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PMT16-01911 CA2y io9'bMa nffee Permit No.: PM716-0911 29714 HAUN RD. rACCEL/-> MENIFEE,CA 92586 Type: Residential Addition ,..:.... ... MENIFEE Date Issued: 07/25/2015 P E R N � T Site Address: 26705 JOHANNA CIR, MENIFEE, CA Parcel Plumber: 360-710-005 92584 Construction Cost: $24,000.00 Existing use: 1 8 2 Family Residence Proposed use: Description of CONSTRUCT 896 SQ FT ENGINEERING SOLID,TILE ROOF PATIO COVER W/ELECTRICAL Mork: Owner Contractor PAT ONEIL ROBERTS CONSTRUCTION 26705 JOHANNA CIR 35501 DUSTER RD MENIFEE,CA 92584 MURRIETA, CA 92562 Applicant Phone:9518974941 KEN ROBERTS License Number. 561515 ROBERTS CONSTRUCTION 35501 DUSTER RD MURRIETA, CA 92562 Fee Descriotion OtV Amount($1 ,-h, Outlet•&Fixture ;;i Building Permit Issuance 1 27.00 Inspections not specified 129 129.07 GREEN FEE 1 1.00 General Plan Maintenance Fee-Building 1 6.65 6 . $542.37 The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and specAcations or from preventing builiding operations being cenied 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_Bidg_Permit Template.rpt Page 1 of 1 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). Chapter9(commencing with section 7000)of Division 3 of the Business and o I am exempt from licensure under the Contractors State License Law for Professions Code and my license is in full force and effect. the following reason: License Class U se lo. — -5 8 m signature below I acknowledge that,except for m Y Y 8 g p my personal residence Expires 5 Signature in which I must have resided for at least one year prior to completion of WORKER'S COMPENSATION DECLARATION improvements covered by this permit.I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by 01 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 workers 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 webske: by Section 3700 of the Labor Code,for the performance of work for which this permit is issued. www.leginfo.m.goy/calaw.limil. Policy If 1�U h YIZ X-j 1 ca I Date o 1 have and will maintain workers compensation Insurance,as required by PROPERTY OWNER OR AUTHORIZED AGENT section 3700 of the tabor Code,for the performance of the work for which o 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: s application and the information I have provided is correct.1 agree to comply Carrier with all applicable city and county ordinances and state laws relating to building construction.I authorize representatives of this city or county to Policy# Expires �3 enter the above identified property for inspection purposes. (This section need not to be completed is the permit is for one-hundred dollars($100)or less Date PROPERTY OWNER OR AUTHORIZED AGENT o 1 certify that in the performance of the work for which this permit is issued, I shall not emolov any persons in any manner so as to become subject to the CITY BUSINESS LICENSE# 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,1 shall forthwi wi t ose provisions. Will the applicant or future building occupant handle hazardous material or a Applicant Date $/I mixture containing a hazardous material equal to or greater that the amounts specified on the Hazardous Materials information Guide? WARNING:FAILURE TO SECURE WORKER'S COMPENSATION COVERAGE IS o Yes o 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 Air Quality Management District(SCAQMD)?See permitting checklist forguldelines CONSTRUCTION LENDING AGENCY oYes 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 perm it is issued outer boundary of a school? (Section 3097 Civil Code) o Yes o No OWNER BUILDER DECLARATIONS I have read the Hazardous Material Information Guide and the SCAQMID I hereby affirm under penalty of perjury that I am exempt from the permitting checklist I understand my requirements under the State of Contractors License Law for the reason(s)Indicated below by the California Health&Safety Code,Section 25505 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 oYes o No construct,alter,improve,demolish or repair any structure,prior to its Date issuance,also requires the applicant for the permit to file a signed statement PROPERTY OWN ER OR AUTHORIZED AGENT that he or she is licensed pursuant to the provisions of the Contractors 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 and the basis for the alleged exemption.Any violation of Section 7031.5 by receiving compensation for most work that disturbs paint in a pre-1978 an Applicant for a perm it subjects the applicant to a civil penalty of not more residence or childcare facility to be RRP-certified firms and comply with than($500). required practices.This Includes rental property owners and property managers who do the paint-disturbing work themselves or through their 01,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 ❑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 bemuse: ❑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. BUILDING & SAFETYPERMIT/PLAN CHECK APPLICATION MINA eniiee DATE \ l PERMIT/PLAN CHECK NUMBER [ (� - 071 I I TYPE: 0 COMMERCIAL RESIDENTIAL 0 MULTI-FAMILY O MOBILE HOME 0 POOL/SPA 0 SIGN SUBTYPE: '}4ADDITION J ALTERATION 0 DEMOLITION 0 ELECTRICAL O MECHANICAL O NEW O PLUMBING 0 RE-ROOF-NUMBER OF SQUARES DESCRIPTION OF WORK C) n PROJECTADDRESS _ ASSESSOR'S PARCEL NUMBER rJ�QU�I lO ' LOT �� TRACT OWNER NAME ADDRESS PHONE �QG,=IQ•�-��y'� EMAIL APPLICANT NAME J ADDRESS J J(3 ,� f PHONE q5\ _ C61 _�CI4 , EMAIL Q b .0 CONTRACTOR'S NAME F OWNER BUILDER? 0 YES NO BUSINESS NAME ADDRESS I PHONE q5\- 1q�\ EMAIL CONTRACTOR'S STATE LIC NUMBER 5(,q\ LICENSE CLASSIFICATION VALUATION$ ar-� � SO FT L SO FT 1 APPLICANT'S SIGNATURE DATE DEPARTMENT DISTRIBUTION CITY OF MENIFEE BUSINESS LICENSE NUMBER BUILDING PLANNING ENGINEERING FIRE GREEN SMIP 0 5 INVOICE l � (p PAIDAMOUNT AMOUNT l Y� 0CASH O CHECK# 0CREDIT CARD VISA/MC PLAN CHECK FEES PAIDAMOUNT .;CASH CHEECK# '0CREDITCARD VISA/MC [OWNERBUILDER VERIFIED C YES 0 NO DL NUMBER NOTARIZED LETTER 0 YES 0 NO City of Menifee Building&Safety Department 29714 Houn Rd. Menifee, CA 92586 951-672-6777 www.cityofinenifee.us Inspection Request Line 951-246-6213 Structural Calculations Covered Patio For Oneil Residence 26705 Johanna Circle Menifee, CA City of wnifee Building & Safety Dept. Governing Code 2013 CBC JUN 17 2016 eceiiv8d Contractor: CITY OF MENIFEE Roberts Construction BUILDING AND SAFETY DEPARTMENT Ken Roberts PLAN APPROVAL 35801 Duster Road Murrieta, CA 92562 REVIEWED B r' JUL 2 2 2016 Tel. 951-897-4941 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 Engineer: regulations and ordinances. This set of approved plans must be kept on the Manning Engineering, Inc. jobsite until completion, am 41892 Enterprise Circle South, Suite E Temecula, CA 92590 Tel. 951-296-1044 �• Fax. 951-296-1047 ppfESSlp i �Qk�e ypSEPH ��F2 - Ce s � c 66 GO Job # 5939 pl CML \Q �j �IFOF CAl1F�Q� pis JUN 15 2016 PLOT PLAN Legal owner — Pat Oneil 26705 Johanna Circle City of Menifee Building & Safety Dep Menifee, Calif. JUL 13 2016 Receiv d ?ao>_ Imo' I - I -ID - SoLtC� 'Pt1�10 ln4�k1`I'-' BUILDING AND SAFETY EPARTMENT PLAN APPROVAL REVIEWED Y JUL 2 2 2016 Q DATq 1 'Approval of these plans shall not be construed to be a permit for,or an I 9 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 th j �\`f c jobsite until completion. 13 'fill 4 � ice Py Prepared By Kenneth Roberts C Project shall Comply with the 2013 California Residential CcdE,which berts onstruction Adopts the 2012 IRC,2012 UMC and the 2011 NEC. Section R106.1. p M-r 16- 9 11 Build something great'u PRODUCT INFORMATION [CC Aproval#ESR-1647 Profile: Espana@ 600 Color Name: California Mission Blend i' J SKU Number: 2ESCS6464 Product Type: Lightweight Color: Orange,Tan, Brown Multicolor Available Regions: Southern California, Northern California, Arizona, Hawaii Tile Specifications Size: 17" x 12 3/8" Reflectivity: 0.19 Coverage: 89 Aged Ref. (3 yr): 0.22 Approx. Installed Weight: 590 Ibs Emmisivity: 0.91 Pieces per Pallet: 267 Aged Ern. (3 yr) 0.95 Squares per Pallet: 3 SRI: 18 Approx.Weight per Pallet: 2100 Ibs Aged SRI (3 yr): 24 CRRC ID#: 0008 Seller ID#: 0942 'Calculated Aged Value 1.800.669.TILE (8453) The printed color shown here may vary from actual available the color and should not be - wvvw•BoralRoof.com used to color match.Please contact your local Sales Representative for actual file samples. Initial Weathered Solar ReflectapLe 0,i9; 0.22 Thermal to uttaice 3.9?I 0.95 Rated Product ID Number 0008 Licensed Seller ID Number 0447' , Classificntioc Prohurtion Line Cool Roor Ratine Council ratings are determined fora fixed set of conditions.and nwy not be appropriate for detemtining seasonal energy perfomtance.The aetlLal effect of solar reflectance and thernnl eminance on building perfomtnnce may vary. - Manuracmrer of product stipulates that these-rnan .were elete nti.ted in acccialn-¢c with the applicable Coot Roor Rating Council procedures- ^71 CL Dom► �. � �i� iv 3 ' 3 33 u3E b Tcr AL ERC\{S\t3E Ot;' Lx � � £J�e;y/DVS! ;7• r,. ':`'�. r r r CI1lY� TI L� - (�- fk`TlC] [�'�1�4YL. �C3Cs�-7�.( �'• JUL 13 2016 316 _ j cnc-e-t_ rLE 1-clEST11.11r - .T%U 8mc N3.48'0� Y �1Y5 •li�56 OVEn M4nuA.ao 6il ob LETOR GViQ.V�n UPrepared By Kenneth Roberts� herts�:on� • Project shall Comply with the 2013 California Residential Code,which Adopts the 2012 IRC,2012 UMC and the 2011 NEC. Section R106.1. O t)Ps°Qg �1iJ��Xsrs �F FATto COVED ��Q DES/fin/ G2� Rift- ,•_>.... . . . C�OV�•IZiVI�XtC-r. .�,DE: . �/.3 C�3C s1 TL 0/..4 SS A_ 6+5; ISO.1,3 i . ct ..SMs WIAIb Vez:GCirll //D A4PI4, uit0 ,tKp C VVIAID- fS Pf '' j fi-C. �4 C 1 OO/= per , PROJECT DAIIE'L RmI (mi/o (ovGENGINEERINGINC. hG ENGR 9ZP105 Jnna Ct - t=2ENTERPRISE CIRCLE SO. STE.E DATE TEM ECULA, CA. 92590 ,� h+ •-I�r (-� ivAyou i r _ A X 3.0 LA TE AA L An A L-4 W 9%, FTa X,�) F,r- KOOF ftj L`r X �) 21 OF DVEp.NAnY --t FT 2 IS' �o 7 c1M) = lS; �07 Vove = l�U = 1 o,q7 s^y / 7 REV, u1jMD C Q�w;,M►C SUE P nS I N y c-nd b40 � b f�Sc�vA�i vn1 41-s PROJECT MANNING ENGINEERING, INC. ENGR 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA, CALIFORNIA92590 DATE PRONE 951-296-1044 FAX 951-296-1047 A,-JAIAS6 3; ! DEsIGP! OF CDC-Umk) 67 7616 USE j-}L55 t'G �i-I��Y A/NGLrS� PROJECT MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E ENGR TEMECULA, CALIFORNIA92590 PHONE 951-296-1044 DATE FAX 951-296-1047 ..........._ ^ "'��^^ rrolect Title: 41892 Enterprise Cir. So. Ste. E Engineer Proiect ID: Temecula, Ca.92590 Project Descr: Tel.#(951 )296-1044 Fax#(951)296-1047 brace mannin rce.com PrinteO 15 JUN 2016.11^39AM Wood Beam File=09UseMkHEIDIIJ-1.MANIDOCUME-11ENERCA-IWENROB-IW59390-LEC6 ENERCALC,INC.1983-2016,Build:6.16.5.11,Vec6.16.5.31 Description : SM1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasti Load COmbinat!OSCE7-10 Fb-Compr 1,350.Opsi Ebend-xx 1,600.Oksi Fc-Prll 925.0psi Eminbend-x 580.Oksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.1 Fv 170.0psi Beam Bracing Beam is Fully Braced against lateral-torsional buckling 675.0 psi Density 31.20pcf D'O.23,1 Lr 0.172 i I i 6x8 1i Span=12.0 it J Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load D 0 230 Lr 0 1720, Tnbutary Width 1.0 ft DESIGN SUMMARY �• • Maximum Bending Stress Ratio = 0.998 1 Maximum Shear Stress Ratio Section used for this span = 0.371 : 1 6x8 Section used for this span fb:Actual = 1,684.01 psi iv:Actual __ 6x8 i FB:Allowable = 1,687.50psi Fv:Allowable _ 78.75 psi Load Combination +D+Lr+H - 212.50 psi Location of maximum on span = Load Combination +D+Lr+H P 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 0261 in Ratio= 551>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 0.610 in Ratio= 236>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations -_J Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFM C i Cr C C C Sheer +p+H m t L M tb F'b V Tv F'v Length=12.0 ft 1 0.793 0.294 0.90 1.000 1.00 1.00 1.0o 1.00 1_00 0.00 0.00 0.00 0.00 +D+L+H 4.14 963.49 1215.00 1.24 45.05 153.00 Length- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 g -12.0 ft 1 0.714 0.265 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.14 963.49 1.360.00 1.24 45.05 170.00 00 0.00 0.00 +D Length 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0 ft 1 0.998 0.371 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 +D+S+H 7.24 1,684.01 1687.50 2.17 78.75 212.50 Length= 12.0 It 7 0.621 0.230 1.15 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.75OLr+0.750L+H 4.14 963.49 1552.50 1.24 45.05 195.50 Length=12.0 ft 1 0.891 0.331 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +D+0.750L+0.750S+t{ 6.46 1,503.88 1687.50 1.93 70.32 212.50 Length=12.0 ft 1 0.621 0.230 1.15 t.000 1.00 1,00 1.00 1.00 1.00 0 4.14 963.49 155 . 0 1. 45.0 19 .50 .0O 0.0000 0.000 0 0.00 41892 Enterprise Cir. So. Ste. E Engineer: Project ID: scr: y Temecula, Ca.92590 Project De Tel.#(951 )296-1044 Fax#(951)296-1047 bruce mannin rce.com Printed.15 JUN 2016,11'39MA Wood Beam File=c:\Usems HEIDIU-1.MANIDOCUME-IIENERCA-11KENROB-lW59390-1.EC6 r.rt• . ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver.6:165.31 Description : BM1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb Fb V N Fv +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=12.0 ft 1 0.446 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.14 963.49 2160.00 1.24 45.05 272.00 +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=12.0 ft 1 0.446 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.14 963.49 2160.00 1.24 45.05 .272.00 +D+0.750Lr+0.750L+0.45OW- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.696 0.259 1.60 1.000 1.00 1.00 1-00 1.00 1.00 6.46 1,503.88 2160.00 1.93 70.32 272.00 +D+0750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 it 1 0.446 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.14 963.49 2160.00 1.24 45.05 272.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.446 0.166 1.60 1.000 1.00 1,00 1.00 1.00 1.00 4.14 963.49 2160.00 1.24 45.05 272.00 +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=12.0 ft 1 0.268 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.48 578.09 2160.00 0.74 27.03 272.00 +0.600+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=12.0 ft 1 0.268 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.48 578.09 2160.00 0.74 27.03 272.00 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location In Span Load Combination Max."+"Deb Location in Span +D+Lr+H 1 0.6098 6.044 0.0000 o.o00 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.412 2.412 Overall MlNimum 0.828 0.828 +D+H 1.380 1.380 +D+L+H 1.380 1.380 +D+Lr+H 2.412 2.412 +D+S+H 1.380 1.380 +D+0.750Lr+0,750L+H 2.154 2.154 +D+0.750L+0.750S+H 1.380 1.380 +D+0.60W+H 1.380 1.380 +D+0.70E+H 1.380 1.380 +D+0.750Lr+0.750L+0.450W+H 2.154 2.154 +D+0.750L+0.750S+0.450W+H 1.380 1.380 +D+0.750L+0.750S+0.5250E+H 1.380 1.380 +0.60D+0.60W+0.60H 0.828 0.828 +0.60D+0.70E+0.60H 0.828 0.828 D Only 1.380 1.380 Lr Only 1.032 1.032 L Only S Only W Only E Only H Only -....' ...�. • .vr..va .ova-. 41892 Enterprise Cir. So.Ste. E Engineer: Project ID: Temecula, Ca.92590 Project Descr: Tel.#(951 )296-1044 Fax#(951)296-1047 bruce(&mannin fce.Com Pnnced 9JUN 2016, 1'37Ptd Wood Beam File=c:\Users\HEIDIU-1.MAN\DOCUME-1\ENERCA-1\KENROB-1w59390-1.EC6 ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver.6.16.5.31 Uc.#: KW-06009184 Licensee: Manning Engineering,Inc. Description : BM2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb-Tension 1,350.0 psi E:Modulus ofElasti Load COmbinati4SCE 7-10 Fb-Compr 1,350.0 psi Ebend-xx 1,600.Oksi Fc-Prll 925.0 psi Eminbend-x 580.Oksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.Opsi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling -- ------.._---- D(1.1)Fg1.03) D(0.1031 Lro.05) 70 i 6x10 __--.-_ Span=12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.1030, Lr=0.050, Tributary Width= 1.0 ft Point Load: D= 1.10, Lr=1.030 k @ 6.0 ft _DESIGN SUMMARY _ __ ■- • Maximum Bending Stress Ratio = 0.7861 Maximum Shear Stress Ratio = 0.252 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 1,326.35psi fv:Actual = 53.47 psi FB:Allowable = 1,687.50psi Fv:Allowable = 212.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+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 0.140 in Ratio= 1030>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.326 in Ratio= 441>=180 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 Cd CFN C i Cr Cm C t CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.615 0.204 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.15 747.60 1215.00 1.09 31.20 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.554 0.184 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.15 747.60 1350.00 1.09 31.20 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.786 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.14 1,326.35 1687.50 1.86 53.47 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.482 0.160 1.15 1.000 1.00 1.00 1.00 1.00 1.0o 5.15 747.60 1552.50 1.09 31.20 195.50 +D+0.75OLr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0.700 0.225 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.15 1,181.66 1687.50 1.67 47.90 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 41892 Enterprise Cir. So.Ste. E Engineer: Project ID: Temecula, Ca.92590 Project Descr: Tel.#(951 )296-1044 Fax#(951)296-1047 bruce mannin rce.com Printed 9JUN 2016. 1'37PId Wood Beam File=c\Users\HEIDIU-1.MAN\DOCUME-1\ENERCA-1\KENROB-1 45 9 39 0-1.EC6 ENERCALC,INC.1983-2015,Build:5.16.5.11,Ver.6.18.5.31 KW.06009184 Licensee: Manning Engineering, Inc. Description : BM2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb Fb V fV Fir Length=12.0 ft 1 0.482 0.160 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.15 747.60 1552.50 1.09 31.20 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.346 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.15 747.60 2160.00 1.09 31.20 272.00 +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=12.0 ft 1 0.346 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.15 747.60 2160.00 1.09 31.20 272.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 It 1 0,547 0.176 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.15 1,181.66 2160.00 1.67 47.90 272.00 +D+0.750L+0.750S+0.450W4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.346 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.15 747.60 2160.00 1.09 31.20 272.00 +D+0.750L+0.750S+0.5250E• 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 it 1 0.346 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.15 747.60 2160.00 1.09 31.20 272.00 +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=12.0 It 1 0.208 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.09 448.56 2160.00 0.65 18.72 272.00 +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=12.0 it 1 0.208 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.09 448.56 2160.00 0.65 18.72 272.00 Overall Maximum Deflections Load Combination Span Max.'-"Deb Location in Span Load Combination Max. Y'Deb Location in Span +D+Lr+H 1 0.3261 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#- Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 1.983 1.983 Overall MINimum 0.701 0.701 +D+H 1.168 1.168 +D+L+H 1.168 1.168 +D+Lr+H 1.983 1.983 +D+S+H 1.168 1 A 68 +D+0.750Lr+0,750L+H 1.779 1.779 +D+0.750L+0.750S+H 1.168 1.168 +D+0.60W+H 1.168 1.168 +D+0.70E+H 1.168 1.168 +D+0.760Lr+0.750L+0.450W+H 1.779 1.779 +D+0.750L+0.750S+0.450W+H 1.168 1.168 +D+0.750L+0.750S+0.5250E+H 1.168 1.168 +0.60D+0.60W+0.60H 0.701 0.701 +0.60D+0.70E+0.60H 0.701 0.701 D Only 1.168 1.168 Lr Only 0.815 0.815 L Only S Only W Only E Only H Only ... . - -- --- -- 41892 Enterprise Cir. So. Ste. E Engineer. Project ID: Temecula, Ca.92590 Project Descr: Tel.#(951 )296-1044 Fax#(951) 296-1047 bruce@manninqrce.com anted' 9:UN 2016, 133PM File=o:\Users\HEIDIU-1,MAN1DOCUME-1\ENERCA-11KENROB-11#59390-1.EC6 Wood Beam) - ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver.6.i8.5.31 Lic #:KW-06009184 Licensee: Manning Engineering,Inc. Description : BM3 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasti Load COmbinatASCE 7-10 Fb-Compr 1,350.0 psi Ebend-xx 1,600.Oksi Fe-Prll 925.0 psi Eminbend-x 580.Oksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675-0psi Density 3120pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling i D o:149 Lr B.994 1 i 6x10 I Span=14o ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.1490, Lr=0.0940, Tributary Width= 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5121 Maximum Shear Stress Ratio = 0.205 : 1 j Section used for this span 6x10 Section used for this span 6x10 1 fb:Actual = 863.56psi fv:Actual = 43.49 psi FB:Allowable = 1,687.50psi Fv:Allowable = 212.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 7.00Oft Location of maximum on span = 13.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection j Max Downward Transient Deflection 0.130 in Ratio= 1292>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.336 in Ratio= 499>=180 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 Cd CFN Ci Cr Cm Ct CL M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.436 0.174 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.65 529.51 1215.00 0.93 26.66 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.392 0.157 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.65 529.51 1350.00 0.93 26.66 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.512 0.205 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.95 863.56 1687.50 1.51 43.49 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.341 0.136 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.65 529.51 1552.50 0.93 26.66 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.462 0.185 125 1.000 1.00 1.00 1.00 1.00 1.00 5.38 780.05 1687.50 1.37 39.28 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.341 0.136 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.65 529.51 1552.50 0.93 26.66 195.50 41892 Enterprise Cir.So. Ste. E Engineer: Project ID: t Temecula, Ca.92590 Project Descr: Tel.#(951 )296-1044 Fax#(951)296-1047 bruce mannin rce.com Printed 9JUN 2,116, 133PM File=c:lUsers\HEIDIU-1.MANIDOCUME-11ENERCA-1UCENROB-IW59390-i.EC6 Woof( Beath ENERCALC,.INC.1983-2016,Build:6.16.5.11,Ver.6.16.5.31 Description : BM3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFfy Ci Cr Cm Ct CL M fb Fti V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 It 1 0.245 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 529.51 2160.00 0.93 26.66 272.00 +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=14.0 ft 1 0.245 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 529.51 2160.00 0.93 26.66 272.00 +D+0.750Lr+0.750L+0.45OW- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 13.00 0.00 Length=14.0 It 1 0.361 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.38 780.05 2160.00 1.37 39.28 272.00 +D+0.750L+0.750S+0.45oW+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 It 1 0.245 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 529.51 2160.00 0.93 26.66 272.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.245 0.098 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 529.51 2160.00 0.93 26.66 272.00 +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=14.0 It 1 0.147 0.059 1.60 1..000 1.00 1.00 1.00 1.00 1.00 2.19 317.71 2160.00 0.56 16.00 272.00 +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=14.0 It 1 0.147 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.19 317.71 2160.00 0.56 16.00 272.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+Lr+H 1 0.3360 7.051 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.701 1.701 Overall MlNimum 0.626 0.626 +D+H 1,043 1.043 +D+L+H 1.043 1.043 +D+Lr+H 1.701 1.701 +D+S+H 1.043 1.043 +D+0.750Lr+0.750L+H 1.537 1.537 +D+0.750L+0.750S+H 1.043 1.043 +D+0.60W+H 1.043 1.043 +D+0.70E+H 1.043 1.043 +D+0.750Lr+0.750L+0.450W+H 1.537 1.537 +D+0.750L+0.750S+0.450W+H 1.043 1.043 +D+0.750L+0.750S+0.5250E+H 1.043 1.043 +0.600+0.60W+0.60H 0.626 0.626 +0.60D+0.70E+0.60H 0.626 0.626 D Only 1.043 1.043 Lr Only 0.658 0.658 L Only S Only W Only E Only H Only manning tngineenng Inc. Froject I aVe: 41892 Enterprise Cir. So.Ste. E Engineer: Project ID: io Temecula, Ca.92590 Project Descr: Tel.#(951 )296-1044 Fax#(951)296-1047 brace mannin rce.COm Printed 9 JUN 2016. 143PNI Wood Beam File=c:0.lserslHEIDIU-1.MAN%DOCUME-11ENERCA-1\KENROB-iW59390-1.EC6 ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver.6.16.5.31 KWwO60091184 Description : RAFTERS CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Metho(Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasti Load COmbinat!ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600ksi Fe-PHI 1350 psi Eminbend-x 580ksi Wood Species Douglas Fir-Larch Fc-Perp 625psi Wood Grade No.2 Fv 180psi Ft 575psi Density 31.2pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D OA32 Lr(0.03) f I , 4x6 i Span=14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.0320, Lr=0.030 , Tributary Width= 1.0 ft DESIGN SUMMARY .• • :Maximum Bending Stress Ratio = 0.70H 1 Maximum Shear Stress Ratio = 0.142 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 1,032.99psi fv:Actual = 31.84 psi FB:Allowable = 1,462.50psi Fv:Allowable = 225.00 psi ' Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 7-000ft Location of maximum on span = 13.591 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.336 in Ratio= 500>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.694 in Ratio= 241>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces 8r Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFro Ci Cr Cm Ct CL M fb F'b t fv F'v +D+H 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.506 0.101 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.78 533.16 1053.00 0.21 16.44 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.456 0.091 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.78 533.16 1170.00 0.21 16.44 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.706 0.142 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.52 1,032.99 1462.50 0.41 31.84 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.396 0.079 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.78 533.16 1345.50 0.21 16.44 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.621 0.124 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.34 908.03 1462.50 0.36 27.99 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 it 1 0.396 0.079 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.78 533.16 1345.50 0.21 16.44 207.00 ..... , ...., - 41892 Enterprise Cir.So. Ste. E Engineer: Project ID: Temecula, Ca.92590 Project Descr: Tel.#(951 )296-1044 Fax#(951)296-1047 bruce mannin rce.com Printed 9JUN 2U16 1'541714 Wood Beam File=c\UsersWEIDIU-1.MANtDOCUME-11ENERCA-1\KENROB-iw59390-1.EC6 ENERCALC,INC.1983-2016.1301d:6.16.5.11,Ver.6.16.5.31 r.rr• ' Description : RAFTERS CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis MethoaUlowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasti Load COmbinati4SCE 7-10 Flo-Compr 900.0 psi Ebend-xx 1,600.Oksi Fc-Prll 1,350.0 psi Eminbend-x 580.Oksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.Opsi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling o o.oaz v.a1 l 4a Span=&0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0420, Lr=0.040 , Tributary Width= 1.0 ft DESIGN SUMMARY - -Maximum Bending Stress Ratio = 0.0991 Maximum Shear Stress Ratio = 0.052 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 144.42psi fv:Actual = 11.68 psi FB:Allowable = 1,462.50psi Fv:Allowable = 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 3.000ft 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 0.007 in Ratio= 10913-360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.014 in Ratio= 5323-180 Max Upward Total Deflection 0.000 in Ratio= 0<180 I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CF/V C i Cr Cm C t CL M fb Fib V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.070 0.037 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.97 1053.00 0.10 5.98 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00. 0.00 0.00 Length=6.0 ft 1 0.063 0.033 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0,19 73.97 1170.00 0.10 5.98 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 It 1 0.099 0.052 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.37 144.42 1462.50 0.20 11-88 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.055 0.029 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.97 1345.50 0.10 5.98 207.00 +0+0.75OLr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.087 0.046 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.32 126.80 1462.50 0.17 10.25 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.055 0.029 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.97 1345.50 0.10 5.98 207.00 IVR1nuu1y o1yuiea11119 nip, . ,..1..... 1,.- 41892 Enterprise Cir.So. Ste.E Engineer: Project ID: I Temecula, Ca.92590 Project Descr: Tel.#(951 )296-1044 Fax#(951)296-1047 brute mannin rce.com praed 9JUN 2916. 1 Wrd File=c:\Users\HEIDIU-1.MAN\DOCUME-1\ENERCA-1\KENROB-i W59390d.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.5.11•Ver.6.16.5.31 Description : RAFTERS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFn/ Ci Cr Cm Ct CL M fb F'b V fv F'v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.040 0.021 1.60 1.300 1,00 1.00 1.00 1.00 1.00 0.19 73.97 1872.00 0.10 5.98 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.040 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.97 1872.00 0A 0 5.98 288.00 +D+0.750Lr+0.750L+0.45OW- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=6.0 It 1 0,068 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.32 126.80 1872.00 0.17 10.25 288.00 +D+0.750L+0.750S+0,45OW+ 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 It 1 0.040 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.97 1872.00 0.10 5.98 288.00 +0+0.750L+0.750S+0.5250E- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 It 1 0.040 0.021. 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.97 1872.00 0.10 5.98 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 It 1 0.024 0.012 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 44.38 187200 0.06 3.59 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 It 1 0.024 0.012 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 44.38 1872.00 0.06 359 288.00 Overall Maximum Deflections Load Combination Span Max.'="Deft! Location in Span Load Combination Max."+"Deft Location in Span +D+Lr+H 1 0.0135 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.246 0.246 Overall MlNimum 0.076 0.076 +D+H 0.126 0.126 +D+L+H 0.126 0.126 +D+Lr+H 0.246 0.246 +D+S+H 0.126 0.126 +D+0.75OLr+0.750L+H 0.216 0.216 +D+0.750L+0.750S+H 0.126 0.126 +D+0.60W+H 0.126 0.126 +D+0.70E+H 0.126 0.126 +D+0.75OLr+0.750L+0.450W+H 0.216 0.216 +D+0.750L+0.750S+0.450W+H 0.126 0.126 +D+0.750L+0.750S+0.5250E+H 0.126 0.126 +0.60D+0.60W+0.60H 0.076 0.076 +0.60D+0.70E+0.60H 0.076 0.076 D Only 0.126 0.126 Lr Only 0,120 0.120 L Only S Only W Only E Only H Only manning cngmoenug 111�. Ens inee�: Project ID: i 41892 Enterprise Cir. So. Ste. E Temecula, Ca.92590 Protect Descr: Tel.#(951 )296-1044 Fax#(951)296-1047 brute mannin rce.com FnROFted aW93gO JUN . l.EC6 File=c\UsersW EIDIU-t.MANIOOCUME-1\ENERCA-11KENR08-1VR59390^1.EC6 Wood Beam ENERCALC,INC.1993-2016,Suild:6.16.5.11,Ver.6.16.5.31 Description : RAFTERS Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFiv Ci Cr Cm Ct CL M fb Fb V 1v F'v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.285 0.057 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.78 533.16 1872.00 0.21 16.44 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.285 0.057 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.78 533.16 1872.00 0.21 16.44 288.00 +D+0.750Lr+0.750L+0.450W- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.485 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.34 908.03 1872.00 0.36 27.99 288.00 +D+0.750L+0.750S+0.45OW+ 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.285 0.057 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.78 533.16 1872.00 0.21 16.44 288.00 +D+0.750L+0.750S+0.5250E- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.285 0.057 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.78 533.16 1872.00 0.21 16.44 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.171 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 319.89 1872.00 0.13 9.86 288.00 +0.60D+0.70E+O.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.171 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 319.89 1872.00 0.13 9.86 288.00 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max."+"Defl Location in Span +D+Lr+H 1 0.6943 7.051 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXImurn 0434 0.434 Overall MINimum 0.134 0.134 +D+H 0.224 0.224 +D+L+H 0.224 0.224 +D+Lr+H 0.434 0.434 +D+S+H 0.224 0,224 +0+0.750Lr+0.750L+H 0.382 0.382 +D+0.750L+0.750S+H 0.224 0.224 +D+0.60W+H 0.224 0.224 +D+0.70E+H 0.224 0.224 +0+0.75OLr+0.750L+0.450W+H 0.382 0.382 +D+0.750L+0.750S+0.450W+H 0.224 0.224 +D+0.750L+0.750S+0.5250E+H 0.224 0.224 +0.60D+0.60W+0.60H 0.134 0,134 +0.60D+0.70E+0.60H 0.134 0.134 D Only 0.224 0,224 Lr Only 0.210 0.210 L Only S Only W Only E Only H Only maun,ny�uynmcuuy,,,�. I —J-,,. ....-. 41892 Enterprise Cir.So.Ste.E Engineer: Project ID: Temecula,Ca.92590 Project Descr. Tel.#(951 )296-1044 Fax#(951)296-1047 bruce@manningrce.com Pnnte 9JUN 2016. 144PM File=c:%Uwmr HEIDIU-1.MANIDOCUME-11ENERCA-1\KENROB-IW59390-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2016.Build:6.16.5.11,Ver.6.16.5.31 KW-06009134 Lii�ensee: Manning Engineering, Inc. Description : RIDGE Wood Beam Design : RIDGE Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.20 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.1260, Lr=0.120 k/ft,Trib= 1.0 ft Desian Summary Max fb/Fb Ratio = 0.960; 1 0 0.1260 Lrr0.120 fb:Actual: 1,415.96 psi at 6.930 it in Span#1 Fb:Allowable: 1,475.21 psi Load Comb: +D+Lr+H Maxfv/FvRatio= 0.359: 1 14.0ft 1.50ft, 4x10 fv:Actual; 80.70 psi at 14.000 ft in Span#1 Fv:Allowable: 225.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) p L Lr S w E H Downward L+Lr+S 0.259 in Downward Total 0.531 in Left Support 0.87 0.83 Upward L+Lr+S -0.086 in Upward Total -0.177 in Right Support 1.08 1.03 Live Load Defl Ratio 416 >360 Total Deft Ratio 202 >180 JOB Tr 5�3�1 rAGE � Of k�*T 1 CAS t 5 1 7 pL 2 p51 lL 20 i'6-F -V-->M WoL � Z/Z j� eL t50 17Z ' c� A �LL 2, 5C2D ) = �G P ', or C � � p � � io�a �� Hk W10L CCU S� Z/� c� )� ZA +50 I c, VEIL 2 20 12� lo a 3 PROJECT MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E ENCR TEMECULi, CALIFORNIA 92590 PHONE 951-296-1044 DATE FAX 951-296-1047 JOB n PAGE �W OF �AF1 �S wnt_ 34llz C I ) — 4Z WILL Z4/11 (20 ) _ x 8 C I��T�iRS 3Z d PROJECT MANNING ENGINEERING, INC. 41892 ENTERPRISE CIRCLE SO., STE. E ENGR T EIVIECULA, CALiFORNiA 9259G PHONE 951-296-1044 DATE FAX 951-296-1047 Manning Engineering Inc. Project Title: 41892 Enterprise Cir. So. Ste. E Engineer Project ID: Proiect Descr. Temecula, Ca.92590 Tel.#(951 )296-1044 Fax#(951)296-1047 brute mannin rce.com PNRO:-IW59 c16. 238PM Flle=c:\UsersViE1DIU-LMAN\DOCUME-1\ENERCA-t\KENROB-iW59390-1.EC6 General Footing ENERCALC,INC,1983-2016,Build:6.16.5.11,ver.6.16.5.31 1.ir• 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 ksi Allowable Soil Beari _ 1.50 ksf fy : Reber Yield = 40.0 ksi Increase Bearing By Footing Weight No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) 200.0 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 = ft Min Steel% Bending Reinf. = Allow press.Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth ksf Use ftg wt for stability,moments&shears Yes when max. length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Z Length parallel to Z-Z Axis = 2.50 it Footing Thickness = 12.0 in X X Pedestal dimensions... `O px: parallel to X-X Axis = in pz: parallel to Z-Z Axis = in m Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in u; Reinforcing 2 w Bars parallel to X-X Axis _ Number of Bars - 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatio n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P :Column Load = 3.60 2.570 k ksf OB:Overburden = ------ -- - k-ft M-xx = k-ft M-zz = ----- --- — k V-x = k V-z = Manning Engineering Inc. Project Title: 41892 Enterprise Cir. So. Ste. E Engineer: Project ID: i� Temecula, Ca.92590 Protect Descr: I Tel.#(951 )296-1044 Fax#(961)296-1047 bruce mannin rce.com Printed'.15 JUN 2016. 2'36PM File=c:\Users\HEIDIU-i.MAN\DOCUME-11ENERCA-1WENROB-1W59390-1.EC6 General Footing ENERCALC,INC.1963-2016.Build:6.%.5.11,Ver.6.16.5.31 Description : F1 DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7547 Soil Bearing 1.132 ksf 1.50 ksf +D+Lr+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-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 0.1085 Z Flexure(+X) 1.054 k-ft 9.718 k-ft +1.20D+1.6OLr+0.50W+1.60H PASS 0.1085 Z Flexure(-X) 1.054 k-ft 9.718 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.1085 X Flexure(+Z) 1.054 k-ft 9.718 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.1085 X Flexure(-Z) 1.054 k-ft 9.718 k-ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.08328 1-way Shear(+X) 6.246 psi 75.0 psi +1.20D+1.6OLr+0.50L+1.60H PASS 0.08328 1-way Shear(-X) 6.246 psi 75.0 psi +1.20D+1.6OLr+0.50L+1.60H PASS 0.08328 1-way Shear(+Z) 6.246 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.08328 1-way Shear(-Z) 6.246 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1579 2-way Punching 23.682 psi 150.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress(r- Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,- Right,+X Ratio X-X, +D+H 1.50 n/a 0.0 0.7210 0.7210 n/a n/a 0.481 X-X, +D+L+H 1.50 n/a 0.0 0.7210 0.7210 n/a n/a 0.481 X-X,+D+Lr+H 1.50 n/a 0.0 1.132 1.132 n/a n/a 0.755 X-X,+D+S+H 1.50 n/a 0.0 0.7210 0.7210 We n/a 0.481 X-X,+D+0.75OLr+0.750L+H 1.50 n/a 0.0 1.029 1.029 n/a n/a 0.686 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 0.7210 0.7210 n/a n/a 0.481 X-X,+D+0.60W+H 1.50 n/a 0.0 0.7210 0.7210 n/a n/a 0.481 X-X,+D+0.70E+H 1.50 n/a 0.0 0.7210 0.7210 n/a n/a 0.481 X-X, +D+0.75OLr+0.750L+0.450N 1.50 n/a 0.0 1.029 1.029 n/a n/a 0.686 X-X, +D+0.750L+0.750S+0.45OW 1.50 We 0.0 0.7210 0.7210 n/a n/a 0.481 X-X, +D+0.750L+0.750S+0.5250E 1.50 n/a 0.0 0.7210 0.7210 We n/a 0.481 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.4326 0.4326 We We 0,288 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4326 0.4326 n/a n/a 0.288 Z-Z,+D+H 1.50 0.0 We n/a n/a 0.7210 0.7210 0.481 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 0.7210 0.7210 0.481 Z-Z,+D+Lr+H 1.50 0.0 nla n/a n/a 1.132 1.132 0.755 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.7210 0.7210 0.481 Z-Z, +D+0.75OLr+0.750L+H 1.50 0.0 n/a n/a n/a 1.029 1.029 0.686 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 nla We n/a 0.7210 0.7210 0.481 Z-Z,+D+0.60W+H 1.50 0.0 n/a nla We 0.7210 0.7210 0.481 Z-Z,+D+0.70E+H 1.50 0.0 We n/a n/a 0.7210 0.7210 0.481 Z-Z,+D+0.750Lr+0.750L+0.450V\ 1.50 0.0 n/a n/a n/a 1.029 1.029 0.686 Z-Z,+D+0.750L+0.750S+0.45OW 1.50 0.0 n/a n/a n/a 0.7210 0.7210 0.481 Z-Z,+D+0.750L+0.750S+0.5250E 1.50 0.0 We n/a n/a 0.7210 0.7210 0.481 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4326 0.4326 0.288 Z-Z, +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4326 0.4326 0.288 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Manning Engineering Inc. Project Title: 41892 Enterprise Cir. So. Ste.E Engineer: Project ID: Temecula, Ca.92590 Project Descr. Tel.#(951 )296-1044 I f Fax#(951)296-1047 brute mannin rce.com Printed'15 JUN 2016, 238PM File=c9UsersW EIDIU-I.MANIDOCUME-11ENERCA-1%KENROB-1 A59390-1.EC6 General Footing ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver:6.16.5.31 KW-06009184 Licensee:Manning Engineering,Inc. Description : F1 Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi`Mn Status Flexure Axis 8 Load Combination k-ft Surface inA2 i02 inA2 k-ft X-X,+1.40D+1.60H 0,630 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK Manning Engineering Inc. Project Title: 41892 Enterprise Cir.So.Ste.E Engineer: Project ID: Temecula,Ca.92590 Project Descr: / Tel.#(951 )296-1044 Fax#(951)296-1047 brace mannin rce.com PnMed 15 JUN 2016 236PM Re=c:lUs mTEIDIU-1.MANID000ME-1%ENERCA-1UI7NROB-1U159390-1.EC6 General Footing ENERCALC,INC.1983-2016,Build:6.16.5.11,Ver6.16.5.31 Description : F1 Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi•Mn Status Flexure Axis&Load Combination k-ft Surface in42 W2 W2 k-ft X-X, +1.40D+1.60H 0.630 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X,+1.20D+0.5OLr+1.60L+1.6% 0.7006 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X, +1.20D+0.5OLr+1.60L+1.60F 0.7006 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.540 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.540 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X, +1.20D+1.6CLr+0.50L+1.60F 1.054 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X. +1.20D+1.6OLr+0.50L+1.60F 1.054 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X, +1.20D+1.6OLr+0.50W+1.60 1.054 +Z Bottom 02592 Min Temp% 0.3720 9.718 OK X X, +1.20D+1.6OLr+0.50W+1.60 1.054 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.540 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.540 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X, +1.20D+1.60S+0.50W+1.601 0.540 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X, +1.20D+1.60S+0.50W+1.601 0.540 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X, +1.20D+0.5OLr+0.50L+W+1. 0.7006 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X, +1.20D+0.5OLr+0.50L+W+1. 0.7006 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X, +1.20D+0.50L+0.50S+W+1 J 0.540 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X, +1.20D+0.50L+0.50S+W+1.I 0.540 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X,+1.20D+0.50L+0.20S+E+1.6 0.540 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X,+1.20D+0.50L+0.20S+E+1.6 0.540 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X, +0.90D+W+0.90H 0.4050 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X X,+0.90D+W+0.90H 0.4050 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X,+0.90D+E+0.90H 0.4050 +Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK X-X,+0.90D+E+0.90H 0.4050 -Z Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.40D+1.50H 0.630 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.40D+1.60H 0.630 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.20D+0.5OLr+1.60L+1.60F 0.7006 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.20D+0.5OLr+1.60L+1.60F 0.7006 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.540 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.540 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+120D+1.6OLr+0.50L+1.60F 1.054 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60F 1.054 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.20D+1.6OLr+0.50W+1.60 1.054 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.20D+1.6OLr+0.50W+1.60 1.054 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.540 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.540 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+1.20D+1.60S+0.50W+1.601 0.540 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+1.20D+1.60S+0.50W+1.601 0.540 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+1.20D+0.5OLr+0.50L+W+1. 0.7006 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.20D+0.5OLr+0.50L+W+1. 0.7006 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.20D+0.50L+0.50S+W+1.t 0.540 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z, +1.20D+0.50L+0.50S+W+1.i 0.540 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+120D+0.50L+0.20S+E+1.6 0.540 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+1.20D+0.50L+0.20S+E+1.6 0.540 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+0.90D+W+0.90H 0.4050 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+0.90D+W+0.90H 0.4050 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+0.90D+E+0.90H 0.4050 -X Bottom 0.2592 Min Temp% 0.3720 9.718 OK Z-Z,+0.90D+E+0.90H 0.4050 +X Bottom 0.2592 Min Temp% 0.3720 9.718 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 3.733 psi 3.733 psi 3.733 psi 3.733 psi 3.733 psi 75 psi 0.04978 OK +120D+0.5OLr+1.60L+1.60H 4.152 psi 4.152 psi 4.152 psi 4.152 psi 4.152 psi 75 psi 0.05536 OK +1.20D+1.60L+0.50S+1.60H 3.2 psi 3.2 psi 3.2 psi 3.2 psi 3.2 psi 75 psi 0.04267 OK +1.20D+1.6OLr+0.50L+1.60H 6.246 psi 6.246 psi 6.246 psi 6.246 psi 6.246 psi 75 psi 0.08328 OK +1.20D+1.6OLr+0.50W+1.60H 6.246 psi 6.246 psi 6.246 psi 6.246 psi 6.246 psi 75 psi 0.08328 OK +120D+0.50L+1.60S+1.60H 3.2 psi 3.2 psi 3.2 psi 3.2 psi 3.2 psi 75 psi 0.04267 OK +1.20D+1.60S+0.50W+1.60H 3.2 psi 3.2 psi 3.2 psi 3.2 psi 3.2 psi 75 psi 0.04267 OK +1.20D+0.5OLr+0.50L+W+1,60H 4.152 psi 4.152 psi 4.152 psi 4.152 psi 4.152 psi 75 psi 0.05536 'OK +1.20D+0.50L+0.50S+W+1.60H 3.2 psi 3.2 psi 3.2 psi 3.2 psi 3.2 psi 75 psi 0.04267 OK +120D+0.50L+0.20S+E+1.60H 3.2 psi 3.2 psi 3.2 psi 3.2 psi 3.2 psi 75 psi 0.04267 OK +0.90D+W+0.90H 2.4 psi 2.4 psi 2.4 psi 2.4 psi 2.4 psi 75 psi 0.032 OK +0.90D+E+0.90H 2.4 psi 2.4-psi 2.4 psi 2.4 psi 2.4 psi 75 psi 0.032 OK Manning Engineering Inc. Project Title: 1 41592 Enterprise Cir. So. Ste. E Engineer: Project ID: �f Temecula, Ca.92590 Project Descr. l� Tel.#(951 )296-1044 Fax#(951)296-1047 bruce mannin rce.com PdMed 15 JUN 2016, 2WPM File=rw\Users\HEIDIU-1.MAN\DOCUME-1\ENERCA-i\KENROB-1 W59390-1.EC6 General Footing ENERCALC,INC.1983.2016,Build:6.16.5.11,VeC6.16.5.31 r.rr• Description : F1 Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 14.156 psi 150psi 0.09437 OK +1.20D+0.50Lr+1.60L+1.60H 15.742 psi 150psi 0.105 OK +1.20D+1.60L+0.50S+1.60H 12.133 psi 150psi 0.08089 OK +1.20D+1.6OLr+0.50L+1.60H 23.682 psi 15013si 0.1579 OK +1.20D+1.6OLr+0.50W+1.60H 23.682 psi 150psi 0.1579 OK +1.20D+0.50L+1.60S+1.60H 12.133 psi 150psi 0.08089 OK +1.20D+1.60S+0.50W+1.60H 12.133 psi 150psi 0.08089 OK +1.20D+0.50Lr+0.50L+W+1.60H 15.742 psi 150psi 0.105 OK +1.20D+0.50L+0.50S+W+1.60H 12.133 psi 150psi 0.08089 OK +1.20D+0.50L+0.20S+E+1.60H 12.133 psi 150psi 0.08089 OK +0.90D+W+0.90H 9.1 psi 150psi 0.06067 OK +0.90D+E+0.90H 9.1 psi 150psi 0.06067 OK