Loading...
DGT-12-0897Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 inspection Number: INSP- 173793 Permit Number: DGT -5 -12 -897 Inspection Date: February 12, 2014 Permit Type: Decks/Gazebos/Trellises Inspector: Rodriguez, Jorge Inspection Type: Final Owner: LAZAR, DAVID Work Classification: Pergola Job Address: 10635 NE 11 Avenue Miami Shores, FL 33138 -2120 Project: <NONE> Contractor: HOME OWNER Rniit inn nannrfmant Cnmmantc Phone Number Parcel Number 1122320280350 20 X 9 PERGOLA IN FRONT PATIO Passed Inspector Comments Failed Correction Needed ❑ Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. For Inspections please call: (305)762 -4949 February 12, 2014 Page 1 of 1 lZ, O�v °0 �014,2� Lrl *8U11ffiDING Miami Shores Village Building Department''` °��F' 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 MAY 18 20 2 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (3057 762.4949�a` PERMIT APPLICATION Permit Type: BUILDING FBC 20 Permit No . 7 ` _( 2 �1 Master Permit No. ROOFING JOB ADDRESS: 063 5 8e 11 Ate. City: Miami Shores County: Miami Dade Zip: 33)-3A Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): c�. i� &--zP- V Phone #: 75y 592n D7 7 V Address: 1063 S (3 E 1/ M c City: hN) pjy1 Tenant/Lessee Name: Email: dO ,1 Ia; State: FL Zip: 33132 CONTRACTOR: Company Name: ��✓ Phone #: Address: City: State: Qualifier Name: Phone, State Certification or Registration #: Certificate of Competency #: Contact Phone #: Email Address: DESIGNER: Architect/Engineer Phone #: / l 'Value of Work for this Permit: $_ Dv Square/Linear Footage of Work: IT40 Type of Work: OAddition *Description of Work: _ 9 n OAlteration ONew ORepair/Replace ODemolition Colo" thru tile: C) Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO /CC $ DBPR $ Bond $_ Technology Fee $ TOTAL FEE NOW DUE $ o �� 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 inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of h" , 20 [L by 4-110 &A2-44t- who is personally known to me or who has produced Zt As identification and who did take an oath. NOTARY PUBLIC: ON Al N.1Z Signature Contractor The foregoing instrument was acknowledged before me this day of .20 _, by who is personally known to me or who has produced as identification and who did take an oath. �0 NOTARY PUBLIC: ., ao asll,�� • : � Sign: _ faro '' `n c Sign: Print: Print: My Commission Expires: %.✓d idyyx.�'� . .� My Commission Expires: APPROVED BY /% .�� u/u ' Plans Examiner I Zoning Structural Review Clerk (Revised 5/2/2012)(Revised 3 /12/2012 )(Revised 07 /10 /07XRevised 06 /10/2009XRevised 3/15/09) F Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: Oo-u; DATE: ADDRESS: 16615 de I, AV Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, RS 489.103(7). And I have read and understood the following disclosure statement, which entitles nie 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 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 ,9 C 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 J ?4 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 . J)4 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 http : / /www.mvfoddalicense.com /dbor /pro /cilbfiindex.htmi Initial I am aware of, and consent to; an owner- builder building permit applied for in my name and understands that I am the party legally nd financially responsible for the proposed construction activity at the following address: 1�f5 �f� �� 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 a 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 I �— day of V/ Q ( , 20 /"-L By LA 2–A2 who was personally known to me or who has Produced there License or F-L—, I � identification. r I t ° % cc . 1. Miami shores Village Building Department 10050 N. E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: U0112—SM DATE: 6) l 2 Contractor Owner o Architect up 2 sets of plans and Address: From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: Permit No: 12 -897 Job Name: September 20, 2012 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Building Critique Sheet 3rd 1) Provide the wind load design criterion. STOPPED REVIEW Page 1 of 1 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. Norman Bruhn CBO 305 - 762 -4859 W Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Folio Number) 122320280350 Owner's Name: DAVID LAZAR Owner's Phone: Job Address: 10635 11 Avenue Total Square Feet: 180 Miami Shores, Fr-33-138-2120 Total Job Valuation: $ 900.00 Contractor(s) Phone Primary Contractor HOME OWNER Yes Planning and Zoning Criteria and Comments Approved: No Date Denied: 9/10/2012 Comments: PROVIDE PLANS DESIGNED BY AN ARCHITECT OR ENGINEER 6/19/12 PERGOLA MUST BE ATTACHED OR 15 FEET FROM RESIDENCE. 9/10/12 SAME AS ABOVE Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax (305)758 -8972 Folio Number:1122320280350 Owner's Name: DAVID LAZAR Owner's Phone: Job Address: 10635 11 Avenue Total Square Feet: 180 Miami Shores, FL 33138 -2120 Total Job valuation: $ 900.00 Contractor(s) Phone Primary Contractor HOME OWNER Yes Planning and Zoning Criteria and Comments Approved: No Date Denied: 6/19/2012 Comments: PROVIDE PLANS DESIGNED BY AN ARCHITECT OR ENGINEER 6/19/12 PERGOLA MUST BE ATTACHED OR 15 FEET FROM RESIDENCE. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. D (q -r/ Z -R Job Name Date q - —�z STRUCTURAL CRITIQUE SHEET CO r1 c4e-c Tc Co0eS USED !#-P-CJ b0-r I4 ZF6 2) 8 P c- c4'PN V67 8 Q'o ,J qe'f� -F,& c . v 3' 8 Pnc.,'F� w-o 0 0 &--T - Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: O b '11—n DATE: Contractor Owner Ei Architect up 2 sets of plans and it From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: Permit No: 12-897 Job Name: June 22, 2012 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet Plans must show the code used for design. Provide the wind load design criterion. Provide a foundation plan that complies with the Florida Building Code and Miami Shores Ordinance. 4) Provide all connection details. STOPPED REVIEW 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. Norman Bruhn CBO 305 - 762 -4859 Miami shores Y Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: 12 -897 Job Name: May 23, 2012 Page 1 of 1 Building Critique Sheet 1) Provide approval from Miami Dade County Health Dept. (DOH /HRS) 2) Provide corrections for Zoning. 3) Provide a complete set of plans signed and sealed by an architect or engineer licensed in the state of Florida. 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. Norman Bruhn CBO 305 - 762 -4859 ; W41=1 I Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax (305)758-8972 Folio Number: 1122320280350 Owner's Name: DAVID LAZAR Owner's Phone: Job Address: 10635 11 Avenue Total Square Feet: 180 Miami Shores, FL 33138 -2120 Total Job Valuation: $ 900.00 Contractor(s) Phone Primary Contractor HOME OWNER Yes Planning and Zoning Criteria and Comments Approved: No Date Denied: 5/18/2012 Comments: PROVIDE PLANS DESIGNED BY AN ARCHITECT OR ENGINEER Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: Q t T) �M DATE: 1, -C—, d des Contractor Owner o Architect Pick �ets plans and er) Address: Av/ From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged PERMIT CLERK INITIAL: V— RESUBMITTED DATE:. _ PERMIT CLERK INITIAL: FLORIDA DEPARTMENT OF Rick Scott John H. Armstrong, MD Governor State Surgeon General June 13, 2012 David Lazar 10635 NE 11 Ave Miami, FL 33138 RE: Contingency Letter Application Document No: AP1073626 Centrax Permit Number: 13 -SC- 1413088 OSTDS Number: 10635 NE 11 Ave Miami, FL 33138 Lot:7 Block: 3 Subdivision: Dear Applicant: This will acknowledge receipt of an application dated 06/01/2012 for a permit to use an existing onsite sewage treatment and disposal system located on the above referenced property. From a review of your completed application, it has been determined that your existing system is adequate for the proposed use (pergold construction). If you have any questions on this matter, please call our office at (305) 623 -3500. Enclosures cc: Miami -Dade County Health Department 1725 NW 167 St, Opa Locka, FL 33056 Phone: (305) 623 -3500. Fax: (305) 623 -3645 - http: / /www.MyFloridaEH.com r 1 r-m ;11Y11dSY ,... _ _ ::.::. :: a tl u9A 3 N N w (CH ON) d .S'it 9Id uwl 8..z /t Punj .L•e.,t•Lt. AZt 7.00'08 (01 ON) 0!0!4!............................. : : Q iriiasr 0.z /t j�a =.Q a .................. .............. puno.N ........................... w � O c .Lnt .t — a9 A"a 0 (£'g t .t0`0 t 4atod . .L8'S a A8© A 18"O'1 S£90t 'ON CA S83 AJO3S au0 %a N) O.Z /t JDq*a punoi 00l g 4 Q PMMPUAO I � 6S � NO Ow .too _ J — sox —x —x x— x— x —x--x- x— x— x— x— x— x —x —x— _ (al ON) (vs) .00'08 0 r (al N) L a ez t JDq9H ura unto .OZ = a l MY3S PD04MO t Z f r_ Y 30 (� R E r t 1 I - Z Z M r PROPERTYT EXISTING CHAIN UNK LINE FENCE (TYP.) Z A -1 , I I � A -1 a 27--2" 9-4'2 \} w I - Z Z ICI a I ca a tl ' EXISTING ONE STORY Q z o _ !€ I C.B.S. RESIDENCE v1 °' EXISTING °0 DRIVEWAY I I I I I I � , ' I zY W' n.. e�...e aWee era r.�ieee g a e.eq"e a en. O�nT en a a e e. Nee.! aae. s oa.. b a nAiaO eaN 40eee�0 d GO o a eaa P eeb Aoetp o oq PA YOeE1 b era b oqw/ � p ranee! a1 UO adR•A ON ee.a eo�e eeeer ee a..w.a e. w mwe^nrw. is plan for: & Mrs. David Lazar 55 NE 11TH AVE MIAMI SHORES, FLORIDA 3: tO 32' -7" b c.7 0 I 0 r� EXISTING SEPTIC)-] TANK BELOW I MIAMM -DADS COUNTY HEALTH DEPARTMEN PERMIT, #: 107362-4 , DATE: ® l EXISTING R r� SITE PLAN „ SCALE: 1/16. 0 1'-0' en V. RTIN J. BENZAQUEN P.E. IEER OF RECORD -017 mo..- QNOeNCGR YC6NAG ti.e00p IN� I,I r F ENLARGED R PLAN #1 „ SCAM 3/16'- 1'-0- 1 d' —n" ENLARGED PLAN #2 SCALE 3/16' - 1'—d OPAlO PT PRO S691 091BE8 ^^ Fl��ra W. A — 1 SCALE OAT6 20121 1 0 AS SHOYbN —28 -2012 RATIONAL ANALYSIS AND ENGINEERING DESIGN CALCULATIONS rr �� ��\ 11 1, NEW TRELLIS FOR MR. DAVID LAZAR RESIDENCE AT 10635 NORTHEAST 11TH AVENUE MIAMI SHORES, FLORIDA DATE: 08 -29 -2012 TABLES OF CONTENTS: 1. WIND PRESSURES CALCULATION PAGES 1 -2 2. 3 X 8 CEDRA TRELLIS PAGE 3 3. 4 X 6 CEDAR TRELLIS PAGE 4 4. 3 X 10 WOOD BEAM PAGE 5 5. 6 X 6 WOOD POST PAGE 6 6. CAP PLATE PAGE 7 7. BASE PLATE PAGE 8 8. PAD FOOTING PAGE 9 ANATOLIA ENGINEERING SERVICES, INC. ASSUMES RESPONSIBILITY FOR BOTH MANUAL AND COMPUTER GENERATED CALCULATIONS. CARL G. FORBES - CONSULTING ENGINEER. CARL G. FORBES P.E. # 20699 C.A.# 000028792 555 SOUTH POMPANO PARKWAY POMPANO BEACH, FLORIDA 33069 TOTAL PAGES :12 '41%J11111111" WIND10 v2.1.0.5 Detailed Wind Load Design per ASCE 7 -10 R, Analysis by: PE Company Name: na=rintlon: Mr. & Mrs David Lazar Pergulas 8/23/2012 Developed by Meca Enterprises, Inc. Copyright 2006 Page No. 1 of 2 T of Structure Height/Least Horizontal Dim 0.80 Flexible Structure No 8/23/2012 Developed by Meca Enterprises, Inc. Copyright 2006 Page No. 1 of 2 Cti€e �t ust1 .. For rigid structures (Nat Freq > 1 Hz) use 0.85 15.00 ft Zmin Izm Cc' 33/z) ^0.167 0.2281 Lzm I *(zm/33) "Epsilon 427.06 ft Q (1/(1+0.63-(( in(B,L)+Ht)/Lzm)AO.63))AO.5 0.9597 ust2 0 925* 1 +1 7 *lzm *3 4 *Q 1 +1 7*3 4 *Izm 0.9038 wG G r the lessor of Gust1 or Gust2 are used 1 0.85 Since this is not a flexible structure � lessor us 8/23/2012 Developed by Meca Enterprises, Inc. Copyright 2006 Page No. 1 of 2 t 8/23/2012 WIND10 v2.1.0.5 Detailed Wind Load Design per ASCE 7 -10 Design Wind Pressure - Open Buildings and Other Structures Elev. Kz Kzt Oz Wind Pressure based u n different Crs (1 2) Open Sign Open Sign Open Sign ?" ??? ??? ft 0.9 FKzt Ib/ft"2 1.80 1.30 0.90 0.00 0.00 0.00 15 0.57 1.00 38.30 58.60 42.32 29.30 0.00 0.00 0.00 Note: 1) User must select shape factors from the appropriate tables, and enter within this table. Flaure 6 -21 • Force Coefficients Open Slans and Lattice Notes: 1) Signs with openings comprising 30% or more of gross area are considered open signs e - ratio of solid area to gross area D - diameter of typical round member Developed by Mece Enterprises, Inc. Copyright 2006 Page No. 2 of 2 Members Flat -Side D <= 4.86 In D � 4.85 In o = 0.2 0.2 0.2 tor = 1.8 1.3 0.9 FKzt 0.99 0.99 0.99 = 1 1 65.86 Ib/ft "2 65.86 Ibt t "2 65.86 Ib/ft "2 re Elevado = 8 ft 8 ft 8 ft e = 100.76 Ib/ft"2 72.77 lb/ft"2 50.38 Ib/ft "2 Notes: 1) Signs with openings comprising 30% or more of gross area are considered open signs e - ratio of solid area to gross area D - diameter of typical round member Developed by Mece Enterprises, Inc. Copyright 2006 Page No. 2 of 2 Pmject: Lot*don: Roof Rafter 1 Roof Rafter 12009 international Building Code(2005 NDS)j 2.5 IN x 7.25 IN x 11,0 FT (10 + 1) @ 14 O.C. #2 - Southern Pine - Dry Use Section Adequate By: 294.9% Controlling Factor. Deflection DEFLECTIONS Live Load -0.08 r 89h IN U1516 0.03 IN 0474 Dead Load 0.03 in 0.00 in Total Load -0.05 IN U2455 0.02 IN U758 Live Load Deflection Criteria: 1-1240 Total Load Deflection Criteria: 0180 C&1.15 G =0.94 CFom Cro.15 RAFTER REACTIONS DADS REACTIONS Upper Live Load @ A Upper Dead Load @ A Upper Total Load @ A Lower Live Load @ B 2 plf 2 lb 74 plf 87 Ib 76 pif 89 lb -40 plf -47 lb Lower Dead Load @ B 91 pif 106 ib Lower Total Load @ B 91 pif 106 lb E' = 1600 ksi E min = RAFTER SUPPORT DATA E min' = 580 ksi A B Uplift (1.5 F.S) Bearing Length 485.8887 lb 499.7508 lb 0.06 in 0.07 in Rafter Live Load: wL -adj = RAFTER DATA a '0 Eave Span Length 10 ft 1 it Rafter Pitch 0 :12 Roof sheathing applied to top of joists top of rafters fully braced. Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Southern Pine Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity Comp. --to Grain: Base Values Adjusted Fb = 975 psi Fb' = 1462 psi C&1.15 G =0.94 CFom Cro.15 Fv = 175 psi Fv' = 201 psi Cd =1.15 79.39 in4 . Moment: E= 1600 ksi E' = 1600 ksi E min = 580 ksi E min' = 580 ksi Fc - -L = 565 psi Fe - -L= 565 psi Controlling Moment: -344 ft-lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 137 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Rec'd Provided Section Modulus: 2.82 W 21.9 in3 Area (Shear): 1.02 In2 18.13 in2 Moment of Inertia (deflection): 20.11 in4 79.39 in4 . Moment: -344 ft-lb 2669 ft-lb Shear. 137 lb 2432 lb Uniform Floor Loading Roof Live Load: LL = -38.3 psf Roof Dead Load: DL = 15 psf Slope Adjusted Spare; And Loads Interior Span: L-adj = 10 ft Eave Span: L -Eave -adj = 1 ft Rafter Live Load: wL -adj = -45 pif Eave Live Load: wL -Eave -adj = -45 pif Rafter Dead Load: wD-adj = 18 pif Rafter Total Load: wT adj = -27 pif Eave Total Load: WT- Eave-adj = 27 pif Project: Lot*tion: Roof Rafter 1 Roof Rafter [2009 International Building Code(2005 NDS)] 3.5 IN x 5.5 IN x 9.67 FT (8.7 + 1) @ 20 O.C. #2 - Southern Pine - Dry Use Section Adequate By: 159.2% Controlling Factor. Deflection DEFLECTIONS 9011-ter Live Load -0.10 ,Rim IN L/9965 0.04 IN L/311 Dead Load 0.04 in 0.00 in Total Load -0.06 IN 01603 0.02 IN 0493 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: U180 C&1.15 C1 =0.99 CF =1.28 C> =1.15 RAFTER REACTIONS 175 psi FV = 201 psi LOADS REACTIONS Upper Live Load @ A Upper Dead Load @ A Upper Total Load @ A Lower Live Load @ B 2 pif 4 lb 64 pif 107 lb 66 plf 111 lb -41 pif -68 lb Lower Dead Load @ B 81 pif 135 lb Lower Total Load Q B 81 pif 135 lb 580 ksi E min' = 580 ksi RAFTER SUPPORT DATA 565 psi A B Uplift (1.5 F.S) Bearing Length - 205.4287 lb - 264.3543 lb 0.06 in 0.07 in -64 pif RAFTER DATA Interlo Eave Span Length 8.67 it 1 it Rafter Pitch 0 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Southern Pine Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -I- to Grain: Base Values A lusted Fb = 975 psi Fb' = 1632 psi C&1.15 C1 =0.99 CF =1.28 C> =1.15 Fv = 175 psi FV = 201 psi Cd=1.15 48.53 In4 Moment: E= 1600 ksi E'= 1600 ksi E min = 580 ksi E min' = 580 ksi Fc -1= 565 psi Fc -1' = 565 psi Controlling Moment: -371 ft-lb 4.34 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on spans) 2 Controlling Shear. 171 lb 9.0 Ft from left support of span 2 (Center Span) Created by combining 'all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 2.73 ins 17.65 ins Area (Shear): 1.27 dn2 19.25 dn2 Moment of Inertia (deflection): 18.72 dn4 48.53 In4 Moment: -371 ft-lb 2400 ft- lb Shear. 171 lb 2583 lb Uniform Floor Loading Roof Live Load: LL = -38.3 psf Roof Dead Load: DL = 15 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 8.67 ft Eave Span: L- Eave -adj = 1 It Rafter Live Load: wL-adj = -64 pif Eave Live Load: wL- Eave -adj = -64 pif Rafter Dead Load: wD-adj = 25 pif Rafter Total Load: WT-adj = -39 pif Eave Total Load: WT- Eave -edj = -39 pif �8 Pfoject: / Location: Roof Beam 3 Roof. Beam of 12009 International Building Code(2005 NDS)] 2.5 IN x 9.26 IN x 14.0 FT #2 - Southern Pine - Dry Use StruCalc Version 8.0.101.0 8/2312012 6:11:31 PM Modulus of Elasticity, E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E min = 580 ksi E min' = 580 ksi Comp. -L to Grain: Fc -1= 565 psi Fc - J-' = 565 psi Controlling Moment: -2682 ft-lb 7.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -766 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 26.1 in3 35.65 in3 Area (Shear): 5.71 in2 23.13 in2 Moment of Inertia (deflection): 146.61 in4 164.89 in4 Moment: -2682 ft-lb 3664 ft-lb Shear. -766 lb 3103 lb Adjusted Beam Length: Ladj = 14 ft Beam Self Weight: BSW = 6 pif Beam Uniform Live Load: wL = -190 plf Beam Uniform Dead Load: wD adj = 81 pif Total Uniform Load: WT = -109 pif Project / Locatioo n: Roof Beam •3 Roof Beam 12009 International Building Code(2005 NDS)] 2.5 IN x 9.25 IN x 9.83 FT #2 - Southern Pine - Dry Use Section Adequate By: 177.1 Controlling Factor. Moment DEFLECTIONS Ce ter Live Load -0.15 IN U780 Dead Load 0.06 in Total Load -0.09 IN U1353 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: 0180 REACTIONS 8 B Live Load -934 lb -934 lb Dead Load 396 lb 396 lb Total Load 396 lb 396 lb Uplift (1.5 F.S) -670 lb, -670 lb Bearing Length 0.28 in 0.28 in SEAM DATA Span Length 9.8 it Unbrac ed Length.: p 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Southern Pine StruCalc Version 8.0.101.0 8/23/2012 6:12:00 PM Side One: Base Values Adiusted Bending Stress: Fb = 975 psi Fb' = 1233 psi -38 Cd =1.15 CF =1.10 Roof Dead Load: Shear Stress: Fv = 175 psi Fv' = 201 psi Tributary Width: Cd =1.15 5 Modulus of Elasticity: E = 1600 1&1 IF = 1600 ksi Min. Mod. of Elasticity: E min = 580 ksi E min' = 580 ksi Comp. -L to Grain: Fc -1= 565 psi Fe - -L' = 565 psi Controlling Moment: -1322 fl-lb 15 4.915 ft from left support Tributary Width: TW = Created by combining all dead and live loads. ft Controlling Shear. -538 lb, 0 At support. Created by combining all dead and live loads. Comparisons with required sections: Redd Provided Section Modulus: 12.87 in3 35.65 in3 Area (Shear): 4.01 in2 23.13 in2 Moment of inertia (deflection): 50.75 In4 164.89 in4 Moment: -1322 ft -lb 3664 ft -lb Shear. -5381b 31031b StruCalc Version 8.0.101.0 8/23/2012 6:12:00 PM Side One: Ladj = 9.83 ft Roof Live Load: LL = -38 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 5 it Side Taro: WT = -109 plf Roof Lire Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 0 ft Wall Load: WALL = 0 plf Adjusted Beam Length: Ladj = 9.83 ft Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = -190 pif Beam Uniform Dead Load: wD adj = 81 plf Total Uniform Load: WT = -109 plf Prbject: Location: Column 4 ' Column [2009 International Building Code(2005 NDS)] 5.5 IN x 5.5 IN x 8.0 FT #2 - Southern Pine - Dry Use Section Adequate By: 94.1 % VERTICAL REACTIONS Live Load: Vert-LL-Rbm = -2660 lb Dead Load: Vert DL4:bm = 758 Ib Total Load: Vert TL-Rxn = -1902 lb COLUMN DATA Total Column Length: 8 ft Unbraced Length (X A)is) Ly: 8 It Unbraced Length (YA)ds) Ly. 8 ft Column End Condtion -K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Southern Pine Column Calculations (Controlling Case Only): Base Values d u Compressive Stress: Fe = 525 psi Fd = 425 psi Fc = Cd--0.90 CP =0.90 Allowable Compressive Suess: Fd = Bending Stress (X -X Axis): Fbx = 850 psi Fb)e = 765 psi Eccentricity Moment (Y -Y A)is): Cd =0.90 CF =1.00 0 ft -lb Moment Due to Lateral Loads (X -X A)is): Bending Stress (Y -Y A)is): Fby = 850 psi Fby' = 765 psi 0 ft-lb Cd -0.90 CF =1.00 Fbx = 0 psi Modulus of Elasticity: E = 1200 ksi IF = 1200 ksi Min. Mod. of Elasticity: E_min = 440 ksi E min' = 440 ksi Column Section ()(-X Axis): Combined Stress Factor. dx = 5.5 in Column Section (Y -Y A)is): dy = 5.5 in Ate: A = 30.25 in2 Section Modulus (A -X A)is): Sx = 27.73 in3 Section Modulus (Y -Y A)is): Sy = 27.73 in3 Slenderness Ratio: Lex/dx = 17.45 Ley /dy = 17.45 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load Only (D) Actual Compressive Stress: Fc = 25 psi Allowable Compressive Suess: Fd = 425 psi Eccentricity Moment (X -X A)is): Mx-ex = 0 ft-lb Eccentricity Moment (Y -Y A)is): My-ey = 0 ft -lb Moment Due to Lateral Loads (X -X A)is): Albs = 0 ft -lb Moment Due to Lateral Loads (Y -Y A)is): My = 0 ft-lb Bending Stress Lateral Loads Only (X -X A)is): Fbx = 0 psi Allowable Bending Stress (X -X A)is): Fbx' = 765 psi Bending Stress Lateral Loads Only (Y -Y A)is): Fby = 0 psi Allowable Bending Stress IY Y Aids): Fby' = 765 psi Combined Stress Factor. CSF = 0.06 B AXIAL LOADING Live Load: PL = -2660 lb Dead Load: PD = 700 lb Column Self Weight: CSW = 58 lb Total Load: PT = -1902 lb Desi n Values. Load from Table &3B Nail to be used: 16D nails Load Perp. To Grain= 78.5 Ibs Size(D)= 116 inches (Diam.) Load Parall. To grain= 88 Ibs Load Factor Cd= 1.3 Ibs Hole= 217 inches (Diam.) Load Perp. To Grain= 1570 Ibs lm= 3 inches (Member thickness) Is= 0.25 inches (Side member thick.) Load Parall. To grain= 1750 Ibs B' Edge distan e rea0lernents for nails: No. of nails= 20 a.) Parallel to Grain: (1.5D)= 114 inches b.) Perpendicular to Grain: Loaded edge (4D)= 213 inches Unloaded edge (1.5D)= 114 inches C. End distan e r ulemets for na : a.) Perpendicular to Grain:(4D)= 213 inches b.) Parallel to Grain. Compression (4D)= 213 inches b.) Parallel to Grain. Tension (5D)= 415 inches qj SRIging re ulements nails n' o: a.) Parallel to Grain: (4D)= 213 inches b.) Perpendicular to Grain:( 3D)= 112 or required spacing for attached members. D. cin u ern betty n; ra L" a.) Parallel to Grain: (1.5D)= 114 inches Actual load: 560 b.) Perpendicular to Grain: UD= 18112 inches Perp to Grain GOOD when UD <= 2 2.5D= 215 inches when 2 <11D <6 (51 +10D)18: 2.0775 inches when UD > =6 5D= 415 inches Spacing between outer Rows of naiils..< 11/2" AWLIC +Ai % J ' o, 1 ,a_.... . 4X4. Past COO USP PCM4416 \ C! t �)L 1. c 4= SfPAPS fv- C:44 - 16 1000 4.X6 F='a:xt COP PCM4616 SiT.t >�;ON PC;46 - -16 1:300 14810 1100 925 1:7100 4x4 End Cod 6 SIMPSCNS EPC44 -- 6 ,0f0 1480 ?. 100 00f' ? 1000 4x6 End Cnp USP 1- PCM4616 SmirSON t:F'C46— 16 1300 1480 100 faC +c:? ftUf+ 1"" 2 o '�..,,.. t.,.. l 0o - - m USP: PCM441 6 O � USP: E-PCM441 6 or SIMPSON: PC44 -16 or SEMP N; E.PC44 -16 8 -16d NAILS TO POST AND 12- 16dNAILS TO BEAM IN USP PCM46 ADEQUATE eoit to De usea: 1.11111 I%WIK 0011 11 t%AfFUUH CLUM Size= 518 inches (Diam.) hef(Embedment)= 5.5 inches S(actual spacing)= 12 inches Smin = 5.5 inches Scr= 11 inches C(actual edge dist.)= 12 inches B.) Anchor spacing Adjustment factor:(fa)= C.) Edge distance adjustment factor- Tension(fRN)= D.) Edge distance adjustment factor- Shera(fRV)= E.) Recommended Working Load tension(Nrec)= F.) Recommended Working Load Shear(Vmc)= 1;' .ioaa In i ensloi .load in Shear- G.) COMBINED LOADING: (NdlNrec) "513 + (VdNrec) ^513 = 0.101 < 1.00 LISP PCM6616 I (! I'.j.j �o" ,I,l ICI I; 1;I -I Mz � MTjr , ------ - - - - -- PAU66 - SIDE VIEW d i v �o� d • d• d � . 560 Ibs 408 Ibs 3695 Ibs 4885 lbs 30"X30 "X 16" CONC. FOOTING a 5/8" DIAM. LAG SCREW X 10" LG PAU66 - FRONT VIEW (1) 518" diameter anchor Bolt adequate for base plate INPUT DATA: FOOTING WIDTH 2.5 FT DEPTH 1.33 FT LENGTH 2.5 FT CONC.SLAB WIDTH 0 FT DEPTH 0 FT LENGTH 0 FT P =FTG LOAD 1247 LB S =SLAB LOAD 0 LB A =BEAM WEIGHT 100 LB B= COLUMN WEIGHT 200 LB C =FLOOR LOAD 0 LB D =ROOF GRAVITY 630 LB (DL= 15PSF) UPLIFT 560 LB REINF. BARS 4 # 5 (EA. WAY TOP & BTM.) F.O.S. 3.8873 TY AT PERGULAS'' PROJECT:DAVID LAZAR PERGOLAS spacing= 1 ft o/c Lag Screw Span= 10 ft 1.67 o/c f c= 3 Ksi fy= 60 Ksi line load along rafter- 141.95 #/ft Design; load: Dead load: 9 psf Live load: 8 psf Total: 17 psf lCheckina P.T. Ledger: b= 1 2.5 x de= E= 1600000 psi Fv= 90 psi FJ-= 565 psi Lag screw length= 10 in Lag Screw ancho- 518 Embedment--(in) 3 Lag Shear Capacity(lbs)= 320 Lag Tension Capacitv(lbs)= 570 9.25 in fv= 3v /2bde = 9.207568 psi Fv= 1.5fv= 135 ft -Kips > 9.207568 OK Alowable Pullout = M/de = 55.14 Ibs < lbs OK Alowable Shear = 85 Ibs < =20 Ibs OK CHECK BOLTS SHEAR & TENSION SIMULTANEOUSLY fv + ft =OE < 1 OK Fv —F- 4DOPT (1) 518" DIAM. LAG SCREW a(,� EACH CEDAR : Bolt to be used: Hilt! Kwl Perp. To Grain= Size(D)= 112 inches (Diam.) Load Parall. To grain= Hole= 518 inches (Diam.) Load Factor Cd= Im= 3 inches (Member thickness) Load Perp. To Grain= Is= 0.25 inches (Side member thick.) Load Parall. To grain= B.) Edge distance mulement a.) Parallel to Grain: (1.513)= b.) Perpendicular to Grain: Loaded edge (4D)= Unloaded edge (1.! Parallel to Grain. Compression (4D)= Parallel to Grain. Tension (5D)= icular to Perpendicular to Grain: when UD <= 2 when 2 <1113<6 when I/D > =6 2 inches 314 inches 2 finches 2112 inches 2350 Ibs 6110 Ibs 2 inches 1 112 or required spacing for attached members. lows f i( 314 Inches Actual load: 1190 UD= 6 Inches Perp to Grain GOOD 2.513= 1 114 inches (51 +10D) 18: 5D= 2 s of Bolts < 5" I_L x2- C> C TAP ` ) THiRU r.. WEA-DIE0 TC.. s R rs Size = 114 inches (Diam.) hef(Embedment)= 1 314 inches S(actual spacing)= 6 inches Smin: 1.75 inches Scr: 3.5 inches C(actual edge dist.)= 4 inches B.) Anchor spacing = (inches) C.) Edge distance Tension= (inches) D.) Edge distance Shear= (inches) E.) Recommended Working Load tension(Nrec)= F.) Recommended Working Load Shear(Vrec)= 1. 1 0. 2188.0 Actual Shear( Vd)= 968 Ibs Allow.load In Tension = 547 Ibs Allow.load in Shea- 472 Ibs G.) COMBINED LQADING: ,; (Nd/Nrec) "513 + (VdNrec) "513 = 0.689 < 1.00 Al. Pile �T- �` �. 300 WOOD BEAM (2) 1/2 °d. J THRU BOLT �aasaa� wa� JIB %Iaa9macatsrgas ST. STL. Application Product I F1 160% F2 160% Uplift (160 %), EA. OTHER wa (a[e as�sas !!a(YB1i aoa -+111 HOT DIP GALVANIZED ru s� eensas aB aamr a mu cow 44 Post Cap USP PCM4416 1300 1480 1100 SIMPSON PC44 -16 925 ? 1000 Ems. CMU 4x6 Post Cap USP PCM4616 1300 1480 1100 °x6° (4) 1/4 °d. ��'� SIMPSON PC46 -16 925 ? 1000 CEDAR 5/8" CALVAN® ®20° O.C. LAG OLTS 0 EA T2APCANS \ (4) 1/4 °d' 4x4 End Cap USP EPCM4416 1300 1480 1100 MEMBER A x2' LONG SIMPSON EPC44 -16 1000 ? 1000 = COUNTERSUNK ° F COUNTERSUNK A -2 TAPCONS ° FLO 4x6 End Cap USP EPCM4616 1300 1480 1100 SIMPSON EPC46 -16 1000 ? 1000 a 300 WOOD BEAM (2) 1/2 °d. J ]L- P PCM6616 0. 0. 6 - SIDE VIEW .e e i • • `d a A ' e. 30'X30"X16' CONC. FOOTING A e A d 5 /8' DUtM. LAG SCREW X 10' LG PAU66 - FRONT VIEW a.- A� W ogiw 1N.a raWrO h a+acMbd w 18 o�aswraawc.w...r- owaa.wr 2-0b as wwW%"ft ara+avepn� wa��� �hr W 2O POST DETAIL SCAM 1' - 1' -0' (2) 1 /2 °d. THRU BOLT ST. STL. 1/4° PLATES WELDED TO EA. OTHER A�TRELLIS DETAIL TOP VIEW Sake 112' - 1'-0' F� \2 ' m � 0 ° ° m ° USP: PCM4416 ° or SIMPSON: PC44 -16 F USP: EPCM4416 or SIMPSON: EPC44 -16 3O POST CAPS Nm 70 Sc" 'rellis plan for: ✓Ir. and Mrs. Lazar 0635 NE 11th AVE. MIAMI SHORES 3313 CARL G. FORGES P.E. THRU BOLT �aasaa� wa� JIB %Iaa9macatsrgas ST. STL. f v =per rlll... 1/4' PLATES WELDED TO EA. OTHER wa (a[e as�sas !!a(YB1i aoa -+111 HOT DIP GALVANIZED ru s� eensas aB aamr a mu cow TRELLIS DETAIL SIDE VIEW SCALE: 1/Y - 11-0' ]L- P PCM6616 0. 0. 6 - SIDE VIEW .e e i • • `d a A ' e. 30'X30"X16' CONC. FOOTING A e A d 5 /8' DUtM. LAG SCREW X 10' LG PAU66 - FRONT VIEW a.- A� W ogiw 1N.a raWrO h a+acMbd w 18 o�aswraawc.w...r- owaa.wr 2-0b as wwW%"ft ara+avepn� wa��� �hr W 2O POST DETAIL SCAM 1' - 1' -0' (2) 1 /2 °d. THRU BOLT ST. STL. 1/4° PLATES WELDED TO EA. OTHER A�TRELLIS DETAIL TOP VIEW Sake 112' - 1'-0' F� \2 ' m � 0 ° ° m ° USP: PCM4416 ° or SIMPSON: PC44 -16 F USP: EPCM4416 or SIMPSON: EPC44 -16 3O POST CAPS Nm 70 Sc" 'rellis plan for: ✓Ir. and Mrs. Lazar 0635 NE 11th AVE. MIAMI SHORES 3313 CARL G. FORGES P.E. a E. �aasaa� wa� JIB %Iaa9macatsrgas f v =per rlll... ttt ° wa (a[e as�sas !!a(YB1i aoa -+111 ru s� eensas aB aamr a mu cow aa4w®R 007fI 4O SECTION SCALE: i' - 11-a 0' LG 91AWN By ►11J94T 101191 FLOWN= w A-2 BoAL9 BAT, 20121 AS SHOWN E- 28-2012 w ' STRUCTURAL NOTES: 1. GENERAL A. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS ON THE ARCHITECTURAL DRAWINGS AND VERIFY SAME ON THE ARCHITECTURAL SET. ARCHITECTURAL DETAILS SUCH AS SLAB DEPRESSIONS, WATERPROOFING, CURBS, MECHANICAL OPENINGS, FASCIA FRAMING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE ARCHITECTURAL SET. B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING TO ENSURE SAFE WORKING CONDITIONS AT ALL TIMES. ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODES. 2. CONCRETE A. ALL CAST IN PLACE CONCRETE IN THIS JOB SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH (fc) AT 28 DAYS OF 5000 P.S.I. B. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 -72 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. 3. REINFORCING STEEL A. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI 318 -83 B. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A 615 GRADE 60, UNLESS OTHERWISE NOTED C. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185. D. REINFORCING TO BE SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING OF CONCRETE. E. ALL BOTTOM BARS SHALL BEAR 6° MINIMUM OVER SUPPORTS. 4. MINIMUM CONCRETE OVER REINFORCING: MINIMUM CLEAR COVER IN.: A. CONCRETE AGAINST AND PERMANENTLY EXPOSED TO EARTH (UNFORMED FACES) 3 ° B. CONCRETE EXPOSED TO EARTH OR WEATHER (FORMED FACES): a. # 6 BARS AND LARGER 2 ° B. # 5 BARS AND SMALLER 1 1/2 ° C. NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND a. STRUCTURAL SLABS & WALLS 3/4 ° b. BEAMS AND COLUMNS 1 1/2 ° (PRIMARY REINFORCEMENT, TIES, STIRRUPS & SPIRALS) c. SLABS ON GRADE 1 1/2 ° 5. MASONRY: A. ALL MORTAR SHALL COMPLY WITH THE PROPERTY AND PROPORTION SPECIFICATIONS OF ASTM C270. EXCEPT THAT SLAG CEMENTS SHALL NOT BE USED. MORTAR FOR EXTERIOR WALLS SHALL BE TYPE M. FOR INTERIOR LOAD BEARING WALLS THE MORTAR SHALL BE TYPE M OR S. FOR INTERIOR WALLS ABOVE GRADE AND NOT SUPPORTING LOADS , THE MORTAR SHALL BE TYPE M. S, OR N. B. HOLLOW CONCRETE MASONRY UNITS SHALL BE OF A QUALITY OF AT LEAST EQUAL TO THAT REQUIRED BY ASTM C90 ° STANDARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS. C. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. 6. STRUCTURAL STEEL A. STRUCTURAL STEEL WORK SHALL COMPLY WITH AISC. "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTIONS FOR BUILDINGS" AS IT APPEARS ON THE MANUAL OF STEEL CONSTRUCTION, LATEST EDITION. B. STRUCTURAL STEEL SHAPES, BARS, PLATES AND PIPES SHALL CONFORM TO ASTM A36, FY =36 KSI. C. STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A46, FY =46 KSI fm" by 1. dCiR w Ol 1wl�b 1pwmt b6, m•1 W a.w d Ow wpQm sd = 14Y dw Y b.„mo d of-am sdaa e f 'C a,! /Af.,f C,aemw McOM b �, alCA,w k Y a®Iw4°. Trellis plan for: Mr. and Mrs. Lazar 10635 NE 11th AVE. MIAMI SHORES 33138 STRUCTURAL WOOD 1. TO CONFORM TO RULES OF THE MANUFACTURER'S ASSOCIATION UNDER WHOSE RULES THE LUMBER IS PRODUCED. (SEE SUPPLIER'S SPECIFICATIONS). 2. TO BE AIR DRIED, WELL SEASONED AND GRADE MARKED AT MILL. 3. TO BE NO. 1 SOUTHERN PINE, UTILITY GRADE DOUGLAS FIR OR WEST COAST HEMLOCK. 4. ALL STRUCTURAL WOOD TO BE SURFACED FOUR (4) SIDES (S -4—S) WITH A MINIMUM FIBER STRESS IN BENDING OF 1,200 P.S.I. AND A MAXIMUM MOISTURE CONTENT OF 19 PERCENT. 5. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, STUCCO, MASONRY OR OTHER CEMENTATIOUS MATERIALS SHALL BE TREATED TO COMPLY WITH AWPA STANDARD LP -2. 6. STORE ALL LUMBER ABOVE GRADE OR FLOOR. STACK TO ALLOW PROPER AIR CIRCULATION AND PROTECT FROM WETTING WITH SUITABLE COVER. SOIL STATEMENT INSPECTION OF SOIL CONDITIONS AT SITE INDICATE THAT IT IS CAPABLE OF SUPPORTING 2000 PSF AND FOOTINGS DESIGNED ON THAT BASIS. IF QUESTIONABLE CONDITIONS OCCUR DURING EXCAVATION CONTACT THE ARCHITECT PRIOR TO PLACING OF CONCRETE. 8,w 4,iwdglw l�nat CARL G. FORBE3 P.E. aneae��aoroiusamaau 1 Ciao. mmm xDommrfy ORA \R !T /l /lliT 101111 FLORENOA w A — 3 0CAL1 oATC 20121 AS MOWN 5-28 -2012 0 • •° V nnaD�� '� a�anr��� � Application Product # F1 1 60%j F2 160% lift (160 %) lD004A ®FAWrm �DaaOlfiug0 MOm�a 44 Post Cap USP PCM4416 1300 1480 1100 SIMPSON PC44 -16 925 ? 1000 EXIST. CMU WALL 46 Post Cap USP PCM4616 1300 1480 1100 EXIST• CMU SIMPSON PC46 -16 925 ? 1000 °x6° CEDAR 5/8° GALVMOM (4) 1/4 °d. 020° O.C. LAG BOLTS 0 EA x2° LONG �\\X' (4) 1/4 °d. 4x4 End Cap USP EPCM4416 1300 1480 1100 MEMBER TAPCONS A x2° LONG SIMPSON EPC44 -16 1000 ? 1000 ° COUNTERSUNK A -2 TAPCONS �v= FILLED 46 End Cap USP EPCM4616 1300 1480 1100 SIMPSON EPC46 -16 1000 ? 1000 ° r-x� rx�i 3x10 WOOD BEAM (2) 1/2 °d. J THRU BOLT ST. STL 1/4° PLATES WELDED TO EA OTHER HOT DIP GALVANIZED 0) TRELLIS DETAIL SIDE VIEW SGLLE: 11r - 1•—w USP PCM6616 o• •0. IPAU66 — SIDE VIEW a a �• .o a• A A. a 30°X30°X16° CONC. FOOTING A a a 5/8° MAU. LAG SCREW X 10° LG PAU66 — FRONT VIEW >.w ierr m1wa.d r dy6wiLAwW ^.yaswraawe.w...t.wwaa�.a.w saawilaacmoftwwxaOrw.yvaOW =1rwt -bi*W/wtaw.atwO.V~a m. a..s awr weae a aw emA�.t rr ti 2O POST DETAIL SCALE: 1• - 1'-W (2) 1/2 °d• THRU BOLT ST. STL 1/4° PLATES WELDED TO EA OTHER �A TRELLIS DETAIL TOP VIEW ScALE: yr - 11—w F1 ° \F2 ° ®° USP: PCM4416 ° or SIMPSON: PC44 -16 F// USP: EPCM4416 or SIMPSON: EPC44 -16 3O POST CAPS ='m SCAE 'rellis plan for: � r. and Mrs. Lazar 0635 NE 11th AVE. MIAMI SHORES 3313 CARL G. F022BE8 P.R. •° V nnaD�� '� a�anr��� � Yd MOM 8 PARIM ww w w i71 so D6. ( - ar tDDA) 086�6t � R lD004A ®FAWrm �DaaOlfiug0 MOm�a 0wQ wrtm°NN0ffw ISXI/ C)'j` rt 4O SECTION SC&L. 1' - 11-w 0° LG DRAWN DT TfOJEOT NNOER FIARENCIA w A-2 3eAL1 RAT[ 20121 AS SHOYM 1 0 i h STRUCTURAL NOTES: 1. GENERAL A. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS ON THE ARCHITECTURAL DRAWINGS AND VERIFY SAME ON THE ARCHITECTURAL SET. ARCHITECTURAL DETAILS SUCH AS SLAB DEPRESSIONS, WATERPROOFING, CURBS, MECHANICAL OPENINGS, FASCIA FRAMING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE ARCHITECTURAL SET. B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING TO ENSURE SAFE WORKING CONDITIONS AT ALL TIMES. ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODES. 2. CONCRETE A. ALL CAST IN PLACE CONCRETE IN THIS JOB SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH (fc) AT 28 DAYS OF 5000 P.S.I. B. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 -72 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. 3. REINFORCING STEEL A. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN, ACCORDANCE WITH ACI 318 -83 B. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A 615 GRADE 60, UNLESS OTHERWISE NOTED C. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185. D. REINFORCING TO BE SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING OF CONCRETE. E. ALL BOTTOM BARS SHALL BEAR 6" MINIMUM OVER SUPPORTS. 4. MINIMUM CONCRETE OVER REINFORCING: MINIMUM CLEAR COVER IN.: A. CONCRETE AGAINST AND PERMANENTLY EXPOSED TO EARTH (UNFORMED FACES) 3 " B. CONCRETE EXPOSED TO EARTH OR WEATHER (FORMED FACES): a. # 6 BARS AND LARGER 2 " B. # 5 BARS AND SMALLER 1 1/2 ° C. NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 3/4 a. STRUCTURAL SLABS & WALLS b. BEAMS AND COLUMNS 1 1/2 (PRIMARY REINFORCEMENT, TIES, STIRRUPS & SPIRALS) c. SLABS ON GRADE 1 1/2 5. MASONRY: A. ALL MORTAR SHALL COMPLY WITH THE PROPERTY AND PROPORTION SPECIFICATIONS OF ASTM C270. EXCEPT THAT SLAG CEMENTS SHALL NOT BE USED. MORTAR FOR EXTERIOR WALLS SHALL BE TYPE M. FOR INTERIOR LOAD BEARING WALLS THE MORTAR SHALL BE TYPE M OR S. FOR INTERIOR WALLS ABOVE GRADE AND NOT SUPPORTING LOADS , THE MORTAR SHALL BE TYPE M, S. OR N. B. HOLLOW CONCRETE MASONRY UNITS SHALL BE OF A QUALITY OF AT LEAST EQUAL TO THAT REQUIRED BY ASTM C90 " STANDARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS. C. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. 6. STRUCTURAL STEEL ' A. STRUCTURAL STEEL WORK SHALL COMPLY WITH AISC. "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTIONS FOR BUILDINGS" AS IT APPEARS ON THE MANUAL OF STEEL CONSTRUCTION, LATEST EDITION. B. STRUCTURAL STEEL SHAPES, BARS, PLATES AND PIPES SHALL CONFORM TO ASTM A36, FY =36 KSI. C. STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A46, FY =46 KSI 1111, �rdlt, � Ol�l, Rr",f t.Wrt lO �, "itbd A W asrb ba mt • t1.d. dYr wY sl w a Y1 wYnl w a1.rr rt a rmpl` 1e rat r Y art v ao orb mfr aw6,�oos r *m s mom v° Y Trellis plan for: Mr. and Mrs. Lazar 10635 NE 11th AVE. MIAMI SHORES 33138 STRUCTURAL WOOD 1, TO CONFORM TO RULES OF THE MANUFACTURER'S ASSOCIATION UNDER WHOSE RULES THE LUMBER IS PRODUCED. (SEE SUPPLIER'S SPECIFICATIONS). 2. TO BE AIR DRIED, WELL SEASONED AND GRADE MARKED AT MILL. 3. TO BE NO. 1 SOUTHERN PINE, UTILITY GRADE DOUGLAS FIR OR WEST COAST HEMLOCK. 4. ALL STRUCTURAL WOOD TO BE SURFACED FOUR (4) SIDES (S -4 —S) WITH A MINIMUM FIBER STRESS IN BENDING OF 1,200 P.S.I. AND A MAXIMUM MOISTURE CONTENT OF 19 PERCENT. 5. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, STUCCO, MASONRY OR OTHER CEMENTATIOUS MATERIALS SHALL BE TREATED TO COMPLY WITH AWPA STANDARD LP -2. 6. STORE ALL LUMBER ABOVE GRADE OR FLOOR. STACK TO ALLOW PROPER AIR CIRCULATION AND PROTECT FROM WETTING WITH SUITABLE COVER. SOIL STATEMENT INSPECTION OF SOIL CONDITIONS AT SITE INDICATE THAT IT IS CAPABLE OF SUPPORTING 2000 PSF AND FOOTINGS DESIGNED ON THAT BASIS. IF QUESTIONABLE CONDITIONS OCCUR DURING EXCAVATION CONTACT THE ARCHITECT PRIOR TO PLACING OF CONCRETE. CARL G. FORGES P.E. mmomommumorow AD OONROORW ENGINEER Ord 6. 1a71� - Pi VGVD AR�N�m0�C1�XN0i YW N1A� 1Ad" NRRR1 70�MA� WMiff p sot -ae11 : (04) on-om Ros -i10L IourFOrallra>Ers� AOOOIIS3R V OIr�1.6101K WE r � i , , DRAWN BT ►ROUCT 101111 FLO1ENa A-3 SCAN 1AT1 20121 AS SHOWN 3-28 -2012 0 �sY 9w op `7 i ------------------ r- _ _� Miami Shores Village APPROVED BY DATE ZONING DEPT �BLDG DEPT SUBJECT TO COMPLIANCE WM ALL FIEM& STATE AND M(INTY RULES AND FIEGULATKM a 071 C% Pig l� Via "IM MAY S `,'� , e F, -------------- I a I;- .15 11 Miami Shores Village APPROVED BY DATE ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS 1"..- 1� ILH-WE NEWME HJ