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RC-12-771 (2) Miami Shores village rZ 7� . i Building Department MAY 17 13 90050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY: Tel:(305)795.2204 Fax:(305)756.8972 INSPECTIO ' 5)762.4949 FBC 20 h BUILDING Permit NO-7711 PERMIT APPLICATION Master Permit No. -7 1 1 Permit Type: BUILDING ROOFING JOB ADDRESS: 10-7 -1 tie 1b S� City: Miami Shores County: Miami Dade Folio/Parcel#: Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): ��VA phone#;_(`30.0 (o j 3- y(o5� Address: 1 0-1-1 N E �j(0 City: tA(��Clu+oy-ts State: EL Zip: 913.' Tenant/Lessee Name: ` t Phone#: 3 Email: ei/t�se Peya. V�caTmaA coyK CONTRACTOR:Company Name: Cp -ez_ )?hone#. Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration# Certificate of Competency#: Pe Y Contact Phone#: Email Address: DESIGNER:Architect/Engineer:_ I= C�►�5c,1+i�AC, &Wyp . 1 yr L Phone#: Value of Work for this Permit:$ too Square/Linear Footage of Work:_t 0100 Type of Work: DAddition teratio ❑New ORepair/Repla ODemo' 'on Description of rk: 1 Color thru tile: Fees Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ 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 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 ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and 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 absence of such posted notice, the inspecti ill not be approved reinspectio�charged r Signature Signature Owner or Agent Contractor The foregoing instrument was acckn�owledg e m s The foregoing instrument was acknowledged before me this day of ,20( by �Sn— EQ�: day of ,20_,by , who is personall known to me or who has produced�l D who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: ``�► ►uuurrrp��i/ NOTARY PUBLIC: b % Sign: � Sign: Print: CD Print: h�] My Commission Expires: !. o My Commission Expires: ��lS'• � X04...: o APPROVED BY Z �-� Plans Examiner Zoning Structural Review Clerk (Revised 3/1212012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) , y Miami Shores Village UN Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: DC rit s-e- L, DATE: Z�13 ADDRESS: f 0-7-7 NE 6L6 Si S" es , R 33139 Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida,F.S 489.103(7). And I have read and understood the following disclosure statement,which entities me to work as my own contractor,I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor.You have applied for a permit under an exception to the law.The exemption allows you,as the owner of your property,to act as your own contractor even though you do not have a license.You must supervise the construction yourself.You may build or improve a one-family or two-family residence.You may also build or improve a commercial building at a cost of$25,000.00 or less(The new form states 75,000).The building must be for your own use and occupancy.It may not be built for sale or lease.If you sell or lease a building you have built yourself within one year after the construction is complete,the law will presume that you built for sale or lease,which is a violation of this exemption.You may not hire an unlicensed person as a contractor.It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances.Any person working on your building who is not licensed must work under your supervision and must be employed by you,which means that you must deduct F.I.C.A and with-holdings tax and provide workers' compensation for that employee,all as prescribed by law.Your construction must comply with all applicable laws,ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. I understand that state law requires construction to be done by a licensed contractor and have applied for an owner-builder permit under an exemption from the law.The exempfion specifies that I,as the owner of the property listed,may act as my own contractor with certain restrictions even though I do not have a license. Initial_ 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. 1 understand that,as an owner builder,I am the responsible party of record on a permit I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts. Initial 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding.I may also build or improve a commercial building if the costs do not exceed$75,000.The building or residence must be for my use or occupancy.It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease,which violates the exemption. Initial 5. 1 understand that,as the owner-builder,I must provide direct,onsite supervision of the construction. Initial— f 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence.It is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance. Initial r 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner-builder permit that erroneously implies that the property owner is providing his or her own labor and materials.I,as an owner-builder,may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner-builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done.Any person working on my building who is not licensed must work under my direct supervision and must be employed by me,which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act(FICA)and must provide workers compensation for the employee.I understand that my failure to follow these may subject to serious financial risk. Initial 9. 1 agree that,as the party legally and financially responsible for this proposed Construction activity,I will abide by all applicable laws and requirement that govern owner-builders as well as employers.I also understand that the Construction must comply with all applicable laws,ordinances,building codes, and zoning regulations. Initial 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service,the United States Small Business Administration,and the Florida Department of Revenues.I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or htto://www.mvfloddalicense.com/dbpr/pro/cilbfindex.html Initial 11. 1 am aware of,and consent to;an owner-builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: t� �� ('t�aw,c Shores , F4 ;;13g Initial_ 12. 1 agree to notify Miami Shores Village immediately of any additions,deletions,or changes to any of the information that I have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public.If you contract with a person who does not have a license,the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court.It is also important for you to understand that,If an unlicensed contractor or employee of an individual or firm is injured while working on your property,you may be held liable for damages.If you obtain an owner-builder permit and wish to hire a licensed contractor,you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. I Before a building permit can be issued,this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit.A copy of the property owner's driver license,the notarized signature of the property owner,or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this C day of rlq 20 _ ii�/AUOG'hAwas By personally known to me or who has Produced there License or VZ�16 �C 2- as identifi ation. OWNER NOt ,�' ° d G2 Consulting Group,lnc. CR'jvP v i ROBERT T. GARCIA, P.E 9725 SW 4 th TERR., Miami, Florida 33174IAY 13 PH (786)2940032, Fax(786)2940032Te Lic#51370,CA 25882 4. 9 1 1 Bll~.. E SUBJECT:Llerena Res E 10 C A 1 Miami Shores, Florida AV-q= rft IM AM lam C. UFT CALCULATION TITLE SHEET Sob Name : INSTALLATION OF NEW WINDOW/ DOOR Client : Mr. FERNANDEZ 1077 NE 96 th STREET MIAMI SHORES, FL 33138 Sob Type : RESIDENTIAL Building Code : .F.B.C.-2010-Edition Building Dept : Miami Shores The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or under my direct supervision.For the computer runs,if any,input was prepared and the output data analyzed and interpreted in the same manner prior preparation of the construction documents. Therefore, I accept professional responsibility for my interpretation of any computer outputs. t G2 Consulting Group,lnc. ROBERT T. GARCIA, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic# 51370,CA 25882 BY: RG DATE:05/13/13 SUBJECT:FERNANDEZ CHECK BY:RG DATE:05/15/13 Miami, Florida INDEX I - WIND PRESSURES (COMP& CLADD.) 2 to3 II - REINFORCED EXIST. TB 4 to 9 III- DESIGN CONN. PIPE TO WD BM 10 to 10 IV- DESIGN CONN. PIPE BASE PL 11 to 19 V- DESIGN STL SADDLE (UPLIFT) 20 to 27 VI- DESIGN STL SADDLE (GRAY) 28 to 35 r � G2 Consulting Group, Inc. Job: Fernandez ROBERT T.GARCIA, RE Sheet No:_ O of 9725 S.W.4 th TERR. Calcul by: RG Date:05/09/13 Miami, FL 33174 Check by RG Date:05/09/13 LIC#51370, CA 25882 WIND LOADS PER ASCE7-10 EXPOSURE :C Roof angle: (0 Deg.)< 0< _ (7 deg ) Roof angle: m- 0 0:= atan(slope) 0=0-deg 12 175j mph Mean hight Importance Factor I:= 1.00 a 9.5 Zg:= 900 Topographic Factor Kzt= 1.0 Velocity pressure Exposure 2 2 h a a Kz= if (h < 15ft), 2.01 151 , 2.01• 8 Kz=0.85 L - (ZgJ Zg Wind Directionality Factor Kd:= 1.0 Basic Velocity Pressure qh:= 10.00256•Kz•Kzt•Kd•(V)2•I�•psf qh=66.55•psf G2 Consulting Group, Inc. Job: Fernandez ROBERT T. GARCIA, P.E Sheet No;Ll�of 9725 S.W.4 th TERR. Calcul by: RG Date:05/09/13 Miami, FL 33174 Check by RG Date:05/09/13 LIC#51370, CA 25882 EXIST.WOOD JOISTS: wind load uplift 2"x8"Q16" zone : 1 Alj = 100ft2 Gcpi= —0.18 i i Gcp:= —1.1 + 0.100•10g Alj— Gcp =—0.9 ft2 Plj := [gh•[Gcp —(—Gcpi)] + 10psf]•0.6 Plj =—37.126•psf (net wind pressure) zone :2 A2j := 100ft2 2M�.= —0.18 G 2.500+ 0.70-log ft2 Gcp=—1.1 P2j := [gh•[Gcp—(—Gcpi)] + 10psf]•0.6 P2j =—45.1123•psf, (net wind pressure) Zone overhang 2.2 Poverhang [gh•[Gcp —(—Gcpi)] + 10psf]•0.6 Poverhang=86.6617•psf G2 Consulting Group, Inc. Job: FER NDEZ Res Robert T.Garcia, P.E Sheet No: of ph,fax:786-2940032 Calc by:RGD te:05/10/13. 9725 S.W.4 th TERR. Check by:RGDate:05/10/13 Miami, FL 33174 LIC#51370,CA 25882 , DESIGN CONCRETE BEAMS (EXISTING TB) SIZE : b:= 8in Ccover:= 2.5in wdl:= ((10.5ft•30psf+ 150pcf•8in•12in))•1.2 d:= 12in fc:= 2500psi wd=498•lbf de d—CO,,, ft wll:= ((10.5ft•30psf))•1.6 wll='504.lft Wt Wdl+ K'il wt= 1002 lbf ft Positive Bendina Moment 1 2 ,&,;= aft 8 , Mup:= wt•L M„p=8016•1bf-ft M ft := b•de2 K,:= F ft Ku= 19.185•ft s Fy := 40000psi 0.9 ( fc) — (0.f,)2—*(0.59-4)--f, Ku (200) psi f := 3000psi w:_ — Pmin 2•(0.59•�•fc) Fy w=0.051 P- w f, Pmin=5 x 10 3 F Y p=1815 x 10 3 Armin:= pm;n'b•d A,:= p.de b — —--— Asmin 04842 LA0 29•in`1 check:= if(p z p,.,"no good","ok") Asreq= if(AS<Amin,Amin,As) �eheck "ok" IA,,,.q=0.48•in red 2#5 bott r 4 G2 Consulting Group, Inc. Job: FERWDEZ Res Robert T. Garcia, P.E o- Sheet No: 2 of ph,fax:786-2940032 Calc by:RGDate:05/10/13 9725 S.W.4 th TERR. Check by:RGDate:05/10/13 Miami, FL 33174 LIC#51370,CA 25882 SHEAR STRESS L Shear(ult) Vu Wt 2 Vu=4.008•kips Ties Area as:= .11.m* 2 Steel Fes= 40000psi No of tie legs no:= 2 := 0.75 Vc:= 2•U psi•fe)•b•de Vc=8.325-kips Vc =3.122-kips de 2 Smax 2 CONTROL:= if 402 c z Vu,"ok","Stirrups are required!!"� CONTROL="Stirrups are required!!" G2 Consulting Group, Inc. Job: Femapoez RES ROBERT T. GARCIA, P.E Sheet No: of 9725 S.W.4 th TERR. Calc.by: RG Date:05/10/13 Miami, FL 33174 Check by:RG Date:05/10/13 LIC#51370,CA 25882 Phone/Fax: (786)294-0032 STEEL PLATE IN EXISTING TB Data t..:. f Iw = 730 Total load on the beam ft Lam= 8i4 span of the beam Steel section plate at bottom Lo igig t t i 4 Concrete section Material properties fy:= 36ksi Fg:= 0.6•fy Allowable tension of steel k Fs=2q 6 ks Es =29000ks Modulus of Elasticity of steel fc:= 2500psi compression stress in concrete F'c:= 0.45•fc Allowable Compression stress in concrete Ec:= 57 f c ksi Modulus of Elasticity of concrete psi LEF 2850 ks 1. Bending Moment w•L2 M:= 8 M=5840.1bf M ax Bending Moment G2 Consulting Group, Inc. Job: Feme dez RES ROBERT T.GARCIA, P.E Sheet No:_7'0f 9725 S.W.4 th TERR. Calc.by: RG Date:05/10/13 Miami, FL 33174 Check by:RG Date:05/10/13 LIC#51370, CA 25882 Phone/Fax: (786)294-0032 W 2 Max shear Transformed Area E n:= s Ratio of modulus n= 10.2 Ec be := ts•bs+ he Transformed Area n (A) = 11.434•in2 nc•hc (2 + 2 I + bs•tS•2 Yc (A)J ye=5.076.in Centroid location of Transformed Area bs•ts3 (YC– is 2 be he3 be 2 (1) := 12 + bs•ts• 2) + —.—12 + n•hc•(hc+ ts–yc) 648•in -Determine Bending Stress in each materials: fs= M •ye Actual max Bending stress in steel plate I r 1 � G2 Consulting Group, Inc. Job: Feman ez RES ROBERT T.GARCIA, P.E Sheet No: of 9725 S.W.4 th TERR. Calc.by: RG D—alFe:05/10/13 Miami, FL 33174 Check by:RG Date:05/10/13 LIC#51370,CA 25882 Phone/Fax:(786)2940032 checking:= if(f.:5 Fs,"ok" ,"not good") checking= "ok" f — M (cc+ is—yc) Actual Bending stress in masonry n rf 76 psi..: 2bJ "n .= if(fc 5 F'c,„ok" „not good") checking="ok" isplacement check 5•w•L4 Actual max displacement of the beam 384•Es•(I) j 0_0.90358.i L Allowable displacement Dallow 240 Dallow=0.4-in, he kin := if(A 5 Hallow,"ok" ,"not good") checking="ok" alculate of shear flo Q:= s c s)b s•t y -t Statics Moment Q=9.651-in 3 -Shear flow: V•Q Shear flow f�:_ (I) fv=522.lbf I 3 � I G2 Consulting Group, Inc. Job: Fern ez RES ROBERT T. GARCIA, P.E Sheet No:_�of 9725 S.W.4 th TERR. Calc.by: RG Date:05/10/13 Miami, FL 33174 Check by:RG Date:05/10/13 LIC#51370,CA 25882 Phone/Fax: (786)2940032 Using :HILTI Kwik Bolt 3 D=3/8" A- 12" 3 Diam:_ —in 8 Valiow:= 12171bf Allowable Shear Force per bolt for concrete 2500psi embedment:= 2.5in edgemin:= 3-embedment Min edge distance to the anchor for shear edgemin=7.5.in centermin:= 3-embedment Min center distance between anchors for shear centermin=7.5-in Factor of reduction b eedge:= 2 Actual edge distance eedge=4•in edge - FRedge:_ edgemin FRedge=0.533 12in FRcenter FRcenter= 1.6 No Apply center min fv Ratio:= Ratio=0.8 Vallow FRedge• ft ,USE _ STL plate_1/4" thickness w/3/8"x3" emb. Kwik Bolt 3 12"' G2 Consulting Group, Inc. Job: Fernandez ROBERT T. GARCIA, RE Sheet No:�;.dDof 9725 S.W.4 th TERR. Calcul by: RG Date:05/09/13 Miami, FL 33174 Check by RG Date:05/09/13 LIC#51370,CA 25882 CONNECTION WD BEAM AND PIPE COLUMN . CONNECTION PIPE COLUMN -SLAB DATA: Wuplift 6871bf Uplift per joist 0 6 w uplift' Wupi'ft ( @ )Because joist are 16')' 1.33ft wuplift=516.5•lbf a:= 6.375ft Tributary area for WD (Worst Condition). wup wupiift•a -Total uplift on th column : W„p 3293lbf -CONNECTION WD BEAM COLUMN : Usina steel saddle th=114" From Table 8.3B (Double Shear Three member) NDS t,:= 4.5in Thickness of WD members t,:= 4 in Thickness of steel plate(2 plates) := 0.55 SP No 2 D:= 3 in Bolt Diameter n:=2 Number of bolts 4 Zip:ZiV:= 19101bf Allowable Shear Force Perpendicular to grain Ratio:= wup Ratio=-0.862 n.Zperp control:= if(Ratio<_ 1,"ok","Not good") 1control= "ok" 5/15/13 Outputhtml r T Anchor Calculations �7 Anchor Selector(Version 4.11.0.0) Job Name : FERNANDEZ Dateffime : 5/15/2013 12:17:51 PM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR 1.771 a) Layout Anchor: 1/2" Strong-Bolt Number of Anchors : 2 Embedment Depth : 5 in Built-up Grout Pads : No Cx1 SX1 C vUa Cy2 muy Nun *V11 x by2 1 T by e "bx ex b2' Cy1 'Naa IS POSITIVE F.)R TENSIr"IN AN[,,NEC�AlIvE FOP COMPRESSION INDICATES CENTER OF TWO ANCHORS Anchor Layout Dimensions : cx1 : 20 in Cx2 20 in cy, : 20 in cy2 : 4 in bxl : 1.5 in bx2 : 1.5 in by, : 4 in file)//C:N sers/Boss/Doctmients/OutpuLhtrrd 1/9 5/15/13 Ouput" 1 i bye : 1.5 in sx1 : 9 in �N b) Base Material Concrete : Normal weight fc : 2500.0 psi Cracked Concrete : No Tc,V : 1.40 Condition : B tension and shear �Fp : 1381.3 psi Thickness, ha : 8 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 5800 lb Vuax : 0 lb Vuay : 0 lb Mux : 0 Ib*ft Muy : 0 Ib*ft ex : 0in ey : 0in Moderate/high seismic risk or intermediate/high design category: No Apply entire shear load at front row for breakout : No d)Anchor Parameters From ICC-ES ESR-1771 Anchor Model = STB50 da = 0.5 in Category= 1 hef=4.5 in hmin = 6.75 in Cac = 6.75 in Cmin =4 in smin =4 in Ductile =Yes 2) Tension Force on Each Individual Anchor Anchor#1 N ual = 2900.00 lb Anchor#2 N ua2 = 2900.00 lb Sum of Anchor Tension ENua = 5800.00 lb ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor file:///C:/Users/Bms/DocLm nts/0utWLhtml 2/9 &1&13 OuOAftrd a r Resultant shear forces in each anchor: Anchor#1 V ual = 0.00 lb (V ua1x = 0.00 lb , V ugly = 0.00 lb ) S Anchor#2 V ua2 = 0.00 lb (V ua2x = 0.00 lb , V ua2y = 0.00 lb ) Sum of Anchor Shear EVuax = 0.00 lb, EVuay = 0.00 lb e'vx = 0.00 in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 2 Nsa = 13500 lb (for each individual anchor) [ ICC-ES ESR-1771 ] � = 0.75 [D.4.4] Nsa = 10125.00 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg =ANc/ANcoTec,NTed,NTc,NTcp,NNb [Eq. D-5] Number of influencing edges = 1 hef=4.5 in ANco = 182.25 in2 [Eq. D-6] ANc = 241.88 in2 `I'ec,Nx = 1.0000 [Eq. D-9] Tec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x a)1s & y-a)as eccentricity factors.) Smallest edge distance, ca,min =4.00 in Ted,N = 0.8778 [Eq. D-10 or D-11] Tc,N = 1.4100 [Sec. D.5.2.61 Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kck f' c hef .5 = 8114.05 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 13328.00 lb [Eq. D-5] � = 0.65 [D.4.4] �Ncbg = 8663.20 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Npn = Te,pNp Npn =46001b (f'c/2,500 psi)0•5 =4600.00 lb filet//C:Users/Boss/Doe mwft/OutpuLhtrrd 3/9 5/15/13 Outputhtrrd 1 0.65 D.4.41 ONpn = 2990.00 lb (for each individual anchor) 1 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear[Sec D.6.1] VSa = 5280.00 lb (for each individual anchor) [ ICC-ES ESR 1771 ] = 0.65 [D.4.4] VSa = 3432.00 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear[Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x direction... Vcbx =Avcx/Avcox'Yed,V'Yc,V''h,V Vbx [Eq. D-21] Cal = 13.33 in (adjusted for edges per D.6.2.4) ANcx = 192.00 in2 A\cox = 800.00 in2 [Eq. D-23] Ted,v = 0.7600 [Eq. D-27 or D-28] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = ' (1.5cal /ha) = 1.5811 [Sec. D.6.2.8] Vbx = 7(le/da )0.24 daa,4 f,(Cal)l.5 [Eq. D-24] le = 4.00 in Vbx = 18263.30 lb Vcbx = 7373.98 lb [Eq. D-22] 0 = 0.70 OVcbx = 5161.79 lb (for a single anchor) In y-direction... Vcbgy =Avcy/A\,coyTec,vTed,vTc,vTh,V Vby [Eq. D-22] Cal =4.00 in Amy = 126.00 in2 A,,oy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-28] filet//CJUsers/Boss/Doe mmts/Outputhtrrd 4/9 5/15(13 Outputhtml L I Tc,V = 1.4000 [Sec. D.6.2.7] Th,V = ' (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] f Vby = 7(le/da )0.2.V d,X. fc(Ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 lb Vcbgy = 7352.37 lb [Eq. D-22] � = 0.70 Vcbgy = 5146.66 lb (for the anchor group) �Vcby = 2573.33 lb (for a single anchor- divided oVcbgy by 2) Case 2: Anchor(s)furthest from edge checked against total shear load In x direction... Vcbx =Avcx/AvcoxTed,vTc,vTh,V Vbx [Eq. D-21] cal = 13.33 in (adjusted for edges per D.6.2.4) Awx = 192.00 in2 A,mox = 800.00 in2 [Eq. D-23] Ted,V = 0.7600 [Eq. D-27 or D-28] Tc,V = 1.4000 [Sec. D.6.2.7] Th,V = ° (1.5ca1 /ha) = 1.5811 [Sec. D.6.2.8] Vbx = 7(1e/da )0.24 daX� f c(ca1)1.5 [Eq. D-24] le =4.00 in Vbx = 18263.30 lb Vcbx = 7373.98 lb [Eq. D-22] 0 = 0.70 OVcbx = 5161.79 lb (for a single anchor) In y-direction... Vcbgy =Avcy/Avcoy'I'ec,VTed,VTc,VTh,V Vby [Eq. D-22] cal =4.00 in Awy = 126.00 in2 Amoy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Eq. D-27 or D-28] Tc,V = 1.4000 [Sec. D.6.2.7] Th,V = -4 (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] file)//C:/Users/Boss/Documwb/OutpuLhtrrd 5/9 5415/13 Ou4xthtrrd t Vby = 7(1e/da )0.2 dad f c(Ca1)1.5 [Eq. D-241 G le =4.00 in Vby = 3000.97 lb Vcbgy = 7352.37 lb [Eq. D-22] � = 0.70 �Vcbgy = 5146.66 lb (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbx =Awx/Awox`yed,V`yc,V`yh,V Vbx [Eq. D-211 cal = 13.33 in (adjusted for edges per D.6.2.4) Avcx = 192.00 1n2 A\cox = 800.00 in2 [Eq. D-23] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = q (1.5ca1 /ha) = 1.5811 [Sec. D.6.2.8] Vbx = 7(le/da )0.2 4 dak, f c(ca1)1.5 [Eq. D-24] le =4.00 in Vbx = 18263.30 lb Vcbx = 9702.61 lb [Eq. D-22] Vcby = 2 *Vcbx [Sec. D.6.2.1(c)] Vcby = 19405.21 lb � = 0.70 Vcby = 13583.65 lb (for a single anchor) Check anchors at cy1 edge Vcbgy =Avoy/A\coyTec,VTed,VTc,VTh,V Vby [Eq. D-22] cal = 13.33 in (adjusted for edges per D.6.2.4) A,cy = 392.00 in2 Amoy = 800.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,V = 1.4000 [Sec. D.6.2.7] Th,V = q (1.5ca1 /ha) = 1.5811 [Sec. D.6.2.8] Vby = 7(le/da )0.2, da?,q f c(ca1)1.5 [Eq. D-24] fileJ//CJUsersBossMocumenWOutput" 6/9 5/15✓13 t OU4YAhMi le -4.00in Vby = 18263.30 lb �- Vcbgy = 19809.49 lb [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgy = 39618.98 lb � = 0.70 �Vcbgx = 27733.28 lb (for the anchor group) Check anchors at Cx2 edge Vcbx =Avcx/Avcox'I'ed,V`yc,VTh,V Vbx [Eq. D-21] Cal = 13.33 in (adjusted for edges per D.6.2.4) Awx = 192.00 in2 Awox = 800.00 in2 [Eq. D-23] Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = 4 (1.5cal /ha) = 1.5811 [Sec. D.6.2.8] Vbx = 7(le/da )0.2.V" da),4 f c(Cal)1.5 [Eq. D-24] le =4.00 in Vbx = 18263.30 lb Vcbx = 9702.61 lb [Eq. D-22] Vcby = 2 *Vcbx [Sec. D.6.2.1(c)] Vcby = 19405.21 lb � = 0.70 Vcby = 13583.65 lb (for a single anchor) Check anchors at Cy2 edge Vcbgy =Avcy/AvcoyTec,VTed,VTc,vTh,V Vby [Eq. D-22] Cal =4.00 in Avcy = 126.00 in2 Aw = 72.00 in2 [Eq. D-23] Oy Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] q`h,v = 4 (1.5cal /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/da )0.2� dad,4 f c(Cal)1.5 [Eq. D-24] filet//C:UsersA3ws/DwArwntts/OutpuLhM 7/9 5/15/13 Ou*tht d le =4.001 In Vby = 3000.97 lb Vcbgy = 7352.37 lb [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 14704.73 lb � = 0.70 OVcbgx = 10293.31 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear[Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] e'ux = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Tec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,N' = 1.0000 (Combination of x axis & y-a)as eccentricity factors) Ncbg = (ANca/AN0(Tec,N'/Tec,N)Ncbg Ncbg = 13328.00 lb (from Section (5) of calculations) ANc = 241.88 in2 (from Section (5) of calculations) ANca = 241.88 in2 (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 13328.00 lb (considering all anchors) Vcpg = 26655.99 lb 0 = 0.70 [D.4.4] OVcpg = 18659.19 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.2864 - Breakout : 0.6695 - Pullout : 0.9699 - Sideface Blowout : N/A Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : 0.0000 file)//C:/Users/Boss/Documients/Output.html M 5/15/13 Outputhiml - Sreakobt(case 3) : 0.0000 - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.97) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1/2" diameter Strong-Bolt anchor(s) with 5 in. embedment filet//C:/Users!Boss/Doamierrts/Outputhtrrd 9/9 5/15/13 SADDLE GRAY." Anchor Calculations Anchor Selector(Version 4.11.0.0) Job Name : FERNANDEZ DateMme : 5/10/2013 5:14:20 PM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR-1771 a) Layout Anchor: 1/2" Strong-Bolt Number of Anchors : 4 Embedment Depth : 5 in Built-up Grout Pads : No Cy2 _j H3 vuay by2 u N a Vax Sy1 ey e� 1 T2 Cy1 bX1 b ! 4ANCHORS "Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cxl : 20 in Cx2 20 in cy1 . 4 in cy2 :4 in bx1 : 1.5 in bx2 1.5 in by1 : 1.5 in file://2:MCTOR BRUCFJfernandez/SADDLE GRAV.hbA 1/8 5/15/13 SADDLE GRAV." i bye : 1.5 in sX, : 7.75 in sy, : 4 in b) Base Material Concrete : Normal weight fc : 2500.0 psi Cracked Concrete : No Tc,V : 1.40 Condition : A tension and shear �Fp : 1381.3 psi Thickness, ha : 8 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 0 lb Vuax : 0 lb Vuay : -2114 lb MUX : 528 Ib*ft Muy : 0 Ib*ft ex : 0in ey : 0 in Moderate/high seismic risk or intermediate/high design category: No Apply entire shear load at front row for breakout : Yes d Anchor Parameters From ICC-ES ESR 1771 Anchor Model = STB50 da = 0.5 in Category= 1 hef=4.5 in hmin = 6.75 in cac = 6.75 in cmin =4 in Smin =4 in Ductile =Yes 2) Tension Force on Each Individual Anchor Anchor#1 N ual = 0.00 lb Anchor#2 N ua2 = 0.00 lb Anchor#3 N ua3 = 641.44 lb . Anchor#4 N ua4 = 641.44 lb Sum of Anchor Tension ENua = 1282.88 lb aX = 0.00 in fileWOWTOR BRUCE/fernandez/SADDLE GRAV.h#d 26 5(15/13 f SADDLE GRAVAM ay= 1.68 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor#1 V ual = 528.50 lb (V ualx = 0.00 lb , V ualy =-528.50 lb ) Anchor#2 V ua2 = 528.50 lb (V ua2x = 0.00 lb , V ua2y = -528.50 lb ) Anchor#3 V ua3 = 528.50 lb (V ua3x = 0.00 lb , V ua3y =-528.50 lb ) Anchor#4 V ua4 = 528.50 lb (V ua4x = 0.00 lb , V ua4y = -528.50 lb ) Sum of Anchor Shear EVuax = 0.00 lb, EVuay = -2114.00 lb e'vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 2 Nsa = 13500 lb (for each individual anchor) [ ICC-ES ESR-1771 ] � = 0.75 [D.4.4] Nsa = 10125.00 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg =ANcIANco`f`ec,N"Yed,N"yc,N"ycp,NNb [Eq. D-5] Number of influencing edges = 2 hef=4.5 in ANco = 182.25 in2 [Eq. D-6] ANc = 228.44 in2 Tec,Nx = 1.0000 [Eq. D-9] Tec,Ny = 1.0000 [Eq. D-91 Tec,N = 1.0000 (Combination of x axis & y-a)as eccentricity factors.) Smallest edge distance, ca,min =4.00 in Ted,N = 0.8778 [Eq. D-10 or D-11] Tc,N = 1.4100 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kck, V c hef.5 = 8114.05 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 12587.55 lb [Eq. D-5] filet/(ZMCTOR BRUCEMernandez/SADDLE GRAV.hkH 318 5115/13 SADDLE GRAV.htrrd a j = 0.75 [D.4.4] �Ncbg = 9440.66 lb (for the anchor group) �' 6) Pullout Strength of Anchor in Tension I[Sec. D.5.3] Npn =Tc,PNP Npn =46001b (Vc/2,500 psi)0•5 =4600.00 lb � = 0.65 [D.4.4] �Npn = 2990.00 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 5280.00 lb (for each individual anchor) [ ICC-ES ESR-1771 ] = 0.65 [D.4.4] Vsa = 3432.00 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear[Sec D.6.2] Case 1: Anchor(s) closest to edge checked against total shear load In x direction... Vcbgx = Awx/AwOxTec,VTed,VTc,VTh,V Vbx [Eq. D-22] cal = 5.33 in (adjusted for edges per D.6.2.4) Awx = 96.00 in2 Avcox = 128.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 Ted,V = 0.8500 [Eq. D-27 or D-28] Tc,v = 1.4000 [Sec. D.6.2.71 Th,v = (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(1e/da )0.24 dad,4 f c(ca1)1.5 [Eq. D-24] le =4.00 in Vbx =4620.29 lb Vcbgx =4123.61 lb [Eq. D-22] � = 0.75 Vcbgx = 3092.71 lb (for the anchor group) I Iny-direction... file-WOMCTOR BRUCE/fernandeztSADDLE GRAV.htrrd 418 5/15/13 d SADDLE GRAV.html Vcbgy =Awy/AwoyTec,VTed,VTc,VTh,V Vby [Eq. D-22] cal =4.00 in Awy = 118.50 in2 Z A,Xoy = 72.00 in2 [Eq. D-23] `Yec,V = 1.0000 [Eq. D-261 Ted,V = 1.0000 [Eq. D-27 or D-28] Tc,V = 1.4000 [Sec. D.6.2.7] Th,v = 4 (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.81 Vby = 7(I,/da )0.2 daa,� f c(ca1)1.5 [Eq. D-241 le =4.00 in Vby = 3000.97 lb Vcbgy = 6914.73 lb [Eq. D-22] � = 0.75 Vcbgy = 5186.04 lb (for the anchor group) Case 2: Anchor(s)furthest from edge not checked Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx =Awx/AwoxTec,V`t`ed,VTc,VTh,V Vbx [Eq. D-22] cal = 5.33 in (adjusted for edges per D.6.2.4) Apex = 96.00 in2 AwOx = 128.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = � (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(I,/da )0.2 q dad,� f c(oa1)1.5 [Eq. D-24] le =4.00 in Vbx =4620.29 lb Vcbgx =4851.30 lb [Eq. D-22] Vcbgy = 2 *Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 9702.61 lb = 0.75 Vcbgy = 7276.96 lb (for the anchor group) file)/2:MCTOR BRUCE/fernandez/SADDLE GRAV.htrrd 5/8 5✓15✓13 r SADDLE GRAV.hM Check anchors at cy1 edge Vcbgy =A4cy/A�oy't`ec,V't`ed,Vc,V'�h,V Vby [Eq. D-22] `vim cal =4.00 in Awy = 118.50 in2 AwOy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] `Ph,V = ' (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/da )0.24 daX 4 f c(ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 Ib Vcbgy = 6914.73 Ib [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 13829.45 Ib � = 0.75 OVcbgx = 10372.09 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx =Avcx/AvcoxTec,Vq ed,V'Pc,VTh,V Vbx [Eq. D-22] cal = 5.33 in (adjusted for edges per D.6.2.4) Avcx = 96.00 in2 Avcox = 128.00 in2 [Eq. D-23] `t`ec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] `Yh,V = � (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(le/da )0.2, dad fc(ca1)1.5 [Eq. D-24] le =4.00 in Vbx =4620.29 Ib Vcbgx =4851.30 Ib [Eq. D-22] Vcbgy = 2 *Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 9702.61 Ib 0 = 0.75 fileJ/fZ:MCTOR BRUCEtWnande7JSADDLE GRAV.W d 6/8 5115/13 SADDLE GRAV.hM �Vcbgy ='7276.96 lb (for the anchor group) Check anchors at cy2 edge Vcbgy =Awy/AwoyTec,VTed,vTc,VTh,V Vby [Eq. D-22] cal =4.00 in Awy = 118.50 in2 Awoy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = 4 (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/da )0.2 4 daX Nt f c(ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 lb Vcbgy = 6914.73 lb [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 13829.45 lb � = 0.75 �Vcbgx = 10372.09 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear[Sec. D.6.3] VcP9 = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'Vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Tec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,N' = 1.0000 (Combination of x a)as & y-a)as eccentricity factors) Ncbg = (ANca/ANJ(Tec,N'/ec,N)Ncbg Ncbg = 12587.55 lb (from Section (5) of calculations) ANc = 228.44 in2 (from Section (5)of calculations) ANca = 255.00 in2 (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 14051.22 lb (considering all anchors) Vcpg = 28102.44 lb II file)/2:MCTOR BRUCE/Fernandez/SADDLE GRAVAA 7/8 5/15/13 SADDLE GRAVIMi k 0.70 JD A.4] OVCP9 = 19671.71 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0634 - Breakout : 0.1359 - Pullout : 0.2145 - Sideface Blowout : N/A Shear - Steel : 0.1540 - Breakout (case 1) : 0.4076 - Breakout (case 2) : N/A - Breakout(case 3) : 0.1453 - Pryout : 0.1075 T.Max(0.21) +V.Max(0.41) = 0.62 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 1/2" diameter Strong-Bolt anchor(s)with 5 in. embedment fileJAZAACTOR BRUCE/fernandez/SADDLE GRAV.html 8/8 &15/13 a SADDLE UP.hM Anchor Calculations Anchor Selector(Version 4.11.0.0) Job Name : FERNANDEZ Date/Time : 5/10/2013 5:09:20 PM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Code : ACI 318-08 Calculation Type :Analysis Code Report : ICC-ES ESR-1771 a) Layout Anchor: 1/2" Strong-Bolt Number of Anchors : 4 Embedment Depth : 5 in Built-up Grout Pads : No CX1 Sx1 Cx2 y2 'qua+t4 b'y2 36 MUY U UX vu ax Syl -I- Ie 1 2 Cyr by1 bx1 br2 4 ANCHORS *Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION t INDICATES CENTER OF FOUR CORNER.ANCHORS. I n h rA c o Layout Dimensions cx1 : 20 in Cx2 20 in cy, : 4 in cy2 : 4in bx1 : 1.5 in bx2 : 1.5 in by, : 1.5 in fileWMAACTOR BRUCEffernandez/SADDLE UP.htrrd 1/8 5/15113 SADDLE UP.fti t s bye : 1.5 in sx1 : 7.75 in �1 sy, : 4 in b) Base Material Concrete : Normal weight fc : 2500.0 psi Cracked Concrete : No Tc,V : 1.40 Condition : A tension and shear �Fp : 1381.3 psi Thickness, ha : 8 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 0 lb Vuax : 0 lb Vuay : 2069 lb Mux : 518 Ib*ft Muy : 0 Ib*ft ex : 0in ey : 0 in Moderate/high seismic risk or intermediate/high design category: No Apply entire shear load at front row for breakout :Yes d)Anchor Parameters From ICC-ES ESR-1771 Anchor Model = STB50 da = 0.5 in Category= 1 hef=4.5 in hmin = 6.75 in cac = 6.75 in cmin =4 in smin =4 in Duct le =Yes 2) Tension Force on Each Individual Anchor Anchor#1 N ual = 0.00 lb Anchor#2 N ua2 = 0.00 lb Anchor#3 N ua3 = 629.29 lb Anchor#4 N ua4 = 629.29 lb Sum of Anchor Tension ENua = 1258.59 lb ax = 0.00 in filet/2:MCTOR BRUCEffernandez/SADDLE UP.htrr1 M 5/15/13 , , ! SADDLE UP.hM ay 1.68 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor#1 V ua1 = 517.25 lb (V ua1x = 0.00 lb , V ualy = 517.25 lb ) Anchor#2 V ua2 = 517.25 lb (V ua2x = 0.00 lb , V ua2y = 517.25 lb ) Anchor#3 V ua3 = 517.25 lb (V ua3x = 0.00 lb , V ua3y = 517.25 lb ) Anchor#4 V ua4 = 517.25 lb (V ua4x = 0.00 lb , V ua4y = 517.25 lb ) Sum of Anchor Shear EVuax = 0.00 lb, EVuay = 2069.00 lb e'vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 2 Nsa = 13500 lb (for each individual anchor) [ ICC-ES ESR-1771 ] � = 0.75 [D.4.4] Nsa = 10125.00 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg =ANc/ANco4'ec,N'Yed,NTc,NTcp,NNb [Eq. D-5] Number of influencing edges = 2 hef=4.5 in ANco = 182.25 in2 [Eq. D-61 ANc = 228.44 in2 Tec,Nx = 1.0000 [Eq. D-9] Tec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x axis & y-a)as eccentricity factors.) Smallest edge distance, ca,min =4.00 in Ted,N = 0.8778 [Eq. D-10 or D-11] Tc,N = 1.4100 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kck-11 f' c hef1.5 = 8114.05 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 12587.55 lb [Eq. D-5] file)/2:MCTOR BRUCEffernandez/SADDLE UP.htrnl 3!8 5/15113 SADDLE UP.h" z � = 0.75 [D.4.4] �Ncbg = 9440.66 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Npn = 'Yc,pNp Np„ =46O01b (Vc/2,500 psi)0-5 =4600.00 lb � = 0.65 [D.4.4] �Np„ = 2990.00 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < O.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear[Sec D.6.1] VSa = 5280.00 lb (for each individual anchor) [ ICC-ES ESR-1771 ] = 0.65 [D.4.4] VSa = 3432.00 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear[Sec D.6.2] Case 1: Anchor(s) closest to edge checked against total shear load In x direction... Vcbgx =Awx/AvcoxTec,VTed,VTc,VTh,V Vbx [Eq. D-22] Cal = 5.33 in (adjusted for edges per D.6.2.4) A\cx = 96.00 in2 Avcox = 128.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 Ted,v = 0.8500 [Eq. D-27 or D-28] Tc,v = 1.4000 [Sec. D.6.2.71 Th,v = N1 (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(1e/da )0.2� d,X NI f c(ca1)1.5 [Eq. D-24] le =4.00in Vbx =4620.29 lb Vcbgx =4123.61 lb [Eq. D-22] � = 0.75 �Vcbgx = 3092.71 lb (for the anchor group) In y-direction... file:YZAACTOR BRUCE/fernandezISADDLE UP.htrnl 4/8 5/15/13 1 3 SADDLE UP.html Vcbgy Vby [Eq. D-22] cal =4.00 in 3-2,, A,xy = 118.50 i n2 Awoy = 72.00 in2 [Eq. D-231 Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-28] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = 1 (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/da )0.2 �' dak� f c(Ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 lb Vcbgy = 6914.73 lb [Eq. D-22] � = 0.75 �Vcbgy = 5186.04 lb (for the anchor group) Case 2: Anchor(s)furthest from edge not checked Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/AvcoxTec,vTed,VTc,VTh,V Vbx [Eq. D-22] cal = 5.33 in (adjusted for edges per D.6.2.4) Awx = 96.00 in2 ANcox = 128.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = NI (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(le/da )0.2� dadA f c(ca1)1.5 [Eq. D-24] le =4.00 in Vbx =4620.29 lb Vcbgx =4851.30 lb [Eq. D-22] Vcbgy = 2 *Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 9702.61 lb � = 0.75 Wcbgy = 7276.96 lb (for the anchor group) fileJ/2:MCTOR BRUCEffernandez/SADDLE UP.html 5J8 515113 x s SADDLE UP.Wd Check anchors at cy1 edge Vcbgy =Awy/Avcoy't`ec,V'F`ed,V c,V h,V Vby [Eq. D-22] cal =4.00 in Amy = 118.50 in2 AvCoy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,V = 1.4000 [Sec. D.6.2.7] Th,v = � (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(Ie/da )0.2 4 dad,4 fc(ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 Ib Vcbgy = 6914.73 Ib [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 13829.45 Ib 0 = 0.75 OVcbgx = 10372.09 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx =Avcx/A�coxTec,VTed,vTc,vTh,V Vbx [Eq. D-22] cal = 5.33 in (adjusted for edges per D.6.2.4) Awx = 96.00 in2 Awox = 128.00 in2 [Eq. D-23] Tec,v = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] `f`c,v = 1.4000 [Sec. D.6.2.7] Th,v = Nf (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(Ie/da )0.2.�t da)Nt fc(Ca1)1.5 [Eq. D-24] le =4.00 in Vbx =4620.29 Ib Vcbgx =4851.30 Ib [Eq. D-22] Vcbgy = 2 *Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 9702.61 Ib 0 = 0.75 fileJ/2:MCTOR BRUCEMwnandez/SADDLE UP.ht d g/g 5115/13 x , 3 y SADDLE UP.htrnl c Vcbgy = 7276.96 lb (for the anchor group) Check anchors at cy2 edge 3 Vcbgy =Avcy/A\coyTec,vTed,vTc,vTh,V Vby [Eq. D-22] cal =4.00 in Awy = 118.50 in2 A\coy = 72.00 in2 [Eq. D-23] Tec,v = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = � (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/da )0.2. dak� f c(ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 lb Vcbgy = 6914.73 lb [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 13829.45 lb � = 0.75 �Vcbgx = 10372.09 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear[Sec. D.6.3] VcP9 = kcpNcbg [Eq. D-30] kcP = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Tec,Nx = 1.0000 [Eq. D-91 (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,N'= 1.0000 (Combination of x axis & y-a)as eccentricity factors) Ncbg = (ANca/AN0(Tec,N'/Tec,N)Ncbg Ncbg = 12587.55 lb (from Section (5) of calculations) ANc = 228.44 in2 (from Section (5) of calculations) ANca = 255.00 in2 (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 14051.22 lb (considering all anchors) Vcpg = 28102.44 lb file)/2:MCTOR BRUCEMernandeztSADDLE UP.htrrd 7/8 5/15/13 t s ` SADDLE UP.h" � = 0.70 rD.4.4] t Vcpg = 19671.71 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0622 - Breakout : 0.1333 - Pullout : 0.2105 - Sideface Blowout : N/A Shear - Steel : 0.1507 - Breakout (case 1) : 0.3990 - Breakout(case 2) : N/A - Breakout(case 3) : 0.1422 - Pryout : 0.1052 T.Max(0.21) +V.Max(0.40) = 0.61 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 1/2" diameter Strong-Bolt anchor(s)with 5 in. embedment file-WOMCTOR BRUCE/fernandez/SADDLE UP.htrrd 8/8 Aralhrkhr with addldorral convgon protection.Check with Sinrpaon Sheng-Tie. _ Connector i Fasteners(Total) Allowable Tension Leads! Model Thom L C RatEerlS�diJoi tThiPaoless k� �+1 2 0 % MAY 7 201 mil(9a) 33 mil(2i19$) 43 roll(18 P) S4 rill( B-gaL, 54 UNI 05 98) 1 i' �LTS12_,.. 12 6- 0 4444 --_ LTS16 _ 43 16 10-#10 & 10 6-410 775 LTS18 418 931 18 10410 6410 6-010 LTS20 20 10-410 1 6-010 6410 775 ® MTS12 12 12410 8410 6410 ®¢ MTS1.6 16 ., 12-#10 _ _—8-f10....... 6-#10 MT818 18 { 12410 8.010 6410 995 Y MTS20 20 1 12410 "0 6410 995 416 gal 30 12. 10_- 8- 10 - 6-,#10, .._ 995' MTS24C 24 ; 12-#10 8410 1 6410 995 MTS30C 30 1124110 8410 6410 995 � HTS16 16 1 16410 i 12410 6410 1415 HTS20 _20 18410 12410 6410 1450 HTS24 68 24 18410 12-#10 6410 1450 HTS28 t14 gal 28 18-#10 12-#10 6-00 1450 HTS30 18- 10 -_t_-_12#1Q_ 6-00 _ 1450 HTS30C 30 178-+116 12-x'10 6- 10 1450 y 1. Not all fastener holes need to be filled as additional fastener holes are provided.Install fasteners symmetrically. 2. Install half of the fasteners on each end of strap to achieve full loads. 3. Ali straps except the MTS30 and HTS30 have the twist in the center of the strap. 4. Twist straps do not have to be wrapped over the truss to achieve the load. S. May be installed on the inside face of the stud. Code Reports(POFs): •next 'top uMncrne+dare IAPMO UES ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES ER HTS See specific model numbers for code listings. HTS16 -124 ESR-2613/ESR_2523` RR25489 FL104,%/FL13872 i HTS20 ER-124 ESR-2613/ESR-2523. RR26489 FL10456/FLy3872 HTS24 ES-124 ESR-2613/ESR-25M` RR25489 FL104M/ HTS28 ER-124 ES"-2 /ESR-2523` RR25489 171.10456/FL13872 HTS30 ER-124 ESR-2613/ESR-2623` RR26489 1110455 L132 HTS30C ER-124 ESR-2613/ESR_2523' RR25489 FL10456/ LF 1367 LTS See specific model numbers for code listings. LTS12 ER-124 ESR-2613/E 2 RR25718/RR25489 FLI 04 / 1 3972 LTS16 1=824 € /€3B-6 7 /RR25489 FL10456/ LTS18 ER-1244 ES.26133,/ R 2 ' ` R3?5718/RR26489 FL10466/ LTS20 ER-124 ESR- 613/ s - 2 ` HR25718/RR25i489 1FL 0 fi4 /R-13872 MTS See specific model numbers for code listings. MTS12 ER-124 R- 3/€S93523`/ S€SB RR26718/RR26489/RR259 FL10862/t MTS16 ER 124 €RS 2613/ES13-2523`/ / R�/ R Fl-1 0852/FLI 367 MTS18 ER-124 ESR-61 /ESR-26M+ RR25718/RR28489 F1.10852/FLA W72 MTS20 ER-124 ESR-2813/ESR-2523`/ESR 3096 RR25718/B ' ! 9/BED FLI 0862/R.1 3872 MTS24C ER-124 RR2-5489 FL10852/FLJ3872 MTS30 R-1 E R- /ESR-2523` RR26718/ 2614 M FL:10862/FL13872 MTS30C ER-124 RR25489 FL10852/FL13872 i www.strongtie.com LTS/MTS/HTS Twist Straps Twist straps provide a tension connection between two members.They resist uplift at the heel of a truss economically.The 31 bend section eliminates interference at the transition points between steel members. Matedal:see tabie• ,Gu •'�Y.z. RnISh'Galvanized.Some products available in stainless steel and ZhMM see Corrosion Resistance. installation:Use all specified fasteners.See General Notes. Load Table Gallery of images Code Reports Drawings Related Categories Techrilcal Bulletins Fliers Help for downloads Gallery: top roll over images below to see larger image i4 3 fi Typical MTS LTS12 MT830 NTS30 MTS30C(HT530G �}MV Installation (MTS and similar) similar) Truse to HTS 5 J q® a Steel similar) �a Studs St � aoad Table: lode report tictlnas below top See Miami Shore's Village Building bepartment 10050 N.E.2nd Avenue Miami Shores,Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 Permit No. O?A--12 _ 2;j Job Name Date 5—?-v STRUCTURAL CRITIQUE SHEET t S e Cit'D NS --4-10-C f-l-®-r d o-1.16-4--fiEp 6 1 19 OT C IF CF— -T> 6-Fl.6e-zf`® 0 -FVR- —c'2- A-- S± P,9—cal &-F— /g, �7$$o iN,! p L" n T`I w co C.4-T 1'0 to w JS 944-vW tJ &W 'PW 9U"I►v if e i Miami shores Village ,... °.°"' � �`{�� _- -�• Building Department z�N �d 10050 N.E.2nd Avenue lOR1D� Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 i CHANGE OF CONTRACTOR/ARCHITECT �'brmit N. Oker's Name-(Fe.e,S-imple Title Hol er)' 1 W� 1 �A�Cf hone#:_�� Owne s Address: 10 T � ti City: 'M� State : �Pi Zip Code: 'S 31 40b AddresS(Of where work is being done): & City: Miami Shores State:_Flodda Zip Coder Contractor's Company Name; O W h--Y" Phone#: Address: City: State: Zip Code: Qualifier's Name : Lic. Number: Architect/En sneer of Record Name: nbL'0, L 16L 42(fc— Phone#:_ ® -- 2_ 2 – 0 [ Address: 5 L'i S- S . City: U,i a /^ State: Zip Code: 33 1 � '2, Y 9 V d Describe Work. r_(_,�r"Jal I hereby certify that the work has been abandoned and/or the contractorlarchitect is unable or unwilling to complete the contract. I hold the Building Official and the Miami Shores harmless for all legal involvement. Signature ' Signature �wnerorAgent � ntr@ctororArchitect The foregoing instrument was aknowledg ore me The foregoing instrument was aknowiedged before me this day of` -200�by ' z--this day of .20 by W is personally known t e or who has produced who is personally known to me or who has produced iron. as indentification. Notary pu c: 6 016 _ Notiryfublic: Sign: = Sign: `P � EE1130 �' Q, o Seal: . °'••• .5g Seal:••eo ��ir��0F�F i 7012 3Q5D [� ❑1 3244 8657 v'C z a i4 of I a. i .� b o }( 15 M • o �e twl �a � � � • rt Ea 'Q a rr ` Pala oy: Debit Card $6. 1 Account #: XXXXXXXXXXXX2916 Approval #: 827614 Transaction #: 62 23 903520633 Receipt#: 004400 @@ For tracking or inquiries go to USPS.com or call 1-800-222-1811. Order stamps at Usps.com/shop or call 1-800-Stamp24. Go to usps.com/clicknship to print shipping labels with postage. For other information call 1-800-ASK-USPS. Get your mail when and where you want it with a secure Post Office Box. Sign up for a box online at usps.com/poboxes. Bill#: 1000403195851 Clerk: 06 All sales final on stamps and postage Refunds for guaranteed services only Thank you for your business HELP US SERVE YOU BETTER Go to: https://POstalexperience.com/Pos TELL US ABOUT YOUR RECENT POSTAL EXPERIENCE w*****,**,,*YOUR*OPINION*,COUNTS ,*� Customer Copy 4 English Customer Service USPS Mobile Register/Sign In �, � ` Search U$PS.com or Track Packages Quick hi Send Mall Manage Yow Mall Shop Susiness SOM10"Is Track & Confirm GET EMAIL UPDATES §3Pe NT UFTAHW 9 YOUR LABEL NUMBER SERVICE ST R ITEM DATE&TIME LOCATION FEATURES R 0:;*=f% >' First-Class Maim' Delivered 'June 21,2013,4:49 pm MIAMI,FL 33175 Expected Delivery By: June 21,2013 Certified Mail- Return Receipt Processed at USPS June 21,2013,1:22 am MIAMI,FL 33152 Origin Sort Facility Depart USPS Sort June 20,2013 MIAMI,FL 33152 Facility Processed at USPS June 20,2013,9:09 pm MIAMI,FL 33152 Origin Sort Facility Dispatched to Sort June 20,2013,5:35 pm ;MIAMI,FL 33153 Facility Acceptance June 20,2013,3:48 pm MIAMI,FL 33153 Check on Another Item What's your label(or receipt)number? Find LEGAL ON USPS.COM ON ABOUT.USPS.COM OTHER USPS SITES Privacy Policy> Government Services> About USPS Home> Business Customer Gateway> Terms of Use) Buy Stamps&Shop) Newsroom> Postal Inspectors> FOIA> Print a Label with Postage> Mail Service Updates> Inspector General> No FEAR Act EEO Data> Customer Service> Forms&Publications> Postal Explorer) Delivering Solutions to the Last Mile) Careers> Site Index, June 21, 2013 i Mr. Carlos A. Marti Architect 13660 sw 32nd St Miami, FL 33175 Re: change of contractor and architect at 1077 ne 96 st Miami Shores, FL 33138 (the "Property") Mr. Marti This letter serves to inform you that since March 2013, Saad Homes is no longer the contractor at the Property. Saad Homes ran out of time as per a signed remodel agreement and extension to the same. Likewise with you, being bound by your agreement with Saad Homes and due to your unwillingness to work with me, you cannot be the architect and have therefore been replaced. Thank you for your attention on this matter. Denise Fernandez Owner 1077 ne 96 at Miami Shores, FL 33138 gOREy �'ix 9 Z Miami shores Village ` C.�3a Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138Ni�s Tel: (305) 795.2204 L0RTpA Fax: (305) 756.8972 May 21, 2013 Permit No: RC13-771 Building Critiaue Review 1) The plans submitted are not from the engineer of record. Provide a change of engineer. This is not an as built situation. This is a permit for the work proposed. If the new engineer is going to take over the job then all work must be detailed on his plans including the finishes, electrical, plumbing, ect. The EC shown are not existing columns but new column under this permit. The architectural plans will be required as well. The bathroom is not shown. Please meet with the building official to discuss this process. Norman Bruhn CBO 305-762-4859 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Avallahle with addlU&I cam: ki prolestion. ChW with Shpson Shang•Flo. Connector I Fasteners(Total) Allowable Tension Loads - material LL-- - ------ _. _ -- —- 9 Model �Tbl L RafteriSlud/Jotst Thickness 33 mil gs� 43 trill t6 MAY R0' ; mil(ga) ! 33 mil(20 9a) 43 mil(18 ga) 54 mil(16 ga) 64 mfl(t pa) LTS12 _ 12 _ 10410 6-410 6410 775______-- LTS16 43 16 10410 1 6-#10 775 ' nn LTS18 118 ga) 18 10-#10 6-010 6410 775 LTS20 20 10410 6-410 6410 775 MTS12 + 12 12410 8410 6•#10 995 m 6 16_ _ ,1_2-P0 $1#10- 6410 - 995 N4TS18 i 18 12410 8410 6410 995 -u MTS20 ' _ � 20 12-#10 8-#10 6-#10 995 �'p�MTS30_ 116ga) 30_ 12410 841-0-- - 6410 _ 995 MTS24C 24 12410 8410 6410 995 MTS30C 30 12410 8410 6410 995 HTS16 16 16410 12410 6410 1415 ® HTS20 20 18410 12410 6410 1450 HTS24 68 24 18-+410 12-+410 6-#10 1450 HTS28 114 gal 28 18•x410 12-#10 6-#10 1450 HTS30 - 30_ 18#10- 12-#10 6-#10 1450 HTS30C , 30 18-#10 12#10 6 410 --- - - 1456- �- - 1. Not all fastener holes need to be filled as additional fastener holes are provided.Install fasteners symmetrically. 2. Install half of the fasteners on each end of strap to achieve full loads. 3. All straps except the MTS30 and HTS30 have the twist In the center of the strap. 4. Twist straps do not have to be wrapped over the truss to achieve the load. 5. Maybe installed on the inside face of the stud. Code Reports(PDFs): .next .top LEWCYREPORTS IAPMO UES ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER [CC-ES ER ICC-ES ES ER HTS See specific model numbers for code listings. HTS16 ER-124 ESR-2613/ESR-2523* RR 25489 1FL 0456/FL13872 HTS20 R-124 ESR-2613/ESR-2523* RR25489 FL10456/ILl 3IT72 HTS24 ER-124 ESR-2613/ESR-2523* RR25489 FL10456/FL13872 HTS28 ER-124 ESR-2613/ESR-2523* RR25489 FL10456 1 FL13872 HTS30 ER-124 ESR-2613/ SE R-2523* RR25489 FL10466/FL13872 HTS30C ER-124 ESR-2613/ S -25 3* RR25489 FL10456/EL13872 LTS See specific model numbers for code listings. LTS12 ER-124 ESR-2613/ESR-2523* RR25718/RR25489 FL_10456/FL13872 LTS16 ER-124 E R-2613/ESR-2523* RR25718/RR25489 FL10456/FL13872 LTS18 ER-124 ESR-2613/ESR-2523* RR25718/RR25489 FL10456/FL13872 LTS20 R-124 ESR-2613/ESR-2523* RR25718/ R254 9 1FL 0456/FL13872 MTS See specific model numbers for code listings. MTS12 ER-124 ESR-2613/ESR-2523*/ SR-30 RR25718/RR25489/ 10 FL10862/FL13872 MTS16 R-124 ESR-2613/ESR-2523*/ SE R-3096 RR25718/RR25489/ R2591 FL10852/FL_13873 MTS18 ER-124 E -2 1 /ESR-2523* RR 25718/RR25489 FL.10862/FL1387?_ MTS20 ER-124 ESR-2613/ESR-2523*/ESR-3096 RR25718/RR25489/ 259 0 EL10852/FL13872 MTS24C ER-124 RR 25489 FL10852/FL13872 MT830 ER-124 ESR-2 1 /ESR-2523* RR25718/RR25489 1FL 0852/FL13872 MTS30C ER-124 RR25489 FL10852/FL13872 www.strongtie.com LTS/MTS/HTS Twist Straps Twist straps provide a tension connection between two members.They resist uplift at the heel of a truss economically.The 3° bend section eliminates interference at the transition points between steel members. Material:see Finish:Galvanized.Some products available in stainless steel and ZMAX®:see Corrosion Resistance. Installation:use all specified fasteners.See General Notes. Load Table Gallery of Images Code Reports Drawings Related Categories Technical Bulletins Filers Help for downloads Galle top roll over images below to see larger image Typical MTS L7812 MTS30 NTS30 MTS30C NTS30C Installation (MTS and similar) similar) Truss to HTS ! steel similar) Studs Load Table: See code report listing§below top G2 Consulting Group,lnc. ROBERT T. GARCIA, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax(786)2940032 'TV-7 . P' Lic#51370,CA 25882 MAY 17 2013 ! BY- BY: RG DATE:5/13/13 SUBJECT:Llerena Res SHEET 1 OF 35 , CHECK BY:RG DATE5/1 3K liami Shores, Florida z. Y FIEID CALCULATION TITLE SHE �J 3 R Job Name : INSTALLATION OF NEW WINDOW/ DOOR Client : Mr. FERNANDEZ 1077 NE 96 th STREET MIAMI SHORES, FL 33138 Job Type : RESIDENTIAL Building Code : .F.B.C.-2010-Edition -Building Dept : Miami Shores The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or under my direct supervision.For the computer runs,if any,input was prepared and the output data analyzed and interpreted in the same manner prior preparation of the construction documents. Therefore, I accept professional responsibility for my interpretation of any computer outputs. t { r G2 Consulting Group,lnc. ROBERT T. GARCIA, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic # 51370,CA 25882 BY: RG DATE:05/13/13 SUBJECT:FERNANDEZ CHECK BY:RG DATE:05/15/13 Miami, Florida INDEX I - WIND PRESSURES (COMP& CLADD.) 2 to3 II - REINFORCED EXIST. TB 4 to 9 III- DESIGN CONN. PIPE TO WD BM 10 to 10 IV- DESIGN CONN. PIPE BASE PL 11 to 19 V- DESIGN STL SADDLE (UPLIFT) 20 to 27 VI- DESIGN STL SADDLE (GRAV) 28 to 35 Y ,[ G2 Consulting Group, Inc. Job: Fernandez ROBERT T. GARCIA, RE Sheet No:�_of 9725 S.W.4 th TERR. Calcul by: RG Date:05/09/13 Miami, FL 33174 Check by RG Date:05/09/13 LIC#51370, CA 25882 WIND LOADS PER ASCE7-10 EXPOSURE :C Roof angle: (0 Deg.)< 0< _ (7 deg) Roof angle: 0:= atan(slope) 0=0-deg 12 v 1751 mph Mean hight h 150 Importance Factor 1:= 1.00 a.:= 9.5 zg:= 900 Topographic Factor Kzt:= 1.0 Velocity pressure Exposure 2 2 h a, a 15 Kz:= if (h < 15ft), 2.01•�Zgl 2.01• Kz=0.85 JJ g Wind Directionality Factor Kd:= 1.0 Basic Velocity Pressure qh= 10.00256•Kz•Kzt•Kd•(V)2•I�•psf qh=66.55•psf L .I T sr G2 Consulting Group, Inc. Job:femandez ROBERT T.GARCIA, P.E Sheet No: P of 9725 S.W.4 th TERR. Calcul by: RG Date:05/09/13 Miami, FL 33174 Check by RG Date:05/09/13 LIC#51370,CA 25882 EXIST.WOOD JOISTS: wind load uplift 2"WVD-16" zone : 1 Alj := 100ft2 Gcpi:_ —0.18 Gc 1.1 + 0.100•lo Alj ft P 1 :_ [gh•[Gcp—(—Gcpi)] + IOpsf]•0.6 Pul=—37.126•psf (net wind pressure) zone :2 A2j := 100ft2 = —0.18 _ —2.500+ 0.70•log A2j ft2 Gcp=—1.1 P2j :_ [gh•[Gcp —(—Gcpi)] + 10psf]•0.6 P2j =—45.1123•psf (net wind pressure) Zone overhang : = 2.2 Poverhang [gh•[Gcp —(—Gcpi)] + 10psf]•0.6 Poverhang=86.6617•psf G2 Consulting Group, Inc. Job: FERNANDEZ Res Robert T. Garcia,P.E Sheet No: of ph,fax:786-2940032 Calc by:RG ate:05/10/13 9725 S.W.4 th TERR. Check by:RGDate:05/10/13 Miami, FL 33174 LIC#51370,CA 25882 DESIGN CONCRETE BEAMS (EXISTING TB) SIZE : b:= 8in COQ,„ := 2.5in wdl:= ((10.5fft•30psf+ 150pcf•8in•12in))•1.2 d:= 12in f,:= 2500psi wd,=498.11bf de:= d—CO,, _ft wll:= ((10.5ft•30psf))•1.6 wti= 1bf wt:= wdl+wit wt= 1002 ft•1bf Positive Bendlina Moment 1 2 ,�= Sft 8 Mup:= wt•L M„p=8016.1bf-ft F:= b•de2 Ku= M np ft Ku= 19.185A!—Ps Fy:= 40000psi F•ft ft-ft 0.9 (c)•f,) - (4)•f,)2- P 4•(0.59•0•f� w= ) Ki, (200) si '_ 2•(0.59•c�•f,) min —— psi 300 F _ _.. y 'Pmax: 0.010, w=0.051 ”— P fc w'F Pmin=5 x 10—3 y p=3.815 x 10 3 Asmin:= Pn,;II b•d As P de b A$ ` -0.48•in� AS= 029 - check:= if(p z per,"no good","ok") Asreq if(AS<Armin Armin As) check='bk" A =0.48•in sed 2#5 boat r � G2 Consulting Group, Inc. Job: FER DEZ Res Robert T.Garcia, RE Sheet No.---9 of ph,fax:786-2940032 Calc by:RGDate:05/10/13 9725 S.W.4 th TERR. Check by:BQDate:05/10/13 Miami, FL 33174 LIC#51370,CA 25882 SHEAR STRESS Shear ult Vu:= wt-L ( ) 2 Vu=4.008•kips Ties Area as:= .11 in 2 Steel F-= 40000psi No of tie legs no:= 2 0.75 VC:= 2•Q psi•f1')•b•de Vc=8.325-kips 4)2 ._c =3.122-kips de 2 CONTROL:= if O2 c ;-> !! Vu,"ok","Stirrups are required " CONTROL="Stirrups are required!!" r s G2 Consulting Group, Inc. Job: Fergandez RES ROBERT T. GARCIA,P.E Sheet No: !: of 9725 S.W.4 th TERR. Calc.by: RG Dat* 05/10/13 Miami, FL 33174 Check by:RG Date:05/10/13 LIC#51370, CA 25882 Phone/Fax: (786)2940032 STEEL PLATE IN EXISTING TB Data r-- T X30 Ibf Total load on the beam span of the beam Steel section plate at bottom s, t� 1 i Concrete section Material properties fy:= 36ksi FS:= 0.6•fy Allowable tension of steel [Fs 21.6 ks, ES z9000ks Modulus of Elasticity of steel fc:= 2500psi compression stress in concrete F'c:= 0.45•fc Allowable Compression stress in concrete f Ec:= 57 c ksi Modulus of Elasticity of concrete psi C 28 0 Ics 1. Bending Moment W•L2 M: 8 k;:1 Ibf Max Bending Moment r t G2 Consulting Group, Inc. Job: Fernandez RES ROBERT T.GARCIA, P.E Sheet No:_- of 9725 S.W.4 th TERR. Calc. by: RG Date:05/10/13 Miami, FL 33174 Check by:RG Date:05/10/13 LIC#51370, CA 25882 Phone/Fax: (786)2940032 V:= W.L Max shear NW 2 I, V=2920 lbf Transformed Area : E n:= s Ratio of modulus n= 10.2 E c b c UA := ts•bs+ •hc Transformed Area n i (A) = 11.434•in2 ts bc r hcI 2c + 2) + bs•ts•2 Yc (A) yc=5.076.in Centroid location of Transformed Area bs•ts3 r is 2 be hc3 be 2 (I) := 12 + bs is I yc–2 J + _.—2 + n•hc (hc+ is–yc) (1) =648 in -Determine Bending Stress in each materials: fs:= M .yc Actual max Bending stress in steel plate (I) L®0 549 ks�i 1 � G2 Consulting Group, Inc. Job: Femandez RES ROBERT T.GARCIA, P.E Sheet No: !�of 9725 S.W.4 th TERR. Calc.by: RG Date:05/10/13 Miami, FL 33174 Check by:RG Date:05/10/13 LIC'#51370,CA 25882 Phdne/Fax: (786)2940032 I checking:= i f s S F s,"ok" "not good") che4 ing- "ok" M (hc+ is—yc) Actual Bending stress in masonry ' (1) n :f zt!7 76 p,s ANON"n � c<_ is,n " 'n good" i g= "ok" .— If f F ok not ood Check 1 splacement check 5 w.L4 Actual max displacement of the beam 384•Es•(I) Yl :R 0.00358•i L Allowable displacement Hallow 240 '[A 0.4.in n := if(A<_Dallow,"ok" ,"not good" ch��cking= "ok" r,plculate of shear flo Q:= bs•ts•(yc-ts) Statics Moment Q=9.651-in 3 -Shear flow: V•Q Shear flow fv (1) �V=522•IIbf ft Y t t F G2 Consulting Group, Inc. Job: Fernandez RES ROBERT T.GARCIA, P.E Sheet No:__�__of 9725 S.W.4 th TERR. Calc. by: RG Date:05 110/13 Miami, FL 33174 Check by:RG Date:05/10/13 LIC#51370, CA 25882 Phone/Fax: (786)2940032 Using MILTI Kwik Bolt 3 D=318" 012" , Diam:_ 3 3 in 8 Vallow 12171bf Allowable Shear Force per bolt for concrete 2500psi embedment:= 2.5in edgemin:= 3-embedment Min edge distance to the anchor for shear edgemin=7.5-in centermin:= 3-embedment Min center distance between anchors for shear centermin=7.5-in Factor of reduction b eedge:= 2 Actual edge distance eegge=4•in sedge FRedge ed a FRedge=0.533 9 min 12in FRcenter FRcenter= 1.6 No Apply center min fv Ratio:= Ratio=0.8 vallow FRedge• ft USE : STL plate 1/4" thickl ess w/3/8"x3" Omb Kwik Bolt 3 @ 12" � 3 4 G2 Consulting Group, Inc.. Job: Fernandez ROBERT T.GARCIA, RE Sheet No:__Jbof 9725 S.W.4 th TERR. Calcul by: RG Date:05/09/13 Miami, FL 33174 Check by RG Date:05/09/13 LIC#51370,CA 25882 CONNECTION WD BEAM AND PIPE COLUMN . CONNECTION PIPE COLUMN -SLAB DATA: Wuplift 6871bf Uplift per joist a 0 wuplift- Wuplift 1.33ft (Because joist are @ 16)' Wuplift=516.5•lbf a:= 6.375ft Tributary area for WD (Worst Condition) Wup:= Wuplift.a -Total uplift on th column : Wup=32931bf -CONNECTION WD BEAM COLUMN : Using steel saddle th=1/4" From Table 8.3B (Double Shear Three member) NDS t,:= 4.5in Thickness of WD members is 4 in Thickness of steel plate (2 plates) := 0.55 SP No 2 D:= 3 in Bolt Diameter n:= 2 Number of bolts 4 ZPMP:= 19101bf Allowable Shear Force Perpendicular to grain Ratio:= Wup Ratio=0.862 n•Zp,p control:= if(Ratio<_ 1,"ok","Not good") 1control W03 r , Outputh" c Anchor Calculations Anchor Selector(Version 4.11.0.0) Job Name : FERNANDEZ DateMme : 5/15/2013 12:17:51 PM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR 1771 a) Layout Anchor: 1/2" Strong-Bolt Number of Anchors : 2 Embedment Depth : 5 in Built-up Grout Pads : No Cx1 SXT Cx2 vUaY Cy2 M.Uv Nua Mux by2 Vlt 3 by1 -bxI "ex "bx Cy1 'Nua IS POSITIVE OR TENSION AND NEGATIVE S=OP COMPRESSION INDICATES CENTER OF TIfeO ANCHORS Anchor Layout Dimensions : cxl : 20 in Cx2 : 20 in cy, : 20 in cy2 : 4 in bxl : 1.5 in bx2 : 1.5 in by, : 4 in fileJ//CJUsersBoss/Documents/OuoAhhrd 1/9 5/15/13 T OulputhbTd I t bye : 1.5 in 3 sx1 : 9 in b) Base Material Concrete : Normal weight fc : 2500.0 psi Cracked Concrete : No Tc,V : 1.40 Condition : B tension and shear c Fp : 1381.3 psi Thickness, ha : 8 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 5800 lb Vuax : 0 lb Vuay : 0 lb Mux : 0 Ib*ft Muy : 0 Ib*ft ex : 0in ey : 0 in Moderate/high seismic risk or intermediate/high design category: No Apply entire shear load at front row for breakout : No d)Anchor Parameters From ICC-ES ESR 1771 Anchor Model = STB50 da = 0.5 in Category= 1 hef=4.5 in hmin = 6.75 in cac = 6.75 in cmin =4 in smin =4 in D ucti le =Yes 2)Tension Force on Each Individual Anchor Anchor#1 N ual = 2900.00 lb Anchor#2 N ua2 = 2900.00 lb Sum of Anchor Tension ENua = 5800.00 lb ax = 0.00 in ay = 0.00 in elNx = 0.00 in eINy = 0.00 in 3) Shear Force on Each Individual Anchor filet//C:Users/Boss/Documen s/OutputhtH 2/9 5/15/13 Outputh" Resultant shear forces in each anchor: Anchor#1 V ual = 0.00 lb (V ua1x = 0.00 lb , V ugly = 0.00 lb ) Anchor#2 V 0.00 lb = 0.00 lb , V 0.00 lb ) ua2 = N ua2x — ua2y Sum of Anchor Shear EVuax = 0.00 lb, EVuay = 0.00 lb e'ux = O.00in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 2 Nsa = 13500 lb (for each individual anchor) [ ICC-ES ESR-1771 ] � = 0.75 [D.4.4] ONsa = 10125.00 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg =ANc/ANco'yec,N''ed,N4'c,Nl'cp,NNb [Eq. D-5] Number of influencing edges = 1 hef=4.5 in ANco = 182.25 in2 [Eq. D-6] ANA = 241.88 in2 Tec,Nx = 1.0000 [Eq. D-9] Tec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x axis & y-a)as eccentricity factors.) Smallest edge distance, ca,min =4.00 in Ted,N = 0.8778 [Eq. D-10 or D-11] Tc,N = 1.4100 [Sec. D.5.2.61 Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kcX4 f' c hef -5 = 8114.05 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 13328.00 lb [Eq. D-5] = 0.65 [D.4.4] �Ncbg = 8663.20 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Npn =TC,PNP Npn =46O01b (f'c/2,500 psi)0•5 =4600.00 lb fiieJ//C:Nsers/Boss/Docwro is/Output.htrrd W9 5/1513 r A Outputh" `� = O.65 [D.4.4] �Np„ = 2990.00 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] VSa = 5280.00 lb (for each individual anchor) [ ICC-ES ESR-1771 ] = 0.65 [D.4.4] VSa = 3432.00 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear[Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x-direction... Vcbx =Avcx/AwOxTed,vTc,vTh,V Vbx [Eq. D-21] Cal = 13.33 in (adjusted for edges per D.6.2.4) Avcx = 192.00 in2 Avcox = 800.00 in2 [Eq. D-23]. Ted,V = 0.7600 [Eq. D-27 or D-28] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = � (1.5cal /ha) = 1.5811 [Sec. D.6.2.8] Vbx = 7(le/da )0.2� dak q f c(cal)1.5 [Eq. D-24] le =4.00 in Vbx = 18263.30 lb Vcbx = 7373.98 lb [Eq. D-22] 0 = 0.70 OVcbx = 5161.79 lb (for a single anchor) In y-direction... Vcbgy = Avcy/AvcoyTec,vTed,vTc'vTh,V Vby [Eq. D-22] Cal =4.00 in A,my = 126.00 in2 Avcoy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Eq. D-27 or D-28] file✓//C:/Users/Boss/Doctm w is/Outputhtml 4/9 5/15/13 Outputh" x TC,v = 1.4000 [Sec. D.6.2.7] Th,V = ' (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] l �i Vby = 7(le/da )0.2 4 dadA f`c(ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 lb Vcbgy = 7352.37 lb [Eq. D-22] � = 0.70 �Vcbgy = 5146.66 lb (for the anchor group) �Vcby = 2573.33 lb (for a single anchor-divided OVcbgy by 2) Case 2: Anchor(s)furthest from edge checked against total shear load In x direction... Vcbx =Avcx/AvcoxTed,vTc,vTh,V Vbx [Eq. D-21] cal = 13.33 in (adjusted for edges per D.6.2.4) Awx = 192.00 in2 AWox = 800.00 in2 [Eq. D-23] Ted,V = 0.7600 [Eq. D-27 or D-28] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = � (1.5ca1 /ha) = 1.5811 [Sec. D.6.2.8] Vbx = 7(Ie/da )0.2. da),q tic(ca1)1.5 [Eq. D-24] le =4.00 in Vbx = 18263.30 lb Vcbx = 7373.98 lb [Eq. D-22] � = 0.70 �Vcbx = 5161.79 lb (for a single anchor) In y-direction... Vcb9Y - Avcy/AvcoyTec,vTed,vTc,vTh,V Vby [Eq. D-22] cal = 4.00 in Awy = 126.00 in2 AWoy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 Ted,v = 1.0000 [Eq. D-27 or D-28] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = ' (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] file:///C:Nsers/Ebss/[)ocwro is/OutpuLhtrrd 5/9 5415/13 0 1 Outputh" Vby = �(le/da )0.2, d,k, f c(ca1)1.5 [Eq. D-24] le=4.00 in f Vby = 3000.97 lb Vcbgy = 7352.37 lb [Eq. D-22] � = 0.70 c Vcbgy = 5146.66 lb (for the enti re anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbx =Awx/A%cox`t`ed,V'yc,Vtyh,V Vbx [Eq. D-21] cal = 13.33 in (adjusted for edges per D.6.2.4) Avcx = 192.00 in2 AwOx = 800.00 in2 [Eq. D-23] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] 'Ph,V = NI (1.5ca1 /ha) = 1.5811 [Sec. D.6.2.8] Vbx = 7(le/da )0.2. daX N1 f c(ca1)1.5 [Eq. D-24] le =4.00 in Vbx = 18263.30 lb Vcbx = 9702.61 lb [Eq. D-22] Vcby = 2 *Vcbx [Sec. D.6.2.1(c)] Vcby = 19405.21 lb � = 0.70 �Vcby = 13583.65 lb (for a single anchor) Check anchors at cy1 edge Vcbgy =Agcy/Avcoy`I`ec,VTed,VTc,VTh,V Vby [Eq. D-22] cal = 13.33 in (adjusted for edges per D.6.2.4) Agcy = 392.00 in2 AwOy = 800.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 Ted,V = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = ' (1.5ca1 /ha) = 1.5811 [Sec. D.6.2.8] Vby = 7(le/da )0.2. da,,� f c(ca1)1.5 [Eq. D-24] fileJdC:/Users/Boss/Doamients/Output.hM 6/9 5115/13 , Outputhtrrtl to =4.00 in Vby = 18263.30 lb Vcbgy = 19809.49 lb [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 39618.98 lb � = 0.70 Wcbgx = 27733.28 lb (for the anchor group) Check anchors at cx2 edge Vcbx =A\cx/A\cox'Yed,V'I'c,V'yh,V Vbx [Eq. D-21] cal = 13.33 in (adjusted for edges per D.6.2.4) A\cx = 192.00 in2 A\Ocox = 800.00 in2 [Eq. D-23] Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.71 Th,V = 4 (1.5ca1 /ha) = 1.5811 [Sec. D.6.2.8] Vbx = 7(le/da )0.2. dad,� f c(ca1)1.5 [Eq. D-24] le =4.00in Vbx = 18263.30 lb Vcbx = 9702.61 lb [Eq. D-22] Vcby = 2 *Vcbx [Sec. D.6.2.1(c)] Vcby = 19405.21 lb � = 0.70 c Vcby = 13583.65 lb (for a single anchor) Check anchors at cy2 edge Vcbgy =Avcy/A\OcoyTec,vTed,VTc,VTh,V Vby [Eq. D-22] cal =4.00 in Awy = 126.00 in2 A,,coy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = ' (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/da )0.21 dak� f c(ca1)1.5 [Eq. D-24] filet//CJUsers/Bms/Documen s/OutpuLWH 7/9 5/15/13 Outputh" le =4.00 in Vby = 3000.97 lb Vcbgy = 7352.37 lb [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 14704.73 lb � = 0.70 OVcbgx = 10293.31 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear[Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) elVy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Tec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `Yec,N'= 1.0000 (Combination of x axis & y-a)as eccentri city factors) Ncbg = (ANca/ANJ(Tec,N'/T ec,N)Ncbg Ncbg = 13328.00 lb (from Section (5) of calculations) ANc = 241.88 in2 (from Section (5) of calculations) ANca = 241.88 in2 (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 13328.00 lb (considering all anchors) Vcpg = 26655.99 lb 0 = 0.70 [D.4.4] OVcpg = 18659.19 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.2864 - Breakout : 0.6695 - Pullout : 0.9699 - Sideface Blowout : N/A Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : 0.0000 filet//CJUsers/Boss/Documents/Outputhhrd 819 5/15/13 OutputhtrN i BreaRout(case 3) : 0.0000 - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.97) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1/2" diameter Strong-Bolt anchor(s) with 5 in. embedment filet//CJUsers/Boss/Documents/OutpuLhtr d 9/9 5/103 SADDLE GRAV.Wd Anchor Calculations � Anchor Selector ersion 4 (V .11.0.0) Job Name : FERNANDEZ Dateffime : 5/10/2013 5:14:20 PM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR-1771 a) Layout Anchor: 1/2" Strong-Bolt Number of Anchors : 4 Embedment Depth : 5 in Built-up Grout Pads : No CX1 Sx1 Cx2 Cy2 Vuey _jby2 MUY 4 Nu Hoax Sy1 Gy t x 1 2y1 Cy1 bx1 b 44+4NCHQRS "Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. *INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cx1 : 20 in Cx2 20 in cy1 : 4 in cy2 : 4 in bx1 : 1.5 in bx2 1.5 in by1 : 1.5 in fileJ/[Z MCTOR BRUCE/fmande7JSADDLE GRAV.hb d 1/8 5/15(13 SADDLE GRAV.h" bye : 1.5 in I sx1 : 7.75 in sy, : 4 in b) Base Material Concrete : Normal weight fc : 2500.0 psi Cracked Concrete : No Tc,V : 1.40 Condition : A tension and shear �Fp : 1381.3 psi Thickness, ha : 8 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 0 lb Vuax : 0 lb Vuay : -2114 lb Mux : 528 Ib*ft Muy : 0 lb*ft ex : 0in ey : 0in Moderate/high seismic risk or intermediate/high design category: No Apply enti re shear load at front row for breakout : Yes d) Anchor Parameters From ICC-ES ESR-1771 Anchor Model = STB50 da = 0.5 in Category= 1 hef=4.5 in hmin = 6.75 in cac = 6.75 in cmin =4 in Smin =4 in Ductile =Yes 2) Tension Force on Each Individual Anchor Anchor#1 N ual = 0.00 lb Anchor#2 N ua2 = 0.00 lb Anchor#3 N ua3 = 641.44 lb Anchor#4 N ua4 = 641.44 lb Sum of Anchor Tension ENua = 1282.88 lb ax = 0.00 in fileIR MCTOR BRUCE/fernandez/SADDLE GRAV.html yg 5/15113 SADDLE GRAV.hM 'ay = 1:68 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor#1 V ual = 528.50 lb (V ualx = 0.00 lb , V ualy =-528.50 lb ) Anchor#2 V ua2 = 528.50 lb (V ua2x = 0.00 lb , V ua2y = -528.50 lb ) Anchor#3 V ua3 = 528.50 lb (V ua3x = 0.00 lb , V ua3y = -528.50 lb ) Anchor#4 V ua4 = 528.50 lb (V ua4x = 0.00 lb , V ua4y = -528.50 lb ) Sum of Anchor Shear IVuax = 0.00 lb, EVuay = -2114.00 lb e'vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 2 Nsa = 13500 lb (for each individual anchor) [ ICC-ES ESR-1771 J � = 0.75 [D.4.4] c Nsa = 10125.00 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg =ANcJANco'Pec,N'yed,NTc,NTcp,NNb [Eq. D-5] Number of influencing edges = 2 hef=4.5 in ANco = 182.25 in2 [Eq. D-6] ANc = 228.44 in2 Tec,Nx = 1.0000 [Eq. D-9] I'ec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x a)as & y-a)as eccentricity factors.) Smallest edge distance, ca,min =4.00 in Ted,N = 0.8778 [Eq. D-10 or D-11] Tc,N = 1.4100 [Sec. D.5.2.61 Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kck� f' c he�.5 = 8114.05 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 12587.55 lb [Eq. D-5] filet/)Z MCTOR BRUCEffernandez/SADDLE GRAV.htrrd 3/8 5/15/13 * SADDLE GRAV.htrnl 4 � = 0.75 [D.4.4] ONcbg = 9440.66 lb (for the anchor group) /2,5 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Npn =''c,pNp Npn =46001b (Vc/2,500 psi)0-5 =4600.00 lb 0 = 0.65 [D.4.41 ONpn = 2990.00 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear[Sec D.6.1] VSa = 5280.00 lb (for each individual anchor) [ ICC-ES ESR-1771 ] 0 = 0.65 [D.4.4] 0 VSa = 3432.00 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear[Sec D.6.2] Case 1: Anchor(s) closest to edge checked against total shear load In x direction... Vcbgx = Avcx/Avcoxl'ec,Vt'ed,V''c,V'I'h,V Vbx [Eq. D-22] Cal = 5.33 in (adjusted for edges per D.6.2.4) Awx = 96.00 i n2 AVCox = 128.00 in2 [Eq. D-23] `f`ec,V = 1.0000 [Eq. D-261 Ted,V = 0.8500 [Eq. D-27 or D-28] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = � (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(le/da )0-24 dad,� f'c(Ca1)1.5 [Eq. D-24] le =4.00 in Vbx =4620.29 lb Vcbgx =41 23.61 lb [Eq. D-22] 0 = 0.75 OVcbgx = 3092.71 lb (for the anchor group) In y-direction... file)/IZ MCTOR BRUCEffernandeWSADDLE GRAVAM 418 5/15/13 SADDLE GRAVJ*d Vcbgy Agcy/Avcoy`f`ec,VTed,vTc,VTh,V Vby [Eq. D-22] Cal =4.00 in A,cy = 118.50 i n2 Awoy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-28] Tc,V = 1.4000 [Sec. D.6.2.7] Th,v = 4 (1.5cal /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(1,/da )0.2 4 daX� f c(Cal)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 lb Vcbgy = 6914.73 lb [Eq. D-22] � = 0.75 �Vcbgy = 5186.04 lb (for the anchor group) Case 2: Anchor(s)furthest from edge not checked Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cxl edge Vcbgx =Awx/AwoxTec,vTed,vTc,vTh,V Vbx [Eq. D-22] Cal = 5.33 in (adjusted for edges per D.6.2.4) Avcx = 96.00 in2 Avcox = 128.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = 4 (1.5cal /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(I,/da )0.2, daa,� f c(Cal)1.5 [Eq. D-24] le =4.00 in Vbx =4620.29 lb Vcbgx =4851.30 lb [Eq. D-22] Vcbgy = 2 *Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 9702.61 lb � = 0.75 �Vcbgy = 7276.96 lb (for the anchor group) fileAZ ACTOR BRUCE/fernandez/SADDLE GRAVAr d 5/8 5/15/13 , SADDLE GRAV.hbii -Check anchors at cy1 edge Vcbgy =Avcy/AvaoyTec,VTed,VTc,VTh,V Vby [Eq. D-22] cal = 4.00 in A„cy = 118.50 in2 Awoy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] `I`h,v = ' (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/da )0.2� da?,� fc(ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 Ib Vcbgy = 6914.73 Ib [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 13829.45 Ib � = 0.75 Vcbgx = 10372.09 Ib (for the anchor group) Check anchors at Cx2 edge Vcbgx =Avcx/AvcoxTec,VTed,VTc,VTh,V Vbx [Eq. D-22] cal = 5.33 in (adjusted for edges per D.6.2.4) ANcx = 96.00 in2 Awox = 128.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] `t`ed,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = � (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx _ 7(le/da )0.2 dal,4 fc(Ca1)1.5 [Eq. D-24] le =4.00 in Vbx =4620.29 Ib Vcbgx =4851.30 Ib [Eq. D-22] Vcbgy = 2 *Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 9702.61 Ib � = 0.75 file✓/2:MCTOR BRUCEffernande7JSADDLE GRAV." 8/8 5/15/13 ► SADDLE GRAM" obgy = 7276.96 lb (for the anchor group) Check anchors at cy2 edge Vcbgy =Avcy/AvcoyTec,VTed,VTc,VTh,V Vby [Eq. D-22] cal =4.00 in A,,Cy = 118.50 in2 Amoy = 72.00 in2 [Eq. D-23] `t`ec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,V = 4 (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/da )0.2 4 dad.4 fc(Ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 lb Vcbgy = 6914.73 lb [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 13829.45 lb � = 0.75 Vcbgx = 10372.09 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear[Sec. D.6.3] VcP9 = kcpNcbg [Eq. D-30] kcP = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Tec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,N' = 1.0000 (Combination of x axis & y-a)as eccentri city factors) Ncbg = (ANca/AN0(Tec,N'/ec,N)Ncbg Ncbg = 12587.55 lb (from Section (5) of calculations) ANc = 228.44 in2 (from Section (5) of calculations) ANca = 255.00 in2 (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 14051.22 lb (considering all anchors) VcP9 = 28102.44 lb fileJ/2:MCTOR BRUCENwriandeWSADDLE GRAV.htrrd 7/8 515✓13 A t SADDLE GRAVA" °c� = 0.70 [D.4.4] c Vcpg = 19671.71 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0634 - Breakout : 0.1359 - Pullout : 0.2145 - Sideface Blowout : N/A Shear - Steel : 0.1540 - Breakout(case 1) : 0.4076 - Breakout(case 2) : N/A - Breakout(case 3) : 0.1453 - Pryout : 0.1075 T.Max(0.21) +V.Max(0.41) = 0.62 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 1/2" diameter Strong-Bolt anchor(s) with 5 in. embedment file)/OAACTOR BRUCE/fernandeztSADDLE GRAV.htrrd 8/8 5/15413 , SADDLE UP." Anchor Calculations Anchor Selector(Version 4.11.0.0) Job Name : FERNANDEZ Dateffime : 5/10/2013 5:09:20 PM 1) Input Calculation Method : ACI 318 Appendix D For Uncracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR-1771 a) Layout Anchor: 1/2" Strong-Bolt Number of Anchors : 4 Embedment Depth : 5 in Built-up Grout Pads : No Cx1 Sx1_ CX2 Cy2 vua+t_ by2' lUv t Ua 10 S.y l .f. �Y �x 1 2 yl _�Jbyl bx1 b 2 4ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION 4 INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cx1 : 20 in Cx2 20 in cy, : 4 in Cy2 4 in bxl : 1.5 in bx2 : 1.5 in by, : 1.5 in file)/2:MCTOR BRUCE/Fernandez SADDLE UP.ht d 1/8 5!15/13 y SADDLE UP.htrrd 1 � bye : 1.5 in sx, : 7.75 in sy, : 4 in b) Base Material Concrete : Normal weight fc : 2500.0 psi Cracked Concrete : No Tc,V : 1.40 Condition : A tension and shear �Fp : 1381.3 psi Thickness, h. : 8 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 0 lb Vuax : 0 lb Vuay : 2069 lb Mux : 518 Ib*ft Muy : 0 Ib*ft ex : 0in ey : 0in Moderate/high seismic risk or intermediate/high design category: No Apply enti re shear load at front row for breakout : Yes d)Anchor Parameters From ICC-ES ESR-1771 Anchor Model = STB50 da = 0.5 in Category= 1 hef=4.5 in hmin = 6.75 in cac = 6.75 in cmin =4 in Smin =4 in Ductile =Yes 2) Tension Force on Each Individual Anchor Anchor#1 N ual = 0.00 lb Anchor#2 N ua2 = 0.00 lb Anchor#3 N ua3 = 629.29 lb Anchor#4 N ua4 = 629.29 lb Sum of Anchor Tension ENua = 1258.59 lb ax = 0.00 in file)/2:MCTOR BRUCEffernandez/SADDLE UP.htrrd 2/8 5/15(13 SADDLE UP.h" -ay' 1'.68 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor#1 V ual = 517.25 lb (V ua1x = 0.00 lb , V ualy = 517.25 lb ) Anchor#2 V ua2 = 517.25 lb (V ua2x = 0.00 lb , V ua2y = 517.25 lb ) Anchor#3 V ua3 = 517.25 lb (V ua3x = 0.00 lb , V ua3y = 517.25 lb ) Anchor#4 V ua4 = 517.25 lb (V ua4x = 0.00 lb , V ua4y = 517.25 lb ) Sum of Anchor Shear EVuax = 0.00 lb, EVuay = 2069.00 lb e'vx = 0.00 in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 2 Nsa = 13500 lb (for each individual anchor) [ ICC-ES ESR 1771 ] � = 0.75 [D.4.4] Nsa = 10125.00 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg =ANc/ANcoTec,NTed,NTc,NTcp,NNb [Eq. D-5] Number of influencing edges = 2 hef=4.5 in ANco = 182.25 in2 [Eq. D-61 ANc = 228.44 in2 Tec,Nx = 1.0000 [Eq. D-9] `I`ec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x a)ds & y-a)as eccentricity factors.) Smallest edge distance, ca,min =4.00 in Ted,N = 0.8778 [Eq. D-10 or D-11] Tc,N = 1.4100 [Sec. D.5.2.61 Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kck� f' c hef -5 = 8114.05 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 12587.55 lb [Eq. D-5] file✓/OAACTOR BRUCE/fernandez/SADDLE UP.htrd 3!8 5/15/13 Y SADDLE UP.h" = 0.75 [D.4.4] �Ncbg = 9440.66 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Npn = Tc,PNP Npn =46001b (f'c/2,500 psi)0.5 =4600.00 lb � = 0.65 [D.4.4] ONpn = 2990.00 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear[Sec D.6.1] VSa = 5280.00 lb (for each individual anchor) [ ICC-ES ESR-1771 ] = 0.65 [D.4.4] VSa = 3432.00 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear[Sec D.6.2] Case 1: Anchor(s) closest to edge checked against total shear load In x direction... Vcbgx =Avcx/AvcoxTec,VTed,V'Pc,V'Ph,V Vbx [Eq. D-22] Cal = 5.33 in (adjusted for edges per D.6.2.4) Awx = 96.00 in2 Awox = 128.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 0.8500 [Eq. D-27 or D-28] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = ' (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(le/da )0.2. dad Nl f c(ca1)1.5 [Eq. D-24] le =4.00 in Vbx =4620.29 lb Vcbgx =4123.61 lb [Eq. D-22] 0 = 0.75 OVcb 9 x = 3092.71 lb (for the anchor group) In y-direction... file)/2:MCTOR BRUCEffernandez/SADDLE URWH 4/8 5/15/13 I } SADDLE UP.hM -V 'L =Agcy/Amoy``ec,V`I'ed,VTC,VTh,V Vby [Eq. D-22] cal =4.00 in Awy = 118.50 in2 Awoy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 Ted,v = 1.0000 [Eq. D-27 or D-281 Tc,V = 1.4000 [Sec. D.6.2.7] Th,V = NI (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby _ 7(I,/da )0.2 daX� fc(ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 lb Vcbgy = 6914.73 lb [Eq. D-22] � = 0.75 �Vcbgy = 5186.04 lb (for the anchor group) Case 2: Anchor(s)furthest from edge not checked Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cxl edge Vcbgx =Awx/Awox`f'ec,vTed,VTG,vTh,V Vbx [Eq. D-22] cal = 5.33 in (adjusted for edges per D.6.2.4) Avex = 96.00 in2 Axcox = 128.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = � 0.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(I,/da )0.2� da?A f`c(ca1)1.5 [Eq. D-24] le =4.00 in Vbx =4620.29 lb Vcbgx =4851.30 lb [Eq. D-22] Vcbgy = 2 *Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 9702.61 lb � = 0.75 Vcbgy = 7276.96 lb (for the anchor group) file)/[ZMCTOR BRUCEMernandez/SADDLE UP.html 5(8 5/15/13 z . i > SADDLE UP." -Check anchors at cy1 edge Vcbgy =Avcy/AvcoyTec,VTed,VTc,VTh,V Vby [Eq. D-22] cal =4.00 in Amy = 118.50 i n2 A,moy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = ' (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(1e/da )0.2.x" dad,"V f c(ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 Ib Vcbgy = 6914.73 Ib [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 13829.45 Ib � = 0.75 Vcbgx = 10372.09 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx =Avcx/AvcOx`t`ec,V`t`ed,VTc,VTh,V Vbx [Eq. D-22] cal = 5.33 in (adjusted for edges per D.6.2.4) AvCx = 96.00 i n2 Awox = 128.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] `f`ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = � (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(le/da )0.2 NI dal,� f c(ca1)1.5 [Eq. D-24] le 4.00 in Vbx =4620.29 Ib Vcbgx =4851.30 Ib [Eq. D-22] Vcbgy = 2 *Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 9702.61 Ib � = 0.75 file)/)Z MCTOR BRUCEffemandez/SADDLE UP.hVd 618 5/15/13 , ► SADDLE UP.hM c�Vcbgy = 7276.96 lb (for the anchor group) Check anchors at cy2 edge 3 `� Vcbgy =Avcy/Awoy't`ec,V't`ed,VTc,VTh,V Vby [Eq. D-22] cal =4.00 in Awy = 118.50 in2 Awoy = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.4000 [Sec. D.6.2.7] Th,v = � (1.5ca1 /ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/da )0.2. dad,N1 f c(ca1)1.5 [Eq. D-24] le =4.00 in Vby = 3000.97 lb Vcbgy = 6914.73 lb [Eq. D-22] Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 13829.45 lb � = 0.75 Vcbgx = 10372.09 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear[Sec. D.6.3] Ucpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Tec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,N' = 1.0000 (Combination of x axis & y-a)as eccentricity factors) Ncbg = (ANca/AN0('I'ec,N'/Yec,N)Ncbg Ncbg = 12587.55 lb (from Section (5) of calculations) ANc = 228.44 in2 (from Section (5) of calculations) ANca = 255.00 in2 (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 14051.22 lb (considering all anchors) Vcpg = 28102.44 lb file)/2:MCTOR BRUCEffernandeWSADDLE UP.hhd 7/8 5115113 r�c SADDLE UP.h" (370 [D.4.4] c Vcp9 = 19671.71 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0622 - Breakout : 0.1333 - Pullout : 0.2105 - Sideface Blowout : N/A Shear - Steel : 0.1507 - Breakout(case 1) : 0.3990 - Breakout(case 2) : N/A - Breakout(case 3) : 0.1422 - Pryout : 0.1052 - T.Max(0.21) + V.Max(0.40) = 0.61 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 1/2" diameter Strong-Bolt anchor(s) with 5 in. embedment file)/)Z MCTOR BRUCEMernandez/SADDLE URMA gig G2 Consulting Group,lnc. ROBERT T. GARCIA, P.E , 9725 SW 4 th TERR., Miami, Florida 33174 J�,' 2013 PH (786)2940032, Fax(786)2940032 N Lic#51370 CA 25882 BY: RG DATE:6/12/13 SUBJECT:FDEZ Res SHEET 1 OF 12 CHECK BY:RG DATE6/12/13 Miami Shores, Florida t; CALCULATION TITLE SHEET Job Name : EXTERIOR/INTERIOR REMODELING Client : Mr. FERNANDEZ 1077 NE 96 th STREET MIAMI SHORES, FL 33138 Job Type : RESIDENTIAL Building Code : .F.B.C.-2010-Edition Building Dept : Miami Shores The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or under my direct supervision.For the computer runs,if any,input was prepared and the output data analyzed and interpreted in the same manner prior preparation of the construction documents. Therefore, I accept professional responsibility for my interpretation of any computer outputs. 6 42/ 2r Y Z X II I 3 G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:16 AM MODEL OF MEMBER CHECKING JOISTS 2X8 SP No2.r3d Basic Load Cases BLC Description Category X Gravity Y Gravi Z Gravitv Joint Point Distributed Area Me...Surface ... 1 DL DL -1 1 2 LIVE LOAD LL 1 3 WL WL 3 4 WLY Load Combinations Descri lion SolvePD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 GRAVITY lYes Y DL 1 1 1 LL 1 2 WINDLOADIYesl I I WL 1 1 Load Combination Desia►n Descri tion ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Mason Footin s 1 GRAVITY Yes Yes Yes Yes Yes Yes 2 IWIND LOAD I I I I Yes I Yes I Yes I Yes I Yes I es Member Primary Data Label I Joint J Joint K Joint Rotated Section/Shape Type Desi n List Material Desi n Rules 1 M1 N1 N3 'oist 2x8 I Beam IRectangular D... So Pine I Typical Member Advanced Data Label I Release J Release I Offset in J Offset in T/C 0nIv Physical TOM Inactive 1 M1 Yes Wood Section Sets Label Sha e TvDe Desi n List Material Desi n Rules A Fin2l lyy fin4l Izz in4 J in4 1 Joist 2x8 2X8 Beam Rectangular.. So Pine Typical 10.875 2.039 47.635 7.093 Member Wood Code Checks (By Combination) LC Member Shape UC Max Loc ft Shea...Lo ft Dir Fc'ksi Ft ksi Fb1'...Fb2'...Fv'Fksil RB CL CP E n 1 2 M1 2X8 .710 6.566 .619 13.9•• 1.166 .65 1.38 1.587 .09 25.259 1 .752 3.9-3 Member Section Deflections LC Member Label Sec x finl y rinl z Finl x Rotate rad n Uv Ratio n Uz Ratio 1 2 M1 1 0 0 1 0 0 NC I NC 2 2 0 .456 0 0 348. 8 1 NC 3 3 0 -.225 0 0 NC NC OvA 36® 360 RISA-313 Version 8.1.0 [Z:\VICTOR BRUCE\femandez\struct\CHECKING JOISTS 2X8 SP No2.r3d] Page 1 Y X i I 16.5 1 3 I Member Length (ft) Displayed Results for LC 1, GRAVITY G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:57 AM LENGTH OF MEMBER CHECKING JOISTS 2X8 SP No2.r3d Y X i I 1 3 I i G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:19 AM MODEL OF MEMBER CHECKING JOISTS 2X8 SP No2.r3d 6- Y X i -.013k/ft i' 1 jN2 IN 3 i Loads: BLC 1, DL G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:29 AM DEAD LOAD CHECKING JOISTS 2X8 SP No2.r3d Y X i I i -.04k/ft r-jul 142 3 Loads: BLC 2, LIVE LOAD G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:29 AM LIVE LOAD CHECKING JOISTS 2X8 SP No2.r3d B� Y X i 3 .05k/ft .061 k/ft .116k/ft Loads: BLC 3, WL G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:29 AM WIND LOAD CHECKING JOISTS 2X8 SP No2.r3d , 9- Y X I i I i 0.2 %3 -1.3 I Results for LC 1, GRAVITY Member a Bending Moments (k-ft) G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:32 AM BENDING MOMENT DUE GRAVITY LOADS CHECKING JOISTS 2X8 SP NO2.r3d Y I X I I 0.4 I 3 -.4 I Results for LC 1, GRAVITY Member y Shear Forces (k) G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:34 AM SHEAR FORCE DUE GRAVITY LOAD CHECKING JOISTS 2X8 SP NO2.r3 . I1- Y X i I 1.1 1 3 -.4 Results for LC 2, WIND LOAD Member z Bending Moments (k-ft) G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:33 AM BENDING MOMENT DUE WIND LOAD CHECKING JOISTS 2X8 SP No2x3d rz- Y X I 0.4 i 3 -.3 Results for LC 2, WIND LOAD Member y Shear Forces (k) G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:35 AM SHEAR FORCE DUE WIND LOAD CHECKING JOISTS 2X8 SP No2.r G2 Consulting Group,lnc. ' ROBERT T. GARCIA, P.E _- 9725 SW 4 th TERR., Miami, Florid 3174 PH (786)2940032, Fax(786)294 032 Lie#51370,CA 25882 -)k 4 11) t I� BY: RG DATE:6/12/13 SUBJECT:FDEZ Res SHEET 1 OF 12 CHECK BY:RG DATE6112/13 Miami Shores , Florida CALCULATION TITLE SHEET Job Name : EXTERIOR/INTERIOR REMODELING Client : Mr. FERNANDEZ 1077 NE 96 th STREET MIAMI SHORES, FL 33138 Job T yp e : RESIDENTIAL Building Code . .F.B.C.-2010-Edition Building Dept : Miami Shores The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or ender my direct supervision.For the computer runs,ff any,input was prepared and the output data analyzed and interpreted in the same manner prior preparation of the construction documents. Therefore, I accept professional responsibility for my interpretation of any computer outputs. 2-- Y � Z X i 3 ' I G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:16 AM MODEL OF MEMBER CHECKING JOISTS 2X8 SP NO2. Basic Load Cases BLC Description Cateaory X Gravity Y Gravity Z Gravity Joint Point Dis ' uted Area Me...Surface ... 1 DL DL -1 1 2 LIVE LOAD = LL 1 3 WL WL 3 4 WLY Load Combinations Description SolvePD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 I GRAVITY lYesl Y I I DL 1 1 1 LL 1 2 IWINDLOADlYesl I I WL 1 1 Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Masonry Footin s 1 1 GRAVITY Yes I Yes Yes Yes Yes Yes 2 IWIND LOAD I I Yes I Yes I Yes I Yes I Yes I Yes Member Primary Data Label 1 Joint J Joint K Joint Rotated Section/Shape Type Design List Material Desicin Rules 1 M1 N1 N3 oist 2x8 I Beam IRectangular D... So Pine Typical Member Advanced Data Label I Release J Release I Offse in J Offset in T/C Onlv Physical TOM Inactive 1 M1 I i I I Yes Wood Section Sets Label Shape TvDe Design List Material Desi n Rules A rin2l lyy rin4j Izz[in4] J[in4 1 oist 2x8 2X8 Beam Rectangular.. So Pine Typical 10.875 1 2.039 47.635 7.093 Member Wood Code Checks (By Combination) LC Member ShaDe UC Max Lo ft Shea...Locrftl Dir Fc'ksi FY ksi Fb1'...Fb2'...Fv'[ksil RB CL CP -'-Ecin 1 21 M1 2X8 .710 16.5661 .619 13.9..j V 1.166 .65 11.3E 1.587 .09 25.259 1 .752 3.9-3 Member Section Deflections LC Member Label Sec x finl y fin'l z finl x Rotate rad n Ratio n L/z Ratio 1 2 M1 1 0 0 1 0 0 NC NC 2 2 0 .456 1 0 0 348.48 NC, 37 3 0 -.225 1 0 0 NC NC 3 6� ti RISA-31)Version 8.1.0 [Z:\VICTOR BRUCE\femandez\struct\CHECKING JOISTS 2X8 SP No2.r3d] Page 1 Y X 16.5 1 P2 3 Member Length (ft) Displayed Results for LC 1, GRAVITY G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:57 AM LENGTH OF MEMBER CHECKING JOISTS 2X8 SP No2.r3d Y X I 1 jN2 3 G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:19 AM MODEL OF MEMBER CHECKING JOISTS 2X8 SP No2.r3d Y X I -.013k/ft 1 3 Loads: BLC 1, DL G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:29 AM DEAD LOAD CHECKING JOISTS 2X8 SP No2.r3d Y X i i -.04k/ft 3 ii Loads: BLC 2, LIVE LOAD G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:29 AM LIVE LOAD CHECKING JOISTS 2X8 SP No2.r3 Y X I .05k/ft .061 Vft .1160ft i Loads: BLC 3, WL G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:29 AM WIND LOAD CHECKING JOISTS 2X8 SP No2.r3d Y X 0.2 3 -1.3 Results for LC 1, GRAVITY Member z Bending Moments (k-ft) G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:32 AM BENDING MOMENT DUE GRAVITY LOADS CHECKING JOISTS 2X8 SP No2.r3d te- Y '2� X i i I 1.1 1 3 -.4 i i Results for LC 2, WIND LOAD Member z Bending Moments (k-ft) G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:33 AM BENDING MOMENT DUE WIND LOAD CHECKING JOISTS 2X8 SP NO2.r3d ICI I1- Y X i i 0.4 1 3 -.4 I Results for LC 1, GRAVITY Member y Shear Forces (k) G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:34 AM SHEAR FORCE DUE GRAVITY LOAD CHECKING JOISTS 2X8 SP NO2.r3d �z- s Y X i 0.4 3 1 -.3 I Results for LC 2, WIND LOAD Member y Shear Forces (k) G2 Consulting Group. ROBERT T. GARCIA, PE FERNANDEZ June 12, 2013 at 9:35 AM SHEAR FORCE DUE WIND LOAD CHECKING JOISTS 2X8 SP No2.r3d