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Home My WebLink AboutCENTRAL AVE 570_13-00000630 t 'Y OF LAKE LS1110P E BUILDING & SAFETY DREAM EXTREM.E ,M 130 South Main Street PERMIT PERMIT NO: 13-00000630 DATE: 4/04/13 JOB ADDRESS . . . . . 570 G CENTRAL AVE DESCRIPTION OF WORK MISCELLANIOUS OWNER CONTRACTOR MCDONALD - SEAN OWNER MCDONALD EVA A. P . # . . . . . 377-410-024 2 SQUARE FOOTAGE 0 OCCUPANCY . . . GARAGE SQ FT 0 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 Please read and initial Building Safety Division 1.1 am Licensed under the provisions of Business and professional Code Section 7000 et seq.and my license is in full force. Post in conspicuous place 2.I,as owner of the property,or my employees w/wages as their sole compensation will do the work on the job and the structure is not intended or offered for sale. 3.I,as owner of the property,am exclusively contracting with licensed contractors to construct the You must furnish PERMIT NUMBER and the project. JOB ADDRESS for each respective inspection: 4.1 have a certificate of consent to selfinsure or a certificate of Workers Compensation Insurance Approved plans must be on job or a certified copy thereof. at all times: 5.1 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. EL01 Temporary Electric Service PLO1 Soil Pipe Underground EL02 Electric Conduit Underground BPO1 Footings BP02 I Steel Reinforcement BP03 Grout BP04 Slab Grade PLOT Underground Water Pipe SSO1 Rough Septic System SWO1 10n Site Sewer BP05 Floor Joists BP06 Floor Sheathing BP07 Roof Framing BPO8 Roof Sheathing BP09 I Shear Wall&Pre-Lath PL03 Rough Plumbing EL03 Rough Electric Conduit EL04 Rough Electric Wiring EL05 Rough Electric/ T-Bar ME01 lRough Mechanical ME02 Ducts,Ventilating PL04 Rough Gas Pipe/Test PL02 Roof Drains 131110 Framing&Flashing BP12 Insulation B?'13 Drywall Nailing , BPI I Lathing&Siding P'L99 Final Plumbing EL99 Final Electrical ME99 I Final Mechanical BP99 IFinal Building Code Pool&Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the POG 1. Pool Steel Rein./Forms building be in released by the City 70011 Pool Plumbing/Pressure Test P003 Pre-Gunite.Approval Date Inspector EL06 I 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 LSI1A0R E BUILDING & SAFETY DREAM EXTREME ,- 130 South Main Street PERMIT PERMIT NO: 13-00000630 DATE: 4/04/13 ** PAGE 2 JOB ADDRESS . . . . . 570 G CENTRAL AVE DESCRIPTION OF WORK MISCELLANIOUS FEES : (CONTINUED) PLANNING REVIEW FEE 134 . 75 134 . 75 . 00 PLAN CHECK FEES 505 . 31 505 . 31 . 00 TOTAL 1824 . 31 988 . 06 836 . 25 SPECIAL NOTES & CONDITIONS REBUILD 3574 SF WAREHOUSE FROM FIRE DAMAGE OM-. MNTEFe TyW. EF : 1 7101/13 01 Rewipt no: 32 F-013 Ip L)RDI417 PER I t $613.73 C1 11 1 Total twLrw 13. TOtd4 AMOft _ ate: 7/01/13 Time 14:W-45 City of Lake Elsinore Please read and initial Building Safety Division I.I am Licensed under the provisions of Business and professional Code Section 7000 et seq.and my license is in full force. Post in conspicuous place 2.],as owner of the property,or my employees w/wages as their sole compensation will do the work on the job and the structure is not intended or offered for sale. 3.],as owner of the property,am exclusively contracting with licensed contractors to construct the You must furnish PERMIT NUMBER and the project. JOB ADDRESS for each respective inspection: 4.I have a certificate of consent to selfinsure or a certificate of Workers Compensation Insurance Approved plans must be on job or a certified copy thereof. at all times: 5.1 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 PLOT Soil Pipe Underground EL02 Electric Conduit Underground BPOI Footings BP02 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 BP07 Roof Framing $ BP08 Roof Sheathing Q BP09 Shear Wall&Pre-Lath PL03 Rough Plumbing EL03 Rough Electric Conduit EL04 Rough Electric Wiring c1 EL05 Rough Electric/ T-Bar MEO1 Rough Mechanical ME02 Ducts,Ventilating /Q PL04 Rough Gas Pipe/Test PL02 Roof Drains BP10 Framing&Flashing (j BP12 Insulation BP13 Drywall Nailing BPI 1 Lathing&Siding- PL99 Final Plumbing 'Z EL99 Final Electrical NM99 Final Mechanical BP99 Final Building Code Pool&Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the PO01 Pool Steel Rein./Forms building be in released-by the City POOI 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 �-J-T Y O E LADE LS I 1`�O ICE DREAM EXT RE M E TM 130 South Main Street Aw APPLICATION FOR APPLICATION O. APPLI TION RECEVED BUILDING PERMIT DATE, '" VALUATION CALCULATIONSTO NL71LD ADDRESS ` 1st FLOOR SF RA A LOT/PARCEL 2nd FLOOR SF 3rd FLOOR SF O W GARAGE SF N AD E I STORAGE SF R here y a rm t at I am licensed un er provisions of c apter 9(commencm DECK&BALCONIES SF with section 7000)of division 3 of the business and professions code,and C my license is in full force and effect. OTHER: SF O LICENSE# CITY BUSINESS N AND CLASS TAX# T NAME VALUATION: R A MAILING C ADDRESS FEES T CITY STATE/ZIP PHONE O BUILDING PERMIT $ R 70-NTR-ACTOR'S 91 N L # PLAN CHECK PLAN REVIEW ZLI R M71LING C ADDRESS lqtI5 ✓c T SEISMIC H ALADW�- T \/�j ❑ADDITION DIVISION: TYPE: p ALTERATION NUMBER OF ' NUMBER OF �.. ;, OTHER STORIES: BEDROOMS: / CASH SINGLE FAMILY ZONE: AA l []APARTMENTS I certify that I have read this application and state that the ❑CONDOMINIUME HAZARD YES above information is correct.I agree to comply with all city [J TOWN HOMES AREA? N� 96 and county ordinances and state laws relating to building ❑COMMERCIAL SPRINKLERS YES construction,and hereby authorize representatives of this ❑INDUSTRIAL REQUIRED? Q I'm city to enter upon the above-mentioned property for insp- ❑REPAIR PROPOSED USE OF BLDG: U) VSE tion purposes. []DEMOLISH PRESENT USE OF BLDG: ji5 JOB DESCRIPTION it VAft4v -rl •U Pvvr Ignature of Applicant or Agent Date N 0 l Agent for ❑ contractor 0-owner RVAC, 0 (� 0024VO, 4ry � m Agents Nam ^, Agents Address 2-?70$ J '� '��{/ a (X)XrHP_ T ' LAILJ Ti? fizt 1C± 1 AX Imo(NP $988.06 Trydr Ite, 1/19/1-9 Time: 1W6:49 CITY OF Lei E ULS11A0RE DREAM EXTREME TM 130 South Main Street APPLICATION IQN* 0.��jj FOR APPLICAT BUILDING PERMIT APPLI, TION RAC VED , L i DATE /C VALUATION CALCULATIONS 2 BUILDING DD E n,.n 1st FLOOR 3 SF w TRW BL /PA LOT/PARCEL 2nd FLOOR SF IAM 3rd FLOOR SF O �' W M GARAGE SF N A E I STORAGE SF R I hereby affirm that I am licensed under provisions of chapter 9(commencing DECK&BALCONIES SF with section 7000)of division 3 of the business and professions code,and C my license is in full force and effect. OTHER: SF O LICENSE# CITY BUSINESS / N AND CLASS TAX# T NAME VALUATION: (O�J Od�1 R A MAILING C ADDRESS FEES T CITY STATE/ZIP PHONE O BUILDING PERMIT $ R CONTRACTOR'S SIGNATURE U-Ai PLAN CHECK NAME LICENSE# PLAN REVIEW . R LING C ADDRESS ✓c T SEISMIC H CITY �� $`TAT P PLAN RETENTION ❑NEW OCC GRP./ �/ CONST. V ❑ADDITION DIVISION: TYPE: ❑ALTERATION NUMBER OF ' NUMBER OF OTHER STORIES: BEDROOMS: ❑SINGLE FAMILY ZONE: []APARTMENTS ❑I certify that I have read this application and state that the ❑CONDOMINIUMES HAZARD YES above information is correct.I agree to comply with all city ❑TOWN HOMES AREA? r n�VID 62) and county ordinances and state laws relating to building ❑COMMERCIAL SPRINKLERS YES construction,and hereby authorize representatives of this ❑INDUSTRIAL REQUIRED? N Q Io city to enter upon the above-mentioned property for insp- ❑REPAIR PROPOSED USE OF BLDG: U) !)SF, tion purposes. ❑DEMOLISH PRESENT USE OF BLDG: 3�5 JOB DESCRIPTION Yak It VN&IS To TILTU PVVF Ignature of Applicant or Agent Date 13 l D 5 BTU C '!n Agent for ❑ contractor )Er owner No RvAc, oviW f t1 Wt I ?54-0&w4, Agents Name�&Vr L G Agents Address 2.770 g DF Dr -. 1 _ %m1pta .......,.. .....y .......... ._.p 202 63D — AL 11i PERI 1 +Q Trans rpjr&"s t�1 MUN &T �( Tram daf".P_t 3/19/13 Tarry: I1:4;!Aq CITY of COMMUNITY DEVELOPMENT LAEJE, LSINORJE BUILDING DIVISION " �=? DREAM EXTREME PLAN CHECK SUBMITTALS PROPERTY ADDRESS: j� 0'�i &"!W k{1 t W Ek 110am� Contact Person: �j� �il� Ji� Telephone No. Permit Application No: l� _ Date 1st Submittal: � Initial ;,- Plan Checker: Date returned from Plan Check: Lt -- Status: Date notified Applicant: Date Picked up: 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 c;rY O ,- Lake Elsinore Fire Protection Planning �..,.,...,,�,„..„., r.. a ..... 30 S. Main St. 9 fornia LS I� "-�'RJE 1 (951) 674-3124 Ext.<2 5 a Fax (951') 471-149 130 DRCAM EXTR F ME DbIoom@Lake-Elsino re.0ra PLAN REVIEW FORM Permit No. Project Name: I understand that offer the second submittal and after Project Address: t failed inspections that additional fees will be required. City & Zip: r r Applicant Sign: Date: Contact Information r CONTACT PERSON: �°��__ Company Name: Phone No: E-mail Address: Plan Review Type Check doorooriate items Commercial ❑ Industrial ❑ Residential ❑ Special Event ❑ Other ❑ Building 66`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 Syste ❑ Spray Booth ❑ Cell Site ❑ High Pile/Racks Other: Iff117 %/ Storage Tank Submittals: ❑ Dispensers Only ❑ Above Ground ❑ Underground SubmittalOfficial Use Only �n Received Date: �? Reviewed by: ►^'� PC Review Date: -17-1.� Plans:jrApproved ❑ Denied Letter Attached; 'es ❑No Jolp Card Included: ❑Yes X(Ho Called for Pick-Up: - - 0 � Picked-Up Date: _- Q By: Date Date Applicant Sign • • Only nd • • 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 Date Applicant Sign Resubmittal Fee Paid Date: • • Submittal 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 Date Applicant Sign Resubmittal Fee Paid Date: CITY OF LAKE ELSINORE BUILDING AND SAFETY DIVISION CITY OF LAKE E_SINORE BUILDING AND SAFETY DIVISION Date: 2 Date: NOTICE NOTICE 7 Stop Work Correct Work ❑ Stop Work Correct Work Db Address 51-70\ (7 ��7�/�/ �- Job Address __l i v c C�'NL-- ermit Number , - G 5— Permit Number !3 !?no t/ 1 0 e;'/V 0 rs P� �/A.;� --� ,-Pow u to o6 F o e-o rJ v e a�s b i''� L i.-je !7rA�Wr'J Wdl--A-e— r * vim""c-.ol Z S GL. 7'- Cc r' lab S-4or.eJ G ?`y -3 1 Division Inspector '� �� ` Division Inspector ��`, 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 STRUCTURAL CALCULATIONS BY A MSTRONG ENGINEERING 25068 Via Las Lomas Murrieta, CA. 92562 (714)225-7056 PROJECT: Structural Calculations for Enzio Designs on "Fire Damaged Unit" to be repaired at 570-G Central Ave. Lake Elsinore, CA. DATE: February 8, 2013 CLIENT: Enzio JOB# : 3 � � F U a IN Shoring calculations for exis I 2/8/2013 ARMSTRONG ENGINEINS _�-� 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= 35.0 psf EXTERIOR WALLS: 75.0 psf INTERIOR WALLS: 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 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. -SSIQ� # 7 1 E 1 3 /13 QF CAL� � I� m I I�� U) = a TF 1 z a3e�❑Rn �" a,iW1 z _— 0 tr E�� 8 z y V k 1" 1 IEI ^ S3003'131 d 0 Wfi,0-9 a 37Adl3dfd Z9 V J \ �(11191gIlONlit ltl�IdU)-%Yry,9-,01 (��`�y o 3 3RM8396 i9 N V It Z o II d w o II /cn C p F £ y W 3TN839d Z9 I i V n ix It 11 WI n a $ E g g e m W 37rde age ze a s Y LU � 4 ❑ _O s 4 N 0 .' < 3rit M4 Z-8 1 Vic ' 3ri Mlz-0 I1 p t 9 VS ba I g I 3JfW39d Z-8 al r - . > t�e: s < 9me39die ------------ €� 8C5 og m g zi3oaww� fo z, m Yi It o ? �3 1$ a 30a Buz• a i� O o zmPi ww z 1 It om g wGo j Jz�wa I 1i f9 --{{ t G �,o ou Z'^ O zri p0 z w p 'amy~avxi�O6�Q�w 1 a 11 Og ~A aFd S Zaz Lt H wz3 zo a 1 n a III" II Nig r� 0� s m a m z�wo ( II z o lVI5'i ,-1-1 = �' m¢ w p O w ao Sew E? S�io �z w12 _ �9 a � w Smw � o $ G fm TO� z g z w Ga 'ozg �3z w o w �- tr � tt tF 5kk E fs m iC�C War- w xz ag w wwiS 0 �z Imo Uzim s� P c ## Eo FzzNm z— f zf z=2 G'jo Cti ' r Wo �30 mm c oz12 p KGwE Qm $ go �w� Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scott@armstrongengineedng.net 714-225-7056 -------------- P(ved:8FE132013,11:38A!J I A c Wi File c:\UserskowneADesktop\ENG-l.JOBV013FI-IQ013-0-41CALCSkBURNUN-l.EC6 rq SCE 7-05 Simplified Procedure nd Loads OEM ENERCALC,INC.19a2012,Build:6.12.11.30,Ver:6.1�2...l F] 10—�- Description FIRE DAMAGE REPAIR Analytical Values V:Basic Wind Speed per Sect 6.5.4&Figure 1 85.0 mph Roof Slope Angle 0 to 5 degrees Occupancy per Table 1-1 11 All Buildings and other structures except those listed as Category 1,111,and IV Importance Factor per Sect.6.5.5,&Table 6-1 1.00 Exposure Category per 6.5.6.3,.4&.5 Exposure C Mean Roof height 21.0 ft Lambda:per Figure 6.2,Pg 40 1.35 Effective Wind Area of Component&Cladding 10.0 ffA2 Net design pressure from table 1609.9.2.1(2)&(3)interpolated by area Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 15.0 psf Topographic Factor KA per 6.5.7.2 1.00 Design Wind Pressures Mlinh-nurn Addifion,-J Load(!.nse pev 6,4,2ALI 10 Pl,,,F on anitive vei-fival iilane ...........-------------- Horizontal Pressures. .. Zone: A = 15.53 psf Zone: C = 15.00 psf Zone: B = -15.00 psf Zone: D = -15.00 psf Vertical Pressures... Zone: E = -18.63 psf Zone: G = -15.00 psf Zone: F = -15.00 psf Zone: H = -15.00 psf Overhangs... Zone: Eoh = -26.06 psf Zone: Goh = -20.39 psf Component&Cladding Design Wind Pressures Mininnum Additional Load trace per 6.4,2,1.1 m10 PSI"on en lie veydr.al plane Design Wind Pressure=Lambda*Kzt*Importance Ps30 perASCE 7-05 6.4.2.1 Eq 6-1 Roof Zone 1 Positive: 15.000 psf W Negative: -17.550 psf Roof Zone 2: Positive 15.000 psf Negative: -29.430 psf `7 Roof Zone 3: Positive 15.000 psf Negative: A4.280 psf 'V, Wall Zone 4: Positive 17.550 psf Negative: -19.035 psf E --.?. Wall Zone 5: Positive 17.550 psf 0 Aga Negative: -23.490 psf Roof Overhang Zone 2: -28.350 psf Roof Overhang Zone 3: A6.710 psf 2 P tq! X 1 Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scoft@armstrongengineering.net 714-225-7056 Printed:8 FEB 2013. ------------ U-5------ ASCE Seismic Basp Shear File=c:\Users\owner\Desktop\ENG-l.JOBQ013FI-112013-0-4\CALCS\B RNUIN-11.EC66 ENEIRCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 FIRE DAMAGE REPAIR TO EXISTING CONCRETE TILT-UP WAREHOUSE Occupancy Category 7-0,`5 Occupancy Category of Building or Other Structure "II":All Buildings and other structures except those listed as Category 1,111,and IV ASCE 7-05,Page 3,Table 1-1 Occupancy Importance Factor = 1 ASCE 7-05,Page 116, Table 11.5-1 Gridded Ss&Sivalues from ASCE 7.05,2006109 ASCE7-05 9.4.1.1 Max.Ground Motions,5%Damping: Latitude = 33,688 deg North SS = 1.558 g,0.2 sec response Longitude = 117.341 deg West S1 = 0.60 g,1.0 sec response Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 fYsec = D ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1,00 ASCE 7-05 Table 11.4-1&11,4-2 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration S MIS Fa Ss = 1.558 ASCE 7-05 Table 11.4-1 S M1=Fv*Sl = 0.900 ASCE 7-05 Table 11.4-2 Design Spectral Acceleration S Ds=S ivl8 2/3 = 1.039 ASCE 7-05 Table 11.4-3 S D1=S M1*2/3 = 0.600 ASCE 7-05 Table 11.4-4 Seismic Design Category = D ASCE 7-05 Table 11.6-1 Resisting System ASCE 7-05 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Ordinary reinforced concrete shear walls Response Modification Coefficient R 4.00 Building height Limits: System Overstrength Factor "Wo 2.50 Category"A&B"Limit: No Limit Deflection Amplification Factor"Cd Category"C"Limit: No Limit 4.00 Category"D"Limit: Not Permitted NOTE!See ASCE 7-05 for all applicable footnotes. Category"E"Limit: Not Permitted Category"F"Limit: Not Permitted Redundancy Factor ASCE 7-05 Section 12.3.4 Seismic Design Category of D,E,or F therefore Redundancy Factor p 1.3 Lateral Force Procedure ASCE 7-05 Section 12.8 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 Use ASCE 12.8-7 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 IL":Long-period transition period per ASCE 7-05 Maps 22-15 22-20 8.000 sec Building Period Ta"Calculated from Approximate Method selected = 0.196 sec Cs"Response Coefficient S D§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 = I 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 = = 0.2500 Less than 5 Stories and with T<<=0.5 sec, SO Ss-1.5 for Cs calculation Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scott@armstrongengineering.net 714-225-7056 _ Printed:a FEs 2013.11:37A s File=c:lUserslownerlDesktoplENG-1.JOB12013FI-112013-0-'41CALCSIBURNUN 1 EC6 Cp ASCE Seismic Base Shear ENERCALC,INC.1983-2012,BuiId:6.12.11.30,Ver61211.30 Seismic Base Shear ASCE 7-05 Section 12.8.1 Cs = 0.2500 from 12 8.3 W(see Sum W1 below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k Vertical Distribution of Seismic Forces ASCE 7-05 Section 12.8.3 "k":hx exponent based on Ta- 1.00 Table of building Weights by Floor Level.. Level# Wi:Weight Hi:Height (Wi*Hi)^k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment Sum Wi= 0.00 k Sum Wi*Hi = 0.00 k-ft Total Base Shear= 0.00 k Base Moment= 0,0 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-05 9.5.2.6.4.4 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*SDs *I Wpx MAX Req'd Force @ Level........ 0.40*SDs *I*Wpx Fpx:Design Force @ Level....... Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level fn r e t ° F of �.- '4�7. its rl;`- �t / v, o r(rr( �kf i8F ^) ''P`C �G�`r) i. .w� t�- STRUCTURAL CALCULATIONS BY AT ENGINEERING 25068 Via Las Lomas Murrieta, CA. 92562 (714)225-7056 PROJECT: Structural Calculations for Enzio Designs on "Fire Damaged Unit" to be repaired at 570-G Central Ave. Lake Elsinore, CA. DATE: March 4, 2013 CLIENT: Enzio Jog# : 2013-005 INCLUDED: Roof framing calculations for repair of fire damaged roof 7i 3/8/2013 DT 5tRi ` 1STRONG ENGIEEUXJL N 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= 34.0 psf EXTERIOR WALLS: 75.0 psf INTERIOR WALLS: 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: 3/4/2013 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 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. Exp. f � w�1�3 3 3/8/2013 ARMSTR NG ENGINEERING DESIGN CRITERIA SHEET FOR COMMERCIAL CONSTRUCTION CODE: 2009 IBC/2010 CBC In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir-Larch- 19% max. moisture content 4x6,8 #241:Fb= 1170/1300 psi;fv=180 psi; E=1.6/1.7 2x4 #2: Fb= 1315/1552 psi;fv=180 psi; E=1.6 4x10 #241:Fb= 1080/1200 psi;fv=180 psi; E=1.6/1.7 2x6 #2: Fb= 1170/1345 psi;fv=180 psi; E=1.6 4x12 #2/#1:Fb= 990/1100 psi;fv=180 psi; E=1.6/1.7 2x8 #2: Fb= 1080/1242 psi;fv=180 psi; E=1.6 4x14 #241:Fb= 900/1000 psi;fv=180 psi; E=1.6/1.7 2x10 #2: Fb= 990/1138 psi;fv=180 psi; E=1.6 4x16 #241:Fb= 900/1000 psi;fv=180 psi; E=1.6/1.7 2xl2 #2: Fb= 900/1150 psi;fv=180 psi; E=1.6 6x10 #1/SS Fb= 1350/1600 psi;fv=170 psi; E=1.6 2x14 #2: Fb= 810/931 psi; fv=180 psi; E=1.6 6x12 #1/SS Fb= 1350/1600 psi;fv=170 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir-Larch 24F-V4 U.N.O. fb=2900.psi;fv=290.psi; E=2.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi;E=1.8 CONCRETE 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). y 3/8/2013 ARMSTRONG ENGINEERING 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: IDESCRIPTION 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: 54' 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.) � 84 o �r IA � � 6 � sa rnMY S o Jo _ O zb J GF 6�v�v�v - u� : 3 �a OO g � FL �� re ttxsE y o ® x 9t6L o Z5 C Btl6C ® 8 G: x� 81 3 H!� 0 ; O a a .v J 9 ' B O n zz yWa} n q PASSED � I a4 MEMBER RE PO 'i' Level, 1 Roofjoists I � 1 piece(s) 2 x 6 Douglas Fir-Larch No. 1 @ 24" OC Overall Length:8' li + t> 8 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Actual @Location Allowed Result LDF E bination(Pattern) System:Roof Design Results Joist Member Type Member Reaction(Ibs) 260 @ 3 1/2" 1406(1.50") Passed(18%) 0 Lr(AII Spans) guilding Use:Residential Shear(Ibs) 228 @ 9" 1238 Passed(18%) 1.25 .0 Lr(AII Spans)Moment(Ft Ibs) 481 @,V 1178 Passed(41%) 1.25 .0 Lr(AII Spans) Building Code:IBC Live Load Defl.(in) 0.077 @ 4' 0.247 Passed(L/999+) .0 Lr(AII Spans) Design Methodology:ASD Total Load Defl.(in) _ 0.135 @ 4' 0.371 Passed(U660) 1.0 D+1.0 Lr(AII Spans) Member Pitch:0/12 Deflection criteria:LL(L/360)and TL(L/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. Bearing Length Loads to Supports(Ibs) Supports Total Available RequiredF12 Re Total Accessories 1-Hanger on 5 1/2"PSL beam 3.50" Hanger' 1.50" 160 280 See note2-Hanger on 5 1/2"PSL beam 3.50 Hanger' 1.50" 160 280 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Sim son Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Face Mount Hanger LU26 1.50" N/A 6-10d common 4-10d x 1-1/2 2-Face Mount Hanger LU26 1.50" N/A 6-10d common 4-10d x 1-1/2 Dead Roof Live Loads Location Spacing (0.90) (non-snow:1.25) Comments 1-Uniform(PSF) 0 to 8' 24" 15.0 20.0 Roof Member Notes Typical roof joist ffassure euser Notes L0 SUSTAINABLE FORESTRY INITIATIVE r warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. r expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. ywy.com)forAccessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to rcurn ty having jurisdiction.The ner of circumvent s callcculation is compatibles'wiith the onal as overallproject.Productsetermined by the 'manufactured at Weyerhaeuser facilitiescre third(party certifiedder or framer'torsusta�nablleto forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator -- -- „r r ,.o 2,. alc�1�013 1(1..,� U Aia Job Nate i �'V5 6"i 203 — ------ -- Forte v4.0.Design Fngn�. i Page I of'1 conn .:, _ - I Nroleur SDA Engineer: En ineering Project Descr. Armstrong 9 25068 Via Las Lomas dMFd'&2\027, f2 IN pry3, -p 55r, CA.92562 _ -Murneta, PE INC 1983-2013 Bu6Ver 613 2 27ScottAfmstfOng 08�013Fh1\2p13 �n rt r en ineenng.net _-_ ,- . 71G-2257056____----- 00d e� -_ -_ Ftion 2 YPOFPU _Descr : ---- _ - CBC 2010,ASCE 7-0 --CODE REFERENCES--_-- IBC 2009, --_-- -_ . 2005, -- - per NDS Calculations p ASCE 7_05 _ _ --- E;Modulus of Elastic)Y2 OOO.Oksi _ - Flo Tension 2,900.0 psi Ebend-0 1 016.54ksi Load Combination Set' 2 900.0 psi Eminbend-xx - .1 proe tie terlvDesign Fb-Comer 2,900.0 01 Allowable StressFc-P 750.0 pi Analss Method: 7 05 Fc-Perp 290.00 Density 32.210 pcf Load CombinatonASCE Fv 2,025.0 psi il-evel Truss Joist Ft Wood Species Paraliam PSL 2.0E Wood Grade graced against lateral-torsion buckling Beam Bracing : Beam is Fully g � 0 1�� 1�r5�.16 ® - _ S 1 pan = 28.0 ft Load Factors will be a0l_ed,for calculations_ Service loads entered_ f` . Applied Loads 1.0 ft,(ROOF JOISTS) �` - " Tributary Width- - 5e322 • 1 Beam self weight caDui 0 d and Ldd 0.1G0 ads 3.5x18.0 Uniform Load-=0.650 k q(�14.0 ft,(PROPOSED FUTURE HVAC UNIT) Maximum Shear Stress Ratio gg.36 psi Point Load: 0.71 s 1 - 290.00 psi SUMMARY Section used for this span - DESIGN Stress Ratio = 3 5x18.0 fv:Actual = +p+Lr+H Maximum Bending 2 069.02psi Fv:Allowable 2G.5G9ft Section used for this span = 2 g00 00psi Load Combination on span = Span#1 fb:Actual = _ FB:Allowable +D+Lf+H Location of maximum 14.000ft Span#where maximum occurs Load Combination = Spam#1 Location of maximum on span = 513 Span#where maximum occurs 0 g54 in Ratio= p <240 peflection 0.000 in Ratio= 254 Maximurn +Lr+S Deflection Ratio= p<180 Max Downward L 1.322 in Ratio= Max Upward L+Lr+S Deflection 0.000 in Max Dowa d Total Deflection ion - Max UpShearValues - - MomentValues - _ V- fv - - lb F b - M 0.00 0.00 Combinations - - o.00 Stresses for Load_ - Forcea _". _ C C t C L- ._- 0.00 191 45.47 290.0 Maximums Max Stress Ratios C i m 6 29 _._-- r - - 00 00 V Cd C FN 16.91 1,073.4 0.00 M _ 0 00 0 Load Combination Span# - _ 1.00 1.00 0.00 -- _ 1.00 1.91 45.47 290 0 Segment Length - _ 1.00 1.00 1.00 1.00 1.00 2900.00 0.00 0.0( p.157 1.00 1.00 1.00 1.00 1.00 16.91 1.073.46 0,00 0.00 290.0 D Only 1 0.370 1.00 1 00 1.00 1.00 3.92 93.36 Length=28.0 ft 1.00 1.00 2900.00 0.0 1.00 1.00 1.00 1.00 1.00 2,069.02 0.00 0.00 ,p+L+H 1 0.370 0.157 1.00 1.00 1.00 1.00 1.00 32.59 0.00 00 1.91 45.47 290.( 28.0ft 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1,073.46 290000 0.00 290. Length= 0.00 ,p,Lr+H 1 0,713 0.2 1.00 1.00 1Do 111 1.00 1.00 16.91 3.42 81.39 Length=28.0 ft 1.00 1.00 1.00 1.00 1.00 1.00 1,820.13 2,900.00 +D+S+H 1 0.370 0.157 1.00 1.00 1 oo 1.00 1.00 1.00 28.67 Length=28.0 it 1.00 1.00 1.00 �+0.750Lr+0.7501- 1 0.62.8 0.281 Length=28.0 ft Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scott@armstrongengineering.net 714-225-7056 Printed:12 HAR 2013,10:5541 [ ood eam File=C:kUserskownerlDesktoplENG-l.JOBQ013FI-lQO13-0-4kCALCS\BURNUN-I.EC6 W B ENERCALC,INC.19a2013,Build:6.13.2.27 Ver:6 13 2.27 Description 2 TYPICAL ROOF PURLIN Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+0.750L40.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00---0,0--0 0.0 0 Length=28.0 ft 1 0.370 0.157 1.00 1.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 2900.00 1.91 45.47 290.00 +D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=28,0 It 1 0.370 0.157 1.00 1.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 2900.00 1.91 45.47 290.00 +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=28.0 ft 1 0.370 0.157 1.00 1.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 2900.00 1.91 45.47 290.00 +D+0.750Lr+0.750L+0.75OW+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.628 0,281 1.00 1.00 1.00 1.00 1.00 1.00 1.00 28.67 1,820.13 2900.00 3.42 81.39 290.00 +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=28.0 ft 1 0.370 0,157 1.00 1.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 2900.00 1.91 45.47 290.00 +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=28.0 ft 1 0.628 0.281 1.00 1.00 1.00 1.00 1.00 1.00 1.00 28.67 1,820.13 2900.00 3.42 81.39 290.00 +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=28.0 ft 1 0,370 0.157 1.00 1.00 1.00 1.00 1.00 1.00 1.00 16.91 1,073.46 2900.00 1.91 45.47 290.00 -i0.60l)+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.222 0.094 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.14 644.08 2900.00 1.15 27.28 290.00 +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=28.0 ft 1 0.222 0.094 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.14 644.08 2900.00 1.15 27.28 290.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defi Location in Span Load Combination Max."4�'Dell Location in Span -b+tr -1.32-1-6 14.102 00000-- -. ---- 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -4.330 -4.3-30- D Only 2.090 2.090 Lr Only 2.240 2.240 D+Lr 4.330 4.330 Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scott@armstrongengineering.net 714-225-7056 .__ _------ Prin[cd E MAR?013.11:29A`s i Wood Beam File=C:\UserslownerlDesktop\ENG-1.JOB\2013FI-1\2013-0-4\CALCS\BURNUN-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.2.27,Ver.6.13.2.27 Description: 3 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 propeffies Analysis Method: Allowable Stress Design Fb-Tension 2900psi E:Modulus of Elasticity Load Combination ASCE7-05 Fb-Compr 2900psi Ebend-xx 2000ksi Fc-Prll 2900 psi Eminbend-xx 1016.535 ksi Wood Species : iLevel Truss Joist Fe-Perp 750 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 32.21 pcf Beam Bracing Bearn is Fully Braced against lateral-torsion buckling D(0.112) Lr(0.16) s v v 3.5x11.25 - Span = 16.0 ft Applied Loads _ Service loads entered. Load Factors will be applied for calculations. 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 = 0.504: 1 Maximum Shear Stress Ratio = 0.261 : 1 Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 fb:Actual = 1,460.56psi fv:Actual = 75.58 psi FIB:Allowable = 2,900.00psi Fv:Allowable = 290.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 8.000ft Location of maximum on span = 15.066ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.286 in Ratio= 671 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.501 in Ratio= 382 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values_ Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv Pv - - __ -. - .. _- -0.0-- D Only 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0 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+L+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+Lr+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 0.504 0.261 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.99 1,460.56 2900.00 1.98 75.58 290.00 +D+S+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 1.0o 1.00 1.00 3.87 628.35 2900.00 0.85 32.52 290.00 +D+0.750Lr+0.750L+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+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. 6cott@armstrongengineering.net 714-225-7056 Ponted:8 IJAR 2013,11 29AIJ Description: 3 TYPICAL ROOF PURLIN AT SHORTER SPAN - �._..�< n �.,i.a ��3M_.t(�s; Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v C d C FN C i Cr Cm C t C L M fb F'b v N Pv 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+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 0.217 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.o0 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 It 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 Ho 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 It 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 +0.60D+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 T60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -1angth=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."-"Defi Location in Span Load Combination Max,"+"Dell Location in Span 5:�Lr -- - 1- -0.5-01-4 -8.0-58 -0.000-0 -0.06-0- Vertical Reactions-Unfactored Support notation Far left is#1 Values in KIPS Load Combination Support I Support 2 -0-ver-alIMAXim-u-m --2.2-4-6 - 2.246 D Only 0.966 0.966 Lr Only 1.280 1.280 D+Lr 2.246 2.246 Armstrong Engineering Project Title: FIRE DAMAGE REPAIR t 25068 Via Las Lomas Engineer: SDA Proiect ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scott@armstrongengineering.net 714-225-7056 Printed:9 MAR 2013,12:00.1 Wood Beam File=C:1Users\owner\Desktop1ENG-1.JOB12013F[-112013-0-41CALCSIBURNUN-1.EC6 h ENERCALC,INC.1983-2013,Build:6.13.2.27,Ver:6.13.2.27 Description 4 )ROOF GIRDER 0 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 Fb-Tension 2900 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 2900 psi Ebend-xx 2000ksi Fc-Prll 2900 psi Eminbend-xx 1016.535ksi Wood Species iLevel Truss Joist Fc-Perp 750 psi Wood Grade Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.308) Lr(0.264) V V 5.25x18.0 Span = 28.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. 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 3 ,�_3 MIN, Maximum Bending Stress Ratio = 0.84R I Maximum Shear Stress Ratio = 0.408 : 1 Section used for this span 5.25x18.0 Section used for this span 5.25x18.0 fb:Actual = 2,460,42psi fv:Actual 118.34 psi FE1:Allowable = 2,900.00psi Fv:Allowable = 290.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 14,000ft Location of maximum on span = 26.569ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#I Maximum Deflection Max Downward L+Lr+S Deflection 0,720 in Ratio= 466 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 1.617 in Ratio= 207 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fV F'v D Only 0.00 0.00 0.00 0.00 Length=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 65.67 290.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 65.67 290.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.848 0.408 1.00 1.00 1.00 1.00 1.00 1.00 1.00 58.13 2,460.42 2900.00 7.46 118.34 290.00 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 65.67 290.00 +D�0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=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 6.63 105.17 290.00 +D-F0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Proiect ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scoft@armstrongengineering.net 714-225-7056 Printed:9 MAR 2013,12:00P�,,i F%V-V--oo---d-B- e-a m- - -File C-:\Use-rs\o-wn-er\c�es-kf6PIENG-1-J0BQ6i3H--U201 3---0--4C-ALCS F13URNU N-41a L ENERCALC,INC.1983-2013,Build:6.13.2.27,Ver-6 1�2.27 A' I-`512 addil. Description 4 ROOF GIRDER -�0-212�0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C C m C FN Ci Cr t CL M fb F-b-- V fv F'v Length=28.0 It 1 0.471 0.2-26 1.00 - -- - - -- -- -- -- --- -- ---- --- --- -- - - -- - --- -- - 00 1,00 1.00 1.00 1.00 1.00 1.00 32.26 1,365.31 2900.00 4.14 65.67 290.00 +D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=28.0 it 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 65.67 290.00 +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=28.0 it 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 65.67 290.00 +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=28.0 It 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 6.63 105.17 290.00 +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=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 65.67 290.00 +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=28.0 It 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 6.63 105.17 290.00 +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=28.0 it 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 65.67 290.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=28.0 It 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 +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=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 Span -- M-ax.- Defl--1--o-Gatio-n-in-Swan - -Load Combination Max."+"Dell Location in Span D+Lr 1 1.6169 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 . ..... Values in KIPS Load Combination Support 1 Support 2 ]mum -0vera 11-W44 U30C------- 8.30-4 D Only 4.608 4.608 Lr Only 3.696 3.696 D+Lr 8.304 8.304 Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Protect ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scott@armstrongenginee(ing.net 714-225-7056 Pd ited:9,AAR 2013 12:0MI St eel Column File C:\Users\ownerlDesktop\ENG-l.JOBQ013FI-1\2013-0-4kCALCSIBURNUN-l.EC6 ENERCALC,INC.1983-2013,Build:6.13,2.27,Ver:6.13.2.27 Description 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 SteelSection Name: HSS4x4x1/4 Overall Column Height 15.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=15.0 ft,K=1.0 Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=15.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 182.712 lbs*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 = 0.4836 1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along X-X 0.0 k Location of max.above,base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 16.791 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 34.721 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 8.425 k-ft Along Y-Y 0,0 in at O.Oft above base Ma-y:Applied 0.0 k-ft for load combination: Mn-y I Omega:Allowable 8.425 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PAa Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.271 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.271 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.484 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.271 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.430 PASS 0.00 ft 0.000 PASS 0.00 It +D+0.750L+0.750S+H 0.271 PASS 0.00 ft 0.000 PASS 0.00 ft +D+VV+H 0.271 PASS 0.00 ft 0.000 PASS 0,00 ft -1-D+0.70E+H 0.271 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0,750VV+H 0.430 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.271 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.430 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.271 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+W+H 0.162 PASS 0.00 ft 0.000 PASS 0.00 It +0.60D+0.70E+H 0.162 PASS 0.00 ft 0.000 PASS 0.00 ft Armstrong Engineering Project Title: FIRE DAMAGE REPAIR ly 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scott@armstrongengineering.net 4-714-225-7056-- Pwited:91,1AR 2013,12 OKI Steel Column File=C:kUsers\ownerkDesktoplENG-I.JOBQ013FI-lk2Ol3-0-41CALCSkBURNUN-1,EC6 kn ENERCALC,INC.1983-2013,Build:6.13.2.27,Ver:6.13,2.27 Description COLUMN TO SUPPORT GIRDER BEAMS Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base --b onj —k k- 9.399 k Lr Only k k 7.392 k D+Lr k k 16.791 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max,X-X Deflection Distance Max.Y4 Deflection— —Dis-t—ance- -bbn-iy --0.0000 in 0.000 ft 0.000 in 0.000 It Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 It 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 it D+Lr 0.0000 in 0.000 It 0.000 in 0.000 It Steel Section Properties HSS4x4x1/4 Depth = 4.000 in I-- —7.80 in A-4 --XX --12.80-0- in A 4— S xx = 3.90 inA3 Width = 4.000 in R xx = 1,520 in Wall Thick = 0,250 in Zx = 4.690 inA3 Area = 3.370 in A 2 1 yy = 7,800 inA4 C = 6.560 in A 3 Weight = 12.181 plf S yy = 3.900 inA3 R yy = 1.520 in Ycg = 0.000 in F— Load I X 4 t2 2) Y 4.00in Loads are total entered value.Arrows do not reflect absolute direction. Armstrong Engineering ProjectFIRE DAMAGE REPAIR 250O8 Via Las Lomas SDA Pmieo |[l 2013-005 � Munieta.CA.O2562 PmjectD000c Scott Armstrong P.E. aonM@ennotmogooOineohogoet -714-225-7O5G _ -----____�-__ r^oteo.:u^nmo.o.3npu ASCE Seismic Base Shear '-VITse k�ownerkDesktop\ENG-l.JOBk2Ol3FI 1\2013-0-401-CSSUR UN-1 EC6 �FIRE DAMAGE REPAIR TO EXISTING CONCRETE TILT-UP WAREHOUSE Occupancy Cob»8ory__��_ Occupancy Category of Building o,Other Structure ^|r All Buildings and other structures except those listed ao Category|.U|.and|v ASCE7-05,Page 3, Tahle/'/ Occupancy Importance Factor = 1 A8CEz05,Pamv//6, 7ableYt5-/ n,iddedSn&SI,alueo from A3CE 7-05,�NV�8_��_.__ AOCE7'Oo 9.411 Max.Ground Motions,m%Cmm�g�� —��----�� -- -----�- -� '-- -� �� - --' — - ---- -- Latitude ~ �� d�� ^S ~ 1.558Q.O2mmmo�n� Longitude ~ 117.341 clegW»m »1 ~ 080 g.1.0 sec response Site Class,Site Cumz and_Oon|Qn Category __�_�_ ___ _ Site Classification ^D^:Shear Wave Velocity N0m1,200ft1seo = D --- --- �--'--------�—�� ------ ------ x»CE 7-05 ��3-/ � ,Site Coefficients Fa&Fv Ry = 1.00 A8CEz(5 Table/14-/&1/.*-2 (using straight-line interpolation from table values) F» ~ 150 Maximum Considered Earthquake Acceleration G MIS=Fo°8s = 1.558 ASCE7-0 Toxle//.4'/ Gm1~F»`8i = 0.000 ASCE7-0J Taule/1.42 Design Spectral Acceleration 8m�G m �°� = 1.038 ASCE�05 reN �e//�� 0ufS w^2/3 = 0.608 ASCcz05 Table 1/.4-4 Seismic Design Category ~ D x8CE7-0S rvmo//.6-/ Resisting System --�� ^ --- -----'�—�--- ------��--�� —__--__ _ _-� AmCE.z05 Table 12.e-1_ Basic Seismic Force Resisting System... Bearing Wall Systems Ordinary reinforced concrete shear walls Response Modification Coefficient ^R^ = 4.00 Building height Limits: System Ovommength Factor ^Nh^ = 2.00 Category^A&B^Limit: No Limit Deflection Amplification Factor^Cd` ~ 480 Category^C^Umit: No Limit Category^crLimit: Not Permitted NOTE!See ASCEz0o for all applicable fou0`omu Category^E^Limit: Not Permitted Category^p^Limit: Not Permitted Redundancy Factor ASCE7-05 Section 12J4_ Seismic Design Category mD.E.o,F therefore Redundancy Factor"p^~13 Lateral Force Procedure x0CE7-oo 8*^tioo/18 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 Use AGCE12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems ^St^value 0828 ^hn^ Height from base mhighest level ~ 218 h ^x^value = 0J5 Ta''Approximate fuodomoota|period using Eq.12.O-7 To~o\^(nn^x) ~ 0.106 ,«« ^Tc Lux0-pohnu transition period per»SCs7-0o Maps 22-10 22-20 8.000 ono Building Period^Ta^Calculated from Approximate Method selected = 0.106 ««« Ca Response Coefficient uo§Short Pohv oo�go8p��|Ro�o�o = j �� From 12�� p°m=mo�C ��--��------�--�Period Design � � �u = 0.250 ^R^:Response Modification Factor = 4.00 FmmEq.11&3&12.84.Co need not exceed = 0785 ^|^:Occupancy Importance Factor = 1 From Eq.1z.8o&1l8-6, [x not be less than = 0,075 User has selected ASCE1u/K1.3:Regular structure, Co:Seismic Response Coefficient = ~ 0.2600 Less than n Stories and with T^=o.osec, SO So°=1.n for ovcalculation ===_7z` Armstrong Engineering Project Title: FIRE DAMAGE REPAIR f to 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scott@armstrongengineering.net 714-225-7056 Pfinted:3 MAR 2013,12,HR I ----- --- — -— ASCE Seismic Base Shear File=C:\UserskownerlDesktop\ENG-l.JOBk2Ol3FI-1\2013-6 4kCA LGSMURNUN-1.EC6 iq ENERGALC,INC.19n2013,Build:6.13.2.27,Ver6.13227 A Seismic Base Shear ASCE 7-05 Section 12.8.1 CS = 0.2500 from 12.8.3 W(see Sum Wi below) = 333,00 k Seismic Base Shear V= Cs*W = 83.25 k Vertical Distribution of Seismic Forces— ASCE 7-05 Section 12.8.3 on k exponent based a= 1.00 Table of building Weights by Floor Level Level# Wi:Weight Hi Height (Wi Hi)A k Gvx —Fx=C--vx*V —Sum l-Story Shear Sum Story Moment 333,00 14.00 4,662.00 1.00 83.25 ------ 83 25 ---.,o 00 Sum Wi 333.00 k SumWi*Hi 4,662,00 k-ft Total Base Shear= 83.25 k Base Moment= 1,165.5 k-ft Diaphragm Forces :Seismic Design Cat egory to 7" ASCE7-05 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 1 333.00 83.25 83.25 333.00 83.25 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*S DS *I*Wpx MAX Req'd Force @ Level........ 0.40*SDS *I*Wpx Fpx:Design Force @ Level....... Wpx*SUM(x->n)Fi SUM(x->n)wi, x=Current level,n=Top Level I r1 3/12/2013 KA _AIRI 'WISTRONG ENGINEERING r�. �r 1m� e -� � ..� e w. -- --._- _��_.._._.. __.__ L �., 1� ,s,• ,ate ..,....,."..ate - Orr is-T tYa' 0 eamrom:xrvm�rms�o�� ... ,�°"` am v��=zasxunuwv.�wrtniarz xe�a,w)ruusavv,z �,°�� •��f�� } �- �,�a•�� ? � P� �tom) � `�� P-t� Armstrong Engineering FIRE 25O88WobmLomas ' �� Wm Project ID: 2013-005 Munieta.CA.92562 Project Descr: Scott Armstrong RE 000tt@armstmnUonginoohng.net 714-225-7056 Descri ion. AIR Seismic Wall Anchorage ^��E 7-05 ----- OesChDUOn FIRE DAMAGE REPAIR(WALL TIE DESIGN) uDS = 1.030 |:Importance Factor = 1.0 Wall Weight �h� = 75�8� Wall Height = 15.0ft Pa rapet Height = 6.0 ft Horiz.Spacing between anchors = 4.8# Tributary Height=Wall heighU2+Parapet = 13.50h Out-of-Plane Force for Structural Wall Design (For—ll----' o*'Suu'rmm/gn/ 31J70Pm Controlling Value = 31.170 psf 10%°0eight 7.50Psf Out-of-Plane Force for Concrete and.Masonry Structural Wall Anchorage Design (For all~~.~where structural walls connect m RIGID diaphragms,and for uuCa and u where walls connect to FLEXIBLE diaphragms) Based uo Controlling Value from 12111 1.68318 |b» Controlling Value = 1'683.18 |bu Based on12112b 1,682.40Km Based uni211�.c 1.120.0Km Out-of-Plane Force for Concrete and..Masonry Structural Wall Anchorage Design (For 8DCC through F where walls connect to FLEXIBLE diaphragms) Based on Controlling Value from 12111 1.88318 |bo Controlling Value = 3.366.38 |bo Based on1l112b 1.862.40lbm Based oo1l112o 1.120.0 lbw Based onEq.(12.11-1) 3.38838 8m . nm �R 3/12/2013 ENGINEERINGARMSTRONG Subdiaphragm Design Based on ASCE 7-05 INPUT DATA j - Length L= 28 ft r Width B = 16 ft I I Roof Height hr= 16 ft — �� Parapet Height hp= 5 ft Wall Weight Wp= 75 psf Coefficient SIDS= 1.039 Importance Factor I = 1t I,IT _ Diaphragm Shear Capacity Vallowable= 640 plf -w i li 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 (hr+hp)- FP =MAX 0.8 DsIW P ,400S,_),,I F,nin = 859 plf 2h,. Where: Fm;n = 280 plf (ASCE 7-05, 12.11.2c) Wood subdiaphragm shear: 0.5 FpL "— 1 4E = 537 plf, for ASD < Vallowable Satisfactory to use diaphragm nailing for subdiaphragm. Chord force T= C= 8B, = 5.26 k, (Indicated force has NOT been reduced for ASD) Reaction force : R = F rL - 2 - 12.03 k (Indicated force has NOT been reduced for ASD) Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 0 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. ,5cott@armstrongengineering.net 714-225-7056 P,mted.8 MAR 2011 12:45NA A E 7-05 Simplified Procedure Wind Loads File=C:lUserskownerlDesktoplENG-I.JOB12013FI-1 01 �-T4 dTSBUR UN- V 3- GAL �—j.EC6 Ver.6.13.2.27 `,Description: FIRE DAMAGE REPAIR -- .'!%: " a -I. ---------- Analytical Values 7 10, V:Basic Wind Speed per Sect 6.5.4&Figure 1 Roof Slope Angle 85.0 mph 0to5 degrees Occupancy per Table 1-1 11 All Buildings and other structures except Importance Factor per Sect.6.5,5,&Table 6-1 1 00 those listed as Category 1,111,and IV Exposure Category per 6.5.6.3-4&.5 Exposure' C Mean Roof height 21.0 ft Lambda:per Figure 6.2,Pg 40 1.35 Effective Wind Area of Component&Cladding 10.0 ftA 2 Net design pressure from table 1609.9.2,1(2)&(3)interpolated by area Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 15.0 psf Topographic Factor Kzt per 6.5.7.2 1.00 Design Wind Pressures Additiona'!1,-,oael Case 1pe�'6.4.2.1.1 -10 PS�: Horizontal Pressures... Zone: A = 15.53 psf Zone: C = 15.00 psf Zone: B = -15.00 psf Zone: U1 = -15.00 psf Vertical Pressures... Zone: E = -18.63 psf Zone: G = -15-00 psf Zone: F = -15.00 psf Zone: H = -15.00 psf Overhangs... Zone: Eoh = -26.06 psf Zone: Goh = -20.39 psf Component&Cladding Design Wind Pressures i.Minli-nUrn Additional Loq.cJ vase r-er 6.421 1--in P, Qr em Design Wind Pressure=Lambda*Kzt*Importance*Ps30 per ASCE7-056,4.2.1Eq6-1 Roof Zone I 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 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 Number of Anchors : 1 Ciao) �r+sd®= C15-5A flf77 fsn_ w It �Fx. �o Embedment Death : 5 in Built-up Grout Pads : No � ram, Eby2 �1i11:•: �y'1 v11fly: 'vi 1 ,A,NC!4-OR �0t!PRFSS10 N. +IN'FACATFri C=R1TE R uF T H E AN CIZCjR Anchor Layout Dimensions : cx1 : 12 in cx2 : 12 in cy, : 12 in cy2 : 12 in bxl : 1.5in bx2 : 1.5 in by, : 1.5 in bye : 1.5 in b) Base Material Concrete : Normal weight fC : 2500.0 psi Cracked Concrete : Yes Te v : 1.00 Condition : A tension and shear �Fp : 1381.3 psi Thickness, ha : 8.2 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Ma)imum 110 OF short term and 75 IF long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 0 lb Vuax : 628 lb Vuay : 0 lb Mux : 0 Ib*ft Muy : 0 Ib*ft ex : 0in ey : 0in 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 = 15in cmin = 1.75 in Smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor#1 N ual = 0.00 lb Sum of Anchor Tension ENua = 0.00 lb ax = 0.00 in ay = 0.00 in "vsa - 1 3 1 1 U is (tor a single anchor) [ ICC-ES ESR-2508 ] � = 0.75 [D.4.4] �Kqp = 9832.50 Ih (for m -inrii^ .,,.i, vv - — X. � 1 1!j— al IL'I iva) ) Concrete Breakout Strength of Anchor in Tension [Sec. D 5.2] NO = ANc/ANcoTed,NTc,NTcp,NNb [Eq. D-4] Number of influencing edges = 0 hef= 5 in e'Nx = 0.00 in 23. e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor#1 V ual = 628.00 lb (V ua1x = 628.00 lb , V ugly = 0.00 lb ) Sum of Anchor Shear Y_Vuax = 628.00 lb, EVuay = 0.00 lb e'vx = 0.00 in e'vy = 0.00in = 0.75 [D.4.4] �seis = 0.75 �Ncb = 5345.60 lb (for a single anchor) 6)Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3 Tk,cr— 855 psi [ ICC-ES ESR-2508 ] ), ef= 5in ANco = 225.00 in2 [Eq. D-6] ANc = 225.00 in2 Smallest edge distance, ca ruin y 12.00 in Ted,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] LU - - I nnnn rr . . _ kcr= 17 [ ICC-ES ESR-2508 ] heft(unadjusted) = 5 in Nao = tik,crn dahef= 8393.94 lb [Eq. D-16f] 'ck,uncr = 2075.00 psi for use in [Eq. D-16d] Scr,Na = min[20 da-N (ik,uncr/1450) , 3hef] = 14.953 in [Eq. D-16d] ccr,Na = Scr,Na/2 = 7.477 in [Eq. D-16e] Na = ANa/ANaOTed,NaTp,NaNao [Eq. D-16a] ANao = 223.60 in2 [Eq. D-16c] ANa = 223.60 in2 Smallest edge distance, ca min = 12.00 in `I'ed,Na = 1.0000 [Eq. D-1611 Tp,Na = 1.0000 [Sec. D.5.3.141 Na = 8393.94 lb [Eq. D-16a] � = 0.65 [ ICC-ES ESR-2508 ] �seis = 0.75 �Na = 4092.05 lb (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 lb (for a single anchor) Veq = Vsaav seis [AC308 Eq. 11-27] ay.seis = 0.68 [ ICC-ES ESR-2508 ] Veq = 5348.20 lb = 0.65 [D.4.4] Veq = 3476.33 lb (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 = Avcx1Avcox`I'ed,vTc,VTh,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] Ted,V = 1.0000 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Th,V = N (1.5cal /ha) = 1.2097 [Sec. D.6.2.8] Vbx = 7(le/da )0.2-N dad,- f c(cal)1.5 [Eq. D-24] le = 5.00in Vbx = 9489.89 lb Vcbx = 7844.72 lb [Eq. D-21] � = 0.75 �seis = 0.75 �Vcbx = 4412.65 lb (for a single anchor) In y-direction... Vcby = Avcy/Avcoy`f'ed VTc VTh V Vby [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcy = 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 = 'V' (1.5cal /ha) = 1.2097 [Sec. D.6.2.8] Vby = 7(le/da )0.2' daX:,,r fc(cal)1.5 [Eq. D-24] le = 5.00in Vby = 9489.89 lb Vcby = 7844.72 lb [Eq. D-21] � = 0.75 �seis = 0.75 �Vcby = 4412.65 lb (for a 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/AvcoxTed,vTc,vTh,V Vbx [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) A„cx = 196.80 in2 Avcox = 288.00 in2 [Eq. D-23] Ted,v = 1.0000 [Sec. D.6.2.1(c)] T,,v = 1.0000 [Sec. D.6.2.7] 1 Th,V = NJ (1.5ca1 /ha) = 1.2097 [Sec. D.6.2.8] Vbx = 7(le/da )0.2.N!' dak� f c(ca1)1.5 [Eq. D-24] le = 5.00 in Vbx = 9489.89 lb Vcbx = 7844.72 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 15689.44 lb � = 0.75 �seis = 0.75 Vcby = 8825.31 lb (for a single anchor) Check anchors at cy1 edge Vcby = Avcy/A\CoyTed,vTc,v` h,V Vby [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) A,/Cy = 196.80 in2 A„coy = 288.00 in2 [Eq. D-23] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Th,V = N (1.5ca1 /ha) = 1.2097 [Sec. D.6.2.8] Vby = 7(le/da )0.2 Ni dak-fir fc(ca1)1.5 [Eq. D-24] le = 5.00 in Vby = 9489.89 lb Vcby = 7844.72 lb [Eq. D-21] Vcbx = 2 *Vcby [Sec. D.6.2.1(c)] Vcbx = 15689.44 lb � = 0.75 �seis = 0.75 Vcbx = 8825.31 lb (for a single anchor) Check anchors at cx2 edge Vcbx = Avcx/AvcoxTed,vTc,VTh,V Vbx [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) AVcx = 196.80 in2 2� AMCOx = 288.00 in2 [Eq. D-23] Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tcy = 1.0000 [Sec. D.6.2.7] Th,V = N (1.5ca1 /ha) = 1.2097 [Sec. D.6.2.8] Vbx = 7(le/da )0.2- dad,- fc(ca1)1.5 [Eq. D-241 le = 5.00in Vbx = 9489.89 lb Vcbx = 7844.72 lb [Eq. D-21] Vcby = 2 *Vcbx [Sec. D.6.2.1(c)] Vcby = 15689.44 lb � = 0.75 �seis = 0.75 Vcby = 8825.31 lb (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/AvcoyLI'ed,VTc,VTh,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] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,V = 1.0000 [Sec. D.6.2.7] Th,V = a I (1.5ca1 /ha) = 1.2097 [Sec. D.6.2.8] Vby = 7(le/da )0.2- daX N' f c(ca1)1.5 [Eq. D-241 le = 5.00 in Vby = 9489.89 lb Vcby = 7844.72 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 15689.44 lb � = 0.75 �seis = 0.75 Vcbx = 8825.31 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear[Sec. D.6.3] Vcp = min[kcpNa,kCPNcb] [Eq. D-30a] kc = 2 [,�ec. D.6.3.2 Na = 8393.94 lb (from Section (6) of calculations) Ncb = 9503.29 lb (from Section (5) of calculations) Vcp = 16�87.89 lb = 0.70 [D.4.4] �seis = 0.75 c Vcp = 8813.64 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Note: Ratios have been divided by 0.4 factor for brittle failure. Tension - Steel : 0.0000 - Breakout : 0.0000 -Adhesi�e : 0.0000 - Sidefacle Blowout : N/A Shear - Steel : d,.1807 - Breakout (case 1) : 0.3558 - Breakout (case 2) : N/A - Breakout (case 3) : 0.1779 - 1-'ryout : Iu.i 78 i T.Max(0) 0.2 and V.Max(0.36) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 5/8ig Idiameter F1554 G—R- 36 SET-`KP anchort's) with 5 in. embedment i l I I, j i Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA,92562 Project Descr: Scott Armstrong P.E. scoft@armst.,ongengineering.net 7.1-47-225-7056 Pii�ited � .!AR 2013 12 1 OPH i- General Footing e=C:kUserskownerlDesktoplENG-I.JOBQ013FI-112013-0-4CALC B Ver:6.13.2.27 Description: FOOTING TO SUPPORT STEEL COLUMN _ �� ° -f4��°��`� '� � Code References Calculations per ACI 318-08, IBC 2009,C6C 20-10,ASCE 7-05 Load Combinations Used .-ASCE 7-05 General Information I'V laterial Properties 250 ksi Allowable Soil Bearing 11.50 ksf Fc Concrete 28 day strength . Soil Design Values fy Rebar Yield 60.0 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. (p Values Flexure 0.90 0.30 Shear = 0.750 Analysis Settings Increases based on footing Depth Min Steel%Bending Reinf, = Footing base depth below soil surface = ft Min Allow%Temp Reinf. = 0.00180 Allowable pressure increase per foot of deptl= ksf Min.Overturning Safety Factor = 1.0 when footing base is below = ft Min.Sliding Safety Factor = 1.0 Increases based on fontinn ninn dimnno;n, Add Ft g Wt for Soil Pressure Yes Allowable pressure increase per foot of dep1= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.75 ft Length parallel to Z-Z Axis = 3.75 ft Z Footing Thicknes = 12 in Pedestal dimensions... X px:parallel to X-X Axis = in pz parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. rn at Bottom of footing = 3.0 in (D Reinforcing 3' Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( # 5 4-4 5 8- 4 x56- 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 D Lr L S E P:Column Load 9.399 7.392 H OB:Overburden k M-xx ksf M-zZ = k-ft V-x k-ft V-z = k k Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 10 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scott@armstrorigengineering.net 714-225-7056 Printed 9 NAR 2013,i 2:10N,� General Footing File=C:kUserslownerlDesktoplENG-I.JOBQ013FI-112013-0-4-- - 1CAI-C&BURNUN-111C6 6, MEN; ENERCALC,INC.19n2013,Buildl.:6.13.2.27,�Ver:l.,11.2.27 M Elm ...... up -MOSINEE ]L Description FOOTING TO SUPPORT STEEL COLON DESIGN SUMMARY N-M-7M Min.Ratio - - - Item Applied Capacity Governing Load Combination PASS 0,8927 Soil Bearing 1.339 ksf PASS 1.50 ksf +D+Lr+H about Z-Z axis n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning RASS n1a Uplift 0.0 k 0.0 k No Uplift PASS 0.2493 Z Flexure(+X) 3.194 k-ft 12.813 k-ft +1.20D+1.60Lr+0.50L PASS 0.2493 Z Flexure(-X) 3.194 k-ft 12.813 k-ft +1.20D+1.6OLr+0.50L PASS 0.2493 X Flexure(+Z) 3.194 k-ft 12.813 k-ft +1.20D+1.60Lr+0.50L PASS 0.2493 X Flexure(-Z) 3.194 k-ft 12.813 k-ft +1.20D+1.60Lr+0.50L PASS 0.2524 1-way Shear(+X) 18.928 psi 75.0 psi +1.20D+1.6OLr+0.50L PASS 0.2524 1-way Shear(-X) 18.928 si 75.0nSi +1.) D1 + L PASS 0.2524 1-way Shear(+Z) 18.928 nsi 75.0 ps; I FIASS +4--'+l.60Lr+0.50L1 0.2524 1-way Shear(A 18.928 psi 75.0 psi +1.20D+1.6OLr+n-.50L PASS 0.5047 2-way Punching 75.712 psi 150.0 psi +1.20D+1.6OLr+0.50L Detailed Results Soll-Bearing, Rotation Axis& Actual Sboll Be-a-rinfStress Load Combination... Gross Allowable Xecc Zecc Actual I Allowable +Z - +Z -A -X Ratio X-X,D Only 1.50 n/a 0.0 0.8134 0.8134 n/a n/a 0.542 X-X,+D+L+H 1.50 n/a 0.0 0.8134 0.8134 n/a n/a 0.542 X-X,+D+Lr+H 1-50 n/a n I 131)n I - - 1.01JU 1.339 n/a n/a 0,893 X-X,+D+S+H 1.50 n/a 0.0 0.8134 0.8134 n/a n/a 0.542 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.208 1.208 n/a n/a 0.805 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 0.8134 0.8134 n/a n/a 0.542 X-X,+D+W+H 1.50 n/a 0.0 0.8134 0.8134 n/a n/a 0.1-1,42 X-X,+D+0.70E+H 1.50 n/a 0.0 0.8134 0.8134 n/a n/a 0,542 X-X,+D+0.750Lr+0.750L+0.750W+H 1.50 n/a 0.0 1.208 1.208 n/a n/a 0.805 X-X.+D+0.750L+0.750S+0.750W+H 1.50 n1a 0.0 0.8134 0.8134 n/a n/a 0,542 X-X.+D+0.750Lr+0.750L+0.5250E+H 1.50 n/a 0.0 1.208 1.208 n/a n/a 0.805 X-X.+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.8134 0.8134 n/a n/a 0.5-42 X-X,+0.60D+W+H 1.50 n/a 0.0 0.4880 0.4880 n/a n/a 0,325 X-X.+0.60D+0.70E-+-H 1.50 n/a 0.0 0.4880 0.4880 n/a n/a 0,325 Z-Z.D Only 1.50 0.0 n/a n/a n/a 0.8134 0.8134 0.542 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 0.8134 0.8134 0.542 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 1.339 1.339 0,893 Z-Z.-4-D-+-S+H 1.50 0.0 n/a n/a n/a 0.8134 0.8134 0.549 Z-Z.+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.208 1.208 0.805 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.8134 0.8134 0.542 ZZ+D+W+,H 1.50 0.0 n/a n/a n/a 0.8134 0,8134 0.542 Z-Z.+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.8134 0.8134 0.542 Z-Z,+D+0.750Lr+0.750L+0.750W+H 1.50 0.0 n/a n/a n/a 1.208 1.208 0.805 Z-Z,+D+0.750L+0.750S+0.750W+H 1.50 0.0 n/a n/a n/a 0.8134 0.8134 0.542 Z-Z,+D+0.750Lr+0.750L+0.5250Eq-H 1.50 0.0 n/a n/a n/a 1.208 1.208 0,805 Z-Z.+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.8134 0.8134 0.542 Z-Z,+0.60D+W+H 1.50 0.0 n/a n/a n/a 0.4880 0.4880 Z-Z,+0.60D+0.70E+H 0,325 1.50 0.0 n/a n/a n/a 0.4880 0.4880 0,J25J Overturning Stability. Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn- ------ k-ft Side? Bot or Top? inA2 in A 2 Status - in A 2 k-ft +1.40D 2.051 +Z Bottom 0.2592 Min Temp% 0,310 12.046 OK X-X,+1.40D 2.051 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X+1.20D+0.50Lr+1.60L-f-1.60H 2.220 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK Armstrong Engineering Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scoff@armstrongengineering.net 714-225-7056 PlintEf Q tJAP 2013,12.10PLI General Footing File=G:lUserskowneADesktop\ENG—I.JOBQ013FI-112013-0-41bAL6S\BURNUN-1 EC6 ENERCALC,INC.1983-2013,Build:6.13.2.27,Ver.,613.2 27 Description: FOOTING TO SUPPORT STEEL COLUMN i '" `"` 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 Project Title: FIRE DAMAGE REPAIR 25068 Via Las Lomas Engineer: SDA Project ID: 2013-005 Murrieta,CA.92562 Project Descr: Scott Armstrong P.E. scoU@armstrongengineedng.net 714-225-7056 AR 2 1 12 6- M- C' P"" lo�erl NG- 0"20-131'-� '1 3- 'CA C "'R UN-1�r '0 C 3 s'�PENERC�ALC,�IN 9Q-201 13.�,Id�63S2 27 6 13 27 jq" ��PMORT STEMLCOLU�M �� enera F 0' ng Description FOOTING TO U Footing Flexure ------ ------- Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn S --k-ft - Side? -Bot or-Top? inA2 in A 2 in A 2 k-ft Status X-X+1.20D+1.60L+0,50S+1.60H 1,758 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.758 -Z Bottom 0,2592 Min Temp% 0,310 12.046 OK X-X.+1.20D+1.60Lr+0.50l- 3.236 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X+1.20D+1,60Lr+0.50L 3,236 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X+1.20D+1.60Lr+0.80W 3.236 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X.+1.20D+1.60Lr+0.80W 3.236 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50L+1.60S 1.758 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X+1.20D+0.50L+1.60S 1.758 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X+1.20D+1.60S+0.80W 1.758 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X.+1.20D+1.60S+0.80W 1.758 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 2.220 +Z Bottom 0.2592 Min TemD% 0,310 12.046 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 2.220 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X.+1.20D+0.50L+0.50S+1.60W 1.758 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X+1.20D+0.50L+0.50S+1.60W 1.758 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X.+1.20D+0.50L+0.20S+E 1.758 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X,+1.20D+0.50L+0.20S+E 1.758 -Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X.+0.90D+1.60W+1.60H 1.318 +Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+0.90D+1.60W+1.60H 1.318 -Z Bottom 0.2592 Min TemD% 0.310 12.046 OK X-X,+0.90D+E+1.60H 1.318 +Z Bottom 0.2592 Min Temp% 0.310 12.046 OK X-X.+0.90D+E+1.60H 1.318 -Z Bottom 0.2592 Min TemD% 0,310 12.046 OK Z-Z+1401) 2.051 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.40D 2.051 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.220 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.220 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.758 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 1.758 -+-X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z,+1.20D+1.60Lr+0.50L 3.236 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+1.60Lr+0,50L 3.236 +X Bottom 0.2592 Min TemD% 0.310 12.046 OK Z-Z,+1.20D+1,60Lr+0.80W 3.236 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z.+1.20D+1.60Lr+0.80W 3.236 -X Bottom 0.2592 Min Tiamn 0/ n q1n 40 nAL' Amm8nn0En0inoohng FIRE. . 250hO Via Las Lomas SDA Project ID: 2013-005v` Munieta CA.92562 projoctooscc Scott Armstrong P£ eoott@annxtmogonOi000hngoet General Footing File=C:�Userskowner�DesktoplENG-I.JOBQ013FI-IQ013-0-4kCALCS\BURNUN-1,EC6 Description FOOTING TO SUPPORT STEEL COLUMN Punching Shear ��-_-� -_-______ —All units Load Combination... �- _ _- Vu _Phi*\m_- \u/pW*VhStatus +1.20D+0.5OLp1.60L410H 52.610ovi 150oxi 8.3508 OK +1.20D+1.60LW.508+1.60H 41.668oai 150nai 02778 OK +120D+1.8OLr+0.50L 70.711 nui 150nsi 0.5114 UK +1.20D+1.00Lp0.80VV 76.711 noi 150ooi 0.5114 0K +1.20D+0.50L4.80S 41.66800i 150oni 0.2778 OK +1.28O+ .60S+0.80W 41.668osi 1500si 0,2778 OK +1.20D+0.50Lr+0.50L4.60W 52.619mi 150osi 0.308 OK +1.20D+0.50L+8.50S+1.00N 41.86800i 150oai 82778 OK +1.20D+0.50L-+8.20S+E 41.000oni 150ooi 02778 0< +0.90D+1.60W+ .6OH 31.251 oni 150osi 0,2003 0K +0.00D+E+ .80H 31251nsi 150oui 0.2083 OK )� 1&.71--% 5�7rxG 57LA 6 Ar/D FoczTtr/(af -rID A-J�_r%,�r/ -rWtZ_oQC»4A0u~[