reqd 0.00 UO +IAOD-1.60H 1 011 4-50 0.17 0.17 0,06 1.00 21.34 Vu<WW2 Not Reqd 0.00 0.00 .J20D+D.50L-0.20S+E+l-60i 1 075 4,50 -0-32 0-32 0,02 1-00 21.34 Vu<PtuVc(2 Not Reqd 0.00 0.00 +1-20D+0.50L�02DS+E+l foOl 1 0,80 4.50 -0.31 01 0.00 1.00 2134 Vu<pluvcR Not Reqd 0.00 0.00 -1.20040�5OL-0.20S�E+1.60! I US 4.50 -030 0-30 0.01 1.00 21.34 'Ai<MW Not Reqd 0.00 100 +1.20D-O-5OL402DS--F-1.fft 1 0.89 4.50 -D29 0.29 0.02 UO 21.34 Vu<PhiVd2 Not Reqd 0-00 0.00 -120D+0.50L-D.2OS4E-U0i 1 014 4.50 -0.28 0.28 0,04 1.00 2134 Vu<PtvVc/2 Not Reqd 0.00 0.00 .J-20D*O-50L+OM�E*l-GOi 1 0.99 4.50 -0.27 O-2T 0.05 1,00 21.34 vu<Ptmvcr2 Not Reqd 0.00 0.00 +I.2DDtO5OL--G.20S-E-l.W 1 1.04 4.50 -0.26 026 U6 1�00 21.34 Vu<PluVd2 Not Reqd 0-00 HO -l.20M60L+0.2GS--E-1.601 1 1.08 4.50 -0.25 025 0-08 1.00 21-34 Vu<PhiVd2 NotReqd 0.00 0.00 +l-20D40AL--020S+E-1.60i 1 1,13 4M -0.24 0-24 0,09 100 21.34 vu<PtHvcrz Not Reqd 0.00 0-00 +1-2OD40.50LA-2GS�E+1.60( 1 1-18 450 -023 0.23 GAD 1.00 2134 vu<ptuw Not Reqd 0.00 0.00 +1-20D+0.50L-0-20S+E+1-60( 1 122 4.50 -0.22 022 QA1 1.00 21.34 Vu<PhiVd2 Not ReQd 0-00 0.00 -12DD-O.5GL+02DS+E�1.6(H 1 127 4.50 -0.21 021 OA2 UO 21.34 Vu<PhtVcf2 Not Reqd 0.00 0.00 +1-20M,5OL40.20S+E-1-601 1 1,32 4.50 -0-19 OA9 QJ3 1.00 21,34 vu<Ph1vd2 NotReqd G.00 OM +l-2OD40ML+(L20S+E+1.% 1 1.36 4�50 -0.18 0.18 OA4 1,00 21.34 Vu<PhiVd2 Not Reqd 0.00 0.00 �120D+0-501-40M-E+1.60; 1 IAJ 4.50 -0.17 0-17 015 1�00 21.34 vu<ptuw NotReqd 0.00 0.00 -12OD-0,50L+OJGS+E-1.60( 1 1.46 4,50 -0.15 0-15 0.16 I.DO 21.34 vu<RU'VC12 Not Reqd O-W D.CD I Slindimb Pe Inc Pr*ctTitle, stnxtural engineering Engineer: ProW R 5525 gDss road PmjW Descr. Phelan,CA 9231-1 760-W8-1746 Title Block Une 6 Q��11_-,l 7,1 D3=� Beam on Elastic Foundation B&W.ALC,W-1 Descrkilim: sab at genef-tOr-'Varsvem-' Detailed Shear Infomabon Span 0- vu (k) MU CrvLdMU PhrvC Gainalent Phi vs Spang Cin) Load CoFrkkg&n Nuffit" (R) (h) AcW Design Ck-ft) (k) M Re�d Suggest .l20D40.50L--0.2OS4E-1 5(X 1 1.51 450 -0,14 0-14 116 1.00 21-34 Vu<Phtft/2 NotReqd 0.00 0.00 .1 20D.OAL+OOS4E+l.6M 1 155 4.50 -0.13 0.13 0-17 IM 2134 Vu<PtuVd2 NotReqd 0.00 0-00 +l.2OD4G.50L+0-20S-&l.6Q1 1 1.60 4.50 -0-11 0.11 GA8 1.00 2134 Vu<PlUvd2 Not Reqd 0-00 D-00 +i2cD+OAL+0,2OS4E+l.6041 1 1.65 4M -0.10 0-10 0.18 IM 21.34 Vu<PhtVd2 Not Reqd 0-00 0.00 +1 2co4OAL+O-2OS4E-l.60t 1 1.69 4.50 -0.08 0.08 0.19 1.00 21.34 Vu<PhtVd2 W Reqd G-GO 0.00 �1201340-501420S+E-IjW 1 1.74 L50 .0.06 0.06 GA9 1.00 21-34 Vu<PtuVd2 NotReqd 0.00 000 .i-20M.5OL401GS+E-I.601 1 1.79 4.50 -0.05 0.05 D-19 100 21.34 Vu<PhLvd2 Net Reqd 000 HO +lAOD-1.60H 1 1-84 450 -0.03 0.03 0.11 UO 21.34 Vu<PbtVd2 NotReqd 000 OGO -1-40D+IMH 1 IS8 450 -0.02 O.G2 0.11 IM 21-34 Vu<PluVd2 NotReqd TOO 0-00 -1.40D-lMH 1 1,93 4,50 .0.01 0-01 0.11 0-85 21W vu<PtuVd2 NotReqd 0.00 0-00 -I2OD40-%L+0-20S-E-l.W 1 1,98 4.50 0.02 0.02 0-20 UO 21.34 Vu<PtuVd2 NotReqd 0-00 0-00 +1.2OD40-50L-02DS+E+l-60I 1 2.02 4,50 OjD4 0.04 0.20 1.00 21.34 VU<Phivdz NotReqd 9.00 D.00 -I2DD+0-5(ILA2DS,E-I-6GI 1 2U7 4-50 0.06 0.06 0.19 1.00 21.34 vu<PluVd2 NOIReqd 0�00 D.00 -l-20D-0.50L--GM+E-IA0I I Z12 4,50 0.08 0-08 0.19 1.00 21.34 Vu<PtvVd2 NdReqd 0.00 0.00 -1.20D--0.50L+020S+E+l.60l 1 2,16 4.50 0.10 OAO 019 'IDO 21.34 Vu<PhW2 Not Reqd 0.00 0.00 +T20D+0.50L+020S+E-I.601 1 2.21 4.50 0.12 0.12 018 1.00 21,34 vU<ph1vCr2 Not Reqd ILOO 0-00 -1.2OD40-50LA-2DS+E-I-G0[ 1 226 k50 0-14 014 0-18 1.00 21.0 vu<PhfVd2 Not Reqd 0-00 0.00 +IMD.0.5GU-0-20S--E1.6G! A Z31 4.50 0.16 0.16 0-17 1.00 21.34 Vu<PhiVd2 Nat Reqd 0.00 0-00 +IjOD-0.5UL�020S+E+1.W I Z35 4.50 OA9 0.19 0-16 1.00 21.34 vu<PtdVd2 Nat Reqd 0.00 GM �12GG40.50L4010S+E+1�0� 1 740 4.50 0-21 021 0-15 1�00 21.34 vu<PtiVd2 NotReqd 0.00 OGO .i.20D-0-50L-0.20S-E-1 60i I 2A5 C50 0.23 0,23 0.14 IM 2134 Vu<PtvVd2 Not Reqd 0.00 0.00 �12uw-50L,0.20S-E-1.60t 1 2,49 4.50 0.25 025 GA3 1�00 21.34 vu<PTmVd2 Not ReQd HO 0.00 +120DAML40.20S-E-1.60( 1 254 4-50 0.28 028 0.12 1-00 21.34 vu<Ptvvd2 Not Reqd 0.00 0-00 .12ow-s&-�020S+E+11-60c 1 259 45G 0.30 0.30 Til I.OD 2134 Vu<PhiVd2 NotReo 0.00 0.00 -l20DA.5GL-02GS+E+l-6& 1 164 4.50 U-33 023 0.09 1.00 21.34 Vu<PhtVd2 Not Reqd 0.00 0.00 -l2DD-O-50L+O2OS�E+I 0 1 2,68 4-50 035 D-35 0-08 1.00 21.34 Vu<PhiVd2 Not Reqd 0.00 0.00 -I20D+0.50L-O.2OS4C-l.6OI 1 2.73 4.50 0.38 0-38 0.06 1.00 2134 Vu<PhVid2 NotReqd 0.00 0.00 -120040.50LA.20S+E-1.601 1 2,78 4.50 GAG 0-40 0.04 IJIQ 21-34 Vu<MVd2 Not Reqd 0.00 0.00 ,l.20D+0.50L�0-20S+E+I.60i 1 2.82 4.50 0.43 0.43 0.02 1.00 21.34 Vu<PhtVd2 Not Reqd &00 0.00 -1.20D,G-WL-02DS-E-1 JO I ZBT 4-50 0-45 OA5 ODD 1.0D 21.34 VU<PhNd2 Not Reqd 0.00 0.00 +I.2DD-0JSOL�02DS+E1l.60l 1 2,92 4.50 0-48 0-48 0.02 1.00 21.34 Vu<Pt&Vd2 Not Reqd 0.00 0-00 +j2W--O-50LA20S+E-I W 1 Z96 4.50 0-51 0.51 0.04 1,00 2134 Vu<PtvVd2 Nat Reo 0.00 0-00 -l-2OD40-50L�0.20S+E-l.%. 1 101 4.50 0.53 0-53 0.06 1.00 21.34 Vu<PtvVd2 Not Reqd 0.00 0.00 .1-10D-0.50L�0-20S+E-1.0 1 3-06 4.50 0.56 G-56 0.09 1.00 21134 Vu<PtvVd2 NotReod 0.00 0.00 -l2OD--0.50LA2DS--E-l-6D,, 1 3.11 4.50 0-59 0.59 (I'll 1,00 21.34 vu<PtdVd2 Not Reqd 0,00 0.00 .l-20D-0.5OL,0.20S+E+IjW 1 3.15 4.50 0.62 0-62 0-14 1.00 21.34 vu<Ptaw Not ReO 0.00 0.00 +l-20D+O.5OL-0-20S+E-l.W 1 3.20 4.50 0.65 0.65 0-17 1�00 21.34 vu<ptuva Not Reqd OJOO 0-00 .l2aD.O-MLA-20S-E+I.6M 1 3-25 4.5G 0-68 0.68 020 1.00 21.34 Vu<PhtVd2 NotReqd 0.00 0.00 -I29D-0-50L-O2GS-&l.6(X 1 329 4.50 -0.48 0-48 0-18 1.00 21.34 vu<PfuVd2 Not Reqd 0,00 0-00 -I20D+0-50L-,O2DS+E-l.6M 1 3.34 4.50 -0-45 0-45 0,16 1.00 21.34 Vu<PtuVd2 Not Reqd 0.00 0-00 .l2MA'5OL+020S+E-l.6M 1 3-39 4-50 -0.42 GA2 0-14 1.00 21.34 Vu<PhiVd2 Not Reqd 0.00 0-00 +I2OD--0.50L--0-2GS+E-ljW 1 3.44 4.50 -0.39 0.39 012 1,00 21.34 vu<Phlvci2 Not Reqd 0,00 0.00 +1.200-0-50L-020S+E+I MI 1 3AS 4.50 -0.36 0-36 0.10 1,00 2134 Vu<FluVcJ2 NotReqd 0-00 0-00 -I-20D-0,50L--O2DS+E+I.W. 1 3,53 4-50 -0.33 0.33 U8 1�00 21.34 Vu<PtuVd2 Not Reqd 0,00 0.00 +1-20D40-50L-�0-20S Ew 10 1 3.58 4.50 -029 029 OR 1.00 21.34 Vu<PtvVd2 Not RwA D.00 0.00 -111011-0.50L+02OS-E-1-60i 1 3.62 4.50 -0-26 026 0,05 1�00 2134 vu<ptuw Not Reqd 0-00 0-00 -I2GD+O-5OL4OZk%-E-l.6Q1 1 3.67 430 -0-23 0-23 0.04 I-DO 2134 vu<PWVd2 Not Reqd 0.00 0.00 -l-2QD+O-%L-0.2DS--E-I 601 1 3.72 4.50 -0.19 0-19 043 1.00 2134 Vu<PtuVd2 Not Reqd 000 0-00 +l20C40.5OL40-20S*I&+l.6C1 1 3,76 4.50 -0.16 0.16 102 1.00 21,34 Vu<PtuVdZ No[Reqd OJDO D.00 -1201)4050L�0-20S-E-11.60t 1 311 4.50 -0-12 0.12 (Koi 1-00 21,34 vu<PhiVrJ2 Not Reqd 0.00 0.00 -l.2OD40-50L-O2GS-E+l-6(9 1 3M 4.50 �0.09 H9 (Loll 1.00 21-34 Vu<PhtVct2 Not Reqd 0.00 0.00 +120D.0,50LA-20S.E.1.6m 1 3.91 4.50 -0-05 GA5 CLOO 1�00 2134 Vu<Ph1Vd2 Not Reo 0.00 0.00 +I.20D+0.5GL-OMS+C-lM 1 3.95 4.50 -0-02 U-02 0-00 1.00 21.34 vu<PhiVd2 Not Reqd 0.00 Ozo C11'i' 01- MENIFEE BUILDING AND SAFETY DEPARTMENT PLAN APPROVAL CD REVIEWED BY '-:?11440f menifee /5 DATE& safety Dept. JAN 13 2017 *Approval of these plans shall not be construed to bea permit for,oran approval of,any violation of any provisions.of the federal,state or cit'�, ived regulations and ordinances. This set of approved plans must be keptW&C E) jobsite until completion. tb APPROXIMATE LOC ATION 0 GENERATOR EXHAUST PIPE RISER COORDINATE WITH GENERATOR SUPPLIER/INSTALUER 15 15 A-4 5 2 10. 1#10 GFI -1315 # 0 w 3#10,' 1# GND. 1*C \GND. 1"C 1#6. 3/4� TO 31,C DIMAMErER X 10'- LONG GO R CLAD GROUND ROD. 1#4 0 wP UFER AS R IRED BY NEC ARTICLE 250 16 T. E J 1*-'t r�'