Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
REV-16-2551
Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION UILDING ❑ ELECTRIC ❑ ROOFING CEJ SEP _15 015 5--th FBC 2014 Master Permit No. kC -) - /C - /3g9 Sub Permit No.flEAA10:-1551 REVISION ❑ EXTENSION ❑ RENEWAL El PLUMBING D MECHANICAL ❑PUBLIC WORKS D CHANGE OF CONTRACTOR JOB ADDRESS: 1576 NE 1011 Sr ❑ CANCELLATION ❑ SHOP DRAWINGS City: Miami Shores County: Miami Dade Folio/Parcel#: ( - 223 2 - ©3 2- " 0 3 6 0 Is the Building Historically Designated: Yes / 5f1CLk. Occupancy Type: F irav ft Load: Construction Type: C Flood Zone: zip: 33/3e OWNER: Name (Fee Simple Titleholder): WO C. Slf0/4-f Address: rg 6 11/4) c=- 10 4( 5f NO BFE: FFE: Phone#: 774 197- < Bola City: W it" l S (22' State: FLd4P O4 zip: 33/38' Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: o& '9 c41--- aknett Phone#:A-G � Tay {JJ ' Address: G5- /e�� City: %U /'t("? State: ��— Qualifier Name: .7 (A - State Certification or Registration #: /5"-2- 06 Z O Zip: .3(ef"( Phone#: 36 5--3-6 5— `40rl Certificate of Competency #: DESIGNER: Architect/Engineer: "2Cc,f X27 Address: 10? pr= q4 City: int. Value of Work for this Permit: $ 2-!Z Phone#: *5G 5 -2/(- 4y/ State:P - Zip: 53( Square/Linear Footage of Work: Type of Work: D Addition ❑ Alteration D New D Repair/Replace Description of Work: P: ' `s- (s%Z ❑ Demolition Specify color of color thru tile: Submittal Fee $ Scanning Fee $ 9 • co Technology Fee $ 2 ' `i' O Permit Fee $ IM • W Radon Fee $ 2 ' 00 Structural Reviews $ t2 Training/Education Fee $ CCF $ .eADco/as DBPR $ 2 - en Notary $ 0 �� Double Fee $ Bond $ 0 TOTAL FEE NOW/ DUES 2-J-9' 2 0 • Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuanciof4 ppe'rrbit?and that ti v drk HI be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS„FiEATEMIi.VAIWIT{OIffi2§§,, ' :, �� OWNER'S AFFIDA'Vti: I certify that all the foregoing into ma Ion s a curate and that all work will be done in compliance with all applicable laws regulating construction and zoning. T? "WAR RES TO OBIAIN1i1IANCING `'NOTICE OF COMMENCEMENT MAY YOUR PROPERTY. IF YOU INTEND DET ORMI ATTORNEY BEFORE RECORDING I/owe-LT.4E MEN EMENT."), J�PC1 ifl4\12 Notice to A' 'Ilcant: As a condition to the ' ce o c , a ,r' i + , ;r1,. ed value exceeding $2500, the applicant must promise in good fa .4. • ,3 ► coif of the notice of commencem*AcOrizAtrgAge lien law brochure will be delivered to the person whose propel ty is aubjet.t Cu ui achment Also, a cern ed copy of the recorded notice ofommencement must be posted at the job site for the first Inspection which occt,Esr n f71 da�rs after the-Jbitj{ g p rmit k1 is ued -in the absence of such posted notice, the inspection will not be approved and a reinspection fee will bethi ied.SV: .10.14 i \ !' Signature ori9 - ► )5V.."1",14-1 411\S); Signature y t.QWNE The foregoing instrument was acknowledged before me this nori9 or AGENT CONTRACTOR The foreg as ackpgwledged beforeme this I— 20 / fj 4 , by ho, is personally known to 4ivef , tiZevi.f. as day o 0 : yanslogrnoJ osus. ► r si -1 4', who is personally known to s j ps me or who has produced me or vitrzhfwodrce i identification and o dict NOTARY PUBLIC: not Sign: Print: Seal: 0 EI an oath. identification and who did take an oath. , attoW tolsertU‘sitstipa NOT PUBLIC: iisgsft' wain Sign: Print: An, 0 JESSE WALTERS o • at of Florida '.4 My Contra. Expires Sop 23, 2016 r** s io E t9*2 - v Kra Pu a�a*ss��s+seg*ww**r�sas**es*sssii*s*********s+�xtf�pr�►„,” APPROVED BY Eel rW :! r: Plans Exart1 nou�A nrr,ic�; Structural Review Zoning Clerk Cui' rERMIT#:may I(o 7551 iami Shcres Village o5 z Z o cc i 13 z li a W I- CD 1 Etiu 1 APPROVED ZONING DEPT o PERMIT SUBMITTAL CONSTRUCTION DOCUMENTS SUBMITTAL DATE: APRIL 25, 2016 RESUBMITTAL DATE: 5/11/16 RESUBMITTAL DATE: 9/5/16 FOR THE DIANE AND DAVID SHOAF RESIDENCE 1516 NE 104TH STREET MIAMISHORES, FLORIDA 33138 REVISIn SCOPE OF WORK • TO REPAIR FAILED (DAMAGED & DETERIORATED DUE TO ROT) WOOD FLOOR FRAMING &/OR WOOD FLOOR DECKING IN EXISTING SINGLE FAMILY RESIDENCE • TO DOCUMENT EXISTING ELECTRICAL & PLUMBING EXISTING CONDITIONS DOCUMENT INDEX 0 COVER SHEET 1 SITE PLAN, LOCATION PLAN 2 PROJECT NOTES 3 OVERALL FLOOR PLAN 4 ENLARGED FLOOR PLAN 5 ENLARGED FRAMING PLAN 6 FLOOR FRAMING DIAGRAMS 7 REPAIR DETAILS 8a REPAIR DETAILS 8b REPAIR DETAILS 9 CONCRETE REPAIR NOTES & DETAILS 10 CONCRETE REPAIR NOTES & DETAILS 11 EXISTING CONDITIONS 12 EXISTING CONDITIONS 13 EXISTING CONDITIONS 14 EXISTING CONDITIONS 15 EXISTING CONDITIONS 16 EXISTING CONDITIONS 17 EXISTING CONDITIONS 18 STRUCTURAL REPORT 19 STRUCTURAL CALCULATIONS 20 STRUCTURAL CALCULATIONS 21 REVISED STRUCT DETAIL 22 REVISED STRUCT CALCS 23 REVISED STRUCT CALCS 24 REVISED STRUCT CALCS 25 REVISED STRUCT CALCS 26 REVISED STRUCT CALCS I MAX WOLFE AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 Mc .'w Sti w 305 216 9641 MAX@MAX W OLFEARCHITECT.COM ISSUED 4/25/16 5/11/16 (REV 1) 6/7/16 (REV 2) 6/19/16 (REV 3) 9/3/16 (REV 4) COVER SHEET • • . •. • •••• • • .•.. • . •• •• •• . • • • • • • • •• • •••• • • ••.. ••. • • • •... • • • • •.• • • • .. • • • • • •••• • • • •• • 38) PROVIDE NEW CODE COMPLIANT SHOWER PANS AS REQUIRED 39) PROVIDE NEW FLOOR & WALL TILE TO MATCH EXISTING AS BEST AS POSSIBLE 40) PROVIDE NEW WOOD FLOORING TO MATCH EXISTING 41) EXISTING ELECTRIC OUTLETS & SWITCHES TO REMAIN 42) NEW SMOKE DETECTORS TO BE UNIFIED, CONNECTED TO EXISTING & WIRED TO EXISTING SPARES IN EXISTING ELECTRIC PANELS (SEE OVERALL FLOOR PLAN) 43) TEMPORARY MUD SILL 44) EXISTING DETERIORATED WOOD SUB -FLOORING TO BE REMOVED 45) PORTION OF EXISTING WOOD PARTITION TO BE REMOVED 46) 2" X 4" WOOD SHORE WITH 3-#10 SCREWS (Emin 1-1/2) 47) 4" X 4" WOOD POST SHORE @ 2'-O" OC 48) CONTINUOUS HORIZONTAL 4" X 4" WOOD POST WITH 2-#10 SCREWS @ EACH EXISTING WOOD STUD 49) PLYWOOD SUB -FLOORING CONNECTION: GLUED & SCREWED WITH #10 WOOD SCREWS @ 6" OC Emin 1 1/2 OR 10D RING SHANK NAILS @ 6" OC Emin 1 1/2 50) CONSTRUCTION SEQUESNCE A. CUT OPENING IN EXISTING PLYWOOD SUB -FLOORING AND INSTALL SHORING AS REQUIRED B. REMOVE EXISTING PLYWOOD SUB -FLOORING AND PORTION OF WOOD PARTITION AS REQUIRED C. REMOVE & REPLACE 2'-0"SECTIONS OF EXISTING PLYWOOD SUB -FLOORING AT ONE TIME D. RESTORE STUD PARTITION TO BEAR ON NEW PLYWOOD SUB -FLOORING E. REPEAT PROCESS AT NEXT SECTION UNTIL COMPLETE THE FOLLOWING NOTES, DETAILS & CALCULATIONS WERE DESIGNED TO MEET THE FSBC 2014 EDITION 51) EXISTING MASONRY PARTITION & STEPPED CONCRETE STEM WALL 52) EXISTING PT LEDGER TO REMAIN 53) 2" X 10" (@ 14' SPAN) & 2" X 12" (@ 17' SPAN) PT WOOD BLOCKING BETWEEN NEW JOISTS 54) MATCH EXISTING FINISH FLOOR ELEVATION 55) TWISTED METAL HURRICANE STRAP WITH 6- 6D NAILS 56) NEW 3" X 10" (@ 14' SPAN) & 3" X 12" (@ 17' SPAN) NO. 1 GRADE SOUTHERN YELLOW PINE OR BETTER WOOD JOISTS @ 12" OC TO ALIGN WITH TOP OF EXISTING JOISTS 57) TERMITE SHIELD 58) 5/8" (@ 14' SPAN) & 3/4" (@ 17' SPAN) HILTI KWIK BOLT TZ @ 12"OC (Emin = 6") 59) 2 PT 2" X 10" (@ 14' SPAN) & 2 PT 2" X 12" (@ 17' SPAN) WOOD LEDGERS NOTE ARCHITECT RECOMMENDS TENTING OR TREATMENT OF TERMITES OF ENTIRE STRUCTURE AFTER COMPLETION OF REPAIRS SITE NOTES 13) PROPERTY LINE 14) EXISTING ONE STORY MASONRY FACILITY TO REMAIN UNCHANGED (INTERIOR SELECTIVE DEMOLITION ONLY) DEMOLITION NOTES 15) AREA OF INTERIOR SELECTIVE DEMOLITION BELOW FINISHED FLOOR @ KITCHEN & MASTER SUITE 16) EXISTING FACILITY (ROOM LAYOUT & USAGE) TO REMAIN UNCHANGED UNLESS OTHERWISE NOTED 17) REMOVE & REINSTALL EXISTING DOORS, THRESHOLDS AND CASING AS REQUIRED TO ACCESS FLOORING & FLOOR FRAMING 18) TYPICAL INTERIOR WOOD FRAMED, SHEETROCK PARTITION, ELECTRICAL, WOODWORK, ETC. TO REMAIN UNLESS OTHERWISE NOTED 19) EXISTING AIR CONDITIONING, AIR HANDLERS AND EQUIPMENT TO REMAIN NOTES 20) REPAIR/REPLACE WOOD BASEBOARDS AS REQUIRED 21) NEW PRESSSURE TREATED 2"X4" BETWEEN JOISTS W/ 5/16" TAPCON @ 8" O.C. (EMIN = 1 %") 22) NEW WOOD FLOORING/TILE TO MATCH EXISTING ELEVATION HEIGHT 23) NEW MARINE GRADE WOOD SUB -FLOORING TO MATCH EXISTING FINISH & ELEVATION HEIGHT 24) SHIM WITH P.T. SHIM TO MATCH EXISTING SUB -FLOORING ELEVATION 25) REPAIR TERMIT SHIELD IF DAMAGED 26) EXISTING EXTERIOR 8" & 12" MASONRY FOUNDATION & WALL ABOVE 27) OVERLAP EXISTING & NEW WOOD FRAMING 30", TYP. @ INTERIOR BEARING FOUNDATION WALLS, IF FOUND EXISTING 28) EXISTING DAMAGED WOOD JOIST 29) NEW WOOD JOIST TO MATCH EXISTING W/ 16D NAILS T & B @ 16" O.C., IF REQUIRED (NO.1 SOUTHERN YELLOW PINE OR BETTER) 30) EXISTING NON -LOAD BEARING WOOD FRAMED PARTITION TO REMAIN 31) NEW WOOD JOIST ON BOTH SIDES OF EXISTING WOOD JOIST W/ IA" DIA A307 THRU BOLTS @ 12" O.C., IF REQUIRED (NO.1 SOUTHERN YELLOW PINE OR BETTER) 32) EXISTING WOOD JOIST AT STUD PARTITION THAT REQUIRES REPLACEMENT, IF REQUIRED (NO.1 SOUTHERN YELLOW PINE OR BETTER) 33) 3" X 8" WOOD FLOOR JOISTS @ 12" O.C. 34) 2" X 8" WOOD FLOOR JOISTS @ 12" O.C. 35) DIRECTION OF FLOOR JOIST SPAN (EAST/WEST) 36) EXISTING CABINETRY & ISLAND TO BE REMOVED, STORED AWAY FROM CONSTRUCTION AREA & REINSTALLED IN EXACT LOCATIONS WITH PROPER BACKING IN WALLS AS REQUIRED 37) ELECTICAL & PLUMBING FIXTURES, FITTINGS & APPLIANCES TO BE REMOVED, STORED & REINSTALLED IN EXACT LOCATIONS (RECONNECT TO EXISTING ELECTRICAL WIRING & CIRCUITS, PLUMBING ROUGH -INS, ETC.) SCOPE OF WORK TO APPLY FOR A PERMIT TO REPAIR FAILED (DAMAGED & DETERIORATED DUE TO ROT) WOOD FLOOR FRAMING &/OR WOOD DECKING IN EXISTING SINGLE FAMILY RESIDENCE. ALL WOOD SUB -FLOORING & FINISH FLOORING TO BE REMOVED & REPLACED IN AREA OF WORK. A/E TO DETERMINE EXTENT OF EXISTING FLOOR FRAMING JOISTS REQUIRING NEW SIMILAR JOISTS TO BE "SISTERED" TO EXISTING JOISTS. GENERAL NOTES 1) GENERAL CONTRACTOR SHALL COMPLY WITH THE LATEST EDITION OF THE FLORIDA BUILDING CODE (2014 + SUPPLEMENTS). THIS PROJECT IS A LEVEL II ALTERATION. CONTRACTOR SHALL ALSO UTILIZE METHODS OF CONSTRUCTION WHICH COMPLY WITH ALL APPLICABLE CODES, STANDARDS & ORDINANCES. 2) GENERAL CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR TO \_% PROCEEDING WITH WORK AND IMMEDIATELY NOTIFY ARCHITECT OF ANY CONDITIONS CONTRARY TO THOSE SHOWN OR INFERRED IN THE DRAWINGS. 3) WORK TO BE PERFORMED IN ACCORDANCE WITH THE RULES AND REGULATIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION AND SHALL CONFORM TO ALL CITY, COUNTY, STATE AND FEDERAL CONSTRUCTION SAFETY AND SANITARY LAWS, CODES, STATUTES AND ORDINANCES. 4) THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ALL FEES, PERMITS, APPLICATIONS AND FILINGS AND REQUIRED INSPECTIONS WITH STATE AND GOVERNMENTAL AGENCIES. 5) GENERAL CONTRACTOR SHALL AT ALL TIMES KEEP THE PREMISES CLEAN AND FREE OF ACCUMULATIONS OF WASTE MATERIAL AND RUBBISH CAUSED BY DEMOLITION OPERATIONS. 6) GENERAL CONTRACTOR SHALL ERECT AND MAINTAIN DUSTPROOF PARTITIONS & ENCLOSURES TO LIMIT DUST AND DIRT MIGRATION AND TO.SEPAyRATE ARM FROM FUMES AND NOISE. CONTRACTOR SHALL PROTECT WALLS, C*61LI?J S, FLOORSAND ANY OTHER FINISH WORK THAT REMAINS OR 15 EXPOSED Dt)R'IN6•DEMOL+TION 7) GENERAL CONTRACTOR SHALL LOCATE, IDENTIFY, DISCONIIECTOR CAP OFF UTILITIES SERVING AREAS TO BE DEMOLISHED. • • 8) ALL EXISTING WALLS, CEILINGS, FLOORS AND SURFACES 1Q gMAIN SAL •BE s: s H •••• • •••. • .•.. • REPAIRED AND PATCHED AS REQUIRED TO COMPLY WITH AQQCICA$LE CCU•S', CANNER. • • • SPECIFICATIONS, EXISTING CONDITIONS AND INDUSTRY STA:IVBARDS. • • 9) ALL DISMANTLING AND DEMOLITION IS TO BE DONE IN Al WORKMAN Imo:, • • • • MANNER AND CARE SHOULD BE TAKEN TO MINIMIZE DAMD,GE.TtIAREAS OF PROJECT;.. • TO REMAIN. • • • • • 10) CONTRACTOR SHALL VERIFY IF ANY PARTITIONS ARE LOAD BEARING PRIOR TO COMMENCEMENT OF DEMOLITION WORK. NOTIFY ARCHITECT IMMEDIATLEY BEFORE PROCEEDING. 11) SUPPORT AND SHORE EXISTING STRUCTURE AS NEEDED DURING CUTTING OF OPENINGS OR REPLACEMENT OF STRUCTURAL MEMBERS. 12A) INSPECT EACH INDIVIDUAL WOOD FLOOR JOIST AND REPAIR/REPLACE ALL DAMAGED JOISTS. REPLACEMENT TO OCCURR BY REMOVING DAMAGED FLOOR JOIST AND INSTALLING NEW MATCHING JOIST IN ITS PLACE, OR "SISTER" IN A NEW JOIST ADJACENT TO THE DAMAGED JOIST. (SEE DETAILS) 12B) INSPECT ALL SUB -FLOORING @ AREA OF WORK AS INDICATED AND SEE DETAILS FOR ADDITION OF NEW PLYWOOD SHEETING BELOW FLOORS. AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 Mcc-w Stu,vrww vtr 305 216 9641 MAX@MAX W O LFEARCH ITECT.COM ISSUED 4/25/16 5/11/16 (REV 1) 6/7/16 (REV 2) 6/19/16 (REV 3) 9/3/16 (REV 4) flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 PROJECT NOTES • .. . .• • .• • • .• ••• +/- 17' - 7" SPAN AREA OF INTERIOR SELECTIVE DEMOLITION BEOLOW EXISTING FLOOR NEW 3" X 12" WOOD JOISTS (EXISTING 3" x 8" WOOD JOISTS @ 12" O.C.) NEW 3" X 10" WOOD JOISTS (EXISTING 2" x 8" WOOD JOISTS @ 12" O.C.) +/- 16' - 6" EXISTING +/- 17' -11" EXISTING .. • • .... • . . 1 • • • .. . . 1 • .. • ... . . . 1 ... . . . . 1 .. • • . 4 .... • .. . . . . . • • 4 .. . • . • 4 • .. • • • • • . • . . .. • .... . . . .. . EXISTING RESIDENCE (NO WORK IN THIS AREA) AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 MwwSti,urvn i w 305 216 9641 MAX@MAXWOLFEARCHITECT.COM ISSUED 4/25/16 5/11/16 (REV 1) 6/7/16 (REV 2) 6/19/16 (REV 3) 9/3/16 (REV 4) ENLARGED EXISTING FLOOR FRAMING PLAN 5/16" = 1' flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 ENLARGED FRAMING PLAN • • • . • • • • • • • SHEET 5 • •• • •. •� • •• •• DONALD HODGETTS, P.E. CONSULTING ENGINEER 5901 S.W. 74th STREET, SUITE 405 SOUTH MIAMI, FL 33143 TEL_: (305) 663-8885• FAX: (305) 663-9841 JOB: / / "•.i. E7 i '4- ^" PAGE: / SCOPE: NUMBER: '/S- 2/ ago DSNGR: DATE: 41911 ..w - ®•.0 ++A • • • •• • • •••• e • • .. • . • •••• • ..•• . • • • •••• • • • •• •• • • • • • • • • . • •• • • ••. • . • •. • • • • • .•.• • . • REVISED FRAMING DETAIL 1.5" = 1' •••• .• • • •••• •.•• • •••• ..•• •• • • • ••. .I MAX WOLFE AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 Maw Stu,+rwi a4(1/ 305 216 9641 MAX@MAXW OLFEA RC H ITECT.COM ISSUED 4/25/16 9/3/16 (REV 4) flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 REVISED STRUCTURAL DETAIL AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 M caw St -LAX -02C / 305 216 9641 MAX@MAX W O LF EARC H ITECT.COM ISSUED 4/25/16 9/3/16 (REV 4) flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 REVISED STRUCTURAL CALCS Donald Hodgetts, PE Project Title: Shoaf Residence 5901 SW 74 th Street #405 Engineer: DWH Project ID 16-21 oC South Miami, FL 33143 Project Descr: 305-663-8885 fax 305-663-9841 Title Block Line 6 ..,,me, ser : m "/ Donald Hodgetts, PE Project Title: Shoaf Residence 5901 SW 74 th Street #405 Engineer: DWH Project ID: 16-2180 South Miami, FL 33143 Project Descr: 305-663-8885 fax 305-663-9841 Title Block Line 6 r File = CaUsersUsenDOCUME-11ENERCA-1 18-2180..68 ' Wood Beam ENERCALC, INC. 19832018, Bu1b.8.18.8.7, Ver8.16.8 7 FiENERCA C. INC.DO -2016, 1\ENERCA-1. Verb. 6.68 Wood Beam ENERCALC. IC. 1983-2018, Build:8.18.6.7. Vec8.18.6.7 Llc. # : KW-06000621 Licensee : DON HODGETTS Lic. # : KW-08000621 Licensee : DON HODGE-US Description : Alt. 14Span Description : Ah. 14' Span Load Combination Max Stress Ratios Moment Values Shear Values CODE REFERENCES Segment Length Span # M V Cd CFN C I Cr Cm C t CL M fb Fb V fv F'V Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Length = 14.0 ft 1 0.479 0.141 1.15 1.000 1.00 1.00 1,00 1 00 1.00 1.72 578.17 1207.50 0.44 28.35 201-25 Load Combination Set : ASCE 7-10 +D+0.60W+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 R 1 0.197 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.98 330.77 1680.00 0.25 16.22 280.00 Material Properties P +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Analysis Methoa\llowable Stress Design Fb - Tension 1,050.0 psi E : Modulus of Elasti Length = 14.0 R 1 0.197 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.98 330.77 1680,00 0.25 16.22 280.00 Load CombinatiASCE 7-10 Fb - Compr 1,050.0 psi Emend- xx 1,500.0ksi +D+0.750Lr+0.750L+0.450W- 1,000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Fc - Prll 1.450.0 psi Eminbend - x 550.Oksi Length = 14.0 R 1 0.344 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.72 578.17 1680.00 0.44 28.35 280.00 Wood Species Mixed Southern Pine Fc - Perp 565.0 psi +D+0.750L+0.750S+0.450W+ 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Wood Grade No.1: 2" - 4" Thick 10" Wide Fv 175.0 psi Length = 14.0 R 1 0.344 0.101 1.80 1.000 1.00 1.00 1 00 1.00 1.00 1 72 578.17 1680.00 0.44 28.35 280.00 Ft 600.0 psi Density 31.820pcf +D+0.750L+0.750S+0.5250E 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Beam Bracing Beam is Fully Braced against lateral-torsional buckling Length = 14.0 ft 1 0.344 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.72 578.17 1680.00 0.44 28.35 280.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00 Length = 14.0 R 1 0.118 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0 59 198.46 1680.00 0.15 9.73 280.00 D(0 035 Luo 04) +0.60D+0.70E+0.6011 1.000 1,00 1,00 1.00 1.00 100 0.00 0.00 0.00 0.00 • • • • Length = 14.0 R 1 0.118 0.035 1.60 1.000 1.00 1.00 1.00 1 00 1.00 0.59 198.46 1680.00 0.15 9.73 280.00 x K Overall Maximum Deflections Load Combination Span Max, "-" Ctefl Location in Span Load Combination Max. "+" Dell Location in Span i• K +D+L+H 1 0.2816 7.051 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS 300 Load Combination Support 1 Support 2 'tUveral imum -0.561 0.561 Overall MINimum 0.168 0 188 span =14.011 +D+H 0.281 0.281 +D+L+H 0.561 0.561 +D+Lr+H 0.281 0.281 Applied Loads Service loads entered Load Factors will be applied for calculations +D+S+H 0.281 0.281 Beam self weight calculated and added to loads 9 +D+0.750Lr+0.750L+H 0.491 0.491 Uniform Load : D = 0.0350. L = 0.040. Tributary Width = 1.0 ft +D+0.750L+0.7505+H 0.491 0.491 +D+0.60W+H 0.281 0.281 DESIGN SUMMARY Desi. n OK • Maximum Bending Stress Ratio = 0.6291 1 Maximum Shear Stress Ratio = 0.185 : i • +D+0.70E+H 0.281 0.281Section • 3x10 •••• used for this span 3x10 Section used for this span •••• +D+0.750Lr+0.750L+0.450W*H 0.491 0.491 • • +D+0.750L+0.750S+0.450W+H 0.491 0.491 +D+0.750L+0.7505+0.5250E+H 0.491 0.491 ib :Actual = 66050.64psi fv Actual = • • 22.39 psll • • FB : Allowable = 1.050 ODpsi Fv Allowable 1;5.00 p4l • • i • • • • • •••• +0.60D+0.60W+0.6011 0.168 0.168 Load Combination +D+L+H Load Combination •-D+L+H +0.6010+0.70E+0.6011 0.1138 0.168 D Ony 0.281 0.281 Location of maximum on span = 7.000ft Location of maximum on span = 148. 234 • Span # where maximum occurs = Span # 1 Span # where maximum occurs = •• • •cyan # 1 • • • : • • • Lr Only L Only 0.280 0.280 Maximum Deflection • • • Max Downward Transient Deflection 0.141 in Ratio = 1 194 >=360 • • • • . • • • • S Only Max Upward Transient Deflection 0.000 in Ratio = 0 <360 • • • • •••• W Only E Only • • Max Downward Total Deflection 0.282 in Ratio = 596>=180 •' •• •• ' •• •• •• • Max Upward Total Deflection 0.000 in Ratio = 0 <180 •••• HOny • • • • • • • • • •••• Maximum Forces 8r Stresses •for Load Combinations •• •' • •• Load Combination Max Stress Ratios Moment Values • • Spear Values • • • • • Segment Length Span* M V Cd CFNC I Cr Cm 0 t CL M •1b F'b V fv • y4.1 • 0.00 0.00 000 0.00 Length = 14.0 5 1 0.350 0.103 0.90 1.000 1.00 1.00 1 00 1.00 1 00 0.98 330.77 945.00 0.25 1622 157.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0 00 Length = 14.0 R 1 0.629 0.185 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1 96 660.64 1050.00 050 32.39 175.00 +D+Lr+H 1 000 1.00 1.00 1.00 1.00 1 00 0.00 0.00 0.00 0 00 Length = 14.0 ft 1 0.252 0 074 1 25 1.000 1.00 1,00 1 00 1.00 1.00 0.98 330.77 1312.50 0.25 16.22 218 75 +D+S+H 1.000 100 1.00 1.00 1,00 1.00 0.00 0.00 0.00 000 Length = 14.0 5 1 0.274 0.081 1 15 1.000 1.00 1.00 1 00 1.00 1.00 0.98 330.77 1207.50 0.25 16,22 201.25 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.9 5 1 0.441 0.130 1.25 1.000 1.00 1.00 1.00 1.00 1 00 1.72 578.17 1312.50 0.44 28.35 218.75 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 M caw St -LAX -02C / 305 216 9641 MAX@MAX W O LF EARC H ITECT.COM ISSUED 4/25/16 9/3/16 (REV 4) flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 REVISED STRUCTURAL CALCS •••• • •••• • • •••• • •••• • •••• Donald Hodgetts, PE 5901 SW 74 th Street #405 South Miami, FL 33143 305-663-8885 fax 305-663-9841 Title Block Line 6 Wood Beam Project Title: Shoaf Residence Engineer: DWH Project Descr: Description : Alt. 14' Span Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Project ID: 16-2180 Pnntee- t SEP 2016 1 06PM Fie = C:1Users User\DOCUME-1\ENERCA-1 \16-2180.ec6 ENERCALC, INC 1903-2018. Build -8 18.8 7, Ver8.16 8.7 Moment Values Shear Values C1 Cr Cm C CL M fi Pb V fv F'v Length = 14.0 ft 1 0.479 +0+0.60W+H Length = 14.0 ft 1 0.197 +D+0.70E+H Length = 14.0 ft 1 0.197 +D+0.75OLr+0.750L+0.450 W - Length = 14.0 ft 1 0.344 +D+0.750L+0.750S+0 450W+ Length • 14.0 ft 1 0.344 +0+0 750L+0.750S+0.5250E- Length = 14.0 ft 1 0.344 +0.600+0 60W+0.60H Length = 14.0 ft 1 0.118 +0.600.0.70E+0.60H Length = 14.0 ft 1 0.118 0.141 1.15 1.000 1.000 0.058 1.60 1.000 1.000 0.058 1.60 1.000 1.000 0.101 1.60 1.000 1.000 0.101 1.60 1.000 1.000 0.101 1.60 1.000 1.000 0.035 1.60 1.000 1.000 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.72 578,17 1207.50 0.44 28.35 20125 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 0.98 330.77 1680.00 0.25 16.22 280.00 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 1.00 098 330 77 1680.00 0.25 16.22 280.00 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 1.72 578.17 1680.00 0.44 28.35 280.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 100 1.00 1.00 1.00 1.72 578.17 1680.00 0.44 28.35 280.00 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 1.72 578.17 1680.00 044 28.35 280.00 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 0 59 198.46 1680.00 0 15 9.73 280 00 1.00 1.00 1.00 100 100 0.00 0.00 0.00 0.00 1.00 100 100 1.00 1.00 0.59 198.46 1680.00 0.15 9.73 280.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span +D+L+H 1 0.2816 7.051 Vertical Reactions Load Combination veru aTl-FitA 1m im Load Combination Support notation : Far left is x' Support 1 Support 2 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS Overall MINimum .D+H +D+L+H +D+Lr+H +D+S+H *D+0.750Lr+0.750L+H +0+0.750L+0.7505+H + D+0.60W+H + D+0.70E+H +D+0.750Lr+0.750L+0.450 W+H +D+0.750L+0.7505+0.450 W+H +D+0.7 50 L+0.7505+0.5250 E+H +0.600+0.60W+0.60H +0.6QD+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.561 0.168 0.281 0.561 0.281 0.281 0.491 0.491 0.281 0.281 0.491 0.491 0.491 0.168 0.168 0.281 0.561 0 168 0.281 0.561 0.281 0.281 0.491 0.491 0.281 0.281 0491 0.491 0.491 0.168 0.168 0.281 0.280 0.280 Donald Hodgetts, PE 5901 SW 74 th Street #405 South Miami, FL 33143 305-663-8885 fax 305-663-9841 Title Block Line 6 Wood Beam Lic. # : KW -06000621 Description : Alt 17' Span CODE REFERENCES Project Title: Shoaf Residence Engineer DWH Project Descr: Project ID: 16-2180 Fib - C. \Ueere\User\DOCUME-11ENERCA-1\16.21: ENERCALC. INC. 1983-2018. Budd:8.10.0.7, Vera Licensee : DON HODSETTS' Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis MethotAllowable Stress Design Load CombinatiASCE 7-10 Wood Species Mixed Southern Pine Wood Grade No.1: 2" - 4" Thick . 12" Wide Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.035, L(0.04, 975.0 psi E: Modulus of Bash 975.0 psi Ebend- xx 1.500 Oksi 1,400.0 psi Eminbend - x 550.Oksi 565.0 psi 175.0 psi 575.0 psi Density 31.820pcf V Applied Loads Beam self weight calculated end added to loads Uniform Load : D = 0.0350. L = 0.040 DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 3012 Span = 17.0 ft Service loads entered Load Factors will be applied for , Tributary Width = 1.0 ft 0.685 1 3x12 667 62 psi 975.00psi +D+L+H 8.500 ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.170 in Ratio = 0.000 in Ratio = 0.345 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C, Cr +D+H Length = 17.0 ft 1 +D+L+H Length = 17.0 ft 1 +D+Lr+H Length = 17.0 ft 1 +D+S+H Length = 17.0 ft 1 +D+0.750Lr+0.750L+H Length = 17.0 ft 1 +0+0.750L+0.7505+H 0.386 0.685 0.278 0.302 0.480 0.106 0.187 0.076 0083 0.131 0.90 1.000 1.000 1.00 1.000 1.000 1.25 1.000 1.000 1.15 1 000 1,000 1.25 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1 00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1200 >=360 0=360 591>=180 0=180 Moment Value Cm C CL M 1.00 1.00 1 00 1 00 1.00 1 00 1.00 1.00 1 00 1.00 1 00 1,00 1.00 1.00 1 00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 t .00 1 49 338.80 2.93 667.62 1.49 338.80 1.49 338.80 2.57 585.42 Des€+;n OK = 0.187 :4 •• i ••• • 3x12 •••• • • •3279 pii • • = 175.00 psi • • •+D+H •••• _ •0000+L 8 • _ ••.Span#1 • • • •••• • • • •• •• • • • • • • • ••• • • • •• • • • • • • • • • • •• Stear Value•••• •• F'b V fv Sif• • 0.00 877.50 0.00 975.00 0.00 1218.75 0.00 1121.25 0.00 1218.75 000 0.00 0.31 0.00 0.61 0.00 0.31 0.00 0.31 0.00 0.54 000 0.00 16.64 0.00 32.79 0.00 16.64 0.00 16.64 0.00 28.75 0.00 0.00 157.50 0.00 175.00 0-00 218.75 0.00 201.25 0.00 218.75 0.00 11 MAX WOLFE AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 M COG/ Stu rwowvv 305 216 9641 MAX@MAXWOLFEARCHITECT.COM ISSUED 4/25/16 9/3/16 (REV 4) flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 REVISED STRUCTURAL CALCS IMAX WOLFE AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 M CO& SLAT-mow/1/ w 305 216 9641 MAX@MAX W O LF EA RCH ITECT. C OM flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 REVISED STRUCTURAL CALCS •• • • • • • •• •• • • •• • •• • Donald Hodgetts, PE Project Title: Shoaf Residence 5901 SW 74 th Street #405 Engineer: DWH Project ID: 16-218 South Miami, FL 33143 Project Descr: 305-663-8885 fax 305-663-9841 Title Block Line 6 a mt•n 1 SEP 2015. 301PM Donald Hodgetts, PE Project Title: Shoaf Residence 5901 SW 74 th Street #405 Engineer DWH Project ID: 16-2180 South Miami, FL 33143 Project Descr: 305-663-8885 fax 305-663-9841 Title Block Line 6 ann.', ° SEP C,G 3C1PM Wood Beam File =C:Wsers\User1DOCUtulE-1\ENERCA-1\16-2180.ec6 ENERCALC, INC. 1983-2018, Build:6.18.6.7. Ver.8.18.6.7 Llc. # : KW -06000621 Licensee : DON HODGETTS ! wood Beam File -C:\Users\User\DOCUME-1\ENERCA-1V8-2160.ecs ENERCALC, INC. 1983-2016, Budd:6.16.8.7, Ver.6.16.8.7 Lic. # : KW -06000621 Licensee : DON HODGETTS Description : Alt 17' Span Description : Alt. 1 7' Span Load Combination Max Stress Ratios Moment Values Shear Values CODE REFERENCES Segment Length Span # M V Cd CFN C 1 Cr Cm C 1 CL M ib F'b V fv F'v --- ----e- _ �_ ___ __ _ Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Length = 17.0 ft 1 0.522 0.143 1-15 1.000 1.00 1.00 1 00 1.00 1.00 2.57 585.42 1121.25 0.54 28.75 201.25 Load Combination Set : ASCE 7-10 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 17 0 ft 1 0.217 0.059 1.60 1.000 1.00 1.00 1.00 1 00 1.00 1.49 338.80 0.00 0.00 1560,00 0,31 0.00 0.00 16.64 280.00 Material Properties _ Analysis Method\llowable Stress Design Fb - Tension 975.0 psi E : Modulus of Elasti +D+0.70E+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 17.0 ft 1 0.217 0,059 1.60 1,000 1.00 1.00 1.00 1.00 1.00 1.49 338.80 1560.00 0.31 16,64 280 00 Load CombinattASCE 7-10 Fb - Comp( 975.0 psi Ebend- xx 1,500,0ksi +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Fc - PrII 1,400.0 psi Eminbend - x 550.Oksi Length = 17.0 6 1 0.375 0.103 1.60 1.000 1.00 1.00 1,00 1.00 1.00 2.57 585.42 1560.00 0-54 28.75 280.00 Wood Species Mixed Southern Pine Fc - Perp 565.0 psi +D+0,750L+0.7505+0,450W+ 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Grade No.1: 2" - 4" Thick : 12" Wide Fv 175.0 psi Length = 17.0 ft 1 0.375 0.103 1.60 1,000 1.00 1.00 1.00 1.00 1.00 2.57 585.42 1560.00 0.54 28.75 280.00 Ft 575.0 psi Density 31.820pcf +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Beam Bracing Beam is Fully Braced against lateral -torsional buckling Length = 17.0 R 1 0.375 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.57 585.42 1580.00 0.54 28.75 280.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 100 1.00 0,00 0.00 0.00 0.00 Length = 17.0 ft 1 0.130 0.036 1.60 1.000 1 00 1.00 1.00 1.00 1.00 0.89 203.28 1560.00 0.19 9.98 280.00 010 335, Li0.04 +0.600+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V V V V Length = 17.0 ft 1 0.130 0.036 1.60 1.000 1,00 1.00 1.00 1.00 1.00 0.89 203.28 1560.00 0.19 9.98 280.00 r .r Overall Maximum Deflections Load Combination Span Max " Defl Location in Span Load Combination Max, `4" Deft Location In Span �► K••• +0+L+H --- 1._.-.__..-._. 0.3450 8.562 - - - - 0.0000 0.000 • • Support notation : Far left is #' Vertical Reactions PP•' Values In KIPS 3,412 • • "" "" Load Combination Support 1 Support 2 ' • • • • • • • • • Overall MAXimum 0.660- 0.690 Span = 17.0 r, • • • • • • • • Overall MINimum 0.210 0.210 • • • +0+1-I 0.350 0.350 • • • • +D+L+H 0.690 0.690 +D+Lr+H 0.350 0.350 • • • • •.• , Applied Loads Service loads entered Load Factors wdl _• • • • Beam self weight calculated and added to loads •••• • +D+S+H 0 350 0.350 • • • • +D+0.750Lr+0.750L+H 0,605 0.805 Uniform Load : D = 0.0350, L = 0.040. Tributary Width = 1.0 ft •• •• •• •• •• •• •• • +D+0.750L+0.7505+H 0.605 0.605 DESIGN SUMMARY Untai ! n OK ; • • • • +D+0.60W+H 0.350 0.350 Maximum Bending Stress Ratio = 0.685 1 Maximum Shear Stress Ratio = 0.187. 1 +0+0.70E+H 0.350 0.350 +D+0.750Lr+0.750L+0.450W+H 0.605 0.605 Section used for this span 3x12 Section used for this span • • •3x12 ' ' +D+0.7501.+0.7505+0.450W+H 0.605 0-505 fb: Actual = 667.62 psi iv : Actual = • 62.79 psi • • • • • +D+0.750L+0.7505+0.5250E+H 0.605 0.505 F F8 : Allowable = 975.O0pSi Fv Allowable = • •175.00 pyI • +O.60D*0.60W+0.60H 0.210 0.210 Load Combination +D+L+H Load Combination • ••+17+L+H Location of maximum on span = 8.500ft Location of maximum on span = " b.000ft "" • • • • • +0.600+0.70E+0.60H 0.210 0.210 D Only 0.350 0.350 Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 ' • •' Lr Only Maximum Deflection L Only 0,340 0 340 Max Downward Transient Deflection 0.170 in Ratio = 1200 >=360 S Only Max Upward Transient Deflection 0.000 in Ratio = 0 <360 W Only Max Downward Total Deflection 0.345 in Ratio = 591 >=180 E Only Max Upward Total Deflection 0.000 in Ratio = 0<180 H Only Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 17.0 R 1 0.386 0.106 0.90 1.000 1.00 1.00 1.00 1 00 1.00 1 49 338.80 877.50 0.31 16.64 157.50 +1:0+1.+1 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.685 0.187 1.00 1.000 1.00 1.00 1 00 1.00 1 00 2.93 667.62 975.00 0.61 32.79 175.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.278 0.076 1.25 1.000 1.00 1.00 1.00 1 00 1.00 1.49 338.80 1218.75 0.31 1664 218.75 +D+S+H 1.000 1 00 1 00 1 00 1.00 1.00 0 00 0.00 0.00 0.00 Length = 17.0 6 1 0.302 0.083 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.49 338.80 1121.25 0.31 18.64 201.25 +D+0.750Lr+0.750L+1-1 1.000 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.480 0.131 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.57 585.42 1218.75 0.54 28 75 218.75 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0 00 0 00 0 00 IMAX WOLFE AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 M CO& SLAT-mow/1/ w 305 216 9641 MAX@MAX W O LF EA RCH ITECT. C OM flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 REVISED STRUCTURAL CALCS •• • • • • • •• •• • • •• • •• • Donald Hodgetts, PE 5901 SW 74 th Street #405 South Miami, FL 33143 305-663-8885 fax 305-683-9841 Title Block Line 6 Wood Ledger Lic. #: KW -08000821 Description L DESIGN SUMMARY Maximum Ledger Bending Load Combination +D+L+H 46.750 ft -lb Moment fb : Actual Strew. 13.113 psi Fb : Allowable Sae 525.0 psi Stress Ratio 0.02498 :1 Maximum Ledger Shear Load Combination ... +D+L+H Shear 280.50 Ibs fv : Actual Stress 30.324 psi Fv : Allowable Stress 175.0 psi Stress Ratio 0.1733 :1 Project Title: Shoaf Residence Engineer: DWH Project Descr: -1/ Project ID: 16-2180 Pprats1 1 SEP 2016 , 12PM Maximum Bolt Bearing Summary Load Combination Max. Vertical Load Bolt Allow Vertical Loa( Max. Horizontal Load Bolt Allow Horizontal L( +D+L+H 561.0 lbs 681.73 lbs 0.0 lbs 1,203.24 lbs Angle of Resultant 90.0 deg Diagonal Compone 561.0 lbs Allow Diagonal Bolt For 681 73 lbs Stress Ratio, Wood «j Bo 0.8229 .1 Allowable Bolt Capacity Governing Load CombinatieD+L+H Resutant Load Angle . Theta 90.0 deg File = C \Users \UseADOCUME-11ENERCA-1 18-2180.ec8 ENERCALC, INC 1983-2018, Build:8 18 8.7, Ver6.166 7 Licensee : DON 1-101DGETTS Design OK Dowel Bearing Strengths for specific gravity & bolt diameter) Ledger, Perp to Grain 7,500.0 ksi Ledger, Parallel to Grair 7,500.0 ksi Supporting Member, Perp to 2,900.0 ksi Supporting Member, Parallel h 5,700.0 ksi Note ! Refer to NDS Section 11.3 for Bolt Capacity calculation method, Ktheta 1.250 Bolt Capacity - Load Perpendicular to Grain Fem Re k1 7,500.0 2.586 1.423 Fax Rt k2 Im Eq 11.3-1 Rd= Is : Eq 11.3-2 Rd= 11 : Eq 11.3-3 Rd Illm : Eq ii.3-4 Rd' Ills : Eq 11.3-5 Rd = 4,0 Z = IV Eq 11.3-6 Rd = 4.0 Z min : Basic Design Value = 2,900.0 2.0 1.728 5.0 5.0 450 4.0 Fyb k3 Z = = Z= z= 45,000.0 0.8893 0.0 Ibs 1,087.50 lbs 1,719.33 lbs 1,968.09 lbs 681.73 Ibs 773.52 es 681.73 Ibs Reference design value - Perpendicular to Z • CM • CD* Ct • Cg • Cdelta = 681.73 Ibs Fe theta = 681 73 Bolt Capacity - Load Parallel to Grain Fem 7,500.0 Re 1.316 ki 0.8379 Im - Eq it 3-1 Is :Eq11.3-2 II Eq 11.3-3 Illm - Eq 11.3-4 Ills . Eq 11.3-5 Rd = 3.20 Z IV Eq 11.3-6 Rd = 3.20 Z = Zmin . Basic Design Value Fes 5,700.0 Fyb 45,000.0 Rt 2.0 k21.188 k3 1.024 Rd = 4.0 Z = °b Rd = 4.0 Z = 2,871.88°.libss Rd = 3.60 Z = 2,487.55 Ibs Rd = 3.20 Z 2,876.20 lbs 1,356.84 Ibs 1,203.24 Ibs 1,203.24 Ibs Reference design value - Parallel to Grain Z • CM CD* Ct • Cg • Cdelta = 1,203.24 lbs Donald Hodgetts, PE 5901 SW 74 th Street #405 South Miami, FL 33143 305-663-8885 fax 305-663-9841 Title Block Line 6 Wood Ledger : KW -06000621 Description L- Code Reference: Project Title: Shoaf Residence Engineer: DWH Project Descr: Project ID:16-2180 SEP 3P,S 3 '.1PM Rle = CAUsers \UsenDOCUME-1kENERCA-1\18-2180.ec8 ENERCALC, INC. 1983-2018, Budd:8.113.8.7, Ver8.18.187 Licensee : DON HODGETTS Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Ledger Width 3.0 in Ledger Depth 9.250 in Ledger Wood Spe' Mixed Southern Pine G : Specific Gravity 0.51 Bolt Diameter Bolt Spacing Cm - Wet Service Fac Ct - Temperature Fac Cg - Group Action Faa C A - Geometry Facto 5/8" in 12.0 in 1.0 1.0 1.0 1.0 Design Method: ASD (using Service Load Combinations Wood Stress Gradated Southern Pine, No.3: 2" - 4' Fb Allow 525.0 psi Fv Allow 175.0 psi Fyb : Bolt Bending Yie 45,000 psi Concrete as Main Supporting Member Using 6" anchor embedment length in equation Using dowel bearing strength fixed at 7.5 ksi per NDS Table Uniform Load • • • • Load Data Dead Roof Live Floor Live Uniform Load... Point Load... Spacing Offset Horizontal Shea 281.0 plf plf Ibs lbs in in Ibs Ibs Snow 280.0 plf Ibs Ibs plf Ibs lbs Wind • • . .45999'7,71.99.7.9. • • ' • • • •a • • • • • • • • • •It • 1 • • • • 9 • • • • • • • • • • Seismic • *Earth • • • pif Ibs • pif •• • Its • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • MAX WOLFE AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 MCA -114/ 305 216 9641 MAX@MAXWOLFEARCHITECT.COM ISSUED 4/25/16 9/3/16 (REV 4) flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 REVISED STRUCTURAL CALCS • • • • • • • • • • • • • • • • • • • • • • • a MAX WOLFE m ,. AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 M 0(44/ -' StL 111CW/ 305 216 9641 MAX@MAXWOLFEARCHITECT.COM ISSUED 4/25/16 9/3/16 (REV 4) flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 REVISED STRUCTURAL CALCS • • • • • •••• • • r • • • • Donald Hodgetts, PE Project Title: Shoaf Residence 5901 SW 74 th Street #405 Engineer: DWH Project ID:16-2180 South Miami, FL 33143 Project Descr: 305-663-8885 fax 305-663-9841 Title Block Line 6 -.,r:e., I SEP :,,c, :I ',),..1-,:.1 t s' Donald Hodgetts, PE Project Title: Shoaf Residence 5901 SW 74 th Street #405 Engineer: DWH Project ID:16-2180 South Miami, FL 33143 Project Descr: 305-663-8885 fax 305-663-9841 Title Block Line 6 P^n,e:, , SEP -oa - • Wood Ledger Elle = C:\Users\UseeOOCUME-1\ENERCA-1\1e-2180.886 g ENERCALC, INC. 1983-2018, Build:8.16.6.7, Ver:6.16.6.7 Uc. # : KW-06000621 Ltcensee : DON HODGETTS Description : L-2 DESIGN SUMMARY Design OK Wood LedFile = C:Wsers\User\DOCUME-1\ENERCA-1\18-2180.ec6 @r g ENERCALC, INC 1983-2018, Bul186.18.6.7, Ver6.16.8.7 Lic. # : KW-06000621 Licensee : DON HODGETTS Description : L-2 , Code Reference: Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination ... Load Combination ... for specific gravity & bolt diameter) +D+L+H +D+L+H Ledger, Perp to Grain 7,500.0 ksi Moment 57,50 ft-Ib Max. Vertical Load 690.0 lbs Ledger, Parallel to Grair 7,500.0 ksi fb : Actual Stress 10.904 psi Bolt Allow Vertical Loa' 854.58 lbs Supporting Member, Perp to 2,650.0 ksi Fb : Allowable Sire 525.0 psi Supporting Member, Parallel t' 5,700,0 ksi Stress Ratio 0.02077 :1 Max. Honzontal Load 0.0 lbs Bolt AIIow Horizontal Lc 1,726.24 lbs Maximum Ledger Shear Load Combination ... Angle of Resultant 90.0 deg +D+L+H Diagonal Compone 690.0 lbs Shear 345.0 lbs AIIow Diagonal Bolt For 854.58 lbs 9 fv : Actual Stress 30.867 psi Stress Ratio, Wood t Ba 0.8074 1 Fv : Allowable Stress 175.0 psi Stress Ratio 0.1752 :1 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Genera! Information - Ledger Width 3.0 in Design Method: ASD (using Service Load Combinations Ledger Depth 11.250 In Wood Stress Gradated Southern Pine, No.3: 2" 4" ` Ledger Wood Spey Mixed Southern Pine Fb AIIow 525.0 psi G :Specific Gravity 0.51 Fv Allow 175.0 psi Bolt Diameter 3/4" in Fyb : Bolt Bending Yie 45,000 psi Bolt Spacing 12.0 in Concrete Main Supporting - as Member ' Using 6" anchor embedment length in equation Cm - Wet Service Fac 1.0 Ct - Temperature Fac 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table Cg - Group Action Fat 1.0 C A - Geometry Facto 1.0 Uniform Load I Allowable Bolt Capacity Note ! Refer to NDS Section 11.3 for Bolt Capacity calculation method. • • • • • K • • • • *# ' } 4 ° " •••• • • &' �t' `r < •• • • •11.3-2 Goveming Load CombinatieD+L+H• Resutant Load Angle : Theta 90.0 deg Kthete = 1 250.Fe theta = 854.58 Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Fem 7,500.0 Fes 2,650.0 Fyb 45,000.0 Fern 7,500.0 Fes 5,700.0 Fyb 45,000.0 Re 2.830 Rt 2.0 Re 1.316 Rt 2.0• k1 1.527 k2 1.842 k3 0.9784 kt 0.8379 k2 1.204 k3 1.085 Im Eq 11.3-1 Rd = 5.0 Z = 0.0 lbs Im _- Eq 11.3-1 Rd = 4.0 Z = 0.0 Ibs Is : Eq Rd = 5.0 Z = 1,192.50 Ibs Is E 11.3-2 Rd = 4.0 Z = 3,206.25 Ibs 11 : Eq 11.3-3 Rd = 4.50 Z = 2,023.69 Ibs 11 Eq 11 3-3 Rd = 3.60 Z = 2,985.06 Ibs Illm :Eq 11.3-4 Rd = 4.0 Z = 2,333.41 Ibs Illm Eq 11.3-4 Rd = 3.20 Z = 3,497.29 Ibs ins: Eq 11.3-5 Rd = 4,0 Z = 854.58 Ibs Ills Eq 11.3-5 Rd = 3.20 Z = 1,726.24 Ibs IV : Eq 11.3-6 Rd = 4.0 Z = 1,077.81 Ibs IV Eq 11 3-6 Rd = 3.20 Z = 1,732.66 ibsPoint min : Basic Design Value = 854.58 Ibs Zmin : Basic Design Value = 1,726.24 lbs Reference design value - Perpendicular to Reference design value - Parallel to Grain Z • CM ' CD* Ct • Cg • Cdelta = 854.58 Ibs Z * CM ' CD' Ct • Cg • Cdelta = 1,726.24 lbs Load Data • Dead Roof Live Floor Live Snow Win d Seismic • 'Earth • • Uniform Load... 350.0 plf 0.0 plf 340.0 pif 0.0 plf 0.0 plf 0./plf • • • 0 0 plc Load... 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.01M • 0.0,3: • a Spacing 0.0 in • • • Offset 0.0 in Horizontal She; 0,0 lbs 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs a MAX WOLFE m ,. AA 0002534 AR 0008679 MAX WOLFE ARCHITECT 3300 RICE STREET COCONUT GROVE, FL 33133 M 0(44/ -' StL 111CW/ 305 216 9641 MAX@MAXWOLFEARCHITECT.COM ISSUED 4/25/16 9/3/16 (REV 4) flooring repairs to the Diane & David Shoaf Residence 1516 NE 104 Street Miami Shores, Florida 33138 REVISED STRUCTURAL CALCS