The URL can be used to link to this page

REV-19-2224 (2)RECEIVED 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 SE 2 4 2019 BY: FBC20(9 0711 BUILDING Master Permit No. PC PERMIT APPLICATION Sub Permit No. �y - ` ) g- �2 ILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: S 1 Ne qq 5-T. City: Miami Shores County: Miami Dade Zip: �•3 /3e Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): k_ Q 1�1� PI rD Phone#: -78 6 27 / Address: City: Tenant/Lessee Name: Email State: CONTRACTOR: Company Name: 0cra g62vl e-Cs Phone#: Address: s�— City: n State: Zip: Qualifier Name: (� �[ 2 v�kJn C' 2- Phone#: State Certification or Registration #: CC-7C /LiCertificate of Competency #: DESIGNER: Architect/Engineer: Address: City: State: Zip: Value of W6rk for.this Permit: $ Square/Linear Footage of Work: Type df Work: , ❑-; Addition' _ ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Descriptidn of Work: s Specifye'olptpf,col ' r thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews $ Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 issuance of a permit and that all work will 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, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the a sgnce of such posted notice, the inspection will not be approved and a reinspection fee will be charged. / �/ j��Signature Signature OWNER or AGENT The foregoing instrument was acknowledged before me this day of S pT� f"43zO-, 20 ' by ��(� N I fyt✓l�c� who is personally known to me or who has produced�VRa L)-CT--- (1Jas identification.and who did take an oath. NOTARY PU IC: The foregoing instrument wLas acknowledged before me this � y day of T eM6?, 20 11q by el-A,4)Ad e Z, ho is personally known o me or who has produced as identification and who did take an oath. NOTARY PUBLIC: \`\\\\\��SE;FEft gya Ai Sign: Print: Print: Seal: Seal: �� P °�6Ncd1% ^�P�' SINDIA ALVAREZ ��i l' c, Pr'Y Cl)MM15SiON # GG 238273 EXPIRES: Se�fernber 3, 2022 ��//111111111111�1 F d h O P I Pj�f(j ################## 1k". UP APPROVED BY Plans Examiner Zoning ANNStructural Review Clerk (Revised02/24/2014) RAFAEL E. DROZ-SEDA P.E. License 39228 & S.I. #843 .... 9130 Crescent drive Miramar, FL. 33025 ...... .... ...... PH.: 305- 962 7452 .... •• • . . . . . .... . .. .... . ...... .... ..... . .... .... ...... . . . . ..... . 000 . . . .. . . .. . . 0000 STRUCTURAL CALCULATIONS PROJECT: REPLACING WOOD BEAM FOR NEW ONE STEEL BEAM OWNER: KEVIN PIFJEIRO 51 NE 99tH STREET MIAMI SHORES, FL I J q T L4q l STRUCTURAL CALCULATIONS Project: KEVIN PINEIRO . . .... ...... ...... .... ...... Table of Content ...:.. ...... .... . .. ..... ...... .... ..... .... .... ...... Description ; • ; Page . ... ; Steel Beams • • q • • • Steel Columns 6 Check Existing Footings 4 Title Block Line 1 Title: You can changes this area Dsgnr: Job # using the "Settings" menu Item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes: Title Block Line 6 _ 'Steel Beam Design__ _ _.. __ _ 1e: c tuse�s`v�sn vinuenoocumer+ts�Ew€Rc�Lc oa:a Ri.s�ts7io aw tarmerrondeos.ece n ENER2A1. INC 19a3-2010 Val. 6 / 03 Description W 12X30 DRAVITY DES'i3N • _ Haterial Properties �- Calcutauons Analysis MethoAAr.owab:J Stress Design "`"~-- - _per IBC 2006, CBC 2007, 13th RISC Fy : Steel Yield 50.0 ksi Beam Bracing Complete.y Unbr1cRd E Bending Axis : M31of Axis eend'"g Modulus: 29 000.0 ksi Load Combinat12006 IBC & ASCE 7.05 _ spin -19.50It •••• •• • i wlux2s ...... .... •1 • • • • • . ••••• Applied Loads •• •• •••• •••••• _ Service toads entered. Load FastergoWl be appliedior calculations! • Beam self weight calculated and added to loads - �" • • • • Load for Span Number 1 .0 0 0:0 Urntorm Locd , D . 0.120, Lr � C.090 kit, Tributary Width - 1,011, • Point Load : D w 0 490. Lrc 0.390 k 0 3 0 ft, (prdv.iyl Point Load : D 0,490, �r 0.390 k @ 6 0 ft, ,gravity) Point Load . D _ 0.490, Lr 0 390 tr@ 9.0 ft, lgravirf) Point Load : 0.0.490, Lr - 0 390 k @ 12.0 ft, (gravity) Pont Load: D = 0.490, Lr = 0.390 k @ 15 0 ft. (gravity) Po nt Load : D 0.490, DESIGN SLARMARY Lr 0.390 k @tB.Q it, ;Gravity) Mar4rrlam l3erldr S nG tress Ratio G Section used for this span 0,656: 1 Maximum Shear Stress RaLo Mu :Applied W12X20 25.1 63 k-ft Suction used for this span Mn / Omega : Allowable 38.343 k-ft Vu : Applied VNOmega : Allowable Load Combination Location of maximum on span +D+Lr+H 9.068ft Load Combination Span # where maximum occurs Sparc # 1 Location of maximum on span Span # where maximum occurs Maximum Doft^ct.on Max Downward L+Lr+S Deflection 0.122 In Ratio - I t,21 Max Upward L+Lr+S Deflection Max Downward Total Deflection 0.000 in Ratio . Q <360 Max Upward Total Deflection q.293 in Ratio . 0.000 in Ratio - f:) 0 <240 . . ...... . . •••• 0.032 :1 W 12X25 SA44 k 56.120 k +D+Lr+H 19.500 ft Span tt 1 Maximum Forces & Stresses for Load Comm Load Combination Max Stress Ratios �' Segment _ '� Summary of foment Values ..-V Sumrriaryry of Shear Values Longth Span M V Mmax + Overall M ' Imum metope -T-- Mmax - Ma -Max Mnx Mnxf(heega Cb Rm - Va Max VnxVnxlOmega Dsgn. L - 19.50 ft 1 0.656 0.092 25.16 +D _ - . - _ _ 25.16 64.03 38.34 1.00 1.00 -- _ 5.14 _ 84.18 56.12 Dsgn.L- 19.50 ft 1 0.383 0.054 14.70 +D+L+H 14.70 64.03 38.341.001.00 3A1 84.18 58.t2 Dsgn. L - 19.50 ft 1 0.383 0.054 14.70 +D+Lr+N 14.70 64.03 38.34 1.00 1.00 3.Oi 84.18 56.12 Dsgn. L - 19.50 ft 1 0,656 0.092 25.16 +D+0.750Lr+0.750L+H 25.16 64.03 38.34 1.001.00 5.14 84.18 56.12 Dsgn. L - 19.50 ft 1 0.588 0.082 22.55 Overall Maximum Deflections - Unfactored Loads 22.55 64.03 38.34 1.00 1.o0 4.61 84.18 56.12 Load Combination ._ _� Span Max. ' " Defl Location _ in Span Load l'.omtry�A nation --u Max. "+• Defl Location In Span 1' 4.2927� 'y 9.848 - _. -O.000Q _0.000 Vertical Reactions - Untactored Support notation; Far left is #- Load Combination Support 1 Support 2 Values In KIPS �irerafl•C��fAXimum "'__w._ __.. D Only 2.781 3.007 T Lr Only 1.958 2.138 D+L+Lr 4.738 5.144 Title Block Line 1 You can changes this area using the 'Settings' menu item and then using the "Printing & Tttle Block" selection. Title Block Line 6 Steel Beam Deslan ~� Title : Job #t Dsgnr: Project Desc.: Project Notes : ile: C:1Users Aamn�VirWe Z=f-n-ne—rg NERCAIC Oats ReW 3740 aw itm;x rooec6.ecg ` ENERCALC, INC. 1883-2010, Ver. 6A.03 Description : W 12X30 UPLIFT OLEMN Vertical Reactions - Unfactored Support notation, Far left is N, Values in KIPS Load Comt�ination Support 17 support 2.. Overaff-MAXfmurh 0 Only 0.254 0.264 W Only -4.078 -4,562 .....• ..•. ...... .... e Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Design : W 12X30 _Material Properties Analysis MethofAVowabte Stress Design�� Beam Bracing Completely ilnbraced Bending Axis : Ma;or Axis Bending Load CombinatR006 iBC & ASCE 7-05 Title : Job # Dsgnr: Project Desc.: Project Notes: ik: C:tUsera%Wan•VM m-iFc; -r entMt EACALC Data FiQ%13740 sw farmer roadec6,e6e ENEACALC, INC.19&3-2010. Ver: 6.1.03 Span . 19.50 ft W 12x2$ Calculations per iBC 2006, CBC 2007,13th RISC Fy : Steel Yield 50.01 si E: Modulus: 21.,000.0 ksi i - •••••• •••• • •••• • •••• • •• ••••• • • •••••• •••• ••••• •• •• •••• •••••• APpiied Loads - Service loads entered. Load ;att If til be applied for calculationf. Beam self weight calculated and added to loads - • "' �"_` • _ -° • •:. Load for Span Number 1 Uniform Load . W--0.120 fv'1t, TrlbatM W:dth =1.0 ft, (UPL117T) Point Load W = -1.050 k CM 3.0 it, (gravity) Pont Lord : W v -1.050 k Q 6.0 ft. (gravity) Point Load: W = ;1.050 k @ 9.0 ft. (gravity) Point Load: W - • 1.050 k (cp 1;e 0 ft, (gravity) Point Load : W - -1,050 k 9 15.0 ft, (grov.ty) Point Load; W = . t 50 k @ 18.0 ft, ,gravity) DESIGN SUMMARY h.sxlmum Bonding Sires:. Ratio 0.552: 1 Maximurn Shear Stress Aat°o a Section used for this span W12X26 Section used for this span Mu : Applied 21.147 k-ft Vu : Applied Mn / Omega: Allowable 38.343 k-ft Vn/Omega : ANowabie Load Combination Location of maximum on span +D+W+H 9,068ft Load Combination Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs M.ax,mum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000in Ratio- 0<360 0.000 in Ratio = 0 <860 0.014 in Ratio ., 10A� 71 -0.260 in Ratio - 40 ) DX7 :1 w12x26 4.308 k 56,120 k +D+W+H 19.500 ft Span k 1 Maximum Forcos & Stresses for Load Corm; Load Combination Max Stress Ratios -_ Summary' of Ikom`eni Vatueo _ - ' -` ""6ummary_ of Shear Valdes Segment Length Span # M V - Mmax Mmax - Ma - Max Mnx MnxlOmega Cb4Rm va Max Vnxvnx%Omega Overall AXimum nv ope ^ - _ - - - +D Overall Maximum Deflections - Unftllctored Loads _ Load Combination Spanw Max. •-" Deft Location In Span yLoad Combination -0.0000 4.31 84.18 56.12 0.25 84.18 56.12 0.25 84.18 56.12 0.25 84.18 56.12 4.31 84.18 56,12 3.17 84.18 56.12 3.17 $4.18 56.12 2.59 84.18 56.12 Max. "+' Dell Location in Span Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Black" selection. Title Block Line 6� _ ?Steel Beam Design Description : NEW STEEL Title : Job # Dsgnr: Project Desc.: Project Notes: 1`4: C�UsersdaManiaAen-VirluallfkxumentWENCRCALC Duta' ibalezamplea.ec6 ENERCALC. WC. 1983-2010, Ver. o.1.03 ___Material Properties _ Analysis MethoAllowab:e SVe .s Des-gn � Beam Bracing Beam Is Fu' y Braced against lateral -torsion buckling Bending Axis: N.31or Axis bclr ding Load Combinat120061BC & ASCE 7-05 Calculations Per IBC 2006, CBC 2007,13th AISC Fy : Steel Yield _ 46.0 ksl M - - E: Modulus: 2.9,000.0 ksi D(U) L wE4 i) i Span - IM ft w6xe.5 • •••• • •• ••••• • •••••• •••• ••••• •• •• •••• •••••• Applied Loads � Service loads en.ared. Load F"80141 be applied'tar calculations. • Beam self weight calculated and added to loads • !• •- • • • % • Load(s) for Span Number 1 • : • • • • • Point Load: D 2,80, tr= 2.0, W -4.10 k P 1,SC0 ft. (LOADS) • •.' . • • • • • DESIGN SUMMARY Maximum Bendi:lq Stress Ratio a 0.300 : 1 Maximum Shear Stress Ratio = 0.133 : 1 Section used for this span W6X8.5 Sectlon used for this span W6X8.5 Mu : Applied 3.996 k-ft Vu : Applied 12.421 k Mn / Omega : Allowable 12.974 k-ft Vn/Omega : Allowable 18.236 k Load Combination +D+Lr+H Load Combination +0+Lr+H Location of maximum on span 1.665ft Location of maximum on span 0.000 ft. Span #where maximum occur; Span # 1 Span # where maximum occurs roan A 1 Maximum Def'ecCon Max Downward L+Lr+S Deflection 0,006 in Ratio - 3446 Max Upward L+Lr+S Deflection 0.000 in Ratio - 0 <360 Max Downward Total Deflection 0.015 in Ratio - 205 Max Upward Total Deflection -0.013 In Ratio - 2 Maximum Forces & Stresses for toad Caret Load Comtxnation MaxStresa �iatios summary of Momerrt� _ Su_mma_ry of Snear aV lues Segment Length Span 8 M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall M Wu_m_t vetape _ - - -- L - 3.33 ft 1 0.308 0.133 4,00 4.00 21.67 12.97 1.00 1.00 2.42 27.35 18.24 +DDsgn. Dsgn. L - 3.33 it 1 0.180 0.078 2.34 2.34 21.67 12.97 1.001.00 1.42 27.35 18.24 +D+L+H Dsgn. L • 3.33 ft 1 0.180 0.078 2.34 2.34 21.67 12.97 1,00 1.00 1,42 27.35 18.24 +D+Lr+H Dsgn. L - 3.33 It 1 0.308 0.133 4.00 4.00 21.67 12.97 1.00 1.00 2.42 27.35 18.24 +D+0.750Lr+0.750L+H Dsgn. L - 3.33 ft 1 0.276 0.119 3.56 3.58 21.67 12.97 1.00 1.00 2.17 27.35 18.24 +D+W+H Dsgn. L - 3.33 it 1 0.082 0,036 -1.07 1.07 21.67 12.97 1.001.00 0.65 27.35 18.24 +D+0.750Lr+0.750L+0.750W+H Dsgn. L- 3.33 It 1 0.079 0.034 1.03 1,03 21.67 12.97 1.00 1.00 0.63 27.35 18.24 +D+0.750L+0.750S+0.750W+H Dsgn. L - 3.33 it 1 0.017 0.008 -0.22 0.22 2147 12.97 1.00 1.00 0.14 27.35 18.24 +0.60D+W+H Dsgn. L - 3.33 It 1 0.154 0.067 -2.00 2.00 21.67 12.97 1.00 1.00 1.21 27.35 18.24 Overall Maximum Deflections - Unfactored Lauds Load Combination Span Max, ' ' Deft Location in Span T -` _ _ _ Load a� bination _ Max. "+" Oefi -Location in Span -- D+C+Lr 1 _&6i49 _ 1.665. O.Od00- 0.000 - Vertical Reactions - Unfactored Support notation : Far left is >y Values In KIPS Load Combination Support 1 Support 2 (5veiafi MAXfmum..--:Wi'-2:467` � --- - •- _. _ _ _ _ _ _ _._ _ D Only 1.418 1.410 Title Block Line 1 Title: Job Al You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Tile Block' selection. Title Block Line 6 __.._.._�___�....._.._._.__�._......_......�_��_._._..�.,F'a�e; Steed Bt'afY1 Design C•1UierslMar�en-VlrtuallDocumarrts'�NE�ALC'DeW—�NtiU ENERCALC.INC.1843-201 Vertical Reactions - Urtfactored Support notation : Far left is iP' Values in KIPS Load Combination � — Support 1 Support 2-- Lr Only _ _ __ _ _ 1't03_. ._ W Only -2.056 .2.044 D+L+Lr 2.421 2 407 • •••••• •••• M XLecs 6.1.03 5 Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6_ Steel Column �FdO7 C %UsoMWarten•Vi IUIL' Doc iaMS%i4 RCALC Data F,4slexemples.ec8 ENERCALC, INC. 1983-2010, Ver 8.f.03 Description : STEEL General information Steel Section Name Analysis Methc Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modul Load Combinati NSS3X3X3116 2CC61BC & ASCE 7 05 46.0 ksi L 29.000.0 ksi ABowable Stress Applied Loads Column serf weight included : 62.212 ibs ` Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft, D r 1,420, LR r 1.0 k DESIGN SUPd1I1fARY Bending dr Shear Check Results PASG Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega : Allowabk Mu-x Applied Mn-x / Omega: Allowabte Mu•y : Applied Mn-y / Omega: Allowable _Code Ref ,2006 iSC, RISC Manual 13th Edition Overall Column Height 12.0 ft Top & Bottom Fixit7op & Bottom P;rn:d Brace condition for deflection (buckling) along X-X (width) axIdnbraccd Length fcr X X Axis buckling � 12ft, K a Y-Y (depth) aftibraced Length for Y-Y Axi %try *4 �g = 12 ft, K • • pp:• • • • 000000 Service bads entered: Load Faat4rs v:lt be aledfer calo/:.atlons.000000 •••••• . . 0.1403 :1 +D+Lr+H O.0 ft 2 502 k 1IZ32 k 0.0 k-ft a.522 k-ft 0,0 k-ft 4,522 k-ft • 0000 • Maximum SERVICE Los Raecttohs 4% ..• Top along X-X • • • ..11.0 k ...... • • Bottom along X-: ; y).0 k Top along Y-Y 0 0 k ;••••• • • Bottom along W • • • 40.0 k • .... Maximum SERVICE Load Deflections ..,:.. Along Y-Y 0,0 in at 0.0ft above bas for load combination : Along X-X 0.0 in at O.Oft above base for load combination : PASS Maximum Shear Stress Rati, 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 0,0 k Vn r Omega: Allowable 00 k Load Combination Rosuits laximum Axial + Bending Stress Ratio Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location_ _._., 0.084 P - _-3_ 0.00 it _____0 000 PA--S 0 +D+I-+H O.Ob4 K"-i' i 0,00 ft 0.000 rAJJ 0.00 ft +D+Lr4H 0.140 PASS 0.00 ft 0 000 "AS$ 000 ft 4D.0.75OLr+0.750L+H 0,126 Pt,.): 0.00 ft 0.000 i'; :.; 0100 ft Maximum Reactions - Unfactored _ Note: Only non -zero reac:.bns are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base Top @ Base a Top Lr Only Maximum Deflections for Load Combinations - Untactore Load Cori binidOxi R M.ax. X-X Deflection Distance Max. Y-Y Deflection Distance W _ D Only 0.000th - -0.000 -CF601h 0.0 Lr Only 0.00001 0.000 0,001h 0.000 Steel Section Propertle HSS3X3X3!16 M Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 _ � Steel Column tam Description: STEEL GOLUM.N Steel Propertie HSS3X3XV16 _Section _ 3.u00 in i poi Web Thick = 0.000 in S xx Flange Width 3.1*30 In R xx Flange Thick . 0 187 in Area I POn In"2 I yy Weight 6.851. Pif S yy R yy Ycg = 0.000In Title : Job # Dsgnr: Project Desc.: Project Notes: = 164 1n^3 14U in _ 2 460 In44 - 1.640 in 3 = 1.140 in • . � . ...... .... ...... .... 0 a' t� wadi vk �nMrxa�wr�a NKar�16 IWO reAw six •Orr-,—w� Title Block Line 1 You can changes this area using the 'Settings' menu Item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Design Description : CHECK EXISTING F General information Material Properties f'c : Concrete 28 day strent = Fy : Rebar Yield = Ec . Concrete Elastic Mode Concrete Density = to Values Flexure • Shear = Analysts Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Fac = Min. Sliding Safety Factor = AutoCaic Footing Weight a. AutoCaic Pedestal Weight i Dimensions Width along X-X Axis Length along Z-Z = Footing Thickr Load location offset from footing cen ex: Along X-X Axis = ez : Along Z-Z Axis = Pedestal dimension: Title : Job # Dsgnr: Project Desc.: Project Notes: File: 0luseMWA1 in-V UAADocuineft\9NERCALC Oat& F1eslexampleie'c6 ENERCALC. INC. 1963-2010, Ver. 6.1.03 ed Soil Desi n Values 3.0 ksi Allowable Soil Beari 2.0 kst 60.0 ksi Increase Bearing By Footing W No 3,122,0 ksi Soil Passive Resistance (for Slic 250.0 pcf 145 U pcf Soil/Concrete Friction Coef = 0.30 0.90 0750 I b f •••• 0.00140 000180 1.50 : 1 E-60 : 1 Yea No 5A30 It 3 830 it 12.0 In 0 in 0 in px : Along X-X Axis = 0 0 in pz Along Z-Z Axis = 0.0 in Height = 0.0 In Rebar Centerline to Edge of Co at Bottom of footing = 3.0 in Reinforcing Bars along X-X , Number of B = 4.0 Reinforcing Bar Si: a # 5 Bars along Z-Z A Number of B = 4.0 Reinforcing Bar # 5 Bandwidth Distribution Check (ACI 15. Direction Requiring Closer Sep-9 Z ? Axis, # Bars required within zone 79.31'0 # Bars requ!red on each side o 20.7 •fe Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z 4 - = 1.420 t.0 = 0.0 0.0 = 00 00 0.0 00 - 0.0 0.0 = 01) 00 "creases as on noting Depth • Reference Depth below Surfs �. • • L.t, It • • • • • • . Allow. Pressure increase per foot of 0!P ksf when base footingis belov .... �, •. i:Lg It • ...... Increases based on tooting Width Allow. Pressure increase per foot q1 • • • 0 ksf ... • • • • when footing is wider than • • • •0 43 ..... ...... .... ..... _ _r__ - ....:. I� Y -60-- �0.0 O.u-_ 0.0 i 0.0k!-� 0.0 0.0 0.0 0.0 0.1,11 ksf 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k 00 0.0 00 00 0.0k C:. Title Block Line 1 Title : You can changes this area Dsgnt. Job # using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 �Y i General Footing Design iOsorsWlark %r tuafSDmc iff-rttlENEACALC Data hietlemmp"-106 .v ENERCALC, NC. 1883.2010, Ver. 6.1.03 Description: CHECK EXISTING FOOTING • DESIGN SUHAL4RY17 Min. Ratio_ item V.� -. Applied Capacity_ Governing Load Combination PA 0.1267 Soif Bearing." 0.2534 kst 2.0 ksf +D+Lr+H PASS n/a Overturning - X-) PASS n/a Overturning - Z-2 0.0 k-ft 0.0 k-ft 0.0 k-ft No Overturning f �� n/a Sliding - X-X 0.0 k 0.0 k-ft 0.0 k No Overturning PASS n/a Sliding - Z-Z PAS3 0.0 k 0.0 k No Sliding No Slidin n/a uplift PASS 0.1425 Z Flexure (+X) 0.0 k 1.368 k-ft 0.k 9.5977 k-ft g .... Uplift • .... • • • • • PASS 0.1425 Z Flexure (-X) NAB 1:368 k-ft k-ft +1.2Qp+>:60Lr+Q.SOj.• +1•�QRt1,60Lr+0.5% � • • 0.09275 X Flexure (+Z) PASS 0.09275 X Flexure (-Z) 0.5903 k-ft 0.5903 k-ft 6.364 6.364 k-ft +1s?�Qg:1i60Lr+0.50�.• • • • • • • PASS 0.07898 1-way Shear (+X 6.489 psi 6.364 k-ft 82.158 psi +1. JqQ+1.60Lr+Qv501. +1�t20D+1t60Lr+8.54L• • • • • • ' 0.07898 1=wa Shear PASS 0.04262 1-way Shear (+Z 3.502 psi 82.158 psi • • • • +1;200 :60Lr+0.50� • . 0:0 0 ®aes y ( ) 0.04262 1-wa Shear -Z N/tsa i'� 3.502 psi 82.158 psi 82.158 psi +1.'�f�+1.60Lr+0.5bL' +1�2013+1.60LrAML • • • • • ""• • 0.1318 2-way Punching 21.656 psi 164.32 psi +1:2di1+t60Lr+0.50t • 0 Detailed Rosults • _Soil 8eatfng, Rotation Axis & - Act-UST-9 ii Searing Stress ' •,�atuel /Allowable Load Combination.,. Gross Allowable Xecc Zecc • _ X-X, +D 2.0 X-X, +D+L+H 2.0 n/a +Z _+2 _ 0.0 0.2086 „0.2086 -X X Ratio_ n/a n/a C. t 17i t X-X, +O+Lr+H 2.0 X-X, +D+0.75OLr+0.750L+H 2.0 n/a rVa 0.0 0.2086 0.2086 0.0 0.2534 0.2634 n/a n/a n/a n/a U 104 Z-Z, +D 2.0 2-Z, +Q+L+H 2.0 n/a 0.0 0.0 0.2422 0.2422 n/a n/a n/a n/a n/a 0 2086 0.2086 u.1� i 0 I t)4 Z-Z, +D+Lr+H 2.0 Z-Z. +D+0.750Lr+0.750L+H 2.0 0.0 0.0 n/a n/a n/a n/a n/a n/a 0.2086 0.2086 0.2534 0.2534 0 'nil U Overturning Stability 0.0 n/a n/a n/a 0.2422 0.2422 0121 Rotation Axis 13< _ Load Combination... _ Footing Has NO Overturning Overturning Moment Resisting Moment Stability Ratio Status �� - ---- - - _ _ Sliding Stability Force Application Axis ------w -- _____,._,._.a_. ___ _ Load Combination... ^� Footing Has NO Sliding _ _ _ Sliding Force Resisting Force Sliding SafetyRatlo Status !Footing Flexuro Footing Flexure Which renslon @ Sot- _ Load Combination... __ Mu Side ? or Top ? As Req'd Gvrn. As Actual As 3hi`Mr X-X, +1.40D 0.5354 k-ft X-X, +1.40D 0.5354 k-ft +Z Bottom -Z Bottom 0.02 in2lft ACI 10.5 Status OK 0.21 in2/ft 6.364 k-ft X-X, +1.20D+0.50Lr+1.60L+l-MM999 k-ft X-X, +1.20D+0.50Lr+1.60L+1.M9g99 k-ft +Z Bottom 0.02 InVit ACI 10.5 0.02 ln2/it ACI 10.5 0.21 fn2/ft 6.364 k-ft 0.21 in2/it 6,364 k-ft OK OK X-X, +1.20D+1.6OLr+0.50L 0.5903 k-ft -Z Bottom +Z Bottom 0.02 in2/ft ACI 10.5 0.02 in2/ft ACI 10.5 0.21 1n2/ft 6,364 k-ft 0.21 in2/ft OK X-X, +1.20D+1.60Lr+0.50L 0.5903 k-ft Z-Z, +1.40D 1.241 k-ft -Z Bottom 0.02 in2ltt ACI 10.5 6.364 k-fY 0.21 in2/ft 6.364 k-ft OK OK Z-Z, +1.40D 1.241 k-ft Z-Z, +1.20D+0.50Lr+1.60L+1.6%.158 k-ft -X Bottom +X Bottom 0.04 in2ltt ACI 10.5 0.04 in2/ft ACI 10.5 0.32 in2/ft 9.597 k-ft 0.32 In2/It 9.597 k-ft OK OK Z-Z, +1.20D+0.50Lr+1.60L+1.60t.158 k-ft -X Bottom +X Bottom 0.04 in2/ft ACI 10.5 0.04 in2/tt ACI 10.5 0.32 in2/ft 9.597 k-ft OK Z-Z, +1.20D+1.60Lr+0.50L 1.368 k-ft Z-Z. +1.20D+1.6OLr+0.50L 1.368 k-ft -X Bottom 0.05 in2/ft ACI 10.5 0.32 in2tft 9.597 k-ft 0.32 in2/ft 9.597 k-ft OK OK _One Way_She_ar_ +X Bottom 0.05 in2lft ACi 10.5 0,32 in2/ft 9.597 k-ft OK _ Load Combination.. _ Vu @ -X _ Vu @ +X Vu @ •Z Vu_ @ +Z _ Vu:MBX Phi Vn Phl`Vn / Vu ~ Status +1.40D 5.885 psi +1.20D+0.50Lr+1.60L+1.60H 5.496 psi 5.885 psi 5.496 psi . 3.176 psi 3.176 psi 5.885 psi 82.158 psi 0.07163 2.966 psi 2.966 psi 5.496 82.158 OK +1.20D+160Lr+0.50L 6.489 psi 6.489 psi psi psi 0.06689 3.502 psi 3.502 psi 6.489 psi 82.158 psi 0.07898 OK OK ril Title Block Line 1 You can changes this area using the'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Design Title : Job # Dsgnr: Project Desc.: Project Notes: sariVMI -Vft allDoCummKskF-f4 iCALC Dats Rksl 6A:A W6 Punching Shear Load Combination... Vu ~~ PhNVn Vu / Phi"Vn Status +1.40D 19.643 psi 164.32osi 0.1195 CK +1.20D+0.5OLr+1.60L+1.60H 18.343 psi 164.32Dsi 0.1116 OK +1.20D+1.60Lr+O,SOL 21.656 psi 164.32psi 0.1318 CK .. . . .. . ..... .... ...... .... see .. . . .. . . ITIN Title Block Line 1 Title : Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes: Tire Block" selection. Title Block Line 6 Concrete Beam Design M CtUaasUkarterr' n rtse"� N RCAt EJ t AestSSprospect.ec8� g ENERCALC. INC.1083-2010. Ver: 5,1.03 . Description : Material Properties fc /2 3 0 ksi fr - f? 7.50= - 410.79 psi Density - 145.0 pcf lastle Modulus 3,122.0 kal Load Combinatil0011 bBC & ASCE 7-05 (L Phi Valudi lexure : 0.90 Shear: 0.750 of = 0 850 Fy - Main Reb* 60 0 ksi Fy - Stirrups. - 40.0 ksi E - Main Reba- 29,000.0 ksi E - Stirrups - 29,000.0 ksi Stirrup Bar Size # 3 Num of Bars Crossing Inclined ( = 2 Calculations per IBC 2006, CBC 2007, Act 31&45 r 4 t I I ••) q • •• • ...... sods .dose. seed•• • • • sees • •• sees• seed•• • • sees sees• •• •• sees sees•• Yr" tMl ' • � ._._.tea,..: _ •... _ ►._.... �. _ �. _ �.. � suss _ �. ... t..r..�+w,!..� �,r.u. ••►wr •.•rriwrK • see*** sees•• • • sees•. sod *na n Cross section & Reinforcing Details Rectangular Section, Width - 6.0 in, Height - 12.0 in Span #1 Reinforcing.... 245 at 1.875 in from Bottom, from 0.0 to 25.0 It in this span _ Applied Loads Load for Span Number 1 Uniform Load : D - 0.1680 klft, Tributary Width = 1.0 If Point Load: L =1.40 k C& 13.0 It Point Load : L - 1.40 k @ 19.0 It DESIGN SUMMARY Maximum Bcnding Stress Ratio 1.046 : 1 Section used for this span Typical Section Mu : Applied 26,195 k-ft Mn ' Phi: Allowable 25.034 k-ft Load Combination +D*Lr+L+1.60H Location of maximum on span 12 986ft Span # where maximum occurs Span # 1 245 at 1.875 in from Top, from 0.0 to 25.0 It In this spa Service loads entered. Load Factors will be applied for calculations. Max::rlum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.n00 in Ratio - 0 <360 0.000 in Ratio - 0 <360 2.518 in Ratio . 119 <180 0.000 in Ratio = 999 Cross Section Strength & Inertia �' i'hi'Nin�( c=tf3 Moment of Inertia 1 in^4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tenslorlcr - Top Tension Section 1^2- 05 0 d=10.125',2- #5 0 d-1.875",— B.0 25", 8t;4.00 350.57 �3W. 7� Vertical Reactions - Uniactored Support notation: Far left is # Load Combination Support 1 Support 2 tOveraliiNAXm5rn 3.108 Y8927__ D Only 2.100 2.100 D+L 3.108 3.892 D+L+S 3.108 3.892 D+L+Lr 3.108 3.892 Shear Stirrup Requirements No Stirrups Required from —(00 to— 22.85 ft along span, Condition flu << Phi1%rJ�� #3 stlmrps (2 logs) at 5.00 In o% from 22.92 to 25.00 ft along span, Condition : PhIVcl2 < Vu « PHVc Maximum Forces & Stresses for Load Combinatl Title Block Line 1 You can changes this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 _ Concrete Beam Design Title : Job # Dsgnr: Project Desc.: Project Notes: r n -t 1c L ^ 2� ± + rrM Re: C-.%Ucer�;�,1 ft-r ..-Inuaw�,ner;r.ENERCALC Data flfti 55 proijisA.' ENERCALC, INC. 1983.2010, Ver: 6.1.03 Description : BEAM DESIGN • Load Combination location (tt} lending Stress Results (k•ft _ _ Segment Length Span # in Span MU: Max PhI•Mnx Stress Ratio MAX(mum BENDINGEmnelope Span # 1 1 12.986 26.20 25.03 1.05 +1.40D Span # 1 1 12,500 18.37 25.03 0.73 +D+Lr+L+1.60N Span # 1 1 12.986 26.20 25.03 1.05 +t .20D+1.60Lr+0.50L *see Span #1 t 12.986 22.27 25.03 0.89 • � .�,� �� Overall Maximum Deflections -- Unfactored I. _ _ _ �•� • • .. .' - - - Load Combination Span Max. ' ' Dell Locatlon in Span Load Combination #Mw s•" Deft- t+tcWvin in Spaq. O+L++Lr - - - 1 2.5179 12.813 - - - -� _ •' •'' E.0000 - C .666 : - Maximum Deflections for Load Combinations - Unfactore 0000 • • Load Combination Span Max. _ Downward Defl Location in Span Max. Upward Deff LeMwen in Spa • • • • • • - n D Only 1 1.253419- 0�030 • • : • 3 000 ... • • : • •' D+L 1 2.5179 12.813 0.0000 • • • • 0.000 • . • . „ D+L+S 1 2.5179 12.813 0.0000 ***see 0.000 • D+L+Lr 1 2.5179 12.813 0.0000 • 0.000 ••••4Z* 27 to 12 7 1.2 1A MAW 2S .OA 32 AA 2.43 4.93 7.43 IM 12A3 14.1) 17A) 1!.!3 22.43 24J3 (xf o" Olt) .-.-... �.w t►rt..� Y<wr►r ._�!.� • »F.\.�.s !iw • .11+n.\ 9!, .! `41 _-......--_- T_,. »-...-.._...__.� .._._-_..-..- .._.. 2,43 4.l3 7A3 %" t2A3 14.13 11.43 19.l3 22A3 24M Otlt mm (it) N47...�... selAo C .it 'r•Itt .� �� .%:.., •f Lax a ,t to--$ I t" su....�..�_._........-_...-_...._..-- ..».......__...-�.._� 46,, it IA t4$A uw, t\N Ntug 2.444. C+.r'rtic It' ) .w M4? ... r a..v\. • . • r r • . 1•1 ► 4.1.