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ACT-12-1422Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 176478 Scheduled Inspection Date: October 10, 2012 Inspector: Bruhn, Norman Owner: FREDRICKS, THOMAS Job Address: 433 NE 91 Street Miami Shores, FL Permit Number: ACT -7 -12 -1422 Project: <NONE> Contractor: AWNINGS BY VALROSE Permit Type: Awnings /Canopies/Tents Inspection Type: Final Work Classification: New Phone Number Parcel Number 1132060140120 Phone: 305 - 893 -5553 Building Department Comments INSTALLATION OF (1) COMPLETE LEAN -TO SHAPE AWNING MEASURING 41' -0" W X 12' -0" P X 3'= 0" H FOR THE BACK PATIO Inspector Comments PassedG Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. October 09, 2012 For Inspections please call: (305)762 -4949 Page 16 of 46 PERMIT # Ac7r 19- -14A2- CONTRACTOR: A \ V a `Yr(J SUBMITTAL DATE: (� al 1 Z ADDRESS: 4 V3 le, ! S4" NAME: RESUBMITAL DATES: pig 12— PROJE ,T,Typ,E AI ]gyp 2.' N `: a > rte FIRE STRUCTURAL IMPACT FEES ELECTRICAL 1.C& '?i PLUMBING NOC JW' BLDG 17(i MECHANICAL iIII:DING� Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 PERMIT APPLICATION Permit Type: BUILDING JOB ADDRESS: X35 A I $(reef RECFRVE JUL 27ga FBC 2010 Permit No. ACI. 12- l 422'” Master Permit No. ROOFING City: Miami Shores County: Miami Dade Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): "1/1 co/'1C S IA) ` k�. Address: C45 '' 1 City: M :00"x 5\49 t S State: r iT'L Phone#: -L f Zip: 13303' Tenant/Lessee Name: Phone #: --fr'rapk cid-7 5 6 yak,„ • (47/0 Email: CONTRACTOR: Company Name: Address: t-1- 4 St~% 6 City: i4, ci. i t yr Qualifier Name: (1c4 f) s fy Awn 1 „36 kire 8L, rosC Phone#: 3O'5 - Ki 3- SAS nn State: et_ '' in 4 /1 zip: 3 30 ► 3 Phone#: 3D S - 3 - c575.- 3 State Certification or Registration #: Certificate of Competency #: Contact Phone#: O6 - S 3 -5 5S& Email Address: P in i e, (km DESIGNER: Architect/Engineer: Phone #: Value of Work for this Permit: $ SiS00- Square/Linear Footage, of Work: Type of Work :, °Addition °Alteration iw °Repair/Replace Description .of Work: 1 ti 54--a/11‘11401 1)P ()) Cr7rn 1 4( 0 P G n -+ 2 ,ia, e. L3/41(, °Demolition ovo4 or 4 to a c (c pa-l-°c: o Color thru tile: ***************************************Fee s******************************************** /soarr Submittal Fee $ So - D O Permit Fee $ Scanning Fee $ ?0` Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO /CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ I cv11/0 Bonding Company's Name (if applicable) N / ' i 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. Signa Owner or Agent The fore o' instrument was acknowledged before me this day of vii, 20 17 Eby 11' Fes` P I Signature /. % /fV� Contractor I The foregoing instrument was acknowledged before me this_ 26' rat S day of ... , 20 , by Ca bCo & Modell/146.p who is personally known to me or who has produced As identification and who did take an oa `��anuiulttq,��i / �.1� � °,/,�,i : Yet ......_ NOTARY PUBLIC: Sign: Print: My Commission Expires: s. cvi; ��yen, ddl0 �1 �dx 3�0 .,��5• U8� �d��,��`�` ath. who is rsonally kno o me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: v r r . ABIANA NWELMAW MY CfMMiSSION # DD V72777 t EXPIRES: April 9, 2013 Flo�`O Bonded Tfsu Budget Notify Woes Print: My Commission Ex ****x:****+s+x **+x+ * * * *, x******* ********, x, x, x*** ** ** *x:a:*** ********* ** x*** *********, x* ** x: *** **** ,x,x+x,x,x+x**** *** **** =s APPROVED BY Plans ans Examiner , / ///2 Zoning Structural Review (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Clerk OP ID: SS 4 5 °' CERTIFICATE OF LIABILITY INSURANCE °� 07/26/12 ° ' THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER 305 -477 -0444 Combined Underwriters of Miami 8240 N.W. 52 Tarr, Suite 408 305 - 599 -2343 Miami FL 33166 RONALD M. EASIER CO�NEACT FAx IP1212.N10, Exit WC, No): DRESS: PRODUCER VALRO -1 CUSTOMER ID S INSURER(S) AFFORDING COVERAGE NAIC d INSURED VALROSE ENTERPRISES, INC. d/b /a AWNINGS BY VALROSE 4450 EAST 11TH AVENUE HIALEAH, FL 33013 INSURERA:TRAVELERS OCCUR INSURER B: OLD REPUBLIC SURETY CO. INSURER C: INSURER 07/01/12 D : EACH OCCURRENCE INSURER E : 2,000,000 INSURER F : DAMAGERENT PREMISES (TO ED Ea ED COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE .. MSR -II - - WVD POLICY NUMBER POLICY EFF @I MIDDIYYYYI POLICY EXP IMMIDDIYYYYI L 9 A GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY OCCUR 1660369K7803PHX11 07/01/12 07/01/13 EACH OCCURRENCE $ 2,000,000 X DAMAGERENT PREMISES (TO ED Ea ED $ 100,000 CLAIMS -MADE X MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 2,000,000 GENERAL AGGREGATE $ 2,000,000 GGEEN'L AGGREGATE LIMIT APPLIES PER PRODUCTS - COMP /OP AGG $ 2,000,000 Jl 1 POUCY SIM: LOC $ AUTOMOBILE UABIUTY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS COMBINED SINGLE OMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE $ $ $ UMBRELLA UAB EXCESS LAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DEDUCTIBLE RETENTION $ $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS Y / N N 1 A X WC STATU- ' OTH- TORY LIMITS ER E.L EACH ACCIDENT $ EL DISEASE - EA EMPLOYEE $ below E.L DISEASE - POLICY UMR $ A B PROPERTY SECTION SURETY BOND 1660369K7803PHX09 24523969 07/01112 09/30/11 07/01/13 09/30/12 CONTENTS AMOUNT 135,000 2,000 DESCRIPTION OF OPERATIONS / LOCATIONS 1 VEHICLES `Attach ACORD 101, Additional Remarks Schedule, if more apace Is required) A)SPECIAL FORM/REPLACEMENT COST VALUEMIIND & HAIL DEDUCTIBLE IS $10,000 CERTIFICATE HOLDER CANCELLATION I MIAM002 MIAMI SHORES VILLAGE Building Department 10050 NE 2ND AVENUE MIAMI SHORES, FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE y� %� CIi 040 ACORD 25 (2009/09) © 1988-2009 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD CERTIFICATE OF LIABILITY INSURANCE 1 2/1/2012 Producer: Lion Insurance Company 2739. U.S. Highway 19 N. Holiday, FL 34691 (727) 938 -5562 This Certificate Is Issued as a matter of information only and confers no rights upon the certificate Holder. This Certificate does not amend, extend or alter the coverage afforded by the polides below. Insurers Affording Coverage NAIC # Insured: South East Personnel Leasing, Inc. & Subsidiaries 2739 U.S. Highway 19 N. Holiday, FL 34691 Insurer A: tier Insurance Company 11075 Insurers: Insurer C: Insurer D: Insurer E: Coverages The potides of insurance fisted below have been Issuedto the insured named above for the policy period r icated. NoM stendiirg any requirement, term orcondition aTanyco tad or other downed wdh to which fits certificate maybe issued or may pertain, the ireuanoe afforded by the policies described herein is subject to all the terms, exclusions, and condttios detail poides. Aggregate limits shown may have been reduced by paid dams. NSR LTR ADDL INSRD Type of Insurance Policy Number Policy Effective Date (MM/DD/YY) Policy Expiration Date ( MM/DD/YY) Limits GENERAL General D LIABILITY Commercial General Liabikty Each 000.1181103 $ Damage to rented � (EA ) $ Claims Made Occur Med Eta $ Personal Adv Injury $ aggregate limit apples per Policy ❑ Projed ❑ LCC General Aggregate $ Products -Comp p Agg $ AUTOMOBILE ■ i — NM UABIUTY Any Auto Al Owned Altos Sledded Autos Hired Autos Pte Owred Autos - C00bi"ed Single Unit (EA Accident) $ B0111b ituY (Per Person) $ p ' WHY ktulY perAmdert) $ • roperty Damage (Per Aoddert) $ EXCESS/UMBRELLA UABILrrY EachOcarnance Occur Made Aggregate Deducible A Workers Compensation and Employers' Liability Any pmprietor/partner/executive officer/member excluded? If Yes, describe order special provisions below. WC 71949 01/01/2012 01/01/2013 X I WC Limits tory I I ETµ E.L. Each Accident $1,000,000 E.L. Disease - Ea Employee $1,000,000 E.L. Disease - Policy units 51,000,000 I Other Lion Insurance Company is A.M. Best Company rated A- (Excellent). AMB # 12616 Descrlptlons of Operadonsl ocaiionsNehicles/Excluslons added by Endorsement/Special Provisions: Client ID: 06-02 -255 Coverage only applies to active employee(s) of South East Employee Leasing Services, Inc. that are leased to the following 'Client Company": Valrose Enterprises, Inc. dba Awnings By Valrose Coverage only applies to injuries insured by South East Personnel Leasing, Inc. & Subsidiaries active employee(s) , while working In Florida. Coverage does not apply to statutory employee(s) or Independent contTactor(s) of the Client Company or any other entity. A list of the active employee(s) leased to the Client Company can be obtained by faxing a request to (727) 937 -2138 or by calling (727) 938 -5562. Project Name: FAX: 305 - 756-8778 / ISSUE 02 -01 -12 (SD) Begin Date: 3/28/2007 CERTIFICATE HOLDER CANCELLATION MIAMI SHORES VILLAGE - BUILDING DEPARTMENT 10050 N.E. 2ND AVE MIAMI SHORES, FL 33138 Should any of the above described policies be cancelled before the erpira$ondate thereof, the Issuing lustier will erdearor to mail 30 days written notice to the certificate holder named to the left, brtfathre to do so shall impose no obligation oriabiityof anyIdrd upon the insular, its agents or reprermta6ees. MIAMI -DADE COUNTY TAX COLLECTOR 140 W. FLAGLER ST. 1st FLOOR MIAMI, FL 33130 2011 LOCAL BUSINESS TAX RECEIPT 2012 MIAMI -DADE COUNTY - STATE OF FLORIDA EXPIRES SEPT. 30, 2012 MUST BE DISPLAYED AT PLACE OF BUSINESS PURSUANT TO COUNTY CODE CHAPTER 8A - ART. 9 & 10 171392 -5 BUSINESS NAME / LOCATION AWNINGS BY VALROSE 4450 E 11 AVE 33013 HIALEAH THIS IS NOT A BILL - DO NOT PAY OWNER VALROSE ENTERPRISES INC Sec. Type of Business 206 MFG /RECYCLING /PROCESSING THIS IS ONLY A LOCAL BUSINESS TAX RECEIPT. IT GOES NOT PERMIT THE HOLDER TO VIOLATE ANY EXISTING REGULATORY OR ZONING LAWS OF THE COUNTY OR CITIES. NOR DOES IT EXEMPT THE HOLDER FROM ANY OTHER PERMIT OR LICENSE REOUIRED BY LAW. THIS IS NOT A CERTIFICATION OF THE HOLDER'S OUALIFICA- TIONS. PAYMENT RECEIVED MIAMI -DADE COUNTY TAX COLLECTOR: 08/10/2011 60050000194 000045.00 SEE OTHER SIDE MIAMI -DADE COUNTY TAX COLLECTOR 140 W. FLAGLER ST. 1st FLOOR MIAMI, FL 33130 RENEWAL RECEIPT NO. 171392 -5 FIRST -CLASS U.S. POSTAGE PAID MIAMI, FL PERMIT NO. 231 EMPLOYEE /S 8 DO NOT FORWARD AWNINGS BY VALROSE VALROSE ENTERPRISES INC 4450 E 11 AVE HIALEAH FL 33013 190 2011 LOCAL BUSINESS TAX RECEIPT 2012 MIAMI -DADE COUNTY - STATE OF FLORIDA EXPIRES SEPT. 30, 2012 MUST BE DISPLAYED AT PLACE OF BUSINESS. PURSUANT TO COUNTY CODE CHAPTER 8A - ART. 9 & 10 133003u4 -2 E Bu iWN INGSBY VALROSE 4450 E 11 AVE 33013 HIALEAH FIRST -CLASS U.S. POSTAGE PAID MIAMI, FL - PERMIT NO. 231 THIS IS NOT A BILL - DO NOT PAY RENEWAL RECEIPT NO. 130034-2 CC # 93BS00678 OWNER VALROSE ENTERPRISES INC Sec. Tye of Business 196 SPECIALTY BUILDING CONTRACTOR THIS IS ONLY A LOCAL BUSINESS TAX RECEIPT. IT DOES NOT PERMIT THE HOLDER TO VIOLATE ANY EXISTING REGULATORY OR ZONING LAWS OF THE COUNTY OR CITIES. NOR DOES IT EXEMPT THE HOLDER FROM ANY OTHER PERMIT OR LICENSE REQUIRED BY LAW. THIS IS NOT A CERTIFICATION OF THE HOLDER'S OUAUFICA• TIONS. PAYMENT RECEIVED MIAMI -DADE COUNTY TAX COLLECTOR: 08/11/2011 60000000451 000045.00 SEE OTHER SIDE WORKER /S 1 DO NOT FORWARD AWNINGS BY VALROSE VALROSE ENTERPRISES INC 4450 EAST 11 AVE HIALEAH FL 33013 II1I i Illllim11I1II11111 11111111111111111,1 MIAMI -DADE COUNTY TAX COLLECTOR 140 W. FLAGLER ST. 1st FLOOR MIAMI, FL 33130 2011 MUNICIPAL CONTRACTOR'S 2012 FIRST -CLASS TAX RECEIPT U.S. POSTAGE MIAMI -DADE COUNTY - STATE OF FLORIDA PAID PURSUANT TO COUNTY CODE SEC. 10 -24 MIAMI, FL EXPIRES SEPT. 30, 2012 PERMIT NO. 231 11111; Ir'; '.I sT A - D1) PICT P'/,' RECEIPT NO. 30- 1300342 CC NO: 93BS00678 BUSINESS NAME / LOCATION AWNINGS BY VALROSE 4450 E 11 AVE OWNER :VALROSE ENTERPRISES INC SEE BACK OF RECEIPT FOR A LIST OF NON- PARTICIPATING MUNICIPALITIES Receipt holder must register in the city where work is to be done. PAYMENT RECEIVED MIAMI -DADS COUNTY TAX COLtO8gp11 /2011 60000000453 000175.00 RECEIPT HOLDER MAY DO BUSINESS AS A CONTRACTOR AS SPECIFIED HEREON. SPECIALTY BUILDING CONTRACTOR DO NOT FORWARD AWNINGS BY VALROSE VALROSE ENTERPRISES INC 4450 EAST 11 AVE HIALEAH FL 33013 IIIII,,,Ih:h I,,, ill .li,,,g,l,'I(„III„i,(irl,i�Ill „101,1 CTQB Conshuction Trades Qualifying Board BUSINESS CERTIFICATE OF COMPETENCY 93BSo®s78 ►ALRgSE ENTERPRISES INC D-B A. &WNMNGS BY VALROSE NUD CARLOS A is aer6fted underthe provisfons of Chapter 10 of -Dade County VALID FOR CONTRACTING UNT1L09130/20 i 2 QUALIFYING TRADE(S) 0008 CANVAS AWNING 1 Planning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Folio Number:1132060140120 Owner's Name: THOMAS FREDRICKS Job Address: 433 91 Street Miami Shores, FL Owner's Phone: Total Square Feet: Total Job Valuation: -, Contractor(s) AWNINGS BY VALROSE Phone 305 - 893 -5553 Primary Contractor Yes Planning and Zoning Criteria and Comments Approved: No Comments: AWNING CAN NOT EXCEED 300 SQ FT IN AREA. AWNING CAN NOT EXTEND BEYOND THE SIDE LINE OF THE HOUSE. Date Denied: 8/2/2012 08/07/2012 10:07 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES 1001 ******* **** **** ** * *** **m TX REPORT *** *** *** * ****** *** * **** TRANSMISSION OK TX /RX NO 2814 RECIPIENT ADDRESS 93058916534 DESTINATION ID ST. TIME 08/07 10:05 TIME USE 01'40 PAGES SENT 2 RESULT OK Permit No: 12 -1422 Job Name: August 6, 2012 Miami Shores Vuiage Building Department Building Critique Sheet Zoning approval is required first. Detail PC requires anchors to be embedded 4W into a 4" slab. 3) Provide method of anchoring in hollow masonry wall. 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 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 Permit No: 12 -1422 Job Name: August 6, 2012 Miami Shores V Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Building Critique Sheet 1) Zoning approval is required first. 2) Detail PC requires anchors to be embedded 4W into a 4" slab. 3) Provide method of anchoring in hollow masonry wall. 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 MwQ'&. 30S )Co54 Permit No: 12-1422 ,.Job Name: August 6, 2012 lard Shores Village Building Department Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 1) Zoning approval is required first. 2) Detail PC requires anchors to be embedded 4W into a 4" slab. 3) Provide method of anchoring in hollow masonry wall. 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 ar^ voided.- remove them from the plans and replace with new revised sheets and rncl,..de one set of sheets in the re-submittal drawings. Norman Bruhn CIBO 395 -762 -4859 lanrxng and Zonn SZC,-.0277, Criteria Miarni Shores \Tillage 1,)05O N.E 2nd ?v'ru Miami Sipe fi. FI Z,313a-GC00 Pi,cne. 4305 )7(7:5. 7.2C4 ; x: (3C5)75F .81.272 issue Date: Not Issued Expires:Nat issued Folio Number:1132060140120 Owner's N2r110; THOMAS FREDRICKS 1 Job Address: 433 91 Street Miami Shores, a '47;gcSWASVISEINNITMErielt. Contractor(s) ..tavnipciwyonarepswent _ Phone Primary Contractor Owner's Phone: Total Square Feet: 416 Total Job Valuation: $ 3,500.00 :AWNINGS BY WO ROSE 305-893-5553 Yes omrosmatagammicaos-gg.s.,T-5.2zwramapongr-Aszoogrtmeimaismopmemommws=2,,A Planning and Zoning Criteria and Comments AQproved: No Comments: AWNING CAN NOT EXCEED 300 SO FT IN AREA. AWNING CAN NOT EXTEND BEYOND THE SIDE LINE OF THE HOUSE. Date Denied: 8/2/2012 rt 1,5TE tP p tr of 'flaunt Ltrhthtnri REGISTERED APPLICATION CONCERN NO. F -86501 ISSUED BY TRI VANTAGE; LLC 1831 NORTH PARK AVENUE GLEN RAVEN, NC 27217 -1100 Date Work Performed 5/10/2012 This is to certify that the materials described below have been flame - retardant treated (or are inherently nonflammable). FOR AWNINGS BY VALROSE 4450 E 11TH AVE HIALEAH FL 33013 Certification is hereby made that: (Check "a" or "b ") (a) The articles described st the bottom of this Certificate have been treated with a flame retardant chemical approved and registeret by the State Fire Marshal and that the application of said chemical v as done in conformance with the law of the State of California and the Rules and Regulations of the State Fire Marshal. Name of chemical used Chem. Reg. No Method of application The articles described at the bottom hereof are made from a flame - resistant fabric or material registe::ed and approved by the State Fire Marshal for such use. Trade name of flame - resistant fabric or material used (6) PATIO NEW Reg. No, F -86501 P' The Flame - Retardant Process Used WILL NOT Be Removed By Washing TRI VANTAGE, LLC Name ofProductio r ' perintendent STEPHANIE MUMMERT, Q C MANAGER 7Ftte Customer Order# GIOANINNA Invoice Number 40296722 Item Number 858522 PATIO 500 61" 522 BEIGE Description 50YD /ROLL Quantity 8.500 YD GRFLMTV Control /Lot # Control /Lot # PL41611 23 ft 6 in. 14 %Cc. 41 ft. 2 In cr, 01 Deck Size 1650sq.ft. 10 ft. ',11.4);sc, V40 r;fiNtibi 1/11; 28 ft Ili I In:: 8 ft. • WC frititlitnr-' 2 ft. Www.marspoolszom marspoolseaactom Do not duplicate - This drawing la the property of (Mars Pools Inc.) and may be purchased separately for $250. No duplication allowed. Violators may be prosecuted. Thomas Fredricks (Jennifer) 433 NE 915i. St Miami Shores, Fl 33138 Mars Pools Inc, CPC1457922 PAGE DEPT. Fifotatel Ft. Stewart 954214-2844 REV SCALE 1/8" 1' 964-268-7899 SHEET IOF1 eAff 7 00 L o-eg COPING SLOPE 1/Si1al' 111111211 0° X 10"-Pra W. 1 5 CONT. 4" CONC: PATIO ON GRADE W. W/6X 6 W/ 1.4X W. L4 WIRE MEN OR FIISEIRMEE44 3 ft. 1 A 171L4in. 48f1 1 in. COVER SHEET Structural Calculations for Canvas Awning Project: 433 NE 91st STREET MIAMI SHORES, FL 33161 R&D ENGINCCRS Research & Design Engineers, Inc. 13400 SW 134 AVE. #1 Miami, FL 33186 www.RnDEng.com CA# 9857 433 NE 91 ST, MIAMI SHORES, FL 33138 PE# 50648 1 of 8 8/16/2012 DESIGN WIND LOADING FOR FABRIC AWNING Wind Code: ASCE 7 -10 Wind Speed: V = 105.mph Risk Category: Mean Roof Height: Exposure_category := "C" Projection = 7.17ft Area := Projection-Length Z= 15ft Length = 29.5ft Area = 211.51ft 2 KZi::= 1.0 Kd := 0.85 KZ = 0.85 qh := 0.00256•KZ•KZt•Kd•V2•psf qh = 20.4•psf G := 0.85 Cp := 0.8 GCpi := 0 gh•(G•Cp + GCpi) = 13.8•psf Pdesign max[16•psf,[gh•(G•Cp + GC0)1] Pdesign = 1W1 LOAD ON TYPICAL RAFTER TRUSS TRUSS Spacing := 10 .ft Wr := Spacing. Pdesign 1W1 LOAD ON END TRUSS Spacing := 5-ft Wet := Spacing-Pdesign 16.0•psf 160-Lb Wr = 160• — ft Ib Wet = 80 •— ft JLZ1 LOAD ON SIDE TRUSS Height_front truss = 10-in Load_on_side truss:= (Height front_truss)•IPdesignl = 13.33ft•psf CHECK COLUMN, MEMEBR #1 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) Fy := 45 -ksi E := 29000•ksi Pr:= 965-lb Mme 570.5•Ib•ft DIMENSIONS AND PROPERTIES: Shape := "GATORSHIELD PIPE" OD := 3.0•in A = 1.09•in2 BENDING L:= 7.5.ft K:= 1.2 Mry = 374•Ib•ft I = 1.13•in4 S = 0.75•in3 0.07•E 0.07•29000•ksi X P F y 45• ksi t := 0.12•in r= 1.02•in ap = 45.11 Z= 1 in3 433 NE 91 ST, MIAMI SHORES, FL 33138 2 of 8 8/16/2012 . —' OD 3.0•in t 0.12.in 0.31.E Xr :_ Fr 0.31.29000 •ksi The_section_is :_ 45 • ksi q — "Noncompact" if Xp < X < X. q t— "Slender" if X > ar q F- "Compact" otherwise Calculate the available flexural strength Sib := 1.67 Mnyielding := Fy•Z = 3734.641b•ft 0.021-E Mn_compact (01 + Fy •S = 4345.191b•ft Mn_compact = 4345.2 Ib•ft 0.33•E Fcr :_ 0.33.29000.ksi OD 3.0.in t 0.12•in Mn slender Fcr-6 = 23981.22Ib•ft Fcr = 382.8 •ksi X = 25 Xr = 199.78 The_section_is = "Compact" Mn := m F- min(Mnyielding , Mn_compact) if The_section_is = "Compact" m min(Mnyielding Mn_slender� if The_section_is = "Slender" Mn Mn M0 Sib 1.67 Mc = 2236.31 Ib•ft COMPRESSION SZc := 1.67 K•L r 1.2.7.5.ft 0.0258855785332297• ft 0.3048 — 105.97 E J 29000•ksi 4.71 F = 4.71• 45•ksi — 119.57 Y Mn = 3734.641b•ft 433 NE 91 ST, MIAMI SHORES, FL 33138 3 of 8 8/16/2012 Tr? • E Tr2.29000• ksi Fe :_ - K•L 2 1.2.7.5.ft Cr) Fy F 0.658 • Fy = 0.658 0.0258855785332297 Fcr :_ 45• ksi Fe 2 ft 0.3048 •45•ksi = 21.49•ksi Fy f E— 0.658 Fe • Fy if K -L <_ 4.71 • E r Fy ff-- 0.877•Fe if K— L >4.71• r Fy Pn Pc := Tc 13,:= 100•Ib Pc= 13.97.kip Fe = 25.49 •ksi Fcr = 21.49 •ksi Pn := Fcr•A = 23333.49 lb Mrx = 100•Ib•ft Mry:= 100•Ib•ft Pr _ 100-lb Mrx 100•Ib•ft Mry 100•Ib•ft - 0.007 — _ - 0.045 — - - 0.045 Pc Pn Mc Mc Mc Mc Clc Pr 8 Mrx Mry 100-lb 8 100•Ib•ft 100•Ib•ft H1 1a:= P + 9• M + M 9 + 9• M • + Mc -0.09 Pc c c Pn c 1.67 Pr Mrx Mry 100-lb 100•Ib•ft 100•Ib•ft H1_1b:= .3c2 + M+ —me) = P + M + M c 2 n c c 1.67 1:= iF -H1_1a if Pr z0.2 Pc Pr i 4- H1_1b if — <0.2 Pc H1_1b = 0.093 1 =0.093 if(I51.0, "OK ", "NG ") = "OK" CHECK MEMEBR #34 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) Fy := 45 •ksi L =10•ft Pr:= 904•Ib E := 29000.ksi K := 1.0 Mrx:= 23•Ib•ft Mry• = 396•Ib•ft 433 NE 91 ST, MIAMI SHORES, FL 33138 4 of 8 8/16/2012 DIMENSIONS AND PROPERTIES: Shape := "GATORSHIELD PIPE" OD := 1.25.in t := 0.083•in A = 0.3•in2 BENDING = 0.05•in4 S = 0.75•in3 r= 1.02•in - 0.07.E _ 0.07.29000•ksi = 45.11 p F Y 45.ksi p OD 1.25.in X ._ — _ t 0.083.in 0.31.E 0.31.29000•ksi Xr:_ — F Y 45 •ksi The_section_is := q F- "Noncompact" if ap < a < X. q <- "Slender" if X > Xr q - "Compact" otherwise Calculate the available flexural strength SZb := 1.67 Mnyielding Fy•Z = 3734.641b•ft [0.021.E Mn_compact [(2.) + Fy •S = 5352.41b•ft t Mn_compact = 5352.4Ib•ft _ 0.33.E 0.33.29000•ksi Fcr OD 1.25•in t 0.083•in Mn slender Fcr•S = 39808.83lb.ft Fcr = 635.4 •ksi X = 15.06 Xr = 199.78 Z = 1 .in3 The_section_is = "Compact" Mn := m F- min(Mnyielding , Mn_compact) if The _ section_is = "Compact" m min(Mnyielding Mn_slender) if The_section_is = "Slender" Mn Mn Mc St b 1.67 433 NE 91 ST, MIAMI SHORES, FL 33138 Mc = 2236.31 Ib•ft Mn = 3734.641b•ft 5 of 8 8/16/2012 .COMPRESSION oc := 1.67 K•L r 1.0.10•ft 0.0258855785332297 ft 0.3048 — 117.75 E 29000 ksi 4.71 F = 4.71 45•ksi — 119.57 Y .rr2 • E 7x2.29000• ksi Fe :_ - K•L 2 1.0.10•ft Cr) 0.0258855785332297 Fy 45• ksi 0.658 Fe • Fy = 0.658 Fe Fcr := 2 ft 0.3048 •45•ksi = 18.07•ksi Fe = 20.64 •ksi Fy f <— 0.658 Fe) • Fy if K —L 5 4.71 • E Fcr = 18.07 •ksi r Fy f + 0.877-Fe if Pn := Fcr•A = 5498.81 lb Pn := — c Pr:= 100-lb K —L > 4.71. E r FY Pc = 3.29-kip Mn<:= 100-lb-ft Mry:= 100.1b-ft Pr 100-lb Mnc 100-lb-ft Mry 100•Ib•ft — — = 0.030 — _ — 0.045 — _ — 0.045 Pc Pn Mc Mc Mc Mc nc Pr 8 (Mrx Mry 100 Ib 8 (100-lb-ft 100 Ib ft H1 la: = — +— — +— _ +— + —0.11 Pc 9 Mc Mc Pn 9 Mc Mc 1.67 Pr Mrx Mry 100-lb 100-113-ft 100-lb-ft H1_1b:= + —+ — + + 2 Pc Mc Mc Pn Mc Mc 2 1.67 433 NE 91 ST, MIAMI SHORES, FL 33138 6 of 8 H1 1b = 0.105 8/16/2012 1.= .i - H1_1a if Pr — >- 0.2 PC Pr k- H1_1b if — <0.2 PC 1 =0.105 if(I <- 1.0, "OK ", "NG ") = "OK" CHECK ANCHOR BOLTS AT COLUMN BASE PLATE Based on 5/8" Dia x 4 -1/2" embedment into CONCRETE wall using Simpson WEDGE -ALL TENSION Uninfluenced Allowable Tension = 1985 Ib No_of bolts = 4 fssi := 0.96 Load adjustment factor for Bolt Spacing 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•fss1 .foci •fcc2 Applied_tension = 948 lb SHEAR Uninfluenced allowable shear = 1850 Ib Applied_shear = 114 Ib Fssi := 1.0 Load adjustment factor for spacing Cad := 12 • in edge distance Fci := 1.0 Load adjustment factor for edge distance Fc2 := 1.0 Load adjustment factor for edge distance Tension_allowable = 1906 Ib Shear allowable := Uninfluenced_allowable_shear• Fssi • Fci .Fc2 Shear allowable = 18501b CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT Applied_Moment = 222Ib•ft Applied_Moment = 2664•in•Ib Moment Arm = 6.00.in Tmoment Moment Arm Applied_Moment Tmoment = 444 lb Applied_tension + Tmoment Applied_shear 1:- + Tension allowable•No of bolts Shear allowable•No of bolts 433 NE 91 ST, MIAMI SHORES, FL 33138 7 of 8 1 = 0.2 An 8/16/2012 CHECK ANCHOR BOLTS AT CONNECTION TO WALL Based on 5/8" Dia x4 -1/2" embedment into CONCRETE wall using Simpson WEDGE ALL TENSION Uninfluenced Allowable Tension = 2690 Ib No of bolts = 2 fssl := 0.68 Load adjustment factor for Bolt Spacing 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 •fcc1 •fcc2 Tension_allowable = 1829 Ib Applied tension = 859 Ib SHEAR Uninfluenced_allowable_shear = 2740 Ib Fssi := 1.0 Cad := 12•in Fci := 1.0 Fc2 := 1.0 Applied_shear = 161 Ib Load adjustment factor for spacing edge distance Load adjustment factor for edge distance Load adjustment factor for edge distance Shear allowable := Uninfluenced _allowable_shear•Fssi•Fci •Fc2.1.33 Shear allowable = 36441b CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT Applied tension Applied_shear I + I = 0.26 Tension_allowable• No_of bolts Shear allowable • No of bolts if(I <_ 1.0 , "O.K." , "N.G.") = "O.K." COLUMN FOOTING SIZE Uplift := 948-lb VolumeRequired Uplift b VolumeRequired = 6.54•ft3 145.-3 ft Dia := 2.ft Tr•Dia2 VolumeRequired Area := Depth :- 4 Area 433 NE 91 ST, MIAMI SHORES, FL 33138 8 of 8 Depth = 2.08ft 8/16/2012 IASoftware licensed to RND Job No Sheet No 1 Part Rev Job Title Ref By Date16- Aug -12 Chd Client File 433 NE 91 ST MIAMI SHiIDaternme 16-Aug -2012 20:41 Job Information Engineer Checked Approved Name: Date: 16- Aug -12 Structure Type 1 SPACE FRAME Number of Nodes 66 Highest Node 66 Number of Elements 109 Highest Beam 109 Number of Basic Load Cases 3 Number of Combination Load Cases 2 Included in this printout are data for I Nodes Beams 1,20,24 1,12,34,36 for load cases: Type LIC Name Primary 1 D Primary 2 W Primary 3 LZ Combination 4 0.6D +0.6W Combination 5 D +0.6LZ Beams Beam Node A Node B Length (ft) Property ft (degrees) 1 5 1 7.500 1 0 12 5 11 2.500 2 0 34 21 20 2.830 2 0 36 22 23 3.585 2 0 Section Properties Prop Section Area lyy Ia J Material (in2) (in") (in4) (in4) 1 User Defined Pipe 1.086 1.128 1.128 2.255 STEEL 2 User Defined Pipe 0.304 0.052 0.052 0.104 STEEL Print Time/Date: 16/08/2012 21:10 STAAD.Pro for Windows 20.07.03.16 Print Run 1 of 8 f -- 1 411101, Software licensed to RND Job No Sheet No 2 Rev Part Job Title Ref BY °16-Aug-12 Chd Client File 433 NE 91 ST MIAMI SKI Dame 16-Aug -2012 20:41 6 A 2 Y 2 x 10 7 3 9 4 8 5 ff 17 14 A 24 20 16 15 12 13 11 28 25 21 27 22 19 18 26 23 35 32 62 53 ARP 46 4103 61 42 50 -. A 38 52 43 57 39 45 �8 51 40 48 49 44 47 37 41 33 36 30 31 29 Load 3 NODE NUMBERS Print Time /Date: 16/08/2012 21:10 STAAD.Pro for Windows 20.07.03.16 „,„1.0. Software licensed to RND Job No Stmt No 3 Rev Part Job Title Ref By Date1&-Aug -12 Chd Client File 433 NE 91 ST MIAMI SHII Dat 1 16-Aug -2012 20:41 A A5 12 A `' Load 3 CRITICAL MEMBER NUMBERS Print Time/Date: 16/08/2012 21:10 STAAD.Pro for Windows 20.07.03.16 Print Run 3 of 8 74 Software licensed to FIND Job No Sheet No Rev Part Job Title Ref BY Date) 6-Aug-12 chd Client File 433 NE 91 ST MIAMI SHI Date/Time 16-Aug -2012 20:41 z • 7 . . . . . c 2 A Load 3 DIMENSIONS Print Time/Date: 16/08/2012 21:10 STAAD.Pro for Windows 20.07.03.16 not Hun Software licensed to RND Job No Sheet No Rev 5 Part Job Title Ref By Dath16- Aug -12 Chd Client File 433 NE 91 ST MIAMI SHI DateiTime 16-Aug -2012 20:41 LOAD W Print Time /Date: 16108/2012 21:10 STAAD.Pro for Windows 20.07.03.16 Print Run 5 of 8 env L isp Software licensed to RND Job No Sheet No Rev 6 Part Job Title Ref By Datel6- Aug -12 Chd Client File 433 NE 91 ST MIAMI SHIDatefrime 16-Aug -2012 20:41 14.0 lb /ft Load 3 LOAD LZ Print Time/Date: 16/08/2012 21:10 STAAD.Pro for Windows 20.07.03.16 Print Run 6 of 8 Job No Sheet No 7 Rev Part Job Title Ref °ate16- Aug -12 Chd Client File 433 NE 91 ST MIAMI SHIIDaternme 16-Aug -2012 20:41 Beam End Forces Sign convention is as the action of the joint on the beam. Print Time/Date: 16/08!2012 21:10 STAAD.Pro for Windows 20.07.03.16 Print Run 7 of 8 Axial Shear Torsion Bending Beam Node L/C Fx (Ib) Fy (Ib) Fz (Ib) Mx (Ibit) My (Ib ft) Mz (Ib-ft) 1 5 1:D 80.666 - 13.105 5.891 -9.3 -29.4 -62.0 2:W - 1.69E +3 145.318 - 195.820 29.7 980.2 685.1 3:11 -3.031 1.359 0.049 30.6 -0.3 5.2 4:0.6D+0.6W - 964.525 79.328 - 113.957 12.2 570.5 373.9 5:0+0.611 78.847 - 12.289 5.920 9.1 -29.6 -58.9 1 1:D - 108.320 13.105 -5.891 9.3 -14.8 -36.3 2:W 1.69E +3 - 145.318 195.820 -29.7 488.5 404.7 3:12 3.031 -1.359 -0.049 -30.6 -0.1 5.0 4:0.6D+0.6W 947.933 - 79.328 113.957 -12.2 284.2 221.1 5:13+0.612 - 106.501 12.289 -5.920 -9.1 -14.8 -33.3 12 5 1:D -3.085 30.611 -2.392 1.9 6.1 43.4 2:W - 173.865 - 306.746 24.426 -36.4 -54.1 -456.2 3:12 42.640 -3.144 3.107 -0.9 -11.4 -4.2 4:0.60+0.6W - 106.170 - 165.681 13.220 -20.7 -28.8 -247.7 5:D +0.6LZ 22.499 28.724 -0.528 1.4 -0.7 40.9 11 1:D 3.085 - 28.027 2.392 -1.9 -0.1 29.9 2:W 173.865 306.746 - 24.426 36.4 -7.0 -310.6 3:12 - 42.640 3.144 -3.107 0.9 3.6 -3.6 4:0.6D+0.6W 106.170 167.231 - 13.220 20.7 -4.3 -168.5 5:D +0.6LZ - 22.499 - 26.140 0.528 -1.4 2.1 27.7 34 21 1:D 141.155 - 19.555 0.827 -0.0 -2.3 -59.5 2:W - 1.65E +3 253.673 - 14.226 0.0 40.3 717.9 3:12 -6.631 1.379 -3.471 -0.0 9.8 3.9 4 :0.6D +0.6W - 903.818 140.471 -8.039 0.0 22.8 395.1 5:0+0.612 137.176 - 18.727 -1.255 -0.0 3.6 -57.1 20 1:D - 141.155 22.479 -0.827 0.0 0.0 -0.0 2:W 1.65E +3 - 253.673 14.226 -0.0 -0.0 0.0 3:12 6.631 -1.379 3.471 0.0 0.0 0.0 4:0.6D+0.6W 903.818 - 138.716 8.039 -0.0 -0.0 0.0 5:0+0.612 - 137.176 21.651 1.255 0.0 0.0 -0.0 36 22 1:D - 17.136 0.170 3.522 -0.2 -7.0 -2.6 2:W 386.961 29.956 - 41.417 -0.8 83.0 67.0 3:12 6.023 0.970 - 11.086 -0.6 22.9 1.8 4:0.6D+0.6W 221.895 18.076 - 22.737 -0.6 45.6 38.6 5:D +0.6LZ - 13.522 0.752 -3.130 -0.6 6.7 -1.6 23 1:D 17.136 3.534 -3.522 0.2 -5.6 -3.4 2:W - 386.961 - 29.956 41.417 0.8 65.5 40.4 3:12 -6.023 -0.970 11.086 0.6 16.8 1.7 4:0.6D +0.6W - 221.895 - 15.853 22.737 0.6 35.9 22.2 5:D +0.6LZ 13.522 2.953 3.130 0.6 4.5 -2.4 Print Time/Date: 16/08!2012 21:10 STAAD.Pro for Windows 20.07.03.16 Print Run 7 of 8 Software licensed to RND Job No Sheet No 8 Part Rev Job Title Ref BY Date16- Aug -12 Chd Client File 433 NE 91 ST MIAMI SHil Dat' ° 16-Aug -2012 20:41 Reactions Print Time /Date: 18/08/2012 21:10 STAAD.Pro for Windows 20.07.03.16 Print Run 8 of 8 Horizontal Vertical Horizontal Moment Node UC FX (Ib) FY (Ib) FZ (Ib) MX (Ib"ft) MY (lb "ft) MZ (Ili ft) 1 1:D 13.105 108.320 -5.891 -14.8 -9.3 -36.3 2:W - 145.318 - 1.69E +3 195.820 488.5 29.7 404.7 3:LZ -1.359 -3.031 -0.049 -0.1 30.6 5.0 4:0.6D+0.6W - 79.328 - 947.933 113.957 284.2 12.2 221.1 5:D +0.6LZ 12.289 106.501 -5.920 -14.8 9.1 -33.3 20 1:D -0.827 22.479 141.155 0.0 0.0 0.0 2:W 14.226 - 253.673 - 1.65E +3 0.0 0.0 0.0 3:LZ 3.471 -1.379 -6.631 0.0 0.0 0.0 4:0.6D+0.6W 8.039 - 138.716 - 903.818 0.0 0.0 0.0 5:D +0.61Z 1.255 21.651 137.176 0.0 0.0 0.0 24 1:D -0.305 24.677 - 134.766 0.0 0.0 0.0 2:W 5.212 - 292.306 1.57E +3 0.0 0.0 0.0 3:12 0.901 -1.960 6.374 0.0 0.0 0.0 4:0.6D+0.6W 2.944 - 160.577 858.480 0.0 0.0 0.0 5:0+0.612 0.235 23.501 - 130.941 0.0 0.0 0.0 Print Time /Date: 18/08/2012 21:10 STAAD.Pro for Windows 20.07.03.16 Print Run 8 of 8 • 130UNDARY S J'R VE Y ,BBREVIATIONS: A/C - IR CONDITIONER SLAB - CENTER LINE CB - CONCRETE BLOCK CO C. - CONCRETE F ! FOUND IR -'IRON ROD IP 'IRON PIPE M. `'MEASURED P 4 FLAT NO ID - NOIDENTIFICATION R/W - SIGHT - -OF -WAY TYP. -j l PICAL tip LOT 16 200.00' .I E FLOC) SPEC 770 LEGEND O - FOUND 1/2" IRON ROD - FOUND 1/2" IRON PIPE ® - FOUND DRILLHOLE o - FOUND NAIL AND DISC - WATER METER 15' ALLEY 9' PAVEMENT FNDI/2'IP N89 °50'55 "W - 75.00' NO ID D 1/2* IP N. ID 8 #799 PR! ESS /ONAL SUYEYORS Mir APPERS 4801 lQ';LLYWOOD BLVD., SU! E C HQ I OOD, FLORIDA 330'0 P ,1E: 954-'924-1808 FAX �, I'' 1. 954 -'924 -1809 aceflo ' `' ndi speotions @yahoo. com 23.7' 41.2' ' l' CONCRETE DECK 32.4' 9.4' CONC. 2.2' /1-. - ,'/ 14 4' POOL SPA r,L 30.8' ONE STORY RESIDENCE # 433 46.1' A. =_ 3' C65 10.1' 13.0' 51711C MANHOLE5 0 COVERED CONCRETE • . j LOT 17 50' WEST 1/2 LOT 18 25' N89°57'00 "W 75 00' 5' CONC. WALK 70' RIGHT OF WAY - 18' PAVEMENT N. E. 9 1ST STREET THIS SURVEY IS PREPARED FOR THE EXCLUSIVE USE AND BENEFIT OF THE PARTIES LISTEF) HEREON. UABIUTY TO ANY THIRD PARTIES MAY NOT BE TRANSF7'.' DESCRIPTION: DATE: BY: REVISION: REVISION: DATE IN FIELD: DRAWN BY: CHECKED BY: 06/1&2012 TLM F'_ELD BOOK: DATE DRAWN: JOB NUMBER: DIGITAL FILE 0H/19/2012 S739 -DC12 FND U2' IP NO ID BLOCK 49 EAST 1/2 LOT 18 N00 °00'00 "E - 127.99' FND U2' IP NO ID 20 0 10 20 (IN FEET ) 1 INCHES = 20 FT. SHEET 2 OF 2 tl Ai ryr, /- 1" THICK CONC. GROUT 2*3 EACH UJAY MEMBER SIZES: 1. COLUMN 15 3 ". x 0.12" THICK GATORSHIELD STEEL PIPE 2. ALL TRUSSES, RAFTERS AND RISERS ARE 11/4 ". x 0.083" THICK GATORSHIELD STEEL PIPES 3. LACE BARS ARE lie ". 4. FABRIC TO BE LACED TO THE PERIMETER OF THE AWNING FRAMEWORK AND TO ALL RAFTER TRUSS, DO NOT LACE TO RAFTER I- -2' -0" ED 14.-1 FOOTING DETAIL 4*3 EACH EQUALLY SPACED (IN PLAN VIEW) C COMPLIANCE WI 11-1 ALL FEDERAL co UN I Y PULES AND REGULATIONS Y CIA 0 M U vi W `" " z d)u Z0E lU elF o' 0 J IL 0' o Gladys Salae FL PE • 50648 Dates AUG 16, 2012 Seale: NTS 3/16 PA 3/8 "THICK STEEL ie WITH (4) 5/84)61/2" SIMPSON WEDGE ANCHORS (MIN. 41/2" EMBED.) INTO REINF'D CONC 3OLT EDGE DISTANCE BOLT TO CONCRETE EDGE DISTANCE TO EE MINIMUN 31/2" Q II PC 3/8" THICK STEEL IE(4) 5/8" +x51/2" SIMPSON WEDGE ANCHORS (MIN. 41/2" EMBED.) INTO REINF'D CONC SLAB FRAME TO COLUMN CONECTION GENERAL NOTES: 1. ALL MEMBERS TO SCH 40 STEEL PIPES 2. MINIMUM 31/2" CONCRETE EDGE DISTANCE FOR ALL ANCHORS 3. ALL CONNECTIONS TO BE FULLY WELDED 4. ALL WELDS TO COMPLY WITH THE AWS CODE (LATEST EDITION) 5. ALL. WELDS TO BE COVERED WITH CORROSION RESISTANCE COATING. 6. THIS STRUCTURES IS DESIGNED IN ACCORDANCE WITH THE 2010 FLORIDA BUILDING CODE AND ASCE 1 -10, (WIND DESIGN SPEED V =105 MPH, RISK CATEGORY= I, EXPOSURE C.) 1. NOTIFY ENGINEER OF ANY ERRORS /OMISSIONS FOUND OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD. 8. ATTACH A LEGIBLE AND READILY VISIBLE DECAL THAT STATES THAT THE AWNING FABRIC MUST BE REMOVED WHEN A HURRICANE WARNIG IS ISSUED 9. CONTRACTOR TO FIELD VERIFY DIMENSIONS AND SUBSTRATE CONDITIONS PRIOR TO FABRICATION AND PRIOR TO ATTACHING FRAMEWORK.. SHOULD SUBSTRATE CONDITIONS IN THE FIELD DIFFER FROM THOSE NOTED ON THESE DRAWINGS, THE DESIGN ENGINEER MUST BE NOTIFIED BEFORE PROCEEDING. 76 Gla =ye Salim FL PE • 50648 Dates AUG 16,2V2 ecales of 2 j COVER SHEET Structural Calculations for Canvas Awning 433 NE 91 ST, MIAMI SHORES, FL Project: 433 NE 91st STREET MIAMI SHORES, FL 33161 CNGINCCRS Research & Design Engineers, Inc. 13400 SW 134 AVE. #1 Miami, FL 33186 PE# 50648 1 of 8 7/24/2012 DESIGN WIND LOADING FOR FABRIC AWNING Wind Code: ASCE 7 -10 Wind Speed: V = 105•mph Risk Category: I Mean Roof Height: Exposure_category := "C" Projection = 9.17ft Area := Projection-Length Kn := 1.0 Z = 15ft Length = 35ft Area = 320.95 ft 2 Kd := 0.85 KZ = 0.85 qh := 0.00256•KZ•Kn•Kd•V2•psf qh = 20.4•psf G := 0.85 Cp := 0.8 GC := 0 Pdesign max[16•psf,[gh•(G -Cp + GCoill 'WI LOAD ON TYPICAL RAFTER TRUSS TRUSS Spacing := 4.33.ft Wr:= Spacing•Pdesign Spacing := 8.67-ft Wr:= Spacing•Pdesign Spacing := 11.58•ft Wr : Spacing •Pdesign Spacing := 7.3-ft Wr:= .Spacing• Pdesign qh.(G.Cp + GC0) = 13.8.psf Pdesign = 16.0•psf Wr = 69.—lb f+ Wr= 139. - Ib ft Ib Wr= 185• — ft Wr= 117. - Ib ft JWI LOAD ON END TRUSS Wet := 20 •ft Pdesign Wet = 40.0. ft JLZI LOAD ON SIDE TRUSS Height front truss = 10•in Load_on_side_truss := (Height front truss) • I Pdesign) = 13.33ft•psf CHECK COLUMN, MEMEBR #2 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) F Y := 45•ksi E := 29000•ksi L := 7.5-ft K := 1.2 Pr := 1220-lb M,x:= 263•Ib•ft Mry:= 409•Ib•ft DIMENSIONS AND PROPERTIES: Shape:= "GATORSHIELD PIPE" OD:= 3.0•in t:= 0.12 -in A = 1.09•in2 I = 1.13•in4 S = 0.75•in,3 433 NE 91 ST, MIAMI SHORES, FL 2 of 8 6 r = 1.02.in Z = 1 4n3 7/25/2012 BENDING X P = 0.07.E 0.07.29000•ksi Fr OD 3.0•in 1.:= — _ t 0.083-in 45•ksi 0.31-E 0.31.29000•ksi Xr FY The_section_is := 45.ksi q - "Noncompact" if Xp < X < %r q - "Slender" if a > Xr q — "Compact" otherwise Calculate the available flexural strength SZb := 1.67 Mnyieiding Fy•Z = 2649.11 ft•Ib [0.021-E Mn_compact (00) + F •S = 2782.01 t Mn_compact = 2782ft•Ib _ 0.33.E Fcr OD 0.33.29000•ksi 3.0-in t 0.083.in Fcr = 264.8•ksi X P = 45.11 X = 36.14 Xr = 199.78 The_section_is = "Compact" Mn slender Fcr'S = 11909.54ft•Ib Mn := m 4— min(Mnyieiding 9 Mn_compact) if The_section_is = "Compact" MI E— min (Mnyielding9 Mn_siender) if The_section_is = "Slender" Mn Mn Mc :— Sl b 1.67 COMPRESSION Sic = 1.67 K.L 1.2.7.5.ft Mc= 1586.29ft•Ib r ft 0.0262060091736609 0.3048 — 104.68 Mn = 2649.11 ft•Ib 433 NE 91 ST, MIAMI SHORES, FL 3 of 8 7/24/2012 E 29000•ksi 4.71- — = 4.71• — 119.57 Fy 45•ksi Fe := K•L 2 Lr) •rr2 • E 7r2.29000 •ksi 1.2.7.5 -ft 0.0262060091736609 ft 0.3048 Fy 0.658Fe •Fy = 0.658 Fe -45•ksi = 21.88•ksi 45• ksi Fcr := \2 Fe = 26.12•ksi Fy f <— 0.658 Fe • Fy if —KW 5 4.71 • E Fcr = 21.88 •ksi r Fr f f 0.877-Fe if K —LL > 4.71 E r FY Pc = 9.97 -kip Mci:= 100-lb-ft Pn Pc. Pr := 100-lb Pr 100 Ib Mrx 100-lb-ft _ — 0.010 = — 0.063 Pc Pn Mc Mc nc Pn := Fcr-A = 16642.61 lb Mry:= 100•Ib•ft Mry 100-lb-ft Mc Mc Pr 8 Mrx Mry 100-lb 8 100•Ib -ft 100•Ib•ft H1 1a: = — + —• — +— _ +— + —0.12 Pc 9 Mc Mc Pn 9 Mc Mc 1.67 Pr Mrx Mry 100-lb 100-lb-ft 100-lb-ft H1_1b:= + — +— _ + + 2 -Pc Mc Mc Pn Mc Mc 2• 1.67 I :_ H1 1b = 0.131 14—H1_1a if — Pr >_0.2 I = 0.131 if(I <_1.0, "OK", "NG ") = "OK" Pc i — H1_1b if r <0.2 Pc CHECK MEMEBR #5 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) F Y := 45•ksi E := 29000•ksi e — 0.063 433 NE 91 ST, MIAMI SHORES, FL 4 of 8 7/24/2012 L := 8.68•ft Pr := 930 -lb K:= 1.0 Mrx:= 45-1b-ft DIMENSIONS AND PROPERTIES: Shape := "GATORSHIELD PIPE" OD := 1.25•in t := 0.083-in A = 0.3.in2 BENDING 1 Mry = 638-lb-ft 1 = 0.05•in4 S = 0.54•in3 0.07•E 0.07.29000•ksi - ap F Y 45•ksi OD 1.25-in t 0.083-in 0.31-E Xr = Fy 0.31.29000 • ksi The_section_is := 45•ksi q 4— "Noncompact" if Xp < X < Xr q 4- "Slender" if X > Xr q F- "Compact" otherwise Calculate the available flexural strength SZb := 1.67 Mnyielding Fy.Z = 2649.11 ft-lb [0.021.E Mn_compact = [1oD) + Fy •S = 3843.04ft•Ib t Mn_compact = 3843ft•Ib _ 0.33•E 0.33.29000•ksi Fcr OD 1.25-in t 0.083• in Fcr = 635.44ksi r= 1.03-in Xp = 45.11 X = 15.06 >'r = 199.78 Z= 0.71•in3 The_section_is = "Compact" Mn_slender := Fcr•S = 28582.9ft•lb Mn := m *- min(Mnyielding, Mn_compact) if The_section_is = "Compact" Mn = 2649.11 ft Ib m +- min (Mnyielding , Mn_slender) if The_section_is = "Slender" 433 NE 91 ST, MIAMI SHORES, FL 5 of 8 7/24/2012 Mn Mn Mc 'lb 1.67 COMPRESSION 52c := 1.67 K L 1.0.8.68•ft r 0.0262060091736609• Mc= 1586.29ft•Ib = 100.96 ft 0.3048 I29000•ksi 4.71. = 4.71 – 119.57 Fy 45•ksi Fe :_ (K-L)2 r ir2 • E Tr2.29000 •ksi i 1.0.8.68•ft 0.0262060091736609 0.3048 Fy 45• ksi Fe F e ft F 0.658 -Fy = 0.658 •45•ksi = 23.01 •ksi Fcr := Fy f 4- 0.658 Fe • Fy if K —L <_ 4.71• r Fy K•L f F- 0.877-Fe if ' > 4.71 • Fr Pn := Fcr•A = 7002.11 lb Pn Pc. c Pr := 100-lb Pr 100-lb Pc Pn nc – 0.024 \2 Pc = 4.19.kip Mrx:= 100•Ib•ft Mnc 100-lb-ft Mc Mc – 0.063 Fe = 28.08•ksi Fcr = 23.01 •ksi Pr 8 Mrx P Mry 100-lb 8 100-lb-ft 100-lb-ft H1_ Pc 9 1a:= + M+ M + + c c c n 9 M c Mc 1.67 Pr Mrx Mry 100•lb 100-lb-ft 100•Ib•ft H1_1b:= .3c2 + M+ M = P + M + M c c 2 n c c 1.67 433 NE 91 ST, MIAMI SHORES, FL 6 of 8 Mry:= 100•Ib•ft Mry 100-lb-ft Mc Mc – 0.14 H1_1b = 0.138 0.063 7/24/2012 :_ Pr i -H1_1a if P >_ 0.2 Pc i4-H1_1b if — Pr <0.2 Pc '1 =0.138 if(I <_1.0, "OK", "NG ") = "OK" CHECK ANCHOR BOLTS AT COLUMN BASE PLATE Based on 5/8" Dia x 4-1/2" embedment into CONCRETE wall using Simpson WEDGE -ALL TENSION Uninfluenced Allowable Tension = 1985 Ib No_of bolts = 4 fssl := 0.86 Load adjustment factor for Bolt Spacing fcci := 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 •fssi - fcc1 -fcc2 Applied_tension = 12101b SHEAR Uninfluenced allowable shear = 1850 Ib Applied_shear = 100 Ib - Fssi := 1.0 Cad := 12-in Load adjustment factor for spacing edge distance Fci := 1.0 Load adjustment factor for edge distance Fc2 := 1.0 Load adjustment factor for edge distance Tension_allowable = 1707 Ib Shear allowable := Uninfluenced_allowableshear -Fssi • Fc-i • FC2 Shear allowable = 1850 Ib CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT Applied_Moment = 221 ft-lb Applied_Moment = 2652 -in -lb Moment Arm = 4.00•in Applied_Moment Tmoment Moment Arm Tmoment = 663 Ib Applied_tension + Tmoment Applied_shear I: + Tension_allowable. No of bolts Shear allowable • No of bolts 1 = 0.29 An 433 NE 91 ST, MIAMI SHORES, FL 7 of 8 7/24/2012 CHECK ANCHOR BOLTS AT CONNECTION TO WALL Based on 5/8" Dia x4-1/2" embedment into CONCRETE wall using Simpson WEDGE -ALL TENSION Uninfluenced Allowable_ Tension = 2690 Ib No of bolts = 4 fssl := 1.0 fccl 1.0 Load adjustment factor for Bolt Spacing Load adjustment factor for Edge Distance fcc2 := 1.0 Load adjustment factor for Edge Distance Calculate Allowable Tension Toad per bolt: Tension_allowable := Uninfluenced Allowable Tension •fssi • ccl •fcc2 Applied_tension = 1000 Ib SHEAR Uninfluenced_allowable_shear = 2740 Ib Fssi := 1.0 Cad := 12-in Fc� := 1.0 Fc2 := 1.0 Applied_shear = 260 Ib Load adjustment factor for spacing edge distance Load adjustment factor for edge distance Load adjustment factor for edge distance Shear allowable := Uninfluenced allowable shear•Fss1 • Fcj •Fc2.1.33 Shear allowable = 3644 Ib CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT. Tension_allowable = 2690 Ib Applied_tension ' Applied_shear I Tension_allowabie•No_of bolts + Shear allowable•No_of bolts I = 0.11 if(I < 1.0 , "O.K." , "N.G. ") = "O.K." 433 NE 91 ST, MIAMI SHORES, FL 8 of 8 7/24/2012 411rilii3111: Software licensed to RND Job No Sheet No 1 Part Rev Job Title Ref BY Date22- JUI -12 Chd Client File 433 NE 91 ST, MIAMI SI-I Daternme 24-Jul-2012 21:52 Job Information Engineer Checked Approved Name: Date: 22- Jul -12 Structure Type I SPACE FRAME Number of Nodes 97 Highest Node 97 Number of Elements 166 Highest Beam 166 Number of Basic Load Cases 4 Number of Combination Load Cases 3 Included in this printout are data for INodes r 1,2,59,96,94,60,64,21 Beams 5,1,2,104,13,105,107 in this printout are results for load cases: Type UC Name Primary 1 - D Primary 2 W Primary 3 LZ Primary 4 • LX Combination 5 0.6D +0.6W Combination 6 D +0.6LZ Combination 7 D +0.6LX Beams Beam Node A Node B Length (ft) Property p (degrees) 1 3 1 7.500 1 0 2 6 2 7.500 1 0 5 6 5 4.583 2 0 13 6 11 2.223 2 0 104 63 59 7.500 1 0 105 61 60 2.833 2 0 107 63 62 4.583 2 0 Section Properties Prop Section Area lry la J Material (in2) (in4) (in4) (in4) 1 PIPE 0.778 0.827 0.827 1.655 STEEL 2 PIPE 0.304 0.052 0.052 0.104 STEEL Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 1 of 11 dirOF ' Software licensed to RND Job No Sheet No 2 Rev Part Job Title Ref BY Dete22- JuI -12 Chd Client File 433 NE 91 ST, MIAMI SI- IDawn" 24-Jul-2012 21:52 95 93 64 60 96 45 94 41 421 %/ 59 /,1 • V2 Y 1 Load 2 SUPPORT NODE NUMBERS Print Time/Date: 24/072012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 2 of 11 Software Itcensed to RND Job No Street No 3 Rev Part Job Title Ref BY Date22- Jul-12 Chd Client File 433 NE 91 ST, MIAMI SFIDaternme 24-Jul-2012 21:52 cos g S 13 Y `z Load 2 CRITICAL MEMBER NUMBERS Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 un , G¢y`�` '- Software licensed to RND Job Na Sheet No j Rev 4 Pert Job Tile Ref By Date22- Jul-12 Chd Client pile 433 NE 91 ST, MIAMI Shl Date/flme 24-Jul-2012 21:52 u, , 1 13f/ft = 1 ft 1+ flft #�. ft 1{ Oft ail j 116.0111 IlI I . I f/ft ii II Load 2 /ft 1' 9l 1 1 .f/ft ' 169.0Ibf /ft 139.0 Ibf /ft LOAD W Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 4 of 11 Software licensed to RND Job No Sheet No 5 Rev Part Job Title Ref BY Date22- Jul-12 Chd Client File 433 NE 91 ST, MIAMI ShlDatetr 24-Jul-2012 21:52 y 4 -4 N . __44,gg �.0 Ibflft Ibf N �.0 Ibflftt Ibf ft 0 Ibflft -48.0 !bon -48.0 Ibflft 01 -'' -48.0 Ibf - - 48.0Ibflft O Ib48 0 Ibflft 48.O Ibflft -fig 0 0 Ibflft -48.0 Ibf /1t -48Olbflft Load 3 LOAD 11 Print Time/Date: 24/0712012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 5 of 11 n c S otterere Ilensed to RND Job No Sheet No 6 Rev Pert Job Title Ref By Date22- Jul-12 Chd Client File 433 NE 91 ST, MIAMI SI -ID"Ae 24-Jul-2012 21:52 .. 17.OIbflft - Y Load 4 LOAD LX Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 6 of 11 n'ir:.: Software licensed to RND Job No l Sheet No _Rev 7 Part Job Title Ref By Date22- JUI-12 Chd Client File 433 NE 91 ST, MIAMI SI-IDatelrime 24-Jul-2012 21:52 vac z 3.00ft 7.50ft O.83ft 12.0Oft i 15.08ft ii 28.00ft Load 4 DIMENSIONS Print Time /Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Software licensed to RND Job No Sheet No 8 Part f Rev Job Title Ref By Dat822- Jul -12 Chd Client File 433 NE 91 ST, MIAMI SI-I Deterrime 24-Jul-2012 21:52 Beam End Forces Sign convention is as the action of the joint on the beam. Print Time/Date: 24/072012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 8 of 11 Axial Shear Torsion Bending Beam Node LJC Fx (Ib) Fy (Ib) Fz (Ib) Mx (Ib'ft) My (Ib -ft) Mz (Ib -ft) 1 3 1:D 39.576 -2.040 2.043 1.4 -4.5 -10.2 2:W - 1.23E +3 11.568 8.244 3.4 -133.7 57.9 3:12 40.470 -4.726 - 113.225 2.3 334.7 -23.8 4:LX -5.342 - 20.114 -3.766 -75.3 12.7 -101.8 5:0.6D +0.6W - 716.277 5.716 6.172 2.8 -82.9 28.6 6:D +0.6LZ 63.858 - 4.876 - 65.892 2.7 196.4 -24.5 7:D +0.6LX 36.371 - 14.108 - 0.216 -43.8 3.2 -71.3 1 1:D - 59.402 2.040 -2.043 -1.4 -10.9 -5.1 2:W 1.23E +3 - 11.568 - 8.244 -3.4 71.8 28.9 3:12 - 40.470 4.726 113.225 -2.3 514.5 -11.6 4:LX 5.342 20.114 3.766 75.3 15.5 -49.1 5:0.6D +0.6W 704.381 -5.716 -6.172 -2.8 36.6 14.3 6:D +0.6LZ - 83.684 4.876 65.892 -2.7 297.8 -12.1 7:D +0.6LX - 56.197 14.108 0.216 43.8 -1.6 -34.6 - -2 6 1:D 79.717 -8.957 3.061 -2.9 -9.3 -43.6 2:W - 2.12E +3 148.837 - 109.714 -8.6 446.7 725.3 3:12 - 60.055 1.439 - 50.385 -51.8 18.8 6.9 4:LX 0.270 3.476 -1.694 30.9 2.4 15.3 5:0.6D +0.6W - 1.22E +3 83.928 - 63.992 -6.9 262.4 409.0 6:D +0.6L2 43.684 -8.094 - 27.170 -34.0 2.0 - -39.5 7:D +0.6LX 79.880 -6.871 2.045 15.6 -7.8 -34.5 2 1:D - 99.543 8.957 -3.061 2.9 -13.7 -23.5 2:W 2.12E +3 - 148.837 109.714 8.6 376.2 391.0 3:12 60.055 -1.439 50.385 51.8 359.1 3.9 4:LX -0.270 -3.476 1.694 -30.9 10.3 10.8 5:0.6D +0.6W 1.21E +3 - 83.928 63.992 6.9 217.5 220.5 6:D +0.6LZ - 63.510 8.094 27.170 34.0 201.8 -21.2 7:D +0.6LX - 99.706 6.871 -2.045 -15.6 -7.5 -17.1 5 6 1:D - 38.601 9.543 4.554 -4.3 -10.8 19.9 2:W 1.58E +3 - 762.959 - 35.506 21.3 84.9 - 1083.0 3:L2 62.039 - 28.134 - 11.283 1.1 33.5 -77.5 4:LX - 15.670 3.647 - 40.992 6.2 38.9 9.3 5:0.6D +0.6W 925.524 - 452.049 - 18.571 10.2 44.5 -637.8 6:D+0.6LZ -1.377 -7.337 -2.215 -3.7 9.3 -26.6 7:D +0.6LX - 48.003 11.732 - 20.041 -0.6 12.6 25.5 5 1:D 38.601 - 4.807 -4.554 4.3 -10.1 13.0 2:W - 1.58E +3 - 190.374 35.506 - 21.3 77.8 -229.2 3:12 - 62.039 28.134 11.283 -1.1 18.2 -51.4 4:LX 15.670 -3.647 - 36.925 -6.2 -29.6 7.4 5:0.6D +0.6W - 925.524 - 117.109 18.571 -10.2 40.6 -129.8 6:D +0.6LZ 1.377 12.073 2.215 3.7 0.8 -17.9 7:D +0.6LX 48.003 -6.995 - 26.709 0.6 -27.8 17.4 13 6 1:D - 30.222 25.811 -2.897 1.3 5.9 32.6 2:W 291.096 - 397.052 50.171 -23.9 -90.2 -524.8 Print Time/Date: 24/072012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 8 of 11 =.711:41111110 Software licensed to RND Job No Sheet No Rev 9 Part Job Title Ref By natE22- Jul-12 Chd Client File 433 NE 91 ST, MIAMI SI-I Daiern1Re 24-Jul-2012 21:52 Beam End Forces Cont... Print TimaiDate: 24107/2012 2217 STAAD.Pro for Windows 20.07.03.16 Print Run 9of11 Axial Shear Torsion Bending Beam Node UC Fx (Ib) Fy (Ib) Fz (Ib) Mx (Ib-ft) My (Ib-ft) Mz (Ib"ft) 3:LZ 14.596 -6.384 31.136 29.0 -25.7 -7.9 4:LX 54.019 -5.496 6.267 -2.5 -18.1 -7.4 5:0.6D +0.6W 156.524 - 222.744 28.364 -13.6 -50.6 -295.3 6:D +0.6LZ - 21.465 21.981 15.784 18.7 -9.5 27.9 7:D +0.6LX 2.189 22.514 0.863 -0.2 -4.9 28.2 11 1:D 30.222 - 23.514 2.897 -1.3 0.5 22.2 2:W - 291.096 397.052 - 50.171 23.9 -21.3 -357.7 3:LZ - 14.596 6.384 - 31.136 -29.0 - 43.5 -6.3 4:LX - 54.019 5.496 -6.267 2.5 4.2 -4.8 5:0.6D +0.6W - 156.524 224.123 - 28.364 13.6 -12.5 -201.3 6:D +0.6LZ 21.465 - 19.684 - 15.784 -18.7 -25.6 18.5 7:0+0.6LX -2.189 - 20.217 -0.863 0.2 3.0 19.3 104 63 1:D 132.409 11.496 5.295 0.5 -26.4 56.1 2:W - 2.42E+3 - 260.638 - 109.057 - 24.3 541.1 - 1271.8 3:LZ - 53.231 -5.738 51.650 -68.6 -263.1 -28.1 4:LX -4.426 -0.487 -0.108 10.4 0.5 -3.1 5:0.6D+0.6W - 1.37E +3 - 149.485 -62.257 -14.3 308.9 -729.4 6:D+0.6LZ 100.471 8.054 36.285 -40.7 -184.2 39.2 7:D +0.6LX 129.753 11.204 5.230 6.7 - 26.0 54.2 59 1:D - 152.235 - 11.496 -5.295 -0.5 -13.4 30.1 2:W 2.42E +3 260.638 109.057 24.3 276.8 -683.0 3:LZ 53.231 5.738 - 51.650 68.6 -124.3 -14.9 4:LX 4.426 0.487 0.108 -10.4 0.3 -0.5 5:0.6D+0.6W 1.36E +3 149.485 62.257 14.3 158.1 -391.7 6:D+0.6LZ - 120.297 -8.054 - 36.285 40.7 -87.9 21.2 7:D+0.6LX - 149.579 - 11.204 - 5.230 -6.7 - 13.2 29.8 105 61 1:D 42.094 - 22.402 -0.179 -0.1 0.6 -30.8 2:W - 335.442 320.196 7.833 28.1 -29.0 408.2 3:LZ 530.458 -1.779 -1.258 0.6 7.1 -0.4 4:LX -0.914 -0.034 -3.699 -0.6 9.5 -0.0 5:0.6D +0.6W - 176.009 178.677 4.592 16.8 - 17.0 226.4 6:0+0.612 360.369 - 23.469 -0.934 0.2 4.9 -31.1 7:D +0.61.X 41.546 - 22.422 -2.399 -0.5 6.3 -30.9 60 1:13 - 42.094 25.330 0.179 0.1 -0.1 -36.8 2:W 335.442 - 320.196 -7.833 -28.1 6.8 499.1 3:12 - 530.458 1.779 1.258 -0.6 -3.5 -4.6 4:LX 0.914 0.034 3.699 0.6 1.0 -0.1 5:0.6D +0.6W 176.009 - 176.920 -4.592 -16.8 4.0 277.4 6:0+0.612 - 360.369 26.397 0.934 -0.2 -2.2 -39.5 7:0+0.6LX - 41.546 25.350 2.399 0.5 0.5 -36.8 107 63 1:D - 44.848 13.897 -0.307 -0.7 0.5 30.7 2:W 1.06E +3 - 214.580 50.484 -29.4 -115.2 -531.8 3:12 495.860 - 17.148 - 20.041 1.0 50.5 -41.4 4:LX -1.430 0.167 -8.526 0.0 18.2 0.4 5:0.6D+0.6W .606.611 - 120.410 30.106 -18.0 - 68.8 -300.7 Print TimaiDate: 24107/2012 2217 STAAD.Pro for Windows 20.07.03.16 Print Run 9of11 Software licensed to RND Job No Sheet No 10 Rev Part Job Tele Ref BY °ffie22- Jul -12 Chd Client Beam End Forces Cont... File 433 NE 91 ST, MIAMI SIA Dat ne 24-Jul-2012 21:52 Reactions Axial Shear Torsion Bending Beam Node UC Fx (Ib) Fy (Ib) Fz (Ib) Mx (Ib'ft) My (Ib'ft) Mz (Ib'ft) 1:D 2.040 6:D+0.6LZ 252.668 3.608 - 12.332 -0.1 30.8 5.9 - 11.568 - 1.23E +3 7:D +0.6LX - 45.706 13.997 - 5.423 -0.6 11.4 31.0 40.470 62 1:D 44.848 -9.161 0.307 0.7 0.9 22.1 3.766 15.5 2:W - 1.06E +3 214.580 - 50.484 29.4 -116.2 -451.7 36.6 2.8 3:LZ - 495.860 17.148 20.041 -1.0 41.4 -37.2 2.7 -12.1 4:LX 1.430 -0.167 8.526 -0.0 20.8 0.3 -34.6 2 5:0.6D+0.6W - 606.611 123.252 - 30.106 18.0 -69.1 -257.7 2:W 6:D +0.6LZ - 252.668 1.128 12.332 0.1 25.8 -0.2 3:LZ -1.439 7:D+0.6LX 45.706 -9.261 5.423 0.6 13.4 22.3 Reactions Print Tlme /Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 10of11 Horizontal Vertical Horizontal Moment Node UC FX (Ib) FY (Ib) FZ (Ib) MX (Ibit) MY (1b1) MZ (Ib ft) 1 1:D 2.040 59.402 -2.043 -10.9 1.4 -5.1 2:W - 11.568 - 1.23E +3 -8.244 71.8 3.4 28.9 3:LZ 4.726 40.470 113.225 514.5 2.3 -11.6 4:LX 20.114 -5.342 3.766 15.5 -75.3 -49.1 5:0.6D +0.6W -5.716 - 704.381 - 6.172 36.6 2.8 14.3 6:D +0.6LZ 4.876 83.684 65.892 297.8 2.7 -12.1 7:D+0.6LX 14.108 56.197 0.216 -1.6 -43.8 -34.6 2 1:D 8.957 99.543 -3.061 -13.7 -2.9 -23.5 2:W - 148.837 - 2.12E +3 109.714 376.2 -8.6 391.0 3:LZ -1.439 - 60.055 50.385 359.1 -51.8 3.9 4:LX -3.476 0.270 1.694 10.3 30.9 10.8 5:0.6D +0.6W - 83.928 - 1.21E +3 63.992 217.5 -6.9 220.5 6:D +0.6LZ 8.094 63.510 27.170 201.8 -34.0 -21.2 7:D +0.6LX 6.871 99.706 -2.045 -7.5 15.6 -17.1 21 1:D -1.401 45.436 6.331 0.0 0.0 0.0 2:W 43.231 -1.01E+3 - 115.782 0.0 0.0 0.0 3:LZ - 35.327 30.833 454.325 0.0 0.0 0.0 4:LX - 189.756 3.693 -3.801 0.0 0.0 0.0 5:0.6D+0.6W 25.098 - 581.309 - 65.671 0.0 0.0 0.0 6:D +0.6LZ - 22.598 63.936 278.926 0.0 0.0 0.0 7:D +0.6LX - 115.255 47.652 4.050 0.0 0.0 0.0 59 1:D - 11.496 152.235 -5.295 -13.4 0.5 30.1 2:W 260.638 - 2.42E +3 109.057 276.8 -24.3 -683.0 3:LZ 5.738 - 53.231 - 51.650 -124.3 -68.6 -14.9 4:LX 0.487 -4.426 0.108 0.3 10.4 -0.5 5:0.6D+0.6W 149.485 - 1.36E +3 62.257 158.1 -14.3 -391.7 6:D+0.6LZ -8.054 120.297 - 36.285 - 87.9 -40.7 21.2 7:D +0.6LX - 11.204 149.579 -5.230 -13.2 6.7 29.8 60 1:D -0.009 25.760 136.671 0.0 0.0 0.0 Print Tlme /Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 10of11 Software licensed to RND Job No Sheet No 11 Part Rev Job Title Ref By 0 22- JuI -12 Chd Client File 433 NE 91 ST, MIAMI SFIDaternma 24-Jul-2012 21:52 Reactions Cont... Print Time /Date: 24/0712012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 11 of 11 Horizontal Vertical Horizontal Moment Node LJC FX (Ib) FY (Ib) FZ (Ib) MX (Ibit) MY (Ib -ft) MZ (lb'ft) 2:W 52.977 - 320.196 - 1.65E +3 0.0 0.0 0.0 3:LZ 2.433 1.779 548.702 0.0 0.0 0.0 4:LX 3.192 0.034 -0.693 0.0 0.0 0.0 5:0.60+0.6W 31.781 - 176.662 - 909.981 0.0 0.0 0.0 6:D +0.6LZ 1.451 26.828 465.893 0.0 0.0 0.0 7:D +0.6LX 1.906 25.781 136.255 0.0 0.0 0.0 64 1:D 0.605 32.989 - 136.622 0.0 0.0 0.0 2:W - 66.374 - 457.892 1.65E +3 0.0 0.0 0.0 3:LZ 10.867 10.001 95.894 0.0 0.0 0.0 4:LX 0.937 0.087 -0.431 0.0 0.0 0.0 5:0.6D +0.6W - 39.461 - 254.942 907.638 0.0 0.0 0.0 6:D +0.6LZ 7.125 38.989 - 79.085 0.0 0.0 0.0 7:D+0.6LX 1.167 33.041 - 136.880 0.0 0.0 0.0 94 1:D - 231.516 19.769 - 10.611 0.0 0.0 0.0 2:W 2.76E +3 - 211.498 46.619 0.0 0.0 0.0 3:LZ - 100.082 10.631 24.037 0.0 0.0 0.0 4:LX _ - 81.259 -0.527 - 27.884 0.0 0.0 0.0 5:0.6D+0.6W 1.52E +3 - 115.038 21.605 0.0 0.0 0.0 6:D +0.6LZ - 291.566 26.148 3.811 0.0 0.0 0.0 7:D +0.6LX - 280.272 19.453 - 27.341 0.0 0.0 0.0 96 1:D 235.790 18.721 7.987 0.0 0.0 0.0 2:W - 2.88E +3 - 205.984 - 235.994 0.0 0.0 0.0 3:12 167.922 - 12.263 140.665 0.0 0.0 0.0 4:LX - 111.041 2.564 - 11.387 0.0 0.0 0.0 5:0.6D +0.6W - 1.59E +3 - 112.358 - 136.804 0.0 0.0 0.0 6:D +0.6LZ 336.543 11.363 92.386 0.0 0.0 0.0 7:D +0.6LX 169.165 20.259 1.155 0.0 0.0 0.0 Print Time /Date: 24/0712012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 11 of 11 1F p�E6PR 00) 1" THICK CONC. GROUT 2*3 EACH WAY MEMBER SIZES: 1. COLUMN IS 3 ". x 0.12" THICK GATORSHIELD STEEL PIPE 2. ALL TRUSSES, RAFTERS AND RISERS ARE 11/4"0 x 0.053" THICK GATORSHIELD STEEL PIPES 3. LACE BARS ARE 1/2"4' 4. FABRIC TO BE LACED TO THE PERIMETER OF THE AWNING FRAMEWORK AND TO ALL RAFTER TRUSS, DO NOT LACE TO RAFTER 1-2' - 0" 4*3 EACH EQUALLY SPACED (IN PLAN VIEW) FOOTING DETAIL, 2" CL. � 1 1- LL 0 z� Q adys Salas FL F€ • 50646 pats. AUG 16, 2012 scale. NTS of 2, 3/16 FA 3/8 "THICK STEEL f>? WITH (4) 5/84x51/2" SIMPSON WEDGE ANCHORS (MIN. 41/2" EMBED.) INTO REINF'D LONG pOLT EDGE DISTANCE BOLT TO CONCRETE EDGE DISTANCE TO EE MINIMUM 31/2" PC 3/S" THICK STEEL IE(4) 5/8 ".x51/2" SIMPSON WEDGE ANCHORS (MIN. 41/2" EMBED.) INTO REINF'D CONC SLAB FRAME TO COLUMN CONECTION GENERAL NOTES: 1. ALL MEMBERS TO SCH 40 STEEL PIPES 2. MINIMUM 31/2" CONCRETE EDGE DISTANCE FOR ALL ANCHORS 3. ALL CONNECTIONS TO BE FULLY WELDED 4. ALL WELDS TO COMPLY WITH THE AWS CODE (LATEST EDITION) 5. ALL WELDS TO BE COVERED WITH CORROSION RESISTANCE COATING. 6. THIS STRUCTURES IS DESIGNED IN ACCORDANCE WITH THE 2010 FLORIDA BUILDING CODE AND ASCE 1 -10, (WIND DESIGN SPEED V =105 MPH, RISK CATEGORY = I, EXPOSURE C.) 1. NOTIFY ENGINEER OF ANY ERRORS /OMISSIONS FOUND OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD. 8. ATTACH A LEGIBLE AND READILY VISIBLE DECAL THAT STATES THAT THE AWNING FABRIC MUST BE REMOVED WHEN A HURRICANE WARNIG IS ISSUED 9: CONTRACTOR TO FIELD VERIFY DIMENSIONS AND SUBSTRATE CONDITIONS PRIOR TO FABRICATION AND PRIOR TO ATTACHING FRAMEWORK- SHOULD SUBSTRATE CONDITIONS IN THE FIELD DIFFER FROM THOSE NOTED ON THESE DRAWINGS, THE DESIGN ENGINEER MUST BE NOTIFIED BEFORE PROCEED ING. °_O LO J ' � O Pr) Gladye Salim FL PE • 5064S Dates AUG 16, 2012 Scales roFl COVER SHEET Structural Calculations for Canvas Awning 433 NE 91 ST, MIAMI SHORES, FL Project: 433 NE 91st STREET MIAMI SHORES, FL 33161 R&D CNGINEERS Research & Design Engineers, Inc. 13400 SW 134 AVE. #1 Miami, FL 33186 www.RnDEng.com CA# 9857 PE# 50648 1 of 8 7/24/2012 DESIGN WIND LOADING FOR FABRIC AWNING Wind Code: ASCE 7 -10 Wind Speed: V= 105-mph Risk Category: I Mean Roof Height: Exposure_category = "C" Projection = 9.17ft Area := Projection-Length Z = 15ft Length = 35ft Area = 320.95ft 2 Ke := 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 gh•(G•Cp + GCpi) = 13.8•psf "design := max[16•psf,[gh•(G•Cp+ GCpiE Pdesign = 16.0•psf JW1 LOAD ON TYPICAL RAFTER TRUSS TRUSS Spacing := 4.33-ft Wr:= Spacing •Pdesign Spacing := 8.67.ft Wr:= Spacing.Pdesign Spacing := 11.58•ft Wr := Spacing • Pdesign Spacing := 7.3 .ft Wr := Spacing • Pdesign 69.—lb Wr =69.l Wr= 139--lb ft Wr= 185--lb ft Wr =117.ft Ib tyyj LOAD ON END TRUSS lb Wet := 20 'ft- Pdesign Wet = 40.0.— ft aLZ] LOAD ON SIDE TRUSS Height front truss = 10 -in Load on_side truss := (Height front truss) • I Pdesign) = 13.33ft -psf CHECK COLUMN, MEMEBR #2 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) F Y := 45•ksi E := 29000 -ksi Pr := 1220-lb M,x = 263-lb-ft DIMENSIONS AND PROPERTIES: Shape := "GATORSHIELD PIPE" A = 1.09•in2 I = 1.13-in4 433 NE 91 ST, MIAMI SHORES, FL L: =7.5•ft K: =1.2 Mry:= 409-lb-ft OD:= 3.0 -in t:= 0.12 -in S = 0.754n3 2 of 8 r = 1.02 -in Z = 11 .n3 7/25/2012 BENDING 0.07•E 0.07.29000•ksi Fy OD 3.0•in t 0.083-in 0.31 . E Xr :_ Fy 45•ksi 0.31.29000•ksi The_section_is := 45.ksi q – "Noncompact" if Xp < a < Xr q - "Slender" if X > %r q – "Compact" otherwise Calculate the available flexural strength nb := 1.67 Mnyielding Fy•Z = 2649.11 ft-lb Mn_compact 0.021.E + Fy •S = 2782.01 ft-lb (OD) Mn_compact = 2782ft•lb 0.33•E 0.33.29000•ksi Fcr :_ – Fcr = 264.8•ksi OD 3.0.in Xp =45.11 X =36.14 Xr = 199.78 The_section_is = "Compact" t 0.083•in Mn slender Fcr'S = 11909.54ft•lb Mn := m +- min (Mnyielding, Mn_compact) if The_section_is = "Compact" m E min �Mnyielding Mn_slender) if The_section_is = "Slender" Mn Mn M0 S2 b 1.67 Mc= 1586.29ft•Ib COMPRESSION fic := 1.67 K•L r 1.2.7.5.ft 0.0262060091736609 – 104.68 ft 0.3048 . Mn = 2649.11 ft•Ib 433 NE 91 ST, MIAMI SHORES, FL 3 of 8 7/24/2012 E 29000•ksi 4.71• — = 4.71• — 119.57 F Y 45•ksi Fe :_ (K-L)2 r 7r2 • E 'r2.29000 •ksi I 1.2.7.5•ft 0.0262060091736609• ft 0.3048 , Fy 45• ksi 0.658 Fe •Fy = 0.658 Fe •45•ksi = 21.88•ksi Fcr := Fy f 4— 0.658 Fe) - Fy if KK —L <_ 4.71 • E r FY K•L E f+ 0.877-Fe if —>4.71 — r FY Pn Pc . —1_2c Pr := 100•Ib Pr — 100•Ib Pc Pn ilc — 0.010 Pc = 9.97-kip Mn,:= 100•Ib•ft 100-lb-ft Mc — 0.063 Fe = 26.12•ksi Fcr = 21.88•ksi Pn := Fcr•A = 16642.61 lb Mry:= 100-lb-ft Mry — 100•Ib•ft _ 0.063 Mc Mc Pr 8 Mr 100•Ib 8 100•Ib•ft 100•Ib•ft H1 la: = — + —• [Mrx — +— _ + —• + —0.12 — Pc 9 Mc Mc Pn 9 Mc Mc 1.67 Pr Mrx Mry 100-lb 100-lb-ft 100-lb-ft H1 lb := + — +— _ + + — 2 -Pc Mc Mc Pn Mc Mc 2• 1.67 :_ Pr i — H1_1a if PC >— 0.2 r i - P H1_1b if — <0.2 Pc H1_1b = 0.131 I =0.131 if(I <1.0, "OK", "NG ") = "OK" CHECK MEMEBR #5 CIRCULAR HSS SUBJECT TO COMBINED FLEXURE AND AXIAL FORCE (BASED ON AISC ASD DESIGN) F Y := 45 •ksi E := 29000 •ksi • 433 NE 91 ST, MIAMI SHORES, FL 4 of 8 7/24/2012 L := 8.68•ft Pr := 930.1b K:= 1.0 Mrx:= 45.1b-ft DIMENSIONS AND PROPERTIES: Shape:= "GATORSHIELD PIPE" OD:= 1.25•in t:= 0.083-in A = 0.3•in2 BENDING 0.07.E XP FY Mry:= 638.113-ft 1 = 0.05.1n4 S = 0.54•in3 0.07.29000 •ksi OD 1.25•in X:_ — _ t 0.083•in Xr Fy 45• ksi 0.31 • E 0.31.29000 •ksi The_section_is :_ 45. ksi q - "Noncompacr' if ap < a < Xr q - "Slender" if X > Xr q - "Compact" otherwise Calculate the available flexural strength 52b := 1.67 Mnyielding Fy•Z = 2649.11 ft-lb [0.021.E Mn_compact + Fy •S = 3843.04ft•Ib (01 t Mn_compact = 3843ft•Ib Fcr OD 1.25•in 0.33.E 0.33.29000 •ksi t 0.083.in Mn slender Fcr•S = 28582.9ft•lb Fcr = 635.4•ksi r = 1.03•in ap = 45.11 X = 15.06 %r= 199.78 Z= 0.71•in3 The_section_is = "Compact" Mn := m - min(Mnyielding, Mn_compact) if The_section_is = "Compact" m <— min Mnyielding Mn_siender) if The_section_is = "Slender" Mn= 2649.11ft•Ib 433 NE 91 ST, MIAMI SHORES, FL 5 of 8 7/24/2012 Mn Mn Mc =— = SZb 1.67 Mc= 1586.29ft•Ib COMPRESSION Stc := 1.67 K • L r 1.0.8.68.ft 0.0262060091736609 ft 0.3048 - 100.96 4.71 E = 4.71 129000.ksi 119.57 F Y 45•ksi Fe :_ K•L 2 r ) 7'2 • E 7r2.29000 • ksi FY 1.0.8.68 -ft 0.0262060091736609 45- ksi F Fe 0.658 •Fy = 0.658 45.ksi = 23.01 •ksi ft 0.3048 Fcr :_ Fy f <- 0.658 Fe • Fy if K� • LL < 4.71 15- Y K•L f 4- 0.877-Fe if > 4.71 • F Y Pn := Fcr•A = 7002.11 lb Pn Pc. „ c Pc = 4.19-kip Pr := 100-lb Mrx:= 100-lb-ft Pr 100-lb Pc Pn nc - 0.024 Mnc 100-lb-ft — - - 0.063 Mc Mc Fe = 28.08•ksi Fcr = 23.01 •ksi Mry := 100-lb-ft Mry 100-lb-ft Mc Mc Pr 8 Mrx Mry 100-lb 8 100-lb-ft 100-lb-ft H1_ P 9 M M P 1a:= + + = + 9 M + Mc -0.14 Pc c c n c 1.67 Pr H1_1b:= 2 P c M►, Mry Mc Mc 100 -lb 100•Ib•ft 100•Ib•ft _ + + Pn Mc Mc 2- 1.67 H1_1b = 0.138 0.063 433 NE 91 ST, MIAMI SHORES, FL 6 of 8 7/24/2012 1:= Pr k- H1_la if — >_ 0.2 Pc Pr iF -H1_1b if —<0.2 PC 1 =0.138 if(I <_1.0, "OK", "NG ") = "OK' CHECK ANCHOR BOLTS AT COLUMN BASE PLATE Based on 5/8" Dia x 4 -1/2" embedment into CONCRETE wall using TENSION Uninfluenced Allowable Tension = 1985 Ib fssi 0.86 fcci := 1.0 fcc2 = 1.0 Load adjustment factor for Bolt Spacing Load adjustment factor for Edge Distance Load adjustment factor for Edge Distance Calculate Allowable Tension load per bolt: Tension_allowable := Uninfluenced Allowable_Tension •fss1 •fccl •fcC2 Applied_tension = 12101b SHEAR Uninfluenced allowable shear = 1850 Ib Applied_shear = 100 Ib Fssi:= 1.0 Cast := 12-in Load adjustment factor for spacing edge distance Fcj := 1.0 Load adjustment factor for edge distance Fc2 := 1.0 Load adjustment factor for edge distance Shear allowable := Uninfluenced_allowable_shear• Fssi . Fc1 • Fc2 Simpson WEDGE -ALL No of bolts = 4 Tension_allowable = 1707 Ib Shear allowable = 1850 Ib CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT Applied_Moment = 221 ft-lb Applied_Moment = 2652•in•Ib Moment Arm = 4.00-in Applied_Moment Tmoment = Moment Arm Tmoment = 663 Ib Applied_tension + Tmoment Applied_shear I Tension_allowable. No of bolts + Shear allowable • No of bolts 433 NE 91 ST, MIAMI SHORES, FL 7 of 8 1 = 0.29 An 7/24/2012 CHECK ANCHOR BOLTS AT CONNECTION TO WALL Based on 5/8" Dia x4 -112" embedment into CONCRETE wall using Simpson WEDGE -ALL TENSION Uninfluenced Allowable Tension = 2690 Ib No of bolts =4 fssl := 1.0 Load adjustment factor for Bolt Spacing fcCi := 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 .fcC1 .fcC2 Tension_allowable = 2690 Ib Applied_tension = 1000 Ib SHEAR Uninfluenced_allowable_shear = 2740 Ib Fssi := 1.0 Cad := 12.in Fci := 1.0 Fc2 := 1.0 Applied_shear = 260 Ib Load adjustment factor for spacing edge distance Load adjustment factor for edge distance Load adjustment factor for edge distance Shear allowable := Uninfluenced _allowable_shear•Fss1 •Fci •Fc2.1.33 Shear allowable = 3644 Ib CHECK ANCHORS FOR COMBINED TENSION, SHEAR, AND MOMENT Applied_tension Applied_shear I = 0.11 I Tension_allowable• No_of bolts + Shear allowable • No_of bolts if(I <_ 1.0, "O.K." , "N.G. ") = "O.K." 433 NE 91 ST, MIAMI SHORES, FL 8 of 8 7/24/2012 Software licensed to RND Job No Sheet No 1 Part Rev Job Tdle Ref BY Date22- JuI -12 Chd Client File 433 NE 91 ST, MIAMI ShI DaternR1B 24-Jul-2012 21:52 Job Information Engineer Checked Approved Name: Date: 22-Jul-12 Structure Type 1 SPACE FRAME Number of Nodes 97 Highest Node 97 Number of Elements 166 Highest Beam Number of Basic Load Cases 4 Number of Combination Load Cases 3 Included in this printout are data for. 1 I Nodes 5 ,2,59,96,94,60,64,21 Beams 5,1,2,104,13,105,107 Included in this printout are results for load cases: 166 Type L/C Name Primary 1 D Primary 2 W Primary 3 LZ Primary 4 LX Combination 5 0.6D +0.6W Combination 6 D +0.6LZ Combination 7 D+0.6LX Beams Beam Node A Node B Length (ft) Property p (degrees) 1 3 1 7.500 1 0 2 6 2 7.500 1 0 5 6 5 4.583 2 0 13 6 11 2.223 2 0 104 63 59 7.500 1 0 105 61 60 2.833 2 0 107 63 62 4.583 2 0 Section Properties Prop Section Area 1», Ia J Material (in2) (in4) (in4) (in4) 1 PIPE 0.778 0.827 0.827 1.655 STEEL 2 PIPE 0.304 0.052 0.052 0.104 STEEL Print TimelDate: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 1 of 11 f,7� Software licensed to FIND Job No Sheet No Rev Part Job Title Ref By ° 22- Jul -12 Chd Client File 433 NE 91 ST, MIAMI SI-1 °atemme 24-Jul-2012 21:52 93 95 64 60 96 45 94 41 A 21 ii 59 i1 i2 Y Load 2 SUPPORT NODE NUMBERS Print Time/Date: 24107/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 2 0111 " -° Softens licensed to RND Job No Sheet No 3 Rev Part Job Title Ref By Date22- Jul -12 Chd Client File 433 NE 91 ST, MIAMI SI-I Date/rkne 24-Jul-2012 21:52 70S . ii,,> 8 S 13 Load 2 CRITICAL MEMBER NUMBERS Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run Sall Software licensed to RND Job No Street No Rev 4 Part Job Title Ref BY D 22- Jul -12 Chd Client File 433 NE 91 ST, MIAMI SI-I Date/Time 24-Jul-2012 21:52 Ift U2 ft flft 69.0 Ibfift 139.0 Ibf /ft Load 2 LOAD W Print Time/Date: 24/072012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 4 of 11 . A til ellOP Software licensed to RND Job No Sheet No 5 Rev i Part Job Title Ref By Datc22- Jul-12 Chd Client File 433 NE 91 ST, MIAMI SI-I Date/nme 24-Jul-2012 21:52 is -: N 0 -48.0 Ibflftf ��{{gg -48.0 Ibflft Lgg O lbflft0 Ibflft -4840 IbNft qg -48,,0 Ibflft0 Ibfl.- fig' qg��- 0I- 4,0Ibflt -48'8 p /Ibf!{t0 lbf /Tt �4j� O lbflft0 limit �8.0lbflk -48.0 Ibflft i. -48.0 Ibl - 48.0lbflft lb /ft - Load 3 LOAD LZ Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 5of11 a " Software licensed to RND Job No Sheet No 6 Rev Part Job Title Ref By °ete22- Jul -12 Chd Client rile 433 NE 91 ST, MIAMI SI-I Datemme 24-Jul-2012 21:52 i ■ e t..- !_,.--,-,1,• Imo_ 17.O Ibf /ft Y I Load 4 LOAD LX Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 6 of 11 �' Software licensed to RND Job No Sheet No Rev Part Job Title Ref BY Date22- Jul -12 Chd Client Fire 433 NE 91 ST, MIAMI SI-I Dmma 24-JuI -2012 21:52 Y z 3.00ft 7.50ft 12.00ft 0.83ft 15.08ft , , 26.00ft Load 4 DIMENSIONS Print Time /Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 UT ,-_ -4 Software licensed to RND Job No Sheet No Rev 8 Part Job Title Ref By Date22- Ju1-12 Chd Client File 433 NE 91 ST, MIAMI SFIDefBe 24-Jul-2012 21:52 Beam End Forces Sign convention is as the action of the joint on the beam. Print Time /Date: 24/072012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 8 of 11 Axial Shear Torsion Bending Beam Node L/C Fx (Ib) Fy (Ib) Fz (Ib) Mx (Ib"ft) MY (Ib-ft) Mz (Ib -ft) 1 3 1:D 39.576 -2.040 2.043 1.4 -4.5 -10.2 2:W - 1.23E +3 11.568 8.244 3.4 -133.7 57.9 3:LZ 40.470 -4.726 - 113.225 2.3 334.7 -23.8 4:LX -5.342 - 20.114 -3.766 -75.3 12.7 -101.8 5:0.6D+0.6W - 716.277 5.716 6.172 2.8 -82.9 28.6 6:D +0.6LZ 63.858 -4.876 -65.892 2.7 196.4 -24.5 7:D +0.6LX 36.371 - 14.108 -0.216 -43.8 3.2 -71.3 1 1:D - 59.402 2.040 -2.043 -1.4 -10.9 -5.1 2:W 1.23E +3 - 11.568 -8.244 -3.4 71.8 28.9 3:LZ - 40.470 4.726 113.225 -2.3 514.5 -11.6 4:LX 5.342 20.114 3.766 75.3 15.5 -49.1 5:0.6D +0.6W 704.381 -5.716 -6.172 -2.8 36.6 14.3 6:D+0.6LZ - 83.684 4.876 65.892 -2.7 297.8 -12.1 7:D +0.6LX - 56.197 14.108 0.216 43.8 -1.6 -34.6 1 2 6 1:D 79.717 -8.957 3.061 -2.9 -9.3 -43.6 2:W - 2.12E +3 148.837 - 109.714 -8.6 446.7 ,725.3 6.9 3:LZ - 60.055 1.439 - 50.385 -51.8 18.8 4:LX 0.270 3.476 -1.694 30.9 2.4 15.3 5:0.6D+0.6W - 1.22E +3 83.928 - 63.992 -6.9 262.4 409.0 6:D +0.6LZ 43.684 -8.094 - 27.170 -34.0 2.0 -39.5 7:D +0.6LX 79.880 -6.871 2.045 15.6 -7.8 -34.5 2 1:D - 99.543 8.957 -3.061 2.9 -13.7 -23.5 2:W 2.12E +3 - 148.837 109.714 8.6 376.2 391.0 3:LZ 60.055 - 1.439 50.385 51.8 359.1 3.9 4:LX -0.270 -3.476 1.694 -30.9 10.3 10.8 5:0.60+0.6W 1.21E+3 - 83.928 63.992 6.9 217.5 220.5 6:D +0.6LZ -63.510 8.094 27.170 34.0 201.8 -21.2 7:D +0.6LX - 99.706 6.871 -2.045 -15.6 -7.5 -17.1 5 6 1:D - 38.601 9.543 4.554 -4.3 -10.8 19.9 2:W 1.58E +3 - 762.959 - 35.506 21.3 84.9 - 1083.0 3:LZ 62.039 - 28.134 - 11.283 1.1 33.5 -77.5 4:LX - 15.670 3.647 - 40.992 6.2 38.9 9.3 5:0.6D +0.6W 925.524 - 452.049 - 18.571 10.2 44.5 -637.8 6:D+0.6LZ -1.377 -7.337 -2.215 -3.7 9.3 -26.6 7:D +0.6LX - 48.003 11.732 - 20.041 -0.6 12.6 25.5 5 1:D 38.601 - 4.807 -4.554 4.3 -10.1 13.0 2:W - 1.58E +3 - 190.374 35.506 - 21.3 77.8 -229.2 3:LZ - 62.039 28.134 11.283 -1.1 18.2 -51.4 4:LX 15.670 -3.647 - 36.925 -6.2 -29.6 7.4 5:0.6D +0.6W - 925.524 - 117.109 18.571 -10.2 40.6 -129.8 6:D +0.6L2 1.377 12.073 2.215 3.7 0.8 -17.9 7:D+0.6LX 48.003 -6.995 - 26.709 0.6 -27.8 17.4 13 6 1:D - 30.222 25.811 -2.897 1.3 5.9 32.6 2:W 291.096 - 397.052 50.171 -23.9 -90.2 -524.8 Print Time /Date: 24/072012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 8 of 11 ormiblr- Software licensed to RND Job No Sheet No 9 Part Rev Job Title Ref BY Date22- JUI -12 Chd Client File 433 NE 91 ST, MIAMI SI-1 Dateirm 24-Jul -2012 21:52 Beam End Forces Cont... Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 9 of 11 Axial Shear Torsion Bending Beam Node UC Fx (Ib) Fy (Ib) Fz (Ib) Mx (Ib'ft) My (Ib-ft) Mz (Ib-ft) 3:LZ 14.596 -6.384 31.136 29.0 -25.7 -7.9 4:LX 54.019 -5.496 6.267 -2.5 -18.1 -7.4 5:0.6D +0.6W 156.524 - 222.744 28.364 -13.6 -50.6 -295.3 6:D +0.612 - 21.465 21.981 15.784 18.7 -9.5 27.9 7:D +0.6LX 2.189 22.514 0.863 -0.2 -4.9 28.2 11 1:D 30.222 - 23.514 2.897 -1.3 0.5 22.2 2:W - 291.096 397.052 - 50.171 23.9 -21.3 -357.7 3:LZ - 14.596 6.384 - 31.136 -29.0 -43.5 -6.3 4:LX - 54.019 5.496 -6.267 2.5 4.2 -4.8 5:0.6D+0.6W - 156.524 224.123 - 28.364 13.6 -12.5 -201.3 6:D +0.6L2 21.465 - 19.684 - 15.784 -18.7 -25.6 18.5 7:D +0.6LX -2.189 - 20.217 -0.863 0.2 3.0 19.3 104 63 1:D 132.409 11.496 5.295 0.5 -26.4 56.1 2:W - 2.42E +3 - 260.638 - 109.057 - 24.3 541.1 - 1271.8 3:LZ - 53.231 -5.738 51.650 -68.6 -263.1 -28.1 4:LX -4.426 -0.487 -0.108 10.4 0.5 -3.1 5:0.6D+0.6W - 1.37E +3 - 149.485 - 62.257 -14.3 308.9 -729.4 6:D +0.6LZ 100.471 8.054 36.285 -40.7 -184.2 39.2 7:D+0.6LX 129.753 11.204 5.230 6.7 - 26.0 54.2 59 1:D - 152.235 - 11.496 -5.295 -0.5 - 13.4 30.1 2:W 2.42E +3 260.638 109.057 24.3 276.8 -683.0 3:LZ 53.231 5.738 - 51.650 68.6 -124.3 -14.9 4:LX 4.426 0.487 0.108 -10.4 0.3 -0.5 5:0.6D +0.6W 1.36E +3 149.485 62.257 14.3 158.1 -391.7 6:D+0.6LZ - 120.297 -8.054 - 36.285 40.7 -87.9 21.2 7:D+0.6LX - 149.579 - 11.204 - 5.230 -6.7 - 13.2 29.8 105 61 1:D 42.094 - 22.402 -0.179 -0.1 0.6 -30.8 2:W - 335.442 320.196 7.833 28.1 -29.0 408.2 3:12 530.458 -1.779 -1.258 0.6 7.1 -0.4 4:LX -0.914 -0.034 -3.699 -0.6 9.5 -0.0 5:0.6D +0.6W - 176.009 178.677 4.592 16.8 - 17.0 226.4 6:D +0.6LZ 360.369 - 23.469 -0.934 0.2 4.9 -31.1 7:D +0.6LX 41.546 - 22.422 -2.399 -0.5 6.3 -30.9 60 1:D -42.094 25.330 0.179 0.1 -0.1 -36.8 2:W 335.442 - 320.196 -7.833 -28.1 6.8 499.1 3:12 - 530.458 1.779 1.258 -0.6 -3.5 -4.6 4:LX 0.914 0.034 3.699 0.6 1.0 -0.1 5:0.6D +0.6W 176.009 - 176.920 -4.592 -16.8 4.0 277.4 6:13+0.612 - 360.369 26.397 0.934 -0.2 -2.2 -39.5 7:D+0.6LX - 41.546 25.350 2.399 0.5 0.5 -36.8 107 63 1:D - 44.848 13.897 -0.307 -0.7 0.5 30.7 2:W 1.06E +3 - 214.580 50.484 -29.4 -115.2 -531.8 3:LZ 495.860 - 17.148 - 20.041 1.0 50.5 -41.4 4:LX -1.430 0.167 -8.526 0.0 18.2 0.4 5:0.6D +0.6W 606.611 - 120.410 30.106 -18.0 -68.8 -300.7 Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 9 of 11 Software licensed to FIND Job No Sheet No 10 Part Rev Job Title Ref BY D°22- Jul-12 Chd Client Fire 433 NE 91 ST, MIAMI SI-I Datemme 24-Jul-2012 21:52 Beam End Forces Cont... Reactions Axial Shear Torsion Bending Beam Node L/C Fx (Ib) Fy (Ib) Fz (Ib) Mx (Ib"ft) My (Ibit) Wiz (lb"ft) 1:D 2.040 6:D +0.6LZ 252.668 3.608 - 12.332 -0.1 30.8 5.9 - 11.568 - 1.23E +3 7:D+0.6LX - 45.706 13.997 -5.423 -0.6 11.4 31.0 40.470 62 1:D 44.848 -9.161 0.307 0.7 0.9 22.1 3.766 15.5 2:W - 1.06E +3 214.580 - 50.484 29.4 -116.2 -451.7 36.6 2.8 3:LZ - 495.860 17.148 20.041 -1.0 41.4 -37.2 2.7 -12.1 4:LX 1.430 -0.167 8.526 -0.0 20.8 0.3 -34.6 2 5:0.6D +0.6W - 606.611 123.252 - 30.106 18.0 -69.1 -257.7 2:W 6:D+0.6LZ - 252.668 1.128 12.332 0.1 25.8 -0.2 312 -1.439 7:D+0.6LX 45.706 -9.261 5.423 0.6 13.4 22.3 Reactions Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 10 of 11 Horizontal Vertical Horizontal Moment Node L/C FX (Ib) FY (Ib) FZ (Ib) MX (lb-ft) MY (Ib-ft) MZ (Ib-ft) 1 1:D 2.040 59.402 -2.043 -10.9 1.4 -5.1 2:W - 11.568 - 1.23E +3 -8.244 71.8 3.4 28.9 3:LZ 4.726 40.470 113.225 514.5 2.3 -11.6 4:LX 20.114 -5.342 3.766 15.5 -75.3 -49.1 5:0.60+0.6W -5.716 - 704.381 - 6.172 36.6 2.8 14.3 6:D +0.6LZ 4.876 83.684 65.892 297.8 2.7 -12.1 7:D+0.6LX 14.108 56.197 0.216 -1.6 -43.8 -34.6 2 1:D 8.957 99.543 -3.061 -13.7 -2.9 -23.5 2:W - 148.837 - 2.12E +3 109.714 376.2 -8.6 391.0 312 -1.439 - 60.055 50.385 359.1 -51.8 3.9 4:LX -3.476 0.270 1.694 10.3 30.9 10.8 5:0.6D +0.6W - 83.928 - 1.21E +3 63.992 217.5 -6.9 220.5 6:0+0.611 8.094 63.510 27.170 201.8 -34.0 -21.2 7:D +0.6LX 6.871 99.706 -2.045 -7.5 15.6 -17.1 21 1:D -1.401 45.436 6.331 0.0 0.0 0.0 2:W 43.231 -1.01E+3 - 115.782 0.0 0.0 0.0 3:12 - 35.327 30.833 454.325 0.0 0.0 0.0 4:LX - 189.756 3.693 -3.801 0.0 0.0 0.0 5:0.60+0.6W 25.098 - 581.309 - 65.671 0.0 0.0 0.0 6:D+0.6LZ - 22.598 63.936 278.926 0.0 0.0 0.0 7:0+0.6LX - 115.255 47.652 4.050 0.0 0.0 0.0 59 1:D - 11.496 152.235 -5.295 -13.4 0.5 30.1 2:W 260.638 - 2.42E +3 109.057 276.8 -24.3 -683.0 3:11 5.738 - 53.231 - 51.650 -124.3 -68.6 -14.9 4:LX 0.487 -4.426 0.108 0.3 10.4 -0.5 5:0.6D+0.6W 149.485 - 1.36E +3 62.257 158.1 -14.3 -391.7 6:D +0.6LZ -8.054 120.297 - 36.285 -87.9 -40.7 21.2 7:D+0.6LX - 11.204 149.579 -5.230 -13.2 6.7 29.8 60 1:D -0.009 25.760 136.671 0.0 0.0 0.0 Print Time/Date: 24/07/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 10 of 11 • • Software licensed to RND Job No Sheet No 11 Part Rev Job Title Ref Client BY Date22- JuI-12 Chd File 433 NE 91 ST, MIAMI SI-IDaternme 24-Jul-2012 21:52 Reactions Cont... Print Time /Date: 24107/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 11 of 11 Horizontal Vertical Horizontal Moment Node LJC FX (Ib) FY (Ib) FZ (Ib) MX (Ib-ft) MY (Ib-ft) M2 (Ib-ft) 2:W 52.977 - 320.196 • - 1.65E +3 0.0 0.0 0.0 3:LZ 2.433 1.779 548.702 0.0 0.0 0.0 4:LX 3.192 0.034 -0.693 0.0 0.0 0.0 5:0.6D+0.6W 31.781 - 176.662 - 909.981 0.0 0.0 0.0 6:D+0.6LZ 1.451 26.828 465.893 0.0 0.0 0.0 7:D +0.6LX 1.906 25.781 136.255 0.0 0.0 0.0 64 1:D 0.605 32.989 - 136.622 0.0 0.0 0.0 2:W - 66.374 - 457.892 1.65E +3 0.0 0.0 0.0 3:LZ 10.867 10.001 95.894 0.0 0.0 0.0 4:LX 0.937 0.087 -0.431 0.0 0.0 0.0 5:0.6D +0.6W - 39.461 - 254.942 907.638 0.0 0.0 0.0 6:D +0.61Z 7.125 38.989 - 79.085 0.0 0.0 0.0 7:D +0.6LX 1.167 33.041 - 136.880 0.0 0.0 0.0 94 1:D - 231.516 19.769 - 10.611 0.0 0.0 0.0 2:W 2.76E +3 - 211.498 46.619 0.0 0.0 0.0 3:LZ - 100.082 10.631 24.037 0.0 0.0 0.0 4:LX • - 81.259 -0.527 - 27.884 0.0 0.0 0.0 5:0.6D +0.6W 1.52E +3 - 115.038 21.605 0.0 0.0 0.0 6:D +0.6LZ - 291.566 26.148 3.811 0.0 0.0 0.0 7:D +0.6LX - 280.272 19.453 - 27.341 0.0 0.0 0.0 96 1:D 235.790 18.721 7.987 0.0 0.0 0.0 2 :W - 2.88E +3 - 205.984 - 235.994 0.0 0.0 0.0 3:LZ 167.922 - 12.263 140.665 0.0 0.0 0.0 4:LX - 111.041 2.564 - 11.387 0.0 0.0 0.0 5:0.6D +0.6W - 1.59E +3 - 112.358 - 136.804 0.0 0.0 0.0 6:D +0.6LZ 336.543 11.363 92.386 0.0 0.0 0.0 7:D+0.6LX 169.165 20.259 1.155 0.0 0.0 0.0 Print Time /Date: 24107/2012 22:17 STAAD.Pro for Windows 20.07.03.16 Print Run 11 of 11 B O UNDA R Y SURVEY ABBREVIATIONS: NC - AIR CONDITIONER SLAB iC - CENTER LINE CB - CONCRETE BLOCK CONC. - CONCRETE F - FOUND IR - IRON ROD IP - M - P- NOID - R/W- TYP. - IRON PIPE MEASURED PLAT NO IDENTIFICATION RIGHT -OF -WAY TYPICAL LEGEND 0 - FOUND 1/2" IRON ROD - FOUND 1/2" IRON PIPE ® - FOUND DRILLHOLE o - FOUND NAIL AND DISC - WATER METER •) FND 1/2' IP NO ID Q REcErvEi-_,-, MI j.27_012 Alikk LOT 16 APPRO' ED 70NING DEP DEPT 15' ILL, €y 0T t 0 CCN,IPI LANCE WI ri ALL FEDERAL 9' PAVEMENT N89 °50'55 "W 75'061' ,' FS AND RFC °1J gAtS OD 23.7' • 41x.' d CONCRETE DECK • a . .d • V . 3'c5 WALL 10.1' 13.0' 144' tV 2.2' -/1 30.8' ONE STORY RESIDENCE #433 46.1' • ;COVERD CONCRETE 17.4' 200.00' ACE FLOOD & INSPECTIONS LB #7699 PROFESSIONAL SURVEYORS AND MAPPERS 4801 HOLLYWOOD BLVD., SUITE C HOLLYWOOD, FLORIDA 33020 PHONE: 954-924-1808 FAX: 954 - 924 -1809 acetloodandlnspectIons@yahoo.com LOT 17 0 5FF11C MANI1OL 5 0 11■11 ■/■ WEST 1/2 LOT 18 BLOCK 49 EAST 1/2 LOT 18 izil a) 0 0 O DO z •Z, 50' M3 : I 25' FND 1/YIP N89 °57'00 "W _ 75.00' 5' CONC. WALK NO ID 70' RIGHT OF WAY - 18' PAVEMENT N. E. 91ST STREET • THIS SURVEY IS PREPARED FOR THE EXCLUSIVE USE AND BENEFIT OF THE PARTIES USTED HEREON. LIABILITY TO ANY THIRD PARTIES MAY NOT BE TRANSFERRED OR ASSIGNED DESCRIPTION: DATE BY REVISION: REVISION: DATE IN FIELD: 061182012 FIELD BOOK DIGITAL FILE DRAWN BY TLM DATEDRAWM 0619/2012 CHECIO=D BY: TLM JOB NUMBER: S739 -DC12 (IN FEET) 1 INCHES = 20 FT. SHEET 2 OF 2 BOUNDARY SURVEY JOB # S739 -DC12 PROPERTY ADDRESS: 433 NE 91ST STREET MIAMI SHORES, FLORIDA 33138 CERTIFIED TO: TOM FREDRICKS FLOOD ZONE INFO: COMMUNITY NAME: VILLAGE OF MIAMI SHORES:120652 PANEL. NO. & SUFFIX :: 1206520302 L FLOOD ZONE: X &V: N /A. FIRM DATE: 09/11/2009 LEGAL DESCRIPTION: LOT 17 AND THE WEST ONE -HALF OF LOT 18, BLOCK 49, MIAMI SHORES, SECTION NO. 2, ACCORDING TO PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, PAGE 37, OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. SURVEYORS NOTES: 1: THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND /OR RIGHTS -OF -WAY OF RECORD. 2. VISIBLE ENCROACHMENTS ARE AS SHOWN. 3. ELEVATIONS SHOWN HEREON ARE N. G. V. D. OF 1929. 4. NOTICE: THERE MAY BE ADDITIONAL RESTRICTIONS THAT ARE NOT RECORDED ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 5. THIS SKETCH IS THE PROPERTY OF ACE FLOOD AND INSPECTIONS, PROFESSIONAL SURVEYORS AND MAPPERS AND SHALL NOT BE IN REPRODUCED IN WHOLE OR PART WITHOUT THE PERMISSION OF ACE FLOOD AND INSPECTIONS, PROFESSIONAL MAPPERS AND SURVEYORS IN WRITING. 6. BEARINGS SHOWN HEREON ARE BASED ON THE NORTH RIGHT OF WAY LINE OF NE 91ST STREET, AS SHOWN ON THE PLAT OF RECORD. 7. BOUNDARY DIMENSIONS SHOWN ARE PER PLAT AND FIELD MEASUREMENT UNLESS OTHERWISE NOTED. 8. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE PLAN INFORMATION PRIOR TO CONSTRUCTION. 9. UNLESS OTHERWISE SPECIFIED THIS SURVEY IS NOT TO BE USED FOR CONSTRUCTION PURPOSES. 10: FENCE OWNERSHIP NOT DETERMINED. 11. DESCRIPTION PROVIDED BY CLIENT OR CLIENTS REPRESENTATIVE. 12. UNDERGROUND UTILITIES NOT LOCATED. 13. UNDERGROUND FOUNDATIONS NOT LOCATED. ACE FLOOD & INSPECT /ONS LB#7 PROFESSIONAL SURVEYORS AND MAPPERS 4801 HOLLYWOOD BLVD., SUITE C HOLLYWOOD, FLORIDA 33020 PHONE: 954 -924 -1808 FAX: 954-924-1809 acelloodanolnspecifons@yahoo.com THIS SURVEY WAS PREPARED FOR: TOM FREDRICKS THIS SURVEY IS PREPARED FOR THE EXCLUSIVE USE AND BENEFIT OF THE PARTIES LISTED HEREON. UABIUTY TO ANY THIRD PARTIES MAY NOT BE TRANSFERRED OR ASSIGNED DESCRIPTION: DATE: BY: REVISION: REVISION: DATE IN FIELD: 061182012 FIELD BOOK DIGITAL FILE DRAWN Bt TLM DATE DRAWN: 0869/2012. CHECKED BY: TLM JOB NUMBER: S739 -DC12 NOT VALIQ. AND T,HH- FLC)R rtrr TH0SINA.TURE' Jul ;C• 54p,AL OF A L1 /EVAR AND MAPPER C) TEP 4 4IAQPEVI R +, ,ZONAL $(3 / '/ 9R" * PE& LZRIDA '11::, :1111'''' 2311. 6 In. 41 fL 2 h. co e' 28 ft 4+; 141 ir 'ft. 8 in Al- tv 14f141n. 0 thert e „ 2 ft. 41141t- Www.marspoWs.com marspoolseaacom Do not duplicate - Thls drawing is the property of (Mars Pools Inc.) and may be purchased separately for $250. No duplication alowsd. Violators may be prosecuted. Thomas Fredricks (Jennifer) 433 NS 91m. St Miami Shores, Fl 33138 a N Mars Pools Inc. CPC1457922 ' PAGE DEPT. Michaellt Omit •054,214-2844 REV WALE 1/8" 1' 954-258-7899 /SHEET 1 OF 1 Cokeite Pow- .14-e.g Pad COPNG SLOPE 1/�"r S" X 8° KG W. 1 15 ONT. 4° CON= PATIO OM GRADE 0.1. W/6X 6 W/ 14x W. 14 lIXREMESI-1 OR FUSER-1E6H 17 fL 4 in. 48 ft. 1 M. ABBREVIATIONS: BOUNDARY SURVEY LEGEND A/C - AIR CONDITIONER SLAB CL - CENTER LINE CB - CONCRETE BLOCK CONC. - CONCRETE F - FOUND IR - IRON ROD IP - IRON PIPE M - MEASURED P - PLAT NO ID - NO IDENTIFICATION RAN - RIGHT -OF -WAY TYP. - TYPICAL R_ CET JUL 2 7 ! 12 W U U O FND 1/Y IP NO ID LOT 16 200.00' Q - FOUND 1/2" IRON ROD ® - FOUND 1/2" IRON PIPE • - FOUND DRILLHOLE o - FOUND NAIL AND DISC - WATER METER 15' FND 9'P N O D 1 / Y I P N89 °50'5 T E 4' " --. : ;;'frc ,s ` ; II is § '' a <. s 4.: . . 4 POOL 13.0' II I m do (Y) I _ 9.4' co I I! 30.8' CONC. N oI I 81 OI O. zI ,I APPRQA'ED ZONING DEPT E'! DGa DEPT LL €YECT 10 CCMP,.1ANCE WTrH VEMENT . ALL FEDERAL I1/1 arni Shores Village 23.7' •• •'412 4 - CONCRETE DECK :d d.. .4 8' ass We 10.1' b, 4, 44' SPA 2.2' NC ONE STORY RESIDENCE #433 4a1' •` • COVERED CONCRETE LOT 17 FND 1/2' IP NO ID ACE FLOOD & INSPECTIONS LB #7699 PROFESSIONAL SURVEYORS AND MAPPERS 4801 HOLLYWOOD BLVD., SUITE C HOLLYWOOD, FLORIDA 33020 PHONE: 954 - 924 -1808 FAX: 954-924-1809 acefloodandinspections@yahoo.com 'a 1 I.. .3 i POOL 17.4' 0 MAN110L 0 WEST 1/ LOT 1$ N00 °00'00 "E - 127.99' I 25' 50' F�JO/1, N89 °57'00 "W = 75.00' 5' CONC. wax NO D 70' RIGHT OF WAY 18' PAVEMENT. N. E. 91ST STREET THIS SURVEY IS PREPARED FOR THE EXCLUSIVE USE AND BENEFIT OF THE PARTIES LISTED HEREON. LIABILITY TO ANY THIRD PARTIES MAY NOT BE T ANSFERRED OR ASSIGNED DESCRIPTION: DATE BY.• REVISION: REVISION: DA7EINFIELD: DRAWN BY: CHECKED BY: 08/182012 TLM TLM FIELD BOOK DATE DRAWN: JOB NUMBER: DIGITAL FILE 08/19/2012 S739 -DC12 BLOCK 49 • EAST 1/2 LOT 18 7 (IN FEET) 1 INCHES = 20 FT. SHEET 2 OF 2 BOUNDARY SURVEY JOB # S739 -DC92 PROPERTY ADDRESS: 433 NE 91ST STREET MIAMI SHORES, FLORIDA 33138 CERTIFIED TO: TOM FREDRICKS FLOOD ZONE INFO: COMMUNITY NAME: VILLAGE OF MIAMI SHORES:120652 PANEL NO. & SUFFIX. 1206520302 L PLOW ZONE: X ECFV :: N/A FIRM DATE: 09/11/2009 LEGAL DESCRIPTION: LOT 17 AND THE WEST ONE -HALF OF LOT 18, BLOCK 49, MIAMI SHORES, SECTION NO. 2, ACCORDING TO PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, PAGE 37, OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. SURVEYORS NOTES: 1 : THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND /OR RIGHTS -OF -WAY OF RECORD. 2. VISIBLE ENCROACHMENTS ARE AS SHOWN. 3. ELEVATIONS S Q ANN HEREON ARE N. G. V. D..OF 1929. 4. NOTICE: THERE MAY BE ADDITIONAL RESTRICTIONS THAT ARE NOT RECORDED ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. L' 5. THIS SKETCH IS'THE PROPERTY OF ACE FLOOD AND INSPECTIONS, PROFESSIONAL SetIRVEYORS AND MAPPERS AND SHALL NOT BE IN REPRODUCED IN WHOLE••OR PART WITHOUT THE PERMISSION OF ACE FLOOD AND INSPECTIONS, PROFESSIONAL MAPPERS AND SURVEYORS IN WRITING. • 6. BEARINGS SHOWN HEREON ARE BASED ON THE NORTH RIGHT OF WAY LINE OF NE 91ST STREET, AS SHOWN ON THE PLAT OF RECORD. 7. BOUNDARY DIMENSIONS SHOWN ARE PER PLAT AND FIELD MEASUREMENT UNLESS OTHERWISE NOTED. • 8. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE PLAN INFORMATION PRIOR TO CONSTRUCTION. 9. UNLESS OTHERWISE SPECIFIED THIS SURVEY IS NOT TO BE USED FOR CONSTRUCTION PURPOSES. 10. FENCE OWNERSHIP NOT DETERMINED. 91. DESCRIPTION PROVIDED BY CLIENT OR CLIENTS, RPRESENTATIVE. 12. UNDERGROUND; UTILITIES NOT LOCATED. 13. UNDERGROUND FOUNDATIONS NOT LOCATED. SHEET `1 OF 2 ACE FLOOD & /NSPECT/ NS LB#7699 z, PROFESSIONAL SURVEYORS AND MAPPERS 48.01 HOLLYWOOD BLVD., SUITE C HOLLYWOOD, FLORIDA 33020 PHONE: 954 - 924 -1808 FAX 954-924-1809 acefl000'andinspeollons@yalvo.com THIS SURVEY WAS PREPARED FOR: TOM FREDRICKS THIS SURVEY IS PREPARED FOR ,THC EXCLUSIVE USE AND BENEFIT OF THE PARTIES LISTED HEREON; LIABILITY TO ANY THIRD PARTIES MAY NOT BE TRANSFERRED OR ASSIGNED DESCRIPTION: DATE BY REVISION: REVISIOM DATE IN FIELD: 08/182012 FIELD BOOK DIGITAL FILE DRAWN BY TLM DATE DRAWN: 08/192012. CHECKED BY TLM JOB NUMB S739 -DC12 NOT VALIQ. THc 2t'7/17lg'&I NATURE AND T t L p §g AL OF A FLORJ? x l vExdp, AND `: MAPPER ,, 'I,IIA�P EVI FRO IONAL Y�f� PP8)FLORIDA 10 lu � ��illl Ilu • D g g MEMBER SIZES: 1. ALL COLUMNS ARE 3 ". x0.12" THICK GATORSHIELD STEEL PIPES 2. ALL TRUSSES AND RISERS ARE 114"c1) x .0£331" THICK GATORSHIELD STEEL PIPES 3. LACE BARS ARE 1/2"4) 4. FABRIC TO BE LACED TO THE PERIMETER OF THE AUJNINCz FRAMEWORK AND TO ALL RAFTER TRUSS 1 Date: JULY 20, 2012 Scale: NTS Sheet: 1of2, 3/16 r PA 7- 3/8 "THICK STEEL 1i' WITH (4) 5/84x51/2" SIMPSON WEDGE ANCHORS (MIN. 41/2" EMBED.) INTO RE INF'D CONC BOLT Et)GE D ISTANCE BOLT TO CONCRETE EDGE DISTANCE TO BE MINIMUN 31/2" PC 3/S" THICK STEEL tE(4) 5/S" .x51/2" SIMPSON WEDGE ANCHORS (MIN. 41/2" EMBED.) INTO REINF'D GONG SLAB 1 . • 1 FED 1/4" x 6" x 6" STEEL IE(2) 5/84x51/2" SIMPSON WEDGE ANCHORS (MIN. 41/2" EMBED.) INTO REINF'D CONC SLAB GENERAL NOTES: 1. ALL MEMBERS TO SCH 40 STEEL PIPES 2. MINIMUM 31/2" CONCRETE EDGE DISTANCE FOR ALL ANCHORS 3. ALL CONNECTIONS TO BE FULLY WELDED 4. ALL. WELDS TO COMPLY WITH THE AWS CODE (LATEST EDITION) 5. ALL WELDS TO BE COVERED WITH CORROSION RESISTANCE COATING. 6. TI-115 STRUCTURES IS DESIGNED IN ACCOI DANCE WITH THE 2010 FLORIDA BUILDING CODE AND ASCE 1 -10, (WIND DESIGN SPEED V =105 MPH, RISK CATEGORY= I, EXPOSURE C.) 1. NOTIFY ENGINEER OF ANY ERRORS /OMISSIONS FOUND OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD. 8. ATTACH A LEGIBLE AND READILY VISIBLE DECAL THAT STATES THAT THE AWNING FABRIC MUST BE REMOVED WHEN A HURRICANE WARNIG IS ISSUED 9. CONTRACTOR TO FIELD VERIFY DIMENSIONS AND SUBSTRATE CONDITIONS PRIOR TO FABRICATION AND PRIOR TO ATTACHING FRAMEWORK_ SHOULD SUBSTRATE CONDITIONS IN THE FIELD DIFFER FROM THOSE NOTED ON THESE DRAWINGS, THE DESIGN ENGINEER MUST BE NOTIFIED BEFORE PROCEED ING. FRAME E TO COLUMN CONEC,tiON 1 GI -dye Salae FL PE »' 50648 Pates JULY 20, 2012 Seater 2of2J a *P MEMBER SIZES: 1. ALL COLUMNS ARE 3 "4) x0.12" THICK GATORSHIELD STEEL PIPES 2. ALL TRUSSES AND RISERS ARE 114 ". x .0S31" THICK GATORSHIELD STEEL PIPES 3. LACE BARS ARE 1/2 . 4. FABRIC TO BE LACED TO THE PERIMETER OF THE AWNING FRAMEWORK AND TO ALL RAFTER TRUSS illOt G1,1ye.Salae. • • FL PE • 50648 Pate. JULY 20, 2012 Beale, NTS 1of2, 3/16 FA /— 3/8 "THICK STEEL 1e WITH (4) 5/8" mx5t1/2" SIMPSON WEDGE ,ANCHORS (MIN. 4V2" EMBED.) INTO RE INF'D CONC BOLT EDGE DISTANCE BOLT TO CONCRETE EDGE DISTANCE TO BE MINIMUN 3'2" all PC 3/S" THICK STEEL IE(4) 5/8" mx5 "2" SIMPSON WEDGE ANCHORS (MIN. 4'2" EMBED.) INTO REINF'D CONC SLAB • . r FE) 1 /4 "x6 "x6 " STEEL 1£(2) 5/S "4,x512" SIMPSON WEDGE ANCHORS (MIN. 41/2" EMBED.) INTO RE INF'D CONC SLAB GENERAL NOTES: 1. ALL MEMBERS TO SCH 40 STEEL PIPES 2. MINIMUM 31'2" CONCRETE EDGE DISTANCE FOR ALL ANCHORS 3. ALL CONNECTIONS TO SE FULLY WELDED 4. ALL WELDS TO COMPLY WITH THE AWS CODE (LATEST EDITION) 5. ALL WELDS TO BE COVERED WITH CORROSION RESISTANCE COATING. 6. THIS STRUCTURES IS DESIGNED IN ACCORDANCE WITH THE 2010 FLORIDA BUILDING CODE AND ASCE 1 -10, (WIND DESIGN SPEED 1/=105 MPH, RISK CATEGORY= I, EXPOSURE C.) 1. NOTIFY ENGINEER OF ANY ERRORS /OMISSIONS FOUND OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD. 8. ATTACH A LEGIBLE AND READILY VISIBLE DECAL THAT STATES THAT THE AWNING FABRIC MUST BE REMOVED WHEN A HURRICANE WARNIG IS ISSUED 9. CONTRACTOR TO FIELD VERIFY DIMENSIONS AND SUBSTRATE CONDITIONS PRIOR TO FABRICATION AND PRIOR TO ATTACHING FRAMEWORK.. SHOULD SUBSTRATE CONDITIONS IN THE FIELD DIFFER FROM THOSE NOTED ON THESE DRAWINGS, THE DESIGN ENGINEER MUST BE NOTIFIED BEFORE PROCEEDING. FRAME TO COLUMN CONECTION Iadye Salae FL PE • 50648 Dates JULY 20, 2012 Seale: of 2