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
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ENGR TEMECULA, CALIFORNIA 92590
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ENGR TEMECULA, CALIFORNIA 92590
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41892 ENTERPRISE CIRCLE SO., STE. E
ENGR TEMECULA, CALIFORNIA92590
FHUNE 95t 296-1044
---._.DATE .T. -�_eFRX-'95�=296=7Dz[%--------. -- -----
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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