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Home My WebLink About1430 FOREST AVE; ; CB152998; Permit.' : - - ity of Carlsbad -Print Date:.06/08/2018 I Permit No: CB152998 Job Address: 1430 Forest Av Permit Type BLDG-Residential Work Class: Addition Status: Closed - Expired Parcel No: 1560521100 Lot U: Applied: 09/14/2015 Valuation: $338,104.00 Reference U: Issued: 12/16/2015 Occupancy Group: . Construction Type Permit Finaled: U Dwelling Units: . Bathrooms: Inspector: PDrei - • - .Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: Description: .. ,.. - RESDNTL : RAD HOEFER: 371 SF ADD TO 1ST FLR/ 1451 SF ADD TO 2ND FLR// 371 SF TO 1ST FLR//70 SF DECK /I 1450 SI • REMODEL//ROOF LINE REBUILT AT GARAGE Applicant: Owner:. SAMUEL WRIGHT COOWNER HOEFER MICHAEL L & LINDA M 29ll State St, A .' CARLSBAD, CA 92008-2338 . 760-213-1460 1 - ,FEE AMOUNT I Total Fees: . & Total Payments To Date : Balance Due: Please take NOTICE that appçoval of your project includes the "Imposition 'of fees, dedications, reservations, or other exactions hereafter - collectively referred to as fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you pràtest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their - imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees /exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this 'pthject NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. : \ .•• EXPIRED PERMIT PERMIT HAS EXPIRED IN ACCORDANCE WITH C.B.C. SECTION 106.4.4 AS AMENDED BY C.M.C.18.04.030 :-. .•' DATE SIGATURE 4 :•--. ..•• - - / . •. I-. - - - • 4 - • • \'•' - '. • - . Building Division : • : - -1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 760-602-8560f www.carlsbadca.gov City of Carlsbad 1635 FaradayAv Carlsbad, CA 92008 12-16-2015 Residential Permit Permit No CB 52998 . . Building Inspection Request-Line (760) 602-2725 Job Address: 1430 FOREST AV CBAD Permit Type: RESDNTL Sub Type: RAID . Status: ISSUED - Parcel No: 1560521100 Lot #: 0 Applied: 09/14/2015 .Vauatidn: $338104.00 Constuction Type: 5B . Entered By: JMA Occupancy Group: Reference #: Plan Approved: 12/16/2015 # Dwelling Units: 0 • Structure Type: Issued: 12/16/2015 Bedrooms: - 0 - Bathrooms: 0 Inspect Area: . '- OrigPC#: Plan Check #: Project Title: HOEFER: 371 SF ADD TO 1ST FLRI V SF ADD TO 2ND FLRII371 SF TO 1ST FLRII70 SF DECK// .1451 - 1450 SF REMODEL//ROOF LINE REBUILT AT GARAGE AppIican't:' .SAM WRIGHT- STEN .. 2911 STATE ST CARLSBAD CA 92008-2343 760-213-1460 Building Permit Add'l Building Permit Fee Plan Check 'Add'I Plan Check Fee ,,-Plan Check Discount Strong Motion Fee Park in Lieu Fee v - Park Fee - .t LFM Fee ,- V Bridge Fee • . Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee AddI Renewal.Fee Other Building Fee . HMPFee - Pot. Water Con. Fee Meter Size V - AddI Pot. Water Con. Fee V Red. Water Con. Fee Green Bldg Stands (S61473) Fee V JGreen Bldg Stands Plan Chk Fee . ', Total Fees: . $2,971.51 - FINAL APPROVAL V V Inspector: Date: . Clearance: V NOTICE Please take FDflCE that approval of your pqect includes the 'Irrion" of fees,dicatks, reservations, or other exactions hereafter collectively referred to as "fees/exaior" You have 93 days from the date this pernrit es iswed to pest irrxiUa1 of these fee&exawa If you protest then, you mist follow the protest ptxeckires set faith in Gyenerit Cole Section 6020(a), and file the protest and any offer reqLi irifaiai, With the City Ktriager for pnxess rig in acosthe th Carlsbad fVthdI Cole Section 332030. Failure to tiny follow that pccaire will her any subsequent legal action to attadç review, set aside, vdd, or annul their imposition. You e hereby FURThER NOTIFIED 0 at your right to protest the specified fee aims DOES NOT APPLY to ter and seer ccrrcti fees and capacity dns, ru planning, zcring, gad rig or other nilar application processing or service fees in axireoficii with (Iris project. ('CR (ES IT APPLY to any Owner: HOEFER MICHAEL L&LINDA M 1430 FOREST AVE CARLSBAD CA 92008 $1,474.51 Meter Size $0.00 Add'I Red. Water Con. Fee $1,032.16 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $43.95 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $o:oo Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL' $0.00 Housing Impact Fee $0.00 Housing lnLieu Fee V $0.00 Housing Credit Fee Master Drainage Fee $0.00 Sewer Fee $0.00 Additional Fees $14.00 Fire Sprinkler Fees $0.00 TOTAL PERMIT FEES Total Payments to Date: $2,971.51 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $256.00 $73.00 $77.89 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00' $0.00 $2,971.51 $0.00 City of Carlsbad ; '• 1635 FaradayAv Carlsbad, CA 92008 Storm-Water Pollution Prevention Plan (SWPPP) Permit 1216-2O15 * Permit No:SW150361 .'JobAddress: 143O FOREST AVCBAD .' Permit Type: SWPPP Status: ISStD Parcel No: 1560521100 Lot #: 0 Applied:' 09/14fQ15 Reference #: , Entered By: ' JMA - . . CB152998 Issued: 12/16/2015 -.. Inspect Area: Projet Title HOEFER: ADDITION Tier 1 - Priority: M 4- *App ,' cant: Owner:' *.., SAM WRIGHT ' ' HOEFER MICHAEL L&LINDA M STEN ' •, .2911STATEST 143O FOREST AVE CARLSBAD CA 92008-2343 ' . 'CARLSBAD CA 92008 760-213-1460 . ' Emergency bontact: MIKE HOEFER ' . 760-213-4516 . '; ' :; , - '• I a .- SWPPP Plan Check $54.00 SWPPP Inspections .. $228.00 r-.'Additional Fees $0.00 '':' ' -. . ' ' ..'•• .. - ' - ' TOTAL PERMIT FEES * $282.00 '-' Total Fees $282.00 Total Payments To Date $282.00 Balance Due $0.00 . - % "It - -- r .. • *• ,' C -1 - • - i: • ' ' . . * 4 1 * '. THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING ENGINEERING 0 BUILDING 0 FIRE 0 HEALTH HAZMATIAPCD Building Permit Application Plan Check No. 6615- 216 q iq Est. Value if f 9q' of City 1635 Faraday Ave., Carlsbad, CA 92008 Ud1 , Isb1.i. Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: blllldlng©carlsbadca.gov 11 Date g, / '. Iswpp 15-3 ,( I - www.carlsbadca.gov JOB ADDRESS SUITE#/SPACE#/UNITP APN Ht 143c €T i'--- i's -°SL - -o CT/PROJECT P LOT # PHASE # P OF UNITS J#BECIROOMS ,# BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC, GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) :.,. 172— 75 //qc) F (ISTING USE PROPOSED USE - GARAGE (SF) PATIOS (SF) DECKS (SF) 7EPLACE AIR CONDITIONING FIRE SPRINKLERS .._,, . YES I:I. NOE YES [—]NO El YES[:]NOII APPLICANT NAME Prinary Contact .4t PROPERTY OWNER NAM ç"- - - ADDRESS- - 2 1 I Tvqr rC. ç r —. t'SJ ' ADDRESS 4-s CITY • STATE ZIP Cl r CITY STATE ZIP -LOU PHE FAX PHONE FAX EMAIL - EMAIL DESIGN PROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS - CITY * - STATE ZIP CITY - STATE ZIP PHONE - FAX PHONE FAX EMAIL - - EMAIL - STATE LIC. P STATE LIC.# CLASS CITY BUS. LIC.# roec. fvi.L.o ousiness ano rroressrons ooe: vny uty or uounty WflICfl requires a permit to construct, alter, improve, aemolisn or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (ChapterS, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). - -- - Workers' Compensation Declaration: (hereby affirm under penalty of perjury one of the following declarations: [Ii have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. - - [1 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy - ' number are: Insurance Co. - Policy No. . Expiration Date - This section need not be completed if the permit is for one hundred dollars ($100) or less. [J Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in - addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE . AGENT - DATE - og'oç. øoøj (hereby affirm that lam exempt from Contractor's License Law for the following mason: [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's - License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve,for the purpose of sale). - I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section ______________Business and Professions Code for this reason: .1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. EYes [—]No 2. ((have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide th roposed construction (include name address/ phone! contractors' license number): - I plan to provide portions of the work, but lJiave hired the f mon to coordinate, supervise and provide the major work (include name / address! phone! contractors' license number): I will provide some of the work, but I ha'fconlracted.thi 1 efollowi aorfFsons to provide the work indicated (include name! address phone! type of work): )PROPERTY OWNER AGENT DATE 11 fz O?O Ø? Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes ,0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. .. ., , I hereby affirm that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name ' Lender's Address -O? ÔOE 1• •• I certifythat I have mad the application and state thatthe above information is cerractand that the information on the plans Is accurate. I agree to cemptywith all City ordinances and State laws retatig to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA M OSHA permit is required for excavatioXove 51Y deep and deotIbn orconstructon of stnictuiesover3 stones in heht. EXPIRATION: Every permitissued by the BuildinaIunderthetr of this Code shall expire by limitation and become nut and void f the building or work authorized by such permitLs not commenced within 180 days from thedate ofsuch rmti or if the bu work aufed by s rmti is suspended or abandoned at any time after the work is commenced bra period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE All DATE/4 O I. (it3Tof I Carlsbad /* June 21, 2017 ,. Owner/Tenant 1430 FOREST AV Cadsbad CA 92008' '. - , - - •1 PERMIT NUMBER 98 ISSUE DATE 12/16/2015 .;E: BUILDING PERMIT EXPIRATION ADDRESS: 140FOREST-AV PERMIT TYPE: BLDG-Residential, Addition '5, . S •4 'S , Our re'cords' indicate that your building permit will 'expire by limitation of time on 08/01/2017. . - I .. I t S. j' •_t,,• S 18.04.030 Section 105.5 amended - Expiration: Every permit issued,' 'by, the Building Official under the provisions of this code shall expire by liriiitation and become null ar*J void if, the building or work authorized by such permit is not commenced within 180 calendar days from the '.. , dateof such 'permit, . or if the building or work authorized by such permit is stopped at any time after the work is 5commenced for 'a period of 180 calendar days, or if the building or work authorized by such permit exceeds three caleida( years from' 'the isuance date of the permit. Work shall be presumed to have commenced if the permittee '- has. obtained a required inspection approval of work authorized by the permit by the Building Official within 180 calendar days: of' the date of permit issuance. Work' shall be presumed to be stopped if the permittee has not obtained a, required inspection approval of work by the. Building Official within each 180 day period upon the initial , commencement of work authorized by such permit. 4 , ,' - .. * .5 • Before such work 'can be recommenced, ,a new permit shall be obtained to do so, and the fee therefore shall be one' half the amount required1 for a new permit for such work, and provided that no changes have been made or .' will be made in the original plans and specifications for such work, and provided further that such suspension or abandonrn'ent has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall 'pay.a new permit fee. Any prrnittee holding an unexpired permit may apply for an extension of time within which work may commence' under that permit when the permittee is unable to commence work, within the time period required by this section. for good and satisfactory reasons. Please 6heick below indicating your intentions and return this letter to us. 4. 5 5 - fl , •t 4. Project abandoned. A new permit will be obtained prior to commencing work. . Permit 180 day extension request, with written explanation including phone number and email address. 4; Requet will not be considered v,ithout explanation / S Renewal permit requested If-the project' has been completed and only a final inspection is needed, please call the inspection request -, lineat(760)602-2725. ' -• . . •. - - .• ;- ; • - -• . . S . S S -' i;, • - -_ ,. S -'••, - - • _, S . ( , Community & Economic Dev'elopth'ent •, S . Building Division, I 1635 Faraday 'Avenu Carlsbad, CA 92008-7314 1760-602-2700 I 760-602-8560f I www.carlsbadca.gov Permit Type: BLDG-Residential Application Date: 09/14/2015 Owner: COOWNER HOEFER MICHAEL L & LINDA Work Class: Addition Issue Date: 12/16/2015 Subdivision: CEDAR HILLADD Status: Closed - Expired Expiration Date: 08/01/2017 Address: 1430 Forest Ay Carlsbad, CA 92008 IVR Number: 709142 / Scheduled Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date 11/1512016 11115/2016 BLDG-17 Interior 001119-2016 Passed Peter Dreibelbis Complete Lath/Drywall • Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/28/2016 1212212016 BLDG-18 Exterior 006670-2016 Passed Jonathan West Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Ys 05/30/2018 05/30/2018 BLDG-91 ., - 059432.2018 Partial Pass Michael Collins 'Reinspection Incomplete • Complaints Inspection • - • Checklist Item COMMENTS Passed -' • BLDG-Building Deficiency Questions about final, no card on site No I - - - / '• - • I ••, - - • t 9, - / • - ,•' .• :-' • S / June 08, 2018 - • Page lofi DAN HUFF 2064 MeadoIárk Ranch CircIé (858j§833954.s : San Marcos, CA 92078 . JOB NO. DATE CERTIFIED INSPECTOR'S DAILY REPORT COVERING WORK PERFORMED REINFORCED CONCRETE El STRUCT STEEL ASSEMBLY D SPRAY-APPLIED FIREPROOFING WHICH REQUIRED APPROVAL BY THE'SPECIAL INSPECTOR OF 0 PRE-STRESSED CONCRETE D,EPDXY 0 OTHER 0 REINFORCED MASONRY WOOD FRAME JOB ADDRESS .. BUILDING PERMIT NUMBER PLAN FILE NUMB,. OWN R99pç ARCHITECT CONSTR. MATL (TYPL GRADE. ETC) DESIGN —, ISTRENGTH SOURCE OF MFGR I ENGINEER 44iXf Jfl4f,v,4' DESCRIBE MATL (MIX DESIGN, RE-BAR GRADE & MFGR. WELD-ROD, ETC) GENERAL CONTRACTOR AO - I" 3Z . 1 d ,' / CONIR. DOING REPORTED WORK jF 1X4Nifl 0 LAB. RECEIVING &TES11NGCONSTR. MATL SAMPLES __ INSPECTION DATE DETAILED REPORT OFWORKINSPECTED LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS. ETC INOJJDES BFOEMATTON ABOUT. AMOUN SOP MATERIAL PLACEDORWDRKPEROEMEDNUMBEP, TYPE & lOOPY. NOS OF TEST SAMPLES TAKEN. SWIJCT. COWKECTOP MUDS MADE LT. BOLTS 1ORERJED) CHECKED, ETC -, 'M" Z2 121112,Z :/A/,ILL f to 72w' A11241,1-IlVe 04:f., -. V.. ?A// /4n' 46 73 /2ZAIt' iA/ NA /J,4c AA /7 rl&Mló4014 A1412,9 41,11 / / /AJIJ/ZK /1 / 4o'/ /22 t?co 12///z/c Ec(pT . • s _______ I • MiL1 .9A4#LL 61%1 7. • . S . •. r Ii INSPECTOR (PRINT ORTYPE).4 41141ve /7Vf I SIGNATURE:. DATE SIGNED: !Ø'CERTIFKAT(NO.-fC( 1/OoóV2.. A— A rjk4 g% 1t Li J* CERTIFICATION OF COMPLIANCE: to the best of our knowledge, all of the reported work, unless otherwise noted, substantially complies with approved.plans. specifications and applicable sections of the.bulldlng codes. This report covers the locations of the work Inspected only and does not constitute engineering pin Ion or project cntroI.' . . . .. .,, . •: . •• 0 - - . - . •..: . .. '.. •. '' \ County of San Diego, Planning & Development Services (J5 SAI41i DIEGO (COUNTY) AREA CIRCUIT CARD A N D LOAD SUMMARY BUILDING DIVISION (2013 NEC) PLANNING & DEVELOPMENT SERVICES -BUILDING DIVISION - I I-fib I.AFU MUb I bh HLLEU QU I ANI) AVAI AtSLt3E Al I HE 5E1<VIUE EQUIPMENT FOR THE ROUCH INSPECTION Address NSo,c,çe# Permit Number Owner 't.4 V..,,. I Phone POS C (2, A 9 Contractor: OQ.c .. Phone: I Area in Sq. Ft. PANEL 0O4f AIC I 01214 VOLTS jb"k 0 3 WIRE LOCATION CKT BKR WIRE M. LTG REC REC LTG MISC SIZIRE BKR SIZE CKT LOCATION SIZE PE OOMt __ 1* CL) 3O 2 SIZE KIZ TYPE tW : fL (L &1r4 3 L CU j 1< JopkOu 4 Z CL -O ! 7 'C.sj. _j Co ).O 8 t400d q t% L S' '-''k W 1 ( o 10 4j VoM V t %'k CJ 4 i_C-s-) ___ -O 12 G c 13'' c. (J -c' 14 , i1. 1.6 lt%4 _L _j_ '? Co a,0 16 Ma1k P& 1 i&& t•t4 (&), - ___ aAA C-0 )-Q 18 e Piu9 Lti ~ i I ~ -O Ii J_ CU O Sk 23- q ' C) C&c4t .( k CA) . 1 LA - CA) 10 26 1 CA). U- () ?O 28 - i~1 'k CO L CAJ ?-O 30 t.L41 k ikS 31 -it - C) X0 32 () %33 __ ikka, CA) ( -TV o& dg t C-U IL. () Citd( OM f%tM.OLb ( - fij~ft tk (A), 39 40' L41 j t4 (d.) 42 'p 4M4f1: 1< %b . AMP BRKJFUSE,D MLO AFCI Protected Circ. 210.12 BUS: 2..00 . AMP 2ed, Family, Dining, Living, Halls, and Similar Rooms. Service entrance or tqeder conductors: ' Branch circuits required: A) Size No. 11 B) Type: ,CU 0 AL Lighting Circuits 220.12 220.146) C) Insulation:' SEQ. .D) Conduit Size: . Two Small Appliance Circuits 210.11(c)(1) Service Grounding EIectroe Conductor/Bond: CEC 250 Laundry Circuit 220.11(c)(2) A) Size GEC: No. Wo B) Type Wire: U CU 0 AL 0) Central Heating Equipment 422.12 D Concrete Encased (UFER) 250.52(3) . E) Bathroom 210.52(d) 0 Ground Rod(s) 250.52(5) . Remarks: U:.. 1 D) Size Bond: No. E) Type Wire: 0 CU 0 Water Pipe 250.104(a) . . . -. Gas Pipe 250.104(b) . . I certify that all terminations have been torqued in accordance with 0 . manufacturers instructions and that the work shown on this circuit card .GFCI locations 210.8, 680.21(c) 680.22-23 680.56(a) . represents the full extent of the work performed under this permit. U Owner Bathroom(s) . Kitchen/Other Sinks 0 Garage(s) . ;' 0 Pools/Hydromassage Tub L "ContractQr.. (tcytt. '.iø?il 12'Outdoors .: - 0 . ..Signed Date 5510 OVERLAND AVE. SUITE 110, SAN DIEGO, CA 92123 • (858) 565-5920 • (888) 336-7553 - . I.JrI. lItAI%AI%AI r%Fr% County of San Diego, Planning & Development Services ¼ ¼ SAN DIEGO (cOUNTY) AREA CIRCUIT CARD AND LOAD SUMMARY BUILDING DIVISION (2013 NEC) PLANNING & DEVELOPMENT SERVICES - BUILDING DIVISION Address: 7Q C~* mi 'Ls1I 0 ,.WIRI LOCATION 00 1103 E 0 0 E M ME W ME a K W I ME a ®R 0 ____ -I---' Eu- ____ Eu I MAIN:-'X ZOO ' AMP BRKIFUSE U MLO BUS: tZS AMP - . AFCI Protected Circ. 210.12 Bed, Family, Dining, Living, Halls, and Similar Rooms. Service entrance or feeder conductors: . Branch circuits required: . . A) Size: No. -: B) Type: 0 CU' MAL A) Lighting Circuits 220.12 220.140) C) Insulation:' ' D) Conduit Size: " B) Two Small Appliance Circuits 210.11(c)(1) Service Grounding Electrode Conductor/Bond: CEC 250 C) Laundry Circuit 220.11(c)(2) A) Size GEC: No. 3/,., B) Type Wire: CU 0 AL D) Central Heating Equipment 422.12 . oncrete Encased (LIFER) 250.52(3) E) Bathroom 210.52(d) 0 Ground Rod(s) 250. . 52(5) . . .. Remarks: 0 - - - D) Size Bond: No. 'I .E) Type Wire: E'bU ,D lWater Pipe, 250.104(a) [Gas Pipe. 250.104(b), . - I certify that all terminations have been torqued in accordance with manufacturers instructions and that the work shown on this circuit card FC.I locations 210.8, 680.21(c) 680.22-23 680.56(a) , represents the fill extent of the work performed under thisperrnit. * Bathroom(s) ' , 'Kitchen/Other Sinks 2'Garage(s) ' 0 Pools/Hydromassage Tub 0 Owner I2'Contrac r 41-70-131 '* Outdoors -- Signed Date - * . 5510 OVERLAND AVE, SUITE 110, SAN DIEGO, CA 92123 • (858) 56545920 • (888) 336-7553 lJWW.IftAItAIP,I I%I% %F -. . EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "1" SANTEE, CALIFORNIA 92071 4 (619) 258-7901 Fax 258-7902 4 - / Michael & Linda Hoefer February 2, 2016 : - -14304Forest Avenue. .. Project No. 12-1106E4 ' Carlsbad, California 92008 -Subject: Foundation Excavation Observation Proposed Residential Additions - 1430 Forest Avenue 4. City of Carlsbad, California 92008 . . •. - • - References I Foundation Plan and Details Review, Proposed Residential Additions, 1430 Forest Avenue. City of Carlsbad, California 92008", Project No. 12-1106E4, Prepared by East ,• . County Soil Consultation and Engineering, Inc., Dated November 12, 2015. . . 2 'Geotechnical Report Update, Proposed Residential Additions, 1430 Forest Avenue City of Carlsbad, California 92008", Project No. 12-1106E4, Prepared by East County Soil Consultation and Engineering, Inc., Dated November 12, 2015. 3 "Limited Geotechnical Investigation, Proposed Residential Additions 1430 Forest' Avenue, City of Carlsbad, California 92008", Project No 12-1106E4, Prepared by East Cod nty.-Soil Consultation and Engineering, inc., Dated August 7, 2012. Dear Mr & Mrs 1-loefer 44 ..,. . . .4 in accodance with your request we have observed the foundation excavations for the proposed residential additions at the subject site - The footings have been excavated to the proper depth and width into competent bearing soils and are in 'compliance with the approved building plans Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No 3) In addition; deepened ifootings, may filled with a minimum 3-sack slurry to the bottom of the proposed • . !. "footings.4 If we can be of further assistance, please do not hesitate to contact our office 4 4. •- 4. 444 Respectfully Submitted Yf ;•, rn . . . Mamadou Saliou Dialio RCE 5407 1, GE 2704 MSD/md ., 4. .• - 4 .44 4 . . . -. ' ,'t'f .. . . - • • ••- 4 - Carlsbad 15-3543 10/30/ 15 ... .-, EsGul Corporation In Tartnersfiip wit/i Government for Building Safety DATE:.DEC 14, 2015 P APPLICANT • • . JURIS. - JURISDICTION: CARLSBAD 0 PLAN REVIEWER D FILE PLAN CHECK NO::. 15-2998 SET: III PROJECT ADDRESS: 1430 FOREST AVENUE PROJECT NAME: SFR ADDITION & REMODEL FOR HOEFER 2? The plans transmitted herewith have been corrected where necessary and substantially comply •.with the jurisdiction's building codes. . . - - The plans transmitted herewith will substantially comply with the jurisdiction's -, codeswhen minor deficiencies identified below are resolved and checked by building •.. department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 'The checKlist transmitted herewith is for your information. The plans are being held at Esgil • 4 .. 'Corporation until corrected plans are submitted for recheck. The appcant's,copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to SAN WRIGHT.. ?EsGil CorporaUon staff did not advise the applicant that the plan check has been completed 1ill Corporation staff did advise the applicant that the plan check has been completed Persn contacted SAM Telephone # 760-213-1460 - DMe contacted (by ) Email wrighthaus road runner. corn Mail' .:Téiephone - Fax In Person LI REMARKS * 4 - . : •• . . - - . By: ALl SADRE, S.E. Enclosures: -. EsGil Corporation . El GA LIEJ LI MB F1 PC 12/07 Ches-apeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partners flip with government for Bui(€uing Safety DATE: NOV. 19, 2015 U PPLICANT fJURIS. JURlSDlCTlON: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: 15-2998 . SET: II PROJECT ADDRESS 1430 FOREST AVENUE PROJECT NAME SFR ADDITION & REMODEL FOR HOEFER The plahstransmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list - and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW • The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: "SAN WRIGHT EsGil Corporation staff did not advise the applicant that the plan check has been completed.. EsGil Corporation staff did advise the applicant that the plan check has been completed. - 'it -•. - Person contacted: SAM Telephone #: 760-213-1460 pate contacted: ' It S (by:r\c Email: wrighthausc road runner. com ' aii ephone,, Fax In Person REMAR'1S S u) filemental plan check fees will be assessed for returning the plans without adequately addressing "all the outstanding items at the next go around. • i -. By ALl SADRE, S E Enclosures ,.' EsGil Corporation [-]'GA LI EJ ..LI MB LI Pc 11/13 93206êsapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)56O-576 •... • ' .,-'• - -.-• •# ••.' CARLSBAD 15-2998 NOV. 19, 2015 -. Please submit (3) revised, stamped and signed sets of plans to the Building ,.: Department for review and approval. -: To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheetwith the revised plans. . -S I Please provide stairway & landing details Sec R311.7: No response provided .. - Maximum rise is 7-W and minimum run is 10, measured from the nosing projection. Minimum width is 36 and min. headroom is 6-8". 2 A nosing (between 3h" and 1-1h") shall be provided on stairways with solid risers Exceition: No nosing is required if the tread depth is mm. 11". Sec. R311.7.5.3. - -• 3. Please óOmplete all blank bubbles on Sheets A4 & A5 (by stairs). Not done. . 4. Please show the size & location of HVAC equipment on A4 & El. Not shown, as per response. STRUCTURAL .5.. ,.. S p.5. - Please complete truss drag load on Sheet S5, near grid point E-7. Not noted. 6. Please update the truss calc's. for ASCE 7-10 & ultimate wind speed of 110mph. ,. ..'. . Figure-1609A. . 7.t, -. Provide evidence that the engineer-of-record has reviewed the truss calculations - : package prepared by others (i.e., a "review" stamp on the truss calc's. or a ,- * letter). CBC Sec. 107.3.4.1. This was not submitted. 8 On 215D-2, please change MF-3 on grid line C.5, to show a cantilevered column element; [this is not a steel moment frame like others]. This was not corrected. 9. - Please update the references throughout the calc's., i.e., AISC 360-05, CBC 2010, IBC 2009, ASCE 7-05, etc. on page 68; ACI 1999, NDS 91, UBC; etc., on pages #71, #72, #80 & #81. .... [Please see 2013 CBC, Chapter 35, for current -. . .-- -. •. references to be updated throughout the calc's.]. Please submit updated calc's. ., with corrected references. Do not resubmit without this correction. MISCELLANEOUS -. -. • 10. - The jurisdiction has contracted with EsGil Corporation located at 9320 - .j.. t• Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALl SADRE, S.E. at EsGil Corporation Thank you S • 5 5 4 5 p '•, ; . . , ., .-.... • .. 1 EsGul Corporation - .. ,'.. In cPartnersfiip with governmentfor8ui(ding Safety 1 •. •.. - DATE SEPT 25, 2015 APPLICANT JURIS. JURISDICTION: CARLSBAD LJ PLAN REVIEWER . FILE PLAN CHECK NO 15-2998 SET I PROJECT ADDRESS: 1430 FOREST AVENUE -. 7 PROJECT NAME SFR ADDITION & REMODEL FOR HOEFER The plans transmitted herewith have been corrected where necessary and substantially comply With the jurisdiction's codes LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. . - :- - The plans transmittd herewith have significant deficiencies identified on the enclosed check list and should, be corrected and resubmitted for a complete recheck. . .-.- - ., . f,..- . .' - Théchèck list trahsmitted herewith is for your information. The plans are being held at Esgil.-- Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person - The applicant s copy of the check list has been sent to SAN WRIGHT EsGil _o poration staff did not advise the applicant that the plan check has been completed EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted 'SAM * Telephone # 760-213-1460 .atre cZellephone cted: JZS (by:'4-. . Email: wriqhthaus road run ner.com - • -1 RaiI , - Fax in Person - I. REMARKS . ----. . .4 ii'--. -.- .?I - ,- p. - - I ,.. - -. _., .e.• - ' ,By: ALI-SADRE, S. E. . - - Enclosures: EsGil Corporation L GA E EJ El MB LI] PC 9/17 t• . .. S . .- ••1 • • 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 - : - p • - :-. V CARLSBAD 15-2998 SEPT. 25,2015 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-2998 PROJECT ADDRESS: 143O FOREST AVENUE OCCUPANCY = R3/U; CONSTRUCTION = V-B; SPRINKLERS = NO; ADD = 1822; DECK ADD= 70; REMODEL 1,450; STORIES = TWO; HEIGHT = 22'; EXISTING AREA 2,130 .'. DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 9/17 SEPT. 25, 2015 r • REVIEWED BY: ALl SADRE, S.E. ;FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You., may have other corrections based on laws and ordinances enforced by the • Plannihg Department, Engineering Department or other departments. The following .items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations The approval ofthe plans does not permit the violation of any state, county or city law. o Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one . of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. r The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. -2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Dèpartment for routing to their Planning, Engineering and Fire Departments. t• NOTE:. Plans that are submitteddirectly to EsGil Corporation only will not be reviewed by • the City Planning, Engineering and Fire Departments until review by EsGil Corporation is . ,.- complete. To facilitate rechecking, please identify, next to each item, the sheet of the 'plans upon which each correction on this sheet has been made and return this sheet with the revised plans. . . 4 1 . 5. -• - „p •. - ” CARLSBAD 15-2998 tSEPT. 25, 2015 Please indicate here if any changes have been made to the plans that are not a - - result, of corrections from this list. If there are other changes, please briefly, -. describe them and where they are located on the plans. Have changes been : •. .made not resulting from this list? Q Yes 0 No d' Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2013 California Residential Code, which adopts the 2012 IRC,, 2012 UMC, 2012 UPC and the 2011 NEC. Section R106.1. Revise Building ' Department Note on CS accordingly. , I 2. ' Pléase'indicate dn the plans whether the existing residence has a fire sprinkler ' system installed If so, then provide a note stating that any additions/alterations will be provided with an automatic residential fire sprinkler system Sec R313.2. 3 Openable windows shall be located a minimum of 10' from any plumbing vents, chimneys, etc. Section R303.5. Please note this on plans. 4 Provide stairway and landing details Section R311.7: a) Maximum rise is 7-%" and minimum run is 10', measured from the nosing projection. •. . Where there is no nosing, the minimum run is 11'. b) Minimum headroom is 6-8". . . c) Minimum width is 36". ;. d) 'The greatest riser height within any flight of stairs shall not exceed the smallest by more ' ,' -. than 3/8'. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8". I 5 A nosing (between 3/4" and 1-1h") shall be provided on stairways with solid risers. 4 ,Exception: No nosing is required if the tread depth is mm. ii". Sec. R311.7.5.3. 6. Please complete all blank bubbles on floor plans. .. • 7 ' Specify minimum 1/4"/ft. deck & roof slope for drainage Section R905.9.1. '8 ' Please show the size & location of the HVAC equipment on plans 9. ' . Pleas show the size,a1nd location of electrical sub-panels on plans. 10• . Include the following electrical notes on Sheet E2 of plans: ,.. . Tamper resistant receptacles for all new locations. NEC 210.52. Arc-fault protection for all new outlets (not just receptacles) located in rooms described in ' -. . •"; NEC 210.8(A): Family, living, bedrooms, dining, halls, etc. Update Note #33 on E2. 1' • • . , . ... RESIDENTIAL GREEN BUILDING STANDARDS •:. The California Buildin6 Standards Commission has adopted the Green Building Standards Code which ,became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to new' constructed residential buildings 'tdg with adduttons/iionsTJhat incresthe building snditioned area volume or size CGC Section 303 1 1 Provide a sheet on the • plans labeled "Green Building Code Requirements" and include the following notes as applicable. Ilk • . -9• •• - 4 .• 4, .4• - ... -1 CARLSBAD 15-2998 SEPT.'25,2015 . - ----- ---- - 11. - Indoor - Show water use. compliance with table below for new/replaced fixtures, per CGC 4.303.1. • FIXTURE FLOW RATES -- . FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Showerheads 2 gpm @ 80 psi Ldvatory faucets . 1.5 gpm @60 psi' Kitchen faucets 1.8 gpm @ 60 psi Metering faucets * • 0.25 gallons per cycle 44 I. - I Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 Ps, Note on plans that when a shower is provided with multiple shower heads, the sum of flow to all ' theheads shall not exceed 2.0 gpm @ 80 psi, or the shower shall be designed so that only one - head son at atiriie CGC 4.303.1.3.2. 13: Note on plans that for new residential construction where landscape irrigation water is planned a water budget shall be developed that conforms to local landscape ordinance or the California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), which . ever is more stringent To view. the MWELO http://www.water.cà.ciov/wateruseefficiency/docs/MWELO TbContent Law.pdf For the local ' landscape ordinance check with City/County Planning Department CGC 4.304.1. 14.'Note on plans that automatic irrigation system controllers shall comply with the CGC Section ',.4.304.2 as follows: A. Controllers shall be weather or soil moisture based that automatically adjust . . irrigation in response to changes in needs as weather conditions change. B. Weather based '-- . 'ohtrollers shall have separate wired or wireless rain sensor which connects or communicates .- ' -ith the controller(s). Soil moisture based controllers are not required to have rain sensors. '. . . . - .,. ••4 . - 4 . 15 3Recycling Note on plans that a min of 50% of construction waste is to be recycled CGC 4.408.1. 16 Recycling Note on plans that the contractor shall submit a Construction Waste Management ' Plan to the jurisdiction agency that regulates waste management per CGC 4.408.2. *. .. . . -. ,. 17. .• Operation-and maintenance manual. Note on plans that the builder is to provide an operation -- '- manual (dontaining information for maintaining appliances, etc.) for the owner at the time of final inspection CGC441O1 18 Note on plans that the gas fireplace shall be a direct vent sealed-combustion type Woodstove or pellet stoves must be US EPA Phase II rated appliances CGC 4.503.1. ,•" -••I• •• ... . - " . 19. Pollutant control. Note on plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 4.504.1. . • .4 - -4 , 20 Pollutant control Note on plans that VOC s must comply with the limitations listed in Section 4504.3 and Tables 4.504.1, 4.504.2, 4504.3 and 4,504.5 for: Adhesives, Paints and Coatings, . • Carpet and Composition, Wood Products. CGC 4.504.2. .21.' ' Interior moisture control. Note on plans that concrete slabs will be provided with a capillary -. - . • beak. CGC 4.505.2.1. . . ,•.r . •. , , .• 22. Interior moisture control. Note on plans that the moisture content of wood shall not exceed 19% . before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified in Sec. 4.505.3. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC 4.505.3. )4 --: . -. -, . - ••• -. - t• - - . _•t.*_._ • - . . • - - - - . . . 4 .-.t CARLSBAD 15-2998 SEPT. 25, 2015 23 Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated vented • directly to the outside arid controlled by a humidistat. CCC 4.506.1. a 24 Note On plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official writtenverification that all applicable provisions from the Green Building Standards Code have . been implemented as part of the construction CGC 102.3. - : STRUCTURAL 25 Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building 6fficia1 in writing that I t The building pad was prepared in accordance with the soils report, ) The utility trenches have been properly backfilled and compacted, and .. The foundation excavations, the soils expansive characteristics and bearing capacity . . conform to the soils report." 26 Provide a letter from the soils engineer confirming that the foundation plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the • construction documents. . . 27 Show all drag truss loads on the roof framing plans and reflect that on the roof truss calculations & shop drawings - 28. Flease evidence that the engineer-of-record (or architect) has reviewed provide - the truss calculation package prepared by others (i.e., a."review" stamp on the • • truss calculations or a letter). CBC Section 107.3.4.1. 29 Per Figure 1609A, the wind load calculations must use an ultimate wind speed of 110 mph. Revise information on Sheet S-2 accordingly. • 30. The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2): Add the followings to Sheet S-2: - - a) Steel construction. Special inspections for steel elements should be provided in -. . accordance with Section 1705.2. . . • . b); Welding. Welding inspection should be provided in accordance with Section 1705.2. c) . High-strength bolts. Periodic inspection should be provided for installation of high- strength bolts in accordance with AISC specifications. Section 1705.2. ' .-.. .• . .. rPlease specify the R, p, Q & Cd for the Steel Moment Frames (SM F) and •, .-,.- cantilevered column element on Sheet S-I as well. ,- a Please revise MF-3 on gridline C.5, as noted on the schedule, as per 2/SD-2. [This is a cantilevered column element, not a SMF] 33 Please specify where details 7 & 8/SD-10 are cross referenced on plans 34 Please note where details 15 & 16/SD-7 are called out on plans -' • .. .. - -. . i 4 .t CARLSBAD 15-2998 SEPT.' 25, 2015 35: , Requirements in Seismic Design Category Q. 1I The structures assigned to SDC D should satisfy the following requirements, in addition to the requirements for SDC C: (ASCE 7-10, Section 12.3): Please show how all irregularities are addressed, as related to this project, i.e., see gridlines 5, 7, etc: a) Prohibited Horizontal and Vertical Irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal irregularity Type lb of Table 12.3-1 or vertical irregulaiities Type Ib, 5a, or 5b of Table 12.3-2 shall not be permitted Structures assigned to Seismic Design Category D having . . -,. vertical irregularity Type 5b of Table 12.3-2 shall not be permitted, except when subject to , the limitations of Section 12.3.3.2. b) 1 Plan or Vertical Irregularities For structures having a plan structural irregularity of Type la,.lb, 2,3,0r4 of ASCE 7-10, Table 12.3-1 (as shown in Figure 10.7) or vertical - •. irregularity Type 4 of Table 12.3-2, the design forces determined from Section 12.8.1 need to be increased 25 percent for the following connections: 1) diaphragms to vertical . •. . elements, 2) diaphragms to collectors & 3) collectors to vertical elements. (Sec. 12.3.3.4). U , -.--- .•- . .' 0 0 0 LPenIn_QJ I , . ' •. .,.•., -•• , , _______ i.',•"• Re-entrant * - . - - ' corner V •• I. a Torsional irregularity b Re-entrant corners c Diaphragm discontinuity I , ..- - -- r (H) - S 1 . Discontinuity in vertical elements . - - of lateral-force-resisting system d. Out-of-plane offsets '- V ,- - -* -¼e _•. - Figure 10.7 Examples of Plan Irregularities 1 -4 .- --- --. - Provide the following note on plans: "The contractor responsible for construction of the seismic-force-resisting system shall submit a written Statement of Responsibility to the building official prior to the commencement of work on the - system." Section 1704.4.. ' 37: - Redundancy Factor In the lateral calculations, seismic forces must be increased by a factor of .. . - 1.3 to account for redundancy (Seismic Design Categories D through F), - per ASCE 7-10 Section 12342 ... - S •• -. •. . CARLSBAD 15-2998 .. '.SEPT. 25, 2015 - . 38. ' Collector Design Forces f1. Collector elements, splices and their .y. connections to resisting elements should be designed to resist the prescribed %, force. They must also have the design strength to resist the special load combinations of Section 12.4.3 (Section 12.10.2.1). This only applies to the non- '. light frame bldg. elements, i.e., those connecting to SMF's, etc. 39 Please use amplified loads where required by Sections 12.3.3.3 or :.; 12;10.2.1 of ASCE 7. In addition to the load combination specified in 1605.2 - ' and 1605.3, use the special seismic load combinations per Section 1605.1 and Sec. 12.4.3.2 /12.14.3.2 of ASCE 7. See the next two items as well. 40. :The SMF column elements shall be designed to resist the seismic load effects • including overstrength factor of Sec. 12.4.3 & 12.2.5.2. [Investigate the affects of -. . - the loadcombinations, as per item below, per ASCE 7-10, Sec. 12.4.3.2]. . .41. 'Seismic Load Effect , .• Seismic load effect, E. The seismic load effect, E, should be computed in accordance . . with the following equation set forth in ASCE7-10, Section 12.42: E=PQE+O.2SDSD Maximum seismic load effect, Em. The maximum seismic load effect, Em, should be y, computed in accordance with the following equation set forth in ASCE7-10, Section 12.4.3 t - to be used in the special seismic load combinations of Section 12.4.3.2 Em QoQE 4 O2SDSD 42 . On Sheet S5, there should be no window in the MBR, on gridline E, as per floor plans. Please revise Sheet S5 accordingly. * 43.- There should be no window in the new bathroom, near grid point F-3.5, on Sheet S5, as per floor plans 44• On Sh f S4, near grid point A4.2, please continue the 6x10 to cantilever out, :• so it can carry the double LSL fascia boards. . •. 45. ,. Please'call out the beams in the entry between HSS6x6x1/4", to support the exterior windows. Sheet S4. 1.6. 0n Sheet S3, please show a connection detail for HS6x6x1/4" to the foundation, .' in the entry, near grid point G-5. 47. 'Please show a section through the footing outside the deck, near grid point 8-a TI . • (aboveline A). Sheet 53. I 48. Please show a beam on Sheet S4, near grid point 5-D, to support the SW, ° • .' - ..:gridline#5above. 4 • •. . 49 Please clarify outdated references throughout the calculations, i.e., AISC 360-05, * - CBC 2010: IBC 2009, ASCE 7-05, etc. on page 68; ACI 1999, NDS 91, UBC, etc.,on pages #71, #72, #80 & #81; etc. [Please see 2013 CBC, Chapter 35, for . current references to be updated throughout the calculations] . •#. -o • - • A - •o • -•'• - . -• -- . • -'A1. ' CARLSBAD. 15-2998 SEPT-25,2015 50 Please include HFX standard detail sheets on plans as related to this project : 51. •Y The City of Carlsbad requires that their Special Inspection Form be completed for items listed on Sheet S-2 This Form is available at the building department 52 Atdditional corrections may be necessary once the revised plans and calculations -. are submitted for review and approval • - V • MISCELLANEOUS 53 The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any V , 'questions regarding these plan review items, please contact ALl SADRE, S.E. L at EsGil Corporation Thank you V - . - .• _•' F t .- . F - -V 4' * V•V4V V•4 - V ,• e - V • j--:.. - V • V_ V V V - * V - •*.V - £ - t4• V - • - - - ,•• • - '4 • V •44-• V - VV V - V V 4. - • - V '4 V ,.- • V - V 7VV - V - V 4. i. V 4 'e 4. V V - . - • - __•,4•-•' 5 . V -. - ••- 4 •V• k 4 V 4 - V •, 'V -------V ,V - V• I 4- 4 • Vt Ael V --' 'V• V • -4-. V - •' -. ----I - 4 • -. - V V - -. V. - - V -- V VI''V 4•. -- - • V 4 ' • - CARLSBAD 15-2998 SEPT. 25, 2015 . [DO NOT PAY— THIS IS NOT ANINVOICE] ! VALUATION AND PLAN CHECK FEE JURISDICTION CARLSBAD PLAN CHECK NO 15-2998 - - V .SPREPARED BY: ALl SADRE, S.E. DATE: SEPT. 25, 2015 'BU ILDING ADDRESS: 1430 FOREST AVENUE BUILDINPOCCANCY: R3/U; V-B BUILDING,., PORTION / AREA (Sq.-Ft.) Valuation Multiplier Reg. Mod. VALUE LIVING ADD V 1451 REMODEL 1450 DECK ADD 70 Air Conditioning Fire Sprinklers. TOTAL VALUE __ 338,104 Jurisdiction Code - , CB V By Ordinance I $1,4 74.511 Rirlt, Permit hv flrriinnrp I V. V ...... ,- Plan Check Fee by Ordinance I $958 Type of Review: Complete Review o Structural Only 4 -- - 0 Other . V 0 Repetitive Fee - V Repeats El Hourly Hr. © * : z EsGil Fee I $825 Comments:,In addition to the above fee, an additional fee of $43 is due (1/2-hur @$86/5 for the CalGreen review. Sheet lofi macvalue VdOC + - - - - '- 4•• 4 . V• - .-. . p. - PLAN CHECK Community& Economic pty of REVIEW Development Department 1635 Faraday Avenue Carlsbad TRANSMITTAL Carlsbad CA 92008 ii• tqt( DATEJ3S/21/2015—PROJECT NAME: HOEFER RESIDENTIAL ADDITION PROJECT ID:CB152998 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 1430 FOREST AVE APN: 1560521100 tVALUATION: $338,104 SCOPE OF WORK: 'ADDITION OF SECOND STORY AND REMODEL This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION * Final Inspection by Construction Management & Inspection Division is required: Yes LIII No This-plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: WRIGHTHAUS@ROADRUNNER.COM - To determine status by one of the divisions listed below, please contact 760-602-2719. LAND DEVELOPMENT III ly . - 7606022750 tr:4: Chris Sexton Chris Glassen fl Greg Ryan 760-602-4624 760-602-2784 Li 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Ti- Gina Ruiz * Linda Ontiveros Cindy Wong ]' 760-602-4675 760-602-2773 --- . 760-602-4662 Gina.Ruiz:carIsbadca.gov Linda.ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ITTI • - • - FX](J ValRay Nelson Dominic Fieri . • 1 760-602-2741 760-602-4664 - ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carlsbadca.gov -S.- • •• - 4 Remarks: :.' I, :. •.••;i • • - - •-, - -• • S ... HOEFER RESIDENTIAL ADDITION PLAN CHECK NO U 1 Outstanding issues are marked with [1 . Items that conform to permit requirements are marked with [2] or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: - North arrow Driveway widths - LIJ LU Existing & proposed structures - LIII Existing or proposed sewer lateral•, LIJ LZJ Existing street improvements L1 EIJ Existing or proposed water service Property lines (show all dimensions) E Submit on signed approved plans: i LII ' Easements DWG No LJ Right-of-way width & adjacent streets. - ...," ". Show on site plan: . Drainage patterns and proposed site elevations. Show all high points. flBuilding pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finishgrade will provide a minimum positive drainage of 2% to swale 5 away from building Existing & proposed slopes and topography =Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. . - . Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. - - • -. .,,. ElI El Sewer and water laterals should not be located within proposed driveways, per standards. - ..' . . . . , Include I . F on title sheet: Site address L:11 EZII Assessors parcel number Legal description/lot number " For commercial/industrial buildings and tenant improvement projects, include: total building - , - square footage with the square footage for each different use, existing sewer permits .• showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. r '••V .Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. ) Lot/Map -: Subdivision/Tract: CEDAR HILL Reference No (s): E-36 Page 2of6 REV 6/01/12 t HOEFER RESIDENTIAL ADDITION PLAN CHECK NO # 1 2. DISCRETIONARY APPROVAL COMPLIANCE N/A - _____ 1 L__J vroject aoes not comply with tne loliowing engineering conoiuons 01 approval 101 project no.: r • -t 4 • ' k 3. DEDICATION REQUIREMENTS Dedication for all street rig hts-of-way, adjacent to the building site and any storm drain Or DEDICATION utility easements on the building site is required for all new buildings and for remodels with a '. WAS TAKEN value at or exceeding $ 24.00000 pursuant to Carlsbad Municipal Code Section 18.40.030. ON . • j DOC#i683b2 09-15764 LITI LZIII Dedication required as follows DEED# 157 UNABLE TO DETERMINE IF THE NECESSARY 10' DEDICATION WAS TAKEN 4. IMPROVEMENT REQUIREMENTS 7 All needed public improvements upon and adjacent to the building site must be constructed 4. PLEASE- lr at time of building construction whenever the value of the construction exceeds ;- PROVIDE A , $120,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.040. ' ;-COPY bFYOUR 'TITLE REPORT:11:11:1 Public improvements required as follows: - - - NIA EXECUTED - NIA 15-04 LZJ Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40.Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and :- * • . - approved by the city prior to issuance of a building permit I1ii EJ Future public improvements required as follows p 14 .., • •-- , - • - * .-•• .. ' . • .- . - . . E-36 ' ' Page 3 of 6 '- F."" , • . * . '-I , ç .--• I •, REV 6/01/12 * • zv HOEFER RESIDENTIAL ADDITION PLAN CHECK NO # 1 J GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, expbrt and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is.not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will ther provide the engineering counter with a release for the building permit. No grading permit required. L1 E111 Minor Grading Permit required See additional comments for project specific requirements MISCELLANEOUS PERMITS . I RIGHT OF WAY PERMIT is required to do work in city 'right-of-way and/or private work N/A adjacent to the public right-of-way. Types of work include, but are not limited to: street 4 improvements tree trimming driveway construction tying into public storm drain sewer and water utilities. : Right of way permit required for I .4. - . - E-36 . . Page 4 of 6 REV 6/01/12 ;-.' • . . . . 4 V V V V ( c HOEFER RESIDENTIAL ADDITION PLAN CHECK NO # 1 V 7. STORM WATER V - - V Construction Compliance V Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete E L1 Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW 15-361 1 - -- 11 EIIII Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 - SWPPP payment of processing fee and review by city. - Post Development (SUSMP) Compliance ( E I E21 Storm Water Standards Questionnaire V V V EEl Project is subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference J Indicate areas of impervious surfaces (patios walkway etc ) and pervious areas (landscaping) EE EEl Project needs to incorporate low impact development strategies throughout in one or, more of the following ways EJ Rainwater harvesting (rain barrels or cistern) V V fl Vegetated Roof V V V EEII Bio retentions cell/rain garden LII Pervious pavement/payers LIII Flow through drip line 4, .. planter/vegetated or rock Vegetated swales or rock infiltration swales ' Downspouts disconnect and discharge over landscape - I Other - E 36 ( V Page 5 o 6 REV 6/01/12 V V I .12. ; 4r h.j HOE FER RESIDENTIAL ADDITION PLAN CHECK NO # 1 8. WATER METER REVIEW Domestic (potable) Use 3/4" What size meter is required? - EXISTING I] Where a residential unit is required to have an automatic fire extinguishing system' the minimum meter size shall be a 1' meter. METER NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8', except where the residential unit is larger than 3,500 square feet or on a lot larger than * • one quarter (1/4) are where the meter size shall be 34• 9 FEES IJ Required fees have been entered in building permit Drainage fee applicable Added square feet Added square footage in last two years? [T yes no - Perm it No. * Permit No. ç Project built after 1980 F] yes no Impervious surface >50% yes Eno / Impact unconstructed facility FI yes Eno fl Fire sprinklers required yes I] no (is addition over 150 from center line) Upgrade yes Jno No fees required • 10. ADDITIONAL COMMENTS ,. .- • ,_ .*, .;*, .• . _*_* •;* -. ¼. A.-O',• I - - " - ' • -' Attachments J Engineering Application Storm Water Form [1j Right-of-Way Application/ Info. Eli] Reference Documents ¼ "E-36 Page 60f6 REV 6/01/12 3.1 .k • -' -.,- •_-j,i, - ., .- I - Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Date: GEO DATA: LFMZ: I B&T: Address: Bldg. Permit #: Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footäges for all uses. Types of Use: Sq.Ft./Units EDU's:, Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units , EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD: LIYES (no bridge.,& thoroughfare fee in District #1 reduces Traffic Impact Fee) [:]NO 1'. PARK-IN-LIEU FEE:DNW QUADRANT ENE QUADRANT ElSE QUADRANT [].W QUADRANT ADT'S/UNITS: X FEE/ADT: 23RAFFIC IMPACT FEE: ADT'S/UNITS: X FEE/ADT: BRIDGE & THOROUGHFARE FEE: fl DIST,#1 EDIST.#2 EDIST.#3 (USE SANDAG)ADT'S/UNITS X FEE/ADT: j FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: SEWER FEE - ., EDU's X FEE/EDU: BENEFIT AREA: - . EDU's . X FEE/EDU: DRAINAGE FEES: PLDA: EHIGH MEDIUM ELOW ACRES: X FEE/AC: =$ POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL . *ss'hj may not represent a comprehensive list of fees due for this project. : - Please contact the Building division at (760) 60-719 for a complete listing of fees*** - . '--, .., Jy. (_ • - S I STORM WATER POLLUTION PREVENTION NOTES - 1.. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL-RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. . ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL BE BURLAP TYPE 'WITH 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT ' .CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES . PROJECT INFORMATION Site Address: 4-3c çT Assessor's Parcel Number:( G<s c U Project ID: Construction Permit No.: La S Estimated Construction Start Date Z. 0 Project Duration Months Emergency Contact: - - Name:' —L-- -L 24 hour Phone: -7 Z 4&5 Perceived Threat to Storm Water Quality 0 Medium - Low - If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only. CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By: __alberi ________ Date: I /it STORM WATER COMPLIANCE FORM Development Services Cl TY OF TIER I CONSTRUCTIO 1635 Fara~ay Avenue N SWPPP Land Development Engineering CARLSBAD E-29 760-602-2750 wwwc STORM WATER COMPLIANCE CERTIFICATE ' My project is not in a category of permit types exempt from the Construction SWPPP requirements • My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). My project does not require a grading plan pursuant to the Carlsbad - Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) V My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storages refueling and maintenance areas that meets one or more of the additional following criteria: - located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical: and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM. EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS: AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF• CARLSBAD. J-..A .OWNER(S)/OWNER' AGE (PRINT) Gcy- OWNER(S)OWNER'S AGENT FME (SIGNATURE) . DATE - - •-- E-29 Page lof3 REV 4/30/10 Erosion Cântrol Tracking Non-Storm Water Waste Management and Materials BMPs — Sediment Control BMPs Control Management BMPs Pollution Control BMPs BMPs C .2 C .2 C 0 0 0 . 'a ° C) E CL CO C C CD C C Best Management Practice Ca G M CO i (BMP)Description9 OO V as IL . O 0 WO 2 U) U) w i) .c 0 2 u 0 CO U)> U) c22 10 U5 C)O u) o co 0C 5 0 w. >L v 2 co (n C co coC 1 0 0 CASQA Designation 4 t' C) (1 .- c ' ) F'- 0 Ci 7 c) i"- ) 'T 1c' (9 (9 0.0 w w 0 w 0 W U) W U) W U) UJ (I) W U) W U) W Cl) 7 W W - W i— (Z Z (I) Z (I) Z U) Z W U) Construction Activity Grading/Soil Disturbance >< - - Trenching/Excavation - - - - - - - - - - — Stockpiling - - - - - - - - - - - - - Drilling/Boring -- - - - - - - - - Concrete/Asphalt Saw — cutting Concrete flatwork -- >< - Paving .-- - - - - - Conduit/PipeInstallation - --- --- --- - Stucco/MortarWork --.- -- - -- - - Waste Disposal - - - - - - - - - - - - - - - - - -- - -- - Equipment Maintenance - and Fueling --- - - - - - --;----. - - - Hazardous Substance . - . . - . - Use/Storage Dewatering - - - - - -, _L - - L _L±L Staging/Lay Down Area --' -- Site Access Across Dirt _ - Other(list) - - 1 - - - - - - - - --- --- Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each aótivity descrribed, pick one or more best - management practices (BMPs) from the-list located along the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. - To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project E-29 - - - . - Page 2 of 3 - - . - REV 4/30/10 :4 2 STORM WATER STANDARDS Development Services Land Development Engineering CIT Y 0 F QUESTIONNAIRE". 1635 FaradayAvenue CAR I CD A r E-34 760-602-2750 L) S www.carlsbadca.gov PRucttoN., To address post-development pollutants that maybe generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP s) into the project 'design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at w.càrlsbadca.gov/standards. . . Ihitially this questionnaire must be completed by the a'pplicant' in advance of submitting for a developrient aplication (subdivision, I: discretionary permits and/ar construction permits). 'The results of the questionnaire determine the level of -storm water standards that must,be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to Standard Stormwater Requirements' or, be subject to additional criteria called 'Pnority DeveIopmnt Project Requirements'. Many aspects of project site design are dependent upon the stormwater standards applied to a project. - " Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has -responsibility for making the final assessment after submission of the development application. If:staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the retórn ','of the'development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the-City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions please 'seek assistance from Land Development Engineering staff. .., •.. •. . - A separate completed and signed questionnaire must be submitted for each new development application submission Only one ,comleted and signed questionnaire is required whe'n multipledevelopment applications for the same project are submitted concurrently. - - - - In addition to this questionnaire, you must also.complete, sign and submit a Project Threat Assessment Form with construction permits.. - - - : foe the project -- - Please start by completing Step I and follow the instructions.,. When completed, sign the format the end and submit this with your - application to the city. - . STEP [ TO BE COMPLETED FOR ALL POJECTS 14 To determine If your project is a priority development'project, please answer the following questions: - - -. - YES N0 Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet, the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or, - other non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from - - -' paved streets or roads; OR (3) designed and constructed with .pertheable pavements or surfaces in - - - accordance with USEPA Green Streets guidance? - ..-- - - - Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are - designed and constructed in accordance Green _With _the _USEPA_ _Streets _guidance? ,lfiouansered "yes" to One or more of the above questions, then your project is NOT priority development project and therefore is' NOT subject to the storm water'criteria required for priority development projects* Go to step 4, mark the last box stating "my •, - project does not meet PDP requirements" and complete applicant information. - -, - If you answered "no" to both questions, then go to Step 2. CITY OF CARLSBAD STORM WATER, '- - STANDARDS QUESTIONNAIRE. E-34 Development Services ' Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP.2 • ,' , TO BE COMPLETED FOR1LL NEW OR,REDEVELOlMENTPROJECTS.. To determine if your, project is a priority development project, please answer the following questions: YES NO Is your project a new development that creates 10,000 square feet or more of impervious surfaces colleàtively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface?. This includes commercial, industrial, public development projects on public or private land. _residential, _mixed-use,_and Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the temporary parking or storage of motor vehicles personallyfor business or for commerce. _used Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface, collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of' automobiles, trucks, motorcycles, and other vehicles. . Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the - project to_ the commingles lands) _ESA _(i.e._not _with _flows _from _adjacent Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) 'a project Average Daily Traffic (ADT) of '100 or more vehicles per day. , ' ' Is your project a new or redevelopment project that results in the disturbance of one or more aàres of land and are expected to generate pollutants post construction? ills your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of ' impervious surface or (2) increases impervious surface on the property by more than 10%?' If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this, questionnaire, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. . E-34 Page 2of3 Effective 6/27/13 'S.. STORM WATER STANDARDS Development Services Aoow 16i5 Faraday Avenue TV 0 QUESTIONNAIRE Land Development Engineering C" A F) U CD A D E-34 760-602-2750 L.tF L..)D/ www.carlsbadca.gov STEP 3 TOE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELQEMENT PRO4ECTS ONLY Complete the questions below regarding your redevelopment project: YES N/ Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? If you answered "yes the structural BMPs required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. - If you answered", the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 41 check the "my project meets PDP requirements" box and complete applicant information. STEP CHECK THE APROPRIATE"BOX AND CQMPLETE APPLICANT INFOMATJOJ .., : My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater , ',- criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for, submittal at time of application I understand flow control (hydromodification) requirements may apply to my project Refer to SUSMP for details My projet dos not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS' per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant lnformtion and Signature Box Address Accessors Parcel Number(s) "Applicant Name:. . Applicant Title: - Applicant ignWre. . Date: . \ A- - This Box for City Use Only City Concürrénce: YES I NO By Date:' [Project ID: (t s• Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality- Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources . "Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees - ••' ' . - 'S .,. - . -- •, . . - ".4 E 34 Page 3 of 3 Effective 6/27/13 ,, ,.. • • . . . . . PLANNING DIVISION B Development Services BUILDING PLAN CHECK Planning Division CITY OF 1 APPROVAL 1635 Faraday Avenue CARLSBAD P-29 (760)602-4610 www.carIsbadca.ov DATE: 9/16/15 PROJECT NAME: 2ND STORY ADDITION PROJECT ID: - PLAN CHECK NO: CB152998 SET#: ADDRESS: 1430 FOREST AV APN: ' J This plan check review is complete and has been APPROVED by the PLANNING , Division By: GINA RUIZ 4. A Final Inspection by the PLANNING Division is required Yes Z No You may also have corrections from one or more of the divisions listed below. Approval V from these divisions may be required prior to the issuance of a building permit. V Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on = the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: WRIGHTHAUS@ROADRUNNER.COM V For questions or clarifications on the attached checklist please contact the following reviewer as marked: -I V V V "Remarks:, SETBACKS; FY=20'(20' REQ'D) SY=25' & 15'(lO' REQ'D) V RY=63'(20'REQ'D) HEIGHT=24'(24' MAX FLAT ROOF) COVERAGE=LESS THAN 40%(LOT AREA 22,396) V V - • •V 5 2 - .. -.• V - V• • ••V S PLANNING - - ENGINEERING FIRE PREVENTION 7606024610' 7606022750 ' 7606024665 /. V Ile V '• - ,•_, ,_ ,:, •• •t •• Chris Sexton Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carIsbadca.gov ChristoDher.Glassen@carlsbadca.gov Gregorv.Ryan@carlsbadca.gov - V Gina Ruiz V ValRay Marshall Cindy Wong - 760-602-4675 760-602-2741 760-602-4662 V Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov LII Linda Ontiveros [] Dominic Fieri V 760-602-2773 760-602-4664 V • Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov MIKE SURPRENANT & ASSOCIATES consulting Structural Engineers 1ITtIRACALC.ULATIoNS :($üjijra1 Ctibns2) Pject .1,4..'.1. 0 Forest-., Avenue Carlsbad, CA 92008 Pparedfor Samuel B Wright Wright Design 2911 State Stieet, Suite "N" Carlsbad, California 92008 1roject.Nó'. 12076 J.cember 1;,2O 15 :9975Bus.ixtesspax Avenue, SitA, Sidil% 9 ;tJCAHfbiá92131 Mike Surprcnant & Associates -j ----= Consulting Structural Engiiieers Job zf,:L—'7 Sheet No. of____________ Calculated by Date ful /I Its- Checked by Date Scale Correction Response ci Correction #5. #6. and #7: Engineer understands that trusses will be deferred submittal. 0 Correction #8: MF-3 data has been omitted from table in upper left corner of sheet SD-2. O Correction #9: * - Computer printouts have bedñ updated and printed for the following beam/frame elements as requested attached: RB-I and RB-2 FB-1 thru FB-7 MF-1 and MF-2 r • I:.;ih: lli laR 'ccrIccIIou Mike Surprenant & Associates Project Tulle: Iloefer Residence "- Consulting Structural Engineers Engineer: David Thomas Prolect ID: 12076 9975 Busihesspark Ave., Suite A Project Descr: Sheet 2- of San Diego, CA 92131 Tel. (858) 693-0757 ____ Fax(858)693-0758 P1nted; 1 DEC 2OIItO4AM Wood Beam Filer F en&ce1ec6 _______________________________ Description: RB-i ..- CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE T-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 - Fb - Cornpr 2,900.0 psi Ebend- xx 2,000.0ksi Fc - Prll 2,900.0psi Eminbend - xx 1,016.54ks1 Wood Species : iLevel Truss Joist Fc - Perp 750.0psi Wood Grade : Parallam PSL2.OE Fv 290.0 PSI Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling .2,025.Opsl Density 32.210pcf V 7.0X10.50 ' 7.0X10.50 7.0X10.50 7.0XI0.50 Span =7.50ft Span =650ft Span =6.Oft Span =7.Oft, Applied URads Service loads entered. Load Factors will be applied for-calculations. Beam self weight calculated and added to loads . Load for Span Number I Uniform Load: 0 = 0.020, Ir = 0.020 ksf, Tributary Width = 7.0 it Point Load: 0=0.3375, Lr=0.3375k0.0ft Load for Span Number 2 Uniform Load: 0=0.020, Lr = 0.020 ksf, Tributary Width= 7.0 ft Load for Span Number 3 Uniform Load: 0 = 0.020, is = 0.020 ksf, Tributary Width = 10.0 ft Load for Span Number 4 Uniform Load: 0 = 0.020, Ic = 0.020 ksf, Tributary Width = 10.0 ft DESIGN SUMMARY. Maximum Bending Stress Ratio = 0.3461 Maximum Shear Stress Ratio = 0.181: 1 Section used for this span 7.0 X 10.50, Section used for this span 7.0 X 10.50 tb:Actual = 1,250.114psi fv:Actual 65.53 psi FB: Allowable = 3,625.00 psi Fv : Allowable = 362.50 psi Load Combination +Di+H, LL Comb Run (L*L*) Load Combination +D+lr+H, LL Comb Run (LLtL) Location of maximum on span = 7.50011 Location of maximum on span = 7.500 It. Span # where maximum occurs = Span #1 Span # where maximum occurs = Span # 1 Maximum Deflection . ,, Max Downward Transient Deflection 0.252 in Ratio = , 712 , Max Upward Transient Deflection -0.019lñ Ratio = 4164 Max Downward Total Deflection 0.507 in Ratio = 354 Max Upward Total Deflection -0.035 in.. Ratio= 2217 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 Cm C t C1 - M lb Fb V fY F'V 40441 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.248 0.128 0.90 1.000 1.00 1.00 tOO 1.00 tOO 6.93 646.64 2610:00 1.64 33.45 261.00 Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave., Suite A San Diego, CA 92131 TeL (858) 693.0757 fv icrn Q1J7.R Project Title: Hoefer Residence Engineer: David Thomas Project Descr: Sheet 3 of - Project ID: 12076 Wed. 1 DEC 2Ot&1:O4 Wood Beam Fde INC. 1983-2015, 801d:6.15.7 Description: Re-i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C I CL M fb Fb V fvF'v Length =6.5011 2 0,248 0.128 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646,64 2610.00 1.64 33.45 261.00 Length =6.011 3 0.052 0.128 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2610.00 0.92 33.45 261.00 Length 7.Dfi 4 0.052 0.128 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2610.00 0.79 33.45 261.00 40+141,LL Comb Run ("'L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.5011 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.5011 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.oft 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length =7.0ft 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 +O4H, IL Comb Run (**V) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5Oft I 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.5011 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.0 It 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length =7.0ft 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290,00 40411H, LL Comb Run ("IL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.5Oft 2 0.223 0.115 1.00 1MOO 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.011 3 0.047 0.115 1.00 1.000 1.00 1,00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length =7.011 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 '.D+L4H,lL Comb Run (L") 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.5011 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.0ft 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length =7.0ft 4 0.047 0.115 1.00 1,000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 +0+{..i4-I,LL Comb Run (LtL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.5011 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.oft 3 0.047 0.115 1.00 1.000 1:00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length 7.0ft 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 40414H.LL Comb Run (1L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.5011 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.011 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length 7.oft 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 i'04.+H,Ll Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length 6.5011 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1,00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.011 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length =7.0ft 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1,45 135.53 2900.00 0.79 33.45 290.00 +Od..iH, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646,64 2900.00 1.64 33.45 290.00 Length =6.5011 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.011 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1,00 1.45 135.53 2900.00 0.92 33.45 290.00 Length =7.011 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 *O4.H, IL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.5011 2 0.223 0.115 1.00 1.000 1.00 1.00 1,00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.011 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length 7.011 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 04.4H, LL Comb Run (I'L) 1.000 1.00 1.00 1.00 1.00 IN 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.5011 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.011 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length 7.0ft 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 '.04.41,LL Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft I 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.5011 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.0ft 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length =7.011 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 '04"H,LL Comb Run (LL") 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.5011 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 ttMike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thomas Project ID: 12076 9975 Businesspark Ave., Suite A Project Descr: Sheet + of San Diego, CA 92131 Tel. (858) 693-0757 Fax (858) 693-0758 -- Printed: i DEC 201 5. 11:04AM Wood Beam Ale F: l2U2O76HoNrlgh03.EringGalc Tern ateshoelet enerca1cec6 1 ENERCALC. INC. i983-2015 6u046.15.7.8. Ver.6.I5.4.30 Description: RB-i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span #M _V C d C FN C I CrCmCtCL M lbPb Vfv - F'v Length :6.50ft 2 0.223 0.1115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.oft 3 0.047 0.115 1.00' 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length =7.oft 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 .04.'H, LL Comb Run (Li*.) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 It 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length = 6.50 ft 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6,93 646.64 2900.00 1.64 33.45 290.00 Length =6.0ft 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length 7.0ft 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 '04.'+I, LL Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :7.50f1 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.50f1 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.oft 3 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length :7.0ft 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 sOsL'H, LL Comb Run (LLLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.50ft 2 0.223 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.45 290.00 Length =6.oft 3 0.047 0.115 1.00 .1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.92 33.45 290.00 Length =7.0ft 4 0.047 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.79 33.45 290.00 +'itr4l.LL Comb Run ('"L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.178 0.094 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.66 33.97 362.50 Length =6.50f1 2 0.178 0.094 1.25 1.000 1.00 1.00 1.00 1.00 1.00 ' 6.93 646.64 3625.00 1.66 33.97 362.50 Length =6.Oft 3 0.055 0.094 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.15 200.67 3625.00 1.43 33.97 362.50 Length :7.oft 4 0.055 0.094 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.15 200.67 3625.00 '1.43 33.97 362.50 .Oi.Lr*H,LL Comb Run (t1t') 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length: 7.50 It 1 0.178 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.58 32.34 362.50 Length =8.50ft 2 0.178 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.58 32.34 362.50 Length 6.0ft 3 0.046 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.79 166.70 3625.00 1.35 32.34 362.50 Length = 7.0 It 4 0.046 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.79 166.70 3625.00 0.84 32.34 362.50 0+Ir+H,LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.178 0.091 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.61 32.87 362.50 Length =6.5011 2 0.178 0.091 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.61 32.87 362.50 Length =6.oft 3 0.064 0.091 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.49 231.65 3625.00 1.49 32.87 362.50 Length =7.0ft 4 0.064 0.091 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.49 231.85 3625.00 1.48 32.87 362.50 .+OI'Ir4l, ILL Comb Run (CL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0,178 0.108 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.92 39.10 362.50 Length =6.50ft 2 0.178 0.108 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.92 39.10 362.50 Length =6.oft 3 0.035 0.108 1.25 1.000 1.00 1.00 ' 1.00 1.00 1.00 1.36 126.76 3625.00 0.84 39.10 362.50 Length = 7.0 It 4 0.035 0.108 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 126.76 3625.00 0,78 39.10 362.50 +0+tr41, LL Comb Run (*IL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.178 0.109 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.94 39.63 362.50 Length =6.50ft 2 0.178 0.109 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.94 39.63 362.50 Length :6.oft 3 0.053 0.109 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.06 191.91 3625.00 1.42 39.63 362.50 Length =7.oft 4 0.053 0.109 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.06 191.91 3625.00 1.42 39.63 362.50 404tr+H, LL Comb Run (i.1) 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =7.501t 1 0.178 0.105 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.86 38.00 362.50 Length =6.501t 2 0.178 0.105 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3825.00 1.86 38.00 362.50 Length =6.0 It 3 0,044 0.105 1.25 1.000 1.00 1.00 1.00 1.00 . 1.00 1.69 157.94 3625.00 1.27 38.00 362.50 Length = 7.0 ft 4 0.044 0.105 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.69 157.94 3625.00 0.83 38.00 362.50 +D#Lr4H,ll Comb Run (i.LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length :7.50ft 1 0.178 0.106 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.89 38.53 362.50 Length = 6.50 ft 2 0.178 0.106 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.89 38.53 362.50 Length =6.oft 3 0.062 0.106 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.39 223.09 3625.00 1.47 38.53 362.50 Length =7.oft 4 0.062 0.106 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.39 223.09 3625.00 1.47 38.53 362.50 '.O'+tr*I,Ll Comb Run (Lt") 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.345 0.164 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.40 1250.14 3625.00 2.91 59.35 362.50 Length =6.501t 2 0.345 0.164 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 3625.00 2.91 59.35 362.50 Length =6.0 it 3 0.078 0.164 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.03 283.06 3625.00 1.28 59.35 362.50 Length =7.0ft 4 0.048 0.164 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.86 173.86 3625.00 0.85 59.35 362.50 'O'Ir+H, LL Comb Run (L"L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.345 0.165 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 3625.00 2.93 59.87 362.50 0.345 0.161 1.25 0.345 0.161 1.25 0.075 0.161 1.25 0.057 0.161 1.25 0.345 0.162 1.25 0.345 0.162 1.25 0.076 0.162 1.25 0.075 0.162 1.25 0.345 0.179 1.25 0.345 0.179 1.25 0.068 0.179 1.25 0.046 0.179 1.25 0.345 0.181 1.25 0.345 0.181 1.25 0.072 0.181 1.25 0.064 0.181 1.25 0.345 0.176 1.25 0.345 0.176 1.25 0,067 0.176 1.25 0.054 0.176 1.25 0.345 0.178 1.25 0.345 0.178 1.25 0.072 0.178 1.25 0.072 0.178 1.25 0.194 0.100 1.15 0.194 0.100 1.15 0.041 0.100 1.15 0.041 0.100 1.15 0.178 0.093 1.25 0.178 0.093 1,25 0.051 0.093 1.25 0.051 0.093 1.25 0.178 0.090 1.25 0.178 0.090 1.25 0.044 0.090 1.25 0.044 0.090 1.25 0.178 0.091 1.25 0.118 0.091 1.25 0.057 0.091 1.25 0.057 0.091 1,25 0.178 0.104 1.25 0.178 0.104 1.25 0.036 0.104 1.25 0.036 0.104 1.25 0.178 0.105 1.25 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 I.uu 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i-co 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 1.00 100 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 - Moment Values M lb u.vi 13.40 - 1,250.14 1.00 3.20 298.70 1.00 2.56 239.00 1.00 1.00 13.40 1,250.14 1.00 13.40 1,250.14 1.00 2.91 271.53 1.00 2.20 205.04 1.00 tOO 13.40 1,250.14 1.00 13.40 1,250.14 1.00 2.95 275.40 1.00 2.90 270.18 1.00 1.00 13.40 1,250.14 1.00 13.40 1,250,14 1.00 2.63 245.09 1.00 1.77 165.10 1.00 1.00 13.40 1,250.14 1.00 13.40 1,250,14 1.00 2.79 260.73 1.00 2.47 230.24 1,00 1.00 13.40 1,250.14 1.00 13.40 1,250.14 1.00 2.60 242.48 1.00 2.10 196.27 1.00 1.00 13.40 1,250.14 1.00 13.40 1,250.14 1.00 2.80 261.42 1.00 2.80 261.42 1.00 1.00 6.93 646.64 1.00 6.93 646.64 1.00 1.45 135.53 1.00 1.45 135.53 1.00 1.00 6.93 646.64 1.00 6.93 646.64 1.00 1.98 184.39 1.00 1.98 184.39 1.00 1.00 6.93 646.64 1.00 6.93 646.64 1.00 1.70 158.91 1.00 1.70 158.91 1.00 1.00 6.93 646.64 1.00 6.93 646.64 1.00 2.23 207.77 1.00 2.23 207.77 1.00 1.00 6.93 646.64 1.00 6.93 646.64 1.00 1.38 128.95 1.00 1.38 128.95 1.00 1.00 6.93 646.64 Shear Values F'b V fv F'v 3625.00 2.93 59.87 362.50 3625.00 1.49 59.87 362.50 3625.00 1.49 59.87 362.50 0.00 0.00 0.00 0.00 3625.00 2.85 58.24 36250 3625.00 2.85 58.24 362.50 3625.00 1.71 58,24 362.50 3625.00 099 58.24 362.50 0.00 0.00 0.00 0.00 3625.00 2.88 58.77 362.50 3625.00 2.88 58.77 362.50 3625,00 1.86 58.77 362.50 3625.00 1.54 58.77 362.50 0.00 0.00 0.00 0.00 3625.00 3.19 65.00 36250 3625.00 3.19 65.00 362.50 3625.00 1.20 65.00 362.50 3625.00 0.84 65.00 362.50 0.00 0.00 0.00 0.00 3625.00 3.21 65.53 362.50 3625.00 3.21 65.53 362.50 3625.00 1.48 65.53 362.50 3625.00 1.48 . 65.53 362.50 0.00 0.00 0.00 0.00 3625.00 3.13 63.90 362.50 3625.00 3.13 63.90 362.50 3625.00 1.63 63.90 362.50 3625.00 0.89 63.90 362.50 0.00 0.00 0.00 0.00 3625.00 3.16 64.43 362.50 3625.00 3.16 64.43 362.50 3625.00 1.78 64.43 362.50 3625.00 1.53 64.43 362.50 0.00 0.00 0.00 0.00 3335.00 1.64 33.45 333.50 3335.00 1.64 33.45 333.50 3335.00 0.92 3345 333.50 3335.00 0.79 33.45 333.50 0.00 0.00 0.00 0.00 3625.00 1.66 33.64 362.50 3625.00 1.66 33.84 362.50 3625.00 1.27 33.84 362.50 3625.00 1.27 33.84 362.50 0.00 0.00 0.00 0.00 3625.00 160 32.62 362.50 3625.00 1.60 32.62 362.50 3625.00 124 32.62 362.50 3625.00 0.83 32.62 362.50 0.00 0.00 0.00 0.00 3625.00 1,62 33.01 362.50 3625.00 1.62 33.01 362.50 3625.00 1.35 33.01 36250 3625.00 1.31 33.01 362.50 0.00 0.00 0.00 0.00 3625.00 1,85 37.69 362.50 3625.00 1.85 37.69 362.50 3625.00 0.86 37.69 362.50 3625.00 0.78 37.69 36250 0.00 0.00 0.00 0.00 3625.00 1.87 38.08 362.50 Cr Cm C 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 tOG 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 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 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 1.01 1.00 1.00 1.0( 1.00 1.00 1.0( C I _ Mike Surprenant & Associates - ..... Consulting Structural Engineers 9975 Businesspark Ave., Suite A - San Diego, CA 92131 . - Tel. (858) 693.0757 Pav 1RcW RQIJ17.r%R Wood Beam Description: RB-I Load Combination Max Stress Ratios Segment Length Span # M V Length 6.50ft 2 0.345 0.165 Length 6.0ft 3 0.082 0.165 Length = 7.0 ft 4 0.066 0.165 4O1tr4H, LL Comb Run (LL) Length =7.50ft I Length 6.50ft 2 Length 6.0ft 3 Length 7.0ft 4 40.Lr4H, LL Comb Run (LL) Length 7.50ft I Length = 6.50 ft 2 Length =6.0ft 3 Length =7.0ft 4 +O-4.r44, LL Comb Run (LL') Length = 7.50 It I Length 6.50ft 2 Length = 6.0 It 3 Length 7.0ft 4 4O4tr4H, LL Comb Run (LL*.) Length 7.50ft I Length = 6.50 ft 2 Length =6.oft 3 Length = 7.0 ft 4 '04r-+H, LL Comb Run (LLLI Length 7.5Oft I Length 6.50ft 2 Length 6.oft 3 Length =7.Oft 4 +D+Lr-*I, LL Comb Run (LLLL) Length :7.50ft I Length = 6.50 ft 2 Length =6.0ft 3 Length 7.0ft 4 40+S4H. Length 7.50ft 1 Length = 6.50 ft 2 Length 6.0ft 3 Length =7.oft 4 '.D+0.750Lr40.750L41, LL Comb Ri Length :7.50ft I Length :6.50ft 2 Length =6.oft 3 Length =7.0lt 4 4D40.750Lr40.75014H, IL Comb Ri Length =7.501t I Length 6.50ft 2 Length = 6.0 It 3 Length =7.oft 4 40'0.7501r40.750L4H, IL Comb Ri Length = 7.50 ft Length=6.50ft 2 Length =6.Oft 3 Length 7.0ft 4 4040,750Lr40.750L4H, LL Comb Ri Length = 7.50 It I Length = 6.50 ft 2 Length =6.0ft 3 Length =7.0fl 4 4040.750Lr40.750L.H, IL Comb Ri Length = 7.50 ft I Project Title: Hoefer Residence Enqineer: David Thomas Project Descr: Sheet of - Protect ID: 12076 I.o 1.25 1.25 Piined I DEC 2015,II04Ni4 CaicTees'JweEerenei'catec6 INC. 1983-2015. jltd6.15.7.8. Ver.615.4,30 C CFN C1 tt Mike Surprenant & Associates Project Title: Hoeler Residence Consulng Structural Engineers En9ineer: David Thomas Project ID: 12076 9975 Businesspark Ave., Suite A Project Descr: Sheet of San Diego, CA 92131 Tel. (858) 693-0757 Fax (858) 693.0758 Ptinted; 1 DEC 2015, I1:04M rWood Beam FOB = FProje I212076 NrlgbO3.Engthering\CalcTemplates1jioefec eneccalcec6 1 NRCALC. INC,1902015. 8:6d5.7.8.Vec6.15.4.30 Description: RBA Load Combination Max Stress Ratios Values - -Moment - Shear Values - Segment Length Span# - M C CFN CL Cr Cm C1 C1 M fb Pb Length =6,5011 2 0.178 0.105 1,25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646,64 3625.00 1.87 38.08 362.50 Length 6.Oft 3 0.049 0.105 1.25 1.000 1.00 1.00 tOO 1.00 1.00 1.91 177.81 3625.00 1.26 38.08 362.50 Length = 7.0 ft 4 0.049 0.105 1,25 1.000 tOO 1.00 1.00 1.00 1.00 1.91 177.81 3625.00 1.26 38.08 362.50 '040.750Lr+0.7501+H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501t 1 0.178 0.102 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1,81 36.86 362.50 Length =6.50ft 2 0.178 0.102 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3825.00 1.81 36.86 362.50 Length =6.0ft 3 0.042 0.102 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.63 152.34 3625.00 1.18 36.86 362.50 Length 7.0ft 4 0.042 0.102 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.63 152.34 3625.00 0.82 36.86 362.50 .D+0.750Lr40.750L*l, IL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 It 1 0.178 0.103 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.83 37.26 362.50 Length 6.50ft 2 0.178 0.103 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3625.00 1.83 37.26 362.50 Length =6.oft 3 0.056 0.103 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.16 201.20 3625.00 1.30 37.26 362.50 Length =7.011 4 0.056 0.103 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.16 201.20 3625.00 1,30 37.26 362.50 4040.750Lri0.750L41,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.303 0.146 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.59 52.87 362,50 Length =6.5011 2 0.303 0.146 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.59 52.87 362.50 Length :6.Oft 3 0.067 0.146 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.59 241.54 3625.00 1.19 52.87 362.50 Length = 7.0 ft 4 0.045 0.146 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.76 164.27 3625.00 0.84 52.67 362.50 40-.0.750Lr'0.750141, IL Comb Ru 1.000 1.00 100 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.303 0.147 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.61 53.27 362.50 Length =6.5011 2 0.303 0.147 1,25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.61 53.27 362.50 Length =6.0ft 3 0.070 0.147 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.71 253.26 3625.00 1.32 53.27 362.50 Length =7.011 4 0.059 0.147 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.28 213.13 3625.00 1.32 53.27 362.50 +D+0.750Lrs0.750LH,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.5011 1 0.303 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.55 5204 362.50 Length 6.5oft 2 0.303 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.55 52.04 362.50 Length =6.011 3 0.065 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.52 234.95 3625.00 1.52 52.04 362.50 Length =7.Oft 4 0.052 0.144 1.25 1.000 1,00 1.00 1.00 1.00 1,00 2.01 187.66 3625.00 0.87 52.04 362.50 4040.750Lr40.750L4fI,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.303 0.145 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.57 52.44 362.50 Length = 6.50 ft 2 0.303 0.145 1.25 1.000 1.00 1,00 1.00 1.00 1.00 11.78 1,099,26 3625.00 2.57 52.44 362.50 Length =6.oft 3 0.066 0.145 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.55 237.80 3625.00 1.62 52.44 362.50 Length =7.011 4 0,065 0.145 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.54 236.52 3625.00 1,35 52.44 382.50 40s0.750Lr40.750L4$,Ll Comb R' 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.303 0.158 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.80 57.11 362.50 Length = 6.50 ft 2 0.303 0.158 1.25 1.000 1.00 100 1.00 1.00 1.00 11,78 1,099.26 3625.00 2.80 57.11 362.50 Length =8.011 3 0.059 0.158 1.25 1.000 1.00 1.00 1,00 1.00 1.00 2.28 213.05 3625.00 1.13 57.11 362.50 Length =7.011 4 0.044 0.158 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.69 157.70 3625.00 0.83 57.11 362.50 4D4O75OL'00.750L4H,LL Comb R 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.303 0.159 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.82 57.51 362.50 Length :6.5011 2 0.303 0.159 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11,76 1,099.26 3625.00 2.82 57.51 362.50 Length =6.011 3 0,062 0.159 1.25 1.000 1.00 tOO 1.00 1.00 1.00 2.41 224.78 3625.00 1.31 57.51 362.50 Length =7.Oft 4 0.057 0.159 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.21 206.56 3625.00 1.31 57.51 362.50 D40.750Lr40.750L.H,LLCombR' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7,5011 1 0.303 0.155 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.76 56.29 362.50 Length =6.5011 2 0.303 0.155 1.25 1.000 1.00 1,00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.76 56.29 362.50 Length =6.0f1 3 0.059 0.155 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.28 212.99 3625.00 1.45 58.29 362.50 Length =7.oft 4 0.050 0.155 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.94 181.09 3625.00 0.86 56.29 362.50 '040,750Lr40.7501+H,LL Comb R 1.000 1.00 1.00 1.00 1.00 1.00 000 0.00 0.00 0.00 Length = 75011 1 0.303 0.156 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.78 56.68 362.50 Length =6.5011 2 0.303 0.156 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 3625.00 2.78 56.68 382.50 Length =6.0 It 3 0.063 0.156 1.25 1,000 1,00 1.00 1.00 1.00 1.00 2.46 229.95 3625.00 1.56 56.68 362.50 Length =7.011 4 0.063 0.156 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.46 229.95 362500 134 56.68 362.50 +O.0.750L40.750S41,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 I 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.5011 2 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.Oft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 33350 Length =7.oft 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333.50 +Di0.750140,750S44,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.194 0.100 1.15 1.000 1.06 1.00 1.00 1,00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 J_ Mike Surprenant & Associates Project Title: Hoefer Residence - : COflSUItifl9 Structural Engineers Engineer: David Thomas Protect ID: 12076 9975 Buslnesspark,Ave., Suite A Project Descr: Sheet - of San Diego, CA 92131 - . Tel. (858) 693-0757 Fax (858) 693-0758 Piloted: I DEC 2015.11:044.4 [Wood Beam ENERL INC. 1983-2015, Bul:6.15.7.8, Vec6.15,4.30 Description: RB-i Load Combination Max Stress Ratios Moment Values Shear Values SegmentLength Span# M V Cd CFN Ci Cr Cm C t CL ...............!b ?V Length =650ft 2 0.194 0.100 115 1.000 100 100 100 100 -. 100 693 64664 333500 164 3345 33350 Length =6.oft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length =7.Ott 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33,45 333.50 +O40.750L40,750S4H, IL Comb Ri. 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1,00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.50ft 2 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.oft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length =7.oft 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333.50 +O'*0.750L+0.750S'*I,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length = 6.50 ft 2 0.194 0.100 1,15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length 6.0ft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length 7.0ft 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333.50 4040.750L40.750S41,L1 Comb Ri. 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.5011 2 0.194 0.100 1,15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.oft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33,45 333.50 Length =7.ott 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333.50 -D.0,750L40.750S4H,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.54 33.45 333.50 Length =6.50ft 2 0.194 0.100 1.15 1,000 1.00 1.00 1.00 1.00 1.00 6,93 646.64 3335.00 1.54 33.45 333.50 Length =6.0ft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length =7.0ft 4 0.041 0,100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333,50 O40750L40750S4HLL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length 6.50ft 2 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length :6.0ft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1,45 135.53 3335.00 0.92 33,45 333.50 Length 7.0ft 4 0,041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333,50 +040,750140.750S4H, LL Comb R 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length 6.50ft 2 0.194 0.100 1.15 1.000 1.00 1.00 1,00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.oft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length =7.Ott 4 0.041 0.100 1,15 1.000 1.00 1.00 1.00 1.00 1.00 1,45 135.53 3335.00 0.79 33.45 333.50 4O40.750L40.7505+H, IL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.194 0.100 1.15 1.000 1.01) 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.50ft 2 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.Oft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length = 7.0 ft 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333.50 'sO'f0.750L40.750S+H, ILL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length 6.50ft 2 0.194 0.100 1.15 1,000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length 6.0ft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length =7.Oft 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333.50 +040,750L40.750SsH,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.50ft 2 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.olt 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length 7.Oft 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333.50 sO'0,750L40,750S*lLL Comb RI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length 6.50ft 2 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length 6.0ft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length 7.0fl 4 0.041 0.100 1.15 1.000 1,00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 3345 333.50 +040.7501.0,7505*H,LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5oft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.50ft 2 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.oft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length 7.0tt 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333.50 4040.750L'.0.750S'H,LL Comb R( 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 11 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thqas Proect ID: 12076 - 9975 Businesspark Ave., Suite A Project Desc: Sheet _______ of San Diego, CA 92131 - - Tel. (858) 693-0757 Fax (858) 693-0758 Punted: I CEC 2015. I l:04A1.1 Wood Beam He = FP 2012U2O76 er-Wrig neefulgCaIc Tw eneec6 ENERCALC. INC. 1983-2015, 8u11d:6.157.& Ver6.15.420 I Description: RB-i Load Combination Max Stress Ratios - Moment Values Shear Values - Segment l.engthSpan #MVCd C FN CjCr C m C _C1 M _lbPb - V fv F'v Length = 6.50 It 2 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length 6.0ft 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.60 0.92 33.45 333.50 Length =7.Oft 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333.50 4D40.750L40.750SH, IL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 645.64 3335.00 1.64 33.45 333.50 Length = 6.50 ft 2 0.194 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 3335.00 1.64 33.45 333.50 Length =6.011 3 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.92 33.45 333.50 Length = 7.0 ft 4 0.041 0.100 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 3335.00 0.79 33.45 333.50 sO-i'0.60W's41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 648.64 4640.00 1.64 33.45 464.00 Length = 6.50 ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length 6.0ft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1,00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length = 7.0 ft 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 +D'e0.70E# 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.5011 1 0.139 0.072 1.60 1.009 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.84 33.45 464.00 Length =6.5011 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.oft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.oft 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 4.64.00 .040.750Lr40.750L.0.450W4H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.66 33.84 464.00 Length =6.5011 2 0.139 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.66 33:84 464.00 Length =6.0 ft 3 0.040 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.98 184.39 4640.00 1.27 33.84 464.00 Length =7.oft 4 0.040 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.98 184.39 4640.00 1.27 33.84 464.00 i'O'10.750Lr40,750140.450Ws+l,LL 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =7.5011 1 0.139 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.60 32.62 464.00 Length =6.5011 2 0.139 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.60 32.62 464.01) Length =6.0ft 3 0.034 0.070 1.60 1.009 1.00 1.00 1.00 1.00 1.00 1.70 158.91 4640.00 1.24 32.62 464.00 Length = 7.011 4 0.034 0.070 1.60 1.000 1.00 1.00 1.09 1.00 1.00 1.70 158.91 4840.00 0.83 32.62 464.00 40+0.750Lr40.7501.0.450W4+4.LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.139 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.62 33.01 464.00 Length 6.5011 2 0.139 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1,00 6.93 646.64 4640.00 1.62 33.01 464.00 Length =6.Oft 3 0.045 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.23 207.77 4640.00 1.35 33.01 464.00 Length = 7.0 It 4 0.045 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.23 207.77 4640.00 1.31 33.01 464.00 4040.750Lr40.750L'0.450W41, IL 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length :7.5011 1 0.139 0.081 1.60 1.000 1.00 1.00 1.09 1.00 1.00 6.93 646.64 4640.00 1.85 37.69 464.00 Length =6.5011 2 0.139 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.85 37.69 464.09 Length =6.0ft 3 0.028 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1,38 128.95 4640.00 0.86 37.69 484.00 Length =7.oft 4 0.028 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.38 128.95 4640.00 0.78 37.69 464.00 4O+0.750Lr40.750L4.450W4H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.139 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.87 38.08 464.00 Length =6.5011 2 0.139 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.87 36.08 464.00 Length =6.oft 3 0.038 0.082 1.60 1.000 1,00 1.00 1.00 1.00 1.00 1.91 177.61 4640.00 1.26 38.08 464.00 Length =7.oft 4 0.038 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.91 177.81 4640.00 1.26 38.08 464.00 +O'.0.750Lr*0.750L40.450W.H,LI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.09 0,00 0.00 Length =7.50ft 1 0.139 0.079 1.60 1.000 1.00. 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.61 36.86 464.00 Length =6.5011 2 0.139 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.81 36.86 464.00 Length =6.oft 3 0.033 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.63 152.34 4640.00 1.18 36.86 464.00 Length =7.011 4 0.033 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.63 152.34 4640.00 0.82 36.86 464.00 1040,750Lr40.750L+0,450W41,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.83 37.26 464.00 Length =6.5011 2 0.139 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.83 37.26 464.00 Length =6.oft 3 0.043 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.16 201.20 4640.00 1.30 37.26 464.00 Length r7.011 4 0.043 0.080 1,60 1.000 1,00 1.00 1.00 1.00 1.00 2.16 201.20 4640.00 1.30 37.26 464.09 +040,750Lr40,750L40,450WiH,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.237 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11,78 1,099.26 4640.00 2.59 52.87 464.00 Length = 6.50 ft 2 0.237 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.59 52.87 464.00 Length =6.011 3 0.052 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.59 241.54 4640.00 1.19 52.87 464.00 Length =7.oft 4 0.035 0.114 1.60 1.000 1.00 1.00 1.09 1.00 1.00 1.76 164.27 4640,00 0.84 52.87 464.00 *040.750Lr40.750L.0.450W'+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.237 0.115 1.60 1.000 1.00 1.00 1,00 11.00 1.00 11.78 1,099.26 4640.00 2.61 53.27 464.00 _ Mike Surprenant & Associates Prcect Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thqias Prolect ID: 12076 9975 Buslnesspark Ave., Suite A Protect Descr: Sheet I of San Diego, CA 92131 - Tel. (858) 693.0757 Fax (858) 693-0758 Pained: i DEC 2015,11:0441 [Wood Beam File = F sOIZ1076-Hoefet-W lgiCalcTemptates\hoer enercalc.ecfi ENERCALC. INC1983-2015. Bud6.15.7.&Vei6.15.4,30 Description: RB-i Load Combination Max Stress Ratios Values - Moment Shear Values Segment Length Span# M V C CFN i Cr Cm C CL M lb _Pb V lv F'v Length =650ft 2 0.237 0115 160 1.000 100 100 100 100 100 1178 109926 464000 261 5327 46400 Length =6.Oft 3 0.055 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.71 253.26 4640,00 1.32 53.27 464.00 Length :7.oft 4 0.046 0.115 . 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 213.13 4640.00 1.32 53.27 464.00 .O40.750Lr40.750140.450W+H, LL 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.237 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.55 52.04 464.00 Length = 6.50 ft 2 0.237 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.55 52.04 464.00 Length '6.oft 3 0.051 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.52 234.95 4640.00 1.52 52,04 464.00 Length '7.oft 4 0.040 0.112 1,60 1.000 1.00 1.00 1.00 1.00 1.00 2.01 187.66 4640.00 0.87 52.04 464.00 40+0.7501.r40.750L-i0.450W'*I,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.237 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.57 52.44 464.00 Length 6.50 ft 2 0.237 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.57 52.44 464.00 Length 6.0ft 3 0.051 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.55 237.80 4640.00 1.62 52.44 464.00 Length =7.0ft 4 0.051 0.113 1.60 1.000 1.00 1.00 1,00 1.00 1.00 2.54 236.52 4640.00 1.35 52.44 464.00 4040.750Lr*0,750L40,450W'+H, IL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.237 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.80 57.11 464.00 Length =6.50ft 2 0.231 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.80 51.11 464.00 Length =6.oft 3 0.046 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 213.06 4640.00 1.13 57.11 464.00 Length =7.0ft 4 0.034 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 157.70 4640.00 0.83 57.11 464.00 -*D-.0.750Lr40.750140.450W'eH,LI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.237 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.82 57.51 464.00 Length = 6.50 ft 2 0.237 0.124 1.60 1.000 1.00 1,00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.82 57.51 464.00 Length =6.011 3 0.048 0,124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.41 224.78 4640.00 1.31 57.51 464.00 Length =7.Oft 4 0.045 0.124 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.21 206.56 4640.00 1.31 57.51 464.00 4O'.0.750Lr40.750L'.0.450WsH, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.237 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.76 56.29 464.00 Length = 6.50 ft 2 0.237 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.76 56.29 464.00 Length =6.Ott 3 0.046 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.28 212.99 4640.00 1.45 56.29 464.00 Length =7.oft 4 0.039 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.94 181.09 4640.00 0.86 56.29 464.00 40.0.750Lr40.750L'0.450W41, IL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.237 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.78 56.68 464.00 Length =6.50ft 2 0.237 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 4640.00 2.78 56.68 464.00 Length =6.0ft 3 0.050 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.46 229.95 4640.00 1.56 56.68 464.00 Length =7.0ft 4 0.050 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.46 229.95 4640.00 1.34 56.68 464.00 'O'0.750L+0.750S40.450W4H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =7.50ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length = 6.50 ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.Oft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length = 7,0 It 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 '#040.7501.0,750S40.450W4H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.5011 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.011 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.011 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 4O0.750L40.750S0.450W4H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.93 646.64 4640.00 1.64 33.45 464.00 Length =6.50ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.0ft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.01t 4 0.029 0.072 1.60 1.000 1,00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 4040.750L40.750S40.450W4H,LI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1,64 33.45 464.00 Length =6.5011 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.011 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.011 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 4040.750140.750S40,450W4H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.5011 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.5011 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1,00 6.93 646.64 4640.00 1.64 33.45 464.00 Length = 6.0 ft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length z 7.0 ft 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 +D40.7501.*0.750S0.450WiH, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Moment Values Shear Values CFN C Cr Cm C t CL M ft) Fb V fV Fv - i.666 fob 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1,45 135.53 4640.00 0.92 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640,00 0.79 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1,00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33,45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1,45 135.53 4640.00 0.92 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 .4640.00 0.79 33.45 464,00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 079 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 . 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 1.000 1,00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1,00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1,64 33.45 464.00 1.000 1.00 1.00 1,00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79' 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 454.00 1.000 1.00 1,00 1.00 1.00 1.00 1,45 135.53 4640.00 0.92 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Description: RB-I Load Combination Segment Length Span# Length =6.50ft 2 Length 6.0ft 3 Length = 7.0 ft 4 4040.750L40,750S40.450W+H, LL Length = 7.50 ft 1 Length =6.50ft 2 Length 6.0ft 3 Length 7.Oft 4 +O.0.750140.750S40.450W4H, (1 Length = 7.50 ft I Length = 6.50 ft 2 Length 6.Oft 3 Length =7.0ft 4 4040.750L40.750S+0.450W4H, LL Length =7.50ft I Length = 6.50 ft 2 Length :6.0ft 3 Length =7.01t 4 +O40.75OL40.750S0.450W4H, LI. Length =7.50ft I Length =6.501t 2 Length =6.0ft 3 Length =7.0ft 4 4040.750L40.750S10.450WH, Ii Length =7.50ft 1 Length z 6.50 ft 2 Length =6.0ft 3 Length 7.Oft 4 4040.750L'.0.750S40.450W'+4-I, LL Length =7,50ft 1 Length = 6.50 ft 2 Length =6.0ft 3 Length =7.01t 4 40+0.750L40.750S40.450W4H, LL Length = 7.50 ft I Length = 6.50 ft 2 Length =6.0ft 3 Length =7.Oft 4 4040.750L40.750S40.450W41, IL Length 7.50ft I Length 6.50ft 2 Length =6.0ft 3 Length =7.0ft 4 '040.750140,750S+0.450W41, LL Length = 7.50 ft I Length = 6.50 ft 2 Length = 6.0 ft 3 Length =7.Oft 4 +040.750140.750540.5250E#H, LL Length = 7.50 ft 1 Length = 6.50 ft 2 Length =6.0ft 3 Length =7.Oft 4 4D"0.750L40.750S40.5250E4H, LL Length = 7.50 ft 1 Length = 6.50 ft 2 Length =6.Oft 3 Length =7.0ft 4 4040.750L40.750S40.5250E+H, LL Length = 7.50 ft I Cd 1.60 1.60 1.60 Max Stress Ratios M V 0.139 0.072 0.029 0.072 0.029 0.072 0.139 0.072 1.60 0.139 0.072 1.60 0.029 0.072 1.60 0.029 0.072 1.60 0.139 0.072 1.60 0.139 0.072 1.60 0.029 0.072 1.60 0.029 0.072 1.60 0.139 0.072 1.60 0.139 0.072 1,60 0.029 0.072 1.60 0.029 0.072 1.60 0.139 0.072 1.60 0.139 0.072 1.60 0.029 0.072 1.60 0.029 0.072 1.60 0.139 0.072 1.60 0.139 0.072 1.60 0.029 0.072 1.60 0.029 0.072 1.60 0.139 0.072 1.60 0.139 0.072 1,60 0.139 0.072 1.60 0.029 0.072 1.60 0.029 0.072 1.60 0.139 0.072 1.60 0.139 0.072 1.60 0.029 0.072 1.60 0.029 0.072 1.60 0.139 0.072 1.60 0.139 0.072 1.60 0.029 0.072 1.60 0.029 0.072 1.60 0.139 0.072 1.60 0.139 0.072 1.60 0.029 0.072 1.60 0.029 0.072 1.60 0.139 0.072 1.60 0.139 0.072 1.60 0.029 0.072 1.60 0.029 0.072 1.60 0.139 0.072 1.60 0.139 0.072 1.60 0.029 0.072 1.60 0.029 0.072 1.60 _ Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thomas Project ID: 12076 9975 Businessparlc Ave., Suite A Project Descr. Sheet ' of San Diego, CA 92131 - . Tel. (858) 693-0757 Fax (858) 693-0758 I DEC 2015.1IO4J.4 I Wood Beam Fl1 -Wdgh503-EineerCatc Tomp calcec6• ENERCALC. INC. 1983-2015. Bulld:6.15.7.8.Ver6.15.4.30 . Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thomas Project ID: 12076 9975 Buslnesspark Ave., Suite A Project Descr: Sheet I I of San Diego, CA 92131 Tel. (858) 693.0757 Fax (858) 693.0758 Punted: I DEC 2015, II:O4NI Wood Beam File = F 76-Hoe!er-W(ighIl03-EnglncedngCa1c Tem l ENERCALC. INC. 1983-2015, Build:6.15.7.8, Ver:6.15.4.30 I Description: RB-i Load Combination Max Stress Ratios - Moment Values Shear Values - Segment Length Span# M V Cd C FN C Cr Cm C CL M lb Pb V fv F'v Length=6.50ft 2 0.139 0.072 .1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646,64 4640.00 1.64 33.45 464.00 Length = 6,0 ft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length = 7.0 ft 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0,79 33.45 464.00 '040.750L40.750S40,5250E4HLL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =8.50ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.0ft 3 0.029 0.072 1.60 1.000 1.00 1.00 1,00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length = 7.0 It 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464,00 40'+0.750L40.750S40.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1,00 0,00 0.00 0.00 0.00 Length =7.50ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length 6.50ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.oft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length 7,0ft 4 0.029 0.072 1.60 1.000 1.00 1.09 1.00 1.00 1.00 1.45 135.53 4640.00 0,79 33.45 464.00 40+0.7501.40.7508+0.5250E*I, LL 1.000 1.00' 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.50ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.0ft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.0ft 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 +D'+0,750L40,750S40,5250E4H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length = 6.50 ft 2 0.139 0.072 1.60 1,000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.0ft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.oft 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 i.00 1.45 135.53 4640.00 0.79 33.45 464.00 -I'0-+0,750L40.750S.0.5250E*H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.50ft 2 0.139 0.072 1.60 1,000 1.00 1.00 1,00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.oft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.01t 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 4040.750140.750S40.5250E41,LL 1,000 1.00 1.00 1.00 1.00 1.00 ' 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length = 6.50 ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.oft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.ofi 4 0.029 0.072 1.60 1.000 1.00 1.00 1,00 1.00 1.00 1.45 135.53 4640.00 0,79 33.45 464.00 4040.750L40.750S90.5250E4H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length = 6.50 ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.oft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.0ft 4 0.029 0.072 1.60 1.000 ' 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 4040.750L"0.750S40.5250E'*$,LL 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1,000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length = 6.50 ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.0ft 3 0.029 '0.072 1.60 1.000 .1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.0ft 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 4040.750L40.7505+0.5250E#l, II 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1,00 1.00 1.00 6.93 646.64 4640.00 1,64 33.45 464.00 Length = 6.50 ft 2 0.139 . 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 , 646.64 4640.00 1.64 33.45 464.00 Length =6.0ft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.Oft 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 4040.750L40.750S90.5250E#I,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.139 0.072 1,60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length =6.50ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 ' 646.64 4640.00 1.64 33.45 464.00 Length 6.0lt 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.Oft 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 4040.750140.750S'+0.5250E4H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft 1 0.139 0.072 1.60 .1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length = 6.50 ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1,00 1.00 6.93 646.64 4640.00 1.64 33.45 464,00 Length =6.oft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length :7.0ft 4 0.029 0.072 1.60 1.000 1.00 1,00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 +O'+0.7501'.0,750S'0.5250E,H.LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Mike Surprenant & Associates it Consulting Structural Engineers 9975 Businesspark Ave., Suite A San Diego, CA 92131 Tel. (858) 693-0757 Wood Beam Project Title: Hoefer Residence Engineer: David Thomas Prolect ID: 12076 Project Descc: Sheet I ' of Pintet I DEC 2015,11-04 Flo = F: 12076 H -Wdht03.EnglneefIngCalc Teshoefeieneca1c.ec6 ENERCAIC. INC. 1983-2015, Bund:6,1571 Ver.6.15.4.30 Description: RB-I Load Combination Max Stress Ratios Moment Values Shear Values - Segment Length Span # M V Cd C FN C I Cr Cm C I C1 M lb F'b V fv F'v Length = 6.50 ft 2 0.139 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.93 646.64 4640.00 1.64 33.45 464.00 Length :6.oft 3 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.92 33.45 464.00 Length =7.Oft 4 0.029 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.45 135.53 4640.00 0.79 33.45 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length '7.50ft 1 0.084 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.16 387.98 4640.00 0.98 20.07 464.00 Length :6.50ft 2 0.084 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.16 387.98 4640.00 0.98 20.07 464.00 Length 6.0ft 3 0.018 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,87 81.32 4640.00 0.55 20.07 464.00 Length :7.0 ft 4 0.018 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,87 81.32 4640.00 MB 20.07 464.00 40.60D90.70E40.6011 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.084 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.16 387.98 4640.00 0.98 20.07 464.00 Length :6.50ft 2 0.084 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.16 387.98 4840.00 0.98 20.07 4600 Length =6.Oft 3 0.018 0,043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.87 81.32 4640.00 0.55 '20.07 464.00 Length :7.oft 4 0.018 0.043 1.60 1.000 1.00 1.00 1.00 1,00 1.00 0.87 81.32 4640.00 0.48 20.07' 464.00 Overall _Maximum _Deflections Load Combination Span Max.'-' Defi Location in Span Load Combination Max. +' Deli Location in Span 404414H, ILL Comb Run (LL1 1 0.5074 0.000 0.0000 '. 0.000 2 0.0000 , 0.000 0Lr.+1, LL Comb Run (LL*) -0.0352 2468 +0+tr.H,LL Comb Run (LL') 3 0.0111 2.506 0.0000 2.468 s0+Lr#$, LL Comb Run ('L'L) 4 0.0088 3.899 "D+Lr+H, LL Comb Run (L*..') -0.0011 ' 0.532 Vertical Reactions ' Support notation: Far left is #1 Values in KIPS ' LoadComblnation Supporti Support Support Suppoit4 Suppoi15 Overall MAXImum ' 6.353 -2357' '40W 1.164 Overall MiNImum 0.026 0.049 -0.097 0.013 40*1 3.278 -0.552 2.065 0.550 40+141, LL Comb Run ('"1) 3.278 .0.552 2.065 0.550 +0+L+H, LL Comb Run ("1) 3.278 .0.552 2.065 0.550 4094.41, LL Comb Run ("LL) 3.278 -0.552 2.065 0.550 i0+L+H, IL Comb Run ('L') 3.278 -0.552 2.065 0.550 +0s4.*H, LL Comb Run (VI) 3.278 -0.552 2.065 0.550 +0.141, LL Comb Run ('LL) 3.278 -0.552 2.065 0.550 .D"t*H, LL Comb Run ('ILL) 3.278 -0.552 2.065 0.550 +0+141, LL Comb Run (L") 3.278 -0.552 2.065 0.550 +0+141,11 Comb Run (L"L) 3.278 -0.552 2.065 0.550 +04141,LL Comb Run (L'L') . 3.278 -0.552 2.065 0.550 40+1++1, LI. Comb Run (I'LL) 3.278 -0.552 2.065 0.550 +O.l+H, LL Comb Run (LL') 3.278 -0.552 2.065 0.550 '0+141, LI Comb Run (LL*..) 3.278 -0.552 2.065 0.550 +D.4.+H, LL Comb Run (ILL') 3.278 .0.552 2.065 0.550 '.0*4.41,11 Comb Run (LLLL) 3.278 -0.552 2.065 0.550 +D+4.r41,LL Comb Run ('"L) 3.304 .0.723 3.009 1.150 .D+Lr4l,lL Comb Run ("1') 3.224 0,105 2.710 0.502 '.0'4,.r41,lL Comb Run (1.L) 3.250 -0.066 3.654 1.103 '.04.r*H,IL Comb Run (V') 3.671 0.049 1.969 0.563 404.4H,LL Comb Run (VL) 3.697 -0.121 2.913 1.164 *0.Lr#I,LL Comb Run ('IL') 3.617 0.706 2.613 0.516 +0+4.r41,Ll Comb Run ('LLL) 3.642 0.536 3.557 1.116 *0+141, IL Comb Run (1") 5.935 -2.187 2.489 0.491 '04.r41, IL Comb Run (L"L) '5.961 -2.357 3.433 1.092 .0+4..r41, ILL Comb Run (L'L') 5.881 -1.530 3.134 0.444 .D"Lr.H,LL Comb Run (L'LI) 5.907 .1.700 4.078 1.044 40slr4l, IL Comb Run (LL') 6.327 -1.586 2.392 0.505 0+1r*H,LL Comb Run (LL'L) 6.353 -1.756 3.337 1.105 *0+lr4H, LL Comb Run (tiLl 6.273 -0.929 3.037 0.457 '.O'.lr#I,LL Comb Run (LLLL) 6.299 -1.099 3.981 1,057 404641 3.278 -0.552 2.065 0.550 .D40,750Lr40,750L41, IL Comb Run (' 3.298 .0.680 2.773 1.000 +D'.0.750Lr40750L41, LL Comb Run (' 3.238 0.060 2.549 0.514 '.0i0,750Lr-'0.7501+H, LL Comb Run (' 3.257 -6.187 3.257 0.964 Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thgmas Prolect ID: 12076 9975 Businesspark Ave., Suite A Project Descr: Sheet I 2 of I San Diego, CA 92131 _ Tel. (858) 693-0757 Fax (858) 693.0758 Puited: 1DEC 2015. 11:04AM vvA1OOu -' Beam File FP 1207&-Hoefer-wiighrEdng\Calc TempletesV=WmwCated .. ENERCALC, INC. 119812015,130d:6.11 g Ver.615.4.30 Lic. Description: RB-I Vertical Reactions Support notation: FBI left Is #1 Values in KIPS - Load Combination Support 1 Support 2 support 3 Support 4 Support 5 +040.750Lr40.750L+H,LICombRun( 3.57 ..- .0.102 1.993...........•'.5• .....___ '00.750Lr40.750L.4i, LI Comb Run ( 3.592 -0229 2.701 1,010 "00.750Lr-.0.750L4I, Li Comb Run (h 3.532 0.391 2.476 0.524 +00.750Lr40.750L4l, LI Comb Run ( 3.551 0.264 3.184 0.974 O0.75QLr'0.750L+H, LI Comb Run (L 5.271 -1.778 2.383 . 0.506 40.0.750Lr40.7501-4+1, LI Comb Run (L 5.290 -1.906 3.091 0.956 4040.750Lf-+0.75014H, LI. Comb Run (L 5.230 -1.285 2.867 0.470 .040.7501s40.750141, IL Comb Run (I. 5.250 -1.413 3.575 0.920 +040.75011-+0.7501*I, LI Comb Run (1 5.565 -1.327 2.311 0,516 'i040.7501j..0.750L41, LI Comb Run (1. 5.585 -1.455 3.019 0.966 +D40.7501r40.750U.fl, II Comb Run 5.525 -0.835 2.794 0.480 's0'.0.7501r40.7501'sH, LI Comb Run (1 5.544 -0.962 3.502 0.930 +040.750L.0.750S*l, II Comb Run (" 3.278 4.552 2.065 0.550 "040.750140.750$4H, LI Comb Run (" 3.278 -0.552 2.065 0.550 "D+0.7501's0.7505.*l, LL Comb Run (" 3.278 -0.552 2.065 0.550 5 "0i0.750L"0.750S+H, IL Comb Run (1. 3.278 -0.552 2.065 0.550 '0's0.750t..0.750S+H, LI Comb Run (1. 3.278 -0.552 2.065 0.550 $040 .750L+O.750S#I, LI Comb Run (*1. 3.278 -0.552 2.065 0.550 +040,7501.0.750S41, LI Comb Run (1. 3.278 -0.552 2.065 0.550 +040,750190,750841, U. Comb Run (L' 3.278 -0.552 2.065 0.550 40407501+0.750S441, LL Comb Run (L' 3.278 -0552 2.065 0.550 +040.750140.750S41, LL Comb Run (L' 3.278 4.552 2.065 0.550 +00.750I0,750S'41, LI. Comb Run (L' 3.278 -0.552 2.065 0.550 +0+0,750140,750S4H, LL Comb Run (LI 3.278 -0.552 2.065 0.550 *040.750L+0.750S#$, U, Comb Run (LI 3.278 -0.552 2.065 0.550 +D0.750I0.750S4t, U. Comb Run (LI 3.278 -0.552 2.065 0.550 +040.7501'0.750S#$, LI, Comb Run (LI 3.278 -0.552 2.065 0.550 +Q+0.60W41 3.278 -0.552 2.065 0.550 4040.70E4H 3.278 .0.552 2.065 0.550 +D'+0,750Lr+0.750L40.450W41, II Corr 3.298 -0.660 2.773 1,000 4D40.750Lr40.750140.450W4H, Ii Corr 3,238 -0.060 2.549 0.514 -0'0.750Lr40.750I40.450W4H, IL Con' 3.257 0.181 3.257 0.964 4040.750Lr40.750140.450W.H, LI Con' 3.573 -01D2 1.993 0.560 "00.750Lr'0.750L+0.450W.H, LI. Corr 3.592 -0.229 2.701 1.010 +00.750Lr40.150L40.450W+4-t, LL Corr 3.532 0.391 2.476 0.524 40s0.750Lc40.750140.450W4H, LL Con' 3.551 0.264 3.184 0.974 +D'0.75011-'0.750140.450W.H,LICOn' 5.271 .1:778 2.383 0.506 +D'0.750Lr40.750140.450W'H, IL Con' 5.290 -1.906 3.091 0.956 4O0.7501J0.750I40,450W.H, LI Con' 5.230 .1.285 2.867 0.470 4040.7501r40.750140,450W.H, U. Con' 5.250 -1.413 3.575 0.920 "040.750Lr40.750L.0.450W4H, LI Con' 5.565 -1:327 2,311 0,516 4040.750Lr40.750t-40,450W+H, Li Corn 5.585 -1.455 3,019 0.966 l'0'.0.750Ir40.750140.450W41, LI Con 5.525 -0.835 2.794 0.480 5 +0+0,7501.r40.750140.450W4H, LI Con 5.544 0.962 3.502 0.930 40"0.750140.750840.4.50W4H, LI Corn 3.278 70.552 2.065 0.550 '00.750I"0.750S40.450W'.H, LI Corn 3.278 -0.552 2.065 0,550 'I0'+0.7501'.0.750S40.450W4H, LI Corn 3.278 .0.552 2,065 0.550 +0+0,750L+0.750S40450W.H LI Corn 3.278 .0.552 2.065 0.550 +040.750140,750S40.450W1H, LI Corn 3.278 -0.552 2,065 0.550 00.750L40.750S40.450W4l, U. Corn 3.278 -0.552 2,065 0.550 '00.750L-.0.750S0.450W+H, II Corn 3.278 .0.552 2.065 0.550 0O.750L-40.750S40.450W4H, IL Corn 3.278 -0.552 2.065 0.550 -*040.7501+0.750S40.450W+H, LI Corn 3.278 -0.552 2.065 0.550 . .' 0-'0.7501..0.750S40.450W-$H, LL Corn 3.278 -0,552 2.065 0.550 '.040.750U$0.750S40,450W#1, LI Corn 3.278 -0.552 2.065 0,550 '0-'0.750140.750840.450W+4-I, LI Corn 3.278 -0.552 2.065 0.550 +0+0.750140,750$40.450W-.H, LI Corn 3.278 .0,552 2.065 0.550 5. 4040.7501'0.750840,450W41-I, IL Corn 3.278 -0,552 2.065 0.550 +090.750140.750S.0.450W4fl, IL Corn 3.278 -0.552 2.065 0.550 -"040,750110.750S40,5250E41, IL Con 3.278 -0.552 2.065 0,550 _ Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Tlorpas Project ID: 12076 - 9975 Buslnesspark Ave., Suite A Project Descc Sheet 1 ' of San Diego, CA92131 Tel, -(058) 6930757 Fax (858) 693-0758 pnriled: 10EC2015, I104N.1 W"d Beam -- File = TwVlatesllmfer ENERCALC, INC. 1983-2015, Bud:6.157.8, VéL6.15.4.30 Descptlon: RB-i Vertical Reactions Support notation: Far left is #1 Values in KIPS -. Load Combination Support I Support 2 Support 3 Support 4 - Support 5 +0-0.750l.+0.750S*0.5250E+H, LL Con 3.278 -0.552 2,065 0.550 'O'0.750L40.750S405250E4H'LL Con 3.278 0.552 2.065 0.550 4040.750L40.750S40.5250E4H, LL Con 3278 -0.552 2.065 0.550 00.750L-.0.750S40.5250E-*t, LI. Con 3.278 -0552 2.065 0.550 +O40.750L+.750S40.5250E'H, LI. Con 3.278 -0.552 2.065 0.550 4040.750140.750S$0.5250E+H,LL Con 3.278 0.552 2.065 0.550 .D40.750L10.750S40.5250E+H, LL Con 3.278 4552 2.065 0.550 'D'0.7501'0.750S40.5250E41, LI. Con 3.278 4.552 2.065 0.550 +D+0.750L40.750540.5250E4H, LL Con 3.278 -0.552 2.065 0.550 .D.0.750140.750S.0.5250E.1-1, IL Con 3.278 0.552 2.065 0.550 40*0.750I0.75OS40.5250E4H, IL Con 3.278 -0.552 2.065 0.550 4040.750140.750S90.5250E41, LL Con 3.278 0.552 2.065 0.550 4040.7501*0.750S.0.5250E-.H, LL Con 3.278 0.552 2.065 0.550 4040.7501+0.750S40.5250E4H, LL Con 3.278 0552 2.065 0.550 31 40.60040.60W40.60H 1.967 0.331 1.239 0.330 0.600470E+0.60H 1.967 331 1.239 0.330 4. D Only 3278 -0.552 2.065 0.550 Lr Only, LL Comb Run ("L) 0.026 -0:170 0.944 0.600 Lr Only, LL Comb Run ("I.') -0.054 0.657 0.645 -0.048 Lr Only, LL Comb Run ("IL) -0.028 0.487 1.589 0.553 Lr Only, Ll Comb Run ('L") 0.392 0.601 -0.097 0.013 Lr Only, ll Comb Run (VL) 0.418 0.431 0.847 0.614 Lr Only, LL Comb Run ('ti) 0338 1258 0.548 -0.034 Lr Only, LL Comb Run (*LLI) 0.364 1.088 1.492 0.566 Lr Only, LL Comb Run (L") 2.657 -1.634 0.424 -0.059 Li Only, LL Comb Run (L-L) 2.682 -1.04 1.368 0.542 Lr Only, LL Comb Run (I'L') 2.602 :0.977 1.069 -0.106 Ir Only, LL Comb Run (LIL) 2.628 -1.147 2.013 0.494 Lr Only, lL Comb Run (LL") 3.049 -1.033 0.327 -0.045 Lr Only, U Comb Run (LI'L) 3.075 -1.203 1.271 0.555 Li Only, LL Comb Run (LII') 2.995 70.376 0.972 -0.093 Lr Only. LL Comb Run (LLLL) 3.021 -0546 1.916 0.507 L Only, LL Comb Run ('"1) L Only, II Comb Run ("I') I Only, IL Comb Run ("LL) ,. I Only, LL Comb Run ('1") I Only, LI Comb Run ('L'L) I Only, IL Comb Run ('LLI - L Only, LI. Comb Run ('LII.) L Only, IL Comb Run (L") - I. Only, IL Comb Run (L"L) -: L Only, LL Comb Run (L'L) - L Only, LL Comb Run (I'LL) L Only, LL Comb Run (IL") L Only, LL Comb Run (LL'L) L Only, II Comb Run (LLL) - I Only, LI Comb Run (LLIL) - SOnly WOnly EOnly HOnly V Shear Values fv F'v 0.00 0.00 0.00 3.15 74.98 261.00 0.00 0.00 0.00 3.15 74.98 290.00 0.00 0.00 0.00 6.18 147.18 362.50 0.00 0.00 0.00 3.15 74.98 333.50 0.00 0.00 0.00 Moment Values 0.00 17.62 1,118.70 2610.00 0.00 17.62 1,118.70 2900.00 0.00 34.57 2,194.88 3625.00 0.00 17.62 1,118.70 3335.00 0.00 M lb F'b C 1 Cr Cm C CL 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 j Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thomas Prolect ID: 12076 9975 Busiriesspark Ave., Suite A Project Desc: Sheet 15 of San Diego, CA 92131 Tel. (858) 693-0757 Fax (858) 693-0758 Printed: I DEC 2OI5.11:O5AM Wood Beam File = F: s\20l212076Hoefer-WtIghO3-EnoertngCalc Templisthoerenercaic.e6 I ENERCALC, INC. 1983-2015, 6u1d:6,15.7.8, Ver.6.15A.30 RB-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi Load Combination ASCE 7-05 - Fb - Compr 2,900.0 psi Fc - PrU 2,900.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsIon buckling E: Modulus of Elasticity Ebend-xx 2,000.Oksi Eminbend - xx 1,016.54ks, Density 32.210pcf 0(0.351 Lr(O.35 V 0(0.4) Lr(O.4) + + 3.5x1 8.0 Spans 19.50 ft AppliedLoads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0=0.020, Lr = 0.020 ksf, Extent 0.0->> 5.0 It, 'Tributary Width= 20.0111 Uniform Load: D=0.020, Li = 0.020 ksf, Extent= 5.0 ->> 19.50% Tributary Width 17.50 ft DESIGN SUMMARY r 'Maximum Bending Stress Ratio = 0.6051 Maximum Shear Stress Ratio Section used for this span 3.5x1 8.O Section used for this span lb : Actual = 2,194.88 psi lv Actual 'F8: Allowable 3,625.00 psi Fv : Allowable Load Combination 40+Lr Load Combination -Location of maximum on span = 9.679f1 Location of maximum on span Span # where maximum occurs = ' Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.344 in Ratio = 680 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.701 in Ratio = 333 Max Upward Total Deflection 0.000 in .Ratio = 0 <240 = 0.406:1 3.5x18.0 = 147.18 psi = 362.50 psi +D41J = 0.00011 = ' Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios SegnientLength Span# M V C CFN D Only Length 19.50 It ' 1 0.429 .0.287 0,90 1.000 +041. 1.000 Length =19.50f1 1 0.388 0.259 1.00 1.000 +0+Lr 1.000 Length = 19.50 It 1 0.605 0.406 1.25 1.000 +04-S 1.000 Length = 19.50 ft 1 0.335 0.225 1.15 1.000 0+0.750Lr40.750L 1.000 Surprenant & Associates Project Title: Koefer Residence -- Consulting Structural Engineers Engineer: David Thoas Project ID: 12076 f Mike 9975 Buslnesspark Ave., Suite A Project Descr: Sheet Ib of \ IL San Diego, CA 92131 - - Tel. (858)693-0757 Fax (858) 693-0758 ,, minted: 1 DEC 2ols.11:o1 Wood - wvOOu Beam Ale FProjeds\2012 12076-Hoe ghna3-Englneering%Calc 1emplatesVioeferenercac.0j ',-.. ,...,.•" ENERC INC. 1983-2D1 5 6uHd:6.157.8,V:6i5.4!_j It!it'ff'M'I.]i1.I4 Description: RB-2 Load Combination Max Stress Ratios -. Moment Values Shear Values Segment Length Span # M V Cd C FN C1 Cr Cm C t CL M lb Pb V hi F'v Length 1950 ft 1 0531 0356 1 25 1 000 1 00 1 00 100 1.00 1 00 3033 1,925.84"" 362500 542 129.13 36250 -.D-+0.7501+0.750S 1.000 tOO 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 19.50 ft 1 0.335 0.225 1.15 1.000 1.00 '1.00 1.00 1.00 1.00 17.62 1,118.70 3335.00 3.15 74.98 333.50 1.000 1.0 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0,241' 0.162 1.60 1.000 i.00 1.00 1.00 1,00 1.00 17.62 1,118.70 4640.00 3.15 74.98 464.00 4Ds0.70E 1.000 too. 1.00 1.00 1.00 1.00 0.00 0.00 - 0.00 0.00 Length 19.50ft 1 0.241 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1,00 17.62 1,118.70 4640.00 3.15 74.98 464.00 *D-.0.750Lr40.7501-0.750W 1.000 '1.00 1.00 1.00 1.00 1.00 0.00 0.00 '0.00. 0.00 Length = 19.50 ft 1 0.415 0.278 1.60 1.000 1.00. .1.00 1.00 1.00 1.00 30.33 1,925.84 4640.00 5.42 129.13 464.00 +O+0.7501.+0.7508+0.750W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 19.50tt 1 0.241 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.62 1,118.70 4640.00 3.15 74.98' ' 464.00 -.O'.0.750tr+0.750L+0.5250E 1.000 1.00. 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 19.50ft 1' 0.415 0.278 '1.60 1.000' 1.00 1,00 1.00 1.00 1.00 30.33 1,925,84 4640.00 5.42 129.13 464.00 +0+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 ' 0.00 0.00 0.00 0.00 Length =19.50ft 1 0.241 0.162 1.60 1.000 1.00 , 1.00 1.00 1.00 1.00 17.62 1,118,70 4640.00 3.15 74.98. 464.00 +0.60D+W 1,000 '1.00 1.00 1.00 1.00 1.00 ' 0.00 0.00 0.00 0.00 Length 19.50ft 1 0.145 0.097 1.60 1.000 100 1.00 1.00 1.00 1.00 10.57 671.22 4640.00 1.89 44.99 464.00 40.60D+0.70E 1.000 1.00 .1.00' 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 119.50 ft 1 0.145 0,097 1.60 1.000 1.00 -1.00 1,00 1,00 1.00 10.57 671.22 4640.00 1.89 44.99 464.00 Overall _Maximum _Deflections Load Combination Span Max Dell Location In Span Load Combination Max + Dell Location in Span 1 0.7014 9.750 0.0000 0.000 Vertical Reactions ' Support notation: Far teft Is #1 - Values in KIPS Load Combination _Support I Support 2 Overall MAXimum 7.398 7.026 Overall MiNimum 2.261 2.149 DOnly 3.768 3.582 +0+1. 3.768 3.582 04Lr 7.398 7.026 -, +D+S ' 3.768 3.582 '-0'0.750t.r40.750L 6.491 6.165 "-0'+0.750L+0.750S 3.768 3.582 +0+W 3.768 3.582 +040.70E 3.768 3.582 sO.0,750Lri0,750L+0,750W 6.491 6.165 4040,750L90,750S40,750W 3.768 3.582 00.75OLr+0.7501..0.5250E 6.491 6.165 " +00.750L40.750S40.5250E 3.768 3.582 40,60D+W 2.261 2.149 .' '+0,60D+0,70E 2.261 2.149 D Only 3.768 3.582 Lr Only ' 3.630 3.445 ' LOnly . S Only WOnly E0n?y ' HOnly ' _ Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thomas Project ID: 12076 9975 Buslnesspark Ave., Suite A Project Descr: Sheet I of San Diego, CA 92131 - . Tel. (858) 693-0757 Fax (858) 693-0758 ' Prinled 1 DEC 2015,1 1:06AM Steel Beam . Ft FPOjecSOth12O76Koef&WrIgh0O3Englneofng\CacTenaoS\hOecene1ce1c.ec6 ENERCAL INC 1982015, Bld:6.15.7 Ver:6.15.4.30 Description: FB-1 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Load Combination ASCE 7-05 Fy: Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksl 0(0.221 Lr(0.22) V 0(0.221 * Lr(0,221 V' V V - 0(0,1051 110.12) V V . WI0x68 - WIOX68 Applied Loads j Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading - Load for Span Number 1 Uniform Load: 0 = 0.1760 k/fl, Tributary Width = 1.0 ft Uniform Load: 0 = 0.1050, L = 0.120 kill, Tributary Width = 1.0 ft Uniform Load 0=0.220. Lr=0.220k/ft Extent =0.0->>4.0ft, Tributary Width =1.oft - Uniform Load: 0 = 0.220, Li = 0.220 k/ft, Extent = 12.0->> 20.0 ft, Tributary Width = 1.0 It Point Load: 0 = 0.9350, Lr = 0.9350 k 4.0 ft - Point Load: D=0.9350, Lr= 0.9350k 12.0ft Point Load: 0 = 0.210 k 12.0 ft Point Load : 0=1.155, Lr=1.155k)20.Of1 - Load for Span Number 2 Uniform Load D=0.1760k/lt, Tributary Width 1.0 ft Uniform Load: D = 0.220, Ic = 0.220 k/lt, Extent = 9.0->> 17.0 ft, Tributary Width = 1.0 it Point Load: 0=1.155, Lr= 1.155k(59.0ft Point Load: D=1.024, Lr= 1.024 k@16.oft DESIGN SUMMARY .' RrTI•J Maximum Bending Stress Ratio = 0.152: 1 Maximum Shear Stress Ratio = 0.103:1 Section used for this span W1 0x68 - Section used for this span W1048 Ma Applied - 32.346k-ft V8 Applied 10.061 k Mn / Omega: Allowable 212.824 k-ft Vn/Omega : Allowable 97.760 k Load Combination -+040.750Lr-+0.750L, LL Comb Run (LL) Load Combination +040.750Lr40,750L, LL Comb Run (LL) Location of maximum on span - 20000ff Location of maximum on span 20.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio = 5,384 Max Upward Transient Deflection -0.017.in Ratio = 12,271 Max Downward Total Deflection - 0.149 In Ratio = 1610 Max Upward Total Deflection -0.020 In Ratio = 10442 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mniax - Ma - Max Mnx Mnx/0mega Gb Rm Va Max Vnx VnxlOmega 0 Only Dsgn. I= 20.00 ft 1 0.108 0.072 17.32 . .23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 97.76 Dsgn.L= 17.00 ft 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 'Dit, LL Comb Run (L) - Dsgn. t.: 20.00 ft 1 0.108 0.072 17.32 -23.06 23.06 355,42 212.82 1,00 1.00 7.01 146.64 97.76 Dsgn. L= 17.00 ft 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 .04, LL Comb Run (L*) - - Dsgn. L= 20.00 ft 1 0.1 24 0.086 21.80 -26.30 26.30 355.42 212.82 lCD 1.00 8.38 146.64 97.76 Dsgn. L= 17.00 ft 2 0.124 0.047 7.36 -26.30 26.30 355.42 212.82 1.00 1.00 4.64 146.64 97.76 +04, IL Comb Run (LL) - Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Toas PrOiect ID: 12076 _ 9975 Bustnesspark Ave., Suite A Project Descr: Sheet I of San Diego, CA 92131 Tel. (858) 693.0757 Fax (85) 693-0758 . PilMed: IDEC 2015,11.OENA Steel B ea... File F:W s0l212076Hoefer-Wilgh1iO3-lgleeeinCalc Tooeerenetcaic.ec6 . - ENER(LC, INC. 1983-2015, Bufld:6.15,7.8, Ver:6.15.4.30 'I: KW-06003057 Licensee mike suprenant & associates Desciipon: FB-1 Load Combination Max Stress Ratios ______- Summary of Moment Values Summary of Shear Values - Segment Length Span# M V Mmax + Mmax- Ma -Max Mnx MnxiOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 20.009 1 0.124 0.086 21.80 ,. -26,30 26.30 355.42 212.82 1.00 1.00 8.38 146.64 97.76 Dsgn. L = 17.00 It 2 0.124 0.047 7.36 -26.30 26.30 355.42 212.82 1.00 1.00 4.64 146.64 97.76 4041r, LL Comb Run (*L) Dsgn. L = 20.00 ft 1 0.124 0.073 15.99 -26.39 26.39 355.42 212.82 1.00 1.00 7.18 146.64 97.76 Osgn.L = 17.009 2 0.124 0.065 15.61 -26.39 26.39 355.42 212.82 1.00 1.00 6.36 146.64 97.76 +D+lr, IL Comb Run (Li) Osgn.L a 20.00ft 1 0.136 0.098 24.18 -28.87 28.87 355.42 212.82 1.00 1.00 9.55 146.64 97.76 Dsgn.L= 17.009 2 0.136 0.049 6.59 -28.87 28.87 355.42 212.82 1.00 1.00 4.79 146.64 97.76 'O'tr, IL Comb Run (LL) Dsgn. Lr 20.009 1 0.151 0.099 22.77 -3220 32.20 355.42 212.82 1.00 1.00 9.71 146.64 97.76 Dsgn.L = 17.009 2 0,151 0.062 13.60' -32.20 32.20 355.42 212.82 1.00 1.00 6.02 146.64 97.76 +0+5 Dsgn. L 20.00 ft 1 0.108 0.072 17.32 -23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 97.76 Dsgn. L = 17.00 ft 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 4040.750Lr4O.750L, IL Comb Run ('1) Dsgn.L = 20.00 ft 1 0.120 0.073 16.32 -25.55 ' 25.55 355.42 212.82 1.00 1.00 7.14 146.64 97.76 Dsgn.L = 17.009 2 0.120 0.058 13.83 -25.55 25.55 355.42 212.82 1.00 1.00 5.68 146,64 97.76 +040.750Lr0.750L, LL Comb Run (1) Dsgn.L = 20.00 It 1 0.140 0.102 25.82 - -29.85 29.65 355.42 212.82 1.00 1.00 9.94 146.64 97.76 Dsgn.L = 17.00 ft 2 0.140 0.050 6.31 -29.85 29.85 355.42 212.82 1.00 1,00 4.85 146.64 97.76 4040.750tr40.750L, IL Comb Run (IL) Dsgn.L = 20.00 ft 1 0.152 0.103 24.77 -32.35 32.35 355.42 212.82 1.00 1.00 10.06 146.64 97.76 Dsgn.L = 17.009 2 0.152 0.059 11.46 -32.35 32.35 355.42 212.82 1.00 1.00 5.76 146.64 97.76 +0+0.7501+0.7505, IL Comb Run (II) Dsgn.L= 20.009 1 0.108 0.072 17.32 -23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 97.76 Dsgn.L= 17.00 It 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 4040.750L40.750S, IL Comb Run (Li Dsgn.L= 20.009 1 0.120 0.082 20.68 -25.49 25.49 355.42 212.82 1.00 1.00 8.04 146.64 97.76 Dsgn.L= 17.0011 2 0.120 0.047 7.61 -25.49 25.49 355.42 212.82 1.00 1.00 4.59 146.64 97.76 40+0.7501+0,750S, IL Comb Run (LL) Dsgn.L= 20.009 1 0.120 0.082 20.68 -25.49 25.49 355.42 212.82 1.00 1.00 8.04 146.64 97.76 Dsgn.L = 17.009 2 0.120 0.047 7.61 - -25.49 25.49 355.42 212.82 1.00 1.00 4.59 146.64 97.76 40+W Dsgn. 1= 20.0011 1 0.108 0.072 17.32 -23.06 23.06 355.42 212,82 1.00 1.00 7.01 146.64 97.76 Dsgn.L = 17.009 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 'eD+0.70E Dsgn. L: 20.009 1 0.108 0.072 17.32 , -23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 97.76 Dsgn.1 = 17.0011 2 0.108 0.046 8.39 , -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 -040.750Lr0.750L40.750W, LL Comb I • Dsgn.L = 20.009 1 • 0.120 0.073 16.32 -25.55 25.55 355.42 212.82 1.00 1.00 7.14 146.64 97.76 Dsgn.L = 17.00 ft 2 0.120 0.058 13.83 -25.55 25.55 355.42 212.82 1.00 1.00 5.68 146.64 97.76 40+0.750Lr40.750L+0750W, IL Comb I Dsgn. L: 20.00 ft 1 0.140 0.102 25.82 -29.85 29.85 355.42 212.82 1.00 1.00 9.94 146.64 97.76 Dsgn.L = 17.009 2 0.140 0.050 6.31 -29.85 29.85 '355.42 212.82 1.00 1.00 4.85 146.64 97.76 .e040.750tr40.750L+0.750W IL Comb I Dsgn.L = 20.009 1 0.152 0.103 24.77 -32.35 32.35 355.42 212.82 1.00 1.00 10.06 146.64 97.76 Dsgn.L= 17.009 2 0.152 0.059 11,48 , -32.35 32.35 355,42 212.82 1.00 1.00 5.76 146.64 97.76 00.750I+0.750S40.750W, IL Comb F Dsgn.L = 20.00 ft 1 0.108 0.072 17.32 -23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 97.76 Dsgn.Lm 17.00ft 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 404.750L+0.750Si0.750W, LL Comb F Dsgn.L= 20.00ft 1 0.120 0.082 20.68 -25.49 25.49 355.42 212.82 1.00 1.00 8.04 146.64 97.76 Dsgn.L= 17.0011 2 0.120 0.047 7.61 -25.49 25.49 355.42 212.82 1.00 1.00 4.59 146.64 97.76 1}+0.750L4.750Si0.750W, IL Comb F Dsgn.L= 20.00ft 1 0.120 0.082 20.68 ' .25.49 25.49 355.42 212.82 1.00 1.00 8.04 146.64 97.76 Dsgn.L= 17.009 2 0.120 0.047 7.61 , -25.49 25.49 355.42 212.82 1.00 1.00 4.59 14664 97.76 40+0,750Lr40.750L40.5250E, LL Comb Dsgn. L = 20.009 1 0.120 0.073 16.32 -25.55 25.55 355.42 212.82 1.00 1.00 7.14 146.64 97.76 Dsgn.L= 17.00 ft 2 0.120 0.058 13.83 -25.55 25.55 355,42 212.82 1.00 1.00 5.68 14664 97.76 e04750Lr40,750L.0.5250E, IL Comb Dsgn.L= 20.00ft 1 0.140 0.102 25.82 129.85 29.85 355.42 212.82 1.00 1.00 9.94 146.64 97.76 Dsgn.L= 17.00ft • 2 0.140 0.050 6.31 '-29.85 29.85 355.42 212.82 1.00 1.00 4.85 146.64 97.76 040.750Lr40,750L40.5250E, IL Comb 059n. 1= 20.00 ft 1 0.152 0.103 24.77 -32.35 32.35 355.42 212.82 1.00 1.00 10.06 146.64 97.76 059n. L = 17.00 ft 2 0.152 0.059 11.48 -32.35 32.35 355.42 212.82 1.00 1.00 5.76 146.64 97.76 00.750L+0.750S+0.5250E, LL Comb I Dsgn.L= 20.009 • 1 0.108 0.072 17.32 '23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 97.76 Dsgn.L= 17.009 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 00.750L4750S40.5250E, LL Comb I Mike Surprenant & Associates Project Tulle: Hoefer Residence Consulting Structural Engineers Engineer: David Thpas 17 of Protect ID: 12076 9975 Buslnesspark Ave., Suite A ProlectDescr: Sheet San Diego, CA 92131 _F Tel. (858) 693.0757 Fax (858) 693-0758 - Pnnled: 1 DEC 2015, I1:O6N1 Steel Beam File FPr 01?l076-Hoefer-Yighll03-Eng1neerIng\Cale TeMoeIerenerce1c ENERC1d.C, INC. 1902015, 8ud:6.15.7.8Ver6.15.4.30. Licensee 1I.iI;i1!i'11ItimiLi associates T Description: FB1 Load Combination Max Straw Ratios Summary ofMomentValues Summary ot Shear Values Segment Length Span# M V Mmax+ Mmax- Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx!Omega Dsgn L = 20 oött 1 0.120 0.082 2068 -25.49 2549 35542 21282 11.00 1.00 - 804 14664 9776 Dsgn.L= 17.00 It 2 0.120 0,047 7.61, -25.49 25.49 355.42 212.82 1.00 1.00 4,59 146.64 97.76 +0+0.7501-+0.750S+0.5250E, LL Comb I Dsgn,L= 20.00ft 1 0.120 0.082 20.68 -25.49 25.49 355.42 212.82 1.00 1.00 8.04 146.64 97.76 Dsgn.L= 17.00 It 2 0.120 0.047 7.61 ' -25.49 25.49 355.42 212.82 .1.00 1.00 4.59 146.64 97.76 s0.60D.W Dsgn.I= 20.00 It 1 0.065 0.043 10.39 -13.84 13.84 355.42 212.82 1.00 1.00 4.21 146.64 97.76 Dsgn.I 17.00ft 2 0.065 0.027 5.04...' -13.84 13.84 355.42 212.82 1.00 1.00 2.67 146.64 97.76 40.60D+0.70E . Dsgn.L= 20.0011 1 0.085 0.043 10.39 -13.84 13.84 355.42 212.82 1.00 1.00 4.21 146.64 97.76 0sgn. L = 17.00 It 2 0.065 0.027 5.04 -13.84 13.84 355.42 212.82 1.00 1.00 2.67 146.64 97.76 Overall Maximum Deflections Load Combination Span Max, - Defi Location In Span -,D-.0.750Lr-..7501-40.5250E 1 0.1490 9.231 +04r 2 0.0457 10.331 Vertical Reacflons . Support notation: Far left is #1 Load Combination Support 1 Support 2 Support 3 OveraliMAXimum 6.948 18.029 Overall MiNimum 0166 1.380 -0191 DOnly 4.688 12.618 3.639 +0.1, II Comb Run (1..) 4.688 12.618 3.639 .04, LL Comb Run (I) 5.726 14.171 3449 "04, LL Comb Run (LL) 5.726 14.171 3.449 .O4r, LL Comb Run ('1) 4.522 13.998 6.365 .I04r,LL Comb Run (L*) 6.663 16.649 3.297 0+1r, LL Comb Run (LL) 6.497 18.029 . 6.023 -+0*-S 4.688 12.618 3.639 ..040,7501r40,7501, LI. Comb Run (1) 4.563 13.653 5.683 -s0+0.7501r40.750L, LL Comb Run (L*) 6.948 16.806 3.240 +0-.0,7501r-+0.7501, IL Comb Run (LL) 6.823 17.841 5.284 iD40.750Ii-0.750S, LL Comb Run (*1) 4.688 12.618 3.639 's0-+0,750L-+0,750S, IL Comb Run (LI 5.466 13.783 3.496 .D40.7501+0.750S, IL Comb Run (IL) 5.466 13.783 3.496 4.688 12.618 3.639 '0'.0.70E . 4.688 12.618 3.639 +D-.0.750Lr.0.7501.0.750W, LL Comb 141563 13.653 5.683 -+0.0.7501r40.7501.0.750W, LL Comb 16.948 16.806 3.240 .0-+0.7501r-+0.750L+0,750W, LL Comb 16.823 17.841 5:284 -.D-+0.7501.0J50S-.0.750W, II Comb F4.688 12.618 3.639 'D'0.7501-+0.750S40.750W, LL Comb F 5.466 13.783 3.496 +0"-0.7501-+0.750S-+0,750W, LL Comb F 5.466 13.783 3.496 -+0.01501r"0.750145250E, LL Comb 4.583 13.653 5.683 +0.0.750Lr40.750L.0.5250E, II Comb 6.948 16.806 3.240 -.0-+0,750Lr40.7501.0.5250E, IL Comb 6.823 17.841 5.284 's0-+0.750L40.750S.0.5250E, LL Comb 14.688 12.618 3.639 +D+0,7501.0,750S.0,5250E, LL Comb 15.466 13.783 3.496 '.040,7501+0,750S.0,5250E, II Comb 15.466 13.783 3.496 40.60D+W 2.813 7.571 2.184 -+0.600-+0,70E 2.813 7.571 2184 D Only 4.688 12.618 . 3.639 Lr Only, ll Comb Run (1.) -0.166 1.380 2.726 Li Only, LL Comb Run (Li 1.975 4.032 -0.342 Ir Only, LL Comb Run (IL) 1.809 5.411 2.384 L Only, LL Comb Run (L) I Only, LL Comb Run (L') 1.038 1.553 -0.191 L Only, IL Comb Run (LL) 1.038 1.553 -0191 S Only WOnly EOnly .. II Only Max. + Defi Location in Span 0.0000 0.000 -0.0195 . 3.662 Values In KIPS Load Combination .0+0.750Lr-.0.750140.5250E j_ Mike Surprenant & Associates Protect Tulle: Hoefer Residence Consulting Structural Engineers Engineer: David Thomas Project ID: 12076 9975 Busirtesspark Ave., Suite A Project Des Sheet Zs of I San Diego, CA 92131 Tel. (858) 693-0757 Fax (858)693-0758 P(ined: I DE62015, I2:32Fl1 Ste I B File F: Isl2OI212076-Hoorec-WdgfttW3-ngIneerIng\Catc remplanemalc.ec6 ENERCALC, INC 1983-2015, 6ui1d:6.I5.7.8,Vet:6.15.4.30 '4"EI1HrIM- Description: F8-2 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam Is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Load Combination ASCE 7-05 - Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Dm176) INN) y24) L( 1.975) L(I.038) .7777777 Span 3.OfI Span -9.50ft Span-8.50f1 WI048 W1OXB8 WIOXOS Service loads entered. Load Factors will be applied for calculations. Applied _Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: 0 = 0.1760 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load: D = 0.1760 k/if, Tributary Width 1.0 ft Load for Span Number 3 Uniform Load: D = 0.1760 k/It, Tributary Width = 1.0 ft Point Load : D=4.624, Lr= 1.975, L= 1.038kt5.50ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.233: 1 Section used for this span W10x68 Me: Applied 49.587 k-ft Mn I Omega : Allowable 212.824 k-ft Load Cornbin&8D-+0.750Lr'0.750L+1.050E, LL Comb Run ("L) Location of maximum on span 9.50011 Span # where maximum occurs Span #2 Maximum Deflection Maximum Shear Stress Ratio = 0.097 :1 Section used for this span WI 0x68 Va : Applied 9.527 k Vn/Omega : Allowable 97.760 k Load Combin5D40.750Lr40.750I+1.050E, IL Comb Run (*1..) Location of maximum on span 9.500 ft Span # where maximum occurs Span #2 Max Downward Transient Deflection 0.074 in Ratio = 2,753 Max Upward Transient Deflection -0.010 in Ratio = 11,791 Max Downward Total Deflection 0.309 in Ratio = 660 Max Upward Total Deflection -0.039 in Ratio = 2957 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios . Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + - Mmax - Ma - Max Mnx Mnx/omega Cb Rm Va Max Vnx Vnx!oniega DOnly Dsgn. L = 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.5011 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L = 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 "0LLL. Comb Run ('1.) Dsgn. I= 3.0011 1 0.005 0.030 -1.10 1.10 355.42 212,82 1,00 1.00 2.93 146.64 97.76 Dsgn. I= 9.5011 2 0.188 0.079 -0.00 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 Dsgn. L= 8.5011 3 0.188 0.079 -39.96 39.98 355.42 212.82 1.00 1.00 7.74 146.64 97.76 +0.1, LL Comb Run (L) Dsgn. L = 3.00 ft I 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L = 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L = 8.50 ft 3 0.161 0.069 ..-34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 4041, LL Comb Run ('LL) Dsgn. L= 3.0011 1 0.005 0.030 -1.10 1.10 355.42 212.82 1.00 1.00 2.93 146.64 97.76 Dsgn. L= 9.50 It 2 0.188 0.079 .0.00 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 Dsgn. L= 8.50 ft 3 0.188 0.079 39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 'Ot, LL Comb Run (I") Dsgn. L= 3.00 ft 1 0.005 0.024 , -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 _ Mike Surprenant & Associates Project Title: Iloefer Residence ____ Consulting Structural Engineers Engineer: David Thomas Project ID: 12076 9975 Buslnesspark Ave., Suite A Project Descr: Sheet Z of San Diego, CA 92131 Tel. (858) 693-0757 Fax () 693-0758 -- - Printe I DEC2015 1232PM Steel Beam He= F: s20th12076-r-'Mg0O3-Englnee6g\Catc Te esthoerenercafc.ec8 ENERCAIC, INC. 1983.2015, Bu0d.157.8,Ver.6.15,4.30 Description: Load Combination Max Stress Ratios Summary of Moment Values - Summary of Shear Values Segment Length Span # M V Mmax + Mmax- Ma - Max Mnx Mnx/0mega CbRmVa Max Vnx.VnxlOmega Dsgn.L = 9.50ft - ------ 2 ' 0.161 0.069 -0.00 -34.25 34.25 355,42 212.82 1.00 1.00 6.70 146.64 9776 Dsgn. L = 8.50 It 3 0.161 0.069 ' -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 .'O.t, LL Comb Run (L'L) Dsgn. L: 3.00 It 1 0.005 0.030 -1.10 1.10 355.42 212.82 1.00 1.00 2.93 146.64 97.76 Dsgn.L = 9.50 It 2 0.188 0.079 -0.00 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 Dsgn. L: 8.50 ft 3 0.188 0.079 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 +011-, LL Comb Run (LL') Dsgn.L = 3.00ff 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64. 97.76 Dsgn.L = 9.50 It 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 40,1., LL Comb Run (LII) Dsgn.L= 3.Ooft 1 0.005 0.030 -1.10 1.10 355.42 212.82 1.00 1.00 2.93 146.64 97.76 Dsgn.L= 9.50ft 2 0.188 0.079 -0.00 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 Dsgn.L= 8.50ft 3 0.188 0.079 -39.96 39,96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 iO-,1-r, IL Comb Run ("I) Dsgn. L = 3.00 It 1 0.005 0.038 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 Osgn.L= 9.50 It 2 0.212 0.089 -0.00 45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 Dsgn.L= 8.50 ft 3 0.212 0.089 45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 +04Lr, LL Comb Run ('L') - - Dsgn. L = 3.00 It 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.50 ft 2 0.161 0.069 -000 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50ft 3 0.161 0.069 - -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +0+Lr. LL Comb Run (Ii) Dsgn.L= 3.00 ft 1 0.005 0.036 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 Dsgn. L= 9.50 Ill 2 0.212 0.089 -0.00 -45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 Dsgn.L= 8.60 It 3 0.212 0.089 -45.11 45.11 355.42 212.82 1.00 1.00 -8.67 146.64 97.76 .O+Lr, LL Comb Run (I") Dsgn.L= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn.L= 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +0+Ir, LL Comb Run (L'L) Dsgn.L= 3.00 It 1 0.005 0.038 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 Dsgn.L= 9.50 It 2 0.212 0.089 -0.00 45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 Dsgn.L=, 8.50 ft 3 0.212 0.089 45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 .iD..Lr, IL Comb Run (LI') Dsgn.L= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn.L = 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +D+Lr, IL comb Run (LII) Dsgn.L= 3.00 It 1 0.005 0.036 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 Dsgn. Lr 9.50 It 2 0.212 0.089 .0.00 -45,11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 Dsgn. L = 8.50ft 3 0.212 0.089 -45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 4048 - Dsgn.L= 3.00 It 1 0.005 0.024 ' -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97,76 Dsgn.L= 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50 It 3 0.161 0.069 ' -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 -'00.750t.r+0.7501, LL Comb Run ("L Dsgn.L= 3.00ft 1 0.005 0.037 - -110 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn. L = 9.50 It 2 0.219 0.092 -0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 Dsgn.L= 8.50 ft 3 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 's00.7501-r4750L, IL Comb Run ('L Dsgn.L= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 233 146.64 97.76 Dsgn.L= 9.50ft 2 0.161 0.069 -0.00 -34,25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50 It 3 0.161 0.089 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 4040.750Lr40.750L, LL Comb Run ('IL Dsgn. L= 3.00ff 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn. L= 9.50 ft 2 0.219 0.092 -0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96' 146.64 97:76 Dsgn.L= 8.50ff 3 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00. 8.96 146.64 97.76 4040.750Lr40.750L, LL Comb Run (L" Dsgn.L= 3.00ff 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. I: 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50 It 3 0.161 0.069 ' -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 'D'0.750Lr+0.750L, IL Comb Run (Li.. Dsgn. I = 3.00 ft 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn.L= 9.50 It 2 0.219 0.092 -0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 Dsgn. L: 8.50 ft 3 0.219 0.092 , 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 0+0.750Lr'0.750L, LL Comb Run (LL* Dsgri.L= 3.00ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn.L= 9.50ft 2 0.161 0.069 -0.00. -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thortas Project ID: 12076 9975 Businesspark Ave., Suite A Project Descr: Sheet ',7-4-of - San Diego, CA 92131 Tel, (858) 693-0757 Fax (858) 693-0758 - -- PriMed: I DEC 2015, 12:32PM I ' Stee Beam [Steel File le renercajc.ec6 , ENERCALC, INC 1983-2015, Build.'6.157.8, Vet 6.15.4.30 associates Description: FB-2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment LengthSpan # M V Mmax + Mmax - Ma - Max MnxMnxlOmegaCbRm Va Max Vnx VnxlCmega Degn. L = 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +040.750Lr'0.750L, LL Comb Run (LLL Dsgn. L = 3.00 It 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn.L= 9.50 ft 2 0.219 0.092 .0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 Ds9n. L= 8.50 ft 3 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 040,750L40.750S, LL Comb Run (DL) Dsgn.L= 3.00 ft I 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn.L= 9.50 ft 2 0.181 0.076 -0.00 -36.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn. L= 8.50 ft 3 0.181 0.076 .38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 4040.750L40.750S, IL Comb Run (V) Dsgn.L= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2,33 146.64 97.76 Dsgn. L= 9.50 ft 2 0.161 0.069 .0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L= 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 0s0,750L40.750S, LL Comb Run (LL) Dsgn. 1= 3.00 ft 1 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn. L= 9.50 It 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 100 1.00 7.48 146.64 97.76 Dsgn. I = 8,50 ft 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 D0.75014.750S, U. Comb Run (1) Dsgn.L= 3.00 ft 1 0.005 0.024 -1.10. 1.10 355.42 212.82 1.00 1.00 2.33 148.64 97.76 Dsgn.L= 9.50ft 2 0.161 0.069 -0.00 -34.25 3425 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.soft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 4040.7501*0.7508, U. Comb Run (L*.) Dsgn.L= 3.00 ft 1 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn.L= 9.50 ft 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn.L= 8.50 ft 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.46 146.64 97.76 40*0.750t.40.7508, LL Comb Run (LL) Dsgn.L= 3.00ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L = 9.50 ft 2 0.161 0.069 -0.00 7M.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50ff 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 *00.750t.0.750S, 11 Comb Run (LIL) Dsgn. I= 3.00 It 1 0.005 0,028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn.L= 9.50 It 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn.L= 8.50 It 3 0.181 0.076 .38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 +0'W Dsgn.L= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. 1= 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1,00 1.00 6.70 146.64 97.76 Dsgn, 1 = 8.50 It 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +1 .113044012 Dsgn.L= 3.00ff 1 0.006 0.027 -1.22 1.22 355.42 212.82 1.00 1.00 2.59 146.64 97.76 Dsgn.L= 9.50 ft 2 0.179 0.076 .0.00 -38.13 38.13 355.42 212.82 1.00 1.00 7.46 146.64 97.76 Nn. I= 8.50 It 3 0.179 0.076 -38.13 38.13 355.42 212.82 1.00 1.00 7.46 14664 97.76 '+040.7501j+0,750L*0.750W, LL Comb I Dsgn, I= 3.00 It 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn. I= 9,50 ft 2 0.219 0.092 .0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 148.64 97.76 Dsgn. I= 8.50 It 3 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 *D*0.7501j*0.7501*0.750W, IL Comb I Dsgn.L= 3.00ff 1 0.005 0.024 .1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn.L= 9.50ff 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50 It 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146,64 97.76 4040.750Lr40.750190.750W, IL Comb I Dsgn.L= 3.00ff 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn.L= 9.50ff 2 0.219 0.092 -0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8,96 146.64 97.76 Dsgn.L= 8.50 ft 3 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 40*0.750Lr+0.7501*0.750W, LL Comb I Dsgn.L = 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. I = 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. 1 = 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +0+0.750Lr40.7501.+0.750W, LL Comb I DS9n.L= 3.00 ft 1 0.005 0.037 .1.10 1.10 355.42 212.82 1.00 1,00 3.64 146.64 97.76 Dsgn.L= 9.50 ft 2 0.219 0.092 -0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 Dsgn. L = 8.50 ft 3 0.219 0.092 .46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 40+0.750Ir*0.7501.*0.750W, LL Comb I Dsgn. L = 3.00 It 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. 1 = 9.50 It 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50 ft 3 0.161 0.069 .34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +D*0.7501r40.7501*0.750W, LL Comb I Dsgn.L= 3.00 It 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn. L = 9.50 ft 2 0.219 0.092 .0.00 -46.68 46.68 355.42 212.82 1.00 1.00 6.96 146.64 97.76 Dsgn. Lr 8.50 ft 3 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers En9ineer: David Thomas Project ID: 12076 9975 Businesspark Ave., Suite A it 2 3 of San Project Descr Sheet Diego, CA 92131 Tel. (858) 693-0757 Fax (858) 693-0758 punted: 1OEC 2015.12:32M Steel earn St Fife F:rojes\2O12u12O76 Hoe NdghD3-EngineerhtgCafc Te xenercac.ec6 ENERCAIC, INC. 1983-2015, Bu0d.15.7.8, Vee6.l54.3O 1JWEsIsIuMs14- Description: FB-2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shea, Values Segment Length Span # M V Mmax + Mmax - Ma - Max Max MnxiOmega Cb Rm Va Max Vnx VnxlOmega +0'O.750L*0.7505-.0.750W, II Comb F Dsgn.1= 3.00 ft 1 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn.Lz 9.50 ft 2 0.181 0.076 .0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.46 146.64 97.76 Dsgn. 1= 8.50 ft 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 D40.750140.750S40.750W, LL Comb F Dsgn.1 = 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L = 9.50 ft 2 0.161 0.069 -0.00 .34,25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L 8.50 Ill 3 0.161 0.069 -34.25 34.25 355.42 212.62 1.00 1.00 6.70 146.64 97.76 Ds0.750L40.750S40.750W, LL Comb F Dsgn, 1 = 3.00 ft 1 0,005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 9716 Dsgn. L z 9.50 It 2 0.161 0.016 -0.00 .36.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn.L = 8.50 ft 3 0.181 0.076 .38.53 38.53 355.42 212.62 1.00 1.00 7.48 146.64 97.76 'D0.750L40.750S40.750W, LL Comb F Dsgn. L= 3.00 It 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L = 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 'D"0.750L40.750S90.750W, LL Comb F Dsgn.L 3.00ff 1 0.005 0.028 .1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn. L= 9.50 ft 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn.I = 8.50 ft 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 4040.750140.750S40.750W, LL Comb F Dsgn. I= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L = 9.50 It 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L = 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 4040.750L+0.750S40.750W, LL Comb F -, Dsgn. I = 3.00 It 1 0.005 0.028 -1.10 1,10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn. L= 9.50 ft 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.46 146.64 97.76 Dsgn. L = 8.50 It 3 0,181 0.076 -38.53 38.53 355.42 212.62 1.00 1.00 7.48 146.64 97.76 "4,085D40.7501-r40.7501+1050E LL C Dsgn. L= 3.00 ft 1 0.006 0.039 -1.19 1.19 355.42 212.82 1.00 1.00 3.84 146.64 97,76 Dsgn. L= 9.50 ft 2 0.233 0.097 -0.00 .49.59 49.59 355.42 212.82 1.00 1.00 9.53 146.64 97.76 Dsgn. 1. = 8.50 ft 3 0.233 0.097 .49.59 49.59 355.42 212.82 1.00 1.00 9.53 146.64 97.76 +1l.085D0.75OLr.0.750L+1.050E LL C Dsgn. L= 3.00 ft I 0.006 0.026 ' -1.19 1.19 355.42 212.82 1.00 1.00 2.53 146.64 97.76 Dsgn. L= 9.50 ft 2 0.175 0.074 -0.00 -37.16 37,16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 Dsgn. L = 8.50 ft 3 0.175 0.074 -37.16 37.16 355,42 212.82 1.00 1.00 7.27 146.64 97.76 +1.085D40.750Lr40.750L+1.050E, LL C Dsgn. L= 3.00 It 1 0.006 0.039 -1.19 1.19 355.42 212.82 1.00 1.00 3.84 146.64 97.76 Dsgn. L= 9.50 It 2 0.233 0.097 -0.00 -49.59 49.59 355.42 212.82 1.00 1.00 9.53 146,64 97.76 Dsgn. L= 8.50(1 3 0.233 0.097 -49.59 49.59 355.42 212.82 1.00 1.00 9.53 146.64 97.76 +1.0850-,75j'.0.750L+1.05(jE, LL C Dsgn. L= 3.00 It 1 0.006 0.026 -1.19 1.19 355.42 212.82 1.00 1.00 2.53 146.64 97.76 Dsgn. L: 9.50 It 2 0.175 0.074 -0.00 -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 Dsgn. I= 8.500 3 0.175 0.074 -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 +1.085D'0.750Lr+0.750L+1,050E, LL C Dsgn. L= 3.0011 1 0.006 0.039 -1.19 1.19 355.42 212.82 1.00 1.00 3.84 146.64 97.76 Dsgn. L= 9.50 ft 2 0.233 0.097 -0.00 -49.59 49.59 355.42 212.82 1.00 1.00 9.53 146.64 97.76 Dsgn. L= 8.50ff 3 0.233 0.091 -49.59 49.59 355.42 212.82 1.00 1,00 9.53 146.64 97.76 +1.085D0.750Lr*0.750L+1.050E, It. C Dsgn.L= 3.00ff 1 0.006 0.026 -1.19 1.19 355.42 212.82 1.00 1.00 2.53 146.64 97.76 Dsgn; L= 9.50 ft 2 0.175 0.074 -0.00 . -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 Dsgn.L= 8.50 ft 3 0,175 0.074 -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 .i.1,085040.75OL+0.7501+1050E IL C Dsgn. L= 3.00 It 1 0.006 0.039 ' -1.19 1.19 355.42 212.82 1.00 1.00 3.84 146.64 97.76 0egn. I = 9.50 It 2 0.233 0.097 -0.00 ' 49.59 49.59 355.42 212.82 1,00 1.00 9.53 146.64 97.16 Dsgn. L: 8.50 ft 3 0.233 0.097 -49.59 49.59 355.42 212.82 1.00 1.00 9.53 146.64 97.76 1.085D40750L40.7508+1.050E, LL Co Dsgn. L= 3.0011 1 0.006 0.030 -1.19 1.19 355.42 212.82 1.00 1.00 2.98 146.64 97.76 Dsgn, L= 9.50ff 2 0.195 0.082 -0.00 -41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 Dsgn. L= 8.50ff 3 0195 0.082 -41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.16 +1,085040.750140.750$+1.050E LL Co . Dsgn. L= 3.00 It 1 0.006 0.026 -1.19 1.19 355.42 212.82 1.00 1.00 2.53 146.64 97.76 Nn. L: 9.50 It 2 0.175 0.074 -0.00 -37.16 ' 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 059n.L= 8.50 ft 3 0.175 0.074 .. -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 +1.085D40.750L'0.750S+1.050E, LL Cc Dsgn. L: 3.00 ft 1 0.006 0.030 -1.19 1.19 355.42 212.82 1.00 1.00 2.98 146.64 97.76 Dsgn. L= 9.50 ft 2 0.195 0.082 -0.00 , -41,44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 Dsgn. L= 8.50 ft 3 0.195 0.082 -41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 +1.085040,750140.750S+1.050E, LL Co Mike Surprenant & Assodates . Project Title: Hoefer Residence _______ Consulting StruturalEngIneers Engineer: David Sheet Thomjs -1- of Project ID: 12076 9975 Businesspark Ave., Suite A Project Descc 1 San Diego, CA92131 - Tel, (858) 693-0757 Fax (858) 693-0758 - Pfintel 1 DEC 2015, I2:32Pr.I e Beam Fre = L ! .... ENERCALC, INC. 1983-2015, Bijlld:6.15.7.8, Ver6.I5.4.30, associates Descption: FB-2 Load Combination Max Stress Ratios Summary of Moment Values . Summary of Shear Values Segment Length Span # M V. Mmax + Mmax- Ma - Max Mnx Mnx!Ocnega Cb Rm Va Max Vnx Vn,Ome9a Dsgn.L = 3.0011 1 0.006 0.026 -1.19 1.19 355.42 212.82 1.00 1.00 2.53 146.64 97.76 Dsgn. L= 9.5D ft 2 0.175 0.074 -0.00 -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146,64 97.76 Dsgn. L = 8.50 ft 3 0.175 0.074 .. -37.16 37.16 35542 212.82 1.00 1.00 7.27 146.64 97.76 +1.085D*0.7501-i0.750S+1.050E IL Co Dsgn. L: 3.00 It 1 0.006 0.030 -1.19 1.19 355.42 212.82 1.00 1.00 2.98 146.64 97.76 Dsgn. L: 9.5011 2 0.195 0.082 -000 411.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 Dsgn.L= 8.5011 3 0.195 0.082 411.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 +1.0850*0.7501+0.7505+11.050E, IL Co Dsgn. L= 3.00 It 1 0.006 0.026 .1.19 1.19 355.42 212.82 1.00 1.00 2.53 146.64 97.76 Dsgn. L= 9.5011 2 0.175 0.074 -0.00 -.. -37.16 37.16 355.42 212.82 1,00 1.00 7.27 146.64 97,76 Dsgn. L = 8.50 ft 3 0.175 0.074 -37.16 37.16 355.42 212.82 1,00 1.00 7,27 146.64 97.76 +1.085D-i.7501.40.750S+1.050E, LL Co Dsgn.L 3.00ff 1 0.006 0.030 - -1.19 1.19 355.42 212.82 1.00 1.00 2.98 146.64 97.76 Dsgn. L=. 9.50 it 2 0.195 0.082 -0.00 '. 41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 Dsgn.L 8.50 ft 3 0.195 0.082 41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 0.60D+W Dsgn. I = 3.0011 .1 0.003 0.014 -0.66 0.66 355.42 212.82 1.00 1.00 1.40 146.64 97.76 Dsgn. L= .9.50 ft 2 0.097 0.041 -0.00 -20.55 20.55 355.42 212.82 1.00 1.00 4.02 146.64 97.76 Dsgn. L= 8.5011 3 0.097 0.041 -20.55 20.55 355.42 212.82 1.00 1.00 4.02 146.64 97.76 -.0.48670+1.40E Dsgn.L= 3.0011 1 0.003 0.012 .0.53 0.53 355.42 212.82 1.00 1.00 1.13 146.64 97.76 Dsgn. L = 9.5011 2 0.078 0.033 -0.00 -16.67 16.67 355.42 212.82 1.00 1.00 3.28 146.64 97.76 Dsgn. L = 8.50 ft 3 0.078 0.033 ' .16.67 16.67 355.42 212.82 1.00 1.00 3.26 146.64 97.76 Overall Maximum Deflections Load Combination Span Max. '. Deft Location in Span Load Combination Max. + Deft Location In Span '0-.0.7501r*0.750L+1.050E 1 0.0315 0.000 0.0000 0.000 2 0.0000 0.000 +D*0.750Lr-.0.750L+1.050E .0.0386 5.652 '.040.750Lr40.7501+1.050E 3 0.3090 8.500 0.0000 5.652 Vertical Reactions , Support notation: Far left is #1 _ Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2.9 Overaft MINimum .0.601 1.639 - D Only -1.598 11.348 IL Comb Run ("L) -2.199 12.987 40+1, LL Comb Run (*1*) -1.598 11.34.8 40-4., LL Comb Run ('IL) 4199 12.987 +Ot, LL Comb Run (L") -1.598 11.348 -.0-it, U. Comb Run (L'L) -2.199 12.987 40+1, LL Comb Run (IL') . -1.598 11348 40+1, LL Comb Run (LII) .2.199 12.987 *0+1r, LL Comb Run 'l.) -2.741 14.466 *D+Lr, LL Comb Run ('L -1.598 11.348 '.04i,LL Comb Run ('LL) -2.741 14.466 +O+Lr, LL Comb Run (1") -1.598 11.348 +D+Lr, IL Comb Run (I'L) -2.741 14.466 +O+1r, IL Comb Run (IL') -1.598 11.348 -.-0+Lr, IL Comb Run (LII) -2.741 14.466 4'o+S -1.598 11.348 . 040.750Lr+0.750L, LL Comb Run ("1 -2.906 14.916 -+0+0.750Lr*0.750L, LL Comb Run (1.' -1.598 11,348 -+0-e0.750Lr*0.750L, IL Comb Run ('11. -2.906 14.916 0*0750Lr+0.750L, IL Comb Run (L" -1.596 11.348 4040.750Lr40.7501, LL Comb Run (L'L -2.906 14.916 . '00.7501r+0.750t, LL Comb Run (LL -1.598 11.348 'l-0*0.750Lr40.750L LL Comb Run (LLL -2.906 14.916 +040.750L-.0.750S. IL Comb Run ('IL) . -2.049 12.577 +0+0750t*0.750S, LL Comb Run ('1') -1.598 11.348 -+0'0.7501.40.7505, IL Comb Run ('LI) -2.049 12.577. -+040.750140.7505, LL Comb Run (1") -1.598 11.348 -i'0+0.7501+0.7506, LL Comb Run (L'I) -2.049 12577 -+040.7501*0J50S, LL Comb Run (IL') -1.598 11.348 40*0.7501-.0.750S, IL Comb Run (ILL) -2.049 12.577 +0.W .1.598 11.348 *0+1,40E -1.598 11.348 ---- Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave., Suite A San Diego, Tel. (858) 693-0757 Fax (858) 693-0758 . Project Title: Hoefer Residence Engineer: David Thomas Prolect ID: 12076 Project Descr: Sheet -' of Printed: I DEC 2015. 12:32Pt4 - Steel • B earn P Fite = F* 0I212076-Hoe Nd O3-E*eeling\Calc Tenip?aeSV1oefer enarCaJc.ec6 , ENERLC, INC. 1983-2015. 9ud:6.15.7.8,Ve6.15.4.30. .: L!IIA!aA06i1I3014 Description: 1`13-2 . '. Vertical Reactions Support notation: Far left is 91 Values in KIPS Load Combination Support I Support 2 Support 3 Support 4 4040.750r40.750L40.750W.lL05cnbl -2.906 14.916 4D40.750Lr.0.750l.0.750W,LL Comb l -1.598 .11.348 9D4075OLr+0.75014750W, IL Comb 1 -2.906 14.916 +O+0.750Lr4O.750L.0,750w, LL Comb I -1.598 11.348 +Os0.750Lr40.75014750W, LL Comb I -2.906 14916 S . . 'O'0.750Lr40.750L.0.750W, LL Comb 1 .1598 11.348 -I0*0.750Lr40.7501.4750W, LL Comb I . -2.906 14.916 40'0.7501-+0.750S40.750W, LL Comb F -2.049 12.577 +O0.750L'+0.750540.75OW, LL Comb F '-1.598 11.348 4040.750L40.7505.0.750W, LI. Comb F -2.049 12.577 .O0.750L40.750S40.750W, LL Comb F -1.598 11.348 4040.750140.750S40.750W, LL Comb F -2.049 12.577 4040,750L40.750S40.750W, LL Comb F -1.598 11.348 4D40.7501.4350S40750W LL Comb F -2.049 12.577 ' 00.750Lr40750L+1.050E, IL Comb F -2.906 . 14:916 -.D40.750Lr40,750L+1.050E, LL Comb F -1.598 11.348 D+0.7501x0,750L+1.O5QE,LI Comb F -2.906 14.916 0'0.750Lr+0.750L+1,050E, LL Comb F -1.598 11.348 -440,750Lr1.75OL+1.O50E,LL Comb F -2.906 14:916 -'O'0750Lr.0.750L+1.050E, LL Comb F -1.598 11.348 'O40.750Lr40.750L+1.050E, LL Comb F -2.906 14.916 +00.750L40.750S+1.050E, LL Comb R -2.049 12.577 +D40.7501.0.750S+1.050E, IL Comb R -1.598 11.348 *0i07501*0.7505+1.050E, LL Comb R -2.049 12.577 -'D+0.7501'0.750S+1.050E, LL Comb R -1.598 11.348 ' '00.750I40.750S+1.050E, LL Comb R 2A49 12.577 40+0.750140.7508+1.050E, IL Comb R -1.598 11.348 -'O0.750L0.750S+1.050E, IL Comb R .2.049 12.577 -+0.60D4W -0.959 6:809 -460D+1.40E -0.959 6.809 oOnly -1.598 11.348 LrOnly,IL Comb Run (L) -1.143 3.118 Lr Only, LL Comb Run (1) . . . Lr Only, LL Comb Run IL) -1.143 3.118, Lr Only. LL Comb Run (L) '. Lr Only. Il Comb Run (114 1.143 3.118. Lr Only, IL Comb Run (ILl . Lr Only, LL Comb Run (ILL) -1.143 3.1.18 . L Only, LL Comb Run ("L) -0.601 1.639 L Only, IL Comb Run (L4) S I Only, IL Comb Run (LL) -0.601 1.639 I Only, IL Comb Run (I") S L Only, LL Comb Run (L'L) -0.601 1.639. L Only, IL Comb Run (LL') L Only, IL Comb Run (ILL) -0.601 1.639 SOnly WOnty . -. E Only 2.0 HOnty . I .5. Mike Surprenant & Associates Project Title: Hoefer Residence _ Consulting Structural Engineers Engineer: David Thomas Project ID: 12076 - 9975 Businesspaiic Ave., Suite A Project Descr. Sheet of San Diego, CA 92131 Tel. (858) 693-0757 Fax (858) 693-0758 -___________________________ Printed: 1 DEC 2015. 11:08AM Steel B . File = FPr 012u 2076 Hoef&-WrIgh803-EngineeilngCalc Templateshoof8r enercalc.ecb III ... - - ENERCALC, INC. 1983-2015, Bufld:6.151.8, Vor.6.15.4.30 Description: F07 - CODE REFERENCES - Calculations per AlSC 360-10, IBC 2012, ASCE 7-10 Load Combination Set ASCE 7-05 Material Properties -- _,,., ................ Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsIonal buckling E: Modulus: 29,000.0 ksl Bending Axis: Major Axis Bending " Load Combination ASCE 7-05 0(0.071 L(0.08) * 'V *• + V 0(0,571) Lr(0.22) 1(0.2) . . 0(0.35) 140.28) 4) y 0(0.42) l.(8) 0(1.181? 1(1.35* D83.699*r3.699) :.. Span l2.501t Span 24.50ft W1Ox68 . , W10x68 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: 0 = 0.5710, Lr = 0.220, L = 0.20 k/ft, Tributary Width = 1.0 ft Point Load: D=-3.342k0.0ft Load for Span Number 2 Uniform Load: D = 0.350, Lr = 0280 kilt, Extent = 0.0 ->> 19.0 II, Tributary Width = 1.0 It Uniform Load: D = 0.070, L = 0.080 k/ft, Extent = 0.0 ->> 8.0 ft. Tributary Width = 1.0 ft Point Load: D = 0.420, 1 = 0.480k 4.0 It Point Load: 0 = 1.181, L = 1.350k (8) 8.0 ft Point Load: 0= 3.699. Lr = 3.699 k 190 ft DESIGN SUMMARY . Maximum Bending Stress Ratio = 0.335: 1 Maximum Shear Stress Ratio = 0.134: 1 Section used for this span W1048 Section used for this span W10x68 Ma : Applied 71.369k-ft Va: Applied 13.139 k Mn / Omega: Allowable 212.824k-ft Vnl0mega : Allowable 97.760 k Load Combination -+O+lr, IL Comb Run (L) Load Combination 4040.750Lr40.750L, LL Comb Run (II) Location of maximum on span 13.758ft Location of maximum on span 12.500 ft Span # where maximum occurs Span #2 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.367 j Ratio z 816 Max Upward Transient Deflection -0.442 in Ratio = 679 Max Downward Total Deflection 0.688 in Ratio = 428 Max Upward Total Deflection -1.070 In Ratio = 280 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summaiy of Shear Values Segment Length Span # M V Mmax + Mmax- Ma - Max Mm Mnxl0mega Cb Rm Va Max Vnx Vnxlomega DOnly Dsgn.L = 12.50 ft ' 1 0.041 0.079 8,74 ,- -8.15 8.74 355.42 212.82 1.00 1.00 7.68 146.64 97.76 Dsgn.L = 24.50 ft 2 0.196 0.079 41.69 -8.15 41.69 355.42 212.82 1.00 1.00 7.68 146.64 97.76 +0+L, IL Comb Run (L) Dsgn. L= 12.5011 1 0,041 0.097 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 9.53 146.64 97.76 Dsgn. L= 24.50 ft 2 0.231 0.097 49.20 ' -8.15 49.20 355.42 212.82 1.00 1.00 9.53 146.64 97.76 +04. LL Comb Run (1*) Dsgn. L: 12.50 ft 1 0.112 0.085 5.65 -23.78 23.78 355.42 212.82 1.00 1.00 8.32 146.64 97.76 Dsgn.L= 24.50 ft 2 0.164 0.085 34.98 -23.78 34.98 355.42 212.82 1.00 1.00 8.32 146.64 97.76 +04. LL Comb Run (LL) Dsgn.L 12.5011 1 0.112 0.104 6.65 . -23.78 23.78 355.42 212.82 1.00 1.00 10.17 146.64 97.76 Dsgn.L = 24.50 ft 2 0.195 0.104 41.54 -23.78 41.54 355.42 212.82 1.00 1.00 10.17 146.64 97.76 40+4J, IL Comb Run ('I) Dsgn. L = 12.5011 1 0.041 0.120 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 11.77 146.64 97.76 Dsgn. L= 24.5011 2 . 0.335 0.120 71.37 , -8.15 71.37 355.42 212.82 1.00 1.00 11.77 146.64 97.76 .04.r, LL Comb Run (L') Mike Surprenant & Associates Consulting Structural Engineers - 9975 Businesspark Ave., Suite A San Diego, CA 92131 Tel, (858) 693-0757 I2y IR.R fQfl7R Protect Title: Hoefer Residence Engineer: David Thomas Project Oescr. Sheet 27 of - Project ID: 12076 Pithted 1 DEC Steel Beam INC I983-20I5 8uild:6.15.7.&Ver6.1 Description: FB-3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma -Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega 5sgn.L = 12-50 It 1 0119 0.086 6.50 .25.34 25.34 355.42 212.82 1.00 1.00 -8.'A-'--146.64 97.76 Osgn. L = 24.50 It 2 0.161 0.086 34,36 -25.34 34.36 355.42 212.82 1.00 1.00 8.39 146.64 97.76 O+Ir, LL Comb Run (LL) Dsgn.I c 12.50 It 1 0.119 0.128 6.50 -25.34 25.34 355.42 212.82 1.00 1.00 12.47 145.64 97.76 Dsgn.Lr 24.50f1. 2 0.302 0.128 64.19 -25,34 64.19 355.42 212.82 1.00 1.00 12.47 146.64 97.76 s0i-S Dsgn. 1 = 12.50 ft 1 0.041 0.079 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 7.68 146.64 97.76 Dsgn. L c 24.50 It 2 0.196 0.079 41.69 -8.15 41.69 355.42 212.82 1.00 1.00 7.68 146.64 97.76 +O'0.750Lr40.750L, IL Comb Run (L) Dsgn. L = 12.50 It 1 0.041 0.124 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 12.13 146.64 97.76 Dsgn. L = 24.50 ft 2 0.325 0.124 69.17 -8.15 69.17 355.42 212.82 1.00 1.00 12.13 146.64 97.76 '040.750Lr40.750L, LL Comb Run (Li) Dsgn. 1 = 12.50 ft 1 0.154 0.089 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 Dsgn.L= 24.50 ft 2 0.154 0.089 31.56 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 400.750Li-+0.750L, LL Comb Run (IL) Dsgn. L= 12.50 ft 1 0.154 0.134 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 13.14 146.64 97.76 Dsgn. L= 24.50 It 2 0.274 0.134 58.36 -32.76 58.36 355.42 212.82 1.00 1.00 13.14 146.64 97.76 0"0.750L.0.750S, IL Comb Run (1) Dsgn. L= 12.50 ft 1 0.041 0,093 8.74 -8.15 8.74 355,42 212.82 1.00 1.00 9.07 146.64 97.76 Dsgn.L= 24,50 It 2 0.222 0.093 47.24 -8.15 47.24 355.42 212,82 1.00 1.00 9.07 146.64 97.76 .l.040,750140.750S, LL Comb Run (L') Osgn. L = 12.50 It 1 0.093 0.083 7.08 -19.87 19.87 355.42 212.82 1.00 1.00 8.16 146.64 97.76 Dsgn. L = 24.50 It 2 0.172 0.083 36.57 -19.87 36.57 355.42 212.82 1.00 1.00 8.16 146.64 97.76 40'+0.7501-40.7505, LL Comb Run (LL) Dsgn. L = 12.50 ft 1 0.093 0.098 7.08 -19.87 19.87 355.42 212.82 1.00 1.00 9.55 146.64 97.76 Dsgn. L = 24.50 It 2 0.195 0.098 41.58 -19.87 41.58 355.42 212.82 1.00 1.00 9.55 146.64 97.76 40+W Dsgn. L= 12.50 ft 1 0.041 0.079 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 7.68 146.64 97.76 Dsgn. L= 24.50 ft 2 0.196 0.079 41.69 -8.15 41.69 355.42 212.82 1.00 1.00 7.68 146.64 97.76 +040,70E Dsgn. L= 12.50 ft 1 0,041 0.079 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 7.68 146.64 97.76 Dsgn. L= 24.50 It 2 0.196 0.079 41.69 -8.15 41.69 355.42 212.82 1.00 1.00 7.68 146.64 97.76 'sD'+0.750Lr40.750L-+0.750W, IL Comb Dsgn. L= 12.50 It 1 0.041 0.124 8.74 -8.15 6.74 355.42 212.82 1.00 1.00 12.13 146.64 97.76 Dsgn. 1 = 24.50 ft 2 0.325 0.124 69.17 -8.15 69.17 355.42 212.82 1.00 1.00 12.13 14.6.64 97.76 +040,7501r40.750L40,750W LL Comb I Dsgn. I,. = 12.50 ft 1 0.154 0.089 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 Dsgn. 1 = 24.50 It 2 0.154 0.089 31.56 - -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 00.750Lr+0.750L+0.750W, LL Comb I Dsgn. L= 12.50 ft 1 0.154 0.134 5.85 -32.76 32.76 ' 355.42 212.82 1.00 1.00 13.14 146.64 97.76 Dsgn. L= 24.50 ft 2 0.274 0.134 58.36 -32.76 58.36 355.42 212.82 1.00 1.00 13.14 146.64 97.76 D0.750L40.750S40.750W, II Comb F Dsgn.L= 12.50 It 1 0.041 0.093 8.74 8.15 8.74 355,42 212.82 1.00 1.00, 9.07 146.64 97.76 Dsgn.L= 24.50 It 2 0.222 0.093 47.24 -8.15 47.24 355.42 212.82 1.00 1.00 9.07 146.64 97.76 O0.750L40.750S40.750W, IL Comb F Dsgn. I= 12.50 It 1 0.093 0.083 7.08 -19.87 19.87 355.42 212.82 1.00 1.00 8.16 146.64 97.76 Dsgn. L: 24.50 ft 2 0.172 0.083 36.57 -19.87 36.57 355.42 212.82 1.00 1.00 8.16 146.64 97.76 00.750L+0,750S.0.750W, IL Comb F Dsgn. L= 12.50 ft 1 0.093 0.098 7.08 -19.87 19.87 355.42 212.82 1.00 1.00 9.55 146.64 97.76 Dsgn. L= 24.50 ft 2 0.195 0.098 41.58 -19.87 41.58 355.42 212.82 1.00 1.00 9.55 146.64 97.76 'i0+0.7501r40.750L.+0.5250E, IL Comb Dsgn. L= 12.50 ft 1 0.041 0.124 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 12.13 146.64 97.76 Dsgn. L= 24.50 ft 2 0.325 0.124 69.17 -8.15 69.17 355.42 212.82 1.00 1.00 12.13 146.64 97.76 4040.750Lr40.750L90.5250E, LL Comb Dsgn.I= 12.50 ft 1 0.154 0.089 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 Dsgn. I= 24.50 It ' 2 0.154 0.089 31.56 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 040.750Lr40.750L40.5250E, IL Comb Dsgn.L= 12.50 It 1 0.154 0.134 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 13.14 146.64 97.76 Dsgn. L= 24.50 It 2 0.274 0.134 58.36 -32.76 58.36 355.42 212.82 1.00 1.00 13.14 146.64 97.76 00.750L40.750S40,5250E, LL Comb I Dsgn. I = 12.50 ft 1 0.041 0.093 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 9.07 146.64 97.76 Dsgn. L= 24,50 ft 2 0.222 0.093 47.24 -8.15 47.24 355.42 212.82 1.00 1.00 9.07 146.64 97.76 'O'0.750L40,750540,5250E, LL Comb I Dsgn.L= 12.50 ft 1 0.093 0.083 7.08 -19.87 19.87 355.42 212.82 1.00 1.00 8.16 146.64 97.76 Dsgn. L= 24.501t 2 0.172 0.083 36.57 -19.87 36.57 355.42 212.82 1.00 1.00 8.16 146.64 91.76 'Os0,750140,750$40.5250E LL Comb I Dsgn.L= 12.50ft I 0.093 0.098 7.08 -19.87 19.87 355.42 212.82 1.00 1.00 9.55 146.64 97.76 Dsgn. L = 24.50 It 2 0.195 0.098 41.58 -19.87 41.58 355.42 212.82 1.00 1.00 9.55 146.64 97.76 40.600+W Mike Surprenant & Associates Project Title: Hoefer Residence - .. Consulting Structural Engineers Engineer: David Thom s Project ID: 12076 - 9975 Businesspark Ave., Suite A Project Descr: Sheet of San Diego, CA 92131 Tel. (858) 693:0757 Fax (858)693-0758 Pilnied: lDEC2Oi511:O8AM Steel B File F: l212 NrighVi03-ErInsering1Calc Teniplaiesdioeler eneca1cec6 ENERCAIC, INC. 1902015, Bulld.6.15.7.8. Ver.8.15.4.30 Description: FB-3 = Load Combination Max Stress Ratios . Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma. Max Mnx txIOmega Cb Rm Va Max Vnx__Vnx/Omega Dsgn.1 12.50ft 1 0.025 0.047 5.24 -4.89 5.24 355.42 212.82 1.00 1.00 4.61 146.64 97.76 Dsgn.Lr 24.50 It 2 0.118 0.047 25.02 4.89 25.02 355.42 212.82 1.00 1.00 4.61 146.64 97.76 40.6OD40.70E . Dsgn. L= 12.50 ft 1 0.025 0.047 524 4.89 5.24 355.42 212.82 1.00 1.00 4.61 146.64 97.76 Dsgn.Lz 24.50ft 2 0.118 0.047 25.02 4.69 25.02 355.42 212.82 1.00 1.00 4.61 146:64 97.76 Overall Maximum Defections S Load Combination Span Max DeS Location in Span Load Combination Max + DeS Location In Span 1 0.0000 0.000 +O4U .1.0701 0.000 .04tr 2 0.6876 12.627 0.0000 0.000 Vertical Reactions ____Support notation: Far left is #1 .Values In KIPS Load Combination Support 1Support 2Support 3 'Jveidliiv!,iAiiflUiii £I.1 I I'IL Overall MiNimUm 1.846 0.014 0 Only 12.330 6.494 .+O9L1L Comb Run (*L) 14.177 7:118 404., IL Comb Run (1*) 15.468 5.856 +0+L, LL Comb Run (IL) 17.315 6.480 +D-4.r, LL Comb Run ('L) 16.418 11.425 *O'Lr, IL Comb Run (L*) 15.782 5.792 +D+Ir, LL Comb Run (LL). 19.870 10.724 +D+S 12.330 6-494 40'0.750Lr+0.750L LL Comb Run (CL) 16.781 10.660 4-040.1501r40.150L, LI. Comb Run (L*) 17.272 5:490 +040.7501r40,750L, LI. Comb Run (LL) 21:723 9.656 +040,750140,7505, LL Comb Run (t) 13.715 6.962 +D40.750140.750S, LL Comb Run (L) 14684 6.016 '+040.750L'+0.750S, IL Comb Run (LL) 16.069 6.483 404W 12.33D 6.494 .+0+0:70E 12.330 8.494 +O+0,750Ir40,750L40,750W. IL Comb 1 16.781 10.660 +O+0,7501r40,750L+0.750W, LL Comb I 17.272 5.490 +O'+0.750Lr-.0.750L+0.750W, LL Comb I 21.723 9.656 +040.7501'+0.750S.0.750W, LI. Comb F 13.715 6.962 4040,7501-+0.750840.750W, LL Comb F 14.684 6.016 '0'0.750L'+0.750S40.750W, LL Comb F 16.069 6:483 .1040.750Lr40.7501-40.5250E, U. Comb 16.781 10.660 41X.750Lr40.750L40.5250E, LL Comb 17.272 5.490 4040.750Lr4O.750L40.5250E, LI. Comb 21.723 9.656 -+040.750140.750S.0.5250E, LL Comb I 13.715 6.962 4040.750140.750S40.5250E, IL Comb I 14.684 6.016 !040.750L40,750S40.5250E, IL Comb I 16.069 6.483 40.6004W 7.398 3.696 -.0.60040.70E 7.398 3:896 O Only 12.330 6.494 IrOnly, IL Comb Run (*1) 4.088 4.931 Li Only, IL Comb Run (1*) 3.452 0.702 LrOnly, IL Comb Run (LL) 7.539 4:230 L Only, LL Comb Run L) 1.846 0.624 I. Only. LL Comb Run (1) 3.138 -0.638 I Only, LL Comb Run (II) 4.984 -0.014 S Only WOnly EOniy H Only Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thomas 2-, Project ID: 12076 9975 Businesspark Ave., Suite A o1ect Descr: Sheet of San Diego, CA 92131 1:1(858)693-0757 Fax (858) 693-0758 Pintad: 1 DEC2015 12:32PM [Steel Beam '.' Fib FP 0th12076-Hefright03-EnglneerngCatc Te reneztaJc6 - £NERCALC, INC. 1983-2015BuIId:6.I5.7.8,Ver.615.4.30 IIWEI1.I1*IlI4 Licensee mike SUprenant & associates Desciption: FB.4 CODE REFERENCES Calculations per AISC 360-10, 1 BC 2012, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties - .....- ..........'. _. -- Analysis Method: Allowable Strength Design , Fy : Steel Yield: 50.0 ksl Beam Bracing: Completely Unbraced E: Modulus: 29000.0 ksl Bending Axis: Major Axis Bending Load Combination ASCE 7-05 V O(0.211U0.241 I' V I' 0(11.348) Li3 101 W.039) D(0.28) UO.321 DV 2) Span - 26.50f1 W12x72 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.0350, L = 0.040 ksf, Extent = 6.0-->> 18.50 ft, Tributary Width = 8.0 It Uniform Load: D = 0.0350, L = 0.040 ksf, Extent = 18.50 -->> 26.50 It, Tributary Width = 6.0 ft Point Load: D=11.348, Lr =3.118, L = 1.639 k (.6)6.0 ft Point Load: D=0.420k18.50ft DESIGN.SUMMARY Maximum Bending Stress Ratio = 0.437: 1 Maximum Shear Stress Ratio = 0.166: 1 Section used for this span W1 2X'72 Section used for this span W12x72 Ma Applied 105.474 k-ft Va : Applied 17.602 k Mn / Omega Allowable 241:482k-ft Vn/Omega : Allowable 105.780 k Load Combination +1.085D40.750Lr4.750L+1.050E Load Combination +1.0850-+0.750Lr'0.750L+1.050E Location of maximum on span 8.083ft Location of maximum on span 0.000 it Span if where maximum occurs Span if 1 Span if where maximum occurs Span if 1 Maximum Deflection Max Downward Transient Deflection 0.212 in Ratio = 1,499 Max Upward Transient Deflection 0.000 in Ratio = 0 <30 Max Downward Total Deflection 0.710 in Ratio = 448 Max Upward Total Deflection 0.000 In Ratio 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + . Mrnax - Ma - Max Mnx Mnx!omega Cb Rm Va Max Vnx Vnx/Onlega DOnly Dsgn.L= 26.50ft 1 0.288 0.113 70.73 70.73 409.96 245.49 1.17 1.00 11.99 158.67 105.78 404L Dsgn.L= 26.50ft 1 0.407 0.148 . 96.80 96.80 397.64 238.11 1.13 1.00 15.70 158.67 105.78 4D4Lr Dsgn.L z 26.50ft 1 0.337 0.136 85.09 ' 85.09 421.57 252.44 1.20 1.00 14.40 158.67 105,78 'D+S 0sgn. L= 26.50ft 1 0.288 0.113 70.73 ' 70.73 409.96 245.49 1.17 1.00 11.99 158.67 105.78 400.750Lr40,750L Dsgn.L= 26.50ft 1 0.412 0.157 99.50 99.50 403.27 241.48, 1,15 1.00 16.58 158.67 105.78 4040,750L40.750S DSgn.1r 26.50ft 1 0.377 0.140 89.99. 89.99 399.05 238.95 1.13 1.00 14.77 158.67 105.78 404W Dsgn. L = 26.50 ft 1 0.288 0.113 70.73 . 70.73 409.96 245.49 1.17 1.00 11.99 158.67 105.78 +1,1130-s-1.40E Dsgn. I. = 26.50 it 1 0.321 0.126 78.74 78.74 409.96 245,49 1.17 1.00 13.35 158.67 105.78 -+D-+0.750Lr40.750L+0.750W Dsgn.L= 26.50ft 1 0.412 0.157 99.50 99.50 403.27 241.48 1.15 1.00 16.58 158.67 105.78 '040.750L40,750540.750W Dsgn.L= 26.50ft 1 0.377 0.140 89.99 , 89.99 399.05 238.95 1.13 1.00 14.77 158.67 105.78 Mike Surprenant & Associates Project Title: Hoofer Residence Consulting Structural Engineers Engineer: David Thomas Protect ID: 12076 9975 BusinessparkAve., Suite A Project Oescr. Sheet 3p0 of San Diego, CA 92131 - - . Tel. (858) 6930757 Fax(858)693-0758 . _________________-_____________________ Printed: IDEC2015.12:32PM I Steel Beam File- F:Pm 1212076H ghtW3-EnginewlngCalc Teoeferenercaic.eth L ENERCALC, INC. 190 Id Description: FBA Load Combination Max Stress Ratios Sumniaryof Moment Values Summary of 'Shier Values Segment Length Span # M V Mmax +. Mmax - Ma- Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +l.O850.75j,750L+1.050E Dsgn.L= 26.50ft 1 0.437 0.166 105;47 105.47 403.27 241.48 1.15 1.00 17.60 158.67 105.78 1.085040.750L40.750S+1.050E Dsgn.L= 26.50ft 1 0.401 0.149 95.92 95.92 399.40 239.16 1,14 1.00 15.79 158.67 105.78 0.60D+W Dsgn.L= 26.50ft 1 0.173 0.068 42.44 42.44 409.96 245.49 1.17 1.00 7.20 159.67 105.78 -+0.4867D+1A0E Dsgn.L= 26.50ft 1 0.140 0.055 3443. 34.43 409.96 245.49 1.17 1.00 5.84 15867 105.78 Overall Maximum Deflections . Load Combination Span Max Defi Location in Span Load Combination Max + Dell Location In Span 00.750Lr+0.750L+1.050E 1 0.7097 .i2.588 0.0000 . 0.000 Vertical Reactions : Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 NerdMA)0mum 16.583 76' --............................_______________________ Overafl MiNimum 2.412 0.706 D Only . 11.993 6.859 +04. 15.701 10.709 0-+Lr 14.405 7.565 '048 11.993 6.859 . O0.750Lr+0.75DL . 16.583 10.276 +O*0.750L-.0.750S 14.774 9.746 11.993 6.859 . . . +0+140E 11.993 6.859 '040.750Lr4O.750140.750W 16.583 10.276 lO+0,750L40,750S+0,750W 14.774 9.746 -+D0.750Lr+0.750L+1050E 16.583 10.276 - +00.750L+0.750S+1.050E 14.774 9.746 -+0.60D+W 7.196 4.115 +0.600+1.40E 7.196 4.115 DOnty 11.993 6.859 . In Only 2.412 0.706 L Only 3.709 3.850 SOnly .., WOnly E Only *2.0 HOnly - -'---.. Mike Surprenant & Associates Project Title: Hoefer Residence Consulting StrUctural Engineers Engineer: David Thomas Protect ID: 12076 9975 Businesspark Ave., Suite A Project Descr: Sheet 3 of - San Diego, CA92131 Tel. (858) 693-0757 Fax (858) 693-0758 P(n1eJ: 1 DEC 2015,1I:09AM [Steel Beam = • ENERCA1C INC, 9832O15.BuDd:6.15.7.8.Ver:6.15.4.30j SIf,1If,J Licensee fmike (I.1!1. Th IIl ass ociate Description: FS-5 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design . Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis :• Major Axis Bending Load Combination ASCE 7-05 t'tr i I?' 0'll uo3i pIo.6iL(o.62) -.. Span -2.50ft •1' W12X96 D(D.161140.181 - - f 13. -, "9 L'(l i-ti2.726) 77 Sp2,i=29.50ft W12jc9O Applied Loads . . Service loads entered. Load Factors will be applied fOr calculations. Beam self weight calculated and added to loading Load for Span Number I Uniform Load: 0 = 0.6130, L = 0,620 k/ft, Tributary Width =1.0 ft Point Load: D = 1.480k 0.0 ft Load for Span Number 2 Uniform Load: 0 = 0.6130, L = 0.620 klft, Extent = 00-->> 20.50 ft, Tributary Width = 1.0 ft Uniform Load: 0 = 0.160, Lr = 0.160 kilt, Extent 20.50 ->>29.50 ft. Tributary Width = 1.0 ft Point Load: D = 6.494, Lr 4.931, L = 0.6240k (8 5.0 ft - Point Load: 0= 2.465, l.r= 1.425 k6 15.50 ft Point Load: 0=4.555, Lr=2.726kt.6)20.50ft DESIGN SUMMARY . Y1MiI] Maximum Bending Stress Ratio = 0.497: 1 Maximum Shear Stress Ratio = 0.182 : 1 Section used for this span . W1 204 Section used for this span W1 2x96 Ma : Applied 182.229k-ft. Va : Applied 25.456 k Mn /Omega: Allowable 366.766k-ft Vn/0mega : Allowable 139.70 k Load Combination -i'040.750Lr40.750L, LL Comb Run ('L). Load Combination +D40.750Lr+0.7501, LL Comb Run (1.) Location of maximum on span 29.500 ft Location of maximum on span 29.500 ft Span # where maximum occurs Span #2 Span # where maximum occurs Span #2 Maximum Deflection . .' . Max Downward Transient Deflection 0.171 in Ratio = 2.072 Max Upward Transient Deflection -0.057 in Ratio = 1,053 Max Downward Total Deflection 0.546 in Ratio = 649 Max Upward Total Deflection -0.178 in Ratio = 336 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios ., Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mn-ax •, Mmax - Ma - Max Mnx MnxlOmega Gb RmVa Max VnxVoxl0mega 0 Only Dsgn.L= 2.50 It 1 0.016 0.101 -5.92 5.92 612.50 366.77 1.00 1.00 14,10 209.55 139.70 Dsgn.L= 29.501t 2 0.313 0.116 67.35 .114.73 114.73 612.50 366.77 1.00 1.00 16.25 209.55 139.70 .D+L, LL Comb Run (1.) Dsgn.L= 2.50 it 1 0.016 0.152 -5.92 5.92 612.50 366.77 1.00 1.00 21.19 209.55 139.70 Dsgn.L= 29.50 ft 2 0.452 0.161 104.12 -165.66 165.66 612,50 366.77 1.00 1.00 22.50 209.55 139.70 i-4 LI. Comb Run (LI Dsgn.L= 2.50 It 1 0.021 0.102 - -7.85 7.85 612.50 366.77 1.00 1.00 14.20 209.55 139.70 0sgn.L= 29.50 ft 2 0.310 0116 66.48 . 113.76 113.76 612.50 366.77 1.00 1.00 16.15 209.55 139.70 +0-it, LL Comb Run (LL) Dsgn. L = 2.50 ft 1 0.021 0.152 .7.85 7.85 612,50 366.77 1.00 1.00 21.28 209,55 139.70 Dsgn,L= 29.50ft 2 0.449 0.160 103.24 -164.69 164.69 612.50 366.77 1.00 1.00 22.40 209.55 139.70 -.-04.r, IL Comb Run ('I) . Dsgn.L= 2.50 It 1 0.016 0.133 ,- -5,92 5.92 612.50 366.77 1.00 1.00 18.60 209.55 139.70 Dsgn.L= 29.50 It 2 0.419 0.159 87.49 •153.60 153.80 612.50 366.77 1.00 1.00 22.28 209.55 139.70 D4tr, IL Comb Run (L') Mike Surprenant & Associates Project Title: Hoofer Residence Consulting Structural Engineers Engineer: David Thomas Project ID: 12076 9975 Businesspark Ave., Suite A Prolect Desc Sheet of______ San Diego CA 92131 - Tel. (858) 693.0757 Fax (858) 693.0758 Prired: I DEC 0l5 11:09AM I -- File F:W O12120oeferh&J3.EngIngCale 7em ienarcaeo6 j Steel L "'AK3I1I' "JI1II.t . ENERCAI.C, INC. 1983-2015, Buffd:6.15.7.8, Ver:6.15.4.30 SS1 Licensee nhl:(I.-F1.J11ir.iiiL1associates Description: FB-5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span U M V Mmax + Mrnax- Ma - Max Mnx MnxiOmega Cb Rm Va Max Vnx VnxlOmega 05gn L= 25011 1 0.016 0.101 -592 592 61250 36677 100 100 1410 20955 13970 0sgn.L= 29.50ft -2 0.313 0.116 67.35 -114,73 114.73 612.50 368.77 1.00 1.00 16.25 209.55 139.70 *041, LL Comb Run (IL) Osgn. L = 2.50 ft 1 0,016 0.133 -5.92 5.92 612.50 366.77 1.00 1.00 18.60 209.55 139.70 Dsgn. I = 29.50 ft 2 0.419 0.159 87.49 ' -153.80 153.80 612.50 366.77 1.00 1.00 22.28 209.55 139.70 Dsgn. I= 2.5011 1 0.016 0.101 -5.92 5.92 612.50 366.77 1.00 1.00 14.10 209.55 139.70 Dsgn.L= 29.5011 2 0.313 0.116 67.35 .114.73 114.73 612.50 366.77 1.00 1.00 16.25 209.55 139.70 *O-.0.750Lr*0.750L, LL Comb Run (1) Dsgn.L z 2.5011 1 0.016 0.163 -5.92 5.92 612.50 366.77 1.00 1.00 22.79 209.55 139.70 Dsgn.L= 29.5011 2 0.497 0.182 110.02 -182.23 182.23 612.50 366.77 1.00 1.00 25.46 209.55 139.70 4040.750Lr40.750L, IL Comb Run (LI Dsgn. L= 2.5011 1 0.020 0.101 -7.37 7.37 612.50 366.77 1.00 1.00 14,17 209.55 139.70 Dsgn. L= 29.50 ft 2 0.311 0.116 66.69 . -114.01 114.01 612.50 366.77 1.00 1.00 16.18 209.55 139.70 .D'+0.750Lr*0.750L, LL Comb Run (LL) Dsgn.L= 2.50 It 1 0.020 0.164 -7.37 7.37 612.50 366.77 1.00 1.00 22.86 209.55 139.70 Dsgn.L = 29.5011 2 0.495 0.182 109.34 -181.50 181.50 612.50 366.77 1.00 1.00 25.38 209.55 139.70 +00,750L*0,750S, LL Comb Run (L) Dsgn. I= 2.50 ft 1 0.016 0.139 -5.92 5.92 612.50 366.77 1.00 1.00 19.41 209.55 139.70 Dsgn. I= 29.50 ft 2 0.417 0.150 94.93 .152.93 152.93 612.50 366.77 1.00 1.00 20.94 209.55 139.70 D0,750U.0.750S, IL Comb Run (L) Dsgn. L = 2.50 It 1 0.020 0.101 -7.37 7.37 612.50 366.77 1.00 1.00 14.17 209.55 139.70 Dsgn.L 29.50(1 2 0.311 0.116 66.69 -114.01 114.01 612.50 366.77 1.00 1.00 16.18, 209.55 139.70 +0*0,750L*0,7505, LL Comb Run (LL) Dsgn.L = 2.5011 1 0.020 0.139. -7.37 7.37 612.50 366.77 1.00 1.00 19.49 209.55 139.70 Dsgn.L = 29.50 ft 2 0.415 0.149 94.27 -152.20 152.20 612.50 366.77 1.00 1.00 20.86 209.55 139.70 *O+W Dsgn.L= 2.5011 1 0.016 0.101 -5.92 5.92 612.50 366.77 1.00 1.00 14.10 209.55 139.70 Dsgn.L= 29.50 ft 2 0.313 0.116 67,35 -114.73 114.73 612.50 366.77 1.00 1.00 16.25 209.55 139.70 O*0.70E Dsgn. L= 2.50 ft 1 0.016 0.101 - -5.92 5.92 612.50 366.77 1.00 1.00 14.10 209.55 139.70 Dsgn.L= 29.5011 2 0.313 0.116 67.35 '-114.73 114.73 612.50 366,77 1,00 1.00 16.25 209.55 139.70 +0*0.750Ir*0.750140.750W, LL Comb 1 . Dsgn.I= 2.5011 1 0.016 0.163 -5.92 5.92 612,50 366.77 1.00 1.00 22.79 209.55 139.70 Dsgn.L= 29.5011 2 0.497 0.182 110.02 '. -182.23 182.23 612.50 366.77 1.00 1.00 25.46 209,55 139.70 .D*0,750Lr*0.750L*0,750W, LL Comb F Dsgn.L= 2,5011 1 0.020 0.101 -7.37 7.37 612.50 366.77 1.00 1.00 14.17 209.55 139.70 Dsgn. L= 29.50 ft 2 0.311 0.116 66.69 -114.01 114.01 612.50 366.77 1.00 1.00 16.18 209.55 139.70 +0*0,750Lr'0,750L40,750W LL Comb Dsgn. L= 2.50 ft 1 0.020 0.164 -7.37 7.37 612.50 366.77 1.00 1.00 22.86 209.55 .139.70 Dsgn. 1= 29.50 ft 2 0.495 0.182 109.34 -181.50 181.50 612,50 366.77 1.00 1.00 25.38 209.55 139.70 00.750L40.750S*0.750W, LL Comb F Dsgn.L= 2.50 ft 1 0.016 0.139 -5.92 5.92 612.50 366.77 1.00 1.00 . 19.41 209.55 139.70 Dsgn.L= 29.50 ft 2 0.417 0.150 94.93 -152.93 152.93 612.50 366.77 1.00 1,00 20.94 209.55 139.70 +00,750L40,750S40,750W, LL Comb F Dsgn. I= 2.5011 1 0.020 0.101 -7.37 7.37 612.50 366.77 1.00 1.00 14.17 209.55 139.70 Dsgn.L= 29.50(1 2 0.311 0.116 66.69 -114.01 114.01 612.50 366.77 1.00 1.00 16.18 209.55 139.70 +0'0.750L0.750S*0.750W, LL Comb F Dsgn.L = 2.5011 1 0.020 0.139 -7.37 7.37 612.50 366.77 1.00 1.00 19,49 209.55 139.70 Dsgn. L a 29.50 ft 2 0.415 0.149 94.27 -152.20 152.20 612.50 366.77 1.00 1.00 20.86 209.55 139.70 '0+0.750Lr40.750140.5250E, IL Comb Dsgn.L= 2.50 ft 1 0.016 0.163 -5.92 5.92 612.50 366.77 1.00 1.00 22.79 209.55 139.70 NO. L= 29.50 ft 2 0.497 0.182 110,02 -182.23 182.23 612.50 366.77 1.00 1.00 25.46 209.55 139.70 *00.750Lr+0,750L.0.5250E, IL Comb Dsgn. I= 2.50 ft 1 0.020 0.101 - -7.37 7.37 612.50 366.77 1.00 1.00 14.17 209.55 139.70 Dsgn.L= 29.50 ft 2 0.311 0.116 66.69 .11401 114.01 612.50 366.77 1.00 1.00 16.18 21)9.55 139.70 .0'0.750Lr.0.750L+0.5250E, LL Comb Dsgn. Ir 2.5011 1 0.020 0,164 -7,37 7.37 612.50 366.77 1.00 1.00 22.86 209.55 139.70 Dsgn.L = 29.50 ft 2 0.495 0.182 109.34 -181.50 181.50 612.50 366.77 1.00 1.00 25.38 209.55 139.70 '0'+0.750L0.750S.0,5250E, IL Comb I Dsgn. L= 2.50 ft 1 0.016 0.139 -5.92 5.92 612.50 366.77 1,00 1.00 19.41 209.55 139.70 Dsgn. L= 29.50 ft 2 0.417 0.150 94.93 -152,93 152.93 612.50 366.77 1.00 1.00 20,94 209.55 139.70 *0*0,750L40,750S40,5250E, LL Comb I • Dsgn. l= 2.50 ft 1 0.020 0.101 • -7.37 7.37 612.50 366.77 1.00 1.00 14.17 209,55 139.70 Dsgn.L = 29.50 ft 2 0.311 0.116 66.69. .114.01 114.01 612.50 366.77 1.00 1.00 16.18 209.55 139.70 40*0.750140,750S40.5250E, LL Comb I Dsgn.L= 2.5011 1 0.020 0.139 . -7.37 7.37 612.50 366.77 1.00 1.00 19.49 209.55 139.70 Dsgn. L = 29.5011 2 0.415 0.149 94.27 -152.20 152.20 612.50 366.77 1.00 1.00 20.86 209.55 139.70 0.60D+W - Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers En9ineer: David Thomas Project ID: 12076 - 9975 Businesspark Ave., Suite A Project Descc Sheet 33 of San Diego, CA 92131 ' Tel. (858) 693-0757 - Fax (858) 693-0758 I DEC 2015. I i:O9J.4 Steel St • Beam .• Ala = F: 2O12\12076-Hoefer-Wrlghft03-EngneerlegCa1c Teefeteneratcc8 . .'., ENERCALC INC. I3-2015, Bulld:6.15.7.8,Vei6.15.4.30 ILic. 41: KW-06003057 Licensee Uflhlxi.'iui .1(4i,Il& associates Description: FB-5 M ,, Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mrnax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx" Vnx/Omega 5s9n.L= 2.50 ft 1 0.010 0.061 ,.. .3.55 3.55 612.50 368.77 1.00 1.00 8.46 209.55 139.70 Dsgn.L= 29.5011 2 0.188 0.070 40.41 '-68.84 68.84 612.50 366.77 1.00 1.00 9.75 209.55 139.70 +0,60D*0.70E Ds9n.L= 2.50 ft 1 0.010 0.081 -3.55 3.55 612.50 366.77 1.00 1.00 8.46 209.55 139.70 Dsgn.L= 29.50 ft 2 0.188 0.070 40.41 .' 68.84 68.84 612.50 366,77 1.00 1.00 9.75 209.55 139.70 Overall _Maximum _Deflections Load Combination Span Max Deft Location in Span Load Combination Max + Deft Location in Span 1 0.0000 '0.000 40's0.750Lr40.750L+0.5250E -0,1784 0.000 4040.750Lr+0.7501-40.5250E 2 0.5456 12.481 0.0000 0.000 Vertical Reactions '. , Support notation; Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Suppit 3 Overall MAXimum 2272 458 Overall MiNimum 1.649 "-0.099 D Only 17.352 16.252 . 4041.., IL Comb Run (L) 24.438 22.501 404t, ILL Comb Run (LI 19.001 16,154 +0+1, IL Comb Run (IL) 26.087 22.402 . +D.Lr, LL Comb Run (1) 21.851 22.276 1. 0+1r, LL Comb Run (L) 17.352 16.252 +0+L(, LL Comb Run (LL) 21.651 22.276 17.352 16252 +040.75011-.0.750L, LL Comb Run (IL) 26.040 25.456 .040.7501.140.750L, LL Comb Run (1) 18.589 16.179 .040.7501140.7501, LL Comb Run (LL) 27.277 25.382 .0+0.7501'0.750S, IL Comb Run (*L) 22.667 20.939 +0'0750L'0.750S, IL Comb Run (..) 18.589 16.179 +040.750140.750S, IL Comb Run (ILL) 23.903 2.865 17.352 16.252 +0.0.70E 17.352 '16.252 040.750Lr+0.750L40.750W, IL Comb F 26.040 25.456 "13+0.7501-r'0150140,750W, IL Comb F 18.589 16.179 ' O40.750Lr40.750L40.750W, IL Comb I 27.277 25.382 . "00.750Li0.750S'0.750W, IL Comb F 22.667 20.939 .0.0.7501'.0.750S+0.750W, LL Comb F 18.589 16.179 +O.0.750140,750S4750W, LL Comb F 23.903 20.865 '040.7501140.750140.5250E, LL Comb 26.040 25A56 'D'0.7501r.0.750L*0.5250E, IL Comb 18.589 16.179 . S 0+0.750Lr'0.750140.5250E, IL Comb 27.277 25.3V +040.7501.+0.750S+0.5250E, IL Comb I 22.667 20.939 +047501+0.750S40,5250E, IL. Comb I 18.589 16179 +040.750L+0.7505.0.5250E, LL Comb I 23.903 20.865 +0.600i-W 10.411 9.751 4600.0.70E 10.411 9.151 D Only 17.352 16.252 Ir Only, IL Comb Run (*1) 4.498 6.024 Ir Only, IL Comb Run (L) Ir Only, U. Comb Run (LL) 4.498 .0.24 L Only, IL Comb Run (1.) 7.086 6.248. . L Only, IL Comb Run (1) 1.649 -0.099, L Only, U. Comb Run (LL) 8.734 6.150 S Only W Only . •. ., ' EOnly . . HOnly . " .. 4, ' Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thomas Project ID: 12076 9975 Buslnesspark Ave., Suite A ProJect Descr: Sheet 1 of San Diego, CA 92131 Tel. (858) 693-0757 Fax (858) 693-0758 . . Piloted: I DEC 2015, 11:I0A1A St I Beam File c F:W lZt12076-HoeWdghf,OEeofng\Calc Teeriatesthoefor enercalc.ec8 ENRCALC, INC 1983-2015, Bui10.15.7.81 VerS.15.4.30 ifltSI1SIIMII4 Description: FB-6 CODE REFERENCES . Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties - .............. ........-- Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Load Combination ASCE 7-05 Fy : Steel Yield; 50.0 ksl E: Modulus: 29,000.0 ksi D3I5lL(0.30) 0(0.4051 L(0,28( D(0.3)Lr(0.3 0(0.35 (40,3) D(O3I5 ,, Le0.38( , r.n77}I.e1 D(0.405((.(08) D(00S1 Span 6.0ft Span I6.0fL on'1.5O1t W149 . W149 W149 Applied Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.3150, L=0.360 k/ft. Tributary Width = 1.0 ft Uniform Load: 0 = 0.4050, ii = 0.280 k/ft. Tributary Width = 1.0 it Point Load: D=3.480ki0.0ft Load for Span Number 2 Uniform Load: D =0.4050, 1= 0.280 k/fl, Tributary Width = 1.0 ft Uniform Load: D=0.30, Lr = 0.30 k/fl, Extent = 1.50 ->>16.011, Tributary Width = 1.0 ft Uniform Load: D=0.3150, L =0.360 k/fl, Extent = 0.0 ->> 1.50 ft. Tributary Width = 1.0 ft Point Load: D =7.077, Lr= 5.493k( 1.50 ft Point Load: D=2.465, Ir = 1.425k 12.50 ft Load for Span Number 3 Uniform Load: 0 = 0.4050, L = 0.280 k/fl, Tributary Width = 1.0 ft Uniform Load: 0 = 0,30, Lr = 0.30 k/it, Tributary Width =10 ft Point Load: D = 3.816, Li = 2.344 k (Zi) 1.50 ft . DESIGN SUMMARY Maximum Bending Stress Ratio = 0.288:J- Maximum Shear Stress Ratio = 0.336: 1 Section used-for this span W10x49 Section used for this span . W1 0x49 Ma: Applied . . 43362 k-ft Va : Applied 22.817 k Mn I Omega : Allowable 150.699 k-ft Vn/Omega : Allowable 68.0 k Load Combination 4040.75OLr40.750L, LL Comb Run (LL*) Load Combination 4040.750Lr40.750L, LL Comb Run (LL) Location of maximum on span 6.000ft Location of maximum on span . 6.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.102 in Ratio = 1,880 Max Upward Transient Deflection -0.132 in Ratio = 1,093 Max Downward Total Deflection 0.176 in Ratio = 819 Max Upward Total Deflection .0.053 in Ratio = 674 Maximum Forces &_Stresses for Load Combinations __ Load Combination Max Stress Ratios Summary of Moment Values - Summary of Shear Values Segment Length Span 4 M V Mmax + "Mrnax - Ma -Max Mnx Mnx/Omega Cb Rn1 Va Max Vnx Vnx10mega DOnly Dsgn. L: 6.00 ft 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 Dsgn. L 16.00ft 2 0.230 0.217 14.88 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 Dsgn.L 1.50ft 3 0.044 0.073 . -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 +041,11 Comb Run (*1) Dsgn.L= 6.00ft 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.75 1D2.00 68.00 Dsgn. 1= 16.00 It 2 0.230 0.217 14.68 . -34.72 34.72 251.67 . 150.70 1.00 1.00 14.75 102.00 68.00 Dsgn.L: 1.50ft 3 0.046 0.079 -6.89 6.89 251.67 150.70 1.00 1.00 5.37 102.00 68.00 'OiL LL Comb Run (*L°) Dsgn.L = 6.00 It 1 0.230 0.258 -34.72 34.72 251.67 150.70 1.00 1.00 17.52 102.00 68.00 Steel Beam Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave., Suite A San Diego, A 92131 Tel. (858) 6930757 Iv (P..Ri RQ1fl7A Project Title: Floefer Residence Engineer: David Thos Project ID: 12076 Project Descr: Sheet of PijAted: I GEC 2OIS,th lOAM ENERCALC, INC. 1983-2015, BuHd6.15c7.B, Vw6j5.4.30 Description: Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnxi0mega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 16.0011 2 0.230 0.258 23.52 -34.72 34,72 251.67 150.70 1.00 1.00 17.52 102.00 68.00 Dsgn.L= 1.5011 3 0.044 0.073 -6.57 6.57 251.67 . 150.70 1.00 1.00 4.95 102.00 68.00 40.1, LL Comb Run ('IL) Dsgn. I = 6.00 ft 1 0.230 0.257 -34.72 34.72 251.67 150.70 1.00 1.00 17.50 102.00 68.00 Dsgn.L= 16.0011 2 0.230 0.257 23.34 -34.72 34.72 251.67 150.70 1.00 1.00 17.50 102.00 68.00 Dsgn. I = 1.50 ft 3 0.046 0.079 -6.89 6.89 251.67 150.70 1.00 1.00 5.37 102.00 68.00 4041, IL Comb Run (L") Osgn.L= 6.00 ft 1 0.273 0.223 41.20 41.20 251.67 150.70 1.00 1.00 15.17 102.00 68.00 Dsgn.L= 16.00 ft 2 0.273 0.223 12.63 41.20 41.20 251.67 150.70 1.00 1.00 15.17 102.00 68.00 D590. L= 1.50 ft 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 .041, LL Comb Run (L'L) Dsgn.L= 6.0011 1 0.273 0.223 -41.20 41.20 251.67 150.70 1,00 1.00 15.15 102.00 68.00 Dsgn.L= 16.0011 2 0.273 0.223 12.42 41.20 41.20 251.67 150.70 1.00 1.00 15.15 102.00 68.00 Dsgn.L= 1.5011 3 0.046 0.079 .6.89 . 6.89 251.67 150,70 1,00 1.00 5.37 102.00 68.00 '.041, LL Comb Run (LL') Dsgn. L = 6.00 ft 1 0.273 0.264 -41.20 41.20 251.67 150.70 1.00 1.00 17.93 102.00 68.00 Dsgn. I: 16.0011 2 0.273 0.264 20.99 '41.20 41.20 251.67 150.70 1.00 1.00 17.93 102.00 68.00 Dsgn.I= 1.5011 3 0.044 0.073 -6.51 6.57 251.67 150.10 1.00 1.00 4.95 102.00 68.00 40.1, LL Comb Run (ILL) Dsgn. I = 6.0011 1 0.273 0.263 .41.20 41.20 251,67 150.70 1.00 1.00 17.91 102.00 68.00 Dsgn. L = 16.00 ft 2 0.273 0.263 20.80 -41.20 41.20 251.67 150.70 1.00 1.00 17.91 102.00 68.00 Dsgn.L= 1.5011 3 0.046 0.079 -6.89 6.89 251.67 150.70 1.00 1.00 5.37 102.00 68.00 .D41r, IL. Comb Run (*1.) Dsgn. L = 6.00 ft 1 0.230 0.214 -34.72 34.72 251.67 150.70 1.00 1.00 14.52 102.00 68.00 Dsgn. Lr 16.0011 2 0.230' 0.214 12.47 -34.72 34.72 251.67 150.70 1.00 1.00 14.52 102.00 68.00 Dsgn.L= 1.50 ft 3 0.069 0.114 .10.43 10.43 251.67 150.70 1.00 1.00 7.74 102.00 68.00 *0.-Ir, LL Comb Run ('I') Dsgn. I= 6.0011 , 1 0.230 0.324 -34.72 34.72 251.67 150.70 1.00 1.00 22.03 102.00 68.00 Dsgn..L = 16.00 ft 2 0.230 0.324 30.15 -34.72 34.72 251.67 150.70 1.00 1.00 22.03 102.00 68.00 Dsgn.L= 1.50 ft 3 0.044 0.073 .6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 '.O.lr, IL Comb Run ('II) Osgn.L= 6.00 ft 1 0.230 0.320 -34.72 34.72 251.67 150.70 1.00 1.00 21.79 102.00 68.00 Dsgn.L= 16,0011 2 0.230 0.320 27.92 -34.72 34.72 251.67 150.70 1.00 1.00 21.79 102.00 68.00 Dsgn. L= 1.5011 3 0.069 0.114 -10.43 10.43 251.67 150.70 1.00 1.00 7.74 102.00 68.00 '.041r, LL Comb Run (L") Dsgn. I= 6.0011 1 0.264 0.222 -39.76 39.76 251.67 150.70 1.00 1.00 15.08 102.00 68.00 Dsgn.L= 16.0011 2 0.264 0.222 13.11 -39.76 39.76 251.67 150.70 1.00 1.00 15.08 102.00 68.00 Dsgn. L: 1.50 ft 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 '.0+1,, IL Comb Run (I'L) Dsgn.L= 6.00 ft 1 0.264 0.218 -39.76 39.76 251.67 150.70 1.00 1.00 14.84 102.00 68.00 Dsgn.L= 16.0011 2 0.264 0.218 10.60 -39.76 39.76 251.67 150.70 1.00 1.00 14.84 102.00 68.00 Dsgn. L= 1.5011 3 0.069 0.114 -10.43 10.43 251.67 150.70 1.00 1.00 7.74 102.00 68.00 '.04r, IL Comb Run (LL') Osgn.L= 6.0011 1 0.264 0.329 . -39.76 39.76 251.67. 150.70 1.00 1.00 22.34 102.00 68.00 Dsgn.L= 16.0011 2 0.264 0.329 28.12 -39.76 39,76 251.67 150.70 1.00 1.00 22.34 102.00 68.00 Dsgn.L= 1.5011 3 0.044 0.073 -6.57 6.51 251.67 150.70 1.00 1.00 4.95 102.00 68.00 '.041r, LL Comb Run (LLL) Dsgn.L= 6.00ft 1 0.264 0.325 -39.76 39.76 251.67 150.70 A.W 1.00 22.10 102.00 68.00 Dsgn. 1 = 16.0011 2 0.264 0.325 25.81 -39.76 39.76 251.67 150.70 1.00 1.00 22.10 102.00 68.00 Dsgn.L= 1.5011 3 0.069 0.114 .10.43 10.43 251.67 15070 1.00 1.00 7.74 102.00 68.00 +0+5 Dsgn.L= 6.0011 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 '14.77 102.00 68.00 Dsgn.L= 16.0011 2 0.230 0.217 14.88 -34.12 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 Dsgn.L= 1.5011 3 0.044 0.073 -6.57 " 6.57. 251.67 150.70 1.00 1.00 4.95 102.00 68.00 4040 .750Lr'.0.7501 LL Comb Run ("1 Dsgn.L= 6.00ft 1 0.230 0.214 . -34.72 34.72 251.67 150.70 1.00 1.00 14.57 102.00 68.00 Dsgn.L= 16.00ft 2 0.230 0.214 12.92 -34.72 34.72 251.67 150.70 1.00 1.00 14.57 102.00 68.00 Dsgn. L: 1.5011 3 0.064 0.108 . -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102,00 68.00 +0'.0.75QLr'.O,750L, LL Comb Run ('I' Dsgn.L= 6.0011 1 0.230 0.328 -34.72 34.72 251.67 150.70 1.00 1.00 22.28 102.00 68.00 Dsgn. I= 16.0011 2 0.230 0.328 32.93 -34.72 34.72 251.67 150.70 1.00 1.00 22.28 102.00 68.00 Dsgn.L= 1.5011 3 0.044 . 0.073 . -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 4040.750Lr40.750L LL Comb Run ('LL Dsgn. L= 6.o0ft 1 0.230 0.325 .34.72 34.72 251.67 150.10 1.00 1.00 22.08 102.00 68.00 Dsgn.L= 16.00ft 2 0.230 0.325 31.15 .' -34.72 34.72 251.67 150.70 1.00 1.00 22.08 102.00 66.00 Dsgn.L= 1.501t 3 0.064 0.108 ' -9.70 9.70 251.67 150.70 1.00 1.00 7.38 102.00 68.00 '.040.7501r40.7501., IL Comb Run (I" Dsgn.L= 6.0011 1 0.288 . 0.225 -43.36 43.36 251.67 150.70 1.00 1.00 15.31 102.00 68.00 Dsgn. 1 = 16.00 ft 2 0.288 0.225 11.92 -43.36 43.36 251.67 150.70 1.00 1.00 15.31 102.00 68.00 Mike Surpren ant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thoras Project ID: 12076 9975 Businesspark Ave., Suite A Project Descc Sheet !_ of San Diego, CA92131 - . Tel. (858) 693.0757 Fax (858) 693-0758 __ Printed: I DEC 2015, 11:10AM Steel Beam F:l212076-K-Mhfdng\Ca1c lemplatesthoeferenarcelc.ec8 ENERCALC, INC 1983-2015 8ild:6.157.8, Vec6.15.4.30 Description: FB-6 Load Combination Max Stress Raths Summary of Moment Values Summary of Shear Values SegmentLength Span# M V Mmax. Mmax. Ma - Max Mnx MnxlOmega Cb Rm VaMax Vnx VnxiOmega Ds9n.L = 1.50 ft 3 0.044 0.073 -8.57 6.57 251.67 150.70 1.00 1.00 4.95 .00 68.00 +D90.750Lr40.7501, IL Comb Run (LL Dsgn.L = 6.00ft 1 0.288 0.222 -43.36 43.36 251.67 150.70 1.00 1.00 15.11 102.00 68.00 Dsgn.L = 16.00 ft 2 0.288 0.222 9.82 43.36 43.36 251.67 150.70 1.00 1.00 15.11 102.00 68.00 Dsgn.L = 1.50 It 3 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68,00 4D'+0.7501.r40.750t, LI. Comb Run (11* Dsgn. L = 6.00 ft 1 0.288 0.336 43.36 43.36 251.67 150.70 1.00 1.00 22.82 102.00 68.00 Dsgn.L= 16.00 It 2 0.288 0.336 29.41 43.36 43.36 251.67 150.70 1.00 1.00 22.82 102.00 68.00 Dsgn.L= 1.5011 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 +D'0,75OLf40,750L, IL Comb Run (LLI Dsgn. I= 6.0101 ft 1 0.288 0.333 43,36 43.36 251.67 150.70 1.00 1.00 22.62 102.00 68.00 Dsgn.L= 16.00 It 2 0.288 0.333 27.53 -43.36 43.36 251.67 150.70 1.00 1.00 22.62 102.00 68.00 Dsgn. I.= 1.50 ft 3 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 4D-'0.750140,7505, IL Comb Run (*.) Dsgn.L= 6.00 It 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.75 102.00 68.00 Dsgn. Lr 16.0011 2 0.230 0.217 14.73 -34.72 34.72 251.67 150.70 1.00 1.00 14.75 102.00 68.00 Dsgn.L= 1.5011 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 4040.750Ls0.750S, IL Comb Run (*LI Dsgn.L= 6.00ft 1 0.230. 0.248 -34.72 34.72 251.67 150.70 1.00 1.00 16.83 102.00 68.00 Dsgn.L= 16.0011 2 0.230 0.248 21.33 .3472 34.72 251.67 150.70 1.00 1.00 16.83 102.00 68.00 Dsgn.L= 1.50ft 3 0.044 0.073 .6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 '.Os0.750L40.750S, IL Comb Run (1L) Dsgn.1 6.00 It 1 0.230 0.247 -34.72 34.72 251.67 150.70 1.00 1.00 16.82 102.00 68.00 Dsgn.1= 16.00 It 2 0.230 0.247 21.19 -34.72 34.72 251,67 150.70 1.00 1.00 16.82 102.00 68.00 Dsgn.L= 1.50 It 3 0.045 0.077 .8.81 6.61 251.67 150.70 1.00 1.00 5.26 102.00 68.00 400.750L40.750S, IL Comb Run (La) Osgn. L = 6.00 It 1 0.263 0.222 -39.58 39.58 251.67 150.70 1.00 1.00 15.07 102.00 68.00 Dsgn. L= 16,00 ft 2 0.263 0.222 13.17 .39.58 39.58 251.67 150.70 1.00 1.00 15.07 102.00 68.00 Dsgn.L= 1.501t 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 D40.750L40.750S, IL Comb Run (LL) - Dsgn.L= 6.0011 1 0.263 0.221 -39.58 39.58 251.67 150.70 1.00 1.00 15.05 102.00 68.00 Dsgn.L= 16.00 ft 2 0.263 0.221 13.02 -39.58 39.58 251.67 150.70 1.00 1.00 15.05 102.00 68.00 Dsgn.L= 1.50 ft 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 66.00 +D'0.750140.750S, LL Comb Run (LL*) Dsgn.L= 6.0011 1 0.263 0.252 -39.58 39.58 251.67 150,70 1.00 1.00 17.14 102.00 68.00 Dsgn. 1 = 16.00 It 2 0.263 0.252 19.46 .39.58 39.56 251.67 150.70 1.00 1.00 17.14 102.00 68.00 Dsgn. L = 1.50 ft 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 "-D40.7501+0.750S, IL Comb Run (ILL) Dsgn. L= 6.00 It 1 0.263 0.252 -39.58 39.58 251.67 150.70 1.00 1.00 17.12 102,00 68.00 Dsgn.L= 16.0011 2 0.263 0.252 19.31 -39.58 39.58 251.67 150.70 1.00 1.00 17.12 102.00 68.00 Dsgn.L= 11,50 ft 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 40+W Dsgn. I = 6.00 It 1 0.230 0.217 -34.72 3432 251.67 150.70 1.00 1.00 14.77 102.00 68.00 Dsgn. L= 16.00 It 2 0.230 0.217 14.68 -34.72 34.72 251.67 150.70 tOO 1.00 14.77 102.00 68.00 Dsgn. 1 = 1.50 It 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 tOO 4.95 102.00 68.00 4040,70E Dsgn.L= 6.0011 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 Dsgn.L= 16.0011 2 0.230 0.217 14.88 .34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 Dsgn.L= 11.50 It 3 0.044 0.073 -6.57 6.57 251.67 150.70 tOO 1.00 4.95 102,00 68.00 'D.750Lr40,7501-40.750W, LL Comb I Dsgn.L= 6.00ft 1 0.230 0.214 -34.72 34.72 251.67 150,70 1.00 1.00 14.57 102.00 68.00 Dsgn.L= 16.00 It 2 0.230 0.214 12.92 .34.72 34.72 251.67 150.70 1.00 1.00 14.57 102.00 68.00 Dsgn. I= 1.5011 3 0.064 0.108 -9,70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 4040.750Lr40.750L40.750W, LL Comb F Dsgn. L= 6.00 It 1 0.230 0.328 -34.72 34.72 251.67 150.70 1.00 1.00 22.28 102.00 68.00 Dsgn.L= 16.0011 2 0.230 0.328 32.93' -34.72 34.72 251.67 150.70 1.00 1.00 22,28 102.O0 68.00 Dsgn.L= 1.5011 3 0.044 0.073 -6.57 6.57 251.67 150,70 1.00 1.00 4.95 102.00 68.00 4040.750Lr40.750L40350W, LL Comb I Dsgn. I: 6.0011 1 0.230 0.325 -34.72 34.72 251.67 150.70 1.00 1.00 22.08 102,00 68.00 Dsgn. L = 16.0011 2 0.230 0.325 31.15 -34.72 34.72 ' 251.67 150.70 1.00 1.00 22.08 102.00 68.00 Dsgn.L= 1.50 It 3 0.064 0,108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 -04750Ir40,7501-40,750W IL Comb F Dsgn. L= 6.0011 1 0.288 0.225 -43.36 43.36 251.67 150.70 1.00 1.00 15.31 102.00 68.00 Dsgn. L: 16.00 ft 2 0.288 0.225 11.92 .43,36 43.36 251.67 150.70 1.00 1.00 15.31 102.00 68.00 Dsgn.L= t5011 3 0.044 0.073 .6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 4040.750Lr40.75014750W, LL Comb I Dsgn. 1: 6.0011 1 0.288 0.222 43.36 43.36 251.67 150.70 1.00 1.00 15.11 102.00 68.00 Dsgn.Lr 16.0011 2 0.286 0.222 9.82 , 43.36 43.36 251.67 150.70 1.00 1.00 15.11 102.00 68.00 Dsgn.L= 1.50 It 3 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 _ Mike Surpronant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thoijs Project ID: 12076 9975 Businessparlc Ave., Suite A Project Desor: Sheet of San Diego, CA 92131 - . Tel. (858) 693.0757 Fax (858) 693-0758 Printe& I DEc 2015, Il:I0AU L Steel Beam He = F:s201212076-NflghftO3-EngIneering1Calc Terenercaic.ecU- - ENRCALC INC. 1983-2015, Bu0d:6.15.7.8, Vec6.15.4.30 I Description: FB-6 Mmax 29.41 27.53 14.73 21.33 21.19 13.17 13.02 19.46 19.31 12.92 32.93 31.15 11.92 9.82 29.41 27.53 14.73 Load Combination Max Stress Ratios - SegrnentLength Span# M V .D40.750Lr40,750L+0.750W, LL Comb I - ......... Dsgn. L = 6.00 ft 1 0.288 0.336 Dsgn.L= 16.00ft 2 0.288 0.336 Dsgn. L= 1.50 ft 3 0.044 0.013 I1).0.750L140.750L40.750W, LL Comb F Dsgn. I = 6.00 It 1 0.288 0.333 Dsgn.L= 16.00 It 2 0.288 0.333 Dsgn.L= 1.50 It 3 0.064 0.108 4D40.750L'10.750S40.750W, U. Comb Dsgn.L= 6.00ft 1 0.230 0.217 Dsgn.L= 16.00ft 2 0.230 0.217 Dsgn. L = 1.50 ft 3 0.045 0.077 D'+0.750L+0.750S'+0.750W, LL Comb F Dsgn. 1 = 6.00 ft 1 0.230 0.248 Dsgn.L= 16.00ft 2 0.230 0.248 Dsgn. L = 1.50 It 3 0.044 0.073 4040.750140.750S40.750W, LL Comb F Dsgn. L = 6.00 ft 1 0.230 0.247 Dsgn. L = 16.00 It 2 0,230 0.247 Dsgn. L: 1.50 ft 3 0.045 0.077 4040,750140.750S.0.150W, LL Comb F Dsgn. L = 6.0011 1 0.263 0.222 Dsgn. I = 16.00 It 2 0.263 0.222 Dsgn.L= 1.5011 3 0.044 0.073 4040.750110.750S40.750W, LL Comb F Dsgn.L= 6.00 ft 1 0.263 0.221 Dsgn. I = 16.00 ft 2 0.263 0.221 Dsgn.L= 1.50 ft 3 0.045 0.077 ID-*0.750L40.750840.750W, LL Comb F Dsgn. L = 6.00 ft 1 0.263 0.252 Dsgn. L = 16.00 ft 2 0.263 0.252 Dsgn. L= 1.50 ft 3 0.044 0.073 4040.750L+0.750S40.750W, LL Comb F Dsgn. L = 6.00 ft 1 0.263 0.252 Dsgn. L = 16.00 ft 2 0.263 0.252 Dsgn. L = 1.50 ft 3 0.045 0.077 +O40.7501r40.750L40.5250E, LL Comb Dsgn. Ir 6.00 ft 1 0.230 0.214 Dsgn. L = 16.00 ft 2 0.230 0.214 Dsgn.L= 1.50 It 3 0.064 0.108 +0.0,750Lr40,750L.0,5250E, LL Comb Dsgn. L = 6.00 It 1 0.230 0.328 Dsgn. L= 16.00 ft 2 0.230 0.328 Dsgn. L z 1.50 It 3 0.044 0.073 O"0.750Lj-47501-40.5250E, IL Comb Dsgn. 1 = 6.00 It 1 0.236 0.325 Dsgn. 1= 16.00ft 2 0.230 0.325 Dsgn. L = 1.50 It 3 0.064 0.108 +040.7501r'0.750L'0,5250E, LL Comb Dsgn. L z 6.00 ft 1 0.288 0.225 Dsgn.L= 16.0011 2 0.288 0.225 Dsgn.L= 1.50 ft 3 0.044 0.073 'O+0.750Lr.0,750L.0,5250E, IL Comb Dsgn. L = 6.00 ft 1 0.288 0.222 Dsgn. L = 16.00 ft 2 0.288 0.222 Dsgn. 1= 1.50 It 3 0.064 0.108 "D0.750Lr40.750L+0.5250E, LL Comb Dsgn. I = 6.00 It 1 0.288 0.336 Dsgn. I= 16.130 It 2 0.288 0.336 DS9n.1= 1.50 It 3 0.044 0,073 +O'0.750Lr+0.750140.5250E, IL Comb Dsgn. I = 6.00 ft 1 0.288 0.333 Dsgn.L= 16.00ft 2 0.288 0.333 Dsgn. L= 1.50 It 3 0.064 0.108 +O+0.750L0.750S'0.5250E, LL Comb I Dsgñ. I = 6.00 It 1 0.230 0.217 Dsgn. 1 = 16.00 It 2 0.230 0.217 Dsgn.L= 1.50 ft 3 0.045 0.077 4040.750140.750S40.5250E, IL Comb I Summary of Moment Values Mmax- Ma - Max Mnx MnxlOmega Cb Rm 43.36 43.36 251.67 150.70 1.00 1.00 43.36 43.36 251.67 150.70 1.00 1.00 -6.57 6.57 251.67 150.70 1.00 1.00 43.36 43.36 251.67 150.70 1.00 1.00 43.36 43.38 251.61 150.70 1.00 1.00 -9.70 9.70 251.67 150.70 1.00 1.00 -34.72 34.72 251.67 150.70 1.00 1.00 -34.12 34.72 251.67 150.70 1.00 1.00 -6.81 6.81 251.67 150.70 1.00 1.00 -34,72 34.72 251.67 150.70 1.00 1.00 -34.72 34,72 251.67 150.70 1.00 1.00 -6.51 6.57 251.67 150.70 1.00 1.00 -34.72 34.72 251.61 150.70 1.00 1.00 -34.72 34.72 251.67 150.70 1.00 1.00 -6.81 6.81 251.67 150.70 1.00 1.00 -39.58 39.56 251.67 150.70 1.00 1.00 -39.58 39.58 251.67 150.70 1.00 1.00 -6.57 6.57 251.67 150.70 1.00 1.00 -39.58 39.58 251.67 150.70 1.00 1.00 -39.58 39.58 251.67 150.70 1.00 1.00 -6.81 6.81 251.67 150.70 1,00 1.00 39.58 39.58 251.67 150.70 1.00 1.00 .39.58 39.58 251.67 150.70 1.00 1.00 -6.57 6.57 251.67 150.70 1.00 1,00 -39.58 39.58 251.67 150.70 1.00 1.00 -39.58 39.58 251.67 150.70 1.00 1.00 -6.81 6.81 251.67 150.70 1.00 1.00 -34.72 34.72 251.67 150.70 1.00 1.00 -34.72 34.72 251.67 150.70 1.00 1,00 -9.70 9.70 251.67 150.70 1.00 1.00 -34.72 34.72 251.67 150.70 1.00 1.00 34.72 34.72 251.67 150.70 1.00 1.00 -6.57 6.57 251.67 150.70 1.00 1.00 -34.72 34.72 251.67 150.70 1.00 tOO -34.72 34.72 251.67 150.70 1.00 1.00 -9,70 9.70 251.67 150.70 1.00 1.00 43.36 43.36 251.67 150.70 1.00 1.00 43.36 43,36 251.67 150.70 1.00 1.00 -6.57 6.57 251.67 150.70 1.00 1.00 -43.36 43.36 251.67 150.70 1.00 1.00 -43.36 43.36 251.67 150.70 1.00 1.00 -9,70 9.70 251.67 150.70 1.00 1.00 43.36 43.36 251.67 150.70 1.00 1.00 43.36 43.36 251.67 150.70 1.00 1.00 -6.57 6.57 251.67 150.70 1.00 1.00 -43.36 43.36 251.67 150.70 1.00 1.00 -43.36 4.3.36 251.67 150.70 1.00 1.00 -9.70 9.70 251.67 150.70 1.00 1.00 -34.72 34.72 251.67 150.70 1.00 1.00 -34.72 34.72 251.67 150.70 1.00 1.00 -6.81 6.81 251.67 150.70 1.00 1.00 Summary of Shear Values Va Max Vnx Vnx/0mega 22.82 102.00 68.00 22.82 102.00 68.00 4.95 102.00 68.00 22.62 102.00 68.00 22.62 102.00 68.00 7.36 102.00 68.00 14.75 102.00 68.00 14.75 102.00 68.00 5.26 102.00 68.00 16.83 102.00 68.00 16.83 102.00 68.00 4.95 102.00 68.00 16.82 102.00 68.00 16.82 102.00 68.00 5.26 102.00 68.00 15.07 102.00 68.00 15.07 102.00 68.00 4.95 102.00 68.00 15.05 102.00 68.00 15.05 102.00 68.00 5.26 102.00 68.00 17.14 102.00 68.00 17.14 102.00 68.00 4.95 102.00 68.00 17.12 102.00 68.00 17.12 102.00 68.00 5.26 102.00 68.00 14.57 102.00 68.00 14.57 102.00 68.00 7.36 102.00 68.00 22.28 102.00 68.00 22.28 102.00 68.00 4.95 102.00 68.00 22.08 102.00 68.00 22.08 102.00 68.00 7.36 102.00 68.00 15.31 102.00 68.00 15.31 102.00 68.00 4.95 102.00 68.00 15.11 102.00 68.00 15.11 102.00 68.00 7.36 102.00 68.00 22.82 102.00 68.00 22.82 102.00 68.00 4.95 102.00 68.00 22.62 102.00 68.00 22.62 102.00 68.00 1.36 102.00 68.00 14.75 102.00 68.00 14.75 102.00 68.00 5.26 102.00 68.00 Consulting Structural Engineers Engineer: David Thoms Proleci ID: 12076 9975 BusinessparkAve., Suite A Project Desc: Sheet 3 of Mike Surprenant & Associates Project Title: Hoefer Residence San Diego, CA 92131 - . Tel. (858) 693-0757 - Fax (858) 693-0758 Printed 1 DEC 20I5 11:10M4 ste • 1 - Ale = ENERCALC, INC. 1982015,Bd.157.8,Ver.615.4.30 Description: FB-6 Load Combination Max Stress Ratios - . Summary of Moment Values Summary of Shear Values Segment LengthSpan #. IAV Mmax Mmax -Ma -Max Mnx Max/OmegaCb Rm Va Max Vnx - VhxlOmega Dsgn L= 6.00 It 1 - - 0.230 0.248 -3472 3472 25167 15070 T-00-106' 1683 10200 6800 Dsgn. L = 16.00111 2 0.230 0.248 2133 -34.72 34.72 251.67 150.70 1.00 1.00 16.83 102.00 68.00 Dsgn.L= 1.5D It 3 0.044 0.073 . . -6.57 6.57 251.67 150.70 1.00 1.00 4,95 102.00 88.00 -sO'0.750L"0.750S0.5250E, LL Comb I Dsgn.L= U0 It 1 0,230 0.247 -34.72 34.72 251.67 150.70 1.00 1.00 16.82 102.00 68.00 Dsgn.L= 16.00ft 2 0.230 0.247 21.19 - -34.72 34.72 251.67 150.70 1.00 1.00 16.82 102,00 68.00 Dsgn.L= 1.50 It 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 -+040,7501-4750Si0.5250E, U. Comb I Dsgn.L= 6.001t 1 0.263 0.222 -39.58 39.58 251.67 150.70 1.00 1.00 15.07 102.00 68.00 Dsgn.L= 16.00 ft 2 0.263 0.222 13.17 .39.58 39.58 251.67 150.70 1.00 1.00 15.07 102.00 68.00 Dsgn.L = 1.50 It 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 4O-+0.7501-47502'0.5250E, LL Comb I osgn.L= 6.00 It 1 0.263 0.221 - -39.58 39.58 251,67 150.70 1.00 1.00 15.05 102.00 68.00 Dsgn. L= 16.00 It 2 0.263 0.221 13.02 -39.58 39.58 251.67 150.70 1.00 1.00 15.05 102.00 68.00 Dsgn.L= 1.50 ft 3. 0.045 0.077 . -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 40'0.750L40.750540.5250E, LL Comb I - - Dsgn.L= 6.00 It 1 0.263 0.252 .39.58 39.58 251.67 150.70 1.00 1.00 17.14 102.00 68.00 Osgn.L= 16.00 ft 2 0.263 0.252 19.46- -39.58 39.58 251.67 150.70 1.00 1.00 17.14 102.00 68.00 Dsgn.L= 1.50 It 3 0.044 0.073 ... -6.57 6.57 251,67 150,70 1.00 1.00 4.95 102.00 68.00 +00.75OL40.750S40.5250E, LI. Comb I Dsgn.L= 6.001t 1 0.263 0.252 ' -39.58 39.58 251.67 150.70 1.00 1.00 17.12 102.00 68.00 Dsgn.L= 16.00 it 2 0.263 0.252 19.31 - .39.58 39.58 251.67 150.70 1.00 1.00 17.12 102.00 68.00 Dsgn.L= 1.50 It 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 '+O.60D+W Dsgn. I = 6.00 It 1 0.138 0.130 - -20.83 20.83 251.67 150.70 1.00 1.00 8.86 102.00 68.00 Osgn.L= 16.00 It 2 0.138 0.130 8.93 -20.83 20.83 251.67 150.70 1.00 1.00 8.86 102.00 68.00 Dsgn.L= 1.50 It 3 0.026 0.044 -3.94 3.94 251.67 150.70 1.00 1.00 2.97 102.00 68.00 40.60D.0.70E Dsgn.L= 6.00ff 1 0.138 0.130 ' -20.83 20.83 251.67 150.70 1.00 1.00 8.86 102.00 68.00 Dsgn. L = 16.00 ft 2 0.138 0.130 8.93 ., -20.83 20.83 251.67 150.70 1.00 1.00 8.86 102.00 68.00 Dsgn. L = 1.50 It 3 0.026 0.044 -3.94 3.94 251.67 150.70 1.00 1.00 2.97 102.00 68.00 Overall _Maximum _Deflections Load Combination Span Max. - Daft Locato I n in Span Load Combination Max. + Deft LocatIon In Span 1'0'+0.750Lr40.750L40.5250E 1 0.1758 0.000 LrOnly -0.0500 : 3.722 4047501-r40.750145250E 2 0.1798 8.506 0.0000 ' 3.722 3 0.0000 8.506 -+O+0.750Lr'+0.7501-+0.5250E -0.0534 1.500 Vertical Reactions Support notation Far left is #1 Values In KIPS . Load Combination Support l Support 2 Support 3 Support Overall MAXImum 33.791 19.120 Overall MiNimum .0.020 0.035 DOnfy 22.860 11.810 -.0.1, LL Comb Run (UI) 22.840 12.250 40.1, LL Comb Run (*L1 25.615 14.075 +D'LLL Comb Run CLL) 25.595 .14.515 -+0+1, IL Comb Run (LU) 25.425 11.405 40+1, IL Comb Run (L*..) 25.405 11.845 -+0+1, LL Comb Run (LL) 28.160 13.670 . +0+1, LL Comb Run (ILL) 28.160 14.110 -.D-4tr,LL Comb Run (UI) 22.619 14.845 -+Ds1rLL Comb Run (V) 30.121 15.817 '+O+lr, IL Comb Run (Ii) 29.880 18.852 '+O+lr, LL Comb Run (L**) 24.855 11.495 . 04lr, LL Comb Run (L*.) 24.614 14.530 -.0+Lr, LL Comb Run (LL*) 32.1.16 15.502 '+04r. LI. Comb Run (LIL) 31.875 16.537 22.860 11,810 . +0-+0.750Lr40.7501-, IL Comb Run (f*L 22.664 14.416 -'-O-'0.750Lr40.750L, IL Comb Run (L 30.371 .16.514 +0+0.750Lr'+0.750L, LL Comb Run (1.1 30.176 19.120 . '+0'+0.750Lr'+0.750L, LL Comb Run (LU 26.280 11.270 +0'+0.750Lr'0.750L, LL Comb Run (LL 26.084 13.876 -+0'+0.7501r40.7501, U. Comb Run (11* 33.791 15.974 - 4040.750L140.7501, LL Comb Run (LLL 33.596 18.580 . . . '.040.750L'+0.7505, IL Comb Run (UI) 22.845 12.140 . Mike Surprenant &ssociates Project Title Hoefe(Residence, __________ Consulting Structural Engineers En9ineer DâvLd Ths PrOleCt ID 12076 9975 Businespark Ave Suite A Project Descr Sheet $ariDiego CA 92131 TeL(858)693-0757 Fax (858) 693-0758 ________ Printed 1 DEC 2015 11 ION sritIoii F 6 V V V V WIM V XaIues.in KiP3 oad Combination Süpport1 Support 2 Support 3 Sp6 4:92,6 13.509 V V 4040 7501*0 750S IL Comb Run:.(,.,LI) 24 911 13839 4040 7501+0 750S IL Comb Run (L ) 124 784 11506 i0*0 7501.0 750S IL Qob ht (LL) 24769 11 836 t5) 750L-'O 750S L[Comb Ru(CCf 26850 13.205 .0.0750140 750S LL Comb Run (LLL) 26835 535 ,13 22860 11810 0:70E 22860 i18:1. V -• +040 750Lr+0 750L.0 750W LL Comb I 22664 141416 +0.0 750Lr+0 750L+0 750W II Comb I 130 371 16 514 0176 19120 V 26280 1127V0 +0*0 750Lr*0 i0L*0 750 LL1Comb 1 26 84 1876 33.79f 15974 V 4040 750Lr4050L40 750W IL Comb 33596 18580 s0*0 7501+0 750S.0 750W LI Comb F 22 845 12 140 V4040.175OL75OS407V5OWLL Comb1F V 4926 13509 V *0*07501,+0750S*0 750W LL Cmb F 24911 3'839 4040 750L40 750S-.0 750W LL Comb F 24784 11 506 24?769 836 V V +0+0 750L4b750S40 750W LI Comb F 6 850 j3 5 +00750L01750S0750WLL,CömbF. 26:835 13535 V +04050L1r4050L40 5250E L11 tomb 2'664 116 *0.0 750Lr0 .6.5250E', LI Comb 30 371 16514 4040_7501r40 750L+0 5250E IL CoThb 30 176 120 4040 7501r.0 750L+0 5250E IL Comb 26280 112701 4040 750Lr*0 7501*0 5250E LL Comb 26084 13 876 +0.0 750Lr+0 75OL0 5250E 6-- 33 791 15974 40*0 7501r*0 7501.0 5250E LI Comb 33596 18580 +0+0750140 750Si0 5250E LL Comb i 22 85 12 140 24926 i3:509 0.4.500&568407~i660',Wd .0 24.911 8V39 V +0+0750140 750S+0 5250E LL CoThb I 2784 11 506 +0*0750140 750S+0 550E LC Comb I 2 769 11 36 +0.0 750L+0 750S#0 5250E LI Comb I 26850 13205 +0*07501*0 750S 5250E LL Comb I 26!835 1.0:60D*W 13716 708 +0600*0:70E V 7 16 7) V V V DOnly 2260 11810 Lr0ñl;LICombRun:("L) 0:241 13:0351 V• V V LrOnly q.CnbRun( 1) T261 4,.007 Lr Only LL Comb Run (LL) 7042 020 7 Lronly LICombRUn(L ) 1995 -0315 Lr Only LI Comb Run (L L) I 7§4 r2 20 Cr0iy,LLConibRuntL) 9256 t692 V LrOniy LLCombRun(LLL) 9.015 6727 L Only IL Comb Run (I) -0020 0440 LOfty LL. Comb Ruh ( L) 2755 i i2.265.' I Only IL Co( Run (tL) 2735 2305 I Only,LI Con.Run(C") 2565 0405 V L Only LI C- 2-.54 5 0035 V I Oiiy LI Comb Run(LL) 5320 1 860 I Only, IL Comb Run(LLL) 5:300 23O0 V WQnly V V EOhly H;Qly V V V V - V V' j •::... MikeiSUrprenant:&.ssociates: Projedfhfk, __________ Cöhsultiñg Strutu?al Eigineers En9ineer David Thomas Pro;ect ID 12076 9975 San Diego CA31 - Tel (858) 63-ôY7 - ;Fa (858)3O758 . . Pdhtd DEC 2O,i5TI231Pi .escition Calculations per NDS 2c112 lBC2012 CBC 2013 ASCE7 10 Material Propprties Analysis Method Allowble Stress Design Fb T 900ension 2 0 psi E Modulus of Elaslicily F6tompr 2000 i xx ,2 000 0iii c Pi 2 9000 psi Eminbënd xx 1 01 54ksi Wood peciès iLévél TuJ6ist Fc -Perp psi Wood Grade Parallam sti 2bE Fv 290 0 psi Ft 10.2 Opsi Density 32 210pcf Beam Bracing Beam is Fully Braced against lateral torsion buckling . O(O325)Lr()325) - ; D=0.O20 tb:;Actual. FB.,AIlowable Load Cbmbination Locationof:rnaximumon:sprr Wt urs MaximUmDflection Oak.POnwáTransie'ntpèfléction Max Upward Trqnsient DeflectiOn Max Downward Total Deflection MaxUpwardTbtal Défle&ion Tributary Width =16 250 It •• O 531 1 Maximum Shear Stress Ratio = 0 352 1 3 5x16 0 Section used for this spQn 3 5x16 0 1225psi M Actual = 127 72 psi 362500 psi1 Fv AItowable = 362 50 psi Load Com6ination +D4j 8 50ft Location of maximum on span = 000911 Pan #,here màmuiioccUrs :0257j.. tJo= 793- 0 0d0in Ratio = 0 <360 0524in Ratio= 389 0QG0fri: Ratio nbinationst Moment Values Shear Values Segmen!-L' figto Span # M V" Cd C FN C Cr Cm C C L M lb F b V fv F v O Only 000 000 000 000 Len gth=170ft 1 0375 0249 090 1000 ioo 100 100 100 100 1219 97981 261000 243 6507 2100 1000 1 00 1 00 1 00 1 00 "'f 00 000 000 000 000 Length=170ft I 0 "56"A" 100 100 100 1219 97981 290000 243 650 29000 1:0 000 100 1 00 1 00 1 00 1 00 000 0_00 000 000 Length = 170 ft 1 0 31 0352 125 .11 ".Odd foo 1 00 )"'.66 f00 fal 293 1 92325 362500 477 12K72 36250 1000 100 100 00 100 100 0004 000 000 000 Length ='..l 70 ft 1 0294 0195 115 1 0 100 1 00 100k 1 00 100 1219 97981 333500 243 6507 33350 D0750Lrs0750L 1000 100 100 100 100 100 000 000 000 fo00 Length 17 Oft 1 —0465 0 09 1 25 1 000 1 00 TOO 1 00 1 00 1 00 2t00 1 687 3 3625 00 418 1126 36250 +0+07501.40 750S 1 000 1 00 1 00 1 00 1 O0 -1.00 000 006 000 000 Colting Structural Engineers .9975 Binesspark A.;suite A I• Mike Surprenant & Associates nsu 'San Diego, CA 92131 Tel. (858) 693-0757 v I9Q fl7O Project Title: Hoefer Residence Engineer: David Th9mas Project Descr: Sheet 4- 1 of - Project ID'; 12076 Printed: 1 DEC 2015, 1 óodBeà File =F:tPis\ Lic.*~ KW-06003057" Description: FB-7 Load Combination Max Stress Ratios Segment Length Span# 'M V Cd C'FN. 0i Cr Cm C t CL Moment Values M lb F'b ShearVälues V fy F'v Length =17.0ft 1 0.294 0.195 1.15 1000 1.00 1.00 1,00 1.00 1.00 12.19 979.81 3335.00 2.43 65.01 333:50 40+W 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 .0.00 Length 17.0ft I 0.211 0.140 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.19 979.81 4640.00 2.43 65.07 464.00 4D's0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LtWr17.0ft - 'l-' 1.00 f.6 0 12.19 979.81 4640.00 2.43 65.07 464.00 40"0.750Lr40.7501-40.750W 1.0Oo 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length =17.Oft 1 0.364 0.242 1.60 1.000' 1.00 1.00 1.00 1.00 1.00 21.00 1,687.39 4640.00 4.18 112.06 464.00 +.750L's0.750S4.750W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 c.00 Length = 17.0 It 1 0.211' 0.140 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.19 979.81 4640.00 2.43 65.07 46400 +040.750Lr40.750L.0,5250E 11.00Q 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 '0.00 Length = 17.0ft 1 0.364 0.242 1.60 1.000 1.00 1,00 '1.00 1.00 1.00 21.00 1,687.39 4640.00 4.18 112.06 464.00 's'O+0.750L40,750S40.5250E i:000 1.00 1.00 1.00 1.00 1,00 0.00 on 0.00 '0.00 Length 17.0ft 1 0.211 0.140 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.19 979.81 4640,00 2.43 65.07 464.00 40.60D+W '1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 17.0 It 1 0.127 O084 1.60 '1.000 1.00 1.00 1.00 1.00 1.00 7.32 587.88 4640.00 1.46 39.04 464.00 40.60D40:70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.oft 1 0.127 0.084 1,60 1.000 1.00 1.00 1.00 1.00 1.00 7.32 587.88 4640.00 1.46 39.04 464.00 OvralI Maximum Deflections Load Combination Span Max. -. Dell Location in Span Load Combination Max. + Dell Location In Span 1 0.5241 8.562 0.0000 0.000 Vertical Reactins Support notation Far left Is #1 Values in KIPS Load Combination Support-1 'Support 2 Overall MiNimum 1.721 1.721 O Only 2.869 2.869 +0+1. 2.869 2.869 +Dtr 5.631 5.631 2.869 2.869 +040.750Lr40750L 4941 4.941 40'+07501,40.7508 '2.869 2.869 2869 2.869 +D40,70E 2.869 2.869 '.040.750Lr40.7501-+0.750W 4.941 4.941 '+0'+0.7501.+0.750S+0.750W 2.869 2.869 40#0750Lr40.7501.+O,5250E .4941 4.941 +O'+0750L'+0750S'+05250E 2.869 2.869 40.60D+W 1.721 1.721 40.60D+0.70E 1.721 1.721 D Only 2.869 2.869 Lr Only 2.763 2763 L Only S Only WOnly EOnty H Only Company • Mike. SWofëñant&ssbCiates, .• . Designer DAVID THOMAS - 4 57PM Job Number 12076 MF-1 (Revised) Checked BX.__4 2- Basic Load Cases C'-r6?mw nint .,in 6 ni flitnhi itod IDEAD . _ •. • LE4I! 3 ROOFLIVE SEISMIC4* 1(P 1F n'diemrieratures 'Vfft1 . Thmn!F .• :: TO.. '•.• &O 3 N3 0 12 0 4o1 5 N5 32 12 0 )Iled Steel Design Parameters I kl I I, , trAl I nif I ,-.n,n nnrf4I .'nn,n k,IrfH I( n It n ('rn ('h (iit In 1 . ...... •• • W-112 3 M3`BEAM'.'-'729 5 0 0 0 .•. . ... 12 Yes gg '4 BEM oW itDibIäceinents . .. . ..... . • • . • . b n vrn1 I, V r ni I,- Prsft ri Frr41 Ir 1O.T Wn?ri 0 W4 fo11 3 N2 max 0 ........i'0, 6 0 11 4469e-3 11 ff4 MM, 0)1Z &163 5 N3 ma' 567 10 0 10_ 1689e-3 Al 196MIN WE ME rin W623i 004i t _7 N4 maw 567 10 - 002 11 4 1 53e-3 7 ME Ml~ 1rM 623 MAMS, WWWRN, INUMP006it 153 I0t 9 N5 max 568 10 118 7 4 1023 7 In n I 1k V II Mnmnt 1k ff1 It' max .787 .7 1 N2 rmax 2885 _hl 46'8*'''2 0 1 AM MHU ammom mm MW1W021 ma NP0T 5 Totals max 13419 11 72859 2 _ ____ IM MOMM thin 28L o1 biñbihätiOA; Design.. .. ..•.•... Atl i. Un* DnII1 f'nl,1 Innn.1 Mfl AInI ( Ui6-i ...T.. .. • I .. .....es... es 52M MA ow9mgmg MOW= 3 UBC 16-2 (b Yes Yes Yes Yes 40 KOM=M MON= WWRW WWWOMINM&Me% Yê 5' • .: ;........... . . Yes::. . ......Yes eS . :1Pafl,Y. Designer DAVID THOMAS Jo Number 12076 MF-1 (Revi Load Combination Design (Continued) fle,rr$rn AI 457 PM'. 1) çhecIedBy:____ Iln QnII1 Irm' MflWnM rt 7 41L Yes Yes Yes We's W8 BGbi6!5i( WayVirsow 9 UBC 16-5 (L Yes Yes Yes Yes Yes Yes Yes Yes COmblr'atibns .... •. . .. . flDrIrtInn Pfl RI (' RI (' Ie'frrRI ('r1rrRI (''tArRI ('2'tnrRI ('rtArRI rI'(Frtnr 1 .......... 4T' TT - r2 th 546-M-1 10 W-PRO 3 UBCI62 Yes Y DL 12 LL 16 UBCt6 ie 1I2 'I[ 5 UBC 6 3 Yes V DL 1 2 RLL 1 6 016j DL L24 11i 11A 8TV Oil OR 6 NbL EL 9 UBC 16 5 Yês Y DL I 2T,EL t1 ON RONM KAMM RUN mm ffm W911 EL 11 UBC16-6 Yes V j 5(BL I :.bEAD) ediion .... StAiMádriitiidè1 En'dMaanitudetkth:d. taLöctióñ1ft% 1 .. End Locàtioiilft%l Ma .-A6 ....I T M31! .Y........ & 3 M4 Y 61 -613 -613 0 25 Member Point Loads (BLC 1 DEAD) I . . . :r... •. . .. T4555. .. .:. . ARM 3 M3 V 6494k 245 W4I* . •:i8. MembePoihtLoadSaL.LiVEj .................................. Company : Mike Surprenant & Associates Dec 1 2015 Designer : DAVID THOMAS 4:57 PM Job Number: 12076 MF-1 (Revised) Checked By: 44 Member Point Loads (BLC 3: ROOFLIVE) Hot Rolled Steel Properties Label E[]1 _[J Nu The m4jE)__DensityFkJftA3L YieId[jI HR A992 29000 1 iii _iIL_ 1.._.65 I .49 I 50 111 Member Primary Data Label I Joint J Joint Rotate(dea SectionIShne Desion List Tvoe Material Desian Rules Ml I1I NI I N.J -COL III[vVide FIanae Beam..JiiR A992 j RuleSetL M2 I N2 N4 COL Wide Flange Beam HR_A992 RuleSeI2_J 3 M3 N3 N4 ___F -BEAM Wide Flange Beam HR A992 RuleSet3 M4 N4 N5 I I BEAM Wide Flange Beam HR A992 RuleSet3 Envelope Member Section Deflections Member Sec. - xfinl -- Ic - v [in Ic - L/v.Raii_ Jc 1 Ml I max 0 1 0 1 NC I • mm 0 1 1 NC ._2_.. max 0 10 .389 ._.L 1857.73 _L_ ______________ _____ jn1n -.002 4 _ -.301 10 8142257. 10 5 3 max 0 10 -.623 _L ,IQ _L mm -.004 4 -.567 tO NC 10 7 M2 I max min 0 0 1 1 0 0 1 1. NC NC. I I -2 max -.001 11 .318 11 -8132.03 11 __ J.Q. ______ mm -.003 2 -.353 8 2012033 8 ii. ______________ _____ 3 max -.002 ..jj_ .623 7 NC 7 JZ.. . mm -.006 2 -.567 10 ._NC 10.. 13 M3 I max .547 10 1 0 10 NC 10 14 mm -.615 7 1 -.004 4 INC :4 15 2 max .552 10 -.225 11 1592.011 11 JI mm -.606 7 -.524 2 681.581 2 17 3 max .558 10 -.002 11 NC 11 ii . mm -.597 .7 -.006 2 NC . 2 19 M4 I max . .558_.__.. J.P_. -.002 11 L 11 min -.597 7 -.006 2 . NC 2- 21 _____________• 2 max .558 10 .058 - 7 NC 7 mm -.597 7 -.026 10 1330.608 10 23 3 max .558 10 .118 - 7 i NC 7 iI - - - -- 1min -.597 -.049 1 10 T •' 661.62 . 10 .jjelope Member Section Forces Member Sec Axieliki Ic Shearfkl Ic Momentik-fil Ic Ml I 1 max 1 26.321 4 2.941 10 0 - I min, 6.915 10 1 -12.888 7 0 1 3 2 max 1 25.456 4 1 2.941 10 77.33 7 4 . . min 6.266 10 -12.888 7 -;17,643--1Q_ 5 3 max 24.591 4 2.941 10 154.659 7 6 min 5.618 10 -12.888 7 -L 1 -35.287 . 10 7 M2 I max 46.8 2 12.876 .1_6 0 1 RISA-20 Version 6.0 [F:\. ..\.. .\.. .03-EngineeringCaIc Templates\HOEFER MF-1 -Revised.r2d] Page 3 Company : Mike Surprenant & Associates Dec 1, 2015 Designer' : DAVID THOMAS 4:57 PM Job Number: 12076 MF-1 (Revised) Checked By:1 Envelope Member Section Forces (Continued) Member Sec AyjMFk1 In 5heir1k1 Ic Momentik-ifi iii: ' min 14.902 11 -29,44 '1 ii 0 1 9 2 max 45.936 2 12.876 6 -17.666 11 10 ' min 14.253 11 -2.944 ii -77.256 6 11 3 max 45.071 2 12.876 6 35.331 11 iZ min 13.605 11 -2.944 '.' 11 -154,612 - 6 13 M3 I max -26.366 10 24.591 4 176.788 7 min • -61.372 2 5.617 10 -21.3214 1.0 15 2 max -26.366 10 4.746 7 -47.145 11 .iL mm -61.372 ' 2 -6.77 8 -110.935 2 17 3 max -26.366 10 -10.678 11 184.709 6 ii. ' ' ' ' mm -61.372 2 -38.688 ' 2 -16.044' 11 19 M4 I max 0 10 6.383 2 10.199 2 20 min 0 7 2.927 10 5.324 ' ' 10 21 2 max 0 10 4.079 2 3.66 2 221 min 0 7 2:13 10 2.163'. 10 23 ' 3 1 max ' 0 10 -2.072 1 0 7 24_ . ' mm 0---7 1.332 10, 0 10 - Envelope Member Section Stresses Member Sec Axiallksil Ic Shearfksil Ic Ton Bendin.. In Bottom Ben... Ic Ml I max .746 4 .316 10 0 1 1 ...mla. .196 .10 -1384 .L 0 _t. 0 .1. 3 2 max .721 4 .316 10 1.298 10 5.689 j_ _4... ' .inla .178 10 -1.384, _Z...• -5.689 7 -1.298 1.0 5 3 max 1 .697 4 .316 10 2.596 10 11.378 7 - mm .159 10 -1.384 7' -11.378 J. -2.596. 10 7 M2 1' max 1.326 2 1.382 6 U .1. 0 _t .8 min .422 ii.. -.316 jj 0 .1 0 1... _L. 2 max 1.301 2 1.382 Q 5.684 .Q 1.3 11 J. " ..rnia. .404 ii 1 -.316. 11 -1.3 11 -5.684 .. 11 1 3 max 1 1.277 2 1.382 6 11.367 6 2.599 11 12 j .385 ..il -316 fl -2.599 fl -11.367 13 M3 I max -.935 10 3.518 4 1.952 .1Q 16.185 .L 14. mm -2.176 ' 2 .804 10 -16.185 j -1.952 •' 10 i. _2_.. rn -.935 10 .679 7 10.156 2 -4.316 .11 mm -2.176 ' 2 -.969 8 4;316 11 -10.156 2 i.L 3 max .935 i -1.527 I ll 1.469 1 ii. 16.91 ...Q IL .ii.1 -2.176 _2 -5.534 1 2 . -16.91 1 6 -1.489 I ll 19 M4 I max 0 1 .913 2 -.487 110 .934 1 2 20 .rnk1. .'0 _1 3 .419 10 -.934 .487 " ic 21 2 max 0 1 I_.584 2 -.198 10 .335 2 Lm1LL 0 ii_305j .198. j ff24 .3 max 0 j _-.335 0 _ IQ 0 .L _Lrnin. 0 _1 i_.296 .191 j.Q 0' L 0 1Q Hot Rolled Steel Section Sets Wide R1SA-21) Version 6.0 [F: ... \...\... \03-Engmneering\Ca1c TemplatesM-IOEFER MF-1-Revised.r2d] Page 4 Company : Mike Surprenant & Associates' Dec 1, 2015: Designer DAVID THOMAS 457 PM Job Number: 12076 MF1 (Revised) Checked By: 4' Envelope LRFD Steel Code Checks MAmhor eIM95 C'h I ,w4fil d. hør (' I n1fi1 I. nk*Pni. rid rth Id rhs Mn k an ('h I PFfl mn I 1 W12X120 1 .233 12IT TôT0 7 1203!Tä1692Aô9T1 HI-ibi 2 M2 1 W12X120 .1 -.238 12 6 .051 1 0 6 1203276 1588.5 692.409 1. H11b 3 M3 W12X96 .352 29.5 6 .205..J29.5 21 766.741 1269 551.25 1 H11b 4 M4 I W12X96 1 .019 0 2 .034 V 0 211194.661 1269 551.25. 1 Hi-1b Envelope Drift Report. . . RISA-20 Version 6.0 [F:\.'..\ . ..\.. igineering\Calc T :R MF-1 -Revised. r2d] Page 5 :c'ompany, :• M S- ... .... t&A esigner DAVID THOMAS *59' PM .JbNUmbèr •12O,76 ..,.:.:; ........... RI e flrirt,.n nnr, Y ('A V r' I n Pn ,f flifnhiitd 1 DEAD............ ..... 4t 4 ......... 3 ROOFLIV E RLL . 3 2 ON SEISMI 1IT1 MR. WOMM. low, ndTErnperàtLfrè.s' . . 5..' i:...................... ..::: . ... Ii2L )1 WWOMM 2M 5 N5 235 12 0 ii MINE OY IIèd StëéI.D.e aa'm ee . . . .. '... ........ 3 M3 I BEAM 16 0 to 0, J Yes M-10 WE M4BEA Zf0 tT4O I5 79-AMIS 99.1 WIN, AM MIA 5 M5 I BEAM 6 0 0 0 1 2 Yes cements... InnI )f rinw I vri'n1' lizt .Rnt2tinnrr&l1;. '. .. .... i0 9884e;s.. 7. Ni.......................•max #thih B20534 3 N2 max 0' 6 0 11 9798e3 7 Y01 ~i3 4i 8683 ioiii 5 N3 max 1 10 -002 10 5499e-3 7 N rr f WO, 0 M3229 MMOMMM 0073N fO1 7 N4 max 1 10 0 11 5693e-3 7 ii 1229$ W5 W4 3193 o' 9 N5 max 1 001 10 097 7;5,589e-3 7 ii A I I POW 1C228PJ k7d W W12510 ~78i 10 543 Woi 11 N6 max 993 10 209 10 7688e-3 7 .•Eh.t'eIOpeJoihtRe'actions I . . •nrnD1f1'. i~l I NI max 72ë3 _9 44111 2 0 3 N2 max 7145 _11_ 27839 4 0 1 5 Totals max 14387 11 71 624 4 Company : Mike Surprenant & Associates Dec 1, 2015 Designer : DAVID THOMAS 4:59 PM Job Number: 12076 MF-2 (Revised) Checked By:- 4d Load Combination Design flrtrintinn ASIF (D Rarvim 1-mt Pnt1tr1 (nIrt Fnrmd t.iflS Wnnrl Cnnr.mtA 1 UBC 16-1 Yes Yes Yes Yes 2 UBC 16-2 (a Yes Yes Yes Yes _.. UBC 16-2 (b) - Yes Yes Yes Yes ...4. U9CI6-3(a) . Yes Yes Yes Yes _. UBC 16-3 (b) Yes Yes Yes Yes _&.. UBC 16-4(a) . •••. . . . Yes .. Yes Yes . Yes 7 UBC 16-4(b) Yes Yes Yes Yes _L. UBC 16-5 (a) . Yes Yes Yes Yes -L UBC 16-5 (b Yes Yes Yes Yes 10 UBC 16-6 (a) Yes . Yes I Yes Yes 11 1 UBC 16-( )._ -- Yes Yes -, Yes Yes - Load Combinations Descsjption S BLC Factor BL I IUBC I6-1 Yes I V DL 1.4 1 1 L1 UBC 16-2... Yes Y DL 1.2 1 LL 1.6 RLL .5 3 UBC I6-2... Yes Y DL 1.2 1 LL 1.6 4 UBC 16.-3.. Yes V DL 1.2 1 RLL 1.6 LL .5 5 UBC 16-3.. Yes Y DL 1.2 1 RLL 1.6 6 UBC 16-4 ... DL 1.2 EL 1 LL .5 - - - 7- UBC 16-4 ... Yes DL 1.2 EL -1 LL .5 8 UBC.165 .-.Yes DL 1.2 EL UBCI6-5... Yes VY-_. I 9 Yes DL 1.2 EL -1 10 UBC 16-8 ...Yes DL .9 L. UB . I U 1 . Yes DL EL -Ij Member Distributed Loads (BLC I : DEAD) Mmhr I ibcI flirAtfinn Start Mnnitudrk/ft d End Mnnitur11kIftd. Start IncitinnIft%1 End LoctthnIft%1 M3 -V I -.72 - I10 t5 _L. M3 Y -.705 1_-.705 _1 1.5 .16 Ji4 _.X -.705 L.__ -.705 0 _4 .M5 Y -.72 L_-.72 1_0 _t._____ _6 - Member Distributed Loads (BLC 2: LIVE) Mmhr I s1hal flirartinn Start Minnitiir1fklft cl Fnd Mannitswfpfk/ft 41 Start I nrtinn(ft OW End Lacatlonfft.%l iii M Y - -64 -64__- ollhl 15 _2._ M3 -.28. -28 1.5 .16 - M4 V -.28 --.26 - QJ- 1.5 4 f5 ._. -.64 -.64 0_• _6 Member Distributed Loads (BLC 3: ROOFLIVE) Joint Loads and Enforced DisplacementsjBLC 4: SEISMIC) Joint Label LAM Direction Magn1tudeicJc-ft in.rad ksA2Ift1 I _N3 _LI_ X _I_14.387 1 RISA-2D Version 6.0 [F:\..,\.. .\. . .03-Engineering\Catc Templates\HOEFER MF-2-Revised.r2d] Page 2 Company : Mike Surprenant & Associates Dec 1, 2015 Designer : DAVID THOMAS 4:59 PM Job Number: 12076 MF-2 (Revised) Checked By:_____ Member Point Loads (BLC 1: DEAD) Member label Diracton Maanitudalk.k-ftl LocationFtt.% M3 Y -7.077 1.5 M3 Y -2465 125 M4 Y -3.816 - 1.5 M5 Y 1 -3,48 6 Member Point Loads(BLC 3:ROOFLIVE) Member Label Direction Maanitudelk.k-ftl - icationlft,3!gl EIE! M3 V I_- -5.493 1.5 LaJ M3 V ] -1.425 12.5 L3_L M4 Y L -2.344 1.5 Hot Rolled Steel Properties Label E.1k11I .Jicj1 Ny.._ Ibrm0iEL_Density[k/ftA3] je LiIL. HR_A992_.iL_Z9Q0_iiiiiijj4_jII._jJ_ .65I_T__o__I1 Member Primary Data Label I Joint J Joint Rotate(deo Section/Shane Desian List Tvoe Material Deslan Rules JJM1JN1i1iN3{ii_1 N4 ) __COL I COL _Wide Flan qJ Wide Flange Beam Beam _KRA992 I HRA992 _RuIeSet2 RuleSet2 'M2 I iN2 3 M3 -1 BEAM-- Wide FIang _Beam _RuleS3 _4 M4 _N3 N4 _N4_4 . N5 BEAM Wide Flange Beam _HRA992 IHRA992 RuleSet3 . M5 L113_.._N L. _J_ BEA J.Wide Flange BeanLLH_A992._RuleSet3 - Envelope Member Section Deflections Member Sac x fin! Ic v Fin! Ic LJv Ratio Ic _j_ MI I I 1 max b I 0 I 1 NC 1 min 0 1 0 1 NC I _._ 2 max 0 10 .693 7 1 1824.375 7 mm -.004 2 -.514 10 1955.944 .10 3 max -.002 10 1.229 7 NC 7 . mm -.007 2 -1 10 NC. 10 _._ 7 M2 I max 0 1 1 NC I min 0 1 1 .NC 2 1 max 0 11 .688 7 1 1949.07 7 _.iQ. min 002 4 -.577 10 1862.749 10 ii... _____ 3 max 1 0 11 1.229 7 NC 7 12. mm -.005 4 -1 10 NC 10 13 .M3 1 max .98 10 -.002 10 NC 10 14 mm -1.202 7 -.007 2 NC .2 i.. 2 1 max .98 10 -.038 10 5372.466 10 j. ._ j mm -1.201 -.102 4 2006.759 4 iLL 1 3 max .98 10 1 0 11 NC 11 iii. J min_ -1.201 . -.005. 4 NC 4 - 19 M4 I I max .98 10 0 11 NC 11 20 mm -1.201 7 -.005 4 NC 4 .21_ _____ 2 max .98 10 .049 1 7 1 NC 22 mm -1.201 7 -.041 1.0 1 484641 . 23 3 max .98 10 .097 7 NC 7 24 1 min -1.201 7 -.078 10 24i201 10 25 M5 I max 1.202 7 .007 2 NC 2 1 26 min -.98 10_J_.002_. _10. NC. .10 RISA-2D Version 6.0 [F:\. . .\.. .\. . ,\03-Engineering\Caic Templates\HOEFER MF-2-Revised.r2d] Page 3 Company = Mike Surprenant& Associates Dec 1, 2015 Designer : DAVID THOMAS 4:59 PM Job Number: 12076 MF-2 (Revised) Checked BY: 150 Envelope Member Section Deflections (Continued) , r;...i I... *, I1 Ii I hi RHA le :ziii____________ max L 1.202 7T .25 7 1 296.441 1 7 I t S i. mii_I -.98 10-.117 10 29 3 max . 1.202 7 7 5605.503_10_1 137.581 mm . -.98 10_-.209 _.531 10 NC _10 _7 Envelope Member SectionForces RLn,vkr Q., Av&fl,1 I.. hrfk1 I,, Mnmpntfk-ftl Irt LL1_Ml -I max 44.11 1 - 7.177 10 0 1 • min 10.698 10 -7,641 7 0 •• I 2 max . 43.391 2 7.127 10 45.848 7 L4__ min 10.155 10 -7.641 L -42.764 10 3 max 5 _42.671 2 7.127 10 91.696 7 _ L ________________ ______ min 9.615 10 -7.641 7 -85.528 10 7 1 M2 I max 27.839 4 7.597 6 0 1 • min .723 11 -7J52 7 0. 1 9 2 max 27.119 4 7.597 6 42.915 7 10 • _____ min .182 11 -7;152 7 -45.579 6 11 3 max 26.399 4 1 7.597 6 85.829 7 IL mm -.358 11 -7.152 7 -91.158 6 _13 M3 I max -1.537 10 30.711 4 139.998 7 14 mm -9.642 4 2.331 10 -53.638 10 IL 2 max . -1.537 10 13.394 7 -9.021 10 IS mm -9.642 4 -9.488 10 -22.516 4 17 3 max -1.537 10 4.81 11 100.079 6 18 mm -9.642 4 -20.046 6 -79.201 11 ii. M4 I - max 0 10 10.617 4 -14.21 4 20 mm 0 7 4452 10 5.915 10 21 2 max 0 10 9.473 4 1 6.676 _4._. _22 min 0 7 3.943 10 2.767 10 23 3 max 0 10 8.33 4 0 1 7 24' min 0 7 3.434 10 0 10 25 M5 1 max 0 10 -7.285 11 -31.25 10 26 min 0 7 -15.857 2 -60.098 3 27 2 max 0 10 -5.208 11 -12.51 10 .ZL . min 0 7" -10.016 " 2 -21.289 '. 3 29 3 max 0 10 -3.132 11 0 8 _Q S min 0 7 4872 1 0 Envelope Member Section Stresses AIf1 b. hrfkci1 I,. Tnr Pnrlur If-- RMtnni Rr In I Ml I 1.5 2 .944 10 0 '1 0 1 .364 1 -1.d12 ii. 0 1 0 2 Eax j 3 1.476 2 .944 10 4.572 10 4.901 7 S .345 10 1.012 1.. 4.901 7 4.572 IQ imax - 1.451 .944 jQ 9,143 .10 ._9.802 _.. .mi. _,_•_ .327 j,Q -t012 .L[_-9.802 7_ -9.144 --it- 7 ____________ M2 I max .947 4 1.006 6 0 1 8 .mia.. 0 .02,5 II ..948 L 0 0 1... 2_ max _._ .922 • 4._ 1.006 . 4.873 ..L 4.588 ..L 10 1 fl3ifl .006 _• i1 -.48 L -4.588 j.. 4.873 I it ._a._ max .898 4 1.006 6 9.745 . 9.175 L IZ.. • in 1 -.012_• .lj 7.948 L '-'9.175 .L -9.745 .1 13 M3 I max -.107 _- 10 9.051 ..j1 11.808 30.82 1 L 14 1 _mia -.67 .A_ .687 jQ '-3082_I_7 _10 -11.808 RISA-2D Version 6.0 [F:\.. .\...\. . .\03-Engineering\Calc Templates\HOEFER MF-2--Revised.r2d] Page 4 Company : Mike Surprenant & AssocIates Dec 1, 2015 Designer : DAVID THOMAS 4:59 PM Job Number: 12076 MF-2 (Revised) Checked By: Envelope Member Section Stresses (Continued) Member Sc AigIIksil Ic ShAarfksfl Ic Too Bendin.. c Bottom Ben.. Ic 15 - ..2_. .rnx. -.107 101 3.947 1. 4.957 4 -1.986 10 i. min -.67. 4 1 -2.796 -LO 1.986 .10. -4.957 A... IL 3 max -.107 101 1.418 11 17.436 11 22.032 6 Jni!i. -.67 .4_1 -5.908 ..L -22.032 .1. -17.436 Ii. M4 I jmax. 0 - 10 3.129 ..4_ 1 -1.302 .10 1 3.128 .1 20.. ...rnln. 0 7 1;312 - 10 -3.128 j 1.302 .10. 21 2 max .0 10 2.792 A.. -.609 10 1.47 ..4.. 22.. imin 0 1 1.162 j.Q..t47...4_.609"j.0. .21 _..L. in 0 IQ 2.455 A- 0 10 0 .1 14.. ._. ...rnin.. 0 . ..7.1 1..02 .10. 0 _L 0. 10 25 1 M5 I max 0 10 -2.147 11 13.23 3 -6.88 ___ 1 .26 1 Q -4.673 2 6.88 j .43.23 .27 . _2_ ..n. 0 .10. -1.535 .11 4.687 .1 -2.754. 10 28 _____ .rn!rL 0. 7. -2.952 2_ 2.754 10 -4.687 a. ____ _29 L. in. 0 1.0. -.923 1 ii 0 7 0 ____ _rnfti .1 30 . 0 .TL -1.436 1..i. 0 1 8 0 _7_ Hot Rolled Steel Section Sets Envelope LRFD Steel Code Checks eL......... ShaP..L._ ec . Locicti . pflrnjIcL,.pnrPnt(k fl1MD.IK- i. K?-Q..q _Ic hear....J,ctt I Ml W1OXI00 .215 12 7 '..7 Q 7 ' .11.387 1323 477,929 I I-il-I 2 M I 00 205 12 -6 037 0 6 911.387 32 477,929 3 M3 W10.49 .620 0 7 .335 0 4 498.323 648 226.5 1-11-1 4 M4 10 49 063 0 4 .116 610.a26 8 5 M5 10X49 1 .265 1 0 3 .173 0 2 .594.569 648 226.5 1 HI-lb Envelope Drift Report RISA-21) Version 6.0 [F:\ ... \...\... \03-EngineeringCaIc Templates\HOEFER MF-2-Revised.r2d] Page 5 .4 . . . . - . 4 4 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers I - - •-• IT- I .............. •• . -. .• STRUCTURAL CALCULATIONS (Structural Corrections) Project * . . .. Hoefer Residence . -- 1430 Forest Avenue Carlsbad, CA 92008 4 4 , - * . Prepared for: * - . Samuel B. Wright • 1 . * * . Wright Design 29.11 State Street, Suite "N" Carlsbad, California 92008 Project No.: 12076 **- • C. SURP 352 Date November 11, 2015 OP LIF 9975 Busmesspark Avenue, Suite A San Diego, California 92131 Tel (85 Mr s!Eax ZT • - f + -. '-4 ' I \calc rciripla tes\cori:ecrion s Polls c -- - ---- - 4 '.4 Mike Surprenant & Associates Consulting Structural Engineers Job Sheet No. _________of Calculated by Date Checked by Date Scale - - . -• . . Correction Response Correction #25: - Designer to add notes as requested to foundation plan. K Correction#26: Geotechnical Engineer to review foundation plan and provide letter prior to re- submittal. o Correction #27: - ... Drag forces are presently shown on sheet S5. Truss manufacturer to include in r truss calculations and shop drawings. 0 Correction #28: Roof manufacturer's truss layout to be included in re-submittal set and stamped * by EOR, or provided to EOR for separate letter prior to re-submittal. . Correction#29: - Per sheet 56 of calculations, a design wind pressure of 110 mph was utilized. Sheet S-2 has been revised accordingly. - *',Correction #30: See Special Inspection summary in upper right corner of sheet S-2. Welding and HS-bolts are specified. Note: MRSF's are not Special. I Correction#31: - "Designcoefficients and factors for steel seismic force resistingsystems added to sheet S-IL See box below Reinforcing steel notes bottom middle of sheet. Correction#32: The column at intersection of gridlines "1" and "C.5" was previously designed as .. cantilevered column element per sheet 62 of calculations. Mike Surprenant -. & Associates Consulting Structural Engineers Job f7 Sheet No. 2- of_____________ Calculated by _______________________ Date Checked by Date Scale - 'Correction Response Correction #33: Details 7 & 8/SD 10 occur at gridlines "F" and "7" accordingly. Correction #34: Details 15 & 16/SD2 are typical drag strap details. Note added to sheet S4 as a reference to these details. Corretion #35: a). This project is seismic category "D". The first sentence of comment refers to seismic categories E or F only. The second sentence appies to . seismic category D having vertical irregularity Type 5b of Table 12.3.2 (Extreme Weak Story) which also does not apply on this project. 4.- - b) The steel moment-resisting frame at line "7" aligns directly below a 2nd story shearwall. The steel moment-resisting frame at line "5" is only . t, slightly offset from a relatively light type I shearwall above. In EOR's - opinion, applying load increases to the one-story steel moment frames, in a two-story residential structure is not warranted. However, BOR agrees that the horizontal irregularity Type 4 is warranted at line "1" due to the unconventional geometry. See calculations provided for the 25% load increase for diaphragms and chords at gridlines "1" (attached). Correction #36: Contractor Responsibility note added to sheet S4 of drawings (between lines 2&3 and A&B). - Correction #37: The current lateral design includes a 1.3 redundancy factor. (See sheet 56 of calculations). Additionally, EOR has increased the lateral loads by an additional 25% per sheet 57. (See 25% Addn'l FOS added to Base shear analysis/value near :bottom ofpage. 4. ••+.• Correction #38: :,.There are no collector elements for the moment-frames at lines "5" and "7". Frames extend the entire length of connection diaphragms. No drags. - 4 f:\calc tc.inplatcs\corrcciion rcsponsC -4 -. • • 4. - fe,. • 4-.. . - - - . 4 - f:\calc reinpia tcs\cnrEccriol1 t-csponC 4 - a Mike Surprenant -- hf & Associates - . .. Consulting Structural Engineers Job - Sheet No. ______________________of 12.. Calculated by Date 1 Checked by _____________________ Date . r Scale •--- :- 4' : . ..;.. .- . - Correction Response ! 'Correction #39:- - The discontinuous shearwall at gridline "2" is very lightly loaded per sheet 59 of original calculations (66 plf). Even with 0.7 x Omega(2.0) x Qe increase noted below, the new unit shear would be 1.4 x 66 pif = 92 pif. Therefore, the type "1" shearwall remains adequate and holdowns are still not warranted by inspection. See revised calculations for gridline "5" (attached). Section 12.10.2.1 -does not apply at these locations since there are no related collector elements. The load worst case factors per Section 12.4.3.2 applied. The special seismic load combinations are included in present steel moment frame designs. Correction#40&#41: As a result of horizontal irregularity type "4", Sections 12.3.3.3 and 12.3.3.4 specify that combinations in section 12.4.3.2 apply at gridline "1". The elements at this location are based on allowable strength design, therefore, the following load combination shall be used for the lateral elements at gridline "1": (1.0±0.14Sds)D +0.7 x Omega x Qe. .4. Note: Per footnote "g" of Table 12.2.1, Omega = 2.0 may be used since flexible diaphragm. Correction#42: Architect to omit window at line "E" as specified. SW to be noted as 16'-6". Correction#43: Windows appear to match on current plans. Correction#44: A flush 3.5 x 9.5 PSL added over header to add support of rim elements. Correction#45: r 6x6 mm. ,transom headers shown on sheet S4. 4 1 4 a . d Mike Surprenant & AssOciates Consulting Structural Engineers - - - 4 4. • 4 - •4' - Job Sheet No. '1 of 22- Calculated by Date - -- Checked by Date _________ - .', -• - Scale - J t A -4 i L11C F& u1pl11c\cr)rLcciIon tC[)C)t[C - • 4 . - - 4- --3 • 3 VV • .... Mike Sürprenant -. .. & Associates Consulting Structural Engineers • Job Sheet No. 5 of 2.2- Calculated by _______________________ Date Checked by ____________________Date . . Scale Revisions a Revisions: Covered roof defined by gridlines 6&9 and A&C on sheet S4 has been revised (now solidwithno slots). See new FB-10 beam design calculations provided. Use: W10x88 ;teel beam supported by 6x12 posts to 30" square footings. r , V• JV .- - 1 V V V V V. r * V V V - • : V V .- - - V V. •• -. V•• •V * V V V . - - V f\caJc ci piaucs\concc1ioti rcspolLSC -Vt SHEETNO._____________________________ OF________________________ JOB CALCULATED BY. CHECKED BY.. SCALE _______ DATE DATE - :.. MIKE SPRENANT & ASSOCIATES - Consulting Structural Engineers r. - - -. D PRODUCT 207 -. .... .,MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB 'I SHEET NO. 1 OF_'12.- CALCULATED BY DATE_____________________ CHECKED BY________________________ DATE SCALE - r •. •• - . •. - . A'. - - .• '. h' • - - - . D PRODUCT 207 M - V Mmax+ 0.005 0.024 0.161 0.069 - --0.00 0.161 0.069. 0.005 0.030 0.188 0.079 - -0.00 0.188 0.079 * 0.005 0.024 - 0.161. 0.069 -0.00 . 0.161 '0.069 - 0.005 0.030 0.188 0.079 -0.00 0.188 0.079 0.005 0.024 S - - - 2-•- - Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave., Suite A - San Diego, CA 92131 Tel. (858) 693-0757 -. Project Title: Hoefer Residence Engineer David Thomas Project Descr: Sheet _______ of Project ID: 12076 - a- - 1 Descption: FB-2 - ..... . 'S . CODE REFERENCESS Calculations per Al SC 360-05, IBC 2009, ASCE 7-10 Load Combination Set: ASCE 7-05 Material Properties Analysis Method :-Allowable Strength Design Fy: Steel Yield: 50.0 ksi - , - BéãrñBradrig: Béàm is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi BendingAxis:' MajorAxis Bending Load Combination ASCE 7-05 . . . ' - 0(0.176) 0(0.176) D(024) Lr1.975) L(1.039) - . 4. W1Ox68 W10x68 a-' -' A'pplidd1Lads' Service loads entered Load Factors will be applied for calculations ' Beam ielf weight calculated and added to loading - . - Load for Span Number 1 .. - -. Uniform Load D = 0.1760 k/ft, Tributary Width= 1.0 ft Load for Span Number 2 . .. .Unfform Load: D= 0.1760k/if, Tributary Width 1.0 ft , .. Load for Span Number 3 . * . Uniform Load: D = 0.1760 k/lt, Tributary Width = 1.0 ft Point Load: D=4.624, Lr=1.975, L=1.038k5.50ft • ___________________. bESIGNFSUMMARY ;Maximum Bending Stress Ratio = 0.233: 1 Maximum Shear Stress Ratio = 0.097 : I ' ,Section used for this span W10x68 Section used for this span WIOx68 : Ma Applied 49.587 k-ft Va Applied 9.527 k Mn / Omega : Allowable 212.824 k-ft Vn/omega : Allowable 97.760 k, Load Cornbin&18D+0.750Lr-f0.750L+1.050E, LL Comb Run (**L) Load CombinD+0.750Lr-+0.750L+1.050E, LL Comb Run (44L) Location of maximum on span ,. 9.500ft Location of maximum on span 9,500 ft . Span # where maximum occurs ,- Span #2 Span # where maximum occurs Span #2 '.Maximum Deflection. • . 4 Max Downward Transient Deflection - • ., 0.074 in Ratio = - - 2,753 , * Max Upward Transient Deflection -0.010 in Ratio = 11,791 4Max Downward Total Deflection - ,. 0.309 in Ratio = 660 . ., Max Upward Total Deflection -0.039 in Ratio = 2957 Maimurn Forces & Stresses for Load Combinations 'Load Combination- ' Max Stress Ratios Summary of Moment Values Summary of Shear Values . -. Segment Length L Span # DOnly .'- - • •- Dsgn. L' 3.00f1 • -1 ' Dsgn. L = 119.50 ft .' 2 Dsgn.L = -8.50L, .3 -i-O-*t., U. Comb Run (44L) - Dsgn.- L 3.00 ft . 1 Osgn.L 9.50 ft '2' -- Dsgn L = 8.50 ft -. . 3 -. ,+D+LI LL Comb Run (4L') . Dsgn. L= 3.00 It - • Dsgn. L 9.50 ft '. c 2 ' - - Dsgn. L 8.50 ft *? +D+L, LL Comb Run (*LL) : ' Dsgn.-L= 3.00 ft, .: - 1- - Dsgn. L = 9.50 It -. 2 ., Dsgn. L= 8.50 ft ". .3 , +4,, LL Comb Run (L4 ) L 3.00 ft . _Dsgn. .1 = .• Mmax - Ma - Max Mnx Mnx/omega Cb Rm -1.10 1.10- 355.42 212.82 1.00 1.00 -34.25 34.25 355.42 212.82 1.00 1.00 -34.25 34.25 355.42 212.82 1.00 1.00 -1.10 1.10 355.42 212.82 1.00 1.00 -39.96 39.96 355.42 212.82 1.00 1.00 -39.96 39.96 355.42 212.82 1.00 1.00 -1.10 1.10 355.42 212.82 1.00 1.00 .34.25 34.25 355.42 212.82 1.00 1.00 -34.25 34.25 355.42 212.82 1.00 1.00 -1.10 1.10 355.42 212.82 1.00 1.00 -39.96 39.96 355.42 212.82 1.00 1.00 -39.96 39.96 355.42 212.82 1.00 1.00 -1.10 1.10 355.42 212.82 1.00 1.00 Va Max Vnx VnxI0rnega' ' 2.33 146.64 97.76 6.70 146.64 97.76 6.70 146.64 97.76' 2.93 146.64 97.76 7.74 146.64 97.76 7.74 146.64 97.76 .,. -- 2.33 146.64 ' 97.76 ' 6.70 146.64 97.76 ., - 6.70 146.64 - 97.76 2.93 146.64 4 97.76 7.74 146.64 97.76 )' 7.74 146.64. 97.76 2.33 146.64 .' 97.76 ' : • Mike Suprenánt & Associates. .. .'; Consulting Structural Engineers - 9975 Businesspark Ave., Suite A ', San Diego, CA 92131 Tel. (858) 693-0757 Project Title: Hoefer Residence Engineer: David Thggias Project Descr. Sheet 9 of 22_ Project ID: 12076,' I , Description: FB-2 - Load Combination , Max Stress Ratios . ' Summary of Moment Values Summary of Shear Values 'Segment Length .' Span # - M V Mmax + Mmax- Ma- Max Mnx MnxiOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 9.50f1 ., 2 - 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L= 8.50 It f.. '-3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 . . - +O-fL LL Comb Run (LL) Dsgn. L = 3.00 ft - .' ,1 0.005 0.030 -1.10 1.10 355.42 212.82 1.00 1.00 2.93 146.64 97.76 * .? Dsgn.L = '9.50 It '2 v, 0.188 ' 0.079 -,'-O.00 -39.96 39.96 355.42 212.82 1.00 1.00 7,74 146.64 9776 : DS9R. L 8.50 ft 3 ' 0.188 0.079 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 9O4t.,LL Comb Run (LL ' . . . Dsgn.L= 3.00 ft I"' 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 . 97.76 - Dsgn. L= 9.50 ft' 2 0.161 0,069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 - Dsgn. L = 8.50 It ,3' ' 0.161 ' 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 ' 97.76" 4011_,LLCombRun (LLL) - • - - Dsgn;L= 3.00 ft 1 . 0.005 0.030 .. -1.10 1.10 355.42 212.82 1.00 1.00 2.93 146.64 97.76 - Dsgn.L= - 9.50 ft * 2 -, 0.188 0.079 -0.00 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 .97.76k' Dsgn.L 8.50 ft. 3 - 0.188 0.079 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 :97.76 - +O-iLr, LL Comb Run (**l) Dsgn:L= 3.00 ft 1 0.005 0.036 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 tDsgn.L= 9.5011' .2 - - 0.212 0.089 -0.00 -45.11 45.11 355.42 212.82 1.00 1.00 8,67 146.64 97.76 Dsgn. L= 8.50 It 3 0.212 0.089 -45.11 45.11 355.42 212,82 1.00 1.00 ' 8.67 146.64 '., 97.76. +D*Lr, LLCon'ib Run (*L*) Dsgn. L = 3.00 ft - 16. 0.005 - 0.024 . -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.50 It 2 - 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 '97.76 .Dsgn. L= 8.50fF'. 3 ,- '0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +D-+t.r, LL Comb Run ('LL)' - S Dsgn. L =, 3.00 It .1 , 0.005 0.036 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 Dsgn.L 9.50ft '. .2 0.212 0.089 -0.00 -45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76-. • Dsgn. L= 8.50 ft - - 0.212 0.089 -45.11 45.11 355.42 212.82 1.00 1.00 8,67 146.64 97.76 404.r, LL Comb Run (L**) - . ,Y . - • ' - Dsgn. L =' 3.00 It I - ., 0.005 0.024 ' - -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.50ft -. 2 • 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 - ' .97.76 Dsgn. L= 8.50 It 3 •, , 0.161 0,069 . . -34.25 34.25 355.42 212.82 1.00 1,00 6.70 146.64 , 97.76k' "-04x, LL Comb Run (LL) - Dsgn.Lr 3.00ft , I •r' 0.005 0.036 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 . 97.76 - Dsgn. L= .9.50 ft ' '2 .. ' 0.212 . 0.089 -0.00 -45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 - 97.76 - Dsgn. L= 8.50 ft - 3 0.212 • 0.089 -45.11 45.11 355.42 212.82 1.00 1.00 '8.67 146.64 97.76 ' 40+I..r, LL Comb Run (LL*) Dsgn.L= 3.00 ft •' - 1 0.005 "' 0.024 - -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 . - Dsgn. L 3 9.50ft 2 ' 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L 8.50 ft - 3 ' 0.161 0.069 -34.25 34.25 355.42 212.82 1,00 1.00 6.70 146.64 97.76, 40+Lr, LL Comb Run.(LLL) , S ' 'Dsgn. L= 3.00 ft, 1- 0.005 0.036 -1.10 1,10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 Dsgn. L 9.50 ft. * 2.'' 0.212 0.089 -0.00 45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76, Dsgn. L= 8.50 ft 3 . '. . 0.212 -0.089 -45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 .' 40+S - ' Dsgn. L= 3.00 ft -'. 1' 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 ' 97.76 . Ds9n.L= 9.50ft- 2 ' - 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76ç -, * Dsgn.L: 8.50 ft. - , 3 - ' 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 ' 97.76' *O.+0.750Lr.0.750L, LL Comb Run (**L . . • . • -, 97.76 • - 'Dsgn. L= 3.00 ft. 1 • 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 ., Dsgn. L= 9.50 ft - 2 0.219 0.092 *,0.00 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 - 97.76 ,. Dsgn.'L= 8.50f1 3 - 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 ,. 97.76 ' -+O#0.750Lr40.750L LL Comb Run (L. . . Dsgn. L= 3.00ff - - 1 0.005 - 0.024 ' -1.10 1.10 355.42 212.82 1.00 1.00 2.33 - 146.64 97.76 Dsgn: L= • 9.50 ft 2 - 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 ' - Dsgn. L= 8.50 ft. , . 3 - 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 j. -'-0.0.750Lr*0,750L, LL Comb Run (ILL , • , •.. Dsgn.L: 3.00ff 1 • 0.005 '0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76.' • . Dsgn. L= 9.50 ft - - ' 2 0.219 0.092 -0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 '97.76 Dsgn. L: 8.50 ft -. 3 - 0.219- 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 • -'-040.750Lr40.750L, LL Comb Run (L** - ' '. S - - Dsgn. L* 3.00 ft '' 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 - 97.76 - . Dsgn. L= 9.50 ft - * 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 .97.76 'Dsgn L= 8.50 ft 3 0.161 0.069 3425 3425 35542 21282 100 100 670 14664 9776 - . +040750L40750L LL Comb Run (L-L Dsgn.L= 3.00 ft - _. 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 .9776' Dsgn. L: 9.50 ft ',2 0.219 0.092 -0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 Dsgn. L= 8.50ff .- ' * 3 ' 0.219 0.092 "' -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 - 97.76 -'-040.750Lr+0.750L, LL Comb Run (11 . - Dsgn.L= 3.00 ft 1 0.005 ' 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 '. 97.76'. - Dsgn.L* .9.50 ff - , - • 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76' .. . " Mike Surprenant & Associates Project Title: .[J' ...''- Consulting Structural Engineers Engineer: - 9975 Businesspark Ave., Suite A Project Descr: •.. San Diego, CA 92131 - Tel. (858) 693-0757 Hoefer Residence David Thomas Project ID: 12076 Sheet tO of 22 ic .4 Description:. FB-2 4 "Load Combination - . Max Stress Ratios , ' Summary of Moment Values . . Summary of Shear Values Segment Length Span # - M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega , Dsgn. L= 8.50 ft . . ,3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1,00 6.70 146.64 . .97.76.' IL Comb Run (LLL '• Dsgn. L= 3.00 ft 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn.I= 9,50 ft .: 2 0.219 0.092 -0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 Dsgn. L= .'8.50ft 3 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76: - 40#0.750140.750S, LL Comb Run ("L) Dsgn. L= 3.00 ft -: - - I 0.005 0.028 . -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 - 97.76 - Dsgn. L= 9.50 ft,' - . 2 . 0.181 0.076 ' -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 , 97.76. Dsgn . I L= 8.50 ft. ',. 3 '- 0.181 0.076 . -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76• +D-+0,750L+0.750S, U. comb Run (*L*) - . Dsgn. L= 3.00 ft ' ' 1 -• 0.005. 0.024 ' -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76.. 0.161 0.069 -0.00 -34.25 - Dsgn.L= 9.50 ft . 2 . 34.25 355.42 212.82 1.00 1.00 6.70 146.64 .97.76 Dsgn. L= 8.50 ft - 3 - 0.161 0.069 - -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +D40.750L.+0.750S,LLCombRun(*LL) ', - - - . .. -. Dsgn. L= 3.00 ft ' 1 "' ' 0.005 0.028 -1.10 1.10 355.42 212.82 1.001,00 2.78 146.64 97.76 4 Dsgn. I = 9.50 ft . ' 2 ' .0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 - 7.48 146.64 97.76 Dsgn. L= 8.50 ft .' 3 - 0.181 0.076 -38.53 38.53 97.76Ip 355.42 212.82 1.00 1.00 7.48 146.64 +O*0.750L-a0.750S, IL Comb Run (L") .' Dsgn. L= 3.00 ft 'a., 1 . 0.005 0.024 . -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76: Dsgn.L = 9.50 ft .' 2 '- 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146,64 97.76 Dsgn. 8.50 8,50ft 4 3 0.161 0.069- -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97:76 -D'a0.750L40.750S, LL Comb Run (L* L) . Dsgn. 1= 3.00 ft '.' 1 0.005 0.028 -1.10 1.10 355.42 ' 212.82 1.00 1.00 2.78' 146.64 97.76 Dsgn. 1= '9.50 ft - 2 0.181 . 0.076 -0.00' -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97,76 DsgnL -8.50ft. ' - -''.,3 -: 0.181" 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 ' 97.76 -*O+0.7501'+0.750S, IL Comb Run (IL') - - Dsgn.L= 3.00ft '- '. 1, 'T 0.005 0.024 - -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76. '' Dsgn.L=' 9.50ft' '2 ' 0.161 0.069 -0.00 . -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 - 97.76 , Dsgn.L= 8.50ft ' 3 ,':, - 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 ' +0-+0.750L+0.750S, LL Comb Run (ILL) Dsgn.I= 3.00ft ' 1' .0.005 0.028 -1.10 1.10 355,42 212.82 1.00 1.00 2.78 146.64 97.76 -. Dsgn. 1= 9.50 ft ., •. '' 2 • 0.181 , 0:076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 '97.76' Dsgn. L= 8.50 ft 43 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 4O+W : Dsgn.L= 3.00ft74 . ' •. 1 ' : 0.005 0.024 , -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 " Dsgn.L= 9.50 ft 2 ' . 0.161 0.069 10.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. I .8.50 ft' 3 ,.s ' 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 ! ~1.113D+1.40E .' .' " Ds'n. L' 3.00 ft • . 0.006 0.027 . -1.22 1.22 355.42 212.82 1.00 1.00 2.59 146.64 '97.76 . Dsgn.L= 9.50 ft • - 2 0.179 0.076 -0.00 -38.13 38.13 355.42 212.82 1.00 1.00 7.46 146.64 97.76. • :Dsgn. L= 8.50 ft - 3 • 0.179 0.076 -38.13 38.13 355.42 212.82 1.00 1.00 7.46 146.64 97.76 ç. +D+0.750Lr40.7501+0,750W, LL Comb! 4 ' + -. Dsgn. L= 3.00ft '-. 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 a. Dsgn.L= "9.50ft . 2 . '. 0.219 - 0.092 .0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 Dsgn. L= 8.50 ft. 3' . 0.219 0.092 ' -46.68 46.68 355,42 212.82 1.00 1.00 8.96 146.64'. 97.76.. - 9D+0.7501r40.750L40,750W,LL Comb ! . - ••. : NO. L= 3.00 ft', ,' • 1 - 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 - 146.64.. . '97.76 •. Dsgn. L = '9.50 ft -2 '. 0.161 0.069 1-0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 197.76 Dsgn. L= 8.50 ft ' "3 - 0.161 0.069 -34.25 34.25 355.42 212.821 1.00 1.00 6.70 146.64 . '97.76 - +D'a0,750I40,750140,750W, LL Comb I . .. - Dsgn. L= 3.00 ft ' 1, - T- 0.005 0.037 . -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn. 1= 9.50 ft. - - 2 ' - . 0.219 . 0.092 -0.00 46.68 46.68 355.42 212.82 1.00 1.00 - 8.96 146.64 ' 97.76 ,Dsgn. L= 8.50 ft 3 0.219 0.092 • 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 - -'-D0.750Lr40.750L'+0.750W, IL Comb! Din, L '3.O0ft .- 1 '"'' 0.005 0.024 . -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 497.76 - Dsgn. L= 9.50 ft - • ,2 ' -0.161 0.069 . -0.00 -34.25 34.25 355,42 212.82 1.00 1.00 6.70 146.64 ' 9776- Dsgn. L 8.50 ft 3 • 0.161 - 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 '' D+0.750Lr40.750L+0.750W, LL Comb F , • .Dsgn. 1= 3.00 ft, 1' 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 , 97.76 , Dsgn. I=. 9.50 ft , •, ' 2 , - 0.219 0.092 -0.00 46.68 46.68 355,42 212.82 1.00 1.00 8.96 146.64 .97.76 '.aDsgn.Lr 8.50 ft - , 3 . . 0.219 0.092 • -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 +D4750Lr475014750W, LL Comb! . • -' "Dsgn. 1= 3.00 ft •, 11 - ' 0.005 0.024 -1,10 1.10 355,42 212.82 1,00 1.00 2.33 146.64 97.76' - ' Dsgn. L= 9.50 ft ." . 2 '- . 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 .'97.76 Dsgn. L 8.50 ft. - 3 ' . 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 ' 97.76 -+fl+0,750Ir'a0,7501+0,750W, IL Comb! - - - • ' ' Dsgn,Lr 3.00 ft .. . 1 - • 0.005 0.037 , -1.10 1.10 355.42 212.82 1.00 1,00 3.64 146.64 97.76 Dsgn. L= 9.50 ft ..' • • 2 ' 0.219 '0.092 -0.00 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 . - '97.76 . Dsgn L" '8.50 ft 3 " 0.219 0092 4668 4668 35542 21282 100 100 896 14664 9776 4 - Mike Surrenant & Associates - Consulting Structural Engineers 9975 Businesspark Ave., Suite A San Diego, CA 92131 - Tel. (858) 693-0757 Project Title: Hoefer Residence Engineer: David Thoras Project ID: 12076 Project Descr: Sheet of 2.2, Description FB-2 -. . . Load Combination - - " Max Stress Ratios . Summary of Moment Values Summary of Shear Values Segment Length Span # '. M V Mmax * Mmax - Ma - Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnxiomega -i4J-.0.750L+0.750S-.0.750W, IL Comb F 4 Dsgn. L= 3.00 ft 1 .. 0.005 0.028 -1.10 1.10 355.42 212.82 1,00 1.00 2.78 146.64 97.76 Dsgn..L ,9.501t. . 2. 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7,48 146.64 97.76 ;t Dsgn. L=, 8.50 ft . -3 - 0.181 0076, -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 - +040:750L+O.750S40.750W, LL Comb F Dsgn. L= 3.00 ft ., '1 .0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L= 8.50 It 1 3 , .-0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1,00 6.70 146.64 97.76 4040.750L40.750S40.750W, LL Comb F - . Dsgn. L= 3.00 ft 1 ' - 0.005 0.028 -1.10 1.10 355.42 212.82' 1.00 1.00 2.78 146.64 97.76' , • Dsgn. L= 9.50 ft -' 2 , 0.181 0.076 .. -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn. L 8.50 ft - 3 •'' 0.181 - 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 '97.76 I 4040.750140.750S-'0.750W, LL Comb F - Dsgn. L= 3.00 ft 1 4 0.005 0.024 -1.10 1.10 355.42 212,82 1.00 1.00 2.33 146.64 97.76 - - Dsgn.-L= 9.50 ft . ,2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L = 8.50 ft 3 ' 0.161 0.069 - -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76, -I-040.750L40.750S40.750W, LL Comb F - Dsg6.L= 3.00ft 1 0.005 ,' 0,028 -1.10 1.10 355.42 212.82 1.00 1.00 2,78 146.64 97.76 Dsgn.L 9.50 ft - - 2 , - 0.181 0,076, -0.00 -38.53 38.53 355.42 212.82 1.00 1,00 7.48 146,64 97,76 Dsgn. L= 8.50 ft ' -. 3 ' .0.181 0.076; -38.53 38,53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 *D-.0.750140,750S40.750W, IL Comb F ' - Dsgn. L= 3.00 ft 1 0.005 - 0.024 ' - -1,10 1.10 355.42 212,82 1.00 1.00 2.33 146.64 97.76 - Dsgn.L 9.50ft 2 - - 0.161 '0.069 -0,00 -34.25 34.25 355.42 212.82 1.00 1.00 6,70 146,64 97.76 Dsgn.L= 8.50ft - 3: 0.161 0.069 , -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 ' 97.76 4040.750L-.0.750S40.750W, LL Comb F Osgn.L= -3,00ft - 1 - 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 - . 97.76 - Dsgn. L=, 9.50 ft 2. . ' 0.181 0.076- -0.00 -38.53 38,53 355,42 212,82 1.00 1.00 7,48 146,64 . 97.76 Dsgn. L: i8.50ft -. -' 3 0,181 0,076 , - -38.53 38,53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 +1.0850+0.7501j+0.7501*1.050E, LL C Dgn. L: 3,00 ft 1 - ' . 0.006. 0.039 -1.19 1.19 355.42 212.82 1.00 1.00 3.84 146.64 97.76 Dsgn. L= 9.501t 2 0.233 0.097 - -0.00 -49.59 49.59 355.42 212.82 1.00 1.00 9.53 - 146.64 97.76 - Dsgn. L= 8.50 It 3 0.233 0.097 - - 49.59 49.59 355.42 212.82 1.00 1.00 9.53 146.64 . - 97,76' +1,085D+0,750Lri0.750L+1.050E, LL C Dsgn. L 3.00 It -. 1 0,006 0.026 - -1.19 1.19 355,42 212.82 1.00 1.00 2.53 146.64 - 97.76 - Dsgn. L= 9.50 It . , 2 0,175 0.074 -0.00 -37,16 37,16 355.42 212.82 1.00 1,00 7,27 146.64 97.76 - Dsgn.L 8.50 It -' 1' - 3 0.175 0.074 -37.16 37,16 355,42 212.82 1,00 1.00 7.27 - 146.64 97.76. -i-1,085040.750L140.750L+1,050E, LL C Dsgn. L :3.00 ft - ''. 1. - 0,006 0.039 -1.19 1,19 355.42 212.82 1.00 1.00 3.84 146.64 , 97,76 • - Dsgn. L= 9.50 ft 2 - -- 0.233 0.097 -0.00 49.59 49.59 355.42 212,82 1,00 1.00 9.53 - 146.64 -'97.76 -' - Dsg6.L= 8.50 It . 3 ' 0,233 0.097 49.59 49.59 355.42 212,82 1.00 1.00 9.53 146.64 97.76 +1.085D-+0.750Lr40.750C+1.050E, LL C -. - Dsgn. L= 3.00 It 1, 0.006 0.026 - -1.19 1.19 355.42 212.82 1.00 1.00 2.53 146.64 97.76. Dsgn. L= - 9.50 ft .- - 2 - 0.175 0.074 '-0.00 -37.16 37.16 355,42 212.82 1.00 1.00 7.27 146.64 97.76 - Dsgn. L ' -8.50ft ' 3 t 0.175 0.074 ' -37.16 37,16 355,42 212.82 1.00 1.00 7.27 146.64 - 97.76. • -i-tO85D+0.75OLr-I0,750L-i-1.050E, LL C -- P4 -. Dsgn. L= 3.00ft - 1 . ' 0.006 0.039 -1,19 1.19 355.42 212.82 1,00 1.00 3.84 146.64 97.76 - Dsgn. L= 9.50 ft - 2 i-., 0.233 0.097 -0.00 49.59 49.59 355.42 212.82 tOO 1.00 9.53 146.64 97.76' Dsgn. L= 8.50 ft - - - - 3 0.233 0.097 - 49.59 49.59 355.42 212.82 1.00 1.00 9.53 146.64 97.76. +10850-f075OLr40.750L*1,050E, LL " Dsgn.L 3.00 ft 1 - 0.006 - 0.026 - -1,19 1.19 355.42 212.82 1.00 1.00 2.53 146.64 '. 97.76, - Dsgn.L 9.50 ft -- 2 0.175 0.074 -0.00 -37.16 37.16 355.42 212,82 1.00 1.00 7.27 146,64 , 97.76 - "" .DsgnL=8.50ft. ' 3 - - - _0.175 0.074 -37.16 37.16 355.42 21282 1.00 1.00 7.27 146.64 - 9776 - '+1.0850-,0.750Lr*0,750L+1.050E, IL C - -. Dsgn. L=, 3.00 ft -' 1 - 0.006 0.039 , -1,19 1.19 355.42 212.82 1.00 1.00 3.84 146.64- 97.76 - Dsgn. L= 9.50 ft 2 - ,- -. 0.233 0.097 -0.00 -49.59 49.59 355.42 212.82 1.00 1.00 - 9.53 146.64. 97.76 .-Dsgn. L= 8.50 ft 3 0.233 0.097 - • 49.59 49.59 355.42 212.82 - 1.00 1.00 9.53 146.64 97.76 '. +1,085D-'0.750L40.750S+1.050E, LL Co - - - - - '• .Dgn.L= 3.00 It . - 1. - 0.006 0.030 -1.19 1.19 355.42 212.82 1.00 1.00 2.98 - 146.64 - 97.76-. Dsgn. L= -9.50ft' - 2 - 0.195 0.082 -0.00 41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 ' ' 97.76 Dsgn. L = 8.50 ft - '3. - 0.195 -. 0.082 -41.44 41.44 355,42 212.82 1.00 1.00 8.05 146.64 -. 97.76 - - +1.0850.+0,750L'.0,7505-i-1.050E, LL'Co . Dsgn.L= 3.00 ft - , 1 - -- 0.006 - 0.026 - . -1.19 1.19 355.42 212.82 tOO 1.00 2.53 146.64 97.76 DSgn.L= 9.50ft 2, - 0.175. 0.074 -0.00 -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 -. . Dsgn.L 8.50f1 3 - - 0,175 0.074 -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 - - 97.76 -i-1.085D.0,750L',0,750S'*-1.050E, LL Co -. , - - • - - - - - , -. - - Dsgn.I= - 3.00 ft 1 0.006 - 0.030 -1.19 1.19 355.42 212.82 1.00 1.00 2.98 146.64-. 97.76- Dsgn. L = 9.50 ft 2 - - 0.195 0.082 - * -0.00 41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 ' '- 97.76 . -- - Dsgn.-L= 8.50 ft - - 3 - 0.195 0,082 - -41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 +1.085D-'0.750L40,7505+1,050E, IL Co - -- Mike Surprenant & Associates Consulting Structural Engineers. "•" .- 9975 Businesspark Ave., Suite A San Diego, CA 92131 Tel. (858) 693-0757 Fax (858) 693-0758 Project Title: Hoefer Residence Engineer: David Th Project Descr Sheet TL of 07 1 Project ID: 12076 Printed: 9 NOV 2015. 934AM t.• .... ee earn .4 - ENERCAIC INC 19832015 Build61578 Ver615'430 IN .A .. 1:L -i- - - - Description: FB-2 -, Load Combination * Max Stress Ratios Summary ol Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax- Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega - "- Dsgn. L=' 3.00 ft 1 0.006 0.026 -1.19 1.19 355.42 212.82 1.00 1.00 2.53 146.64 97.76. Dsgn. L= 9.50 It ,l • 2 0.175 0.074 -0.00 -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 Dsgn. L= 8.50 It . .3. 0.175 0.074 -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 +1.085D40.750140.7505+1,050E LL Co Dsgn. L = 3.00 It' - 1 0.006 0.030 -1.19 1.19 355.42 212.82 1.00 1.00 2.98 146.64 97.76 Dsgn. L= 9.50 ft .. .2- 0.195 0.082 -0.00 41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 Dsgn. L= 8.50 ft , 3 0.195 0.082 41,44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 - - +1.085D+0.7501-.0.750S4050E, IL Co Dsgn. 1= 3.00 ft . . 1 0.006 0.026 -1.19 1.19 355.42 212.82 1.00 1.00 2.53 146.64 97.76 Dsgn. L= 9.50 ft ' 2 - 0.175 0.074 -0.00 -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 Dsgn. L = 8.50 ft -' 3 0.175 0.074 -37.16 37.16 355.42 212.82 1.00 1.00 7.27 146.64 97.76 -, -'-1.085D+0.750L40,750S+1,050E, LL Co Dsgn. L= 3.00 ft - 1 0.006 0.030 -1.19 1.19 355.42 212.82 1.00 1.00 2.98 146.64 ..97.76 - - Dsgn. I = 9.50 ft 2 0.195 0.082 -0.00 41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76 '3 ,.,.,..j.Dsgn. 1= 8.50 ft . 0.195 0.082 41.44 41.44 355.42 212.82 1.00 1.00 8.05 146.64 97.76' -+0.60D+W , .. , - . , , - Dsgn. L= 3.00 It 1 0.003 . 0.014 -0.66 0.66 355.42 212.82 1.00 1.00 1.40 146.64 97.76 ,., Dsgn. L= 9.50 ft. 2 0.097 0.041 -0.00 -20.55 20.55 355.42 212.82 1.00 1.00 4.02 146.64 97.76 ' Dsgn. L= 8.50 ft' ' 3 ' 0.097 0.041 ' -20.55 20.55 355.42 212.82 1.00 1.00 4.02 146.64 97.76 0.4867D4-1.40E . . - . Dsgn. L = 3.00 ft ' 1 .. 0.003 0.012 -0.53 0.53 355.42 212.82 1.00 1.00 1.13 146.64 97.76 - , I Dsgn. 1= 9.50 ft ,. 2' • 0.078 0.033 -0.00 -16.67 16.67 355.42 212.82 1.00 1.00 3.26 146.64 97.76 Dsgn. L = 8.50 ft 3 0.078 0.033 -16.67 16.67 355.42 212.82 1.00 1.00 3.26 146.64 97.76 Overall Maximum Deflections Load Combination r' - ' Span Max. '-' Deft Location in Span Load Combination Max, °+° Defi Location in Span . 9040.750Lr40.750L+1.050E . 1 0.0315 ' 0.000 0.0000 0.000 - .• '' - - . 2 . -, 0.0000 0.000 +0-+0.750Lr40.7501+1.050E M.0386 5.652 4 +0+0.750Lr+0.750L+1.050E - - 3 - 0.3090 8.500 0.0000 5.652 Vertical Reactions Support notation Far left is #1 Values in KIPS - , Load Combination . . Support I Support 2 Support 3 Support 4 • , OveraiiMAXirnum. , .•, . . . -2.906 14.916 overaliMlwimum' " . . -0.601 1.639 . . D Only , . . -1.598 11.348 . +041, LL Comb Run (L) . -2.199 12.987 • . _404., LL Comb Run (L1 . " -1.598 11,348 ' '+04,Ll Comb Run (*LL) • . ' -2.199 12.987 404., IL Comb Run (1') ' • . .. -1.598 11.348 +04., LI Comb Run (L*..) - -2.199 , . 12.987 - +04:; LL Comb Run (LL*) . . ,' -1.598 . 11.348 * • +04., ILL Comb Run (LLL) . . . . -2.199 12,987 . +0+Lr, LL Comb Run ("I) . . - -2.741 14.466 - .+04.r,LLCombRun(*L*)*, . -1.598 ' 11.348 . • s -+04.r, LL Comb Run (*11) . • -2.741 14.466 ' 40+Lr, ILL Comb Run (L*i' - . -1.598 11.348 . +O-.lr, LL Comb Run (L*L) • , -2.741 14.466 +O+Lr, LI Comb Run (LL*) - , -1.598 ' 11.348 • •• • -.0+Lr, LL Comb Run (ILL) ' - -, - . - -2.741 . ' 14.466 • . I - -1.598 11.348 . 'D+0 75OLr+O 7501 IL Comb Run (L • - -2.906 14.916 - , 40+0.7501-r47501, LL Comb Run (*L4 .-1.598 11.348 • , +D+0,750L-.750 - LL Comb Run (*LL -2.906 . 14.916 +00.750Lr-+0.750L, LL Comb Run (LH -1.598 11.348 +00.750Lr-+0.7501, LL Comb Run (LL - -2.906 14.916 0'0.750Lr40.750L, IL Comb Run (LL -1.598 11.348 ' -+00.750Lr-.0.750L, IL Comb Run (ILL . , -2.906 14.916 -"0-+0.750L+0.750S, LL Comb Run (**L) - . '-2.049 12.577 • +0+0.750L+0.750S, LI Comb Run (*1*) - -1.598 11.348 - • -.0-.0.750L-.0.750S, LL Comb Run (*LL) -2.049 12.577 7, ,• -.0+0.75014750S, LL Comb Run (L') -1.598 11.348 • -,-0-+0.750L+0.750S, LL Comb Run (LL) - -2.049 12.577 '-.0-0.750L-.0.750S, IL Comb Run (11*) -1.598 11.348 • - -.0-+0.750L-+0.750S, IL Comb Run (ILL) - -2.049 12.577 - .' - - +D+w -1.598 11.348 - 4+D+1,4oE ,.' . '' -1.598 11.348 - - t - •: - • - - Mike Stirprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thorns Project ID: 12076 Project Descr: Sheet 1.5 of 9975 Businesspark Ave., Suite A San Diego, CA 92131 7 Tel. (858) 693-0757 Fax (858) 693-0758 Pinted 9 NOV 2015. 934AM Description: FB-2 • Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Support 4 . .. 4040.7501-r-10.7501.+0.750W, LL Comb I - -2.906 14.916 ' 4D40.750Lr40.750L40.750W, LL Comb 1 -1.598 11.348 - - 40 O.7501x-0.750L40.750W, LL Comb I -2.906 14.916 40#0.750Lr*0.750L40.750W, IL Comb 1 -1.598 11.348 ; 4040.756L-f0.7501L4750W, LL Comb 1 -2.906 14.916 9040.750Lr40.750140.750W, IL Comb 1 -1.598 11,348 -+0+0.75OLr+0.750140,750W, LL Comb I -2.906 14,916 - , 1V040.750140.750S+0.750W, LL Comb F -2.049 12.577 40V+0.750L+0.750S40.750W, LL Comb F -1.598 11.348 - 4040.750140.750S40.750W, LL Comb F -2.049 12.577 .sV040.7501"0.750S.+0.750W,LL Comb F -1.598 11.348 - - - - -+ID-+0.750L'+0.750S+0.750W,LL Comb F • ,-2.049 12.577 4040.750L40.750S90.750W, LL Comb F -1.598 11.348 4040.750L+0.750S40.750W, LL Comb F • . -2.049 12.577 - - - -+040.750Lr-+0,750L+1.050E, LL Comb F - . -2.906 14.916 +D40.750Lr40.750L+1.050E, IL Comb F ' -1.598 11.348 . . 4V0.I.0.750Lr-4750L+1.050E, LL Comb F . J -2.906 14.916 40-+0.750Lr-f0.750L+1.050E, LL Comb F -1.598 11,348 ' 40-'0.750Lr40.750L+1.050E, LL Comb F -2.906 14.916 . .sV0+0.750Lr.0.750L+1.050E, LI Comb F -1.598 11.348 +1J+0,750Lr-'0.7501+1.050E, LL Comb F -2.906 14.916 S * 4040.7501-'0,750S+1.050E, IL Comb R -2.049 12.577 -+0-i0.7501-4750S+1.050E, LL Comb R -1.598 11.348 'V '. .IVD+0.750L40.7505+1.050E, LL Comb R -2.049 12.577 -'0-.0.7501'+0.750S+1.050E, LL Comb R -1.598 11.348 4 '40+0,750L40.7505+1.050E, LL Comb R -2.049 12.577 '0'0.750L90.750S41,050E, LL Comb R - -1.598 - • 11.348 V +D40,750L'-.0.750S+1,050E, IL Comb R -2.049 . 12.577 • - ' •.0.60D+W.. ., -0.959 6.809 ' V , +0.60D+1.40E - -, -0.959 6.809 . - 0 Only ' - -1.598 11.348 Ir Only, LL Comb Run ("L) . - • -1.143 3.118 Lr Only, IL Comb Run (1L1) V Lr Only; Ll Comb Run (LL) ' -1.143 3.118 - - 'Lr Only, LL Comb Run (Lu) Lr Only, IL Comb Run (L'L) -1.143 3.118 Lr Only, LL Comb Run (LL) - Lr Only, LL Comb Run (LLL) . -1.143 3.118 V - - LOnly, LL Comb Run (**L) . -0.601 1.639 - L Only, LL Comb Run (L) . • . . L Only, LL Comb Run (LL) . '-0.601 1.639 . I Only, LL Comb Run (L**) • L Only, LL Comb Run (LL) - -0.601 1.639 .. - - L Only, LL Comb Run (LL) I Only, LL Comb Run (LLL) • - -. -0.601 1.639 V - .• SOñly , - , • - •• V W Only • - , - • E Only 2.0 , I , - • V HOnty. • - - • - "• V V - 'V••S•V • •. • • . S ' -V. 'V • V • S - , -V • • • • • ,' - - S V • . - V • S V -. V • V • • V . V V • 4 V V•l•5V .• • ' V .'? . •V - V ', - • - 5_• - V -• - - - ••, V , • -. -.' . - V -: - - - a - . - V -• S •.• 'H5 Mike Surprenant & Associates i... ._... .. .'. Consulting Structural Engineers S - 9975 Businesspark Ave., Suite A 0 ('.... III- Odil UlyU, I..1'I L I,) I Tel. (858) 693-0757 Project Title: Hoefer Residence En9ineer: David Thomas Project Descr Sheet Ik1 of Project ID: 12076 Description : FBA * ....... Calculations per AISC 360-05, IBC 2009, ASCE 7-10 . .Load Combination Set: ASCE 7-05 . . 'Material Properties .' Analysis Method: Allowable Strength Design - Fy : Steel Yield: 50.0 ksi - - Beam Bracing: - Completely Unbráced E: Modulus: 29,000.0 ksi BendingAis: Major Axis Bending Load Combination ASCE 7-05 • . 1 .'" . ,. 0(11.348) L3 1180 L(1.8390 0(0.28) L(0.32) , ,'• ' . 'V 0(0 42) 0(0.21) L(0.24) -. .. 47 - Span 26.50 It W12x72 . Applied Lads -' --.....................-.......................-.............. .. .......... ........... Service loads entered Load Factors will be applied for calculations * Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: 0 = 0.0350, L = 0.040 ksf, Extent 6.0 ->> 18.50 ft, Tributary Width = 8.0 ft Uniform Load: D = 0.0350, L = 0.040 ksf, Extent = 18.50 ->> 26.50 fl, Tributary Width = 6.0 ft ' Point Load: D = 11.348, ii = 3.118, L = 1.639k (5 6.0 ft - . - Point Load: D=0.420kc.18.50ft DES!GNSUfliMARY. Maximum Bending Stress Ratio = 0.437: 1 Maximum Shear Stress Ratio = 0.166 : I Section used for this span . WI 2x72 Section used for this span WI 2x72 - Ma : Applied 105.474k-ft Va : Applied 17.602 k Mn I Omega : Allowable 241.482k-ft . Vn/omega : Allowable 105.780 k ' Load Combination +1.085D+tJ.750Lr4O.750L+1.050E Load Combination +1.085D+0.750Lr+0.750L+1.050E •• - Location of maximum on span 8.083ft Location of maximum on span 0.000 ft * Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 • Maximum Deflection Max Downward Transient Deflection 0.212 in Ratio= 1,499 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.710 in Ratio = 448 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Fores& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mrndomega Gb Rm Va Max Vnx VnxiOmega DOnly Dsgn. L 26.50 ft 1 0.288 0.113 70.73 70.73 409.96 245.49 1.17 1.00 11.99 158.67 p105.78 * - Dsgn. L: 26.50 ft .. 1 0.407 0.148 96.80 96.80 397.64 238.11 1.13 1.00 15.70 158.67 105.78 Dsgn. L 26.50 ft " 1 . 0.337 0.136 85.09 85.09 421.57 252.44 1.20 1.00 14.40 158.67 • 105.78 •• - 'I • Dsgn. I = .26.50 ft . . • 1 0.288 0.113 70.73 70.73 409.96 245.49 1.17 1.00 11.99 158.67 105.78 0 ,1 +040.750Lr40.750L - • •. Dsgn. L 26.50 ft 1 0.412 0.157 99.50 99.50 403.27 241.48 1.15 1.00 16.58 158.67 105.78 +040.750L40.750S . . - Dsgn. L= 26.50 ft , 1 .0.377 0.140 89.99 89.99 399.05 238.95 1.13 1.00 14.77 158.67 .105.78 . +0+W I ... . 0.. . * Dsgn. L 26.50 ft 1 0.288 . 0.113 70.73 70.73 409.96 245.49 1.17 1.00 11.99 158.67 . 10578 _ 1 • . eJj-1.113D+1.40E . ., .. . Dsgn. L= 26.50 ft . -, 1 0.321 0.126 78.74 . 78.74 409.96 245.49 1.17 1.00 13.35 158.67 105.78 I . 0750LO.750L+0.750W . . . •. Dsgn. L= 26.50 ft - 1 . 0.412 0.157 99.50 99.50 403.27 241.48 1.15 1.00 16.58 158.67 • 105.78 " s-D+0.750L40.750540.750W '. • - - 0sgn. L26.50ft 1 0.377 0.140 89.99 89.99 399.05 238.95 1.13 1.00 14.77 158.67 105.78' _ Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave., Suite A San Diego, CA 92131 - Tel. (858) 693-0757 Fax (858) 693-0758 NIB M-"JTfEfJJ1J%j1 Steel Beam Project Title: Hoefer Residence Engineer: - Project Descr: David Thomas Sheet I of Project ID: 12076 n-p • Printed: 9 NOV 2015. 9:35AM pIateshoefer enercaic ec6 Description: FBA V V V Load Combination V Max Stress Ratios Summary of Moment Values Summary of Shear Values . Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega r +1,085D.+0,750Lri-0.750L+1.050E - :Dsgn. L = 26.50 ft 1 0.437 0.166 105.47 105.47 403.27 241.48 1.15 1.00 17,60 158.67 105.78 I +1,085D'+0.750L'+0.750S+1.050E _Vl Dsgn.L= 26.50 ft .'+ 1 V 0.401 0.149 95.92 95.92 399.40 239.16 1.14 1.00 15.79 158.67 V 105.78 V V I 40.60D4'W V V 2 V V V Dsgn. L= 26.50 it V '1 VV 0.173 0.068 42.44 42.44 409.96 245.49 1.17 1.00 7.20 158.67 105.78 , V I 0.4867D+1.40E +E . V. • V Dsgn.L26.50ft . - ,1 V 0.140 0.055 34.43 34.43 409.96 245,49 1.17 1.00 5.84 158.67 105.78 Overall MaximtTm Deflections Load Combination Span Max Deli Location in Span Load Combination Max + Deli Location in Span +0+O,750Lr+0.750L+1.050E . 1 0.7097 12.588 0.0000 0.000 Vertical Recttons V Support notation Far left is #1 Values in KIPS - V Support 1 Load Combination V Support 2 V - . Overall MAXimum,' ' 16.583 10.709 Overall MiNimum . . 2.412 ' 0.706 - V ' DOnly ' 11.993-. 6.859 '04. V n 15.701 10.709 V V • .++{j V ¶ 14.405 7.565 - V V V 11.993 6.859' V V V +0+0,750Lr'+0.750L - V - 16.583 10.276 . V • '+0-+O.750L+Ø.750S - 14.774 9.746 t V ! +D+W ' ,, 11.993 ' . 6.859 +D+1.40E - . 11.993 6.859 +D+0,750Lr'0.750L'+0.750W V 16.583 16.276 T V • 40+0.7501_:+0.750540.750W 14.774 '9.746 V .+0'+0,750Lr40,750L+1.050E 16.583 10.276 . +O'+6.750L+0.750S+1.050E V 14.774 9.746 V -- - 7.196 4.115 V V V .+0,60D+1.40E • ' - . 7.196 '- 4.115 D Only , 11.993 6.859 V - LrOniy , 2.412 0.706 . . V '+- L Only . "' , V V 3.709 V '-3.850. SOnly WOnly V E Only 2.O . V - - - '. - - Mike Surprenant & Associates Consulting Structural Enginers 9975 Businesspark Ave., Suite A II San Diego, CA 92131 Tel. (858) 693-0757 ., Project Title: Hoefer Residence Engineer: David Thomas Project ID: 12076 Project Descr: Sheet hi of Description Column © Gridline "1 Calculations per AISC 360-05, 1 B 2009, CBC 2010, ASCE 7-10 . Load Combinations Used: ASCE 7-05 b eraiihtfpi :..: - Steel Section Name: WI 2x72 Overall Column Height 12.0 ft Analysis Method: - Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed - Steel Stress Grade A-992, High Strength, Low Alloy, Fy = Brace condition for deflection (buckling) along columns: Fy: Steel Yield . 50.0 ksi X-X (width) axis: £., E : Elastic Bending Modulus 29000.0 ksi Unbraced Length for X-X Axis buckling = 12 ft. K = 2.1 - - . - Load Combination: - ASCE 7-05 Y-Y (depth) axis: UnbracedLength for Y-Y Axis buckling 12 ft, K2.1 Applied Loaas: . -.,., .. . -' .. - Service loads entered. Load Factors 611 be applied for calculations. Column self weight included : 861.89 lbs * Dead Load Factr - I . AXIAL LOADS. . Axial Load at 12.0 ft,Yecc= 6.000 in, D= 11.993, LR= 2.412, L=3.709k .• BENDING LOADS..... . , Lat. Point Load at 12.0 ft crating My-y, E = 6.034 k -. DESIGN SUMMARY Bending & Shear Check Results - PASS Max. Axial+Bending Stress Ratio = • 0.8801 : I Maximum SERVICE Load Reactions.. Load Combination - ' +1.1130+1 .40E+H Top along X-X 0.0 k ~ Location of max.above base ' . 0.0 ft Bottom along X-X 12.068 k At maximum location values are... Top along Y-Y 0.0 k - Pa: Axial - 14.311 k Bottom along Y-Y 0.0 k Pn I Omega : Allowable • 306.426 k - .Max Applied -6.676 k-ft Maximum SERVICE Load Deflections... Mn-x / Omega: Allowable - IN 215 562 k-ft Along Y-Y 0.05919 in at 12.0ft above base for load combination :+D+0.750Lr+0.750L+H .. . . , Ma-y:Applied •. . -101.371 k-ft - Mn-y I Omega : Allowable . 122.754 k-ft Along X-X 2.113 in at 12.0 ft above base - . . . •- - - for load combination: E Only * 2.0 ••:. PASS Maximum Shear Stress Ratio = 0.02627 : 1 - Load Combination • • • +1.113D+1.40E+H - - Location ofmax.abovebase ,. 0.0 ft ; . • - At maximum location values are 5- - • Va: Applied 8.448 k .•. 4 -- Vn I Omega: Allowable 321.60 k - - Load Combination Results • . - - - . Maximum Axial + - - . • Bending Stress Ratios Maximum Shear Ratios Load Combination . Stress Ratio Status Location Stress Ratio - Status Location .- A - - • - 0.049 * DOnly . PASS 0.00 ft 0.000 PASS 0.00 ft -. - -' PASS 0.00 ft 0.000 PASS 0.00 ft - +D+L-i1-1 •-. - - - . • ' .0.058 PASS 9.34 ft 0.000 PASS 0.00 ft -. . -i1J+S4 0.049 - PASS 0.00 ft 0.000 PASS 0.00 ft +D-+O.750Lr+0.750L+H 1,11 . -. .0.067 PASS 10.07 ft 0.000 PASS 0.00 ft - +D+0750L+0.750S+H. 0.060 . . . PASS 9.34 ft 0.000 PASS 0.00 ft +D+W+H - 0.049 PASS 0.00 ft 0.000 PASS 0.00 ft . . - - +1113D+1.40E+H . . 0.880 PASS 0.00 ft 0.026 PASS 0.00 ft V V -'-D#0.750Lr-+0.750L+0.750W+H. -. ; 0.067 - PASS 10.07 ft 0.000 PASS 0.00 ft , ., +D-0.750L-+0.750S+0.750W+H .......0.060 PASS 9.34 ft 0.000 PASS 0.00 ft • • V 0.690- +1.085D-'0.750Lr+0.7501+1.050E+H - PASS 0.00 ft 0.020 PASS 0.00 ft V V +1.085D40.750L0.750S+1.050E+H 0.683 PASS 0.00 ft 0.020 PASS 0.00 ft 60D+w+H . 0.029 PASS 0.00 ft 0.000 PASS 0.00 ft ' V•• •• V• - ' '-0.4867D+1.40E+H -. 0.850 PASS 0.00 ft 0.026 PASS 0.00 ft .- ' .- . p-;: •,, V ...; ?VI. P, •• - ••V - -- -. - - V, flV • . -S V - -. V * • - - . •V - • •• V .5. - - -1. • • - V.- Mike Surprenant & Associates Project Title: Hoefer Residence Consulting Structural Engineers Engineer: David Thom, Project ID: 12076 9975 Businesspa Ave., Suite A Project Descr: Sheet I of San Diego, CA 92131 1:1(858)6930757 - Fax (858) 693-0758 Printed: 9NOV 2015. 9:46AM Description: Column@Grialine'l" '4 V s , Maximum Reacions Note Only non zero reactions are listed • - X-X Axis Reaction V V-V Axis Reaction Axial Reaction - V 'Load Combination - V © Base @ Top @ Base © Top @ Base ' V - V D Only V - - V V k k 12.855 k V +D+L44 V -. " k k 16.564k - V • V+.Jj4 .. ... k k 15.267k - •V V• - - V ' k k 12.855k . -fD+0.750Lr40.750L+H -' - * k k 17.446k V '+D+0.750L'0.750S4j ' " ' - k k 15.637k V V , ". : . V k k 12.855 k V 40+1.40E4H -8.448 k k . 12.855 k - 40+0.750Lr40.750140.750W#1 'V k k 17.446 k V V +O'0.750L40.750S.'0.750W+H . -. . . k k 15.637 k - • 4' .+D+O.750Lr.0,750L+1,05QE't4-l' - V -6.336 k' k 17.446k V - 4. V V .+DV+0750L0750S+1050E.tVfl , V V -6.336 . k k 15.637 k V • - VV '4601)+W+H• - V k k 7.713k . +O 60D+1 4OE4VH 8448 k k 7.713 k V • D Only ' V - k k 12.855 k V LrOnly V ' V - k k 2.412k 4 V V - L Only k k 3.709 k • V SOnly ' ,• _. k k k V WOnly , ' ' ' '' 'V V, - k k k V - E Only * 2.0 '; V -12.068 ,•.. k k k V ; H Only - ' - . ' . k k k - -, Maximun,DefIeCtions for Load Combinations Load Combination • •V '- Max. X-X Deflection Distance Max. V-V Deflection Distance V - O Only • - V V V V , - 0.0000 in 0.000 ft 0.043 in 12.000 It . '6 - 0.0000 in ' 0.000 ft 0.056 in 12.000 ft - +O-#lr.eH " ' 0.0000 in 0.000 It 0.051 in 12.000 ft -fO+Ss+l ' , . 0.0000 in - V 0.000 ft 0.043 in 12.000 It - V - '+D40.750Lr-+0.750L#1 • V - 0.0000 in V 0.000 ft 0.059 in 12.000 ft V i-D4O.7501--'0.750S41' - V 0.0000 in. V 0.000 ft 0.053 in 12.000 it - 0.0000 in 0.000 ft 0,043 in 12.000 ft ' 4 V 40+140E+H _ V - ' 1.4794 in 12.000 ft 0.043 in 12.000 ft V V +D+0.750L0.750L-+0.750W-+Fl . 0.0000 in 0.000 ft 0.059 in 12.000 ft V - 4D0.750L40.750S+0.750W41 V •' 0.0000 in 0.000 ft 0.053 in 12.000 ft ,. :4V. - - VD40.750Lr.+0.750L+1.050E4l, ' 1.1095 , in 12.000 it 0.059 in 12.000 ft V +D-+0.750L40.750S+1.050E44 , V V 1.1095 in - 12.000 it 0.053 in 12.000 ft V - 40.60D4W4H , - ' 0.0000 in V 0.000 ft 0.026 in 12.000 ft • V +0.600+1.40E+H - -. ' V 1.4794 in '12.000 it 0.026 in 12.000 ft D Only - - 0.0000 in 0.000 It 0.043 in 12.000 ft V V V - LrOnly - . 0.0000 V in 0.000 ft 0.009 in 12.000 ft V - ' . . V • - - LOny.. - 0.0000 in 0.000 ft 0.013 in ' 12.000 ft V S Only V • . - :0.0000 in 0.000 It 0.000 in 0.000 ft ; -• • V W Only V • - . ' V 0.0000 in 0.000 It 0.000 in 0.000 ft E Only '2.0 ', - V ' 2.1134. in 12.000 It 0.000 in 0.000 ft - H Only. VV " -' 0.0000 in ,,VV,.V,V,V.VVVV,V,,VVVVVVVVVVVV:.VVVVVVVlV V' 0.000 • It 0.000 in 0.000 It . V Steel Section Propeities W12x72 ,* - • - . V- - V V, V 4' -- • ,V V• * I -4 - • - V • •, •• ' V V 4 V -- - - V V • V - - .e - • V V , ,- - - V -. - -. V V V• V, ,, V V Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave., Suite A San Diego, CA 92131 • Tel. (858) 693-0757 Project Title: Floefer Residence Engineer: David Thom Project Descn Sheet 6 of 1,21 Project ID: 12076 - Description: Column @ Gridline 1' . , WI 2x72 S Depth = 12.300 in lxx = 597.00 in-14 J = 2.930 mM Web Thick = • 0.430 in Sxx = 97.40 j ,13 Cw = 6,540.00 mnA6 Flange Width . = 12.000 in Rxx = 5.310 in FIa"nge Thick'.' = 0.670 in Zx = 108.000 mnn3 Area = '21.100 mnA2 lyy 195.000 mM Weight • .= 71.824 pIt .: S yy = 32.400 inA3 Wno 34.900 mnA2 Kdesign . = , .1.270 in Ryy = 3.040 in SW = 70.100mM 1<1 = .1 .063 in Zy = 49.200 In13 Qf = 22.500 in3 rts = ?. 3.400 in rT = 3.290 in Qw = 53.200 mnA3 Ycg '0.000 in , • . .5,;.' .5.. - ? •, , .• ,.• 5 -, S -. • , M-y Loads ) - 4 S. S • . . 0 04 '• • 5, .5, S. II • ,,•, f i . S . k S 4 •_ 5S 4 - '. V L 12.00in . Loads are total entered value. Arrows do not reflect absolute direction. S.'. - 4 p _ -. - . ,•' '4- ..- S S '•, S -- • - I, p • ,.. _• - -. • 5 '•.. :. - 4 5 5_. - - S - - . ,, • .' S • . S. -. S '• .,• .54 :4 - . . - - - Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave., Suite A San Diego, CA 92131 Tel. (858) 693-0757 Project Title: Hoefer Residence Engineer: David Thomas Project Descr: Sheet of Project ID: 12076 Printed: ONOV 2015. 10:02AM - p!atesthoe!er enircaic ec6 Description: Column Embedment@Gridline ala Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7-10 - Load Combinations Used: ASCE 7-05 Generil Information Footing Shape Rectangular * Footing Width , 36.0 in .' Calculate Mm. Depth for Allowable Pressures .. Lateral Restraint at Ground Surface . , Allow Passive ..................333,0 pcf - Max Passive..................... 1,995.0 psf -r .• - . . - Controlling Values Governing Load Combination: +1.113D+1 .40E+H 'Ti. Lateral Load ,. - . 8,448k Moment ' , . . 101.371 k.-ft ' I - ' -,Réstraint@ Ground Surface ll Surface Surface Lateral Restraint I PressureatDepth Actual '.. ' - 1,937.70 psf . ZEE - JI11Ij kIIL III I Allowable 1,9950psf l Surface Retraint Force 38,159.9 lbs Footing Base Area 90ftA2 Maximum Soil Pressure 00 ksf - I Fooling Width 3-0 Applied Loads - Lateral Concentrated Load • .. Lateral Distributed Load Applied Moment Vertical Load D: Dead Load ,,, . - k 4. k/ft k-ft k Lr: Roof Live , . k - k/ft k-ft k L: Live . k - - k/ft k-ft k -. " S: Snow k k/ft , k-ft k - - W: Wind - - k , - k/ft k-ft k ' r E :Earthquake - ' 6.034 k k/ft k-ft k -, 'H : Lateral Earth , . k k/ft . k-ft - k Load distance above ' - TOP of Load above ground surface r - - ground surface c • 12.0 ft . - ft . • • BOTTOM of Load above ground surface ' a . it Load Combination Results / DOnly , •+04+H +D4r-i-H" ' • •'. -'-'"I. +D+S+H - +D-4-0,750Lr40,750L"-H - ' +D-e0.750L"0.750S+H - :+p--w+i-i .'+1,113D+1.40E+H "jI .. . ,+D40.750Lr40,750L40.750W+H -• .i -. i•__. .,.', - - -'I ..... v 0.000 0.000 0.13 0.0 0.000 0.000 0.13 0.0 0.000 0.000 0.13 0.0 0.000 0.000 0.13 0.0 0.000 0.000 0.13 0.0 0.000 0.000 0.13 0.0 0.000 0.000 0.13 0.0 8.448 101.371 7.25 1937.7 0.000 0.000 0,13 0.0 41.6 1.000 -. 41.6 1.000 :-- 41.6 ; 1.000 41.6 1.000 41.6 1.000' 41.6 .1.000 -- - 41.6 1.000-. 1,995.0 .' 1.069 41.6 - 1.000 ,'4.' Mike Surprenant & Associates Consulting Structural Engineers - 9975 Businesspark Ave., Suite A - San Diego, CA 92131 V - V Tel. (858) 693-0757 V m3m.,two. oil Description: Column Embedment @ Gridline '1° +D4750L4750S*0.750W~H S . a0.000' VV +1.085D+0.75OLr.+0.750L+1.050E+H 6.336 F V V --1.085D+0.750L+0.750S+1,050E+H 6.336 V - '-+0.60D+W+H V ' V 0.000 - V +0,4867D+1.40E+H .. 8.448 V - - V a ' - I SI S V - - •. VS -. .- .ha'l. - a t; - - -. - - a • 1 j S SS V .SV I S V e 5V • VS. - - '• V - S SV55S SV - - V V V5V - - -a-- .5 , S -- • V VS - . V V 7 - A d,. • - S - S : - V, V •,• ; - -. - - V - a ' - V V V • V VSIISV.SS - V4' - F V V VS.S V - S I S tV V 5 -- Project Title: Hoefer Residence Engineer: David Thomas Project Descr: Sheet 9O of Project ID: 12076 - V - :, •V ,5.. 'a. - 0.000 0.13 0.0 76.028 6.25 1,955.5 76.028 6.25 1,955.5 0.000 0.13 0.0 101.371 7.25 1,937.7 mplalesthoeter enercaTc ec6 41.6 1.000 1,995.0 1.000 1,995.0 1.000 , - 41.6 1.000 1,995.0 1.000: : V - G SV S - •V 4 . V • - V 5, '•5, Mike Surprenant & Associates - , ' Project Title.' Hoefer Residence '• Consulting Structural Engineers Engineer: David Thomas 9975 Businesspark Ave., Suite A - Project Descr: Sheet I of______ San Diego, CA 92131 . Tel, (858) 693-0757 - Project ID: 12076 -. . rdA i OOJ OJ-U1QO Mtect 10 NOV 2015. 8:39AM * . Description: FB-10 . ..........................,, CODE REFERENCES ;calculations per AISC 360-05, IBC 2009, ASCE 7-10 ... Load Combination Set: ASCE 7-10 - Material Prperttes Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi . - - Beam Bracing: Beam is Fully Braced against lateral-torsional buckling - E: Modulus: 29,000.0 ksi ', 1 BendingAxis: Major Axis Bending .-' Loid Combination ASCE 7-10 ------ . ---.-------.-- - r . S. . . . 0(0.04875) . S 'V - . MO. 13)Lr(0.13) .1 c-y- c.... - • . , S. . Span 38.0 ft W10x88 . .5 . .. . _4 . . fS4454• --'-: - ... - kppIied Loads Service loads entered Load Factors will be applied for calculations , Beam self weight calculated and added to loading . .. 4. .1'4 . Uniform Load:, D = 0.020, Lr=0.020ksf, Tributary Width =6.50ft,(Roof) Uniform Load: D = 0.00750 ksf, Tributary Width = 6.50 It, (Stucco Lid in lieu of drywall ad) ' - - Maximum Bending. Stress Ratio 0.254: 1 Maximum Shear Stress Ratio = 0.058 : Section used for this span WI 0x88 Section used for this span WI 0x88 -. Ma : Applied S 71.643 k-ft Va : Applied 7.541 k Mn/ Omega: Allowable 281.936 k-ft . VnlOmega : Allowable 130.680 k - Load Combination - . '. Load Combination . -'-D+Lr+H Location of maximum on span 19.000ft Location of maximum on span 0.000 It .. 4Span # where maximum occurs , Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection - 0.397 in Ratio = 1.148 . Max Upward Transient Deflection . ' 0.000 in Ratio = 0 <360 Max Downward Total Deflection . 1.212 in Ratio = 376 5 Max Upward Total Deflection ' 0.000 in Ratio = 0 <240 _Maximum Force & Stresses for Load Combinations Load Combination ... . Max Stress Ratios Summary of Moment Values Summary of Shear Values.. Segment Length - . Spén # . M V ' Mmax + Mmax - Ma - Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnxlomega .-'- -+041-.. -,.. . . .. Dsgn. L= 38.001t' ' - 1 . 0.171 0.039 48.18 48.18 470.83 281.94 1.00 1.00 5.07 196.02 130.68 * 404t4H - ' Dsgn. L= 38.00 111 '1' .. 0.171 0.039 48.18 48.18 470.83. 281.94 1.00 1.00 5.07 196.02 130.68 4, +04.r+H . -• ......S . - - ,,. _ Dsgn. L= 38.00 It '-4 1, • i 0.254 0.058. ' 71.64 71.64 470.83 281.94 1.00 1.00 7.54 196.02 130.68 •. . - ','.. +0+S+H .; .... 5. Dsgn. L = 38.00 It 1 - -. 0.171 0.039 48.18 48.18 470.83 281.94 1.00 1.00 5.07 196.02 130.68 .' S . .. *04O.750Lr4O750L4H . . Dsgn. L= 38.00 ft 1- 0.233 0.053 65.78 65.78 470.83 281.94 1.00 1.00 6.92 196.02 130,68 00.750L+0.750S4l Dsgn.L=,38.0011 1 4' 0.171 0.039; " 48.18 48.18 470.83 281.94 1.00 1.00 5.07 196.02 130.68 0-'0.60W41' ,• . S - Dsgn: L= 38.00 It . 1,0.171 0.039 48.18 48.18 470.83 281.94 1.00 1.00 5.07 196.02 130.68 '.00.70E4I Dsgn. L = 38.00 ft 1, - 0.171 0.039 48.18 48,18 470.83 281.94 1.00 1.00 5.07 196.02 130.68 +0+0.750Lr+0.750L+0.450W+H Dsgn.L= 38.00ft . -1- 0.233 • 0.053 65.78 65.78 470.83 281.94 1.00 1.00 6.92 196.02 130.68 - 40-+0.750L+0.7505+O450W41, . • .Dsgn. L =, 38.00 It 0.171 0.039 48.18 48.18 470.83 281.94 1.00 1.00 5.07 196.02 130.68 +D0.750L-+.750S-+0.5250E-+Fl - 5 Dsgn. L= 38.00 ft - --1. - 0.171 ' 0.039 48.18 48.18 470.83 281.94 1.00 1.00 5.07 196.02 130.68 0.60D-+0.60W-+0.60H .. 4' Mike Surprenant & Associates .... Project Title: Hoefer Residence ' * Consulting Structural Engineers . Engineer: David Th,?as Sheet Project ID: 12076 '. - ",. 9975 Businesspark Ave., Suite Project Descr: iry of - I San Diego, CA 92131 1:1(858)6930757 ' ' Fax (858) 693-0758 V Pnnd: 10 NOV 2015, 8:39l ~1 2076 Description: FB-10 ' - ' Max Stress Rtios Load Combination - , Summary of Moment Values Summary of Shear Values Segment Length - 'Span # , ' M V Mmax + Mmax - Ma - Max Mnx MnxiOmega Gb Rm Va Max Vnx VnxlOmega - Dsgn.L 38.00 ft • 1 - 0.103 0.023 28.91 28.91 470.83 281.94 1.00 1.00 3.04 196.02 130.68 - 40.60D40.70E40.60H " - . DSgfl. L 38.00 ft ' ' 1 . 0.103 0.023 28.91 28.91 470.83 281.94 1.00 1.00 3.04 196:02 130.68-' Overall Maximum Defiections - - - . -Load Combination , Span Max. '-° DellLocation in Span Load Combination Max. 'i' Defi Location in Span'' 404141 1, 1.2121 .19.190 0.0000 0.000 Vertical Reactions Support notation Far left is #i Values in KIPS Load Combination . Support 1 Support 2 Overall MAXimum ,, . . 7.541 7.541 . . Overall MiNimum ' ., 2.470 2.470 +041 : 5.071 . 5.071 .+04.+H - V 5.071 5.071 • +D4r+H - 7.541 '7.541 5.071 5.071 ' . - • . +D#0,750Lr40.750L+H, . - ' , 6.924 6.924 . - - . 4040.750L+O.750541 5.071 •. 5.071 . . • - ' 4040.60W4H fl 5.071 5.071 •, .",-. ' +040.70E+H 5.071 . ' 5.071 +040750Lr40750L40450W*i .. 6.924 6.924 ., ' ,4'040.750L+0.750S40.450W4H 5.071 5.071 40+0.750L40.750S40.5250E+H ' 5.071 5.071 -. 60D'0.60W.0.60H -. 3.043 , 3.043 .• ' - ' +0.60D+0.70E+0.60H ', 3.043 - 3.043 ,. .. DOniy. . , 5.071,' 5.071, • ' -' J Lr Only - ' '.' 2.470 2.470 • '' . . . LOnly .S Only WOnIy ' • EOnly . - • V ' , HOnly • - -. , • 4 , V. V . •V . " , ' - ' , V 4'. 4' 4' 4' V_ , - . V . V V ' V V • ' . •• ' - V • . '• V ', V. V - 4-'- V V , V .. '. : - . V , - .-_ 4 . . •'l' . V • V . -' -5 - I MIKESURPRENANT & ASSOCIATES Consulting Structural Engineers - 4 STRUCTURAL CALCULATIONS ..,- Project ,• - • Hoefer Residence 1430 Forest Avenue Carlsbad, CA 92008 ••- - I,uIlI; Prepared for: Samuel B. Wright Wright Design RECEIVED 2911 State Street, Suite "N" Carlsbad, California 92008 SEP 14 2O. •. CITY OF CARLSBAD -• • BUILDING DIVISION Project No 12076 - 1 • .,,•' • 10 - , - 4 ,. -• • July 20, 2015 9975 Businesspark Avenue, Suite A San Diego, California 92131 Tel. (858) 693.0757 • Fax. (858) 693.0758 4 - ________ • MIKE SURPRENANT - - & ASSOCIATES ______ 'Consulting Structural Engineers S - JOB 12o SHEEr NO I OF S CALCULATED BY _DATE CHECKED BY _DATE SCALE TABLE OF CONTENTS PAGE . : 1. PROJECT SCOPE ............................................................................................. DESIGN CRITERIA SUMMARY .......................................................................... DESIGN LOADS ............................................................................................. VERTICAL ANALYSIS: A. HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC) .....................6-S - B. VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC) .................................... S. LATERAL ANALYSIS: A. SEISMIC/WIND COEFFICIENTS ...................................................................... - B. Wt ,(DEAD LOADS) .....................................................................................57 C. LATERAL LOAD DISTRIBUTION .................................................................... - DLATERAL LOAD-RESISTING DESIGN: SHEARWALL DESIGN .. ....................................... ................. .................... CANTILEVERED STEEL COLUMN ELEMENTS .................................. . ......... .LQ ell Ill. STEEL MOMENT FRAMES .......................................................................JD J 6. FOUNDATION DESIGN A. CONTINUOUS FOOTINGS ............................................................................. SPREAD FOOTINGS .................................................................................... qoB. C. RETAINING WALLS .....................................................................................- D. SPECIAL SYSTEMS .......................................................................................- I. GRADE BEAMS ....................................................................................... . II. DEEPENED PIERS ...................................................... ............................ 7. SCHEDULES . A. SHEARWALL SCHEDULE ............................................................................. - . B. HOLD DOWN SCHEDULE ............................................................................ q C. SPREAD FOOTING SCHEDULE .............................................. . ....................... 8. CORRECTIONS-REVISIONS A. ADDENDUM ..................... . ...................................... . ................................. .- _-i2- 3 -- lob Sheet No. of Calculated by > Date - Checked by Date Scale S Mike Surprenant &Associates Consulting Structural Engineers - 5; JI .5' I ., $ PROJECT SCOPE * o Provide vertical & lateral load calculations for a proposed addition/remodel to an existing one-story single family residence at 1430 Forest Avenue, Carlsbad, S California 92008. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of a combination of conventional stick-frame S - and pre-fabricated wood trusses to be designed by other, and the foundation system to consist of a combination of raised-wood floors and concrete slabs-on- grade with deepened perimeter footings. A soils report was provided for this project. Therefore, the foundation design will be based on the allowable soils bearing capacity and other recommended soil values as specified in the soils report prepared for this project. Mike Surprenant & Associates makes no representations concerning the suitability of the soils and/or allowable soil values recommended by the soils engineer. I, These calculations have been prepared for the exclusive use of Mike & Linda Hoefer and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the S modifications with respect to the recommendations/conclusions provided - - herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings S .5 obtained, and our recommendations prepared in accordance with generally •• accepted engineering principles and practices. .5 St. 5* - S It S t - V I 4 MIKE SURPRENANT -- • V & ASSOCIATES - " Consulting Structural Engineers 4 V - JOB SHEET NO ..J OF CALCULATED BY DATE CHECKED BY DATE SCALE V V•: DESIGN CRITERIA SUMMARY V GOVERNING CODE: 2013 C.B.C. CONCRETE: V V c = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) MASONRY: ASTM C90, m = 1500 PSI, SPECIAL INSPECTION REQ'D (U.N.O.) MORTAR: V ASTM C270, Pc = 1900 PSI, TYPE S GROUT: V ASTM C1019, 'c = 2000 PSI REINFORCING STEEL: ASTM A615, F =40 1(51 FOR #3 AND SMALLER V ASTM A615, F =60 KSI FOR #4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A992, F =50 KSI (ALL W' SHAPES, ONLY) V V ASTM A36, F, =36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) V ASTM A500, GRADE B, F =461(51 (STRUCTURAL TUBES-HSS) V - ASTM A53, GRADE B, F =35 KM (STRUCTURAL PIPES) WELDING: E70-T6-M". FOR STRUCTURAL STEEL V V E90 SERIES FOR A615 GRADE 60 REINFORCING BARS SAWN LUMBER DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER THE NDS. I-JOIsTS:. BOISE CASCADE - ICC ESR-1336 - BCI JOIST) MICROLLAMS/ BOISE CASCADE - ICC ESR-1040 - (VERSA-LAIv1 PARALLAMS! TIMBERSTRAND V, V GLULAMS: . DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) V SOIL: -. D EXISTING NATURAL SOIL VALUES PER CBC TABLE 1806.2 V V V D UNCLASSIFIED V SOIL CLASSIFICATION V V V 0 OTHER: V V V 'gD SOILS REPORTBY: E4r &CJthSJN5011- _SUL-i,lTjJ V DATED: V V] V V V ALLOWABLE BEARING PRESSURE =?-,Coo PS ,,oQ PSF V V V V ACTIVE SOIL PRESSURE (CANTILEVER) = - PCF V .• V ACTIVE SOIL PRESSURE (RESTRAINED) = -.PCF - . PASSIVE SOIL PRESSURE =175p PCF COEFFICIENT OF FRICTION = V V V V V V V V • , V -V DESIGN LOADS CASE 1 CASE II • MATERIAL: ROOF V SLOPE: DEAD LOAD: (0.c) PSF PSF SHEATHING...................................................................................................................1.5 1.5 RAFTERS/C.J. (or) TRUSSES ............................................................................................4.0 4.0 INSULATION.......... ...........................................................................................................1.5 1.5 DRYWALL 25 25 OTHER (ELEC., MECH., MISC.) .........................................................................................0.5 0.5 TOTAL DEAD LOAD: 1-0.0 PSF .0 PSF LIVELOAD: S,0.0 PSF .0 PSF TOTALLOATh V 4c.0 PSF .0 PSF V FLOOR DECK V FLOOR V V MATERIAL: TI L l L DEAD LOAD: V V V• FLOORING FINISH .......................................................................................................) 1 ' PSF I 0 PSF LT. WEIGHT CONCRETE (Y ' in.)............................................................................. SHEATHING ....................................................................................................................2.0 2.0 V JOISTS ................................................................................................................................3.5 3.5 DRYWALL ........................................................................................................................2.5 2.5 OTHER (ELEC., MECH,, MISC.) ...................................................................................... .3.0 3.0 V V TOTAL DEAD LOAD; • ? .0 PSF L-.ö .0 PSF LIVE LOAD: V 4o .0 PSF .0 PSF ' TOTAL LOAD 7 0 PSF ti'O 0 PSF V EXTERIOR WALL V FINISH: 11C- 0 STUDS .............................................................................................................................1.0 PSF 1.0 PSF V 2.5 2.5 INSULATION...................................................................................................................1.5 1.5 EXTERIORFINISH ................................................................................................(0.0 .0 V OTHER ........................... ............... ........................ ....... ...................................................... .1.0 1.0 TOTAL LOAD: I Lo .0 PSF .0 PSF . INTERIOR WALL STUDS..........................................................................................................................................................1.0 PSF DRYWALL ....................................................................................................................................................5.0 -. OTHER............................................................................................................................................................1.0 - -TOTAL LOAD: . • V 1.0 PSF * V • - - , '•1 I I*_V. 6A MIKE SPRENANT 1 \ 1 & ASSOCIATES Consulting Structural Engineers - 1 JOB 7- SHEET NO. _ OF___________________ CALCULATED BY_________________________ DATE CHECKED BY___________________________ DATE SCALE -ø -• - - - MIKE SURPRENANT & ASSOCIATES -. - Consulting Structural Engineers JOB VZ-olp SHEET NO. - OF________________ CALCULATED BY__________________________ DATE CHECKED BY DATE_________________ SCALE HORIZONTAL MEMBER DESIGN LEVEL: -°P MEMBERS: LABEL: SPAN—' _FT. .v UNIFORM LOAD - .. El POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) W, 1O PLF 00, -- 4 R= (0r33lbs RR= _"lbs P2 = VMAX = lbs E = ksi MMAX = ft-lbs kaQ'o = in USE: O'fjl?5L_GRADE: ____C: - ALT: GRADE _C: S LABEL: SPAN=-11 _. 5 UNIFORM LOAD El POINT LOAD (CENTERED) . CUSTOM WADING (SEE DIAGRAM) W=(° rs)c It3'$&I, T?CF w=('° 100 r P2 R=''_lbs R= 7?tAlbs VMAX = 1' lbs E =Z.. ksi MMAX='4,lft-lbs IREQ'D = - in4 I-I LABEL: \L-5 '3 SPAN= " °FT. - UNIFORM WAD D POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) /- w2= PI= - -P2 = - USE: (J- ' 1L --GRADE: __C:______ ALT: _____________GRADE: C:_______ RL=Z-9_-lbs RR= _.lbs VMAX= tt lbs E = ksi MMAx= (Of(øft-lbs IREQ'D = 2,1°!in4 :- Z .'- ¶ I - 44 •5.* p Mike Surprenant & Associates Title: Hoofer Residence Job # 12076 Consulting Structural Engineers Engineer: David Thomas 9975 Businesspark Ave. Suite Project Desc.: Sheet If of San Diego, CA 92131 . ., (858) 693-0757 - F: (858) 693-0758 pin1ed23 OCT 2o1 Z 1:33PM grq Description: RB-I ggg 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 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 2,900.0 psi Ebend-xx 2,000.0ksi - . Fc - Pril 2,900.0 psi Eminbend - xx I,016.54ks1 Wood Species - : iLevel Truss Joist Fc-Perp 750.0 psi . Wood Grade : Parallam PSL 2.OE Fv 290.0 psi - . Ft 2,025.0 psi Density 322I0pcf - ,Beam Bracing : Beam is Fully Braced against lateral-torsion buckling -:...,.. .............. .................................................................................................................................... -I •-••- • S - - 5 .5 5..•• 5 • -- S - D(0.3375) Lr(0.33)j.14) Lr(0.14) 0(0.14) Lr(0.14) 0(0.2) Lr(0.2) 0(0.2) Lr(0.2) W ENRON 22 X, ' .7.0 X 10.50 7.0 X 10.50 7.0 X 10.50 7.0 X 10.50 - - ••y • 5. . Span = 7.50 ft Span = 6.50 ft Span 6.0 ft Span = 7.0 ft - - r MU .1, • t c, • .• - - • . II Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads • . - Load for Span Number I Uniform Load: 0 0.020, Lr = 0.020 ksf, Tributary Width = 7.0 ft • • Point Load: D = 0.3375, Lr = 0.3375 k tl 0.0 ft - • - Load for Span Number 2 5 . - UniformLoad: 0=0.020. Lr=0.020ksf, Tributary Width =7.0ft - - .-• Load for Span Number 3 • - • Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 10.0 ft - Load for Span Number 4 Uniform Load: D=0.020, Lr = 0.020 ksf, Tributary Width = 10.0 ft -• . S OINK - . Maximum Bending Stress Ratio =, 0.431:1 Maximum Shear Stress Ratio = 0.227 :1 Section used for this span - 7.0 X 10.50 Section used for this span 7.0 X 10.50 fb:Actual = . 1.250.14psi fv:Actual = 65.69 psi FB : Allowable = 2,900.00 psi Fv Allowable = 290.00 psi - • - - Load Combination -.D+Lr--H, LL Comb Run (Li..) Load Combination +D+Ij-+l-I, LL Comb Run (LLL) - Location of maximum on span = - 7.500ft Location of maximum on span = 7.500 ft S • - Span #where maximum occurs • • = Span # 1 Span # where maximum occurs = Span # 1 • Maximum Deflection • 1 Max Downward L+Lr#S Deflection - 0.253 in Ratio = 710 - • - - : Max Upward L+Lr+S Deflection -0.019 in Ratio = 4076 • -, : Max Downward Total Deflection 0.509 in Ratio = 352 • - Max Upward Total Deflection - -0.036 in Ratio = 2167 5 •• • p I • r • OMM - • 5•• • 1rs&01 P - Load Combination . Max Stress Ratios S Moment Values Shear Values Segmentlength Span# M V Cd C FN C Cr Cm C t CL M fb Pb . V Iv Fv - - - - +0 • S • 0.00 0.00 0.00 - 0.00 - Length =7.50ft 1 0.223 0.116 laD 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00. - .: • - •-' - •. :- • .• 1 • • • S • • • -S . •• S •5 5 • - S S Mike Surprenani & Associates - .. Consulting Structural Engineers . 9975 Businesspark Ave. Suite San Diego, CA 92131 ' - •: - •• (858)693-0757 Title: Hoefer Residence Job # 12076 ? Engineer David Thomas Project Desc.: Sheet 1' of Description: - RB-I Load Combination Max Stress Ratios Moment Values Shear Values - SegmenlLength Span# M V Cd C FN C1 Cr Cm C t CL M lb Pb V tv Fv Length =6.50ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length z6.ott 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.0ft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 - . - D4L4H,LLCombRun(L). 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft .1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.501t 2 0,223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.01t 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 - Length =7.oft 4 0.047 0.116, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 '- 4O.,{.4H,LL Comb Run (L*) * 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 - Length =6.50ft 2 0.223 0,116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 's.' Length 6.Ofl 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 •• 40+L4H, LL Comb Run ("LL) 1.00 1.00 in 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50ft, 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290,00 -. . Length =6.50ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900,00 1.64 33.53 290.00 Length =6.oft ' 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.00 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 ,. , 404.41,LL Comb Run (L) . ' 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - 'Length =7.50ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 - Length 6.50 ft - 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 .''-. Length 6.oft . 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 - . Length = 7.0 ft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290,00 *04..*l,LL Comb Run (*L*L) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 * ' Length =7.50ft I , 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 - ,' ' • Length =6.50ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93. 646.64 2900.00 1.64 33.53 290.00 Length =6.oft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 ,. Length =7.oft ,4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 ..o+L.t.H,LL Comb Run (*LL1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 - 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 • Length = 6.50 It - 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 - - Length =6.0ft 3 . 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 ' Length =7.oft 4 . 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 '290.00 404.411, LL Comb Run (LLL) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft . 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 • 646.64 2900.00 1.64 33.53 290.00 i••. Length =6.50tt 2 . 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.oft 3 .- 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.0ft 4 1 • 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 +Dt+HLL Comb Run (L) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - `,Length =7.50 ft ' - 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length= 6.5oft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 - "Length =6.0ft .3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.45 135.53 2900.00 0.78 33.53 290.00 404141-I, IL Comb Run (LL) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 'Length =7.5oft •, .1 0.223 0.116 1,00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 - Length =6.50ft '2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1,64 33.53 290.00 . Length =6.Oft '3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 ! Length =7.oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 - *04*11, LL Comb Run (L*L*) 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50ft. 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1,00 6.93 646.64 2900.00 1.64 33.53 290,00 Length =6.soft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length=6.Oft , 3 • 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 - 290.00 ........• Length =7.oft . 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 ' - *0+141, LL Comb Run (LLL) - 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50f1 I 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 'Length=6.50f1 • .• • . - 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 - 290.00 • ' Length =6.0ft . 3 0.047 0.116 1.00 - 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 ' 290.00 .,Length =7.oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 - *0+1+11, IL Comb Run (LL-) 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 - • • Length =7.5oft 1. 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.54 2900.00 1.64 33.53 290.00 * r '- - ... " •.. ,•,•,• . . . , c Job# 12076 Shear Values V fV F'v V 1.64 33.53 290.00 0.91 33.53 290.00 0.78 33.53 290.00 0.00 0.00 0.00 1.64 33.53 290.00 1.64 33.53 290.00 0.91 33.53 290,00 0.78 33.53 290.00 0.00 0.00 0.00 1.64 33.53 290.00 1.64 33.53 290.00 0.91 33.53 290.00 0.78 33.53 290.00 0.00 0.00 0.00 1.64 33.53 290.00 1.64 33.53 290.00 ' 0.91 33.53 290.00 0.78 33.53 290.00 0.00 0.00 0.00 1.67 34.06 290.00 1.67 34.06 290.00 1.41 34.06 290.00 1.41 34.06 290.00 0.00 0.00 0.00 1.59 32.43 290.00 1,59 32.43 290,00 - 1.34 32.43 290.00 0.83 32.43 290.00 0.00 0.00 0.00 1.61 32.95 290.00 1.61 32.95 290.00 1.48 32.95 290.00 1.46 32.95 290.00 0.00 0.00 0.00 1.92 39.27 290.00 1.92 39.27 290.00 0.83 39.27 290.00 0.77 39.27 290.00 0.00 0.00 0.00 1.95 39.79 290.00 1.95 39.79 290,00 1.39 39.79 290.00 1.39 39.79 - 290.00 0.00 0.00 - 0.00 1.87 38.16 290.00 -, 1.87 38.16 290.00 1.26 38.16 290.00 0.81 38.16 290.00 V 0.00 0.00 0.00 1.90 38.69 290.00 1.90 38.69 290.00 * 1.44 38.69 290.00 1.44 38.69 290.00 0.00 0.00 -0.00 2.91 59.43 290.00 2.91 59.43 290.00 1.28 59.43 290.00 0.84 59.43 290.00 0.00 0.00 0.00 2.94 59.96 290.00 ••• Mike Surenant & Associates Tulle: Hoefer Residence Consulting Structural Engineers Engineer. David Thomas V , • - 9975 Businesspark Ave. Suite A Project Desc.: Sheet .' of________ V V -San Diego, CA 92131 V V:: V ,•, 757 iw. V V (858)693-0 V V V V V F: (858) 693-0758 NT Eq MIN V Description : V RB-i V V Load Combination Max Stress Ratios Moment Values V Segment Length Span # M V - C C FN C1 Cr Cm C t CL M lb Pb Length =6.5011 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 290000 ' - - Length =6.oft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 V Length =7.0f1 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 4D4L4H, LL Comb Run (LL*..) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length = 7.50 ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646,64 2900.00 Length = 6.50 ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length 6.0ft 3 . 0.047 0.116 .1.00 V 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 'Length =7.0 ft 4 V 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 V *D*U*1,LL Comb Run (LLL) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 V Length = 7.50 ft 1- 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length =6.50ft , 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 V 6.93' 646.64 2900.00 V Length =6.oft ' 3 0.047 0.116 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.45 135.53 2900.00 - V Length '7.0ft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.45 135.53 2900.00 -+O.+1.-+H, LL Comb Run (LLLL) , 1.00 1.00 1.00 1.00 1.00 1.00 0.00 ' Length "7.50ft • I ' 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 V Length =6.501t 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 ' V - Length 6.0ft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 Length =7.oft 4 .' 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 V V V 4O4Lr4H,LL Comb Run (L) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length=7.501t 1 0.223 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length = 6.50 ft. 2 0.223 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length =6.0ft 3 0.069 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.15 200.67 2900.00 Length =7.oft 4 0.069 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.15 200.67 2900.00 40+Lr+H,LL Comb Run ("L) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length = 7.50 ft , I . 0.223 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 .Length =6.50ft 2 0.223 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length =6.oft 3 0.057 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.79 166.70 2900.00 V ' Length =7.Oft 4 - V 0.057 0.112 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.79 166.70 2900.00 ' V V +O's-lr*$, LL Comb Run (LL) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 V Length 7.50ft • 1 0.223 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length =6.5011 2 0.223 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 ' Length =6.Oft V 3 0.080 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.49 231.85 2900.00 V •' Length =7.Oft 4V 0.080 0.114 1,00 1.00 1.00 1.00 1.00 1.00 1.00 2.49 231.85 2900.00 - sOstr+H,LL Comb Run (L) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length = 7.50 ft I V 0.223 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length =6.5Oft ' 2 - 0.223 0.135 1.00 1.00 1,00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 - Length =6.Oft 3 0.044 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.36 126.76 2900,00 - Length = 7.0 ft 4 0.044 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.36 126.76 2900.00 V - .I.O..tr44f,LL Comb Run(L*L) V 1.00 1.00 1.00 1.00 1.00 1.00 0.00 V '- Length =7.501t 1 0.223 0.137 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 V Length = 6.50 ft 2 V 0.223 0.137 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length =6.Oft 0.066 0.137 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.06 191.91 2900.00 Length =7.oft 4 0.066 0.137 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.06 191.91 2900.00 -+O-.Lr+H,LL Comb Run ('LL') 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length 7.50ft ' 1 0,223 0.132 1.00 1.00 1,00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length = 6.50 ft 2 0,223 0.132 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length 6.0 ft 3 • . 0.054 V 0.132 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.69 157.94 2900.00 Length 7.0 ft 4 0.054 0.132 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.69 157.94 2900,00 404Lr4l, IL Comb Run (LLL) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 '. Length =7.501t 1 0.223 0.133 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 - V Length 6.5011 V 2 0.223 0.133 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 - Length =6.Oft ' 3 0.077 0.133 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.39 223.09 2900.00 , Length =7.Oft 4 0.077 0.133 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.39 223.09 2900.00 V • :. - -+O-'-Lr#l, IL Comb Run (L) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 V , ' Length = 7.50 ft . 1 0.431 0.205 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 V V • Length = 6.50 ft V 2, 0.431 0.205 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 V Length 6.Oft 3 0.098 0.205 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.03 283.06 2900.00 V Length =7.Oft -4 0.060 0.205 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.86 173.86 2900.00 V 404Ir-+H, LL Comb Run (1'L) V 1.00 1.00 1.00 1.00 1.00 1.00 0.00 V• Length =7.50f1 I , 0.431 0.207 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 V. •'V'V Job# 12076 Shear Values V tv Fv 2.94 59.96 290.00 1.47 59.96 290.00 1.47 59.96 290.00 0.00 0.00 0.00 2.86 58.33 290.00 2.86 58.33 290.00 1,71 58.33 290.00 0.89 58.33 290.00 0.00 0.00 0.00 2.88 58.85 290.00 2.88 58.85 290.00 1.85 58.85 290.00 1.51 58.85 290.00 0.00 0.00 0.00 3,19 65.17 290.00 3.19 65.17 290.00 1.20 65.17 290.00 0.82 65.17 290.00 0.00 0.00 0.00 3.22 65.69 290.00 3.22 65.69 290.00 1.45 65.69 290.00 1.45 65.69 290.00 0.00 0.00 0.00 3.14 64.06 290.00 3.14 64.06 290.00 1.62 64.06 290.00 0.87 64.06 ' 290.00 0.00 0.00 0.00 3.16 64.59 290.00 3.16 64.59 290.00 1.77 64.59 290.00 1.50 64.59 290.00 0.00 0.00 0.00 1.64 33.53 290.00 1.64 33.53 290.00 0.91 33.53 • 290,00 0.78 33.53 290.00 0.00 0.00 0.00 1.66 33.93 290.00 1.66 33.93 290.00 1.25 33.93 290.00 1.25 33.93 290.00 0.00 0.00 0.00 1.60 32.70' 290.00 1.60 32.70 290.00 1.23 32.70 290.00 0.82 32.70 290.00 0.00 0.00 0.00 1.62 33.10 290.00 1.62 33.10 290.00 1.34 33.10 290.00 1.29 33.10 290.00 0.00 0.00 0.00 1.85 37.83 290.00 1.85 37,83 290.00 0.85 37.83 290.00 0.77 37.83 290.00 0.00 0.00 0.00 1.87 38.23 290.00 -. -. Mike Surprenant & Associates Title: Hoefer Residence Consulting Structural Engineers Engineer David Thomas II 9975 Businesspark Ave. Suite A Project Desc.: Sheet '( of San Diego, CA 92131 (858) 693-0757 F: (858) 693-0758 ,. . : . • .. ' Description: RB-I Load Combination Max Stress Ratios Moment Values SegmentLength Span# M V Cd CFN C 1 Cr Cm C t CL M lb Pb Length = 6.50 ft 2 0.431 0.207 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 . ' Length =6.oft 3 0.103 0.207 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.20 298.70 2900.00 Length =7.0ft . 4 0.082 0.207 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.56 239.00 2900.00 D.,Lr4H,LL Comb Run (L*L1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length 7.50ft 1 0.431 0.201 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1250.14 2900.00 Length =6.5Oft 2 0.431 0.201 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 Length =6.oft 3 0.094 0.201 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.91 271.48 2900.00 Length =7,ott 4 0.071 0.201 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.20 205.04 2900.00 '+04LrfH,U. Comb Run (LLL) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 'Length 7.50ft 1 0.431 0.203 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 Length =6.50ft . 2 0.431 0.203 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 Length = 6,0 ft 3 0.095 0.203 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 2.95 275.38 2900.00 Length =7.oft 4 0.093 0.203 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.90 270.18 2900.00 -f)+{sl+i.LL Comb Run (LL') 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length = 7.50 ft 1 0.431 0.225 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250,14 2900.00 - Length = 6.50 ft 2 ' 0.431 0.225 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 Length =6.oft 3 . 0.085 0.225 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.63 245.09 2900.00 Length =7.oft 4 0.057 0.225 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.77 165.10 2900.00 40+Lr'f-l-t,lL Comb Run (LLL) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 . •' Length =7.50ft 1 0.431 0.227 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 .Length =6.50ft 2 0.431 0.227 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 Length 6.Oft 3 0,090 0.227 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.79 260.73 2900.00 .." Length = 7.0 It 4 0.079 0.227 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.47 230.24 2900.00 +0+Lr.H, LL Comb Run (LLL*) 1.00 1.00 1.00 1.00 1.00 1.00 0.00 - , Length = 7.50 ft I - 0.431 0.221 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 . Length =6.50ft 2 0.431 0.221 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 Length =6.oft 3 ' 0.084 0.221 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.60 242.49 2900.00 Length= 7.0ft 4 0.068 0.221 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.10 196.27 2900.00 - +IJ+1r41, LL Comb Run (LLLL) . 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length =7.50ft 1 0.431 0.223 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 - Length =6.5011 ' 2 0.431 0.223 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.40 1,250.14 2900.00 Length = 6.0 It , 3 0.090 0.223 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.80 261.42 2900.00 - Length =7.0ft 4 0.090 0.223 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.80 261.42 2900.00 40+S'l+t . . 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length =7.50ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 ' • Length =6.50ft . 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.93 64664 2900.00 'Length =6.Oft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900,00 .• Length =7.oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 +O+0.750Lr40.750L4H, LL Comb Ri 1.00 1.00 1.00 1,00 1.00 1.00 0.00 Length =7.5011 1 0.223 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length =6.5011 2 0.223 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1,00 6.93 646.64 2900.00 . ' . Length= 6.0ft 3 0.064 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.98 184.39 2900.00 Length =7.0ft 4 0.064 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.98 184.39 2900.00 -PD40.750Lr-+0.750L+1-I, LL Comb Ri 1.00 1.00 1.00 1.00 1.00 1.00 0.00 . : . Length =7.501t I 0.223 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length = 6.50 ft 2 0.223 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length =6.oft 3 0.055 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.70 158.91 2900.00 'Length =7.oft ' 4 0.055 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.70 158.91 2900.00 - +Ji4750L140,750L141, LL Comb Ri 1.00 1.00 1.00 1.00 1.00 1.00 0.00 •Length =7.5011 I 0.223 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length= 6.50 ft 2 0.223 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 - Length =6.oft 3 0.072 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.23 207.77 2900.00 .. -• Length =7.oft 4 0.072 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.23 207.77 2900.00 , , ,D+0.750Lr-i0.750Li'H, LL Comb Ri 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length =7.5011 1 0.223 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 Length 6.5011 2 0.223 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 - Length =6.011 3 0.044 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 128.95 2900.00 -. - 'Length =7.Oft 4 0.044 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 126.95 2900.00 -+D+0,750Lr-4'0,750L+H, LL Comb Ri 1.00 1.00 1.00 1.00 1.00 1.00 0.00 - Length =7.5011 1 0.223 0.132 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 . _4•' .-' - • , ., Title: Hoefer Residence Job# 12076 Engineer: David Thomas Project Desc.: Sheet •. ' of C1 Cr Cm C t CL 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 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 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 tOO 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 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 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 Moment Values Shear Values M lb Pb 6.93 646.64 2900.00 1.91 177.81 2900.00 1.91 177.81 2900.00 0.00 6.93 646.64 2900.00 6.93 646.64 2900.00 1.63 152.34 2900.00 1.63 152.34 2900,00 0.00 6.93 646.64 2900,00 6.93 646.64 2900.00 2.16 201.20 2900.00 2.16 201.20 2900.00 0.00 1.78 1099.26 2900.00 11.78 1,09926 2900.00 2.59 241.54 2900.00 1.76 164.27 2900.00 0.00 1.78 1,09926 2900.00 11.78 1,099.26 2900.00 2.71 253.26 2900.00 2.28 213.13 2900.00 0.00 11.78 1,09926 2900.00 11.78 1,099.26 2900.00 2.52 234.93 2900.00 2.01 187.66 2900.00 0.00 11.78 1,099.26 2900.00 11.78 1,099.26 2900.00 2.55 237.81 2900.00 2.54 236.52 2900.00 0.00 11.78 1,099.26 2900.00 11.78 1,099.26 2900.00 2.28 213.06 2900.00 1.69 157.70 2900,00 0.00 11.78 1,099.26 2900.00 11.78 1,099.26 2900.00 2.41 224.78 2900.00 2.21 206.56 2900.00 0.00 11.78 1,099.26 2900.00 11.78 1,099.26 2900.00 2.28 212.98 2900.00 1.94 181.09 2900.00 0.00 11.78 1,099.26 2900,00 11.78 1,099.26 2900.00 2.46 229.95 2900.00 2.46 229.95 2900.00 0.00 6.93 646.64 2900.00 6.93 646.64 2900.00 1.45 135.53 2900.00 1.45 135.53 2900.00 0.00 6.93 646.64 2900.00 V fv Pv 1.87 38.23 290.00 1.24 38.23 290.00 1.24 38.23 290.00 0.90 0.00 0,p0 1.81 37.00 290.00 1.81 37.00 290,00 • 1.17 37.00 290.00 0.81 37.00 290.00 0.00 0.00 0.00 1.83 37.40 290.00 1.83 37.40 290.00 1.28 37.40 290.00 1.28 37.40 290.00 0.00 0.00 0.00 2.59 52.96 290.00 2.59 52.96 290.00 1.19 52.96 290.00 0.82 52.96 290.00 0.00 0.00 0.00 2.61 53.35 290.00 2.61 53.35 290.00 1.30 53.35 290.00 1.29 53.35 290.00 0.00 0.00 0.00 2.55 52.13 290.00 2.55 52.13 290.00 1.51 52.13 290.00 0.86 52.13 - 290.00 0.00 0.00 0.00 2.57 52.52 290.00 2.57 52.52 290.00 1.62 52.52 290.00 1.33 52.52 290.00 0.00 0.00 0.00 2.81 57.26 290.00 2.81 57.26 290.00 1.13 57.26 . 290.00 0.81 57.26. 290.00 0.00 0.00 ' - 0.00 2.82 57.65 290.004 2.82 57.65 290.00 1.28 57.65 '290.00 1.28 57.65 290.00 0,00 0.00 0.00 2.77 56.43 290.00 2.77 56.43 290.00 1.45 56.43 290.00 0.85 56.43 290.00 0.00 0.00 0.00 2.78 56.82 290.00 2.78 56.82 290.00 - 1.55 56.82 290.00 1.32 56.82 290.00 0.00 0.00 - 0.00 1.64 33.53 290.00 1.64 33.53 290.00 0.91 33.53 290.00 0.78 33.53 290.00 0.00 000' 0.00 1.64 33.53 290.00 '•1. - !.i.4. . . Mike Suiprenant & Associates - . . Consulting Structural Engineers - • 9975 Businesspark Ave. Suite A" San Diego, CA 92131 .. .. •. (858) 693-0757 - - -- F: (858) 693-0758 Description: RB-i - Load Combination Max Stress Ratios Segment Length . Span# M V C C FN Length = 6.50 ft 2 . 0.223 0.132 1.00 1.00 Length =6.Oft 3 0.061 0.132 1.00 1.00 - c- - Length r7.Oft -. 4 0.061 0.132 1.00 1.00 - •,4 "D+O.750Lr40.750L44,LL Comb Ri 1.00 Length =7.50ft - 1 0.223 0.128 1.00 1.00 Length = 6.50 ft 2 0.223 0.128 1.00 in Length =6.oft. 3 0.053 0.128 1.00 1.00 Length =7.oft •. 4 0.053 0.128 1.00 1.00 - 4040.750Lr40.7501+H, LL Comb Ri 1.00 ' Length 7.50ft 1 0.223 0.129 1.00 1.00 Length =6.50ft 2 0.223 0.129 1.00 1.00 - Length =6.08 3-. 0.069 0.129 1.00 1.00 Length = 7.0 ft 4 0.069 0.129 1.00 1.00 O40.750Lr40.750L-*I, LL Comb Ri 1.00 Length = 7.50 ft 1 0.379 0.183 1.00 1.00 - ' Length = 6.50 ft 2 0.379 0.183 1.00 1.00 . • Length =6.ott 3 .0.083 0.183 1.00 1.00 Length =7.oft 4 0.057 0.183 1.00 1.00 - - ' 40-'0.750Lr.0.750L41, LL Comb Ri 1.00 Length = 7.50 ft 1 0.379 0.184 1.00 1.00 Length =6.50ft 2 . . 0.379 0.184 1.00 1.00 Length = 6.0 ft 3 0.087 0.184 1.00 1.00 Length = 7.0 ft 4 0.073 0.184 1.00 1.00 -'4340.750Lr40.750L-fH, LL Comb Ri ' 1.00 Length =7.50ft 1 0.379 0.180 1.00 1.00 - Length = 6.50 ft 2 0.379 0.180 1.00 1.00 iLength =6.0ft 3 0.081 0.180 1.00 1.00 Length =7.0ft .. 4 0.065 0.180 1.00 1.00 +O+0.750Lr.e.750L4H, LL Comb Ri ' 1.00 . , Length = 7.50 ft -1 " 0.379 0.181 1.00 1.00 '. Length =6.501t '2 • 0.379 0.181 1.00 1.00 • Length=6.0f1 .r .0.082 0.181 1.00 1.00 4Length =7.oft 4 0.082 0.181 1.00 1.00 -' +D'*0.750Lr4750L-.H, LL Comb Ri 1.00 ' Length = 7.50 ft '1 0.379 .0.197 1.00 1.00 .Length=6.50ft 2 0.379 0.197 1.00 1.00 . Length=6.0ft 3 0.073 0.197 1.00 1.00 -' Length= 7.0 ft '4 0.054 0.197 1.00 1.00 - *D*0.750Lr40.750L+H, LL Comb Ri 1.00 . Length =75Ø ft: 1 0.379 0.199 1.00 1.00 - Length = 6.50 ft 2 0.379 0.199 1.00 in * Length =6.oft 3 0.078 0.199 1.00 1.00 Length =7.Oft 4 0.071 0.199 1.00 1.00 '+O+O.750Lr40.750L41, LL Comb Ri 1.00 •.:Length =7.50ft * I . 0.379 0.195 1.00 1.00 Length = 6.50 ft ' 2 . 0.379 0.195 1.00 1.00 Length = 6.0 ft - 3 0.073 0.195 1.00 1.00 Length =7.0ft , 4 0.062 0.195 1.00 1.00 - , . -• 40-s-0.750Lr40.750L-*l, LL Comb Ri . . 1.00 Length =7,50ft I . 0.379 0.196 1.00 1.00 Length =6.5oft .. 2 0.379 0.196 1.00 1.00 Length =6.0ft , .3,4• 0.079 0.196 1.00 1.00 Length =7.oft • 4 0.079 0.196 1.00 1.00 - 40-.0,750L40.750S41, LL Comb RL 1.00 ,Length =7.50ft 1 0.223 0.116 1.00 1.00 Length = 6.50 ft 2. 0.223 0.116 1.00 1.00 Length =6.oft 3 0.047 0.116 1.00 1.00 . Length =7.oft 4 0.047 0.116 1.00 1.00 4Of0.750L+0,750S-4+lLL Comb RL 1.00 Length =7.50ft I 0.223 0.116 1.00 1.00 ! • • - , . * -' . k*- * .: Mike Surenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite A' - II San Diego, CA 92131 (858) 693-0757 Title: Hoefer Residence Job # 12076 Engineer David Thomas Project Desc.: Sheet It of Description: RB-i Load Combination Max Stress Ratios SegrnentLength Span# M V C CFN - 'Length= 6.5011 - 2 0.223 0.116 1.00 1.00 Length =6.01t 3 0.047 0.116 1.00 1.00 Length =7.0ft * 4 0.047 0.116 1.00 1.00 '1 • +040.750L40.750S41, IL Comb Ri 1.00 Length =7.5011 1 0.223 0.116 1.00 1.00 Length =6.5011 . - 2 0.223 0.116 1.00 1.00 ,Length =6.0ft -3 0.047 0.116 1.00 1.00 Length =7.011 4 0.047 0.116 1.00 1.00 4040.750L40.750S4H, U.. Comb Ri 1.00 -. . Length = 7.50 ft 1 0.223 0.116 1.00 1.00 - Length =6.5011 2 0.223 0.116 1.00 1.00 Length =6.oft .3 , 0.047 0.116 1.00 1.00 Length =7.oft 4 , 0.047 0.116 1.00 1.00 4040.750L40.750S4H, IL Comb Ri 1.00 Length =7.5011 1 0.223 0.116 1.00 1.00 4Length =6.5011 2 0.223 0.116 1.00 1.00 Length =6.Oft 3 0.047 0.116 1.00 1.00 Length =7.oft 4 0.047 0.116 1.00 1.00 'l-D40.750L40,750S-+H, LL Comb Ri 1.00 Length=7.5011 I 0.223 0.116 1.00 1.00 Length =6.501t 2 0.223 0.116 1.00 1.00 Length 6.0 It • .3 0.047 0.116 1.00 1.00 Length =7.oft 4 0.047 0.116 1.00 1.00 -+040.750L'.0.750S4H, LL Comb Ri • 1.00 Length =7.50ft 1 0.223 0.116 1.00 1.00 Length =6.5011 2 0.223 0.116 1.00 1.00 - Length =6,oft 3 0.047, 0.116 1.00 1.00 - * .,• Length =7.oft 4 0.047 0.116 1.00 1.00 .0+0.750L+0.7508'*i, LL Comb Ri 1.00 Length = 7.50 It I 0.223 0.116 1.00 1.00 Length =6.50 It - 2 0.223 0.116 1.00 1.00 Length =6.Oft 3' 0.047 0.116 1.00 1.00 Length =7.oft 4 0.047 0.116 1.00 1.00 - +o+0.750L+0,750S4$, LL Comb Ri 1.00 Length = 7.50 ft 1 0.223 0.116 1.00 1.00 Length =6.5011 , 2 0.223 0.116 1.00 1.00 L6ngth=6.0ft 3 0.047 0.116 1.00, 1.00 Length = 7.0 It 4 0.047 0.116 1.00 1.00 i-DO.7501-s0.750S#l, LL Comb Ri 1.00 . • Length =7.5011 1 0.223 0.116 1.00 1.00 Length =6.50ft 2 0.223 0.116 1.00 1.00 ' Length 3 0.047 0.116 1.00 1.00 Length =7.oft 4 0.047 0.116 1.00 1.00 4D40.750L40.750S#l. LL Comb Ri 1.00 Length =7.5011 - I . - 0.223 0.116 1.00 1.00 Length =6.5011 2 0.223 0.116 1,00 1.00 Length 6.011 3 0.047 0.116 1.00 1.00 Length =7.oft 4 0.047 0.116 1.00 1.00 +D+0.750L40.750S+H, LL Comb Ri 1.00 Length =7.5011 1 0.223 0.116 1.00 1.00 - Length =6.5011 2 0.223 0.116 1.00 1.00 . Length =6.oft 3 0.047 0.116 1.00 1.00 Length =7.oft 4 0.047 0.116 1.00 1.00 , 4040.750L40.750S+H, LL Comb Ri 1.00 Length =7.5011 1 0.223 0.116 1.00 1.00 . Length =6.500 2 0.223 0.116 1.00 1.00 Length =6.oft• 3 0.047, 0.116 1.00 1.00 -' - Length =7.oft a 0.047 0.116 1.00 1.00 4040.750L'+0.750S#l, LL Comb Ri 1.00 : Length 7.50 ft. 1 0.223 0.116 1.00 1.00 * •. 1- C1 Cr Cm C t CL Moment Values M lb F'b Shear Values V fV FV 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 . 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33,53 290.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 6.93 .646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 11.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1,64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290,00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1,00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 , 0.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0,78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1,00 tOO - 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 6,93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 -290,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 - 0.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900,00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 • 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00- 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1,64 33.53 , 290.00 41 . .... Mike Surprenant & Associates : Consulting Structural Engineers 9975 Businesspark Ave. Suite 'A j. San Diego, CA 92131 (858) 693-0757 -- F: (858) 693-0758 Title: Hoefer Residence Engineer: David Thomas Project Desc.: Sheet 1- of Job # 12076 23 OCT 2012. V Descption: RB-I - - Load Combination Max Stress Ratios V Moment Values Shear Values SegmentLength Span# M - V C C FN C i Cr Cm C t CL M tb Fb V fv Fv Length=6.50ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.0ft 3 . 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 145 -135.53 2900.00 0.91 33.53 290.00 Length 7.Oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 V -+040.750L-.0.750S-.H,LL Comb RL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 'Length =7.50ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length=6.50ft 2 0.223 - 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 3353 290.00 V Length 6.Oft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.0ft V 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33,53 290.00 - 40+WV+H . 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft V 1 • 10.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length=6.50ft .2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 V Length 6.0 ft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.0f1 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 V V V 40-f0.70E#1 V 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V - . Length =7.50ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.54 2900.00 1.64 33.53 290.00 V Length=6.50ft 2 0.223 0.116 .1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 .. Length =6.0 ft V V 3 V 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length 7.0 It 4 0.047 0.116 .1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 - -+0-.0.75011+0.750L40.750W4H,LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.50ft I V 0.223 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.66 33.93 290.00 V length =6.50ft 2 0.223 0.117 1.00 - 1.00 1.00 1.00 1,00 1.00 1.00 6.93 646.64 2900.00 1.66 33.93 290.00 Length =6.oft 3 0.064 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.98 184.39 2900.00 1.25 33.93 290.00 Length =7.oft . . 4 0.064 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.98 184.39 2900.00 1.25 33.93 290.00 V -040.750Lr-*0.750L-'0.750W*I, IL 1.00 1.00 1.00 1.00 1.00 1.00 V 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.223 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.60 32.70 290.00 Length =6.501t 2 0.223 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.60 32.70 290.00 Length 6.oft 3 0.055 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.70 158.91 2900.00 1.23 32.70 290.00 - Length =7.oft . 4 L.0.055 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.70 158.91 2900.00 - 0.82 32.70 290.00 V V LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length = 7.50 ft - 1 0.223 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1,62 33.10 290.00 - . . Length=6.50ft - 2 0.223 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.62 33.10 290.00 Length 6.olt 3 - 0.072 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.23 207.77 2900.00 1.34 33.10 290.00 - Length =7.oft • 4 0.072 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.23 207.77 2900.00 1.29 33.10 290.00 -+040750Lr40.750140.750W-+H, IL - 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft - 1 0.223 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.85 37.83 290.00 - . Length =650ft 2 0.223 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.85 37.83 290.00 - V V Length =6.0ft 3 0.044 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 128.95 2900.00 .0.85 37.83 290.00 V Length 7ft 4 0.044 . 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 128.95 2900.00 0.77 37.83 290.00 V 40-+0.750Lr40.750L-'0.750W-'+l, LL . 1.00 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501t 1 0.223 0.132 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.87 38.23 .290.00 VV Length=6.50ft - .. 2 0.223 0.132 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 6.93 646.64 2900.00 1 .87 38.23 290.00 - •V Length =6.0ft - 3 0.061 0.132 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.91 177.81 2900.00 1.24 38.23 290.00 - Length =7.oft V 4 0.061 0.132 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.91 177.81 2900.00 1.24 38,23 290.00 V - 40.0.7501r-.0.750L40.750W41, IL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - - Length r7.50ft 1 0.223 0.128 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 - 2900.00 1.81 37.00 - 290.00 V 'Length=6.50ft - 2 0.223 0.128 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.81 37.00 290.00 -, VV . Length= 6.oft 3 - 0.053 0.128 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.63 152.34 2900.00 1.17 37.00 290.00 'Length =7.oft 4 0.053 - 0.128 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.63 152.34 2900,00 0.81 37.00 290.00 - - . • .' 4o4O.750Lr40.750I40.750WH, IL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - - Length =7.501t 1 0.223 0.129 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.83 37.40 290.00 V - - Length =6.501t - 2 0.223 0.129 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.83 37.40 290.00 - ,Length =6.0ft 3 0.069 0.129 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.16 201.20 2900.00 1.28 37.40 290.00 - Length= 7.Oft 4 - 0.069 0.129 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.16 201.20 2900.00 1.28 37.40 290.00. +0+0750Lr40750L40750W'+l LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501t 1 0.379 0.183 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.59 52.96 290.00 - . - -Length = 6.50 It 2 0.379 0.183 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.59 52.98 290.00 - - . - Length =6.0ft . 3 0.083 0.183 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.59 241.54 2900.00 1.19 52.96 290.00 - V Length =7.01t 4 0.057 0.183 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.76 164.27 2900.00 0.82 52.96 290.00 +0+0.7501r-'0.750L-'0.750W-*1, LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - . • , Length =7.50ft 1 0.379 0.184 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.61 53.35 290.00 V - - V'• V .•, • -. :- - - - . •V •VV.VVV 4VV# - -. V - : . Mike Surprenant & Associates Ilk Consulting Structural Engineers 9975 Businesspark Ave. Suite 'A' San Diego, CA 92131 (858)693.0757 Title: Hoefer Residence Job # 12076 Engineer David Thomas Project Desc.: Sheet of -. -- Description: Load Combination Segment Length RB-i Max Stress Ratios Span # M V C C FN C j Cr . Cm C t CL Moment Values M lb Pb Shear Values V Iv F'v • Length =6.50ft 2 0.379 0.184 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.61 53.35 290.00 Length =6.01t . 3 0.087 0.184 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.71 253.26 2900.00 1.30 53.35 290.00 Length =7.Oft" 4 0.073 0.184 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.28 213.13 2200.00 1.29 53.35 290.00 ' -fD40.750Lr4O.750L40.750W'+H,LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.379 0.180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.55 52.13 290.00 Length =6.501t 2 0.379 0.180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.55 52.13 290.00 Length =6.0ft 3 . 0.081 0.180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.52 234.93 2900.00 1.51 52.13 290.00 Length =7.0fi 4 0.065 0.180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.01 187.66 2900.00 0.86 52.13 290.00 4O40.750Lr4L750L40,750W4t,LL 1.00 1.00 1.00 1.00 1.00 '1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.379 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.57 52.52 290.00 Length = 6.50 ft 2 0.379 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,09926 2900.00 2,57 52.52 290.00 - Length 6.0ft 3 0.082 0.181 1.00 1.00 1.00 1.00 .1.00 1.00 1.00 2.55 237.81 2900.00 1.62 52.52 290.00 ' Length =7.0ft 4 0.082 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.54 236.52 2900.00 1.33 52,52 290.00 4040.750Lr40.750L+0.750WH, IL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft I . 0.379 0.197 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.81 57.26 290.00 " Length =6.501t 2 0.379 0.197 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.81 57.26 290.00 - •' Length 6.oft 3 0.073 0.197 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.28 213.06 2900.00 1.13 57.26 290.00 Length =7.Oft 4 ' 0.054 0.197 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.69 157.70 2900.00 0.81 57.26 290.00 40-+0,750Lr4O.750140.750W441, LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length =7.50ft 1- 0.379 0.199 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.82 57.55 290.00 Length = 6.50 ft 2 0.379 0.199 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,09926 2900.00 2.82 57.65 290.00 Length =6.0ft - 3 0.078 0.199 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.41 224.78 2900.00 1.28 57.65 290,00 Length =7.0f1 4 . 0.071 0.199 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.21 206.56 2900.00 1.28 57.65 290.00 40+0,750Lr-+0.750L40.750W'+H, IL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.379 0.195 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.77 56.43 290.00 1 Length =6.50ft 2 0.379 0.195 ' 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.77 56.43 290.00 Length =6.OIt 3 0.073 0.195 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.28 212.98 2900.00 1.45 56.43 290.00 Length =7.oft 4 0.062 0.195 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.94 181.09 2900.00 0.85 56.43 290.00 -040.750Lr-+0.7501-'0.750W41, LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 , Length =7.501t 1 0.379 0.196 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.78 56.82 290.00 t Length =6.501t 2 0.379 0.196 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.78 56.82 290.00 Length =6.Oft 3 0.079 0.196 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.46 229.95 2900.00 1.55 56.82 290.00 Length =7.Dft 4 0,079 0.196 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.46 229.95 2900.00 1.32 56.82 290.00 - IO-+0.750L-.0,750S+0,750W44-1, LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft- I 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.501t 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.0ft . 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length 7.0ft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 40-+0.750L-+0.750S40.750W'*t, LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 7.50 It 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 -. Length = 6.50 ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.0 ft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.0ft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 sD-sO.75OLsO.750Ss0.750W#l, LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 -'' , t' Length =6.501t 2 ' 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 '. Length =6.oft 3 ' 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 S - Length =7.0lt 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 , '4040.7501-I'0.750S+0.750W-'+t, LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501t 1 0.223 0.116 1.00 1.00 1.00 tOO 1.00 100 1.00 6.93 646.64 2900.00 1.64 33.53 - 290.00 -Length =6.sOft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 • Length 6.0ft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 • -+Ds0.750L+0.750Ss0.750W-.H, LL • 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 . 0.00 • . Length "7.50ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53' 290.00 Length = 6.50 ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.oft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 • -,. Length =7.ott 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 -.O+0.750L-.O.750S.O.750W#t, IL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 : Length =7.50ft - 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 , Mike Surprenant & Associates 4 Consulting Structural Engineers - 9975 Businesspark Ave. Suite W H San Diego, CA 92131 - ' . .. - (858) 693-0757 Descption: RBl 11 i ii: g !ill Jill Load Combination Max Stress Ratios Segment Length . Span # M V Cd C FN Ci Cr - Cm C t C1 ' •Length =6.50 ft 2' 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .k. Length 6.01t 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.oft ' 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4040.750L40.750S40.750W4H,LL 1.00 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft ,1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =6.5011 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =6.oft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.0ft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 +0l-0,750L40.750S40.750WH;LL . 1.00 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft . I - 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 * Length =6.501t 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 . 1.00 Length =6.0ft - 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length 7.0ft 4 . 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 #040.750L40.750S40.750W+H, LL 1.00 1.00 1.00 1.00 1.00 1.00 . . Length =7.50ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 -' •' f Length =6.50 ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . Length =6.oft 3 0.047 ' 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length = 7.0 ft 4 ' 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4D.0.750140.750S40.750W-*', IL 1.00 1.00 1.00 1.00 1.00 1.00 .o Length **7.50ft . 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ,Length =6.oft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 ''Iength=7.Oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 #,-f+0.750L40,750S40.750W4H,LL 1.00 1.00 1.00 1.00 1.00 1.00 Length=7,501t 1 0.223 0.116 1.00 1.00 1.00 1.00 .1.00 1.00 1.00 ,Length =6.5ott . 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length 6.0ft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l-040.750L-.OJ5OS40.750W*I, LL 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.50It. 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length 6.5011 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . .Length =6.oft 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.0ft 4, 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 * '-'0#0.750L40,750S40.750W4H, LL 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.5011 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . Length =650ft . -. 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =6.oft* .,3 . 0.047 . 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.0fi 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 40+0,750L0.750S*0.750W-*1, LL 1.00 1.00 1.00 1.00 1.00 1.00 . Length = 7.50 ft 1 0.223 0,116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft. ,. 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 .*D-*0.750Li0,750S-+0.750W41, IL 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.50ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length=6.0tt 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.Oft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 +D40.750Lr4750L40.5250E4H, LI 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.501t ' 1 0.223 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . Length = 6.50 ft 2 0.223 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . • Length =6.oft 3 . 0.064 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.oft ' 4 0.064 0.117 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • ,,-.0-+0.750Lr40.750L90.5250E+H, LI 1.00 1.00 1.00 1.00 1.00 1.00 ... . Length=7.50ft 1 0.223 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ,Length 6.50ft ' 2. 0.223 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length= 6.oft 3 0.055 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length =7.oft 4 .- 0.055 0.113 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .t' +0-+0.750Lr-.0,750L*0.5250E-+H.LL 1.00 1.00 1.00 1.00 1.00 1.00 Length 7.50 ft 1 0.223 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 •' 8 Job# 12076 Moment Values Shear Values M lb Fb V fill F'v 6.93 646.64 2900.00 1.64 33.53 290.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.45 135.53 2900.00 0.78 33.53 290.00 0.00 0.00 0.00 0.00 6.93 646.64 2900.00 1.64 33.53 290.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.45 135.53 2900.00 0.78 33.53 290.00 0.00 0.00 0.00 0.00 6.93 646.64 2900.00 1.64 33.53 290.00 6.93 646.64 2900.00 1.64 33.53 290.00 1A5 135.53 2900.00 • 0.91 33.53 290.00 1.45 135.53 2900.00 0.78 33.53 290.00 0.00 0.00 0.00 0.00 6.93 646.64 2900.00 1.64 33.53 290.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.45 135.53 2900.00 0.78 33.53 290.00 0.00 0.00 0.00 0.00 6.93 646.64 2900.00 1.64 33.53 290.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.45 135.53 2900.00 0.78 33.53 290.00 0.00 0.00 0.00 0.00 -. 6.93 646.64 2900.00 164 33.53 290.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.45 135.53 2900.00 0.78 33.53 290.00 0.00 0.00 0.00 0.00 6.93 646.64 2900.00 1.64 33.53 290.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.45 135.53 2900.00 0.91 33.53 290.00, 1.45 135.53 2900.00 0.78 33.53 290.00 0.00 0.00 0.00 0.00 6.93 646.64 2900.00 1.64 33.53 290.00 6.93 646.64 2900.00 164 33.53 290.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.45 135.53 2900.00 0.78 33.53 .290.00 0.00 0.00 0.00 0.00 6.93 646.64 2900.00 1.64 33.53 290.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.45 135.53 2900.00 0.78 33.53 290.00 0.00 0.00 0.00 0.00 6.93 646.64 2900.00 1.64 33.53 290.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.45 135.53 2900.00 0.78 33.53 290.00 0.00 0.00 0.00 0.00 6.93 646.64 2900.00 1.66 33.93 290.00 -, 6.93 646.64 2900.00 1.66 33.93 290.00 1.95 184.39 2900.00 1.25 33.93 290.00 . 1.98 184.39 2900.00 1.25 33.93 290.00 0.00 0.00 0.00 ' 0.00 6.93 646.64 2900.00 1.60 32.70 290.00 6.93 646.64 2900.00 1.60 32.70 290.00 1.70 158.91 2900.00 1.23 32.70 290.00 1.70 158.91 2900.00 0.82 32.70 290.00 0.00 0.00 0.00 0.00 6.93 646.64 2900.00 1.62 33,10 290.00 Title: Hoefer Residence Engineer: David Thomas Project Desc.: Sheet -1 k- of '1 Mike Surprenant & Associates Consulting Structural Engineers - 9975 Businesspark Ave. Suite 'A San Diego, CA 92131 '• '. ., . (858) 693-0757 4, Title: Hoefer Residence Job # 12076 Engineer David Thonjs Protect Desc.: Sheet ' of Description: RB-I . _ Load Combination ' Max Stress Ratios Segment Length Span # M v - C C FN , C1 Cr Cm C t CL Moment Values M lb Pb Shear Values v tv Length =6.50ft 2 • 0.223 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6,93 646.64 2900.00 1.62 33.10 290.00 Length =6.oft ' 3 0.072 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.23 - 207.77 2900.00 1.34 33.10 290.00 Length =7.oft 4 0.072 0.114 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.23 207.77 2900.00 1.29 33.10 290.00 * 4040.750Lr40.750L90.5250E4H, II 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =750ft 1 0.223 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.85 37.83 290.00 Length =6.50f1 2 0.223 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.85 37.83 290.00 Length 6.0ft 3 0.044 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 128.95 2900.00 0.85 37.83 290.00 Length 7.Oft 4 0.044 0.130 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.38 128.95 2900.00 0.77 37,83 290.00 4040.750Lf'60.750L40.5250E'H, LI 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 , 0.223 0.132 . 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.87 38.23 290.00 - - Length =6.50ft 2 0.223 0.132 1.00 1.00 . 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.87 38.23 290.00 Length =6.oft . 3 0.061 0.132 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.91 177.81 2900.00 124 38.23 290.00 Length =7.Oft 4 0.061 0.132 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.91 177.81 2900.00 1.24 38.23 290.00 . #040.750L1+0.750L'+0.5250E"F4, LI 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.223 0.128 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.81 37.00 290.00 Length = 6.50 ft 2 0.223 0.128 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.81 37.00 290.00 Length =6.0ft 3 0.053 0.128 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.63 152.34 2900.00 1.17 37.00 290.00 Length 7.0ft 4 , • 0.053 0.128 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.63 152.34 2900.00 0.81 37.00 290.00 " 4040.750Lr40.750L"0.5250EH, LI 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 750ft 1 0.223 0.129 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.83 37.40 . 290.00 Length =6.50ft 2 0.223 . 0.129 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.83 37.40 290.00 Length =6.0ft 3 0.069 0.129 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.16 201.20 2900.00 1.28 37.40 290.00 Length 7.0ft 4 0.069 0.129 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.16 201.20 2900.00 1.28 37.40 290.00 4040.750Lr40.750L40.5250E+11, LI 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 + . .Length 7.501t 1 0.379 0.183 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.59 52.96 290.00 Length =6.50ft 2 . 0.379 0.183 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1.099.26 2900.00 2.59 52.96 290.00 Length = 6.0 ft 3 . 0.083 0.183 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.59 241.54 2900.00 1.19 52.96 290.00 Length =7.oft 4 0.057 0.183 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.76 164.27 2900.00 0.82 52.96 290.00 +040.7501-r40,750140.5250E*(,LI 1.00 1.00 1.00 .1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 it 1 0.379 0.184 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.61 53.35 290.00 Length 6.50ft 2 • 0.379 0.184 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.61 53.35 290.00 Length =60ft 3 0.087 0.184 100 100 100 100 100 100 100 271 25326 290000 130 5335 29000 Length =7.oft -4 0.073 0.184 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.28 213.13 2900.00 1.29 53.35 290.00 4040.750Lr+0.750L40.5250E*t, LI . 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501t 1 0.379 0.180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.55 52.13 290.00 Length =6.50f1 2 0.379 0.180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.55 52.13 290.00 Length =6.0ft 3 0.081 . 0.180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.52 234.93 2900.00 1.51 52.13 290.00 Length 7.0ft 4 0.065 0.180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.01 187.66 2900.00 0.86 52.13 290.00 - .O-.0.750Lr40.7501-'0.5250E41, LI .• • . 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -. Length r7.50f1 1 0.379 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.57 52.52 290.00 Length 6.501t 2 0.379 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.57 52.52 290.00 Length =6.Oft ' 3 0.082 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.55 237.81 2900.00 1.62 52.52 290.00 ' , Length =7.0ft 4 0.082 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.54 236.52 2900.00 1.33 52.52 290.00 4040.750Lr40.750L40.5250E"H,LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 DOD 0.00 Length=7.50ft 1 0.379 0.197 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.81 5726 290.00 Length = 6.50 ft 2 • 0.379 0.197 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.81 57.26 290.00 Length =6.0ft 3 . 0.073 0.197 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.28 213.06 2900.00 1.13 57.26 290.00 • 'Length 7.0f1 : 0.054 0.197 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.69 157.70 2900.00 0.81 57.26 290.00 4040.750Lr40.7501+0.5250E1+l, LI 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft • I • 0.379 0.199 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.82 57.65 290.00 Length 6.50f1 2 0.379 0.199 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.82 57.65 290.00 " Length 6.0ft . 3 0.078 0.199 1.00 1.00 1.00 1.00 1.00 1,00 1.00 2.41 224.78 2900.00 1.28 57.65 .290.00 Length =7.0ft 4 0.071 0.199 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.21 - 206.56 2900.00 1.28 57.65 290.00 4040.750Lr40.750L+0.5250E+H,LL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . . Length r7.50ft 1 0.379 0.195 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.77 56.43 290.00 Length = 6.50 ft 2 0.379 0.195 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.77 56.43 290.00 Length =6.0 it 3 0.073 0.195 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.28 212.98 2900.00 1.45 56.43 290.00 Length =7.Oft • 4 0.062 0.195 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.94 181.09 2900.00 0.85 56.43 290.00 +O+0.750Lr40.750140.5250E+H,LI 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 . 0.00 Length =7.50ft • 1 0.379 0.196 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.78 56.82 290.00 I. • • • - Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite 5A5 4 San Diego, CA 92131 - (858) 693-0757 Description: RB-I Tulle: Hoefer Residence Job# 12076 Engineer David Thomas Project Desc.: Sheet I CS of______ Load Combination - Max Stress Ratios SegmentLength Span# M V Cd Length = 6.50 ft 2 0.379 0.196 1.00 .' Length =6.Oft 3 0.079 0.196 1.00 Length =7.Ott 4 0.079 0.196 1.00 .4040.750L40.750S40.5250E41, a Length = 7.50 ft 1 0.223 0.116 1.00 Length = 6.50 ft 2 0.223 0.116 1.00 Length =6.Oft 3 0.047 0.116 1.00 ' Length =7.Oft 4 0.047 0.116 1.00 +040.750L40.750S+0.5250E41, LL Length = 7.50 ft 1 0.223 0.116 1.00 - Length 6.50ft 2. 0.223 0.116 1.00 'Length6.Ott ' 3 0.047 0.116 1.00 Length =7.Oft 4 0.047 0.116 1.00 +O+0,750L40.750S.0.5250E+H, LL Length=7.50ft 1 0.223 0.116 1.00 Length =6.50ft 42 0.223 0.116 1.00 Length 6.0ft .. 3 0.047 0.116 1.00 Length =7.0lt - 4 0.047 0.116 1.00 9040.750L40,750S+0.5250E41. IL Length 7.50ft 1 0.223 0.116 1.00 Length =6.50ft 2 0.223 0.116 1.00 Length =6.oft 3 0.047 0.116 1.00 Length =7.Oft 4 0.047 0.116 1.00 +040.750L40.750S40.5250E4H, U. Length = 7.50 ft 1 - 0.223 0.116 1.0C • Length =6.50ft 2 0.223 0.116 1.0( Length =6.0ft 3 0.047 0.116 iCC Length'7.0ft .. 4 • 0.047 0.116 1.01 ' +O4O.750L40,750S40.5250E41, LL Length =7.50ft 1 0.223 0.116 1.01 Length =6.50ft 2 0.223 0.116 1.01 Length = 6.0 ft 3 -0.047 0.116 1.01 Length =7.0ft 4 0.047 0.116 1.01 4040.750L40.750S40,5250E*1, LL • Length =7.501t I .0.223 0.116 1.01 • Length = 6.50 ft 2 0.223 0.116 1.01 Length 6Oft 3 0.047 0.116 1.0] Length =7.oft 4 0.047 0.116 1.0 4040.7501+O.750S40.5250E#1, LL Length '7.50ft I 0.223 0.116 1.0 .' Length =6501t - 2 . 0.223 0.116 1.0 Length =6.Oft 3 0.047 0.116 1.0 Length =7.Oft 4 0.047 0.116 1.0 l040.750L1'O.750S+O.5250E4H, LL Length =7.50ft 1 0.223 0.116 1.0 Length = 6.50 ft 2 0.223 0.116 1.0 .. Length =6.oft • 3 0.047 0.116 1.0 Length =7.Oft 4 0.047 0.116 1.0 4O+O.750L40,750S40.5250E*l, LL Length =7.5011 1 0.223 . 0.116 1.0 . . Length =6.501t 2 0.223 0.116 1.0 Length =6.oft 3 0.047 0.116 1.0 Length 7.01t 4 0.047 0.116 1.0 * - • .040,750L40.750S40.5250E#1, LL Length =7.50ft 1 0.223 0.116 1.1 • '' Length = 6.50 ft 2 0.223 0.116 1.1 .. Length =6.0ft - 3 0.047 0.116 1.1 - Length 7.0 ft 4 0.047 0.116 1.( . - 40+0750L40.750S40.5250E41, U. Length 7.50 It , 1 0.223 0.116 1.1 '.5 . ..• 5 .. CFN C1 Cr Cm C CL Moment Values M lb Pb Shear Values V J F'v 1.00 1.00 1.00 1.00 1.00 1.00 11.78 1,099.26 2900.00 2.78 56.82 290.00 1.00 1.00 1.00 1.00 1.00 1.00 2.46 229.95 2900.00 1.55 56.82 290.00 1.00 1.00 1.00 1.00 1.00 1.00 2.46 229.95 2900.00 1.32 56.82 290.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0,00 0,00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 I 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 I 1.00 1.00 1.00 1,00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 I 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 I 1.00 1.00 1.00 1,00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 1 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.0C 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1,00 1.00 6.93 646.64 2900.00 1.64 33.53 290.0C 1.00 1.00 1,00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.01 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.01 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.01 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.01 ) 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.01 ) 1,00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.01 O 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.01 0 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.01 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.01 0 1.00 1.00 1.00 1,00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.01 0 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 • 2900.00 1.64 33.53 290.01 0 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290,01 o 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.0 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0 '0 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.0 '0 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.0 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0 0 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.0 0 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.0 0 1.00 1.00 1,00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.0 to too 1.00 1.00 1.00 1,00 1.00 1.45 135.53 2900.00 0.78 3353 290.1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 . 0.00 0.00 0.1 10 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.0 )0 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.( )O 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.1 )O 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.( 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.1 )O 1.00 1.00 1.00 1.00 1.00 1.00 6,93 646,64 2900.00 1.64 33.53 290.1 Mike Surpienani & Associates Tulle: Hoefer Residence Job # 12076 Consulting Structural Engineers Engineer. David Thorns 9975 Businesspark Ave. Suite Project Desc.: Sheet I of . San Diego, CA 92131 (858) 690757 F (p858) 693-0758 Finte23 OCT 2OI2. 1:33PM I Description: RB-i - Load Combination Max Stress Ratios Moment Values Shear Values - Segment Length Span # M V - Cd C FN Ci Cr Cm C t C1 M lb Pb V fv F'v - Length 6.5011 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 - 'Length =6.011 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.0ft 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 40-+0.750140.750S40.5250E4H, IL 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 4 Length =7.50ft 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.5011 2 " 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length=6.0ft ' 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.01t 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 -+O.0.750L40.750S40.5250E41, LL 1 1.00 1.00 100 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length =7.5011 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 . Length =6.5011 , - 2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.011 '3 .• 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.45 135.53 2900.00 ' 0.91 33.53 290.00 • . .. '. Length =7.011 4 0.047 . 0.116 1.00 1.00 1.00 1.00 '1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 " - 4O-+0.750140.750S40.5250E41, LL 1.00 . 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 000 - Length =7.5011 1 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.5011 "2 0.223 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.93 646.64 2900.00 1.64 33.53 290.00 Length =6.oft •- 3 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.91 33.53 290.00 Length =7.011 . 4 0.047 0.116 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.45 135.53 2900.00 0.78 33.53 290.00 +0.60D+W*l . : 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 7.5011 • 1 0.134 0.069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.16 387.98 2900.00 0.99 20.12 290.00 -. Length =6.50ft .2 0.134 0.069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.16 387.98 2900.00 0.99 20.12 290.00 - Length =6.oft " . 3 0.028 0.069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 81.32 2900.00 0.55 20.12 290.00. , Length =7.0 ft 4 . 0.028 0.069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 81.32 2900.00 0.47 20.12 290.00 '0.60D-s0.70E# '. • . 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length =7.5011 - 1 0.134 0.069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.16 387.98 2900.00 0.99 20.12 290.00 Length 6.50f1 . 2 0.134 0.069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.16 387.98 2900.00 0.99 20:12 290.00 Length =6.oft • 3 0.028 0.069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 81.32 2900.00 0.55 20.12 290.00 Length =7.ott 4 0.028 0.069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 81.32 2900.00 0.47 20.12 290.00 Load Combination • Span Max. - Dell Location in Span Load Combination Max. + Dell Location in Span ,', . • D4r, LL Comb Run (LL . 1 . 0.5088 0.000 0.0000 0.000 2 0.0000 0.000 Di'U, LL Comb Run (111 -0.0360 2.520 . .• D4.r,IL Comb Run (L*LI 3 0.0114 2.571 0.0000 2.520, • D-'4..r, LL Comb Run (L1) '4 0.0089 4.000 D-'{r, LL Comb Run (1*1*) -0.0012 0.571 fR Support notation Far left Is #1 Values In KIPS Load Combination ' Support 1 , Support 2 Support 3 Support 4 Support 5 0verallMA)(imum ' . 6.353 -2.357 - ' 4.078 1.164 -. * D Only , ,. 3.278 -0.552 2.065 0.550 ' . Lr Only, LL Comb Run (L) ' , • 0.026 -0.170 0,944 0.600 ' . Lr Only, LL Comb Run (DL) , -0.054 0.657 0.645 -0.048 -. 'Lr Only, IL Comb Run (1.L) . - -0.028 0.487 1.589 0.553 Lr Only, LL Comb Run (Lu) 0.392 0.601 -0.097 0.013 ' . .' Lr Only, LL Comb Run ('11..) , 0.418 0.431 0.847 0.614 * ' -Lr Only, LL Comb Run (LL1 , - . 0.338 1.258 0.548 -0.034 ' Lr Only, LL Comb Run (tll) - 0.364 • 1.088 1.492 0.566 . ' Li Only, LL Comb Run (L*) , , . . 2.657 -1.634 0.424 -0.059 it Lr Only, LL Comb Run (Lt) - - 2.682 -1.804 1.368 0.542 • Lr Only, IL Comb Run (LV) * 2.602 -0.977 1.069 -0.106 ' Lr Only, Ll Comb Run (L*LI) * 2.628 -1.147 2.013 0.494 - ' - Lr Only, LL Comb Run (LL) , * , 3.049 -1.033 0.327 -0.045 Lr Only, LL Comb Run (Lit) 3.075 -1.203 1.271 0.555 ' Lr Only, LL Comb Run (LLL) . -' , 2.995 -0.376 0.972 -0.093 . .• '1 , •Lr Only, LL Comb Run (LLLL), - ' 3.021 -0546 1.916 0.507 - 10 D+Lr, IL Comb Run (L) - 3.304 -0.723 3.009 1.150 D+Ir, LL Comb Run (L1 ' 3.224 0.105 2.710 0.502 - ,D+Lr,LL Comb Run (LL) ' 3.250 -0.066 3.654 1.103 -' DiLr, IL Comb Run (L1 3.671 0.049 1.969 0.563 , r D-+Lr,LL Comb Run (tL). ' 3.697 -0.121 2.913 1.164 -,,•-• • * ' . • - * •.' ,•• - ResIdence Job # 12076 Consulting Structural Engineers Engec Desc.: Sheet t oo of- Project1 5usnesspar1 Ave. Suite A San Diego, CA 92131 (858) 693-0757 :n3 OCT Z 133PM es xluq er IAI 51 Description: RB-i L Support notation Far left is#1 Values n KIPS - Load Combination Support Support Support Support Support D*Lr, LL Comb Run (LL) 3.617 0.706 2.613 0.516 . D'Lr, LL Comb Run (LLL) 3.642 0.536 3.557 1.116 IL Comb Run (L) 5.935 -2.187 2.489 0.491 D4tr,LL Comb Run (LL) 5.961 -2.357 3.433 1.092 D4.r,'LI Comb Run (L*L*) 5.881 -1.530 3.134 0.444 .- D+Lr, LL Comb Run (LLL) 5.907 -1.700 4.078 1.044 O+Lr, LL Comb Run (LL) 6.327 -1.586 2.392 0.505 DO-r, LL Comb Run (LL*L) 6.353 -1.756 3.337 1.105 'Ott, IL Comb Run (LLL*) 6.273 .0.929 3.037 0.457 D-'Ir,LL Comb Run (LLLL) 6.299 -1.099 3.981 1.057 - e 4 '. 1 - - . - - . . - - - - - 8 4 4 - - -- :. - . -. . I •- - - . 1 - . . - . i 1 •. - . .. .. I ' - -V Mike Surprenant & Associates Consulting Structural Engineers - 9975 Businesspark Ave. Suite 'A" San Diego, CA 92131 _________ • (858) 693-0757 Title: Hoefer Residence Job # 12076 Engineer. David Thon,s Project Desc.: Sheet ("\ of________ . - - Description: RB-2 - 003 00 . 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 2000 ksi Fc - Prtt 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 32.21pcf . Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.35) Lr(0.35) D(0.4) Lr(0.4) OV 01 3.5x18.0 I.. Span =19.50ft V Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads - Load for Span Number 1 V - Uniform Load: D = 0.020, Lr = 0.020 ksf, Extent = 0.0 ->> 5.0 ft. Tributary Width = 20.0 ft V Uniform Load: 0 = 0.020, Lr = 0.020 ksf, Extent = 5.0 ->> 19.50 ft. Tributary Width = 17.50 ft Maximum Bending Stress Ratio = 0.757'. 1 Maximum Shear Stress Ratio = 0.510 : I Section used for this span 3.5x18.0 Section used for this span 3.5x18.0 ,V? . fb:Actual = V 2,194.89psi fv:Actual = - 147.80 psi • V FB : Allowable = 2,900.00ps1 Fv : Allowable = 290.00 psi - Load Combination 4D+1r41 Load Combination #D-tr4l V - LoOation of maximum on span = 9653ff Location of maximum on span 0.000 ft - - Span # where maximum occurs = V Span #1 Span # where maximum occurs = Span # I -. ., Maximum Deflection • Max Downward L+Lr+S Deflection 0.345 In Ratio = 678 V - l - Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 I Max Downward Total Deflection 0.703 in Ratio = 332 V Max Upward Total Deflection 0.000 In Ratio = 0 <240 Load Combination Max Stress Ratios . Moment Values Shear Values Segment Length V Span# M V V C C FN C, Cr Cm C t CL M lb Fb VVVVV_VV v tv Fv V 0.00 0.00 0.00 .0.00 Length = 19.50 ft 1 0.386 0.260 1.00 1.00 1.00 1.00 1.00 1.00 1.00 17.62 1,11871 2900.00 3.16 75.29 290.00 *D4tr4H - 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V V Length = 19.50 ft I . 0.757' 0.510 1.00 1.00 1.00 1.00 1.00 1.00 1.00 34.57 2194.89 2900.00 6.21 147.80 "290.00 • 4040.750Ls40.750L4H V 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V • V Length = 19.50 It 1 0.664 0.447 1.00 1.00 1.00 1.00 1.00 1.00 1.00 30.33 1925.85 2900.00 5.45 129.67 290.00 +0+0.750Lr-'0.750L40.750W41 ' 1.00 1.00 1.00 1.00 1.00 1.00 000 0.00 0.00 0.00 - Length =19.501t 1 0.664 0.447 1.00 1.00 1.00 1.00 1.00 1.00 1.00 30.33 1,925.85 2900.00 5.45 129.67 29000 - V. .40V750L07500525°E • 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ., c•. •. 'V V , , Mike Surenant & Associates Title: Hoeter Residence Job # 12076 Consulting Structural Engineers Engineer David Thomas 9975 Businesspark Ave. Suite A Project Desc.: Sheet of______ V San Diego, CA 92131 (858) 693-0757 F: (858) 693-0758 - Pn1ed: 23 OCT 2012. 12:14PM 1E1 . Ij • Description: RB-2 • Load Combination Max Stress Ratios Moment Values Shear Values - Segment Length Span# M V Cd C FN Cl Cr Cm C t CL M lb Pb V lv Fv Length 19.50ft 1 0.664 0.447 1.00 1.00 1.00 1.00 1.00 1.00 1.00 30.33 1925.85 2900.00 5.45 129.67 290.00 OraII (Mf redoaas Load Combination Span Max. Dell Location in Span Load Combination Max. Dell Location in Span D#t.r • • • I 0.7029 9.750 0.0000 0.000 VerticaIReactions Unfactored Support notation Far left is #1 Values in KIPS " Load Combination - Support 1 Support 2 Overall MAXimum 7.398 7.026 • 0 Only • 3.768 3.582 LrOnly . 3.630 3.445 D4Lr • 7.398 7.026 - . -. MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers (Z-oiC JOB SHEET NO. ___________________________ OF______________________ CALCULATED BY_________________ DATE CHECKED BY_________________________ DATE SCALE LEVEL: MEMBERS: I$ LABEL: v--4- SPAN= Z-.O FT - g UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) w1=(4o tf.f344Q W2 Pi p1 = P2 = - . . . -• RL =-i,tO 4 -lbs RE =1-1(P4 0- lbs VMAX = ' lbs E =- j (000 ksi -, E - MMAX= 11 W ft-lbs Lia'o =!!* in' USE: l- GRADE: C: ALT: GRADE: C:______ LABEL SPAN=_ ° Fr. - UNIFORM WAD - 0 POINT LOAD (CENTERED) 0 CUSTOM WADING (SEE DIAGRAM) /ft o F P2 = - RL = (0 lbs RE = I(1_o0 lbs - VMAX= ( lbs E =t, &'O ksi MMAX = U.- ft-lbs IREQ'D USE: L'> ' t>iL. GRADE:4 C:______ ALT: GRADE: C:______ LABEL: - SPAN= FT. UNIFORM LOAD - POINT LOAD (CENTERED) O - CUSTOM LOADING (SEE DIAGRAM) W2= P,= - P2 - . RL = lbs RR = VMAx = lbs E = ksi - - . MMAX= ft-lbs IRQ'D = .1fl4 USE GRADE: C:_______ AL!: S. ., S .5 :5 4. 4 MIKE SURPRENANT ; & ASSOCIATES Consulting Structural Engineers + • JOB SHEET NO. OF CALCULATED BY DATE__________________ CHECKED BY__________________________ DATE_________________ SCALE LEVEL: F-oI7-- MEMBERS: LABEL 1 SPAN= a 0 UNIFORM LOAD • __.4 _fElL_%V4' E POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) !44 pç i; 0 X.4'_ e' IP LT '-4_-r )_ _•e' _ct' w,-*r-c ('- ?t-F f) P4 — .-2 o4-Q, / RL=ig•7°l_lbs RR=(J,UO-c_lbs VMAX=IO,OWE lbs E =2M4.00ksi tL. USE:4 10 (.p ,GRADE: MMAX= 3FZ.,Z 0 ft-lbs IREQ'D = - fl4 A9' t.C: - ALT: GRADE: C:_______ LABEL: ' SPAN= C'FT. UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) 2: 4CPfj /i,i5/i, 050 = (, (I. r) (t.) RL 3,3'4lbs RR= I(.PfllOFlbs VMAX ,Loc lbs E =Z-01, OO(7 ksi MMAX= 'Ri CP'0 ft-lbs IREQ'o = in4 USE: ______& &1t. GRADE: A-11 1-C:__ ALT: 1 GRADE: c: LABEL: '- SPAN= _,1.Q FT. - fP, UNIFORM LOAD 7,.39 &-,-L3 ?-f I_ POINT LOAD (CENTERED) . CUSTOM LOADING (SEE DIAG I tiji s -)) -4' s F- i-)+(1 s)(f) ?-Sr—)ç/$-r tDf) 4- -7 4-1 IFO t LT I ,c -Pi 5. - (3,i4-) P2 = i5p -)t,B i..)(LP f oOL RL 19F4 lbs RR= lbs. (0/0 (1 11),k v /') ç LI (JJ , L VMAX = 13014 lbs E =11,__ksi MMAX= 7I•_37 0 ft-lbs IREQ'D = — in4 USEAd. C:______ ALT: -•GRADE: C:_______ - •, 5. . f Mike Surprenant & Associates - Consulting Structural Engineers ¶ •,. 9975 Businesspark Ave. Suite A San Diego, CA 92131 r. (858)693-0757, Title: Hoefer Residence Engineer David Thomas Project Desc.: Sheet -3' of Job# 12076 - Description: F9-1 .' Calculations per AlSC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending . • j' ' Load Combination ASCE 7-05 - 0(0.221 Lr(D.22) 0(0.22) l,r(O.22) • * * + + Df0.105 1(0.12) D(O.22)Lr(O.22) H . 9.9L351 01 g55 * g(t15sLr1.15 $ D(t15 * Q(1.021) Lr124) . Span = 20.0 It W10)8 V Span = 17.0 ft W10411 . uzv- Service loads entered Load Factors will be applied for calculations ' - Beam self weight calculated and added to loads . Load for Span Number 1 - Uniform Load: D = 0.1760 k/ft. Tributary Width = 1.0 ft Uniform Load: D = 0.1050, L = 0.120 k/ft. Tributary Width = 1.0 ft Uniform Load: D = 0.220, Lr = 0.220 k/ft. Extent = 0.0 ->> 4.0 ft. Tributary Width = 1.0 ft Uniform Load: 0=0.220, Lr 0.220 k/It, Extent= 12.0->> 20.0 ft, Tributary Width = 1.0 It Point Load: D = 0,9350, Li = 0.9350k ( 4.0 ft Point Load: 0 = 0.9350, Li = 0.9350k 12.0 It ', Point Load: D = 0.210k cl 12.0 ft . - Point Load: D=1.155, Lr=1.155k(20.0fl - Load for Span Number 2 - Uniform Load: 0 = 0.1760 k/ft. Tributary Width = 1.0 It - - Uniform Load: D = 0.220, Lr= 0.220k/ft. Extent= 9.0->> 17.0 It, Tributary Width = 1.0 ft "• Point Load: D=1.155, Lr=1.155k9.0ft Point Load: D = 1.024, Lr = 1.024 k 16.0 ft 4$) .Maximurn Bending Stress Ratio = 0.152: 1 Maximum Shear Stress Ratio = 0.103 : I , Section used forthis span - ' W10x68 Section used for this span W10x68 -. Ma Applied' 32.346k-ft Va:Applled 10.061 k . Mn / Omega: Allowable 212.824k-ft Vn/Omega : Allowable 97.760 k Lad Combination +040.750Lr40.750L4H, LL Comb Run (LL) Load Combination +040.750Lr40.750L4H, LL Comb Run (LL) .1 Location of maximum on span - * 20.000ft Location of maximum on span 20.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.071 in Ratio = 3,400 Max Upward L+Lr+S Deflection -0.026 in Ratio = 7,876 . Max Downward Total Deflection 0.167 in Ratio = 1440 '- Max Upward Total Deflection -0.025 in Ratio = 8170 -. . Load Combination ' Max Stress Ratios Summary of Moment Values Summary of Shear Values' Segment Length Span # - M V Mmax + Mmax - Ma Max Mnx Mnx!omega Cb Rm Va Max Vnx Vnxlomega .+o - Dsgn. L = 20.00 it f .1 0.108 0.072 17.32 -23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 • 97.76 Dsgn. L= 17.00 It 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76. 404.41, LL Comb Run (L) - - • Dsgn. L =. 20.00 it -1 0.108 0.072 17.32 -23.06 * 23.06 355.42 212.82 1.00 1.00 7.01 146.64 ' 97.76 - 5Dsgn. L.17.00ft 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 - 404.41. LL Comb Run (L) - - -. - Dsgn. I = 20.00 it 1 • 0.124 0.086 21.80 -26.30 26.30 355.42 212.82 1.00 1.00 8.38 146.64 97.76 . . Dsgn. L= 17.00 ft 2 0.124 0.047 7.36 -26.30 26.30 355.42 212.82 1.00 1.00 4,64 146.64 97.76 +D4.+H,LL Comb Run (LL) -•- -. .••€S .. -, - - .• ,. •, •. -. . . .' .1 a Mike Surprenant & Associates Title: Hoefer Residence Job # 12076 Consulting Structural Engineers Engineer: David Thos nla 9975 Businesspa Ave. Suite "A' ProjectDesc.: Sheet of______ San Diego, CA 92131 Y •. . . (858) 693-0757 ... - - F: (858) 693-0758 Rinted: 25 OCT 2012, 938AJ4 SteI1Bearn ENERALC INC tilO 6t'9 -2O12'8ud 1 'ier 'nI1 731 , - Description: FB-1 -. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx!Omega Gb Rm Va Max Vnx VnxlOmega - - Dsgn. L= 20.00 ft 1. 0.124 0.086 21.80 -26.30 26.30 355.42 212.82 1.00 1.00 8.38 146.64 97.76 Dsgn. L= 17.00 ft 2 0.124 0.047 7.36 -26.30 26.30 355.42 212.82 1.00 1.00 4.64 146.64 97.76 'O'1r4l, LL Comb Run (L) - Dsgn.L = 20.00 ft 1 0.124 0.073 15.99 -26.39 26.39 355.42 212.82 1.00 1.00 7.18 146.64 97.76 94 Dsgn.L 17.00 ft 2 0.124 0.065 15.67 -26.39 26,39 355.42 212.82 1.00 1.00 6.36 146.64 91,76 -7 iOiLiH LL Cöiiib Run (L*) - -Dsgn.L 20.00 ft 1 0.136 0.098 24.18 -28.87 28.87 355.42 212.82 1.00 1.00 9,55 146.64 97.76 - Dsgn.L 17.00ff 2 0.136 0.049 6.59 -28.87 28.87 355.42 212.82 1.00 1.00 4.79 146.64 97.76 +3ijH, LL Comb Run (LL) Dsgn.L 20.00 ft 1 0.151 0.099 22.77 -32.20 V 32.20 355.42 212.82 1.00 1.00 9.71 146.64 97.76 Dsgn.L 17.00ff 2 0.151 0.062 13.60 -32.20 32.20 355.42 212.82 1.00 1.00 6.02 146.64 97.76 fD+S#1 V V V ' - Dsgn. L= 20.00 ft . 1 0.108 V 0.072 17.32 23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 97.76, Dsgn.L 17.00 ft 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 V +D#0,750Lr.0,750L4H LL Comb Run ( V_V. V V - Dsgn. L = 20.00 ft 1 0.120 0.073 16.32 -25.55 25.55 355.42 212.82 1.00 1.00 7.14 146.64 97.76 V Dsgn. L'17.00ft 2 0.120 0.058 13.83 -25.55 25.55 355.42 212.82 1.00 1.00 5.68 146.64 - 97.76 4040750L40750L4H LL Comb Run (L V Dsgn. L = 20.00 ft 1 0.140 0.102 25.82 -29.85 29.85 355.42 212.82 1.00 1.00 9.94 146.64 97.76 . Dsgn.L = 17.00 It 2 .. 0.140 0.050 6.31 -29.85 29.85 355.42 212.82 1.00 1.00 4.85 146.64 97.76 , 40+0.750Lr40.750L41, LL Comb Run (L ,Dsgn. L= 20.00 ft I - 0.152 0.103 24.77 -32.35 32.35 355.42 212.82 1.00 1.00 10.06 146.64 97.76 Dsgn. L= 17.00 ft 2 0.152 0.059 11.48 -32.35 32.35 355.42 212.82 1.00 1.00 5.76 146.64 97.76 4040.750L40.7505+H, IL Comb Run (*1 • • Dsgn. L= 20.00ff 1 , 0.108 0.072 17.32 -23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 . 97.76 Dsgn. L= 17.00 ft 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 V V V 4040.750140.750S4H, LL Comb Run (L' ,Dsgn.L = 20.00 ft 1 0.120 0.082 20.68 -25.49 25.49 355.42 212.82 1.00 1.00 8.04 146.64 97.76 Dsgn. L= 17.00 It . 2 0.120 0.047 7.61 -25.49 25.49 355.42 212.82 1.00 1.00 4.59 146.64 97.76 40I0.750L*0.750S441 LL Comb Run (LI Dsgn.L 20.00ff 1 0.120 0.082 20.68 -25.49 25.49 355.42 212.82 1.00 1.00 8.04 146.64 • 97.76 L= 17.00 ft V 2 1Dsgn. 0.120 0.047 7.61 -25.49 25.49 355.42 212.82 1.00 1.00 4.59 146.64 97.76, +D+W+H V Dsgn.L= 20.00 It • 1 0.108 0.072 17.32 -23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 97.76 Dsgn. L= 17.00ff , 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 * 4040.70E41 • V V . V Dsgn.L= 20.00ft . V 0.108 0.072 17.32 -23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 .97.76 ' Dsgn.L = 17.00 It 2 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 V 40+O.750Lr40.750L40.750W41. LL Con V V 'Dsgn. L* 20.00 ft • ,1 0.120 0.073 16.32 -25.55 25.55 355.42 212.82 1.00 1.00 7.14 146.64 . 97.76 Dsgn.L= 17.00ff ' 2 0.120 0.058 13.83 -25.55 V 25.55 355.42 212.82 1.00 1.00 5.68 146.64 97.76 V 4040.750Lr0.750L.0.750W41, IL Corr V V - V • Dsgn. L= 20.00ff 1 0.140 0.102 25.82 -29.85 29.85 355.42 212.82 1.00 1.00 9.94 146.64 97.76 . ' Dsgn.L 17.00 ft 2 0.140 0.050 6.31 -29.85 29.85 355.42 212.82 1.00 1.00 4.85 146.64 97.76 +040.750Lr40.750L40.750W+Fl, LL Gorr Dsgn. 1= 20.00 ft 1 0.152 0.103 24.77 -32.35 32.35 355.42 212.82 1.00 1.00 10.06 146.64 97.76 V V Dsgn.L = 17.00 ft 2 0.152 0.059 11.48 -32.35 32.35 355.42 212.82 1.00 1.00 5.76 146.64 97.76 V +040.750L40.750S40.750W+H, LL Corn Dsgn. L= 20.00 ft - 1 0.108 0.072 17.32 -23.06 23.06 355.42 212.82 1.00 1.00 7.01 146.64 . 97.76 • Dsgn. L= 17.00 ft 2 • 0.108 0.046 8.39 -23.06 23.06 355.42 212.82 1.00 1.00 4.45 146.64 97.76 - ' +O+0.750L40.750S40.750WH, LL Corn V V - bsgn.L= 20.00 ft . 1 0.120 0.082 20.68 -25.49 25.49 355.42 212.82 1.00 1.00 8.04 146.64 97.76 -t Dsgn. L = 17.00 ft 2 0.120 0.047 7.61 -25.49 25.49 355.42 212.82 1.00 1.00 4.59 145.64. ' 97.76 40-40.750L40.750540.750W4H, LL Corn V Dsgn. 1= 120.00ft 1 0.120 0.082 20.68 -25.49 25.49 355.42 212.82 1.00 1.00 8.04 146,64 97.76 , Dsgn. L= 17.00 It • 2 .0.120 0.047 7.61 -25.49 25.49 355.42 212.82 1.00 1.00 4.59 146.64 97.76 - - s0#0.750Lr40.7501+0.5250E+H, IL Cor • . V ! Dsgn.L = 20.00 It • 1 0.120 0.073 16.32 -25.55 25.55 355.42 212.82 1.00 1.00 7.14 146.64 , 97.76 Dsgn. L= 17.00ff 2 0.120 0.058 13.83 -25.55 25.55 355.42 212.82 1.00 1.00 5.68 146.64 97.76 ;• . 40f0.750Lr40.750L+0.5250E#I, IL Cor - - . - , Dsgn.L 20.00ff 1 0.140 0.102 25.82 -29.85 29.85 355.42 212.82 1.00 1.00 9.94 146.64 97.76 Dsgn. L= 17.00 It 2 0.140 0.050 6.31 -29.85 29.85 355.42 212.82 1.00 1.00 4.85 146.64-. 97.76 -: • +O0.750Lr40.750L45250EH, LL Cor - Dsgn.L 20.00ff. 1 0.152. 0.103 24.77 -32.35 32.35 355.42 212.82 1.00 1.00 10.06 146.64 97.76 _Dsgn. L= 17.00ff 2 0.152 0.059 11.48 -32.35 32.35 355.42 212.82 1.00 1.00 5.76 146.64 . 97.76 A. i 040.750L40.750S40.5250E4H, II Con • 7.01 146.64 Dsgn. L= .20.00 ft 1- 0.108 0.072 17.32 -23.06 23.06 355.42 212.82 1.00 1.00 '- Dsgn. L= 17.00 ft 2 0.108 0.046 8.39 -23.06 23.06 355.42 - 212.82 1.00 1.00 4.45 146.64 97.76 040750 50 0.52 E41, LL Con ' , , V • - Mike Surenant & Associates Tulle: Hoefer Residence Job # 12076 * -- Consulting Structural Engineers Engineer. David Thomjs Project Desc.: Sheet 1- '2 of 9975 Busiriesspark Ave. Suite A San Diego,CA 92131 (858) 693-0757 • * . * •. F: (858) 693-0758 Printed: 25 OCT 2012, 9:38N4 Description: FB-1 •• - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values • Segment Length Span # M V Mmax Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnxlomega Dsgn.L= 20.00 ft. 1 0.120 0.082 20.68 -25.49 25.49 355.42 212.82 1.00 1.00 8.04 146.64 97.76 °Dsgn.L= 17.001t 2 0.120 0.047 7.61 -25.49 25.49 355.42 212.82 1.00 1.00 4.59 146.64 97,76 40+0.750L40.750S-+0.5250E+H, LL Con .,., Dsgn. 1= 20.00ff -1 0.120 0.082 20.68 -25.49 25.49 355.42 212.82 1.00 1.00 8.04 146.64 97.76 Dsgn. L 17.00ff 2 0.120 0.047 7.61 -25.49 25.49 355.42 212.82 1.00 1.00 4.59 146.64 97.76 +0.60D4W-+H Dsgn.L= 20.00 ft 1 0.065 0.043 10.39 -13.84 13.84 355.42 212.82 1.00 1.00 4.21 146.64 97,76 Dsgn.L = 17.00 ft 2 0.065 0.027 5.04 -13.84 13.84 355.42 212.82 1.00 1.00 2.67 146.64 97.76 • +0 60D-+0.70E+1 . ' Dsgn.L= 20.00 ft 1 0.065 0.043 10.39 -13.84 13.84 355.42 212.82 1.00 1.00 4.21 146.64 97.76 • Dsgn.L= 17.00 It ' 2 0.065 0.027 5.04 -13.84 13.84 355.42 212.82 1.00 1.00 2.67 146.64 97.76 OveralIiMximurn Deflections , Unfactored Ioads Load Combination Span Max. - Deft Location in Span Load Combination Max. Deft Location In Span - D+Iitr - 1 0.1667 9.385 0.0000 0.000 D*U...r ' 2 0.0457 10.331 L4.r -0.0250 5.754 P Support notation Far left is #1 Values in KIPS Load Combination Supporti Support Support Overall MAXimum 7.701 19.582 6.365 D Only 4.688 12.618 3.639 -' -. I Only, IL Comb Run (*L) L Only, LL Comb Run (L) • 1.038 1.553 -0.191 . LOnly IL Comb Run (LL) 1.038 . 1.553 -0.191 4 Lr Only, LL Comb Run (L) -0.166 1.380 2.726 Lr Only, LL Comb Run (L) • 1.975 4.032 -0.342 LrOnly,Ll Comb Run (LL) . 1.809 5.411 2.384 I4.r, LL Comb Run (L) . -0.166 1.380 2.726 - 14.r, LL Comb Run (L*) 3.013 5.585 -0.533 . L+Lr, IL Comb Run (LL) • • 2.847 6.964 2.193 D+Lr,lL Comb Run (*L) 4.522 13.998 6.365 - Di&r, LL Comb Run (L*). 6.663 16.649 3.297 D+Lr, LL Comb Run (IL) 6.497 18.029 6.023 - DL, IL Comb Run (*L) 4.688 12.618 3.639 ...... ' . D'4.LL Comb Run (1) ' 5.726 14.171 3.449 DL, IL Comb Run (LL) 5.726 14.171 3.449 D+I4r, LL Comb Run (*1) 4.522 ' 13.998 6,365 • - D*L1{.r LL Comb Run (L*) 7.701 18.202 3.107 .Di-I+Lr, LL Comb Run (LL) 7.535 19.582 5.832 ' 'I. • - • ' • . * . . . . . *__'__''__ :;•.; .-'. , ,'•.•,-• • .4. . . . -•' • '* -.. -,•... , .% ..• -:• - Mike Suiprenant & Associates ' Consulting Structural Engineers - .- 9975 Businesspark Ave. Suite 'A San Diego, CA 92131 .. (858) 693-0757 - F: (858) 693-0758 Title: Hoefer Residence Job # 12076 Engineer: David Thomas Project Desc.: Sheet 'Z-LP of Printed., 25 OCT 2512. 94ON : Description: Calculationsper AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 . Load Combination Set: ASCE 7-05 R E 7 pt , Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi - Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 .:• ....''. ------------------------..................- =t•i D(0 176) 0(0 176) MANLii 975) L(1.038) * * •, - ---- ••v -* - V V EARN Span = 3.0 It Span = 9.50 ft Span = 8.50 It W1Ox68 W10x68 W1Ox68 .. Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 - Uniform Load: 0=0.1760 k/fl, Tributary Width= 1.011 -• :. Load for Span Number 2 Uniform Load: D = 0.1760 k/It, Tributary Width = 1.0 ft Load for Span Number 3 UniformLoad: 0=0.1760k/fl, TributaryWidth=1.0ft PointLoad: 0=4.624, Lr=1.975, L=1.038kt5.50ft ZINN Maximum Bending Stress Ratio = 0.219: 1 Maximum Shear Stress Ratio = 0.092 :1 ' - . . Section used for this span WI 0x68 Section used for this span WI 0x68 Me: Applied 46.678 k-ft Va : Applied 8.958 k Mn/ Omega: Allowable 212.824k-ft Vnl0mega:Allowable 97.760 k Load Combination +0'+0.750Lr'+0.750L-.H, LL Comb Run (L) Load Combination 4040.750Lr40.750L-'H, LL Comb Run (L) - Location of maximum on span 9.500ft Location of maximum on span 9.500 ft - . Span # where maximum occurs Span #2 • Span # where maximum occurs Span #2 Maximum Deflection ;: • Max Downward L+Lr+S Deflection 0.113 in Ratio = 1,804 j Max Upward L+Lr+S Deflection -0.015 in Ratio = 7,729 - Max Downward Total Deflection 0.337 in Ratio = 605 - 1 • Max Upward Total Deflection -0.042 in Ratio = 2699 ( - MaxmuE arc &tres for ad9mbinatios Load Combination - Max Strew Ratios Summary of Moment Values Summary ol Shear Values - Segment Length Span # M V Mmax + Mmax - Ma - Max Max Max/Omega Cb Rm Va Max Vnx Vnxlomega \ - .44) Dsgn. L= 3.0011 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97,76 Dsgn. L= 9.5011 2 • 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L= 8.5011 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 -.D4L'fl-I, LL Comb Run (L) Dsgn. L= 3.0011 ., Dsgn. I = 9.50 ft ,. • Dsgn. L = 8.50 It - 40+141, IL Comb Run (1) Dsgn. L = 3.00 It - - • Dsgn.L 9.5011 osgn.L 8.5011 404+, LL Comb Run (*U) - • Dsgn. I = 3.00 ft Dsgn.L= 9.5011 Dsgn.L = 8.5011 40+141, LL Comb Run (L) DsgnL= 3.0011 1 0.005 0.030 -1.10 1.10 355A2 212,82 1.00 1.00 2 0188 0.079 -0.00 -39.96 39.96 355,42 212.82 1.00 1.00 3 - - 0.188 0.079 -39.96 39.96 355.42 21282 1.00 1.00 1 0,005 0.024 -1,10 1.10 355.42 21282 1.00 1.00 2 0.161 0,069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 3 0.161 0.069 -34.25 3425 355.42 212.82 1.00 1.00 1 0.005 0.030 -1.10 1.10 355.42 212.82 1.00 1.00 2 0.188 0.079 -0.00 -39.96 39.96 355.42 212.82 1.00 1.00 3 0.188 0.079 -39.95 39.96 355.42 212.82 1.00 1.00 - 1- 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2,93 146.64 97.76 7.74 146.64 ' 97,76 7.74 146,64 97.76 2.33 146.64 97.76 6.70 146.64 97.76 6.70 146.64 97.76 2.93 146.64 - 97.76 7.74 146.64 97.76 7.74 146.64 97.76 2.33 146.64 97.76 p. Mike Sumrenant & Associates Consulting Structural Engineers ...9975 Businesspark Ave. Suite - . San Diego, CA 92131 (858) 693-0757 Title: Hoefer Residence Engineer David Thomas Project Desc.: Sheet 1-1 of Job# 12076 • - - - Description: FB-2 ' Lod Combnaon Max Stress Ratios . Summary of Moment Values - Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnxlomega, Dsgn. L= 9.50 It 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 • Dsgn.L 8.50 ft 3 - 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 ' +D-fL-'+l, IL Comb Run (L*L) Dsgn. L= 3.00ff 1 0.005 0.030 -1.10 1.10 355.42 212.82 1.0.0 1.00 2.93 146.64 97.76 , bgri §'.5' Oft 2 0.186 0:079 .0.00 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 Dsgn. L' 8.50 ft 3 0,188 0.079 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 +D4.+H LL Comb Run (LL) - Dsgn, L = 3.00 ft . 1 0.005 0.024 - -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 * Dsgn. I = 9.50 ft 2 0.161 0.069 . -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L= 8.50 ft 3 0.161 0.069 . -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 -+04+4-I LL Comb Run (LLI) - , Dsgn. L= .3.00 It .. 1 0.005 0.030 -1.10 1.10 355.42 212.82 1.00 1.00 2.93 146.64 97.76 Dsgn. L 9.50 ft 2 . 0.188 0.079 -0.00 -39.96 39.96 355.42 212.82 1.00 1.00 7.74 146.64 97.76 ,lgriL78.50ft 3 0.188 • 0.079 -39.96 39.96 355.42 212.82. 1.00 1.00 7.74. 146.64 97.76 • -+04r+H, LL Comb Run (ML) - Dsgn. L = 3.00 ft 1 0.005 0.036 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 Dsgn. L= 9.50 ft ' : 2 0.212 0.089 -0.00 45.11 45.11 355.42 212.82 1.00 1,00 8.67 146.64 97.76 4 Dsgn. L= 8.50 It 3 - 0.212 0.089 45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 -+134r-+H, LL Comb Run (*L*) . Dsgn. L= 3.00 ft , 1 - 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.50 It 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97,76 Dsgn.L= 8.50ff 3' 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 ' 97.76 .+D4-+4-4, LL Comb Run (LL) . . ' - Dsgn. L=. 3.00 ft -- .1 0.005 0.036 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 Dsgn.L= 9.50 ft 2 0.212 0.089 -0.00 45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 +. Dsgn. 1= 8.50 ft 3 0.212 0.089 .45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 * +04-4-4, IL Comb Run (L) . . Dsgn. L= 3.0011 1 0.005 - 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L=. 9.50 It .. •. -- 2' 0.161 0.069 .0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 . Dsgn. L= 8.50 It , 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 • +04r+H, LL Comb Run (LL) Dsgn. 1= 3.00 It .1 0.005 0.036 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 ,Dsgn. L= 9.50 It - . 2 • 0.212 0.089 -0.00 45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 Dsgn. L= 8.50 ft ., 3 0.212. 0.089 45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76' -+D-+Lr+4-I, LL Comb Run (LL) Dsgn. L= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. Lr 9.50 It 2 0.161 0.069 .0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 '- - Dsgn. L=. 8.50 It , 3 ' 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 -+0+Lri-1, LL Comb Run (LLL) . - Dsgn.L=, 3.00 It , 1 0.005 0.036 -1.10 1.10 355.42 212.82 1.00 1.00 3.47 146.64 97.76 .-- . Dsgn. L= 9.50 It . . 2 0.212 0.089 -0.00 -45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 Dsgn. 1= 8.5011 3 '0.212 0.089 45.11 45.11 355.42 212.82 1.00 1.00 8.67 146.64 97.76 +0+S+H • , -, Dsgn. L= 3.00 ft ' - 1 0.005 0.024 ' -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. C= 9.50 ft , - 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L= 8.50 ft ' 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 • -'-D+0.750Lr40.7501-+H, IL Comb Run ( ,( Dsgn. 1= 3.00 ft 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 - 97.76 0sgn.L= 9.50ff 2 0.219 0.092 -0.00 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 - Dsgn. L= 8.50 ft * 3 0.219 0.092 -46.68 46.68 355,42 212.82 1.00 1.00 8.96 146.64 ., 97.76 - - -+0-.0.750Lr-+0.750L-+4-I, LL Comb Run (* Dsgn.L 3.00 ft .,', 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn.L 9.5011 2 • - 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 •- Dsgn.L 8.50ftT - 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 -97.76 • . -+0+0.750Lr0.750L-+H, LL Comb Run ( Dsgn. 1= 3.00ff ,. 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn. L= 9.5011 . - 2 0.219 0.092 -0.00 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 • ' Dsgn. L= 8.50 ft - 3 0.219 0.092 - 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 ' - 97.76. +04.750Lr+0.750L-+H, LL Comb Run (I ' - Dsgn.L= 3.0011 - - 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 - . - Dsgn. I = 9.5011 - 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 - - 97.76 DSgn.L 8.50 It .3 0.161 • 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 - 97.76 -+0+0,750Lr40.750L-'H, LL Comb Run (I - Dsgn.I =3.00 It * 1 0.005 - 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 - .97.76 Dsgn.L = 9.5011 - 2 - 0.219 0.092 -0.00 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 7 - Dsgn. 1= • 8.50 It . - 3 - 0.219 0.092 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 - +0-+0.750Lr-+0.7501-+H, LL Comb Run (I Dsgn. 1= 3.00 It 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 , - 97.76 ' ' , Dsgn. 1= 9.50ff -- - 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 - 97.76- - •1_• - • • • - - - (• 1L Mike Suprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite A' . San Diego, CA 92131 (858)693-0757 t 4.- ,- - Title: Hoefer Residence Engineer David Thomas Project Desc.: Sheet '14 of Job# 12076 . Description: FE-2 Load Combination . Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Max MnxlOmega Cb Rm Va Max Vax Vax/Omega Dsgn.L= 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 21282 1.00 1.00 6.70 146.64 97.76 4O-+0.750Lr+0.750L4H, LL Comb Run (L -. • Dsgn.L= 3.09ft 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 - Dsgn. L = 9.50 ft 2 0.219 0.092 -0.00 .46.68 46.68 355.42 212.82 1.00 1.00 8.95 146.64 97.76 Dsgn.L= 8.50 ft 3. 0.219 0.092 -46.68 46.68 355,42 212.82 1.00 1.00 8.95 146.64 97.76 -'040.750L40.750S4H, LL Comb Run ( Dsgn.L= 3.00ft 1. 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn.L= 9.50 ft 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 - Dsgn .'L= 8.50 ft 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 . 400.750L0.750S4H, LL Comb Run (1 - Dsgn. L = 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn.L= 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.. L, 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 -'040.750L40.750S-.H, LL Comb Run (1 Dsgn. L= 3.00 ft - 1 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn. L= 9.50 ft 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn. L=.&50 ft - 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 +O-0.750L-+0.750S4l, LL Comb Run (1' -- Dsgn.L= 3.00 ft - 1 0.005 0.024 1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn.L= 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 'Dsgn. L= 8.50 ft -. 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 -1•- ' 40+0.7501-40.750S-*1, LL Comb Run (L' Dsgn. L= 3.00 ft 1 0.005 . 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn.L= 9.50 ft 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn. L= 8.50 ft 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 -.0-'0.750L40.750S-'H, LL Comb Run (U - - - Dsgn.L= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= . 9.50 ft r 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 DsgnL= 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76- - *0+0.750L40.750S#I, IL Comb Run (LI Dsgn.L= 3.00 ft - 1 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 -. ._ Dsgn. I = 9.50 ft 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 r Dsgn. L= 8.50 ft 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 #0+W+H Dsgn. L= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 ;'Dsgn. L= 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn.L= 8.50 ft 13 - 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 ,-' +0+0,70E41 - - , - Dsgn.L=. 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 'Dsgn. L= 9.50 ft 2 0.161. 0.069 -0.80 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 - " Dsgn.L= 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 - - ' -lO-+0.750Lr-'0.750L40.750W4H, IL Con. - - • '. Dsgn. L=. 3.00 ft 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 . Dsgn.L= 9.50 ft • 2 0.219 0.092 -0.80 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 . Dsgn. L= 8.50 ft - 3 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 .97.76 ••• 4D-.0.750Lr40.7501.40.750W41, LL Con Dsgn.L= 3.00 ft • 1 0.005 0.024 4.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 * Dsgn. L= 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 't Dsgn.L= 8.50 ft . - 3 0.161 0.869 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 -.D-0.750Lr-.0.750L40.750W-+H, LL Cory . • . - Dsgn.L= 3.00 ft - • 1 . 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 ' - Dsgn.L= 9.50ft - 2 0.219 0.092 -0.00 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 Dsgn. L= 8.50 ft 3 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 4. -.D*0.750Lr-0.750L-+0.750W-.H, LL Con • - -. Dsgn.L= 3.00 ft 1 - 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 - - Dsgn.L= 8.50 ft 3 0.161 0.869 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 .- 97.76 . - +D40750Lr+0.750L-+0.750W-*t, LL Con - - Dsgn.L= 3.00 ft 1 • 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 - Dsgn.L= 9.50 ft 2 0.219 0.092 -0.00 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 - Dsgn. L= 8.50 ft 3 0.219 0.092 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 - 97.76 4040.750Lr-+0.750140.750W4f, LL Con - •. ' ,. Dsgn.L= 3.00ft .1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 - • :Dsgn.L= 9.50 ft 2 • 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L= 8.50 ft ' 3 0.161 0.069 -3425 '34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 40407501r40.7501-.0.750W-*I, IL Con , • r, Dsgn.L= 3.00 ft - 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn. L= 9.50 ft 2 0.219 0.092 -0.00 46.68 4&68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 ' Dsgn.L= 8.50 ft : 3 - 0.219 0.092 -46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 ' 97.76 - - •'. Mike Sunant & Associates Consulting Structural Engineers - ..: - 9975 Businesspark Ave. Suite A' San Diego, CA 92131 - . ., ... (858) 693-0757 Title: Hoefer Residence Engineer: David Thomas Project Desc.: Sheet 2 t of Job# 12076 * - Description: FB-2 - Load Combination . Max Stress Ratios Summary of Moment Values Summary ol Shear Values ip Segment Length . Span# M V Mmax+ Mmax- Ma - Max Mnx MnxiOrnega Cb Rm Va Max Vnx VnxIOrne9a - . 30+0.750L+0.750S40.750W-ffl, LL Corn . Ds9n.L= 3.00 It 1 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 - Dsgn. L= 9.5011 - 2 0.181 0.076 -0.00. -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn.L= 8.50f1 . 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 +040.750L+0.750S4.750W41, LL Corn Dsgn. L = 3.00 It 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L = 9.50 ft 2 0.161 0.069 -0.00 -34.25 34.25 . 355.42 212.82 1.00 1.00 6.70 146.64 97.76 -. Dsgn. L 8.50 ft . 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 - +D*13.750L..750S+0.750W4j IL Corn - . .. Dsgn. L= 3.00 ft - 1 0.005 . 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn. L= 9.50 It 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn. I = 8.50 It 3 - 0.181 - 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 +D40.750L40.750S40.750W4H, IL Corn Dsgn L= 30011 1 0.005 0.024 110 110 35542 21282 100 100 233 14664 9776 • Dsgn. L 9.50 ft . 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L= 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +D#0.750L+0750S'0.750W41, LL Corn Dsgn. L= 3.0011 1 - 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn. L= 9.50 It 2, 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 4 Dsgn. L= 8.5011 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 0+0.750L40.750SI0.750W4f, LL Corn - Dsgn. L= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.501t 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L= 8.5011 . 3 - 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 * 40-+0.750L40.750S40.750W-+H, LL Corn Dsgn. L= 3.00 ft - 1 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 - 97.76 L= 9.5011 . 2 .,Dsgn. 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64: 97.76 . Dsgn. L= 8.50 ft - 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 - 97.76 - -4040.750Lr-40.750L-#0.5250E-+H, IL Car - . . Dsgn. L=. 3.00 ft . 1 0.005 .0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn. L= 9.50 It • . 2 0.219 0,092 -0.00 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 Dsgn, L= 8.5011 3 0.219 0.092 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 - 97.76 " 3 +0+0.750Lr.0.750L#0.5250E#H, LL Car . - Dsgn.L 3.0011 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.5011 . 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 - . . Dsgn. L= 8.50 It 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 +0+0.7501-r-4750145250E+H, LL Car Dsgn. L= 3.00 It 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn. L= 9.50 ft 2 - - 0.219 0.092 -0.00 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 .97.76 Dsgn. L= 8.50 ft • 3 0.219 0.092 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 +040.750Lr40,7501+0.5250E'+I, LL Cot - -J. .. Dsgn. L= 3.0011 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 - Dsgn. L= 9.50f1 3 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 - 97.76 Dsgn. L= 8.5011 3 . 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 - - • +D+0.750Lr-'0.750L+0.5250E+H, LL Cot - Dsgn.L= 3.00ft 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 .97.76 - Dsgn:L= 9.50ft 2 0.219 0.092 -0.00 46.66 46.68 355.42 212.82 1.00 1.00 8.96 146.64 . 97.76 s Dsgn. L= 8.50 It 3 0.219 0.092 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 • 4040.750Lr40.750L40.5250E4H, LL Cot - ' Dsgn. L = 3.00 It 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 * - -' Dsgn. L= 9.5011 - 2 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76. * Dsgn. 1= 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 - - . ,. +D40.750Lr.0.750L40.5250E#H, LL Car 7 .. Dsgn.L = 3.0011 1 0.005 0.037 -1.10 1.10 355.42 212.82 1.00 1.00 3.64 146.64 97.76 Dsgn. L = 9.50 ft 2 0.219 0.092 -0.00 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 - DSgn.L = 8.50 ft 3. 0.219 0.092 46.68 46.68 355.42 212.82 1.00 1.00 8.96 146.64 97.76 * - . 40#0.750L$0.750S-+0.5250E+H, LI. Con . Dsgn. L= 3.00 ft 1 0,005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn. L = 9.50 ft 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 - . 97.76 Dsgn. L= 8.50 ft 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 4 97.76 - fj40.750L.0.750S-.0,5250E41, LL Con . - . Dsgn. L= 300ft . .1 . 0.005 • 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.50 ft 2 , 0.161 0.069 -0.00 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 -• Dsgn. L= 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 400.750Ls0.750S*0.5250E4H, LL Con. - • Dsgn. L= 3.00 ft 1 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 - Dsgn. l= 9.5011 - 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 . Dsgn.L= 8.50 It . 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 40-+0.750L-.0.750S+0.5250E-*i, IL Con . • . .,., . - • . 4 r Mike Surprenant & Associates Title: Hoefer Residence Job # 12076 ._... " Consulting Structural Engineers - Engineer: David Thmas of '' •-j- 9975 Businesspark Ave. Suite Project Desc.: Sheet San Diego, CA 92131 '-' -. .. (858) 693-0757 . - " '• F: (858) 693-0758 P0nled 25 OCT 2012, 9:40PJi Description: FB-2 Load Combination Max Stress Ratios ' Summary of Moment Values - Summary of Shear Values Segment Length Span # M V Mmax + Mrnax - Ma - Max Mnx Mnx!0rnega Cb Rm Va Max Vnx VnxiOmega - Dsgn.L = 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 1.00 2.33 146.64 97.76 Dsgn. L= 9.50 It 2 0.161 0.069 -0.00 -34.25 34.25 355.42 .212.82 1.00 1.00 6.70 146.64 97.76 Dsgn. L= 8.50 ft 3 0.161 0.069 -34.25 34.25 355.42 212.82 1.00 1.00 6.70 146.64 97.76 4'040.750L40.750S90.5250E-+H, LL Con Dsgn.L = 3.00 It 1 0.005 0.028 -1.10 1.10 355.42 212.82 1.00 1.00 2.78 146.64 97.76 Dsgn.L = 9.50 It 2 0.181 0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn. L= 8.50ff 3 0.181' 0.076 -3853 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 - 'D+0.7501-.0.750S40.5250E41. LL Con 'Dsgn. L= 3.00 ft 1 0.005 0.024 -1.10 1.10 355.42 212.82 1.00 .1.00 2.33 146.64 97.76 Dsgn. Lr 9.5011 ' 2 0.161 0.069 -0.00 -34.25 3425 355.42 212.82 1.00 1.00 6.70 146.64 97.76 - Dsgn. L = 8.50 it 3 0.161 0.069 -34:25 34.25 355.42 212.82 1.00 1.00 ' . 6.70 146.64 97.76 - . . 4040.7501-40.750S405250E41-1, LL Con Dsgn.L= 3.00 it 1 0.005 0.028 -1.10 ' 1.10 355.42 ' 212.82 1.00 1.00 , 2.78 146.64 97.76 Dsgn. L= 9.50 It 2 0.181 '0.076 -0.00 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 Dsgn. L = 8.50 It - 3 0.181 0.076 -38.53 38.53 355.42 212.82 1.00 1.00 7.48 146.64 97.76 * •' 40.60D+W4H ,Dsgn. L= 3.00 ft ' 1 0.003 0.014 -0.66 0.66 355.42 212.82 1.00 1.00 1.40 146.64 97.76 Dsgn. L= 9.50 It 2 0.097 0.041 -0.00 -20.55 20.55 355.42 212.82 1.00 1.00 4.02 146.64 97.76 - - - Dsgn. L = 8.50 it 3 0.097 0.041 -20.55 20.55 355.42 212.82 1.00 1.00 4.02 146.64 . 97.76 ' 40.60D40.70E4H Dsgn. 1= 3.00 it 1 0.003 0,014 -0.66 0.66 355.42 212.82 1.00 1.00 1.40 146.64 97.76 Dsgn. L= 9.50ff 2 0.097 0.041 -0.00 ' -20.55 20.55 355.42 212,82 1.00 1.00 4.02 146.64 97.76 'Dsgn. L= 8.5011 3 0.097 0.041 -20.55 20.55 355.42 212.82 1.00 1.00 4.02 146.64 97.76 Load Combination ' Span Max.,'-" Dell Location in Span Load Combination Max. '+" Deli Location in Span D-'t4Lr 1 0.0345 0.000 - 0.0000 0.000 - . 2 0.0000 0.000 D+14.r . -0.0422 5.532 D-t4s 3 0.3373 8.500 0.0000 5.532 Support notation Far left is #1 Values in KIPS Load Combination . ' Support I . Support Support Support Overall MAXimum -3342 16.105 0 Only . -1.598 11.348 L Only, LL Comb Run (L) .' -0.601 1.639 ' L Only, IL Comb Run (*i*) L Only, LL Comb Run (1L) - .0.601 1.639 . L Only, LL Comb Run (Lu) ' - L Only. II Comb Run (LL) -0.601 - 1.639 - •- , L Only, LL Comb Run (11*) ' - L Only, LL Comb Run (LLL) - -0.601 1.639 - Lr Only, U Comb Run (L) . -1.143 3.118 Lr Only, IL Comb Run (L1 - 'Lr Only, LL Comb Run (LL) . -1.143 3.118 '..- Lr Only, LL Comb Run (L') Lr Only, LL Comb Run (L*L) - -1.143 3.118 - Li Only, IL Comb Run (Li') ._ , . ' IrOnly, IL Comb Run (LLL) . ' -1.143 3.118 L4r, LL Comb Run ('L) -1.744 4.757 - L-+Ir, IL Comb Run (L) • L+Lr, LL Comb Run (11..) -1.744 4.757 L-+t.r, IL Comb Run (L) L4r,LL Comb Run (L'L) • -1.744 4.757 • , , L+Lr, LL Comb Run (LL) ' . . • • L+r,LL Comb Run (LLL) -1.744 4.757 . '-, D+Lr, LL Comb Run (DL) -2.741 14.466 r D-tr,LL Comb Run (L) - -1.598 11.348 D"t.r, LL Comb Run (*LL) - -2.741 14.466 - - D-+Lr, LL Comb Run (L**) ' -1.598 11.348 - ' D+Lr, IL Comb Run (L'L) , -2.741 14.466 - D.tr,IL Comb Run (IL*) -1.598 11.348 - - . . - D+Lr, LL Comb Run (LLL) - -2.741 14.466 . D-iL,IL Comb Run (L) . ' -2.199 - 12.987 '. D-'{.,LL Comb Run (L , ' -1.598 11.348 D-4., IL Comb Run (*1.1) - ' -2.199 12.987 ' D-+L,LLCombRun(L') . -1.598 11.348 Mike Surenant&Associates Title: Hoefer Residence Job# 12076 . - Consulting Structural Engineers Engineer: David Thomas ;. 9975 Businesspark Ave. Suite Project Desc.: Sheet ' of San Diego, CA 92131 (858) 693-0757 F:(858)693-0758 Pñnted25 OCT 2012. 9:40AM Description: FB-2 MAN Support notation: Far left Is #1 Values in KIPS Load Combination Support Support Support Support4 Dii, LI Comb Run (UL) -2.199 12.987 Dii, LL Comb Run (LL) - -1.598 11.348 • Dii, LL Comb Run (LLL) -2.199 1 Z987 .- D+L+Lr, LL Comb Run (DL) -3.342 16.105 - D4-ir, LL Comb Run (*L*) -1.598 11.348 D+i-iir, IL Comb Run (L1) -3.342 16.105 . DiL-+{.r, IL Comb Run (Lu) -1.598 11.348 0-iL-sir, IL Comb Run (LL) -3.342 16.105 -. D4.4.r, IL Comb Run (LL) -1.598 11.348 D+L+Lr, IL Comb Run (ILL) -3.342 16.105 - 4- -4 - •- . -. r' - - . - • 4 ,- - -.• 4 - i •• -- 4 .4 • . • - • ¶ . 4 • • --4... •'. Mike Surprenant & Associates .. Consulting Structural Engineers - 9975 Businesspark Ave. Suite A - San Diego, CA 92131 - . .. (858) 693-0757 Title: Hoefer Residence Engineer: David ThRmas Project Desc.: Sheet 2- of Job# 12076 Description: FB-3 - Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 - Analysis Method: Allowable Strength Design . Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending - Load Combination ASCE 7-05 I • 'j .• - D(O.07)L(O.O8) - F D(-342) D(O.571)Lr ,O.22)L(0.2) - fl(fl 47)1 ( 4R)fl(1 fl( 6q ,1 r3.699) ONE Span = 10 ft Span = 24.50 ft - W1Ox68 WlOx68 I. ke Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads - • Load for Span Number I Uniform Load : D=0.5710,.Lr=0.220, L=0.2oklft, Tributary Width= loft . Point Load: D = -3.342k i5 0.0 It - Load for Span Number 2. Uniform Load 0=0.350, Lr=0.280k/ft Extent =0.0->>19.0ft, Tributary Width =1.Oft • . 4 Uniform Load D=0.070, L=0.080k1ft, Extent =0.0->>8.0Ill, Tributary Width =1.0ft - Point Load: D=0.420, L = 0.480 k 4.0 ft - Point Load: D=l.181, L=1.350k8.0ft Point Load: D = 3.699, Lr = 3.699 k Ø 19.0 ft Maximum Bending Stress Ratio = 0.335: 1 Maximum Shear Stress Ratio = 0.134: 1 ' Section used for this span WI 0x68 Section used for this span WI 0x68 • .. 4.> .' Me: Applied - 71.369k-ft Va:Applied 13.139 k Mn! Omega: Allowable • 212.824k-ft Vn!Omega Allowable 97.760 k -. . Load Combination 404.r-*l, LL Comb Run (4L) Load Combination l040.750Lr40.750L44, LL Comb Run (LL) Location of maximum on span 13.758ft Location of maximum on span 12.500 ft Span # where maximum occurs Span #2 Span # where maximum occurs Span # I ' ,••-.: Maximum Deflection Ratio = Max Downward L+Lr+S Deflection 0.701 in . Max Upward L+Lr+S Deflection • -0.586 in Ratio = -. 427 511 Max Downward Total Deflection 0.765 in Ratio = 384 Max Upward Total Deflection • -1.215 in Ratio = 247 &)f6fLnaØ9 Load Combination . Max Stress Ratios Summary of Moment Values Summary of Shear Values -• ' •. . • Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mrwlomega Cb Rm Va Max Vnx Vnxlornega Dsgn.L- 12.50ff - 1 -. - • Dsgn. L= 24.50 it 2 - 40414+1 LL Comb Run (AL) -. Dsgn. L = 12.50 ft 1 - 'Dsgn.L = 2450 It - 2 , D4t4H, IL Comb Run (L) Dsgn. L= 12.50ft 1 . -,. Dsgn. L= 24.50 It 2 - - -. 40+{4H, LL Comb Run (LL); - Dsgn. L= 12.50 It 1 - - Dsgn. L = 24.50 it 2 +D-4-- LL Comb Run (*L) , r- I - . • Dsgn. L = 12.50 It 1 Dsgn. I = 24.50 it 2 -s-O+Lr-.H, IL Comb Run (1*) L1- 0.041 0.079 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 7.68 146.64 97.76 0.196 0.079 41.69 .8.15 41.69 355.42 212.82 1.00 1.00 7.68 146.64 97.76 - 0.041 0.097 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 9.53 146.64 97.76 0.231 0.097 49.20 -8.15 49.20 355.42 212.82 1.00 1.00 9.53 146.64 . 97.76 0.112 0.085 6.65 -23.76 23.78 355.42 212.82 1.00 1.00 8.32 146.64 97.76 0.164 0.085 34.98 -23.78 34.98 355.42 212.82 1.00 1.00 6.32 146.64 97.76 0.112 0.104 6.65 -23.78 23.78 355.42 212.82 1.00 1.00 10.17 146.64 97.76 0.195 0104 41.54 -23.78 41.54 355.42 212.82 1.00 1.00 10.17 146.64 97.76 0.041 0.120 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 11.77 146.64 97.76 0.335 0.120 71.37 -8.15 71.37 355.42 212.82 1.00 1.00 11.77 146.64 97.76 Mike Surenant & Associates Consulting Structural Engineers - 9975 Businesspark Ave. Suite 'A' San Diego, CA 92131 4. . - •. (858) 693-0757 Title: Hoofer Residence Job # 12076 Engineer: David Thomas Project Desc.: Sheet 3' 3' of_____ Description: FB-3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # , M - V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnxi0mega Dsgn.L= 12.50ff - 1 0.119 0.086 6.50 -25.34 25.34 355.42 212.82 1.00 1.00 8.39 146.64 97.76 Dsgn. L= 24.50 It 2 0.161 0.086 34.36 -25.34 34.36 355.42 212.82 1.00 1.00 8.39 146.64 97.76 +O+Lr+H,LL Comb Run (LL) Dsgn. L = 12.50 ft. 1 0.119 0.128 6.50 -25.34 25.34 355.42 212.82 1.00 1.00 12.47 146.64 97.76 Dsgn.L = 24.50 ft 2 0.302 0.128 64.19 -25.34 64.19 355.42 212.82 1.00 1.00 12.47 146.64 97.76 +o+S+H Dsgn.L= 12.50 ft 1 0.041 0.079 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 7.68 146.64 97.76 Dsgn. L= 24.50 It 2 . 0.196 0.079 41.69 -8.15 41.69 355.42 212.82 1.00 1.00 7.68 146.64 97.76 4040.750lJ40.750L+H, LL Comb Run (* Dsgn. L = 12 50 It 1 0.041 0.124 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 12.13 146.64 97.76 Dsgn.L= 24.50 It 2 0.325 0.124 . 69.17 . -8.15 69.17 355.42 212.82 1.00 1.00. 12.13 146.64 97.76 • 'D+O.750Lr40.750L4H, LL Comb Run (L - Dsgn,L = 12.50 It 1 0.154 0.089 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 • Dsgn.L = 24.50 It 2 0.154 0.089 • 31.56 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 'O+0.7501-r40.7501-41, LL Comb Run (I . . Dsgn.L= 12.50ff 1 0.154. 0.134 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 13.14 146.64 97.76 0.274 0.134 58.36 - Dsgn.L= 24.50 ft . . 2 -32.76 58.36 355.42 212.82 1.00 1.00 13.14 146.64 97.76 4040.750140.750S+H, LL Comb Run ('L Dsgn.L= 12.50 It 1 0.041 0.093 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 9.07 146.64 97.76 Dsgn.L= 24.50ff 2 0.222 0.093 47.24 .8.15 47.24 355.42 212.82 1.00 1.00 9.07 146.64 97.76 44J+0.750L40.750S4H, IL Comb Run (12 . • Dsgn. L= 12.50 ft 1 0.093 , 0.083 7.08 -19.87 19.87 355.42 212.82 1.00 1.00 8.16 146.64 97.76 Dsgn.L= 24.50 It 2 0.172 0.083 36.57 -19.87 36.57 355.42 212.82 1.00 1.00 8.16 146.64 97.76 +O+0.7501-40.750S#1, LL Comb Run (U Dsgn.L= 12.50 It 1 0.093 0.098 7.08 -19.87 19.87 355.42 212.82 1.00'1.00 9.55 146.64 97.76, Dsgn. L= 24.50 It 2 0.195 0.098 41.58 -19.87 41.58 355.42 212.82 1.00 1.00 9.55 146.64 97.76 404W4H Dsgn. L = 12.50 It 1 0.041 0.079 8.7.4 -8.15 8.74 355.42 212.82 1.00 1.00 7.68 146.64 97.76 Dsgn, L= 24.50 It •' 2 0.196 0.079 41.69 .8.15 41.69 355.42 212.82 1.00 1.00 7.68 146.64 97.76 . . Dsgn. I = 12.50 It , 1 0.041 0.079 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 7.68 146.64 97.76 - Dsgn.L = 24.50 ft . 2 0.196 0.079 41.69 .8.15 41.69 355.42 212.82 1.00 1.00 7.68 146.64 97.76 • +O40.750Lr40.750L+0.750W+4i, LL Cory . . Dsgn.L= 12.50 It 1 0.041 0.124 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 12.13 146.64 97.76 Dsgn.L= 24.50 ft 2 0.325 0.124 69.17 .8.15 69.17 355.42 212.82 1.00 1.00 12.13 146.64 97.76 - . 4D+0.750Lr40.750L.0.750W*l, LL Corr Dsgn. L = 12.50 It - 1 0.154 0.089 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 Dsgn.L= 24.50 ft 2 0.154 0.089 31.56 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 4O40.750Lr40.750L40.750+44, LL Corr - Dsgn.L= 12.50 It 1 0.154 0.134 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 13.14 146.64 97.76 Dsgn.L= 24.50 ft 2 • 0.274 0.134 58.36 -32.76 58.36 355.42 212.82 1.00 1.00 13,14 146.64 97.76 . . - 4040.750L10.750S+0.750W+H, LL Corn 4 Dsgn.L= 12.50ff 1 0.041 0.093 8.74 -8.15 8.74 355.42 212.82 1.00 1.00 9.07 146.64 97.76 Dsgri. L= 24.50 ft, .2 0.222 . 0.093 47.24 .8.15 47.24 355.42 212.82 1.00 1.00 9.07 146.64 .97.76 s'O.0.750L90.750S*0.750W41, Li Corn Dsgn.L= 12.50 It 1 0.093 0.083 7.08 -19.87 19.87 355.42 212.82 1.00 1.00 8.16 146.64 97,76 Dsgn. I 24.50 It . 2 0.172 0.083 36.57 -19.87 36.57 355.42 212.82 1.00 1.00 8.16 146.64 - 97.76 4O+0.750L40.750S'40.750W'H, LL Corn Dsgn. 1= 12.50 ft 1 0.093 0.098 7.08 -19.87 19.87 355.42 212.82 1.00 1.00 9.55 146.64 97,76 . ' Dsgn.L= 24.50 It . 2 0.195 0.098 41.58 -19.87 41.58 355.42 212.82 1.00 1.00 9.55 146.64 - 97,76 #D40.750Lr40.750L40.5250E+H, LL Cor . Dsgn.L= 12.50 It 1 0.041 0.124 8.74 .8.15 8.74 355.42 212.82 1.00 1.00 12.13 146.64 97.76 Dsgn. L= 24.50 It 2 0.325 0.124 69.17 -8.15 69.17 355.42 212.82 1.00 1.00 12.13 146.64 97.76 -+D40.750Lr40.750140.5250E41, LL Car - - Dsgn. L= 12.50 It ' - 1 . 0.154 0.089 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76 4 Dsgn. Lr 24.50 It 2 0.154 0.039 31.56 -32.76 32.76 355.42 212.82 1.00 1.00 8.69 146.64 97.76..' 4040.750Lr40.750140.5250E4t, LL Cor . • Dsgn. L: 12.50 ft 1 0.154 0.134 5.85 -32.76 32.76 355.42 212.82 1.00 1.00 13.14 146.64 97.76 Dsgn. 1= 24.50 It 2 ' 0.274 0.134 58.36 -32.76 58.36 355.42 212.82 1.00 1.00 13.14 146.64 - 97.76 ' 4040.750L40.750S40.5250E1-H, IL Con Dsgn. L= 12.50 It 1 , 0.041 0.093 8.74- .8.15 8.74 355.42 212.82 1.00 1.00 9.07 146,64 97.76 Dsgn.L= 24.50 ft 2 0.222 0.093 47.24 -8.15 47.24 355.42 212.82 1.00 1.00 9.07 146.64 97.76 -+040,750L.60.750S40.5250E#l, LL Con - Dsgn.L= 12.50 ft ' 1 0.093 0.083 7.08 .19.87 19.87 355.42 212.82 1.00 1.00 8.16 146.64 97.76 . Dsgn.L= 24.50ff 2 0.172 0.083 36.57 -19.87 36.57 355.42 212.82 1.00 tOO 8.16 146.64 97.76 -+040.750L40.750S-.0,5250E41, LL Con . . . '. Dsgn. 1= .12.50 It . • I . 0.093 0.098 7.03 -19.87 19.87 355.42 212.82 1.00 1.00 9.55 146.64 97.76 - - - . Dsgn. L= 24.50 It 2 0.195 0.098 41.58 -19.87 41.58 355.42 212.82 1.00 1.00 9.55 146.64 , 97.76 -+0.60D+W41 •-• . . Mike Sumrenant & Associates Title: Hoefer Residence Job # 12076 Consulting Structural Engineers Engineer. David Thonias • 9975 Businesspark Ave. Suite W - Project Desc.: Sheet 3i of San Diego, CA 92131 • - - . (858) 693-0757 F: (858) 693-0758 Pñntet 25 OCT 2012, 9:35AM IN . Description: FB-3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx!Omega Cb Rrn VaMax Vnx VnxlOmega Dsgn. L= 12.50 ft 1 0.025 0.047 5.24 -4.89 5.24 355.42 212.82 1.00 1.00 4.61 146.64 97.76 Dsgn. L= 24.50 It 2 0.118 0.047 25.02 4.89 25.02 355.42 212.82 1.00 1.00 4.61 146.64 97.76 40.60D40.70E41 -. Dsgn. L= 12.50 It - 1 0.025 0.047 5.24 -4.89 5.24 355.42 212.82 1.00 1.00 4.61 146.64 97.76 Dsgn. L = 24.50 ft 2 0.118 0.047 25.02 -4.89 25.02 355.42 212.82 1.00 1.00 4.61 146.64 97.76 Load Combination Span Max. - Dell Location In Span Load Combination Max. "4 Dell Location in Span - 1 0.0000 0.000 D4L-fLr -1.2146 0.000 '. . D-+U'{s 2 0.7648 12.438 0.0000 0.000 Support notation Far left rs#1 - Values in KJPS - Load Combination Support I Support 2 Support 3 Overall MAXimum - 24.854 12.049 D Only 12.330 6.494 L Only, LL Comb Run (*1) 1.846 0.624 . L Only, LL Comb Run (L') 3.138 -0.638 • L Only, LL Comb Run (LL) 4.984 -0.014 Lr Only, LL Comb Run (*L) 4.088 4.931 Ir Only, IL Comb Run (1-1 3.452 -0.702 - Lr Only, LL Comb Run (LL) - 7.539 4.230 L-+Lr, IL Comb Run (L) 5.934 5.555 ' I+Lr, LL Comb Run (L) 6.589 -1.339 - L-+Lr, IL Comb Run (LL) . 12.523 4.216 D-#Lr,IL Comb Run (L) 16.416 11.425 D-tr, LL Comb Run (L) - , 15.782 5.792 D4r,LL Comb Run (LL) 19.870 10.724 - D+L, IL Comb Run (IL) - - 14.177 7.118 . - . D.4LLL Comb Run (L*) . 15.468 5.856 0-i-U, IL Comb Run (LL) 17.315 6.480 ' -D -+L4.r, IL Comb Run (*L) . 18264 12.049 D4-+Lr, IL Comb Run (1) 18.920 5.155 - D-'-L-'tr, LL Comb Run (LL) , • 24.854 10.710 , . ,.. r. - S . S .5 S •, • - - . -S. - - _I - -- - - - - . - . . -. ., - . - - S . . - -• . •. - • - .-. MIKE SURPRENANT .,. & ASSOCIATES - - - •, : - Consulting Structural Engineers JOB______ SHEET NO._. CALCULATED CHECKED BY. SCALE OF— DATE LEVEL: -t- oP_ __• MEMBERS: LABEL: F--4 SPAN= T. 0 UNIFORM LOAD POINT LOAD (CENTERED) CUSTOM WADING (SEE DIAGRAM) W1=fP)( f )(oo 1>L4 W2=(150 4c2 Pc RL=Pi =jct,Io(_j - ______lbs RR lbs - Vax =1tPi5 lbs E = ZOi2O ksj . MMAX=l"IJ5OO_ft-lbs EREQ'D = — jfl4 USE:'/1 y3 •1 5ILGRADE: Ai' C:______ ALT: GRADE: C:_______ . LABEL: F SPAN= 0- VF. P 0 UNIFORM WAD . 0 POINT LOAD (CENTERED) CUSTOM LOADING (SEE DIAGRAM) ; - V =(lcDI'$p)(k( (/+ .P._=tt,o4° •4(.J E= (wP)() (13 ,c.)-r ;o -(t-33 , g9-o L, RL='lbs R=' 4 lbs p4 4j(f3 3/)-i-5o04- 1,tI L14. V M A X = '66 0 lbs E _ksi Mx = )1D (D(D ft-lbs IQo = in4 USE: li~Y.CkP 5TLGRADE: ^C1 17- C:______ ALT: GRADE: C: * .3 LABEL: -Lp' SPAN=3n. 0 UNIFORMLOAD -. POINT LOAD (CENTERED) I A (tC P.sr-Y(4) V3fi) + CUSTOM WADING (SEE DIAGRAM) L..I 4. Wl v)13.c) +-( ic P)(" ft øPLf1(to )(ic) -k ,- U" P2 7,oi( _t)r&c p),)i-(4o F' LP kYJ( '1,4'5_lbs RR=ZI.951lbs 10 VMAX =Zy2c lbs E =Z,cc,a ksi MMAX= ,%'D ft-lbs IRaQ'D = —, in4 bSE: \fj \D% '' -GRADE: Au 1 C:______ ALT: .GRADE: C:______ - - - .----• - ., S - 3 -- 3. •• t 4. 1 3 -4- -• Mike Surprenant & Associates Title: Hoefer Residence Job # 12076 Consulting Structural Engineers Engineer: David Thomas 9975 Businesspark Ave. Suite A Project Desc.: Sheet_ of______ San Diego, CA 92131 (856) 693-0757 - F: (858) 693-0758 Pin1ed 25 OCT 21)1 2. 952Nl Lffava&uly =8- 100 Description: FB4 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 - Load Combination Set: ASCE 7-05 iA MR MM Analysis Method: Allowable Strength Design - Fy : Steel Yield: 50.0 ksi -: Beam Bracing: Completely Unbraced E Modulus: 29,000.0 ksl , Bending Axis: Major Axis Bending Load Combination ASCE 7-05 • . I 0(0.21) 1(0.24) - 0(11.348) Lr3.1 18) L(1. 639) D 028) 1(0 32) D(0j4z) * - p - Span = 26.50 It X W12x72 . Service loads entered. Load Factors will be applied for calculations. - . Beam self weight calculated and added to loads - Load for Span Number I Uniform Load: D = 0.0350, L = 0.040 ksf, Extent = 6.0 ->> 18.50 ft Tributary Width = 8.0 It Uniform Load: D = 0.0350, L = 0.040 ksf, Extent = 18.50->> 26.50 ft, Tributary Width = 6.0 ft - Point Load: 0 = 11.348, Li = 3.118, L = 1.639 k (l 6.0 ft --. . Point Load : D=O.420k18.50ft .i Maximum Bending Stress Ratio = 0.412: 1 Maximum Shear Stress Ratio = 0.157 : I Section used for this span WI 2x72 Section used for this span WI 2x72 - 7.. - Ma: Applied 99.499k-ft Va:Applied 16.583 k - Mn / Omega : Allowable 241.482k-ft Vn/Omega : Allowable 105.780 k Load Combination 4-D+0.750Lr40.750L-+H Load Combination -+040.750Lr40.750L+H Location of maximum on span 6083ff Location of maximum on span 0.000 ft - - - Span # where maximum occurs Span #1 Span #where maximum occurs Span # 1 - . Maximum Deflection Max Downward L+Lr+S Deflection 0.290 in Ratio = 1,097 - - - Max Upward L+Lri-S Deflection 0.000 in Ratio = 0 <360 - Max Downward Total Deflection 0.782 in Ratio= 407 Max Upward Total Deflection 0.000 in Ratio= 0 <240 - .. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values - Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnxiomega ,40 . .." Dsgn. L= 26.50 ft . 1 0.288 0.113 70.73 70.73 409.96 245.49 1.17 1.00 11.99 158.67 105.78 - Dsgn. L= 26.50ff - 1 0.407 0.148 96.80 96.80 397.64 238.11 1.13 1.00 15.70 158.67 105.78 4D4Lr4H , Dsgn. L= 26.50 ft , 1 0.337 0.136 85.09 85.09 421.57 252.44 1.20 1.00 14.40 158.67 105.78 - . 40-.0.750Lr40.750L-*I Dsgn. Lr 26.50 ft 1 0.412 0.157 99.50 99.50 403.27 241.48 1.15 1.00 16.58 158.67 105.78 - • -+O-10.750L40.7508*l - - Dsgn. L= 26.50 ft - 1 0.377 0.140 89.99 89.99 399.05 238.95 1.13 1.00 14.77 158.67 105.78 - 4040.750Lr40.7501+0.750W4H - . Dsgn. L= 26.50 ft 1 0.412 0.157 99.50 • 99.50 403.27 241.48 1.15 1.00 16.58 158.67 105.76 - #0.750U40.750S40.750W4H Dsgn. L = 26.50 ft 1 0.377 0.140 89.99 89.99 399.05 238.95 1.13 1.00 14.77 158.67 105.78 +O-'O.750Lr40.750L405250E+H •-' Dsgn.L 26.50ff - 1 0.412 0.157 99.50 99.50 403.27 241.48 1.15 1.00 16.58 158.67 . 105.78 - . -IO+0.7501-.O.750S40.5250E-IH - Dsgn. L= 26.50 ft 1 0.377. 0.140 89.99 ,• b__ ••,•,•• - •r - • - 69.99 399.05 238.95 1.13 1.00 14.77 158.67 - 105.78 ..• -7 3 3 I - Mike Surprenant & Associates Consulting Structural Engineers . 9975 Businesspark Ave. Suite W San Diego, CA 92131 _________ • (858) 693-0757 Title: Hoefer Residence Job # 12076 Engineer. David Thomas Project Dose.: Sheet I of ir ac Description: F94 Load Combination Span Max. •- Dell Location in Span Load Combination Max. Dell Location in Span - D4it.r 1 0.7821 12.588 0.0000 0.000 Support notation Far left is #1 Values in KIPS - IBM Load Combination Support 1 Support 2 . Overall MAXimum 18.113 11.415 D Only 11.993 6.859 - L Only . 3.709 3.850 1 ' LrOnly 2.412 0.706 L4.r 6.121 4.556 04t.r • 14.405 - 7.565 04. 15.701 10.709 D-+t.4.r . 18.113 - 11.415 - . .3 - ., 1. . • 14 . 3• -. • - • f Mike Surprenant & Associates Title: Hoefer Residence Job # 12076 --.Consulting Structural Engineers Engineer David Thomas ,. • .' 9975 Businesspark Ave. Suite A' Project Sheet 3' of Project Des - San Diego, CA 92131 (856) 693-0757 F: (858) 693-0758 'inted: 25 OCT 2012, 9:50AM Description: FB-5 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 - ig : Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 - - E1L,O.62) D(6.494) Lr4.931) L(O-624) 0(O.61 L(0.62) D(2.465)Lr1.425) D(4.555)41.i2.726) D(O.16)1-00.16) ' - Span = 2.0j Span W12x96 - V .- = 29.50 ft W12x96 QeA Service loads entered Load Factors will be applied for calculations -. Beam self weight calculated and added to loads ' Load for Span Number 1 Uniform Load: D = 0.6130, L = 0.620 k/It, Tributary Width = 1.0 ft :, : Point Load : . D = 1.480k 0.0 ft Load for Span Number 2 2 •!, , uniform Load: 0=0.6130, L=0.620k/ft, Extent =0.0->>20.50ft, Tributary Width 1.0 ft Uniform Load: 0=0.160, Lr=0.l6Oklft, Extent =20.50->>29.50ft, Tributary Width 1.0 ft Point Load: D = 6.494, Lr = 4.931, L = 0.6240 k 5.0 ft Point Load: 0 = 2.465, Li = 1.425k () 15.50 ft , - Point Load: 0 = 4.555, Li = 2.726 k 20,50 ft SWENNN * . , 'WHY Maximum Bending Stress Ratio = 0.497: 1 Maximum Shear Stress Ratio = 0.182:1 - , =' Section used for this span W12x96 . Section used for this span , WI 2x96 - - . - Ma: Applied 182.229k-ft Va : Applied 25.456 k Mn! Omega Allowable 366.766 k-ft - VnlOrnega Allowable 139.70 k Load Combination +040.750Lr40.750L4H, LL Comb Run (*L) Load Combination 4O0.750Lr40,750LH, LL Comb Run (*L) ' •.' Location of maximum on span 29.50 ft Location of maximum on span 29.500 ft • -. Span # where maximum occurs - Span #2 Span # where maximum occurs Span #2 Maximum Deflection Max Downward L+Lr-i-S Deflection 0.279 in Ratio = 1,270 Max Upward L+Lr+S Deflection . -0.094 in Ratio = 637 -, Max Downward Total Deflection 0.615 In Ratio = 575 - Max Upward Total Deflection -0.202 in Ratio = 297 . ... fjpcs4 4 • Load Combination Segment Length '0 - , Dsgn. L= 2.50 ft Dsgn. L = 29.50 ft 40-'14H, LL Comb Run (*[) - • Dsgn. L= 2.5011 Dsgn.L = 29.501t 40+L4Fl, LL Comb Run (Li Dsgn. L= 2.5011 Dsgn. L = 29.50 ft 404.H,LL Comb Run (LL) .z Dsgn. 1 2.50 It Dsgn. L =. 29.50 It - -. -'D-d.r#l, LL Comb Run (L) Dsgn. L 2.50 ft Dsgn. I = 29.50 It +D+Lr-fH, LL Comb Run (L) 4 • . ,- - -: • •-, . I Span# I. 2 2 I 2 1 2 1 2 0.016 0.101 45.92 5.92 612.50 36617 1.00 1.00 14.10 209.55 139.70 0.313 0.116 67.35 -114.73 114.73 612.50 366.77 1.00 1.00 16.25 209.55 , 139.70 0.016 0.152 -5.92 5.92 612.50 366.77 1.00 1.00 21.19 209.55 139.70 0.452 0.161 104.12 -165.66 165.66 612.50 366.77 1.00 1.00 . 22.50 209.55 139.70 0.021 0.102 -7.85 7.85 612.50 366.77 1.00 1.00 14.20 209.55 139.70 0.310 0.116 66.48 -113.76 113.76 612.50 366.77 1.00 1.00 16.15 209.55 139.70 0.021 . 0.152 -7.85 7.85 612.50 366.77 1.00 1.00 21.28 209.55 139.70 0.449 0.160 103.24 -164.69 164.69 612.50 366.77 1.00 1.00 22.40 209.55 139.70 0.016 0.133 -5.92 592 612.50 366.77 1.00 1.00 18.60 209.55 139.70 0.419 0.159 87.49 -153.80 153.80 612.50 366.77 1.00 1.00 22.28 209.55 139.70 M V Rm VaMax Vnx/omega - Mike Surprenant & Associates Consulting Structural Engineers - 9975 Businesspark Ave. Suite San Diego, CA 92131 (858) 693-0757 Title: Hoefer Residence Job # 12076 Engineer: David Thoms Project Desc.: Sheet IP11 of______ Description: F8-5 LoadCombination Max Stress Ratios Summary of Moment Values - Summary of Shear Values Segment Length Span if M V Mmax + Mmax - Ma - Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnxl0mega Dsgn. L= 2.50 ft - 1 0.016 0.101 -5.92 5.92 612.50 366.77 1.00 1.00 14.10 209.55 139.70 Dsgn. L= 29.50 ft 2 0.313 0.116 67.35 -114.73 114.73 612.50 366.77 1.00 1.00 16.25 209.55 139.70 ,-.0i&r-*l, IL Comb Run (ILL) - -' Dsgn. L= 2.50 ft 1., 0.016 0.133 -5.92 5.92 612.50 366.77 1.00 1.00 18.60 209.55 139.70 • Dsgn. L= 29.50 ft - 2 0.419 0.159 87.49 -153.80 153.80 612.50 366.77 1.00 1.00 22.28 209.55 139.70 - Dsgn. L = 2.50 ft 1 0.016 0.101 -5.92 5.92 612.50 366.77 1.00 1.00 14.10 209.55 139.70 - Dsgn. I= 29.50 ft 2 0.313 0.116 67.35 -114.73 114.73 612.50 366.77 1.00 1.00 16.25 209.55 139,70 40+0.750Lr40.750L'+H, LL Comb Run (' - Dsgn. L= 2.50 ft . 1 0.016 0.163 -5.92 5.92 612.50 365.77 1.00 1.00 22.79 209.55 139,70 • Dsgn. L=.29.50ft 2 0.497 0.182 110.02 -182.23 182.23 612.50 366.77 1.00 1.00 25.46 209.55 139.70 .0+0.750Lr40.7501-+H, LL Comb Run (I ". Dsgn. L= 2.50 ft 1 0.020 0.101 -7.37 7.37 612.50 366.77 1.00 1.00 14.17 209.55 139.70 • Dsgn. L= 29.50 ft .2. 0.311 0.116 66.69 -114.01 114.01 612.50 366.77 1.00 1.00 16.18 209.55 139.70 • 40-+0.750Lr-45.750L4H, LL Comb Run (L • Dsgn. I= 2.50 ft 1 '0.020 0.164 -7.37 7.37 612.50 366.77 1.00 1.00 22.86 209.55 139.70 Dsgn.I= 29.50ff . 2 0.495 0.182 109.34 -181.50 181.50 612.50 366.77 1.00 1.00 25.38 209.55 139.70 40-IO.750L40.750S4H, IL Comb Run CL - Dsgn. L= 2.50 ft 1 0.016 0.139 -5.92 5.92 612.50 366.77 1.00 1.00 19.41 209.55 139.70 Dsgn.L= 29.50 ft. 2 0.417 0.150 94.93 .152.93 152.93 612.50 366.77 1.00 1,00 20.94 209.55 139.70 4040.750L40.75034H, LL Comb Run (Ij Dsgn. L= 2.50 ft 1 0.020 0.101 -7.37 7.37 612.50 366.77 1.00 1.00 14.17 209.55 139.70 • Dsgn. L= 29.50 ft 2 0.311 0.116 66.69 - -114.01 114.01 612.50 366.77 1.00 1.00 16.18 209.55 139.70 ,. ' . 40+0.750L40.750S-.H, LL Comb Run (U Dsgn.L= 2.50 ft 1 0.020 0.139 -7.37 7.37 612.50 366.77 1.00 1.00 19.49 209.55 139.70 - Dsgn. L= 29.50 ft 2 0.415 0.149 94.27 -152.20 152.20 612.50 366.77 1.00 1.00 20.86 209.55 139.70 .•+D+w41 I. Dsgn. I = 2.50 ft 1 0.016 0.101 -5.92 5.92 612.50 366.77 1.00 1.00 14.10 209.55 139.70 Dsgn. L= 29.50 ft 2 0.313 0.116 67.35 .114.73 114.73 612.50 366.77 1.00 1.00 16.25 209.55 139.70 . ++,70+l- - Dsgn. I = 2.50 ft 1 0.016 0.101 -5.92 5.92 612.50 366.77 1.00 1.00 14.10 209.55 139.70 Dsgn. L= 29.50ff '-2 0.313 0.116 67.35 -114.73 114.73 612.50 366.77 1.00 1.00 16.25 209.55 139.70 #D40.750Ir-.0.750L40.750W-+H, LL Corr D3gn. I = 2.50 ft 1 1 0.016 0.163 -5.92 5.92 612.50 366.77 1.00 1.00 22.79 209.55 139.70 ' .Dsgn. 1= 29.50 ft 2 0.497 0.182 110.02 -182.23 182.23 612.50 366.77 1.00 1.00 25.46 209,55 139.70 4D-'-0.750Lr40.750L90.750W-+t, LL Con Dsgn. L= 2-50 ft . , 1 0.020 0.101 -7.37, 7.37 612.50 366.77 1.00 1.00 14.17 209.55 139.70 Dsgn. L= 29.50 ft 2 0.311 0.116 66.69 -114.01 114.01 612.50 366.77 1.00 1.00 16.18 209.55 .139.70 - - . -+D-'0.750Ir40.750L40.750 Wi-H. LL Con • Dgn.L= 2.50 ft ' 1 0.020 0.164 -7.37 7.37 612.50 366.77 1.00 1.00 22.86 209.55 139.70 * . Dsgn. L: 29.50 ft 2 0.495 0.182 109.34 -181.50 181.50 612.50 : 366.77 1.00 1.00 25.38 209.55 139.70 - • 4040.750140.750840.750 Wi-H, LL Corn .".", Dsgn. L= 2.50 ft 1 0.016 0.139 -5.92 5.92 612.50 366.77 1.00 1.00 19.41 209.55 139.70 ••• - -. . Dsgn.I= 29.50ft - 2 0.417 0.150 94.93 -152.93 152.93 612.50 365.77 1.00 1.00 20.94 209.55 139.70 4D+0.750140.750S40.750Wi-H, LL Corn Dsgn.L= 2.50 ft 1 ' 0.020 0.101 - -7.37 7.37 612.50 366.77 1.00 1.00 14.17 209.55 . 139.70 '-' Dsgn. L= 29.50 ft 2 0.311 0.116 66.69 -114.01 114.01 612.50 366.77 1.00 1.00 16.18 209.55 139.70 - *040.7501+0.750S40.750W-*l, IL Corn • Dsgn. L = 2.50 ft 1 0.020 0.139 -7.37 7.37 612.50 366.77 1.00 1.00 19.49 209.55 139.70 . , . • Dsgn.L= 29.50 ft • 2 0.415 0.149 94.27 -152.20 152.20 612.50 366.77 1.00 1.00 20.86 209.55 139.70 i-0*0.750Lri-0.750L-'0.5250E'+H, LI Cor Dsgn. L= 2.50 ft 1 0.016 0.163 -5.92 5.92 , 612.50 366.77 1.00 1.00 22.79 209.55 139.70 • Dsgn. I= 29.50 ft 2 0.497 0.182 110.02 -182.23 182.23 612.50 366.77 1.00 1.00 25.46 209.55 139.70 - 4040.750Lri-0.750L-.0.5250E4L IL Car '. - . - Dsgn. I = 2.50ff 1 0.020 0.101 -7.37 7.37 612.50 366.77 1.00 1.00 14.17 209.55 139.70 - . • - Dsgn. L= 29.50 ft - 2 ' 0.311 0.116 66.69 -114.01 114.01 612.50 366.77 1.00 1.00 16,18 209.55 139.70 i-- 0-+0.750Ir-.0.75DLiO.5250E41, IL Cor . . - Dsgn. I 2.50ff 1 0.020 0.164 -7.37 7.37 612.50 366.77 1.00 1.00 22.86 209.55 139.70 * .. Dsgn. L= 29.50 ft 2 0.495 • 0.182 109.34 -181.50 181.50 612.50 366.77 1.00 1.00 25.38 209.55 139.70 - 40i-0.7501+0.750Si-0.5250E#i, IL Con Dsgn.L= 2.50ff '' 1 0.016 0.139 -5.92 5.92 612.50 366.77 1.00 1.00 19.41 209.55 139.70 - • Dsgn. L= 29.50 ft • 2 . 0.417 0.150 94.93 -152.93 152.93 612.50 366.77 1.00 1.00 20.94 209.55 139.70 • i-D+0.750I+0.750Si0.5250E+H LL Con - 46 Dsgn. I = 2-5D ft - 1 0.020 0.101 -7.37 7.37 612.50 366.77 1.00 1.00 14.17 209.55 139.70 . Dsgn. I= 29.50 ft - 2 ' 0.311 0.116 66.69 -114.01 114.01 612.50 366.77 1.00 1.00 16.18 209.55 139.70 - i-0*0.7501i-0.750S40.5250E+H, II Con Dsgn. L= 2.50 ft. ' 1 0.020 0.139 -7.37 7.37 612.50 366.77 1.00 1.00 19.49 209.55 * 139.70 • - - Dsgn. 1= 29.5011 2 0.415 0.149 94.27 -152.20 15220 612.50 366.77 1.00 1.00 20.86 209.55 139.70 -.0.60D+W41 . -• • . • •.•* . Mike Surprenant & Associates Tulle: Hoefer Residence Job 12076 Consulting Structural Engineers Engineer David Thomas k' 9975 Businesspark Ave. Suite A" Project Desc.: Sheet of - II San Diego, CA 92131 San (858) 693-0757 F: (856) 693-0758 PiaIed: 25 OCT 2012, 9:50AM -. Description: FB-5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span ft M V - Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxiOmega . Dsgn.L = 2.50 It 1 0.010 0.061 -3.55 3,55 612.50 366.77 1,00 1.00 8.46 209.55 139.70 Dsgn.L= 29.50ft 2 0.188 0.070 40.41 -68.84 68.84 612.50 366.77 1.00 1.00 9.75 209.55 139.70 40.60040.70E41 Dsgn.Lr 2.501t 1 0.010 0.061 -3.55 3.55 612.50 366.77 1.00 1.00 8.46 209.55 139.70 ' Dsgn. L = 29.50 ft 2 0.188 0.070 40.41 -68.84 68.84 612.50 366.77 1.00 1.00 9.75 209.55 139,70 fle Ad: Load Combination Span Max. - Dell Location in Span Load Combination Max. Y Dell Location in Span -_ 1 0.0000 0.000 D"14r - - - -0.2019 0.000 ' D+I-tr ' 2 0.6152 12.481 0.0000 0.000 Support notation Far left ls#1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Overall MA hum 30.585 28.524 DOily 17.352 16,252 , . L Only, LL Comb Run (1..) 7.086 6.248 - L Only, LL Comb Run (I) 1.649 -0.099 . - L Only, LL Comb Run (LL) 8.734 6.150 , lrOnly, LL Comb Run (*1) 4.498 6.024 Li Only, LI. Comb Run (L) Lr Only, IL Comb Run (LL) 4.498 6.024 ' L4Li; IL Comb Run (*L) 11.584 - 12.272 L4r, LL Comb Run (L*) 1.649 -0.099 L+Lr, LL Comb Run (LL) 13.233 12.173 D+, LL Comb Run (1) - 21.851 22.276 ,D4,r,LL Comb Run (L1 17.352 16,252 D-.Lr, IL Comb Run (IL) 21,851 22.276 - 0+1, LL Comb Run (1) 24.438 22.501 04,LL Comb Run (L*) . . 19,001 16.154 - . 0-sI, IL Comb Run (IL) 26.087 22.402 D-'4-+1r, LL Comb Run (1) , 28.937 28.524 •. ' •D-s4,.+Ir, IL Comb Run (L4) . 19.001 16.154 D-'{+tr, IL Comb Run (IL) - 30.585 28.426 -- .5 ,• . -'- I ' .. ''--4'---;, •'j4 .4_, '.4 4 Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite 'A' San Diego, CA 92131 (858) 693-0757 Title: Hoefer Residence Engineer: David Thqmas Project Desc.: Sheet 41 of Job# 12076 Description: FB-6 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 D(O31L(O36) D(O 405) Lr(O 28) ' D(O 3) Lr(O 3) 0(03) Lr(O 3) . o(3fr48) D(0.315 L(O.36)* D(7.O77)hLi5.493) D(0.4O5L(O28) D(2.46 ,Lr1.425)344) Span =6.Oft Span= 16.ott n1.50ft W10x49 W10x49 W10x49 • 'VON Service loads entered. Load Factors will be applied for calculations.- Beam self weight calculated and added to loads V Load for Span Number I V Uniform Load: D=0.3150, L 0.360 k/ft. Tributary Width = 1.0 ft - •V Uniform Load: D = 0.4050, Lr = 0.280 k/ft. Tributary Width = 1.0 ft r , Point Load: D = 3.480k (a) 0.0 ft -,Load for Span Number 2 V .,Uniform Load: D =0.4050, L 0.280 k/ft. Tributary Width = 1.0 ft V V V Uniform Load : D=0.30, Lr=0.30k!ft, Extent =1.50->>16.0ft, Tributary Width =1,Oft * Uniform Load: D=0.3150, L=0.360kfft, Extent =0.0->>1.50ft, Tributary Width= loft - Point Load: 0 = 7.077. Li = 5.493 k c5) 1.50 ft - V Point Load: D = 2.465, Lr = 1.425k (5) 12.50 ft Load for Span Number 3 Uniform Load: 0 = 0.4050, L = 0.280 k/ft. Tributary Width = 1.0 ft - - Uniform Load : D=0.30, Lr=0.30 k/ft. Tributary Width= 1.0 ft , V - Point Load: D=3.816, Lr=2.344k(5)1.50ft AIR, NW,549 Maximum Bending Stress Ratio = V 0.288: 1 Maximum Shear Stress Ratio 0.336: 1 Section used for this span W10x49 Section used for this span W10x49 V Ma: Applied - , 43.362k-fl Va:Applied 22.817 k V i V Mn! Omega: Allowable 150.699 k-ft VnlOmega : Allowable 68.0 k - • Load Combination 4O0.750Lr+0.750L#I, LL Comb Run (LL') Load Combination +D-0.750Lr-f0V750L+H, LL Comb Run (LL*) Location of maximum on span 6.000ft Location of maximum on span 6.000 ft Span # where maximum occurs - . Span # 1 Span ft here maximum occurs Span # I -Maximum Deflection V • ... Max Downward L+Lr+S Deflection . 0.118 In Ratio= 1,217 V Max Upward L+Lr+S Deflection -0.197 in Ratio = 730 - Max Downward Total Deflection 0.205 in Ratio = 701 Max Upward Total Deflection -0.065 In Ratio = 555 -~- NO V V Load Combination V Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/0mega Cb Rm Va Max Vnx Vnx/Omega V V Dsgn. L 6.00ft 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 V • Dsgn.L= 16.00ft 2 0.230 0.217 14.83 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 V V Dsgn. L= 1.50. 3 - 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 .68.00 +0-+14l, Ii Comb Run (*l.) V s Dsgn.L= 6.00ft• - - 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.75 102.00 - 68.00 - .. Dsgn. L= 16.00ft- 2 0.230 0.217 14.68 -34.72 34.72 251.67 150.70 1.00 1.00 14.75 102.00 68.00 Dsgn. L= 1.50 ft t 3 - 0.046 0.079 -6.89 6.89 251.67 150.70 1.00 1.00 5.37 102.00 68.00 V .'VO+L*I, IL Comb Run (*L*) - 4 Dsgn. L= 6.0011 1 0.230 0.258 - -34.72 34.72 251.67 150.70 1.00 1.00 17.52 102.00 -68.00 - .V c i -.•. -. 3 ?' Mike Surenant & Associates -- Consulting Structural Engineers 9975 Businesspark Ave. Suite A San Diego, CA 92131 (858) 693-0757 Title: Hoefer Residence Engineer: David Thomas Project Desc.: Sheet Al- of Job# 12076 Description: FB-6 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnxlomega Dsgn. Lr 16.0011 2 0.230 0.258 23.52 -3472 34.72 251.67 150.70 1.00 1.00 17.52 102.00 68.00 - Dsgn. L= 1.50 ft 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 40+L'*I, IL Comb Run (LL) V. Dsgn. L= 6.00 ft 1 0.230 0.257 -34.72 34.72 251.67 150.70 1.00 1.00 17.50 102,00 68.00 - Dsgn. 1= 16.00 ft 2 0.230 0.257 23.34 -34.72 34.72 251.67 150.70 1.00 1.00 17.50 102.00 68.00 Dsgn.I = 1,5011 .3 0.046 0.079 -6.89 6.89 251.67 150.70 1.00 1.00 5.37 102.00 68.00 -ilJ4.4I, LL Comb Run (1.") ' Dsgn. L= 6.00 ft 1 0.273 0.223 - -41.20 41.20 251.67 150.70 1.00 1.00 15.17 102.00 68.00 Dsgn. L= 16.00 ft * 2 0.273 . 0.223 12.63 -4120 41.20 251.67 150.70 1.00 1.00 15.17 102.00 68.00 Dsgn. I = 1.50 ft ' . '- 3 0.044 0.073 -8.51 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 +04.41. LL Comb Run (L*L) Dsgn L= 6.00ft 1 -'.. 0.273 0.223 -41.20 41.20 251.67 150.70 1.00 1.00 15.15 102.00 68.00 Dsgn. L= 16.0011 . 2 0.273 0.223 12.42 -4120 41.20 251.67 150.70 1.00 1.00 15.15 102.00 68.00 - Dsgn. 1= 1.5011 , 3-" 0.046 0.079 -6.89 6.89 251.67 150.70 1.00 1.00 5.37 102.00 68,00 ' 40-+14l-1, IL Comb Run (LL) Dsgn. L= 6.0011 1 0.273 0.264 -41.20 41.20 251.67 150.70 1.00 1.00 17.93 102.00 68.00 - Dsgn. L= 16.0011 2 0.273 - 0.264 20.99 -41.20 41.20 251.67 150.70 1.00 1.00 17.93 102.00 68.00 - * Dsgn. L = 1.5011 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 404141, LL Comb Run (LLL) ' Dsgn. L= 6.00 ft - 1 0.273 0.263 - -41.20 41.20 251.67 150.70 1.00 1.00 17.91 102.00 68.00 Dsgn.I 16.00 ft 2 0.273 , 0.263 20.80 -41.20 41.20 251.67 150.70 1.00 1.00 17.91 102.00 68.00 Dsgn. 1= 1.50 It 3 0.046 0.079 - -6.89 6.89 251.67 150.70 1.00 1.00 5.37 102.00 68.00 ' 40+Ir-*l, LL Comb Run (L) ,,. Dsgn. L= 6.0011 1 0.230 0.214 -34.72 34.72 251.67 150.70 1.00 1.00 14.52 102.00 68.00 " Dsgn. 1' 16.00 ft - 2 0.230 0214 12.47 -34.72 34.72 251.67 150.70 1.00 1.00 14.52 102.00 68.00 - Dsgn.L = 1.5011 3 0.069 0.114 -10.43 10.43 251.67 150.70 1.00 1.00 7.74 102.00 68.00 -i0+Lr+H, IL Comb Run (*1*) Dsgn. L= 6.00 ft 1 0.230 0.324 -34.72 34.72 251.67 150,70 1.00 1.00 22.03 102.00 68.00 Dsgn. L=16.0Dft 2 0.230 0.324 30.15 -34.72 34.72 251.67 150.70 1.00 1.00 22.03 102.00 68.00 Dsgn. L= 1.5011 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 404.r41, LL Comb Run (*IL) ' ., Dsgn. L= 6.0011- .,' 1 - 0.230 0.320 -34.72 34.72 251.67 150.70 1.00 1.00 21.79 102.00 68.00 Dsgn. 1= 16.00 ft 2 0.230 0.320 27.92 -34.72 34.72 251.67 150.70 1.00 1.00 21.79 102.00 68.00 Dsgn. L= 1.50 ft 3 ' 0.069 0.114 -10.43 10.43 251.67 150.70 1.00 1.00 7.74 102.00 68.00 , s0tr-*1, LL Comb Run (Lv) - Dsgn. I = 6.00 ft - 1 0.264 0.222 -39.76 39.76 251.67 150.70 1.00 1.00 15.08 102.00 68.00 Dsgn. L= 16.0011 2 0.264 0.222 13.11 -39.76 39.76 251.67 150.70 1.00 1.00 15.08 102.00 68.00 Dsgn. 1= 1.5011 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 -s0-+t.r#1, II Comb Run (LL) Dsgn. L= 6.00 ft - 1 0.264 0.218 -39.76 39.76 251.67 150.70 1.00 1.00 14.84 102.00 68.00 , * -Dsgn. 1= 16.00ft / 2 0.264 0.218 10.60 -39,76 39.76 251.67 150.70 1.00 1.00 14.84 102.00 68.00 ' Dsgn. L = 1.5011 3, 0.069 0.114 -10.43 10.43 251.67 150.70 1.00 1.00 7.74 102.00 68.00 s -'04.r+H.Ll Comb Run (LI) Dsgn. L= 6.001! 1 0.264 -0.329 -39.76 39.76 251.67 150.70 1.00 1.00 22.34 102.00 68.00 . •' :Dsgn.I = 16,0011 - 2 0.264 0.329 28.12 -39.76 39.76 251.67 150.70 1.00 1.00 22.34 102.00 68.00 . ,Dsgn. L= 1.5011.- 3 0.044 0.073 - -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 - -+0-i{r*, LL Comb Run AL) . Dsgn. L= 6.0011 1 0.264 0.325 -39.76 39.76 251.67 150.70 1.00 1.00 22.10 102.00 68.00 , - ' Dsgn. L= 16.00 ft - 2 0.264 0.325 25.81 -39.76 39.76 251.67 150.70 1.00 1.00 22.10 102.00 .68.00 Dsgn. L= 1.50 ft ' .' 3 0.069 0.114 -10.43 10.43 251.67 150.70 1.00 1.00 7,74 102.00 68.00 +O+S*1 -, Dsgn. L= 6.00 ft '. 1 - 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 Dsgn.L = 16.0011 , - 2 0.230 0.217 14.88 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 Dsgn. L= 1.5011 r1 3 0.044 0.073 -6.57 657 251.67 150.70 1.00 1.00 4.95 102.00 68.00 ' -+D+0.750Lr+0.750L41, LL Comb Run ( Dsgn. L= 6.0011 . - 1 0.230 0.214 -34.72 34.72 251.67 150.70 1.00 1.00 14.57 102.00 68.00 11 Dsgn. L= 16.0011 ' 2 0.230 0.214 12.92 -34.72 34.72 251.67 150.70 1.00 1.00 14.57 102.00 68.00 'Dsgn.L= 1.50ft - - 3 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 - 68.00 * 40+0750Lr+0.75OL4j, LL Comb Run (* Dsgn. I = 6.0011 . 1 0.230 0.328 -34.72 34.72 251.67 150.70 1.00 1.00 22.28 102.00 68.00 . Dsgn. L=, 16.0011 , 2 0.230 , 0.328 32.93 -34.72 34.72 251.67 150.70 1.00 1.00 22.28 102.00 68.00 Dsgn. L= 1.5011. 3 0.044 .0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 +D+0.750Lr-.0.750LH, IL Comb Run ( -. - - - Dsgn. L = 6.00 It • - 1 0.230 0.325 -34.72 34.72 251.67 150.70 1.00 1.00 22.08 102.00 68.00 • Dsgn. 1= 16.0011 . 2 0.230 0.325 31.15 -34.72 34.72 251.67 150.70 1.00 1.00 22.08 102.00 ' 68.00 , N- Dsgn. L= 1.50 ft . 3 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 $ - ' +D+0.75OLr-s0.750LH, LL Comb Run (I Dsgn.L=. 6.001!.-, 1 0.288 0225 43.36 43.36 251.67 150.70 1.00 1.00 - 15.31 102.00 68.00 * -.: Dsgn. L= 16.0011 2 0.288 0.225 11.92 -43.36 43.36 251.67 150.70 1.00 1.00 15.31 102.00 68.00 Mike Surprenant & Associates Title: Hoefer Residence Job # 12076 Consulting Structural Engineers Engineer: David Thomas 9975 Businesspark Ave. Suite A Project Desc.: Sheet of San Diego, CA 92131 (858) 693757 Description: FB-6 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values - Segment Length Span# M V Mmax+ Mmax- Ma - Max Mnx MnxlOmega Cb Rm VaMax Vnx VmdOmega (\ Dsgn. L= 1.50ft 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 , +0.0.750Lr+0.750L4H, LL Comb Run (L Dsgn.L = 6.00 It 1 0.288 0.222 43.36 43.36 251.67 150.70 1.00 1.00 15.11 102.00 68.00 Dsgn. L= 16.00 ft 2 0288 0.222 9.82 -43.36 43.36 251.67 150.70 1.00 1.00 15.11 102.OD 68.00 Dsgn.L= 1.50ft 3 0.064 0.108 -9.70 9.70 251.67 150.70 1,00 1.00 7.36 102.00 68.00 'fo0.750Lz40.750L41, U. Comb Run (1 Dsgn. L= 6.00 ft 1 • 0.288 0.336 43.36 43.36 251.67 150.70 1.00 1.00 22.82 102.00 68.00 Dsgn. L= 16.00 It 2 0288 0.336 29.41 -43.36 43.36 251.67 150.70 1.00 1.00 22.82 102.00 68.00 Dsgn. L= 1.50 ft 3 0,044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 4D-40.750Lr90.750L"H, LL Comb Run (L Dsgn. L= 6.00 ft 1 0.288 0.333 -43.36 43.36 251.67 150.70 1.00 1.00 22.62 102.00 68.00 Dsgn. L= 16.00 ft ' 2 0.288 0.333 27.53 -43.36 43.36 251.67 150.70 1.00 1.00 22.62 102.00 68.00 Dsgn. L= 1.50 It 3 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 40+0.750L+0.750S#I, IL Comb Run (" . ; Dsgn. L= 6.00 ft 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.75 102.00 68.00 Dsgn. L= 16.00 It 2 0230 0.217 14.73 -34.72 34.72 251.67 150.70 1.00 1.00 14.75 102.00 68,00 '. Dsgn. L = 1.50 It 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 4040.750L40.750S'+H, LL Comb Run (1 Dsgn. L= 6.00 It 1 0.230 0.248 -34.72 34.72 251.67 150.70 1.00 1.00 16.83 102.00 68.00 - Dsgn. L= 16,00 ft '2 0.230 0.248 21.33 -34.72 34.72 251.67 150.70 1.00 1.00 16.83 102.00 68.00 - Dsgn. L= 1.50ft ' 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 .+D-.0.750L*0.750S*I, IL Comb Run (1. Dsgn. L= 6.00 It - 1 0.230 0.247 -34.72 34.72 251.67 150.70 1.00 1.00 16.82 102.00 68.00 -- - - Dsgn. L= 16.00 ft .2 • 0.230 0.247 21.19 -34.72 34.72 251.67 150,70 1.00 1.00 16.82 102.00 68.00 ' - Dsgn. L = 1.50 ft 3 ' 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 +O40.750L40,750S#I, LL Comb Run (1 Dsgn. I = 6.00 It 1 0.263 0.222 -39.58 39.58 251.67 150.70 1.00 1.00 15.07 102.00 68.00 Dsgn. L= 16.00 ft 2 0.263 0.222 13.17 -39.58 39.58 251.67 150.70 1.00 1.00 15.07 102.00 68.00 Dsgn. L= 1.50ft 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 +-0.750L+0.750S*l IL Comb Run (L Dsgn. L = 6.00 It 1 0.263 0.221 -39.58 39.58 251.67 150.70 1.00 1.00 15.05 102.00 68.00 Dsgn. L= 16.00 It 2 0.263 0.221 13.02 -39.58 39.58 251.67 150.70 1.00 1.00 15.05 102.00 68.00 Dsgn, L= 1.50 ft 3 0.045 , 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 .O40.750L40.750S4H, LL Comb Run (LI - . - Dsgn L = 6.00 It ' 1 . 0.263 0.252 -39.58 39.58 251.67 150.70 1.00 1.00 17.14 102.00 68.00 ' Dsgn. L= 16.00111 2 0.263 0.252 19,46 -39.58 39.58 251.67 150.70 1.00 1.00 17.14 102.00 68.00 ' Dsgn. L= 1.50ft 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 . +O*0.750L+0.750S*f, LL Comb Run (LI Dsgn. L = 6.00 It 1 0.263 0.252 -39.58 39.58 251.67 150.70 1.00 1.00 17.12 102.00 68.00 ' - . Dsgn. L= 16.00 It . . 2 0.263 0.252 19.31 -39.58 39.58 251.67 150.70 1.00 1.00 17.12 102.00 68.00 Dsgn. L= 1.50 ft 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 526 102.00 68.00 . = .•* ' Dsgn.L= 6.00 ft . 1 - 0.230 ' 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 - Dsgn. I = 16.00 ft ' 2 0.230 0.217 14.88 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 , . ' Dsgn.L= 1.50ft ' . '3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 - . , • 4040.70E#I - 'Dsgn. L= 6.00 It ' 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 + ' •Dsgn. L= 16.00 ft - 2 0.230 0.217 14.86 -34.72 34.72 251.67 150.70 1.00 1.00 14.77 102.00 68.00 - ' Dsgn. L = 1.50 It 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 , . .+D40.7501r40.750L40,750W41, LL Con 's Dsgn. L= 6.00 It 1 0.230 0.214 -34.72 34.72 251.67 150.70 1.00 1.00 14.57 102.00 68.00 .. Dsgn. 1-7- 16.00 It 2 0.230 0.214 12.92 -34.72 34.72 251.67 150.70 1.00 1.00 14.57 102.0 68.00 Dsgn, L= 1.50 It 3' 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 4040.750Lr40.750L40.750W41, LL Con - Dsgn. L = 6.00 It 1 0.230 0.328 -34.72 34.72 251.67 150.70 1.00 1.00 22.28 102.00 68.00 - .. 'Dsgñ.L = 16.00 It 2 0.230 0.328 32.93 -34.72 34.72 251.67 150.70 1.00 1.00 22.28 102.00 68.00 Dsgn. L= 1.501t . - 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 .I1J40,750Ir40,7501'.0.750WiFI, LL Con .Dsgn L= 6.00 ft 1 0.230 0.325 -34.72 34.72 251.67 150.70 1.00 1.00 22.08 102.00 68.00 Dsgn. L= 16.00 ft 2 0.230 0.325 31.15 , -34.72 34.72 251.67 150.70 1.00 1.00 22.08 102.00 68.00 Dsgn. L= 1.50ft 3 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 -sOs0.750Lr-.0,750L-'0.750W41, LL Con - Dsgn. L= 6.00 It 1 0.288 0.225 43.36 43.36 251.67 150.70 1.00 1.00 15.31 102.00 68.00 . Dsgn. L= 16.00 ft - . •2 . 0.288 0.225 11.92 .43.36 43.36 251.67 150.70 1.00 1.00 15.31 102.00 68.00 ' Dsgn. L= 1.50 It 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 .0-+0.750Lrt0,750L-.0.750W441, LL Con Dsgn. L = 6.00 It . ' 1 0.288 0.222 -43.36 43.36 251.67 150.70 1.00 1.00 15.11 102.00 68.00 Dsgn.L= 16.00 ft - . 2 0.288 0.222 9.82 -43.36 43.36 251.67 150.70 1.00 1.00 15.11 102.00 68.00 Dsgn. L= '1.50ft - 3 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 .- .. ••' . .1 • * Mike Surenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite W .'. San Diego, CA 92131 (856) 693757 Title: Hoefer Residence Job # 12076 Engineer David Thpmas Project Dose.: Sheet 'Ik of Description: FB.6 Load Combination - ' Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mrnax + Mmax - Ma - Max Mnx MrudOmega Cb Rm Va Max Vnx Vnxlomega +0-t0.750Lr'0.750L40.750W411, LL Con - Dsgn.L= 6.00ff 1 0.288 0.336 43.36 43.36 251.67 150.70 1.00 1.00 22.82 102.00 68.00 Dsgn.L = 16.00 ft 2 0.288 0.336 29.41 .43.36 43.36 251.67 150.70 1.00 1.00 22.82 102.00 68.00 Dsgn.L= 1.50 ft 3 0.044 . 0.073 -6.57 6.57 251.67 150.70 1,00 1.00 4.95 102.00 68.00 sO-+0.750Lrt0.750Li0.750WH. LL Corr Dsgn.L= 6.00ff 11 , 0.288 0.333 .43.36 43.36 251.67 150.70 1.00 1.00 22.62 102.00 68.00 • Dsgn.L= 16.00 ft 2 0.288 0.333 27.53 43.36 43.36 251.67 150.70 1.00 1.00 22.62 102.00 68.00 Dsgn. L 1.50 ft 3 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 .+040,750140.750S-.0.750W1+1, LL Corn Dsgn.L = 6.00 ft 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.75 102.00 68.00 Dsgn.L= 16.00ff 2 0.230 0.217 14.73 -34.72 34.72 251.67 150.70 1.00 1.00 14,75 102.00 68.00 Dsgn. L.= 1.50 It .. 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00' 5.26 102.00 68.00 -4D40.7501.40.750S40.750WH, LL Corn Dsgn. L. 6.00 ft . 1 0.230 ,0.248 . , -34.72 34.72 251.67 150.70 1.00 1.00 16.83 102.00 68.00 -, Dsgn. L = 16.00 ft 2 0.230 0.248 21.33 -34.72 34.72 251.67 150.70 1.00 1.00 16.83 102.00 68.00 ".4. Dsgn.L= 1.50ff 3 0.044 '0.073 .6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 -fD-.0.750L40.750S40.750W#l, LL Corn - . - \ -Dsgn.L= 6.00ff 1 0.230 0.247 -34.72 34.72 251.67 150.70 1.00 1.00 16.82 102.00- 68,00 ' Dsgn.L= 16.00 ft ' 2 ' 0.230 0.247 21.19 -34.72 34.72 251.67 150.70 1.00 1.00 16.82 102.00 68.00 - . . Dsgn. L = 1.50 It 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 4040.750L-40.750S40.750W44i, LL Corn - ' -- Dsgn.L= 6.00ff 1 0.263 0.222 -39.58 39.58 251.67 150.70 1.00 1.00 15.07 102.00 68.00 Dsgn.L = 16.00 It 2 0.263 0.222 13.17 -39.58 39.58 251.67 150.70 1.00 1.00 15.07 102.00 68.00 ' •,' Dsgn.L= 1.50ff 3 0.044 0.073 .6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 +O40.750L40.750S'0.750W+H, LL Corn Dsgn.L= 6.00 ft 1 0.263 0.221 -39.58 39.58 251.67 150.70 1.00 1.00 15.05 102.00 68.00 'Dsgn.L= 16.0011 2,, 0.263 0.221 13.02 -3958 39.58 251.67 150.70 1.00 1.00 15.05 102.00 68.00 .Dsgn.L= 1.501t , 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 .eD.,0.750L40.750S'0.750W4H, LL Corn Dsgn. L* 6.00 ft 1 0.263 0.252 -39.58 39.58 251.67 150.70 1.00 1.00 17.14 102.00 68.00 . Dsgn.L = 16.00 It 2 0.263 0.252 19.46 -39.58 39.58 251.67 150.70 1.00 1.00 17.14 102.00 68.00 Dsgn. I = 1.5011 ' 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68,00 +040.750L40.750S40.750W#i. LL Corn Dsgn. 1= 6.00 It 1 0.263 0.252 -39.58 39.58 251.67 150.70 1.00 1.00 17.12 102,00 68.00 Dsgn. 1 = 16.00 It 2 ' . 0.263 0.252 19.31 -39.58 39.58 251.67 150.70 1.00 1.00 17.12 102.00 68.00 Dsgn. 1= 1.50 It 3 0.045 0.077 -6.81 6.81 ' 251.67 150.70 1.00 1.00 5.26 102.00 68.00 -. 4D40.750Lr40.750140.5250E-"H, LL Cor -Dsgn.L = 6.00 ft 1 0.230 0.214 -34.72 34.72 251.67 150.70 1.00 1.00 14.57 102.00 66.00 - Dsgn.L= 16.00 It - 2 0.230 0.214 12.92 -34.72 34.72 251.67 150.70 1.00 1.00 14.57 102.00 68.00 Dsgn.L= 1.50 It ' 3 0.064 0,108 -9.70 9.70 251.67 ' 150.70 1.00 1.00 7.36 102.00 68.00 - -.090.750Lr'.O.750L-+0.5250E4H, IL Car .1 Dsgn.L= 6.00ff 1 0.230 0.328 -34.72 34.72 251.67 150.70 1.00 1.00 22.28 102.00 68.00 - .DsgnL= 16.00ff 2 0.230 0.328 32.93 -34.72 34.72 251,67 150.70 1.00 1.00 22.28 102.00 68.00 Dsgn.1 = 1.50 It ' 3; 0.044 0.073 ' -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 90-.0.750Lr40.750L40.5250E4H, IL Car Dsgn. L = 6.00 ft 1 0.230 0.325 -34.72 34.72 251.67 150.70 1.00 1.00 22.08 102.00 68.00 Dsgn.L= 16.0011 2 0.230 0.325 31.15 -34.72 34.72 251.67 150,70 1.00 1.00 22.08 102.00 68.00 - Dsgn. L: 1.50 It 3 0.064 0.106 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 -+DI0.750Lr40.750L40.5250E-H, IL Car Dsgn. 1: 6.00ff 1' 0.288 0.225 43.36 43.36 251.67 150.70 1.00 1.00 15.31 102.00 . 68.00 Dsgn. 1= -16.00 ft ' 2 0.288 0.225 11.92 -43.36 43.36 251.67 150.70 1.00 1.00 15.31 102.00 68.00 - -' - Dsgn.'L= 1.50 ft - 3 0.044 .0.073 .6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 4040.750Lr40.750L40.5250E4H, IL Car, * .'. Dsgn. L= 6.00 It 1 0.288 0.222 43.36 43.36 251.67 150.70 1.00 1.00 15.11 102.00 68.00 - ' •' . . Dsgn. I= 16.00 111 2 0.288 0.222 9.82 43.36 43.36 251.67 150.70 1.00 1.00 15.11 102.00 68.00 Dsgn. L= 1.50 It 3 0.064 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 16, 40-40.750Lr90.750140.5250E4H, LL Car Dsgn. L= 6.00 ft 1 0.288 0.336 43.36 43.36 251.67 150.70 1.00 1.00 22.82 102.00 68.00 • Dsgn.L= -16.00 It 2 0.288 0.336 29.41 43.36 43.36 251.67 150.70 1.00 1.00 22.82 102.00 68.00 - Dsgn.L= 1.50 It 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 - , 4040.750Lr40.750L40.5250E+H, LL Car ,' Dsgn.L= 6.00ff • 1 0.288 0.333 -43.36 43.36 251,67 150.70 1.00 1.00 22.62 102.00 68.00 Dsgn.L= 16.00ff • 2 0.288 0.333 27.53 43.36 43.36 251.67 150.70 1.00 1.00 22.62 102.00 68.00 - Dsgn.L= 41.50ft 3 0.064 - 0.108 -9.70 9.70 251.67 150.70 1.00 1.00 7.36 102.00 68.00 -+fJ40.750L40.7505-0.5250E41. LL Con • •' Dsgn. L= 6.00 It • 1 0.230 0.217 -34.72 34.72 251.67 150.70 1.00 1.00 14.75 102.00 68.00 • Dsgn. L= 16.00 It 2 ,' 0.230 0.217 14.73 -34.72 34.72 251.67 150.70 1.00 1.00 14.75 102.00 66.00 ..". .Dsgn.L=, 1.50ff ' 3 0.045 0.077 -6.81 • 6.81 251.67 150.70 1.00 1.00 5.26 102.00 .' 68.00 4 . .'• +O40.750L40.750S0.5250EH, LL Con 4. 1. _.' - -C 4, --4 Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite W " San Diego, CA 92131 ________ • (858) 693-0757 Title: Hoefer Residence Engineer: David Thpmas Project Desc.: Sheet ¶ of Job# 12076 Description: FB-6 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnxlomega Cb Rm VaMax Vnx Vnxlomega Dsgn. L= 6.00 It 1 0.230 0.248 -34.72 34.72 251.67 150.70 1.00 1.00 16.83 102.00 68.00 Dsgn.L= 16.00ff 2 0.230 0.248 21.33 -34.72 34.72 251.67 150.70 1.00 1.00 16.83 102.00 68.00 Dsgn.L= 1.50 ft 3 0.044 0.073 6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 4040.750L40.750S40.5250E9f1. IL Con Dsgn.L= 6.00 It 1 0.230 0.247 -34.72 34.72 251.67 150.70 1.00 1.00 16.82 102.00 68.00 Dsgn. L = 16.00 It 2 0.230 0.247 21.19 -34.72 34.72 251.67 150.70 1.00 1.00 16.82 102.00 68.00 Dsgn. L= 1.50 ft 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 +040.750L-+0.750S#0.5250E41, LL Con - Dsgn. L= 6.00 It 1 0.263 0.222 -39.58 39,58 251.67 150.70 1.00 1.00 15.07 102.00 68.00 Dsgn. 1= 16.00 ft 2 0.263 0.222 13.17 -39.58 39.58 251.67 150.70 1.00 1.00 15.07 102.00 68.00 Dsgn. L= 1.50 It 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 ' 68.00 ' 4DI0.750L.+0.750S40.5250E1H, LL Con Dsgn.L= 6.00ft J 1 0.263 . 0.221 . . . -39.58 39.58 251.67 150.70 1.00 1.00 .15.05 . 102.00. 66.00 Dsgn 1= 16.00ft - - 2 . 0.263 0.221 L 13.02 -39.58 39.58 251.67 150.70 1.00 1.00 15.05 102.00 68.00 Dsgn.L= 1.50ff 3 0.045 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 '0-f0.750L40.750S40.5250E4H, LL Con Dsgn. L= 6.00 It - 1 0.263 0.252 -39.58 39.58 251.67 150.70 1.00 1.00 17.14 102.00 68.00 Dsgn. L = 16.00 ft 2 0.263 0.252 19.46 -39.58 39.58 251.67 150.70 1.00 1.00 17.14 102.00 68.00 Dsgn. L=. 1.50 It 3 0.044 0.073 -6.57 6.57 251.67 150.70 1.00 1.00 4.95 102.00 68.00 +040.750L-.0.750S40.5250E4H, LL Con Dsgn.L= 6.00 ft 1 0,263 0.252 -39.58 39.56 251.67 150.70 1.00 1.00 17.12 102.00 68.00 Dsgn.L= 16.00 ft 2 0.263 0.252 19.31 -39.58 39.58 251.67 150.70 1.00 1.00 17.12 102.00 68.00 Dsgn. L= 1.50 ft . 3 0.045 . 0.077 -6.81 6.81 251.67 150.70 1.00 1.00 5.26 102.00 68.00 - , +0.60D+W+H -- - Dsgn.L= 6.00 It . 1 . 0.138 0.130 -20.83 20.83 251.67 150.70 1.00 1.00 8.86 102.00 68.00 16.00 It ' 2 ,.Dsgn.L= . 0.138 0.130 8.93 -20.83 20.83 251.67 150.70 1.00 1.00 8.86 102.00 68.00 Dsgn. L 1.50 It . 3 0.026 0.044 -3.94 3.94 251.67 150.70 1.00 1.00 2.97 102.00 68.00 40.60D+0.70E4H, . . Dsgn.L= 6.00 It 1 0.138 0.130 -20.83 20.83 251.67 150.70 1.00 1.00 8.86 102.00 68.00 Dsgn. L = 16.00 ft 2 0.138 0.130 8.93 -20.83 20.83 251.67 150.70 1.00 1.00 8.66 102.00 68.00 Dsgn.L= 1.5011 . ' 3 0.026 0.044 -3.94 3.94 251.67 150.70 1.00 1.00 2.97 102.00 68.00 INN Load Combination Span Max. °-" Dell Location in Span Load Combination Max. +' Dell Location in Span D4*Lr .. . . 1 0.2053 0.000 L-'{.r -0.1646 0.987 D'ti{r. - , 2 0.2188 8.506 0.0000 0.987 3 0.0000 8.506 D4.i-Lr -0.0649 1.500 dtic VRcti Uf for Support notation Far left is #1 Values in KIPS Load Combination . Support 1 Support 2 Support 3 Support 4 ' 710 verall MAXimum . 37.435 21.557 0 Only . '. . 22.860 11.810 I Only, LL Comb Run (L) -0.020 0.440 L Only, LL Comb Run ('L') . . 2.755 , 2.265 '..' I Only, LL Comb Run (*LL) . 2.735 2.705 'L . ' Only, IL Comb Run (L) 2.565 -0.405 LOnly, LL Comb Run (LL) . 2.545 0.035 - L Only, LL Comb Run (LL) 5.320 1,860 L Only, IL Comb Run (LL.) 5.300 2.300 - - It Only, IL Comb Run (DL) • . . -0.241 3.035 Is Only, U. Comb Run (*L*) -, 7.261 4.007 . . -. • Li Only, II Comb Run ('IL) 7.020 7.042 Lr Only, lL Comb Run (L**) 1.995 -0.315 - Li Only, II Comb Run (L'L) 1.754 2.720 . Li Only, IL Comb Run (LI*) • 9.256 3.692 Lr Only, LL Comb Run (LIL) • - • 9.015 . 6.727 ' - - . . L4r, LL Comb Run (ML) -0.261 3.475 • , • 'L-+tr, LL Comb Run (1..*) • . 10.016 6.272 L+I..r, LL Comb Run ('LL) • . - 9.755 9.747 L4r, II Comb Run (La') . • 4.560 -0.720 L4.r, LL Comb Run (L'L) • 4.299 2.755 - L#Lr, II Comb Run (LL') 14.576 5.552 .4.' . Ltr, IL Comb Run (ILL) . • 14.315 9.027 - •• • D+Lr, U. Comb Run (L) ' 22.619 14.845 D+tr, LL Comb Run (L) • 30.121 15.817 D'+LrLL Comb Run ('LL) 29.880 18.852 - -• • 4 . . -•,• Mike Surprenant & Associates Title: Hoefer Residence Job # 12076 - ' Consulting Structural Engineers Engineer. David Thmas 9975 Businesspark Ave. Suite "A Project Deso.: Sheet 'c4' of San Diego, CA 92131' (858) 693757 F: (858) 693-0758 Prftited:25 OCT 2O12.1O:4OM ." Description: FB-6 em Support notation: Far leIt is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 D+1.i, U. Comb Run (L) 24.855 11.495 - . D4.r, U. Comb Run (LL) 24.614 14.530 D#Lr, LL Comb Run (LL*) 32.116 15.502 D4.r, IL Comb Run (ILL) 31.875 18.537 '. . ' . 04. LL Comb Run (ML) ' 22.840 12.250 D+L, LL Comb Run (11 . 25.615 14.075 'D+LLL Comb Run (LL) . 25.595 14.515 04.,LL Comb Run (1) . 25.425 11.405 D+L.LL Comb Run (L*L) 25.405 11.845 0-it, LL Comb Run (LL*) . . ' . 28.180 13.670 D-iLLL Comb Run (LLL) 28.160 14.110 -' D-iL+Ir, LL Comb Run (L) 22.599 15,285 - O'-t+Lr, LI. Comb Run (L). . 32.875. 18.083, D4+Ir, LL Comb Run (LL) 32.615 21.557 D+L'tr, LL Comb Run (Li . 27.420 11.090 0-it+Ir, LL Comb Run (LL) 27.159 - 14.565 D4.+Ir, U. Comb Run (LL) 37.435 17.363 04t -iLr, LL Comb Run (LLL) 37.175 20.837 1. :' ' . . •• ,,.. , . . . . ..- -- ' :- • - . , .... . - - . . . - ,. , .-....., •i. •.- .. • • -. ' •. •• -- . . '- . i .' - . . -. ..' .. - . , : - . ' • 4 , 4 • 1 I 2A "'.. - - MIKE SURPRENANT &ASSOCIATES Consulting Structural Engineers JOB SHEET NO. -- CALCULATED BY T DATE CHECKED BY________________________ DATE SCALE LEVEL: FL)crL MEMBERS: LABEL: '21 SPAN=1'° FT. - UNIFORM LOAD * 0 POINT LOAD (CENTERED) 0' CUSTOM WADING (SEE DIAGRAM) 01 W2= . P1 -. RL =5((,P lbs R,=- _ •lbs VMAX = " lbs E = ksi ,E MMAX=,_ft-lbs h'o = in4 USE: GRADE: C: ALT: GRADE: C:_______ LABEL: SPAN= FT. 0 UNIFORM WAD '0 POINT LOAD (CENTERED) o CUSTOM WADING (SEE DIAGRAM) -, - = ' . . RL = lbs RR =__________lbs VMAX= lbs E = ksi MMAX = ft-lbs IREQ'D = _______in4 USE: ' ' GRADE: C:_______ ALT:' GRADE: C:_______ I LABEL: SPAN= .- FT. 0 UNIFORM LOAD . 0 POINT WAD (CENTERED) 0 CUSTOM WADING (SEE DIAGRAM) ___ Pz = - * I RL = lbs = __________lbs VMAX = lbs E =ksi MMAX= ft-lbs IiuQ'D = in4 USE: . _GRADE: C:_______ . I ALT: GRADE: C: ?- '4, •'4 49' - Length = 17.0 ft I - 0.338 Length = 17.0 it 1 0.663 -#040.75OLr40.750L-"H - - - Length = 17.0 It 1 0.582 ' +040.750Lr40.750L40.750W-+H - - Length = 17.0 ft 1 0.582 -- -'-O40.750Lr-0.750L-'O.5250E-41 Length =17.0 ft I - 0.582 -- :.- - •- - 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 12.19 979.81 2900.00 2.44 65.32 290.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 23.93 1,923.25 2900.00 4.79 128.22 290.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 21,00 1,687.39 2900.00 4.20 112.49 290.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 21.00 1,687.39 2900.00 4,20 112.49 290.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 21.00 1,687.39 2900.00 4.20 112.49 290.00 0.225 1.00 0.442 1.00 0.388 1.00 0.386 1.00 0.388 1.00 5# - , Mike Surenant & Associates :. Consulng Structural Engineers •- 9975 Businesspark Ave. Suite San Diego, CA 92131 - (858) 693-0757 Title: Hoefer Residence Job # 12076 Engineer: David Th9mas Project Desc.: Sheet 'Q of Description: FB-7 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 2,900.0 psi E: Modulus of Elasticily Load Combination ASCE 7-05 Fb - Compr 2,900.0 psi Ebend- xx 2000.0ksi - Fc - PrH 2,900.0 psi Eminbend - xx 1,016.54ks1 Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi ' Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf * - Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0 D(0325) Lr(0325) 3.5x16.0 - :- - Span 17.0ft A. Service loads entered. Load Factors will be applied for calculations. . Beam self weight calculated and added to loads - Uniform Load: 0 = 0.020, Li = 0.020 ksf, Tributary Width = 16.250 it pg Maximum Bending Stress Ratio 0.663:1 Maximum Shear Stress Ratio = 0.442: 1 Section used for this span 3.5x16.0 Section used for this span 3.5x16.0 fb : Actual = 1,923.25psi fv : Actual = 128.22 psi FB: Allowable • = 2,900.00 psi Fv : Allowable = 290.00 psi - Load Combination 4OrH Load Combination - • Location of maximum on span = 8.500ft Location of maximum on span = 15.725 It Span l where maximum occurs = Span #1 Span # where maximum occurs = Span #1 -. . Maximum Deflection Max Downward L+Lr+S Deflection 0.258 in Ratio= 791 Max Upward L+Lr+S Deflection 0.000 in Ratio= - 0 <360 Max Downward Total Deflection 0.525 in Ratio= - 388 - - - Max Upward Total Deflection 0.000 in Ratio= 0 <240 * I. -. ..- - ,• 4 -- . Load Combination - - Max Stress Ratios Moment Values Shear Values - Segment Length Span # M V Cd C FN Cl Cr Cm C t CL M - lb Pb V - - fv F'v ' Mike Surprenant & Associates Consulting Structural Engineers j ''. . •1 9975 Businesspail Ave. Suite *AO San Diego, CA 92131 1I414\ RQUt757 Title: Hoefer Residence Job # 12076 Engineer: David ThoFas Project Desc.: Sheet of Description FB-7 Span Max. '-° Dell Location in Span Load Combination Max. Deft Location in an Load Combination 1 0.5252 8.585 0.0000 0.000 0-sIr Support notation Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImum 5.631 5.631 - D Only 2.889 2.869 LrOnly 2.763 2.763 0-sIr 5.631 5.631 -S - -- * :. .• S. S - S - -S. 4-. 5 S • 5• .- -- S - -S S S_ i • S • S. •,. + 0 4 t5 MEMBER REPORT Upper Roof, RJ-1 : F 0 R T E e 2 piece(s) 13/4" x 7 1/4" 1.9E Microflam® LVL © 16" OC Overall Length: 18'1" PASSED + 17'6 All Dimensions Are Horizontal; Drawing Is Conceptual W W4 N ONE Member Reaction (Ibs) 482 @2 1/2" 7656 Passed (6%) -. 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 434 @ 103/4" 6027 Passed (7%) 1.25 1.0 D + 1.0 Is (All Spans) Moment (Ft-lbs) 2081 @91/2" - 9249 Passed (22%) 1.25 1.01) + 1.0 Ii (All Spans). Uve Load Deli. (in) -- - 0.282 @9' 1/2'!.. 0.589 Passed (11752) - 1.0 D + 1.0 It (All Spans) Total Load Dell. (in) 0.563 @9' 1/2" 0.883 Passed (1/376) - 1.0 1) + 1.0 Ii (All Spans) -' Deflection cillmla: U. (1/360) and TI. (1/240). Bracing (Lu): PJI compression edges (top and bottom) must be braced at 18' 1" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A 4% Increase In the moment capacity has been added to account for repetitive member usage. System : Roof Member Type: )Dist Building Use : Residential Building Code : IBC Design Methodology: ASD Member Pith: 0/12 rfgyngp 1 - Stud wall - DF 330" 3.50" 130" 241 241 482 Bloddng 2-Stud wail - OF 3.50" 3.50" 1.50" 241 241 482 Blocking Blocking Panels are assumed to carry no beds applied directly above them and the full load is applied to the member being designed. Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser cepressly 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 design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by David Thomas 1 -Uniform (PSF) 0 to 181" 16' 20,0 20.0 Roof SUSTAINABLE FORESTRY INITIATIVE .••• David Thomas, P.E. Hoefer Residence l 12076 Mike Surprenant & Associates - (858) 693-0757 dsvidlhonlas@msseng.com 10/23/2012 11:39:15 AM Forte v35, Design Engine: V5.5.32 Hoe* Joist. 4te Pag1of 1 Forte Software Operator Job No5ts David Thomas, P.C. Hoefer Residence 112076 Mike Surprenani & Associates (858) 693-0757 daeidthornas@maaang.com. . - - ' •••_i!_' - F i -, '. 1-,- - 1-.. -,, a -2- 4 V 'l 5 , - 10/23/2012 11:40:31 AM Forte v3.5, Design Engine: V5.5.3.2 I-loefer Joist.41e Page 1oll a- 'FORTE" MEMBER REPORT Upper Roofs RJ-2 1 piece(s) 13/4" x 7 1/4" 1.9E MicroIam® LVL @ 16" CC '.a- •:. . -, Overall Length: 12' T V + All Dimensions Are Horizontal; Drawing Is Conceptual N-41 WON& Deflection alleila: U. (L/360) and 11. (1.1240). Bracing (Lu): All Compression edges (top and bottom) must be braced at 12'7" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A 4% increase in the moment capacity has been added to account for repetitive member usage. Stud wag - OF , 3.50" 3.50" 1.50 168 168 336 Blocking Stud wail DF 3.50 3.50" 1.50" 168 168 336 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. 1 - Uniform(PSF) 0 to 12' 7" 16" 20. 20.0 Roof PASSED + 0 System: Roof Member Type: Joist Building Use: Residential Building Code: IBC Design Methodology: ASD Member Pitch: 0/12 Member Reaction (Ibs) 336 @2 1/2" 3828 Passed (90/6) -- 1.0 D + 1.0 Li (MI Spans) Shear (ibs) 288 @10 3/4" 3013 Passed (10%) 1.25 1.0 D + 1.0 Ii (All Spans) Moment (R-Ibs) 987 @6' 3 1/2' 4624 Passed (210/6) 1.25: 1.0 D + 1.0 Li (All Spans) Uve Load Dell. (ln) - 0.129 @6' 3 1/2"...0.406.. Passed (LJ999+) -- 1.0 I) + 1.0 Lr(AI1 Spans) Total Load Defl. (In) 0.258 @6 3 1/2" 0.608 Passed (1.1565) -- 1.0 D + 1.0 Li (All Spans) Weyethaeuser 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.wocdbywy.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 design professional as determined by the authority having Jurisdiction. The designer of record, builder or Framer Is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, Input design toads, dimensions and support Information have been provided by David Thomas SUSTAINABLE FORESTRY INITIATIVE PASSED • Blocldng Panels are assumed lo carry no loads applied directly above them and the full load is applied to the member being designed. ,.'. 1 .UnCon(PSF) 0 to 18' 1" 16 20.0 20.0 Roof OFORTE6 MEMBER REPORT 2nd F!oor,RJ-3 1. piece(s) 9 1/2" TM® 230 © 16" OC - Overall Length: 18' 1" NNW I 3'6" 14' I] 4 All Dimensions Are Horizontal; Drawing Is Conceptual 1 - Stud wall - OF 3.50" 3.50" 3.50 299 299 598 Blocldng 2- Stud wail OF 3.50' 3.50 1.75" 1 183 1 189 372 Blocldng + 0 System : Roof Member Type : joIst Building Use: Residential Building Code: IBC Design Methodology : AS!) Member Pitch: 0/12 Deflection cilteila: LL (L/360) and TI. (1/240). Overhang deflection criteria: IL (21/360) and TL (21/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 10 13/16' 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Member Reaction (Ibs) 372@ 17'10 1/2' .L 1856 Passed (20%) 1.25 1.0 0 + 1.0 It (Alt Spans) Shear (lbs) 384 @3' 9 1/2" 1663 Passed (23%) 125 1.0 D + 1.0 It (All Spans) Moment (Ft-lbs) 1220 © 11 15/16" 4163 Passed (29%) 125 1.0 D + 1.0 It (Alt Spans) Live Load Deli. (In) 0.125 @ 10' 10 1/8' 0.474 Passed (1/999+) - 1.0 D + 1.0 It (Alt Spans) Total load Dell. (in) 0.241 © 10'10 11/16" 0.711 Passed (1/709) - 1.0 I) + 1.0 It (Alt Spans) FORESTRY INrnAm'E Forte Softwale Operator Job Motes David Thomas, P.C. Hoefer Residence 112076 Mike Surpranani & Associates (858) 693-0757 davidlhomas©lnsaeng.com 10/23/2012 1:38:36 PM Forte v3.5, Design Engine: V5.5.3.2 SUSTAINABLE HoeferJoist.41e Page lofi 4 Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. r -4- 1 - Uniform(PSF) 0 to 18'7" 16" 35.0 40.0 Residenti al - Living Asses ASSED - - ii + 0 EJ P - F 0 R T E MEMBER REPORT 2nd Floor, FJ-1 1 piece(s) 14" TM® 360 © 16" OC Overall Length 18 7 - * All Dimensions Are Horizontal; Drawing Is Conceptual Member Reaction (lbs) 919 @2 1/2' 1202 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 900 @3 1/2" 1955 Passed (46%) .1.00 1.0 0 + 1.0 1(All Spans) Moment (Ft-lbs) 4125 @9' 3 1/2" 7335 Passed (569/6) 1.00 1.0 0 + 1.0 L (All Spans) Uve Load Dell. (In) ...._. 0.220. @9'3-1/2" - 0.363 Passed (1/989) -- 1.0 0 + 1.0 L (All Spans) Total Load Dell. (in) 0.413 @9' 3 1/2" 0.454 Passed (1/528) - 1.00 + 1.0 1(All Spans) 11-Pro" Rating 56 45 Passed - - System: Floor Member Type: joist Building Use : Residential Building Code: IBC Design Methodology: ASD Deflection criteria: Li (1./600) and IL (L/480). Bracing (Lu): Ali compression edges (lop and bottom) must be braced at 4' 5 1115" 0/c unless detailed otherwise. Proper attachment and positioning of lateral '. bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 1 1/8' Panel (48" Span Rating) that is nailed down. Additional considerations for the fl-Pro"" Rating include: None g. 1-Stud wall - OF 3.50" 2.25' 1.75" 434 496 930 11/4' Rim Board 2-Stud wail - OF 350' 2.25" 135" 434 496 930 11/4' Rim Board SUSTAINABLE FORESTRY INIIiMIVE 10/23/2012 11:47:30 AM Forte v3.5, Design Engine; V5.5.3.2 HoeferJoist.4te Page -loll Member Reaction (Ibs) 494 @2 1/2" 2109 Passed (230 0 + 1.0 L (All Spans) Shear (Ibs) Moment (Ft-lbs) Uve Load W. In 415 @ 10 3/4" 1160 @ 5' 1/2" 0.137 1305 1360 0.242 Spans) Passed (32%) 1.00 1.0 0 + 1.0 L(All Spans) Passed (86%) 1.00 1.00 + 1.0 L (All Spans) Total Load Defi. (In) 0.258 @51/2" 0.322 Passed ([/450) - 1.0 D + 1.0 L(lrll Spans) T3-Pro- Rating NaN N/A -- - -- ;1' System : Floor Member Type: Joist Building Use: Residential Building Code: IBC Design Methodology: PSD lao - Unifonn(PSF) ___Ito 10 1" 1 16' 35.0 40.0 Residential - Uving Areas 'Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being omlgneu. +._.,•_ I-, SUSTAINABLE FORESTRY INITIATIVE 11/2/2012 1:38:30 PM Forte v3.5, Design Engine: V5.5.3.2 HOEFER-1.4TE Page 1 of 1 - - 1 F 0 R T E MEMBER REPORT 1st Floor. FJ-2 -. - 1 piece(s) 2 x 8 Douglas Fir-Larch No 2 © 16" OC - ' Overall Length: 10'1" 4 + 0 + - - I] All OlmnslonS Are Horizontal; Drawing Is conceptual PASSED - + 0 11 = - Deflection criteria: U. (LJOU) ares i L I.LIJGUJ. Bracing (Lu): All compression edges (top and bottom) must be braced at 61 9 15/16" 0/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. fl - Stud wall - OF 3.50' 2,25" 1.50 235 269 504 11/4" Rim Board 1 2- Stud wall - OF 3.50" 2.25' T 1.50' - 235 269 504 1 1/4' RIm Board .4 .'\.. •,- 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 Ic circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilIties are thIrd-party certified to sustainable forestry standards. - - -- The product application, Input design loads, dimensions and support information have been provided by David Thomas - - . •:-. - 4 a.' - •,1 - . - .. - F.. '8 - - Forte Software Operator Job Wotes David Thomas, P.E. j Hoefer Residence 112076 - Mike Surprenant & Associates - . (858) 693-0757 davdlhomas@rnseeflg cow :i,, -. ," •-"i--''i.-' .' - a. ,• 4. 0 ' "J F 0 R I E a MEMBER REPORT 1st Floor, FJ-3 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 © 16" OC Overall Length: 7'7" .4. + V RN 'q PSM All Dimensions Are Horizontal; Drawing Is Conceptual PASSED + 0 1 1 -1 __10 ____________ Member Reaction (Ibs) 369 @ 2 1/2" 2109 Passed (17%) -W 1.01) + 1.0 L (All Spans) Shear (Ibs) 304 @9" 990 Passed (31°h) 1.00 1.00 + 1.0 L (All Spans) Moment (Ft-Ibs) 642 @3' 9 1/2" 848 Passed (76%) 1.00 1.0 D+ 1.0 L(AII Spans) Uve Load Dell. (In) .. 0.095 @3' 9 1/2" 0.179 Passed (1/904) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (In) 0.178 @39 1/2" 0.358 Passed (1/482) -- 1.00 + 1.0 1(M Spans) 1)-Pro"' Rating NaN N/A -- - - System: Floor Member Type : joist Building Use: Residential Building Code: IBC Design Methodology : P.SD - . Deflection criteria: IL (11480) and Ti. (1/240). Bracing (Iii): All compression edges (top and bottom) must be braced at 74 1/2" 0/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 calculatiorm are based on E1DS 2005 methodology. 4 - Rim Board is assumed to cony all loads applied directly above ik bypassing the member being designed. MAUI- - ------- 4- a 1 - Uniform(PSF) 0 to 7' 7 16' 35.0 40.0 ResidentIal - Using Areas __ YJIM - Stud wall OF 350" f2.2s" 1.50" 177 202 379 1 1/4" Rim Board 2- Stud wall - Di' - 3.50" 2.25" 1 1.50" 177 202 379 1 1/4" Rim Board () SUSTAINABLE FORESTRY iNmA-rivE Forte Softwate Operator Job Notes David Thomas, P. E. i4oeier Residence 112076 Mike 5urpren5n5 & Associates (65B) 6930757 da%idthomas@msaeng.com 10/23/2012 11:57:45 AM Forte v3.5, Design Engine: V5.5.3.2 - Hoefer Joist. 41e -. -. Pagel ofi ':''a : .. B "B: 7.0 1200 0.14 0.84 0.25 320 0.3330 C ___ Exposurea. 0.45 0.30 9.5 900 0.11 1.00 0.15 500 0.2015 D 0.65 0.20 L 11.5 700 0.09 1.07 0.11 0.80 0.15 650 0.137 -.- MainWindForceResistingSystem: MethodUsed = Analytical Procedure Maximum Building Height (z) = :: ___30: feet Design Wind Speed = .., 110_mph (110 mph for California) (4= 0.85 1=1.00 Exposure Category = (per ASCE-7, 6.5.6.3) l(= 0.98 K2 = 1.00 G= 0.85 Gcp= -0.18 Cp = 0.80 and -0.5 (windward and leeward walls) qh = 25.8b pst P = 17.861psf (Note: Reduced by factor of 1.6 for ASO Design) CHOSEN EXPOSURE = Mike Surprenant Job 12,D-7 LP & Associates Sheet No. LP -of Consulting Structural Engineers Calculated by Date Checked by Date WIND DESIGN SEISMIC DESIGN 4 Method used = Equivalent Lateral Force Procedure Occupancy Category = 2 (1,2,3,4) (Residential = 2) R =16.5 .. I (6.5 for wood shear walls) = 1.0 (Residential = 1.0) Site Class = 0 '.. . (A,B,C,D,E) ______ Ss= .1.2 g (0.2 sec) Fa 0958, S 0.809 g Si = 0478':9 (1 sec) F5 = 1.475 . S01 = 0.470 g Seismic Design Category (SDS) = D (Use the worst case seismic design category) Seismic Design category (SD1) = D T3 = 0.26 sec C= 0.12 = 0.28 Csmjn = 0.01 'CsactjO.125 I . p =F 1.31 = V10.116IWx (Csa*p)*WxI1.4 14 \ .,.1.• - -.-• - %TTP A 1VLLIC 3LM.rL%X,114Z,.AN I & ASSOCIATES Consulting Structural Engineers 4 JOB SHEET NO. ________________________ OF CALCULATED BY 2 T DATE CHECKED BY________________________ DATE SCALE W (DEAD LOADS) . (SEISMIC) -ROOF-WEIGHT: : iaphragm-f----_._..._______________LBS torW.ail Weight= (2 ( If . . LBS Interior Wall 'Weight ...-•---•--: LBS Total Weight (Tributary to Diaphragm) = 1-9.3 40 LBS LRWtth: . . . . . .Piap ao._t(WI°°' _ ______LBS Exterior Wall Weight ___(_10 1(1'LBS Interior Wall Weight ( ___s /_)(i __ +_7 _ r _O LBS Total Weight f(Tributary to iiájhrgm) . ..-..15 %f14 D LB$ FLOOR WEIGHT Diaphra - . . . LBS Exterior Wall Weight = . LBS tëiôWàIl Weight .. . . .. . LBS Total Weight (Tributary to Diaphragm) ________________________________________________________ LBS TOTAL DEAD LOAD, Wt =i- S, 7--V 01,13S BASE SHEAR, V ='II j + (5 % Addn'l F.O.S.) Wt = . LBS 4 UNIT SHEAR, v = V I Area (Applies to single level structures only) 44. •- :-• - PSF 0 - PRODUCT 2O1 '-.5 DIAPHRAGM wA h w hx wx hx = w,,_ (V) x w1 h, A VX = (P IA). LEVEL (k) (ft) (k-It) wh, (ibs)- W) f) ROOF -7-1 I IZ,,o q0 o,t 11,191 —7, 75(p FLOOR \O ci o -FLOOR 100 I - - •:- '2 ,: •. - MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. OF________________ CALCULATED BY 17 1 DATE CHECKEDBY_______________________ DATE SCALE LATERAL LOAD DISTRIBUTION V '4,51S lbs EARWALL DESIGN LATERAL LOADSI WIND LOAD = PRESSURE (P) x PROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR (vt) )t DIAPHRAGM DEPTH (d) ROOF DIAPHRAGM: A WIND: P ______ (psi) x (ft) = I (pif) SEISMIC: v, —J-L,-t-9 (psi) x (It) I5 (pif) WIND: P Ftp, 4- 7— (psi) x (ft) = (pil) p •SEISMIC: v (psi) x 3* (It) = (p11) •-e,-IP LEVEL DIAPHRAGM: A= N-S: • WIND: P '4 - (psi) x 1 ' (It) = I1' (pif) SEISMIC: v I _(psi) x ' (It) = 1 (pIt) E-W: . WIND: P ' 4L (psi) x k 0 (ft) = I 4 (pit) - - SEISMIC: v, (psi) x (P (It) = (P (pit) - LEVEL DIAPHRAGM: A= ' 1 N-S: -. WIND: P (psi) x _______ (ft) = _______(pit) - SEISMIC: v - (psi) x _______ (It) = _______(pit) :. •- - WIND:. P (psi) x _______ (ft) = _______(pit) SEISMIC: v,, _(pst) x _______ (ft) = _______(pit) '— GOVERNS ';5 tSl'i I L GOVERNS '"-- GOVERNS GOVERNS GOVERNS - GOVERNS t JOB 91 SHEET NO. ___________________________ OF_____________________ CALCULATED BY______________________ DATE CHECKED BY___________________________ DATE_____________________ SCALE MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEARWALL DESIGN Story Shearwalls Direction Unit Lateral Load, v = 1 psf Gridline Tributary Area (This Level): /. I Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v=FfL = (.(.D Of Shearwall Type (j) Overturning: L Uplift Holdown Anchor Type: 1 7- LP sq. ft. t2..7 Lbs - Lbs Total Load (All Levels), F = 1. 1 Lbs ft. 'Okay by Inspection Lbs Gridline Tributary Area (This Level):('/ ( ' + ( I 4 ( 9 f (' 7 ( ft sq. Lateral Load (This Level): 1-'*0 Lbs Lateral Load (Level Above): - Lbs V Total Load (All Levels), F= 0 - lr Lbs Shearwall(s) Length, L = V ' V Unit Wall Shear, v = F/L = ' 1Ai. t plf 3'( 2... PLF Sherwall Type: V. V V Overturning: 4 - ft. - Okay by Inspection Uplift= ''°'7 Lbs Holdown Anchor Type: V 51LJk Gridline • Tributary Aiea (This Level): sq. Lateral Load (This Level): 3 Lbs Lateral Load (Level Above): Lbs V V• V Total Load (All Levels), F= 3 Lbs Shearwall(s) Length, L Unit Wall Shear, v = FJL = pit * Shearwall Type: V Overturning: L = V ft. .L Okay by Inspection ., . Uplift = Lbs Holdown Anchor Type: [I] V JOB SHEET NO. _________________________ OF____________________ :b-r CALCULATED BY DATE CHECKED BY__________________________ DATE SCALE MIKE SURPRENANT & ASSOCIATES - Consulting Structural Engineers OO Story Shearwalls F' Direction . Unit Lateral Load, v = psf Tributary Area (This Level):(t11 (°) _754 ft. sq. . Lbs . 1 Lateral Load (This Level): . Lateral Load (Level Above): . . Lbs Lbs Total Load (All Levels),.F= ~ k1 Shearwall(s) Length, L Unit Wall Shear, v=FfL = 17.-i.Z- pif 7'42 Shearwail Type.;.. Overturning: L = ft. _.'Okay by Inspection Uplift = Lbs Holdown Anchor Type: Gridline (.." \ •\ . ) (. F2 . . sq. ft. Tributary Area (This Level): 2.., c'3 Lbs Lateral Load (This Level): . . . . Lateral Load (Level Above):. . Lbs Total Load (All Levels), F. c., Lbs Shearwall(s) Length, L = ' ft. Unit Wall Shear, v = FtL = I 3' pif Sharwal1 Type: Overturning: L = ft. "Okay by Inspection - Uplift = - Lbs Holdown Anchor Type: . : Gridline Tributary Area (This Level): ______________________________________________________________________________ sq. ft. Lateral Load (This Level): ____________________________________________________________________________ Lbs Lateral Load (Level Above): ______________________________________________________________________ Lbs 11/.. I ....k I - Total Load (All Levels), F. ____________________ ft Lbs nearwaiits J..c1Igut, .I_ Unit Wall Shear, v = FfL = pif Shearwll Type: (J * Overturning: L = ft. — Okay by Inspection - Uplift = Lbs Holdown Anchor Type: VL_01C' JOB SHEET NO. OF_____________________ CALCULATED BY__________________________ DATE - CHECKED BY . DATE SCALE 4 • .. ! F I MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers I ______ Story Shearwalls . -W Direction Unit Lateral Load, v-= 75 LO ps Gridline sq. ft. Tributary Area (This Level).: •. (.p. Lbs Lateral Load (This Level): . .. Lateral Load (Level Above): . . — Lbs Total Load (NI Lels), F ( 0 Lbs Shearwall(s) Length, L Unit Wall Shear, v = FAIL = 01 pif ShearwallType:- •- :... _____. •..- - . ... Overturning: L — ft. Okay by Inspection - , Lbs Uplift= Holdown Anchor Type: Gridline ( !t.J \ (t fi i CP) sq. ft. Tributary Area (This Level): ._. Lbs Lateral Load (This Level): Lateral Load (Level Above): /Total Load (All Levels), F = — Lbs Lbs -Shearwall(s)Length,L i5+()/i J ft. -73 . Unit Wall Shear, v = FIL = Z-1 -H. Z pif — .°i ? F Shearwall Type: . ..Overturning: L = • ft. ._.'Okay by Inspection Uplift Lbs - Holdown Anchor Type: Gridline (/ (#) sq. ft. Tributary Area (This Level): .,'g.. Lbs Lateral Load (This Level): Lbs Lateral Load (Level Above): ______________________________________________________________________ , Total Load (All Levels), F= -, L. Lbs Shearwall(s) Length, L = fl ft • Unit Wall Shear, v = F/L = -6 pif SSear'all Type: Overturning: L ft. ..i Okay by Inspection . . Uplift = . . Lbs Holdown Anchor Type: JOB (o 1. SHEET NO. OF_ CALCULATED BY______________________ DATE CHECKED BY DATE SCALE - .... MIKE SPRENT & ASSOCIATES - .. Consulting Structural Engineers _______ Story Shearwalls Direction Unit Lateral Load, v = psf Gridline '- ('i) ( I ç ) (Oi Tributary Area (This Level): . sq. ft. Lateral Load (This Level): . . . .. . .. . 1 .. 3" Lbs Lateral Load (Level Above): (91_I /.&_) . . . A-U4 Lbs Total Load(AI1 Levels), F =. . Lbs * Shearwall(s) Length, L = . ft. . Unit Wall Shear, v=FfL =. . plf Al =7 6PI ShearwallType: 0- z • - . . Overturning: L= ft. Okay by Inspection Uplift= Lbs Holdown Anchor Type: ( Tributary Area (This Level): . . . I . sq. ft. Lateral Load (This Level): . . . 951 Lbs Lateral Load (Level Above): 2-1 -b) ( 'i + 64 Lbs , .. . Total Load (All Levels), F= 1,2 ,'U 4W-Lbs , Shearwall(s) Length, L. = ;.c . Unit Wall Shear, v = F/L = 1 gD plf Shëarwall. Type:. Overturning: L = . ft. - Okay by Inspection Uplift = 7 V . 7, Ce'° Lbs Holdown Anchor Type: r-1 Gridline f I \ . t tY' 1 Tributary Area (This Level): 31c4 sq. ft. Lateral Load (This Level): . _7 '7 0 Lbs Lateral Load (Level Above): — Lbs . Total Load (All Levels), F= . ' f C, Lbs Shearv'all(s) Length, L = ' ft. pUnit Wall Shear, v = FfL = Z.- 'L plf - ShearaIl Type: () O'erturning: L = .' ft. Okay by Inspection Uplift= Z's L-) . 1- Lbs Holdown Anchor Type: . 1 . • a- MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. 0 CALCULATED BY DATE CHECKED BY ' DATE SCALE Story Shearwalls . Direction . Unit Lateral Load, v = ' psf Gridline . ") A ft Tributary Area (This Level): sq. Lateral Load (This Level): - .' , i-, 978 Lbs f Lateral Load (Level Above): . . . .. Lbs 15;- I CPI Lbs . Total Loãd(Ml Leuls),.F= 'O Fp-r(, L ~s ) Cv— ( 0. 4) V Unit Wall Shear, v IL= .. plf ShearwallType:- ' -7' ......C,''............... . - Overturning: L = . ft. Okay by Inspection Uplift = . Lbs Holdown Anchor Type: I Gridline 0 ( Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): L_ Shearwall(s) Length, L Unit Wall Shear, v = F/L = 51 2 Of '. Shearwall Type: Overturnin,.g: L Uplift = k:!5;71 :) ( sq.ft. Lbs ) ( ' 11 Lbs (( . i'jjl'otal Load (All Levels), F.— ci 47 Lbs rj~j ft. = It, coz..c Okay by Inspection Lbs Holdown Anchor Type: / p (4 t&c Grdle Tributary Area (This sq. ft. Lateral Load (This Level): ' L- 1S Lbs Lateia1Loád (Level Above): '. 41 c_4') ( '!' Qf -1 1 Lbs Total Load (All Levels), F= Lbs Unit Wall Shear, v F,,/L pif FAb(34 Shearwall Type E 11M F Z C..-i LC...., Overturning: L Uplift 1 * ' Holdown Anáhor Type: u .' ".• . . Okay by Inspection Lbs '1 MIKE SURPRENANT As & ASSOCIATES k Consulting Structural Engineers JOB SHEET NO. CALCULATED BY______________________ DATE CHECKED BY__________________________ DATE SCALE Story Shearwalls Direction Unit Lateral Load, v = psf Gridline Tributary Area (This Level): k) 1=' sq. ft. Lateral Load (This Level): : . OCP Lbs Lateral Load (Level Above): . . . 2., Lbs J . Total Load(AII Levels), F,, 7., I '- Lbs Shearwall(s) Length, L = ft. Unit Wall Shear, v = F/L = t plf , . Shearwall ... . ... . . .. ............ ,Overurning: L = . ft. Okay by Inspection T1 lift = U f 16 Lbs - Holdown Anchor Type Gridline Tributary Area (This Level): * .. . sq. ft. Lateral Load (This Level): ___________________________________________________________________________ Lbs' - Lateral Load (Level Above): ______________________________________________________________________ Lbs , . . .s ' Total Load (All Levels), F = _____________________ Lb Shearwall(s) Length, L Unit Wall Shear, v = F,/L = plf Shearwall Type: Overturning: L ft. - Okay by Inspection Uplift = . Lbs - - Holdown Anchor Type: - . .. Gridline -,TributaryArea (This Level): . sq. ft. 'Lateral Load (This Level): . Lbs '( Lateral Load (Level Above): __________________________________________________________________________ Lbs Total Load (All Levels), F. ___________________ Lbs Shearwall(s) Length, L = ft. Unit Wall Shear, v FfL = plf Shearwall Type Q Overturning: L . ft. - Okay by Inspection Uplift = . Lbs Holdown Anchor Type: MIKE SURNT & ASSOCIATES Consulting Structural Engineers JOB SHEET NO. Cp OF_________________ CALCULATED BY_________________________ DATE - CHECKED BY DATE___________________ SCALE Story Shearwall ,Ftt) Direction . Unit Lateral Load, v = psf Gridline A Tributary Area (This Level): . sq. ft. Lateral Load (This Level): .. .•._._._._•..(i ' Lbs Lateral Load (Level Above): ._._. Lbs Total Load' (All Levels..R =7(5" Lbs Shearwall(s) Length, L ft Unit Wall Shear, v = FfL = . "Z- plf Shearwall Type: (II)......_.. . Overturning: L = ft. Okay by Inspection Uplift= ('z-5itce) Lbs Holdown Anchor Type: AD .4 Gridline ' Tributary Area (This Level): (-, sq. ft. Lateral Load (This Level): ._4U S Lbs Lateral Load (Level Above): U'_7 Cm 0 Lbs (vX'.')1 l ta-) (' Total Load (All Levels), F - (24 9 0 22 ___Lbs Shearwall(s) Length, L = '7 _Jr(!)() ftt - S Unit Wall Shear, v = FfL = ctol_l. pif .- '7 Shearwall Type: Overturning: I= __________ ft. Okay by Inspection Uplift = (1 )(' ) Lbs Holdown Anchor Type: ., 4 51 Gridline ' I ' tributary Area (This Level): ('+_ _ sq.ft. Lateral Load (This Level): I _4 Lbs Lateral Load (Level Above): ci 1.. (/*) 14(P Lbs ((t') Total Load (All Levels), F 3p _3L 0 Lbs Shearwall(s) Length, L = (- ,)CJ'4'5 ft. ' Unit Wall Shear, v = F/L = p11 Shearwall Type: ______________________________________________________________•. Overturning: L = ft. Okay by Inspection Uplift= _"TrL._-(o,1t4 Lbs - ' Holdown Anchor Type: Story Shearwalls 4'1 Direction Unit Lateral Load, v = I psf Gridline . Tributary Area (This Level): sq. ft. Lateral Load (This Level): . .7?', (.D 4 Lbs Lateral Load (Level Above): ( , I &S L_e-,) ( . . . . 4 Lbs Total Load (All Levels),-F,, fb, bFtp Lbs = - Shearwall(s) Length, L .00 Unit Wall Shear, v 17,/L = pi ShilT ff_3Lo 4s$-7—+t0..... 4 Overturning: L = ft. - Okay by Inspection • Uplift = Lbs Holdown Anchor Type: Gridilne____________ .. .. ( \ Tributary Area (This Level): (0fz.)()t. ( 1i . . .. . sq. ft. Lateral Load (This Level): . . . . I ° 7 Lbs Lateral Load (Level Above): (S,, (. /4 . Z-#(.p Lbs Total Load (All Levels), F = 4 i-I ' Lbs Shearwall(s) Length, L = )' ft. Unit Wall Shear, v FIL = ' 45. plf Shearwall Type: (J : Overturning: L = ft. Okay by Inspection - Uplift= AC31 -—i S o'Z-- Lbs Holdown Anchor Type: ri . Gridilne . ) •\ Level): 1' sq. ft. Tributary Area (This Lateral Load (This Level): , 7 1-3 Lbs Lateral Load (Level Above):' - Lbs - Total Load (All Levels), F = '7 - 5 Lbs Shearwall(s) Length, L ft. Unit Wall Shear, v = F/L = '?"Z- 4 plf Shearwall Type: iJ - - Overturning: L ft. - Okay by Inspection Uplift= Lbs - Holdown Anchor Type: . -. S. • MIKE SURPRENANT & ASSOCIATES - - - Consulting Structural Engineers (7_o'7p JOB SHEET NO. CPF OF_____________________ CALCULATED BY_.1>7 DATE CHECKED BY________________________ DATE SCALE JOB___________ MIKE SURPRENANT & ASSOCIATES SHEET NO. Consulting Structural Engineers CALCULATED BY. CHECKED BY______ SCALE L1 _ DATE DATE Story Shearwalls Direction . Unit Lateral Load, v = 1J psf Gridline . \ '' 'hi Tributary Area (This Level): . . i sq. ft. Lateral Load (This Level): • Lbs Lateral Load (Level Above): . S . . Lbs • Shearwall(s) Length, L . = Total Load (All Levels), F = I f Lbs ft. Unit Wall Shear, v = FIL = i plf ShearwaliType: .......- .. S. : ..........• Overturning: L . ft. /'Okay by Inspection - Uplift = Lbs Holdown Anchor Type: I, Gridline ' . .. Tributary Area (This Level): .. . • . sq. ft. Lateral Load (This Level): . . Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F= Lbs Shearwall(s) Length, L = ft. Unit Wall Shear, v = FfL = plf Shearwall Type () Overturning: L = ft. Okay by Inspection Uplift= Lbs r Holdown Anchor Type: Gridline - Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = FX/L Sharwall Type: KIJ Overturning: L= . Uplift= Holdown Anchor Type: 4 Total Load (All Levels), F= ft. pif ft, - Okay by Inspection sq. ft. Lbs Lbs Lbs. Lbs / - ;' ••1 * .. Mike Surprenant & Associates Title: Hoefer Residence Job # 12076 Consulting Structural Engineers Engineer: David Thomas 9975 Businesspark Ave. Suite 'A" Project Desc.: Sheet ('p17 of I San Diego, CA 92131 - (856) 693-0757 F: (,58) 693-0758 Pdnied: 250C12012. 10:40AM Description: Column @ Gridline "1' - Cope References ' cr C( Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 t Load Combinations Used: ASCE 7-05 4 Steel Section Name: W12x72 Overall Column Height 12.0 f '• . Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A-992, High Strength, Low Alloy, Fy = 50 ksi - Fy: Steel Yield 50.0 ksi Brace condition for deflection (buckling) along columns: - E: Elastic Bending Modulus 29,000.0 ksi X-X (width) axis: Unbraced Length for X-X Axis buckling= 12 11, K = 2.1 Load Combination: ASCE 7-05 V-V (depth) axis: Unbraced Length for X-X Axis buckling = 12 ft, K = 2.1 .Applidd Lol . Service loads entered Load Factors will be applied for calculations • Column self weight included : 861.89 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 12.0ff, Yecc = 6.000 in, D = 11.993, LR = 2.412, L = 3.709k * BENDING LOADS...' : Lat. Point Load at 12.0 ft creating My-y, E = 6.034k 0ES1GNS?JMMARYT( 1 W- Bending•& Shear Check Results PASS Max. AxialBending Stress Ratio = 0.4617 : 1 Maximum SERVICE Load Reactions.. . Load Combination +D+0.70E+H Top along X-X 0.0 k , Location of max.above base 0.0 ft Bottom along X-X 6.034 k At maximum location values are... ' Top along V-V 0.0 k Pa: Axial 12.855 k Bottom alongY-Y 0.0k Po I Omega: Allowable , 306.426 k Ma-x: Applied -5.997 k-fl Maximum SERVICE Load Deflections • Mn-x I Omega : Allowable 215.562 k-ft Along V-V 0.96465 in at 12.oft above base - for load combination:D+L+Lr - Ma-y: Applied , -50.686 k-ft - • Mn-y I Omega: Allowable 122.754 k-ft Along X-X 1.057 in at 12.0ff above base - ' •• for load combination :E Only PASS Maximum Shear Stress Ratio = 0.01313 : 1 . Load Combination +D+0.70E+H • - - Location of max.above base 0.0 ft At maximum location values are... - Va: Applied , 4.224 k VnI Omega: Allowable 321.60 k Load CombinationResults ' . . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios . Load Combination . Stress Ratio Status Location Stress Ratio Status Location ,-• +13 : 0.049 PASS 0.00 ft 0.000 PASS 0.00 ft . •-" D+L*l 0.063 , PASS 0.00 ft 0.000 PASS 0.00 ft 40+Lr-'-H •' • 0.058 PASS 9.34 ft 0.000 PASS 0.00 ft - +D40.750Lr-'-0.750L41-i 0.067 PASS 10.07 ft 0.000 PASS 0.00 ft ;, -. 40-.0.750L40.750S+H 0.060 PASS 9.34 ft 0.000 PASS 0.00 ft - +D-+0.70E41 ' 0.462 PASS 0.00 ft 0.013 PASS 0.00 ft +D..750Lr'0.750L.'0.750W4l 0.067 PASS 10.07 ft • 0.000 PASS 0.00 ft +D+1.750L+0.750S+0.750W+H 0.060 PASS 9.34 ft 0.000 PASS 0.00 ft O750Lr.750L-+0.5250E+H 0.377 PASS 0.00 ft . 0.010 PASS 0.00 ft ' .1 +D.750L40.750S40.5250E+H 0.369 PASS 0.00 ft 0.010 PASS 0.00 ft 40.60D40.70E41 0.442 PASS 0.00 ft 0.013 PASS 0.00 ft i. Maximum Reactins Unfàctored Note Only non zero reactions are listed - .. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination • © Base @ Top @ Base © Top @ Base ,D Only - ' . -. k k 12.855k ',L Only k k 3709k I • ' Title: Hoefer Residence Job # 12076 Consulting Structural Engineers Engineer: David ThpmAs Sheet 1.0 of . •.•. Mike Surprenant & Associates 9975 Businesspark Ave. Suite A Project Desc.: San Diego, CA 921311 (858) 693-0757 F: (858) 693-0758 Pdnte& 25 OCT 2012. 10:48M1 wuuii W, fi Mt - • - - - 0' Description: Column @ Gridllne°1° • Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination .. . @Base ©Top @Base @Top @Base LrOnly k k 2.412 k Ltr k k 6.121k EOnly -6.034 k k .. D1r - k k 15.267 k 0+1 . Ic Ic 16.564k D+1+Lr k k 18.976 k DiE -6.034 k k 12.855k 04.i€ -6.034 k k 16.564 Ic - D4r+E -6.034 k k 15.267 K . t.4* t ' .f zu- Maximum Defle ions for Load Combinations UnfacoredlLoads Load Combination Max. X-X Deflection - Distance Max. Y-Y Deflection Distance. 0 Only •. - 0.0000 in - 0.000 ft 0.043 in 12.000 ft ' L Only 0.0000 in 0.000 It 0.013 in 12.000 ft LrOnly 0.0000 in 0.000 ft 0.009 in 12.000 ft - L-iLr 0.0000 in 0.000 ft 0.022 in 12.000 ft - : EOnly - 1.0567 in 12.000 It 0.000 in 0.000 It. • D+lr .' 0.0000 in . 0.000 It 0.051 in 12.000 It D+L . 0.0000 In 0.000 ft 0.056- in 12.000 It D.+1+1r , 0.0000 in 0.000 ft 0.065 in 12.000 ft •. DiE . 1.0567 in 12.000 ft 0.043 in 12.000 ft 1.0567 in * ,D+U+E 12.000 It 0.056 in 12.000 It • D-+Lr-iE 1.0460 in 11.919 It 0.051 in 11.919 ft Stee Sectioli P'roertie 1 T WI 2x72 Depth = 12.300 in lxx - = 597.00 in4 J = 2.930 mM Web Thick' = 0.430 in S,oc = 97.40 inA3 Cw 6,540.00 inA6 Flange Width = 12.000 in • R xx 5.310 in Flange Thick 0.670 in Zx = 108.000 inA3 Area = •. 21.100 in"2 lyy = 195.000 in Weight = 71.824 plf Syy = 32.400 inA3 Wno = 34.900 in12 Kdesign = 1.270 in Ryy = 3.040 in Sw = 70.100mM , • K1 • = 1.063 in Zy • = 49.200 in3 Of =- 22.500 inA3 r1s • = 3.400 in TT = 3.290 In Ow = 53.200 in3 Ycg 0.000 in \ / My-Loads v_) -cadl qt 4-. • 'S S • - x It T [_- . 12.001_• Loads nm mlii entered value. Arrows di not mOws nbsei,,ie dlreuiinn. • • - A. • • . . - . - • .i••• •, S . A S 4 a-s- JOB MIKE SURPRENANT -7 0 iii & ASSOCIATES SHEET NO.______________________ OF_________________ Consulting Structural Engineers CALCULATED BY_________________________ DATE CHECKED BY________________________ DATE SCALE 2 3 a 5 5 7 5 I 2 3 a S C 7 & I 2 .7 a 5 0 7 7 I 2 3 a 5 5 7 8 I 2 3 a S 4 7 5 I 5 3 4 5 5 1C I 2 3 -I 5 5 7 7 I 2 3 El t1F-I" C-ALCI V c7' I . . . .i --1i -cJ : • . ......... ......................................................................................... ................ ........................ 2 0 ' * . . . • 10 , a oe wI / O PL L) L&5 (,) s () -. . .i • r - D PRODUCT 207 3. S • '+5. •'5.' 'Joint Coordinates and Temperatures . Label X Fftl Y Iffi - Temp FR 'S Ni 0 0 0 2 N2 295 3 . _0' 12 _.N3 295 0 _.0 5 N5 - 32 12 0 :. Company : Mike Surprenant & Associates Nov 1, 2012 .Designer : DAVID THOMAS 8:04 AM - Job Number: 12076 MF-1 Checked By:_____ .5.' • Envelope AISI Cold Formed Steel Code Checks Member Shape Code C... Loc[ftl Ic Shear C... LocitU Ic phi*Pnflc phiTn[icl ohi4Mn[k-ftl Cb Cm AISI L I - - No Data to Print ... _J S.. Basic Load Cases RLC Description Cateaory X Gravity Y Gravitv._ Joint Point Distributed Joint BOundari Conditions 4 . Joint Label X 1k/ml Ylk/ini Rotationfk4t/radl S - . Hot Rolled Steel Design Parameters . Label Shape LenathEffl Lb-outlftl Lb-in ft Lcomi, too[ ltiLcomp botifti K-out - K-in _Cm - in swv : .'. Global -- -- --- - S .; * - - ---- - Hot Rolled Steel Code ' ' ' . ' AISC: LRFD 2nd Cbld Formed Steel Code NDS Wood Code NDS Temperature , AlSI 99 ASD NDS 91: ASD <IOOF - Concrete Code ACI 1999 1 DEAD DL -1 4 t.3 ft . .. .. . i ••.." 3 ROOFLIVE RLL 3 . . .1 4 . •• 77 EL . .. . .. 1 . :. Ni Reaction Reaction N2- •' ... Reaction N3 -. Story I 4..5jf'.J3 ... - . .; . Display Sections for Member Calcs 3 Max Internal Sections for Member Calcs 99 Include Shear Deformation Yes Merge lolerahOe (in) 12 P-Delta Analysis Tolerance ----- 0.50% Number of Shear Regions 4 Region Spacing Increment Concrete Stress Block Rectangular Use Cracked Sections Yé Bad Framing Warnings No Unused Force Warnings Yes , RlSA-21) Version 6.0 [F:\ ... \...\... \03-Engineering\CalcTemplates\HOEFER MF-1.r2d] Page 1 S. 5• +. -S •'• ; Company : Mike Surprenant & Associates Nov 1, 2012 -. Designer : DAVID THOMAS 8:04 AM Job Number: 12076 . MF-1 Checked By:_____ I -. ¼' Envelope Joint Displacements Joint X linl Ic Y [in] Ic -- Rotation frad1 •Jc - I Ni max 0 1 10 1 0 10 5.613e-3 7 2 . .:.;.mm - .. 0 7 . '0 4.. -4.234e-3 10 -, 3.....N2 max 0 1 6 1 11_ 4.469e-_j1_. 5 N3 max .567 1 10 1 0 10 1.689e-3 11 .-004 7 N4 max .567 10 -.002 11 4.153e-3 7 . ____ . . . mm 2 N5 max .568 10 . .118 Li 4.102e-3, 7 mm A. Envelope Joint Reactions _.. v n,'t I.- V Iki Ic Moment lk-ftl Ic 10 Load Combination Design "' .- - - - -- ______ ______ - -_ ___- MMM - -___ ___ mm mmmm t . ___ ___ ___ - - - - - _ - - - - mmmmlam ___-___mm - - . - .... . . . - . RISA-2D Version 6.0 [F:\. . .\. ..\. ..03-EngineeringCaIc Templates\HOEFER ME-i .r2d] Page 2 1 JUIIIL Ni max ,s ii 12.787 .. 7 4 0 1 '2- .. . --' '•. mm' , . -2.916 . 10 . .. 6.915 -. 10 '.•-- .0 . 1 3 N2 max 2.885 . . 11 46.8 2 . 0 . 1 4 . mm -12.734 6 14.902 11 0 • . I 5 Totals: max 13.419 11 72.859 2 6 . mm -13.419 .10 . - Load Combinations rfnr RI ( Factor RLC Factor BLC Factor BLC Factor BLC Factor it y. •. t - -73 .;, Company : Mike Surprenant & Associates Nov 1, 2012 • Designer : DAVID THOMAS 8:04 AM 1 Job Number: 12076 . MF-1 Checked By:_____ , • - Member Distributed Loads BLC I : DEAD) S Member Label Direction Start Maanitudeticlfld... End _Meciriitud Start Location[ ... End Locatiorirf... Member Distributed Loads (BLC 2: LIVE) . . Member Label Direction Start Magnitudelk/ft.d... End Magnitud... Start Locationl...End Location[f .i I IA . V I . I r) I a ')Oc ..'....,. ...-...: . Member Distributed Loads (BLC 3: ROOFLIVE) S Member Label Direction Start Maanitude[klftd... End Magnitud... Start Locationi...End Location(L Li I M3 I Y I -.16 J -.16 I 0 9 I -. Joint Loads and Enforced Displacements (BLC 4: SEISMIC) ._Joint Label _L.D.M Direction Macinitude[lc.k-ftin.rad_k*sI2Ifti N3 L X 13.419 •• :-. ..' . Member Point Loads (BLC I : DEAD) ' . Member Label Direction Maanitudefk.k-ftl LocationIft.% 'Si .,,, I M3 . Y -4.555 . 9 2 M3 Y -2465 14 - 3 . M3 . . .. V -6.494 - 24.5 4 M4 Y 2.5 48`25 Meniber Point Loads (BLC 2 LIVE) Member Label Direction Magnitudefk Location Lft5] S •'• 1. M3 .Y -.624 24.5 - Member Point Loads (BLC 3: ROOFL!VE Member Label Direction MaqriitudeFk.k-ffl .. . - Locationlft.%1 $ S. . . . ..' 1 . S Hot Rolled Steel Properties Label E lksil G Iksi1 Nu Therm (11E5 F) Density[JLItJ Yield[ksil Lii HR A992 I 29000 I 11154 I .3 I .65 .49 I 50 - Member Primary Data • Label - I Joint J Joint Rotate(dea) Section/Shaoe Desian List . TvDe . Material Desian Rules TT . M3 . Y -.16 -.16 0 . . 9 2 M3 V -613 -613 9 295 3 M4 ,. Y -.613 -.613 0 M3 . . V -2.726 9 2 M3 Y -1425 ... 14 3 .•. M3 V -4.931 24.5 Ml Ni . N3 - .'COL Flange Rule Beam - HRA992 ThiIéSët2.. 3 M3 N3 . N4 BEAM .Wide .Beam Bea m HR A99... HR A992 , Ru!eSet3 4 M4 N4 N5 BEAM Wide Flanq__ Wide Flange Beam HR A992 RuleSet3 , .7. . . RISA-2D Version 6.0 [F:\ ... \...\ ... \03-Engineering\Calc Templates\HOEFER MF-1 .r2d] Page 3 -Si- .. ST5 S S -7" Company : Mike Surprenant & Associates Nov 1 2012 Designer : DAVID THOMAS 8:04 AM Job Number: 12076 MF-1 Checked By:_____ Member Advanced Data I ,cg......,r:...1 I TIC' (nI., Dks,-,I TCIM Envelope Member Section Deflections Envelooe Member Section Forces 3 2 max 25.456 4 2.941 10 77.33 7 mm 6266 -12888 7 -17643 i.Q_ 5 3 max 24.591 4 2.941 10 154.659 . 7 ei0:1288 7 M2 1 max 46.8 2 12.876 6 0 AL 2 2_944 9 45.936 2 12.876 6 17.666 11 jQ rn 14253 11 -2944 11 -77256 6 11 3 45.071 12.876 35.331 1L i2 13605 11 -2944 11 -154512 6 13 M3 1 max -26.366 - 10 1 24.591 4 176.788 7 14 mm -61:3 72 2 5617 10 -21 324 10 2 max -26.366 10 4.746 7 1 -47.145 11 -110935 2 AL 3 max -26.366 jQ - -10.678 11 184.709 6 18 -61___372 2 -38__688 2 ___-16_044 11 ia MA I mm______ rnv fl in 7 1fl1Q 7 RISA-2D Version 6.0 [F-.\...\ ... \...\03-Engineering\Calc Templates\HOEFER MF-1 .r2d] Page 4 Envelope Member Section Stresses Member Sec Axiailksil Ic Shearfksil Ic Too_Bendincilk... Ic_-- Bottom Fenth..._IC 1 Ml 1 max I .746 .,_4,_ .316 ,JQ_ 0 . . 1 0 1 2' '.• ..............-". -. 19 -.. ' -1.384.7 :. :0. .'l ' ' ..-0.. •. '-i; 3 . 2 max .721 4 .316 10 1.298 10 5.689 7 7 1 298 10 5 . 3 max .697 4 .316 10 2.596 10 . 11.378 7 -11 378 7 -2 596 10 M2 j_max, 1.326 _2_ 1.382 .J._ P . . . 1 0, 1 422 11 - 316 11 0 1 0 1 9. - 2 max 1.301 2 1.382 6 5.684 6 1.3 11 11 --".6 4 6 jj_ max 1.277 2 1.382 6 11.367 6 2.599 11 .jj, -2599 11 -11367 6 13 M3 1 max -.935 10 3.518 4 1.952 10 16.185 . 7 176 2 804 ' 10 16 185 7 -1 952 10 15 .2_ max -.935 10 .679 7 10.156 2 -4.316 11 4316.;117"-10156 2 17 3 max -.935 Ho -1527 11 1.469 11 16.91 6 -2176 2 5534 2 -1691 6 -1469 11 19 M4 1 0 .913 2 -.487 10 .934 2 .'" -.934 ..2'". ? 0ma 0 1 ..48.7 21 .584 2 -.198 10 .335 2 1305 '' ' 10' ' :335 23 L 0 1 .296 1 0 10 0 7 0 191 10 0 - 7 0 10 .c_ :• - - Company : Mike Surprenant & Associates Nov 1, 2012 Designer : DAVID THOMAS 8:04 AM - Job Number :12076 MF-1 . Checked By:_____ -: Envelope Member Section Forces (Continued) Member Sec Axiallkl Ic Sheariki Ic MomentFk-ftl Ic • .. o . '7" .2.927 .10 ''5.'324. 10' 21 2 max 0 0 4.079 2 3.66 2 23 3 max 0 10 . 2.072 1 0 7 , 24 0 10 Hot Rolled Steel Section Sets Label Shape Design List Type Material Design Rules A [1nZ] 1(90.270) Ii,.. I (j.)[in4J HR A992 L2 BEAM W12X96 W12X120 __WideFlange_Beam Wide Flange Beam HR_A992 _RuIeSet2 RuleSet3 _35.3 28.2" .45 270 .070 833 : - - -. Envelope LRFD Steel Code Checks 'Member Shape Code Check Locifti Ic Shear C... Locrftl Ic Dhi*pnc N phi*Pnt N D.hi*Mn Tk4U Cb LRFD Eon I Ml W12X120 .233 1 12 7 .051 0 7 i203.27T 1588.5 692.409 1 1. 6 ..051 0 6 1203.276 .1588.5 692.409 1 3 M3 W12X96 .352 295 6 .205 29.5 2 766.741 1269 551.25 1 NW-lb 2 Envelope Drift Report . - - Stoi Joint X-Drift [in) Ic I-It [%)_- - -. max N3 .56,7, 10 ,394, mm N3 623 7 433 . - - 1' '' RISA-2D Version 6.0 [F:\ ... \...\... \03-Engineering\Calc Templates\HOEFER MF-1.r2d] Page 5 Company' •. Mike Surprenant & Associates Nov 1, 2012 - Designer : DAVID THOMAS 8:04 AM Job Number: 12076 MF-1 Checked By:_____ Su-ggested Shapes Section Set/Member Current Shape Suggested Shape Controlling Member Use Suggested? 1 COL W12X120 W16X36 Ml Yes 2 BEAM W12X96 W14X34 M3 Yes Solution Warning Log Message I No Data to Print 4- - 4 - - 4 : .4 ;..- '-. 4 4 t • 4 4 f - - a •. .-- - a .. 4., • . .4 . 0 .4 -- - -.,. -.. _4 •.. . 0 .7. -- 4 RISA-2D Version 6.0 [F:\.. .\...\...\03-Engineering\Calc Templates\HOEFER MF-1 .r2d] - Page 6 I • - 4.. . S . JOB MIKE SURPRENANT r & ASSOCIATES SHEET NO._____________________ OF_________________ -. Consulting Structural Engineers CALCULATED BY_______________________ DATE CHECKED BY__________________________ DATE SCALE 3 I 2 3 -' S 6 7 5 I 3 3 4 5 5 7 0 3 3 .5 5 6 7 2 I 8 2 .1 5 6 8 6 I 2 2 4 3 6 7 2 5 2 3 4 5 0 / 8 I 2 3 Moment Connection 2 FEMA 350 Table 3-3 Ordinary Moment Resisting Frame Welded Unreiriforced Flanges - Welded Web (WUF-W) Cornection Frame Attributes MF4 c GRIDLINE 5 Story Shear to this column V = 13 419 k fa = 1 33 ksi w = 1200 plf h 0 in h 1 = 144 in h = h89 144 in L1 = 29 500 ft Lr = Column W12X120 d = 13 1 in Z = 186 in3 = 50 ksi t = 071 in tC = 111 n b= 12.3 in k1 17in Beam W12X96 db = 12 7 Ifl Zbe 147 ii3 Fyb = 50 ksi Sb = 131 in3 t = D.9, n b = 12 2 in Ft = 36 ksi R = 11 C. = 1 2 General -. - Ordinary. Moment Resisting Frame (R 3.5) - -- OK Hinge Location Distance Sh= dJ2 + dbl2 = 12 90 in Critical Beam Parameters Max Depth W36 12 <36 OK Span Depth Ratio L = 328.20 in L/db 2584>5 OK Max Flange Thickness 1.5": t O.'900-in OK Material Specification A992 OK Critical Column Parameters Allowable Depths NO LIMIT OK Material Specification A992 OK Beam I Column Relations Panel Zone Strength Mpr = CprRyZbeFyb = 9702 k-in 3 Vp.=(Mpr+Mpr+wL 2 /2)/L7553k (x+d/2)= Sh = 1290 in Mc Mpr +Vp (X+dc/2) 10676k-in 1 - - Cy = iI[Cpr (ZbelSb)] 0.743 h—d : CM - 1.575 in (o 9X0 6)FYCRYdC(db —tm) . . . Minimum Plate Thickness = t - t = 0 865 in t1j = 0.875 in OK - w = d - 24c 10.'880 in .# .of plates = I 071 in +w)/90 d~53O2in OK --:..--/.. ..........- .............-.- ..... 2 - 78 Dam I/tI 237 JOB : '• . I MIKE SURPRENANT II & ASSOCIATES SHEET NO.______________________ OF__________________ - Consulting Structural Engineers CALCULATED BY " DATE____________________ - CHECKED BY_____________________________ DATE - ' - SCALE 7 7 8 1 2 2 4 5 G 7 8 6 7 3 -, S 5 7 7 I 2 3 .7 S 6 7 3 I 2 3 4 5 6 7 a 5 2 3 4 5 6 7 8 1 2 3 4 s a 7 2 I 2 MF-1 © GRIDLINE "5" 2 Column I Beam Bending Strength ht (hfl /2)-db /2 01n hb hflh I2)-dbI2 65.65 -in ShVp .. ...............................123.934k C (hb -+:'O b* MCb=(VC +Vf)hb 9017k-in 3 Md = V h = 0 k-in 1 MMd +Mth 9017k-in = 1004>1 OK Continuity Plate Thickness Pbf 9882k (UBC221374) - Fyc tWC(tth ± 5) - = = 19.181 in2 a lll2in Minimum Stiffener Plate Thickness = = 0.81747 in Use = 0.875 in OK - - 7 . - 71 S ....- .6 ................• o7 (p JOB MIKE SURPRENANT —1 1 & ASSOCIATES SHEET NO. OF__________________ Consulting Structural Engineers CALCULATED BY_______________________ DATE____________________ : - CHECKED BY__________________________ DATE____________________ SCALE 3 A 56 3 1 3 z56 7 a I I d 7 S 1 2 3 6 1 2 3 4 56 7 2 1 2 3 4 56 6 1 23 S 6 2 Hat Rolled Steel Design Parameters 4., . - - -_Label _Shape Lenothlftl Lb-outlftl Lb-inlfti Lcomo_tooiftlLcomø_bollifiK-out K-in Cm Qb_ Out s In sway H ot Rolled Steel Code AISC:LRFD2nd Cold_Formed Steel__Code AISI_99___ASD NDS Wood Code NDS91:ASD NtIS_Temperature <lOaF ConcreteCode ACI1999 Number of Shear Regions 4 Region__ Spacing _Increment__(in) 4 ConcreteStressBlock Rectangular Use_Cracked_Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Display Sections for Member Calcs Max_Internal__Sections _for Ntember_Calcs 99 IncludeShearDeformation Yes Merge Tolerance_(in) 12 P-Delta Analysis Tolerance 0.50% - •.- G!obal Of . '..'-..-,,. ./. .. Io- Company : Mike Surprenant & Associates Nov 1 2012 Designer : DAVID THOMAS 8:21 AM Job Number: 12076 MF-2 Checked By:_____ Envelope AISI Cold Formed Steel Code Checks Member Shape Code C... Locifti Ic Shear C... Locifti Ic phjPrN phi*lnfkl Dhi*Mn[kft] Cb Cm AISI Eqn I . . No Data to Print... Basic Load Cases {_ - v v - Joint Boundary Conditions . . Joint Label X Fkfinl V 1k/m] Rotation!k-ft/radi 1 DEAD DL -1 _._4 I fr ______________________________________________________ _______ 2 LIVE LL — I 3 ROOFLIVE RLL _._._3 4. SEISMIC . . EL.7777 777777 . . .•.. . N2. . Reaàtion.-. . Reaction. I _Ni -.Reaction _Reaction 3 N3 •. Story I 6IaveN3 . . .. . . . -. Joint Coordinates and Temperatures - - • Label X Ifti Y Ifti Temp IF] - . RISA-2D Version 6.0 [F:\ ... \ ... \...\03-Engineering\Calc TemplatesHOEFER MF-2.r2d] Page 7 •.t ....1. 3 1 _ Ni _ 2 6 0 _0 _N2 2 0 _0 _. ___N3 __6 12 _0 4_______N4_____________________________22 at . Corhpàny : Mike Surprenant & Associates Nov 1, 2012 Designer : DAVID THOMAS 8:21 AM Job Number: 12076 . MF-2 Checked By:_____ Joint Coordinates and Temperatures (Continued) Label X (ft1 V no Temp (Fl Joint ..k_-(iaL _i_ _RLQtd1_ Jc_ ... ._Jul 1 Ni max 0 10 0 1 10 9.884e-3 7 2....•. .. mm..... 3 _____ N2 max 0 6 0 ii 9.798e-3 7 . mm - 0 5 6 N3 ••. . max mm . 1 -1.229 10 7 -.002 .007 . 10 2 5.499e-3 7 7 N4 max 1 10 0 11 5.693e-3 7 8 . ._•. _______: . mm . -1.229 7. -.005 9 . N5 max 1.001 . 10 .097 7 5.589e-3 7 '"051b 11 N6 . . m_j .993 10 .209 —4 10 7.688e-3 12 - L _4_ .]_ -531 -2631e3 1QJ Envelope Joint Displacements I . Envelope Joint Reactions Joint Xtkl Ic Vk1 Ic Momentlk-ftl - lc • Ni max 7.283 9 44.111 1L2 0 .0________I [ i ] 3. N ..in& I14_ — — iL J9 L4_ Q _._.1.._L_. 5 Totals- max 14.387 11 71.624L 4 16 Load Combination Design ,. - Load Combinations __Descripjjgj Solve PD. SR .. BLC Factor BLC Far BLC Factor BLC Factor BLC actor BLC actor B L C F a c t o r B L C F a c t o r i':..aL 22-1 y16!Fk IHfE IJ&L - UBC 12-2 (b) Yes] V DL 1.2 I LL 1.6] j - . • 4 UBC .2.5::A YeJ V . [L12 JRLL t6TJ.5 : — .-----. - 77777 6 UBC12-5(a) YesIIL DL]j.2JL 1 LLiJI5 .. 7 UBC 12-5 (b) YesT .IDL1II1. JEL 1 -1 iILiIL • • L8_ UBC12-5(e)Yesj V TDL1IJ_EL RSA-2D Version 6.0 F:\...\ ... \... \03-Engmneering\CaIc Templates\HOEFER MF-2.r2dl Page 8 ',., •••4i I Company Mike Surprenant & Associates Nov 1, 2012 .-. Designer : DAVID THOMAS 8:21 AM ' Job Number: 12076 MF-2 Checked By:_____ I Load Combinations (Continued) - . Descriøtion Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC—Factor BLC Factor BLC Factor BLC Factor BLC Factor 'Z Member Distributed Loads (BLC I : DEAD) - Member Label Direction Start ManitudeFkJft.d... End Maqnitud... Start LocationI..End Locationif... -Member Distributed Loads (BLC 2: LIVE) - Member Label Direction Start MaanitudeFk/ft.d.. End Maanitud... Start Locationl...End Locationtf... 4- Member Distributed Loads BLC 3: ROOFLIVE -. - Member Label Direction Start ManitudeEk/ft,d...End Magnitud... Start Location[ ..End LocationtL M3 ., Y -.3 -.3 1.5 16 L2 M4 V -3 -3 0 15 Joint Loads and Enforced Displacements (BLC 4: SEISMIC) - . - - Joint Label - L.D.M Direction Magjjtide[k.k-ft iri,rad k4s"2lft] N3 . 'L X 14.387 - : Member Point Loads (BLC I : DEAD) - Member Label - Direction Maanitudefk.k-fll Location Ffl%1__________ Member Point Loads (BLC 3: ROOFLIVE) . . - Member Label - - Direction Maanitudelk.k-ftl Locationfft.%1 -' Hot Rolled Steel Properties - - - Label - E Iksil ' G Fksil Nu Therm (\1E5 F) Density[iLfi] Yieldiksil 29000 .c HRA992 I_11154 I_.3 I_.65 I_.49 _50 '1-' •. ' Member Primary Data Label •I Joint J Joint Section/Shape Design List Type Material Design Rules -i' _Rotate(deg)_ _Mi _Ni _• ... N2_'- _•N3 N4 _':.-'.:_..'-._•.'._-"-COL -' _-,- _COL -- __'i _Wide.Flange _WidFlànge. _Beam _Be. _HRA992 _.HRA992__-RIéS2 _RuleSet2 .. --4 - - R!SA-20 Version 6.0 [F:\ ... \...\... \03-Engineering\Calc Temp?ates\HOEFER MF-2.r2d] Page 9 •) . 5. .54 • .. - 1 M3 Y -.72 -.72 0 1.5 ii M3 Y -70b .705 15 16 3 - M4 Y -.705 -.705 0 .1.5 M5 - M3 . Y -.64 - -.64 0 - 1.5 M3 Y -28 -28 15 16 3 M4 Y -.28 -.28 0 1.5 Jill M5 Y - -64 -64 0 6 1 M3 - S 1.5 V - .7077 2 M3 V -2465 125 '-3 M4 , '• V -3.816 1.5 4 v15 V -348 [_I I V -5.493 _•M3 Y -1425 _-1.5 125 I, 3 __M4_.•' _M3 - Y 6 -2.344 1.5 H id Fl B HR A992RuleSet3 ' Company : Mike Surprenant & Associates Nov 1, 2012 Designer : DAVID THOMAS 8:21 AM Job Number: 12076 MF-2 Checked By:_____ 1 Member Primary Data (Continued) I CLJOI I UdIlII SJointII — I Joint Pnfklrcri\ RDr1innlShr Design Type Material Design Rules Member Advanced Data TrM - rn li - Envelope Member Section Deflections 3 M3 N3 N4 BEAM We ane earn ..".-..::.,-. ..WidèF.Iàngé.: 5 1 M5 1 N3 I N6 BEAM Wide Flange I Beam I HR A9921 RuleSet3 Envelope Member Section Forces Member .S- AiIIk1 Ic Sheariki Ic Moment[k-ftl Ic -- - -. -, RISA-2D Version 6.0 (F:\ ... \...\... \03-Engineering\CalcTemplates\HOEFER MF-2.r2d] Page 10 - 1 Mi I max 44.111 2 7.127 — 0- 1 .:-,mifl- Y. .1696t 3 .. . 2 max 43.391 2 7.127 10 45.848 7 ;-- .flhlfl-; .11.55:::iw,...-.10:. -7641-.1:-; .....7-- . : 42:764Y'::-..-- 5 - . 3 - max 42.671 . 2 7.127 10 91.696 7 -7:6.41:.-- -77T77.., 55210 Company : Mike Surprenant & Associates Nov 1, 2012 Designer : DAVID THOMAS 8:21 AM Job Number: 12076 MF-2 Checked By:_____ Envelope Member Section Forces (Continued) .................... . .1i...:;7.152. .. . 9 2 max 27.119 4 7.597 1 6 . 42.915 i_i In IQ') .14 7I') A7fl -9.642 4. -20.046 6 -79.201 11 -19- M4 1 max 0 10 10.617 4 14.21 . . -.• •. .: -. _____ () . :7 4M52 :10 .5.915. .' . . 2 max 0 10 9.473 . 4 6.676 4 ".thlh. 0 7• 3943 ...10 2.767 '.10: 23 3 max 0 10 8.33 . . -4L- 0 . 7 24 : •:, :' . •..'.___. rnmi . ____.0 .. ___.3'434. . .,__. 25 M5 I max 0 10 -7.285 11 -31.25 10 nii. 0 -15:857_..., 2 -60.098. .3 27 2 max 0 10 -5.208 11 -12.51 10 7.. 29 . 3 max 1 0 10 1 -3.132 11 0 8 0 7 - 41872 - Li ._. 7 Envelope Member Section Stresses IAr,,hr Q., Av;..IrL,on I.- I,. T,. I,. ISflI• 11111 Ml .I_max 1.5[2 .944 10 0 _ 10`-1_012 7 0 1 0 1 max 1.476 2 .944 10 4.572 10 4.901 7 mm 345 10 -1012 7 -4901 7 4572 10 1.451 2 .944 10 9.143 _10 .9.802 7 327 .j.Q... -1012 7."A.148-10 M2 l max .94741.006 -k-.- 1 --min _948 7 .... 0 1 0 1 9 2 max .922 4 1.006 6 4.873 6 4.588 7 i.P 948 j._ -4_588 7 -4_873 6 11 max .898 4 1 1.006 6 9.745 6 9.175 7 -012Al -948 7 -9175 7 -9745 6 13 M3 1 max -.107 10 9.051 4 11.808 10 30.82 7 14. rfiih 67 4 687 3082 7 -11_808 10 I. _2_ max -.107 10 3.947 _7 4.957 4 -1.986 10 mm 67 4 -2796 10 1986 10 -457 4 IL max -.107 10 1.418 11 17.436 11 22.032 6 J-81 4 -5908.'6 22032 6 -17436 11 M4 1 max 0 10 3.129 4 -1.302 10 3.128 4 20:mm 0 7 1__312 10 -3__128 4 1_302 10 ..21 2_ max 0 10 2.792 4 -.609 10 1.47 4 J9- r23 22 .:55. n:c...o.. 7 . _1162 ...1.47 4 1,60. .0. 23 3 max 0 JQ_ 2.455 _4_ 0 10 0 7 1_012 10 0 7 I M5 1 0 10 -2.147 II 13.23 3 -6.88 10 261 0 7 4673 2 688 10 -1323 3 27t .2 Ema 0 10 -1.535 jj 4.687 3 -2.754 10 0 7 -2952 2754 10 -4687 3 29 _3 _0 10 KISA-ZL) Version b.U[FA ... \...\ ... \03-Engineering\UaIc Templates\HOEFER MF-2.r2d] Page 11 Company : Mike Surprenant & Associates Nov 1, 2012 Designer : DAVID THOMAS 8:21 AM 'Job Number: 12076 MF-2 Checked By:_____ Envelope Member Section Stresses (Continued) Member Sec Axial1ksi1 Ic Shearfksil Ic Top Bendinark... Ic Bottom Bendi... Ic 7... 1: Hot Hot Rolled Steel Section Sets Label Shape Design _List Type Material Design _Rules A_(in2l I_(90,270_Ii..._I_(0.1801_Iin41 COL W10XIOO Wide Flange Benj HR A992 I RuleSet2 1 29.4 1 207 1 . 623 - . . HRA992' RüIeSét3 :. ....144 .•.934:..•.::272.. Envelope LRFD Steel Code Checks Mrnhr ShaDe Code Check I n1ft1 k Shr C... Lnclffl Ic nhi*Pnc Iki ohi*Pnt FM ohi*Mn ik-ftl Cb LRFD Eon I I Mi W1OX100 215 12 7 037 0 7 1 911.387 1323 477.92911 HI -lb 2 M2 W1OX100 205 12 6 037 0 6 911'.-3137L 1323 477 929 1 Hidk] 3 M3 W1 0X49 .620 .0 7 .335 0 4 498.323 648 . 226.5 1 HI-lb 740 :M4.. : :W10X49 .063 .0 4 ,116 0 4, 610.896 648, .226.5 1 Hi-lb M5 W1 0X49 .265 0 3 .173 0 2 594.569 648 226.5 1 .ki.1..1_ Envelope Drift Report Story Joint X-Drift (ml Ic lit I%1 1 N3 1 .695 . .max ......... ..1.I0. .. 7 ..........::.853..-.. l2 .... .-:... ..:. ... :::..1. . ;. ..., - Suggested Shapes Section Set/Member Current ShaDe Suggested Shape Controlling Member Use Suggested? . 1 . COL . WIOXIOO W12X30 Ml Yes 2 BEAM W10X49 W16X26 M3 Yes Sdlution Warning Log Message r . No Data to Print ... 1 . • j.• . . . •'- ,:• ' RISA 2D Version 60 [F:\ \ \ \03-Engineering\CalcTemplates\HOEFER MF-2 r2d] Page 12 DATE CHECKED BY 4 v - V MIKE SURPRENANT V & ASSOCIATES Consulting Structural Engineers SHEET NO. _________________6N (p OF___________________ V CALCULATED BY t71 DATE V • - SCALE -, ,V .,.• . 77, i 7 .1 7777,070 I 375676 I 23 V Ppflfll ItT 757 - JOB MIKE - SURENANT - .. OF & ASSOCIATES SHEET NO. _____________________ Consulting Structural Engineers CALCULATED BY_ DATE__________________ 4 • CHECKED BY__________________________ DATE 1 - - SCALE a S A S 2 7 8 1 2 3 4 5 6 7 5 I 2 3 4 5 5 7 A I i 3 .7 5 6 I 2 5 .7 S 6 I a I 2 3 .1 5 6 7 B I 2 3 4 4 6 7 8 I 2 3 M1F-2 @ GRIDLINE ,7., a - Column I Beam Bending Strength- ht *(h. 2),-'db! Din hb =(hflh l2)-db12 6701 in J. fl ±SbvP)_vf( db hb +) v=-......2 - 45977k C hb -I-db~t1: H.. MCb F. (V + V) hb = 4045 k-in MV.d=VC ht = Ok-in = IV}d + MCb = 4045 k-in yr 1559>1 OK 2 Continuity Plate Thickness bfb 504k (UBC221374) bt —(t±5k) As~t = -. 5821in2 bst 9.3 in Minimum Stiffener Plate Thickness = tst = 0.51296 In Use t1 = 0.375 in OK .4 • '. . . - . ..•. 2 2. -Ii - 6. ...................................................... 6 ...... ...I. .' - D • PRODUCT 207 - - JOB 4 MIKE SURPRENANT & ASSOCIATES SHEET NO. _(- OF______________ - Consulting Structural Engineers CALCULATED BY_ DATE___________________ CHECKED BY________________________ DATE * . SCALE - FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = psf (Per Design Criteria) CONTINUOUS FOOTINGS I w 41 MARK CF 1 Ftg Width (b) = i 0 ft Depth of Ft g (h) = ft. WfiL ow = ASBP (b) = plf I USE (t- "WIDE x "DEEP WITH - # TOP & BOTTOM MARK: CF-2 Ftg;--Width(b)= ft. Dpthof-Ftg.(h)-= ft. W 0 ASBP(b) . - plf USE: 1 "WIDE x t V "DEEP WITH - # + TOP & BOTTOM I WMAx@Gndline = - plf USE: CF- . .. WMAX @ Gndline = - . - . . plf USE: CF- W mA x @ Gridline = pif USE: cF-____ WMAX ® Gridlme = pif USE: CF- •..• .•.• -. - - D PRODUCT 207 .-. . . - 0 4 4-- . - - . - - MIKE SURPRENANT Consulting Structural Engineers JOB SHEET NO.________________________ OF_________________ POT CALCULATED BY____________________ DATE__________________ CHECKED BY__________________________ DATE_________________ SCALE 4 CONTINUOUS FOOTINGS - MAX POST LOADS j , Pmax h(ft.) LI Mike Surprenant & Associates Title; Hoefer Residence Job # 12076 Consulting Structural Engineers Engineer: David Thomas Sheet 9 \ of Project Desc.: 9975 Businesspark Ave. Suite A San Diego, CA 92131 (858) 693-0757 F:(858)693-0758 _____ Pdnted:250C120121051AM WEI lip, _ JJJi Description: Column Embedment @ Grtdline 1' Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7-05 Load Combinations Used: ASCE 7-05 • Pole Footing Shape Rectangular Footing Width 24.0 in Calculate Mm. Depth for Allowable Pressures . Lateral Restraint at Ground Surface .Allow Passive ..................333.0 pcI - Max Passive.. : ................ 1995.0 psI Controlling Values Governing Load Combination: 4040.70E+H * Lateral Load 4.224k - Moment - 50.686 k-ft , . Restraint @ Ground Surface * Pressure at Depth - - Actual ' 1,955.53ps1 , Allowable 1,9950 psI Surface RetraintFome 21,456.9 lbs . Tooting Base Area 4.0 ftA2 wi Maximum Soil Pressure 0.0 ksf . AN - Lateral Concentrated Load • Lateral Distributed Load Applied Moment Vertical Load D: Dead Load 0.0 k 0.0 k/It 0.0 k-ft 0.0 k Lr:Roof Live 0.0 k 0.0 k/lt 0,0 k-ft 0.0 k ' L: Live . 0.0 k 0.0 k/ft 0.0 k-ft 0.0 k S: Snow . 0.0 k . 0.0 k/ft 0.0 k-ft 0.0 k W: Wind 0.0 k 0.0 kilt 0.0 k-ft 0.0 k E : Earthquake 6.034 k 0.0 k/ft 0.0 k-ft 0.0 k - ' H: Lateral Earth • ' 0.0 k 0.0 k/ft 0.0 k-ft 0.0 k - - Load distance above TOP of Load above ground surface , - ground surface 12.0 ft 0.0 ft • - ., • BOTTOM of Load above ground surface - 0.0 It ;i' •-' 1 1 f ZI 14 -+040.70E41 4.224 50.686 6.25 1,955.5 1,995.0 1.000 , 4040.750Lr40.750L40.5250E*l 3.168 38.014 5.63 1,810.7 1,873.1 1.000 P . +D-+0.750L40.750S-'0.5250E+H 3.168 38.014 5.63 1,810.7 1,873.1 1.000 • - 40.60D+0.70E41,, . 4.224 50.686 - - 6.25 1,955.5 1,995.0 - 1.000 •. •• _•.._y. ..- -' • - - • • 4 ••*_ -• • - • • 1 -' .,• • •-".•• • . • - t •'. • • • - J I I , JOB MIKE SURPRENANT &( i & ASSOCIATES SHEET NO. OE Consulting Structural Engineers CALCULATED BY______________________ DATE CHECKED BY_____________________________ DATE -. - - - SCALE VLo7L * I •-i --. .' - -• . ...- 4 -4- .4 t 4..-. - -. . - p •t - •. 4;. -'.7 -.4. - '-".4 - 4 •4 •••, 4-- .- -4 '4- 4- -•4 , . - . . -.- - - 4 4, 4. •4 -', 4 •'.- - -. 4 - ,. 4 -• 4, 4- 4-" V • •. • 8 • .. . - MIKE SURPRENANT Consulting Structural Engineers JOB ktO7Ce SHEET NO.________________________ OF__________________ CALCULATED BY_______________________ DATE__________________ CHECKED BY___________________________ DATE__________________ SCALE 4 HOLD-DOWN SCHEDULE SCHEDULE.. [] 4x POST wl MSTC40 FLR-Th-1LR I1OLD-DOWN [] 4x POST wi MSTCS2 FLR-To-FLR HOLD-DOWN 4x POST wl 1`15Tc46 FLR-To-FLR HOLD-DOWN []4x POST wl MST.C.4853 I-lbLD-DOWN (To 4x MINI. . BEAM BELOW .w,L MIN.- 38:10d .To:?osT)...:. [] 4x POST wl STI-IDI0 I4OLD-DOWN [E] 4x POST wl l-IDU2 HOLD -DOWN ON SSThI(o A.B. [I] 4x POST wl IDU4 I-IOLD-DOWN ON SSTB20 A.B. [] 4x POST w/ WOUS I-OLP-DOWN ON 55T524 AS. [I (ox POST w/ 1-IDUB HOLD-DO V4N ON SSTB25 A.B. [I (ox POST u,/ 1-IDUIl l-IOLD--DONN ON 58100 A. [] (ox POST WI I1DU14 HOLD-DOWN ON SBIx30 A.B. [1 -------- NOTES: I) HOLD DOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. DEEPEN FOOTINGS TO PROVIDE 3 MIN. CONCRETE COVER WHERE HOLD DOWN ANCIORS ARE LONGER THAN THE FIG DEPTH. USE (RJ) OPTION ON STI-ID I-1OLD-DONN5 FOR RAISED WOOD SUB-FLOOR CONDITION. ) MSTC HOLD-DOWNS MAY USE I(od SINKERS Q. I0d COMMON NAILS. 5) MSTC I4OLD-DO4NS TO BE CENTERED BETWEEN UPPER $ LOWER FLOORS. MAXIMUM CLEAR SPAN = I8H. NAILS NOT REQUIRED IN CLEAR SPAN (RIM BOARD) AREA. REV. JAN. 2008 MIKE SURPRENANT 1 & ASSOCIATES Consulting Structural Engineers JOB V2-°7( SHEET NO. OF CALCULATED BY_________________________ DATE CHECKED BY___________________________ DATE SCALE - :- - : ,. .. - 1 '. 't - •?- : -, . • k .o' 4+ -- .r,- SPREAD FOOTING SCHEDULE SYMBOL SIZE AND REINFORCEMENT (rc2'øø pel 4 1eic.sI) ,24" SQUARE ) c" DEEP W (2) * 4 EA-14- NA( 30" Q UARE X PEEP NI (3) 4 EACW NAY 3" SQUARE X PEEP NI (4) U 4 EAC4 NAY S ro 42" SQUARE X (s" DEEP NI (B) U 4 EACI4 NAY - 48' SQUARE X(" DEEP NI (é) It 4 EACI4 NAY MIKE SURPRENANT & ASSOCIATES I Consulting Structural Engineers STRUCTURAL CALCULATIONS V (Plan-Check Corrections) Addendum 'V Ar . V Project: - Hoefer Residence 1430 Forest Avenue Carlsbad, CA 92008 .k - Prepared for: V Samuel B Wright - -•. V Wright Design 2911 State Street, Suite "N" Carlsbad, California 92008 • __•__ -V •• V Project No 12076 C. V V • Date - July 20, 2015 • V . • - - V V •• V - V 4•V V • V.. •' - V V I • 9975 Busmesspark Avenue, Suite A San Diego, California 92131 Tel (858) 693 0757 • Fax (858) 693 0758 - ' .V-- .• 4 V V Associates - Consulting Structural Engineers Si * t"•. 5•5 1 p -- *5 ,.. -••. 5' f:\calc templates\corrcction response • I Mike Siirnrenint Job Hoefer Residence 12076 Sheet No. I of______________ Calculated by DT Date 411 Wi, Checked by Date Scale I •". Correction Response ci Correction #5: Truss calculations to be provided with re-submittal package. u Correction #6: A Truss Review Letter to be provided once the trusses have been reviewed by Engineer-of-Record (deferred item). ci Correction#7: Truss Calculations to specify truss-to-truss connections. ci Correction #8: A Foundation Review Letter to be provided with re-submittal S package- 0 Correction #9: See added special inspection item to Special Inspection Summary on Sheet S-2. o Correction #26: Steel stairway design to be deferred to next submittal. ci Correction#32: See architectural. Correction#33: See updated Floor Framing Plan (S4) with all hold-downs above clearly shown to indicate load path. All hold-down straps align with either a hold- down below or steel beam except for the type A along gridline 3. See revised/added hardware for PSL beam. - .0 Correction #34: All shearwalls along gridlines 9 and 10 without lengths indicated are for stiffness only and are not required for calculations. ci Correction #35: See revised Sheet S3 with added vent/access hole locations. O Correction#36: Along gridline 4 on S3 we have a raised wood floor with a lower concrete stem/footing per detail 8/SD-8. Detail 9/SD-8 shows the shear transfer at the raised floor joist with both a shearwall above and below. - ci Correction #37: Property Owner to fill out Special Inspection Agreement for re- submittal. V - *. •• •-' ,V4 - - - 44 •V• Mike Surprenant Job Hoefer Residence 12076 & Associates Sheet No. 2 of - Consulting Structural Engineers Calculated by DT Date________ Checked by Date VV4 V Scale .. V V. V I. .4- I 4. V I V VV V• 4 IV. .V- - ----- S - - -:- ' V. F. .4. , 4: ..j• t. 4 'V P V V Revision List u Revision#1: See revised Roof Framing and Shearwalls at existing garage based on existing conditions. See attached calculations justifying existing beams. u Revision#2: See revised Eave details to match Architectural Overhangs to be supported by a 2 x 12 joist lapped with top-chord of trusses. V 0 Revision #3: See new Skylight Shear Transfer detail (1/SD-11) with (3)-three F . references on the Upper Roof Framing Plan (Sheet S5). V u Revision #4: See new detail 2/SD-11 for steel column-to-beam connection at gridline 1 on Sheet S4. Steel Column was designed as a "flagpole" and does not - . require moment frame connection detail (SD-2). V. o Revision #5: See added framing information and details for a new roof plane along gridline A on Sheet S4. See also attached calculations. 4, V_4• t 4•• .--,- V 4 4 V tV4 • V -, V 4 t .4 . V f\calc ternpl-ares\cou-ection response •-.. Mike Surenant & Associates Consulting Structural Engineers - 9975 Businesspark Ave. Suite A San Diego, CA 92131 - •.. (858) 693-0757 F (çfl' Rq'fl7zJ Project Title: Hoefer Residence Engineer: David Th,mas Project Descr. Sheet .2 of Project ID: 12076 Pdrited: SAPR 2013. I0:06IM i vi Description: (E) ROOF BEAM 01 GARAGE : -P RN Calculations per NDS 2005 Load Combination Set: ASCE 7-05 Material Properties - Analysis Method: Allowable Stress Design Fb Tension 29OP psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 2900 psi Ebend- xx 2000 ksi 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(O.26)Lr(O.26) . . 5.25x14.0 - Span =19.50ft . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 13.0 ft c Maximum Bending Stress Ratio = 0.615 1 Maximum Shear Stress Ratio = 0.325 :1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 7t . tb:Actual = 1,784.09ps1 fi:Actual = 94.27 psi j FB : Allowable = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination +D+Lr+H Load Combination -fO+Lr+H , •- Location of maximum on span = 9.750ft • Location of maximum on span = 18.361 ft • Span #where maximum occurs = Span #1 Span #where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.354 in Ratio= 660 • Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 * - ,Max . Max Downward Total Deflection 0.731 in Ratio= 320 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Load Combination . Max Stress Ratios • Moment Values Shear Values - Segment Length ____Span #M __VCdCFNC _CrCmC _c1 _M -_lb Pb V fv F'v 0 Only - .. . 0.00 0.00 0.00 0.00 Length=19.50ft 1 0.317 0.168 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.14 919.39 2900.00 2.38 48.58 290.00 404t.*H . 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.50ft 1 0.317 0.168 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.14 919.39 2900.00 2.38 48.58 290.00 -i13-s.Lr-+H , 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 '- -. • . Length =19.50ft 1 0.615 0.325 1.00 1.00 1.00 1.00 1.00 1.00 1.00 25.50 1,784.09 2900.00 4.62 94.27 290.00 +D+S+l-1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50ft 1 . ,0.317 0.168 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.14 919.39 2900.00 2.38 48.58 290.00 -+4J+0.7501-r"0.7501--*I 1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - - :Length =19.5oft 1 0.541 0.286 1.00 1.00 1.00 1.00 1.00 1.00 1.00 22.41 1,567.92 2900.00 4.06 82.85 290.00 4040.750L40.750S-I+$ -• 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -•. . • • 1 ... Mike Surenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite San Diego, CA 92131 (858) 693-0757 -. - F: (858) 693-0758 I - - Project Title: Hoefer Residence Engineer David Thomas Project Descr: Sheet A" of Project ID: 12076 Prinled: 5APR 2013, 1006All . .SS:_ .... .............. --------V__V_VV•VVV• ,V_ ---- , - V V_• - -. - -- & 0 £ • V Description: (E) ROOF BEAM o/ GARAGE - Load Combination - Max Stress Ratios Moment Values Shear Values -- ' Segment Length 'Span # M V Cd C FN C I Cr Cm C t CL M lb Fb V fr F'v - Length =19.501t - 1 0.317 0.168 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.14 919.39 2900.00 2.38 48.58 290.00 - 40+W4H . 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50f1 ' -1 - 0.317 0.168 - 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.14 - 919.39 2900.00 2.38 48.58 290.00 - +040.70E41 1.00 1.00 1.00 tOO 1.00 1.00 0.00 0.00 0.00 - Length=1950ft 1 0.317 0.168 100 100 100 100 100 100 100 1314 91939 290000 238 4858 29000 .D-+0.750Lr40.750L40.750W-.H - 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -- •: Length =19.50ft 1 1 0.541 0.286 1.00 1.00 1.00 1.00 1.00 1.00 1.00 22.41 1,567.92 2900.00 4.06 82.85 290.00 V -+047501.40.750840.750W-*1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - '' Length= 19.50 ft 1 0.317 0.168 1.00, 1.00 1.00 1.00 100 1.00 1.00 13.14 - - 919.39 2900.00 2.38 48.58 290.00 +1)+0.750Lr40.750L-n0.5250E#1 - 11.00 1.00 1.00 1.00 1.00 1.00 - - 0.00 0.00 0.00 0.00 - V Length =19.501t - 1 0.541 0.286 1.00 1.00 1.00 1.00 .1.00 1.00 1.00 22.41 1567.92 2900.00 4.06 82.85 290.00 -, ' - .n0-s0.750L40,750S40.5250E41 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 It 1 0,317 0.168 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13,14 919.39 2900.00 2.38 48.58 290.00 V - 40.60D+WI+I ' - 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length = 19.50 ft 1 0.190 0.101 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.88 551.63 2900.00 1.43 29.15 290.00 '0.601)0.70E-+l1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V Length =19.50f1 1 0.190 0.101 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.88 551.63 2900.00 1.43 29.15 290.00 - . Overall Maximum Deflections Unfactored LQads - Load Combination Span Max. - Defi Location In Span Load Combination Max. +' Defi Location in Span D4.r 1 0.7311 9.821 0.0000 0.000 e1iicl Reati Uaored Support notation Far left Is #1 Values in KIPS - " -Load Combination Support 1 Support 2 - V Overall MAXimum 5.230 5.230 0 Only - 2.695 . 2.695 - Lr Only ' -2.535 2.535 D-'Lr ' - - 5.230 5.230 - -'V • - - •..VV V •, - .1 - • V. Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite 'A" San Diego, CA 92131 -.. .. (858) 693-0757 Project Title: Hoefer Residence Engineer. David Thoms Project ID: 12076 Project Descr: Sheet '7 of Description: (E) HEADER® GARAGE DOOR 1 Calculations per NDS 2005 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb -Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0ks1 Fc - Pdl 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : iLeveITws Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi .• ... - Ft 2,025.0 psi Density 32.210pc1 .. Beam Bracing Beam is Fully Braced against lateral torsion buckling CIA 19)Lr(019) I L - 3.5x11.875 1 Span =1650ft ' Service loads entered Load Factors will be applied for calculations . Beam self weight calculated and added to loads . - Uniform Load: D=0.020, Li = 0.020 ksI, Tributary Width = 9.50 ft . Maximum Bending Stress Ratio = 0.6661 Maximum Shear Stress Ratio = 0.353 :1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 lb: Actual' = 1,932.66p5i fv:Actual = 102.37 psi I FB Allowable = 2 900 oopsi Fv Allowable = 290.00 psi Load Combination *04r44 Load Combination *04r41 Location of maximum on span . = 8.250ft Location of maximum on span = 0.000 ft Span it where maximum occurs = Span #1 Span # where maximum occurs = Span #1 " Maximum Deflection Max Downward L+Lr+S Deflection . 0.326 in Ratio = 606 - Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection '0.669 in Ratio = 296 - Max Upward Total Deflection 0.000 in Ratio = 0 <240 -1 F.6Ydè Load Combination . Max Stress Ratios Moment Values Shear Values ' Segment Length Span it M V Cd C FN C Cr Cm C t CL M lb Pb V fv F'v DOnly - 0.00 0.00 0.00 0.00 Length 165Oft 1 0.341 0.181 100 100 100 100 100 100 100 678 98941 290000 145 5241 29000 -+0*144 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 20.00 Length = 16.50 ft. I 0.341 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.78 989.41 2900.00 1.45 52.41 290.00 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 .0.00 Length=1650ft 1 0.666 0.353 100 100 100 100 100 100 100 1325 193266 290000 284 10237 29000 +0+S44 1.00 1.00 1.00 1.00 1.00 1.00 000 000 000 000 Length=16.50ft 1 . 0.341 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.78 989.41 2900.00 1.45 52.41 .290.00 , -+04).7501-r40.750L-'-H . 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft . 1 0.585 0.310 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.63 1,696.85 2900.00 2.49 89.88 290.00 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 r t -- ,- - 1 ,- ..-,.,• -•, Mike Surprenant & Associates Consulting Structural Engineers " ',: . 9975 Businesspark Ave. Suite A San Diego, CA 92131 (858) 693-0757 Project Title: 1-loefer Residence Engineer: David Thomas 7.1 Project Descr: Sheet J of Project ID: 12076 Description: (E) HEADER @ GARAGE DOOR ' -' : • Load Combination ' Max Stress Ratios Moment Values Shear Values Segment Length Span # M V . C C FN C j Cr Cm C t CL M fb Fb V fv F'v Length = 16.50 ft 1 0.341 0.181, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 678 989.41 2900.00 1.45 52.41 290.00 -+O-.W-eH 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft -' 1 0.341 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.78 989.41 2900.00 1.45 52.41 290.00 -.040.70E-'-H S 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 it 1 0.341 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.78 989.41 2900.00 1.45 52.41 .290.00 S 4040.750Lr40.750L-'0.750W-+H . . 1.00 1.00. 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length =16.50ft 1 0.585 0.310 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.63 1,696.85 2900.00 2.49 89.88 290.00 4040.750140.750S40.750W4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 S Length = 16.50 ft 1 5 0.341 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.78 '989.41 2900.00 1.45 52.41 290.00 -' - -+040.750Lr40.750L-+0.5250E-'+l 1.00 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 . . - Length=,16.50ft . . 1 0.585 0.310 1.00 1.00 . 1._00 1.00 1.00 1.00 1.00 11.63 1,696.85 2900.00 :2.49 89.88 .290.00 4040.7501-40.750S40.5250E41 S 1.00 , 1.00 1;O0 1.00 1.00 1.00 0.00 ' 0.00 0.00 0.00 Length =16.501t 1 . 0.341 0.181 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.78 989.41 2900.00 1.45 52.41 290.00 0.600+W41 5 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50ft , 1 0.205 0.108 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.07 593.64 2900.00 0.87 31.45 290.00 -.0.60D40.70E4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.501t 1 0.205 ' 0.108 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.07 593.64 2900.00 0.87 31.45 290.00 fin Load Combination . Span Max. '-" Dell Location in Span Load Combination Max. '+' Dell Location in Span .,. -.--_• D4r 1 0.6685 8.310 0.0000 0.000 Support notation Far left Is #1 Values in KIPS Load Combination Support I Support 2 j Overall MAXimum 3.212 3.212 * D Only - ' 1.644 1.644 LrOnly 1.568 1.568 04r 3.212 3.212 a - - - Mike Surprenant & Associates Consulting Structural Engineers - 9975 Businesspark Ave. Suite ' . San Diego, CA 92131 (858) 693-0757 - - F: (858) 693-0758 Project Title: Hoefer Residence Enineer: David Thomas Project ID: 12076 Project Descr Sheet 1 of 12 APR 201 Description: FB-10 (WIND DOWN) Calculations per AISC 360-05 LoadCombination Set: ASCE 7-05 MORMON Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi . Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 - V D(0.05) Lr(0.05) W(0.0425) Service loads entered Load Factors will be applied for calculations Beam self weiqht calculated and added to loads - Uniform Load: D=0.020, Li = 0.020, W = 0.0170 ksf, Tributary Width= 2.50 - ft • '• Maximum Bending Stress Ratio = 0.315:1 Maximum Shear Stress Ratio = . 0.045: 1 Section used for this span WI 0x54 Section used for this span WI 0x54 •• Ma: Applied 32.083 k-ft Va : Applied • 3.333 k • Mn I Omega: Allowable 102.000k-ft Vnlomega : Allowable 74.740 k Load Combinaon -'04-0.750Lr-.0.750L-+0.750W-'4-I Load Combination 4O40.750Lr-0.750L+0.750W-'-H - , Location of maximum on span 19.250ft Location of maximum on span 38.500 .ft Span # where maximum occurs . Span #1 Span # where maximum occurs Span # 1 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.283 in Ratio= 1,629 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 1.113 in Ratio= 415 - - Max Upward Total Deflection • 0.000 in Ratio= 0 <240 on '09- Load Combination Max Strew RaUos Summary of Moment Values Summary of Shear Values - Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega DOnly Dsgn.L= 38.50ft . 1 0.189 0.027 19.23 19.23 170.34 102.00 1.14 1.00 2.00 112.11 74.74 * 4O4L4H Dsgn. L=38.5Oft : 1 0.189 0.021 19.23 19.23 170.34 102.00 1.14 1.00 2.00 112.11 74.74 ,4D4Lr4H - Dsgn.L= 38.50ft 1 0.279 0.040 28.49 28.49 170.34 102.00 1.14 1.00 2.96 112.11 74.74 40484H Dsgn. L 38.50ft 1 0.189 0.027 19.23 19.23 170.34 102.00 1.14 1.00 2.00 112.11 74.74 . ' • . 4040.750Lr40.750L+Fl . Dsgn.L= 38.501t 1 • 0.257 0.036 26.18 26.18 170.34 102M0 1.14 1.00 2.72 112.11 74.74 +O-.0.750L.0.750S.H • •••" Dsgn. L* 38.50ft 1 0.189 0.027 19.23 1923 170.34 102.00 1.14 1.00 2.00 112.11 74.74 ' -- 4.W+H Dsgn. L= 38.50ft • 1 0.266 0.038 27.10 27.10 170.34 102.00 1.14 1.00 2.82 112.11 • 74.74 4040.70E41 •Dsgn. L=-38.50ft . 1 - 0.189 0.027 19.23 19.23 170.34 102.00 1.14 1.00 2.00 112.11 74.74,- 404O.750Lr-+0.750L+0.750W4H -' Dsgn. L= 38.50 It 1 0.315 0.045 32.08 32.08 170.34 102.00 1.14 1.00 3.33 112.11 - 74.74 - ' - "040.750L40.750S40.750W*I Dsgn.L= 38.50ft 1 0.246 0.035 25.13 25.13 170.34 102.00 1.14 1.00 2.61 112.11 74.74 .-. .. 4040.750L140.750L40.5250E-+H - • . Dsgn.L= 38.50ft 1 0.257 0.036 26.18 26.18 170.34 102.00 1.14 1.00 2.72 112.11 74.74 +040.750L40.750S40.5250E4H Dsgn. L = 38.50ft • 1 0.189 0.027 19.23 19.23 170.34 102.00 1.14 1.00 2.00 112.11 • 74.74 - (.• ;•--- - .• * - -" Mike Sumrenant & Associates Project Title: Hoefer Residence • Consulting Structural Engineers David Thomas Project ID: 12076 - 9975 Businesspa Ave. Suite 'A" ProjectDescr: Sheet _ of ' San Diego, CA 92131 ...•PIe12 APR 2Ol3,&18M . Description: FB-10 (WIND DOWN) - Load Combination Max Stress Ratios Summaryof Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma- Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega 40.60D+W4H . Dsgn.L= 38.5011 1 0.190 0.027 19.41 19.41 170.34 102.00 1.14 1.00 2.02 112.11 74.74 40.60040.70E41 - •Dsgn.L= 38,50 ft 1 0.113 0.016 11.54 11.54 170.34 102.00 1.14 1.00 1.20 112.11 74.74 Load Combination Span Max. "' Dell Locationin Span Load Combination Max. "-4'DenLocationin Span - Dr-0N 1 1.1131 19.443 0.0000 0.000 Support notation Far left Is #1 Values in KIPS .. , LoadComblnation * Support Support OvemilMAXi —Mu ni -- 3.778 • 3.778 Z. 0 Only • . 1.998 • 1.998 Ur Only '- 0.963 . 0.963 W Only - ., 0.818 0.818 _ D-'Lr . . 2.960 2.960 . • D+W • 2.816 2.816 D-tr+W . • 3.778 3.778 4-. t. .4 4 . •. - -, • •: - .;'*: -.4 -.lt••..'_ . 7. -. 4. •. .-, .'_•4 ¼ 4 •• t t ¼• ,-. - :. .. . 0 44•4 *4 J. • . r-• - .-. • . - . '- -•• 44 •- t 04 - • -'C 4* • - k -( a * . - Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite A" - San Diego, CA 92131 - - .r •. (856) 693-0757 F: (858) 693-0758 Me Project Title: Hoefer Residence Engineer: David The Project Descr Sheet of _2 Protect ID: 12076 Pilaied 12 APR 2013. 8:10AM -- - Description: FB-10 (WIND UP) - yfflffl Calculations per AISC 360-05 Load Combination Set: ASCE 7-05 Ta 01 - . - Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis Major Axis Bending -, - Load Combination ASCE 7-05 - •. 4 , D(0.05) W(-0.0425) -. * 12 Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D = 0.020, W = -0.0170 ksf, Tributary Width = 2.50 ft - Maximum Bending Stress Ratio = 0.183: 1 Maximum Shear Stress Ratio = 0.023 :1 C . Section used for this span ' W8x58 Section used for this span W8x58 W' • Ma: Applied 20.049 k-ft - Va : Applied 2.083 k • ' Mn /omega : Allowable 109.283 k-ft ,• • Vn/Omega : Allowable 89.250 k Load Combination D Only Load Combination D Only - Location of maximum on span 19.250 ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 - Maximum Deflection - • Max Downward L+Lr+S Deflection 0.000 in Ratio = 0<480 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 I Max Downward Total Deflection ' 0.815 in Ratio = 567 Max Upward Total Deflection -0.320 in Ratio = 1442 • - Load Combination • Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length • - Span # M V- Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnOmega DOnly - - Dsgn.L=38.50ft 1 0.183 0.023 20.05 20.05 182.50 109.28 1.14 1.00 2.08 133.88 89.25 - - r Dsgn.L= 38.5011 • 1 0.183 0.023 20.05 20.05 182.50 109.28 1.14 1.00 2.08 133.88 89.25 - -+43-4r.+H Dsgn.t.= 38.50 ft - " 1 0.183 0.023 20.05 20.05 182.50 109.28 1.14 1.00 2.08 133.88 89.25 - +D+S#4 - - - - -' Dsgn.L= 38.50 ft • - 1 0.183 0.023 20.05 20.05 182.50 109.28 1.14 1.00 2.08 133.88 89.25 - - , - +0-i0,7501j40,750L-H - - - . Dsgn. L= 38.50 It 1 0.183 0.023 20,05 , 20.05 182.50 109.28 1.14 1.00 2.08 133.88 89.25 - -+0-+0.750L..0.750SiH Dsgn.-L= 38.50 it - -1 0.183 0.023 20.05 20.05 182.50 109.28 1.14 1.00 2.08 133.88 89.25 - - Dsgn.L=38.50ft - - 1 0.111 0.014 12.17 -, 12.17 182.50 109.28 1.14 1.00 126 133.88 - 89.25 '. *O0.70E*I - - Dsgn.L= 38.5011 ' 1 0.183 0.023 20.05 20.05 182.50 109.28 1.14 1.00 2.08 133.88 89.25 4040.750Lr40.750L40.750W4H Dsgn.L= 38.5011 1 0.129 0.016 14.14 14.14 182.50 109.28 1.14 1.00, 1.47 133.88 89.25 40-I0.750L40.750540.750W*H - Dsgn.L= 38.5011 1 0.129 0.016 14.14 14.14 182.50 109.28 1.14 1.00 1.47 133.88 . .89.25 .D-*0.750Lr-+0,750L-+0,5250E4H * - - Dsgn.L= 38.50 it e 1 0.183 0.023 20.05 20.05 182.50 109.28 1.14 1.00 2.08 133,88 - 89.25 - - sD+0,750L40,750S40.5250E44 DS9n.L= 38.5011 - 1 0.183 0.023 - 20.05 20.05 182.50 109.28 1.14 1.00 2.08 133.88 89.25 - -47.--,- - • V 5 .' .. .-. Mike Sumrenant & Associates Project The: Hoefer Residence . ... Consulting Structural Engineers Engineer: David Thc?rns Protect ID: 12076 9975 Businesspark Ave. Suite A Project Descr: Sheet I of San Diego, CA 92131 :; (858) 693-0757 F: (858) 693-0758 12APR 2013, 8:19AM SHOW 0N081 1.14 1 Description: FB-10 (WIND UP) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mrnax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega 44.60D+W+H - - Dsgn.L= 38.50f1 1 0.038 0.005 4.15 4.15 182.50 109.28 1.14 1.00 0.43 133.88 89.25 40.60040.70E+H Dsgn.L= 38.50ft 1 0.110 0.014 12.03 12.03 182.50 109.28 1.14 1.00 1.25 133.88 89.25 il l Load Combination Span Max. "-" Del Location in Span Load Combination Max. W Dell Location in Span 0 Only 1 0.8155 19.443 0.0000 0.000 UN 3-54W 51~11!F;NWIMX"d 0 Support notation Far left is #1 Values in KIPS • -• Load Combination Support Support2 Overall MAXimum . 2.083 2.083 D Only 2.083 2.083 W Only -0.818 • -0,818 - D4W 1.255 1.265 ••t ,• . • Job Mike Surprenant i Sheet No. __________of___________ - &Associates p IT - Cnsulting Structural Engineers Calculated by Date________ Checked by Date OUT-OF-PLANE MASONRY WALL DESIGN WALL PARAMETERS Max. Height of Masonry Wall (H) Nominal Size of CMU Block (b+3!8") Special Inspection (V or N)• CMU Strength (t'm) Grade of Reinforcing Steel OUT-OF-PLANE FORCES DESIGN Weight of Masonry Wall (We) Wall Pinned at top (V or N) . S0 . I. • Uniform Dead Load (excluding wall weight) Uniform Live Load Uniform Roof Live Load Tributary, width (Z) Anchorage Eccentricity Linear Dead Load @ Mid-height (PD) - Linear Live Load © Mid-height (P1) Linear Roof Live Load @ Mid-height (P1,.) Out-of-Plane Seismic Ratio (Fe) Out-of-Plane Seismic Force (Fp) . Out-of-Plane Seismic Moment (Mr) Area of 1 -foot section (An) - Section Modulus of 1-foot section (Se) Vertical Component of Seismic Load (Eu) Bending Stress (fb) - D+0.7E 0 + 0.75(0.7E) + 0.75L + 0.75L .0.6D+. 0.17E# ... - . Maximum Moment Maximum Point Load Bar Placed @ Center or Edge (C or E) Effective Depth (d0) Assume "j" - Area of Steel Required A5) Size of Reinforcing Rebar to be used (i.e. 4, 5 Reinforcing Rebar Spacing - Actual Area of Boundary Steel - Stee! Ratio (p) Required Area of Boundary Steel Adjusted 14 ft. 10 in. V 1500 psi 1,500 psi (typical) 60 ksi 32,000 psi w/ 1.33 increase 104 psf N 0.84 1.0 0 psf 0 psf 0 psf 0.0 ft. 4.0 in. 728 plf 0 plf 0 plf 0.336 WP 3494 psf 3424.51 lbs-ft 115.50 in/ft. 185.28 in/ft. 0.17 D -5.89 psi TENSION EXISTS -3 psi TENSION EXISTS -10 psi TENSION EXISTS Therefore, tension occurs in the wall © the face and cracked section properties must be used. 3667.18 lbs-ft 792.21 lbs El 7.13 in 0.875 0.22 in"/ft. of wall 0.2 in'/ft. minir SI - 1 bar @ 12" o.c. -+ I bar @ 16" o.c. 81" o.c. OKAY 0.46 in' 0.00538 Ajbd 0.41 J{(np)'+2np} - np n= 0.86 1-lc/3 0.30 <= 0.46 OKAY O.2S0sD num Es/Em Cantilevered Wall Section 1.0 (typical) 0.5b + width of ledger (typical) 0.4SDSIWP FH2I8 (Pinned) or FH2/2 (Cant.) Job_______ Mike Surprenant Sheet No. - & Associates Calculated by Consulting Structural Engineers Checked by - 12, of__________ Date _______ Date OUT-OF-PLANE MASONRY WALL DESIGN WALL PARAMETERS 4 Max. Height of Masonry Wall (H) 14 ft. Nominal Size of CMU Block (b+318") 10 in. Special Inspection (Y or N) Y CMU Strength (I'm) 1500 psi typical Maximum Moment 3667.18 lbs-ft Maximum Point Load 792.21 lbs OUT-OF-PLANE FORCES DESIGN FCONT.1 Actual Compressive Stress in Wall (fa) 6.86 psi P/An 2.78 Slenderness Ratio of Wall (HIr) 60.46 < 99 Allowable Compressive Stress (Fa) [Fa = 305 psi] > [ 6.86 psi = fal OKAY Actual Bending Stress in Wall (fb) 42.75 psi 2Mlbdik Allowable Bending Stress (Fb) 500 psi 1/3*fm INTERACTION OF BENDING + AXIAL [fa/Fa +fb/Fb= 0.11 1<1.0 OKAY Actual Stress in Reinforcing Steel (fe) 15522 psi <31,920 psi (1 .33*24,000) OKAY OKAY WITH NORMAL BAR LAPPING USE . 10 " CMU (SOLID GROUT) wl REINFORCEMENT STANDARD VERTICAL BARS # 5 BARS @ 8 "O.C. SPECIAL INSPECTION REQUIRED! p .d. -t" •' EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 . ., 619258-7901 fax 619 258-7902 Michael & Linda i-1oefer .. 'Novemberl2,2015 ,1430 Forest Avenue. .. Project No. 12-1106134 Carlsbad, California 92008 . Subject: Foundation Plat and Details Review . - Proposed Residential Additions -. -. 1430 Forest Avenue -' - City of Carlsbad, California 92008 .; •- . / . - :.•- • Reference "Limited Geotechrncal Investigation, Proposed Residential Additi o n s , 1 4 3 0 F o r e s t Avenue, City of Carlsbad, California 92008", Project No 12-110 6 F A , P r e p a r e d b y - East County Soil Consultation and Engineering, Inc. , Dated August 7, 2012 . .1Dear Mr. &Mrs; Joefer: 'Jnaccordance with your request, we have reviewed the foun d a t i o n p l a n a n d d e t a i l s p r e p a r e d b y ; Wright Design of Carlsbad, California and Mike Surpren a n t a n d A s s o c i a t e s o f S a n D i e g o , Califorma for the proposed residential additions at the subject s i t e ••- ',• •''IL The foundation plan and details were found to be in subs t a n t i a l c o n f o r m a n c e w i t h t h e "• •recommendations provided in the referenced geotechnic a l r e p o r t . O u r f i r m s h o u l d o b s e r v e t h e foundation excavations for proper size and embedment into com p e t e n t b e a r i n g s o i l s . - '.- If we can be' of.further assistance, please do not hesitate to con t a c t o u r o f f i c e . - --:- Respectfully submitted, 0 CA Mamadou Saliou Diallo, P.E. ''RCE 54071, GE 2704 ' • - MSD\md 4 -''• ._I - •••_4 •., . •, 4, 4,. - • •, •,' • • • • • • ' •,, (, -t - '•' -' .&_- - - - - 1. - -• •• • •,i. - • , • •,, , - - - -' L14?U15 ,. CITY OF CAR! SBAD BUILDING DIVISION n.. - : - -• : . EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619)258-7901 Fax 258-7902 Michael & Linda Hoefer August 7, 2012 1430 Forest Avenue Project No. 12-1106E4 -. . Carlsbad, California 92008 Subject Limited Geotechmcal Investigation -. .. Proposed Residential Additions S 1430 Forest Avenue City of Carlsbad, California 92008 DearMr &Mrs Hoefer - . In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotechnical aspects of the project and provide recommendations for the mn proposed residential additions Q' Our investigation has found that the areas of the proposed additions are underlain by undocumented fill and topsoil to a maximum depth of approximately 3 feet below existing grade. Dense terrace S deposits were underlying these soils to the explored depth of 6 feet. It is our opinion that the construction of the proposed residential additions is geotechmcally feasible provided the recommendations herein are implemented in the design and construction Should you have any questions with regard to the contents of this report, please do not hesitate to contact our office • Respectfully submitted, FESSIO RECEIVED us - . - F CA Marnadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD\md 5, 5 - -.•..•.- 5 .. MICHAEL & LINDA HOEFER/ FOREST A VENUE PROJECT NO. 12-1106E4 TABLE OF CONTENTS - INTRODUCTION .............................................................................................................................................. 3 SCOPEOF SERVICES ......................................................................................................................................3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION ......................................................................... 3 - - FIELD INVESTIGATION AND LABORATORY TESTING .......................................................................4 GEOLOGY.......................................................................................................................................................... Geologic Setting 4 SiteStratigraphy ................... .. ................................................................................................................. 4 SEISMICITY ----a : Regional Seismicity ................................................................................................................................ 5 - . Seismic Analysis................................................................................................................................... '- 2010 CBC Seismic Design Criteria......................................................................................................6 Geologic Hazard Assessment 6 GEOTECHNICAL EVALUATION 7 Compressible Soils 7 Expansive Soils 7 Groundwater .......................................................................................................................................... 7 'CONCLUSIONS AND RECOMMENDATIONS 7 CLEARING AND GRUBBING 8 . FOUNDATIONS ...............................................................................................................................................8 SETTLEMENT ................................................................................................................................................ 8 PRESATURATION OF SLAB SUBGRADE..................................................................................................8 TEMPORARYSLOPES ....................... . ........................................................... .................................................... 9 * :• TRENCH BACKFILL ....................................................................................................................................... 9 DRAINAGE ........................................................................................................................................................ 'FOUNDATION PLAN REVIEW ..................................................................................................................... 9 LIMITATIONS OF INVESTIGATION ..........................................................................................................9 ADDITIONALSERVICES ............................................................................................................................10 -. - •e*- • - .-•. - PL TES Plate 1- Location of Exploratory Boreholes -' Plate 2 - Summary Sheet (Exploration Borehole Logs) 4 Plate 3,-w USCS Soil Classification Chart PAGE L-1, LABORATORY TEST RESULTS 12 -- • _•t- -.• - 4 - REFERENCES ................ .................................................................................................................................. 13 4 ' 4jt •_'- - .4 4-, - 4 -' 4-- . - 4 4 2 4 MICHAEL & LINDA HOEFER/ FOREST A VENUE PROJECT NO. I2-1106E4 INTRODUCTION This is to present the findings and conclusions of a limited geotechnical investigation for the proposed residential additions to be located at 1430 Forest Avenue, in the City of Carlsbad, California. . 0 -' The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed construction. SCOPE OF SERVICES * - The following services were provided during this investigation: 0 ' Site reconnaissance and review of published geologic, seismological and geotechmcal reports and maps pertinent to the project area 0 o Subsurface exploration consisting of three (3) boreholes within the limits of the proposed areas bofimprovement. The boreholes were logged by our Staff Geologist. Collection of representative soil samples at selected depths The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. , 0 .--1 iaboratdry testing of samples representative of the types of soils encountered during the field investigation O Geologic and engineering analysis of the field and laboratory data, which provided the basis fof our conclusions and recommendations O Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed improvement 1' SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is a residential lot located on the north side of Forest Avenue, in the City of Caiisbad, California. The property which encompasses an area of approximately one-half acre ;0. inc'lu'des a one-story house. The site slopes gently to the west. Vegetation consisted of trees, grass and shrub. Access is from Forest Avenue through a 20-foot wide easement along the east side of the property. The subject site is bordered by Forest Avenue to the south and similar residential developments to the remaining directions. - . The site ilan prepared by Wright Design of Carlsbad, California indicates that the proposed construction 'ill include two-story and second story additions to the existing house. The additions Will be wood-framed and founded on continuous and spread footings with a raised-wood floor. - I • 0 • - •1 - •_-•_ff . - . • - • -: ;t -, - I • *• • - 4 - 1 F '1 • • j(. 4 MICHAEL & LINDA HOEFERI FORESTA VENUE PROJECTNO. 12-1106E4 FIELD INVESTIGATION AND LABORATORY TESTING On July 11, 2012, three (3) boreholes were excavated to a maximum depth of approximately 6 feet - below existing grade with a hand auger. The approximate locations of the boreholes are shown on - the attached Plate No. 1, entitled "Location of Exploratory Boreholes". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled • "Summary ,Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No. 3 entitled "USCS Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture and density, maximum dry density and optimum moisture content, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM - standards and other accepted methods. Page L-1 and Plate No. 2 provide a summary of the 4 laboratory test results GEOLOGY - 1 • . -. Geologic Setting The subject site is located within the southern portion of what is known as the Peninsular Ranges Geomorphic Province of California. The geologic map pertaining to the area indicates that the site is underlain by Pleistocene marine terrace deposits (Qt). , Site Stratigraphy : The subsurface descriptions provided are interpreted from conditions exposed during the field .. invetigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface n-aterials encountered during the field investigation are presented on the exploration logs provided on •- •. Plate No. 2. The following paragraphs provide general descriptions of the encountered soil types. : • Undocumented Fill -: •,- - Undocumented fill soils were encountered in Boreholes No 1 and 3 to a maximum depth of approximately 18 inches. They consisted of reddish brown silty sand that was dry to moist and loose inconsistency. . . .• 4 . Topsoil io ' -.4 ?•. Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic ,• ; materials, which• supports vegetation. Topsoil was observed in the boreholes with a thickness of approximately 18 inches. It consisted of dark brown, silty sand that was moist, loose and porous in consistency with some organics (rootlets) - 4-. •44. 4 - -. :, - 4 • - •, •-•:4 •1 - -. 4 •- 4- - 4 MICHAEL & LINDA HOEFERI FORESTA VENUE PROJECT NO. 12-1106E4 Marine Terrace Deposits (Ot) Marine terrace deposits were observed below the topsoil layer. They generally consisted of reddish brown, silty sand that was moist and dense in consistency. -. SEISMICITY Regional Seismicity - Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel , and subparallel faults within the state. The portion of southern California where the subject site is located is considered seismically active. Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Hazard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quaternary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i.e., Holocene time) "Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 to 16,000 years old t- --. ,• Seismic Analysis • - Baed on oir evaluation, the closest known "active" fault is the Rose Canyon! Newport-Inglewood Fault located approximately 8.5 kilometers (5 miles) to the west. The Rose Canyon! Newport- Inglewood Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration -- The Seismicity of the site was evaluated utilizing deterministic methods (Eqseach! Eqfault ver 3.0, Blake, 2008) for active Quaternary'faults within the regional vicinity. The site may be subjected to a Maximum- Probable Earthquake of 6.9 Magnitude along the Rose Canyon! Newport-Inglewood fau1twith a. corresponding Peak Ground Acceleration of 0.45g. The maximum Probable 1 Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100- year time period.. ' . The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce structural defoñnatiori. As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA) It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site Based on the above, the calculated Credible RHGA at the site is 0.29g. -.- - 4 - l . -. 5 MICHAEL & LINDA HOEFER/ FORESTA VENUE PROJECTNO 12-1106E4 2010 CBC Seismic Design Criteria ' A review of the active fault maps iertaining to the site indicates the existence of the Rose Canyon! Newport-Inglewood Fault approximately 8.5 km to the west. Ground shaking from this fault or. one of the major active faults in the region is the most likely happening to affect the site With respect to this hazard, the site is comparable to others in the general area. The proposed residential additions should be designed in accordance with seismic design requirements of the 2010 California Building Code or the Structural Engineers Association of California using the following - .., seismic design parameters: AMEN Site Class . D Table 16 13.5.2 Mapped Spectral Acceleration For Short Periods, S . 1.267 - Figure 1613.5(3) Mapped Spectral Acceleration For a 1-Second Period, S1 0.478 Figure 1613.5(4) Site Coefficient, F. 1.00 Table 1613.5.3(l) Site Coefficient, F •• . 1.522 Table 16 13.5.3(2) Geologic Hazard Assessment Ground Rupture Ground upture,due to active faulting is not considered likely due to the absence of known fault traces T within the vicinity of the project, however, this possibility cannot be completely ruled out The . •unlikely hazard of ground rupture should not preclude consideration of "flexible" design for on-site utility lines and connections Liquefaction . Liuefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking Based on the absence of shallow Tgioundwater and consistency of the underlying bedrock materials, it is our opinion that the potential for liquefaction is very low. Landsliding There i 'no -indication that landslides or unstable slope conditions exist on or adjacent to the project site. There are no obviousgeologic hazards related to landsliding to the proposed development or adjacent properties., , .-.•- Tsunamis and Seiches - Th site is not subject to inundation by tsunamis due to its elevation and distance to the ocean. The' - site is also not subject to seiches (waves in confined bodies of water). -- . 4 • 4 - 4. • - . .,-.. .. • • :4- 6 3- •44 -. - ,. - - -' • MICHAEL & LINDA HOEFEPI FOREST AVENUE PROJECT NO. 12-1106E4 GEOTECIINICAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the construction of the proposed additions is feasible from a geotechnical standpoint provided the - - recommendations provided herein will be properly implemented during construction. In order to provide a uniform support for the additions, footings should be embedded into the dense terrace deposits. The foundation may consist of reinforced continuous footings. Recommendations - and criteria for foundation design are provided in the Foundation recommendations section of this . -report. Compressible Soils . Our field observations and testing indicate low compressibility within the terrace deposits, which underlies the site at shallow depths. However, loose undocumented fill and topsoil were encountered to depths ranging from approximately 18 inches to 3 feet below existing surface grade. These soils are compressible and should be overexcavated and recompacted unless footings are extended to the dense terrace deposits S - 1- -. Following implementation of the recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low. The low-settlement - . assessment assumes a well-planned and maintained site drainage system. - S Expansive Soils - An expansion index test was performed on a representative sample of the terrace deposits to determine volumetric change characteristics with change in moisture content An expansion index of 0 was obtained which indicates a very low expansion potential for the foundation soils. 3 - 5 • -, - S S :: Groundwater Static groundwater was not encountered to the depths of the boreholés. The building pad is located at an elevation of approximately 140 feet above Mean Sea Level. We do not expect groundwater to - affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report CONCLUSIONS AND RECOMMENDATIONS .. • Tlë fo1loving' coriclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation, laboratory testing and our general knowledge of the soils native to the site The site is suitable for the proposed additions provided the recommendations set forth are implemented ' during construction -- - -- -. 5 -. - - •- • - - 5 1• S.-. 55,.. - 4 5 4 - -• - - - 5- - - - -i" MICHAEL & LINDA HOEFER/ FOREST A VENUE PROJECT NO. 12-1106E4 CLEARING AND GRUBBING The area of the proposed two-story addition should be cleared of vegetation. Vegetation and debris from the clearing operation should be properly disposed of off-site. The area should be thoroughly -..,inspected for any possible buried objects, which need to be rerouted or removed prior to : construction. All holes, trenches, or pockets left by the removal of these objects should be properly backfiIled with compacted fill materials. - I - FOUNDATIONS.. - a Continuous and spread footings are suitable for use and should extend to a minimum depth of 18 inches below the lowest adjacent grade for the proposed two-story and second story additions into the dense terrace deposits. Continuous footings should be at least 15 inches in width and reinforced with a minimum of -four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings Isolated or spread footings should have a minimum t. width of 18 inches..Their reinforcement should consist of a minimum #4 bars spaced 12 inches on center. (each way) and placed horizontally near the bottom. New footings should be doweled to the existing footings in accordance with the structural engineer requirements. : bAh allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into the dense terrace deposits •as set forth in the 2010 California Building Code, Table 1806.2. This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lb/ft2 - Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil An allowable passive pressure of 250 pounds per square foot per foot of depth may be used A coefficient of friction of 0.35 is recommended The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading SETTLEMENT., -- .1 Because of the light building loads and the fact that the proposed footings are anticipated to be -.. supported by the dense terrace deposits, it is our opinion that the total and differential settlement will be ',within acceptable limits PRESATURATIONOF SLAB SUBGRADE -- '- Eecause of the granular characteristics of the existing soils, presoaking of the subgrade prior to 1- concrete pour is not required. However, subgrade soils in areas receiving concrete should be - watered prior to concrete placement-to mitigate any drying shrinkage, which may occur following foundation excavation 4 1 4' •- 4 • - - .-• 4 8 MICHAEL & LINDA HOEFERI FORESTA VENUE PROJECTNO 12-1106E4 TEMPORARY SLOPES For the excaiation of foundations and utility trenches, temporary vertical cuts to a maximum height of feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1:1 (horizontal to vertical) slope ratio. OSHA guidelines for trench excavation safety should be implemented during construction. 'TRENCH BACKFILL - .• • •- -,Excavations for utility lines, which extend under structural areas should be properly backfilled and compacted. Utilities should be bedded and backfllled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. ' DRAINAGE Adequate 4 . Adeuate measures should be undertaken to properly finish grade the site after the additions and other improvements are in place, such that the drainage water within the site and adjacent . properties is directed away from the foundations, footings, floor slabs and the tops of slopes via in gutters, downspouts, surface swalés and subsurface drains towards the natural drainage for this .ara. A minimum gradient of 1 percent is recommended in hardscape areas. For earth areas, a minimum gradient of 5 percent away from the structure for a distance of at least 5 feet should be provided Earth swales should have a minimum gradient of 2 percent Drainage should be directed to approved drainage facilities Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the additions and other, improvements .. - _t• FOUNDATION PLAN REVIEW Our firm should review the foundation plan during the design phase to assure conformance with the - inteiit of this report. During construction, foundation excavations should be observed by our * representative priOr' to the placement of forms, reinforcement or concrete for conformance with the plans and specifications. '.-'•---'_•- • . LIMITATIONS OF INVESTIGATION our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities No other warranty, expressed or implied, is made as to the conclusions and professional advice included in F • this report. This report is prepared for the sole use of our client and may not be assigned to others \vithout the written consent of the client and ECSC&E, Inc. : -- - •.• s.-.. •' • - . , $ . ..-, --1 '- . _- - 4' 44 1 9 I • • . • -- : 4 * MICHAEL & LINDA HOEFERI FOREST VENUE PROJECT NO 12-1106E4 4.. .4 The samples collected and used for testing, and the observations made, are believed representative of ;site conditions; however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures As in most major projects, conditions revealed by ' construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the 1 attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date However, changes in the conditions of a :Property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control Therefore, this report is subject to review and should be updated after a period of two years ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction Observation and testing are additional services, which are - 'provided by our firm, and should be budgeted within the cost of development -. -••t-. •'. Plátes N& 1 through 3, Page L-1 and References are parts of this report. - 4 1 4 1 - • • 1. - 4- 4 4. •t ,. .,, - -C 4 4 4. * 4 4 4 4-. •• - • ., 4 I .4; •. • I - L 1 10 I - •' - . 1 V EAST COUNTY SOIL CONSULTATION & ENGINEERING INC 10925 HARTLEY RD SUITE I SANTEE CA 92071 L'A22ct (619) 258-49' 58 7901 Fax (619) 258-7902 /2 I I- & MICHAEL & LINDA HOEFER/ FOREST VENUE PROJECT NO 12-1106E4 PLATE NO 2 SUMMARY SHEET BOREHOLE NO.! DEPTH SOIL DESCRIPTION Y M Surface UNDOCUMENTED FILL (Quf) reddish brown, dry to moist, loose, silty sand 111.2 5.2 *.,•V, 1.5' TOPSOIL - dark brown, moist, loose, porous, silty sand with rootlets 3M TERRACE DEPOSITS (Qt) - reddish brown, moist, dense, silty sand 6.2 bottom of borehole, no caving, no groundwater 4 borehole backfilled 3/21/12 BOREHOLE NO. 2 . - ••V DEPTH.. SOIL DESCRIPTION Y M Surface' TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets - VV 10.3 15' TERRACE DEPOSITS (Qt) reddish brown, moist, dense, silty sand -• 4 0' bottom of borehole, no caving, no groundwater Y' . •-' borehole backfilled 3/21/12 V - BOREHOLENO 3 4 DEPTH SOIL DESCRIPTION y M Surface - UNDOCUMENTED FILL (QuO reddish brown, dry to moist, loose, silty sand 0.5'• -TOPSOIL. dark brown, moist, loose, porous, silty sand with rootlets 2.0' V V TERRACE DEPOSITS (Qt) V reddish brown, moist, dense, silty sand 5 0' bottom of borehole, no caving, no groundwater V borehole backfilled 3/21/12 V Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % 4V. 7. 41 N.- . • . -. S V • • • • V • - •. * 5, .t . - • V '5V 4. V V V/• V V V •V• VS - -. - V 5-.. .',• ,,.,.' • V V V •% V. • • V V V%VI • - V V - -. - - .5 11 V . , • V - - - . -.:..•• V - • V '1 LI MIT (LL) "a. GRAIN SIZE CHART - PLASTICITY CHART ' .'•, -I EAST COUNTY SOIL CONSULTATION '• ' AND ENGINEERING, INC. MICHAEL & LINDA HOEFER PROJECT - . 10925 HARTLEY ROAD, SUITE "I" PROJECT NO. 12-1106E4 SANTEE, CALIFORNIA 92071 PLATE NO. 3 AUG. 7, 2012 U.SC.S SOIL CLASSIFICATION CLASSIFICATION . RANGE OF GRAIN SIZES U.S. STANDARD, GRAIN SIZE IN SIEVE SIZE MILLIMETERS .BOULDERS Above 12 Inches Above 305 COBBLES 12 Inches To 3 Inches 305 To 76.2 - . GRAVEL 3 Inches to No. 4 76.2 to 4.76 Coarse . 3 Inches to 3/4 Inch 76.2 to 19.1 Fine 'h Inch to No. 4 19.1 to 4.76 SAND . No. 4 to No. 200 4.76 to 0.074 Coarse No.4 to No. 10 4.76 to 2.00 Medium No. 10 to No. 40 2.00 to 0.420 Fine No. 40 to No. 200 0.420 to 0.074 'SILT AND CLAY Below No. 200 Below 0.074 ,0 •' ________ - "I ,, PL-l2L•1 ..t- I o -c- I lMI•IiOH I MLTOL I - MAJOR DIVISIONS SYMBOL DESCRIPTION GW WELL GRADED GRAVELS OR GRAVEL- SAND MIXTURES, LITTLE OR NO FINES GP OF COARSE (MORE THAN " POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, LITTLE OR NO FINES GRAVELS FRACTION >NO4SIEVE GM SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES COARSE GRAINED SOILS SIZE) GC CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES (MORE THAN /2 OF SOIL > NO. 200 SIEVE SIZE) Sw WELL GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES SP POORLY GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES - SANDS (MORE THAN ", OF COARSE FRACTION < NO. 4SIEVE SM SILTY SANDS, SILT-SAND MIXTURES SIZE) SC CLAYEY SANDS, SAND-CLAY MIXTURES -, SILTS & INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY "FINE GRAINED SOILS CLAYS IT LIQUID LIMIT __________ CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL _________ ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY (MORE THAN Y2 OF SOIL <NO. 200 SIEVE SIZE) • SILTS & lvii INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS - CLAYS LIQUID LIMIT OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ______________ ORGANIC SILTY CLAYS, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS -1 CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM) .1 '. '. • - MICHAEL & LINDA HOEFER/ FOREST AVENUE PROJECT NO. 12-1106E4 PAGE L-1 LABORATORY TEST RESULTS MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557) The maximum dry density and optimum moisture content of the fill materials as determined by ASTM D1557, Procedures A and B which use 25 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4-inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6-inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows: OPTIMUM MAXIMUM MOISTURE SOIL TYPE! DRY DENSITY CONTENT PROCEDURE DESCRIPTION (PCF) (%) LOCATION 1/A REDDISH BROWN SILTY SAND 130.0 8.8 BH-1 @ 1.0' EXPANSION INDEX TEST (ASTM D4829) INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT(%) CONTENT(%) (PCF) INDEX LOCATION 8.6 14.9 116.5 BH-1 @ 3.0' PARTICLE SIZE ANALYSIS (ASTM D422) 4 ;T'7 U S Stanthrd Sieve. *e r PercehPasing BH- 1 (jiO r PercentPassing BH-2 ® 1 Q) ... -. ' :.. Percent Passg II4 3 0' ThQe.D.eposit:.j- 1" - .. . . ........... - - 1/2" - - - 3/8" - - - #4 - - - #8 100 - 100 #16 99 100 99 #30 93 95 95 #50 49 52 52 #100 25 27 28 #200 18 18 20 USCS SM SM SM 12 MICHAEL & LINDA HOEFER! FOREST AVENUE PROJECT NO. 12-1106E4 REFERENCES I "Limited Geotechnical Investigation, Proposed Single-Family Residence, 1215 Oak Avenue (Parcel 2), Carlsbad, California", Project No. 11-1 106F5, Prepared by East County Soil Consultation and Engineering, Inc., Dated December 3, 2011. I * 2. "Limited Geotechnical Investigation, Proposed Single-Family Residence and Detached Garage, 150 4: Juniper Avenue, Carlsbad, California 92008", Project No. 11-1 106E7, Prepared by East County Soil = .• I Consultation and Engineering, Inc., Dated June 14, 2011. 3. "2010 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council + 4 "Eqfaultl Eqsearch, Version 3.0", by Blake, T F , 2000, Updated 2008 - 5. "Geotechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. 6. "1997 Uniform Building Code, Volume 2, Structural Engineering Design Provisions", Published by International Conference of Building Officials 7.. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with the 1997 Uniform Building Code", Published by International Conference of Building 5- - -5- .., Officials. . , SI * 8 "Geologic Maps of the Northwestern Part of San Diego County, California", Department of . iConservation, Division of Mines and Geology, by Siang S Tan and Michael P Kennedy, 1996 9 "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. 7", Published by ASCE Press, 1994. b "Foundations and Earth Structures, Design Manual 7.2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change 1 September 1986 "Ground Motions and Soil Liquefaction during Earthquakes", by H.B. Seed and I.M. Idriss, 1982. - , •.-, 5-..- S - . , - A -'f' ••S _•• - 4 ..' . 4,55- 5 I 4. 1 4 4 - • , .• S. - . . * * 4- I - •' S . .' - 13 d *ccity of Carlsbad CERTIFICATION OF Development Services SCHOOL FEES PAID Building Department 1635 Faraday Avenue - . B-34 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. '.; Project Name HOEFFER RESIDENCEADDITION Building Permit Plan Check Number CB152998 * Project Address: 1430 Forest Ave A.P.N 156-052-11-00 Project Applicant - ; (Owner Name): Mike Hoeffer Project Description 1,822 sf residential addition Building Type SFD S - '.; Residential: NEW DWELLING UNIT(S) V( . S S 1,822 Square Feet of Living Area in New Dwelling/s '• •V ,:.V.S Second Dwelling Unit Square Feet of Living Area in SDU - Residential Additions Net Square Feet New Area Commercial/Industrial Net Square Feet New Area V •'. City Certification of '.Applicantlnformation: Shay L Eve-4q, Date December. 15, 2015 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District Vista Unified School District San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive . 255 Pico Avee Ste . 1 00 S Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) V 2222 Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District- El San Dieguito Union High School District-By Appointment Only V•VV' By appointment only 684 Requéza Dr. • S V 101 South Rancho Santa Fe Rd Encinitas, CA 92024 . . Encinitas, CA 92024 V (760-753-6491 x 5514) V (760-944-4300 xli 66) V Certification of Applicant/Owners The person executing this d&claration (Owner) certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owners knowledge and that the Owner -' will file an amended certification of payment and pay the additional fee if Owner requests an increase in the numer of dwelling units or square footage after the building permit is issued or if the initial determination of units or square V V V V footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. V V V..'.* •:. •• . . . Vt - 5 • ' Date V B-34 V V V Page 1 of 2 • Rev. 03/09 r1 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) .: THIS FORM INDICATES THAT THE.SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. r SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. • . - SIGNATURE OF AUTHORIZED SCHOOL.. DISTRICT OFFICIAL TITLE - . •• * NAME OF SCHOOL DISTRICT 4. ,.*_•_• -. - 4 r DATE PHONE NUMBER - -...•. .-, • ., • 4• _;_L•. -• 4 1 * •• :* .. (ç i d CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAl. • CARLSBAD, CA 92009 Page 2 of 2 Rev. 03/09 PLUMBING, Development Services ELECTRICAL, Building Division MECHANICAL . 1635 Faraday Avenue' CITY 0 F lU 760-602-2719. CAR. LSDA WORKSHEET . www.carIsbadca.go B-18 Building@carlsbadca.gov 43 Fo €.c T . Project Address: /IL)- Permit No.: 21 - Information provided below refers to work being done on the above mentioned permit only. This form must be completed and returned to the Building Division before the permit can be issued. Building Dept Fax (760) 602-8558 IN ei Number of new or relocated fixtures, traps, orfloor drains....................................................... New building sewer line7 .................................. ........................................................ Yes No LV - Number of new roof drains? ....................................................................................................... Install/after water line? .......................................................................................... . .............................. .5 Number of new water heaters? .......................................................................................................... / 5 Number of new, relocated or replaced gas outlets? ................................... .......................... ....... - Numberof new hose bibs? .................................................................................................................... . . S '.5 ;L...•J - S r Residential Permits: New/expanded service: Number of new amps: " S Minor Remodel only: Yes No V - Commercial/Industrial: S - * Tenant Improvement: Number of existing amps involved in this project: V Number of new amps involved in this S New Construction: Amps per Panel: - 1 41 Single Phase ................................................................Number of new amperes_________________ Three Phase ................. ................................................. .V• Number of new amperes__________________ V Three Phase 480 V .Number of new amperes_________________ - Number of new furnaces, A/C, or heat pumps? ............................................................................ - New or relocated duct work' ........ ............................... ......................... ............ Yes V No______ Number of new fireplaces? .......................................................................... S Number of new exhaust fans? ............................................................................................................___ V Relocate/install vent? ............................................................................................................................ c , V • -. Number of new exhaust hoods? ......................................................................................................./ Number of new boilers or compressors' Number of HP .14r /55 B 18 Page 1 of 1 Rev. 03/09 S S Vr - - (èityof Carlsbad Print Date: 06/08/2018 . 6 Job Address: 1430 Forest Av Permit Type: BLDG-Migrated Work Class: BLDG-Migrated Status: PCExpired Parcel No: . 1560521100 Lot U: Applied: Valuation: $0.00 Reference U: V Issued: Occupancy Group: Construction Type Permit U Dwelling Units: Bathrooms: Inspector: Bedrooms: V . Orig. Plan Check U: - Final V Plan Check U: Inspection: Project Title: , V Description: V PCR - HOEFER: DEFERRED TRUSS & STAIRS V - V FEE .. V AMOUNT Total Fees: V - V Total Payments To Date : Balance Due: V I I Building Division V V 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f www.carlsbadca.gov V ( S S S City of Carlsbad - 1635 FaradayAv Carlsbad, CA 92008 09-19-2016 * S Plan Check Revision Permit No:PCR16116 Building Inspection Request Line (760) 602-2725 Job Address: 1430 FOREST AV CBAD Permit Type: PCR / V Status: ISSUED Parcel No: 1560521100. Lot #: 0 Applied: 06/15/2016 Valuation: $0.00 Construction Type: 5B Entered By: JMA Reference #: CB152998 Plan Approved: 09/19/2016 PC #: - . Issued: 09/19/2016 Project Title: HOEFER: DEFERRED TRUSS & Inspect Area: STAIRS V Applicant: .' . - Owner: S MIKE HOEFER * . HOEFER MICHAEL L&LINDA M 1430 FOREST AVE V CARLSBAD CA 92008 - 760-214-0143 Pan Check Revision Fee . . $189.20 Fire Expedited Plan Review , S $0.00 AdditionalFees - . $0.00 V V • Total Fees: $189.20 Total Payments To Date:. $189.20 Balance Due: $0.00 -S V 55 4w - V S. :: V • *. S V ,-r •% •• -4 V. V• V SV - S V ••-D S • V . • V V • V 'V --,-S-,, •( S V JV t jk I - 1- V • V - FINAL APPROVAL V Inspector: V Date: Clearance: NOTICE Pease take NOTICE that approval of your project iridudes the Intith' of fees, dcation reservations, or other exactions hereafter collectively referred to as lees/exadiorsV" You have 93 days from the date this peruuit was issued to protest irrposmau of these fees/exaoticzs. If you protest t u ntst follow the protest procedures set forth in Goverment Code Section 62O(a), and file the protest and any other requ red infaueoru wth the City Manager for I* - processing in acoorclanoewith Carlsbad Mjnidpal Code Section 3.32030. Failure toy follow that procedure WII bar any subsequent legal action to attack, review, set aside, void, or annul their irrtion. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer ocrrriedion fees and capacity changes, nor planning, zoning, grading or other sirrilar appilcation processing or service fees in ccxunadion with this project. NOR DOES IT APPLY to any 5- , feesfexadions of Mich you have rrescxy been given a NOTICE sirrilar to this, or as to wtridu the statute of Imitations has rxeiiwsiv otherwise exwerl. - S -, VS •% • S . I• ('-•-. . V - -V •_ -, 5 - . • S S (S V '4 ••..S S cML City of PLAN CHECK REVISION Development Services Building Division P Isb, , APPLICATION 1Iau B-15 760-602-2719 www.carlsbadca.gov 4 Plan Check Revision No Poe,( Original Plan Check No Project Address 14 Ct Date Contact i _ JfJJ Ph 4c 4 Fax Email Contact Address tct City Zip General Scope of Work 50rigina1 plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 . Elements revised: Plans Calculations Soils E Energy JOther Describe revisions in detail - . V List page(s) where each revision is shown List revised sheets that replace existing sheets -. V V Does this revision, in any way, alter the exterior of the project? Yes No 6. Does this revision add ANY new floor area(s)? Yes No V Does this revision affect any fire related issues? flYes No V 8. Is this a comPlet7seç. E Yes No csignature 1635 Faraday Avenue,arIsbad, CA 92008 h: 760-602- 2719 E: 760-602-8558 Email: building@carlsbadca.gov V VS • 'I www.carlsbadca.gov V V EsGil Corporation C in Tartnership with government for Buiffing Safety DATE: Sep 14, 2016 U APPLICANT -Jtis. .JURI SDICTION: .jy...ofCar1sbad J U PLAN REVIEWER U FILE PLAN CHECK NO.: PCR16-116 (cb15-2998) Rev I SET: III .PROJECT ADDRESS: 1430 FOREST AVENUE PROJECT NAME: SFR ADDITION & REMODEL FOR HOEFER : I The plans transmitted herewith have been corrected where necessary an substantially comply with the jurisdiction's building codes. - ... H .The.plans transmitted herewith will substantially comply with the jurisdiction's ' codes4when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list .and should be corrected and resubmitted for a complete recheck. H -the ecklist transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LiI1•TheppIicant's copy of the check list is enclosed for the jurisdiction to forward-to the applicant contact person FT.-The applicant's copy of the check list has been sent to EsGil Corporation staff did not advise the applicant that the plan check has been completed EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted: - Telephone #: Date contacted: T— Email: t Mail Telephone Fax In Person - REMARKS By: Rich Moreno Ericlosures: cb 15-2998 ., • .. EsGil Corporation - El GA. L] EJ fl MB El PC Sep 9, 2016 a I 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 '4, MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers V - V -. June 7, 2016 Sam Wright , -• Wright Design 2211 State Street, Suite "N Cthbd, California 92008 ' Project; Hoefer Resjdence It. JobNo 12076 - Dear Sam Wright, '. In accoidance with your request, we have. compared the roof framing plan, prepared by our office, and the ' j.. roof truss manufacturer's roof truss layout, prepared by Mission Truss, for the above referenced project. :Specifically,ve were asked to verify that the roof truss manufacturer's truss layout is in general conformance to the truss layout shown on our approved structural drawings Based on our review of the documents, we have determined that the roof truss manufacturer's truss layout (attached) generally conforms to the roof framing plan on the approved structural drawings prepared by our office :•. .-• ' We realize that there may be some-items of interest to you that have not been discussed in this letter. Therefore, we encourage you to call with any additional questions you may have Respectfully su t d, -attachment 9975 Businesspark Avenue, Suite A San Diego, California 92131 Tel (858) 693 0757 • Fax (858) 6 30758 , -- .. rrrrniTT 14631c 1 rrrrrrrri i htf+: 4}HHJ1 FRAMING BO)J 1jJ4 I55U.UAT s PLACEMENT cKLY REFER TO TRUSS RNGS FOR ALL FURTHER UVORMATIOK I'IOEFERRES .4 7 MiSlON OF ~LL NON TRUSS TO TRUSS CONNECTIONS. BUILDING ALL OESIGNS PRIOR TO CONSTRUCTION. .0 TO TRUSS LOADING AND REACTIC111 INFORMATION TRUSS ES'ACSC 24 uito fl4 7MJS -ALL TRUSSES ARE CAMBERED FOR BE ON AD LOAD OEFLECT REVISrON I 01 t. 6StONTESJSSCOM RP EsGil Corporation In Partnership with government for tBui(ting Safety DATE Aug 5, 2016 .'JURISDICTION: City of Carlsbad ;-PLAN CHECK NO.: PCR16-116 (cb15-2998) Rev I PROJECT ADDRESS: 1430 FOREST AVENUE Q_,APPLICANT ZJ URIS. 0 PLAN REVIEWER 0 FILE SET: II PROJECT NAME: SFR ADDITION & REMODEL FOR HOEFER LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's -codes. The plans transmitted herewith will substantially comply with the jurisdiction's 'codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list. and should be corrected and resubmitted for a complete recheck. < . The check list transmitted herewith is for your information. The plans are being held at Esgil corporation until corrected plans are submitted for recheck. ET The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant .. contact person The applicant's copy of the check list has been sent to: Mike Hoeffer 4 ,- Lii EsGil Corporation staff did not advise the applicant that the plan check has been completed EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Mike Hoeffer Telephone # 760-214-0143 gate contacted &( (by"(.) : Email hoefnowgmail com )MaiI"Teiephone Fax In Person - / LII REMARKS- By:-Rich Moreno - Enclosures: - EsGil Corporation . E] 'GA E EJ El MB LI PC July 28, 2016 ',R •'I L.-, 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 44 4, - - - - City of Carlsbad 15-2998.REV(PCR16-116) June 27, 2016 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 15-2998.REV(PCR16-116) JURISDICTION: City of Carlsbad PROJECT ADDRESS: 1430 FOREST AVENUE FLOOR AREA: Deferred Trusses and Stairs STORIES: 2 HEIGHT 22-ft REMARKS:, DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: June 15, 2016 ESGIL CORPORATION: June 20, 2016 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Rich Moreno I.COMPLETED: June 27, 2016 - •- - - I POREWORD (PLEASE READ) - , This plan review is limited to the technical requirements contained in the California version of the International Residential Code International Building Code Uniform Plumbing Code, ..Uniform Mechanical Code, National Electrical Code and state laws regulating energy -c-conservation, noise attenuation and access for the disabled. This plan review is based on 'regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or •. othér departments. Clearance from those departments may be required prior to the issuance of, a building permit Present California law mandates that construction comply with the 2013 edition of the California ; Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, -2012 UPC 2012 UMC and 2011 NEC. S. The above regulations apply, regardless of the code editions adopted by ordinance - . S Th following items listed need clarification, modification orchange. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. S 5 •'• t 5.* .,•-- -. .5 S y , - To speed up the recheck process, please note on this list (or a copy) where each S - correction item has been addressed, i.e., plan sheet number, specification section, etc.: Be sure to enclose the marked up list when you submit the revised plans ej - • : - . -• - - S * •5*5 - 5, 5 . -S IV .V V City of Carlsbad PCR16-116 (cb15-2998) Rev I VV' Aug 5,2o16 V V NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items V are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. V V PLANS V 1 Please make all corrections, as requested in the correction list Submit FOUR new - . complete sets of plans for commercial/industrial projects (THREE sets of plans for V residential projects). For expeditious processing, corrected sets can be submitted V V V V in one of two ways: V ': V' V I. Deliver all corrected sets of plans and calculations/reports directly to the City of V V V V Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) -,. ... 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad V V: V Planning, Engineering and Fire Departments. V V : 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, . ', • 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. V Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire V V Departments. V V NOTE: Plans that are submitted directly to EsGil Corporation only will not be V reviewed by the City Planning, Engineering and Fire Departments until review by . EsGil Corporation is complete. V 3 Please provide structural calculations and details for the stairs to show that guard shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. (Section R312) V V The details and calculations submitted for the stairs do not show • . connection detail for guardrail along the 2nd floor or handrails at stairs. ' Also clarify how glass panels will be connected to supporting posts. Show that the stair shall comply with B-2407 for glass in railings and guards MISCELLANEOUS 4 To speed up the review process, note on this list (or a copy) where each V V V correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc .' • ' 5., ''Please indicate here if any changes have been made tothe plans that are not • result of corrections from this list. If there are other changes, please briefly V describe them and where they are located in the plans. ••• •' : '' V V CONTINUED V •ft• V • . V ' • V - - - - I City of Carlsbad PCR16-116 (cb15-2998) Rev I Aug 5, 2016 - Have changes been made to the plans not resulting from this correction list? F Please indicate .,. YesU No 13 6 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Rich Moreno at EsGil Corporation Thank you --S 4 -4 - r •••I -• 4 . 4 - - 'S 4• -.4 - S • S - - I -• 1' - - I i-_ -- . - 4. 45.. . -. s 7 ._• $ S $ 7- .• S 4$ • t$*•• ••_. - BUILDING ADDRESS: 1430 FOREST AVENUE V BUILDING OCCUPANCY R-3 BUILDING AREA Valuation Reg. PORTION -(Sq. Ft.) Multiplier Mod. VALUE ($) Trusses Stair Air Conditioning Fire Sprinklers TOTAL VALUE. 4 - I I • - U I $172.00I . Sheet of 1 macvalue.doc + . City of Carlsbad 15-2998.REV(PCR16-116) "June 27, 2016 ' [DO NOT PAY— THIS IS NOT AN INVOICE] * VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15- ;: 2998.REV(PCR16-116) 44 UU • PREPARED BY: Rich Moreno DATE: June 27, 2016 Jurisdictioi' Code cb - . By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance v Type of Review:' . ' LI., Complete Review LI Structural Only 5UU •1U ' LI Other Li Repebtive Fee Repeats- Hourly 2 Hrs. c' EsGul Fee $86.00 Based on hourly rate., . Comments: A . U c ,- U UU,• - : r r EsGil Corporation - - - - In crartnersliip 'With government for (Buitling Safety ... ,--'•- -;.- 3 - - -,,,DATE: June 27,2016 - • 0 j6PPLICANT .-- .• --tr JURISDICTION: City of Carlsbad 0 PLAN REVIEWER .. .• . OFILE PN CHECK NO.: I52998.REV(PCR16-116) SET:! .,PROJECT ADDRESS 1430 FOREST AVENUE PROJECT NAME: SFR ADDITION & REMODEL FOR HOEFER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck L1Th applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant econtact person The applicant's copy of the check list has been sent to SAN WRIGHT EsGil Corporation staff did not advise the applicant that the plan check has been completed EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted SAM WRIGHT Telephone # 760-213-1460 '- &Mail/ Date c9ntacted,(by f(_)' Email wrighthaus(äroadrunner com Telephone - Fax - In Person • lII REMARKS By Rich Moreno Enclosures -. . EsGil Corporation El GA El EJ [1 MB El Pc June 20, 2016 - - i_•_•__•.-.. s - t . --j'- 9320 Chesapeake Drive Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 -- --- 'V. - ..--V - '• V.- ½' * ' City of Carlsbad 15-2998 REV(PCR16-1 16) June 27, 2016 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES 1 FOREWORD (PLEASE READ) r: This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, - , - Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or . other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes 2012 IRC, 2012 IBC, 2012 UPC,2012-UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance The following items listed need clarification, modification or change. All items must be satisfied - before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law ; To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans * - .• .• . I • p . ]., . '. 'City of Carlsbad 15-2998 REV(PCR16-116) June 27, 2016 . PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted • in one of two ways: 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. ,.. . • 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. . Deliver all remaining sets of plans and calculations/reports directly to the City of - Carlsbad Building Department for routing to their Planning, Engineering and Fire• Departments : - NOTE: Plans that are submitted directly to EsGil Corporation only will not be - reviewed by the City Planning, Engineering and Fire Departments until review by - EsGil Corporation is complete. 2. Please provide structural calculations for the stair stringer. Also provide structural .. : . .- calculations and/or guard details for the stairs to reflect that guard shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail Table R301.5. (Section R312) .•..- •-..- . -. .- - . MISCELLANEOUS 3 To peed up the review process, note on this list (or a copy) where each correction item has been addressed i.e., plan sheet note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly '; .. describe them and where they are located in the plans. .' Have changes been made to the plans not resulting from this correction list? • Please indicate: • • Yes U No U 5. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Rich Moreno at EsGil Corporation Thank you • .. . - * - -S ,-• .: S • S S. I .City of Carlsbad cb15-2998 (PCR16-116) .Juñe27,2016, [DONOTPAY— THISISNOTANINVOICE] VALUATION AND PLAN CHECK FEE 4JURISDICTION City of Carlsbad PLAN CHECK NO cb15-2998 (PCR16-116) PREPARED BY Rich Moreno DATE June 27, 2016 I• - - .• . .. - BUILDING ADDRESS 1430 FOREST AVENUE BUILDING OCCUPANCY: R-3 BUILDING . PORTION 1, AREA (Sq. Ft.) . Valuation Multiplier Reg. Mod. VALUE ($) Trusses. Stair, - -e - Air Conditioning Fire$prinklers . . TOTAL VALUE '-Jurisdiction Code...cb By Ordinance . BIdg Permit Fee by Ordinance v I I s.," Plan check Fee by Ordinance Type of Review . LI Complete Review LI Structural Only 4' LIRepeve LI Other Repeats • -. Hourly 2 Hrs.@* 4 EsGil Fee $86.00 $172.00 * Based on hourly rate -s.. ••. . - --------- - • - - 43 . Comments:,*,,. . - • - Sheet 1 of 11. - macvalue doc + - I .- , I - - .. . . _ _ *I•' - " -I- 4- - - ..4 •- . . '- - - PLANNING DIVISION I BUILDING PLAN CHECK Development Services I Planning Division I I C I I Y 0 F - APPROVAL 1635 Faraday Avenue I I (760)602-4610 CARLSBAD P-29 www.carlsbadca.eov I DATE: 6/16/16 PROJECT NAME: INTERIOR STAIRS PROJECT ID: - - PLAN CHECK NO: PCR16I16 SET#: ADDRESS: 1430 FOREST AV APN: This plan check review is complete and has been APPROVED by the PLANNING Division. : By: GINARUIZ A Final Inspection by the PLANNING Division is required fl Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. ' This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: WRIGHTHAUS@ROADRUNNER.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 7606024610 -, , 760-6022750 7606024665 Chris Sexton Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Grenorv.Ryan@carIsbadca.gov Gina Ruiz ValRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov VaIRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov Veronica Morones Linda Ontiveros Dominic Fieri 760-602-4619 760-602-2773 760-602-4664. Veronica.Morones@carisbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: ORIGINAL PLANS CB152998 STATE DEFERRED SUBMITTAL FOR INTERIOR STAIRS, SPECIFICALLY STATED ON SHEET A-9 NOTE 20 'I F' POR 07-25-2016 .- - -. - -4 -- CALCULATION PACKAGE HOEFER RESIDENCE STAIRCASE DESIGN I Client MilkDesign Inc Prepared by : Himanshu Goyal, P.E., PMP 1.. 1. Date 06 July 2016 * Contact Address Akshar Engineering LLC 887 McKenzie Station Dr -- : - -. Lisle IL 60532 engineeiing.akshar@gmail.com ,_•' - -- •, * 1- - t -- .,• [1430 FOREST AV Akshar Engineerin 1560521100 " Date 06 July 2016 ALCULAT!O! Client MitkDesign CB1 52998 p - .•- -. - - a PCR1 6116 -. - . TABLE OF CONTENTS 1.6 Purpose of the Calculation .....................................................................................3 2.0 References and Design Inputs .................................................................................3 : 3.0 Methodology .........................................................................................................3 40, Calculations 4.1 Loads and Load Combinations ........................................................................6 4 2 Material Specification 10 5;0 Steel Design ........................................................................................................ 10 6.-0 Summary and Conclusions 10 •••.4_ . ,. . * fir .••. . * . .. Attachments: . Attachment A Milk Design Drawing - 11 Pages At Attachment B STAAD Pro Output - 7 Pages t** ,_•_ * .. ~. .4 . . ,. *' ,. --. * :. ~ * ~ 4 - ,. - If • Akshar Engineering Solutions LLC * Date 06 July 2016',,,'. CALCULATION PACKAGE Prepared by Himanshu Goyal Page 2 of 10 Client MilkDesign S ' I 4 - 7 I '4 '•. I' •• i:o Purpose of the Calculation: - The purpose of this calculation is: - (1) Analyze and Design the Stair Stringer to be used in Hoefer Residence; (2): Design connections including handrail, guardrails as shown in the 'MilkDesign drawings' included in - :.- (Attachment A). (3) Design Anchor bolts and foundation elements for support of the framing per Milkdesign drawings. Please note the Plan Review Correction List Single Family Dwellings and Duplexes" provided by City of Carlsbad vide their Plan Check# 15-2998.rev(PCR16-116)- project address: 1430 Forest Avenue, Carlsbad, CA 2.0-- References and Design Inputs i. 1 California State Building Code, 2012 including California Code of Regulations (Title 24). American Society of Civil Engineers /SEI 7-10 - Minimum Design Loads for Buildings and Other Structures. . Building Code Requirements for Structural Concrete (ACI 318-2011/2014) and Commentary. 44• 'American Institute of Steel Construction - Steel Construction Manual, Fourteenth Edition, 2012. 5. MilkDesign Drawings (Attachment A) Hoefer - A5 Dated 11-16-2012 "Hoefer Renovation Plan View' Hoefer -All Dated 11-16-2012 "Hoefer Renovation Side Elevation" Hoefer - A4 Dated 11-16-2012 "Hoefer Renovation Main Floor Plan" Hoefer-A8 Dated 11-16-2012 "Hoefer Renovation Sections" Milkdesign Drawings (Drawing List included in the Coversheet dated 06/15/2016) 6. American Inslitute of Steel Construction (AISC) Steel Construction Manual (AlSC 360-05), 13th Edition, 2005. 7. International Building Code, 2012. : 8. STAAD Pro Software for Structural Analysis and Design, Version 31.0. 3.0 Methodology and Scope: .The design of Staircase is as shown in Milk Design drawing (Reference 5 as noted above). The analysis and deign package would include the elements of staircase including connections at top and bottom of the landing. However, evaluation of existing structure or any part thereof, is beyond the scope of this analysis. It is considered that existing structure is suitable for the addition of the staircase. '. h ... ..- .' Akshar Engineering Solutions LLC . . Date : 06 July 01 ' CALCULATION PACKAGE Prepared by: Himanshu Goyal . .• •-'. •, Page 3oflo Client MilkDesign - - . .. '.'iI :..: • .•. -; ..• ' . . ; The existing structure considered 'out of scope for the purpose of this calculation is the following: (a) Floor elevation from where the bottom of the new stair is supported, * (b) Balcony Steel including the cross beam marked as 'By Milk, (c) Top steel including the structure which is directly supported the present stair case. Incase of any clarification, reader is directed to the person whose name appears as the preparer of this calculation. The single staircase is described a Left Angled design with stair turning Left while moving up. The staircase geometry is plotted in structural analysis software STAAD Pro which is a finite element based software. The Staircase,consists of double stringers (HSS tube section 2"x6). Each of the tread plate is 3/8" thick steel plate which is mounted on the central stringer with piece of same size HSS section and stiffened with 1/4" thick plate welded as shown in attachment A (Reference 5). .. For the purpose of this calculation, loading on the staircase is derived from Code provisions (Reference 1 2 and 7). Since the structure is a residential construction, live load of 150 pounds per square feet is considered to act on the staircase. Dead load of the structure is calculated based on section properties of the structural members as also the - density of the material (Reference 4, 6 and 7). For the purpose of this calculation, the location of the structure' is taken as City of Carlsbad, California. The reference design input from code standards is therefore adopted for the State of California. The loads and the loading combinations will be based on International Building Code 2012 (Reference [1]). The V :.t Ihtemational Building Code is primarily based onASCE 7-2010 (Reference [2]) with a few exceptions. V V V . The evaluation of steel elements is based on the Al SC Specification for Structural Steel Buildings (9th Edition) * V - (Reference [4]). The evaluation of concrete elements is based on ACI 318 (Reference [31). The design inputs are based on Milk Design drawing (Reference [5]). . ., The loading on the structure includes dead load, live load, and wind load. Self weight of the tower structure is included in STAAD Pro V .Software V $ . Analysis for the support framing is performed using the STAADPro structural analysis program. Steel members are V evaluated utilizing the code check provisions of STAADPro. The analysis and design of members is summarized in Section 6.1. V V V V ,For the purpose of documenting this calculation, Mathcad software is used. Mathcad software is used to make V 'preliminary loading calculations and to evaluate and document the STAADPro analysis results. All Mathcad V calculations are independently verified for accuracy and correctness as if they were manually generated. V 4 - 4 V V V V -. Akshar Engineering Solutions LLC Date 06 July 2016 CALCULATION PACKAGE Prepared by Himanshu Goyal Page 4of 10 Client MilkDesign V - - - V.. - -..*. F - 4r F-. * FLXED)O1I'IT Fiure 1: Rendered view of the Staircase main stringer from STAADPro software 1. . A21 - F Figure -.4,- V 2: View of the Structure with Joint IDs (Al to 'A2fl and Member IDs (Ti' to 720 :'• - - - Akshar Engineering Solutions LLC f Date 06 July 2016 - CALCULATION PACKAGE Prepared by Himanshu Goyal - --, Page 5 of 10 Client MilkDesign -, -,.,• - -, -' 4- •-. - 1'"r - - -, 4. , •. 1 3 - - 4 4.0 .. Loads and Loading Combinations 4.i * Dead Load (DL) Dead load of Staircase is calculated from the initial drawing of Reference [5]. Density of Steel Psteel 490pcf Reference [4] Thickness of the plate Thickplate := in -The tread plate is 3/8" thick steel plate of size 10 13/16" X 30. The dead load from each of the tread is calculated using the dimensions. ;Width of the tread - Widthtrd := 30in Length f tread Ltread = 10in+ -'-in= 108 in 16 -' 'lhickness of each tread Th d:= trea 3 in :Number of treads .tread := 1 -' Dead load'of each tread DLtread NtreadLtreadWdthtreadThtreadPsteeI = 34.5 lbf For the stiffener and piece of HSS section at each tread use an addition factor of 20 % Therefore dead load of each tread DLtread := DLtread 1.20 = 41.4 lbf Say 50 lbs Perthe building code requirements, live load on the stair case for residential construction varies from 75 psf to 125 Osf. For the purpose of this calculation, live load of 150 psf on each tread acting simultaneously is -i considered. -. 3 t 'a •• - 1 LLdesign := 150psf Cross section area of each tread Atread =Wldth L = 324.4-in : 2 Live load on each tread LLtread = LLdesign Atread = 337.9 lbf Say 400 lbs - -1 • Akshar Engineering Solutions LLC Date :06 July 2016 - CALCULATION PACKAGE Prepared by: Himanshu Goyal Page 6oflo Client: MilkDesign . . - _# * .4_ . z •*- -- -. * -. '-4 . * •5 * a - V • 5.. V., IND LOAD i V• 5 . 4 5 VVV iksJ,jITr'N -1. M.5 tA S. • V. 4 - -- IV r , - V -- - 4V .. . 55VV ' •V V V - - 6. -V ,V . V V -.6 LX 6 5V_ - Figure '3 : Load application from' self weight command of STAADPro V 'V .5 . 5 %- L *V VV. V ' •: . . . . 4 ., . 4 V.. V •V - •V V . V - V V 4 • V 4 . 5 5, 5,r V , -. V . 'V V . V 4VVVV V V . I - S , V• . S VSV . V -V: V V • 5, V Akshar Engineering Solutions LLC Date 06 July 2016 • • V - CALCULATION PACKAGE Prepared by: Himanshu Goyal V V • V Page 7of10 Client MilkDesign V. 'V . S • ,V • .5 •t ,.4 I V, • . V -4 - - - .. * Akshar Engineering Solutions LLC . - Date, 06 July 2016 CALCULATION PACKAGE Prepared by Himanshu Goyal Page 8oflo Client MilkDesign g - - -• - • -., I. * 1- IND LOAD ,3 - . - ,40(4D -. -40 - -400 :. -400 -400 -- t. •k 400 -400 -400 -4004 -400 -400 -400 -400 -400 Figure 5 Load application from Live load on Tread plates of 150 pounds per square feet . • - . Note that since the dimensions of the structure have been considered on the conservative side, therefore the additional load due to railing etc is deemed to be included in the weight calculated above - -, Loading Combinations -K•'"The following load combinations, (as applicable per Chapter 2 of ASCE 7-2010 (Ref. [2])) are applied in the model. Load Cases DL - Dead load of the Structure . Tread—load'- tread load from live loads - -- - . - Akshar Engineering Solutions LLC • Date .: 06 Jly 2016 - CALCULATION PACKAGE Prepared by: Hirnanshu Goyal Page 9 of 10 Client: MilkDesign ,_ - 0.' 0 - - - 0 Material Specification ' Anchor bolts: - ASTM F1554 . Steel Washers: ASTM F436 Nuts: , ASTM A563 HSS Shape: ASTM A500 Grade B with minimum yield strength of 46 ksi . Steel Gusset and Base Plates: ASTM A36 -. 5.0 Steel Design ,. In the existing configuration, STAADPro software inbuilt functions are utilized to analyze and design all the ' members of the Staircase. Attached output file shows that all members pass the steel design check for the - -' specified loading. mCheèk Weld length : Weld circumference length around the 1 5 diameter rod is circum = 7T 1 Sin circum = 4.7. in Weld size proposed for the connection between the rod and the WF shape weld17 = -tin Considering E70XX e!ectrodc E70 := 70ksi , the allowable force for 1/4" fillet weld is Fall := 0 3 E7oxx 0 707 (weldsize) circum Fall = 17.5-kip The maximum reaction from the loading is Rm := 7k1p -Since the allowable load on the weld is much greater than the maximum support reaction, the weld size is - . considered acceptable. • '0 '0 ,6.0 SUMMARY AND CONCLUSIONS -The results of this calculation indicate that the staircase structure and connections meet the acceptance critenà for all applicable members.. '0 '• .. 0. I, Akshar Engineering Solutions LLC Date 06 July 2016 CALCULATION PACKAGE Prepared by Himanshu Goyal . •. - Page 10 of 10 Client: MilkDesign. . 0- - . I • - • -# 0• 0 INDEX CS - COVER SHEET Cl - GENERAL NOTES Al - PLAN A2 - ELEVATION A3 - ELEVATION Dl - SECTIONS & DETAILS D2 - SECTIONS & DETAILS 4. a. 0 N 1k a 3 -. - .. .- A 60• . .. - -... . . S - A. a 'GENERAL NOTES -•- - -, - I. GENERAL CONTRACTOR TO MAINTAIN ALL MUTUALLY AGREED DIMENSIONS. THESE DRAWINGS REFLECT MILK DESIGN COMPANY INTERPRETATION OF THE CONTRACT DOCUMENTS AS RELATED TO OUR SCOPE OF WORK. GENERAL CONTRACTOR PLEASE NOTE. YOU MUST ASSUME RESPONSIBILITY FOR DISCREPANCIES IN REFERENCE TO OPENING DIMENSIONS WHICH RESULT IN THE NEED TO PREFABRICATE OR REORDER MATERIAL. THE FOLLOWING DRAWINGS WERE DRAWN USING THE FOLLOWING CONTRACT DOCUMENTS, ARCHITECTURAL DRAWINGS DATED: 11/16/2012 STRUCTURAL DRAWINGS DATED: N/A SPECIFICATION DATED: N/A DRAWINGS RETURNED MARKED APPROVED OR APPROVED AS NOTED WILL BE ASSUMED CORRECT FOR FABRICATION AND RELEASE OF MATERIAL. IT SHALL BE THE GENERAL CONTRACTORS RESPONSIBILITY TO SUPPLY ADEQUATE STRUCTURE FOR ANCHORING OUR FRAMES. MILK DESIGN COMPANY ASSUMES NO RESPONSIBILITY FOR ERRORS RESULTING FROM THE USE OF THESE DRAWINGS BY OTHER TRADES. B. TOLERANCES ON THIS PROJECT TO BE PER WINDOW MANUFACTURES STANOAJTDS, THESE TOLERANCES SUPERSEDE ANY TOLERANCES BY SURROUNDING MATERIALS. I CS TYPES N/A TAG MAKE-UP 111 1'l kdesjgT . -. 141905 WESTERN AVE P050K. 1L6840 T, ITUI 6016099 41)I0150L6456 PROJECT NAME: HOEFER RENOVATION 1430 FOREST AVE CARLSBAD, CU. 90008 P:760-214-0143 141CHITECT: SAMUEL WRIGHT 2911 STATE ST. CARLSBAD. CA. 92008 P:760-213-I450 GENERAL CONTRACTOR N/A SHOP DRAWING ABBREVIATIONS IEQMQ A.L. - AAACIIDR LOCATION In=I.4op5oo 4 - REVISION MARK - STEEL ALUM. - ALUMINUM CI.! - 8.40050 9555 - GLOSS U/sUIT C.T.C. - CENTER TO CENTER OCTAL TAG ALUMINUM DA - DIAMETER D.F.O. - DOOR FRAME OPENING .=:BE ELEVATION MARK [I] - CONCRETE O.L.O DAYLIGHT OPENING a BUCKER ROD D.O. - DOOR OPENING GRID UNE [] - GYPSUM BOARD FR. - FRAME HEIGHT - ELEV. BENCHMARK F.O.S. - FACE OF SYSTEM T.W. - FRAME 015111 _4_ WORK POINT - PLYWOOD G.M. CLASS KITE - DEAD LOAD [j] SPANDREL C.C. - GENERAL CONTRACTOR G.S. - GLASS SIZE - WIND LOAD - GLNZING CASKET S.D. KNOCKED DOWN M.N. - HULUON LENGTH I '.1 •. - SPANDREL CLASS [j] - SPANDREL U.S. - MIRROR SIZE I - VISION GLASS M.D. ROUGH OPENING nRC PROOFING R.L. REINFORCEMENT LENGTH INSULATOR S.L. STOOl. LENGTH V.I.F, VERIFY IN FIELD W.S. - WINDOW SIZE W.P. - WORK POINT .5: 5 4 - • -. - . . - . . . - * .4 .. -. - . •' . U : ¶ HOE FE R RESIDENCE I GENERAL NOTES I ••-: ,0 I' -0 2) 2) -. ._T. •. :.. - .7.. -. 1 61 Pp .. . . • -. .. - . . 1 P p - r 71 - -P -* - H FHSH WALL FINISH 119 - -. 44 . - I - 0 IN-BETWEEN H.AAORA(LS - ON DWG. I8 FINISH WALL - 1 119 - - 1 A - 1• - . --. —; • - - U . 013 -- 2 SEE OETAJLA - /0N SEE DETAIL DWC. D2 -- ON DWC. DI - lL - - j_ SEE DETAIL FR.OM IT .(0I fC -- ...........-......-..--...-.........I :::::::::: ..:::::. Lt_ 0J . I I I ••f•••.... L -------fF00SH WALL F mY2 (IT @ 12 ..(32 j (MOIRE WIDTH W/I OVERHANG w OSTAIR PLAN SCAIE:1 l-O• ARCH. REF (SHEET A5) m Ltkdesig0 I4I135WE8TBRN AVE POSER, 3.60169 - T. (331)w- (m) W... ROJECT (IAA6EI HOEFER RENOVASON 1430 FOREST AVE CAALS000. CA, 02008 P760-2I4-0i43 - SAMUEL WRIGHT 2911 STATE ST. CARLSBAD. CU. 92008 6:760-213-1464 N/A HOEFER RESIDENCE STAIR PLAN HER: I(-4166C - 08/06/20(6 LO11II 871 IV3.I SIZE (24838) 5316.3.1 NO. Al 4 61 I -- - . NP • .• 0 . .- -- -: . -_ .-. •. '- . . ' : * . - - •- . - - * - •. r A .-- '- --. -a -- - DATE: 06/05 DRAWN BY: - ________ ON SHEET DI - - 54/EEl STAIR ELEVATION - A SCAl.E - l.-O A2 - - /C/I. REF: N H 'I * V V V. S .. .. . •'. - . A 4 V N -. V - V V,, - - . _V4 — ,,, - .. —. . ' . . B 1 kdes1gn / 16 FACE OF OPENING TO FACE OF WALL 0 Il 180 SAUTE N OJ / 1 405.4.4 9046 lyl Is-S ... ... ..5T0604 - .4 -. V - • __4, r IMP 063M5M W/1' OVERHANG V , . . -v - V .. . - V - V V - V• PROJECT 860401 N ,, 'il . . - . . / - 0 - - - V V WOEFER RENOVATION 1430 FOREST AVE CARLSBAD. CM. 92008 V V ,• V V . . / r- • 4 3 P:760-214-0143 /t - - - - - - - - - SAMUEL WRIGHT V 2911 STATE ST. V A V CARLSBAD. CR. 92008 .............. P:760-213-I460 V V . . V VV 2' . CENTRAL CONTRACTOR: N" 44 / 4A'. . S 4. • '.4 / __JV ) //' /I .1. IN-BETWEEN HANOR4JLSVVVVVVVVVV / V - 40. (4)9/169 HOLE FOR coup ITO NUTS ,/_ _, / i LE l/2'M THROUGH INSTALLED INSIDE SUBMITTAL STAMP: ___________ ... f.........V._V( BOLTS PER PLAIT HSS2.6 BEAMS I .. I • , ' / L_5EEOETAI Lt_::j::j1 ON SHEET DI / - 0 STAIR CONNECTION SECTION SEE DETAIL E B 1 5CR E 3• V_Q_ ON SHEET oz' \ j ARCH. REF: .........".IVVVVVVVVVVVVV....VV.VE.......L4 ,V. ' ... "V THIS SHEET VVV JIBZII/LOAISEEONDI — — 4 0 IT BY RENTS HOEFER - _________ = / • RESIDENCE STAIR = = / ELEVATIONS & DETAILS 08 NUMBER: II-4IBBC TFF9 MT14i jc DATE: DRAW BY:06/56/20 1.091 SEE DETAIL ON SVEET DI , 4ECISLD MV MHLII 5100: D SITE (2 STAIR ELEVATION SCALE:' = IV_0 .494.01 NO. ARCH. REFI V V V • In - I ken 141105 WGUTBRN AVE BOSON, IL 60469 T4(3I2)543.545S P., 15161543.4354 PROJECT WADE: HOEFER RENOVATION 430 FOREST AVE CARLSBAD, CA. 52608 P:760-214-0143 ARCHITECT: SAM UCL WRIGHT 2911 STATE ST. CARLSBAD, CA, 92006 P:766-213-I460 GENERAL CONTRACTOR: N/A TA' F - -- -4 - A B - ' 1 .,.-•..--. .. S - '. A, - 1' -- - - 36 - . 4 ..__ 4,( H) I IT 6 6 H _i — — t II 5 '° ,,-EXPOSEO j B 2 .4. % 2 FRONT I — I WI (P4.54-060 BACKUG I 12 'AE GRADE 5 (B0LT 8II; . EXI I; F A- GYP. BOARD ACE OF DING PLAN VIEW lTING,14B g—_ TIM ..-IN' THICK TREADS (PLYwOOO BACUING'.__...,.J1 BY OTHERS I STR I4BG6ER Jt- i EXPOSED - -q, BOLT GRADE 5 .,_./ L.7J BOLTS SMALL BE - . P6O6'OI1(' HSS2,6,IGA WALL PLACE PER AITC N HOLE FOR STRINGER TECHNICAL NOTE IN ('5 IN ANCHOR PER PLATO) SIDLS)C4U TT'P. MIAMI" STYLE 'MIAMI' STYLE OFLOOR PLATE DETAIL LANDING WALL MOUNT DETAIL A SCALE3'I'-O' SCALE 3I'-O' ARCH RET: . ARCH. RET: TREAD LENGTH I /' /i/I ,) 'i I 2 Ii "........FEUDERS ARE ATTACHED....,' Ii .. ... U AT THE TREND PLATES U 4% 4% FRONT O..TVATTUI IC - &._. - ('. THROUGH (B Cs. N/rB PLUG 8 11tT N It MT] ol )6' ANGLE PIECE ;N I I ,,, 1'- 20 TO LESS SCREWS EADS MAN R F 1I r==== COUNTER-SINR ----. I HOLE FOR SCREW - ' IDL.SSEOI I . IC 2 IL IC .... ATTACHMENT <4 I WITH COUNTERSINK""I 'l......... (HOOD TREAD MOUNTING ROLES) SMALL I J'o THROUGH - j C.S. W/('B PLUG ('-20 SCREWS WATERCUT'TREAD SUPPORT .." SIDE _MEW IDLYIE6S (WELDED TO STRINGERS) TREAD SUPPORT NOFR SlOT MEW SIDE VIEW TYP. "MIAMI" STYLE O TREAD AND FENDER DETAIL TYP. FOOT MOUNT DETAILS C 5CALE:3l'-U 0 SCALE:3I'-O ARCH. RET: MACH. RET: HOE FEW RESIDENCE SECTIONS & DETAILS 48CR: II-4166C CR.: 66/06/2016 LOU II I BY: ILL: SIZE 124636) SWCLI NO. Dl I - . - A . .. .- 4 -., ,. 'S •. -, S - . 5•3 - . .5 49• - . -S . - * - 4 .4 . ., ••_•% P 3. .-? - . . •, - . S •3.4• .4 . .5 ,-. . . -S. - - -.-44-.- -I . •:. S. I m I I kdesign .1 . • ,. . .. - &•S ,.. - -. .. .. 4 - , 141505 WESTERN AVE P05004. 1100469 till) 50533 PID0I34S64S6 PROJECT 54140: - .. 4 . .* . . S 4' 4 , - . ROEFER 9050044*06 • - - .. . . . . , 7 . - . . - 4 . 1450 FOREST AVE .. STUDS 0 24 (DC) 24 - I - CDYI.SSAO. CA. 92008 P760 244 0543 42 *8 / 6 2 _i ARCHITECT SPJIUEI. WRIEST 285* STATE ST. CARLSBAD. Cl. 92008 - P:760-215-1450 - . .-.-. . — — - I GENERAL CONTRACTOR: - LJ 2 -1F SUBMITTALN/A ~SEE DETAIL IEII LAC; B0LTS THIS SHOE THRU (TOP.) ((TOROLES / ....... rcTp. WALL —11 I II I / / / / / MID LANDING WALL MOUNT DETAIL El -r-o 449CR. REF:I4A A 30 / 8/ 11/I LOS) SECOND S 18W/I 105) F*RST SAD ES DATE BY REATSI NOEFER RESIDENCE /- - SECTIONS& DETAILS 08 689808: #1-066C PROJ. NOR.: JC DATE ELATION - BLOCKING DETAIL 88/05/201 E SONIC: I - I/2 - * '-o DRAWN BY. 10 ARCH. RET: 600410 BY: DYES SIZE: SIZE (2 5500* 95. - D2 44 - A •,.t - -.4, .4 , -.4 6 '. , . _5 .7 - . . 4 . - S. -. , . A 4 . .4 . - 4 - ½ -. • .. I 77-7 __ ILIirii 14 - T I .:f . r . - I I -. -• I WWI__ .1 ______ T. Ir ___ 4. tiq Tl a, ,,_o• (El s-a!- a' -- - . - - __lit _ lS,_•_ I _ji -- • - ( (c HEFE NVATIØNJ w C H 11 I 1430 FOREST AVENUE S.jfl.4eL 0 Wn,on'r 2011 STAFO ST CAOLSSAO CALIF. - (41 P CARLSBAD CA 92008 II I I' * H I .( S - - - - - 47 - 4.. a .fr • 1Ii F F - .4. -. . •-- .11 .- () ft = II11II 111 ; UI2 IlL :IIIflI illilli II- C) 1 ir .IIIHI-I I .: IIL = - z :IDFFR IRENc'vA.rIc-'r.J N -c H . - 1430 FOREST AVENUE - - - - - - S.&.141J0L 0. WOSOOT 2011 crAte ST. C.*.SLOSAO =aLlpc 92000 CARLSBAD CA 92008 -'. o.reo.totco - - A - .......... — ..._ .......- ., . . ..... m 4- 4 - t .': o ___ (••) ANN 919) now p tiEiI@J -i: C 64 via ' 1. •U B' P Arc -. °)C Brr?? 0 :,c owe re Fos- fr IptzB: in ii'? 0 j -B 9 r. 1' 0 c B B . -i - >1 HcDIEIR FNJOVArINJ W U U C H I E I 0 143O FOREST AVENUE U U - - -- L. S. WRIGHT 2011 cratE Si'. CARLGSAO CALIP 02000 .... CARLSBAD CA 92008 n.-. oo too too U A ¼ .Type L/C Name Primary 1 DEAD LOAD Primary 2 LIVE LOAD 4- Number of Nodes 10 Highest Node 362 Number of Elements 10 Highest Beam 222 Structure Type I SPACE FRAME I Number of Basic Load Cases 2 Number of Combination Load Cases 0 Included in this printout are data for: All The Whole Struct 1. ure Included in thisnrintniit am results for load cases: I-. 4 : ,- Sheet No Rev No Akshar Engineering Solutions LLC Jo i !0 Software licensed to Dashiell Part STAIRCASE Job Title HOEFER RESIDENCE Ref By HG DatE07052016 Chd HG Chent MILKDESIGN File Hoefer_Residence.std Iatemme 06-Jul-2016 23:51 Job Information Engineer Checked Approved Name: HG HG Date: 07052016 f p 4 Om Akshar Engineering Solutions LLC lob No Sheet No 2 Rev AUft Software licensed to Dashiell Part STAIRCASE Job Title RESIDENCE Ref By HG Dale07052016 Chd HG Client - MILKDESIGN - - File Hoefer_Residence.std IDat1me 06-JuI-2016 23:51 4, -' t I.. - - - ''--: * -4 - ---4. *_4• - -. - -. - - - ' 3D Rendered View 4 . -. '--' --:- . _•t_ -- - — '_5 - -- - -1 AksharEngineering Solutions LLC jobNo SheetNo Rev Softwaie licensed to Dashiell Part STAIRCASE Job Title HOEFER RESIDENCE Ref - By HG DaIs07052016 Chd HG Client MILKDESIGN File Hoefer_Residence.std Itemme 06-Jul-2016 23:51 - - Ld Whole Structure I .1 0 -I- r, • . F.J - Job No Sheet No Rev Akshar Engineering Solutions LLC 4 Software licensed to Dashiell ParISTAIRCASE Job Title HOEFER RESIDENCE Ref By HG Datv07052016 Chd HG Client MIKDSIGN File Hoefer_Residertce.std Itme 06-JuI-2016 23:51 q1 J I - I 5. - 3D Rendered View • • -• • r - .Akshar - Engineering Solutions LLC job 0 Sheet No Rev Software licensed to Dashiell Part STAIRCASE Job title HOEFER RESIDENCE Ref By HG Dat€07052016 Chd HG Client MILKDESIGN File Hoefer_Residence.std Itemme 06-Jul-2016 23:51 • - 3DRenderedView - I • s •. • ! •, -• •- -- 0 •' • - - * sluewe3eldS!a OPON. IuewwnS ;uewaoeldsla OPON 1.9:CZ 90 -nf-90 P1SO3UQP!saJJ 0H 81!d NOIS)flM . 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SSC 0000 0000 0000 0000 0000 0000 0000 (]Vol 3AITZ 0000 0000 0000 0000 0000 0000 0000 (]Vol avo: i's 000•0 000•0 000•0 0000 0000 000•0 000•0 avoi 3AITZ 0000 0000 0000 0000 0000 0000 0000 ovol aV0:1. 1. (Pei) Z' (Pei) A' (Pei) X (iii) UInse (ui) Z (ui) A (U!) X on epo I'OOO 1.000- 0000- 9L00 soo- goo- 9000 avoi 3A113 99 xe OOOO 0000 0000 0000 0000 0000 0000 (]Vol av3a: z uipj t'OOO 1.000- 0000- 6900 9P00- 3900- P000 (]Vol 3AITZ 9S Zi XJ P000 I00O- 0000- 91.00 91'OO- 1.900- 9000 (]Vol 3AITZ 99 Al U!J 0000 0000 0000 0000 0000 0000 0000 avoi ava: 1. 1. AJ xj 1.000 1.000- IO0O- £1.00 1.1.00- £1.00- £000 (]Vol 3AITZ LSC. Xi U!j 0000 0000 0000 0000 0000 0000 0000 (]Vol 0v3a: i xej P000 1.000- 0000- 9L0 - S%'O•O- 1.900- 9000 (]Vol 3AITZ 99C U! 0000 0000 0000 000 0000 0000 0000 (]Vol av3a: . xe P000 1.000- 0000- 91.0 - SPO0- 1900- 9000 (]Vol 3AITZ 99 -,kU 0000 0000 0000 000.0 0000 0000 0000 avoi ava: i. i. A X 0000 0000 0000 0000 0000 0000 0000 avoi ava: I. ) P000 1.000- 0000- 91.00 9P00- 1.900- 9000 OVO1 An:3 99 X XJ (Pei) ZJ (Pei) Ai (Pei) X (ui) ueinsei (ui) Z (ui) A (ui) X Qfl OPON - b - .. - - - 'I * Fl: Akshar Engineering Solutions LLC Job No Sheet No 7 Rev AW Software licensed to Dashiell Part STAIRCASE Job Tdle HOEFER RESIDENCE 4 Ref By HG Date07052016 Chd HG Client MILKDESIGN File Hoefer_Residertce.std jDatefflme 06-Jul-2016 23:51 Reactions Reaction Summary • .,. - .. . . - - .- I .. -• - • . C, - •, . - . . . Horizontal Vertical Horizontal Moment Node UC FX (kip) FY (kip) FZ (kip) MX (kip-ft) MY (kip-ft) MZ (kip-ft) 1 1:DEAD LOAD 8.709 9.303 0.008 0.047 -0.045 9.632 2:LIVE LOAD 12.726 13.611 0.010 0.068 -0.066 14.148 354 .1:DEAD LOAD 7.724 8.738 0.007 0.042 -0.038 9.659 2:LIVE LOAD 11.252 12.768 0.009 0.062 -0.055 14.186 359 1:DEAD LOAD -9.961 0.778 0.277 0.136 0.373 -2.029 _____ 2:LIVE LOAD -14.559 1.087 0.396 0.201 0.540 -2.929 -76-0 360 1:DEAD LOAD -6.547 -1.441 0.261 0.067 0.369 0.075 2:LIVE LOAD -9.528 -2.179 0.373 0.098 0.534 0.173 361 1:DEAD LOAD 0.072 .437 -1.277 -3.391 0.236 -0.066 2:LIVE LOAD 0.105 .023 -1.853 -4.974 0.347 -0.097 362 1:DEAD LOAD 0.002 - 1.430 0.724 -2.295 0.050 -0.060 2:LIVE LOAD 0.003 2.090 1.066 -3.367 0.073 -0.087 Horizontal Vertical Horizontal Moment Node L/C - FX (kip) FY (kip) FZ (kip) MX (kip-ft) MY (kip-ft) MZ (kip-ft) Max FX 1 2:LIVE LOAD 12.726 13.611 0.010 0.068 -0.066 14.148 Mm FX 359 2:LIVE LOAD -14.559 1.087 0.396 0.201 0.540 -2.929 Max FY 1 2:LIVE LOAD 12.726 13.611 0.010 0.068 -0.066 14.148 Mm FY 360 2:LIVE LOAD -9.528 -2.179 0.373 0.098 0.534 0.173 Max FZ 362 2:LIVE LOAD 0.003 2.090 1.066 -3.367 0.073 -0.087 Mm FZ 361 2:LIVE LOAD 0.105 5.023 -1.853 -4.974 0.347 -0.097 Max MX 359 2:LIVE LOAD -14.559 1.087 0.396 0.201 0.540 -2.929 Mm MX 361 2:LIVE LOAD 0.105 5.023 -1.853 -4.974 0.347 -0.097 Max MY 359 2:LIVE LOAD -14.559 1.087 0.396 0.201 0.540 -2.929 Mitt MY 1 2:LIVE LOAD 12.726 13.611 0.010 0.068 -0.066 14.148 Max MZ 354 2:LIVE LOAD 11.252 12.768 0.009 0.062 -0.055 14.186 Mm MZ 359 2:LIVE LOAD -14.559 1.087 0.396 0.201 0.540 -2.929 iV1iTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 - Telephone 916/676-1900 -. . •Re: 01774 . .- Fax 916/676-1909 - : HOEFER RES -à • -•.-- :'- 'S SI - • • • The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R47923960 thru R47923961 My license renewal date for the state of California is •: - . Lumber design values are in accordance with ANSIITPI I section 6.3 These truss designs rely on lumber values established by others 1 $ •I OFESS,0 , CO 75435 EXP. 03/31/2018 - July 22,2016 - *,• - Teodosescu The seal on these drawings indicate acceptance of profes 1430 FOREST AV truss components shown. The suitability and use of this 4 responsibi1ity of the buildmg designer, per ANSJJTPI 1 1560521100 PCR - •r • 0B152998 07-25-2016 7, 4. #5, PCR1 6116 OFESS,0 4EOO C 75435. \")P.o3I31/2o18 j* July 22,2016 A -' mission truss, - lakeside, Ca 7.640 5 Apr 19 2016 MiTek Industries,inc. Fit Jul 22 07:52:34 2016 Page 1 ID:9GsE57kCe5NM3f3Xh4qnMOzOtCY-WfPOMaMoOYBqxMt7R2bLbKeJyAgsst8MscTHfEyvyvB -3-6-0 . 2-0-13 4-6-7 5-0-7 9-10-12 3-6-0 - 2-0-13 2-5-10 b.5-15 4-10-6 ... Scale: 1/2"=11' Job . Truss Truss Type Ply HOEFER RES R47923960 rty - 01774 TO2C ROOF SPECIAL 1 JobReferenceLoptional) i.]2_. 3a8 7510 3x4 = 4512 11 12 = 8 1.5x4 lit 11 ft. C - 4 4, 2-0-13 . 9-10-12 -, •'i -, . -, 213 7-0-15 Plate Offsets (XV)— F2:0-5-0,0-1-61 - LOADING jpsf) SPACING- 1-4-0 CSI. DEFL in (Icc) I/den Ud TCLL 20.0 . Plate Grip IDOL 1.15 TIC 0.36 Vert(LL) 0.04 7-8 >999 240 . JCDL 14.0 Lumber IDOL 1.15 BC 0.28 Vert(TL) -0.06 7-8 >999 180 . BCLL . 0.0 * - Rep Stress lncr YES WB 0.63 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 : Code lBC2012/TP12007 (Matrix-M) 2x4 II '1 9 0 6 6 4x8 PLATES GRIP MT20 220/195 Weight: 54 lb FT = 0% '' - LUMBER- . - - . - . - BRACING- ft TOP CHORD 2i4 OF No.1&BtrG . TOP CHORD Structural wood Sheathing directly applied or 5-2-20c purlins. except - BOT CHORD 2x4 OF No.1&Btr G . end verticals, and 2-0-00c purlins (4-0-0 max.): 2-9; 3-5. Except: 'WEBS. , 2x4 OF No.1&Btr G Except 6-0-0 cc bracing: 8-9 2-8 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing REACTIONS. (lb/size) 8=529/0-3-8,6=239/Mechanical - . I Max Horz 8-22(LC 25) Max Uplift8=-466(LC 25), 6-408(LC 28) Max Grav8615(LC 32), 6509(LC 29) - 'FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' FOP CHORD 8-9-335/222,2-9=-277/144; 11-12-1214/1213,2-12=-1451/1450.2-3=-1578/1424, 3-4=-2777/2696,4-13=564/496 - - 'BOT CHORD 7-8=-1141/1272, 7-16-1332/1971, 6-16=-169211971, 9-10=-1449/1449 WEBS . . .4-8-2055/1754,4-6=-1931/1685 NOTES- • .- 1) Unbalanced roof live loads have been considered for this design. o •- ,2)Wind: ASCE 7-10;Vult110mph (3-second gust) Vasd87mph; TCDL6.opsf; BCDL=6.opsf; h=25ft; B45ft; L=24ft; eave=4ft Cat. It; Exp C; enclosed; MWFRS (directional) and C-C Exterior(2) -3-4-4 to -04-4, Interior(l) -0-4-4 t02-0-13, Exterior(2) 2-0-13 to 5-0-6 zone; "cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; ,Lunber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. '. 5) This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,- fit between the bottom chord and any other members. -. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (Jt=lb) 8=466, 6=408. - 9) This truss has been designed for a total drag load of 4000 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag - loads along bottom chord from 0-0-0 to 9-10-12 for 404.2 plf. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Graphical puriin representation does not depict the size or the orientation of the puflin along the top and/or bottom chord. - -• hi 4 - . ••4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE MII-7473 roe. 10103/2015 BEFORE USE Design void for use only with Mitek® connectors. This design is based only upon parameters shown, and is for on *individual building component, not IMF a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal irrury and property damage. For general guidoncit regarding the I fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPIl Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available (Tom truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Sulfa 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply HOEF Reference (optional) ER RES 01774 - - T02CC Reot Special 1 i R47923961 mission 1akoc14v r* xc. rn jar z u,:al:jb u,e rage i ws ,,, srrux, -0 4-9-15 - 9-7-15 15-8 4-9-15 4-9-15 6-0-1 Scale = 1:28.0 - 0.25 - . '- • 1.5x4 II - . 4512 = 2.5x5 II 4x8 = . --n 5ru5s --- I - - -: , 'C - C '4x8 :2 2.5x5 II - - -.--, 4-9-15 6-0-1 Plate Offsets (XV)— 13:0-6-80-2-01 LOADING (psi) * SPACING- 1-4-0 CSI. DEFL. in (l c) I/dell L/d PLATES GRIP TCLL 20.0 - " Plate Grip DOL 1.15 TC 0.23 Vert(LL) 0.13 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL * 1.15 BC 0.48 Vert(TL) -0.26 6-7 >722 180 BCLL.. - 0.0 * Rep Stress lncr YES WB 0.45 Horz(TL) 0.06 5 ri/a n/a - - BCDL 'r 10.0 - - '. . Code lBC2012ITP12007 (Matrix) Weight: 68 lb FT = 0% LUMBER 11 BRACING ,TOP CHORD 2x4 DF No. 1&Btr G ' - - TOP CHORD Structural wood sheathing directly applied or 5-3-i cc purtins, except - - BOT CHORD 2x4 OF No. 1&Btr G end verticals, and 2-0-0oc purlins (4-6-2 max.): 1-3. WEBS 2x4 DF No.1&Btr G - BOT CHORD Rigid ceiling directly applied or 3-4-12 oc bracing. •. - - , WEBS 1 Row at midpt 3-5 REACTIONS. (lb/size) 8=451/2-0-0, 5=451/0-3-8 - , • Max Harz 8249(LC 28) Max Uplift 8=-359(LC 25), 5_328(LC 28) , . Max Grav8=538(LC 32), 5507(LC 29) - - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - CTOP CHORD 1-8-540/359, 1-9=-2175/1437, 2-9=-1410/671, 2-3=-2046/1308, 3-10=-1529/1470, - . ' 4-10=-7591708 — . ' .-. BOT CHORD 8-11 =-1 110/3637, 7-11 =-3877/3927, 6-7=-1567/2409, 5-6=-i 577/2402 WEBS 1-7=-1379/2074, 37=1508/1425, 3-5=-2310/1534 NOTES- ' -, •. 1) Wind: ASCE 7-10; Vultrllomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; - Exp C; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-13 to 3-1-13, Interior(l) 3-1-13 to 15-6-4 zone; cantilever left and right - exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip - DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ' fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at-lb) 8=359, ?OF ESSi011, - -7) This truss has been designed for a total drag load of 4000 lb. Lumber DOL=(i .33) Plate grip DOL(1.33) Connect truss to resist drag IEODO -' - loads along bottom chord from 0-0-0 to 2-0-0 for 2000.0 plf. 'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. -2 - cP . Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 5 35 * * - .. - . . • . EXP. 03/31/2018 OF C July 22,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE MII-74 73 rev. 10/0312015 BEFORE USE Design void for use only with MlTelrE connectors. This design is based only upon parameters shown, and is for on individual building component, not Nil— a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall . . bulding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MT k ' is atways required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TIll QualIty Safety I nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria Criteria, 008-89 and BCSI Building Component 7777 Greenback Lane ). C. . VA 223)4. Suite 109 '• - - • Citrus Helhts, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/ Center plate on joint unless x y offsets are indicated. 6-4-8 dimensions shown in ft in sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. O ci-2 '16 C23 Truss bracing must be designed by an engineer. For truss individual lateral themselves WEBS . wide spacing, braces may require bracing, or alternative Tor I X: U ' . Never exceed design loading shown and never inadequately braced trusses. Provide copies of this truss design to the building For 4 x 2 orientation, locate J C74 C5-6 designer, erection supervisor, property owner and plates 0- '' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 Cut members to bear tightly against each other. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI I. connector plates. THE LEFT. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT - the environment in accord with ANSI/TPI 1. * Plate location details available in MiTek 20/20 NUMBERS'LETTERS software or upon request. / . Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS . Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate , Camber is anon-structural consideration and is the 4 v 4 width measured perpendicular ESR-1 311. ESR-1 352. ESR1 988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1 397, ESR-3282 camber for dead load deflection. the length parallel to slots. . . . Plate type, size, onentation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. . in all respects, equal to or better than that specified. Top chords must be sheathed or purtins provided at <.. / output. Use T or I bracing . spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 . . . - section 6.3 These truss designs rely on lumber values- Bottom chords require bracing spacing,. BEARING - . established by others. ., . or less, . if no ceiling is installed, unless otherwise noted. . Connections not shown are the responsibility of others. Indicates location where bearings -. . , - Do not cut or alter truss member or plate without pnor' . . . (supports) occur. Icons vary but , . , - . - -. , © 2012 Milek® All Rights Reserved approval of an engineer reaction section indicates joint ( number where bearings occur. 17 Install and toad vertically unless indicated otherwise I ' Mm size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable . . . •-. . . , . . ,. •. , . .. ,-. . 1 -.environmental, health or performance risks. Consult with industry Standards . -. project engineer before use f.., ANSI/TPI 1: National Design Specification for Metal 19 Review this design back all portions of (front words Plate Connected Wood Truss Construction.-,and pictures) before use Reviewing pictures alone DSB-89 Design Standard for Bracing -.- .* . is not sufficient.-. ..— BCSl Building Component Safety Information ' 20 Design assumes mcnufature in accordance with Guide to Good Practice for Handling - I MiTek ANSI/TPI 1 Quality Cntena - Installing & Bracing of Metal Plate - - Connected Wood Trusses MiTek Engineenng Reference Sheet MII 7473 rev 10/03/2015