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PMT15-01364 City of Menifee Permit No.: PMT15-01364 29714 HAUN RD. Type: Residential Addition <A-CCEL/-> MENIFEE, CA92586 MENIFEE Date Issued: 02/12/2016 PERMIT Site Address: 27788 LAKE RIDGE DR, MENIFEE, CA Parcel Number: 333-350-026 92585 Construction Cost: $8,000.00 Existing Use: 1 &2 Family Residence Proposed Use: Description of AS BUILT PATIO COVER 204 SQ FT Work: Owner Contractor DR AMAL MEHTA MARANA CONSTRUCTION 27788 LAKE RIDGE DR 40620 STARLIGHT MESA DRIVE MENIFEE,CA 92585 HEMET, CA 92544 Applicant Phone:9519058123 ELIAS MARANA License Number:473293 MARANA CONSTRUCTION 40620 STARLIGHT MESA DRIVE HEMET, CA 92544 Fee Description Qtv Amount(S) Building Permit Issuance 1 27.00 Deck/Patio, non-standard 1 133.00 Additional Plan Review Building 148 148.37 GREEN FEE 1 1.00 SMIP RESIDENTIAL 1 2.00 $311.37 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.rpt Page 1 of 1 CITY OF MENIFEE LICENSED DECLARATION property who builds or improves thereon,and who contracts for the projects with a licensed contractors)pursuant to the Contractors State License Law). I hereby affirm under penalty of perjury that i am under provisions of Chapter9(commencing with section 7000)of Division 3 of the Business and ❑1 am exempt from licensure under the Contractor's State License Law for Professions Code and my license is in full force and effect. 2 the following reason: License Class ��� � �—/-� License Cr 3 By my signature below I acknowledge that,except for my personal residence Expires. !!5k / 1 / Signatur in which I must have resided for at least one year prior to completion of 11T `— 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 ❑I hereby affirm under penalty of perjury one of the following declarations:I licensed contractors.I understand that 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 9700 of the labor Code,for the performance of work for which www.IeRinfo.ca.Rov/caIaw.htmI. this permit is issued. Policy# Date ❑I have and will maintain workers compensation insurance,as required by PROPERTY OWNER OR AUTHORIZED AGENT section 3700 of the Labor Code,for the performance of the work for which ❑By my signature below I certify to each of the following:I am the property this permit is issued.My workers compensation insurance carrier and policy owner or authorized to act on the property owners behalf.I have read this number are: application and the information I have provided is correct.I agree to comply with all applicable city and county ordinances and state laws relating to Carrier building construction.I authorize representatives of this city or county to Policy# Expires enter the above identified property for inspection purposes. (This section need not to be completed is the permit is for one-hundred Date dollars($100)or less PROPERTY OWNER OR AUTHORIZED AGENT NAertify thaf 1n the performance of the work for which this permit is issued, q/L�/ 1.�{/}'1 I hall not employ any persons in any manner so as to become subject to the CITY BUSINESS LICENSE# [/?l D FvO- workers compensation laws of California,and agree that if I should become HAZARDOUS MATERIAL DECLARATION subject to the workers compensation provisions of Section 3700 of the Labor Code,I sha kith comply with those provisions. Will the applicant or future building occupant handle hazardous material or a Applica t / ate mixture containing hazardous material equal to or greater that the amounts sifted on the Hazardous Materials Information Guide? WARNING: AI LURE TO SECURE WORKER'S COMPENSATION COVERAGE IS ❑Yes UNLAWFUL,AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES Will the intended use of the building by the applicant or future building AND OVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS($100,600),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 for guld#11nes CONSTRUCTION LENDING AGENCY ❑Yes NM 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) ❑Yes OWNER BUILDER DECLARATIONS I have read 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 Contractors License Law for the reason(s)indicated below by the California Health&Safety Code,Section 25505 and 25534 concerning hazardMaterial reporting. / � checkmark(s)I have placed-next to the applicable item(s)(Section 7031.5 O Ye to Dated ��//Y/' Business and Professions Code).Any city or county that requires a permit to _ construct,alter,improve,demolish or repair any structure,prior to its ERN 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 Contractors State EPA RENOVATION,REPAIR AND PAINTING IRRPI 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 limnsure 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 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 ❑1,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( )portion of the work,and the structure is www.eoa.eov/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-Bullder will have the burden of proving that it was not built or improved for the purpose of sale. ❑No EPA Lead-Safe Certified Rim is required for this project because: ❑I,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. Structural Calculations For Deck 27788 Lakeridge Drive City of Menifee Menifee, CA Building & Safety Dept. FEB 0 8 2016 Governing Code 2013 CBC RacSived CITY OF MENIFEE Contractor: BUILDING AND SAFETY DEPARTMENT Marana Construction PLAN APPR L Elias Marana 40620 Starlight Mesa Drive REVIEWED FEB 0 8 2016 Hemet, CA 92544 Tel. 505-8123 DATE 'Approval of these plans shall not be construed to be a permit for,or an approval of,any violation of any provisions of the federal,state or city regulations and ordinances. This set of approved plans must be kept on the Engineer: jobsite until completion. Manning Engineering, Inc. 41892 Enterprise Circle South, Suite E Temecula, CA 92590 Tel. 951-296-1044 ; Fax. 951-296-1047 QROFESSIQV O m C 3/B455 / /7 Job #5794 Office Copy rl�Te0FCAL<< BAN 18 2016 JOB. # PAGE OF ArIA��SfS OF A ` c-A-00 ADDl17OA/ a7r� ni-sir.-;�I �Rrr�.11� GnUck 41AI(i COOS "�O/a CMG SCl$�711 C CA-,E&o y p, 16DO PS/= 5aAk1Al& SS = j,5 Fq= l•U Sa5 _ l0 R- /,J = i ex= Ira W IAID V,c_o C.1 ry i IO M �4 USA f,V IgD SS ' AllP � Fxp C' (D�SrG/�! /r1�Ti tpD USED l A G fJ fit t cK DL PSF J l-r_ = 40 PsF - PROJECT y" f-1TA ALl mj-7o1V TvLfiNNING ENGIINEER-ING, INC. 41692 ENTERPRISE CIRCLE SO., S i�. E ENGR TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 _--_.------ -.SATE.-_.__ ._....------ -- - FAX951-296-1047.._.- JOB # PAGE � OF I-,AliDUT 1 �E� y (141) f FTz U 6 3,0 LArE-P-AL AAlALLS' Lf X SD Ft r C.OWMAI � p� VO VC _ :L5 t G-IE�K Gc)i/�(D C/a-33 (i� t 2,5(0,33� �9.z) t:S6/'5)(4)�1y'z))- /00Z SE&VIC, at)VOAAk k AX 5 PROJECT _ ___ MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E ENGR TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 DATE __ _ ._- . FAX JOB # R8,GE vC ,-byo � 1 1 'rL55P 1 f. i K& POST 3 7 'v j ! I ? � I PROJECT MANNING ENGINEERING, INC. ��JVR 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA 92590 DATE F'HUNL 951-296-1044 JOB # PAGE OF LATEkA% MA),Ygig �- �aogIa C2 Loin r LAE a H ILS 5 PC, Ilalinvi= l5�v rasro oK I II � .jig NL.SSPC, PROJECT MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E ENGR TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 nATi � '-95�-296=1'04'7___.'---.._�._..------ -------- JOB # PAGE of aooIbs M- -�4.2 0) - s o iiv'lJS Y 42-" sue = gov � G3 < 7,2 a ,00 M 9 r i 9 PROJECT MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E ENGR TEMECULA, CALIFORNIA92590 FHUNE 95t 296-1044 ---._.DATE .T. -�_eFRX-'95�=296=7Dz[%--------. -- ----- _. Manning Engineering Inc. Project Title: 41892 Enterprise Circle So,Ste.E Engineer: Project ID: Temecula,CA92590 Project Descr: Tel.#(951)296-1044 Fax.#(951)296-1D47 bruce@manningm..com _ &mlad:2r OCT 2015.M R1 FIe=clUs=WMNIN-1100CUME-11ENERCA-11MARANAWV94D-1.ECC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver.6.15.10.6 I Fit r, a Description: BM1 CODE REFERENCES _ Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elastic' Load Combination ASCE7-10 Fb-Compr 1,350.0psi Ebend-xx 1,600.Oksi Fc-Prll 925.0psi Eminbend-xx 58D.Oksi Wood Species : Douglas Fir- Larch Fc-Pep 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0 2191 L().337) ♦ IF ♦ ♦ v 6x12 Span=12.330 a App lied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.2190, L=0.3370, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7751 Maximum Shear Stress Ratio = 0.406: 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 1,045.89psi fv:Actual 68.83psi FB:Allowable = 1,350.00psi Fv:Allowable = 170.00psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.165ft Location of maximum on span = 11.385ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.158 in Ratio= 936 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.261 In Ratio= 567 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces 8:Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span It M V Cd CFN Ci Cr Cm C t CL M fb Pb V fv Pv +D+H -... _ 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.339 0.177 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.16 411.96 1215.00 1.14 27.11 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 It 1 0.775 0.405 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.57 1,045.89 1350.00 2.90 6B.83 170.00 +D+Lr+H 1.00D 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.244 0.128 1.25 1,000 1.00 1.00 1.00 1.00 1.00 4.16 411.96 1687.50 1.14 27.11 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.265 0.139 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.16 411.96 1552.50 1.14 27.11 195.50 +D+0.750Lr+0750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 8 1 0.526 0.275 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.96 887.41 1687.50 2A6 58.40 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00' 1.00 1.00 . 0.00 0.00 0.00 0A0 Length=12.330 ft 1 0.572 0.299 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.96 887AI 1552.50 2.46 58.40 195.50 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So.Ste.E Engineer: Project ID: Temecula,CA92590 Project Descr: Tel.#(951)296-1044 Fax.#(951)296-1047 b uce Q�1R a Iningrce.COR1 I'Me0 27 0CT 2015,2 2a°M - --- _- File=clUsersIMANNIN-11DOCMME-11ENERCA-1UMRANAWb794D-1.ECG... ' Wood Beam ENERCALC,INC.19612015,Build:615.10.6,Ver.6.15.10.6 e Description: RMi Load Combination Max Stress Ratios _ Moment Values Shear Values -- ------ -- -. - ..-- SegmenlLength Span# M V Cd OFN Ci Cr Cm C t CL M Po Fb V fv FW _ - _ _- - - +D+asaw.+1 1.000 1.00 too 1.00 tog too 0.00 0.00 o:oo 0.00 Length=12.330 it 1 0.191 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.16 411.96 2160.00 1.14 27.11 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 D.OD 0.00 0.00 Length=12.330 it 1 0.191 0.100 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.16 411.96 2160.00 1.14 27.11 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=12.330 It 1 0.411 0.215 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.96 887A1 2160.00 2.46 58.40 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.411 0215 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.96 887.41 2160.00 2.46 58.40 272.00 +0+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 8 1 0.411 0.215 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.96 887.41 2160.00 2A6 58.40 272.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0D Length=12.330 ft 1 0.114 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.50 247.18 2160.00 0.69 16.27 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 ft 1 0.114 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.50 247.18 2160.00 0.69 16.27 272.00 Overall Maximum Deflections Load Combination Span Max. Defl Loption in Span Load Combination Max.'+'Ceti Location in Span +D+L+H 1 ---0.2608 --- 6210 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support1 Support2 OGerall MAXImum � 3.428 Overall MlNimum 0.810 0.810 +D+H 1.350 1.350 +D+L+H 3A28 3A28 +D+Lr+H 1.350 1.350 +D+S+H 1.350 1.350 +D+0.750Lr+0.750L+H 2.908 2.908 +D+0.750L+0.750S+H 2.908 2,908 +D+0.60W4H 1.350 1.350 +D+0.70E+H 1.350 1.350 +D+0.750Lr+0.75DL+0.450W+H 2.908 2.908 +D+0.750L+0.7505+0.450W+H 2.908 2.908 +D+0-750L+0.750S40.5250E+H 2.908 2.908 40.60D40.60W+0.60H 0.810 0.810 +0.60D+0.70E+0.60H 0.810 0.810 D Only 1.350 1.350 Lr Only L Only 2.078 2.078 S Only W Only E Only H Only Manning Engineering Inc. Project Tifle: 41892 Enterprise Circle So.Ste.E Engineer: Project ID: Temecula,CA92590 Project Descr. Tel.#(951)296-1044 Fax.#(951)296-1047 brpce�mannin rce,cpm -______ _ _ PnW.270CT'015.2'MPIA He=akuwmNANNIN-11D0CUME-1 TNERCA-1WARANAW57940-1.EC6 Wood Beam ENERCALC,INC.79812015,Bu :6.15.10.6,Ver.6.15.10.6 Description: BM2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,350.0psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,350.Opsi Ebend-xx 1,600.Oksi Fc-Pril 925.0psi Eminbend-xx 580.Oksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0psi Wood Grade No.1 Fv 170-0 psi Ft 675.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral4orsion buckling D10.171 1_10.2d1 6x12 Span=12.330 n Applied Loads Service loads entered.Load Factors will be applied for calculations: Uniform Load: D=0.170, L=0.240, Tributary Width=1.0 ft DESIGN SUMMARY _ _ '" • Maximum Bending Stress Ratio = 0.571: 1 Maximum Shear Stress Ratio = 0.299 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 771.25psi fv:Actual = 50.76 psi FB:Allowable = 1,350.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.165ft Location of maximum on span = 11.385ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.113 in Ratio= 1314 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.192 in Ratio= 769 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span# M V C d C FN C t Cr C m C t C L M fb Pb V tv Pv +D+H ----- 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.263 0.138 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.23 319.79 1216.00 0.89 21.05 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.571 0.299 1.00 1.000 1.00 too 1.00 1.00 1.00 7.79 771.25 1350.00 2.14 50.76 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 ft 1 0.190 0.099 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.23 319.79 1687.50 0.89 21.05 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.206 0.108 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.23 319.79 1552.50 0.89 21.05 195.50 +D+0.75OLr+0.75OL+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.390 0.204 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.65 658.38 1687.50 1.83 43.33 212.50 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1-00 1.00 0.00 0.00 0.00 0.00 Length=12.330 ft 1 0.424 0.222 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.65 658.38 1552.50 1.83 43.33 195.50 Manning Engineering Inc. Project Title: 41892Enterprise Circle So.Ste.E Engineer. Project ID: t/ Temecula,CA92590 Project Descr: Tel.#(951)296-1044 Fax.#(951)296-1047 bruce@manningrce_com _ a ed:270."d a015.220Pr.1 Wood BeamWe=c\Umm MANNIN-11D000ME-I%NERCA-11MARANAVW794D-1.EC6 ENERCALC,INC.19632015,Build:6.15.10.6,Ver.6.15.10.6 Description: BM2 Load Combination Max Stress Ratios Moment Values Shear Values . - - --- ---- ---- --- Segment Length Span# _ M_ -V_ Cd C FN C I Cr C m C I C L M_ fb _ Fb V N Fv +D+O.60W 4ll 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.148 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.23 319.79 2160.00 0.89 21.05 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.148 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.23 319.79 2160.00 0.89 21.05 272.00 +D+0.750Lr+0.750L-4450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.305 0.159 1.60 1,000 1.00 1.00 1.00 1.00 1.00 6.65 658.38 2160.00 .1.83 43.33 272.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.305 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6,65 658.38 2160.00 1.83 43.33 272.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00. 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.305 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.65 658.38 2160.00 1.83 43.33 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.089 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.94 191.87 2160.00 0.53 12.63 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.330 it 1 0.089 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.94 191.87 2160.00 0.53 12.63 27200 Overall Maximum Deflections Load Combination Span Max'=Dell Location in Span Load Combination Max.'+•Dell Location in Span +{j.{_+H i 0.1923 6.210 0.0000 0.000 Vertical.Reactions Support notation:Farleftis 91 Values in KIPS Load Combination Support Support2 Overall MAXmum 2528 2526- Overall MINimum 0.629 0.629 +D+H 1.048 1.048 +D+L+H 2528 2.528 +D+Lr+H 1.048 1.048 +D+S+H 1.048 1.048 +D+0.750Lf+0.750L+H 2.158 2.158 +D+0.750L+0.750S+H 2,158 2.158 +0+0.60W+H 1.048 1.048 +D+0.70E+H 1.048 1.048 +D+0.750Lr+0.750L+0.450W+H 2.158 2.158 +D+0.750L+0,750S+0.450W+H 2.158 2158 +D+0.750L+0.7505+0.5250E+H 2.158 2.158 +0.60D+0.60W+0.60H 0.629 0.629 +0.60D+0.70E+0.60H 0.629 0.629 D Only 1.048 1.048 Lr Only L Only iA80 I A80 S Only W Only E Only H Only Manning Engineering Inc. Project Title: �1 41892•Enterprise Circle So.Ste.E Engineer: Project ID: V Temecula,CA92590 Project Descr. Tel.#(951)296-1044 Fax.#(951)296-1047 brace mannin rCa.Com- Prn a:27 v T 2015.2:28PIA -9 -- - i Fie=r.IUsers1MAIJNIN-1100CUME-11ENERCA-11AMRANAW5794D-1.EC6 Wood Beam ENERCALC,INC.19642015,Build:6.15.10.6,Ver,6.15.10.6 Description: FLOOR JOISTS CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties__ Analysis Method: Allowable Stress Design Fb-Tension 1000psi E:ModulusofElasticity Load Combination ASCE 7-10 Fb-Compr 1000psi Ebend-xx 1700ksi Fc-Pril 1500psi Eminbend-xx 620ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade No.1 Fv 180 psi Ft 675psi Density 312pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.02)L(0.04) vIF V 2x6 Span=12.0 It _Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.020, L=0.040, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8221 Maximum Shear Stress Ratio = 0.250 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 986.25psi fv:Actual = 44.94 psi FB:Allowable = 1,200.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.232 in Ratio= 621 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.348 in Ratio= 414 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum_Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M' V C d C FN C 1 Cr C In C t C L M fb Fb V iv Fv +p+H 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.304 0.092 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.36 328.75 1080.00 0.11 14.98 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.822 0.250 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.08 986.25 1200.00 0.33 44.94 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.219 0.067 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.36 328.75 1500.00 0.11 14.98 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.238 0.072 1.15 1200 1.00 1.00 1.00 1.00 1.00 0.36 328.75 1380.00 0.11 14.98 207.00 +D+0.750Lr+0.7501_+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0Z 0.00 0.00 Length=12.0 It 1 0.548 0.166 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.90 821.88 1500.00 0.27 37A5 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.596 0.181 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.90 821.88 1380.00 0.27 37A5 207.00 Manning Engineering Inc. Project Title: Jq 41892Enterprise Circle So.Ste.E Engineer: Project ID: Ifr Temecula,CA92590 Project Descr: Tel.#(951)296-1044 Fax.#(951)296-1047 brace@nanningrce.com ftW&..2700T?n15. File=c:lUsem MANNIN-11D000ME-11ENERCA-1Vr1ARANAVt5794D-1.EC6 Wood Beam ENERCALC,INC.1983-2015,8010,15.10.6,Ve..6.15.10.6 Description: FLOOR JOISTS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Cf CL M Po - Fb V N Fv +D+0.60W+H - - - 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.171 0.052 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.36 328.76 1920.00 0.11 14.98 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.Oft 1 0.171 0.052 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.36 328.75 1920.00 0.11 14.98 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.428 0.130 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.90 821.88 1920.00 0.27 37.45 288.00 +D+0.7501-+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.428 0.130 1.60. 1.200 1.00 1.00 1.00 1.00 1.00 0.90 82L88 1920.00 0.27 37.45 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 it 1 0.428 0.130 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.90 821.88 1920.00 0.27 37A5 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.103 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 022 197.25 1920.00 0.07 8.99 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 DO 0.00 0.00 Length=12.0 It 1 0.103 0.031 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.22 19725 1920.00 0.07 8.99 288.00 Overall Maximum Deflections _ Load Combination Span Max.`-'Dell Location in Span Load Combination Max.'+'Dell Location in Span +D+L+H -- - - - - 1 0,3477 6.044 0.0000 0.000 Vertical Reactions Support notation:Farleftis#1 Values in KIPS Load Combination Suppod1 Support2 Overall LWIrrum Overall MlNimum 0.072 0.072 +D+H 0.120 0.120 +D+L+H 0.360 0.360 +D+Lr+H 0.120 0.120 +D+S+H 0.120 0.120 +D+0.7501-r+0.7501-+H 0.300 0,300 +D+0.750L+0.750S+H 0.300 0.300 +D+0.60W+H 0.120 0.120 +D+0.70E+H 0.120 0.120 +D40.750Lr4O.750L+OA50W+H 0.300 0.300 +D40.750L-0.750S+0.45OW4H 0.300 0.300 +D+0.750L+0.75OS+0.5250E+H 0.300 0.300 +0.60D+0.60W+0.60H 0.072 0.072 +0.60D+0.70E+0.60H 0.072 0.072 D Only 0.120 0.120 Lr Only L Only 0240 0.240 S Only W Only E Only H Only ®YD # 57G PAGE OF OL_ 20 V`7F LL 40 D S F 9 A 0 L 2 12_ �z0 +fi) = 215 lz, f y�1iL� 121 4n VNOL 12/2- 20> +50 = 170 vJu. d2/ z (4� 240 AOL 1 G/z, Ck J = 2'7 2 X8 PROJECT MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E ENGR TEMECULA, CALIFORNIA 92590 PHONE 951-296-1044 Manning Engineering Inc. Project Title: 41892 Enterprise Circle So.Ste.E Engineer: Proect ID: Temecula,CA92590 Project Descr. Tel.#(951)296-1044 Fax.#(951)296-1047 bruce@manningroe_gom -- _ _ Nn1w.27OCT 2015.2:33Mi Fle=c:iUserswIANNIN-11dOCUME-11ENERCA-11MARANAVt5%9CD-1.EC6 Genera) Footing ENERCALC,INC.1M2015,Build:6.15.10.6,Ver6.1111.1 Description: F1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksl Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3.122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.250 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safely Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wl for Soil Pressure Yes Allowable pressure increase per foot of depi= 0.0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater@ 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thicknes = 12.0 in s i Pedestal dimensions... 5' X px:parallel to X-X Axis = 0.0 in pz:parallel to Z-Z Axis _ 0.0 in Height 0.0 in r^a Reber Centedine to Edge of Concrete.. at Bottom of footing = 3.0 in n Reinforcing : _- _ -- 2'V w Bars parallel to X-X Axis Number of Bars = 2 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis - Number of Bars = 2 i "N Reinforcing Bar SIZE _ # 5 x.cm. ti ae Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _ 0 Lr L _ _S W E H P:Column Load = 1.350 0.0 2.080 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 6.6 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Manning Engineering Inc. Project Title: �� 41892•Enterprise Circle So.Ste.E Engineer: Protect ID: Temecula,CA92590 Project Descr. Tel.#(951)296-1044 Fax.#(951)296-1047 b_ruce LManffngrce.com___..__ _ ftLL..27(}T 2015.2:33PTA Fle=c:lUs XMANNIN-11WCUME-IGNERCA-1UMRANA\#W94D-1.EC6 General Footing ENERCALC.INC.196S2015,BNIc:6.15.10.6,Ver.6.15.10.6 , Lirensee,_-Manning Engineering,Inc. Description: F1 DESIGN SUMMARY •' • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6687 Soil Bearing 1.003 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n1a Overtuming-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07595 Z Flexure(+X) 0.6185 k-ft 8.144 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.07595 Z Flexure(-X) 0.6185 k-ft 8.144 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.07595 X Flexure(+Z) 0.6185 k-ft 8.144 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.07595 X Flexure(-Z) 0.6185 k4t 8.144 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.03563 1-way Shear(+X) 2.673 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04072 1-way Shear(-X) 3.054 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03563 1-way Shear(+Z) 2.673 psi 75.0 psi +1.20D+0.501_r+1.60L+1.60H PASS 0.04072 1-way Shear(-Z) 3.054 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08812 2-way Punching 13218 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Kris& Actual Soil Bearing$tress Actual I Allowable Load Combination._ Gross Allowable, -_Xecc -Zecc Bottom,-Z Top. Left,-X Right,+X Ratio X-X.+D+H 1.50 n/a 0.0 0.4825 0.4825 n/a Na 0.322 X-X.+D+L+H 1.50 n/a 0.0 1.003 1,003 n/a n/a 0.669 X-X.+D+Lr+H 1.50 n/a 0.0 0.4825 OA825 n1a n1a 0.322 X-X.+D+S+H 1.50 n1a 0.0 OA825 0.4825 Na Na 0.322 X-X.+D+0.750Lr+0.750L+H 1.50 n1a 0.0 0.8725 0.8725 n1a Na 0.582 X-X,+D+0.750L+O.750S+H 1.50 n1a 0.0 0.8725 0.8725 n1a n/a 0.582 X-X.+D+0.60W+H 1.50 n/a 0.0 0.4825 0.4825 n/a n/a 0.322 X-X.+D+0.70E+H 1.50 n1a 0.0 0.4825 0.4825 n/a n/a 0.322 X-X.+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.8725 0.8725 n/a n/a 0.582 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.8725 0.8725 n/a n1a 0.582 X-X.+D+0.750L+0.750S+0.5250E+H 1,50 n/a 0.0 0.8725 0.8725 n/a n/a 0.582 X-X.+0.60D+0.60W+0.60H 1.50 Na 0.0 0.2895 0.2895 n/a n1a 0.193 X-X.+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.2895 0.2895 n/a n/a 0.193 Z-Z.+D+H 1.50 0.0 Na Na n/a 0.4825 0.4825 0.322 Z-Z.+D+L+H 1.50 0.0 n/a n/a n/a 1.003 1.003 0.669 Z-Z.+D+Lr+H 1.50 0.0 n1a Na n/a 0.4825 0.4825 0,322 Z-Z.+D+S+H 1.50 0.0 rile n1a We 0.4825 0.4825 0.322 Z-Z.+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n1a 0.8725 0.8725 0.582 Z-Z.+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.8725 0.8725 0.582 Z-Z.+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.4825 0.4825 0.322 Z-Z.+D+0.70E+H 1.50 0.0 n/a n/a Na 0.4825 0.4825 0.322 Z-Z.+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.8725 0.8725 0.582 Z-Z +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n1a n/a 0.8725 0.8725 0.582 Z-Z.+D+0.750L40.750S+0.5250E+H 1.50 0.0 Na n/a n1a 0.8725 0.8725 0.582 Z-Z.+0.60D+0.60W+0.60H 1.50 0.0 We n/a n/a 0.2895 0.2895 0.193 Z-Z +0.60D+0.70E-iO.60H 1.50 0.0 Na n1a n1a 0.2895 0.2895 0.193 Overturning Stability Rotation Axis& Load Combination... Overturning Moment _ Resisting Moment Stability Ratio status _ Footing Has NO Overturning _ Sliding Stability _ _ All units k Force Application Axis Load Combination... Sliding Force _- Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Manning Engineering Inc. Project Title: 41892 Enterprise Circle So.Ste.E Engineer: Project ID: Temecula,CA92590 Project Descr: Tel.#(951)296-1044 Fax.#(951)296-1047 brute@mannjngrce_cq ____ ftWd.21 OCT 2015.2:33PM General FOOt10 File=c:lUsemsMANNIN-IMCUME-11ENERCA-11MARANAlN5794D-1.ECG ' g ENERCALC INC.1983-2016,Burd:6.15.10.6Ner.6.15.10.6 Licensee Manning Engineering,Inc. Description: F1 Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As PhP Mn yes k-fl Side 7 Bot or Top 7 In42 in"2 in"2 k-tt X-X,+1.40D+1.601-1 0.2363 +Z Bottom 0.2592 Min Temo% 0.310 8,144 OK X-X.+1.40D+1.60H 0,2363 -Z Bottom 0.2592 Min Temo% 0.310 8,144 OK Manning Engineering Inc. Project Title: 41.892 Enterprise Circle So.Ste.E Engineer: Project ID: Temecula,CA92590 Project Descr: Tel.#(951)296-1044 Fax.#(951)296-1047 bru__ ma001flgfce.001I1 PmWd:27 OCT 2015.233P61 General Footing Flle.=cwsemMNNIN-i1pOCUME-11ENERCA-lMRANAWFMD-1.Ecs g ENERCALC.INC.19642015,Build:6.15.10.6,Vec6.15.10.6 KW-06009184 Licensee:Manning Engineering,Inc, Description: F1 Footing Flexure Flexure Axis B Load Combination Mu Which Tension@ As Req'd Gvm.As Actual As Phi'Mn Status k-tt Side? But or Top? 102 iM2 ih^2 k-h X-X.+1.20D+0.50Lr+1.60L+1.60H 0.6185 +Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X.+1.20D+0.50Lr+1,60L+1.60H 0.6185 -Z Bottom 0.2592 Min Temo% 0,310 8.144 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.6185 +Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.6185 -Z Bottom 0.2592 Min Temp% 0.310 8.144 OK X-X.+1,20D+1.60Lr+0.50L+1.60H 0.3325 +Z Bottom 0.2592 Min Temo% 0.310 8,144 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 0.3325 -Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 0.2025 +Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.2025 -Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X,+120D+0.50L+1.60S+1.60H 0.3325 +Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X,+120D+0.50L+1.60S+1.60H 0.3325 -Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X.+1.20D+1.60S+0.50W+1.60H 0.2025 +Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X,+1.20D+1.60S+0.50W+1,60H 0.2025 -Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X,+1.20D40.50Lr+0.50L+W+1.60H 0.3325 +Z Bottom 02592 Min Temo% 0.310 8.144 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0,3325 -Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 0.3325 +Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X,+1.20D+0.50L+0.50S+W+1,60H 0.3325 -Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X,+1,20D+0.50L+0.20S+E+1.60H 0.3325 +Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.3325 -Z Bottom 0.2592 Min Temn% 0.310 8.144 OK X-X.+0.90D+W+0.90H 0.1519 +Z Bottom 0.2592 Min Temo% 0,310 8.144 OK X-X.+0.90D+W+0.90H 0.1519 -Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X.+0.90D+E+0.90H 0.1519 +Z Bottom 0.2592 Min Temo% 0.310 8.144 OK X-X.+0.90D+E+0.90H 0.1519 -Z Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z.+1.40D+1.60H 0.2363 -X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z.+1.40D+1,60H 0.2363 +X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z-+1,20D+0.50Lr+1.60L+1.60H 0.6185 -X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6185 +X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z.+1.20D+1,60L+0.50S+1.60H 0.6185 -X Bottom 0.2592 Min Two% 0.310 8.144 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.6185 +X Bottom 0.2592 Min Temp% 0.310 8.144 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.3325 -X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3325 +X Bottom 02592 Min Temo% 0.310 8.144 OK Z-Z,+1,20D+1.60Lr+0.50W+1.60H 0.2025 -X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z,+120D+1.60Lr-460W+1.60H 0.2025 +X Bottom 0.2592 Min Temo% 0.310 8,144 OK Z-Z,+1.20D40.50L+1.60S+1,60H 0.3325 -X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.3325 +X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.2025 -X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.2025 +X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3325 -X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z,+1.20D+0.5oLr40.50L+W+1.60H 0.3325 +X Bottom 0.2592 Min Temo% 0,310 8.144 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.3325 -X Bottom 0.2592 Min Temo% 0,310 8.144 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3325 +X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.3325 -X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z,+1.20D+0.50L40.20S+E+1.60H 0.3325 +X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z.+0.90D+W+0.90H 0.1519 -X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z,+0.90D+W+0.90H 0.1519 +X Bottom 0.2592 Min Temo% 0.310 8,144 OK Z-Z.+0.90D+E+0.90H 0.1519 -X Bottom 0.2592 Min Temo% 0.310 8.144 OK Z-Z.+0.90D+E+0.90H 0.1519 +X Bottom 0.2592 Min Two% 0.310 8.144 OK One Way Shear Load Combination... Vu @-X __ Vu @+X Vu @-Z_--Vu @+Z _ Vu_Max_ Phi Vn Vu I Phi'Vn Status- A40D+1.60H 1.167 osi 1.021 osi 1.167 psi 1.021 osi 1.167 osi 75 osi 0.01556 OK +120D+0.50Lr+1.60L+1.60H 3.054 osi 2.673 osi 3.054 psi 2.673 osi 3,054 psi 75 osi 0.04072 OK +1.20D+1.60L+0.50S+1.60H 3.054 psi 2.673 osi 3.054 osi 2.673 osi 3.054 psi 75 osi 0.04072 OK +1.20p+1.60Lr+0.50L+1.60H 1.642 osi 1.437 osi 1.642 osi 1.437 psi 1.642 osi 75 osi 0,02189 OK +120D+1.60Lr+0,50W+1.60H 1 osi 0.875 osi 1 osi 0.875 psi 1 osi 75 osi 0.01333 OK +1.20D+0.50L+1.60S+1.60H 1.642 osi 1.437 osi 1.642 osi 1.437 osi 1.642 osi 75 osi 0.02189 OK +1.20D+1.60S+0.50W+1.60H 1 osi 0.875 osi 1 osi 0.875 osi 1 osi 75 osi 0.01333 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.642 osi 1.437 osi 1.642 osi 1.437 osi 1.642 osi 75 osi 0.02189 OK +1.20D+0.50L+0.50S+W+1.60H 1.642 osi 1.437 osi 1.642 osi 1.437 osi 1.642 osi 75 osi 0.02189 OK +1,20D+0.50L+0.20S+E+1.60H 1.642 osi 1.437 osi 1.642 osi 1.437 osi 1.642 osi 75 osi 0.02189 OK +0.90D+W+0.90H 0.75 psi 0.6563 osi 0.75 psi 0.6563 osi 0.75 osi 75 osi 0.01 OK 40.90D+E+0.90H 0.75 osi 0.6563 osi 0.75 osi 0.6563 osi 0.75 osi 75 psi 0.01 OK Manning Engineering Inc. Project Title: 4189L Enterprise Circle So.Ste.E Engineer: Project ID: Temecula,CA92590 Project Descr: Tel.#(951)296-1044 Fax.#(951)296-1047 bruce Upmanninn rce_com_ Pnnle:27 OCT 2015,2:33PA5 _ FBe=cALlsem MANNIN-11DOCUME-11ENERCA-11MARANAW5794D-1 E06 General Footing ENERCALC,INC.1980-2015.Buad:6.15.10.6,Vec6.15.10.6 Description: Ft Punching Shear All units x Load Combination... _ __ __-- Vu PhiNn Vu 1 Phi'Vn _ _ Status +1.40D+1.60H 5.049 osi 150Dsi 0,03366 OK +1.20D+0.50Lr+1.60L+1.60H 13218 osi 150osi 0.08812 OK +1.20D+1.60L+0.5DS+1.60H 13,218 osi 150Dsi 0.08812 OK +1.20D+1,60Lr+0.50L+1.60H 7.106 osi 150osi 0.04737 OK +1.20D+1.60Lr+0.50W+1.60H 4.328 osi 150osi 0.02885 OK +l.20D4.50L+1.60S+1.60H 7.106 osi 150Dsi 0.04737 OK +1.20D+1.60S+0.50W+1.60H 4.328 osi 150Dsi 0.02885 OK +1.20D+0.50Lr+0.50L+W+1.60H 7,106 osi 150osi 0.04737 OK +1.20D+0.50L+0.50S+W+1.60H 7.106 osi 1500si 0.04737 OK +1.20D+0.50L+0.20S+E+1.60H 7.106 Dsi 150Ds71 0.04737 OK +0.90D+W+0,90H 3.246 psi 150ps1 0.02164 OK +0.90D+E+0.90H 3.246 Dsi 150Dsi 0.02164 OK