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Home My WebLink AboutCENTRAL AVE 570_13-00000630t 'Y OF LAME e7LSINOR BUILDING .& SAFETY DREAM EXTREME,. lOr PERMIT 130 South Main Street PERMIT NO: 13- 00000630 DATE: 4/04/13 JOB ADDRESS • 570 G CENTRAL AVE DESCRIPTION OF WORK . : MISCELLANIOUS OWNER CONTRACTOR 0 0 MCDONALD- SEAN OWNER MCDONALD EVA A.P.# . . . . . : 377 -410 -024 2 SQUARE FOOTAGE . : OCCUPANCY . . . : GARAGE SQ FT . . : CONSTRUCTION . . : FIRE SPRNKLR . . . VALUATION . . . : 65,000 ZONE • NA BUILDING PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 580.00 15.00 X 6.2500 VALUATION 93.75 ELECTRICAL PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 30.00 2.00 X 1.0000 SWITCHES / 1ST 20 2.00 7.00 X 1.0000 RECPT,OUTLET / 1ST 20 7.00 4.00 X 1.0000 LIGHTING FIXTURES /1ST 20 4.00 1.00 X 27.2500 100- 200AMP SERVICE <600VLT 27.25 1.00 X 16.2500 MISC. WHERE NO OTHER FEE 16.25 1.00 X 22.0000 TEMP POWER SERVICE 22.00 PLUMBING PERMITS QTY UNIT CHG ITEM CHARGE BASE FEE 30.00 1.00 X 11.0000 BACKFLOW DEVICW < 2" 11.00 1.00 X 8.7500 WATER SERVICE 8.75 1.00 X 4.2500 ALTER OR REP. DRAIN, VENT 4.25 FEE SUMMARY CHARGES PAID DUE PERMIT FEES BUILDING PERMIT 673.75 .00 673.75 ELECTRICAL PERMIT 108.50 .00 108.50 PLUMBING PERMITS 54.00 .00 54.00 OTHER FEES LE FIRE TI SPRK <5,000 348.00 348.00 .00 CONTINUED ON NEXT PAGE * ** City of Lake Elsinore Building Safety Division Post in conspicuous place on the job You must furnish PERMIT NUMBER and the JOB ADDRESS for each respective inspection: Approved plans must be on job at all times: 1.1 am Licensed under the Please read and initial provisions of Business and professional Code Section 7000 et seq. and force. my employees w /wages as their sole compensation will do the work not intended or offered for sale. exclusively contracting with licensed contractors to construct the to selfinsure or a certificate of Workers Compensation Insurance person in any manner so as to become subject to Workers Compensation of the work for which this permit is issued. subject to Workers Compensation after making this certification, with such provisions or this permit shall be deemed revoked. my license is in full 2. I as owner of the property,or and the structure is 3. 1,as owner of the property,am project. 4. I have a certificate of consent or a certified copy thereof. 5. I shall not employ any Laws in the performance Note: If you should become Code Approvals Date Inspector you must forthwith comply EL01 Temporary Electric Service PLO1 Soil Pipe Underground EL02 Electric Conduit Underground BP01 Footings BPO2 Steel Reinforcement BP03 Grout BP04 Slab Grade PLO1 Underground Water Pipe SSO1 Rough Septic System SW01 On Site Sewer BP05 Floor Joists BP06 Floor Sheathing BPO7 Roof Framing BPO8 Roof Sheathing BP09 Shear Wall & Pre -Lath PLO3 Rough Plumbing EL03 Rough Electric Conduit EL04 Rough Electric Wiring EL05 Rough Electric / T -Bar EO1 Rough Mechanical ME02 Ducts, Ventilating PLO4 Rough Gas Pipe / Test PLO2 Roof Drains BP10 Framing & Flashing BP12 Insulation B1'13 Drywall Nailing Lathing & Siding J0Qj5') BP11 PL99 Final Plumbing EL99 Final Electrical ME99 Final Mechanical BP99 Final Building Code Pool & Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the building being released by theCityPOG1. Pool Steel Rein. / Forms a P001 Pool Plumbing / Pressure Test P0(3 Pre - Gunite Approval Date Inspector EL06 Rough Pool Electric Planning Sub List Approval Landscape P004 Pool Fencing / Gates / Alarms Finance P005 Pre- Plaster Approval Engineering P009 Final Pool / Spa CITY OF LAKE LSINORE BUILDING & SAFETY DREAM EXTREME,. PERMIT 130 South Main Street PERMIT NO: 13- 00000630 JOB ADDRESS 570 G CENTRAL AVE DESCRIPTION OF WORK . : MISCELLANIOUS FEES: PLANNING REVIEW FEE PLAN CHECK FEES CONTINUED) 134.75 134.75 505.31 505.31 TOTAL 1824.31 988.06 SPECIAL NOTES & CONDITIONS REBUILD 3574 SF WAREHOUSE FROM FIRE DAMAGE DATE: 4/04/13 PAGE 2 00 00 836.25 o i,172 Type: IF Drawer: 1 Da& 7/01/13 01 Ioipt no: 32 2013 630 EPBJILDIFG PERM 1 $613.73 IX 0-HY 1421 $613.7 TO& tE211ELTEA $ 613.7.• ilkanla Total 'wed Tray Late: 7/01/13 Time: 14:44:49 City of Lake Elsinore Building Safety Division Post in conspicuous place on the job You must furnish PERMIT NUMBER and the JOB ADDRESS for each respective inspection: Please read and initial , I. I am Licensed under the provisions of Business and professional Code Section 7000 et seq. and my license is in full force. 2. l,as owner of the property,or my employees w /wages as their sole compensation will do the work and the structure is not intended or offered for sale. 3. l,as owner of the property,am exclusively contracting with licensed contractors to construct the project. 4. I have a certificate of consent to selfinsure or a certificate of Workers Compensation Insurance Approved plans must be on job at all times: or a certified copy thereof. 5. I shall not employ any person in any manner so as to become subject to Workers Compensation Laws in the performance of the work for which this permit is issued. Note: If you should become subject to Workers Compensation after making this certification, Code Approvals Date Inspector you must forthwith comply with such provisions or this permit shall be deemed revoked. ELO1 Temporary Electric Service PLO1 Soil Pipe Underground EL02 Electric Conduit Underground BPOI Footings BPO2 Steel Reinforcement BP03 Grout BP04 Slab Grade PL01 Underground Water Pipe SSOI Rough Septic System SW01 On Site Sewer BP05 Floor Joists BP06 Floor Sheathing BPO7 Roof Framing 3 BP08 Roof Sheathing 3 ala BP09 Shear Wall & Pre -Lath PL03 Rough Plumbing 0443 O,4 ELO3 Rough Electric Conduit lD ` 0,, t5 ELO4 Rough Electric Wiring L.1 , 1 EL05 Rough Electric / T -Bar MEO1 Rough Mechanical ME02 Ducts, Ventilating OR/.5 Eil.i;!%f e`P PL04 Rough Gas Pipe / Test J PL02 Roof Drains BP10 Framing & Flashing id / L3 BP12 Insulation BPI3 Drywall Nailing if i54. 15 BP1 1 Lathing & Siding - PL99 Final Plumbing pp 3.24 / f 4' " EL99 Final Electrical ME99 Final MechanicalIBP99FinalBuilding Code Pool & Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the building being released by theCityP001PoolSteelRein. / Forms P001 Pool Plumbing / Pressure Test P003 Pre - Gunite Approval Date Inspector EL06 Rough Pool Electric Planning Sub List Approval Landscape P004 Pool Fencing / Gates / Alarms Finance P005 Pre- Plaster Approval Engineering P009 Final Pool / Spa cJT { OF LADE LSINOIRE DREAM EXTREME TM APPLICATION FOR BUILDING PERMIT VALUATION CALCULATIONS 1st FLOOR 2nd FLOOR 3rd FLOOR GARAGE STORAGE DECK & BALCONIES OTHER: J 1( SF SF SF SF VALUATION: e Ot I FEES SF SF SF BUILDING PERMIT $ PLAN CHECK PLAN REVIEW SEISMIC PLAN RETENTION G- CAS .. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above - mentioned property for insp- tion purposes. C72 ignature of Applicant or Agent Date Agent for 0 contractor 0-owner Agents Name 13,0 Agents Address 2-170 '?2 47-11319 c/o, 01-51.0 130 South Main Street Tray; rusr.r: AX AIERICPN EXP Try date: 3/1 13 Tim?: 11:16:09 APPLICATIOO` Y, APPLI, TION R COVED DATE.....c,,,,- .7',,,,,/ AP # BY E__------ BUILDING A DDRESS . 1 - - — -- C& r ? /` v . 7-7o TRAC :L AGE LOT /PARCEL O NAME oP n:171-161- W N E R NE C O N T R A C T 0 R I hereby affirm that I am licensed under provisions of chapter 9 (commencing with section 7000) of division 3 of the business and professions code,and my license is in full force and effect. LICENSE # CITY BUSINESS AND CLASS TAX # NAME MAILING ADDRESS CITY STATE /ZIP PHONE CONTRACTOR'S SIGNATURE trAiE R C H NAME _ ,) 0 ,0 LICENSE # w/u MAILING c ADDRESS ?i2 13 T CITY w/ /I'D I 011111' TA P Li51 1 27'- NEW OCC GRP. / 15/n4 CONST. v 13, DIVISION: TYPE: ADDITION El ALTERATION NUMBER OF ' NUMBER OF - 6"`.. STORIES: BEDROOMS: 0 OTHER O SINGLE FAMILY ZONE: Nl l APARTMENTS CONDOMINIUMS HAZARD YES AREA ? ' VElTOWNHOMES o COMMERCIAL SPRINKLERS YES REQUIRED ? NOlbINDUSTRIAL REPAIR PROPOSED USE OF BLDG: (ZPr 00SE PRESENT USE OF BLDG: (,Q4 ( QOSCElDEMOLISH JOB DESCRIPTION f tW 12(44 rL OW44 To () iii. -r OP fP e' ttAP *n 1711 • N 0 bl Cf ewi tcrAt/ No 514-1K;1142-14 C M Es 12 Exre fi0 4{ t % , AC - o i L pfA 1 n ob f-e54- --m cps-: coll1 ? T : IF its: 1 ate: 3/ 19/13 19 Re r n i p t no: X131 6 7 w R ITt nr. tai t r s,- Tray; rusr.r: AX AIERICPN EXP Try date: 3/1 13 Tim?: 11:16:09 C f lTY OF i.k 7/ LA_ E LSInoikE D REAM EXT RE M E TM ler APPLICATION FOR BUILDING PERMIT VALUATION CALCULATIONS 1st FLOOR 2nd FLOOR 3rd FLOOR GARAGE STORAGE DECK & BALCONIES OTHER: SF SF SF SF VALUATION: (j/ 000 FEES BUILDING PERMIT PLAN CHECK PLAN REVIEW SEISMIC PLAN RETENTION SF SF SF I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above - mentioned property for insp- tion purposes. 1/1--' S72 3g ignature of Applicant or Agent Date Agent for contractor 0 -owner Agents Name 'P> leG Agents Address 2-17o S. ,..)*...m12.001.) k 7 I M.SCA) IVA 01 2510 130 South Main Street If BJII UM' FER1 1 Trans nu r: A( IQ N Do) TrErs date: 119/13 Titre: 11:46:( APPLICATION O. APPLI, TION RETC VED , DATES ,,/ ,„." 1:: 2 BYAP # BUILDING ADDRESS 7o Co (-4a0 TRACT BL K /PAGE LOT /PARCEL O W N E R NAME AGl'• C O N T R A C T 0 R I hereby affirm that I am licensed under provisions of chapter 9 (commencing with section 7000) of division 3 of the business and professions code,and my license is in full force and effect. LICENSE # CITY BUSINESS AND CLASS TAX # NAME MAILING ADDRESS CITY STATE /ZIP PHONE CONTRACTOR'S SIGNATURE LWiE R C H NAME fti rM :l I LICENSE # I Np MAILING c-r ADDRESS 76_ 12Z3' CITY / 0j -OB01 TA(— Ct51 l &g2 -17-- W NEW OCC GRP. / 15/04. CONST. s/ 5, DIVISION: TYPE: ADDITION ALTERATION NUMBER OF ' NUMBER OF 19-- STORIES: BEDROOMS: OTHER o SINGLE FAMILY ZONE: sitlAPARTMENTS CONDOMINIUMS YESHAZARD AREA ? NIDTOWNHOMES COMMERCIAL SPRINKLERS YES REQUIRED ? N 0 [lbINDUSTRIAL REPAIR PROPOSED USE OF BLDG: (44MI)SF PRESENT USE OF BLDG: !.(ail'. i015DEMOLISH JOB DESCRIPTION ltW Waal VAnflil 4 1'o )11a• Of F t,tM' 1u1nt • lei 1 41.Vat* tOt No 5)Uar)i214, optidaa v Exrre,;4 o 4 v,Ac on t, it P wtillcarb c,r NkPSfinoti ^ CPer. C IIt Typp: W 1 : 1 3/151/13 19 Ript nor, a13 gio If BJII UM' FER1 1 Trans nu r: A( IQ N Do) TrErs date: 119/13 Titre: 11:46:( CITY OF LADE e7LSINORE DREAM EXTREME PROPERTY ADDRESS: COMMUNITY DEVELOPMENT BUILDING DIVISION PLAN CHECK SUBMITTALS 0 t a i -e7i& Contact Person: ,-rnKto F-11/4) to Telephone No. q5-1-27t4, 9 a-7- 2-- Permit Application No: 2,3 ?--2 Date 1st Submittal: Initial ;,/' Plan Checker: Date returned from Plan Check: 3 Status: 0 Date notified Applicant: Date Picked up: eit-c1 -/3 Initial: Ap •' scant Date 2 "d Submittal: Initial Plan Checker: Date returned from Plan Check: Status: Date notified Applicant: Date Picked up: Initial: Applicant Date 3rd Submittal: Initial Plan Checker: Date returned from Plan Check: Status: Date notified Applicant: Date Picked up: hlitial: Applicant Planning Approval: DATE Sent: DATE APPROVED: Engineering Approval: DATE Sent: DATE APPROVED: Fire Dept. Approval: DATE Sent: DATE APPROVED: DATE Received School Fee (If Area > 500 SF): DATE Received Health Department Approval: Location: Date Permit Issued: Tech: U: \Building & Safety \Forms \Trackinglog.doc Created on 2/27/2009 10:32:00 AM CITY c) ,„ L U r} , sINo T DREAM EXTREME Lake Elsinore Fire Protection Planning 1 30 S. Main St. • Lake Elsinore, California 92530 951) 674 -3124 Ext. 225 • Fax (951) 471 -1491 Dbloom @Lake- Elsinore.Orq Permit No. Project Address: C /.• City Zip: & Zi „47d/i%° -P- Applicant Sign: Contact Information CONTACT PERSON= /wee; /f;4/3 Company Name. PLAN REVIEW FORM Project Name: 1 understand that after the second submittal and after failed inspections that additional fees will be required. Phone No:/ — :2, e: Plan Review Type (Check appropriate items Commercial Date: E -mail Address: Industrial Residential Special Event Other Building £`Building Tenant Improvement High Fire Area Underground Water Sprinkler System TI Sprinkler System Sprinkler Monitoring Fire Alarm System Hood & Duct Suppression System Other,S pression Spray Booth Cell Site High Pile /Racks Other: 'rl / /G 1? // , Storage Tank Submittals: Dispensers Only Above Ground 1st Submittal Fin Received Date. ` / 9' Reviewed by: Sk0 \ Plans: Approved Denied Letter Attachedes No Called for Pick -Up: )0 1 3Picked -Up Date,– .2O /3By. Date Date Underground Official Use Only PC Review Date: 3 -17-13 Jot Card Included: Yes'10 d,, i Applicant Sign 2nd Submittal Official Use Only Received Date: Reviewed by: PC Review Date: Plans: Approved Denied Letter Attached: Yes No Job Card Included: Yes No Called for Pick -Up: Picked -Up Date: By: Date ApplicantSignDate Resubmittal Fee Paid Date: 3rd Submittal Received Date: Official Use Only Reviewed by: PC Review Date: Plans: Approved Denied Letter Attached: Yes No Job Card Included: Yes No Called for Pick -Up: Picked -Up Date: By: Date Date Applicant Sign Resubmittal Fee Paid Date: Z00wwvJ0Z0z0Jmwcc0ZNwL01- U C., CD CorrectWork00 o inn 00PPPermitNumberermitNumber hjJ4 0UN0c0y0 1tw\ vtionInspector City of Lake Elsinore Community Development 130 South Main Street Lake Elsinore, CA 92530 October 17, 2013 Project: Lake Elsinore — Central 570 -G Central Ave Lake Elsinore, CA 92530 RE: Electrical Lock -out To whom it may concern: The property at 570 -G Central Ave in Lake Elsinore electrical meter has been locked out and tagged out till further inspection has been completed and approved by city officials. If you have any questions regarding this matter, please call our office at 626.392.6055 Sincerely, Anthony Culligan PROJECT: DATE: CLIENT: JOB # : STRUCTURAL CALCULATIONS BY ARMSTRONG ENGINEERING 25068 Via Las Lomas Murrieta, CA. 92562 714) 225-7056 Structural Calculations for Enzio Designs on Fire Damaged Unit" to be repaired at 570-G Central Ave. Lake Elsinore, CA. February 8, 2013 Enzio 12Ps3d9 LAKE E ili3.1ohfrilENGAUINCLUDED: Shoring calculations for exis PERMIT # AP PROV D ARMSTRONG ENGINEERING 2/8/2013 LOAD CONDITIONS: ROOF: Slope 1:12 Roofing Material 6.0 psf Sheathing 1.8 Roof Rafters 2.1 Mechanical 1.5 Insulation 1.5 Miscellaneous 2.1 TOTAL DEAD LOAD = 15.0 ROOF LIVE LOAD = 20.0 TOTAL ROOF LOAD = EXTERIOR WALLS: INTERIOR WALLS: I 35.0 psf 75.0 psf 7.0 psf PROJECT DESCRIPTION: FIRE DAMAGE REPAIR TO EXISTING CONCRETE TILT -UP 570 -G CENTRAL AVE. LAKE ELSINORE, CA. PROJECT ENGINEER : SCOTT ARMSTRONG, P.E. CALCS BY: SCOTT ARMSTRONG, P.E. DATE: 2/8/2013 REVISIONS: STATEMENT OF RESPONSIBILITY: Armstrong Engineering was engaged to provide structural calculations in connection with the above project. We have no authority insofar as the owner's or contractor's personnel are concerned. Owner and contractor are required to observe all safety regulations for the protection of personnel. By making use of this document for the installment of structural members described herein, the owner and all contractors shall hold Scott D. Armstrong and Armstrong Engineering harmless from all costs of litigation that may arise out of alleged damages or injuries associated with the execution of the work defined by this document, including attorneys fees and judgements, unless it is proven in a court of law that said injuries or damages resulted directly from errors in or omissions from these documents. I' `'• DAYTONII:.: i..:• I 6 -2 REGULARPIPEBRACE r :' , iz._. ac >- HO t CI11 B l B•B 1 D = 21 - 0" D nacv rer. r, s'.. an t -' ." W = 14' - 0" cu „,_ I„T_ Txprolnv h F= 10, - 6" Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714- 225 -7056 ASCE 7-05 Simplified Procedure Wind Loads Description : FIRE DAMAGE REPAIR Analytical Values V : Basic Wind Speed per Sect 6.5.4 & Figure 1 Roof Slope Angle Occupancy per Table 1 -1 Importance Factor per Sect. 6.5.5, & Table 6 -1 Exposure Category per 6.5.6.3, .4 & .5 Mean Roof height Lambda : per Figure 6.2, Pg 40 Effective Wind Area of Component & Cladding Roof pitch for cladding pressure User specified minimum design pressure Topographic Factor Kzt per 6.5.7.2 Design Wind Pressures Horizontal Pressures .. . Zone: A = Zone: B = Vertical Pressures ... Zone: E = Zone: F = Overhangs ... Zone: Eoh = Component & Cladding Design Design Wind Pressure = Lambda * Kzt Roof Zone 1 : Roof Zone 2 : Roof Zone 3 : Wall Zone 4 : Wall Zone 5 : Roof Overhang Zone 2: Roof Overhang Zone 3: Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 t. on enth`e Printed: 3 FEB 2013, 11:380-, ^1 File = c:tUsers lowneADesktoplENG- 1.JOB12013FI- 112013- 0- 41CALCSIBURNUN -1.EC6 ENERCALC, INC. 1983 -2012, Build:6.12.11.30, Ver:6.12.11.30 85.0 mph 0 to 5 degrees I I 1.00 Exposure C 21.0 ft 1.35 10.0 ftA2 0 to 7 degrees 15.0 psf 1.00 15.53 psf 15.00 psf 18.63 psf 15.00 psf 26.06 psf Zone: C = Zone: D = All Buildings and other structures except those listed as Category I, III, and IV Net design pressure from table 1609.9.2.1(2) &(3) interpolated by area Zone: G = Zone: H = Zone: Goh = Nliriuihir n ionai Load Case per 6.4.2.1„ -1O PSiF 031 entire vertical plane 15.00 psf 15.00 psf 15.00 psf 15.00 psf 20.39 psf Wind Pressures Minimum Additional Load Importance' Ps30 per ASCE 7 -05 6.4.2.1 Eq 6 -1 Positive : Negative : Positive : Negative : Positive : Negative : Positive : Negative : Positive : Negative : 15.000 psf 17.550 psf 15.000 psf 29.430 psf 15.000 psf 44.280 psf 17.550 psf 19.035 psf 17.550 psf 23.490 psf 28.350 psf 46.710 psf e 10 vertical plane Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scoff @armstrongengineering.net 714 - 225 -7056 Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 5 Printed: 8 FEB 2013. 11:3701,1 ASCE Seismic Base Shear FIRE DAMAGE REPAIR TO EXISTING CONCRETE TILT -UP WAREHOUSE Occupancy Category Occupancy Category of Building or Other Structure : Occupancy Importance Factor File = c:lUserslownerI Desktop \ENG- 1.JOB12013FI- 112013- 0- 41CALCSIBURNUN -1.EC6 ENERCALC, INC. 1983 -2012, Build:6.12.11.30, Ver:6.12.11.30 II" : All Buildings and other structures except those listed as Category I, III, and IV Gridded Ss & Slvalues from ASCE 7-05, 2006109 Max. Ground Motions, 5% Damping : SS S1 1.558 g, 0.2 sec response 160 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv using straight -line interpolation from table values) Maximum Considered Earthquake Acceleration Design Spectral Acceleration Seismic Design Category Resisting System 1 Latitude = Longitude = ASCE 7 -05, Page 3, Table 1 -1 ASCE 7 -05, Page 116, Table 11.5 -1 ASCE 7 -05 9.4.1.1 33.688 deg North 117.341 deg West D Fa = 1.00 Fv = 1.50 S MS = Fa * Ss = 1.558 S M1 = Fv * S1 = 0.900 SDS S MS 213 S D1 S M1 2(3 Basic Seismic Force Resisting System .. Response Modification Coefficient " R " System Overstrength Factor " Wo " Deflection Amplification Factor " Cd Bearing Wail Systems Ordinary reinforced concrete shear walls NOTE! See ASCE 7 -05 for all applicable footnotes. 4.00 2.50 4.00 1.039 0.600 D ASCE 7 -05 Table 20.3 -1 ASCE 7 -05 Table 11.4 -1 & 11.4 -2 ASCE 7 -05 Table 11.4 -1 ASCE 7 -05 Table 11.4 -2 ASCE 7 -05 Table 11.4 -3 ASCE 7 -05 Table 11.4 -4 ASCE 7 -05 Table 11.6 -1 ASCE 7 -05 Table 12.2 -1 Building height Limits : Category "A &B" Limit: No Limit Category "C" Limit: No Limit Category "0" Limit: Not Permitted Category "E" Limit: Not Permitted Category "F" Limit: Not Permitted Redundancy Factor Seismic Design Category of D, E, or F therefore Redundancy Factor " p " = 1.3 Lateral Force Procedure ASCE 7 -05 Section 12.3.4 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7 -05 12.8 Determine Building Period Structure Type for Building Period Calculation : At Other Structural Systems Ct" value = 0.020 " hn " : Height from base to highest level = x " value = 0.75 Ta " Approximate fundemental period using Eq. 12.8 -7 : TL" : Long -period transition period per ASCE 7 -05 Maps 22 -15 -> 22 -20 Cs " Response Coefficient S Ds: Short Period Design Spectral Response R " : Response Modification Factor I " : Occupancy Importance Factor User has selected ASCE 12.8.1.3: Regular structure, Ta = Ct * (hn ^ x) = 21.0 ft 0.196 sec 8.000 sec Building Period " Ta " Calculated from Approximate Method selected ASCE 7 -05 Section 12.8 Use ASCE 12.8 -7 1.039 From Eq. 12.8-2, Preliminary Cs 4.00 From Eq. 12.8 -3 & 12.8 -4 , Cs need not exceed 1 From Eq. 12.8 -5 & 12.8 -6, Cs not be less than Cs : Seismic Response Coefficient = Less than 5 Stories and with T «= 0.5 sec, SO Ss < =1.5 for Cs calculation 0.196 sec 0.250 0.765 0.075 0.2500 Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714-225-7056 Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013-005 Printed: 8 FEB 2013, 11:37AM j ASCE Seismic Base Shear File = cAUsers\owneADesktoplENG-1.JOBl2013F1-112013-0-4 \CALCS1BURNUN-1.EC6 ENERCALC, INC. 1983-2012, Build:6.12.11.30, Ver:6.12.11.30 re** tfL:trDJMIVi,aJW-iegfllaXfiKPN,XVigl;Pjrf.ri.-kt-XW-Xif4:fWIAf:"Zi.WZ.;lrJt:j5Wtftr—'Ml - Seismic Base Shear Cs = 0.2500 from 12.8.3 Vertical Distribution of Seismic Forces k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Levet.. ASCE 7-05 Section 12.8.1 W ( see Sum Wi below ) = 0.00 k Seismic Base Shear V= Cs *W = 0.00 k ASCE 7-05 Section 12.8.3 Level # Wi : Weight Hi : Height (Wi * Hi) Ak Cvx Fx=Cvx *V Sum Story Shear Sum Story Moment Sum Wi = 0.00 k Sum Wi * Ni = 0.00 k-ft Total Base Shear = 0.00 k Base Moment = 0,0 k-ft ASCE 7-05 9.5.2.6.4.4DiaphragmForces : Seismic Design Category "B" to "F" Level # Wi Fi Sum Fi Sum Wi Fpx Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of "Lat. Force of current level plus all levels above MIN Req'd Force @ Level 0.20 * SIDS * 1 * Wpx MAX Req'd Force @ Level 0.40 * S05 * 1 * WPX Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level 17.1 tr--/ - • Celt-r-c-- 2 0,41. d 6,40 - dr l„,kr P CAM 077 (3 SZ 11:, 5 0 C) C) sreic, e e,k; ocP. 7--2 606`f.A ORA c'EF 062, 7,0-;' s o ---rrri.,-E?:(f4 5 VV(CH Lee ev eic-»v t 0 (.--g St.,"; " (PE,3te, 77(1 0 (9 E; Ac-.? (7 (0, F rfrb/r-i-tri PROJECT: DATE: CLIENT: JOB # : STRUCTURAL CALCULATIONS BY ARMSTRONG ENGINEERING 25068 Via Las Lomas Murrieta, CA. 92562 714) 225 -7056 Structural Calculations for Enzio Designs on Fire Damaged Unit" to be repaired at 570 -G Central Ave. Lake Elsinore, CA. March 4, 2013 Enzio 2013 -005 INCLUDED: Roof framing calculations for repair of fire damaged roof Z ARMSTRONG ENGINEERING LOAD CONDITIONS: ROOF: Slope 1:12 Roofing Material 6.0 psf Sheathing 1.8 Roof Rafters 2.1 Mechanical 1.5 Insulation 1.5 Miscellaneous 1.1 TOTAL DEAD LOAD = 14.0 ROOF LIVE LOAD = 20.0 TOTAL ROOF LOAD = EXTERIOR WALLS: 75.0 psf INTERIOR WALLS: 7.0 psf 34.0 psf l 3/8/2013 PROJECT DESCRIPTION: FIRE DAMAGE REPAIR TO EXISTING CONCRETE TILT -UP 570 -G CENTRAL AVE. LAKE ELSINORE, CA. PROJECT ENGINEER : SCOTT ARMSTRONG, P.E. CALCS BY: SCOTT ARMSTRONG, P.E. DATE: 3/4/2013 REVISIONS: STATEMENT OF RESPONSIBILITY: Armstrong Engineering was engaged to provide structural calculations in connection withtheaboveproject. We have no authority insofar as the owner's or contractor's personnelareconcerned. Owner and contractor are required to observe all safety regulations for the protection of personnel. By making use of this document for the installment of structural members described herein, the owner and all contractors shall hold Scott D. Armstrong and Armstrong Engineering harmless from all costs of litigation that may arise out ofallegeddamagesorinjuriesassociatedwiththeexecutionoftheworkdefinedbythisdocument, including attorney's fees and judgements, unless it is proven in a court of law that said injuries or damages resulted directly from errors in or omissions from these documents. ARMSTRONG ENGINEERING DESIGN CRITERIA SHEET FOR COMMERCIAL CONSTRUCTION 3/8/2013 CODE: 2009 IBC / 2010 CBC In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir -Larch 2x4 #2: Fb = 2x6 #2: Fb = 2x8 #2: Fb = 2x10 #2: Fb = 2x12 #2: Fb = 2x14 #2: Fb = 19% max. moisture content 1315/1552 1170/1345 1080/1242 990/1138 900/1150 810/931 psi; fv =180 psi; E =1.6 psi; fv =180 psi; E =1.6 psi; fv =180 psi; E =1.6 psi; fv =180 psi; E =1.6 psi; fv =180 psi; E =1.6 psi; fv =180 psi; E =1.6 4x6,8 4x10 4x12 4x14 4x16 6x10 6x12 It is recommended that lumber be free of heart center. Glued Laminated Beams: Douglas Fir -Larch 24F -V4 U.N.O. Ind. App. Grade: Fb =2400 psi;Fv =165 psi;E =1.8E6 psi CONCRETE 2/ #1: Fb = 1170/1300 2/ #1: Fb = 1080/1200 2/ #1: Fb = 990/1100 21 #1: Fb = 900/1000 2/ #1: Fb = 900/1000 1 /SS Fb = 1350/1600 1 /SS Fb = 1350/1600 PARALLAM PSL 2.0E fb =2900. psi; fv= 290.psi; E =2.0E6 psi MICROLLAM LVL: Fb= 2600psi;Fv= 285psi;E =1.8 psi; fv =180 psi; E= 1.6/1.7 psi; fv =180 psi; E= 1.6/1.7 psi; fv =180 psi; E= 1.6/1.7 psi; fv =180 psi; E= 1.6/1.7 psi; fv =180 psi; E= 1.6/1.7 psi; fv =170 psi; E =1.6 psi; fv =170 psi; E =1.6 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete fc = 3000 psi w/ inspection. All slab -on- grade /continuous footings /pads fc = 2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A- 615 -40 for #5 bars and smaller. All reinforcing shall be A.S.T.M. A- 615 -60 for #6 bars and larger. Welded wire fabric to be A.S.T.M. A -185, lap 1 -1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or 2' -0" min. in all continuous concrete reinforcement 30 dia. for compression). Masonry reinforcement shall have tappings of 40 dia. or 2' -0 ". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth 3" B. Poured against form below grade 2" C. Slabs on grade (from top of slab) 1" D. Columns and beams to main bars 2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings ", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square /Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot -dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4' -0" o.c. for attachment of nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and /or called for in specifications and conform to ASTM C -90, grade A medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). 3 ARMSTRONG ENGINEERING 3/8/2013 GENERAL SPECIFICATIONS FOR COMMERCIAL CONSTRUCTION 2009 IBC / 2010 CBC A. All hardware is to be Simpson Strong -TieTM or approved equal. Install per manufacturer's specifications. B. All conventional framed portions of the structure are to be constructed per section 2308 of the 2010 CBC. C. All nailing is to be per table 2304.9.1 of the 2010 CBC unless noted otherwise. D. All nails to be "common" , U.N.O. E. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineer's review. F. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts @ 72" o.c. U.N.O. G. All interior walls bearing on slab to be secured with shot pins per manufacturer's recommendations U.N.O. H. All bearing walls on wood floors are to be supported with double joists or solid blocking U.N.O. I. All beams to be supported with full bearing U.N.O. J. Any discrepancies between the architectural and structural plans shall be brought to the attention of the architect and engineer of record prior to construction. FRAMING NOTES LEGEND MARK: DESCRIPTION SPN16: 131" diameter x 3.25" long sole plate nailing @ 16" o.c. SPN12: 131" diameter x 3.25" long sole plate nailing @ 12" o.c. SPN10: 131" diameter x 3.25" long sole plate nailing @ 10" o.c. SPN8: 131" diameter x 3.25" long sole plate nailing @ 8" o.c. SPN6: 131" diameter x 3.25" long sole plate nailing @ 6" o.c. SPN4: 131" diameter x 3.25" long sole plate nailing @ 4" o.c. SPN3: 131" diameter x 3.25" long sole plate nailing @ 3" o.c. SPN2: 131" diameter x 3.25" long sole plate nailing @ 2" o.c. SCR8: 3/8" diameter x 6.5" long sole plate screws @ 8" o.c. SCR6: 3/8" diameter x 6.5" long sole plate screws @ 6" o.c. FOUNDATION NOTES LEGEND MARK: DESCRIPTION AB64: 5/8" diameter x 10" long anchor bolts @ 64" o.c. AB56: 5/8" diameter x 10" long anchor bolts @ 56" o.c. AB48: 5/8" diameter x 10" long anchor bolts @ 48" o.c. AB40: 5/8" diameter x 10" long anchor bolts @ 40" o.c. AB32: 5/8" diameter x 10" long anchor bolts @ 32" o.c. AB24: 5/8" diameter x 10" long anchor bolts @ 24" o.c. AB16: 5/8" diameter x 10" long anchor bolts @ 16" o.c. AB8: 5/8" diameter x 10" long anchor bolts @ 8" o.c. 2AB: 2) 5/8" diameter x 10" long anchor bolts within length of shearwall 3AB: 3) 5/8" diameter x 10" long anchor bolts within length of shearwall 4AB: 4) 5/8" diameter x 10" long anchor bolts within length of shearwall 244: Provide a total of (2) #4bars at top and (2) #4bars at bottom of footing, 3 feet past posts 344: Provide a total of (3) #4bars at top and (3) #4bars at bottom of footing, 3 feet past posts 444: Provide a total of (4) #4bars at top and (4) #4bars at bottom of footing, 3 feet past posts HDQ5: 1) Simpson HDQ5 per post (4x4 post minimum U.N.O.) HDQ8: 1) Simpson HDQ8 per post (4x4 post minimum U.N.O.) HDQ14: 1) Simpson HDQ14 per post (4x6 post minimum U.N.O.) HTT22: 1) Simpson HTT22 per post (4x4 post minimum U.N.O.) 0 MEMBER REPORT "f Level, 1 Roof joists 1 piece(s) 2 x 6 Douglas Fir -Larch No 1 @ 24" OC Overall Length: 8' 8' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 260 @ 3 1/2" 1406 (1.50 ") Passed (18 %) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 228 @ 9" 1238 Passed (18 %) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 481 @ 4' 1178 Passed (41 %) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.077 @ 4' 0.247 Passed (L/999 +) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.135 @ 4' 0.371 Passed (L/660) 1.0 D + 1.0 Lr (All Spans) Deflection criteria: LL (L/360) and TL (1/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Length toads to Supports (Ibs) Accessories Total Available Required Dead ReLiv Total 1 - Hanger on 5 1/2" PSL beam 3.50" Hanger' 1.50" 120 160 280 See note 1 2 - Hanger on 5 1/2" PSL beam 3.50" Hanger' 1.50" 120 160 280 See note 1 At hanger supports, the Total Bearing dimension "5 equal to the width of the material th 1 W at 1 1 See Connector grid below for additional information and /or requirements. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger 2 - Face Mount Hanger LU26 1.50" N/A 6 -10d common 4 -10d x 1 -1/2 LU26 1.50" N/A 6 -10d common 4 -10d x 1 -1/2 Loads Location Spacing Dead 0.90) Roof Live non -snow: 1.25) Comments 1 - Unifomi(PSF) 0 to 8' 24" 15.0 20.0 Roof Member Notes Typical roof joist Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a assure that this calculation its compatiibles' w'ith the doverall project. Products lmanufactured at Weyerhaeuser acilitie a record, re third-party certified ltorsustailnableto forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte: oft. ',are Operator I Job Notes Armsdrnng ong Finciiilec:r ng 14;2„ -7056 nstrong e!?gineers@amsl.cr„m SUSTAINABLE FORESTRY INITIATIVE 3/8/2013 10:37:26 AM Forte v4.0. Design Engine: V5.6.1.203 Page 1 of 1 Armstrong Engineering 25068 Via Las9 2s Murrieta, CA. PEScottArmstrongen ineering.net Scott@armstrong 9 714-225-7056 _ - ood Beam Description 1 CODE REFERENCES 2005, IBC 2009, CBC 2010, ASCE 7-05perNDSCalculationspASCE7 -05 _ __ FbTensionLoad MaterialPropertieseMaterialpop - n Fb Compr Allowable Stress Design Fc - en Analysis Method : 7 -05 Fc - Pep Load Combination ASCE Fv iLevel Truss Joist Ft Parallam PSL 2.0E Beam is Fully Braced against lateral- torsion buckling Nroleur SDA Engineer: Project Descr. Nulled 12 LIAR 2013, 10 5A '. 2013- INC. 1983 -2613 Budd 613 2 27 Ver 613227C: \U \Users \owner \DeskiopEN CA B 13FI1\2613 0 YPICAL ROOF PURLIN Wood Species Wood Grade Beam Bracing Applied Loads 1.0to Lr d 0.160 l , Tributary Width Beam self wLoad= calculated 20, added 0 ft ( PROPOSED FUTURE . 0 UNIT) Uniform Load adad 0.650 k qn,1PointLoad : D = 0.71 s 1 DESIGN X mu SBendi g Stress Ratio = 3 5X18.0 fb Maximum 2 069.02psiSectionusedforthisspan = 2,900.00 psi F : Actual = FB :Allowable + 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi Density 2,025.0 psi E: Modulus of Elasticity2 OOO.Oksi Ebend -xx 1,016.54ksi Eminbend - xx 32.210 pcf 3.5x1 8.0 Span = 28.0 ft Service loads entered. Load Factors will be applied for calculations. ft, (ROOF JOISTS) Maximum Shear Stress Ratio Section used for this span fv :A Fv : Allowable Load Combination 14,00 Location of maximum on span 14.000ft Span # where maximum occurs LoadCombinationLocationofmaximum on span Span # where maximum occurs Maximum Deflectionr +S Deflection Max Downward +Lr +S Deflection Max Upward Max DownwardrTotDeflectionMaxUp Span # 1 0.654 in Ratio = 0.000 in Ratio = 1.322 in Ratio = 0.000 in Ratio = 513 0 <240 254 0 <180 MomentValues _ F b M - lb _ - Forces Stresses for Load Combinations C r C m c t 0 L- - 6.00 MaXimuir6 Max Stress Ratios Cd 0 FN i 2900.00 16.91 1,073.46 Combination 1.00 1.00 1.00 0.00 Load 1.00 1.00 1.00 1.00 2900.00 1.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 0.00 1.00 1.00 1.00 1.00 2900.00 1.00 1.00 1.00 1.00 1.00 1.00 32.59 2,069.02 0.00 1.00 1.00 2900.00 1.00 1.00 1.00 1.00 1.00 100 16.91 1,073.46 0.00 1.00 1.00 2900.00 1. 0 1.. 0 1.. 0 1.. 0 1.00 00 1.00 28.67 1,820.13 1.00 1.00 1.00 1.00 Gy,,,.,._ _ 1.00 D Only 1 0.370 0.157 Length = 28.0 It p+L+H 28.0ftLength = 4041..r+1-1 28.0 ft 1 0.713 Length = O +S+i-i 28.0 ft 1 0.370 Length = h0.750Lr+0.750L+ 1 f 1 0.628 Length = 28.0 ft 1 0.370 0.157 1.00 0.322 1.00 0.157 1.00 0.281 1.00 0.322 : 3.5x18.0 93.36 psi 290.00 psi D +Lr +H 26.569 ft Span # 1 Shear Values V Fw 0.00 fv 0.00 0.00 1.91 290.0029 1.91 45.47 0.00 0.00 0.00 1.91 45.47 290.00 0.00 0.00 0.01 3.92 93.36 290.01 0.00 0.00 0.0 1.91 45.47 290.( 0.00 0.00 0.1 3.42 81.39 290. Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714 - 225 -7056 Wood Beam Description : 2 TYPICAL ROOF PURLIN Load Combination Max Stress Ratios Segment Length Span # M V D+0.750L+0.750S+H Length = 28.0 ft 1 D +W+H Length = 28.0 ft 1 D+0.70E+H Length = 28.0 ft 1 D+0.750Lr+0.750L+0.750W+H Length = 28.0 ft 1 D+0.750L+0.750S+0.750W+H Length = 28.0 ft 1 D+0.750Lr+0.750L+0.5250E+H Length = 28.0 ft 1 0+0.750L+0.750S+0.5250E+H Length = 28.0 ft 1 0.600 +W+H Length = 28.0 ft 1 0.60D+0.70E+H Length = 28.0 ft 1 Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 Printed: 12 i,IAR 2013, 10:55AM File = C Usersl ownerlDesktoplENG- 1.JOB42013FI- 112013- 0- 41CALCSIBURNUN -1.EC6 !;1 ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Cd C FN 1.00 0.370 0.157 1.00 1.00 1.00 0.370 0.157 1.00 1.00 1.00 0.370 0.157 1.00 1.00 1.00 0.628 0.281 1.00 1.00 1.00 0.370 0.157 1.00 1.00 1.00 0.628 0.281 1.00 1.00 1.00 0.370 0.157 1.00 1.00 1.00 0.222 0.094 1.00 1.00 1.00 0.222 0.094 1.00 1.00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. "" Defl D+Lr 1 1.3216 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 4.330 4.330 D Only 2.090 2.090 Lr Only 2.240 2.240 D+Lr 4.330 4.330 Moment Values Ci Cr Cm C t CL M fb F'b 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 2900.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 2900.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 2900.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 28.67 1,820.13 2900.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 2900.00 1.00 1.00 1.00 1.00 1.00 0,00 1.00 1.00 1.00 1.00 1.00 28.67 1,820.13 2900.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 2900.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 10.14 644.08 2900.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 10.14 644.08 2900.00 Location in Span Load Combination 14.102 Support notation : Far left is #1 1r Shear Values V fv F'v 0.00 1.91 0.00 1.91 0.00 1.91 0.00 3.42 0.00 1.91 0.00 3.42 0.00 1.91 0.00 1.15 0.00 1.15 0,00 0.00 45.47 0.00 45.47 0.00 45.47 0.00 81.39 0.00 45.47 0.00 81.39 0.00 45.47 0.00 27.28 0.00 27.28 290.00 0.00 290.00 0.00 290.00 0.00 290.00 0.00 290.00 0.00 290.00 0.00 290.00 0.00 290.00 0.00 290.00 Max. " +" Defl Location in Span 0.0000 0.000 Values in KIPS Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott @armstrongengineering.net 714 - 225 -7056 Wood Beam Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 Prin(ed: 8 MAO 2013. 11:29AM File =C:lUsersl owner\Desktop\ENG -1.JOB12013FI- 112013- 0-41CALCSIBURNUN -1.EC6 ENERCALC, INC. 1983 -2013, Build:6.13.2.27, Ver:6.13.2.27 iF Description : YPICAL ROOF PURLIN AT SHORTER SPAN CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Load Combination Set : ASCE 7 -05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7 -05 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.0E Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.112) Lr(0.16) 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi E : Modulus of Elasticity Ebend- xx 2000ksi Eminbend - xx 1016.535 ksi Density 32.21 pcf Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.1120, Lr = 0.160 , Tributary Width = 1.0 ft, (ROOF JOISTS) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection y 3.5x11.25 Span = 16.0 ft Service Toads entered. Load Factors will be applied for calculations. 0.504 1 3.5x11.25 1,460.56 psi 2,900.00psi D +Lr +H 8.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.286 in Ratio = 0.000 in Ratio = 0.501 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 671 0 <240 382 0 <180 Segment Length Span # M V Cd C FN C I Cr 1.00 1.00 1.00 1 0.217 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 0.217 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 0.504 0.261 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 0.217 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 0.432 0.224 1.00 1.00 1.00 1.00 1.00 1.00 1.00 D Only Length = 16.0 ft D+L+H Length = 16.0 ft D+Lr+H Length = 16.0 ft D +S+H Length = 16.0 ft D+0.750Lr+0.750L+H Length = 16.0 ft D+0.750L+0.750S+H Moment Values Cm C CL M fb F'b 0.261 : 1 3.5x11.25 75.58 psi 290.00 psi D +Lr +H 15.066 ft Span # 1 Shear Values V fv F'v 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.87 628.35 3.87 628.35 8.99 1,460.56 3.87 628.35 7.71 1,252.50 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 0.00 0.00 0.00 0.85 32.52 290.00 0.00 0.00 0.00 0.85 32.52 290.00 0.00 0.00 0.00 1.98 75.58 290.00 0.00 0.00 0.00 0.85 32.52 290.00 0.00 0.00 0.00 1.70 64.82 290.00 0.00 0.00 0.00 Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. Scott @armstrongengineering.net 714 - 225 -7056 Wood Beam Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 Printed: 81:100 2013, 112000 File= C:1Userslowner \Desktop\ENG- 1.JOB12013FI- 112013- 0- 41CALCS\BURNUN -1.EC6 ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 Description : 3 TYPICAL ROOF PURLIN AT SHORTER SPAN Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 Cr Cm C t C L M fb F'b V fv F'v Length =16.0 ft 1 0.217 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.87 62835 2900.00 0.85 32.52 290.00 D +W+1-1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.217 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.87 628.35 2900.00 0.85 32.52 290.00 D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.217 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.87 628.35 2900.00 0.85 32.52 290.00 D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.432 0.224 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.71 1,252.50 2900.00 1.70 64.82 290.00 D+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.217 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.87 628.35 2900.00 0.85 32.52 290.00 D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.432 0.224 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.71 1,252.50 2900.00 1.70 64.82 290.00 D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.217 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.87 628.35 2900.00 0.85 32.52 290.00 0.600+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.130 0.067 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.32 377.01 2900.00 0.51 19.51 290.00 0,60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 16.0 ft 1 0.130 0.067 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.32 377.01 2900.00 0.51 19.51 290.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-' Defl Location in Span Load Combination Max. " +" Defl Location in Span D+Lr 1 0.5014 8.058 0.0000 0.000 Vertical Reactions 4 Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.246 2.246 D Only 0.966 0.966 Lr Only 1.280 1.280 D+Lr 2.246 2.246 Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714 - 225 -7056 Wood Beam Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 Printed: 9 MAR 2013, 12:0091,1 File = C:1Userslowner \Desktop\ENG-- 1.JOB12013FI- 112013- 0- 41CALCS\BURNUN -1.EC6 ENERCALC, INC. 1983 -2013, Build:6.13.2.27, Ver:6.13.2.27 Description : CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Load Combination Set : ASCE 7 -05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7 -05 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.0E Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.308) I_r(0.264) 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi E : Modulus of Elasticity Ebend- xx 2000ksi Eminbend - xx 1016.535 ksi Density 32.21 pcf i Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.3080, Lr = 0.2640 , Tributary Width = 1.0 ft, (ROOF PURLINS) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 5.25x18.0 Span = 28.0 ft Service loads entered. Load Factors will be applied for calculations 0.84a 1 5.25x18.0 2,460.42 psi 2, 900.00 psi D +Lr+H 14.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.720 in Ratio = 0.000 in Ratio = 1.617 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations 466 0 <240 207 0 <180 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr D Only Length = 28.0 ft D+L+H Length = 28.0 ft D+Lr+H Length = 28.0 ft D +S+H Length = 28.0 ft D40.750Lr+0.750L+H Length = 28.0 ft D+0.750L+0.750S+H 1 0.471 1 0.471 1 0.848 1 0.471 1 0.754 Moment Values Cm C t CL M fb 0.226 1.00 1.00 1.00 0.226 1.00 1.00 1.00 0.408 1.00 1.00 1.00 0.226 1.00 1.00 1.00 0.363 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 32.26 1,365.31 32.26 1,365.31 58.13 2,460.42 32.26 1,365.31 51.66 2,186.65 F'b 0.408 : 1 5.25x18.0 118.34 psi 290.00 psi D +Lr +H 26.569 ft Span # 1 Shear Values V fv F'v 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 0.00 4.14 0.00 4.14 0.00 7.46 0.00 4.14 0.00 6.63 0.00 0.00 65.67 0.00 65.67 0.00 118.34 0.00 65.67 0.00 105.17 0.00 0.00 290.00 0.00 290.00 0.00 290.00 0.00 290.00 0.00 290.00 0.00 it Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714 -225 -7056 Wood Beam I Description : NVti '.R 4 ROOF GIRDER Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: itidX Project ID: 2013 -005 Printed: 9 MAR 2013,12.00P .1 File = =sets lownergesktoplENG- 1.JOB12013FI- 12013-0 41CALCSIBURNUN -1.EC6 ENERCALC, INC. 1983 -2013, Build 6.13.227 Vetto 6..13.2 27 rJ Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C d C FN C i C r Cm C t CL M fb F'b V fv F'v Length = 28.0 5 1 0.471 0.226 1.00 1.00 1.00 1.00 1.00 1.00 1.00 32.26 1,365.31 2900.00 4.14 65.67 290.00D +W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00Length = 28.0 ft 1 0.471 0.226 1.00 1.00 1.00 1.00 1.00 1.00 1.00 32.26 1,365.31 2900.00 4.14 65.67 290.00D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00Length = 28.0 ft 1 0.471 0.226 1.00 1.00 1.00 1.00 1.00 1.00 1.00 32.26 1,365.31 2900.00 4.14 65.67 290.00D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00Length = 28.0 ft 1 0.754 0.363 1.00 1.00 1.00 1.00 1.00 1.00 1.00 51.66 2,186.65 2900.00 6.63 105.17 290.00D+0.750L+0.7505+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00Length = 28.0 ft 1 0.471 0.226 1.00 1.00 1.00 1.00 1.00 1.00 1.00 32.26 1,365.31 2900.00 4.14 65.67 290.00D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00Length = 28.0 ft 1 0.754 0.363 1.00 1.00 1.00 1.00 1.00 1.00 1.00 51.66 2,186.65 2900.00 6.63 105.17 290.00D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00Length = 28.0 ft 1 0.471 0.226 1.00 1.00 1.00 1.00 1.00 1.00 1.00 32.26 1,365.31 2900.00 4.14 65.67 290.000.60D +W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00Length = 28.0 ft 1 0.282 0.136 1.00 1.00 1.00 1.00 1.00 1.00 1.00 19.35 819.19 2900.00 2.48 39.40 290.000.60D+0.70E +H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00Length = 28.0 ft 1 0.282 0.136 1.00 1.00 1.00 1.00 1.00 1.00 1.00 19.35 819.19 2900.00 2.48 39.40 290.00 Overall Maximum Deflections - Unfactored Loads Load Combination DeflMax. "" Defl Location in Span Load Combination Max. " +" Defl Location in Span D+Lr 1 1.6169 14.102 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 _ Overall MAXimum - 8.304 8.304 D Only 4.608 4.608 Lr Only 3.696 3.696 D+Lr 8.304 8.304 Shear Values I '1' Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott @armstrongengineering.net 714 - 225 -7056 Steel Column Description : Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: 13 Project ID: 2013 -005 Printed 9 MAR 2013, 12:0391:1 COLUMN TO SUPPORT GIRDER BEAMS Code References Calculations per AISC 360 -05, IBC 2009, CBC 2010, ASCE 7 -05 Load Combinations Used : ASCE 7 -05 General Information File = C:1Users\ owner \Desktop\ENG-1.JOB12013FI- 112013- 0- 4\CALCSIBURNUN -1.EC6 ENERCALC, INC. 1983 -2013, Build:6.13.2.27, Ver:6.13.2.27 Steel Section Name : HSS4x4x1 /4 Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads Allowable Strength 36.0 ksi 29,000.0 ksi ASCE 7 -05 Overall Column Height 15.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 15.0 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 15.0 ft, 1< = 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 182.712 Ibs * Dead Load Factor AXIAL LOADS... REACTION FROM BEAM #4: Axial Load at 15.0 ft, D = 9.216, LR = 7.392 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are Va : Applied Vn / Omega : Allowable Load Combination Results Load Combination D Only D +L +H D +Lr +H D +S +H D+0.750Lr+0.750L+H D+0.750L+0.750S +H D +W +H D+0.70E +H D+0.750 Lr- +d.750L+0.750W +H D+0.750 L+0.7505+0.750 W +H D+0.750 Lr+0.750 L+0.5250 E +H D+0.750L+0.7505+0.5250E +H 0.60D +W +H 0.60D+0.70E +H 0.4836 :1 D +Lr +H 0.0 ft 16.791 k 34.721 k 0.0 k -ft 8.425 k -ft 0.0 k -ft 8.425 k -ft 0.0 :1 0.0 ft 0.0 k 0.0 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.271 PASS 0.00 ft 0.271 PASS 0.00 ft 0.484 PASS 0.00 ft 0.271 PASS 0.00 ft 0.430 PASS 0.00 ft 0.271 PASS 0.00 ft 0.271 PASS 0.00 ft 0.271 PASS 0.00 ft 0.430 PASS 0.00 ft 0.271 PASS 0.00 ft 0.430 PASS 0.00 ft 0.271 PASS 0.00 ft 0.162 PASS 0.00 ft 0.162 PASS 0.00 ft Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections... Along Y -Y 0.0 in at for load combination : Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.0ft above base 0.0ft above base Maximum Shear Ratios Stress Ratio Status Location 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714-225-7056 Steel Column Project Title: FIRE DAMAGE REPAIR En9ineer: SDA Project Descr: Project ID: 2013-005 Printed: 91,1AR 2013. 1208E1 File = CAUserskowner1DesktoplENG-1.JOB12013F1-112013-0-41CALCSIBURNLIN-1.EC6 4 ENERCALC, INC. 1983-2013, Build:6.13.2.27, Ver:6.13.2.27 VMLNV:\CA'AtOVMoMaKtgaiqVEEM,MfmataiSMtatiRti%iMifMinceaNIM-'7'' Description : COLUMN TO SUPPORT GIRDER BEAMS Maximum Reactions - Unfactored Load Combination D Only Lr Only D+Lr X-X Axis Reaction @ Base @ Top Note: Only non-zero reactions are listed Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base k k k k k k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 M 0.000 ft 0.000 in 0.000 ft D+Lr 0.0000 in 0.000 if 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x1/4 Depth = 4.000 in I xx S xx Width = 4.000 in R xx Wall Thick = 0.250 in Zx Area = 3.370 in^2 1 YY Weight = 12.181 plf S yy = R yy = Ycg = 0.000 in c 5 3' Y 4.00in Load 'I X 9.399 k 7.392 k 16.791 k 7.80 104 J = 12.800 inA4 3.90 inA3 1.520 in 4.690 inA3 7.800 104 C = 6.560 inA3 3.900 inA3 1.520 in MCC. Loads are total entered value. Arrows do not reflect absolute direction. Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714 - 225 -7056 ASCE Seismic Base Shear Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 15 Printed: 8 MAO 2013.12:3810. File = C:1UserslownerlDesktoplENG --1.J0B12013FI- 112013- 0- 41CALCSIBURNUN .1.EC6 ENERCALC, INC. 1983 -2013, Build:6.13.2.27, Ver:6.13.2.27 FIRE DAMAGE REPAIR TO EXISTING CONCRETE TILT -UP WAREHOUSE Occupancy Category Occupancy Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV Occupancy Importance Factor = Gridded Ss & S1vaInes from ASCE 7.05, 2006/09 Max. Ground Motions, 5% Damping : SS = 1.558 g, 0.2 sec response S 1 0.60 g, 1.0 sec response 1 Latitude = Longitude = Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = 0 Site Coefficients Fa & Fv Fa = 1,00 using straight -line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.558 SM1 =Fv *S1 = 0.900 Design Spectral Acceleration S = S *2/3 = 1.039DSMS S D1 S M1 213 = 0.600 Seismic Design Category = D Resisting System Basic Seismic Force Resisting System ... Bearing Wall Systems Ordinary reinforced concrete shear walls Response Modification Coefficient " R " System Overstrength Factor " Wo " Deflection Amplification Factor " Cd " NOTE! See ASCE 7 -05 for all applicable footnotes. 4.00 2.00 4.00 Building height Limits : Category "A & 8" Limit: Category "C" Limit: Category "D" Limit: Category "E" Limit: Category "F" Limit: 33.688 deg North 117.341 deg West No Limit No Limit Not Permitted Not Permitted Not Permitted 5 ASCE 7 -05, Page 3, Table 1 -1 ASCE 7 -05, Page 116, Table 11.5 -1 ASCE 7 -05 9.4.1.1 ASCE 7 -05 Table 20.3 -1 ASCE 7 -05 Table 11.4 -1 & 11.4 -2 ASCE 7 -05 Table 11.4 -1 ASCE 7 -05 Table 11.4 -2 ASCE 7 -05 Table 11.4 -3 ASCE 7 -05 Table 11.4 -4 ASCE 7 -05 Table 11.6 -1 ASCE 7 -05 Table 12.2 -1 Redundancy Factor Seismic Design Category of D, E, or F therefore Redundancy Factor " p " = 1.3 Lateral Force Procedure Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7- 0512.8 Determine Building Period Structure Type for Building Period Calculation : All Other Structural Systems Ct " value = 0.020 " hn " : Height from base to highest level = 21,0 ft x "value = 0.75 Ta " Approximate fundemental period using Eq. 12.8 -7 : Ta = Ct* (hn "x) = 0.196 sec TL" : Long -period transition period per ASCE 7-05 Maps 22 -15 -> 22 -20 8.000 sec ASCE 7 -05 Section 12.3.4 ASCE 7 -05 Section 12.8 Use ASCE 12.8 -7 Building Period " Ta " Calculated from Approximate Method selected = 0.196 sec Cs " Response Coefficient S D3 Short Period Design Spectral Response = 1.039 From Eq. 12.8 -2, Preliminary Cs = 0.250 R " : Response Modification Factor = 4.00 From Eq. 12.8 -3 & 12.8 -4 , Cs need not exceed = 0.765 I " : Occupancy Importance Factor = 1 From Eq. 12.8 -5 & 12.8 -6, Cs not be less than = 0.075 User has selected ASCE 12.8.1.3: Regular structure, Cs : Seismic Response Coefficient = = 0.2500Lessthan5StoriesandwithT «= 0.5 sec, SO Ss <= 1.5 for Cs calculation Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714-225-7056 ASCE Seismic Base Shear Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013-005 Printed 3 LIAR 2013, 12 38K1 File= C: Userslowner1DesktoplENG-1.JOB12013F1-112013-0-41CALCS \BURNUN-1.EC6 ENERCALC, INC. 1963-2013, Build:6.13.2.27, Ver:6.13.2.27 1;1, 1:#23-Kfir _:TtiflifP:S'igifttigilinri-S74VEffftWfinfMfEEESAISSrigkitt61FratfEtENiftrtEPJ 45,4,11.7.1 Seismic Base Shear Cs = 0.2500 from 12.8.3 Vertical Distribution of Seismic Forces k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... W ( see Sum Wi below ) = Seismic Base Shear V = Cs *W ASCE 7-05 Section 12.8.1 333.00 k 83.25 k ASCE 7-05 Section 12.8.3 Level # Wi : Weight Hi : Height (Wi *Hi) Ak Cvx Fx=Cvx *V Sum Story Shear Sum Story Moment 1 333.00 14.00 4,662.00 1.00 83.25 83.25 0.00 Sum Wi = 333.00 k Sum Wi * Hi = 4,662.00 k-ft Total Base Shear = 83.25 k Base Moment = Diaphragm Forces : Seismic Design Category "B" to "F" Level # Wi Fi 1 333.00 83.25 Wpx Fi Sum Fi MIN Req'd Force @ Level MAX Req'd Force @ Level Fpx : Design Force @ Level 1,165.5 k-ft ASCE 7-05 12.10.1.1 Sum Fi Sum Wi 83.25 333.00 Weight at level of diaphragm and other structure elements attached to it. Design Lateral Force applied at the level. Sum of "Lat. Force" of current level plus all levels above 0.20 " Sias " I WPx 0.40 "Sos "I"WPx Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level F A r-14 -5 112 Fpx 83.25 1.7 3/12/2013 ARMSTRONG ENGINEERING f t7tAPse,..4(rki 5tkeig-c: P t3c ici/ es4- WA IA- 0 95 5-6 4. IV* ) SIN( 0.,,,c)(.14450 4- (0-AC It-iglc 01 .6-2- -728 /2(4- r'icyz-0-1 V.?) a 7 0.P.c)(111144e) 4- (O. 4- 7 c--,41(-1,, cl) =. 77 Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714 - 225 -7056 ASCE Seismic Wall Anchorage Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 / 9 Printed: 0 MAR 2013, 12:40PM File = Ca lsers4owneriDesktoplENG- 110B12013FI- 142013- 0- 41CALCSIBURNUN -1.EC6 ENERCALC, INC. 1983 -2013, Build:6.13.2.27, Ver.6.13.2.27 Description : FIRE DAMAGE REPAIR Seismic Wall Anchorage per ASCE 7 -05 Description : FIRE DAMAGE REPAIR (WALL TIE DESIGN) S Ds = Wall Height = 1.039 15.0 ft Horiz. Spacing between anchors = I : Importance Factor = 1.0 Wall Weight = 75.0 psf Parapet Height = 6.0 ft 4.0 ft Tributary Height = Wall height/2 + Parapet = Out -of -Plane Force for Structural Wall Design For all SDCs) 0.4 *SDS *I *Weight 31.170 psf Controlling Value = 31.170 psf 10% *Weight 7.50 psf Out -of -Plane Force for Concrete and Masonry Structural Wall Anchorage Design For all SDCs where structural walls connect to RIGID diaphragms, and for SDC A and B where walls connect to FLEXIBLE diaphragms) Based on Controlling Value from 12.11.1 1,683.18 lbs Controlling Value = 1,683.18 Ibs Based on 12.11.2.b 1,662.40 Ibs Based on 12.11.2.c 1,120.0 Ibs Out -of -Plane Force for Concrete and Masonry Structural Wall Anchorage Design For SDC C through F where walls connect to FLEXIBLE diaphragms) Based on Controlling Value from 12.11.1 Based on 12.11.2.b Based on 12.11.2,c Based on Eq. (12.11 -1) 1,683.18 Ibs 1,662.40 Ibs 1,120.0 Ibs 3,366.36 Ibs Controlling Value = 3,366.36 Ibs 061 p.c. a a7/-11‘6 ° 4,732- 13.50 ft ARMSTRONG ENGINEERING Subdiaphragm Design Based on ASCE 7 -05 1R 3/12/2013 INPUT DATA Length L = 28 ft Width B = 16 ft Roof Height hr = 16 ft Parapet Height hp = 5 ft Wall Weight Wp = 75 psf Coefficient SDS = 1.039 Importance Factor 1 = 1 Diaphragm Shear Capacity Vallowable = 640 plf E Jail i_...i DI?y; .M ANALYSIS The subdiaphragms comply with 2.5:1 of max. length -to -width rario. (ASCE 7 -05, 12.11.2.2.1) The wall anchor force is given by ASCE 7 -05, 12.11.2 as F 1 = MAX hr±hp) 0.8SDsIW 400SJ)I Fmi. 2h Where : Fm;n = 280 plf ASCE 7 -05, 12.11.2c) Wood subdiaphragm shear : v= 0.5 F,L 1.48 Chord force : T =C = F,>L' 8B Reaction force : R — F 1 >L 2 859 plf 537 plf, for ASD Vallowable Satisfactory to use diaphragm nailing for subdiaphragm. 5.26 k, (Indicated force has NOT been reduced for ASD) 12.03 k Indicated force has NOT been reduced for ASD) Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714 - 225 -7056 ASCE 7 -05 Simplified Procedure Wind Loads Description : FIRE DAMAGE REPAIR Analytical Values V : Basic Wind Speed per Sect 6.5.4 & Figure 1 Roof Slope Angle Occupancy per Table 1 -1 Importance Factor per Sect. 6.5.5, & Table 6 -1 Exposure Category per 6.5.6.3, .4 & .5 Mean Roof height Lambda : per Figure 6.2, Pg 40 Effective Wind Area of Component & Cladding Roof pitch for cladding pressure User specified minimum design pressure Topographic Factor Kzt per 6.5.7.2 Design Wind Pressures Horizontal Pressures Zone: A = Zone: B = Vertical Pressures .. Zone: E = Zone: F = Overhangs ... Zone: Eoh = insmigna Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 Printed: 8 MAO 2013.12:45P.1 File = ClUsersl ownerlOesktop\ENG- 1.JOB12013FI- 112013- 0- 41CALCSIBURNUN- -I.EC6 ENERCALC, INC. 1983 -2013, Build:6.13.2.27, Ver:6.13.2.27 85.0 mph 0 to 5 degrees II All Buildings and other structures except those listed as Category I, III, and IV 1.00 Exposure C 21.0 ft 1.35 10.0 ft"2 0 to 7 degrees 15.0 psf 1.00 15.53 psf 15.00 psf 18.63 psf 15.00 psf 26.06 psf Zone: C = Zone: D = Zone: G = Zone: H = Net design pressure from table 1609.9.2.1(2) &(3) interpolated by area iditionrii Load Case pe 6.4 .2. }. t i0 J\ I t }4 "1 :I:,i 0 verticalt.t al ;1i 15.00 psf 15.00 psf 15.00 psf 15.00 psf Zone: Goh = -20.39 psf Component & Cladding Design Wind Pressures Minimum Additional 1.oafi Crass per 6.421.1 10 N-:•;,-: un entire „c Design Wind Pressure = Lambda * Kzt * Importance * Ps30 per ASCE 7 -05 6.4.2.1 Eq 6 -1 Roof Zone 1 : Positive : 15.000 psf Negative : - 17.550 psf Roof Zone 2 : Positive : 15.000 psf Negative : -29.430 psf Roof Zone 3 : Positive : 15.000 psf Negative : - 44.280 psf Wall Zone 4 : Positive : 17.550 psf Negative : - 19.035 psf Wall Zone 5 : Positive : 17.550 psf Negative : - 23.490 psf Roof Overhang Zone 2: - 28.350 psf Roof Overhang Zone 3: - 46.710 psf 2,0 Anchor Calculations Anchor Selector (Version 4.11.0.0) Job Name : CENTRAL AVE REPAIR Date/Time : 3/12/2013 4:37:26 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR-2508 a) Layout Anchor : 5/8" SET-XP Steel Grade: F1554 GR. 36 Built-up Grout Pads : No Number of Anchors : 1 Embedment Depth : 5 in ANCHOR 3 POSITIVE FOR TENSION AND NEGATIVE FOR. COMPRESSION. INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cxi : 12 in Cx2 : 12 in cy1 : 12 in cy2 : 12 in bxi 1.5 in b2:1.5 in by1 : 1.5 in bye : 1.5 in b) Base Material Concrete : Normal weight Cracked Concrete : Yes Condition : A tension and shear Thickness, ha : 8.2 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 °F short term and 75 °F long term temp.) c) Factored Loads Load factor source : AC1318 Section 9.2 Nua : 0 Ib Vuay : 0 Ib Muy : 0 Ib *ft ex:0in ey : 0 in Moderate /high seismic risk or intermediate /high design category : Yes Anchor w/ sustained tension : No Anchors only resist wind and /or seismic loads : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From ICC -ES ESR -2508 : Anchor Model = SETXP da = 0.625 in Category = 1 hef = 5 in hmin=8.125in cac =15 in cmin = 1.75 in smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ual = 0.00 Ib Sum of Anchor Tension ENua = 0.00 Ib ax = 0.00 in ay =0.00 in fc : 2500.0 psi t'c,V : 1.00 13.Fp : 1381.3 psi Vuax : 628 Ib Mux : 0 Ib *ft sa — 1 3 1 MIDID (tor a single anchor) [ ICC -ES ESR -2508 ] ep = 0.75 [D.4.4] I)N„ = 9832.50 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc /ANcol'ed,Nk'c,NTcp,NNb [Eq• D-4] Number of influencing edges = 0 hef= 5 in e'Nx = 0.00 in e' Ny= 0.00in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V ual = 628.00 Ib (V ualx = 628.00 Ib , V ua1y = 0.00 lb ) Sum of Anchor Shear EVuax = 628.00 Ib, EVuay = 0.00 Ib e'vx= 0.00in e' vy= 0.00in j._..,. L-9..1 0.75 [D.4.4] 4seis = 0.75 PNcb = 5345.60 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] tik,cr = 855 psi ICC -ES ESR -2508 ] 23 ef=5in ANco = 225.00 in2 [Eq. D -6] ANc = 225.00 in2 Smallest edge distance, ca rein y 12.00 in ed,N = 1.0000 [Eq. D -10 or D -11] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] 1 nnnn rr--. r - 1,4 kcr = 17 [ ICC -ES ESR -2508 ] he (unadjusted) = 5 in Nao = tik,crT dahef = 8393.94 Ib [Eq. D -16f] tk,uncr = 2075.00 psi for use in [Eq. D -16d] Scr,Na = min[20 dad (ik,uncr/ 1450) , 3hef] = 14.953 in [Eq. D -16d] ccr,Na = Scr,Na/2 = 7.477 in [Eq. D -16e] Na = ANa /ANaoWed,Nati'p,NaNao [Eq. D -16a] ANao = 223.60 in2 [Eq. D -16c] ANa = 223.60 in2 Smallest edge distance, ca min = 12.00 in Ted, Na = 1.0000 [Eq. D -16I] p,Na = 1.0000 [Sec. D.5.3.14] Na = 8393.94 Ib [Eq. D -16a] 0.65 [ ICC -ES ESR -2508 ] 4seis = 0.75 4Na = 4092.05 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 7865.00 Ib (for a single anchor) Veq = Vsaav seis [AC308 Eq. 11 -27] ayseis = 0.68 [ ICC -ES ESR -2508 ] Veq = 5348.20 Ib 0.65 [D.4.4] Veq = 3476.33 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x- direction... Vcbx = Avcx/AvcoxWed,VWc,V`'h,V ubx [Eq. D -21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcx= 196.80in2 Avcox = 288.00 in2 [Eq. D -23] 1.0000 [Eq. D -27 or D -28] 1.0000 [Sec. D.6.2.7] Thy = (1.5cal / ha) = 1.2097 [Sec. D.6.2.8] Vbx = 70e/ da ) dad ' f c(ca1) 1.5 [ Eq. D -24] Ie =5.00 in Vbx = 9489.89 Ib Vcbx = 7844.72 Ib [Eq. D-21] 0.75 Oseis = 0.75 Vcbx = 4412.65 Ib (fora single anchor) In y- direction... Vcby Aycy /AvcoylPed,Vki'c,Vki'h,V Vby [Eq. D -21] cal = 8.00 in (adjusted for edges per D.6.2.4) Aycy = 196.80 in2 Avcoy = 288.00 in2 [Eq. D -23] Ted,V = 1.0000 [Eq. D -27 or D -28] Tc,v = 1.0000 [Sec. D.6.2.7] Th,V = 1.5cal / ha) = 1.2097 [Sec. D.6.2.8] Vby = 7(Ie/ da )0.2t dad •,/ fc(ca1) 1.5 [ Eq. D -24] 1e =5.00 in Vby = 9489.89 Ib Vcby = 7844.72 Ib [Eq. D-21] 0.75 kseis = 0.75 Vcby 4412.65 Ib (fora single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cxl edge Vcbx = Avcx /AvccxTed,VY'c,V 'h,V Vbx [Eq. D -21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 196.80 in2 25 Avcox = 288.00 in2 [Eq. D -23] ed,V = 1.0000 [Sec. D.6.2.1(c)] Tc,V =1.0000 [Sec. D.6.2.7] 1 Why = `' (1.5ca1 / ha) = 1.2097 [Sec. D.6.2.8] Vbx = 70e/ da ) 0.2. x,' daa,N` fc(ca1) 1•5 [ Eq. D -24] 1e =5.00 in Vbx = 9489.89 Ib Vcbx = 7844.72 Ib [Eq. D-21] Vcby = 2 *Vcbx [Sec. D.6.2.1(c)] Vcby = 15689.44 Ib 0.75 1)seis = 0.75 Vcby 8825.31 Ib (for a single anchor) Check anchors at co edge Vcby = Avcy /Avcoy Ped,v c,Ofh,v Vby [Eq. D -21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avby = 196.80 in2 A„ coy = 288.00 in2 [Eq. D -23] Wed,V = 1.0000 [Sec. D.6.2.1(c)] kl'c,V = 1.0000 [Sec. D.6.2.7] qjhV= 1.5cal / ha) = 1.2097 [Sec. D.6.2.8] Vby = 70e/ da )0.2 .i dads f c(ca1) 1.5 [ Eq. D -24] Ie =5.00 in Vby = 9489.89 Ib Vcby = 7844.72 Ib [Eq. D -21] Vcbx = 2 *Vcby [Sec. D.6.2.1(c)] Vcbx = 15689.44 Ib 0.75 kseis = 0.75 Vcbx = 8825.31 Ib (for a single anchor) Check anchors at cx2 edge Vcbx = Avcx /AvcoxTed,V -,VTh,V Vbx [Eq. D -21] cal = 8.00 in (adjusted for edges per D.6.2.4) 24 Avcx = 196.80 in2 Avcox = 288.00 in2 [Eq. D -23] Wed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] Wc,v = 1.0000 [Sec. D.6.2.7] Th,V = (1.5ca1 / ha) = 1.2097 [Sec. D.6.2.8] Vbx = 70e /da ) 0.2. \ daX.' fc(ca1) 1.5 [ Eq. D -24] 1e =5.00 in Vbx = 9489.89 Ib Vcbx = 7844.72 Ib [Eq. D-21] Vcby = 2 *Vcbx [Sec. D.6.2.1(c)} Vcby = 15689.44 Ib 0.75 4seis = 0.75 4)Vcby 8825.31 Ib (for a single anchor) Check anchors at cy2 edge Vcby = Aycy /Avcoy'Ped,Vilic,VT`h,V Vby [Eq. D -21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcy = 196.80 in2 A„ coy = 288.00 in2 [Eq. D -23] Wed,V = 1.0000 [Sec. D.6.2.1(c)] 1.0000 [Sec. D.6.2.7] 1.5ca1 / ha) = 1.2097 [Sec. D.6.2.8] Vby = 70e/ da )0.2 i daX ,,, fc(ca1) 1.5 [ Eq. D -24] 1e =5.00 in Vby = 9489.89 Ib Vcby = 7844.72 Ib [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 15689.44 Ib 0.75 i)seis = 0.75 Vcbx = 8825.31 Ib (fora single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = min[kcpNa,kcpNcb] [Eq. D -30a] 11 kGp = 2 [,'ec. D.6.3.2] Na = 83, 3.94 Ib (from Section (6) of calculations) Ncb = 9503.29 Ib (from Section (5) of calculations) Vcp = 16787.89 Ib 0.70 [D.4.4] seis = 0.75 VGp = 8 13.64 Ib (fora single anchor) 11) Checrk Demand /Capacity Ratios [Sec. D.7] Note: Ratios have been divided by 0.4 factor for brittle failure. Tension Steel : C .0000 Breakout : 0.0000 Adhesi \e : 0.0000 Sideface Blowou it : N/A Shear Steel : 0.1807 Breakout (case 1) : 0.3558 Breakout (case 2) : N/A Breakout (case 3) : 0.1779 r iyuuL . '11781 T.Max(0) <= 0.2 and V.Max(0.36) <= 1.0 [Sec D.7.2] Interactiorti check: PASS Use 5 /8" diameter F1554 GR. 36 SET -XP anchor(s) with 5 in. embedment Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714 - 225 -7056 General Footing Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 ?-9 Uric J 9 MAO 2013. 12:10PM File = C: IUserslownerlDesktoplENG- 1.JOB12013FI- 112013- 0- 41CALCSIBURNUN -1.EC6 ENERCALC, INC. 1983 -2013, Build.6.13.2.27, Ver:6.13.2.27 Description : FOOTING TO SUPPORT STEEL COLUMN Code References Calculations per ACI 318 -08, IBC 2009, CBC 2010, ASCE 7 -05 Load Combinations Used : ASCE 7 -05 General information Material Properties fc : Concrete 28 day strength fy : Reber Yield Ec : Concrete Elastic Modulus Concrete Density p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add F-tg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear : Dimensions Width parallel to X -X Axis = Length parallel to Z -Z Axis = Footing Thicknes = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00180 1.0:1 1.0:1 Yes Yes No No Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete.. at Bottom of footing = Reinforcing Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Siz( 3.75 ft 3.75 ft 12 in in in in 3.0 in 4.0 5 4.0 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars required within zone Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M -xx M -zz V -x V -z n/a n/a n/a D Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil /Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on fnnting plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater4 Z 1.50 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft Lr 9.399 7.392 S W E k ksf k -ft k -ft k k Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714- 225 -7056 Genera! Footing Description : FOOTING TO SUPPORT STEEL COLUMN DESIGN SUMMARY Min. Ratio Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 o Printed: 9 1.1AR 2013, 12:10P1. File = CAUserslowner1DesktoplENG- 1.JOB12013F1- 112013- 0- 41CALCSIBURNUN -11:6 ENERCALC, INC. 1983 -2013, Build:6.13.2.27, Ver:6.13.2.27 PAS S PASS PASS 0,8927 n/a n/a PASS n/a PASS 0.2493 PASS PASS PASS PASS 0.2524 PASS 0.2524 PASS 0.2524 PASS 0.2524 PASS 0.5047 Detailed Results Soil Bearing Rotation Axis & Load Combination... X -X, D Only X -X. +D +L+H X -X. +D +Lr +H X -X. +D +S+H X -X, +D+0.750Lr+0.750L +H X -X, +D+0.750L+0.750S +H X -X, +D +W +H X -X. +D+0.70E +H X -X. +D+0.750Lr+0.750L+0.750W+H X -X. +D+0.750L+0.750S+0.750W+H X -X. +D+0.750Lr+0.750L+0.5250E+H X -X. +D+0.750L+0.750S+0.5250E+H X -X, +0.60D +W +H X -X. +0.60D+0.70E +H Z -Z. D Only Z -Z, +D +L+H Z -Z, +D +Lr +H Z -Z. +D +S +H Z -Z, +D+0.750Lr+0.750L +H Z -Z, +D+0.750L+0.750S+H Z -Z, +D +W+H Z -Z. +D+0.70E+H Z -Z, +D+0.750Lr+0.750L+0.750W+H Z -Z, +D+0.750L+0.750S+0.750W+H Z -Z, +D+0.750Lr+0.750L+0.5250E +H Z -Z, +D+0.750L+0.750S+0.5250E +H Z -Z. +0.600 +W -F1-I Z -Z, +0.60D+0.70E +H Overturning Stability Rotation Axis & Load Combination... 0.2493 0.2493 0.2493 Item Soil Bearing Overturning - X -X Overturning - Z -Z Uplift Z Flexure ( +X) Z Flexure ( -X) X Flexure ( +Z) X Flexure ( -Z) 1 -way Shear (+X) 1 -way Shear ( -X) 1 -way Shear (+Z) 1 -way Shear ( -Z) 2 -way Punching Applied 1.339 ksf 0.0 k -ft 0.0 k -ft 0.0 k 3.194 k -ft 3.194 k -ft 3.194 k -ft 3.194 k -ft 18.928 psi 18.928 psi 18.928 psi 18.928 psi 75.712 psi Gross Allowable Xecc Zecc Footing Has NO Overturning Footing Flexure Flexure Axis & Load Combination X -X, +1.40D X -X, +1.40D X -X, +1.20D+0.50Lr +1.60L +1,60H 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Overturning Moment Capacity 1.50 ksf 0.0 k -ft 0.0 k -ft Governing Load Combination D +Lr +H about Z -Z axis No Overturning No Overturning 0.0 k No Uplift 12.813 k -ft +1.20D +1.60Lr+0.50L 12.813 k -ft +1.20D +1.60Lr+0.50L 12.813 k -ft +1.200 +1.60Lr+0.50L 12.813 k -ft +1.20D +1.60Lr+0.50L 75.0 psi +1.200 +1.60Lr+0.50L 75.0 psi +1.200 +1.60Lr+0.50L 75.0 psi • ° 20D . t .uu +a .a "OLr+0.50L 75.0 psi +1.200 +1.601 r+0.50L 150.0 psi +1.200 +1.60Lr+0.50L Actual Soil Bearing Stress Z +Z nX 0.8134 0.8134 1.339 0.8134 1.208 0.8134 0.8134 0.8134 1.208 0.8134 1.208 0.8134 0.4880 0.4880 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.8134 n/a 0.8134 n/a 1.339 nia 0.8134 n/a 1.208 n/a 0.8134 n/a 0.8134 n/a 0.8134 n/a 1.208 n/a 0.8134 n/a 1.208 n/a 0.8134 n/a 0.4880 n/a 0.4880 n/a n/a 0.8134 n/a 0.8134 n/a 1.339 n/a 0.8134 n/a 1.208 n/a 0.8134 n/a 0.8134 n/a 0.8134 n/a 1.208 n/a 0.8134 n/a 1.208 n/a 0.8134 n/a 0.4880 n/a 0.4880 Actual / Allowable X Ratio n/a 0.542 n/a 0,542 n/a 0.893 n/a 0.542 n/a 0.805 n/a 0.542 n/a 0.542 n/a 0.542 n/a 0,805 n/a 0.542 n/a 0.805 n/a 0.542 n/a 0.325 n/a 0.325 0.8134 0.542 0.8134 0.542 1.339 0.893 0.8134 0.542 1.208 0.805 0.8134 0.542 0.8134 0.542 0.8134 0.542 1.208 0.805 0.8134 0.542 1.208 0.805 0.8134 0.542 0.4880 0.325 0.4880 0.325 Resisting Moment Stability Ratio Status Mu Which Tension @ As Req'd Gvrn. As Actual As Phi *Mnk -ft Side ? Bot or Top ? inA2 inA2 inA2 k -ft 2.051 +Z Bottom 0.2592 Min Temp % 0.310 12.0462.051 -Z Bottom 0.2592 Min Temp % 0.310 12.0462.220 +Z Bottom 0.2592 Min Temp % 0.310 12.046 Status OK OK OK Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714 - 225 -7056 P enes! F oting Description : FOOTING TO SUPPORT STEEL COLUMN Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 3 I Printed: 9 MAR 2013. 12:1091 File = C: IUserslowneADesktoplENG- 1.JOB12013FI- 112013- 0- 41CALCSIBURNUN -1.EC6 ENERCALC, INC. 1983 -2013, Build:6.13.2.27, Ver:6.13.2.27 X -X. +1.20D+0.50Lr +1.60L +1.60H 2.220 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott@armstrongengineering.net 714 - 225 -7056 General Footing Description : FOOTING TO SUPPORT STEEL COLUMN Footing Flexure Flexure Axis & Load Combination Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 P. Printer!: 9 MAR 2013, 12 :10PM File = C:1Userslowner\Desktop\ENG.1.JOB12013F1- 11201 3- 0- 41CALCSIBURNUN-- 1.EC6 ENERCALC, INC. 1983 -2013, Build:6.13.2.27, Ver:6.13.2.27 Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn k -ft Side ? Bot or Top ? i02 inA2 inA2 k -ft Status X -X, +1.20D +1.60L+0.50S +1.60H 1.758 +Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X, +1.20D +1.60L+0.50S +1.60H 1.758 -Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X, +1.20D +1.60Lr+0.50L 3.236 +Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X, +1.20D +1.60Lr+0.50L 3,236 -Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +1.20D +1.60Lr+0.80W 3.236 +Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X, +1.20D +1.60Lr+0.80W 3.236 -Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +1.20D+0.50L +1.60S 1.758 +Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +1.20D+0.50L +1.60S 1.758 -Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X, +1.20D +1.603+0,80W 1.758 +Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +1.20D +1.60S+0.80W 1.758 -Z Bottom 0.2592 Min Temp % 0.310 12,046OKX -X, +1.20D+0.50Lr+0.50L +1.60W 2.220 +Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +1.20D+0.50Lr+0.50L +1.60W 2.220 -Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +1.20D+0.50L+0.50S +1.60W 1.758 +Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +1.20D+0.50L+0.50S +1.60W 1.758 -Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +1.20D+0.50L+0.20S +E 1.758 +Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +1.20D+0.50L+0.20S+E 1.758 -Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +0.90D +1.60W +1.60H 1.318 +Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X, +0.90D +1.60W +1.60H 1.318 -Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X, +0.90D +E +1.60H 1.318 +Z Bottom 0.2592 Min Temp % 0.310 12.046OKX -X. +0.90D +E +1.60H 1.318 -Z Bottom 0.2592 Min Temp % 0.310 12.046OKZ -Z, +1.40D 2.051 -X Bottom 0.2592 Min Temp % 0.310 12.046OKZ -Z, +1.40D 2.051 +X Bottom 0.2592 Min Temp % 0.310 12.046OKZ -Z, +1.20D+0.50Lr +1.60L +1.60H 2.220 -X Bottom 0.2592 Min Temp % 0.310 12.046OKZ -Z, +1.20D+0.50Lr +1.60L +1.60H 2.220 +X Bottom 0.2592 Min Temp % 0.310 12.046OKZ -Z, +1.20D +1.60L+0.50S +1.60H 1.758 -X Bottom 0.2592 Min Temp % 0.310 12.046OKZ -Z. +1.20D +1.60L+0.50S +1.60H 1.758 +X Bottom 0.2592 Min Temp % 0.310 12.046OKZ -Z, +1.20D +1.60Lr+0.50L 3.236 -X Bottom 0.2592 Min Temp % 0.310 12.046OKZ -Z, +1.20D +1.60Lr+0.50L 3.236 +X Bottom 0.2592 Min Temp % 0.310 12.046OKZ -Z, +1.20D +1.60Lr+0.80W 3.236 -X Bottom 0.2592 Min Temp % 0.310 12.046OKZ -Z. +1.20D +1.60Lr+0.80W 3.236 +X Bottom 0.2592 Min TAmn °/. n a-in 4O (Inc Armstrong Engineering 25068 Via Las Lomas Murrieta, CA. 92562 Scott Armstrong P.E. scott @armstrongengineering.net 714- 225 -7056 General Feting Project Title: FIRE DAMAGE REPAIR Engineer: SDA Project Descr: Project ID: 2013 -005 33 Pinfed: 9 MAR 2013. 12.10PM File = C: UserslownerlDesktop \ENG-1.JOB12013FI- 112013- 0- 41CALCS\BURNUN -1.EC6 ENERCALC, INC. 1983 -2013, Build:6.13.2.27, Ver:6.13.2.27 Description : FOOTING TO SUPPORT STEEL COLUMN Punching Shear Load Combination... 1.20D+0.50Lr +1.60L +1.60H 1.20D +1.60L+0.50S +1.60H 1.20D +1.60Lr+0.50L 1.20D +1.60Lr+0.80W 1.20D+0.50L +1.60S 1.20D +1.60S+0.80W 1.20D+0.50Lr+0.50L +1.60W 1.20D+0.50L+0.50S +1.60W 1.20D+0.50L+0.20S+E 0.90D +1.60W +1.60H 0.90D +E +1.60H Vu Phi *Vn 52.619 psi 150osi 41.668 DSi 150 psi 76.711 psi 150osi 76.711 psi 150osi 41.668 DS 1500si 41.668 psi 150osi 52.619 osi 150osi 41.668 osi 1500Si 41.668 psi 150osi 31.251 osi 150osi 31.251 psi 150osi Vu 1 Phi *Vn 0.3508 0.2778 0.5114 0.5114 0.2778 0.2778 0.3508 0.2778 0.2778 0.2083 0.2083 C'1L 11N6 St -Pt Ar40 Focri r*/ To ( WW*, 0UT. All units k Status OK OK OK OK OK OK OK OK OK OK OK