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ACT-14-2502Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION QBUILDING ❑'ELECTRIC ❑ ROOFING j NOV 13 014 FBC 20 1( i Master Permit No. 1 q — 2 Sub Permit No. ❑ REVISION ❑ EXTENSION ❑ RENEWAL F-1 PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 9510 Biscayne Blvd City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11-3206-014-2880 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Salvatore Annese Phone#: 786-306-9510 Address: 9510 Biscayne Blvd City: Miami Shores State: FI Zip: 33138 Tenant/Lessee Name: Phone#: Email: annese2@yahoo.com CONTRACTOR: Company Name: Owner Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: DESIGNER: Architect/Engineer: Certificate of Competency #: Address: City: State: Value of Work for this Permit: $ 1,900 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration 0 New ❑ Repair/Replace Description of Work: Install awnings Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews S Zip: ❑ Demolition CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be ap roved and a reinspectio fie will be charged. P SiRmn-ri.~' Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this -13 day of M lam% �I�V', 20by day of . 20 , by . who is personally known to who is personally known to me or who has produced identification and who did take an oath. NOT Sign Prini as me or who has produced identification and who did take an oath. 1;11:1LrK'111s1-we; Sign: Print: as Seal: �o1P Y»U6�,o NMVERA Seal: * MYCOMMISSION i EE 189755 EXPIRES: August 16, 2014 �'TEcsw�`�P uan6eGthuQ. N¢t�'$s APPROVED BY �` Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) NAME: ADDRE. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 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 entitles 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. 1 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 exemption specifies that I, as the owner of the property listed, may act as my own c9qtractor 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 contra Initial 4. [understand that 1 may build or improve a one family or two-family residence or a farm outbuilding. I may Iso 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, wh'ch vi es the exemption. Initial S. I understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. Initial 01 t - I understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. Is my responsibility to ensure that the persons whom I employ have the license required by law and by cou ty o unicipal ordinance. Initial 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 a are of the limits of my insurance coverage for injuries to workers on my property. Initial I 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 unders nd that my failure to follow these may subject to serious financial risk. Initial I 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. l 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 F ida Construction Industry Licensing Board at 850.487.1395 or htto://www.mvfloridalicense.com/dbpr/pro/cilb/index.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: Initial 12, 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the inf i 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. 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 day of , 20 By who was personally known to me or who has Produced thgre Liceyyse or i'i as identification. NER NOTARY 0 0 COVER SHEET Structural Calculations for Canvas Awning Project: 9510 biscayne blvd (2'-0" HIGH X X-0" PROJECTION AWNING) Research & Design Engineers, Inc. 13400 SW 134 AVE. #1 Miami, FL 33186 www.RnDEng.com CA# 9857 I".Yk!r of nrtIrt31 nnin PE 44353 .000.0 9510 Biscayne Blvd.xmcd 1 of 7 11/9/2014 . 0000.0 Soo so 0 000000 600600 0 0000.. 060.0. 6 6 •06006 0000 6 666666 0000. 00 .6666 .0. 6 0000. . 0 00 0 0000 0000 0000.0 6666660 00 . . 0 6 0 0000• .6666. 6 . 0000.. .. 0000 9510 Biscayne Blvd.xmcd 1 of 7 11/9/2014 DESIGN WIND LOADING FOR FABRIC AWNING Wind Code: ASCE 7-10 Wind Speed: V = 105•mph Risk Category: I Mean Roof Height: Z = 15ft Exposure_category:= "C" Projection = 3ft Height = 2ft Length = 8ft Height—front—truss = 0.67ft Rafter spacing := 5.25 -ft Length_of rafter:=Height2 + Projection =(2.0 ft)2 + (3 ft)2 = 3.61 ft Area:= Length •Length_of rafter Area =28.84ft2 Perimeter:= 2•(Length—of—rafter + Length) = 23.21 ft Krt := 1.0 Kd := 0.85 KZ = 0.85 qh := 0.00256•KZ•Kn•Kd•V2•psf qh = 20.4•psf G:= 0.85 Cp := 0.8 GCPi := 0 Pdesign max[16•psf,[gh•(G•Cp+ GCp fl IWpI LOAD ON PERIMETER OF FRAMEWORK Total—load := (Area) •(Pdesign = 461.51 Ib Load_at_perimeter :_ Total—load = 19.9•Iblb Perimeter ft rWP1 LOAD ON RAFTER Load_on_Rafter:= (Pdesign•Rafter_spacing = 84• lb ft [Wx] LTERAL LOAD ON SIDE qh•(G Cp+ GCpi) = 13.8•psf Pdesign = 16.0•psf .009.9 0000.. .90900 9..... 0000.. 0000.. 0000.. 0000 0000.. 0000 . 0000. .. .. .. .. 0000.. 0000.. . . . . 0000.0 0000.. . 0000.. .. 0000 2 0 Area := (Height — Height Projection front_truss) • 2 + Projection •Height_front_truss = 4.0ft Perimeter := Height + Projection + Height—front—truss + Length—of—rafter = 9.27 ft (Pdesign -Area Ib Perimeter ft CHECK MEMBER #4 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) M,x:= 20 -lb -ft M,y := 7 -lb -ft Pr := 60•Ib Lx := Length—of—rafter = 3.61 ft 9510 Biscayne Blvd.xmcd 2 of 7 11/9/2014 Fy:= 35•ksi E:= 29000•ksi K:= 1.0 Ly := Length -of -rafter = 3.61 ft DIMENSIONS AND PROPERTIES: Shape = "PIPE" Designation = "Pipe1STD" Ib Wt = 1.7 OD = 1.315. in ID = 1.049 -in tnom = 0.133. in ft t = 0.124 -in A = 0.46•in2 D t = 10.60 1 = 0.083•in4 S = 0.1260•in3 r= 0.423. in J = 0.166 -in Z = 0.177•in3 BENDING 0.07-E0.07.29000•ksi XP _ = 58.00 p Fy 35 • ksi OD 1.315 -in X:=- = X=10.6 t 0.124•in 0.31 • E0.31.29000 • ksi Xr • _ %r = 256.86 F 35 ksi Y The_section_is := q <-- "Noncompact' if XP < X < Xr The -section -is = "Compact" q +-- "Slender" if X > Xr q <- "Compact" otherwise Calculate t e available flexural strength Qb := 1.67 :000:0 0000.. 00.. 0�.�9 :0 M .177-in3 Fy•Z = 35•ksi•0Mnyielding=0.52•kip•ft •• ;• ; _yielding:= �•. 0 • •0000• • . 0000.. 0000 . . .0.. 0.021 •E 0.021.29000•ksi 3 0000.. • • 06..00: � ..i.. Mn_ + Fy S = + 35 ksi 0.126 in • • • • • • • • • _compact OD 1.315 -in 000000 0 . t 0.124 -in' . 0000.. 0060•0 Mn = 0.97 kip ft • . . 0 . 0000 • . 66.66. Fcr :_ 0.330E 0.33.29000•ksi = Fcr = 902.4•ksi OD 1.315 -in t 0.124 -in Mn slender := Fcr•S = Fcr•0.126•In3 Mn slender = 9.48•kip•ft Mn := m E-- min(Mnyielding, Mn_compact) if The_section_is = "Compact" (im<-min(mn_yielding,Mn-slender) if The_section_is = "Slender" Mn = 516.25ft•lb 9510 Biscayne Blvd.xmcd 3 of 7 11/9/2014 t 1 Mn Mn M := — = M = 0.31 ski ft p Qb 1.67 COMPRESSION nc := 1.67 Lx = 3.61 ft Ly = 3.61 ft K = 1 r = 0.42 -in K • LE = 102.29 4.71 — = 4.71 29000 ksi = 135.58 r Fy 35•ksi �2•E �r2.29000•ksi Fe := = Fe = 27.36•ksi 2 K•L K•max(Lx, Ly) 2 r 0.423 -in Fy 35• ksi Fe Fe 0.658 • Fy = 0.658 • 35 • ksi = 20.49 • ksi Fy Fe K—L Fcr := f <- 0.658 • Fy if < 4.71 •FEFir = 20.49•ksi r K—L f f- 0.877•Fe if > 4.71E r Fy Pn := FCr•A = Fcr•0.46•in2 Pn = 9.42 -kip Pn PC:= — PC= 5.64 -kip QC Pr , Mry ...... r = 0.01 —=0.06 MC —=0.02 Mc ...�.. ...... ...... PC .... �....� PM Mry Pr 8 nc •. H1 1a:=—+-• —+— H1 1a=0.09 ...... • • ..:..' PC 9 M, MC - •• •• .. .. assess a . . . . ...... Pr MryH1 . ...... —+— 1b:= +(m, H1 1b=0.09 • — 2•PC MC MC — ease Pr I := i +- H1 if — >_ 0.2 if (1 <_ 1.0,"OK' ,"NG") ="OK" -1a PC Pr i<- HI if —<0.2 -lb PC CHECK MEMBER #5 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) M,:= 13 -lb -ft M := 4 -lb -ft nc ry P := 31.1b r Lx := 8 -ft L := 2 -ft Y 9510 Biscayne Blvd.xmcd 4 of 7 11/9/2014 Fy:= 35•ksi E.- 29000•ksi K.= 1.0 DIMENSIONS AND PROPERTIES: Shape = "PIPE" Designation = "Pipe1 STD" Ib Wt = 1.7 ft OD = 1.315 -in ID = 1.049 -in tnom = 0.133. in t = 0.124. in A = 0.46•in2 D t = 10.60 1 = 0.083•in4 S = 0.1328•in3 r = 0.423. in J = 0.166 -in Z = 0.187•in3 BENDING 0.07 • E 0.07.29000 •ksi _ _ = 58.00 p p FY 35•ksi OD 1.315 -in X:=- = X=10.6 t 0.124 -in 0.31 E 0.31.29000•ksi X,:= = Xr = 256.86 FY 35•ksi The -section -is - q � "Noncompact" if Xp < X < %4 The -section -is = "Compact" q <-- "Slender" if a > %r q +- "Compact" otherwise 0 • 6666.. Calculate the available flexural strength Qb := 1.67 6666.. Mnyieldin •-- F Z = 35 • ksi • 0.00080779954659334188 M = 0.54 • ki ft g • y' nyielding p' • • • • • • 0.0216E 0.021.29000 ksi 6666 • • • • 6666.• •••• • Mn com act :_ p + F y •S = + 35•ksi 0.0005750694367334&1$aGa•gal . - OD 1.315•in • • • • • t 0.124 -in 6666•• Mn compact = 1.02•kip•ft 6666.. 6••.': 6666 0.336E 0.33.29000•ksi Fcr :_ = Fcr = 902.4•ksi OD 1.315. in t 0.124• in Mn slender := Fcr'S = Fcr•0.0005750694367334815802 Mn siender = 9.99•kip•ft Mn := m <-- min(Mnyielding, Mn -compact) if The -section -is = "Compact" m <__ min(Mnyielding , Mn_slender) if The_section_is = "Slender" Mn = 544.25ft- lb Mn Mn Mc :_ - - Mc = 0.33•kip•ft Qb 1.67 6666.. 6666.. 6666.• • •..6. 6666. . 6606•• • 6666.. 9510 Biscayne Blvd.xmcd 5 of 7 11/9/2014 COMPRESSION K•L — = 226.95 r Qc := 1.67 Lx = 8 ft Ly = 2 ft K = 1 E 29000-ksi 4.71 — = 4.71J = 135.58 Fy 35 • ksi �• E IT 2 2.29000 • ksi Fe �_ _ K•L2 2 r) (K-max(Lx,LY) 0.423-in ) dFy 35•ksi 0.658• Fy = 0.658 Fe 35 • ksi = 2.51 • ksi Fy Fcr := f E— 0.658 Fe • Fy if K—L < 4.71 •ITTE r y f <--0.877-Fe if K—L > 4.71 • E r Fy Pn := Fcr•A = Fcr•0.46•in2 Pn Pc. QC Pr — = 0.02 Pc Pr 8 r Mrx M + • + P 9 M MC) Pr Mry 1-11-1b:=(M, —+- 2•Pc Mc Mc Pr • 1:= i<—H1 1a if —>_0.2 Pc Pr i +-- 1-111b if <0.2 •.... PC P„ = 2.24 -kip Pc = 1.34. kip M, —=0.04 Mc 1-11_1a = 0.07 H1 -1b = 0.06 Fe = 5.56•ksi Fcr = 4.87•ksi Mry — = 0.01 Mc if(I <_ 1.0, "OKI ,"NG") ="OK" r=0.42•in CHECK ANCHOR BOLTS AT CONNECTION TO WALL Based on 3/8" Dia x3.375" embedment into CONCRETE FOOTING using Simpson WEDGE -ALL TENSION Uninfluenced—Allowable—Tension = 1140 lb No–of—bolts = 1 fssi := 0.9 Load adjustment factor for Bolt Spacing fcc,:= 1.0 Load adjustment factor for Edge Distance 9510 Biscayne Blvd.xmcd 6 of 7 11/9/2014 • ..•. • •.... • • • • • •••••• CHECK ANCHOR BOLTS AT CONNECTION TO WALL Based on 3/8" Dia x3.375" embedment into CONCRETE FOOTING using Simpson WEDGE -ALL TENSION Uninfluenced—Allowable—Tension = 1140 lb No–of—bolts = 1 fssi := 0.9 Load adjustment factor for Bolt Spacing fcc,:= 1.0 Load adjustment factor for Edge Distance 9510 Biscayne Blvd.xmcd 6 of 7 11/9/2014 fcc2:= 1.0 Load adjustment factor for Edge Distance Calculate Allowable Tension load per bolt: Tension_allowable := Uninfluenced Allowable_Tension •fssl •fccl •fcc2 Applied—tension = 100 lb SHEAR Uninfluenced—allowable—shear = 1055 Ib Applied—Shear = 501b Fssl:= 1.0 Cact := 12 -in Load adjustment factor for spacing edge distance Fc1 := 1.0 Load adjustment factor for edge distance FC2 := 1.0 Load adjustment factor for edge distance Shear—allowable := Uninfluenced_allowable_shear•Fssl•Fc, •Fc2.1.33 Tension—allowable = 1026 Ib Shear allowable = 1403 lb CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT Applied_ tension Applied shear Tension—allowable-No—of—bolts Shear—allowable - Noofbolts 1 = 0.13 if (1 <_ 1.0,"O. K.","N.G.") ="O. K." 0000.. •000.0 . • 00•••0 0000.. 9 ...6.. 000000 0 • • 0000 .0606. 0000.. 0000 . 0000. 0000•. . . 0000. . . .. .. 0000 6069.. 0000.. . . . . . . 0000.. 0000.. 0 • . 0000.. 9. 0 0000 0 . 0000 9510 Biscayne Blvd.xmcd 7 of 7 11/9/2014 Software licensed to RND Job Tithe Client Job Information Engineer Checked Approved Name: Date: 05 -Nov -14 Structure Type I SPACE FRAME Number of Nodes 17 Highest Node 17 Number of Elements 24 Highest Beam 24 Nmesic Load Cases 3 Number of Combination Load Cases 2 Included in this rintout are data for. Nodes 11 Beams 14,5 Included in this rintout are results for load cases: Type UC Name Combination 4 D+0.6WU Combination 5 D+0.6WX Print Time/Date: 07/11201415:00 Job No Sheet No Rev 1 Part Ref By Date05-Nov-14 Chit He 9510 Biscayne Blvd.std I Date/Tune 07 -Nov -201414:51 STAAD.Pro for Windows 20.07.03.16. •006.6 • • • 0000•• 6 • • • 0000•• • ••06••00 8 0000•• • 06066• • • • •• 0000 • • 0000 • • • • •8000• ••60 • •00.6 0.000• • • 6860• • • 0 0 • 66 6• 00000 •000•• 0000•• • 0 e • • • • • • 60000• 6••666 • • • 6 • • • • 6606• 6 00 0 • 0900 Print Run 1 of 6 Print Time/Date: 07/11/2014 15:00 STAAD.Pro for Windows 20.07.03.16 Print Run 2 of 6 Job No Sheet No Rev I' 4 MA Software licensed to RND Part Job We Ref By Dat'05-Nov-14 chd Client File 9510 Biscayne Blvd.std Daterr— 07-Nov-201414:51 17 14 16 15 1 .000.0 0 0000.. .0000. 0000.. 0 0000.. 0000.. . . 0000.. .... . 0 . 0 ..0... 0000 . 00000 0000.. . . 0000. . 0 . . . .. .. .. .. 0000.. 0000.. . 0 • Mad • •• ••00•• 0 000. • • • 0000.• 00 0 OGG • 0000 NODE NUMBERS Print Time/Date: 07/11/2014 15:00 STAAD.Pro for Windows 20.07.03.16 Print Run 2 of 6 -� Job No Sheet No Rev 3 Software licensed to RND Part Job Title Ref By Dat'05-Nov-14 chd Client Flle 9510 Biscayne Blvd.std Dabur' a 07 -Nov -201414:51 20 16 CV) ?� 11 'f 2� 19 N M � 15 18 ti 1� 14 N • • Foul • • • • • •••••• • MEMBER NUMBERS Print T rne/Date: 07/1 1@01415:00 STAAD. Pro for Windows 20.07.03.16 1rird Runs of s -- Job No Sheet NoRev � 4 Part Soflwere licensed to RND Job Me Ref By D05 -Nov -14 chd Client File 9510 Biscayne Blvd.std Date/nme 07 -Nov -201414:51 Ibfift Ibfift Ibfift Ibfift Ibf/ft Ibfift Ibfift • • •••••• ��• • • • �oad2 Ibfift • • • • • • 0000•• • 0000•• • 0000•• • 20.0 lbfi t ' ' 0000•• ' LOAD: MJ• • • • • •' • 0000 • 0000• 0000•• • • 0000• •• •• •• o• 0000•• • sso•0• 0• • • • • •0000• 000.00 • • • • :*Soso • • • so 0 ee 0 • 000• Print The/Date: 07/11/201415:00 STAAD.Pro for Windows 20.07.03.16 Print Run 4 of 6 - -R Job No Sheet No Rev 5 Software licensed to RND Pan Job Title Ref BY Da"05-Nov-14 chd client File 9510 Biscayne Bivd.std D"7TW 07 -Nov -201414:51 Beams Beam Node A 10.0 Length (ft) Property 10.0 4 4 3 3.28 1 0 Ibf/ft 5 10A 1 0 • • 0000•• • • L.d3 0000 10.01bf/ft • • • •• • • • • 0000•• 0000•• • 0000 • 00.000 . • 0000 /AA A. IAN 0000 • Y • Beams Beam Node A Node B Length (ft) Property P (degrees) 4 4 3 3.28 1 0 5 2 5 2.00 1 0 Section Properties Prop Section Area (in2)(in°) Iri In I (In4) J I (In4) Material 1 PIPS10 0.494 T 0.0871 0. 871 0.175 1 STEEL • • • . . 0000•. 0000 • 0000. 00.96. • • 0000• •• •• 0060 9•.••• • • •• • . • • 0000 • • 6•••6• • . • • •••• PrintThne/Date: 07111/201415:00 STAAD.Pro for Windows 20.07.03.16 Pant Run 5 ors i Horizontal Vertical Horizontal Job No Moment Sheet No Node Rev FX (Ib) FY (Ib) FZ (Ib) MX (Ib'ft) MY (Ib"ft) MZ (Ib"ft) 1 4:D+0.6WU -2.283 6 -64.630 Software licensed to RND 0.000 0.000 5:D+0.6WX Part 9.606 33.014 0.000 Job Title 0.000 Ref By Da"05-Nov-14 Chd client File 9510 Biscayne Blvd.std DateR7me 07 -Nov -201414:51 Beam End Forces Sign convention is as the action of the hint on the beam. .976 8.288 7.183 5 Axial Shear -0.949 Torsion Bending 1.781 -6.248 Beam Node UC Fx Fy Fz Mx My MZ -2.872 6.517 (Ib) (Ib) (Ib) (lb -ft) (lb -ft) (lb -ft) 4 4 4:D+0.6WU 55.982 -6.141 0.145 -0.316 0.169 -9.959 5:D+0.6WX -38.978 6.979 19.523 0.281 -19.792 6.487 3 4:D+0.6WU -58.196 11.174 -0.145 0.316 -0.643 -18.416 5:D+0.6WX 36.764 -1.946 0.142 -0.281 -11.989 8.138 5 2 4:D+0.6WU 30.753 -19.695 -2.619 2.040 3.457 -12.498 5:D+0.6WX -10.907 8.533 -2.708 -0 Reactions • ••.• • 00.00 • •• • • • . Print Time/Date: 07/11/2014 ti:oo STAAD.Pro for Windows 20.07.03.16 Print Run 6 of 6 Horizontal Vertical Horizontal Moment Node UC FX (Ib) FY (Ib) FZ (Ib) MX (Ib'ft) MY (Ib"ft) MZ (Ib"ft) 1 4:D+0.6WU -2.283 -22.775 -64.630 0.000 0.000 0.000 5:D+0.6WX -20.842 9.606 33.014 0.000 0.000 0.000 .976 8.288 7.183 5 4:D+0.6WU -30.753 -0.949 2.619 -2.040 1.781 -6.248 5:D+0.6WX 10.907 -5.177 2.708 0.976 -2.872 6.517 Horizontal Vertical Horizontal Moment Node UC FX (Ib) FY (Ib) FZ (Ib) MX (Ib'ft) MY (Ib"ft) MZ (Ib"ft) 1 4:D+0.6WU -2.283 -22.775 -64.630 0.000 0.000 0.000 5:D+0.6WX -20.842 9.606 33.014 0.000 0.000 0.000 S COVER SHEET Structural Calculations for Canvas Awning Project: 9510 BISCAYNE BLVD. (QUARTER SPHERS AWNING) Research & Design Engineers, Inc. 13400 SW 134 AVE. #1 Miami, FL 33186 www.RnDEng.com CA# 9857 WAYNE SUTHERLAND PE 44353 .000.0 9510 Biscayne Blvd_Quarter Sphers.xmcd 1 of 5 11/9/2014 0 0000.0 .. • 0000.. 0000.. . 0000.. 600.0. .0600. 0000 .0000. 0000 . 0000. 0::::o 0 . 0000. .. 0000 0000 0000.. :00:0: . 0:6000: .6000. 0000.. .. 0000.. .0 :000 0000 9510 Biscayne Blvd_Quarter Sphers.xmcd 1 of 5 11/9/2014 DESIGN WIND LOADING FOR FABRIC AWNING Wind Code: Wind Speed: Risk Category: Mean Roof Height: Exposure_category:= "C' Projection = 3ft Height =2ft Area:_ zr- Projection 2 = 14.14ft2 2 ASCE 7-10 V = 105•mph I Z=15ft Length = 8 ft zr • Projection Perimeter = 4.71 ft 2 K,t:= 1.0 Kd := 0.85 KZ = 0.85 qh := 0.00256•KZ•Kn•Kd•V2•psf qh = 20.4•psf G:= 0.85 Cp := 0.8 GCpi := 0 qh •(G•Cp + GCpi) = 13.8•psf Pdesign max[16•psf,[gh•(G•Cp+ GCpi) Pdesign = 16.0-psf [WW1 LOAD ON PERIMETER OF FRAMEWORK Total -load := (Area) •(Pdesign) = 226.19 Ib Total load Iblb Load_at_perimeter :_ - = 48.0• •. Perimeter ft0000. 0 00.0.0 IWP1 LOAD ON RAFTER . • • 0 0 0 ..... • • 0000.. . 000000 Ib Load_ on_ Rafter:= -Rafter spacing = 64•— 0000.. . . ft'•"" .999 0000:. 9..9 9 0000. r WX1 LTERAL LOAD ON SIDE 0000000 • ••000 .9 .• 09 .. 0009.0 Projection �.ty; •; • • Area := (Height - Height_ front_ truss) + Projection • Height front truss = 4.0 ft. . . . 0000 9. 2 00000. Perimeter := Height + Projection + Height front truss + Length of rafter= 9.27 ft 0 . • • • . 0000 9 :sees: 000.. 0 • 99.. (Pdesign)-Area Ib Perimeter ft CHECK MEMBER #10 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) M,:= 34 -lb -ft Mry:= 14 -lb -ft Pr:= 434•Ib Lx:= 3.5 -ft Fy:= 35•ksi E:= 29000•ksi K:= 1.0 Ly:= 3.5 -ft 9510 Biscayne Blvd_Quarter Sphers.xmcd 2 of 5 11/9/2014 DIMENSIONS AND PROPERTIES: Shape = "PIPE" Designation = "Pipe1 STD" Ib Wt = 1.7- OD = 1.315 -in ID = 1.049 -in ft t=0.124•in A=0.46•in2 D t=10.60 S = 0.1260•in3 r= 0.423. in J = 0.166 -in BENDING 0.07•E 0.07.29000•ksi XP = XP = 58.00 FY 35•ksi OD 1.315 -in X:=- _ X=10.6 t 0.124•in 0.31•E 0.31.29000•ksi %r:= = Xr = 256.86 Fy 35•ksi The_section_is := . q <-"Noncompact" if Xp < X < Xr q �<- "Slender" if X > Xr q <- "Compact" otherwise Calculate the available flexural strength Qb := 1.67 3 tnom = 0.133 -in I = 0.083•in4 Z = 0.177•in3 The -section -is = "Compact" Mnyielding Fy•Z = 35•ksi•0.177•in Mnyielding = 0.52•kip•ft 0.021 • E 0.021.29000 • ksi 3 Mn -compact + Fy •S = + 35•ksi •0.126•in OD 1.315• in t 0.124• in Mn_compact.= 0.97 -kip -ft 0.33•E 0.33.29000•ksi Fcr :_ = Fcr = 902.4•ksi OD 1.315 -in t 0.124 -in Mn slender:= Fcr'S = Fcr•0.126•in3 Mn slender = 9.48•kip•ft Mn := m <-min(Mnyielding, Mn_compact) if The _ section _is = "Compact" ...... . m <-min(Mnyielding 9 Mn_slender) if The -section -is ="Slender" Mn = 516.25ft•lb Mn Mn Mc : Mc = 0.31 •kip•ft St b 1.67 9510 Biscayne Blvd_Quarter Sphers.xmcd 3 of 5 11/9/2014 .. ...... . ...... .... . ..... ...... . . ..... .. .. .. .. ...•.. . . . . ...... • .•.• 11/9/2014 COMPRESSION Q,:= 1.67 Lx = 3.5 ft Ly = 3.5 ft K = 1 r = 0.42 -in K•LE — = 99.29 4.71 — = 4.71 29000•1si = 135.58 r Fy 35 •ksi 2 ��E qr2.29000•ksi Fe :_ = Fe = 29.03•ksi K•L2 K•max(Lx, Ly) ( ) 2 r) 0.423 -in Fy35• ksi Fe Fe 0.658 -FY = 0.658 •35•ksi = 21.13•ksi Fy Fe K—L Fcr := f +- 0.658 FY if <_ 4.71 •[E– Fcr = 21.13•ksi r y K—L E f <--0.877-Fe if > 4.71 • r Fy Pn := Fcr•A = Fcr•0.46•in2 Pn = 9.72 -kip Pn Pc:= Pc = 5.82. kip c M,= Mry Pr 0.11 = 0.05 = 0.07 Mc Mc Pc • . ...... Pr 8 Mrx Mry .. • :...:. '. H1_1a:=—+– —+— (M, 1-111a 0.21 ...... ...... Pc 9 Mc 066:06 .000.0 • 0000•• •••. . 000.0 r H1 1b:= + -+Mry H1_1b=0.19 •0'••' '•.'•: ••.•.• 2 -PC Mc Mc 0 00 •.6.•. • • • • 0000•• 00.00• Pr •• .... 1 := i <– 1-111a if r >_ 0.2 if 5 1.0,"OK' "NG") ="OK" ••:• Pc Pr i+--Hl–lb if —<0.2 Pc CHECK ANCHOR BOLTS AT CONNECTION TO WALL Based on 3/8" Dia x3.375" embedment into CONCRETE FOOTING using Simpson WEDGE -ALL TENSION Uninfluenced—Allowable—Tension = 1140 Ib No–of–bolts = 1 fssl := 1 Load adjustment factor for Bolt Spacing 9510 Biscayne Blvd–Quarter Sphers.xmcd 4 of 5 11/9/2014 fccl := 1.0 Load adjustment factor for Edge Distance fcC2 := 1.0 Load adjustment factor for Edge Distance Calculate Allowable Tension load per bolt: Tension_allowable := Uninfluenced Allowable_Tension •fssl •fccl •fcC2 Applied—tension = 431 Ib SHEAR Uninfluenced—allowable—shear = 1055 Ib Applied—shear = 78 lb Fss, := 1.0 Cact := 12 -in Load adjustment factor for spacing edge distance Fc1 := 1.0 Load adjustment factor for edge distance Tension allowable = 1140 Ib Fc2 := 1.0 Load adjustment factor for edge distance Shear allowable := Uninfluenced_allowable_shear•Fss, •Fcl •Fc2.1.33 Shear allowable = 1403 lb CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT Applied—tension Applied shear Tension—allowable-No—of—bolts Shear—allowable - Noofbolts 1 = 0.43 if (I < 1.0,"O.K.","N.G.")="O.K." .009.0 0000.. 0000.. 9000.. . 900009 0000.. 0000.. 0000 9000.. 0000 . 0000. .. .. 9510 Biscayne Blvd_Quarter Sphers.xmcd 5 of 5 11/9/2014 0000 000000 0000.. . 0 . . . . 90009• 0000.. . • 900009 0 0000 9510 Biscayne Blvd_Quarter Sphers.xmcd 5 of 5 11/9/2014 Job No Sheet No Rev 7A5:O;" 1 Software licensed to MD Part Job Title Rei By D"7 -Nov -14 chd Client IF71e 9510 Quater Dome.std I Datellime 07 -Nov -201415:24 Job Information Engineer Checked Approved Name: Date: 07 -Nov -14 Structure Type I SPACE FRAME Number of Nodes 19 Highest Node 20 Number of Elements 34 Highest Beam 34 Number of Basic Load Cases 3 Number of Combination Load Cases 2 Included in this rintout are data for. Nodes 10 Beams 10 Inr_ludad in this nrintnut ana racuffe fnr Inad raeae- Type LIC Name Primary 1 D Primary 2 WU Combination 3 D+0.6WU Primary 4 MIX Combination 5 D+0.6WX Print Time/Date: 07/11/201415:31 STAAD.Pro for Windows 20.07.03.16 Print Run I of 6 •9•.•• • e . 0000•• •• 0 • • 0000•• • 0.0.09 9 0000•• • 0000•• ease 0 • • • • • 0000•• 0.00 • 0•••0 0000•• • • so:** • a..*.: 00 •• 0000•.. •99.09• • 0000•• • • 0 • • 0 0 • 0000•• .. 0 sees 9 Print Time/Date: 07/11/201415:31 STAAD.Pro for Windows 20.07.03.16 Print Run I of 6 Print Tlme(Date: 07!11/201415:31 STAAD.Pro for Windows 20.07.03.16 Print Run 2 of 6 Job No Sheet No Rev L 2 Software licensed to RND Pert Job Title Ref By Dft7-Nov-14 Chd Client File 9510 Quater Dome.std Date/rlr- 07-Nov-201415:24 3 _ L� 2 12' 4 13 11 14 20 z19z 9 8 5 18 1 Load :• • • • .•.• • 0000•• 006680 • 0000•• NODE NUMBERS 000000 ' • 0060•• 6000 • • • • • • 0000•• 6060 . 0006• 0000•• . • 0000• •• •• •• .• 0006•• • 0000•• • • • . • • 6060.• 0600•• • • • 0000•• .. . 0606 • . • Print Tlme(Date: 07!11/201415:31 STAAD.Pro for Windows 20.07.03.16 Print Run 2 of 6 Print Thne/Date: 07/11201415:31 STAAD.Pro for.Windows 20.07.03.16 Pant Run 3 of 6 Job No Sheet No Rev 3 Software licensed to RND Pert Job Title Ref BY Dat'07-Nov-14 chd Client File 9510 Quater Dome.std Datarr""e 07 -Nov -201415:24 s A A Cb N 1a 11 g'L 13 N ?� 12 LO N €{ 31 28 N N Load 1 29 3D • 0000•• • • • 0000 • 0000•• 0000.• • 0000 • • MEMBER NUMBERS 011000 0000.: 000• • • • . • • 0000•• 0000 • 00.00 ••0.00 . . 0000• •• .• •• •. 0000•• • 0000•• • • • . • • • • • • 0000.• 0000.• 0000 Print Thne/Date: 07/11201415:31 STAAD.Pro for.Windows 20.07.03.16 Pant Run 3 of 6 --- t Job No Sheet No Rev 4 Software licensed to RND Part Job Title Ref By D"7 -Nov -14 Chd Client File 9510 Quater Dome.std Dawr'r- 07 -Nov -201415:24 1� 48 Ibflft i �:jlbflft I 46.0IIifN� / • • 0000•• - •' • L•ad2 0000 • i 46.�IbfHtO • .. •••• • 48.0 Ibl/ I •6i0•• • 0600 • 48.0 Ibffft • 4810 Ibflft _ � 48.0 Ibffft 000000 • 0000 • LOAD: WV 0000 • 6.0.6• • • 00.00 •• •• •• •• 0000•• • 0000•• • • • • •• • • • • • •6••• 0 000• • • • • • • • • • 00000 •• • 0000• • • • •••• Print Time/Date, 07/11/201415:31 STAAD.Pro for Windows 20.07.03.16 PrUd Run 4 of 8 —� Job No Sheet No Rev 5 Software Otansed to RND Part Job Title Ref By Dat'07-Nov-14 chd Client File 9510 Quater Dome.std Dawrlr a 07 -Nov -201415:24 - • • 0000•• • • Lsad 4 0000•• 0000•• • • 0000•• • LVFLLJ. VVA Beams Beam Node A Node B Length (ft) Property I p (degrees) 10 11 1 10 1 1.171 1 0 Section Properties Prop Section Area (int) 1 In, (in4) la (In4) 1 JMaterial 064) 1 PIPS10 1 0.494 1 0.087 1 0.0871 0.1751 STEEL 0000 • 0000• •0.0.0 • • 0000• •• •• •• •• 0000•• • 0000•• • • • • • • 0000•• 0000•• • • • 0000•• •• • 0000 • • • 0000 i Print Tkne/Date: 07/11201415:31 STAAD.Pro for Windows 20.07.03.16. Print Run 5 of 6 - Software licensed to RND Job No Sheet No Rev Part Job Title Ref By Date07-Nov-14 Chd Client File 9510 Quater Dome.std Date/Time 09 -Nov -2014 08:44 Beam End Forces Sign convention is as the action of the joint on the beam. Reactions Axial Shear Torsion Bending Beam Node LIC Fx (Ib) Fy (Ib) Fz (Ib) Mx (Ib -ft) My (lb -ft) Mz (Ib -ft) 10 11 10 -30.9 15.3 -0.8 1.1 0.1 9.1 63.3 0.0 2MU 108.0 -69.3 3.5 -5.3 -0.1 -43.0 0 Q 3:D+0.6WU 33.9 -26.3 1.3 -2.0 0.0 -16.7 3:D+0.6WU -34.5 4: WX -672.2 60.6 95.0 -10.5 -22.4 40.5 105.4 613.5 5:D+0.6WX -434.2 51.7 56.2 -5.2 -13.4 33.3 0.0 10 1: D 30.9 -13.3 0.8 -1.1 0.9 7.7 2MU -108.0 69.3 -3.5 5.3 -4.1 -38.1 3:D+0.6WU -33.9 28.3 -1.3 2.0 -1.6 -15.2 4:WX 661.2 -60.6 -39.9 10.5 -56.6 30.5 5:D+0.6WX 427.7 -49.7 -23.1 5.2 -33.1 26.0 Reactions Print Time/Date: 09/1112014 11:28 STAAD.Pro for Windows 20.07.03.16 Print Run 6 of 6 Horizontal Vertical Horizontal Mometrt••• • Node LIC FX FY FZ MX MY"**, ' MZ (Ib) (Ib) (Ib) (lb -ft) (Ib -Ate,.. (Ib-'ij•' ' 20 10 18.0 14.6 63.3 0.0 sop • 2:WU -87.4 -88.9 -290.2 0.0 0 Q 10• • 3:D+0.6WU -34.5 -38.7 -110.8 0.0 %0.6 • Q•Q 4: WX 67.7 105.4 613.5 0.0 :0.0.. • 0.0 5: D+0.6WX 58.6 77.8 431.4 0.0 0.0 . Qu Print Time/Date: 09/1112014 11:28 STAAD.Pro for Windows 20.07.03.16 Print Run 6 of 6 10 1 MER SIZE& ALL MEMMERS ARE VO SCHEDULE 40 STEEL PIPES Z ,L/ t WAYNE SUTHERLAND FL PE N 449139 ALaa II -OS -2014 Saft NTS howA 2 of. ..... ...... ..... . ...... . ..... ..... ,L/ t WAYNE SUTHERLAND FL PE N 449139 ALaa II -OS -2014 Saft NTS howA 2 of. 9 '/4 "x2" 4/" STEEL R WITH (1) 3/0 "x4/" POWERS WEDGE ANCHORS (MIN. 3" EMBED) A W-9 PC 3 I6 3 1(o -4 xa..xai.. STEEL IL' WITH (l) $/8"x4/" POWERS WEDGE ANCHORS (MIN. 3" EMBED) 144 " x 6" x 3" STEEL IE WITH (2) 3/84x4l/2" POWERS WEDGE ANCHORS (MIN. 3" EMBED.) INTO RE INFO CONC. I. ALL MEMBERS TO BE SCHEDULE 40 STEEL PIPES 2. MINIMUM 31/2" CONCRETE EDGE DISTANCE FOR FABRIC MUST BE REMOVED WHEN A ALL ANCHORS 3. ALL CONNECTIONS TO BE FULLY WELDED J ID S. CONTRACTOR TO FIELD VERIFY DIMENSIONS 4. ALL WELDS TO COMPLY WITH THE AWS CODE FABRICATION AND PRIOR TO ATTACHING (LATEST EDITION) 5. ALL WELDS TO BE COVERED WITH ai FROM THOSE NOTED ON THESE DRAWINGS, CORROSION RESISTANCE COATING. P 6. THIS STRUCTURES IS DESIGNED IN BEFORE PROCEEDING. ACCORDANCE WITH THE 2010 FLORIDA BUILDING CODE AND ASCE 1-10, (WIND DESIGN SPEED V.106 MPH, RISK • • 0000•• ••• 0 •s CATEGORY' =1, EXPOSURE C.) • 1. ATTACH A LEGIBLE AND READILY VISIBLE DECAL THAT STATES THAT THE ALINING FABRIC MUST BE REMOVED WHEN A 14URRICANE WARNING IS ISSUED. S. CONTRACTOR TO FIELD VERIFY DIMENSIONS AND SUBSTRATE CONDITIONS PRIOR TO FABRICATION AND PRIOR TO ATTACHING ,,b Z 2 FRAMEWORK TO THE BUILDIh!<si. SHOULD SUBSTRATE CONDITIONS IN THE FIELD DIFFER Z FROM THOSE NOTED ON THESE DRAWINGS, Z11 THE DESIGN ENGINEER MUST BE NOTIFIED BEFORE PROCEEDING. • • w •• • • • 0000•• ••• 0 •s 0000•• • i 0000•• • • eel • 0000 • • • ! • •••••• ••• • • 0000 • 0000•• • • ••• • 0411 00 90 so sesese •••••• •0f •• aseo• • 0 000 s• • 00 •••• • ••!. WAYNE SUMMAND FL PS 04405 of 3