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RC-13-1191Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756.5972 Inspection Number: INSP- 199961 Scheduled Inspection Date: September 27, 2013 Inspector: Rodriguez, Jorge Owner: MARINAS, ANGELA Job Address: 118 NW 104 Street Miami Shores, FL 33150 -1240 Project: <NONE> Contractor: MCI CONTRACTORS, INC. comments Permit Number: RC -5 -13 -1191 Permit Type: Residential Construction a: Work Classification: Addition /Alterai n Phone Number Parcel Number 1121360131440 Phone: (305)897 -6328 ADDITION AND RENOVATION OF KITCHEN AND " "' ° " "" 10� RETURN GARAGE INSPECTOR COMMENTS False Inspector Comments Passed &)44 01k) Failed 77,4 Correction a Needed Re- Inspection F-1 Fee No Additional Inspections can be scheduled until re- inspection fee is paid. September 26, 2013 For Inspections please call: (305)762 -4949 Page 18 of 22 e BUILDING 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 Permi PERMIT APPLICATION Permit Type: WELDING JOB ADDRESS: 118 NW 104 ST MAY A 0 1013 t FBC 20 /0 t No. /, f-- of t Master Permit No. ROOFING City: Miami Shores County: Miami Dade 7�p; 33150 Folio/Parcel #: 11- 2136- 013 -1440 Is the Building Historically Designated: Yes NO X Flood Zone: NO OWNER: Name (Fee Simple Titleholder): Angela Marinas phone#; 305- 335 -6787 Address: 118 NW 104 ST City: Miami Shores State: FI Zip; 33150 Tenant/I.essee Name: Phone#: Email: CONTRACTOR: Company Name: MCI CNTRACTORS, INC Address: W014 rr Vj 305 - 897 -6328 City: !�2e" State: A Zip: Y Qualifier Name: Phone#: 7 19 C, d-S I X11 State Certification or Registration #: 5 `� ^��'�'�� Certificate of Competency #: Contact Phone#: 2`ac zj-s i X111 Email Address: 9--v-% L i m. G i G 0 Y + ron G IrO lr !E7 DESIGNER: Architect/Engineer. ®�-'® �"' ® L'oYC Phone#:7713 —7 IS -7 !p* C .s x+•6.6 �a� ..,� 4(A �,, . Value of Work for this Permit: $ ® Squaree//Linear Fo6tage of Work: ' Type of Work: L (ddition DAlteration ONew ORepair/Replace ODemolition Description of WorkT�tl.'� V V Mt Qt,' Ur—LQ 01610 TL PL)"5. OF- Color thru tile: I~1-Tt- I }Eo 4 " ACS E . Cl�7 q Submittal Fee $ r Permit Fee $ CCF $ CO /CC $ W Scanning Fee $ Radon Fee $ ' DBPR $ ^Bond $ ' Notary $ Training/Education Fee Technology Fee $ Double Fee $ Structural Review $ • TOTAL FEE NOW DUE $ • Bonding Company's Name (if applicable) Bonding Company's Address city State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 esti ed valu exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien bro ure will be delivered to the person whose property is subject to attachment Also, a certified copy of the recorded tL of mmenc men must be posted at the job site for the first inspection which occurs seven (7) days after the building permit ' iss d the nce of such posted notice, the inspection will no approved and a reinspection fee will be charged Signature Signature Owner or A t Contractor The foregoing instrument was acknowledged before me this V5 da 4L , 200 , by A'`LLe°k P uL -V—J $,'-� , h� o is personally known t e or who has produced As identification and who did take an oath. NOTARY PUBLIC: Print: +R3, A` Cc 7-4 My C ;ec;nn Fxyires r L '+ W APPROVED BY JOSE CAICEDO *AISUS$" 5 EEtsu The foregoing instrument was acknowledged before me this 1S day of APaAL 20!-J, , by 1/1e.95vaCrcd¢A— 0 . VyJ4J who is person y known to me or who has produced as identification and who did take an oath. Plans Examiner Structural Review (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06110/2009)(Revised 3/15/09) NOTARY Sign: _ Print: _ My Coy MY CCNM18S1pN 0 EE 190859 EXPiRESAw t 19.201a { Zoning Clerk NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME SF FIR 2=111 PERMIT NO. ! 3 ^II TAX FOUO•NO. / 2_ � MQ1311 1' STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice, #W impr9vements will be made to certain real property, and in accordance wrath Chapter''71 , Florida Statutes, the following information Is provided in this Notice of Commencement. OR N 28741 Ps 12321 (fps) RECORDED 07/25/2013 13:26 :49 HARVEY RUVINe CLERK OF COURT MIAMI -DADE COUNTYr FLORIDA LAST PAGE i % Space above reserved for use of recording office 1. Legal description of property and street/address: r v2 ci7. d ,3 /�l� /a�rire� / nrw Q R.t ON f -'S i= t_ --3 --31 SO . 2. Description of improvement D px- t..} p drr. .-A.. L9_ _ _ 3: Owners) Tame and acidreis3; twcr_f± f �.nre.rAtS ' l/ g �'t� d�+i 02t�afL Interest in property: _ o Wn a.-.- - �a Name and address of fee simple titleholder. 4. Contractor's nrame, address and phone number. IV 68V N w / -3. ° 5. Surety:. (Payment bond required by owner from contractor, N any) Name, address and phone number. Amount of bond $ 6. Lender's_ name and address: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, 11 �J� � Name, address and phone number 8. 7 C / " ' ?i 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Uenor's Notice as provided In Section 713.1`3(1)(b), Florida Statute$. Name, address and phone number 9. Expiration -date of this Notice of Commoncement Me vMhNon d& Is 1 yerr.ha n the date of recorft urd= a dfHwwd date Is spoMeQ WARNINd TO OWNER. ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF jjHF{E NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTIQN 713.13. FLORIDA STATUTES, AND CAN RESULT INYO� R PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signature(s) of narGs' uth .,3>�r .erNirector/Partner/Manager Prepares sy . e� Prepared By. Print Name r\ . Print Name Title/Office TTitlaiofnCe � STATE OF FLORIDA 8 COUNTY OF MIAMI -DADE The forrogoat9 Instrument was acknowledged before me this —=1- day of r�U� ,or uas_ W own, or ❑ produced the following type ofaidentification: Signature of Notary Public: � Print Name: (5EA4 EXPIRES: May 6, 2015 Bonded Tim Budd Daly Sake Signature(s) of Owner(s) or Owners)'s Authorized Officer/Directorfi ariner/Manager who signed above f�� Ij Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMR #:/ -���' NJ C DATE: aA r10 10 VIVO rLmS , Contractor Owner Architect From the building department on this date in order to have corrections done to plans And /or get County stamps. I Shores Village Building Acknowledged by: PERMIT CLERK INITIAL: that the plans need to be brought back to Miami RESUBMITTED DATE: PERMIT CLERK INITIAL: permitting process. PI 5)) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 June 10, 2013 Permit No: RC13 -1191 Structural Critique Sheet RC 13 -1191 1. ON A -2, PROVIDE LEGEND FOR WALL HATCHES Page 1 of 1 2. ON A -3, SEVERAL WINDOWS ARE PROPOSED TO BE REPLACED. SPECIFY +- WIND PRESSURES. PROVIDE COPIES OF NOA's ONLY COPIES OF 1 NOA's IS PROVIDED. 3. S -1; WIND SPEED IS 175MPH AND NOT 170MPH ALSO ON S -4. ALSO SUBMIT REVISED & DETAILED WIND PRESSURE CALCS, BASED UPON V= 175MPH 4. S -1; PROVIDE SOIL STATEMENT, CODE REFERENCES FOR ALL MATERIALS USED; & DESIGN LOAD CRITERIA 5. PROVIDE STRUCTUAL CALCS FOR JAMB REINFORCEMENT OR USE 8 X 12 TIE COLUMNS AT JAMBS & CORNERS 6. PROVIDE SP; INSPECTION FORMS FOR MASONRY ('78') & SOIL COMPACTION. 7. INDICATE ALL CAP SPLICE LENGTHS 8. SHOW BOTTOM CHORD BRACES OF TRUSSES 9. PROVIDE COPIES OF NOA's FOR HURRICANE STRAPS. 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. Mehdi Ashraf Structural Engineer Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 June 10, 2013 Permit No: CC13 -1191 Plumbing Critiaue Missing application Rafael Hernandez Chief Plumbing Inspector 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. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 June 4, 2013 Permit No: RC13 -1191 Electrical Critique — Michael Devaney 1. Need riser diagram. 2. What is EP -B? 3. Add receptacles to all new or relocated walls per. N. E. C. 210.52.13ond service to new footer steel N. E. C. 250.52. 4. Panel schedule has note for arc fault breakers but none showen. 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. r � Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: 13 -1191 Job Name: June 6, 2013 Building Critique Sheet Provide approval from Miami Dade County Health Dept. (DOH /HRS) Page 1 of 1 ,-----2) Provide receipt from Miami Dade County Planning and Zoning for impact fees. The notes show this as requiring compliance with Broward. This is Miami Dade County. fit) Provide a separate permit application for roof, driveway and patio. / Provide a survey. �) The energy calculations are incomplete and the plans do not match. ;0000'11z The wind load design criterion is wrong. This is dade 175 MPH. Provide a soil boring report to deal with the conflicting soil notes. The plans show a shallow foundation but the notes require pilings. Identify the design soil bearing capacity. Provide a special inspector form for the masonry and the soil improvement. � 1) Provide truss plans from a specialty engineer that have been reviewed and signed approved by the designer of record. c2) The roof sheathing details are in several locations and conflict with each other and do not omply with the FBC. 3) Provide the wind load design pressures for each new /altered opening. Provide product approvals for all new /altered openings that have been reviewed and signed approved by the designer of record. 0) Identify the required emergency escape and rescue openings for each sleeping room including existing. 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 Village Building Department RECEIPT 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 PERMIT #: _ DATE: l� .a Contractor Owner o Architect Address: � (--'al Q') sets of plans and R 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: - 5 �Ij Y4 6)t Miami shores Village JAL cold Building Department - -_ 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER y THE FLORIDA BUILDING CODE I (We) have been retained by eg to perform special inspector services under the Florida Building Code at the I I Q? t project on the below listed structures as of 2-6 •® 19 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: I ' T ! I �� i ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (84409.6.17.2.4.2) SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (84407.5.4) SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1(R4404.4.3.1) • SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) • SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The folio�ing individual(s) employed by this firm or me are authorized representatives to perform inspection 1. t: tcl oo 0 cc Z 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Engineer /Architect Name Address P!Af,l� 11 =��r�.f7 ate! of DATE:6 Phone No. Created on 6/10/2009 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 • (/305) 756.8972 3AA �ev�_��10ItI Co r�dcW7 5 Nof 'k-bo Q-e-" C- D Permit No: 4117-113 L C A-'� Z C AW-A-1111ri C �b (L- -4 r(UC--ff'4!� lbw(��-* Page 1 of 1 Structural Critique Sheet C - L, W �r e t�S F Pest -rb 6-c- �1� tii-6 � i, fit' C `'I% `( 'r P'2 c-g-1 ua : � - f 2,, V"C)E- COe) i C 3 OP- Na,-s UJI NJ 74-LA ID 3-0 6sl► I'S C;D -D Ci�iL� _�� ��)u PC N �-(etj T , coo C- PLC C-n-cN Cc � �- �� 1h-t ,+LS vs09 J)C SfSA/ Lead-b CAI- (C414- G� y S 6 r-e NS Al J- 6 � 2; Cci4ff Of Lov,0C SP. Ir►S C- -(,aril -fivr -f-(S -f-V A a�y C'0 q PAC -1, P N PN-6)1 c �� Cam' �Pt,l tW� 4f c; p-i `GS v P Or,>A s -.Fo (L Iv (Li'`'p c n% �% S--t4 C ell lA K N-e s-sox S® its "P o A> (L 66*9 J5 WAt Zr STOPPED REVIEW b-f A-0 Z> 4 ° S+ Plan review Is not complete, when all Items above are corrected, we wilfdo 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 shpts In the re- submittal drawings. Q (N C45' w C N ID 0W Pe-JL-ti' T fS .& P Lr-,, b ..P R, sFt Mehdi Asra r C N VA-W Lt�'� rr� �3 H-0 �� UAS C" "Pl,o C*-& -L0 —(+t C- 6 L16VAll'o Ar Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores Fl, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was In compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type RESIDENTIAL CONSTRUCTION Bldg. Permit No. RC-6-13-1191 Owner ANGELA MARINAS Contractor MCI CONTRACTORS INC Building Off Zia Is Approval Ismael Nara*, Not Transferable POST IN A CONSPICUOUS PLACE Subdivision/Project NONE Date Issued 0611312014 Construction Type Occupancy V-B Load R-3 Square Footage 886 Occupancy SINGLE FAMILY HOME Description of Addition of master bedroom, Applicable Work relocate kitchen and return garage Code 2010 FLORIDA BUILDING* Location back to garage. Flood Zone X F.F.E 10.72 118 NW 104 ST Miami Shores FL 33138 Building Off Zia Is Approval Ismael Nara*, Not Transferable POST IN A CONSPICUOUS PLACE Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 213535 Permit Number: RC -5 -13 -1191 Inspection Date: June 04, 2014 Permit Type: Residential Construction Inspector: Dacquisto, David Inspection Type: Survey Final Owner: MARINAS, ANGELA Work Classification: Addition /Alteration Job Address: 118 NW 104 Street Miami Shores, FL 33150 -1240 Project: <NONE> Phone Number Parcel Number 1121360131440 Contractor: MCI CONTRACTORS, INC. Phone: (305)897 -6328 Building Deaartment Comments ADDITION AND RENOVATION OF KITCHEN AND RETURN GARAGE Infractio Passed comments INSPECTOR COMMENTS False Passed Inspector Comments e '. Failed° U� Correction Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. For Inspections please call: (305)762 -4949 June 04, 2014 Page 1 of 1 4 FOUND 10 IRON ROD NO ID. 0.4' NORTH 0.3' EAST OF PLATTED PROPERTY CORNER LOT 4, BLOCK 127, MIAMI SHORES SEC. 5, PLAT BOOK 10, PAGE 47 FOUND 112' IRON ROD NO ID. 0.8' SOUTH 0.3' WEST OF PROPERTY CORNER %, ..................... M . . . NW 104TH STREET 75' RAW TOTAL PER PLAT CIL ELEV. =11.24' • w i u, fb 90� y 110.0' (PLAT) FOUND 11T IRON ROD NO ID. 02 NORTH 02' EAST OF PROPERTY CORNER lb 25.0' — h� O`ry 0 13.4' ONE STORY STRUCTURE LOWEST FINISHED �+ FLOOR ELEV. m 12.3T b, el NEXT FINISHED '1 FLOOR ELEV. a 12.4T HIGHEST FINISHED A/C FLOOR ELEV. = 12.98' 35.1' N T 4 50.0' REMAINDER OF LOT 2, BLOCK 127, MIAMI SHORES SEC. 5, PLAT BOOK 10, PAGE 47 FENCE POST O.T NORTH 1.8' EAST OF PROPERTY CORNER 25.0' I UTILITY Bo ° 15' ALLEY PER PLAT POLE I I V ASPHALT ROAD z --1 a� m� z — C m LOT 1, BLOCK 127, MIAMI SHORES SEC. 5, PLAT BOOK 10, PAGE 47 MAP OF BOUNDARY SURVEY LEGAL DESCRIPTION: LOT 3 AND THE WEST 112 OF LOT 2, BLOCK 127, MIAMI SHORES SECTION 5, ACCO TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, AT PAGE 47 OF THE RECORDS OF DADE COUNTY, FLORIDA PROPERTY ADDRESS' 118 NW 104TH STREET, -' ;y owl- MIAMI SHORES, FLORIDA 33150 SCALE: 1'=20' JOB NO. 63556 GENERAL NOTES: 1. LEGAL DESCRIPTION FURNISHED BY CLIENT. NO SEARCH OF PUBLIC RECORDS WERE MADE BY THIS OFFICE. 2. ANY ELEVATIONS SHOWN HEREON ARE PER NGVD (NATIONAL GEODETIC VERTICAL DATUM) OF 1929. 3. NO EXCAVATIONS WERE PERFORMED AS TO DETERMINE UNDERGROUND ENCROACHMENTS. 4. DISTANCES AND ANGLES ARE FIELD MEASURED AND CORRESPOND WITH RECORD DATA UNLESS NOTED. 5. THIS SURVEY WAS PREPARED FOR CONVEYANCE, TITLE AND MORTGAGE FINANCING PURPOSES IT IS NOT INTENDED FOR CONSTRUCTION USE. PERMITTING FOR ADDITIONAL CONSTRUCTION ETC. MAY REQUIRE ADDITIONAL INFORMATION WHICH CAN BE OBTAINED FROM THIS OFFICE. 6. IN SOME INSTANCES, GRAPHIC REPRESENTATIONS HAVE BEEN EXAGGERATED TO MORE CLEARLY ILLUSTRATE RELATIONSHIPS BETWEEN PHYSICAL IMPROVEMENTS AID /OR LOT LINES, IN ALL CASES, DIMENSIONS SHOWN SHALL CONTROL THE LOCATION OF THE IMPROVEMENTS OVER SCALED POSITIONS. 7. ADDITIONS OR DELETIONS TO THIS SURVEY MAP BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT THE WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. (CHAPTER 61G17 -6.003 OF THE FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 OF THE FLORIDA STATUTES) u v; G C F= L L c z a 0 INDICATES ELEVATION DATE: DESCRIPTION: 05119!2014 FIELD LOCATION OF IMPROVEMENTS fA3r 0 RIM 2492 W 72ND STREET HIALEAH, FL 33016 (786)416 -1018 OFFICE (305)8179709 FAX josefanjuiCymaN.com I HEREBY CERTIFY: THAT THIS SURVEY SKETCH WAS PREPARED UNDER MY DIRECTION AND IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF. FURTHERMORE THIS SURVEY SKETCH MEETS THE INTENT OF THE MINIMUM TECHNICAL STANDARDS FOR LAND SURVEYING M THE STATE OF FLORIDA, PURSUANT TO RULE 5.1-17 OF THE FLORIDA ADMINISTRATIVE CODE AND ITS IMPLEMENTING RULE, CHAPTER 472.027 OF THE FLORIDA STA SIGNED <+ a-°� GINO FLIW-AWSURVEYORAND MAPPER FLORIDA LICENSE NO.: 8044 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYORIMAPPER NAMED ABOVE. OERTIFICATIONS: JUN 0 4 2014 1. ANGELA MARINAS I =— FLOOD DATA: FLOOD ZONE: 'X' BASE FLOOD ELEVATION = NIA COMMUNITY NUMBER: 120652 PANEL NUMBER: 0302 L COMMUNITY NAME: VILLAGE OF MIAMI SHORES SCALE: 1'=20' JOB NO. 63556 GENERAL NOTES: 1. LEGAL DESCRIPTION FURNISHED BY CLIENT. NO SEARCH OF PUBLIC RECORDS WERE MADE BY THIS OFFICE. 2. ANY ELEVATIONS SHOWN HEREON ARE PER NGVD (NATIONAL GEODETIC VERTICAL DATUM) OF 1929. 3. NO EXCAVATIONS WERE PERFORMED AS TO DETERMINE UNDERGROUND ENCROACHMENTS. 4. DISTANCES AND ANGLES ARE FIELD MEASURED AND CORRESPOND WITH RECORD DATA UNLESS NOTED. 5. THIS SURVEY WAS PREPARED FOR CONVEYANCE, TITLE AND MORTGAGE FINANCING PURPOSES IT IS NOT INTENDED FOR CONSTRUCTION USE. PERMITTING FOR ADDITIONAL CONSTRUCTION ETC. MAY REQUIRE ADDITIONAL INFORMATION WHICH CAN BE OBTAINED FROM THIS OFFICE. 6. IN SOME INSTANCES, GRAPHIC REPRESENTATIONS HAVE BEEN EXAGGERATED TO MORE CLEARLY ILLUSTRATE RELATIONSHIPS BETWEEN PHYSICAL IMPROVEMENTS AID /OR LOT LINES, IN ALL CASES, DIMENSIONS SHOWN SHALL CONTROL THE LOCATION OF THE IMPROVEMENTS OVER SCALED POSITIONS. 7. ADDITIONS OR DELETIONS TO THIS SURVEY MAP BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT THE WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. (CHAPTER 61G17 -6.003 OF THE FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 OF THE FLORIDA STATUTES) u v; G C F= L L c z a 0 INDICATES ELEVATION DATE: DESCRIPTION: 05119!2014 FIELD LOCATION OF IMPROVEMENTS fA3r 0 RIM 2492 W 72ND STREET HIALEAH, FL 33016 (786)416 -1018 OFFICE (305)8179709 FAX josefanjuiCymaN.com I HEREBY CERTIFY: THAT THIS SURVEY SKETCH WAS PREPARED UNDER MY DIRECTION AND IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF. FURTHERMORE THIS SURVEY SKETCH MEETS THE INTENT OF THE MINIMUM TECHNICAL STANDARDS FOR LAND SURVEYING M THE STATE OF FLORIDA, PURSUANT TO RULE 5.1-17 OF THE FLORIDA ADMINISTRATIVE CODE AND ITS IMPLEMENTING RULE, CHAPTER 472.027 OF THE FLORIDA STA SIGNED <+ a-°� GINO FLIW-AWSURVEYORAND MAPPER FLORIDA LICENSE NO.: 8044 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYORIMAPPER NAMED ABOVE. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 213536 Permit Number: RC -5 -13 -1191 Inspection Date: June 04, 2014 Permit Type: Residential Construction Inspector: Naranjo, Ismael Inspection Type: F. Elevation Certificate Owner: MARINAS, ANGELA Work Classification: Addition /Alteration Job Address: 118 NW 104 Street Miami Shores, FL 33150 -1240 Project: <NONE> Phone Number Parcel Number 1121360131440 Contractor: MCI CONTRACTORS, INC. Phone: (305)897 -6328 Building Department Comments ADDITION AND RENOVATION OF KITCHEN AND Infractio Passed comments INSPECTOR COMMENTS False RETURN GARAGE Passed Inspecto Comments Failed El Correction Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. For Inspections please call: (305)762 -4949 June 04, 2014 Page 1 of 1 U.SPEPARTMENTOF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY National Flood Inpounce Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -9. OMB No. 1660-0008 Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION 1 FOR INSURANCE COMPANY USE r011cy n4rrioer. A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. ' Compaq, NAIC Number. I 118 NW 104 STREET J City MIAMI SHORES State FL ZIP Code 33150 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) W1/2 Lot 2 & Lot 3 Blk 127 of MIAMI SHORES SEC 5." PB10, PG.47, MIAMI -DADE FOLIO -11- 2136-013 -1440 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 25 °5222'N Long. 1 Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawispace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawispace or enclosure(s) 1.968 sq ft a) Square footage of attached garage 165. sq ft b) Number of permanent flood openings in the c awlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade A within 1.0 foot above adjacent grade 4 c) Total net area of flood openings in A8.b 2.282 sq in c) Total net area of flood openings in A9.b 313.0 sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State VILLAGE OF MIAMI SHORES / 120652 MIAMI -DADE FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevations) (Zone 12086C 0302 L L 09/1112009 I Effective/Revised Date I Zone(s) AO, use base flood depth) 11.2Z ® feet ❑ meters 09111/2009 X WA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other /Source: B11. Indicate elevation datum used for BFE in Item 89: ® NGVD 1929 ❑ NAVD 1988 ❑ Other /Source: B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: N/A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A9 A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, ARIA, AR/AE, AR/Al-A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: N-567 Vertical Datum: NGVD -1929 Indicate elevation datum used for the elevations in items a) through h) below. ® NGVD 1929 ❑ NAVD 1988 ❑ Other /Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) 0 Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support 12.2Y' ® feet ❑ meters 12.K ® feet ❑ meters Nom. ® feet ❑ meters M. ® feet ❑ meters 11.2Z ® feet ❑ meters j9_16 ® feet ❑ meters 1Q.W ® feet ❑ meters WA. ® feet ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by jaw to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret Me date available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. ® Check here if comments are provided on back of forth. Were latitude and longitude in Section A provided by a ❑ Check here If attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name GINO FURLANO License Number 5044 Title LAND SURVEYOR Company Name J.A.F. SURVEYING INC Address 2492 WEST 72"D STREET City HIALEAH State FL ZIP Code 33016 SignatyJe i /I Date 05 -19-14 Telephone 786 - 416 -1018 Form JW30 -33 (7/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number. 118 N.W. 104 STREET City MIAMI SHORES State FL ZIP Code 33150 Company NAIC Number. SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent1company, and (3) building owner. Comments CROWN OF ROAD ELEVATION = 11.24' Miami -Dade County Benchmark: a N -567 Elevation = 10.54' datum NGVD 1929 Descriptio C2 e): slab= 11.23 Descri ' n o A5): inates Obtain GPS Date 05 -19 -14 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A ({WITHOUT BFE) For Zones AO and A (without BFE), complete items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA4ssued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments 177 Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) or ordinance to of this Elevation Certificate. Complete the applicable items) and sign below. s nooapiam managemem ominance can complete bekxions A, ti, k: for t), a the measurement used in Items G8 -G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA4ssued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4 -G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum �, e Local Of iciaes Name - Title Community, Name Telephone Signature Date c6mments ■ 11111 1 M:i.ts a =u: e FEMA Form 086 -0-33 (7/12) Replaces all previous editions. A ELEVATION CERTIFICATE, page 3 Building Photographs See Instructions for Item A6. IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. Policy Number: 118 N.W. 104 STREET City MIAMI SHORES State FL ZIP Code 33150 Company NAIC Number: If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear VieW'; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. if submitting more photographs than will fit on this page, use the Continuation Page. DATE:05 -19 -14 FRONT VIEW / LEFT VIEW BACK VIEW / RIGHT VIEW . IL , t' E. FEMA Form 086 -0 -33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 4 Building Photographs Continuation Page IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. Policy Number: 118 N.W. 104 STREET City MIAMI SHORES State FL ZIP Code 33150 Company NAIC Number: If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View'; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. FEMA Form 086 -0 -33 (7/12) Replaces all previous editions. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 213537 Permit Number: RC -5 -13 -1191 Inspection Date: June 04, 2014 Permit Type: Residential Construction Inspector: Naranjo, Ismael Inspection Type: F. Insulation Certificate Owner: MARINAS, ANGELA Work Classification: Addition /Alteration Job Address: 118 NW 104 Street Miami Shores, FL 33150 -1240 Phone Number Parcel Number 1121360131440 Project: <NONE> Contractor: MCI CONTRACTORS, INC. Phone: (305)897 -6328 Buildina Department Comments ADDITION AND RENOVATION OF KITCHEN AND RETURN GARAGE Infractio Passed Comments INSPECTOR COMMENTS False Passed El Inspector Comments Failed El Correction Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. For Inspections please call: (305)762 -4949 June 04, 2014 Page 1 of 1 May 28, 2014 Miami Shores Village Building & Zoning Department 10050 NE 2"d Ave Miami Shores, FL 33138 Re: INSULATION CERTIFICATE Master Permit Number: 13 -1191 Job Address: 118 NW 10e Street Miami Shores, FL 33150 R -Value of Insulation: ATTIC R30 WALLS Verify does not block attic 4� Name of G/C Qualifier: Signature of G/C Qualifier: Installation Date: . e Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 213539 Permit Number: RC -5 -13 -1191 Inspection Date: June 04, 2014 Permit Type: Residential Construction Inspector: Diaz. Osvaldo Owner: MARINAS, ANGELA Job Address: 118 NW 104 Street Miami Shores, FL 33150 -1240 Project: <NONE> Inspection Type: HRS Approval Work Classification: Addition /Alteration Phone Number Parcel Number 1121360131440 Contractor: MCI CONTRACTORS, INC. Phone: (305)897 -6328 Building Department Comments ADDITION AND RENOVATION OF KITCHEN AND RETURN GARAGE Infractio Passed Comments INSPECTOR COMMENTS False Passed Inspector Comments r r" 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 June 04, 2014 Page 1 of 1 s IMllsslon: To protect, promote & Improve the health of all people in Florida through Integrated state, county & community efforts. N'-' Vision: To be the Healthiest State in the Nation May 02, 2013 (MCI Contractors) 4684 NW 133 Street Opa Locka, FL 33054 RE: Contingency Letter Application Document No: AP1105496 Centrax Permit Number: 13 -SC- 1468657 OSTDS Number: 118 NW 104 St Miami, FL 33150 Lot:2, 3 Block: 127 Subdivision: Miami Shores Sec 5 Dear Applicant: Rick Scott Governor John H. Armstrong, MO, FAGS State Surgeon General & Secretary This will acknowledge receipt of an application dated 04/23/2013 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. This permit is issued for the addition of a third bedroom (383 sq ft) to this house, which originally had 1610 sq ft of AC area. The estimated sewage flow of 300 g/d is not changing. If you have any questions on this matter, please call our office at (305) 623 -3500. Enclosures cc: Florida Department of Health in DADE COUNTY 1725 NW 167 St, Opa Locka, FL 33056 PHONE: (305) 623 -3500. FAX: (305) 623 -3645 Sincerely, Joseph Piverger, Florida H 01611 neer Sp ialist II IPY �,► t,....1 9de Co www.FloridasHealth.com TWITTER:HealthyFLA FACEBOOK:FLDepartmentofHealth YOUTUBE: fldoh - Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 inspection Number: INSP- 213541 Permit Number: RC -5 -13 -1191 Inspection Date: June 04, 2014 Permit Type: Residential Construction Inspector: Naranjo, Ismael Inspection Type: PE Certification Letter Owner: MARINAS, ANGELA Work Classification: Addition /Alteration Job Address: 118 NW 104 Street Miami Shores, FL 33150 -1240 Phone Number Parcel Number 1121360131440 Project: <NONE> Contractor: MCI CONTRACTORS, INC. Phone: (305)897 -6328 Buildina Department Comments ADDITION AND RENOVATION OF KITCHEN AND Infractio Passed Comments INSPECTOR COMMENTS False RETURN GARAGE Inspector Comments Passed El 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 June 04, 2014 Page 1 of 1 MILTON CUBAS, P.E., INC. 1302 N.E. 125* Street — North Miami — Florida 33161 Phone (305) 8914174 Fax (305) 891 -4175 E -mail: miltoncubas@msn.com May 23, 2014 To: Miami Shore Village Building Department 10050 NE 2nd Ave Miami Shores, FL 33138 Ref: Permit # 131191 118 NW 100 Street Miami Shores, FL 33150 Dear Building Official: I, Milton Cubas P.E., having performed and approved the required inspections at the renovation and addition. I hereby attest to the best of my knowledge, belief and professional judgment, the structural and envelope components of the above referenced renovation are in compliance with the approved plans and other approved permit documents. I also attest that to the best of my knowledge, belief and professional judgment, the approved permit plans represent the as -built condition of the structural and envelope component of the said structure. This document is being prepared in accordance with Chapter 1 of the Florida Building Code and must be submitted to the Village of Miami shores Building Department in conjunction with the application for a Certificate of Completion for the above referenced structure. Should you have any hesitate to contact e. Very t4yt yours, questions or need any additional information please do not Milt n Cubas, P.E # 51902 Certification Authorization # 27267 F.L. Reg. P.E. # 51902 S.I. # 6999901 -a. • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 213538 Permit Number: RC -5 -13 -1191 Inspection Date: June 04, 2014 Permit Type: Residential Construction Inspector: Naranjo, Ismael Inspection Type: F. Termite Letter Owner: MARINAS, ANGELA Work Classification: Addition /Alteration Job Address: 118 NW 104 Street Miami Shores, FL 33150 -1240 Phone Number Parcel Number 1121360131440 Project: <NONE> Contractor: MCI CONTRACTORS, INC. Phone: (305)897 -6328 Buildinq Deaartment Comments ADDITION AND RENOVATION OF KITCHEN AND RETURN GARAGE Infractio Passed Comments INSPECTOR COMMENTS False Passed Inspector Comments Failed El Correction Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. For Inspections please call: (305)762 -4949 June 04, 2014 Page 1 of 1 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 Miami, FL 33165 -0213 Tel. (305)552 -0141 / 1 -800 782 -9284 FAX (305) 227 -1797 Web Page: www.alflexexterminators.com / Email: alflex @bellsouth.net CONFIRMATION OF COMPLETION OF NATIVE SUBTERRANEAN TERMITE PRETREATMENT AND CERTIFICATE OF COMPLIANCE Purchaser: MCICONTRACTORSINC Address PO BOX 173426/HIALEAH, FL Phone (305) 897 -6328 Number of Structure(s) to be treated : ONE Square Footage: 300 Gallons Used: 30 Linear Footage : 68 Gallons Used: 27 Permit #: Date Initial Treatment: 9/25/2013 7:00 AM Date of Completion: 5/19/2014 7:00 AM Technician: MAURICIO Address of Treated Premises: RESIDENTIAL Lot- 0 Block- 0 118 NW 104 ST/ MIAMI SHORES, FL Product Used : DOMINION 2L IMIDACLOPRID ( 0.05 ) AI -Flex Exterminators hereby confirms that the structures described above have received a complete treatment for the prevention of NATIVE SUBTERRANEAN TERMITE infestation. Treatment has been made in accordance with the rules and laws as establishedby the Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. AI- Flex's limited warranty is presently in full force and effect. (WARRANTY EXCLUDES FORMOSAN & ASIAN TERMITES) AI -Flex Exterminators, Inc. by C o 61 j •. President 6l �•`° ui r— d •��,b�, ^� Dated: 5/16/2014 This is not valid�i a- Seal Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 213540 Permit Number: RC -5 -13 -1191 Inspection Date: June 04, 2014 Inspector: Naranjo, Ismael Owner: MARINAS, ANGELA Job Address: 118 NW 104 Street Miami Shores, FL 33150 -1240 Project: <NONE> Permit Type: Residential Construction Inspection Type: Soil Compaction Letter Work Classification: Addition /Alteration Phone Number Parcel Number 1121360131440 Contractor: MCI CONTRACTORS, INC. Phone: (305)897 -6328 Building Department Comments ADDITION AND RENOVATION OF KITCHEN AND RETURN GARAGE Infractio Passed comments INSPECTOR COMMENTS False Passed E] Inspector Comments Failed E] Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. For Inspections please call: (305)762 -4949 June 04, 2014 Page 1 of 1 Terra Tech Consultants, Inc. kw ♦ Environmental Consultants ♦ Foundations ♦ Geotechnical Testing ♦ Inspections ♦ Construction Materials Testing ♦ Structures FIELD DENSITY REPORTS Client: M.C.I. Contractors, Inc. Date: 09/25/13 Address: 4684 N.W 133 St., Opa- Locka, A - 33054 Order No.: 13 -2422 Project: Addition At 118 N.W. 104 St., Miami Shores, Florida Contractor: M.C.I. contractors, Inc. Description: Tan To Beige Lime Sand Location: Building Slab, Center, Rear Patio Lab # D -32405 Location: Building Slab, S.W., Rear Patio Lab # 1)-32406 4 Depth in inches 12" 12" Field Density Ibs /Cft. 106.6 Test Results of Field Densities ASTM method: D- 2922 -81 Description of Test Area I Densities For The Patio Building Slab At 118 N.W. 104 St., Miami Shores, Florida Lab No. D -32405 D -32406 Test No. 3 4 Depth in inches 12" 12" Field Density Ibs /Cft. 106.6 106.4 Mositure Contents % 10.7 10.9 Maximum Density % in the field 98.2 98.0 Re q. Compaction by ob specs 95% 95% 100 % Max. Density Proctor 108.6 108.6 Proctor No. P -2436 P -2436 Optimum Moisture % 19.2 Remarks I All The Above Tests Comply With Job Spedfications Checked Bv I R.E.D.S. I Report Bv I A.M. Respectfully Submitted BY, Terra Tech Consultants, Inc. Rafael E. Droz -Soda, P.E. FLORIDA REGISTRATION No. 39228 Date:���� As a mutual protection to clients, the public and ourselves, all reports are submitted as the confldential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports Is reserved pending our written approval. CAL MAP OF BOUNDARY SURVEY NW 104TH STREET 110.0' 75' RAN TOTAL PER PLAT '�� (PLAT) LOT DESCRIPTION ^'`;, ` LOT 3 AND THE WEST 112 OF LOT 2, BLOCK 127, MIAMI SHORES SECTION 5, ACCORDING C/L ELEV. = 11.24' TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, AT PAGE 47 OF THE PUBLIC FOUND 1/2', FOUND 1/2' RECORDS OF DADE COUNTY, FLORIDA. IRON ROD IRON ROD Z NO ID. NO ID. PROPERTY ADDRESS: 0 3NEASTi V 0.2' NORTH 118 NW 104TH STREET, OF PLATTED 0.2' EAST PROPERTY CORNER OF PROPERTY co) MIAMI SHORES, FLORIDA 33150 CORNER D r - — pA�- — 5' CONC. SIDEWALK - -- 7 e N89 °5541 "E 75.00' ,�06 - - - -- mZ 50.0' 25.0' 25.0' m CERTIFICATIONS: 619. 1. ANGELA MARINAS cp CONCRETE DRIVEWAY FLOOD DATA: FLOOD ZONE: 'X° w6 BASE FLOOD ELEVATION = N/A COMMUNITY NUMBER: 120652 1h PANEL NUMBER: 0302 L 13.4' _ COMMUNITY NAME: VILLAGE OF 10.4' 17.2' 13.1' MIAMI SHORES -- 20.9' y w • :P LOT 4, BLOCK 127, W MIAMI SHORES SEC. 5, W PLAT BOOK 10, PAGE 47 Rj N 0.3' N REMAINDER OF Ni z _ n I m MIAMI SHORES w O SEC. 5, 39.1' a, O `=� v m I N m FOUND 1/2' z m IRON ROD NO ID 0.8' SOUTH 0.3' WEST OF PROPERTY CORNER \ i tiA �O 0 ONE STORY STRUCTURE LOWEST FINISHED w FLOOR ELEV. = 12.37' ^�3 cn� FL H FL 50.0' NEXT FINISHED CD OOR ELEV. = 12.47' IGHEST FINISHED A/C 1V W REMAINDER OF OOR ELEV. = 12.98' LOT 2, BLOCK 127, MIAMI SHORES w 12.1' 13.5' SEC. 5, 39.1' a, `=� PLAT BOOK 10, N PAGE 47 STAIRS w 0 CONCRETE 10 n r� Uj 0 -4 c: m � N p m v e FENCE POST h� 6rO 0.7' NORTH 1.8' EAST OF PROPERTY 890 CORNER t — _- - -- 25.0_' j °57'5 -1 - 'W 75.00' - —60 -- UTILITY— 15' ALLEY PER PLAT POLE 10' ASPHALT ROAD 1 �v I LOT 1, BLOCK 127,` MIAMI SHORES SEC. 5, PLAT BOOK 10, PAGE 47 INDICATES ELEVATION SCALE: 1' =20' JOB NO. 63556 GENERAL NOTES: 1. LEGAL DESCRIPTION FURNISHED BY CLIENT. NO SEARCH OF PUBLIC RECORDS WERE MADE BY THIS OFFICE. 2. ANY ELEVATIONS SHOWN HEREON ARE PER NGVD (NATIONAL GEODETIC VERTICAL DATUM) OF 1929. 3. NO EXCAVATIONS WERE PERFORMED AS TO DETERMINE UNDERGROUND ENCROACHMENTS. 4. DISTANCES AND ANGLES ARE FIELD MEASURED AND CORRESPOND WITH RECORD DATA UNLESS NOTED. 5. THIS SURVEY WAS PREPARED FOR CONVEYANCE, TITLE AND MORTGAGE FINANCING PURPOSES IT IS NOT INTENDED FOR CONSTRUCTION USE. PERMITTING FOR ADDITIONAL CONSTRUCTION ETC. MAY REQUIRE ADDITIONAL INFORMATION WHICH CAN BE OBTAINED FROM THIS OFFICE. 6. IN SOME INSTANCES, GRAPHIC REPRESENTATIONS HAVE BEEN EXAGGERATED TO MORE CLEARLY ILLUSTRATE RELATIONSHIPS BETWEEN PHYSICAL IMPROVEMENTS AND /OR LOT LINES, IN ALL CASES, DIMENSIONS SHOWN SHALL CONTROL THE LOCATION OF THE IMPROVEMENTS OVER SCALED POSITIONS. 7. ADDITIONS OR DELETIONS TO THIS SURVEY MAP BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT THE WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. (CHAPTER 61G17 -6.003 OF THE FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 OF THE FLORIDA STATUTES) DATE: DESCRIPTION: 03/15/2013 FIELD LOCATION OF IMPROVEMENTS aAi' fiyo HEMvEams. IBM. 2492 W 72ND STREET HIALEAH, FL 33016 (786)416 -1018 OFFICE (305)817 -9709 FAX josefanjul@ymail.com I HEREBY CERTIFY: THAT THIS SURVEY SKETCH WAS PREPARED UNDER MY DIRECTION AND IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF. FURTHERMORE THIS SURVEY SKETCH MEETS THE INTENT OF THE MINIMUM TECHNICAL STANDARDS FOR LAND SURVEYING IN THE STATE OF FLORIDA, PURSUANT TO RULE 5J-17 OF THE FLORIDA ADMINISTRATIVE CODE AND ITS IMPLEMENTING RULE, CHAPTER 472.027 OF THE FLORIDA STATUTES. SIGNED: GINO FURLANO SURVEYOR AND MAPPER FLORIDA LICENSE NO.: 5044 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYORIMAPPER NAMED ABOVE. En Project Name 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 / Miami Florida 33165 -0213 Tel. (305)552 -0141 / 1 -800 782 -9284 FAX (305) 227 -1797 WEB PAGE: www.al- flex.com / E -Mail: al- flex @belisouth.net bt �' T� Lot Block Model: Service order by: Rel &,9744CrE&4 . Partial Treatment Notice Date: ��� Time: Product Used: /a0i/; Number of Gallons applied :.60' Area Treated : -497 C" Tamp: Stage of Treatment: Horizontal/Interior Vertical N2 4603 Property Address: 41 FL Permit #: Applicator: Chemical Us (active ingredie Q Percent Concentration: ®•i/� Linear feet Treated : A-61 1011" This Is not valid without a company seal 1. The above noted structure has received the first of two or more required treatmets for the prevention of native subterranean termites. 2. Upon completion of this treatment and payment of any balance due under this contract, AI -Flex will provide purchaser with written confirmation that the treatment is completed and the associated limited warranty is in full force and effect. The limited warranty shall not be considered to be in effect until all required payment has been made. This form is for inspection or construction draw purposes only. The perimeter of the above structure must be treated at final grade accordance with pesticide label and Florida Statue. Warranty and treatment certification will be issued upon completion of final treatment. F This form should not be accepted as proof of complete treatment for Certificate of Occupancy or Closing. NOTICE TO BUILDER: It is the responsibility of the builder to notify AL -Flex Exterminators should treatme driveways and entryways. AI -Flex Exterminators must be notified at final grade of structure so final treatm warranty issued, and required paperwork for closing submitted. THIS IS NOT A PROOF OF WARRANTY FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING -COJVSTRr 1dT[Ot Florida Department of Business and Professional Regulation - Residential Perfor!*-'g ethod Project Name: Melquisedec 118 nw Builder Name: Street: 118 NW 104 St Permit Office: City, State, Zip: Miami, FL, 33183- Permit Number Owner FL, Miami Jurisdiction: s,gr`• 1 ' 4r�`3�; Design Location: 1. New construction or existing Existing (Projecte 9. Wall Types (1836.0 sgft.) Insulation- Area,,,- 2. Single family or multiple family Single - family a. Concrete Block - Int Insul, Exterior R =11.0 1836.00 fie b. N/A R= ft2 3. Number of units, If multiple family 1 c. NIA R= ft2 4. Number of Bedrooms 3 d. WA R= ft2 10. Ceiling Types (1860.0 sgft_) Insulation Area 5. Is this a worst case? No a. Roof Deck (Unvented) R =30.0 1860.00 ft 2 6. Conditioned floor area above grade (ft2) 1860 b. WA R= ft2 Conditioned floor area below grade (ft2) 0 c. WA R= ft2 11. Ducts R ft2 7. Windows(160.0 sgft.) Description Area a. Sup: Main, Ret: Main, AH: Main 6 1 a. U- Factor. Sgi, U= 1.08 96.00 ft2 SHGC: SHGC =0.50 b. U- Factor. Sgl, U =1.08 64.00 ft2 s kBtu/hr Efficiency SHGC: SHGC=0.50 I 42.0 SEER:13.00 c. U- Factor. N/A ft2 SHGC: H g s kBtu/hr Efficiency d. U- Factor. N/A ft2 c S Heat 5.0 COPA.00 SHGC: Area Weighted Average Overhang Depth: 0.500 ft. Area Weighted Average SHGC: 0.500 r ms a lec6ic Cap: 40 gallons 8. Floor Types (1860.0 sqft.) Insulation Area EF: 0.980 a. Slab -On -Grade Edge Insulation R=0.0 1860.00 ft2 b. Con on features b. N/A R= ft2 None c. WA R= ft2 15. Credits Pstat Total Proposed Modified Loads: 46.98 Glass /Floor Area 0.086 PASS Total Standard Reference Loads: 60.85 I hereby certify that the plans and. specifications covered by Review of the plans and 0� ME S calculation are in compliance with the Florida Energy specifications covered by this w d Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: Ue Before construction is completed Q • DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. C'0 OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory- sealed In accordance with 403.2.2.1.1. - Compliance requires an envelope leakage test report, by a Florida Class 1 Rater, In accordance with Table B- 1.1.2. - Compliance requires an air distribution system test report, by a Florida Class 1 Rater, confirming system leakage to outdoors tested at 25 pascals pressure difference in accordance with 403.2.2.1. is not greater than (56 cfm:Duct#1) - Heat sys #1 may be undersized. Size of 5.0 was Increased to 14.2 for simulation. Please review the Manual J8 report. 4/1912013 7:53 AM EnergyGauge@ USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 .) S e,. 4/19/2013 7:53 AM EnergyGauge@ USA - RaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Building Type: Owner. # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Melquisedec 118 nw, User 1 Single - family Existing (Projected) Bedrooms: 3 Conditioned Area: 1860 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 118 NW 104 St Dade Miami , FL , 33183 - CLIMATE v Design Location IECC Design Temp TMY Site Zone 97.5% 2.5% Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Miami FL_MIAMI_INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Block1 1860 15810 SPACES Number Name Area Volume Kitchen Occupants Bedrooms IntiIID Finished Cooled Heated 1 Main 1860 15810 Yes 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 160 ft 0 1860 ft2 _ 0 0 1 ROOF V # Roof Gable Roof Type Materials Area Area Color Solar Absor, SA Emitt Tested Emitt Deck Tested insul. Pitch (deg) 1 Gable or shed Wood shingle 1917 ft2 232 ft2 Medium 0.2 No 0.9 No 30 14 ATTIC / V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Unvented 0 1860 ft' N N CEILING # Ceiling Type Space R -Value Area Framing Frac Truss Type 1 Under Attic (Unvented) Main 19 1860 ft2 0.11 Wood 4/19/2013 7:53 AM EnergyGauge@ USA - RaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 4/19/2013 7:53 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 WALLS Va DWI 10 wall 14" Adjacent Spate Cavity Width Height Sheathing Framing Solar Et In Et In Arm R--Value Praction Absor Below Grade% 1 N 2 S 3 E 4 W Exterior Concrete Block- Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block- Int Insul Main 11 51 8.5 433.5 ft' 0 0.75 11 51 8.5 433.5 ft' 0 0.75 11 57 8.5 484.5 ft' 0 0.75 11 57 8.5 484.5 ft' 0 0 0.75 0 0 0 0 DOORS # Omt Door Type Space Storms U -Value Width Height Ft In Ft In Area 1 2 3 N Insulated Main S Wood Main W Main Wood 0.460000 6 7 Wood 0.460000 6 7 Wood 0.460000 6 7 42 ft2 21 ft' 42 ft' WINDOWS Orientation shown is the entered, Proposed orientation. # Wall Omt ID Frame Panes NFRC Overhang U- Factor SHGC Area Depth Separation Int Shade Screening 1 2 3 4 N 1 Metal Single (Clear) Yes S 2 Metal Single (Tinted) Yes E 3 Metal Single (Tinted) Yes W 4 Metal Single (Tinted) Yes 1.08 0.5 64 ft' 0 it 6 in 0 ft 6 in Drapes/blinds 1.08 0.5 32 ft' 0 it 6 in 0 ft 6 in Drapes/blinds 1.08 0.5 32 ft' 0 ft 6 In 0 ft 6 In Drapes/blinds 1.08 0.5 32 ft' 0 It 6 in 0 ft 6 In Drapas/blinds None None None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed CFM(50) 1.024840 50 2.7449 5.1622 0.0070 0.1897 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP: 1 5 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 13 42 kBtu/hr 1260 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Main 0.98 40 gal 40 gal 120 deg None 4/19/2013 7:53 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 e' 1� 4/19/2013 7:53 AM EnergyGauge® USA - RaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Comparry Name System Model # Collector Model # Area Volume FEF None None fta DUCTS — Supply — — Return — Air Percent HVAC # # Location R -Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Main 6 1 ft2 Main 1 ft' Prop. Leak Free Main 55.8 cfm 4.43% 0.03 0.90 1 1 TEMPERATURES Programable[ Thermosta[tX: C[eiil�ing Fans: Heating [X] Jan ]Y M [X] Feb Mar OA [X] �C] AAApp` [X] May [X] Jun [X] Jul [X] [X] Aug [X� [X] [�Kj Sep LxJ Venting [[�Xl] Jan [[�X]) Feb Mar [[X�J) [X] Jun [[XX]) Jul [[XX]] Aug [[�X]] Sep ll�xll Oc Nov X DDec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) 78 78 78 78 78 78 78 PM 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System None 0 0 0 0 1 - Electric Strip Heat 0% 1 - Central Unit 4/19/2013 7:53 AM EnergyGauge® USA - RaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 118 NW 104 St PERMIT #: Miami, FL, 33183- MANDATORY REQUIREMENTS SUMMARY - See Individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and L-11 doors = 0.30 cfm /sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating j controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and in Section sealed accordance with 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R -2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make -up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of =1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor - retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from i site - recovered energy. Off /timer switch required. Gas heaters minimum j thermal efficiency--78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Coolingtheating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R -19 space permitting. 4/1912013 7:53 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX'S = 77 The lower the EnergyPerformance Index, the more efficient the home. 118 NW 104 St, M !am!, FL, 33183- 1. New constriction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Windows" Description a. U- Factor. Sgl, U =1.08 SHGC: SHGC--0.50 b. U- Factor. Sgl, U =1.08 SHGC: SHGC--0.50 c. U- Factor. N/A SHGC: d. 1.1-Factor WA SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Existing (Projects 9. Wall Types Insulation Area Single - family a. Concrete Block - Int Insul, Exterior R =11.0 1836.00 ft2 b. WA R= ft2 1 c. N/A R= ft2 3 d. N/A R= ft2 No 10. Ceiling Types Insulation Area a. Roof Deck (Unvented) R =30.0 1860.00 f12 1860 b. WA R= ft2 Area c. WA R= ft2 96.00 96.00 ft 2 11. Ducts R ft2 a. Sup: Main, Ret: Main, AH: Main 6 1 64.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 42.0 SEER:13.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R =0.0 b. WA R= c. N/A R= ft2 13. Heating systems kBtu/hr Efficiency 0.500 ft. a. Electric Strip Heat 5.0 COP :1.00 0.500 Area 14. Hot water systems a. Electric Cap: 40 gallons 1860.00 ft2 EF: 0.98 ft2 ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City /FL Zip: *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638 -1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters: For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. * *Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software ' Air System Sizing Summary for AHU Project Name: Melquisedec 118 nw 104 st 04/1912013 Prepared by: Emiliano Orozoo 07:37AM Air System Information Air System Name ....__ _ _._.. _._ ..._. AHU Equipment Class SPILT AHU Air System Type __ _ _ SZCAV Sizing Calculation Information Zone and Space Sizing Method: Zone CFM . ._..... Sum of space airflow rates Space CFM ___ Individual peak space loads Central Cooling Coil Sizing Data Calculation Months __._ — .,____ __ Total coil load _ _. ...._...._._..3.2 Total coil load _ ._— 38A Sensible coil Iced — __ ...... ........ __ 34.9 Coil CFM at Aug 1600 MBH Max block CFM _ __.. __.__. _ _ __ 2016 Sum of peak zone CFM —._2016 Sensible heat ratio --0.911 ft'/ron _ ___581.7 CFM BTU /(hr -ft') ...... — 20.6 Water flow @ 10.0 OF rise .__._ .... ____ _ ._...._._ N/A Central Heating Coil Sizing Data Number of zones ._._._ ...... __ ........ _ _ ._..__.. _ ___._...1 Floor Area ___.�_. _ __ _ _. _ 1860.0 ft' Location _. Miami IM, Florida Max coil load _ _ _ _ __ ... —. -17.8 MBH Coil CFM at Des Htg __. __.__ _.__2016 CFM Max coil CFM ..._ _. _._ _ _ 2016 CFM Water flow @ 20.0 OF drop ._ _ WA Supply Fan Sizing Data Actual max CFM _ _ _ 2016 CFM Standard CFM 2015 CFM Actual max CFM/ft' — ___1.08 CFM/ft' Outdoor Ventilation Air Data Design airflow CFM CFM/ft' _ 60 CFM 0.03 CFM/ft' Load occurs at _.� _ _ _ _ ...... Des Htg BTU /(hr -ft' }. .. ..._.._........._�._._....._... ___9.6 Ent. DB / Lvg DB —_— ......._._,.__...._____.69.0 / 77.1 OF Fan motor BHP ___ �_ — 0.00 BHP Fan motor kW _______..0.00 kW Fan static r _ _ _ _ 0.00 in wg CFM/person 15.00 CFM/person K., /0 Hourly Analysis Program v.4.3 Page 1 of 1 Calculation Months __._ — .,____ __ Jan to Dec Sizing Data _.�_ _ Calculated Tons Load occurs at �_.. ____ _ __. Aug 1600 MBH OA DB / WB _ 90.7 / 76.9 OF MBH Entering DB / WB _. .._.. _.__ 77.5 / 66A OF CFM Leaving DB / WB _ ___ _..__..___.__ ..... _._. 61.5160A OF CFM Coil ADP 59.7 OF CFM Bypass Factor __ _._ _. _ 0.100 Resulting RH .r _ _ ..� _ 56 % Design supply temp. ____... __ _ 58.0 OF Zone T -stat Check _ _ _.__.. _._ 1 of 1 OK Max zone temperature deviation..___.._. 0.0 OF Max coil load _ _ _ _ __ ... —. -17.8 MBH Coil CFM at Des Htg __. __.__ _.__2016 CFM Max coil CFM ..._ _. _._ _ _ 2016 CFM Water flow @ 20.0 OF drop ._ _ WA Supply Fan Sizing Data Actual max CFM _ _ _ 2016 CFM Standard CFM 2015 CFM Actual max CFM/ft' — ___1.08 CFM/ft' Outdoor Ventilation Air Data Design airflow CFM CFM/ft' _ 60 CFM 0.03 CFM/ft' Load occurs at _.� _ _ _ _ ...... Des Htg BTU /(hr -ft' }. .. ..._.._........._�._._....._... ___9.6 Ent. DB / Lvg DB —_— ......._._,.__...._____.69.0 / 77.1 OF Fan motor BHP ___ �_ — 0.00 BHP Fan motor kW _______..0.00 kW Fan static r _ _ _ _ 0.00 in wg CFM/person 15.00 CFM/person K., /0 Hourly Analysis Program v.4.3 Page 1 of 1 Zone Sizing Summary for AHU Project Name: Melquisedec 118 nw 104 st 04/19/2013 Prepared by: Emiliano Orozco 07:37AM Air System Information Air System Name Equipment Class Air System Type Sizing Calculation Information Zone and Space Sizing Method: __ AHU SPILT AHU _.._ SZCAV Zone CFM Sum of space airflow rates Space CFM ---- Individual peak space loads Zone Sizing Data Number of zones Floor Area _ Location Calculation Months Sizing Data ___. 4 _ 1860.0 ft' Miami IAP, Florida Jan to Dec Calculated Zone Terminal Sizing Data No Zone Terminal Sizing Data required for this system. Space Loads and Airflows Maximum - Design Minimum lime Maximum Zone Zone Name /- Cooling Air Air of Heating Floor - Space Name Sensible Flow Flow Peak Load Area Zone Zone Name . (MBH) (CFM) (CFM) , -Load (MBH) (ft2) CFM/fts Zone 1 37.0 2016 2016 Sep 1600 16.2 1860.0 1.08 Zone Terminal Sizing Data No Zone Terminal Sizing Data required for this system. Space Loads and Airflows Hourly Analysis Program v.4.3 Page 1 of 1 Cooling Time Air Heating Floor Zone Name /- Sensible of Flow Load Area Space Space Name Mult (MBH) Load (CFM) (MBH) (H') CFMW Zone 1 AHU 1 37.0 Sep 1600 2016 16.2 1860.0 1.08 Hourly Analysis Program v.4.3 Page 1 of 1 ' Air §ystem Design Load Summary for AHU Project Name: Melquisedec 118 nw 104 st 04/1912013 Prepared by: Emiliano Orozco 07:37AM Hourly Analysis Program v.4.3 Page 1 of 1 DESIGN COOLING DESIGN HEATING COOUNG DATA AT Aug 1600, COOLING OA DB I WB 90.7 °F / 76.9 °F HEATING DATA AT DES_ HTG HEATING OA'DB / WB 46.0 °F) 38.6 °F ZONE:LOADS Details Sensible {BTUIhr) Latent (BTU/hr) Details Sensible (BTU�r) _' Latent (BTU/hr) Window & Skylight Solar Loads 235 ft2 7124 - 235 ft2 - Wall Transmission 1799 ft2 10457 1799 ft2 9499 - Roof Transmission 1860 ft2 4590 - 1860 ft2 1735 - Window Transmission 235 112 1915 - 235 fl2i 3316 Skylight Transmission 0 ft2 0 - 0 ft2 0 Door Loads 126 ft2 4928 - 126 ft2 1633 Floor Transmission 1860 ft2 0 - 1860 ft2 0 - Partitions 400 ft2 0 400 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 1860 W 6346 - 0 0 Task Lighting Ow 0 - 0 0 Electric Equipment Ow 0 0 0 - People 4 1180 1820 0 0 0 Infiltration - 0 0 0 0 Miscellaneous 200 0 0 0 Safety Factor 0%/00/0 0 0 0% 0 0 »Total Zone Loads 36740 1820 16183 0 Zone Conditioning 34065 1820 16269 0 Plenum Wall Load 0% 0 0 0 - Plenum Roof Load 0% 0 - 0 0 Plenum Lighting Load 0% 0 - 0 0 Return Fan Load 2016 CFM 0 - 2016 CFM 0 - Ventilation Load 60 CFM 878 1605 60 CFM 1532 0 Supply Fan Load 2016 CFM 0 2016 CFM 0 Space Fan Coil Fans 0 0 Duct Heat Gain / Loss 0% 0 - 0% 0 Total System Loads . 34942 3425 17801 0 Central Cooling Coil 34942 3430 - 0 0 Central Heating Coil - 0 - - 17801 Total Conditioning - 34942 3430 - 178011 0' Key-, Positive values are clg loads Negative values are htg loads Positive values are htg loads Negative values are dg loads Hourly Analysis Program v.4.3 Page 1 of 1 System Psychrometrics for AHU Project Name: Meiquisedec 118 mw 104 st 04/19/2013 Prepared by: Emiliano Orozco 07:37AM August DESIGN COOLING DAY, 1600 TABLE 1: SYSTEM DATA Co nent - Location Dry -Bulb Temp ° - Specific Humidity Ib/Ib Airflow CAN - CO2 Level m Sensible heat TU/hr l�terrt Heat (BTU/hr Ventilation Air Inlet 90.7 0.01678 60 400 878 1605 Vent - Return Mixing Outlet 77.5 0.01131 2016 1205 Temp Airflow Central Cooling Coil Outlet 61.5 0.01095 2016 1205 34942 3430 Central Heating Coil Outletl 61.5 0.01095 2016 1205 0 - Supply Fan oufletl 61.5 0.01095 2016 1205 0 Cold Supply Duct Outlet 61.5 0.01095 2016 1205 Zone Air 77.1 0.01114 2016 1230 34065 1820 Retum Plenum Outlet 77.1 0.01114 2016 1230 0 Air Density x Heat Capacity x Conversion Factor. At sea level = 1.080,• At site altitude = 1.079 BTU/(hr -CF" Air Density x Heat of Vaporization x Conversion Factor. At sea level = 4746.6; At site aff tude = 4744.4 BTU /(hr -CFho Site Affitude = 13.0 ft TABLE 2: ZONE DATA Hourly Analysis Program v.4.3 Page 1 of 2 Zone Terminal - Zone Sensible Zone ` Zone. Zone CO2 Heating Heating toad T-stat Gond Temp Airflow Level Coil Unit Zone Name = - - BTU/hr Mode BTU/hr ) (CFM) (P TU/hr BTU/hr Zone 1 36740 Cooling 34065 77.1 2016 1230 0 0 Hourly Analysis Program v.4.3 Page 1 of 2 'roject Name: Melquisedec 118 nw 104 st Psychrometric Analysis for AHU 04/19/201: Irepared by: Emillano Orozco 07:37M Location: Miami IAP, Florida Altitude: 13.0 ft. Data for: August DESIGN COOLING DAY, 1600 Hourly Analysis Program v.4.3 Page 1 of 1, 0.020 '�tdgqj.Air Len, 0 1 Outlet .an ,%Coll YA ------- ---- --0.018 o 0 r - ------ ---- -- --------- 0.016 CD r --- ----- --- - -- I ----- --------- ----- --0.014-0 0 --- -------- ------------ 0.0120 4 ---- --- 0.010---- 3. CL -------- --- -------- ----- ------------ 0.008q Cr - -- - - - - - - - - - - - r---- - - - - -- - - - - - - - - - - - - - - - - ----- - - - - -- --0.006 Cr ------ ------ --------- -------------- ------------ 0.004 -- T-- - - - - -- ------------- -- - - - - -- -------------- ------------- —0.002 T- 0.000 40 50 60 70 80 90 100 Temperature ( OF ) Hourly Analysis Program v.4.3 Page 1 of 1, I PERMIT RC -5 -13 -1191 HAS AN OPEN INVOICE. PLEASE PAY THIS INVOICE BEFORE PRINTING THE INSPECTION WORKSHEET FOR INSPECTION INSP- 198331. PLAr4 RZ v i Exj F=ae 1W.0o rvSP 7%/Pe 0 FouNDAMON 11 $ N w log sr m c I CON TIZACTnzs 3015 - scil - b328 I NC For Inspections please call: (305)762 -4949 September 03, 2013 Page 1 of 1 Terra Tech Consultants, Inc. *Environmental Consultants ♦ Foundations ♦ Geotechnical Testing ♦ Inspections ♦ Construction Materials Testing ♦ Structures FIELD DENSI'nf REPORTS Client: M.C.I. Contractors, Inc. Date: 1 08/29/13 Address: 4684 N.W 133 St, Opa- Locka, Fl - 33054 Order No.: 13 -2422 Project: Addition At 118 Nw 104 St., Miami Shores, Florida Contractor. M.C.I. contractors, Inc. Description: Tan To Beige Ume Sand Location: Building Slab, Center, Rear Addition, 2nd Uft Lab # D -32306 Test Results of Field Densities ASTM method: D- 2922 -81 Description of Teat Area I Densiteis For Building Slab At 118 Nw 104 St., Miami Shores, Florida Lab No. D -32306 Test No. 1 Depth in inches 12" Field Density Ibs /Cft. 107.1 Mositure Contents % 10.1 Maximum Density % in the field 98.6 Reg. Compaction by ob specs 95% 100 % Max. Density Proctor 108.6 Proctor No. P -2436 Optimum Moisture % 19.2 Remarks I All The Above Tests Comply With Job Specifications Checked l3v R.E.D.S. I Report 13V A.M. FLORIDA REGISTRATION No. 39228 Respedtfully Submitted BY, Terra Tech Con' tultants; Inc. Rafael E. Droz -Sella, P.E. Date: 08�q�3 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confldential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Terra Teck Consultants, Inc. *Environmental Consultants ♦ Foundations ♦ Geotechnical Testing ♦ Inspections ♦ Construction Materials Testing ♦ Structures • FIELD DENSITY REPORTS Client: M.C.I. Contractors, Inc. Date: 08/30/13 Address: 4684 N.W 133 St., Opa- Locka, R - 33054 Order No.: 13 -2422 "ems Addition At 118 Nw 104 St., Miami Shores, Florida Contractor: M.C.I. contractors, Inc. Description: Tan To Beige Ume Sand Location: I Building Slab , Center, Rear Addition, 15t Uft I Lab # 1 D -32307 Test Results of Field Densities ASTM method: D- 2922 -81 Description of Test Area I Densiteis For Building Slab At 118 Nw 104 St., Miami Shores, Florida Lab No. D -32307 Test No. 2 Depth in inches 811 Field Density Ibs /Cft. 107.4 Mositure Contents % 9.7 Maximum Density % in the field 98.9 Re q. Compaction by ob specs 95% 100 % Max. Density Proctor 108.6 Proctor No. P -2436 Optimum Moisture % 19.2 Remarks I All The Above Tests Comply With Job Specifications Checked By I R.E.D.S. I Report By I A.M. FLORIDA REGISTRATION No. 39228 Respectfully SuhmitWd BY, Terra. Fech Consuitents, :Xnc. Rafael E. Droz -Soda, P.E. Date: dd�30�/3 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confldentlal property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. AI-Flex Exterminators, Inc. 4378' 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 / Miami Florida 33165 -0213 Tel. (305)552-014111-800 782 -9284 FAX (305) 227 -1797 WEB PAGE: www.al- flex.com / E -Mail al- flex@bellsouth.net a Partial Treatment Notice Project Name: _ S t dE'n r Property Address: 118 AJW 104 ST Lot Block Model: 5"id ' Service order by: IcI orvlRAc7o s , �- Permit #: Date: Time: Applicator:,�fi�?�cro Chemical Used: Product Use D1'M1t2101'2 :4 k ®Q active i mdient Number of Gallons applied: B4 Percent Concentration: Area Treated : Tamp: % Linear feet Treated Stage of Treatment : Horizontal /Interior Vertical /� r J � r� ro This is not valid without a company seal 1. The above noted structure has received the first of two or more required treatmets for the prevention. of native subterranean termites. 2. Upon completion of this treatment and payment of any balance;due under this contract, AI -Flex will provide written confirmation that the treatment is completed and the associated limited warranty is in full force$an Q q� ••.; /,L The limited warranty shall not be considered to be in effect until all required payment has been made. "£ �? :0 This form is for inspection or construction draw purposes only. The perimeter of the above structure b bo. I grade accordance with pesticide label and Florida Statue. Warranty and treatment certification will be issued upon 'if o r; treatment. This form should not be accepted as proof of complete treatment for Certificate of Occupancy or Closings ",w�ps „ „ „��� °�P NOTICE TO BUILDER: It is the responsibility of the builder to notify AL -Flex Exterminators should treatment be required for patios, driveways and entryways. AI -Flex Exterminators must be notified at final grade of structure so final treatment can be completed warranty issued, and required paperwork for closing submitted. THIS IS NOT A PROOF OF WARRANTY Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT* 3"'I C c DATE. Contractor Owner o Architect -2 sets of plans an they) Address: From the building department on this And /or get County stamps. I Shores Village Building Dep Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: VIde/Y-L)S order to have corrections done to plans plans need to be brought back to Miami permitting process. 1 �Sor�c. wad w K41 4 em. qWj 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 2nd Permit No: 13 -1191 Job Name: June 27, 2013 q-A Page 1 of 1 rj Provide receipt from Miami Dade County ;Ianning and Zoning for impact lv rovide a separate permit application for roof, driveway aad patio. The ener calculations are incomplete and the plans not match. %-,-o-t. he wind I ad design criterion is wrong. This is da 175 MPH. All notes correcte . Provide truss plays from a spe7of ngi er that have been reviewed and signed approved b e design rd. 7.7. The roof sheathing de ils are al locations and conflict with each other and do not comply with t 8. rove e e win oa esig ,pressures for =ea a ning. The numbers provided confli . S- 5�states one thing and A-3 another. Which is correct? Provide calculation. 9. Provide product approvals for-all -ndwlalteredo enings that have been reviewed and signed approved by the signer of recor ct approvals sup fnitted do not match the ap *ovals shown on the plans. A 7ofwIndow is inclu have any Single hung wi te approval for the door ' incomplete and not listed in age inc u e same approval. Provide on packa and door Product Approvals that are shown on the ans or signey e desi'g'ner of record. STOPPED REVIEW- SEE BELOW DETAILS OF REQUIRED RE SUBMITTAL. 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 *111q11:5 305 - 762 -4859 NIIANII DADE COUNTY BUILDING DEPARTMENT I ®13 11805 SW 26 Street N3L MIAMI, FLORIDA 33175 NOTICE TO NIIANII -DADE COUNTY BUH DING DEPARTMENT 6' ®�1C OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by MCI Contractors, Inc. to perform special inspector services under the Florida Building Code at the 118 NW 104 Street, Miami Shores. FL project on the below listed structures as of 07 -22 -13 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: 13 -1191 ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 ❑ SPECIAL INSPECTOR FOR TRUSSES OVER 35FT LONG OR 6FT HIGH 2319.17.2.4.2 ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 9 SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS PER FBC 1927.12 ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection 1. Rafael E -Droz Seda 2. Arsalan Mirza 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect, graduation from an engineering education program in civil or structural engineering, graduation from an architectural education program; successful completion of the NCEES Punaamentats Examination; or re I, (we) will notify Miami -Dade performing inspection services. rZE or general contractor. County Building Department of any changes regarding authorized personnel I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami -Dade County Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The County, building inspections must be called for on all mandatory inspections. Inspections per by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of fmal inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Date: 0 Engineer /Architect Name Rafael E. Droz -Seda, P.E. # 39228 / Terra Tech Consultants, Inc. (PRINT) Address 12385 SW 129 CT, Unit # 7, Miami, FL 33186 Phone No. 305- 256 -2633 01 r { MECAWind Version 2.1.0.6 ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com Date 5/28/2013 Project No. 05 -11 -2013 Company Name Designed By Address Description New Glass Window City Customer Name Adrian Marina State Proj Location 118 NW 104 St. Miami Shores, F File Location: C: \Projects \Melquisedec \118 NW 104 St Miami Sh \Plans submitted \WIND.wnd Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone °a° - 4.2 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf -------------------------------------------------------------------------- WINDOW 9.25 4.25 39.3 4 0.81 -0.90 33.45 -36.50 WINDOW 9,25 4.25 39.3 5 0.81 -1.07 33.45 -42.46 WINDOW 9.25 4.25 39.3 1 0.24 -1.10 16.00 -43.45 I MIAMI- MIAMI -DADE COUNTY PRODUCT CONTROL SECTION " DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175 -2474 BOARD AND CODE ADMINISTRATION DIVISION T (7W 315 -2590 F (786) 315 -2599 NOTICE OF ACCEPTANCE (NOA) www.miamidad"ovlDera/ Labrador & Fundora Corp. dba V & V Windows 2355 W 4th Avenue Hialeah, FL 33010 -1454 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA - Product Control Section to be used in Miami bade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "200" Aluminum Horizontal Sliding Window - L.M.I. APPROVAL DOCUMENT: Drawing No. W10 -26, titled "Series 200 Alum. Horiz. Sliding. Wdw. (L.M.I.)", sheets 1 through 6 of 6, dated 04/23/10 with revision B dated 11/22/11, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P. E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change In the materials, use, and /or manufacture of the. product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 10- 0824.05 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. ` NOA No. 12-0113.01 '; a w7Y Expiration Date: December 30, 2015 Approval Date: March 01, 2012 Page 1 1 C . t Labrador & Fundora Corn. dba V & V Windows NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W10 -26, titled "Series 200 Alum. Horiz. Sliding. Wdw. (L.M.I.) ", sheets 1 through 6 of 6, dated 04/23/10 with revision B dated 11/22/11, prepared by Al,- Farooq Corporation, signed and sealed by Javad Ahmad, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 24113 2. 1, TAS 202-94 along with marked—up drawings and installation diagram of horizontal slider, prepared by American Test Lab of South Florida, Inc., Test Report No. ATLSF- 0126.01 -10, dated 06/08/10, signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA# 10- 0824.05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2007 and FBC -2010, prepared by Al— Farooq Corporation, dated 06/24 /10 and revised on 11/21/11, signed and sealed by Javad Ahmad, P. E. 2. Glazing complies with ASTM E1300 -04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to EX DuPont DeNemours & Co., Inc. for their "DuPont SentryGlas® Interlayer" dated 08/25111, expiring on 01/14/17. 2. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite@ PVB Interlayer" dated 09 /08/11, expiring on 12/11/16. F. STATEMENTS 1, Statement letter of conformance, complying with FBC -2007 and FBC -2010, and of no financial interest; dated'November 21, 2011, signed and sealed by Javad Ahmad, P. E. 2. Laboratory compliance letter for Test Report No. ATLSF - 0126.01 -10, issued by American Test Lab of South Florida, Inc., dated 06/08/10, signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA# 10- 0824.0S) G. OTHERS 1. Notice of Acceptance No. 10-0824-05, issued to Labrador & Fundora Corp. dba V & V Windows for their Series "200" Aluminum Horizontal Sliding Window — L.M.I., approved on. 12/30/10 and expiring on 12/30/15. Ma rez, P.E. Product ontrol xaminer NO .12- 0113.01 Expiration Date: December 30, 2015 Approval Date: March 01, 2012 E -1 C THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. SERIES 200 ALUMINUM HORIZONTAL SLIDING YVTNDO►P DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEET 2. APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF H.R./H.R. OR HORIZONTAL ROLLING WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI -DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2010 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDME14T TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/MEfAL SrR0S, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2010 FLORIDA BLDG. CODE SECTION 2003.8.4. WIN WIDTH 8' MAX. 9" KAX• HEAD /SILL HEAD ILL GGRHERS A 3/18' ANN. GLASS IUCONE PECORCORNING A 898 I I I _ _ sa 24 FALSE MUNIINS ;SURFACE APPUEp) D.L OPO. D.L OPG. . O MAY BE USE13 38 3/4" THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. SERIES 200 ALUMINUM HORIZONTAL SLIDING YVTNDO►P DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEET 2. APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF H.R./H.R. OR HORIZONTAL ROLLING WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI -DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2010 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDME14T TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/MEfAL SrR0S, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2010 FLORIDA BLDG. CODE SECTION 2003.8.4. J L M 1' HEAT STREN'D. GLASS 090° INTERLAYER BLRACTTE PVB BY 'DUPONT' [1"1/8° HEAT STREN'0. GLASS rDOW CORNING CORNING 998 DOW CO PECORA 898 9 110 HEAT STREN D. GLASS .090' NTERLAYIR SENTRY" BY 'DUPONF C -3/18" HEAT STREWD. GLASS SILICONE rDOW CORNING 998 Y 08 �s °m dl yam GLASS TYPrs 'C' SaLASS TYu 'D' oo Ft E Agn • • . PRODUCT WMWD GLAZING OPTION S iass2 eauSy�°A h Mdrawing no. W10 -26 � sheet 1 of B TYPICAL ELEVATIONS 3/18' ANN. GLASS .090° MTERLAYER BUTACRE PVB BY 'DUPONV 3/18' ANN. GLASS IUCONE PECORCORNING A 898 J L M 1' HEAT STREN'D. GLASS 090° INTERLAYER BLRACTTE PVB BY 'DUPONT' [1"1/8° HEAT STREN'0. GLASS rDOW CORNING CORNING 998 DOW CO PECORA 898 9 110 HEAT STREN D. GLASS .090' NTERLAYIR SENTRY" BY 'DUPONF C -3/18" HEAT STREWD. GLASS SILICONE rDOW CORNING 998 Y 08 �s °m dl yam GLASS TYPrs 'C' SaLASS TYu 'D' oo Ft E Agn • • . PRODUCT WMWD GLAZING OPTION S iass2 eauSy�°A h Mdrawing no. W10 -26 � sheet 1 of B 1� TYPIC& ANCHORS SEE ELEV. FOR SPACING 4 WEEPHOLES: W1 = 3/4' X 1 -1/8' WEEP SLOT AT 2' FROM EACH END WITH PLASTIC BAFFLE. W2 = 3/16" X 1 -1/2' WEEP SLOT AT 2' FROM EACH ENI W3 = 1/8' X 1 -3/4' WEEP SLOT AT MID WIDTH OF VENT SEA,: ALL JOINTS AND FRAME CONNECTIONS SEALED WITH PECORA 1215 SEAM SEALER. ALUM BAR 2 -3/18' X 1/8' X 3' LONG AT MED MTO. RAIL LOCATIONS MM —DADS COUNTY APPROVED MULLION Jt MULLION ANCHORS SEE SEPARATE NOA WOOD BUCKS AND METAL STRUCTURE NOT BY V & V WOW. MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE ELEV. FOR SPACING 1 /4' DIA. ULTRACON BY 'ELCO' (FU-177 KSI, Fy-t58 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1 -3/5' MIN. PENETRATION INTO WOOD THRU 16Y BUCKS INTO CONC. OR MASONRY 1 -1/4' MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1 -1/4' MIN. EMBED INTO CONC. OR MASONRY #14 SMS OR SELF DRILLING SCREWS (GRADE 2 CtS) INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8' THK. MIN. (6083 -T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) J12 SMS OR SELF DRILLING SOtEWS (GRADE 2 CRS) INTO MIAMI -DADS COUNTY APPROVED MULLIONS (MIN. THK. = .090') (NO SHIM SPACE) TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2' MIN. INTO WOOD STRUCTURE - 1' MIN. INTO METAL STRUCTURE = 3/4' MIN. CONCRETE AT HEW, SILL OR JAMBS I''o m 3000 PSI MIN, C-90 HOLLOW /FILLED BLOCK AT JAMBS I'm = 2000 PSI MN. �y t R O yj h D 0 c d. 0w cs > y o_ rqa JAV AFM PEODUCPRBYTSB u YA. PEEL 78892 sscm*YhlS tlrel ?IcatAe ' CAN. 3838 BWWing C0& By drawing no. �1p�\ W10 -26 r w 1/4' MAX. VENT Wm V rp SHIM 1/4" MAX. �� C © 0.L OPO. O SHI46 Z J TYPICAL ANCHORS 20 FOR s acuio' ��, ..�. FA e� 24 a 1 ! ° Sal METAL STRUCTURE 8 •L YI >a0 L °,By D.I ope. WoDD eucics q 28 8 EXTERIOR WINDOW WIDTH KO LAYOUT g VENT WIDTH ' VENT WIDTH 1/4" MA 1/4' SHIM SHM MAX, O D.L. OPO. O O.L. OPO. 8 7 20 23 23 TYPICAL ANCHORS WOOD BUCK ("�"'► L-M SPACING o mD STRUCTU 24 24 � t5 * t � > m v> 1 3 .80 lie - - -- SCREENS O - -- --- - - -- ° 1BY b. D.L. GPO. WOOD BUCKS 4 28 8 P EXTERIOR b y S I R WINDOW WIDTH cHORS XOX LAYOUT g SEE ELEV. FOR SPACING MIAMI -OADE COUNTY APPROVED MILLION g MULLION ANCHORS_\ SEE SEPARATE NOA o �^ rr - - -l'' •� g a m I I I II I' ;l o Frtgrt JAYS AHMAD PRODUCPRBVIM T3 8 FLA PE Mpg eaaomP1ybMWIm"Mdu I I I . •C,HN.bb M �e IL —� I AY drawing no. LTVPICAL - - - - -- -- — W1 0-26 SEE ELEV. FFOOR�SPACING `�O sheet q. of 8 r 2.766 .986 A62 w 1%tu� a TYP. .Blm '60q 1 _ 2.887 � 2 .878 1.478 .937 •080 1.128 TYP. �- - -� ; 8 .808 .878 .878 b LL Q VENT TOP /BOTTOM RAIL © JAMB ADAPTER 8 1.187 1.128 V p et 2.083 .062 aj Ut FRAME HEAD oe2 C g TYP. 1.100 1.187 1.128 1 775 .874 .987 .184 878 13 SILL RISER 1.188 2 828 © JAMB STILE .128 3 876 A78 TYP. 2083 2.167 '� c 1.879 L L 2.786 .906 1.139 re ® FRAME SILL 1.788 ALUMINUM BAR R o As 1.420 Q MEETING RAIL 1 TIN O .998 312 O80 1.878 1.187 TYP. I 3O SILL TRACK .082 YYP. 1.780 2.628 .800 � -1.780 O FIXED MTG. RAIL 147 g<m �- .082 7YP. .888 .082 TYP. o ;_ 2.827 2.880 p .887 • ' ' rRODUC7' R.0 ft A FLA PE�70892* as ammlylva ItlaFde CAA, R adWSc � to GLAZING BEAD Ii -W .937 �Q`, Ti drawing no. ® FRAME JAMB 5 of g ttrsa4 rear g QUANTITY a>�cR¢+xtoR ffis7�RtA1, arsRr. /6urrTJ�1e/RSMARXB 1 W03 1 FRAME HEAD 8083 -TB 2 V202 1 FRAME SILL 8083 -TB - 3 V203 1 S81 TRACK 8083 TB - 4 VZO7 2 FRAME JAMS 8063 -TB 8 Y208 AS REOD. FRAME JAMB ADAPTER 8083 -TB - 8 W04 1/ VENT FIXED MTO. RAIL 8083 -T8 7 V204 1/ VENT VENT MTERLOCK 8083 -TB - B V209 1/ VENT JAMB MILE 8083 -T8 - 9 W07 2/ YENT TOP AND BOTTOM RIW. 8083 -T8 - 10 W 08 A3 REOD. GLAZING BEAD 0083 -TB - 13 - AS READ. ADD-ON SILL RISER 8083 -T8 USE AS RECD. 14 - 4/ VENT ROLLER HOUSING & GUBIE CELCON - M18 Y208 2/ VENT ROLLER BRASS - 18 V207 2/ VENT ROLLER F'M ST. STEEL, - 17 g8 X 1 -1/4° AS READ. FRAME/YENT ASSEMBLY SCREWS CRS P.H. 18 S8 X 3' 2/ VENT FIX. RAIL 91LL SCREWS (SILL tNa) CRS P.H. SKIS 19 - AS REOD. FIN SEAL W'STRIPPING - ULTRAFAB 20 914IXt11 ps RECD. BULB SEAL (DUAL DUROMETER, T- SLOT BULB-73) NEOPRENE ULTRAFAB 22 9148QU '!AS R£QD. GLAZING BEAD BULB (DUAL DUROMETEIi, T- SLOT BULB =73) NEOPRENE ULIRAFAB 23 - 2/ VENT SWEEP LATCH - AT 8-t/2° FROM EACH END 24 g8 X 3/4° 2/ LATCH LATCH MST. SCREW ST. STEEL PH 3M3 28 - 2/ wDW. WEEP VALVE 28 - 1/ VENT 5/1 6' BOX SCREEN - OPTIONAL 27 86 X 1/2" 2 BAFFLE MS7ALlATION SCREWS PH TEt0i III I FIXED MTG. RAIL CORNER 17 FRAME BOTTOM CORNER a] �v ro P W. La 8 0 � cl g a 0 arawing no. W10 -26 s I T MCA*inctAFaM& 2.1.0.6 per ASCE 7 -10 Developed bye MECA Enterprises, Inc. Copyright 2013 www.mecaentexprises.com Date : 6/20/2013 - Project No. 05 -11 -2013 Company Name : Designed By Address Description New Glass Window City Customer Name Adrian Marina State Proj Location 118 NW 104 St. Miami. Shores, F File Location: C: \Projects \Melquisedec \MShores Windows \MWFR.wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph 20.90 psf pl: Structural Category = II 14.71 Exposure Category = C Windward wall pressure acting uniformly outward = Natural Frequency = N/A psf Flexible Structure = No p0 -pl = Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt - 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin - 15.00 ft Slope of Roof = 0.67 : 12 Slope of Roof(Theta) 3.18 Deg Ht: Mean Roof Ht - 10.50 ft Type of Roof = Monoslope RHt: Ridge Ht = 12.00 ft Eht: Eave Height = 9.00 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 2920.00 ft^ 2 Bldg Length Along Ridge = 54.00 ft Bldg Width Across Ridge= 54.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq. >l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6 *Ht = 15.00 ft lzm: Cc *(33 /Zm) ^0.167 = 0.23 Lzm: 1 *(Zm /33) ^Epsilon = 427.06 ft Q: (1/(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 = 0.92 Gust2: 0. 925*(( 1+ 1.7 *lzm *3.4 *Q) /(1 +1.7 *3.4 *lzm)) = 0.88 /e Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 (( Table 26.11 -1 Internal Pressure Coefficients for Buildings, Gcpi GCPi Internal Pressure Coefficient = +/ -0.18 Topographic Adjustment 0.33 *z = 3.47 Kzt (0.33 *z): Topographic factor at elevation 0.33 *z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33 *z)] ^0.5 = 175.00 mph Net Wind Pressures on Walls (Table 27.6 -1) Wa21 Pressures do not ina2ude effect of internal pressure b0&RS-Wal1 Pressures for Wind Normal to 54 ft wall L/B = 1.00 ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) - 38.70 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 20.90 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 14.71 psf pwh: Windward wall pressure acting uniformly outward = ph -pl = 23.99 psf pw0: Windward wall pressure acting uniformly outward = p0 -pl = 23.99 psf t t i t � PAS -Wall Pressures for Wind. Normal to 54 ft wall L/B = ph: Net Pressure at top of wall (windward + leeward) _ p0: Net Pressure at bottom of wall (windward + leeward) _ ps: Side wall pressure acting uniformly outward = .54 * ph - pl: Leeward wall pressure acting uniformly outward = .38 * ph= pwh: Windward wall pressure acting uniformly outward = ph -pl = pw0: Windward wall pressure acting uniformly outward = p0 -pl = See Fig 27.6 -2 for Parapet vAndl Wall Pressures See Table 27.6 -1 Elevation Roof Pressures See Table 27.6 -2 Mean roof ht. 1.00 38.70 psf 38.70 psf 20.90 psf 14.71 psf 23.99 psf 23.99 psf Net Wind Pressures on Roof (Table 27.6 -2): Exposure Adjustment Factor = 1.000 Zone Load Case1 Load Case2 - - -- psf ---- - - - - -- psf ---- - - - - -- 1 .00 .00 2 .00 .00 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of 10' indicates that the zone /load case is not applicable. 1� a a t e e e e a a � OIL�� e Monoslope Roof ' l HECAWind Version 2.1.0.6 ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com Date : 6/20/2013 Project No. 05 -11 -2013 Company Name : Designed By Address Description New Glass Window City Customer Name Adriana Marina State Proj Location 118 NW 104 St. Miami Shores, F File Location: C: \Projects \Melquisedec \MShores Windows \MWFR.wnd 1 -) a i 13 1 2a , t 2'; 1 _ 1 4a 3": , F ?' 3 WAS a Rionosloue Roof 3 < 0 <=10 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 4.2 ft Description Width span Area Zone Max Min Max P Min P ft ft ft ^2 GCp GCp psf psf -------------------------------------------------------------------------- TRUSSES 2.00 10.00 33.3 1 0.25 -1.10 16.00 -43.45 TRUSSES 2.00 10.00 33.3 2 0.25 -1.25 16.00 -48.46 TRUSSES 2.00 10.00 33.3 3 0.25 -1.49 16.00 -56.56 TRUSSES 2.00 10.00 33.3 4 0.82 -0.91 33.84 -36.89 TRUSSES 2.00 10.00 33.3 5 0.82 -1.09 33.84 -43.23 r NECAWi.nd Version 2.1.0.6 ASCE 7 -10 Developed by NECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com Date : 6/20/2013 Project No. 05 -11 -2013 Company Name : Designed By Address Description New Glass Window City Customer Name Adriana Marina State Proj Location 118 NW 104 St. Miami Shores, F File Location: C: \Projects\Melquisedec \118 NW 104 St Miami Sh \Plans submitted \WIND.wnd B1 Wind Pressure on Components and Cladding (Ch 30 Part 1' All pressures shown are based upon ASD Design, with a Load Factor of .6 I'• 3 2a a 3, •--------- - - - T- Description Width Span Area Zone Max Min Max P 1 , 2 -------------------------------------------------------------------------- ft a, ft ^2 GCp GCp psf psf WINDOW 1 4a 3' ' l 38.9 4 2 ; 3 ?a Momosim a Roof 3 < 0 -=10 Wind Pressure on Components and Cladding (Ch 30 Part 1' All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a° = 4.2 ft Description Width Span Area Zone Max Min Max P Agin P -------------------------------------------------------------------------- ft ft ft ^2 GCp GCp psf psf WINDOW 1 9.25 4.21 38.9 4 0.81 -0.90 33.47 -36.53 WINDOW 2 2.00 2.00 4.0 5 0.90 -1.26 36.66 -48.88 WINDOW 3 4.30 4.21 18.1 4 0.86 -0.95 35.27 -38.32 WINDOW 4 3.10 4.21 13.1 4 0.88 -0.97 36.03 -39.09 FRENCH DOOR A 5.00 6.70 33.5 4 0.82 -0.91 33.82 -36.88 A SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210 -2 -SDS 11473.12 FGTR 11473.2 LGUM210 -3-SDS 11473.13 FGTRE 11473.2 LGUM210 -4-SDS 11473.14 FGTRHL 11473.2 LGUM26 -2 -SDS 11473.12 FGTRHR 11473.2 LGUM26 -3-SDS 11473.13 HETA12 11473.3 LGUM26 -4 -SDS 11473.14 HETA16 11473.3_ LGUM28 -2 -SDS 11473.12 _ HETA220 11473.3 LGUM28 -3 -SDS 11473.13 HETA24 11473.4 LGUM28 -4-SDS 11473.14 HETA40 11473.4 LGUM410 -SDS 11473.15 HETAL12 11473.5 LGUM46 -SDS 11473.15 HETAL16 11473.5 LGUM48 -SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 MEW 11473.17 HGUM5.50 11473.7 MEW 6^ 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 U SIMPSON STRONG -TIE COMPANY, INC W Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 3222419041821 -5200 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically Identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61G- 30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. I:a 4161:4 III 191W-Ilya CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9B- 72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong -Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26 -2, LGUM28 -2, LGUM210 -2, LGUM26 -3, LGUM28 -3, LGUM210 -3, LGUM26 -4, LGUM28 -4, LGUM210 -4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either %x2Y4" Titen Masonry Screws for a masonry wall, or %ax 13/" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either %4x2' /" Titen Masonry Screws for a masonry wall, or'/xl%" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson % X 1 %2" SDS screws (provided with the part), and fastens to the wall with either %4x2 %a" Titen Masonry Screws for a masonry wall, or %x 13/" Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson % X 1 %z" SDS screws (provided with the part), and fastens to the wall with %4x2'/4" Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong -Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete wall. Embedded truss anchors fasten to a single -ply wood truss with 10dx1 % nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 51/18" for HETAL). The strap portion of the anchor is Na" wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx l Y2" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single -ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dx I Yinnails. They are embedded in the masonry or concrete wall to a depth of 4% inches. The strap portion of the anchor is 1'/" wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1 Y4" wide for use on 1 %" and larger members. They are installed with 10d common nails to the wood and either %4x2'/4" Titen Masonry Screws to masonry, or %x 1 %" Titen Masonry Screws to concrete. The MSTCM Strap is 3" wide for use on doubled 2 -by or single 4 -by and larger members. They are installed with 16d sinker nails to the wood and either %x2%4" Titen Masonry Screws to masonry, or'/x13/" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non -pitch specific girder tie down that can be used in new construction or retrofit applications to be down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong -Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS %4" wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie Y2" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and F„ =52ksi and the plates are made from 3 gauge ASTM A -1011 Grade 33 steel having Fy =33ksi and F„= 52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be %" deeper than the specified Titen HD length. The SDS screws are installed best with a low -speed Y2" drill and a %" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued- laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce - Pine -Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp S Fyb: I with ASTM F 1667 and shall have the minimum bending strength Common Nail Pennyweight Nail Shank Diameter inch Fyb (psi) 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Hers for galvanized connectors in re Fasteners pressure-preservative t ated wood shall be hot - dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong -Tie M 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, f - 2500 psi Masonry, f m ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions Grout ASTM C476 2000 psi or by ro porti ons 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this report supersedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM 8845, H756 2/27/90,12/6/00 HTSM 02 -3667 1/30/02 HM9 Uplift 02 -3793 5/15/02 HM9 F1 Direction 02 -3793 5/15/02 HM9 F2 Direction 02 -3793 5/15/02 HGAM10 Uplift 02 -3884 7/29/02 HGAM10 F1 Direction H046 3/25199 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674,02-3802 02- 3861,04 -4675 6/4/02,6/8/02, 7/24/02, 218/04 META F1 02 -3674, 02 -3802 6/4/02, 6/8/02 META F2 02 -3674, 02 -3802, 02 -3861 6/4102, 6/8/02, 7/24/02 HETA Uplift 02 -3803, 02 -3862, 04 -4676 6/10/02, 7/26/02, 2/8/04 HETA F1 02 -3803 6/10/02 HETA F2 02 -3803, 02 -3862 6/10/02, 7/26/02, HHETA Uplift 02-3676,02-3863, 04 -4674 6/4/02, 7/29/02, 2(7104 HHETA F1 02 -3676 6/4/02 HHETA F2 02 -3676, 02 -3863 6/4/02, 7/29/02 HETAL Uplift 02 -3803, 02 -3862, 04 -4676 6/10/02, 7/26/02, 2/8/04 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong -Tie r� Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02- 3616 2/13/02 LTA1 F1 02- 3616 2/13102 LTA1 F2 02- 3616 2/13/02 MSTAM24 Uplift 02 -3795 5117/02,5/17/02 MSTAM36 Uplift 02 -3795 5/17102, 5/17/02 MSTCM40 Uplift 02 -3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04- 5004, 04 -5005 10/6/04,10/6/04 FGTRE Uplift 04 -5010 10/29/04 FGTRHL/R Uplift 04 -4915 10/13/04 LGUM Down M202,M 203, M204, M222, M224 7/13/06, 7/13/06, 7/13/06, 7114/06, 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, M217 9/11/06, 9/11/06,10/20/06,10/20/06 HGUM Uplift M729, M731 813/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate /Allowable Lateral Parallel to Plate + Design Lateral Perp. to Plate /Allowable Lateral Perp. to Plate < 1.0 10. CODE Florida Buildina Code. Buildina 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong -Tie UM Florida Buildina Code. Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS i 4EE. { 5 y Sri � y � , �a�t a°�.� : gjg �����,' _� � v 2 a "k 3: ..t� yam, tt y "J,?R.� f ar ?X �` ,,. �„ .i f a .. �4- MTSM16 16 16 7 -10d 4 - %x2% %x18/ 875 755 MTSM20 16 20 7 -10d 4 - %x2% 4- %x18/4 875 755 HTSM16 14 16 8-10d 4 -a %x2% 4 - %x18/ 1175 1010 HTSM20 14 20 10 -10d 4 -Y4x2% 4- Y4x18/4 1175 1010 HM9 18 - 4- SDSY4Xl% 5- %x2% 54x1% 805 690 HGAM10 "a 14 - 4- SDSY4Xl% 4- %x2% 4- %x2% 850 850 Notes: 1. Loads include a 60% load duration Increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress Increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs; (SFP), and allowable F2 load shall be 200 lbs (DFUSYP) & 170 lbs (SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs (DFUSYP) & 950 lbs (SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 W must be used when framing anchors are installed on each side of the Joist or truss. 61CAM10 Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong -Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS ,�.. E PA 3 META12 18 8 7- 10dx1% 1450 6-16d 1450 340 725 META14 10__ _ 7 -10dx1 % 1450 6-16d 1450 340 725 META 12 7- 10dxl% 1450 6-16d 1450 340 725 j META18 14 7- 10dxl% 1450 6-16d 1450 340 725 6- 10dxl% 1270 5-16d 1245 340 725 META20 16 7- 10dx1' /z 1450 6-16d 1450 340 725 META22 18 7- 10dxl% 1450 6-16d 1450 340 725 META24 20 7- 10dx1% 1450 6-16d 1450 340 725 META40 36 7- 10dx1% 1450 6-16d 1450 340 725 HETA12 8 7- 10dx1% 1520 7 -16d 1780 340 725 HETA16 12 9 -10dx1 % 1810 8-16d 1810 340 725 8- 10dxl% 1735 7 -16d 1780 340 725 J HET�� 16 16 9-10dx 1 % 1810 8-16d 1810 340 725 HETA24 20 9- 10dxl% 1810 8-16d 1810 340 725 HETA40 36 9- 10dx1% 1810 8-16d 1810 340 725 HHETA12 8 7- 10dxl% 1565 7 -16d 1820 3406 815 HHETA16 12 10- 10dx1% 2235 9-16d 2235 3406 815 9- 10dx1% 2010 8-16d 2080 3406 815 HHETA20 14 16 10- 10dx1'/ 2235 9-16d 2235 3406 815 HHETA24 20 10- 10dxl% 2235 9-16d 2235 3406 815 HHETA40 36 10- 10dxl% 2235 9-161 2235 3406 815 HETAL12 16 7 10- 10dx1% 1085 1 10-16d 1270 415 1100 HETAL16 11 14- 10dx1% 1810 13-16d 1810 415 1100 HETAL20 15 14- 10dxl% 1810 13-16d 1810 415 1100 LTA1 18 314 12- 10dx1' /z 1420 12 -10dx1 1420 485 1 1425 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Cale. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel - to-plate load towards face of HETAL is 1975 lbs. 4. Minimum fe is 2,000psi 5. It Is acceptable to use a reduced number of fasteners In a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable toad by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 164 or 7 -10dx1 %" fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Typical META Installed eith TSS Figure 4 Figure 5 Pa, METAIHETAIHHETA Typical Installation LTA1 Typical Installation - -- -- Simpson Strong -Tie m TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS m �w L CMU 1 &10dx1' /z 2480 - - 20005 1370 DETAL20 1 Concrete 18- 10dx1% 2480 - - 2000 1505 CMU 10- 10dxl% 1985 14-16d 1900 1210 1160 META 2 10- 10dxl% 1985 14-16d 2565 1210 1160 Concrete CMU 10- 10dxl% 2035 12 -16d 2500 1225 1 1520 HETA 2 10- 10dxl% 2035 12 -16d 2700 1225 1520 Concrete CMU 10- 10dxl% 2035 12 -16d 2500 1225 1520 HHETA 2 10- 10dxl% 2035 14-16d 3350 1225 1520 Concrete Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8° wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3 -ply applications with anchors spaced a minimum of 3° apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single -ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 lb. may result in deflection up to 5 /." in the F, direction. Figure 6 DETAL and Double META/HETAIHHETA Application Page 9 of 13 Simpson Strong -Tie B Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Cale. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum edge distance is I W for Titen Masonry Screws. 3. Minimum fm =1500 psi and minimum fo = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. Typical MSTAM36 Installation. Figure 7 MSTAMIMSTCM Typical Dimensions and Installation Typical MSTCM60 Installation Page 10 of 13 Simpson Strong -Tie TABLE 4 MASONRY STRAPS ALLOWABLE LOADS FASTENERS AND DIMENSIONS �{ � ' f F. Jxi �} ? 'L•�F .a'. 3 Cf a, _ f 8 �' A . � -: 3 d 4 � - '-T ,�� ?.*'. MSTAM24 18 1% 24 5-'/4x2'/% 5 ' /ax 1 S/a 8 -10d 1500 9-10d 1500 MSTAM36 16 1% 36 8- '/4x2'/4 8- '/4x19/4 10 -10d 1870 11 -10d 1870 MSTCM40 16 3 40' /a 14 -' /4x2' /a 14 -' /x14/ 22 -16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16 3 59% 1 14- '/4x2'/4 14- '/4x19/4 26 -16d Sinker 4220 26-16d Sinker 4220 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Cale. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum edge distance is I W for Titen Masonry Screws. 3. Minimum fm =1500 psi and minimum fo = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. Typical MSTAM36 Installation. Figure 7 MSTAMIMSTCM Typical Dimensions and Installation Typical MSTCM60 Installation Page 10 of 13 Simpson Strong -Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS 1 2 -Tten HD %x5" 18 -SD81 /4x3 50008 FGTR 2 4 -Then HD %x5" 36 -SDS1 /4x3 9400 FGTRHUR 1 2 -Titen HD %x5" 18 -SDS1 /4x3 3850 FGTRE 1 2 -1-hen HD %x5" 18 -SDS1 /4x3 46858 FGTRE+FGTR 1 Each 4 -Titen HD %x5" 36 -SDS1 /4x3 50008 Notes 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. Two FQTRa FcTRHL'rOawEW Figure 8 FGTR/FGTREIFGTRHUFGRHR Typical Installation Page 11 of 13 Simpson Strong -Tie I TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS P d��c ik .N' i 0. t �e (t'd2 :5"s ✓s.yi' k oyu �3� � � � @ a� i day, � S �� E � }� �b� � L"i� , . � t :.. •,. .. DOUBLE 2x SIZES LGUM 26-2 12 3 /16 5 4 4 - Ve" x 4" 4 - V4 "x2'22" 1430 5595 LGUM 28-2 12 3 /is 7 4 6 - W x 4" 6 - Y4 x2'2" 2435 8250 LGUM 210 -2 12 371s 9 1 4 8-3/a' x 4" 8 - Y4 "x2'2" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5% 5% 4 4 - %" x 4" 4 - Y4"x2'2" 1430 5610 LGUM 28 -3 12 5% 1 7% 4 6 - W x 4" 6 - Y4 "x2'/2" 2435 8290 LGUM 210-3 12 5% 1 9 Ye 1 4 1 8 - W x 4" 8 - Y4 "x2'2" 1 3575 1 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /is 1 5 `/is 1 4 4 - Ve" x 4" 7 4 - Y4 "x2Y2" 1430 5625 LGUM 28-4 12 1 6 /is 7 /Ie 1 4 6 - W x 4" I 6 - Y4"x2'2" 2435 8335 LGUM 210-4 12 1 611/16 9 /ls 1 4 8 - Ve" x 4" 1 8 - '/c 'x2' /2" 3575 9860 4x SIZES LGUM 46 12 3% 4% 4 4 - Ys" x 4" 4 - Y4 "x2 %2" 1430 5600 LGUM 48 1 12 3% 1 6% 4 6 - Y.- x 4" 6-1/4"4%" %" 1 2435 8260 LGUM 410 12 3% 8%1 4 1 8 - %" x 4" 8 - %4x2%" 3575 1 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 5% 8 - W x 5" 24 - Y4 "x2Y2" 10085 14965 16015 HGUM5.50 7 5% 11 5'2 8 - 62" x 5" 24 - Y4 "x2%" 10125 14940 16015 HGUM7.00 7 7 to 5% 8 - Va" x 5" 24 - Y4"x2'2" 10375 14770 16015 HGUM7.25 7 7% 30 5% 8-W x 5" 24 - ' /4 'x2W 10415 14740 16015 HGUM9.00 1 7 9 5% 8 - Ve' x 5" 24 - Y4 "x2'2" 10705 14545 16015 Notes: 1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum fm = 1500 psi and fc = 2500 psi. ,E am Figure 9 LGUM/HGUM Typical Installation Page 12 of 13 Simpson Strong -Tie 12. IDENTIFICATION u °i�4�8'Y.§BP�A ax Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. ,Inc. E. Page 13 of 13 Simpson Strong -Tie MUAM{D , DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Labrador & Fundora Corp dba V & V Windows 2355 W 40 Avenue Hlikleah,_FL 33010 -1454 MIAMI —DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida-33175 2474 T (786) 315-2590 F (786) 315-2599 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERM Product Control Section to be used in Miami-Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurrlcane Zone. D„SCI P"6. Series - 30011- Outswing 8'0" Glued Aluminum Entrance Door - L.M. L APPROVAL DOCU N'r: Drawing No. W10 -08, titled "Series Aluminum Out- -Swing Entrance Door -", sheets 1 through 12 of 12, dated 02/24 /10 with revision "C" dated 11/22111, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P. E., bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant. LIMITATIONS: 1. The maximum positive exterior design pressure shall be + 66.30 psf where water infiltration requirement is needed. 2. Glass lite wider than 36" shall be supported with approved setting blocks or clamps per FBC requirements. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series and following statement: "Miami Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been fled and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 14-0406.04 and consists of this page 1, evidence pages E -1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gaseon, P. E. NOA No. 12-0113.0Z_ Expiration Approval Dat�e�Aprll 19, 2012 Page 1 A Labrador & Fundorn Cora dba V & V Windows NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS is Manufacturer's.die drawings and sections. (Su'bmA*d under previous NOA No. 10-0406.04) 2. Drawing No. W10-08, titled "Series Aluminum Out-Swing Entrance Door (L.M.L) ", sheets 1 through 12 of 12, dated 02/24/10 with revision "C" dated 11/22/11, prepared by Al Farooq Corporation, signed and sealed by Javad Ahmad, P. E. B., TESTS' 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 --94 5) Cyclic Wind'Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, Type "C" swing door, Grade 10, per FBC 2411.3.2.1, TAS 202 -94 and per ASTM F 842-04 along with marked -up drawings and installation diagram of an Aluminum outswing French door, prepared by American Test Lab of South Florida, Inc., Test Report No. ATLSF - 0403.02-08, dated 01/18/10, signed and sealed by William R. Mehner, P. E., Henry Hattem, P. H. and "Edmundo J.-Largaespada; P. E. (Submitted underpreview NOA No. 10-0406.04) C. CALCULATIONS 1. Anchor calculations and structural analysis, complying with FBC -2007, dated March 18, 2010, prepared by Al Farooq Corporation, dated 08/10/10, signed and sealed by Javad Ahmad, P. E. (Submitted under previous NOA No. 104406.04) 2. Statement letter of conformance and compliance with the FBC 2010, prepared by Al Farooq Corporation, dated 11/21/11, signed and sealed by Javad Ahmad, P. E. 3. Glazing complies with ASTM E13W -04 ►. D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11 -0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 09/08/2011, expiring on 12/11/2015. Jaime D. Gascon, Product Control Section Supervisor NOA No. 12-0f13.02 Rupiration Datc: September 01, 2015 Approval Date: April 19, 2012 E -1 Labrador & Fundora Coro dba V & V Windows NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, no financial interest and compliance with the FBC 2010, prepared by AI- Farooq Corporation, dated 11/21/11, signed and sealed by Javad Ahmad, P. E. 2. Statement letter of no financial interest, conformance and compliance with the FBC 2007, prepared by Al Farooq Corporation, dated 04 /30/10, signed and sealed by Javad Ahmad, P. E. (Subed under previous NOA No. 10-040& 04) 3. Asset purchase agreement dated July 28, 2009, signed by Mr. David Labrador and Mr. Candido D. Vega. ( Submided under previous NOA No. X 0- 0406.04) 4. Laboratory compliance letter for Test Report No. ATLSF- 0403.02 08, issued by American Test Lab of South Florida, dated 01 /18 /10, signed and sealed by William R. Mehner, P. E., Henry Hattem, P. E. and Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 10- 0406.04) G. OTHERS 2. Notice of Acceptance No. 10-0406.04, issued to Labrador & Fundora Corp dba V & V Window for their Series "300" 810" outswing Glazed Aluminum Entrance Door - L.M.I. ", approved on 09/01/10 and expiring on 09/01/15. (�4z - 11-11 Jaime D. Gas , P. E. Product Control Section Supervisor NOA No. 12 -0113.02 Expiration Date: September 01, 2015 Approval Date: April 19, 2012 E -2 I� 118° HEAT STREN'D GLASS .080° ITTERLAYER BUTACIE PVB BY 'DUPONY 1/8° HEAT STRIaI'p GLASS SIUCONE DOW 995 PECORA 89B 2 l � 11 � GLASS TYPE 'A' 8118' OV84ALL LAM. GLASS M HEAT STREWD GLASS C BI°O WERIAYER BUTACTTE PVB BY 'DUPOM' r3 /18° HEAT STREWD GIAP PECARA 898 1 1 20 \ GLASS TYPE 'H' 7/18' OVERALL LAM. GLASS GLAZING DSTAII AT STML SL.1TE /TRANSOM: Z fro 3 _J -g THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUITE.RS ARE NOT REQUIRED, ALUMMM OUTSWING ENTRANCE DOOR c SINGLE (X) AND DOUBLE (XX) LEAF DOORS W/O TRANSOM SEE SHEET 2. SINGLE (0/X) AND DOUBLE (O/XX) LEAF DOORS WITH TRANSOMS SEE SHEET 3. L SINGLE AND DOUBLE LEAF DOORS WITH SIDELITES SEE SHEET 4. ,y> SINGLE AND DOUBLE LEAF DOORS WITH SIDMITES AND TRANSOMS SEE SHEET 8. al LOWER VALUES FROM SIDEUTE CAPACITY CHART OR DOOR CAPACITY WILL > APPLY TO ENTIRE SYSTEM. DOORS APPROVED FOR INSTALLATIONS WHERE WATER INFILTRATION 0 RESISTANCE IS REQUITED. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2010 EDITION INCLUDING HIGH VELOCITY HURRICANE 20NE (Hm). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER IDEA LADS TO THE STRUCTURE R ANCHORS SHAD. BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND TALL DRESSING OR STUCOO. $ ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL - A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. ° MATERIALS HUM BUT NOT LIMRM TO MEIMEIAL SCREWS, THAT COME III CONTACT WITH OTHER DISSIMILAR MATERKLS SHALL MEET 'RE REQUIREMENTS OF 2010 FLORIDA BLDG. CODE SECION 2003.8.4. 0 un , CPA A,7ui vu a c cA.E, S&°B92 A ti ®�1 drawing no. v wi o —os • street 1 of 12 r 39 518° MAX. 7° MAX FRAME WIDTH FRAME WIDTH dY ir L2° 5° MAX 5° MAX MAX. Z 3R A SILL Fps aD /say A SLL I 1 HEAD ANCHORS (4) AT STILE o. 8 n a �a .} 'I�IWyIf 1 v - j !1 \ I A� FALSE CE APPLIED 8 SURFACE APPLIED B ' •g G` FALSE MUNTINS OR DES MA BE SIX 28 3/4` MAX. �D DECORATIVE Y28 3 /A° MAX 28 3/4' MAX. USED D.L. OPO. D L OPG. D.L OPO. o 38 3/4` MAX. 38 3/4 °MAX LEAF WIDTH app MADTH (X) (XX) DOORS LOAD CAPACITY - P9F R DOUDLS DOORS 1rITHOTIT TBAN80M (� DOOR G7 TYPE � TYPR GLASS CAPACITIES ON THIS SHEET ARE § 4 lwi�EM.( +) EXr.( +) W.( -) BASED ON ASTM E1300 -04 (3 SEC. GUSTS) WIDTH AND FLORIDA BUILDING COMMISSION g 70.0 eo o 70.0 90.0 DECLARATORY STATEMENT DCAO5- DEC -219 j " 88.3 75.8 88.3 70,8 g a m v EW. 4 FIA P�/ 782 CAN. J638 DuCT>ZBdLSBD 2015 TO _ dlnwing no. � sheet 2 of 12 Dooas LOAD CAPACCPY — P9F 8IIi!(TLD DOORS 1TITB'OUT TRANSOM (7n GL998 TYPE 8fe1>>D TYPE DOOR DIMS. •p' •D• WIDTH HEIGHT i if EXL(+) RLr.( -) B8, 70A 80.0 70.0 80.0 88.3 76b 88.3 70.8 i if 1 11 \ iytY I qq I \ I I I II a / I AcmrE BJACINE 39 S /B° MAX. 78° FRAME WIDTH FRAME WIDTH 3 Z 35° 71 5118° Q ` D.L. OPO. 12' D.L. OPO. 12' 5 S° N UIH REWF. WRNERS F saL HEAQ /SUi F CORNERS SILL $ o H •� %�/ G AT TRANSOM ENDS � � AMI SINGLE DOORS OUBLE DORS � TRANSOM ENDS d i = $ u Is ci Ll AW , I ACTIVE INIG:i'NE Uri FNS 4E 4UNfR.LS GR B SURFACE APPLIED 8 $m OECMAY BE USED FALSE NUNTINS OR goal MAY BE USED 28 3/4° MAX 41AX. OEOORATIVE GRILL 28 3/4° MAX 28 3/4° MAX. 10 D.L. D.L OPO. O.L OPG. 38 3/4' MAX. 38 3/4' MAX. $ LEaF WIDTH LFAF wmTt1 NOTE- CAPACITIES ON THIS SHEET ARE (0/x) (O /XX) BASED ON A UILDINNGG COM I GUSTS) MISSION s DECLARATORY STATEMENT DCA08- DEC -219 < m 80088 LOAD CAPACITY - PSF DOUBTS DOORS RITB T8AIi80ffi (O/XX) GLASS TYPE GLASS TYPE EW. VAD { 'o ODOR DIMS. `A' 8' .F1A:'PE�� j FRAN FRIGHT EXT.( +) NT.(-) W.( +) WT.( -) CANE '80D=REVISED WIDTH HEIGHT as withgmwmt 12O• 78.0 �.0 78.8 98A _ ; D! 13.82 I 88J 75.8 88.3 75.8 lak` s drawing no. Gy z ueP'a e� amp -, wi 0--08 ' sheet of 12 DOORS LOAD CAPACITY - PRY BINGES DOORS RITE T8AN80ffi (0/%) DOOR 0146. GLAD TYPE 'A' GLABB TYPE B' FRAME 'MDTII FRAME HEIOHT E)CI:( +) WT.( -) IXL(t) WT.( -) 3, -•s /9° 78.8 80.0 70.0 &I.0 � -S /e° 720° �.3 75.9 88.3 78E ,ao° ggo a a G h �Io 12 ALUMINUM @ STIFFENER S S ' FALSE DECO i3 S®ELRE WS,TH DOOR WIDTH MAY C� SEE CHART AT LEFT LEAF WIOfH NOTE (oxxo) _ }$� FOR DOORS CAPACITIES SEE SHEET 2. FOR SIDEUTE CAPACITIES SEE CHART ABOVE. LOWER VALUES FROM DOOR OR SIDEUTE CHART WILL APPLY TO ENTIRE SYSTEM. $ Ail ; FLA. .A NN. 36.iB7 IlrowiU� Fi de NOTE: t+B cob GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E13O0 -04 (3 SEC. GUSTS) drowing no. AND FLORIDA BUILDING COMMISSION Q • PmdtmlCor4m X110 -08 DECLARATORY STATEMENT DCAO5- DEC --219 sheet 4 of 12 DffiION LOAD CAPACITY - P8F SIDELnES Wn11 siNCaE OR DouBLE LEAF DOORS Wm,our TRANSOM GLASS TYPE 'A' (uaBB TYPE 's' $IDkLIT& 8ID8L,TR 8D)BLITB SD)8L1'fE �T ,T /0 8)3IIVF. B/ ALUM R)IU4F. W/0 BE04F. $/ AIM RSINF. DX2iFS INCHES EXT.( +) PITd -) EXT.( +) UJI.(• -) IXi.( +) MT.(-) EXI•d +) INL(-) 24 70.0 eoA 70.0 eoA 7ao SOA 7oA 80.0 28 7Q0 Sao 70.0 80A 70A BOA 70A 80A Sa 80 70A 8DA 70.0 BOA 7a0 80.0 7Q0 80.0 38 70.0 80.0 70A 80.0 7a0 80.0 70A 80.0 40 7a0 80.0 70.0 BOA 70A 80.0 70.0 80A 24 70A Bao 7ao B0A 7ao eoA 7oA aao � 7oA Bao 70.0 aoo 7ao �A 7ao 80A 32 ed 7oA �.0 7oA eo.o 70.0 BOA 7oA 80A 38 70A 80.0 70.0 8DA 70A 80.0 70.0 80.0 40 70A �.O 70.0 80A 7a0 80.0 70A BOA 24 70A 80.0 70.0 50.0 70A 80.0 70.0 80.0 28 704 80.0 70.0 80.0 7a0 80.0 70.0 80.0 32 90 70A 80A 70A 80,0 70.0 80A 7a0 BDA 38 70A 80.0 70,A 80A 70.0 80.0 70A �.0 40 70A 8a0 70.0 BOA 70A 80.0 7a0 B0.0 as 70A 75.8 70.0 80.0 7oA 7&s 7ao 80.0 zs ss 7ao 7ta 7oA aao 70.0 7ta 70.0 FRAME wan, 12° CLUSTER OF ta° 37 3/8° (4) ANCHORS MAX. 3' AT FF�AAD /S9t H� TYP. A J T 1 H ii N / /�i E \ \\ 1 \ - A I ACTIVE I INACTIVE 32 38 �.o 87.4 87A 70A 80.0 87.4 87.4 84.1 84.1 70A 7'8.8 84.1 84.1 70A BOA ,ao° ggo a a G h �Io 12 ALUMINUM @ STIFFENER S S ' FALSE DECO i3 S®ELRE WS,TH DOOR WIDTH MAY C� SEE CHART AT LEFT LEAF WIOfH NOTE (oxxo) _ }$� FOR DOORS CAPACITIES SEE SHEET 2. FOR SIDEUTE CAPACITIES SEE CHART ABOVE. LOWER VALUES FROM DOOR OR SIDEUTE CHART WILL APPLY TO ENTIRE SYSTEM. $ Ail ; FLA. .A NN. 36.iB7 IlrowiU� Fi de NOTE: t+B cob GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E13O0 -04 (3 SEC. GUSTS) drowing no. AND FLORIDA BUILDING COMMISSION Q • PmdtmlCor4m X110 -08 DECLARATORY STATEMENT DCAO5- DEC --219 sheet 4 of 12 DffiION LOAD CAPACITY - P8F SIDELnES Wn11 siNCaE OR DouBLE LEAF DOORS Wm,our TRANSOM GLASS TYPE 'A' (uaBB TYPE 's' $IDkLIT& 8ID8L,TR 8D)BLITB SD)8L1'fE �T ,T /0 8)3IIVF. B/ ALUM R)IU4F. W/0 BE04F. $/ AIM RSINF. DX2iFS INCHES EXT.( +) PITd -) EXT.( +) UJI.(• -) IXi.( +) MT.(-) EXI•d +) INL(-) 24 70.0 eoA 70.0 eoA 7ao SOA 7oA 80.0 28 7Q0 Sao 70.0 80A 70A BOA 70A 80A Sa 80 70A 8DA 70.0 BOA 7a0 80.0 7Q0 80.0 38 70.0 80.0 70A 80.0 7a0 80.0 70A 80.0 40 7a0 80.0 70.0 BOA 70A 80.0 70.0 80A 24 70A Bao 7ao B0A 7ao eoA 7oA aao � 7oA Bao 70.0 aoo 7ao �A 7ao 80A 32 ed 7oA �.0 7oA eo.o 70.0 BOA 7oA 80A 38 70A 80.0 70.0 8DA 70A 80.0 70.0 80.0 40 70A �.O 70.0 80A 7a0 80.0 70A BOA 24 70A 80.0 70.0 50.0 70A 80.0 70.0 80.0 28 704 80.0 70.0 80.0 7a0 80.0 70.0 80.0 32 90 70A 80A 70A 80,0 70.0 80A 7a0 BDA 38 70A 80.0 70,A 80A 70.0 80.0 70A �.0 40 70A 8a0 70.0 BOA 70A 80.0 7a0 B0.0 as 70A 75.8 70.0 80.0 7oA 7&s 7ao 80.0 zs ss 7ao 7ta 7oA aao 70.0 7ta 70.0 Ate aPPLI£D B MUNTM 28 3/4° MAX. 28 3/4° MAX. 10 Y � USED D.L GPO. D.L GPO. SD>F11TE WIDTH 38 3/4° MAX ALUM REWF. �' USE AS PER CHART' FRAME wan, 12° CLUSTER OF ta° 37 3/8° (4) ANCHORS MAX. 3' AT FF�AAD /S9t H� TYP. A J T 1 H ii N / /�i E \ \\ 1 \ - A I ACTIVE I INACTIVE 145° 4 SIDELIFES ( ) FRAME anoTH /� 1�1, ilLM FOR BJSfAIJATION$6iNf0 W000 31 3/8° 71 5/18° 31 3/8° �Y r$ AND THRU WOOD BUCKS ONLY D.L OPO. D.L. OPO. D.L. OPO. SIDELITE FRAME Z CLUSTER OF (8} FOR FOR ALL 01 OTHHFRR 11WALIATIONS y ALUM REBVF. 12° 3° MAX' toi - F n a S It N �g a $S �4� H di I.. STDELITE Wum ODOR WIDTH SURFACE APPLIED B - -- e FALSE DECORATIVE � 26 3/4' MAX. 26 3/4° MAX. \CLUSFER OF 16 �=0n sell 1,619,1121 STEEL RENRY O.L. OPO. O.L OPO. AT) SILL CK4RT 36 3/4' MAX NOV. USE AS PER CHART LFAF WIDTH FOR DOORS CAPACITIES SEE SHEET 3. o FOR SIDELITE CAPACITIES SEE CHART ABOVE. R LOWER VALUES FROM DOOR OR SIDELITE CHART WILL APPLY TO ENTIRE SYSTEM. o < m v Rtp RsvmD o q _72 g a� wliyin8 With d e Florida GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -04 (3 SEC. GUSTS) r drawing rro. AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05- DEC -219 orarol iN� —d8 • 1 cheat 5 of 12 DP.BIOPI IAAA CAPACITY - P8R W/ : � rXXJ� LEAF SRS w/ TMM OLAS.9 TYPE 'A' TYPE °B' SmSI11E 81DF,fdT1; WIDTH HEK#IT / $17.. B1iD�. / BT4. RTtINS. WCFfE3 WtXiES FXT.( +) OlT•:-} FXf:(4•) MR•i-) 24 70A 50.0 70.0 8a0 28 70A BOA 70A 80.0 32 68 70.0 80A 7a0 8a0 38 70A 80A 70A Sao 40 70.0 80A 70.0 80A 2a [70.073.0 OA 70A 80A 28 0A 70.0 �A 32 102 OA 70.0 BOA 38 0.0 70A �A 40 D.O 70.0 BOA 2a oA Tao eoA 28 0A 70.0 BOA 32 108 OA 70A 8DA 38 0.0 70A 80A 40 a0 70.0 80A 24 A 70.0 Bo.O � 114 0A 70A BOA 32 0A 7Q0 SOA 3s 7.4 70. I I II 0 u 0 77.4 24 26 32 38 ,� .8 70A 73.6 Tao Tat 70.0 7o.t BB.B 68.8 68.8 88.8 83J) 83.8 83,8 83.9 145° 4 SIDELIFES ( ) FRAME anoTH /� 1�1, ilLM FOR BJSfAIJATION$6iNf0 W000 31 3/8° 71 5/18° 31 3/8° �Y r$ AND THRU WOOD BUCKS ONLY D.L OPO. D.L. OPO. D.L. OPO. SIDELITE FRAME Z CLUSTER OF (8} FOR FOR ALL 01 OTHHFRR 11WALIATIONS y ALUM REBVF. 12° 3° MAX' toi - F n a S It N �g a $S �4� H di I.. STDELITE Wum ODOR WIDTH SURFACE APPLIED B - -- e FALSE DECORATIVE � 26 3/4' MAX. 26 3/4° MAX. \CLUSFER OF 16 �=0n sell 1,619,1121 STEEL RENRY O.L. OPO. O.L OPO. AT) SILL CK4RT 36 3/4' MAX NOV. USE AS PER CHART LFAF WIDTH FOR DOORS CAPACITIES SEE SHEET 3. o FOR SIDELITE CAPACITIES SEE CHART ABOVE. R LOWER VALUES FROM DOOR OR SIDELITE CHART WILL APPLY TO ENTIRE SYSTEM. o < m v Rtp RsvmD o q _72 g a� wliyin8 With d e Florida GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -04 (3 SEC. GUSTS) r drawing rro. AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05- DEC -219 orarol iN� —d8 • 1 cheat 5 of 12 DP.BIOPI IAAA CAPACITY - P8R W/ : � rXXJ� LEAF SRS w/ TMM OLAS.9 TYPE 'A' TYPE °B' SmSI11E 81DF,fdT1; WIDTH HEK#IT / $17.. B1iD�. / BT4. RTtINS. WCFfE3 WtXiES FXT.( +) OlT•:-} FXf:(4•) MR•i-) 24 70A 50.0 70.0 8a0 28 70A BOA 70A 80.0 32 68 70.0 80A 7a0 8a0 38 70A 80A 70A Sao 40 70.0 80A 70.0 80A 2a [70.073.0 OA 70A 80A 28 0A 70.0 �A 32 102 OA 70.0 BOA 38 0.0 70A �A 40 D.O 70.0 BOA 2a oA Tao eoA 28 0A 70.0 BOA 32 108 OA 70A 8DA 38 0.0 70A 80A 40 a0 70.0 80A 24 A 70.0 Bo.O � 114 0A 70A BOA 32 0A 7Q0 SOA 3s 7.4 70. I I II 0 u u 1 it 1 - 1 •� ACTIVE OJl�TIVE �� 1 _ - TUCK FR SPAM WOOD BUCKS AND METAL STRUCTURE NOT BY V & V WINDOWS MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEN TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE mv. FOR SPAcwo 1/4! OIL TAPCON BY 'nW OR (Fu=120 K% Fym92 KSD 1/4" DIA. ULTRACON BY 'ELCO• (Fu=177 KS, Fy=136 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1 -3/8° MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1 -1/4° MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONIC. OR MASONRY 1 -1/4° MIN. EMBED INTO CONC. OR MASONRY 914 SMS OR SELF DRILLING SCREWS (CRADE 2 CRS) INTO MIAMI —DADE COUNTY APPROVED MUIJ.IONS (MIN. THK. _ .090*) INTO METAL STRUCTURES STEEL : 1/8° THK. M1N. (Fy = 38 KSI MIN.) ALUMINUM : 1/8° THK. MIN. (8083 —T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPICAL EDGE DISTA14CE INTO CONCRETE AND MASONRY — 2 -1/2° MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4° MIN. CONCRETE AT HEAD, SILL OR JAMBS Po a 3000 PSI MIN. C -90 HOLLOW /F U.ED BLOCK AT JAMBS fm — 2OW PSI MIN. SEALANTS FRAME AND LEAF CORNERS, INSTALLATION SCREWS AT SILL AND ALL METAL PARTS CONNECTIONS SEALED WITH Pfl SILICONE. WEEPS: 3/16" % 3/4° WEEP SLOTS AT 3° FROM EACH END �y It 4w~ a ag ao $� n �i ,So3 om > c DOOR DETAILS 0 8 E3 d. g 120"Wo !2 113.02 hg $ drawing no. W10 -08 � 1/4" MAX slam slam S © O 1/4" mm SHIM 'oy � J F METAL STRUCE NR . WOOD BUCK • ]t � a ^: FOB 9j N TYPICAL ANCHORS 11 FOR SPACING rfPOAL • •. SEE ELEd RS 6 v FOR SPACING ay EXTERIOR LEAF WIDTH FRAME WIDTH ,/4° MAX. SHIM o'm SHgd • 28Y WOOD OR •z��++ Q �J .. _ G. TYPICAL ANCHORS•,• , SEE a". FOR SPACING O .d • '• 9 ,B O.L.O. 8$$ 8 7 6 StE FJEVANCHORS FOR SPACING LEAF WIDTH EXTERIOR ° a� FRAME WIDTH G ro • 4 O O_ FIA. PL 102M PRIODUCrItIrAM y •@� :oompbvg V �� � drawing no. DOOR DETAILS W14 —08 shoat i of � TYPICAL ANCHORS ��! SEE $ § | � �� - B _ Ee | |§ $ § | |, ■ 110 \ �■ °� � m _TION t ' k . § = _ � ^ a " / _ �_... , ONLY $!!e■ *2 � [ - m 41> m § � }2|■§'§l 74- ) !■| - _ ANCHORS __, | 2 ' . , D.L.O. © _! _ ■ ■ m 2 - |k§ ` . � Ene. JAVA XWDr �zn \ | k % 2 � PRICIDEMMMUM £* $t. -a� ftwa■K ` 0 0 O§ &oa | | ■ 04 , #_ng 7 « a �=,11 6f w0 - 0 ae�g TYPICAL ANCHORS SEE ELEVATIONS F SPACING _ 2, #10 x JY4- FH TEKS AT 10, FROM ENDS ® 8 n AND 24° O.C. MAX. to t 143 a 11 w 10 D.L GPO. O.L. OPO. 4 w _ O O K 1/4" MAX'', #10 X 3�4' FH TEKS WITH OR // �REDIFORCQi0 i I • • O AT 10 FROM END. O SEE S TS 44 ANND6 FOR CAPACITY F. ONLY ' AND 24° O.C. MAX. $ �o l g � 0 TYPICAL ANCHOIZ6< =i g °p F ASP M 1 D.L. OM. t .O. 4 WIDTH �$ FRAME WIDTH 2, © a JAVra IA0 g °:. v ••,, a: .. • � drawing no. SEE EL VATIO S� S FOR SPACING 5IDEIdTE DETAILS , cheat g of 2 AT,� _L_`TI m CAC, amw st. 3 POINT LOCK ASSEMBLY BY 'SULLIVAN AND ASSOC.' 7/18" X 3" THRdV BOLTS AT TOP AND BOTTOM ENGAGING FRAME AT HEAD AND SILL THROW BOLTS ATTACHED TO LOCK BY CONNECTING RODS LOOK LOCATED AT 52 -3/4' FROM BOTTOM LOCK KINDLE AT 49 -1/2' FROM BOTTOM OPTION B2.• CONVENTIONAL DOOR LOCKSET WITH HANDLE BY SULLWAN AND ASSOC.' LOCATED AT 39' FROM BOTTOM KEY OPERATED ON EXTERIOR AND THUMB TURN ON INTERIOR THROW BOLT I= BY 'SULLIVAN AND ASSOC.' LOCATED AT 48' FROM ATOM INACTIVE LEar , CONCEALED FLUSH BOLTS BY 'SULLIVAN do ASSOC.' 1/2" X 2" THROW BOLTS MMING FRAME AT HEAD AMID SILL MANUALLY OPERATED LEVERS MOUNTED ON INSIDE FACE OF LEAF SIDE LOCATED AT 10 -3/4' FROM TOP AND 807TOM LOCK FASTENED TO STILE WITH (2) 38 -32 X 1/2' FH MS NOTE LOCKS MUST BE ENGAGED DURING PERIODS OF HURRICANE WARNING. MNGRS 4-314° BALL BEARING HINGES 3 PER LEAF BOTTOM HINGE AT 8 -3/8' FROM BOTTOM RAIL TOP HINGE AT 11' FROM TOP RAIL CENTER HINGE AT MIDSPAN HNGES FASTENED WITH 512 -24 X 1/2' FH MS .OffiONL }2: 7- 13/18° THREE PIECE HINGES 3 PER LEAF BOTTOM HINGE AT 8-3/8' FROM BOTTOM PLO. TOP HINGE AT 11' FROM TOP RAG. CENTER HINGE AT MIDSPAN HINGES FASTENED WITH 510 -24 X 1/2' FH MS mm $ PART ® RBQD. DESCIUMON MATSWAI. MANE. 1 V501 3/ DOOR FRAME HEAD /JAMB 6063 -T8 2 vam 1 FRAME SILL 6083 -T8 3 V803 1 SILL COVER 8063 -T8 4 11804 AS REQ% SNDEUTE STILE 8683 -T8 - 6 V508 2/ LEAF TOP AND BOTTOM RAIL 8083 -T8 - 8 VSOB 1/ LEAF HINGE STILE 6063 -76 - 7 V607 1/ LEAF LOCK AND ASTRAGAL STOLE 6063 -78 - 8 V813 AS FWQO. INACTIVE ASTRAGAL SIRE 8083 -78 9 V608 LEAF SWEEP ADAPTER 6063 -T8 - 10 V809 AS REOD. SIDELITE ADAPM 8083 -T8 - 11 V811 AS REOD. GLAZING BEAD - 8/18° GLASS 6063 -TB - IIA V817 AS REOD. GLAZING BFAD - 7/18° GLASS 6083 -T8 - 12 V812 AS REQD. REINFORCING STIFFENER So63 -T8 - 12A - AS READ. REINFORCING CHANNEL. STEEL 136 a 13 2/ LEAF 3/8' THREADED ROD STEEL 14 - - 18 V814 2/ LEAF - FLUSH BOLT SUPPORT ANGLE 6083 -75 1 -1/2° X 1 -1/2' X 3/16" 18 - - 17 3/ LEAF SALL BEARING HINGE ASSEMBLY 17A 3/ LEAF 3 PIECE HINGE ASSEMBLY 18 - - - 19 AS ROOD. FIN SEAL PILE WEATHERSTRIPPING 20 V818 AS REM BULB WFAIHERSrFM- G SANIOPRENE I OUROMEFER 60t8 21 %8 X 1/2" AS It=. GLAZING ADAPTER SCREWS ST. STEEL PH TEK% AT 2' FROM ENDS do 8' O.C. MAX. 22 010 X 2' AS READ. FRAME ASSEITIN.Y SCREWS SL STEEL PH SMS 23 - AS RECID. SIDE LITE ADAPTER SCREWS ST. STEEL - 24 58-32 X 1/2° 2/ ANGLE SUPPORT ANISE SCREWS Sr. STEEL FH MS 26 I AS READ. BUMPER SPACER SUCONE 26 - S$A.S't ALL JOINTS AND FRAME CONNECTIONS SEALED WITH PTI SILICONE G 40, z 9 0 F' 4 �C h Q� Ii 4 m 4y � o_ 1 1 wing no. wi o -a$ i 4.000 078 TP. t 1 4.888 o o° �Y 411U, !Mr o 0 F 2.125 1, 1.780 �8 'MP. m ° 111 ° 3-1/2° � 4-3/ate � $ M-2A18 4•�0 a I I o A-0 h 1 FRAME HEAD /JAMB a HINGE STILE 2° ° ° g -24 X 1/2' FH YS SRS TYPE yy n 1.750 5.313 078 TT. "24 E 232° FH MS 17 17 LL z •626 3.00 1.984 T t 7S0 3 PIECE HINGE BALL BEARING HINGE 4.888 .078 1.210 a 128 TYP. II .828•�i s INACTIVE ASTRAGAL STILE 3.832 3.782 4.000 6 TOP & BOTTOM RAIL �e •� � o ggqm .828 E771-1 1.780 078 IYP. 1.984 12 1.000 S o LL v al > .084 7 LOCK /ASTRAGAL STILE 2.200 9 SWEEP ADAPTER 3.720 1.134 �.� 082 .485 TP. 2.251 t. oto 4.178 1 STIFFENERS $ g 1.184 078 T. 560 IC o - 3 SILL COVER .719 048 2.183 1.878 11 .640 .o sat a SIDELITE STILE GLAZING BEAD - 7/16° GLASS d g 1.133 .0, �I 079 1.880 .�2 ( .914 �{ Fut PEA® 74682 '� oAN 4836 PRODUCTIMCMD 709 oso IacomA$�6WSl;mfto odds dr°eiing no. W10 -08 1.313 11 •609 2 FRAME SILL 10 SIDELITE ADAPTER By_ >�1mw,r�r� GLAZING BEAD - 5/16° GLASS cheat 1 of 12 JUN 2 Z 213 /MIIAAMMADE ID;�'dI1i1 DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Labrador & Fundora Corp. dba V & V Windows 2355 W 4th Avenue Hialeah, FL 33010 -1454 MIAMI -DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175 -2474 T (786) 315 -2590 F (786) 315 -2599 www.mlamidad%ggWporR/ SCOPE: ,X J `O This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and /or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Jection that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. - RIPTION:_Series "?W Aluminum Horizontal Sliding Window — L.M.I. APPROVAL DOCUMENT: Drawing No. W10 -26, titled "Series 200 Alum. Horiz. Sliding. Wdw. (L.M.I.) ", sheets 1 through 6 of 6, dated 04 /23/10 with revision B dated 11/22111, prepared by Al— laarooq Corporation, signed and sealed by Javad Ahmad, P. E., bearing the Miami —Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statements "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and /or manufacture of the. product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 10- 0824.05 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. ` NOA- No.12- 0113.01 -, Expiration Date December 30, 2015 Imam Approval Date: March 01, 2012 Page 1 Labrador & Fundora Corp. dba V & V Windows NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W10 -26, titled "Series 200 Alum. Horiz. Sliding. Wdw. (L.M.I.) ", sheets 1 through 6 of 6, dated 04/23/10 with revision B dated 11/22/11, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 20294 along with marked -up drawings and installation diagram of horizontal slider, prepared by American Test Lab of South Florida, Inc., Test Report No. ATLSF -- 0126.01 -10, dated 06 /08/10, signed and sealed by Edmundo J. Largaespada, P. E. ( Submitted under previous NOA# 100824.05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2007 and FBC -2010, prepared by Al Farooq Corporation, dated 06/24/10 and revised on 11/21111, signed and sealed by Javad Ahmad, P. E. 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to EX DuPont DeNemours & Co., Inc. for their "DuPont SentryGlasO Interlayer" dated 08/25/11, expiring on 01/14/17. 2. Notice of Acceptance No. 11-0624.01 issued to EX DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 09/08/11, expiring on 12/11/16. F. STATEMENTS 1, Statement letter of conformance, complying with FBC -2007 and FBC -2010, and of no financial interesty dated'November 21, 2011, signed and sealed by Javad Ahmad, P. E. 2. Laboratory compliance letter for Test Report No. ATLSF- 0126.01 -10, issued by American Test Lab of South Florida, Inc., dated 06/08/10, signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA# 10- 0824.OS) G. OTHERS 1. Notice of Acceptance No. 10-0824.05, issued to Labrador & Fundora Corp. dba V & V Windows for their Series "200" Aluminum Horizontal Sliding Window - L.M.X., approved on 12/30/10 and expiring on 12/30/15. Maped hrez, P.E. Product ntrol 1haminer NO .12- 0113.01 Expiration Date: December 30, 2015 Approval Date: March 01, 2012 E -1 8' MAX. 1 9' MAX' HEAD HEAD /SL c a i ACE PVB BY 'DUPONT' 3/18' ANN. GLASS SILICONE CORNPIO 988 PECORA 896 $ I�1 3 it _ !. is 0 ID FA1.� WUNTR& SURFACE APPLk�I�,p) WAY BE USgS 32 S /8' D.L. OPO. D.L. OPO. 38 3/4' THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE WALT. SHUTTERS ARE NOT REGIARED. SERIES 200 ALLTAMMM HORIZONTAL SLIDING WINDOW DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEET 2. APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF H.P./KR. OR HORIZONTAL ROLLING WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI -DARE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WTI APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2010 EDITION INCLUDING HIGH VELOCITY HLAWANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMDIT TO BASE MATERIAL. SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATFRW..S INCLUDING BUT NOT LBLITED TO STEF1/METAL SCRVa, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS FIALL MEET THE REQUIREMENTS OF 2010 FLORIDA BLOC. CODE SECTION 2003.8.4. 181 y T' HEAT STREN D. GLASS .080' INIERIAYFR TYPICAL ELEVATIONS 3/18' ANN. GLASS 1/8° HEAT SIM D. LASS f MI NG 88B PECORA 898 080' WTERIAYER i ACE PVB BY 'DUPONT' 3/18' ANN. GLASS SILICONE CORNPIO 988 PECORA 896 $ I�1 3 it _ !. is y T' HEAT STREN D. GLASS .080' INIERIAYFR BUTACRE PVB BY 'DUPONr 1/8° HEAT SIM D. LASS f MI NG 88B PECORA 898 "s ME 'C, GLAMC; OPRONSOPRONS HEAT SERE VD. GLASS AW INrERLAM SENmmm BY 'WPONT' r3 /18'. HEAT STREN'D. CUB \ i SILICONE l rD0W CORNING 898 FL&AalK s �o �u t � d P o WIN oy filly drawing 2s DESIGN LOAD CAPACITY - PSP (x0 OR Ox SIZES) WINDOW DUO. A CLAW WM GL988 T"S 'D' & 'C EXT.() Of1'.() D' I EX1:( +) INT.( -) WIDTH HE6o1T 26 -1/2° 37' 53 -1/8° 74° 2° 3 .9 J04 1 80.0 90.0 4 70. 80.0 80.0 90.0 `70.0 70 80.0 90.0 12 8 764 70d 80.0 90.0 26 -1/2° 37° 93 -1/8° 74' 38-3/r 3 76.0 70.0 BD.O 90.0 4 7" 70.0,_ 80.0 90.0 6 7"' 70A' 804 90.0 6 70.0 70.01 804 904 20 -1/2° 37' 83 -1/8° 74" 60 -a/8° 3 70,0 70.0 80A 90.0 4 70A 70A 80.0 90A 8 704-= 704' 8 0.0 90A 6 12 70A BDA WA 26 -1/2' 37" M-1/8- 74° �° 1 3 �70.0 70A SU 90A 4 8 70.0 BOA 90.0 6 70.01 70.0! 60.0 90.0 6 70.011 70A I a" 89.0 24° 38° 48° W" 72° 24° 3 70.0! 70.0 ; 80.0 90A 4 70A 70A 80.0 904 a 7o.0 70A 804 90.0 7 704 70M 80.0 90.0 8 70.0 ' 70.0 80.0 90.0 24° 38° 48° 80° 7Y 39° 3 70.0 70.0 8" 90.0 4 70.0 - 70.0 80.0 90.0 8 70.0 70A 80.0 90A 7 70A 70.0 80.0 90.0 8 70.0 70.0 80.0 90.0 24' 36' 48° 90' 72° 4g" 3 704 7" 804 90.0 4 70.0 1 70A BOA WA 1 6 70.0 -! 70A 80.0 904 7 70.0 70.0 80.0 90.0 8 70.0 70.0 804 90.0 24° 36° 46° 80' ° 60° 3 70.0 70.0 80.0 1 W.0 4 70.0 70.0 80.0 90.0 a 70.0 ; 70.0 80.0 90.0 7 70.0 70.0 80.0 90.0 6 70.0 704 80.0 904 E7:' 63° 3 70A 70.0 ODA 904 4 70.0 704 804 90.0 S 70A . 70A 0 .0 7 70 7% 804 90 6 70.01 70.0 804 904 A = NO. OF ANCHORS PER HEAD & SILL (1/2W) (1/2W) OPERATING VENTS TO BE 1/2 OF THE WINDOW WIDTH 'XO OR OX' (2/3W) OPERATING VENTS TO BE 1/3 OF THE WINDOW WIDTH 'XO OR OX' DESIGN LOAD CAPACM - PSF (XDX SIZES) WDNDOW DIMS. A (d1Atf8 TYPIsB GUM TYPE 'D' & 10' 'D' WO M HEIGHT EXL( +) P NL() W.( +) W-) 74' 108 -1/4' 111' 26" 8 � 70. 80.0 904 12 `70.0 70 80.0 90.0 12 .0 170.q So.Q 90.0 74" 106 -1/4° 111' 38 -3/8° 8 0 70.01 80.0 00A 12 70.0 '{ 70.0j 80.0 90.0 12 70.0 -1;5- 90.0 74' 108 -1/4' 1fi' gages 8 .0 70.0 80.0 90A 12 70.0 70.0 8" 90.0 12 70.0 70.0 80.0 90.0 74° 108 -1/4° 111' or 8 7b.0 70.0 80.0 90.0 12 7QA- 70.0 60.0 00.0 12 70.0 70.0 80.0 BOA 72° a4' 96' 1o8' 8 70.0 1," 80.0 90A 9 7&0! 70.0 14.0 90.0 11 A 70.0 80.0 90.0 12 704 70A BOA 904 72° 8'f° 98° 108' 8 704 1 70.0 80.0 9" 9 7041 704 804 90.0 11 no 704 BOA 90A 12 no 40.0 80.0 WA 72° 84° 108° 1 8 70.0 70 0 80.0 90.0 9 704 704 80.0 90.0 11 70.0 70A 80.0 90.0 1 12 704 70.0 60A 90.0 72" 84' 98° 108' 63° 8 70.0 70.0 60.0 90.0 9 704 70.0 80.0 90.0 111 704. 70A I 80.0 904 12 1 70.0 70.0 60.0 904 A = NO. OF ANCHORS PER HEAD & SILL OPERATING VENTS TO BE 1/3 'OF THE WINDOW WIDTH 'XOX' NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05- DEC -219 t (1 /4W) (1 12W) (1 /4W) OPERATING VENTS TO BE 1/4 OF THE WINDOW WIDTH 'XOX' 'W' 9 AHM PROAIIMREVM) AccqftmNo as oomplytag w6h 8re FIor6� ' 7og92l? -0t1 1 >s / Dy . �Q�i SlMv,al (4 4" Z 8 �> drawing n0. W10 -26 01 01 01 (1 /SW) (1/3W) (1 /3W) 4= OPERATING VENTS TO BE 1/3 'OF THE WINDOW WIDTH 'XOX' NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05- DEC -219 t (1 /4W) (1 12W) (1 /4W) OPERATING VENTS TO BE 1/4 OF THE WINDOW WIDTH 'XOX' 'W' 9 AHM PROAIIMREVM) AccqftmNo as oomplytag w6h 8re FIor6� ' 7og92l? -0t1 1 >s / Dy . �Q�i SlMv,al (4 4" Z 8 �> drawing n0. W10 -26 NERPHOLEs: W1 ® 3/4" X 1 -1/8 WEEP SLOT AT 2' FROM EACH END WITH PLASTIC BAFFLE. W2 = 3/18" X 1 -1/2' WEEP SLOT AT 2" FROM EACH END W3 = 1/8" X 1 -3/4" WEEP SLOT AT MID WIDTH OF VENT. CF.AT.M: ALL JOINTS AND FRAME CONNECTIONS SEALED WITH PECORA 1215 SEAM SEALER. MAu -DADE COUNTY APPROVED MULLION & MULLION ANCHORS SEE SEPARATE NOA WOOD BUCKS AND METAL STRUCTURE NOT BY V & V WDW. MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. — TYPIC1 L—W( ORS SEE. ELE Fat SPACING 14C 111A. ULTRACON BY 'ELCO' (Fa-177 KSL 73b— '195 KSI) INTO 2®Y WOOD BUCKS OR WOOD STRUCTURES - 1-3/8' MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1 -1/4' MIN. EMBED INTO CONIC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1 -1/4' MIN. EMBED INTO CONC. OR MASONRY 014 SwwS OR SELF DRI L 1 a`REWS (MADE 2 CRS) INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063 -T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) #12 SMS OR SELF DRILLING SCREWS (BADE 2 CRS) INTO MIAMI -OADE COUNTY APPROVED MULLIONS (MIN. THK. a .090") (NO SHIM SPACE) TYPE DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2' MIN. INTO WOOD STRUCTURE = 1' MIN. INTO METAL STRUCTURE = 3/4' MIN. CONCRETE AT HEAD, SILL OR JAMBS Po m 3000 PSI MIN. C-90 HOLLOW /F LLED BLOCK AT JAMBS Pm = 200D PSI MEN. ,V.. MW AKW cra pp. CTR8vISW Wrma6msLe '' CAM BaDm`amae ^'oex° 15 Date uw' a �t R MrV z p z � h i, _ Rio 0 drawing no. W 1 b -26 4 o SHM D.L. . c O 71111 ANHORS SEE M ' © TYPICAL ANCHORS FOR SPACING 24 METAL ar I i u►�C .�� ��� _ _ 1 � 111 STRUCTURE 1 " 1 � EXTERIOR WINDOW -�. / 1 WIVENT DTH VENT Y 'Ilr' _ I/e MAX Ile Y II:. I SHIM _ MAX O D.L. OM © Q o > 204 —► -- -- il� al illy a 4 m o - WINDOM WIDTH TYPICAL AN Xox UY-0 SEE am a FOR SPACING u :,.'.,:I D . r. APPROVED MULUON & MULLION ANCHORS SEE � Ac f 7Jjy. �- a O ANCHORS .. RC13 -1191 BUILDING PERMIT HISTORY ACTIVITY 118 NW 104 ST DATE DETAILS May 30/2013 Permit applied May 30/2013 Plans reviewed and approved by P&Z Director. June 2/2013 Plans reviewed and rejected by Structural Engineer. June 4/2013 Plans reviewed and rejected by EL Chief Inspector. June 5/2013 Plans reviewed and rejected by PL Chief Inspector. June 5/2013 Plans reviewed and rejected by MC Chief Inspector. June 6/2013 Plans reviewed and rejected by Building Official. June 10/2013 Contractor contacted. June 10/2013 Contractor came to pick up comments and plans. June 11/2013 PL & EL applications brought (MC missing) June 21 /2013 Contractor brought plans back. June 22/2013 Plans reviewed and rejected by Structural Engineer. June 25/2013 Plans reviewed and approved by EL Chief Inspector. June 26/2013 Plans reviewed and approved by PL Chief Inspector. June 27/2013 Plans reviewed and rejected by Building Official. June 27/2013 Contractor contacted. June 28/2013 Contractor came to pick up comments and plans. July 8/2013 Contractor brought plans back. July 10/2013 Plans reviewed and rejected by Structural Engineer. July 12/2013 Home Owner contacted to have a meeting with Structural Engineer and reviewer to go over comments. July 15/2013 Contractor came to pick up comments and plans. Meeting is arranged with plan reviewer and engineer to go over comments for Friday July 19/2013. Doc created: 7/16/2013 ' o j t�a BUILDING 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 Permi PERMIT APPLICATION Permit Type: BUILDING JOB ADDRESS: 118 NW 104 ST -RECIYEE11VE MAY 3 b 1013 FBC 20 /0 t No. /,_ - f/f l Master Permit No. ROOFING City: Miami Shores County: Miami Dade gip; 33150 Folio/Parcel#: 11- 2136 -013 -1440 Is the Building Historically Designated: Yes NO X Flood Zone: NO OWNER: Name (Fee Simple Titleholder): Angela Marinas phone#. 305 - 335 -6787 Address: 118 NW 104 ST City: Miami Shores State: FI Zip: 33150 TenantlLessee Name: Phone#: Email: CONTRACTOR: Company Name: MCI CNTRACTORS, INC Phone#. 305 - 897 -6328 Address: WOW rw w (-3 - 54�,. City: 5 ;p .. r, State: :2E Zip: �$ Qualifier Name: Phone#: -79 F 6 d-S ) P-11 I State Certification or Registration #: C- (-C- 1 S 1 Z Certificate of Competency #: Contact Phone#-. 7Mb V-61 �Lcli% Email Address: DESIGNER: Architect/Engineer: `" %L\ o -' 0 Phone#:7256 -716 -7 126 *>t is Value of Work for this Permit: $ � � Squaa�inear F��t;.e f Work: ' Type of Work: 1• Addition (]Alteration ONew ORepair/Replace ODemolition Description of Work: �j Color thru tile: I? e l-t1C ATE K -i-Tt. "fro 4 ()1'-' 1-HE G" 146 E . Submittal Fee $ Z_)U r Permit Fee $ CCF $. CO /CC $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 esti ed valu exceeding $2500, the applicant roust promise in good faith that a copy of the notice of commencement and construction lien bro ure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded of mmenc men roust be posted at the job site for the first inspection which occurs seven (7) days after the building permit ' iss d the nce of such posted notice, the inspection will no approved and a reinspection fee will be charged 1 Signature Signature Owner or A t Contractor The foregoing instrument was acknowledged before me this 15 2015— by 'A"JWU M NS ho is personally known a or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: my E raiecinn Exnires "V1.LL 0. "14 JOSE CAI Do 0VC0W=1M#FF1& APPROVED BY The foregoing instrument was acknowledged before me this 1 S day of AV6L 20 t by Lkl! j r Crcd . f, 0 . VW k,( lkp who pollk me or who has produced as identification and who did take an oath. Plans Examiner Structural Review (Revised 3 /12/2012)(Revised 07 /10107)(Revised 06/10/2009)(Revised 3/15/09) NOTARY Sign: � �� Print: ((�``'``' . My Com1��Bp�- .ttfcrs m'c ommes" 0 Eez ;D869. 00"ESApt 19.201a i Zoning Clerk Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #:ice I 10jWb NContractor • Owner • Architect Address: From the building department on this date in order to have corrections done to plans And /or get County stamps. I u Shores Village Building Acknowledged by: PERMIT CLERK INITIAL: that the plans need to be brought back to Miami RESUBMITTED DATE: � °�� 13 PERMIT CLERK INITIAL: permitting process. PI 61� Miami shores Village Building Department 10050 N.E2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 June 10, 2013 Permit No: RC13 -1191 Structural Critique Sheet RC 13 -1191 1. ON A -2, PROVIDE LEGEND FOR WALL HATCHES Page 1 of 1 2. ON A -3, SEVERAL WINDOWS ARE PROPOSED TO BE REPLACED. SPECIFY +- WIND PRESSURES. PROVIDE COPIES OF NOA's ONLY COPIES OF 1 NOA's IS PROVIDED. 3. S -1; WIND SPEED IS 175MPH AND NOT 170MPH ALSO ON S -4. ALSO SUBMIT REVISED & DETAILED WIND PRESSURE CALCS, BASED UPON V= 175MPH 4. S -1; PROVIDE SOIL STATEMENT, CODE REFERENCES FOR ALL MATERIALS USED; & DESIGN LOAD CRITERIA 5. PROVIDE STRUCTUAL CALCS FOR JAMB REINFORCEMENT OR USE 8 X 12 TIE COLUMNS AT JAMBS & CORNERS 6. PROVIDE SP; INSPECTION FORMS FOR MASONRY ('78') & SOIL COMPACTION. 7. INDICATE ALL CAP SPLICE LENGTHS 8. SHOW BOTTOM CHORD BRACES OF TRUSSES 9. PROVIDE COPIES OF NOA's FOR HURRICANE STRAPS. 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. Mehdi Ashraf Structural Engineer Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 June 10, 2013 Permit No: CC13 -1191 Plumbing Critique Missing application Rafael Hernandez Chief Plumbing Inspector 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. Miami Shores Village Building, Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 June 4, 2013 Permit No: RC13 -1191 Electrical Crltiaue — Michael Devaney 1. Need riser diagram. 2. What is EP -B? 3. Add receptacles to all new or relocated walls per. N. E. C. 210.52.13ond service to new footer steel N. E. C. 250.52. 4. Panel schedule has note for arc fault breakers but none showen. 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. I Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: 13 -1191 Job Name: June 6, 2013 Building Critique Sheet Provide approval from Miami Dade County Health Dept. (DOH /HRS) Page 1 of 1 ,_---2) Provide receipt from Miami Dade County Planning and Zoning for impact fees. q The notes show this as requiring compliance with Broward. This is Miami Dade County. �4) Provide a separate permit application for roof, driveway and patio. / Provide a survey. �) The energy calculations are incomplete and the plans do not match. The wind load design criterion is wrong. This is dade 175 MPH. ;00011z' Provide a soil boring report to deal with the conflicting soil notes. The plans show a shallow foundation but the notes require pilings. 9e/ Identify the design soil bearing capacity. Provide a special inspector form for the masonry and the soil improvement. 1) Provide truss plans from a specialty engineer that have been reviewed and signed approved by (/ the designer of record. �2j The roof sheathing details are in several locations and conflict with each other and do not omply with the FBC. • 11 . . i v -- � �3) Provide the wind load design pressures for each new /altered opening. Provide product approvals for all new /altered openings that have been reviewed and signed approved by the designer of record. a) Identify the required emergency escape and rescue openings for each sleeping room including existing. 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 Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERM IT#: VK—�n— III DATE: 3 `s Contractor • Owner • Architect Address: � (�aj (Z. sets of plans and 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: ,�_ I 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 2nd Permit No: 13 -1191 Job Name: June 27, 2013 Page 1 of 1 1. Provide receipt from Miami Dade County Planning and Zoning for impact fees. 42.. Provide a separate permit application for roof, driveway and patio. 3. The energy calculations are Incomplete and the plans do not match. 4. The wind load design criterion Is wrong. This Is dade 175 MPH. All notes not corrected. 5. Provide a special inspector form for the masonry and the soil improvement. 6. Provide truss plans from a specialty engineer that have been reviewed and signed approved by the designer of record. 7O. The roof sheathing details are in several locations and conflict with each other and do not comply with the FBC. 8. Provide the wind load design pressures for each new /altered opening. The numbers provided conflict. S-5 states one thing and A-3 another. Which is correct? Provide calculation. 9. Provide product approvals for all new /altered openings that have been reviewed and signed approved by the designer of record. The product approvals submitted do not match the approvals shown on the plans. A single hung window PA is included but the plans do not have any Single hung windows. The state approval for the door is incomplete and not listed In the plans. One package Includes 2 copies of the same approval. Provide one package of window and door Product Approvals that are shown on the plans or signed by the designer of record. STOPPED REVIEW- SEE BELOW DETAILS OF REQUIRED RE SUBMITTAL. 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 Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: RG I S- t l ei l 6/7,//3 PL Ir A-T -+ r( U6- t'49 /&W4 �4 Page 1 of 1 Structural Critique Sheet t.� �' � a � D � r,� _ � , c � ,.► /�} _2- � P� y t'� tc IT,- C; "D -Fo Q Lj 64 t �R7 C C--1 :f w C-4P Plzt- Rsv2c-s f12,o0'a4E- COP11-3 Op- pia-A, C-1 wt`I..r p sPrC -0 i5 /a -S` r(P4I *-,\J,D BJO-r P--a JP# LS-a SEO �dv LLB , (A qtr D U PO N V z' -I Paoy D E got -L- S-tpr'te r(ew -r, :0 coo & 120- WeNcss -- -, w f t r?' S -f n.v c-t v R--t1- cA-L ce -vo P- a r-oRa l tAJ c9 u S c F K fz -f( 0 Gv L, L) r-t ivs A cc, f ( QC � ya'C'C SP: 1NSP6G-Z1-aft - t"OfLgS -f-09 - i as Host cYzep 4-01L 90V f'oo L bP CHA-{ CY STOPPED REVIEW - - Plan r ®view is not-complete� en all items als*ve are correatecl, we ns o ako�nplexe plan revPew. -__ ff any sheeis are volded,_cemtzvthem #rom the-ptans and replace with new - revised sheets and Include one set of voided she is in the re- submittal drawings. s� Mehdi Asraf -T-4c ® 'DID ® w t w-'/ H Miamishores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: DATE. . �) , I, a rA ukc v,A e, c- \/jje/y,�bS Contractor Owner a Architect -2 sets of plans an ther) Address: From the building department on this And /or get County stamps. I Shores Village Building Dep Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: order to have corrections done to plans ithe plans need to be brought back to Miami permitting process. Miami Shores Village Building Department 10050 N.E2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756 8972 r4 rl � 7 A-o A,, * 4W A- "qi EL A-) M C L, (Co X)-tk# GYo k) Permit No: ge 13 -11 01) Structural Critique Sheet (N S P EGKt'v N - o r/ `7+hC E� - ?FC- 4f CRS Page 1 of 1 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. Mehdi Asraf MIAMI —DADE COUNTY BUILDING DEPARTMENT 11805 SW 26 Street MIAMI, FLORIDA 331.75 NOTICE TO MIAMI-DADE COUNTY BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER:­-. THE FLORIDA BUILDING CODE I (We) have been retained by MCI Contractors, Inc. to perform special inspector services under the Florida Building Code at the 118 NW 104 Street. Miami Shores FL project on the below listed structures as of 07 -22 -13 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: 13 -1191 0 SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 0 SPECIAL INSPECTOR FOR TRUSSES OVER 35FT LONG OR 6FT HIGH 2319.17.2.4.2 0 SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 0 SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 OO SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS PER FBC 1927.12 0 SPECIAL INSPECTOR FOR Note. Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection 1. Rafael E -Droz Seda 2. Arsalan Mirza 3. 4. Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect, graduation from an engineering education program in civil or structural engineering, graduation from an architectural education program; successful completion of the NCEES runaamentats hxamination; or registration as or general contractor. I, (we) will notify Miami -Dade County Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami -Dade County Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The County building inspections must be called for on all mandatory inspections. Inspections per by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Engineer /Architect Name Rafael E. Droz -Seda. P.E. # 39228 / Terra Tech Consultants. Inc. (PST) Address 12385 SW 129 CT. Unit # 7, Miami, FL 33186 Signed and Sealed Phone No. 305 -256 -2633 Date: 0 7/Z Z A? -♦ HIAN14DAD f DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI-DADE COUNTY. PRODUCT CONTROL SECTION 11805 SW 26 Street, Room -208 Miami, Florida 33175-2474 T(786)315-2590 F (786) 315 -2599 www,lniamidade.gQv_laera Sunshine Windows Manufacturing, Inc. 1745 W. 33'd PlaceV Hialeah, FL 33012 Z• /� SCOPE• `1' ,/` This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Muuni Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer-will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION.-lo e4- Y -2oog" Steemud window— >i,.N1L APPROVAL DOCUMENT: Drawing No. FWLMI 10, titled "Series F -2009 Steel Frame Fixed Window with 90 Min. Fire Rated Impact Resistant Glass" sheets 1 through 4 of 4, dated 09!21/10, with revision dated 03/13/12, prepared by manufacturer, signed and sealed by Francisco Hernandez, P.E., bearing the Miami - Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. 1VIISSmE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA 410- 1004.04 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. RAGA-- No.12- 03W.I1 — Eg�n Date: April 21, 2416 4-51)W12 io Appmrs][Date' May 24,2012 Psae 1 Sunshine Windows Manufachn im be, NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No FWLMI -10, titled "Series F -2009 Steel Frame Fixed Window with 90 Min. Fire Rated Impact Resistant Class ", sheets 1 through 4 of 4, dated 09121 /10, with revision Mated 03/13/12, prepared by manufacturer, signed and sealed by Francisco Hernandez, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 20294 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS .203-94 along with marked -up drawings and installation diagram of a steel fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FT1-6290, dated 07/08/10, signed and sealed by Jorge A. Causo, P.E. (Submitted under previous NOA #164884.04) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2007, dated 09 120 /10, prepared, signed and Sealed by Franco Hernandez, P.E. (Submitted under previour 1V0A #104004.04) 2. Glazing complies with ASTM E1300 -04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to EX DuPont DeNemours & Co., Inc. for their "DuPont SentryGl" Interlayer" dated 08/25/11, expiring on 01/14/17. F. STATEMENTS 1. Statement letter of conformance, complying with FBC -2010, and of no financial interest, dated March 13, 2012, signed and sealed by Francisco Hernandez, P.E. G. OTHERS 1. Notice of Acceptance No. 10-1004.04, issued to Sunshine Windows Manufacturing, Inc. for their-Series "F- 2009" Steel Fixed Window - L.M.I., approved on 04/21111 and expiring on 04/21/16. ?V Mane Pe . . Product Control E er NOA No. 12-0320.10 Expiration Date: April 21, 2016 E -1 Approval Date: May 24, 2012 3 1/2" MAX. 3 1/2' MAX. LI W CORNERS FROM CORNERS HE AD AND SILL sm Cow AT HEAD AND SILL 4" ON SHUT D OF 3 A 3 1/2° MAX , 3 1� /2" MAX, ( , k 1743 W. afro Raab I Flom 31012 Phi �4-"12 F >er� -e11e IMPACT CLASS IMPACT CLASS IMPACT CLASS B w PANEL ASSEMBLY la WHINE SC o, B H » B y 3 1 " MAX. 3 112' 0 m4g•�„ $ d MAX. DLO = 41 MAX. WNW VADTH 4r MAX WINDOW 901 457 » � � SINGLE PANEL DOUBLE PANEL STEEL FRAME FIRED WINDOW STEEL FRAME FIXED WINDOW GENERAL NOTES - I 1— THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2010 FLOWDA BUBOING CODE, 2— SHUTTM ARE NOT REQUIRED. 3— REFERENCE TEST REPORT FTL —8260 DATED JULY S, 2010, 4— ANCHOR MAX. SPACING AS INDICATED ON WINDOW ELEVATIONS (SHEET I OF 4). . B— FOR INSTALLATION SEE TYPICAL SECTONS ON SHEET 3 OF 4. 8— 33.3 * STRESS INCREASE HAS NOT BEEN USED IN DEMN OF ANCHORS. 7 ALLS� 52220 J SHALL _BE PROTECTED AOAWST OOR ON AS SPECIFIED e- IFNFBOR WEI.pNG DETAILS SEE SHEET 4 OF 4. DESIGN PRESUM RAMNG: +110.00 PSF -II&O W FOR ALL PANEL SIZES EQUAL OR SMALLER THAN 48° X 87 ". 1. PRODUCT RBV018D as cumplyzYwithillo Plod" e- No Q in A Wldft B VV MI . F DATL 06 —fit -10 SCALE. N.T.S. SHEET 1 OF 4 a Low L000 $ wl 1. 90 6 O 3400 a 0 a 1745 W. 33M � A 1706 W. ft is 1,Q00 FN (4 5)304 3SDt7 .L Pma -6116 a s e a e s 4 MAX W14DOW YAOTH . 49• MAX. g7N00f01 x7ollt a 46' o EXTERIOR { C } (p) EXTERIOR o `../ HORIZONTAL SECTION a a 6 a e SMW a a Q 1 N VERTICAL SECTION wvmm Na o� FWLMI -10 y pE ,�a°l,.. � PE. 81$86 SWEET a OF 4 1 AS REQ. 3° X Z° X 3/18° ANtiLE STEEL (GRADE A38 WINDOW FRAME a As REQ. t 3 /a• x t° x t /3° CHANNEL STEEL. (curA� Ate) owanao BEAD S 1 7/18° LAMINATED GLASS 3/18° FIRELRE + .� 30P + 3/18 H.S. 90 MIN. FIRE RATED GLASS 4 AS REQ. OWN CORNING 798 9E.ICONE GLAZING 9EAlANT B AS REQ. 1/8' K 7° AlAZtlVO TAPE FIBERGLASS SPACER 8 AS REG. 12 s.M.B. STEE1. 9tAZ1l� BEAD 7 AS REO6 t/4" HDI HEAD BOLT W LftS STEEL 1400 PANELS ASSEMBLY BOLTS E 8.188 3009 L� 1� --OSES DOW OOIRNMG 798 s9JCONE 0OW CORNING 798 SILICONE OOW CQRNINO 708 S9ICONE � COW CCRFgNO 798 81UC0VE . • fr• B 12 "S 0 8 1/2" MAX. FROM CORNERS ® 12 SAS 0 8 1/Y' MAX FROM CORNERS �9 Inc. EMRIOR AND THE REST 0 11 1/4" VAX O.C. EMRIOR AND THE REST 0 11 1/4" MAX, *A 3W PIM Kdowh Rmft seam PM (U3)384-"ft DOW CORN= 798 sftxna DDW CORNING 710 SIUCONE DOW CORNING •798 s1UCOVE DOW CORNNG 708 S=NE - maC —atu 4 1/2" MAX 1/2' MAX AIR SPACE AIR SPACE METAL Si cruRAL MEMBER BY OTHERS SHALL WNSUND ANCHOR 04M FORCES 2 1/2° MIN. 1" MIN. 69NIAUM THOOM ■ 11W. SHALL SE APROM SY BL9LOINO OFFIaNI PRIOR 70 YIINDCW am DISTANCE RATRAt�N� ELOf) VRTFI 1 1/1. MIN. QNSEDMENf E 1/4P M. THROWN KUL (FrOR WK Wo WSWW i=) Fw17T Tv ON 8HEET 1 BE SPAOM RIPER LEVAMONS VOR X ANOHOR EWMG REFER To ELEVATIONS ATTACHMENT TO MASONRY ATTACHMENT TO METAL STRUCTURE CONNECTION DETAILS E GLAZING DETAIL WERS ��� mewrm9mf� 1 ��Jr— F'b -1'�p� FF�,"M.'. 'PEER1593 CRAMS N FWLMI a LMI -10 .4Q.aLt9. T 3 OF 4 �Jjryry � • !rr { •r� L r X 2° X ° (HEAD AHD SLL) 2 ».s W. aka nom. "Weak F"ft mm 1 Ia�e -n»e 2 L3'XrXR 449 1 DETAIL O 2 ' 2 i STEEL FRAME FIXED WINDOW 3-11 X 2 X e� HEM AN SILL 3 16'e 3.°� SECTION 1.1 � L3'X2'X'fe (JAMB (j) MOR MNO Na �.0 Oi aatha{e • FWLMI -10 DETAIL O Sautat, mm ,t a-i z tee, KTA A� o' 1' •. St 8116ET 4 � 4 Fk)rida Building Cpde QnUne Pagel of 4 JUN 2 �: 2013 Archived Product Manufacturer United Steel Products Company Address /Phone/Emall 703 Rogers Drive Montgomery,,MN 56069 (952) 89$-8772 rswanson @mli.com Authorized' Signature Rex Swanson mwenson @mli.com Technical Representative Rex Swanson Address /Ptmne/Emali 14305 Southcross Drive- #200 Burnsville, MN 55306 (952) 898 =8772 rswansonomli.com Quality Assurance Representative Chad Becker Addres/Phone/Emall 703 Rogers Drive Montgomery, MN 56069 (507) 364.7333 cbeckeromll.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who Steven Brekke developed the Evaluation Report Florida Ucense PE -70432 Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Terrence E. Wolfe Pie Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Skandard xear A.F.& P.A. NDS 2005 AISIS100 2007 ASTM 031761 2000 hV : / /www.floridabuilding.org/pr /pr app_ dtl. aspx? param-- wGEVXQwtDqua` /i2flWgn5... 10/10/2012 am Hwne C Log to {User "ISbation I Hd To" { Submit sureheme i Stm & Fads 4 Pvbticatto� { F8G Stet/ i'Bi76 Silo map 1 Links {Search { [ Product Approval usm t Publkuser g o o s oUN , � s� momma@ > tree�n��s» appitwtbn oeeaJt FL - FL2033-RI i Tye _ - - -- AppllcWdr Revision Co �2010 -� A�on Stalii Ap{inii7dti Archived Product Manufacturer United Steel Products Company Address /Phone/Emall 703 Rogers Drive Montgomery,,MN 56069 (952) 89$-8772 rswanson @mli.com Authorized' Signature Rex Swanson mwenson @mli.com Technical Representative Rex Swanson Address /Ptmne/Emali 14305 Southcross Drive- #200 Burnsville, MN 55306 (952) 898 =8772 rswansonomli.com Quality Assurance Representative Chad Becker Addres/Phone/Emall 703 Rogers Drive Montgomery, MN 56069 (507) 364.7333 cbeckeromll.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who Steven Brekke developed the Evaluation Report Florida Ucense PE -70432 Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Terrence E. Wolfe Pie Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Skandard xear A.F.& P.A. NDS 2005 AISIS100 2007 ASTM 031761 2000 hV : / /www.floridabuilding.org/pr /pr app_ dtl. aspx? param-- wGEVXQwtDqua` /i2flWgn5... 10/10/2012 Florida Budding. Cede Online Equivalence of Product Standards Certified By a tea" Sections from the Code: Product Approval Method Method 1 Option 0 Page 2 of 4 Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: NIA Other. Flat roof - 3-ply truss - flat by Independent Third Party: No .Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes vtrifledh y: Rez 9fthsbhp PE 28725 -6 Impact Resistant- N/A Created by Independent Third Party: No 'Design Pressurrm N/A Other. Hold -down for 3 -ply truss / 4;12 Pitch Approved Yor use to HVHZ: Yes Approved for use outside HVHZ: Yes verl ed By. Rex Swanson, P15 WI PE 28725 -6 Impact Resistant: N/A Created by Independent Third Party: No Design Pressure. N/A , Other: Hold -down for 4 -ply truss - 4/12 slope Cteatetl ti >IfidepeflderR``fYllyd "Pe `; Nip PLI� GIRI?ER TIE Approved for use M HVHZ.* Yes Approved for use outside HVHZ: Yom; Verlfleo By itp> Swats, PE'PE11Vr 28735 -6 impact Redsta� NIA Created by Independent Third Party: No Design Pressure: N/A Yt Other: Hold -down for 4 -ply truss - Flat Roof ApprovedMr use in HVHZ: Yes Approved for use outside HVHZ: Yes verifle `By. it- --Swanson, PE PE VI 18725-6 Impact Resistants N/A Creaked, by Independent Third Party: No ,Design Pressure: N/A :Other: Hold -down for 3 -ply truss - 5/12 pitch ow Approved for use in HVHZ: Yes. (Approved for use outside HVHZ:`Yes Impact Resistant: N/A Design Pressure: N/A Other: Hold -down for 4 -ply truss - 5/12 pitch Created by Independent Third Party: No Justion Reports http : / /www.flonclabuilding.org/pr /pr_app d J.aspx ?param--wGEVXQw Dqua %o2flW8n5... 10/10/2012 Florida Building Code Online 03 :.. _. UGTS63 _ nits of use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A' Other. Hold -down for 3 -ply truss - 6/12 slope Page 3 of Approved for use to HVHZ* Yes Approved for use outside HVHZ: Yes S7eriftsoSV Rex Swanson, PE PE W!28725 -6 Impact Resistant: N/A Cne:ted by Independent Third Party: No Design Pressure: N/A valuation Reports Other: Hold-down for 4- ply truss - 7/12 pitch 4 Itftlydoc IlatlOn instructions Approved for use in HVHZ: Yes ' I$jo:a > &Mt' :Approved for use outside HVHZ: Yes lien led By: Rex Swanson, PE OE WI 28725 -6 Impact Resistant: N/A = Created by Independent Third Party: No Design Pressure: N/A Ovoluatio.1m Reports Other: Hold -down for 3 -ply truss - 8/12 pitch _.. .., . Created, .. ,.Inds 633.12 GTS84 lift Girder Tie mite of Use - _ Radon instructions Approved for use in HVHZ: Yes .,Approved for use outside HVHZ: Yes Verified 1W . 4e6 k a050h M11VT'28725-6 Impact Restsiont< N/A Created by Independent Third Party: No Design Pressure: N/A ftalustion Reports Other. Bold -down for 4 -ply truss - 8/12 pitctti, `_ Created b . T.*d ent Thi Pa .: No U=_ F.'. lift tal'!CO MRS of use __ iraditti InatruCtk►n3s 'Approved for use in HVHZ: Yes :F Approved for use outside HVHZ: Yes Ver iTen' y ' .if wanson; PLC 278725 -6 Impact Resistants N/A Created by Independent Third Party: No Design Pressure: N/A valuation Reports, :Other Flat roof - 3 -piY truss Created hit rode nff&& Third'partvs No http ://www.floridabuilding.org/pr /pr app dtl. aspx 7param= wGEVXQWOquaa /.2flMZ8n5... 10/10/2012 Florida Building Cade Online Page 4 of 4 Design Pressure: N/A Other. Hold down for 4 -ply truss with 4/12 slope Approved for use in HVHZ. Yes Approved for use outside HVI L, Yes Verified By: RezSwan$on,'PE 'Pg WI'28725 -6 1, Impact Resistafttd N/A Created by Independent Third party; No Design Pressure: N/A luation Reports Other. Hold -down for 4 -ply truss with flat bop chord Crea ' : Intl a cant i hfrd Pa : No Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Verified By: Rex Swanson, PE PE WI 287: Impact Resistant: N/A Xreated by Independent Third Party: No Design.Pressure: N/A valuation Reports Other Hold down for 4 -Ply truss with 5/12 slope "°" AV +� - Approved for use In HVHZ: Yes Approved for use outside -HZil Yes Ver fled Sy.''Relr' Swanson: Per PE WI 28725 -6 VH Impact Resistant: N/A Created by Independent Third Party: No Design Pressure: N/A aluation Reports Other. Hold down for 3-Ply truss with with 6/12 slope: Approved for use In HVIM Yes Approved for use outside HVHZ: Yes YeH eR By. T elt`5wi n ti, PE PE I'287 Impact Resistant; NIA I !Created by Independent Third Party: No Design Pressure: N/A .111 n Reports Other, Hold down for 4-Ply truss with 6/12 slope Approved, for use In HVHZ: Yes Approved for use outside HVHZ: Yes Verified By: Rex Swanson, PE PE WI 28725 -6 Impala Resistant: N/A Created by Independent Third Party: No Design, Pressure: N/A valuation Reports. Other: Hold down for 3 -Ply Truss with 7/12 slope create ' Ind n exit' rd ft : No Go to Page ® 10 Page 1 / 2 Back next. ,S9tdMGt4R?r% Pt�ne: a�- °e,�"'ia, The state of r"Ida 1a an AAAMO emplofrer :lie �+ temenr Under Florida mw, email addressesere public retards, If you do not want you e-mall address released in response to a public- records request, do not send electronic mad to this entity. In d, contact: the office by phone or by traditional mad. If you have any questions, please contact 850.487.1395. *Pursuant to Sadlon 455,275(1), P"Wa Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an small a0ress H they have one. The emalls provided may be used for off1clai commwtkatlon with the licensee. However email addresses are public record. IF you do riot wish to supply a personal addrea% please provide the Department with an email address which can to made available to the public. To determine 9 you are a 8cermee under Chapter 455, BS., p1885e dick b=. Product Approval Aeoeptis h4 : / /www.floridabuilding.org/pr /pr app dd. aspx? param= wGEVXQ*tDque /o2f1MZSn5... 10/10/2012 f :Florida Building Code Online r Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Florida. Wcens.ied Professional. Engineer or Architect, Method 1 Option D 02/22/2012 08/15/2012 09/04/2012 10/09/2012 Page 2 of 2 ummary of Products Go to Page Page 212 5 odel Number or Name esCri` on... 033.21 tE� CtUr$LCCnrFE►cCQf Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Hold down for 4-ply truss with 7/12 slope imlts of use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Reshstania N/A Design Pressure: N/A .Others. Hold down for 3 ply truss / 8:12 Pitch Approved for use In HVHZ: Yes Independent Third party: No By: Rex Swanson, PE PE WI 28725 -6 by Independent Third Party: No 2GMSUll 1s' lh;Ad0sBa.IWA_ _ ____' �? -Phone: 850- 497 -1824 The State of Rorldn is an AMESD emptoyen Privacy Statament:,: AmegalblItty Statement:- 9e1ILnd &WHE of Under Florida law, small eddresaas are public records, if you do not want pour e-matl address released in response to a publk- records request, do not send eiecttorrk mall to this entity. Instead, mad the office by phone or by traditional mail. V you have any questions; please contact 85Q,487,1395. 'Pum ono to Section 455, 275(1), Fiorlde Statutes, a Were October 1, 2012, kersees kwnsed under Chapter 455, F4. must provide the Department with an small address if they have one. The emails provided may be used fbr official communketlon with the pcensm However small addresses are pubic record. Ifyou do not wish to supply a personal address, please provide the Department with an small addrew which can be made available to the public, To determine If you are a Ilaerr;ee under Chapter 455, F ,: plasse alkk Wa. Product approval Accepts: �` NofttMt ���� •� http : / /www.floridabuilding.org/pr /pr app dtl,aspx ?param= wGEVXQwtDqua %2flMZ8n5... 10/10/2012 Product Evaluation Report For: UGTS & USC Uplift Girder Truss Tie Category: Structural Components Subcategory: Wood Connectors Compliance Method: 9B- 72.070(1)(d) Engineer Evaluator: Steven A. Brekke, P.E. #70432 14305 Southcross Drive, Suite 200 Burnsville, MN 55306 Terrence E. Wolfe, P.E. #44923 19530 Ramblewood Drive Humble, TX 77338 s r } 7 Product Manufacturer: United Steel Products Company 703 Rogers Drive Montgomery, MN 56069 Product Description; UGTS & USC Uplift Girder Truss Tie Compliance Statement: The product as described in this report has demonstrated compliance with the Florida Building Code 2010, Sections 1716 and 2314 Documentation Supporting Compliance Statement: The product has been tested in accordance with: • ASTM D1761-88(2000): Project No. 031205 by Stork Twin City Testing Corporation / Element Materials Technology • ASTM D1761- 88(2000): Project No. 3018 02- 50883.3 by Stork Twin City Testing Corporation / Element Materials Technology Certificate of Equivalence: See uploaded attachments. Limitations and Conditions of Use: See uploaded document for allowable loads and fastener schedule. Design Procedure; Based on the dimensions of the structure, appropriate design loads are determined using Chapter 16 and Chapter 23 of the FBC 2010. All framing and masonry must be in compliance with the FBC 2010. I9' F t 72 A .;o- "e a Quality Assurance Entity: PFS Corporation Certificate of Independence: See uploaded attachments. UGTSxx and USCxx Girder Truss Table of Contents June 20, 2012 Introduction and Tables Introduction 1 UGTS and USC Series Summary Load Table 2 Sample Drawings 3 Appendix A: Calculations introduction to the Calculations A UGTS and USC Calculations 9 pages Appendix B: Laboratory Tests Introduction to the Test Report Resuit Summaries B UGTS and USC Test Report Assembly Test 6 pages Stork Twin Cities Testing Project # 031205 UGTS and USC Test Report- Device Test 5 pages Stork Twin Cities Testing Project# 3018 02- 50883.3 Appendix C: Shop Drawings Introduction to the Hanger Drawings C UGTS and USC Production Shop Drawing 2 pages I hereby Y that this report and calculations were prepared by me or under my direct supervision and that I am a duly Registered Professional Enginew under the laws of the State of Florida. Steven Brekke, PE Registration Number PE -70432 m �a V , t INTRODUCTION USP Lumber Connectors: UGTS and USC Girder Truss Anchor United Steel Products Company (USPQ manufactures the UGTS and USC Girder Truss Anchor from number 10 gauge (ASTM A653) galvanized steel, with minimum Fy = 33,000 psi and minimum F. = 45,000 psi. The UGTS and USC Girder anchors are pre - punched for 16 -penny common wire nails and W' x 6" WedgeBolts+ by Powers. Detailed production shop drawings are included in Appendix C. The UGTS and USC Girder anchors were tested by Stork - Twin City Testing Company at their facility in St. Paul Minnesota; and they prepared the test report. Tests were conducted in accordance with the intent of ASTM Specification D1761. Copies of the test report summaries are provided in Appendix B. The calculated load values and comparisons between the calculated values and test results are provided in Appendix A. Calculations are based on values and criteria specified in the American Forest and Paper Association's National Design Specification for Wood Construction MS). 2005 Editions and with the American Iron and Steel Institute Cold- Formed Steel Design Manual, 2007 edition. The allowable load table for the UGTS and USC Girder anchors is on page 2. UGTSxx and USCxx Series Summary Allowable Load Table MOM t USCW 10 4314U2 WIT" a .:: 91W... w, 4(12pM USM, 10 4314 30-112 USPA4 is 6112 36112 G U01'884 • 10< _ 6112. Zi °: &. Bna path USC83 m q aht A *112 $' USM 10 Bail SCH12 8M2p8eb USM 10 43p M12 U ► 10- 612 W12 �... s 1)Up�toedeia ebeanu ea Xr6ar dur 11, 1 loads MW" M MOMbepw at 2) Un POWS Faftm sts - ir WWp aft kadein 3j Fla H be lo�t�ouled aofoterCedcem�nryorre64aroed�rede (fem a000pe1 ai�4ays} 4) Bob dWconbm bobL fi)MkIh=U&Wftdffttd8hdbdI-WfUI6daft >m33 7813 2 ; : 3M% 7813 1)Up�toedeia ebeanu ea Xr6ar dur 11, 1 loads MW" M MOMbepw at 2) Un POWS Faftm sts - ir WWp aft kadein 3j Fla H be lo�t�ouled aofoterCedcem�nryorre64aroed�rede (fem a000pe1 ai�4ays} 4) Bob dWconbm bobL fi)MkIh=U&Wftdffttd8hdbdI-WfUI6daft Sample Drawings USCxx Sample Drawings UGTSxx Puh 4Ar OW r Q" block 14 Ganpow Wt N tt►M+tin4ttM bft" p) ss Desch MH caa °�,� aen wr�tfn„o 2 :: Uw or4 sera r0A to Typkal WCOPInstallathm llSC9F 1!©TS :inli�u' for Loft sx�wl TWOM uSwIns"I latlan !!SCli.� Sample Drawings UGTSxx See Allowable Load Table for H & w dimensions. BI Untel Blade WM (!) #8 r Q" block 14 Ganpow . tt►M+tin4ttM bft" or 4 as � MH caa for UOft Wft sra�hook St bdt leaatlM Ar Typkal WCOPInstallathm llSC9F 1!©TS :inli�u' See Allowable Load Table for H & w dimensions. BI I . T . APPENDIX A UGTS and USC Girder Truss .Anchor Calculations and Test Comparison The following pages contain data pertaining to calculations and analysis of test results to determine the allowable loads for the UGTS and USC Girder anchor. The calculations were prepared by Rex Swanson, P.E., of USP under the direct supervision of Steven Brekke, PE of USP, and signed and sealed with the Florida Seal. The calculations are based on values and criteria specified in the American Forest and Paper Association's Ngiogo SWIfication for Wood Construction (IBS). 2005 Edition and American Iron and Steel Institute's North American Specification for ft Design of Cold- Foaned Steel Structural Members (S 100), 2007 Edition. The allowable loads are based on the lesser of the calculated loads at lW10 load duration, the steel strength at the critical net section, and the governing test ultimate load reduced by a factor of safety of three. Adjustments of the allowable loads for load duration are made in accordance with the NDS Section 2,,as modified by the referenced model codes. However, no increase was considered for the steel. F7 l AM&A4,0 I�r .h G�tuo G'i .x... = > 311 �� Xllzo", -;b7) I -/-b- 3) e*or 21�'�% y Cl e-) - her w A & U. MZ -.Sq t, f LO 115 -0 Fa t' "If We4r5 l� sL' Y/ Olt 0 smtr< /7-er 5�v WWAA 77 963 �4- - ef.Saf- PS Pepsi I-C 40-- 6? 70 ?* $A wmlr�mlm A PrOeda 1,awev?-4,1zr, �� mss- � lU /33'0E C�sr.rt The ASTM D1761 evaluation standard for "hangers and similar devices" is not optimally suited to high wind hold down devices like USC and UGTS because the type of loading they experience is not very similar to hangers. « Joist hangers routinely function subject to cyclical loadings that are typically far below their maximum working capacity. While maximum capacity is important for joist hangers, serviceability of the connection (deflection) is critical because it speaks to the confidence and performance of the floor system. Hold devices for girders are not designed to carry ordinary service loads. Ordinary roof gravity loads are borne by direct bearing to the top of bearing walls. Hold down devices only serve to resist the uplift In a high wind event when uplift exceeds roof dead load. For most of the life of the structure, our parts will not be under stress. They are, however, required to perform during extreme events where life /safety is at stake. The testing of USC and UGTS hold down assemblies showed that they are very stiff —their capacity rises dramatically with minimal deflection. Assembly testing (Stork/Twin. Cities Testing Project # 031205 per ASTM D1761) revealed an ultimate capacity based on 1/8" deflection criteria of just under 7000# for a two bolt setup and a slightly higher 7700# for a 4 bolt setup. Device testing (Stork/Twin Cities Testing Project # 3018 02- 50883.3 per ASTM D1761) that isolates the tested connector revealed a much greater capacity of 15,000# at 118" deflection for the 4 bolt setup. This capacity is above the 1/3 lowest ultimate capacity Because the capacity rises so quickly and because of the life /safety nature of the connection, we set aside the r/8" deflection limit in assembly- testing per-ASTM 01763 -and will use the 1/3 of the lowest a. ultimate capacity as the reported assembly testing limit. In the case of a 4 bolt connection assembly test, 1/3 of the lowest ultimate capacity (30400#) is 10133# at a deflection of 5/32. For the 2 bolt connection, 1/3 of the lowest ultimate capacity (23440#) Is 7813# at 9/64". No 7044 APPENDIX B UGTS and USC Girder Truss Anchor Test Report Summary Pages 3 0, — � oMa �� � =,sl TO: Mr. Tom Kotden, P.E. United Steel Products P.O. Box 80 703 Rogers Drive Montgomery, MN 56069 PROJECT: US0UGTS TRUSS AND RAFTER CONNECTORS Twin City Testing Corporation 662 Cromwell Avenue, St. Paul, MN 55114.1776 (651) 845.3801, Fax: (861) M -7348 DATE: November 30.2001 REVISED: April 18, 2002 PROJECT NO: 031205 ,455"6,ey r657-- LOAD TEST OF USCIUGTS TRUSS AND RAFTER CONNECTORS This report presents the results of testing perfomred by Stork Twin City Testing Corporation, on ale set of truss and rafter connectors manufactured by United Steel Products (USP) lasted in Montgomery, Minnesota. The scope of our work was limited to the following: 1. Constructing masonry test wale with filly grouted cells as structural members. 2. witness the Installation of the connectors as performed by the menufachuer. 3. Casting grout and mortar samples to monitor the compressive strength of the structural member components. 4. Performing tensile nesting on the connectors in general accordance with applicable sections of ASTM:E4W96, °Strength of Anchors In Concrete and Masonry E dement$ ". and ASTM:131761.00, "Standard Test Methals for Mechanical Fasteners In wood". 5. Preparing a written report presenting the results of our work. Our work was requested and authorized by Mr. Tom Kolden of United Steel Products (USP) on May 14 and 25, 2001, respectively. This testing program Is being conducted under Miami -Dade Florida nol ficadon number MAXMN01001. TEST RESULTS SUtIr1MARY; A summary of our test results Is as follows: Sample Type of Type of 1W Deflection Load -on R Its Lad, I folure, its. 1A USCIUG 2lmlt Tensile 6,390 ,4$t1 1 B USCNt3TS_ Tensile 7.400 1C USCIUGTS 2 bolt Tensile 71130 Average Ay,0 r 6,970 2A Usm bolt Tensile 7,750 ,® 2B USC/Ut3R Tensile 7,730 2C USC UGTS-4 bolt Tensile 74840 + 34�600 ' Average rax m 7,710 edom�on eM Wma us to hie repoA me dertaed 6ae mtlerW, eibrrr�atlmr minor aps IN 4 me %M WW W QW tlkfll mq exetudo arN a Basra a YePimd wiry— alto Pre Bess el hie met" resla m erw %Tw tw mry poftep PwvmA wimp" p" repel ISM eaftdo w pop" of our �m men map not be.eed for mbmtt6tr�Q Pwperea, TNS report star mat be repraeuaa ampt in eaQL wIDgW rMran spprvat o! thb tats 1W IBM" of WN. 00WA m bWAftrO s WWW W ranee on ere mgt*AMOW00W4WW%W MOW $liUN Oftft 1Lf IftI&dfapl8r09 1 � t t PROJECT NO: 031205 DATE: November 30, 2001 REVISED: April 18, 2002 PAGE: 2 LOAD TEST OF USC/UGTS TRUSS AND RAFT1ff2 CONNECTORS SAMPLE IR9MCATION: One set of Was and rafter oonnectors were submitted to our laboratory on July 10, 2001 by Mr. Jason Steen of USP. The set consisted of six tares and rafter connectors as depicted In the attached drawing labeled as Figure Number 2. Each connector was visually Inspected prior to placement and no visual defects were noted. Each oonnector was consistent with the attached drawing. As shown on the drawing, each connector had two long vertical straps, each with three pre - punched bolt how. USP Indicated these test samples are representative of the USC and UGTS products they manufacture. The structural member (masonry wall) used for testing consisted of eight inch regular weight concrete masonry units (CMU) with Type S mortar and 2000 psi grout. The wags were M up by Twin City Testing personnel using a running bond pattern. the CMLW were supplied by Anchor Block of St. Paul, Minnesota and the mortar was mixed by Twin City Testing personnel The grout was suppled by Cemstone of St. Paul, Minnesota. The age of the mortar and grout at the time of the tests was 12 days. The compressive strength of the grout 24 hours prior to testing was documented to be 2080 psi. Tire compressive strength of the grout 24 hours after testing was documented to be 2140 psi, for a test average 2110 psi. The structural tural member used for the connectors was approximately 48 Inches In length, 32 inches In height and 8 Inches In width. The connector was Ir sWed on the side of the structural member at the center point according to the manufacturers instructions using either two or four 3/4 Inch by 6 - - -- ers. -- See -the attached dry. The wood used during the testing consisted of three places of 2 Inch by 12 inch Douglas Fir Select Structural. The wood was secured together using nails and secured to the connector using 10d (0.148 inch diameter) common double headed nails In all of the avelable non holes. At the time of tests, the moisture content of the wood assemblies was documented to be between 6 and 7 percent See the attached drawing. TEST PROCEDURES: Load testing was performed In general accordance with applicable sections ASTM:E488 -98 and ASTM01761 -00. Testing was performed at our laboratory on July 10. 2001 and subsequent dates. A brief description of our test procedure Is as follows: Tensile Test 1. Each structural member was cast and stored In the natural environment The masonry watt were allowed to cure until the desired grout compressive strength was achieved (approximately 2000 psQ. 2. Once the grout had reached the desired compressive strength, connectors and the wood members were then fastened to the masonry wan and placed under a reaction frame. Two hydraulic rams were placed on the masonry wall and under the reaction frame to hold the masonry wail In place. The rams were placed approximately 4 Inches from each side of the wood member. A hydraulic rem was then placed under each end of the wood member. Please see Figure i for the typical test configuration. aew am mve w—W at brow WW&V" as b of oor earl arq am�r not t UiYtl for Pvow toUMois at frenma we taalea ar &49"0090 doaaaem I , r PROJECT NO: 031205 DATE: November 30, 2001 REVISED: April 18, 2002 PAGE: 3 LOAD TEST OF USCIUGTS TRUSS AND RAFTER CONNECTORS TEST PROCEDURES: (cont.) 3. A toad cep was placed between one ream and the wood member. The hydraulic name were then connected to a pump, which was used to apply the load to the wood and connector. The load cell was connected to a digital readout and used to monkor the load during testing. The bad coil caUbration was traceable to the Nations! Institute of Standards and Tedawlogya 4. The detection of the connector was measured using two string transducers connected to a data collection system. The string transducers were placed on the wood member near the top of the connector. The bad cep was also connected to the data collection system. See attached drawing for test set-up. S. The connectors were then tested In tension according to appticabb sections of ASTM:E489.96 and D1761.00. The load was applied in increments of appro:dmately 2000 pounds per mknute continuously with detiection readings taken every 1000 pounds. 6. The toad was applied until M re. Once failure occurred, the load and the method of faihrre were recorded. TEST RESULTS: See attached data sheets. REMARKS: Unless further notice Is received, the remaining samples will be held to our laboratory for a period of two wastes and discarded. If you have any questions concerning this report, or if we may be of further assistanoe to you, please feel free to contact John Lee at (851) 659 -7340. STORK TVWIN CITY TESTING CORPORATION Thaddeaus L. Hsmmols ohn D. Lee, P.E Staff Enginm on, t . Construction Materials Department °. i174I+ 1�YCJr1E8jW1�f 9ttS181 r�001f�0317061R�o�t�SCtJG18doo Irtbmuoan aid 47 eve roper ono donwd 1�a mofaAal bbmamon anWar spao�msaro tan�tm M madf�t andaaesbaanyaquased ar nrprod rraRartsoa as b flwnanp�o�aadamcl app�Id amtreoamla can aisy00pont9�ass /eloryu�PadualSmn®oa trdaallwy7skis,ch'swl7 Y f t t STORK Twin City Testing Corporation M Qwft Y Avemm a S. PAW. MN 68114 -IM LOAD TEST OF USCAJGTS TIEDOMS (681) 64S4M • Fox (051) 6BOMMS Tendon Direction .2 Wedge Botts Load vs. Deflection Chart MI 0.160 0.100 0 1000 2000 3000 4000 5000 WW 70004 8000 9000 10000 11000 MW 13000 14000 Load 9ma1Rtl9�illtlf fteltl�y¢U{ml tllA/t9tPWU1N6in� tt�W d/JIA�b wftAc dOM(M A*#N®a OO-j AM WMM6t,.jtl umb) a% ftu —M 6BtWtflmlbW�a.Y ma.>naa pape.gratams+a�naroawr aauxaoarm am+YNssrnppurpmna Tms repro tmv"r+ - &Mam* --gmam W-4" 7aeratmtleptp afro inu.amu w�,¢wna nnac, m � en�n.v' aaa &flay aaW VaNmN 8'+a#ee)s�Wg PMfW 1Aa lgAt to ChNw 1) STORK IWIn My TesUng Corpomflon LOAD TEST OF USCIUGTS TIEDOWNS'(850'645'MA". Fm.,*,.sL,)PauL7m3N4,rksII4.lrm Tension Direction .4 Wedge Baits Load vs. Deflection Chart 0" M, 0 20W 4WD 6000 OWD 10000 12000 14OW 1604 IWW 2D00 22000 24000 26M 28000 30000 Load (pounds) zc- c 4, 0 5 , I f , SOMIRIA" Twin City Testing Corporation 662 Cmniwd Avenue. SL Paul, MN 691141776 (651) 8454001. Fax. (651) 669-7348 11,1111 Dfavft submitted by United Steal PtodtM 662 Cromwell Avenue SL Pad, MN 55114 M11014 wbwaft WWORMIMOrNIOM usn"NOM to arahaaoGift -j 91 *1 ovaWaoa" no be wm for at"OfskV Suva= Ids was dW= fig W.*.W amapf inf&A a 11 WON Wraw Coo" I=Ift GM ft* FW" UWTO W V f r i r STORK'° Twin City Testing Corpomflon BU C.�otiMd Avenue. SR Paul, MN 55114.1778 (851) 845.3 1. Fax. (851) 659 -7348 OPROJECT NUMBER( 3018 02- SD883.3 PAGE: I of 11 DATE: November 19.2002 LOAD TESMG OF THE "USC 83" SERMS UPLIFT STRAP CONNECTOR Qf.. IeX TE5T Prepared fore UNITED STEEL PRODUCTS Aft Jason Steen 703 Rogews Drive Mon%amery, MN $me Dade County Notification # TCTCMN02014 Prepared By: Scow Wr i Project Manager/ftperimernal Mechanics Product Testing Deparattent Phone: (651) 659 -7307 Reviewed By: _ John D. Lee, P.E. Senior Staff Engineer Construction1datetWoepammw >` The test results contained In this report pertain only to the samples submitted for tuft and not nesarliy to all similar products. An AHtim ^o Aaft 0 apm, ftwm* EmpEcyisr PROJECT NUMBERS 301802- 50883.3 Load Testing PAGE: 2 of i 1 DATE: November 19, 2002 This i s o 'load tests conducted on the United Steel Products Company USC 83 serer, for Florida Dade County submittal. The testing was request by Mr. J#= m► O ` T, 202. The scope of our work consisted of conducting uplift load testing on the USC 83 series, Uplift Strap Connector in accordance with ASTM: D1761 -88 (2000), "Standard Test Methods for Mechanical Fasteners in Wood" and in the intent of die ICBO Evaluation Service "Acceptance Criteria for Joist Hangers and Similar Devices." Testing was conducted on October 31 ", 2002. RES The USC 83 Uplift Strap Connectors obtained ul 2,840 lb with loads at 0.125" of deflection of 15,764 lb - 13,25►, dt 1 The ultimate failure modes for ail three samples were the fracturing of the welds at the base of the saddle and the shearing of the anchor straps at the start of the saddle. Prior to ultimate failure the connectors deformed, lend around, crash into and slid -up the 2 x 12, she -off some of the nails. See the load test data sheets and photographs of failures included in the "APPENDIX" of this report. S�►AIPLLBJPYdbTIFICWT10N,, The test samples were identified as the United Steel Products Company, USC 83 series, Uplift Strap Connector used for masonry to woad connections. The attached drawing in the "Appendix" of this report gives the sample configuration and dimensions. Testing Machine: Tinius Olsen Model No: Super L Serial No: MM210 -002 Range: 50 Tons (MST traceable calibration on 12.4 -01 due 12 -4.02) Deflection Measurements: Dial Indicator, 0 to 2.000" #H911. (MST traceable calibration on 9 -3-02 due 9 -3 -03) aWOWN CW WVW MMMM 94 0 M bo tim for *tow" purpom Uwmwe eacmvo 41 r PROJECT NERMER: 3018 02 -SM.3 PAGES 3 of 1 l DATEt November 19. 2002 W�1441!�l 40 The USC 83 series, Uplift Strap Connectors were installed as Indicated in the photographs in the "Appendix" of this report. The USC 83 Uplift Strap Connector was attached to a 3 ply, 2 x 12 x 30" Douglas Fir wood member using (8) 34/2" '16d D.H. (3" shank. 0.162 diameter) nails. The wood member was placed on a steel beam in the lower crosshead of the testing machine and restrained from movement at a 340 angle using steel plates with threaded rods. The anchor end of the connector was bolted to a 15" x 20" x :14" steel fixture plate using (4) N" x 2" bolts. The center load We of the fixture plate was then secured to the upper crosshead of the machine using a yoke assembly with a 1 -1/2" diameter pin. A dial indicator was attached to the base anchor fixture plate to measure the movement of the connector in relationship to the restrained wood truss member. The uplift load was applied at a nominal crosshead rate of 0.03 inches per minute. Dial Indicator deflections were recorded at incremental load points and the load at which the indicator reached a deflection of 0.125" and the ultimate load were recorded, along with the failure mode for each test sample. REMARKS: The testing -was conducted -in reference to -Dade County Notification #- -TCTC- MN02014. STORK/Twin City Testing Corp. is listed with the International Conferecee of Building Officials (ICBO) Evaluation Services, Inc. under Testing Laboratory Report Number 217 and the National Evaluation Service, Inc. under Evaluation Report number NER TL 545. to fto" of do Ift now RM bep MM an � n sv t USC 83 STRAP CONNECTOR r ► ar, a LOAD DEFLECTION OF n sv USC 83 STRAP CONNECTOR TOTLne�- PAG 9aila DATE;11fl8102 - PAe8:0 d 11 ar, a IN THE UPLIFT DIRECTION d� L #y 0.080 R fr r d $$ 0.040 T _. • R d tow p G ? M 0 4W =0,00 400" 400 7000 8000 8000 10000 11000 12000 13000 14000 1S= 18000 Applied Load (" r r r ro PROJECT NUMBER: 301$ M- SM83.3 i - PAGE: 11 of I 1 DATE: November 19. 20M o VMw PA WITH CORRGSMN RESISTANT PRIMER AFTER FABRICATION. [:'B`:: 01494301 f a .r � e. r r APPENDIX C UOTS and USC Girder Truss Anchor Production, Shop Drawing The UMxx and USCG. Series Girder Truss Anchor Auction shop drawings are found hamim The drawing shows the ovarall dimensions and nail hole quantities, as well as the, stml specification and manufacturing t61r C Y � �. • e � v a ' I h r 4' v M.'MI m' c�ariEMr PIN WITH CORROSION RESISTANT PRIMER AFTER FABRICATION, • ► �� yy,� � 1'iLLILL Y4RRGV 1 I..Gi YYI'll"L19G1� 1 AbDED WET TX FRANCES ..._... .._ . _... MAT'L.1 10 GA HR AS7M A 1011 10,127 0,143) iaTiCEI The drnwhg and the Ideas shown thereon are the exclusive property of United Steel Products Co., and are not to be used or reproduced In whole or part without the written consent of United Steel Products t A �N.rT9. S7'9EL PRODUCTS COMPANY 703 MM DIVE, Ma", IR %%9 PMM 0507} 364 -7333 IE� S C t#1- 4 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 201713 Permit Number: RC -5 -13 -1191 Scheduled Inspection Date: November 08, 2013 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Truss Insp Owner: MARINAS, ANGELA Work Classification: Addition /Alteration Job Address: 118 NW 104 Street Miami Shores, FL 33150 -1240 Project: <NONE> Phone Number Parcel Number 1121360131440 Contractor: MCI CONTRACTORS, INC. Phone: (305)897 -6328 dunai comments ADDITION AND RENOVATION OF KITCHEN AND RETURN GARAGE INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSPA92406. Waiting letter from Eng. C�w LE-_ - �'N C Failed Correction Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. November 07, 2013 For Inspections please call: (305)762.4949 Page 14 of 33 U(C: November 7, 2013 MILTON CUBAS, P.E., INC. 1302 N.E. 125* Street — North Miami — Florida 33161 Phone (305) 891 -4174 Fax (305) 891 -4175 E -mail: miltoncubas@msn.com To: City of Miami Shores Building Department 10050 NE 2nd Ave Miami Shores, FL 33138 Ref: Permit # 131191 118 NW 104' Street Miami Shores, FL Dear Building Official: At the request and authorization of the client, an inspection was performed by Milton Cubas, P.E., INC., in reference to the above address. I hereby attest that to the best of my knowledge, belief and professional judgment, the structural strap on wood truss and HSS connection was attached with (9) #10 self drilling screws instead of welded as show on the approved plans. Also the valley set truss detail was modified due to existing condition, it was reinforced with an attached existing wood joist with (8) screws of '/4 x 2/5" in each connection and reinforced to support tie beam. These connections were modified according to the Florida Building Code. Should you have any questions or need any additional information please do not hesitate to contact me. Very ECubas, Wilto.E. 51902 Certification Authorization # 27267 F.L. Reg. P.E. # 51902 S.I. # 6999901 pl- 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 BUILDING PERMIT APPLICATION Permit Type: BUILDING Permit No. FBC 20 Master Permit No. 13--1 l c� 1 ROOFING JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: 3, Folio/Parcel#: 1 -11, Is the Building Historically Designated: Yes Zone: OWNER: Name (Fee Simple Titleholder): °�+ �°� Phone#: l 9 Address: t LAJ i U'%�'� City: ►'V° V`y� State: Tenant/Lessee Name: Phone# -39 87 . Email: CONTRACTOR: Company Name:G� Address . ® Q) b �4 City: �Atq Qualifier Name: �-A State Certification or Contact Phone#: DESIGNER: Value of Work four this Peri Type of Work: OAddition OAlteration rte', w Zip: -33 k -1 5-C ( Certificate of Competency #: Email Address: )ON.0 a (&J,yr. Cs C) -1, 0 �Osr Phone #: -1� $ i'- ° TD 1�j Square/Linear Footage of Work: Description of Work: •@. -N--+ v SS Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ ONew ORepair/Replace ODemolition DBPR $ Bond $ Notary $ Training/Education Fee , $� ��//�� �1Technology Fee $ Double Fee $ Structural Review $ IWO- W l ta[ L 1 . j Z TOTAL FEE NOW DUE $Q Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City state Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 estima val excee ' g $2500, the applicant must promise in good faith that a copy of the notice of commencement and constntctton lie 1 br hure 11 be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice o om a ement t be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In e bsen of such posted notice, the inspection will not be approved and a rei ecdon fee will be charged. s - -- Signature _ - -- Signature Owner Agent Contracto The foregoing instrument was acknowledged before me this -0 The fore oing ins ent was acknow Fd ed before this day of , 2013 by A Me-tc% mvA r rw� day of 20 b c who is personally known to me or who has produced who is pens y known to me or who has produced As identifWation and who did take an oath. •aT li entification and who did take an oath. NOTARY Sign: N25t2�' 'W- Print: 0� d k My Commission Expires: APPROVED BY Sigt Prin * EXPIRES: May 6, 3015 My BondedTlruBudget"S ea '3% . Plans Examiner Zoning Structural Review Clerk (Revised V2/2012)(Revised 3/12/2012) XRevised 06 /10/2009)(Revised 3 /15 /09)(Revised 7/10/2007) CMULTON CUBAS9 P.E.9 INC. C CONSULTING ENGINEER Q Milton Cubas President 1302 N.E. 125th ST. -,North Miami, Florida 33161 Phone: (305) 891-4174 • Fax: (305) 891-4175 'E-mail: miltoncubas@msn.com- Websitefwww.miltoncubaspexom ...... .. ........ .... ... .......... ... . . ........ .......,......:.......,._....y. .... ........ ..... .... ...... N h L i Project Design Subject Sheet No. linspection Address Investigation Job No.: Date: Design By: MC Reports: 4 .:7,)< C��n - - ►© ) .......... +-4 rI ..... 4 35A V-_ 77" 4-- 1- 4. i /Qv -.4-Y ... f A i -- T 2 WX x U(i + x -1, T L t1 J J J-4: C MELTON CUBAS9 P.E., INC. C CONSULTING ENGINEER Milton Cubas President 1302 N.E. 125th ST. - North Miami, Florida 33161 Phone: (305) 891-4174 - Fax: (305) 891-4175 E-mail: miltoncubas@msn.com Website: www.mfltoncubaspe.com 4 IMAM* 147--�. Project Design Subject Sheet No. / !Inspection Address Investigation Job No.: Date: Design By. MC Reports: � i'. .. , N. j-1 t ctcM INC. .MILTON CUBAS, P.E., CONSULTING ENGINEER Milton Cubas President 1302 N.E. 125th ST. • North Miami, Florida 33161 Phone: (305) 891-4174 • Fax: (305) 891-4175 E-mail: miltoncubas@msn.com Website: www.mfltoneubaspe.com ........ .. ... ....... ... .. ....... . . . :A In Project Design Subject Sheet No. lInspection Address investigation Job No.: Date: Design By: MC Reports: L- CMILTON CUBAS, , RE, INC. CONSULTING ENGINEER Milton Cubas President 1302 N.E. 125th ST. • North Miami, Florida. 33161 Phone: (305) 891 -4174 • Fax: (305) 891 -4175 E- mail: miltoncubas @msn.com Website: www.miltoneubaspe.com _ i Project i Design Subject Sheet No. I Inspection Address Investigation 1 Job No.: Date: Design By: MC Reports: 't .. -_... - ...._....._ _........._..._........_ ..._ .................................................................. . ..... _ .... .... . ;.......;...._;_.._..._..,._... >r 4 M A EM DYADS MIAMI -DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY - 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175 -2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315 -2590 F (786) 315 -2599 NOTICE OF ACCEPTANCE (NOA) www.mlamidade.eov /pers/ Nu -Vue Industries, Inc. 1055 E. 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA. shall not be valid after the expiration date stated below. The Miami-Dade. County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AIM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVJH, NVTP/H, NVSO and NVHC Wood Connectors APPROVAL DOCUMENT: Drawing No. NU -3, titled "NVJH Joist Supports, NVTP & NVTPH Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip ", sheets 1 through 3 of 3, dated 07/10/2003, with last revision 4 dated 01/25/2012, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. AUSSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model /series, and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product_ TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 08- 0828.02 and consists of this page I and evidence pages E-1 and E -2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 12- 0130.34 . Expiration Date: January 1, 2014 Approval Date: June 14, 2012 / t� Page 1 I;- 1` 7 Nu -Vue Industries. Inc. NOTICE OF ACCEPTANCE: . EVIDENCE SUBAUTTED A. DRAWINGS "Submitted under NOA # 05-0516.01 " 1. Drawing No. NU -3, titled "NVJH Joist Supports, NVTP & NVTPH Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip ", sheets 1 through 3 of 3, dated 07/10/2003, with last revision 4 dated 01/25/2012, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 03- 0730.03" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R Caudel, P.E. Renort No. Wood Connector Direction Date 1. PT # 03 -4303 NVTP4 Upward 04/21/03 2. PT # 03 -4343 NVTP4H Upward 05 /05/03 3. PT # 03 -4344 NVTP4 Upward 05/01/03 4. PT # 03 -4345 NVTP4H Upward 05/02/03 5. PT # 03 -4349 NVS0236 Up & Down 05/19/03 6. PT # 03 -4357 NVS0236 Up & Down 05/20/03 7. PT # 03 -4358 NVJH24 Up & Down 05/30/03 8. PT # 03 -4385 NVJH26 Up & Down 05/30/03 9. PT # 034386 NVS0236 Up & Down 05/13/03 10. PT # 03.4387 NVJH28 Up & Down 05/30/03 C. CALCULATIONS "Submitted under NOA # 05-0516.01" 1. Report of Design Capacities, dated 07/13/2005, sheets 1 through 5 of 5, prepared, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 03- 0730.03" 2. Report of Design Capacities, dated 07/22/2003, sheets 1 through 13 of 13, prepared, signed and sealed by Vipin N. Tolat, P.E. d6 4%2'01 Z Carlos M. Utjtrera, P.E. Product Control Examiner NOA No. 12-0130.34 Expiration Date: January 1, 2014 Approval Date: June 14, 2012 E -1 Nu -Vue industries. Inc, NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Drawing.No. NU -3 statement of code conformance to 2010 FBC, dated 01125/2012, issued, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 08- 0828.02" . 2. Statement letter of code conformance, no financial interest and no change of product, dated 08/21/2008, issued, signed and sealed by Vipin N. Tolat, P.E. 106, ,2040 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 12-013034 Expiration Date: January 1, 2014 Approval Date: June 14, 2012 E -2 TABLE 1 ' JOIST SUPPORTS ' 18 0 NVM JOIST SUPPORTS Allowable Loads (tba) t Double o Fasteners .6-ft oaa single sts c Sze. Header W as Size stze H F NeOde� ' HVa�2a I j 3j 3, 2-2 ' 8-tod e-wa a tlr a-+oa x i1r 744 74.4.4 NV,&128 1i S 3, � 2 224 ° W • lb-tOd 0-10a i uM z Ur l2q[r (2t}O 821 Wma FP 1 ' B- 3 2.8 200 2 -2x8 US 240 • 14 -10d ts-tea z it 1od z Or , 1736 (736 t!7g ' 202 2 -242 2d2 ..6. W 't 3� ,�, Double Heater i H a {+ NWH 28 as shown ` simper but with - i as Afferent bales. ° .•t General Mites: 1. Steel sW conform to ASTM A653, structural grade 33 D&n. yield 33 ksi) and a minimum galvanized coating of G 60'per ASTM A525. 2. Allowable loads are based on National Desing specifications (AIDS) for ' woad construction,206SFAti0n.K►y A 'FlantA6 QL4%cUV-3 3,' Design loads are for-Southern Pine species with a specific gravity of 0.55. ' Allowable loads for other species shailbe adjusted accordingly. 4. Alan values sire based on AIDS table J°_C=0.55 and have been reduced for Penetratipn Depth factor:.. 5. Allowable loads -for wind uplift and lateral loads have already been ' increased by a duration factor of60% for anchor nail. No' increase is ' allowedfor•steelstress: 6. Allowable loada for more than a single cpnnetion cannot be added - ° together. A design load which be divided into components in the direction given must be evaluated as follows: Actual Uplift .+ AcbW L1 + 2 - < =1.0 ' Allowable UplifE Allowable LI Ai� OWable L2 7. Allowable loads are base on 1 %N thick wood members unless otherwise noted 8. All tests have'been conducted in accordance with ASTM D -•176L `wim Wroi.AT. PE (crao FL Ma # 12847 m 16128 LANr$R CREEL{ WS .rsXVINIM HOUSTON Tx 77M m :lI V Lie taaustrtes, w.. , . 1Q43- 1�8astE4Sttrnat Hialea4� •4387 . �ej � �2 . FA>r 6i0bl 68i -0398 t 7 WM JOIST SUPPORTS DWG Sheet:, Date: RavlsiW�7/1Q(03: biu :. ]aI17IQ3;: TABLE, 2 - TOP PLATE ANCHORS' NVTP 8e NVTP14 Size , Product Code Gauge ` t Dimonsiona (in) . A 8 • 2x4/4x4 NVIP4 20 • j 3 g” 2xB /4x8, NVIPB 20 • 1108 , g" 2x8/4 • NVIPS 20 • 7jr g+ . 2x4/4x4l NVIP4H 18. i * g• . 20/44 NVIP8H . 18 • 8r 2x8 /438 NVrP8H ' 18 • V g" Product code ' Total number of fasteners 1 O x I If Wind tro fltt -Ws ' Max. Uplift Capacity (ibo) 6 8 IF 10 12 - Hvm Joist MWTY , Uplift HVP 41.SH,si awl I2o7, t-4,144 t74•5 Notes: 1. See General Notes, Sheet I. ' 2. One half of all speclNed fasteners shall be used on each side of the stud to achieve tabulated values. A o e o 0 ° O 0 o ° 0 0 0 O TABLE 3 ` NVSO 2.36, 16 GAUGE, HEAVY-DUTY ' FACE MOUNT JOIST HANGER Joist Size • Fasteners , Allowable Loads (Lbs.) Header Size , Header . Joist MWTY , Uplift 2x8-8 2 2xxI0' 2-242 14-10d 0-10d 1798, 1108 , 14-16d 8-18d 1878 •, 1279 . -% 6-16d, 8:00. 1217 Notes: ! 1. See, General Notes, Sheet 1. 1 $ i ° 0� ro 00 o s jr , °O 0 391' - , BOLT HOLES 1/2" M. NAIL HOLE 311V OLk / 171' Mtn. won VM N. TOI.AT. PH (CM W*dfonWb PI.• M # 12&47 15129 LANMt CHM LANE e ¢ HOUSTON, T8 T/�8 Header / 2-2X Midmm ®v ue I tr1as, Ina NVTP & NP1PH PLA78At1t2I0B$, 24VS0 998�!•11AN0� DVP(i # MwU I Dom: ltevW=W t1)11/ WW 4j-9 •2at8 nytassoos WOMM „ TABLE 4 18 Gauge NVHC 43 & NVHC 43/2 HURRICANE CLIP. PRODUCT DESCRIP77WV f �rra +crtcrcb UbN LOADS(LBS} CODE HEi4DER JOIST . UPLF T .'Lt ' Lz NVHC 43 Hurricone alp - vide 3-10d, 'S87� 407; NVHC 43/2 ' Hunlowe alp - w)dex2 ' 10 -10d' 10 -1 Ode 917 547..432 Notes -For UPOk use two' clips, one on each ' side to comply with section 2321.7 of I. See General Notes, Sheet 1. the FBC 2oto 2 3Y4° Y•� II �YIIp 1.M e °- �1 a JW r ° N3 3Y1a o Y2•' q12 Y4n M ` lYz•' � ' .O• �p NVHC 43 .1 ¢ o/ IN N. ' LAT, PE (Cram) l REG 12847 23 LAWM CREEK LANE )STON 770680° ,,`Q�N r1., Tod•., NlA ... Vue rea„salea Tae \ • � 1083 -100 Pant 29 S4weC HWI.A. F od" 33013 M 094-ow l t�F Pia: am 694 -03" �•,• NVHC 43 & NVHC 43/2 HURRICANE CLIP. 0 •i� O R 10�• G�� DwG 8 Sheet: Date RevLstona: p)1]/10/OS 4�SS% 1 };lino (?) 1?J11M NU -3 9 of s ins to g) 1.r I Jax Apex Technology, Inc. FBPE CA NO. 7647 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/ 904/821 -5200 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61G- 30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither'Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and /or calculations .submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as. determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved "testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Ameson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 96- 72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong -Tie t' Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26 -2, LGUM28 -2, LGUM210 -2, LGUM26 -3, LGUM28 -3, LGUM210 -3, LGUM26 -4, LGUM28 -4, LGUM210 -4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20' are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either %x2%" Titen Masonry Screws for a masonry wall, or %xl%" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure .1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either %4x2'/4" Titen Masonry Screws for a masonry wail, or %x13/4" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements. of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson % X 1 %" SDS screws (provided with the part), and fastens to the wall with either %x2 %a" Titen Masonry Screws for a masonry wall, or %x13/" Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson % X 1'/" SDS screws (provided with the part), and fastens to the wall with %4x2 %a" Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The. galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong -Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete wall. Embedded truss anchors fasten to a single -ply wood truss with 10dxl % nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 5' /16" for HETAL). The strap portion of the anchor is 1' /s" wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the -wood member with 10dx1' /" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single - plywood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dxl %" nails. are embedded in the masonry or concrete wall to a depth of 4% inches. The strap portion of the anchor is 1'/8" wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap, anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and.allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and,a - -- - - masonry or concrete structure. -- The_MSTAM Straps are 1 Wwide for use on 1%Z" and - larger members. They are installed with 10d common nails to the wood and either %x2%4" Titen Masonry Screws to masonry, or %x1%" Titen Masonry Screws to concrete. The MSTCM Strap is 3" wide for use on doubled 2-by or single 4 -by and larger members. They are installed with 16d sinker nails to the wood and either %4x2 %" Titen Masonry Screws to masonry, or %x13/" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face.Mount Girder Tie Down. The FGTR is a non -pitch specific girder be down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong -Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS' /e" wood screws, and fastens to the masonry or concrete wall with Simpson Strong -Tie Y2" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy =33ksi and Fu =52ksi and the plates are made from 3 gauge ASTM A -1011 Grade 33 steel having Fy=33ksi and Fu= 52ksi. They have a gray powdercoat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8.for additional details of face mount girder be down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen.HD anchors to attach to the masonry or concrete wall; and Strong -Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, .drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be Y2" deeper than the specified Titen HD length. The SDS screws are installed best with a low -speed Y2" drill and a 3/" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51. mm) for the LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid -- - sawn lumber, glued - laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce - Pine- Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp) y with ASTM F 1667 and shall have the minimum bending yield strength Fy,: Common Nail Pennyweight Nail Shank Diameter inch Fy, (psi) 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure - preservative treated wood shall be hot - dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong -Tie 5,4 Concrete /Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, f - 2500 psi Masonry, fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or b proportions) Grout ASTM C476 2000 psi or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845, 1-1756 2/27/90,12/6/00 HTSM 02 -3667 1/30/02 HM9 Uplift 02 -3793 5/15/02 HM9 F1 Direction 02 -3793 5/15/02 HM9 F2 Direction 02 -3793 5/15/02 HGAM10 Uplift 02 -3884 7/29/02 HGAM10 F1 Direction H046 3/25199 HGAM10 F2 Direction H141 - 6/22/99 META Uplift 02-3674,02 3802, 02- 3861,04 -4675 6/4/02, 6/8/02, 7/24/02, 2/8/04 META F1 02 -3674, 02 -3802 6/4/02, 6/8/02 META F2 _.._.._ 02 -3674, 02 =3802, 02 -3861 _._. 6/4/02,6/ 8/02, 7/24102 HETA Uplift 02 -3803, 02 -3862, 04 -4676 6/10/02, 7/26/02, 2/8/04 HETA F1 02 -3803 6/10/02 HETA F2 02 -3803, 02 -3862 6/10/02, 7/26/02, HHETA Uplift 02 -3676, 02 -3863, 04 -4674 6/4/02, 7/29/02, 2/7/04 HHETA F1 02 -3676 6/4/02 . HHETA F2 02 -3676, 02 -3863 6/4/02, 7/29/02 HETAL Uplift 02 -3803, 02 -3862, 04 -4676 6/10/02, 7126/02, 2/8/04 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong -Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08,3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02- 3616 2/13/02 LTA1 F1 02- 3616 2/13/02 LTA1 F2 02- 3616 2/13/02 MSTAM24 Uplift 02 -3795 5/17/02,5/17/02 MSTAM36 Uplift 02 -3795 5/17/02, 5/17102 MSTCM40 Uplift 02 -3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04- 5004, 04 -5005 10/6/04,10/6/04 FGTRE Uplift 04 -5010 10/29/04 FGTRHL/R Uplift 04 -4915 10/13/04. LGUM Down M202,M 203, M204, M222, M224 7/13/06, 7/13/06, 7/13/06, 7/14/06, 8/03/06 . LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, M217 9/11/06, 9/11/06,.10/20/06,10120/06 HGUM U lift M729, M731 8/3/06,8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building-Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in th.is report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by-the building designer. _. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate /Allowable Lateral Parallel to Plate + Design Lateral Perp. to Plate /Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Building Code, Buildino 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong -Tie _Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress Increase on the strength of the steel. No further increases are permitted. - Reduce loads where other toads govern. 2. HMO allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load.shall be 200 lbs (DFUSYP) & 170 lbs (SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs (DFUSYP) & 950 lbs (SPF). 4. Allowable loads for -the HGAM10 are for one connector. A minimum rafter thickness of 2 %° must be used when framing anchors are installed on each side of the Joist or truss. W1pis�ura lam' notsho�n ,Figure 1 Typical MTSMM/HTSM Application Figure 2 Figure 3 Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong -Tie TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS ` �Easieners a4Ce �pllft Londe Modei Length 6f Ga iiCt � Tnrss�er CMU Concrete u Sa the PlnelDotxgfas Fx =price F x iris tT Jgr } -Prre Larch< ,.. MTSM16 16, 7-10d. � 4 -%< ,x2% 4 - %xl% 875 755 MTSM20 ;16. 20 7 -10d 4 - %x2% 4 - %xl% .875 755 HTS.M16 14-1 16 8-10d 4 - %X2% 4- %x1$/4 1175 1010 HTSM20 14 20 10-10d 4- x2l% 4- %X1' /4 1175, 1010 IjM9z 18 - . 4- SDSY4X1Y2 5 - %x2% 5 - %x1/4 80.51 690 HGAM10.-'- 14 - 4- SDSY4X1'/Z 4- %4x2% 4-%X2% 850 850 Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress Increase on the strength of the steel. No further increases are permitted. - Reduce loads where other toads govern. 2. HMO allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load.shall be 200 lbs (DFUSYP) & 170 lbs (SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs (DFUSYP) & 950 lbs (SPF). 4. Allowable loads for -the HGAM10 are for one connector. A minimum rafter thickness of 2 %° must be used when framing anchors are installed on each side of the Joist or truss. W1pis�ura lam' notsho�n ,Figure 1 Typical MTSMM/HTSM Application Figure 2 Figure 3 Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong -Tie Notes: 1. Loads include a 60% load duration Increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further Increases are permitted. Reduce loads where other loads govern. 2. Five nails must be Installed into the truss seat of the HETAL 3. Parallel -tQ -plate load towards face of HETAL is 1975 lbs. 4. Minimum Pc is 2,OOOpsi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7- 10dx1W fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap Is wrapped over the truss and a minimum of 12 nails are installed. Typical META Installed with TSS Figure 4 Figure 5 Pte- META/HETA/HHETA Twical Installation LTA1 Typical Installation - -- -- Simpson Strong -Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS U p lift Tt l;ater ttl Loads Model No 1 Ply 8a: Pine Tntss 2 a r 3 Pty Fs Se Pirie Trvss � � Fasteners Load 1= asteiiers °Load META12 8 7 -10dxl % 1450 6-16d 1450 340 725 META14 10 7- 10dxl% 1450 6-16d 1450 340 725 META16 12 7- 10dxl% 1450 6-16d 1450 340 725 META18 14 7- 10dxl% 1450 6-16d 1450 340 725 18 6- 10dxl% 1270 5-164 1245 340 725 META20 16 7- 10dxl% 1450 6-16d U50 340 725 META22 18 7- 10dxl% 1450 6-16d 1450 340 .725 META24 20 7- 10dxl% 1450 6-16d 1450 340. 725 META40 36 7- 10dxl% 1450 6-16d 1450 340 725 HETA12 8 7- 10dxl% 1520 7 -16d 1780 340 725 HETA16 12 9 -10dxl % 1810 8-16d 1 1810 340 725 8- 10dx1% 1735 7 -16d 1780 340 725 HETA20 16 16 9- 10dx1% 1810 8-164 1810 340 725 HETA24 20 9- 10dxl% 1810 8-16d 1810 340 725 HETA40 36 9- 10dxl% 1810 8-16d 1810 340 725 HHETA12 8 7- 10dx1% 1565 7 -16d 1820 3408 815 HHETA16 12 10- 10dxl% 2235 9-16d 2235 3408 815 9- 10dxl% 2010 8-16d 2080 3408 815 HHETA20 14 16 10 -10dxl % 2235 9-16d 2235 3408 815 HHETA24 20 10 -1Odxl % 2235 9-16d 2235 3408 815 HHETA40 36 1 10- 10dxl% 2235 9-16d 2235 3408 815 HETAL12 7 10- 10dxl% 1085 10-164 1270 415 1100 HETAL16 16 11 14- 10dxl% 1810 13-16d 1810 1 415 1100 HETAL20 15 14 -10dxl % 1810 13-16d 1810 415 1100 LTA1 18 3'18 12- 10dxlY. 1420 1 12- 104x1% 1420 1 485 1425 Notes: 1. Loads include a 60% load duration Increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further Increases are permitted. Reduce loads where other loads govern. 2. Five nails must be Installed into the truss seat of the HETAL 3. Parallel -tQ -plate load towards face of HETAL is 1975 lbs. 4. Minimum Pc is 2,OOOpsi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7- 10dx1W fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap Is wrapped over the truss and a minimum of 12 nails are installed. Typical META Installed with TSS Figure 4 Figure 5 Pte- META/HETA/HHETA Twical Installation LTA1 Typical Installation - -- -- Simpson Strong -Tie Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where . allowed. by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fr, is 2,500 psi. - 3. Install with spoons facing outward and spaced no more than 1/8° wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat 5. Lateral loads.for META, HETA, and HHETA anchors apply only to 2- or 3 -ply applications with anchors spaced a minimum of 3° apart For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single -ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 lb. may result in deflection up to s/e in the F, direction.- a Figure 6 DETAL and Double META/HETA/HHETA Application Page 9 of 13 Simpson Strong -Tie 4s TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplrft, Loads. Lateral Liaadsa Model lJo,� : aty Appl,cation 1 Ply Sautttem 2 or 3 Ply Sotthetn z F F� :. Prue Truss : Pine Truss `�paraattel � . (peipen. Eaatetlers : Load Finer Load . to watt} y to welt} `! CMU 18- 10dxl% 2480 - - 20008 1370 DETAL20 1 Concrete 18 -10dx l % 2480 - - 2000 1505 CMU 10- 10dxl% 1985 14-16d 1900 1210 1160 META 2 Concrete 10-10dxl% 1985 14-16d 2565 1210 1180 CMU 10- 10dxl% 2035 12 -16d 2500 1225 1520 HETA 2 Concrete 10 -10dx 1 % 2035 12 -16d 2700 1225 1520 CMU 10- 10dx1% 2035 12 -16d 2500 1225 .1520 HHETA 2 Concrete 10 -10dx1 % 2035 14-16d 3350 1225 1520 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where . allowed. by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fr, is 2,500 psi. - 3. Install with spoons facing outward and spaced no more than 1/8° wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat 5. Lateral loads.for META, HETA, and HHETA anchors apply only to 2- or 3 -ply applications with anchors spaced a minimum of 3° apart For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single -ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 lb. may result in deflection up to s/e in the F, direction.- a Figure 6 DETAL and Double META/HETA/HHETA Application Page 9 of 13 Simpson Strong -Tie 4s IVUtw*. ' 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are 'Permitted.* Reduce loads where other loads govern. 2.- Minimum edge distance is 11/2" for Titan Masonry Screws. 3.' Minimum fm = 1500 psi and minimum fc = 2500-psi. 4. 'Products shall be installed such that the Titen screws are not exposed to moisture. rrrc. MSTAMS Msymm Typical MSTAM36 -- - Installation -- - Figure 7 MSTAM/MSTCM. Typical Dimensions and Installation -- Typical MSTCM60 Installation Page 10 of 13 Simpson Strong -Tie TABLE 4. MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS ry 13� nertsi ins Srrnpson Strong Tie D P SPA Model' Na ' Ga inches L ; • CMI1.. F.i.increfe' Fails Land Load MSTAM24 18 1% 24 54x2% 54X1% 8 -10d 1500 9 -10d 1500 MSTAM36 16 1 %- 36 8 - %x2% 84x1% 10 -10d 1870 11 -10d 1870 MSTCM40 16 3 40% 14 - %x2% 14- %x13/4 22 -16d Sinker 4220 ,26 -16d Sinker 4220 MSTCM60 - 16 3 59'/ 14 - %x2% 14- %x13/4 26 -16d Sinker 4220 1 26 -16d Sinker 4220 IVUtw*. ' 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are 'Permitted.* Reduce loads where other loads govern. 2.- Minimum edge distance is 11/2" for Titan Masonry Screws. 3.' Minimum fm = 1500 psi and minimum fc = 2500-psi. 4. 'Products shall be installed such that the Titen screws are not exposed to moisture. rrrc. MSTAMS Msymm Typical MSTAM36 -- - Installation -- - Figure 7 MSTAM/MSTCM. Typical Dimensions and Installation -- Typical MSTCM60 Installation Page 10 of 13 Simpson Strong -Tie Is TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Fasteners ,Altovv�ble Mode�f iv�a« " T�s Block antl U pliift Lc�aci Concrete Wall :' To Truss �,� Oy . .- FGTR 1 2 -Tit en HD Y2x5" 18 -SDS1 /4x3 50008 2 4 -Titen HD %x5" 36 -SDS1 /4x3 9400 FGTRHL/R 1 2 Titen HD ' /x5" 18 -SDS1 /4x3 3850 FGTRE 1 2 -Titen HD %x5" 18 -SDS1 /4x3 46858 FGTRE +FGTR 1 Each 4 -Titen HD %x5 ". 36 -SDS1 /4x3 50008 Notes 1. Loads include a 60% load duration increase -on the fastener capacity in wood for wind-loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases ate permitted. Reduce loads where other loads govem. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titan HD is 4° 4. THUS; should.be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 Ibs allowable 7. Loads are governed, by the grouted wall capacity based on testing of the products attached to the comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 Ibs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. Page 11 of 13 Two FGTRs FOR SHOULD K SET UACK Ile FGTR FWRHLTOPVFEW 'Figure 8 FGTR/FGTRE/FGTRHLIFGRHR Typical Installation Simpson Strong -Tie TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS DOUBLE 2x SIZES. LGUM 26-2 1 12 1 3'/le 5 1 4 1 4 - Va° x 4° 4 -' /a x2W 1430 5595 LGUM 28-2 1 12 3'/Is 1 7 1 4 1 6 - %a° x 4° 6 -' /4°x2' /a° 2435 8250 LGUM 210-2 1 12 1 3'/le 9' 1 4 8 - %° x 4° 8 - Y4 x2Y2 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5% 5% 4 4 - 3 /a° x 4° 4 - %4°x2' /z° 1430 5610 LGUM 28-3 1 12 5% 7% 4 6 - W x 4° 6 - %4°x2' /a° 2435 •8290 LGUM 210 -3 12 5% 9% 4 1 8 - e' x 4° 8 - '/4 °x2' /z° 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /ie 5 /le 4 4 - a" x 4° 4 - Y4 °x2W 1430 '5625 LGUM 28-4 12 6 /1e 7 /1e 4 6 - %° x f 6 - %N2 %" _ 2435 8335 LGUM -210 -4 12 6 /I 9 /je 4 8 - Ya° x 4° -8 - %4°x2%° 3575' 9860 4x SIZES LGUM 46 12 3% 4% 4 4 - s" x 4° 4 - '/4 °x2' /z° 1430 5600 LGUM 48 12 -3% 6'/a 4 6 - %° x 4° 6 - ' /4 °x2' /a 2435 8260 LGUM 410 12 3% 8% 4 8 - s' x 4° 8 - '/4 °x2Y2 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 5% 8 - a' x 5° 24 - %N2 %" 10085 14965 16015 HGUM5.50 7 5 % 11 5% 8 - %a° x 5° 24 - Y4 °x2 %2 10125 14940 16015 HGUM7.00 7 7 to 30 5% 8 -.8 /a° x 5° 24 - %a x2' /z° 10375 14770 16015 HGUM7.25 7 7% 5% 8 - I %" x" 24 - %N2%" 10415 14740 16015 HGUM9.00 7 9 5% 8 - a" x 5° 24 - %N2' /z° 10705 14545 16015 . Notes.: 1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum fm =1500 psi and fc = 2500 psi. Page 12 of 13 MIN Figure 9 LGUM/HGUM Typical Installation Simpson Strong -Tie lu Law Iii* Page 12 of 13 MIN Figure 9 LGUM/HGUM Typical Installation Simpson Strong -Tie 1 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. Page 13 of 13 Simpson Strong -Tie _ pyp r''' ,i � „ii• •i.. yam, �p���r w R ,�p•� i q., (j � 11"pR . I': "Jax VI kiri .• y, Inc. • Je . Y �'.• P.E. Page 13 of 13 Simpson Strong -Tie kf 'f C j MILTON CUBAS, P.E., INC. 1302 N.E. 125 Street — North Miami — Florida 33161 Phone (305) 891 -4174 Fax (305) 891 -4175 E -mail: miltoncubas(@msn.com www.miltoneubaspe.com COVER SHEET DATE: September 2, 2013 PROJECT: NEW TERRACE FOR EXISTING RESIDENCE MRS. ANGELA MARINAS ADDRESS: 118 NW 104 ST. MIAMI SHORES, FL. CLIENT: DESIGN BY: GE PAGE 1/35 SEp p 4 2013 This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 35. - Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in -house developed software. PrrMniltonu service, the in -house developed software was thoroughly checked by performing Para The sign and seal provided herein are meant to cover all computation sheets pages 1 th Certification Authorization # 27267 F.L Reg. P.E # 51902 S.I. # 6999901 L MILTON CUBAS, P.E., INC. 1302 N.E. 125 Street — North Miami — Florida 33161 Phone (305) 891 -4174 Fax (305) 891 -4175 E -mail: miltoncubasamsn.com www.miltoncubaspe.com INDEX DESCRIPTION Wind Loads Calculations. TERRACE Steel Frame Properties Loads Reactions Steel Frame Design Baseplate Design Concrete Foundation Design Anchors Baseplate Design Anchors Wall Connections Design PAGE PAGE 1 5 6 9 12 21 22 26 31 ii/35 r ' M t MECAWind Version 2.1.0.6 per ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com Date 9/2/2013 Project No. 1.07 Company Name Milton Cubas, PE, Inc. Designed By me Net Pressure at top of wall (windward + leeward) = Address 1302 NE 125 St Description RE- ROOF p0: City North Miami Customer Name psf State FL Proj Location 118 NW 104 ST, MIAMI, FL File Location: C: \MILTON CUBAS 2013 \TERRACE, SEPT 2 \SINGLE RESIDENCE, 118 NW 104 ST. MIAMI SHORES, FL \CALC \WIND.wnd Leeward wall pressure acting uniformly outward = .37 * ph= 14.25 Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 2.59 : 12 Slope of Roof(Theta) = 12.20 Deg Ht: Mean Roof Ht = 12.50 ft Type of Roof = Hipped RHt: Ridge Ht = 15.50 ft Eht: Eave Height = 9.50 ft OH: Roof Overhang at Eave= 1.00 ft Roof Area = 2375.00 ft^ 2 Bldg Length Along Ridge = 57.50 ft Bldg Width Across Ridge= 53.50 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6 *Ht = 15.00 ft lzm: Cc *(33 /Zm) ^0.167 = 0.23 Lzm: 1 *(Zm /33) ^Epsilon = 427.06 ft Q: (1 /(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 = 0.92 Gust2: 0. 925*(( 1+ 1.7 *lzm *3.4 *Q) /(1 +1.7 *3.4 *lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11 -1 Internal Pressure Coefficients for Buildings, GCpi GCPi :Internal Pressure Coefficient = +/ -0.18 Topographic Adjustment 0.33 *z = 4.13 Kzt (0.33 *z): Topographic factor at elevation 0.33 *z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33 *z)] ^0.5 = 175.00 mph Net Wind Pressures on Walls (Table 27.6 -1) Wall Pressures do not include effect of internal pressure MWFRS -Wall Pressures for Wind Normal to 53.5 ft wall L/B = 1.07 ph: Net Pressure at top of wall (windward + leeward) = 38.32 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.32 psf ps: Side wall pressure acting uniformly outward = .55 * ph = 20.98 psf pl: Leeward wall pressure acting uniformly outward = .37 * ph= 14.25 psf 1/35 pwh: Windward wall pressure acting uniformly outward = ph -pl = pw0: Windward wall pressure acting uniformly outward = p0 -pl = MWFRS -Wall Pressures for Wind Normal to 57.5 ft wall L/B = ph: Net Pressure at top of wall (windward + leeward) _ p0: Net Pressure at bottom of wall (windward + leeward) _ ps: Side wall pressure acting uniformly outward = .54 * ph = pl: Leeward wall pressure acting uniformly outward = .38 * ph= pwh: Windward wall pressure acting uniformly outward = ph -pl = pw0: Windward wall pressure acting uniformly outward = p0 -pl = See rig 27.6 -2 for Pay pe9t vAnd in roof ht. Net Wind Pressures on Roof (Table 27.6 -2): Exposure Adjustment Factor = 2/35 24.08 psf 24.08 psf 0.93 38.70 psf 38.70 psf 20.90 psf 14.71 psf 23.99 psf 23.99 psf 1.000 Zone Load Casel Load Case2 psf psf - - -- ---- - - - - -- ---------- -1 .. .00 00 _... 2 .00 .00 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of 10' indicates that the zone /load case is not applicable. I 1 -07 AT iiiiii .00 psf -27.03 psf .00 psf .00 psf 3/35 4/35 NECAWind Version 2.1.0.6 ASCE 7 -10 Developed by RECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com Date 9/2/2013 Project No. Company Name Milton Cubas, PE, Inc. Designed By me Address 1302 NE 125 St Description : RE- ROOF City North Miami Customer Name State FL Proj Location 118 NW 104 ST, MIAMI, FL File Location: C: \MILTON CUBAS 2013 \TERRACE, SEPT 2 \SINGLE RESIDENCE, 118 NW 104 ST. MIAMI SHORES, FL \CALC \WIND.wnd Qt.* i a rf i 1 , i i ' ' J Waft Elip Roof 7 < I <= 27 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 5 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft ^2 GCp GCp psf psf -------------------------------------------------------------------------- TRUSS 2.00 12.00 48.0 3 0.36 -1.36 18.46 -52.25 TRUSS 2.00 12.00 48.0 2 0.36 -1.36 18.46 -52.25 TRUSS 2.00 12.00 48.0 1 0.36 -0.83 18.46 -34.34 Khcc:Comp. & Clad. Table 6 -3 Case 1 = 0.85 Qhcc:.00256 *VA 2 *Khcc *Kht *Kd = 33.94 psf FRAME FOR TERRACE Milton Cubas- PE, Inc., Milton Cubas, PE Sep 02, 2013; 09:42 AM IES VisualAnalysis 10.00.0006 5/35 V- aby'SN) 0 6/35 FRAME FOR TERRACE Milton Cubas PE, Inc., Milton Cubas, PE Sep 02, 2013; 09:43 AM Load Case: DL(-Y)=26 PSF IES VisualAnalysis 10.00.0006 7/35 FRAME FOR TERRACE Milton tubas PE, Inc., Milton Cubas, PE Sep 02, 21 13; 09:43 AM Load Case: LL( -Y) =30 PSF IE3 VisualAnalysis 10.00.0006 8/35 FRAME FOR TERRACE Milton Cubas PE, Inc., Milton Cubas, PE Sep 02, 2013; 09:43 AM Load Case: WL(+Y)= 42 PSF IES VisualAnalysis 10.00.0006 FRAME FOR TERRACE Milton Cubas PE, Inc., Milton Cubas PE Sep 02,.2013; 09 :44 Alts Result Case: DL(= Y )= 25'PW IES 1lisualAnalysis 10.00.0006 P V `o CD 431 LT x 'SOO 9146 F� u N L '`alb 0 t 9/35 FRAME FOR TERRACE Milton Cubas PE, Inc., Milton.Cubas, PE Sep 02, 2013; 09:44 AM Result Case: LL( -Y )=30 PSF IES VisualAnalysis 10.00.0006 r 016 00 `tWSi \x) l'2 1 -n 11 N a 10/35 r �� FRAME FOR TERRACE Milton Cubas PE, Inc., Milton Cubas, Pt Sep 02, 2013; 09:44 AM Result Case: WL(+Y)= 42 PSF IES VisualAnalysis 10.00.0006 co A* II 45 '0!3\'0 �10 00 C, y 'yak '01'f6 04 \�D U. 21L m LL 0 �6:4 11/35 FRAME FOR TERRACE Milton Cubas PE, Inc., Milton Cubas, PE Sep 02, 2013-,10:48 AM Design View, Unity Checks IES VisualAnalysis 10.00.0006 N 9 I 12/35 8 Project: FRAME FOR TERRACE 13/35 Milton Cuba s* PE, Milton'Cubas PE, Inc. September 02, 2013 C:\MILTON CUBAS 2013 \TERRACE, SEPT 2 \SINGLE RESIDENCE, 118 NW 104 ST. MIAMI SHORES, FL \CALL\ Design Group Results Design Group: STEEL BEAM per AISC LRFD (2005) Designed As: HSS6x4x1 /4, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Combined Check Member Name Result Case Offset„ ft Code Ref. Unity. Check Details BmX001 1.2D +1.6L +0.2Di +0.5S 9 H1 -1b 0 OK KLz = 9 ft, KLy = 8 ft, Cb = 1 , Lb =9ft BmX002 1.2D +1.6L +0.2Di +0.5S 9 H1-1b 0 OK KLz = 9 ft, KLy = 9 ft, Cb 2, Lb =9ft BmX003 1.2D +1.6L +0.2Di +0.5S 0 H1 -1b 0 OK KLz = 11 ft, KLy = 12 ft, Cb = 1 , Lb= 12 ft BmX003 -0 1.2D +1.6L +0.2Di +0.5S 0 H1-1b 0 OK KLz = 4 ft, KLy =oft, Cb = 1 , Lb =4ft BmZ001 1.4D +0.9H 6 H1-1b 0 OK KLz = 12 ft, KLy = 11 ft, Cb = 1 , Lb =13ft Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft lb lb Ref. Check Page 1 Vlsua/Analysis a.00 (www.lesweb.com) Strong mexure VnecK Result Case Offset ft Demand My lb-ft Capacity My lb-ft Code Ref. 14/35 Project: FRAME FOR TERRACE Result Offset Demand Mz Capacity Mz Code Unity Milton Cubas, PE, Milton Cubas PE, Inc. Name September 02, 2013 ft lb-ft lb-ft Ref. C:WIILTON CUBAS 2013 \TERRACE, SEPT 2 \SINGLE RESIDENCE, 118 NW 104 ST. MIAMI SHORES, FL\CALC\ 1.4D +0.9H BmX001 1.2D +1.6L +0.2Di +0.5S 0 101 137000 E3 -2FB 0 OK KLz = 9 ft, Lb = 9 ft, 4 22252 F7 -1 0 OK BmZ001 KLy =8ft BmX002 1.2D +1.6L +0.2Di +0.5S 0 67 129131 E3 -2FB 0 OK KLz = 9 ft, F7 -1 0 OK Lb = 9 ft, KLy =9ft BmX003 1.2D +1.6L +0.2Di +0.5S .0 123 103704 E3 -2FB 0 OK KLz = 11 ft, -6066 29428 F7 -1 0 OK Lb = 12 ft, KLy =12ft BmX003 -0 1.2D +1.6L +0.2Di +0.5S 0 57 165926 E3 -2FB 0 OK KLz = 4 ft, 1.2D +1.6L +0.2Di +0.5S 0 -4990 29428 F7 -1 0 OK KLy =oft BmZ001 1.4D +0.9H 0 15 114312 E3 -2FB 0 OK KLz = 12 ft, Cb =1 BmZ001 1.4D +0.9H 6 348 29428 KL = 11 ft Strong mexure VnecK Result Case Offset ft Demand My lb-ft Capacity My lb-ft Code Ref. Unity Details Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft lb-ft lb-ft Ref. Check 1.4D +0.9H BmX001 1.2D +1.6L +0.2Di +0.5S 9 -4610 29428 F7 -1 0 OK Lb = 9 ft, 4 22252 F7 -1 0 OK BmZ001 1.4D +0.9H 13 Cb = 1 BmX002 1.2D +1.6L +0.2Di +0.5S 9 -5506 29428 F7 -1 0 OK Lb = 9 ft, Cb =2 BmX003 1.2D +1.6L +0.2Di +0.5S 0 -6066 29428 F7 -1 0 OK Lb = 12 ft, Cb =1 BmX003 -0 1.2D +1.6L +0.2Di +0.5S 0 -4990 29428 F7 -1 0 OK Lb = 4 ft, Cb =1 BmZ001 1.4D +0.9H 6 348 29428 F7 -1 0 OK Lb = 13 ft, Cb =1 Weak Flexure Check Member Name Result Case Offset ft Demand My lb-ft Capacity My lb-ft Code Ref. Unity Details Check BmX001 1.4D +0.9H 0 -13 22252 F7 -1 0 OK BmX002 1.4D +0.9H 0 10 22252 F7 -1 0 OK BmX003 1.4D +0.9H 0 9 22252 F7 -1 0 OK BmX003 -0 1.4D +0.9H 0 4 22252 F7 -1 0 OK BmZ001 1.4D +0.9H 13 -13 22252 F7 -1 0 OK Page 2 Wsua/Anaiysis a.00 (www.iesweb.com) Project: FRAME FOR TERRACE 15/35 Milton Cubas, PE, Milton Cubas PE, Inc. September 02: 2013 C:IMILTON CUBAS 2013\TERRACE, SEPT 21SINGLE RESIDENCE, 118 NW 104 ST, MIAMI :SHORES, FL\CALC\ Strona Shear Check Member Result. Offset Demand Vy Capacity Vy Code Unity Details Name Case ft lb lb Ref. - 'Check BmX001 1.2D +1.6L +0.2Di +0.5S 9 -3016 61361 G2 -1 0 OK BmX002 1.2D +1.6L +0.2Di +0.5S 9 -2740 61361 G2 -1 0 OK BmX003 1.2D +1.6L +0.2Di +0.5S 0 3416 61361 G2 -1 0 OK BmX003 -0 1.2D +1.6L +0.2Di +0.5S I 0 2373 61361 G2 -1 0 OK BmZ001 1.4D +0.9H 13 -144 .61361 G2 -1 0 OK Weak Shear Check Member Name Result Case Offset ft Demand Vz lb Capacity :Vz Ib - Code Ref. Unity Details . Check BmX001 1.4D +0.9H 9 2 38211 G2 -1 0 OK BmX002 1.4D +0.9H 9 -0 38211 G2 -1 0 OK BmX003 1.4D +0.91-1 12 -0 38211 G2 -1 0 OK BmX003 -0 1.4D +0.9H 4 -1 38211 G2 -1 0 OK BmZ001 1.4D +0.9H 13 -1 38211 G2 -1 0 OK Combined Torsion Check Member Name Result Case Offset ft Code . Ref. Unity Check Details BmX001 0.9D +Di 0 1-13 -6 0 OK Tr = 21 lb-ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 BmX002 0.9D +Di 0 1-13 -6 0 OK Tr = 5 lb-ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 BmX003 0.9D +Di 0 1-13 -6 0 OK Tr = 3 lb-ft, Combined Torsion Check Skipped, Torsion Unity < 0.20 Torsion Shear Check Member Result Offset Demand Tau Capacity Tau Cade Unity Details Name Case ft psf psf Ref. - Check Page 3 Wsua/Analysls a.00 (www.lesweb.com) Project: FRAME FOR TERRACE 16/35 Milton Cubas, PE, Milton Cubas PE, Inc. September 02, 2013 C: \MILTON CUBAS 2013 \TERRACE, SEPT 2 \SINGLE RESIDENCE, 118 NW 104 ST. MIAMI SHORES, FL \CALL\ BmX001 1.4D +0.9H 0 5736 3576960 1-13 -1 0 OK Tr = 33 lb-ft, Venant Shear = 5736 psf BmX002 1.4D +0.9H 0 1250 3576960 1-13 -1 0 OK Tr = 7 lb-ft, Venant Shear = 1250 psf BmX003 1.4D +0.9H 0 722 3576960 1-13 -1 0 OK Tr = 4 lb-ft, Venant Shear = 722 psf Page 4 Visuat4na/ysis a.00 (www.iesweb.com) FRAME FOR TERRACE Milton Cubas,PE, Inc., Milton.Cubas, ICE� Sep 02,12013-,10:48 AM Design View, Unity Checks IES VisualAnalysis 10.00.0006 0 I I m 17/k 0 Project: FRAME FOR TERRACE 18/35 Milton Cubas, PE, Milton Cubas PE, Inc. September 02, 2013 C:\MILTON CUBAS 2013 \TERRACE, SEPT 2 \SINGLE RESIDENCE, 118 NW 104 ST MIAMI SHORES, FL \CALL\ Design Group Results Design Group: STEEL COLUMNS per AISC LRFD (2005) Designed As: HSS4x4x1 /4, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Combined Check Member Name Result Case Offset ft Code Ref. Unity - Check Details COL002 1.2D +1.6L +0.2Di +0.5S 10 H1 -1b 0 OK KLz = 8 ft, Capacity Fx Code Unity Details Name KLy = 10 ft, ft lb lb Ref. Check Cb = 1 , COL002 1.2D +1.6L +0.2Di +0.5S 0 5627 91807 Lb =10ft COL003 1.2D +1.6L +0.2Di +0.5S 10 H1 -1b 0 OK KLz = 8 ft, KLy =10ft COL003 KLy = 10 ft, 0 6294 91807 E3 -2FB 0 OK Cb = 1 , Lb =10ft COL004 1.2D +1.6L +0.2Di +0.5S 10 H1 -1b 0 OK KLz = 7 ft, KLy = 10 ft, Cb = 1 , Lb =10ft COL005 1.2D +1.6L +0.2Di +0.5S 0 H1 -1b 0 OK KLz = 8 ft, KLy = 8 ft, Cb =1, Lb =10ft Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft lb lb Ref. Check COL002 1.2D +1.6L +0.2Di +0.5S 0 5627 91807 E3 -2FB 0 OK KLz = 8 ft, KLy =10ft COL003 1.2D +1.6L +0.2Di +0.5S 0 6294 91807 E3 -2FB 0 OK K17= 8 ft, KLy = 10 ft Page 1 Vlsua/Analysis a.00 (www.iesweb.com) Strona Flexure Check Member Name Result Case Offset'__ ft Demand Mz lb-ft Capacity, Mz lb-ft Code Ref. Unity Check Details,. COL002 1.2D +1.6L +0.2Di +0.5S 10 341 16181 F7 -1 0 OK Lb = 10 ft, 10 -3 16181 F7 -1 0 OK COL004 1.4D +0.9H Cb =1 COL003 1.2D +1.6L +0.2Di +0.5S 10 -560 16181 F7 -1 0 OK Lb = 10 ft, 16181 F7 -1 0 OK Cb = 1 COL004 1.2D +1.6L +0.2Di +0.5S 10 658 16181 F7 -1 0 OK Lb = 10 ft, Cb = 1 COL005 1.2D +1.6L +0.2Di +0.5S 0 1000 16181 F7 -1 0 OK Lb = 10 ft, Cb = 1 Weak Flexure Check Member Name Result Case Offset" ft Demand My lb-ft Capacity My lb-ft Code Ref. .: Unity Details Check COL002 1.4D +0.9H 10 -26 16181 F7 -1 0 OK COL003 1.4D +0.9H 10 -3 16181 F7 -1 0 OK COL004 1.4D +0.9H 10 -4 16181 F7 -1 0 OK COL005 1.4D +0.9H 0 -123 16181 F7 -1 0 OK strona Shear ChecK Member Name Result Case Offset ft Demand Vy lb Capacity Vy - lb Code Ref.'' Unity Details Check COL002 1.2D +1.6L +0.2Di +0.5S 10 34 38211 G2 -1 0 OK COL003 1.2D +1.6L +0.2Di +0.5S 10 -56 38211 G2 -1 0 OK COL004 1.2D +1.6L +0.2Di +0.5S 10 66 38211 G2 -1 0 OK COL005 1.2D +1.6L +0.2Di +0.5S 10 -100 38211 G2 -1 0 OK Weak Shear Check Page 2 Vlsua/Analysls a.00 (www.lesweb.com) Project: FRAME FOR TERRACE - 20/35 Milton Cubas, PE, Milton Cubas PE, Inca September 02, 2013 U:UVIIL I UIV (,;UIJNJ 1U-13\I tKKA(;t, 5t1' I ZX61NULL KESIDENCE, 118 NW 104 ST. MIAMI SHORES, FL \CALL\ Member Result Offset Demand Vz. Capacity Vz Code Unity Details - Name Case '' ft lb _ lb Ref. Check COL002 1.4D +0.9H 10 -3 38211 G2 -1 0 OK COL003 1.4D +0.9H 10 -0 38211 G2 -1 0 OK COL004 1.4D +0.9H 10 -0 38211 G2 -1 0 OK COL005 1.4D +0.9H 10 12 38211 G2 -1 0 OK Page 3 Visua/Analysis a.00 (www.iesweb.com) x Ba: CO 8 in `3. Plain Base Plate Connection Base Plate Thickness :.251 in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.719 ksi Anchor Bolt Diameter :.5 In Anchor Bolt Material : A307 Anchor Bolt Fu : 60. ksi Column Shape : TU4X4X4 Design Code : AISC ASD 13th Pullout Code : ACI 2005 Coarse Solution Selected Anchor Bolts AISC EQ.4 E 8 3 -3. 21/35 4% Pn+ /kci) H fkcil F'nv (ksil fir fkcil I Inity Cnmhinatinn v1 `3. 3. .375 .001 0. N.A. N.A. N.A. N.A. N.A. AISC E4 E 8 2 3. -3. .375 .001 0. N.A. N.A. N.A. N.A. N.A. AISC EQ.4 E 8 3 -3. 3. .375 .001 0. N.A. N.A. N.A. N.A. N.A. AISC EQ. E 8 I 4 -3. -3. .375 .001 0. N.A. N.A. I N.A. N.A. N.A. AISC EQ. E 8 Loads P (k DL LL WL X/V (kA y7 (kl MY (k -ft) Mz (k -ft) Reverse Cam! X Company : 22/35 Designer September 2, 2013 Job Number : FOOTING Checked By: Sketch /� 1.167 ft I X 3 ft 5.8 in Z 5.8 in X Dir. Steel: 1.84 In (6,#5) Z Dir. Steel: 1.84 In (6 #5) Bottom Rebar Plan Geometry. Materials and Criteria .ri L v;D Footing Elevation C N Length :3 ft Width :3 ft eX : 0 in eZ :0 in Gross Allow. Bearing Concrete Weight :2000 psf (gross) Steel fy :60 ksi Thickness :24 in pX :8 in Concrete fc :150 pcf Minimum Steel :.0018 :3 ksi Maximum Steel - Height _..0 in _ pZ :8 in _ . Design. Code _ :.0075 :ACI 318 -05_. Footing Top Bar Cover :3.5 in Footing Bottom Bar Cover in Overturning Safety Factor :1.5 Phi for Flexure :0.9 :3.5 Pedestal Longitudinal Bar Cover :3.5 in Coefficient of Friction Passive Resistance of Soil :0.3 0 k Phi for Shear :0.75 -.03 : Phi for Bearing :0.65 Loads 0-4 tkEj DL .02 Mx kft Mz kft Overburden LL 100 WL TVz EC +Mz +Over A D D C D ,C A.. D RISAFoot Version 3.0 [C:1...\ ... 1..1...\FOOTING TO COLUMN.rft] Page 1 .02 -.03 TVz EC +Mz +Over A D D C D ,C A.. D RISAFoot Version 3.0 [C:1...\ ... 1..1...\FOOTING TO COLUMN.rft] Page 1 Company Designer 23/35 September 2, 2013 Job Number : FOOTING Checked By: Soil Bearing Description Cateaories and Factors Gross Allow.(gsf) Max Bearina (psf) Max/Allowable Ratio ASCE 2.4.1 -1 1DL 2000 653.333 A .327 ASCE 2.4.1 -2 1 DL +1 LL 2000 917.77$ A .459 ASCE 2.4.1 -3a lDL +.6WL 2000 378.667 A .189 ASCE 2.4.1-3b 1DL +.7EL 2000 653.333 A .327 ASCE 2.4.1-3c 1DL +.75LL +.45WL 2000 645.667 A .323 ASCE 2.4.1 -3d 1 DL +.75LL +.7EL 2000 851.667 A .426 ASCE 2.4.1 -4 .6DL +.6WL 2000 122.667 C .061 ASCE 2.4.1 -5 .6DL +.7EL 2000 392 A .196 0� R 1 DL +.75LL +.45WL QA: 645.667 psf QB: 645.667 psf QC: 626.556 psf QD: 626.556 psf NAZ: -1 in NAX:1216.26 in Footing Flexure Design (Bottom Bars) Description Cateaories and Factors Mu -XX (k -ft) Z Dir As (in 2) Mu -ZZ (k -ft) X Dir As (in?) ACI -99 9 -1 1.4DL +1.7LL 1.586 .017 1.627 .018 ACI -99 9 -2 1.05DL +1.275LL +1.275WL .032 .000355848 .038 .000416891 ACI -99 9 -3 .9DL +1.3WL 0 0 .7 .008 IBC 16 -5 1.2DL +1 LL +1 EL 1.121 .012 1.15 .013 IBC 16-6 .9DL +1EL .449 .005 .461 .005 Footing Flexure Design (Top Bars) Description Cateaories and Factors Mu -XX (k-ft) Z Dir As (in2 ) Mu -ZZ (k -ft) X Dir As (in 21 Section Per Chapter 22 of RISAFoot Version 3.0 [C:\... \...\ ..\...\FOOTING TO COLUMN.q Page 2 24135 Company September 2, 2013 Designer Job Number : FOOTING Checked By: Foodna Shear Check Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 79.611 k One Way (Z Dir. Cut) Vc: 79.611 k Punching X Dir. Cut Z Dir. Cut Descriotion Cataanries and Fartnrs Vi AA \h d Al^ \ /../L\ I ff..1 � ACI -99 9 -1 1.41)L +1.7LL NA NA .003 vv 0 v ukr%j .004 vu! vc 0 ACI -99 9 -2 1.05DL +1.275LL +1.275WL NA NA 7.125e -5 0 8.77418e -5 0 ACI -99 9 -3 .9DL +1.3WL NA NA 0 0 1 .018 0 IBC 16 -5 1.2DL +1 LL +1 EL NA NA .002 0 .003 0 IBC 16-6 .9DL +1 EL NA NA .00099 0 .001 0 Concrete Beadna Check Nertical Loads Only) Bearing Bc : 326.4 k Description Cateaories and Factors Rearinn Ru W Ranrinn rh JncRn ACI -99 9 -1 1.4DL +1.7LL 12.03 .057 ACI -99 9 -2 1.05DL +1.275LL +1.275WL 3.922 .018 ACI -99 9 -3 .9DL +1.3WL .02 0 IBC 16-5 1.2DL +1 LL +1 EL 9.26 .044 IBC 16-6 .9DL +1 EL 5.22 .025 Overturning Check (Service) Description Cate ones and Factors Mo-XX (k -ft) Ms -XX k -ft Mo-77 k -ft Ms-ZZ k -ft OSF XX OSF ZZ ASCE 2.4.1 -1 1DL 0 8.7 .04 1 8.7 NA 217.5 ASCE 2.4.1 -2 1 DL +1 LL 0 12.15 .08 1 12.15 NA 151.875 ASCE 2.4.1 -3a 1DL +.6WL 3.6 8.7 3.64 8.736 2.417 2.4 ASCE 2.4.1 -3b 1DL +.7EL 0 8.7 .04 8.7 NA 217.5 ASCE 2.4.1 -3c 1DL +.75LL +.45WL 2.7 11.287 2.77 11.314 4.181 4.085 ASCE 2.4.1 -3d 1DL +.75LL +.7EL 0 11.287 .07 11.287 NA 161.25 ASCE 2.4.1 -4 1 .6DL +.6WL 3.6 1 5.22 3.636 5.244 1.45 1.442 ASCE 2.4.1 -5 1 .6DL +.7EL 0 1 5.22 L .024 5.22 NA 217.5 Mo-XX: Governing Overturning Moment about AD or BC Ms-XX: Governing Stablizing Moment about AD or BC OSF -XX: Ratio of Ms -XX to Mo-XX Sliding Check (Service) Description Cateaories and Factors Va -XX W Vr_)(X (0 Va_77 AA Vr -77 /4\ 420 Vv 00 ,77 ASCE 2.4.1 -1 1DL .02 1.727 0 1.727 86.333 NA ASCE 2.4. -2 - 1 DL +1 LL - .04 2.417 - 0 2.417 60.417 NA ASCE 2.4.1 -3a 1DL +.6WL .002 1.007 0 1.007 503.333 NA ASCE 2.4.1 -3b 1DL +.7EL .02 1.727 0 1.727 86.333 NA ASCE 2.4.1 -3c 1 DL +.75LL +.45WL .022 1.704 0 1.704 79.264 NA ASCE 2.4.1 -3d 1DL +.75LL +.7EL .035 2.244 0 2.244 164 * 119 NA ASCE 2.4.1 -4 .6DL +.6WL .006 .316 0 .316 52.667 1 NA ASCE 2.4.1 -5 1 .6DL +.7EL .012 1.036 1 0 1.036 186.333 1 NA Va -XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr -XX: Resisting Lateral Force Against Sliding Along XX Axis SR -XX: Ratio of Vr -XX to Va -XX RISAFoot Version 3.0 [C: \... ..FOOTING TO COLUMN.rft] Page 3 FRAME FOR TERRACE Milton Cuban PE, Inc., MiltonCubas, PE Sep 02,.2013-,01:51 PM Result Case- 0.9D+W))+Y IES Visua[Anailysis 10.00.0006 101b i V� -n < 6 ry it fib, a- LL roc 0) co 25/35 26/3 Company name: q Project: Dater 9/2/2013 Fersion: 2.1.4561.25602 Project number: Page: 115 Geometry n Load actions: pb], [ft -lb] Z Nu t N. Y M� V„y 19 Mux •'� Muy 0 Muz V. MW Design loads / actions Nu 2008' Vux 1 V„y 19 Mux 0 M Uy 0 Muz 0 Eccentric profile ex = 0.00 inch; ey = 0.00 inch put data and results must be checked for agreement with the existing c'nrcc umstances, the standards and guidelines and must be checked for piausibiiiry. rovers Fasteners, 2 Powers Lane, Brewster, NY 10608, USA, httpJ/www.powsrs coml 27Q Company name: Project: Date: 912/2013 Version: 2.1.4561.25602 Project number: Page: 2/5 Basic principles design: Design method: ACI 318 -08 (Appendix D) Concrete: Normal weight concrete, cracked concrete, f c = 3000 psi Load combination: taken from Section 9.2 Reinforcement: none edge reinforcement or < #4 bar Condition B Stand -off: not existent Seismic Loads: No Resulting anchor forces / load distribution: Anchor No. Tension load Shear load 01 02 #1 502 lb 5 l #2 502 lb 5 l #3 502 lb 5 l #4 502 lb 5 l Maximum 502 lb 5 lb Max. concrete compression strain: 0.00%0 Max. concrete compression stress: 0 psi Resulting tension force: 2008 lb Resulting compression force: 0 lb Summary: Design proof Demand Capacity Status Tension load 2008 lb 5625 lb 0.36:5 1.0 -- - - - - -- Shear load 19 lb 11314 lb - -- - 0.00:s 1.0 OK - Interaction - - 0.30:5 1.0 Anchor plate: Material: Length x width: Actual plate thickness: Calculated plate thickness: Profile: HSS2.875X0.125 fyk = 36000 psi 6.00 inch x 6.00 inch 0.250 inch not calculated Input date and results must be checked for agreement with the ebstinng circumstances, the standards and guidelirm and must be checked for plausibility. rnvers Fasteners, 2 Powers lane, Brewster, NY 10608, USA, http:pwww.powers.com/ 28/3; Company name: Project: Date: 91212013 Version: 2.1.4561.25602 Project number: Page: 315 Design proof tension loading: Steel strength: Nsa = 16800 Ib 4) * Nsa = 4) * Nsa = 0.65 * 16800 Ib = 10920 Ib Nua = 502 Ib Design proof: Nua / (0 * Nsa) = 502 Ib / 10920 Ib = 0.05 s 1.00 Concrete strength: hef kc Nb = ANcO ANc tPec,N,x 4f ec,N,y Wed,N Wc,N cac ca,min tPcp,N 4) * N cbg = Nua Design proof: Pullout / Bond strength: N p,cr 0 *Npn Nua Design proof: 2.500 inch 17.0 kc * fc 0.5 * hef1.5 = 17.0 * 54.77 * 3.953 = 3681 Ib 56.25 inch 132.25 inch 1.000 1.000 1.000 1.00 4.50 inch 16.00 inch 1.000 0 * (ANc /ANCO) * Wec,Nx * Wec.N.y * Wed,N * Wc,N * Wcp,N * N 0.65 * (132.25 / 56.25) * 1.000 * 1.000 * 1.000 * 1.00 * 1.000 * 3681 Ib = 5625 Ib 2008 lb lua / (0 * Ncbg) = 2008 Ib / 5625 Ib = 0.36 5 1.00 = 2965 Ib = 4) * (fc / 2500) " n * NP.cr = 0.65 * (3000 / 2500) '0.50 * 2965 = 2111 Ib = 502 Ib Nua / (4) * Npn) = 502 Ib / 2111 Ib = 0.24 5 1.00 put date and results must be checked for agreement with the ebsting chunstances, the standards and guidelines and must be checked for plausibility. [Powers Fasteners, 2 Powers Lane, Brewster, NY 10609, USA, http:/lwww.Powers.coml Reference D.5.1 D.5.1.2 D.5.2.2 D.5.2.4 D.5.2.4 D.5.2.5 D.5.2.6 D.5.2.7 D.5.2.1 D.5.3.2 F1 29/3 PDAPowers Design V ......._ "..V Company name: Project: Date: 9/2/2013 ersion: 2.1.4561.25602 Project number: Page: 4/5 Design proof shear loading: Steel strength (without lever arm): Vsa = 7980 Ib CD * Vsa = 0 * Vsa = 0.60 * 7980 Ib = 4788 Ib Vua = 5 Ib Design proof: Vua / (CP * Vsa) = 5 Ib / 4788 Ib = 0.00 5 1.00 Concrete breakout strength, direction y +: le = 2.50 inch do = 0.50 inch cal = 16.00 inch Vb = 7 * (le / d0)0.2 * d00.5 * fc, 0.5 * cal 1.5 = 7 * 1.380 * 0.707 * 54.772 * 64.00 = 23940 Ib AVcO = 1152.00 inch AVc = 864.00 inch 4Ped,V = 0.900 4fa V = 1.000 4)ec,V = 1.000 4J c,v = 1.000 4Jh,V 1.000 0 * Vcbg ° 4) * (Avc / AVco) * Wed,V * 4aa,V * 4Pec,V * tPc,V * 4fh,V * Vb = 0.70 * (864.00 /1152.00) * 0.900 * 1.000 * 1.000 * 1.000 * 1.000 * 23940 Ib = 11314 Vua = 19 Ib Design proof: Vua / (0 * Vcbg) = 19 Ib / 11314 Ib = 0.00:5 1.00 ut data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. owew Fasteners, 2 Powers lane, Brewster, NY 1 D509, USA, httpJ/www.powers.com! Reference D.6.1 D.6.1.2 D.6.2 D.6.2.6 D.6.2.1 c D.6.2.5 D.6.2.7 D.6.2.8 D.6.2.1 K111K�i ��I Y Company name: • N � Paw&s s Date: 9/2/2013 Project: Version: 2.1.4561.25602 Project number: Page: 5/5 Pryout strength: hef = 2.500 inch kc = 17.0 Nb =kc* fc0 .5 *hefl•5= 17.0 *54.77 *3.953 =3681 lb ANC = 132.25 inch ANCO = 56.25 inch Wec,N,x = 1.000 Wec,N,y = 1.000 Capin = 16.00 inch Wed N = 1.000 4Jcp N = 1.000 Wc,N = 1.000 kcp = 2.0 4) * vCpg = 0 * (ANc /ANcO) * WecNx * Wec,N,y * Wed,N * Wcp,N * WcN * N * kcp = 0.70 * 032.25 / 56.25) * 1.000 * 1.000 * 1.000 * 1.000 * 1.000 * 3681 lb * 2.0 = 12115 lb V ua =19 lb Design proof Vua / (CO * Vcp) = 19 lb / 12115 lb = 0.00 5 1.00 Combination tension / shear load: Interaction: Design proof. (Nu / (4) * Nn) + Vu / (4) * Vn)) / 1.2 = (0.36 + 0.00) / 1.2 = 0.30 5 1.0 Fastening okl Warnings / remarks: put data and results must be checked for agreement with the wdsting circumstances, the standards and guidelines and must be checked for plausibility. ewers Fasteners, 2 Powers Lane, Brewster, NY 10808, USA, httpWwww.powers.comJ D.5.2.2 D.5.2.4 D.5.2.4 D.5.2.5 D.5.2.7 D.5.2.6 DAM D.6.3.1 31/3,1 Company name: • .r {P Ji Project: Date: 9/2/2013 ✓ersion: 2.1.4561.25602 Project number: . Page: 1/5 Geometry r 19 Load actions: [Ib], [ft-lb] Design loads / actions Nu -__ "19 Vux -23 „y -1 M t„ t 0 M t,y 0 Muz 0 Eccentric profile ex = 0.75 inch; ey = 1.75 inch iput date and results must be checked for agreement with the existing Ckewnshumes, the standards and guidelines and must be checked for plausibiUty. lowers Fasteners, 2 Powers Lane, Brewster, NY 10608, USA, http:IAvww.powers com/ a 32/35 Calculations: Selected anchor: Wedge - Bolt + - 1/2" (2.500) ; hnom 3 -1/2 ", Grade <a 2 y _ .... Effective embedment depth: hef = 2.500 inch - - Approval: ESR -2526 (6/1/2010) Issued: 6/1/2010 Basic principles design: Design method: ACI 318 -08 (Appendix D) Concrete: Normal weight concrete, uncracked concrete, f c = 3000 psi Load combination: taken from Section 9.2 Reinforcement: no reinforcement to limit splitting cracks available none edge reinforcement or < #4 bar Condition B Stand -off. not existent Seismic Loads: No Resulting anchor forces / load distribution: put data and resultB must be checked for agreement with the ebsting c'vcumstanc es. the standards and guidelines and must be checked for plausibility. ewers Fasteners, 2 Powers Lane, Brewster, NY IONS, USA, httpJ/www.powers.coml Anchor No. Tension load Shear load 01 02 #1 4 l 5 l y #2 9 l 8 l #3 7 lb 8 lb X' #4 2 l 5 l 0 -4 03 Maximum 9 l 8 l W, Max. concrete compression strain: 0.00%0 Max. concrete compression stress: 2 psi Resulting tension force: 23 lb Resulting compression force: 2 lb Summary: Design proof Demand Capacity Status Tension load 23-lb - 4506 lb - - -_ 0.01 5 1.0 - Shear load 24 lb 2417 lb 0.01 51.0 OK I Interaction - - 0.01 s 1.0 j Anchor plate: Material: fyk = 36000 psi Length x width: 8.00 inch x 8.00 inch Actual plate thickness: 0.250 inch Calculated plate thickness: not calculated Profile: HSS6X4X1 /4 put data and resultB must be checked for agreement with the ebsting c'vcumstanc es. the standards and guidelines and must be checked for plausibility. ewers Fasteners, 2 Powers Lane, Brewster, NY IONS, USA, httpJ/www.powers.coml e 33/35 Company name: Project: Date: 9 /2/2013 Version: 2.1.4561.25602 Project number: Page: 3/5 Design proof tension loading: Steel strength: Nsa = 16800 Ib 4) * Nsa = 0 * Nsa = 0.65 * 16800 Ib = 10920 Ib Nua = 9 Ib Design proof: Nua / (0 * Nsa) = 9 Ib / 10920 Ib = 0.00 5 1.00 Concrete strength: hef = 2.500 inch kc = 24.0 Nb =kc* fc0. 5 *hefl-5= 24.0 *54.77 *3.953= 5196Ib ANcO = 56.25 inch ANc = 126.00 inchz tPec,N,x = 0.892 Wec,N,y = 0.853 4/ed,N = 0.940 tPc,N = 1.00 cac = 4.50 inch ca,min = 3.00 inch 4/cp,N = 0.833 0 * Ncbg = 0 * (ANc /ANW) * Wec,Nx * Wec,N.y * Wed.N * Wc,N * Wcp.N * Nb = 0.65 * (126.00 / 56.25) * 0.892 * 0.853 * 0.940 * 1.00 * 0.833 * 5196 Ib = 4506 Ib Nua = 23 Ib Design proof: Nua / (4) * Ncbg) = 23 Ib / 4506 Ib = 0.01 5 1.00 Design proof shear loading: Steel strength (without lever arm): Vsa = 7980 Ib '0 * Vsa = 4) * Vsa = 0.60 * 7980 Ib = 4788 Ib V ua = 8 Ib Design proof Vua / ((P * Vsa) = 8 Ib / 4788 Ib = 0.00 5 1.00 put data mid results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility+. owers Fasteners, 2 Powers lane, Brewster, NY 10608, USA, httpJhvww.powers.coW Reference D.5.1 D.5.1.2 D.5.2.2 D.5.2.4 D.5.2.4 D.5.2.5 D.5.2.6 D.5.2.7 D.5.2.1 Reference D.6.1 D.6.1.2 ®DDADE MIAMI -DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OT PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175 -2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F (786) 315 -2599 NOTICE OF ACCEPTANCE (NOA) W .miamtdade4govbera/ Na -Vue Industries, Inc. _ 1055 East 29* Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. N this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined • by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVSNP, NV/NVTH, NVHC, NVSTA and NVHTA Steel Wood Connectors. APPROVAL DOCUMENT: Drawing No. NU-5, titled "Skewed Nail Plate, NV359 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with S ugh 4 of 4, dated 04/15/2004, with last revision dated 01/25/2012, prepared PROJECT NO.. Nu -Vue Industri c., si ed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County CSI DIWLOG °duct Control ision s with the Notice of Acceptance number and expiration date by the Miami- AVU EXCEPTIO Section' REVISE AS N ACT RA G: None Each unit REJECTED THESE DOCUMEhTt$t" N,REVIEWED ONLY CONFORMANCE III NCE T AND NT GENERAL COMPLI MAWSMA FOR CONFIRMII DIMENSIONS, F AND COORDIN APPLICABLE TF CONTRACTOR t OF ANY TERMS REVIEWED BY: CC a permanent label with the manufacturer's name or logo, city, state, ant: "Miami -Dade County Product Control Approved ", unless otherwise be considered after a renewal application has been filed and there has been ling code negatively affecting the performance of this product. wiill occur after the expiration date or if there has been a revision or change :qX'WOHE facture of the prod uct or process. Misuse of this NOA as an endorsement of Sk or any other purposes shall automatically terminate this NOA. Failure to " cause for termination and removal of NOA. num receded by the words Miami -Dade County, Florida, and followed llayed in advertising literature. If any portion of the NOA is displayed, then 1302 VAS 944c RtITMIM 1[18 1 Phonvw,:Rc1ot�_ entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA 0 09- 0721.05 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos AL Utrera, P.E. NOA No. 12-013035 CM0 2 Expiration Date: December 23, 2014 Approval Date: April 12, 2012 04, Page 1 Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets i through 4 of 4, dated 04/15/2004, with last revision dated O 1125/2012, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted reader NOA # 04- 0510.03" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. e ors No. Wood Connector Direction Date 1. PT # 03 -4482 NVSNP3 Downward. 09/15/03 2. PT # 034625 NVHCUR Up& Sideways 01/21/04 3. PT # 04 -4641 NVSTA-24H Up& Sideways 03/17/04 4. PT # 04 -4698 NVTH24 Up& Sideways 04/15/04 5. PT # 03 -4590 NVTH26/NV458 Sideways 12/31/03 6. PT # 04 -4642 NVHTA -24H Up& Sideways 03/22/04 7. PT # 03 -4543 NVTH2O/NV358 Up& Sideways 12/19/03 C. CALCULATIONS " Submitted under NOA # 09- 0721.05" 1. Report of Design Capacities, dated 06/3012009, sheets 1 through 12 of 12, prepared, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 04-0510.03" 2. Report of Design Capacities dated 04/27/2004, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT "Submitted under NOA # 00721.05" 1. Statement letter of code conformance, no financial interest and no change of product, dated 07/08/2009, issued, signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No. 12-0130.35 Expiration Date: December 23, 2014 Approval Date: April 12, 2012 E -1 3Ye' 1914 1Y,` '9ie� 34. `y'4• 0 1 • o • 1 e e 3�fi e o 0 0 0 0 0 0 0 • k 0 0 0 Steel 'war 'wa \ Allowable Loads (lbs) Code Gouge e Hole pattern to Holes dim m oppdtkna " the TABLE 1 SKEWED NAIL PLATT 3V Product Steel Allowable Loads (lbs) Code Gouge E"Faste-ner u ttt NMP3 18 894 884 For Uplift, use two NVSnIP3, one at top chord and one at bottom chord of the supporting and supported Trusses In compliance with section 2321.7 of the FBC. Notes: 1. Use. 6 nail holes in each flange. 2. Do not bend nail plate more than once. NVSNP3 Installation 1. Steel shall conform to ASTM A653, structural grade .33 (Min. yield 33 ksi) and a minimum galvanized coating of G 60 per ASTM A525. 2. Allowable loads are based on Latest Editions of National Desing specifications (NDS) for wood construction and Floridd Building Code (FBC). IC, NX>3 2GO.5 o.v.ol +F13C2o145 3. Design foods are for Souther Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS and have been reduced for Penetration Depth factor. 5. Allowable loads for wind uplift have been increased by a duration factor of 1.6 for anchors into wood only. Load values shown are, without 33% steel stress increase. 6. Allowable loads for more than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual tl io ift' � t Act ' Allowable Uplift + Aiiowa e + Allowable L2 < =1:0 7. Allowable foods are based on 1Y" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with FBC. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D -1761. •3. Supporting member shall be In the acute angle side with other flange behind the end of supported member (see sketch.) TABLE 2: NV358 — 14G Double NVTH Straps with 2 ply 18C seat 14G Strap Assembly 14G Strop Dimension Product Product H Total No. Total No. of Fasteners of Fasteners Allowable loads (Ibs) Code Code Inches (inches) In 2 Straps In Seat Product H 10d x r 1 O x 3" UPM I L1 L2 NV358 -12 NVIH16 12 8 8 2248 1961 1839 NV358 -14 •NVTH18 14 10 9 2528 2205 2968 NV356 -16 NV912a 16 12 a 2868 2452 2208 NV358 -20 NVM24 20 14 a 3088 2897 2928 NV356 -22 NVTH25 22 18 6 3397 2042 2758 NV358 -24 Nvni2e 24 a 2245 2783 2078 NV358 -28 NVTM 68 NVTH18 14 NV358 -32 MM36 32 a 2925 3131 233B NV355-44 NVM48 44 Nvnm to Notes: a es 014 " 2897 1. Mtrbman mMedment Wo concrete 4•. NVTH24 20 2. Nals we neaeswy Is straps and seat to aahtore de* loam. 8 30116 3927 & 600 Mob 0 Most NV456 -22 NVIHM 22 4. Nags ftwgh dwde� shag rat force the Uum plate an the opposxe s)de 16 9 v l� UPLIFT ' 1 LB WMB s ad WW Truss plate requIrW H to bot� to d '1y�- �.d11P 3• 4W- tiS• WNV356 aJfi NV459 VWW N. TOI.AT. PE (CIVIL) VL. BEG. 1 128687 15128 LANTERN CBEBft LAIC HOUSTON, T$ 77088 TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat Assembly 14G Strap Dimension Total No. of Fasteners Total No. of Fasteners Allowable Loads (Ibs) Product Product H Code Code (inches) In 2 Straw in Seat 10d x 3" 10d x 3" UPM a L2 NV435 -12 IMM6 12 a a 2245 2783 2078 NV438 -14 NVTH18 14 10 a 2925 3131 233B Nw458 -16 Nvnm to 12 a 2808 3479 2897 NV4118-20 NVTH24 20 14 8 30116 3927 2857 NV456 -22 NVIHM 22 16 9 3367 4175 3117 NV488• -24 NVIH28 24 NV458 -26 NVnM 26 NV459 -32 NVTH$g 32 Nv458 -44 X48 44 Holes DIO.3is" NV� FROW"sBttts68 ramylyl vdit ir"Wft '14 Has Dta. �' 18G Seat 1' Concrete Tle Boom or Co er to ModMaMan" Detail NV3W and NV458 rouarcrruwaeu fe 1N u - v u e �d>��e -a1. Ina: " - I Fast 29 Slft* norw lLhaae: ( 694- 09 Fao (305) 894 -a39a �{ NVS58 & NV488 'WITH DOUMM NVTH STRAPS DVG B Sheet Date: Revisions NU -S 2 of 4 APaa. Ia soot defy 5. 2008 ?�ha. NVTHS F ` I 9 Wcr TABLE 4 11- Truce plate raqutred to 1° CAS to _ .�� Truss Anchors NVTH and Riveted Truss Anchors with Sect NVTHS Unkrcarn-moil Rewired H Product No. Of ae eners Maximum Allowable Load Length Code seat sttrrop 10d xStrop " Uplift Li L2 H dos c� ir H 12 NVTH -16 NVTHS 212 18 14 6 1032 960 825 �s 8 1222 871 830 MtN 4' Pma1�1 L �B 14 NVTH -18 NVTHS 214 18 14 to � ty,• Este NVTH 11li concrete n ^°d 18 NVTH -20 NVTHS 216 18 14 7 8 1275 783 735 1329 783 735 Wa °orawte tTBed TABLE 5 MUSH t. 9 1383 783 735 18 NM -22 NVTHS 218 18 14 HURRICANE CUPS 10 1437 783 735 Product Gauge Fastanere 10d x 1 ' 20 NVTH -24 NVTHS 220 18 14 Code Description Header joist UpINt L1 L2 11 1490 783 738 NVHCR HURRICANE CLIP - RIGHT 18 6 6 525 283 333 22 NVTH -26 NVTHS 222 18 14 12 1544 783 738 NVHCL HURRICANE CLIP - LEFT 18 6 8 526 253 M a�ro For Uplift, use two clips, one on each 24 NVTH -28 NVTHS 224 18 14 13 59 18 783 735 side to comply with section 2321.7 of the F8C 26 NM -30 NVTHS 226 18 14 , 32 NVTH -36 NVTHS 232 18 14 NVHCR bovAm 44 NVTH -48 NVTHS 244 18 14 o arrob ter 1fr 2-2. 21p a Cross- Section Cross- mw,o 0 ° I— Plate nx M to transfer. Ioad to VMM 11. TM AT, PE (CM6) Holes Dlo a bkb bottmn chard FL BEG. 12847 -n lie dhLag 178° 16128 1r1 CBF.ER LAtiE NM, NVTHS V HOUSTON. TB 7'7068 _ _ L2 t: 2-2x wea. F ` I 9 TABLE 6 NVSTA —Heavy Duty Anchors with 14G NVTH Straps and 1 Div 20G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners to Strap 10d x 1)r Total No. of Fasteners in 20 GA. Seat 10d x 19° Allowable Loads (lbs) ups a L1 a L2 e NVSTA -12H NYIH78 12 8 8 1308 700 1049 6 6 1428 780 1144 NVSTA -144 NV1H18 14 7 6 1848 823 1238 NVSTA -112i NYI42O 16 8 g 1664 807 1335 NVSTA -20H Nvn424 20 9 6 1783 980 1430 Hobo 0b. b ' ° O �&r ° \JJ�ee a1a iC NVETA -22H NVnM 22 NVSTA -24H NVTM 24 NVSTA -28H NYrrW 28 NVSTA -32H NVTN38 32 NVETA -44H Nvn"a 44 V MW. Comets Ertt. UP1 FT A f os ete ragr.o-ed to trarerer at trottmn cans. NoinftraW coeaets •-- is boom 1.u+r 20 Top Ae b. LI NVSTA 12H throght 44H TABLE 7 NVHTA- -Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 200 seat Assernbl Product Code 14G S -Product Code Dimension H (inches) Total No of Fasteners in two Strapal 10d x 1J¢ 10 12 14 18 16 Total No. of Fasteners In 20 GA. Seat 10d x IV* Allowable Loads (U) e uplrs a apple e Lt e L2 NYWA -12H NYIH16 12 6 1772 1 2078 1080 1480 6 1984 23M 1161 1631 N*ffA -14H NVTH16 14 6 2218 2898 1312 1612 NttiTA -16H NYTH2O 16 a 2437 2M 1444 1894 MMTA -20H Nvn424 20 6 3117 1878 2178 NVHTA -22H1 NYIH26 NMA -24H NVTH28 NVHTA -28H NV11430 ~A-32H NM36 �;lltM; 22 Notes: 24 1. Nags are necessary In strops and seat to achieve, dosing loads 2. See note 6, sheet 1 for combined loading. 3. Nails through chords shill not force the trues ptatea 26 4. For general notes, see sheet 1. S. For higher uplift [code, concrete shall be 30W pei. 6. Assail on mtn. 2500 poi concrete. 32 44 �jtares 9. TOM, M (CIVQ 2 OX Sent L91RNCREF� LANE 140 DIM u — v u e T.d,..u, , hho. `7 NtlBTA Jie mm 8849" DUTY , U mm W= »T n>t0 9 sheet fete: am.— NU-51 4 of 4 1 am fie. RONa duly 5. 2009 dr MIAMI -DADE COUNTY PRODUCT CONTROL SECTION PROJECT NO.. DEPARTMENT OF P ITTI , ENVIRONMENT, AND REGULATORY 1'1805 SW 26 Street, Room 208 FFAIRS (SERA Miami, Florida 33175 -2474 CSI DIVILOG TION DIVISION T (786) 315.2590 F (786) 315 -2599 NO EXCEPTIO I OF ACCEP ANCE OA REVISE AS www.miam[dadegav/paral C1 RESUBMIT _ REJECTED Nu -Vue IxOustries Inc. THESE DOCUM {DIED ONLY FOR CONFORMANCE T NT AND I�INf Wa IN THE GENERAL T DOG sitT ed under the applicable rules and regulations governing the use of CONTRACT DOC i FOR CONFIRMINO(1i4S C entation submitted has been reviewed and accepted, by Miami -Dade DIMENSIONS, F� ICt31 Section to Pe used in Miami Dade County and other areas where allowed by AND COORDIN APPLICABLE T CONTRACTRR v niL :on date stated below. The Miami -Dade County Product Control OF ANY TE } and/or the AHJ (in areas other than Miami Dade County) reserve the right REVIEWED BY: tested for quality assurance purposes. If this product or material fails to iLrp�pll > , the manufacturer will incur the expense of such testing and the AHJ may 13I me 6 Inn' suspend the use of such product or material within their jurisdiction. PERA Pnt­1490 17ri s acceptance, if it is determined by Miami -Dade County Product Control on at this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVJH, NVTP/H, NVSO and NVHC Wood Connectors APPROVAL DOCUMENT: Drawing No. NU -3, titled "NVJH Joist Supports, NVTP & NVTPH Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip ", sheets 1 through 3 of 3, dated 07/10/2003, with last revision 4 dated 01/25/2012, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 08- 0828.02 and consists of this page I and evidence pages E-1 and E -2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 12-0130.34 Expiration Date: January 1, 2014 P1041$Approval Date: June 1 , Oe 1 Nu -Vue Industries, Inc. l,�OTICE OF ACCEPTANCE: . EVIDENCE S - NUTTED A. DRAWINGS "Submitted under NOA # 05- OS16.01" 1. Drawing No. NU -3, titled "NVJH Joist Supports, NVTP & NVTPH Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip ", sheets 1 through 3 of 3, dated 07/10/2003, with last revision 4 dated 01/25/2012, prepared. by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 03- 0730.03" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, F.E. Report No. Wood Connector Direction Pate 1. PT # 03 -4303 NVTP4 Upward 04/21/03 2. PT # 03 -4343 NVTP4H Upward 05/05/03 3. PT # 03 -4344 NVTP4 Upward 05/01/03 4. PT # 03 -4345 NVTP4H Upward 05/02/03 5. PT # 03 -4349 NVS0236 Up & Down 05/19/03 6. PT # 03 -4357 NVS0236 Up & Down 05/20/03 7. PT # 03 -4358 NVJH24 Up & Down 05/30/03 8. PT # 03 -4385 NVJH26 Up & Down 05/30/03 9. PT # 034386 NVS0236 Up & Down 05/13/03 10. PT # 03 4387 NVJH28 Up & Down 05/30/03 C. CALCULATIONS "Submitted under NOA # 05- 0516.01 " 1. Report of Design Capacities, dated 07/13/2005, sheets 1 through 5 of 5, prepared, signed and sealed by Vipin N. Tolat, P.E. "SubmitW under NOA # 03- 0730.03" 2. Report of Design Capacities, dated 07/22/2003, sheets 1 through 13 of 13, prepared, signed and sealed by Vipin N. Tolat, P.E. Ob 4l, Carlos M. Utttrera, P.E. Product Control Examiner NOA No. 12-0130.34 Expiration Date: January 1, 2014 Approval Date: June 14, 2012 E -1 Nu -Vue industries, Iur NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Drawing No. NU -3 statement of code conformance to 2010 FBC, dated 01/25/2012, issued, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 08-082&02" . 2. Statement letter of code conformance, no financial interest and no change of product, dated 08/21/2008, issued, signed and sealed by Vipin N. Tout, P.E. f!d `���Dt'L Carlos K Utrera, P.E. Product Control Examiner NOA No. 12-0130.34 Expiration Date: January 1, 2014 Approval Date: June 14, 2012 E -2 TABLE -1 ' JOIST SUPPORTS ' 18 G f4M JOIST SUP PORTs. ' ABowaWs Loads 08) Produat Joist t bie Shtgie Fasteners rrad L-ft ads 11y Le ' e , Joists ' i� • � 4 Coebia Headan ' Code h deader Hooder W . H as Size Size eadar Header µ��. New, tteaear NVJH24 1 qj 3j 3 � • 2-� ' � 6-10d e-toe x t71' rtoe It Lip �4 -jam,, NVM26 1$$ 5 3, � 2-2xS ' W , 10-10d toe's toe x W 244 (240 �! , NVMH 13f sis 3 r 2X8 2X10' 2-2xs 2-240 r eta , 14-10d tMtot x toe x t$ 173 6 {73, ers'' 2X12 . •.. ,1 t'INi61iCi! e H e NWH 26 as shown ' ` but with - as dlNerent fides »., General Notes: 1. Steel ski conform to ASTM A653, structural grade 33 (Min. yield 33 ksi) and a minimum galvanized coating of G 60•per AS'PM A)-M 2. Allowable loads are based on National Desigg specifications (AIDS for ' wood COnS1111Ct10I1 ,.2ppf Edition. Q ».k F tenidd rjwld:tr�j fie•• 2ot0 3r Design Loads are #or Southern Pine species with a specific gravitq of 0.55. ' Allowable loads for other species shallbe adjusted accordingly. d. Nail values ikre based on NDS table JWC O.55 and have been reduced for Penetration Depth factor-,, 5. Allowable loads for wind uplift and lateral loads have alt eady been ' increased bar a duration factor of 60% for anchor nail. No- increase is ' allowed for'steel stress: 6. Allowable load. for moire than a single cpnnetion cannot be added ' together. A design load which be divided into 10100nents is the direction given must be evaluated as follows: - • Act7salUnlift At�i_P -1 < 1.0 . Allowable Upliff •+ Allowable Ll + Allowable. L2 7. Allowable loads are base on 1 fix thick wood members unless otherwise noted. 8. All tests have•been conducted in accordance with ASTM D -1761. ' VM .- 7'OLAT, PE CCIW FL EWI. # 12847 16W LAM$R.1 f LANE XVMD HOUSDOA; Tat 77068 _ - re .{ xtximb� - �.S AIVJI;I JOIST SUM MS - - DWG SIteat:, Date:, Revls�,Wn 1.1n/„1Q�y�i�.. ' � - NU-3 1 of s ,'• ita.Y 1b, zogs TABLE 2 - TOP PLATE ANCHORS' NViP & NVTPN - Size product Code ft9e • Dimensions (in) . A e , 2r4/4x4 WIN 20 1348 . - 24/44. NVW8 20 • t4*144 e" 24/4x8• NVW8 1 20 • 7jr B" . ft4 /4x4 MVIP4H 1 18 3r g• . 24/430, NVIPBH . 18 • g" 20/4xlr NVIM 11 103 7f Product code Total number of fasteners I Od x 175» Wind E'•s 9 -Ws ' 114" Uplift Capacity (lbs) 6 - 1 8 10 1 12 NVIP 4,8.8 ' 8Z8. 1087 1348 . - Nvm 4H.6I.8H 938 ' ! 2 07 t4*144 l74•8 Notes: • I. See General Notes, Sheet 1. ' 2. One half of all specifled fasteners shall be used on each side of the stud - to cchieve tabulated values. - A t o e o o ° 0 0 o ° 0 0 0 0 TABLE 3 NVSO 2.36. 16 GAUGE. HEAVY-DUTY ' FACE MOUNT JOIST HANGER - Joist Size Fasteners . AlloWable Loads (Lb&) Header Size , Header. Joist aRAN1Y Uplift W-8 2 -24 2 -240' 2 -2ct2 14-10d e-10d • 1798 , 1108 , 14-10 • 8-118 11175, 1279 . *, • j 8-18d, B4Ob 1217 - Notes: 1. See- General Notes, Shoot 1. 175' o0 �a o 8i - a, °o BOLT ROM 1 MA. NAZI. HOLE 3 it DA. i Haag 2-2X Mlnlmum 0o- Oh4aawiQ.eto11w10» VL Rt1G, A 12847 veto 151MLANTER CFM LANE iiWSTOtd, •!?7088 Y 1 i¢' t0ti. N U— v ue indushias, Inc HddeaTr. timlQa 881& FA>G�894 -0888 NYTP & NiRTIi PLATB ATit:FIOR4, NYSO 888I�'1'8A11� )WOO 8taret D* . Rerolaima!>111AWN "I owum 1�j—$ •Sofa A3.Y1RM t8iOU87/� a TABLE 4 18 Gauge NVHC 43 & NVHC 43/2 HURRICANE CLIP. PRODUCT FASTENERS • DESIGN LOADS(LBS) CODE DESCRIPTION HEADER JOIST - u ' L2 . NVHC 43 ' Htirri —e aP - Htde ' 9 -10d • ' St-10d, '887Lt 487: 308 < NVHC 43/2' Hurricane CUP - WM-2 ' 10 -10d' •10 -10& 917 547.-* .432 ' Notes *For Uplift, use two• 01109; one on eoch - sWe to COMMY with section 232.7 of - 1. See General Notes, Sheet 1. the FBC -laic 1Y 3�'• Y• , 1'"1 ua Mr, a M JW 1Y °' M� c° M • • • e e • ' � ' e � e e � e � '9 e • e » e s�• a ,�,e i NVHC -43/2 NVHC 43 UPLIFT t_- 2x(11¢ wide} .. 'use 2.ctt�s t2 M^ Cd6{1s1at4, 4 Y rre fwl� NAY. tLe� Dt N: TOLAT, PE (CIVIL) I&G. 412+#7 23 zdi]C= CREItK LAA1E � ISTW- 7706& t �'�� ,.Q u— Q/ ue Industries Tnc �r,E• .••• 1088'1068 East P.9 swea �-•� * i Hialeah Fluids 93018 FAIL• 00 694-0888 �•.• A ` Op; NVHC 43 &NVHC 43/2 HUMICANE CLIP. .;• 0 f �. • G ♦ DWG tt Meet: Date: Revidws: (1)17/10)03 %.... N'A�+ %tv N(J -3 3 as AMY w. cos (2} 12!17!03 ts) 4m/m _ _ MIAMI'L3ADE MIAMI DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175 -2474 BOARD AND CODE TION DIVISION T (786) 315 -2590 F (786) 315 -2599 INU F AC CE QN0A www.miamidade.8ov/ brat PROJECT -Vue IndustsicKlac. tai DIVJLOG NO EXCEPTI , da 33013 REVILE COPE: ThiWOA is being iss ed under the applicable rules and regulations governing the use of RESUBMIT �ia REJECTED constrwbon mentation submitted has been reviewed and accepted by Miami -Dade THESE DOCU ection to be used in Miami Dade County and other areas where allowed by t ONFORMANCWT GUERX CO the expiration date stated below. The Miami -Dade County Product Control OWMMACT and/or the AHJ (in areas other than Miami Dade County) reserve the right D tested for quality assurance purposes. If this product or material fails to 0,00 t the manufacturer will incur the expense of such testing and the AHJ may .I- T.-A Pe R Y nuRd , mo t , or use of such product or material within their jurisdiction. PERA ,rev t, if it is determined by Miami -Dade County Product Control °." mater fails to meet the requirements of the applicable building code. ompfw lirda ai r herein, and has been designed to comply with the Florida Building cltxd' itl ltili gat6piq Hurricane Zone. NVBH, NWH, NVRT and NVTH Wood Connectors. APPROVAL DOCUMENT: Drawing No. NU -2, titled "NVTA and NVTAS, NVBH 24 and NVUH, NVRT and NVTH", sheets 1 through 4 of 4, dated 02113/2003, with last revision dated 01125/2012, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, modellseries, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miqui -bade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 08- 0326.11 and consists of this page I and evidence pages El and E2, as well as approval document mentioned above. The submitted, documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 12- 0130.33 CRM Explmdon Date: August 21, 2013 1��'J�Z Approval Date: June 14, 2012 j i Page I Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE EVIDENCE SUBMITTED A. DRAWINGS "SubmMed under NOA No. 05-0701.04-" 1. Drawing No. NU -2, titled "NVTA and NVTAS, NVBH 24 and NVUH, NVRT and NVT % sheets 1 through 4 of 4, dated 02/13/2003, with last revision dated 01/25/2012, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TEST "Submitted under NOA No. 03- 0701.04" Test reports on wood connectors per ASTM D 1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. Revort No. Wood Counwa Direzd Date 1. PT 02 -4073 NVTA Upward 11/06/02 2. PT 02 -4075 NVTA Upward 11/07/02 3. PT 02 -4074 NVTA Upward 1.1/06/02 4. PT 02 -3938 NVTA Upward 08/06102 S. PT 03 -4177 NVRT36 Upward 02 /03/03 6. PT 03 -4202 NVRT36 -T Upward 02/19/03 7. PT 43 -4271 NVRT36 -T Upward 03/27103 S. PT 03 -4270 NVRT24 -T Upward 03/27/03 9. PT 02 -4095 NVUH26 Up & Downward 01/17/03 10. PT 02 -4096 NVBH24 Up &Downward 12/03/02 11. 31- 22456.0002 NVTA & NVTAS Lateral 07/06/02 12. PT 04 -4698 NVTH24 Upward Parallel/Perpendicular 04/15/04 13. PT 04 -5036 NVTH24 Upward Load 12/10/04 C. CALCULATIONS "Submitted.underNOA No. 04-1202.01" Report of Design Capacities prepared by Vipin N. Tolat, P.E. Product Model No. of Pages Date sianatu re 1. NVBM24 7 through 8 05/05103 V. N. Tolat, P.E 2. NVRT 9 through 14 05/05/03 V. N. Tolat, P.E. 3. NVTA & NVTAS 1 through 6 05/05103 V. N. Tolat, P.E. 4. NVTA & NVTAS I through 14 02/06/03 V. N. Tolat, P.E. 5: NVRT 15 through 15 07/07/03 V. N. Tolat, P.E. • obi o4 �a�2 Carlos M. Utrera, P.E. Product Control Examiner NOA No: 12- 0130.33 Expiration Date: August 21, 2013 Approval Date: June 14, 2012 E -1 NwVue IndusWes. Inc. NOTICE OF ACCEPTANCE: L)MENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami -Dade Deparlment�efPermitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Drawing No. NU -2 statement of code conformance to 2010 FBC, dated 01/25/2012, issued, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA No. 04- 12©2.01" 2. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/2003 signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrera, P.E. Product Control ExaminS _ NOA No: 12-0130.33 Expiration Date: August 21, 2013 Approval Date: June 14, 2012 E -2 TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS H Length Code n Allowable Load fibs) age strap 16 14VTA -16 NVTAS 212 20 14 18 NVTA -18 NVTAS 214 20 14 20 NVTA -20 NVTAS 218 20 14 22 NVTA -22 NVTAS 218 2D 14 24 NVTA -24 N%ii 220 20 14 28 NVTA-25 NVTAS 222 20 14 28 NVTA-28 NVTAS 224 2D 14 30 NVTA - -30 NVTAS 226 20 14 35 NVTA -36 NVTAS 232 20 14 48 NVTA-48 NVTAS 244 20 14 ttanard Notes: No. of Fasteners each strop 10d Naidlinu n Allowable Load fibs) Uplift Single Strop �bt , S °s U Single &Double Straps L2 Single & D. 1e Straps 5 787 1814 250 500 B 805 1610 250 Still 7 834 1708 1 250 500 a 902 01804 250 MO 9 951 01902 250 500 10 ON 01998 250 600 11 1048 02088 250 5W 12 1096 02192 250 50 13 1146 +2290 290 5D0 14 1193 02280 29O 500 "Note: For 8 or more malts per sirup, use double truss for double straps. 1. Steel shag conform to ASTM A653, structural grade 33 (Nun, yield 33 kd) and Product Code a min%wm gahem sod coating of 0 60 per ASTM A525. tai" . A. 2. Allowable toads are based on National Dosing apeelfloatbne (NOS) for wood NYTA -16 oarstruatlom 2065WIdan end florido Buff Code 2010 N loads are for Southern Pine spkwtae with a specific gravity of 0.85. bode for other species elwg be adWed accordingly. 4. NVTA -18 Eld& 4. Nag values am based an NOS table 1111". 00.85 for common wire nags and 1" have been reduced for Penetration Ospth factor cp. NVTAS 5. Allowable loods for wind uplift have already been Increased by a duration factor of 1.6 for anther nags. 338 ateel stress increase is not used in the 7• tabulated values. 22 S. Allowable loods for more than one direction for a singe connection cannot be NVTAS 218 added d� ival� vided into components to the 14 d1rtom Shen m evaluated follows: NVTA -24 + XM + c. 1.0 20 7. Allowable loads we based an 1¢" thick wood membem union otherwise noted. 26 8. All Its beams and grouted comorste maeomry shill comply with choptem 19 and 21 of 2010 FBC. Concrate for tie booms and grout and mortar for concrete H gaw7 shall be a min. of 25M pet. Concrete masonry shall amply with ASiM 14 28 MIN. 4" S. Ail tests have bean conducted in accordance with A57M D -1781. EMB• 14 NVTA t" TABLE 2 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS H Length (in) Product Code Gouge seat Gouge strop 18 NYTA -16 NVTAS 212 20 14 18 NVTA -18 NVTAS 214 20 14 20 NYTA -20 NVTAS 216 20 14 22 NVTA -22 NVTAS 218 20 14 24 NVTA -24 twAB 220 20 14 26 NVrA -26 NVTAS 222 20 14 28 NVTA -28 NVTAS 224 20 14 30 NVTA -30 NVTAS 226 20 14 35 MYTA -36 NVTAS 232 20 14 48 NVTA -48 NVTAS 244 1 20 14 Parapai L �• to wall _ Perpendicular to rv� ro • -- L2 No. of Fasteners strap 10d x 1.5" Maxlrrlum Allowable Land ibs UpIHt Single Strap A Hteach bles . ' & Double Straps & bauble Straps 8 1032. 2236 280 500 8 1127 2254 385 666 7 1 1136 2272 620 1 630 8 1144 02288 620 630 9 1153 •2306 620 830 10 1161 02322 520 630 11 1170 02340 620 6" 12 1178 02356 520 630 13 1167 02374 520 630 *Note: For 8 or more malls per strap, use double trues for double strap& Rdnforcements Rewired q*— Concrete Tin Beam or Tle Beam formed with concrete filled '�" 0 1� 21" O y O r 0 Nolse Dta fj NVTA, NVTAS .-- TABLE 3 NVBH 24 BUTTERFLY HANGER Nolen 1. Use all llspedfl s ed faetonem In sohedWo to achtsve value Meat I values are based an 1i" header and JoM V*kness. 3. Sea am" Notes, Shoot 1. SYMM.! Mid Span TABLE NVUH 26 JOIST HANGER FASTENER SCMEOUIE I ALLOWABLE LOADS (ms.) eB x $ DOWNWARD * GRAVITY LOADS WOO UPFT LOAD NVBN2 19 1 12 6 tits Nolen 1. Use all llspedfl s ed faetonem In sohedWo to achtsve value Meat I values are based an 1i" header and JoM V*kness. 3. Sea am" Notes, Shoot 1. SYMM.! Mid Span TABLE NVUH 26 JOIST HANGER Notes 1. Use an spealtial fasteners In soheando to aoldeve values §mfiaatecL 2. Vduas as tweed an 3' header thidmass and Ir Joist Wakness. 3. Sao Gonad Notes, Sheet t. o 0 ° 0 0 e o 0 •r ° too° 0 0 o ° e r ° 5r or a0 ®r0 a ti' SYMM.® Mid Span 801MOYC406 plri�s AmMUSOHo O .a ♦r r,♦ DOWNWARD LOAD SamiLE ALLOWABLE LOADS (Ibs.) x $ DOIAtiWARD GRA1AlY LOADS WOO UPFT LOAD 2X8 NVUH28 14 10 2233 1213 Notes 1. Use an spealtial fasteners In soheando to aoldeve values §mfiaatecL 2. Vduas as tweed an 3' header thidmass and Ir Joist Wakness. 3. Sao Gonad Notes, Sheet t. o 0 ° 0 0 e o 0 •r ° too° 0 0 o ° e r ° 5r or a0 ®r0 a ti' SYMM.® Mid Span 801MOYC406 plri�s AmMUSOHo O .a ♦r r,♦ DOWNWARD LOAD TABLE 5 NVRT Flat and Twisted Rafter 'nee Length (in) Product Code Gauge 12 NVRT --12 14 16 NVRT --18 14 18 Mr—le 14 20 NVRT -20 14 22 NYRT -22 14 24 NVRT-24 14 30 NVRT --30 14 36 MT-36 14 48 NVRT --48 14 16d Fasteners Maximum Uplift Load (lbs) ToTAI A,%% Flat Ties Twtsted Ties a 4 728 724 10 8 861 Sao 12 8 we 968 14 7 113$ 1132 Nam I. 4woify 'F" for Flat and 'T' for Twisted when ordering. 2. Fastener vaWas are based on a minimum IF thick wood merrbem 3. • indicates na of nags In each connected wool member. 4. Sae Gonad Notes, sheet 1. i r _ x!I M. i UPLIFT i� TABLE 6 NVRT Twisted Rafter Iles to Concrete Me Beams nr rnm%rAtA FIIIAd Meanmry Lei) Product Code Gauge 12 NYRT -12 14 16 MT -18 14 18 NVRT --18 14 20 NYRT --20 14 22 NVRT -22 14 24 NVRT --24 14 30 NVRT -30 14 36 NVRT -36 i4 48 NYRT -48 t4 No. of 16d nails to Wood Framing No. of }r diameter Tapaons to Concrete Maximum Uplift Load ([be) 4 8 722 $ 7 am 8 8 991 7 9 112$ 111111011106 0 41 � i" ruby 1r a 2 t° 11p 0 �r O 0 NVRT Anchor Holes dia. {fir .n �{1X7SIGi: 1. ITW tapoa s shag be embedded a minimum of 1j' into osutrete tlebeam or tiebsom formed with concrete wed masonry. ITW topoons shall have a min. edge distance of 2} and minimum spacing of 1rj' as shown. 2. See 9ancrd Notes, sheet 1. 3 AD topoons must be in the saw row space at IW on canters. Do not use holes in the ooppposite row. Strap must be long onolgii to accommodate required topcans. 'I Min, edge distance Relnforcmnent required Tte eeam::fa GO;Attb concrete filled maeonary or concrete tie beam 00 R. O i Note g3 a ied I I T tIn= plate bottom. aWSWUP a T t31` 4` NVTH it to trandw load to bottom thard Monte s MO T� � 18 Nm -22 18 14 8 1329 2888 or Tie conorete formed 9 1383 2766 With oaiarota filled 20 NVTH -24 18 14 mdawy 10 147 2874 22 NVTH -28 18 14 11 1490 29� 24 NVTH -28 18 i4 12 1544 3088 13 1598 3198 26 NVTH -30 18 14 32 NVTH -36 18 14 w k li rFn 44. NVTH -48 18 14 x. 0 '• 2T o Naps at Front a So* p Shop bs off centered VEW X TOLAT, PE (C!Y/)' Hofos 1914 A* 2 Ca'°'at6 'na g C or ne 9amn formed 5 Naps M Front (Aft) 1 LANTSItN�CB>il+2r LAS aonarsta filled Noes IN x 15' HOUSTON, T$ won masonry TH onry Nu —Vue�. >na mm no Na 3 no l3 ` imm ss 27 �p6 n?a�c { �,t —asp NM MCHOW DiPO �: Sheet: Date: itavledona: 1VU -2 4 0l 4 JIAY ts, >�e Truss Anchors NVTH Length 9 Product Gouge 9e Gouge 9 a of Fasten Moxknum• Uplift i.oade Ibe (in) Code seat strap in each Strap Single Strop Double Straps 10d x 1.w on on 12 NVTH -16 18 14 Single Truss Double Truss kRO=Wkvd 5 1032 2004 14 NV94 -18 18 14 6 1222 2444 16 NVTH -20 18 14 7 1275 2560 MO T� � 18 Nm -22 18 14 8 1329 2888 or Tie conorete formed 9 1383 2766 With oaiarota filled 20 NVTH -24 18 14 mdawy 10 147 2874 22 NVTH -28 18 14 11 1490 29� 24 NVTH -28 18 i4 12 1544 3088 13 1598 3198 26 NVTH -30 18 14 32 NVTH -36 18 14 w k li rFn 44. NVTH -48 18 14 x. 0 '• 2T o Naps at Front a So* p Shop bs off centered VEW X TOLAT, PE (C!Y/)' Hofos 1914 A* 2 Ca'°'at6 'na g C or ne 9amn formed 5 Naps M Front (Aft) 1 LANTSItN�CB>il+2r LAS aonarsta filled Noes IN x 15' HOUSTON, T$ won masonry TH onry Nu —Vue�. >na mm no Na 3 no l3 ` imm ss 27 �p6 n?a�c { �,t —asp NM MCHOW DiPO �: Sheet: Date: itavledona: 1VU -2 4 0l 4 JIAY ts, >�e �p, Fort Dallas Truss Company, LLC. 7035 SW 44th ST R LAS' Miami, FL 33155 S Tel: (305) 667 -6797 COMPANY. L Fax: (305) 667 -0592 Re: 13H09: M C I ARIL ffimh Site Information: Project Custome I Job Name: M C I CONSTRUCTION LoUBlock: CTI Subdivision %cr—'� Site Name: 118 NW 10 ST. T- t Cv f 'A Site Address: �� � ` J MIAMI St: FL Zip: c-rVLX3 Ss - s &k� General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: 7.35 Sep 27 2012 Roof Load: 55.0 psf Floor Load: WA Wind CodeASCE7 -10 C-C for members and forces & MWFRS for reactions Wind Speed: 175 mph This package includes 55 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal aff ixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 08/19/13 CJ5 A0002806 2 08119/13 CA A0002807 3 08!19/13 GR1 A0002808 4 08/19/13 H1 A0002809 5 08/19/13 HG! A0002810 6 08/19/13 HH1 A0002811 7 08/19/13 HH10 A0002812 8 08/19/13 HH11 A0002813 9 08119/13 HH12 A0002814 10 08/19/13 HH13 A0002815 11 08/19/13 HH2 A0002816 12 08/19/13 HH3 A0002817 13 08/19/13 HH4 A0002818 14 08/19/13 HH5 A0002819 15 08/19/13 11116 A0002820 16 08/19/13 HH7 A0002821 17 08/19/13 HH8 A0002822 18 08/19/13 HH9 A0002823 19 08/19/13 HHG1 A0002824 20 08/19/13 HH02 A0002825 No. Date Truss ID# Seal# 21 08/19/13 it A0002826 22 08/19/13 J3 A0002827 23 08/19/13 J3A A0002828 24 08/19/13 A A0002829 25 08119/13 J5A A0002830 26 08/19/13 J7 A0002831 27 08/19/13 VA A0002832 28 08/19/13 Mt A0002833 29 08/19/13 M2 A0002834 30 08119/13 M2A A0002835 31 08119/13 M3 A0002836 32 08/19/13 M4 A0002837 33 08/19/13 T1 A0002838 34 08/19/13 T2 A0002839 35 08/19/13 T3 A0002840 36 08/19/13 v10 A0002841 37 08/19/13 V 11 M A0002842 38 08/19/13 V12 A0002843 W 08/19/13 V14 A0002844 40 08/19/13 V2 A0002845 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of (professional engineering responsibilty for the truss -lomponents shown. No. Date Truss ID# Seal# 41 08/19/13 V4 A0002846 42 08/19/13 V4A A0002847 43 08/19/13 V4C A0002848 44 08/19/13 v6 A0002849 45 08119/13 VBC A0002850 46 08/19113 V8 A0002851 47 08/19113 V9 A0002852 48 08/19/13 V9A A0002853 49 08/19/13 V98 A0002854 50 08/19/13 V9C A0002855 51 08119/13 V9D A0002856 52 08/19/13 V9E A0002857 53 08/19/13 V9F A0002858 54 08/19/13 V9G A0002859 55 08/19/13 V9H AOM2860 VRA ING 1 $1013 Page 1 of 1 Engineers Name Date Fort Dallas Truss Co. LLC. To: Delivery 703� $W 44'St. M C I CONSTRUCTION Miami , FL. 33155 Job Number: 13H09 (305) 667-6797 Fax: (305) 667-0592 14946 SW 52 ST. Page: Project: INI C I Block No: MIRAMAR, FL 33027 Date: 08/19/13 14:27:51 Model: Lot No: Contact: Site: e: Account No: 095299851 Office: To: Name 1 118 NW 10 ST. I Designer: Phone: i'(786) 251-2978 Salesperson: ELSI SANCHEZ Fax: Quote Number. MIAMI, FL P.O. Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 05-04-05 01-02-02 OA Hght: 01 -07 -10 1 1 CJ5 MONO TRUSS 2X4/2X4 09-10-01 01-02-02 OA Hght: 02-06-11 2 4 Cjq MONO TRUSS 2.� 2X4/2X4 19-05-00 00-10-00 OA Hght: 03-02-03 3 I GR1 2X4/2X4 GIRDER 3-50 19-05-00 00-10-00 1 OA Hght: 03-01-12 4 I H1 2X4/2X4 HIP 3.50 19-05-00 00-10-00 OA Hght: 02-06-12 5 I HG1 2X4/2X6 GIRDER 3 -q 47-04-00 00-10-00 00-10-00 OA Hght: 03-01-12 6 I HH1 2X4/2X4 HIP 3-" 26-08-00 00 -10-00 OA Hght: 06-04-02 7 1 HH10 ATTIC 3.50 1 2X412X6 26-08-00 00-10-00 OA Hght: 05-09-02 8 I HH11 ATTIC 3.50 2X4/2X6 26-08-00 00-10-00 OA Hght: 05-02-04 9 I HH12 SPECIAL 3.50 2X4/2X4 14-07-00 OA Hght: 04-05-00 10 1H13 SPECIAL 3.50� 2X4/2X4 26-08-00 00- 10-W OA Hght: 03-08-12 11 11112 2X4/2X4 SPECIAL 3.S01 26-08-00 00-10-00 OA Hght: 04-03-12 12 HH3 2X4/2X4 SPECIAL 3-M 26-08-00 00-10-00 OA Hght: 0410-12 13 HH4 2X4/2X4 SPECIAL 3-" 26-08-00 00-10 -00 OA Hght: 05-05-12 14 HH5 2X4/2X6 ATTIC 3-50� 26-08-00 00- '0-00 OA Hght: 06-00-12 15 HH6 ATTIC 3� 2X4/2X6 26-08-00 00-10-00 OA Hght: 06-07-12 16 11.17 ATTIC 3.501 2X4/2X6 26-08-00 00-10-00 OA Hght: - 17 RH8 2X4/2X6 ATTIC 3.50 i HH9 26-08-00 ATTIC M 10-00 gh, 06 t8 (1) 2-Ply 2X4/2X6 3.50 OA Hght: 0 1 2 MG1 07-00-00 2X4/2X6 GIRDER 3.30 -05.07 A 19 Fort Dallas Truss Co. LLC. To: Delivery 70-15 SW 44-'St. I Miami, FL. 33155 M C I CONSTRUCTION Job Number 13H09 (305) 667-6797 Fax: (305) 667-0592 14946 SW 52 ST. Page: 2 MIRAIMAR, FL 33027 Project: M C I Block No: Date: 04/19/13 14:27:53 Mcklel: W No: Contact: Site: Office- Deliver To: Account No: 095299851 Designer. [�N! 118 NW 10 ST. Phone: (786) 251-2978 Salesperson: ELSI SANCHEZ P h Fax: I Quote Number. MIAMI, FL P.O. Number. Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 47-04-00 00-10-00 00-10-00 OA Hght: 02 -06 -12 HHG2 GIRDER 3.50 20 2X4/2X6 01-00-00 00-10-00 OA fight 00-09-12 21 10 J1 SPECIAL 3-50 2X4/ 03-00-00 00-10-00 OA fight: 0 1 -04-12 22 10 J3 JACK 3- 50 2X4/2 X 4, 1 03-10-00 00-10-00 OA fight: 0 1 -07-11 23 DA JACK 3.50 2X4/2X4 05-00-00 00-10-M OA Hght: 01-11-12 24 7 jS JACK 350 2X4/2X4 05-00-00 OA light 01-09-08 25 I J5A JACK 380 2X4/2X4 07-00-00 00-10-00 OA Hght: 02 D6-12 26 21 V JACK TRUSS 3-50 2X4/2X4 I 07-00-00 00-10-00 OA light: 02-W12 27 VA GABLE 3-50, 2X4/2X4 12-09-00 00-10-00 OA light: 04-02-14 3 M1 MONO 3.50 28 2X4/2X4 12-01-00 OA Hght: 04 -00-10 I M2 MONO 3.50 29 2X4/2X4 12-01-00 OA Hght: 044)0-10 I M2A MONO 3.50 30 2X4/2X4 I 13-04-00 OA Hght: 03-10-02 31 M3 SPECIAL 2X4/2X4 I 15-04-00 OA Hght; 03-03-02 32 M4 2X4/2X4 SPECIAL 3 I 19-05-00 OA Hght: 03 *04 33 T1 2X4/2X4 SPECIAL 19-05-00 t 00-10-00 OA fight: 03-01-12 34 I T2 2X4/2X4 SPECIAL I 3.50 3-54) 26-08-00 00-10-00 ()0_10_00 +3 OA Hght: 07-05-02 2 T3 ATTIC .50 3.50 35 2X4/2X6 10-00-00 OA Hght:: 0 V10 GABLE 0.00 36 2X4/2X41 3.50 0 11-08-14 -- H A Hght: 0 1 -�08-Q9 V1 im 2X4/2 X 4--.-- VALLEY 3.50 / G 'AVG 10--2013 37 V12 12-01-08 GABLE 0.00 OA Hghl: 0 1 -0 1 -OC7 38 X 2X4/2 X 4. 3.50 Fort Dallas Truss Co. LLC. To: Delivery 7035 SW 44 St. - M C I CONSTRUCTION Mi;rni, FL.33155 Job Number: 13H09 (305) 667-6797 Fax: (305) 667-0592 14946 SW 52 ST. Page: 3 Project: M C I Block No: MIRAMAR, FL 33027 Date: 08/19/13 14:27:53 Model: Lot No: Contact: Site: Office: �(786) Deliver To: 118 NW 10 ST. Account No: 095299851 Designer: Name: Phone: 251-2978 Salesperson: ELSI SANCHEZ Fax: MIAMI, FL Quote Number P.O. Number- Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 14-01-08 OA Hght: 02-03-07 39 I V14 GABLE 0.00 2X4/2X4 3.50 02-00-00 OA Hght: 00-05-08 40 2 V2 GABLE 0.00 /2X6 04-00-00 OA Hght: 00 -I1 -08 41 I V4 VALLEY 3.40 1 2X4/2X4 04-00-00 OA Hght: 00-07-00 42 I WA GABLE 3.50 2X4/ 04-00-00 OA Hght: 01 -02-00 43 1 WC VALLEY 3 2X4/2X4 06-00-00 OA Hght: 00-1 1 -08 I V6 2X4/2X4 VALLEY 3 44 06-00-00 OA Hght: 0 1 -09-00 45 V6C VALLEY 3.50 2X4/2X4 08-00-00 OA Hght: 01-02-00 V8 2X4/2X4 GABLE 3� 46 10-00-00 OA Hght: 03-" V9 GABLE -3 47 2X4/2X4 3.50 10-00-00 OA Hght: 04-01 -00 V9A GABLE -3-50 48 2X4/2X4 3.501 10.00-00 OA Hght: 0408-00 1 V9B GABLE -3M 49 2X4/2X4 3.50 10-00-00 OA Hght: 05-03-00 1 VqC GABLE -3.50 50 2X4/2X4 3.501 10-00-00 OA Hight: 05 -10-00 6 VqD GABLE -3.50 3.511 51 2X4/2X4 3,50 3 _0 10-00-00 + OA Hght: 05-01-11 I V9E VALLEY 3 * .50 3.50 52 2X4/2X4 3.50 3 350 10-00-00 �o A H OA Hght: I V9F VALLEY 3M 3.50 53 2X4/2X4 3. 50 3.50 10-00-00 0 gh: 03-11 -11 V9G VALLEY 3.150 AUG IS-2013 54 2X4/2X4 So 3.50 10-00-00 OA Hght: 03-04-11 V9H VALLEY 3.50 . M 1 55 2X4/2X4 , 501 3. '_ —1 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Name AUG 16.2013 Date Fort Dallas Truss Co. LLC. 703S SW 446t. To: Delivery Miami, FL. 33155 M C I CONSTRUCTION Joh Number: 131109 (305) 667-6797 Fax: (305) 667-0592 14946 SW 52 ST. Page: 4 Project: M C I Block No: MIRAMAR, FL 33027 Date: 08/19113 14:27:54 Model: Lot No: Contact: -1qame-. — Site: Office: Deliver To: Account No: 095299851 Designer: 1 118 NW 10 ST. Phone: x(786) 251-2978 Salesperson: ELSI SANCHEZ Fax: Quote Number: MIAMI, FL i P.O. Number. The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Name AUG 16.2013 Date Jok 1 Truss Truss Type 131-109 CJs MONO TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DAL LAS TRUSS CO. LLC. -1 -2 -2 r— -1-2-2 - - -- -- O' ply M C I CONSTRUCTION 1 1 A0002806 Job Reference (optional) 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:31:11 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- 8RawCOZruOpw_ _UIIDRG6dZL?6xMAwsG81J8YOxymGgE 5-45 state =1:123 2X4 ii 3 4 04404.8) 0-1.NO.14 ) NOTES 1) Wind: ASCE 7 -10; VuH=175mph (3- second gust) Vasd=136mph; TCDL=9.0psf; BCDL- -B.OpsY t=1 Oft, Call. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone; Lumber DOL =1.60 plate grip DOL--1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by otfners) of truss to bearing plate at joint(s) 8. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 2 and 129 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreake including heels" Member end fixity model was used In the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or tack (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase =1.00 Uniform Loads (pit) Vert* 14--75 Trapezoidal Loads (pit) Vet: 2-2(F--9, B=9)-to-5--27(F--3,B--3), "F-38, B--8 }to-3- 9 i(F -10, B--10), 3--50(F--10, B_ 10 )-to-4— 56(F -13, B-13) 5-45 5.45 LOADING (psf) SPACING 240.0 CSI DEFL in (loc) Udell Idd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.03 2-8 >999 360 KM 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.74 Vert(TL) -0.19 2-6 >308 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 Ne n/a BCDL 10.0 Code FBC20101M2007 (Matrix) Weight: 19 Ib FT = 0° /a LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 5-4-5 oc pwfins, BOT CHORD 2x4 SP No.2 except end veutical& WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. REACTIONS (Ibfslze) 2= 21110 -8-0 (min. 0.1 -8), 8=204101 -8 (min. 0.1 -8) Max Horz 2= 108(LC 6) Max Upltft2=- 259(LC 0), 6- 129(LC 8) Max Grav 2:2 LC 21), 6= 316(LC 20) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-8 114, 2 -8 M4, 2-3_=- 49128, 3-4 3(0, 3-8=- 184M58 BOT CHORD 2-7--=,6-7--W0,5-6=W NOTES 1) Wind: ASCE 7 -10; VuH=175mph (3- second gust) Vasd=136mph; TCDL=9.0psf; BCDL- -B.OpsY t=1 Oft, Call. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone; Lumber DOL =1.60 plate grip DOL--1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by otfners) of truss to bearing plate at joint(s) 8. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 2 and 129 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreake including heels" Member end fixity model was used In the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or tack (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase =1.00 Uniform Loads (pit) Vert* 14--75 Trapezoidal Loads (pit) Vet: 2-2(F--9, B=9)-to-5--27(F--3,B--3), "F-38, B--8 }to-3- 9 i(F -10, B--10), 3--50(F--10, B_ 10 )-to-4— 56(F -13, B-13) Job i Truss ,Truss Type 13H09 CA MONO TRUSS FORT DALLAS TRUSS CO. LI.C., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. -1 -2 -2 - -1-2 -2 � - Qty Ply M C I CONSTRUCTION 4 1' A0002807 ` _ _ _,i Job Reference(opM nal)___ _ 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon-A4-1 914:31:12 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- cd8lPkaUfixncetUn9nL9nu69LhSfBllxat5YOymGgD 9.10.1 43.9 — -- - - -- - - -- - - - - -7 3x4 = 4 5 040(1-1.8) 0-1490.14) Scale =1:20.2 41-15 ' 5-6 8 43.9 Plate Offsets MY): C7:01AO -1-8] LOADING (PSI) SPACING 2-0-0 CSI DEFL in (loc) Vdeff Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.61 Vert(LL) 0.11 2-8 >985 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(i L) -019 2-8 >578 180 BCLL 0.0 Rep Stress Incr NO WS 0.53 HorgTL) 0.03 7 Na We BCDL 10.0 Cade FBC2010/rP12007 (Matt) Weight: 41 lb FT = 00/6 LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 48.1 oc puriins, BOT CHORD 2x4 SP No.2 except and verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 5.3-4 oc bracing. REACTIONS (Ib/size) 2= 489/0.8-0 (min. 0-1-8),7=754(0-1-8 (min. 0.1 -8) Max Horn 2= 234(LC 4) Max UplffM-- 488(LC 4), 7= -&WLC 4) Max Grav 2=547(LC 2), 7= 879(LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 1114, 2- 11/14, 2- 3- 1417/2, 3.12_ 174/0, 412_ 80/11, 45— 9/0, 47- 441/310 BOT CHORD 2 -9- 1144(1359, 8- 9- 1144/1359, 8-10 }1144/1359, 7 -10- 1144/1359, 6-7/0 WEBS 3-6=- 103/309, 3.7- 1305/1111 NOTES 1) Wind: ASCE 7 -10; Vuit= 175mph (3- second gust) Vasd= 136mph; TCDL= 9.Opsf; BCDL- 6.Opsf; h=1 Oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone; porch left exposed; Lumber DOL =1.60 plate grip DOL =1.60 2) Plates checked for a plus or minus 0 degree rotation abort its center. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate at joints) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint 2 and 653 lb uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels mW at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "SoM -Ngid pitchbreake including hoofs" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase --1.00 Uniform Loads (plf) Vert 1-11--75 Trapezoidal Loads (pit) Vert: 2 -2(F=g, B=9)-to-6- 49(F =-15, B:--15),11 =Q{F- 8, 0= 38)- to-4- 179(F -52, B--52),4--134(F--62, B- 52)- to-5- 140(F -55, B-55) Jobe - Truss Truss Type Qty Ply M C I CONSTRUCTION 13HO9 _ - - - - -- GR1 ROOF TRUSS - - _ -1- _ -i - -- 1 �- -- -- Sep 27 2012 Reference Indust es!I e. Mon Aug 1914 :31 :14A2 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 s ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- Z? F3gQbkBJBUrx0svagpECzTe8Mp73La _GMCdGymGgB o-1 3 -11-8 7-0.0 - 10.5A 12-6$ 15 -10.0 19-5.0 '64 � - - -- 3-11 -8 - -- -- - - — +-- 3-5=0 - z =� a + -- -- 3-3-s 3-7-0 -- - , Scale . 1:34.3 4x7 = 2x4 11 34 = e.a _ 6 7 6 0- "0.1 -13) 3x4 = ••, — }4.13 3x6 I I 080(0.16) LOADING (psf) SPACING 240.0 CSI DEFL in (loc) Vdeti Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.54 Vert(LL) 0.2513 -14 >923 360 MT20 244190 TCDL 15.0 Lumber Increase 1.33 BC 0.81 Vert(TL) - 0.3813.14 >691 180 SCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.10 9 Ma n/a SCOL 10.0 Code FBC201WM2007 (Matrix) Weight: 101 ib FT =00/6 LUMBER BRACING TOP CHORD 2x4 SP No.2 •Excepr TOP CHORD Structural wood sheathing directly applied or 2-8-5 oc purilns, 1-4:2x4 SYP M 31 except end verticals. BOT CHORD 2x4 SYP M 31 •Except• BOT CHORD Rigid telling directly applied or 45.4 oc bracing. 9-12: 2x4 SP No.2 WEBS 2x4 SP No.3 •Except• 3-14: 2x8 SYP No.2 REACTIONS (lb/size) 9_1110908 -0 (min. 0 -1 -8), X188010.8-0 (min. 0.1 -13) Max Harz 2= 251(LC 4) Max Upll t9=- 655(LC 4), 2-1129(LC 4) Max Gray 9= 1284(LC 2), 2= 2181(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 M7, 2 -3— 5612=1, 3-4— 375811840, 4- 5-3639 /1821, 5-6--234&1162,6-7=-142W33,7-8=,..1427/733, 8.9=- 12441689 BOT CHORD 2 -15— 2834/5481,14 -15-?. 834 /5481,14.1- 28345481,13 -16=-2834/ 5481,13 -17- 176013373,12 -17- 178013373, 11- 12—/180 ✓3373,11 -18- 116512291,10.18= - 1165!2299,10.19 - 11/24, 9-19 -11/24 WEBS 3-14--557/1231,3.13--199711076,4-13= -272t697, 5.1 217/401, 5.11- 1549/844, 6-11- 50911126, 6.10- 11171558, 7- 10=-- 338Pt56, 8. 10=-91911787 NOTES 1) Wind: ASCE 7 -10; Vutt=175mph (3- second gust) Vasd= 136mph; TCDL=9.Opsf; BCDL_- B.Opst; h=10R; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (envelope) automatic zone; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurtent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 655 lb uplift at joint 9 and 1129 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.OI1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Send -rigid pftchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1280 lb down and 638 lb up at 3.11 -8 on bottom chord. The desigiVselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase=1.00 Uniform Loads (pit) Vert: 1 -4-75, 4.5 -75, 5 -6-75, 6.8 -75, 2-9-20 Continued on page 2 �3H09 �GR1 ROOF TRUSS Qty Ply 1 M C I CONSTRUCTION J04 v A0002808' Job 1 ID:Y OAX_eD2 20 Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914:31:152013 Page 2 g pTdXuXoAwRmVdzGKov- 1CpR2mcMydJLT5b3SHL2nPWeNY12sWbkDw619jymGgA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 14--1105(F) J04 , Truss Truss Type 131-109 H1 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. -0-10-0 4114 _ 9-&0 410A 4 -11-6 --- - - - - -- 4 -0.10 oty Ply M C I CONSTRUCTION ` A0002809i Job Reference o tianai 7350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:31 :17 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- zaxBSSdcTEa3iPIRaiNWsgbzUMOIKVCI hEbsDbymGg8 10.5.0 145-10 19.5-0 -- + - 1-50 - -- -- — 4-0-10— — - - -r -- - - -- -4. 11-8 -- - -- 4x8 = 4x3 = scale =1:33.3 34 = 2x4 11 — — 3x4 = 2t4 It 3x8 = 0$0(0-1.8) fLi�9 0.6.3(.3/-0 LOADING (PSI) SPACING 240.0 CSI DEFL in (too) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.57 Vert(LL) 0.1710.12 >999 360 MT20 2441180 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.31 8.9 >730 180 SCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(M) 0.09 7 We We BCDL 10.0 Code FBC2014TP12007 (Matrix) Weight: 83 lb FT = 0°/a LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural woad sheathing directly applied or 2 -143 cc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 5.8-12 oc tracing. WEBS 2x4 SP No.3 REACTIONS (Ib/s(ze) 7= 888148-0 (min. 41-8), 2 7810.8.0 (min. 41 -8) Max Horz 2=112(LC 10) Max UpIHt7- 451(LC 7), 2_ 562(LC 6) Max Grav 7= 1028(LC 2), 2= 1136(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0117, 2 -13— 2872M085, 313 — 2821/1100, 3.4- 2103803, 4-15=40041797,54--21109M, 6.14- 28241138, 7 -14— 2878/1124 BOT CHORD 2- 15- 1050/2871,12 -15- 1050/2871,12 -18} 1050/2871,11- 16- 1050F1871,1411- 10542871,1417- 8M939, 9.17 =- 839/1939, 9.18- 1015/2890, &18- 101512690, &19}101512890, 7- 19- 101512690 WEBS 312=/289, 310- 795/471, 410 - 97/329, 5.9= -- 99/335, 6.9- 8151493, 6.1 491 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult=175mph (3-second gust) Vasd= 136mph; TCDL= 9.Opsh BCDL=S.Opsf; I--1 Ott; CaL II; Exp C; Encl., GCpl=D.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -49.8 to 2 -2-8, Interior(1) 2 -2-8 to 18.1 -0, Exterior(2) 16-1-0 to 19.1-0 zorwC -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip IDOL =1.80 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451 lb uplift at joint 7 and 562 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nontxmcurrent with any other live loads. 8) "Semi -rigid pitchbreake including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I� IN 'O job Truss Truss Type Oty Ply M C I CONSTRUCTION 13H09 HG1 ROOF TRUSS 1 1 j A0002810! 4Job Reference (optional)__ FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:31:18 2013 Page 1 -0.1p.00- -- - - 3.11 6 - - - -- 7-0-0_ 124-0 -- - - -- -' - 15 -5;10 -- 0.10.0� 5X8 M18"= Im ria 40 = Scale =1:x3.0 4)02= 2X4 11 7x8 = 5X8 M18SH9= 7x10 = 20 11 4X12 zz 084(0.1-14) 12 -5-0 1 15.510 3I 08-0(01-12) LOADING (pat) SPACING 2-0.0 CSI DEFL in (loc) I/defl Lid PLATES (TRIP TCLL 30.0 Plates Increase 1.00 TC 0.94 Vet(LL) 0.34 9.11 >660 360 MT20 244/190 TCDL 15.0 LumberIncrgang 1.33 BC 0.49 Vert(TL) -0.53 9-11 >424 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WO 0.49 Hors('TL) 0.09 7 We n/a BCDL 10.0 Code FBC201 WTP12007 (Matrix) Welght:100 lb FT = 0° /u LUMBER BRACING TOP CHORD 2x4 SYP M 31 'Except' TOP CHORD Structural rood sheathing directly applied 1-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8.3 oc bracing. BOT CHORD 2x6 SYP M 26 WEBS 2x4 SP No.3 REACTIONS (Ibfsize) 7= 1781/041-0 (min. 0.1 -13), 2= 1870/0.8-0 (min. 0.1 -14) Max Hors 2=93(LC 12) Max UpIift7_ 1087(LC 5), 2-1198(LC 4) Max Grav 7= 2186(LC 17), 2= 2243(LC 18) FORCES (lb) - Maximum CompressloNMaximum Tension TOP CHORD 1 -2_ -0/24, 2 3-- -636VXM% 3-4- -- 6797/3223, 45— 6808/3179,54=.6789/3230,8.7--6469M31 BOT CHORD 2-13— 2907 /6109,12 - 132907/6109,12 -14— 2907 /6109,11 -14— 2907 /6109,10 -11— 3061/6709, 9.10- 3061/8709, 9-15- 293816149, &15 -2938/ 6149, 8­116=4938161149,746-.293W49 WEBS 3- 12- 334231, 3- 11=- 26&715, 411 - 588/1557, 4-9- 204 /187, 5.9- 553 /1522, 6.9- 228477, 6-8=-263/188 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd= 136mph; TCDL-- 9.Opsh, BCDL_- 6.Opsf; h=1 Oft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (envelope) automatic zone; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated 5) The solid section of the plate Is required to be placed over the splice line at joint(s) S. 6) Plate(s) at joint(s) 4, 7,10, 3,12,11, 9, 6, 8 and 2 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 5 checked for a plus or minus 4 degree rotation about Its center. 8) This truss has been designed for a 10.0 pot bottom chord live load nonconcurrett with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1067 Ib uplift at joint 7 and 1198 Ib uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all pane points along the Bottom Chord, nonroncurrent with any other live loads. 11) Girder carries hip end with 7-0-0 end setback. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall bs provided sufficient to support concentrated load(s) 1063 Ib down and 412 Ib up at 12 -5-0, and 1063 Ib down and 412 lb up at 7-0.0 on bottom chord The design/selection of such connection devices) Is the responsibility of others. 14) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate lncrease=1.00 Continued on page 2 Jobt Truss - Truss Type Oty Piy M C I CONSTRUCTION 131109 HG1 ROOF TRUSS 1 1 A000281 -- . _ __ Job Reference o tional __ .___ FORT DALLAS TRUSS CO. LLC., MIAMI, FL.,FORT DALLAS TRUSS CO. LLC. 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914:31:19 2013 Page 2 I0: YgOAX_ eD2pTdXuXoAwRmVdzGKov- vz3yt6ft ?rgnxjvgh7P xFhD699woNXJ6Y4zlUymGg6 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1 -4— 75, 4.5- 97(F -22), 5-7- 75, 2- 11_20, 9.11�107(F =-87), 7-9_20 Concentrated Loads (lb) Vert: 11- 610(F) 9=- 610(F) Job. Truss Truss Type 0-r Ply M C I CONSTRUCTION 13H09 HH1 ROOF TRUSS 1 1 A0002811. - Job Reference (optional) - — - - - FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 1.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914:31:22 2013 Page 1 3x8 = 3x8 = 2x4 1i ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- KYk4W9hiImCMoAePNFzhZuJj3N56 ?gFmgWldvpymGg3 0r1 4-11-6 - -+ - 9-0-0 __. _ 12'5 -0 1 -- 194 8 - -- 26 �... - -- - -?- ---�� - + - - _ *4 Q.� 42 4-10 47.40 -- +— 0.1 0 411-6 4010 3-5-0 (41-4 8-11 -8 6-0.0 6-0.0 4.0-10 411-6 0-10-0 8 7.252x4/rb.3.74�45 8 t0 -21 �i -8-21 Scale " 1:80.3 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9.14 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at rMdpt 7-25,7.21,11-21 REACTIONS (lb(size) 2= 490-0.6-0 (min. 0-1-8), 25 =131108 -0 (min. 0-1-13),21=189510-8-0 (min. 0-2 - 11),14- -908!0-8.0 (min. 0-1-8) Max Hors 2- 105(LC 11) Max UpIM2- 540(LC 6), 25- 1104(LC 6), 21- 1074(LC 7),14- 585(LC 7) Max Grav 2=574(LC 24), 25= 1560(LC 24), 21 =2237(LC 25),14=1054(LC 25) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0117, 2- 29- 868M036, 3-29- 791/1050, 3-4- 1241241, 45- 510/761, 5.8= -510!/61, 6.7- 510!181, 7-8=- 514!1332, 8-9- 514/1332, 9.10- 514 / 1332,10-11 - 514!1332,11-12 =- 1698/884,12 -13- 17951884,13 -30=- 2481/1168, 1430 - 2545/1153,14 -15=WM7 BOT CHORD 2-31- 895ff71, 28- 31- 8iL51771, 28-32 =-B 4771, 27- 32=-895fr/1, 26.27 - 8951771, 211,, - 101/145, 25- 33- 101/145, 2425 =-M/M, 23- 24- 81/286, 23- 34- ^•81/286, 22- 34 ---81/ 288, 211-22=-W/266,21-35=43111198, 2045- 330/898, 19.20 330/898,19.36- 330!698,1 8-36- 330/8 ,17 -18- 1014/2382,17 -37- 1014!2362,16.37--1014 /2362, 15-36- 1014/2362,1438- 101412362 WEBS 3- 28- 298!298, 3-26- 8881924, 426 =- 562/376, 425 -928 1009, 5.25- 557/395, 7- 25- 9161547, 7- 23=0f334, 7- 21- 14781835, 9.21 =- 019/432,11.21 -2508/ 1185,11 - 19=0/3 ,11 -18- 347 /810,12- 18=WI57,13- 18- 772f451, 13.16=0!276 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=S.Opsf; h=10ft; Cat. II; Exp C; Encl., GCp1=0.18-, MWFRS (envelope) automatic zone and C-C Exterior(2) -0-9.8 to 3.2 -8, Interior(1) 3-2-8 to 441-8, Extedor(2) 441-8 to 48.1 -8 zone; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 540 lb uplift at joint 2,1104 lb uplift at joint 25,1074 lb uplift at joint 21 and 585 lb uplift at joint 14. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 34- 3-W, 2 5X - 294 I I 3x8 = 3x8 = 2x4 1i 3x8 = 3x8 = 5x8 = 4 8 7.252x4/rb.3.74�45 8 t0 -21 �i -8-21 12 3x8 3x8 z 3 13 1.4211 4282x4 .3• -232x4 9.212x4 -2.48 -182x4 - it 12482x4 -218 2 17 2M BW 1A.1Z7 �.2 =.tip lk 14 Is j& it a' _ _ a US = 31 28 32 27 28 33 24 23 34 22 35 20 18 36 18 17 37 18 36 4x8 = 0•&0(61 -ih g3��25 2:4 II 3x8 = 08ga1 -i3) 4x7 = 2x4 I I 62x�1 _ 3X = 040'(0; 1) 2x4 II 3X8 = 2x4 It 68-0(0.1.8) 3x8 = 3x8 - 3x8 = 411-8 is-!r0 1&4.8 28.4.0 32-40 3&4-0 42 -4-10 , 47-40 J ' 411-6 4 10 X3-5-0 611-8 6-11 6-0.0 6-0-0 4-0.10 411-8 Plate Offsets (&Y): [4:0.5 - 4,0-240, [14:0.3- 2,Edg_el, [21:0.4 -0 o-2 -12] LOADING (psf) SPACING 2-0-0 CSI DEFL In (foe) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.96 Vert(LL) 0.1616.18 >999 360 MT20 244M90 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) -0.3418 -19 >720 180 SCLL 0.0 Rep Stress lncr YES WB 0.75 Horz(TL) 0.07 14 nfa n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Welght:226lb FT =0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9.14 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at rMdpt 7-25,7.21,11-21 REACTIONS (lb(size) 2= 490-0.6-0 (min. 0-1-8), 25 =131108 -0 (min. 0-1-13),21=189510-8-0 (min. 0-2 - 11),14- -908!0-8.0 (min. 0-1-8) Max Hors 2- 105(LC 11) Max UpIM2- 540(LC 6), 25- 1104(LC 6), 21- 1074(LC 7),14- 585(LC 7) Max Grav 2=574(LC 24), 25= 1560(LC 24), 21 =2237(LC 25),14=1054(LC 25) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0117, 2- 29- 868M036, 3-29- 791/1050, 3-4- 1241241, 45- 510/761, 5.8= -510!/61, 6.7- 510!181, 7-8=- 514!1332, 8-9- 514/1332, 9.10- 514 / 1332,10-11 - 514!1332,11-12 =- 1698/884,12 -13- 17951884,13 -30=- 2481/1168, 1430 - 2545/1153,14 -15=WM7 BOT CHORD 2-31- 895ff71, 28- 31- 8iL51771, 28-32 =-B 4771, 27- 32=-895fr/1, 26.27 - 8951771, 211,, - 101/145, 25- 33- 101/145, 2425 =-M/M, 23- 24- 81/286, 23- 34- ^•81/286, 22- 34 ---81/ 288, 211-22=-W/266,21-35=43111198, 2045- 330/898, 19.20 330/898,19.36- 330!698,1 8-36- 330/8 ,17 -18- 1014/2382,17 -37- 1014!2362,16.37--1014 /2362, 15-36- 1014/2362,1438- 101412362 WEBS 3- 28- 298!298, 3-26- 8881924, 426 =- 562/376, 425 -928 1009, 5.25- 557/395, 7- 25- 9161547, 7- 23=0f334, 7- 21- 14781835, 9.21 =- 019/432,11.21 -2508/ 1185,11 - 19=0/3 ,11 -18- 347 /810,12- 18=WI57,13- 18- 772f451, 13.16=0!276 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=S.Opsf; h=10ft; Cat. II; Exp C; Encl., GCp1=0.18-, MWFRS (envelope) automatic zone and C-C Exterior(2) -0-9.8 to 3.2 -8, Interior(1) 3-2-8 to 441-8, Extedor(2) 441-8 to 48.1 -8 zone; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 540 lb uplift at joint 2,1104 lb uplift at joint 25,1074 lb uplift at joint 21 and 585 lb uplift at joint 14. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Jolu Truss Truss Type oty ply M C I CONSTRUCTION 131-109 HH10 ROOF TRUSS 1 1 - -00002812; Job Reference (optional)__ FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 19 14:31:39 2013 Page 1 ID: YgOAX- eD2pTdXuXoAwRmVdzGKov- KpGW4zuPI? LxLnRgsKmglTWgoOtOUJUGWwO _KymGfo -0-1 6-7 -14 12 -5-0 - -- - - -- - t- - - -- - -- 162 -8 19.11 -8 26.8-0 - - - -r -- - - F-- - - - - -8 - - - -- 0.10 0 6744 5-9.2 3-9.8 3.9-0 1 Scale m 1:45.8 US = 3.50112 US = 3x4 = 7 8 7 2x4 No.2 - 3x4 ' 4x4 / 65, 7 7. 142x4 .3 -1.1.6 7 -152x4 318 % 5 1 S 15 3• 4 20 11 Sx6 % �// 6.9 24 -5414 3 / 5.1020 .3 -43.9 4.12 2x4 - 32 -13 1 7 3.132x4 -1$11 3.122x 2 qq q11 2.11 24 No.2-14-0-0 9-1124W.2-12-84 as 17 13 19 3x4 = 11 t0 19 12 9 2x4 I I 4x7 = 7x8 = 7x6 = 5x8 8118,X911 0$4(0.1.8) 040(0.2.15) "o -1.e) 67 -14 12 -6-0 16-2 -8 19.11 -8 268-0 67 -14 5.9.2 3-9.8 3.9.0 + 6.8.8 Plate Offsets (),Y): [ 3:0.2 - 12,0. 3-01,[6:003,0.2 -01, [7:0- 6-0,0.2 -OI [10:0.3.0 o-4 -81,[ 12:0. 3-0,0. 44],[15:0.2 - 4,0.240] LOADING (pot) SPACING 2-0.0 CSI DEFL In (loo) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.30 9.10 >552 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.43 9.10 >393 180 M18SHS 244/190 BCLL 0.0 Rep Stress Isar - YES WB 0.94 Horz(TL) -0.01 12 rda we SCDL 10.0 Code FBC2010RPl2007 (Matrix) Attic -0.29 9.10 432 380 Weight -172 lb FT = 05/6 LUMBER BRACING TOP CHORD 2x4 SP No.2 - Except- TOP CHORD Structural wood sheathing directly applied or 5.7 - -10 oc purlins, 7 -8: 2x4 SYP No.2 except end verticals. SOT CHORD 2x6 SYP No.2 Bar CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s):14 69: 2x6 SYP No.2 REACTIONS (lb(size) 9=W /D" (min. 0 -1 -8), 2= 353/0-8-0 (min. 0- 1- 8),12= 2081/0.8-0 (min. 0.2 -15) Max Hors 2=522(LC 6) Max Uplift9= -26NLC 6), 2=- 475(LC 6),12- 1226(LC 6) Max Grav 9= 857(LC 1), 2=529(LC 2),12=2081 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 24, 2 -16- 503/613, 3-16=- 457/637, 3-4- 71711497, 4-5=- 369/181, 5-t 351P", 67 .-1024/564, 7- 8}75/132, 9-115-66613115, 8-15- 321/228 BOT CHORD 2 -17- 1255/437,13.17_ 1255/437,1 3 -1 8- 1 2261420,12 -18_ 1226/420,11 -12=- 1090/303,10.11 - 1090/303, 10.19- 99/233, 9.19c- 99/233 WEBS 3-13- 524 / 328, 3- 12- 1265/1443, 4- 12- 21661128, 4.10- 421/1852, 6-10---691/462,7-14--6A1, 7 -15- 1019/478, 6-14---6721964,14-15=-660/950 NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd= 136mph; TCDL=:9.0psf; BCDL=6.0psf; h=101t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -0-9 -8 to 2 -2-8, bite lor(1) 2 -2-8 to 265-4 zone; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOLL -1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) Ceiling dead load (5.0 psf) on member(s). 614,14 -15 7) Bottom chord live load (40.0 pst) and additional bottom chord dead load (0.0 psf) applied only to room. 9.10 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 9, 475 lb uplift at joint 2 and 1226 lb uplift at joint 12. 9) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreeks including heels" Member end fixity model was used In the analysis and design of this truss. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type oty Ply M C I CONSTRUCTION 13H09 HH11 ROOF TRUSS 1 1 j A01=813 - - - 7 -2 -13 oc bracing: 9.10. LOADING (psf) Job FORT DALLAS TRUSS CO. LLC., MIAMI, FL 7.360 s Sep 12fM Tek Industries, Inc. Wed Aug 2111:32:10 2013 Page 1 in (Ioc) Vdefl L/d ID: YgOAX _eD2pTdXuXoAwRmVdzGKov -gpvrt pDppw_ZFggNLYKPnreYvg97swpi_T VVGylf63 GRIP 87 -14 12 -5-0 18.2 -8 17 -11 -8 2486- (M04 01�- 67-14 - - -- -- -- 5-12 -- -- 3-94- 1-30 - - -.- -2.8 - >549 380 MT20 Scale =1:44.9 TCDL 15.0 Lumber Increase 1.33 40 = 0.88 Vert(TL) - 0.42 9.10 4x5 - 2x4 II 180 M18SHS 2441190 3x8 = Rep Stress Incr YES WB e 7 a j -0.02 9 Ne 3.50 12 45S 68 2x 4 Not -838 I BCDL 10.0 5 (Matrix) Attic 34 i 3§,2x414OY11'$ 14 15- 1 -4615 430 360 Weight: 172 lb 4 4 7x8 !I 5xS 8+82x6 - 4.9.14 3 31020 •439 4.12 20 -3-2-13 1 - 7 3.132x4 - 1$11 3-122x - 2 ---- -- - - -- 1 2-11 2x8 No.2.14-00 L _ 9.11 2x8 N0.2 -1280 18 13 19 11 10 20 3x4 = 2x4 11 12 4X7 _ 9 7x6 = 7x6 = 8x8 M18aHS 11 8-7.14 12-8-0 18 2 8 17 -11 8 26.8-0 67 -14 S-9-2 3 9 8 1 -9 a Rag Plate Offsets MY): [3:0.2- 12.0 - 3-01,[5:0.0.3,0.2 -01 [8:0.1- 12,0. 1-0],[10:0.3 -0 0.4-8],[12:03- 0,0.4- 41,[15:0 -E- X2,0.2 -0] Rigid calling directly applied or 6.0.0 oc bracing, Except: - - - 7 -2 -13 oc bracing: 9.10. LOADING (psf) SPACING 2-0.0 CSI DEFL in (Ioc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.31 9.10 >549 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.88 Vert(TL) - 0.42 9.10 >400 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) -0.02 9 Ne n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Attic - 0.29 9.10 430 360 Weight: 172 lb FT =O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3.4 oc purlins, SOT CHORD 2x6 SYP No.2 except end verticals. WEBS 2x4 SP No.3 - Except* BOT CHORD Rigid calling directly applied or 6.0.0 oc bracing, Except: &9: 2x8 SYP No.2 7 -2 -13 oc bracing: 9.10. WEBS 2 Rows at 113 pte 15.18 MITek recommends that Stabllbers and required cross bracing be installed during miss erection, in accordance with Stabllb:er Installation guide. REACTIONS (Ibfsize) 9=x3 8.88810 (min. 0.1 -8), 2=389/0.8 -0 (min. 0.1- 8),12= 2014/0 -8-0 (min. 0.2 -13) Max Horz 2= 472(LC 6) Max Uplitt9- 283(LC 6), 2=-521 (LC 6),12= 4160(LC 6) Max Grav (LC 1), 2=575(LC 2),12= 2014(LC 1) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -17- 660!789, 3- 17- 580 12, 3- 4- 542(1279, 4 -s=-zW% 5-6--1049/482, 8-7--986/487,7-8=-122/482,9-15= 600!334 BOT CHORD 2- 18-1350/5 ,13.18=- 13501556,13 -19=- 1321!548,12 -19- 1321/548,11 -12- 918/202, 10.11 - 918/202,10.20 - 140!297, 9.20 - 1401297 WEBS 3-13- 522/327, 3- 12- 1268!1444, 412= - 20581664, 410 - 371/1770, 7 -14- -- 438/507, 7 -15=- 187311084,10.16= -833/ 426, 5.16�-6 WMW,14.16- 47ZIM,14-15- 94511261 NOTES 1) Wind: ASCE 7 -10; Vuit= 175mph (3 -second gust) Vasd::136mph; TCDL=9.W, BCDL=O.Opsh h::10ft; CaL 11; Exp C; End., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 49.8 to 2 -2-8, Intedor(1) 2 -2-8 to 26-5-4 zone; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL- -1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has boon designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 6) Ceiling dear! load (5.0 psf) on member(s). 14-16,14-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 9-10 8) Provide mechanical connection (by othere) of truss to bearing plate capable of withstanding 263 lb uplift at joint 9,521 lb uplift at joint 2 and 1160 lb uplift at joint 12 9) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Sons -rigld pltchbreaks including heels" Member end f x ty model was used in the analysis and design of this truss. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE LOAD CASE(S) Standard Job. a Truss Truss Type i 13HO9 HH12 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. I1 - 0 -10 -0 _ 6.7 -14 12 -5-0 00-10-6 -- - 64-14 5.9.2 _ Oty Ply M C I CONSTRUCTION 1 1 AOW2814 Job ID:YgOAX_eD2pTdXuXoA RmVdzGKo kOyei ?xlbwjW IFgFYSKNNu68CuRw2hgMiOdShbeygmGfl 16.0-0 . - -.. -- - - - -21- - - -- - - -- -26-8 —1 370 54-0 54.0 4x7 = 20 11 Scare = 1:46.0 3x4 = 0ag0.149 3x4 = 3" = _.._ 30 = 2X4 11 "AD-2-3) [L.—Vill 4-" LOADING (psi) SPACING 2 -0-0 CSI DEFL in (lac) VdR Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.71 Vert(LL) 0.26 2 -14 >565 360 16TT20 244190 TCDL 15.0 Lumber Increase 1.33 SC 0.83 Vert(TL) -0.32 2 -14 >451 180 BCLL 0.0 Rep Stress Incr YES WS 0.93 Horz(TL) -0.02 12 n/a n/a BCOL 10.0 Code FBC2MI]fTP12007 (Matrix) Weight: 144 lb FT =0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5.5-1 oc bracing. REACTIONS (lb(size) 8=529/0-8-0 (min. 0-1-8), 2=498/0.8 -0 (min. 0.1- 8),12=154510.80 (min. 0.2-3) Max Hors 2=422(LC 6) Max Upl ftS= 286(LC 4 2- 470(LC 6),12- 1294(LC 6) Max Grav 8=813(LC 2), 2=581(LC 2),12=1788(LC 2) FORCES (lb) - Maximum Compressionnaximum Tension TOP CHORD 1 -2=M7, 2- 15=- 6881597, 315 =- 609/622, 3-4- 758/872, 4.5- 240142, 548=- 4601194, 6.18 - 4591194, 748=-45094, 74- 8031310 BOT CHORD 2 -17- 8331617,1417- 833(617,1314.804 /813,1318=- 804/613,12- 18- 80M613,12 -14- 584/592,11 -19- 584/59$ 10-11- 381207, 9-10=-381M, 9-20= -8118, 820 -8118 WEBS 314_ 5481337, 312- 1235111482, 412 - 1385164$ 411 - 581/984, 5.11 - 6061497, 5.9- 362!438, &9=-579/413, 7 -9- 252/598 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3-second gust) Vasd= 136mph; TCDL=9.Opsf; BCOL=O.Opsh h=10ft; Cat. II; Exp C; Eric!., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -0-9.8 to 2 -2-8, Interlor(1) 2 -2-8 to 2384, Exterior(2) 23-84 to 264-4 zone; parch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL_1.60 2) Provide adequate drainage to prevent water ponding. 3) The solid section of the plate is required to be placed over the splice line at joint(s) 10. 4) Plate(s) at joints) 3, 8, 2,13,14,12, 4,11, 5, 6, 9 and 7 checked for a plus or minus 0 degree rotation about Its center. 5) Plate(s) at joint(s) 10 chocked for a plus or minus 5 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 8, 470 lb uplift at joint 2 and 1294 lb uplift at joint 12. 8) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job- c Truss Truss Type M131-1O9 + HH13 ROOF TRUSS FORT DALLAS TRUSSCO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 1 -11-0 -- 1-11-0 -- - - 3.50 Fl 2 2 4x7 = 6-4-0 Gty Ply M C I CONSTRUCTION 1 1 AOOO2815 Job Reference (option @I)_ _ 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 19 14:31:43 _ 2013 Page 1 ID: YgGAX_ eD2pTdXuXoAwRmVdzGKov- CbVOwLywMDrNgPkR59rcwJgNYrIHODOsfHuE75ymGfk - - -- —6.4.0 ----- - - - - -� 2x4 11 3x4 = 3 e W Scale =1:24.9 3x4 - 5 110-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0.0 Plates Increase 1.00 Lumber increase 1.33 Rep Stress Incr YES Code FBC20101TP12007 CSI TC 0.72 SC 0.70 WO 0.52 (Matrix) DEFL In (loc) I/defl Ud Vert(LL) -0.04 6.7 >999 360 Vert(TL) -027 6.7 >631 180 Horz(R) 0.00 6 n/a n/a PLATES GRIP MT20 244190 Weight: 92 lb FT = 05/e LUMBER BRACING TOP CHORD 2x4 SP Nc.2 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purilns, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 Bar CHORD Rigid ceiling directly applied or 64060 oc bracing. REACTIONS (Ihfsize) 6= 679/0.8-0 (min. 0.1- 8),10=679(0.8-0 (min. 0.1 -8) Max Horz 10="LC 6) Max Uptiit6=-404(LC 6),10_ 380(LC 6) Max Grav 6= 786(LC 2),10=786(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2- 398!187, 2 -3- -819/408, 3- 4- .818/407, 411— 818 /407, 5.11=�-818f407, 5- 6=- 770f432,140 =- 829/375 BOT CHORD 10.12 -54/20, 9. 12=-54/20, 9-13- 197 /388, 8- 13- 197!368, 7 -8- 197/366, 7- 14- 15130, 6.14 -15/30 WEBS 2--- 5981389, 2- 7- 263/540, 3- 7- 689/486, 5-7- 4721947,1 -9=- 349/787 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3 -second gust) Vasd=138mph; TCDL=9.Opaf; BCDL=S.Opsf; h=1 Oft; Cat. 11; Exp C; Encl., GCpl=O.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 0.1 -12 to 1 -11 -0, Interior(1)1 -11 -0 to 11.54, Exterior(2) 11 -54 to 1454 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 lb uplift at joint 6 and 380 lb uplift at joint 10: 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid plichbreaks including heels" Member end fixity model was used in the analysis and design of this true& LOAD CASE(S) Standard Job • • Truss Truss Type ay My M C I CONSTRUCTION 13HG9 • HH2 ROOF TRUSS 1 1 00002816' TCLL 30.0 Plates Increase Job Reference (poonalZ FORT DALLAS TRUSS CO Lm-, MIAMI, FL., FORT DALLAS TRUSS CO. LLC. _ _ 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914:31:24 2013 Page 1 0.18 2 -16 >809 360 I D: YgOAX _ eD2pTdXuXoAwRmVdzGKov- Gxsrwq ?gOS42Unn Ug ?9eJO4hAmtTZM3lgnkzhymGg1 -0-10-0 - - -- 5 -11-6 - - - - 11-0 -0 12 -5-0 -- - - -- 19.6.8 2643-0 - - -- - - - - -- { -- -- - - 0.1 511 8 5-0.10 1-5 0 r 7-1 8 7-1-8 BCLL 0.0 Rep Stress Incr Scale m 1:460 I �1 3.50 12 4X7 = 20 11 3X4 = 3x8 = 3x4 It .,.� — 2x4 11 ".' — 3x4 = 3X8 = — — 20 11 3X4 = 0- 0(0.1-M 5.010 0-0(0.2.1) LOADING (Pat) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud TCLL 30.0 Plates Increase 1.00 TC 0.95 Vert(LL) 0.18 2 -16 >809 360 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(rL) -0.391011 X433 180 BCLL 0.0 Rep Stress Incr YES WS 0.78 Horc(TL) 0.03 10 We n/a SCDL 10.0 Code FBC2010/TPI2007 (Matrix) 211- " -O(a1-M PLATES GRIP MT20 244/190 Weight: 136 lb FT = 01/6 LUMBER BRACING TOP CHORD 2x4 SP NO2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, BOT CHORD 2x4 SP No.2 except erns verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 5-44 oc bracing. WEBS 1 Row at midpt 8.13 REACTIONS (lb(size) 10=513104-0 (min. 01 -8), 2= 4790.8 -0 (min. 01- 8),13= 158010.8.0 (min. 02 -3) Max Horz 2= 298(LC 6) Max Uplift!*=- 281(LC 7), 2=- 491(LC 6),13- 1290(LC 6) Max Grav 10=594(LC 2), 2-- a59(LC 2),13= 1829(LC 2) FORCES (lb) - Maximum CompressioMNaximum Tension TOP CHORD 1 -2 17, 2- 17- 71&815, 3-17- 650/838, 3-4--382426,44=4741522, 54- 680!668, 6.7 --WW 168, 7- 8- W91668, 8.18 - 58!27, 9.18- 58/27, 9.10= 483/1gg SOT CHORD 2- 1g- 948/840,18.19- 948/840,15 -16=- 948!840,15 -20=- 948/640,1420- 948/640,1421 =- 430!284,13 -21=- 430/284, 13- 22- 271/844,12.22- 271/844,11-12 =- 2711844,11 -23- 2711844,1023- 2711844 WEBS a-16=-470/323,3-14--1145M338, 5.14- 774 / 444, 5.13_ 60&jW, 6-13- 5851414, 8- 13- 1441/8x5, 8- 11=1348, 8.10= -649WO NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd=136mph; TCDL-- g.Opsf; BCDL-- B.Opsf; h =10ft; CaL 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -09.8 to 2 -2 -8, Interior(1) 2 -2-8 to 23.04, Exterior(2) 23-6.4 to 2644 zone; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 lb uplift at Joint 10, 491 lb uplift at Joint 2 and 1290 lb uplift at Joint 13. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job• Truss Truss Type 131-109 HH3 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. -0-10-0 6.7 -14 12 -5-0 _- - - _.._. 0.10 -6 __ _ _ . - - - 67 -14 -- - _ __ _ 5y 2 -- I1 Qty Ply M C 1 CONSTRUCTION A00028171 7.350 s Sep 2 7 2012 MiTek Industries, Inc. Mon Aug 1914:31:25 2013 Page 1 ID: YgQAX- eD2pTdXuXoAwRmVdzGKov- k7QD8BkdbhaxfeM _2NWOBWwGJa6YCzOCWUXHWBymGgO - 13-0.0 - -- 19.8.4 __ -- 26.8.0 Scale =1:48.0 3.50 j2— 4X5 = 3x4 = 3x4 = 3x4 it y,A l i 0&0(0.1.8) r- z>vssssWr 5-9.2 3x8 = 0&0(0.23) - -3x4= 388 3x4 = 0aa(0.1.8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (foe) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.83 Vert(LL) 0.25 2 -14 >575 380 MT20 244/190 TCDL 15.0 Lumber Inca 1.33 SC 0.86 Vert(rL) - 0.36 9.10 >465 180 BCLL 0.0 Rep Stress Incr YES WO 0.92 Horz(TL) -0.02 12 n1a We BCOL 10.0 Code FBC201 WM2007 (Matrbr) Weight' 135 lb FT = 0° /u LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.10 -1 oc purilns, SOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-612 oc bracing. REACTIONS (Walks) 9=517/0-8-0 (min. 0.1 -8), 2= 484/048 -0 (min. 0.1- 8),12= 157210.8.0 (min. 0.2 -3) Max Horz 2= 347(LC 6) Max Uplift%=- 287(LC 7),2=-478(!-C 6),12- 1303(LC 6) Max Grav 9=679(LC 25), 2= 564(LC 2),12=1819(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 117, 2 -15— 6241634, 3. 15}547/659, 3.4}738/705, 45_ 644/807, 5.6— 677/243, 67=- 41/20, 7- 16c41/20, 616=- 41/20, 69— 2721191 BOT CHORD 2.17- 8091 544,14 -17- 8091544,13 -14- 7801540,13 -18- 780/540,12 -18- 780/ 540,12 -19= -4821537,11 -19=- 462!537, 10.11- 462/537,10.20- 243177, 9.20- 2431677 WEBS 3-14- 5811 329, 3-12- 1212/1496, 4.12 - 4091372, 5.12- 958/615, 5.10 - 652!1184, 610 =- 439/443, 6%6- 7311255 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd= 136mph; TCDL-- 9.Opsf; BCDL=6.0psf; 11=1 Oft; Cal. II; Exp C; Encl., GCpi=O.18; MWFRS (envelope) automatic zone and C-C Extedor(2) -0-9 -8 to 2 -2 -8, Interior(1) 2 -2-8 to 23-64, Exterior(2) 23-64 to 26-64 zone; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 287 lb uplift at joint 9, 478 lb uplift at joint 2 and 1303 lb uplift at joint 12. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid p(tchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job. _ Truss Truss Type CRY Ply M C I CONSTRUCTION t13HO9 HH4 ROOF TRUSS 1 1 i A00028181 - - d.-, FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 s 2o00aOy gmGg- - 0-10.0 TCDL 15.0 Lumber Increase 1.33 ov- gWYzZtlu JgevxWMgoYsGxOeNOmC3gtnl - 0 -tt)-b - 6.7 -14 -- - i - 6 7 -14 _ - __ _- 12-5 -0 - - - 542 - ;- 15-0-0 . - r -- - - - 20-8 -4 - -- - - - -�- — - - -- -26.8-0 2-7-0 5.8-4 5.11 -12 4. Scale =1:46.0 U 6 = 3x4 = 2X4 n 3.50 (is. S B 1s T asa(0.1-0 s.4 u - — - 3X4 = 34 = 3:4 = 08-0(0.2.4) 8.3.4 -4.1.8 0.sa(o-1-8) LOADING (psf) SPACING 2-0.0 CSI DEFL in (too) Vdef1 Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.73 Vert(LL) 0.25 2 -13 >580 360 MT20 244890 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.53 9.11 >321 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) -0.02 11 Na Na SCDL 10.0 Code FBC201 WM2007 (Matrix) Weight. 138 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 644 oc purling, BOT CHORD 2x4 SP No2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 2 -2-0 oc bracing. REACTIONS (Iblsize) 8=51410-8-0 (min. 0.1 -8), 2-460/0 8-0 (min. 0.1- 8),11= 1578/0.8.0 (min. 0.2 -4) Max Horz 2= 397(LC 6) Max UpIHt8— 283(LC 7), 2= -463(LC 6),11- 1315(LC 6) Max Grav 8=5"LC 2), 2=5"LC 2),11 =1826(LC 2) FORCES (lb) - Maximum C wnpression4ftAmum Tension TOP CHORD 1 -2=Q 17, 2 -14 --613/ 588, 3.14 - 536/611, 3-4- 8(W31, 4-5- 711 /673, &6- 41911199,6-15:--=12, 7- 15=-231`12, 748=- 229/163 BOT CHORD 2 -16- 802! 541,1316- 802/541,12 -13- 773/537,12 -17- 773/537,11 -17- 773/537,11 -18- 152294,10.18- 152/294, 9.10 - 1521294, 9- 19- 200/4gl, 8.19- 200/491 WEBS 3-13--5671324,3-11--1223M517,4-11--421/322, 5.11 - 10781718, 5.9— 413f711, 6.9- 281/373, 64=- 5881235 NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3-second gust) Vasd=136mph; TCDL= 9.Opsh BCDL=6.Opsh h--10th CaL 11; Exp C; End., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -0.9.8 to 2 -2 -8, Interfor(1) 2 -2-6 to 236.4, Exterior(2) 236.4 to 26-6 -4 zone; porch left exposed;C-C for members and faces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotatio i about Its center. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 8, 463 lb uplift at joint 2 and 1315 lb uplift at joint 11. 6) This truss has been designed for a moving concentrated load of 200.0I1b dead located at all mid panels and at all panel points along the Bottom Chad, nonconcurrent with any other live loads. 7) "Semi -rigid pftchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job • Truss Truss Type ay Ply M C I CONSTRUCTION �3H09 HH5 ROOF TRUSS 1 1i A0002819 L _ _ — -_ -! --- i Job Reference joptiona�____ .. -- _ _ FORT DALLAS TRUSS CO LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. _ -- - 7.350 s Sep 272012 MiTek Industries, Inc. Mon Aug 1914:31:30 2013 Pagel ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- 54D6BunmOECOmPFxrx6ZuaeOmbpFtDsxgmE2ALymGfx -0 -1.0.0 6-7 -14 - -- �- 12 -5-0 __ __ __ - - _ 21 -10-0 26-8-0 _ _. _ _.__ 16.2 -8. _ 17- 0.0 - { -- - - -- - - -- - - -- I "- B- 7 -14 5-9-2 3-94 0-9� 44-0-0 410-0 I scale =1:47.2 3.50 ,12 4S � 34 700 = We = 9 7 8 9 17 4" °•• — 2A 11 4x7 = 3x8 — Sx6 R1189rra II o aa(o 1 8) &awls) 040(0-1-81 12-5.0 1 16-2 -8 17-0-0 21 -10-0 LOADING (pef) I SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.79 Vert(LL) -0.31 10.11 >541 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.441011 >386 180 M18SHS 2441190 BCLL 0.0 Rep Strew Iner YES WB 0.97 Horz(TL.) -0.02 10 We n1a SCDL 10.0 Code FSC201 WMI2007 (Matrix) Attic -0.2910.11 425 360 Weight: 159 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 -Except' TOP CHORD Structural wood sheathing directly applied or 45.7 oc purilrt% 7 -9: 2x4 SYP No.2 except end vwdcal& BOT CHORD 2x6 SYP No.2 Bar CHORD Rigid calling directly applied or 6.0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 9.10: 2x6 SYP No.2,16 -17: 2x4 SYP M 31 REACTIONS (lb/size) 10=837/0-9-0 (min. 01 -8), 2= 33010.8-0 (min. 01- 8),13= 2124/0.8-0 (mU. 02 -15) Max Horz 2= 449(LC 6) Max Upltft10= -260(LC 6), 2=- 503(LC 6),13=-- 1202(LC 6) Max Grav 10= 838(LC 24), 2=622(LC 2),13= 2124(LC 1) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1- 2/24, 2- 18---4961795, 3.18 =-- 454/818, 34— 54411387, 45- 52311498, 5-8- 2051112, 6.7- 784/487, 7-8=- ti941442, 8.9=- 6941442,1017- 542/311, 9.17 =- 4191259 BOT CHORD 2 -19- 1322 /435,1419 -1322 (435,1420- 1322 / 435,13.20 -13221 435,12 -13- 11441288,12 -21- 11441288, 11- 21- 1144%288,11 -22- 132/215,1022- 1321215 WEBS 3-14- 517/325, 3- 13- 129911477, 5- 13- 2168804, 5- 11=- 45011956, 8-15- 1281149,11 -16- 767/484, 6.16 =- 859/449, 15-16- 497/665,15.17 497/665 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd= 136mph; TCDL= 9.Opsf; SCOL =6.opst,, h=1 Oft; Cat. 11; Exp C; Encl., GC f=O.18; MWFRS (envelope) automatic zone and C-C Extedor(2) -09-8 to 2 -2 -8, Interior(1) 2 -2 -8 to 26-5-4 zone, porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plate are MT20 plate unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) Ceiling dead load (5.0 pal) on member(s). 15-16,15-17 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room 1011 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 10, 503 lb uplift at joint 2 and 1202 lb uplift at joint 13. 10) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live load& 11) "Seml -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job • Truss Truss Type Oty Ply M C I CONSTRUCTION �3H09 HH6 ROOF TRUSS 1 1 A00028201 Job Reference Cogonal) FORT DALLAS TRUSS CO.I-LC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. -_ 7.350 s Sep 272012 MI-Tek Industries, Inc. Mon Aug 1914:31:31 2013 Page 1 2 -0-0 CSI ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- ZHnUOEoOAXK4NZgBOedoOnAKO ?9acgh5v0_binymGtw -0-10-0 _ - 6-7 -14 -- -- - -- f -- - 12 -5-0 - -- --- � -- -- 16-2 -8 19.0-0 2248 -4 26 -8-0_ -- - - - -- - -- - - - -3 —{ 9.1045 6-7-14 5 9 2 3-94- 24-8- r -11-12 11 4x5 = 3.50 X72 Scale =1:45.8 4x7 = 3x4 = 2x4 11 a 8 2x4 11 7x8 = "" — 7x8 = 5x8 M18SN8 11 08 0(018) 0.84(0.2.13) 04AO.14 0 6-7 -14 12 -5-0 16.2 -8 19-0-0 26.8 -0 8.7 -14 5-9.2 3-9.8 2 -9 8 7-8-0 Plate Offsets ()(,Y): [6:0-0-3,0-2-M,[11:0-3-0,G4-81,C13:0-3-0,0.4-41 ,[16:0-3-0,0-2A LOADING (pat) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.73 Vert(LL) - 0.31 10-11 >549 360 MT20 244*190 TCDL 15.0 Lumber Increase 1.33 Sc 0.88 Vert(TL) -0.4210-11 >399 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) -0.02 10 n1a n1a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Attic -0.2910-11 430 360 Weight: 172 ib FT = 0° /a LUMBER TOP CHORD 2x4 SP N0.2'Excepr 7 -9: 2x4 SYP N0.2 SOT CHORD 2x6 SYP N0.2 WEBS 2x4 SP N0.3 - Except* 9-10: 2x6 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlirm, except end vertical& BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 7 -2 -13 oc bracing: 10-11. JOINTS 1 Brace at Jt(s):15 REACTIONS (lb/size) 10= 88710-8.0 (min. 0-1 -8), 2= 388/0-8-0 (min. 0-1- 8),13= 2015/0-8 -0 (min. 0-2 -13) Max Hors 2-498(LC 6) Max Uplift10_ 286(LC 6), 2- 513(LC 6),13_ 1188(LC 6) Max Grav 10=887(LC 1), 2=575(LC 2),13= 2015(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 -0/24, 2 -18 =-670/ 760, 3.18- 5921 783, 3.4 -572/ 1192, 4.5- 552f130Q 5.6- 295/105, 6.7- 10751553, 7 -8- 1006/550, a9=- 81/356,10-18- 804337, 9.16--169n20 BOT CHORD 2- 19=-1382!587,14 -19- 1362/567,14 -20- 1382/587,13 -20- 1382/587,12-13--917/200,11-12- 917/21X), 11- 21- 132/283,10-21- 132/283 WEBS 3- 14- 518/325, 3- 13- 1274/1470, 5.13 - 2075/874, 5.11 -3821 1754, 7 -15= 0/68, 8- 15- 25/190, 8.16- 1385/SW, 11- 17- 622/421, 8-17- 805 / 410,15 -17- 592/930,15 -18- 753/899 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL-- 9.Opsf; BCOL=6.Opsh, h =10ft; Cat. II; Exp C; Encl., GCpl=O.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -0-9.8 to 2 -2 -8, Interior(1) 2 -2 -8 to 28.5 -4 zone; parch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.80 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) Ceiling dead load (5.0 pal) on member(s).15- 17,15.16 7) Bottom chord live load (40.0 pat) and additional bottom chord dead load (0.0 psf) applied only to room. 10-11 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 10, 513 lb uplift at joint 2 and 1166 lb uplift at joint 13. 9) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASES) Standard Job ' Truss Truss Type 13H09 HH7 ROOF TRUSS i FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. It - 010.0 67 -14 12 -5-0 64- 14 - - -- -- - -� - - -- - _. 5.9.2 _ ___ City Ply M C I CONSTRUCTION 1 1 AOW2821 ! Job Reference (optionalZ__ 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:31:33 2013 Page i ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- VfvEpwgfi9bodszWW3fGWCGe2pwB4ajNMk TingymGfu 162 -8 21-0-0 2640 2 350112 Sae = 778 = 3ae _ 7 17 a scare's 1:46.6 04.0(0.1 -e) Ca9 II 74 = M- 12-5-0 4.6-0(0-3-1) o4w(at -a) LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Udell Idd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.79 Vert(LL) -0.32 9.10 >520 360 K 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.48 9.10 >368 180 BCLL 0.0 Rep Stress Incr YES WS 0.96 Horc(TL) -0.01 12 n/a We BCDL 10.0 Code FSC2010/TP12007 (Matrix) Attic -0.30 9-10 413 360 Weight: 175 lb FT = 01/6 LUMBER BRACING TOP CHORD 2x4 SP No.2 -Except' TOP CHORD Structural wood sheathing directly applied or 544 oc purliruL 7-8: 2x8 SYP No.2 BOT CHORD Rigid coiling directly applied or 600 oc bracing, Except: SOT CHORD 2x6 SYP No.2 'Except' 100-0 oc bracing: 9.10. 9.11: 2x6 SYP M 28 JOINTS 1 Brace at Jt(s):14 WEBS 2x4 SP No.3 `Except' 69: 2x8 SYP No.2 REACTIONS (lb (size) 9= 798060 (min. 01- 8),12= 220&0 -" (min. 0-3-1),2=2840.8-0 (min. 01 -8) Max Horz 2=541(LC 6) Max Upl)ft9- 267(LC 6),12- 1228(LC 6), 2- -470(LC 6) Max Grav 9=798(LC 1),12=2206(LC 1), 2=503(LC 2) FORCES (Ib) - Maximum CompresoiordMaximum Tension TOP CHORD 1- 2/24, 2-16=-429/ 899, 3.16 = -403922, 3- 4_612114669 4.5=-592(1575,5-6--169/65, 5-7--9241483,7-117}8=490, 617 - 8331489 BOT CHORD 2 -18— 1207/ 388,13.18- 1207/386,13.19- 12071388,12 -19- 1207 / 366,11- 12- 1381YM,1011- 1380/ 1, 10-20=411/45,9-20=411/45 WEBS 3-13--61191326,342=4291114709 5.12 =- 2284!727, 5- 10=-431/1996, 610 - 716x480, 7 -14_ 278(225, 614 - 5281997, 6.14-503A"3,14-15=-167139,9.15=-5561314,8-15- 5321324 NOTES 1) Unbalanced root live loads have been considered for this design 2) Wind: ASCE 7 -10; Vuit=175mph (3- second gust) Vasd=136mph; TCDL-- 9.Opsf; BCDL=S.Opsf; h=lltlt; CaL II; Exp C; EncL, GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 40.9.8 to 2 -2-8, Interior(1) 2 -2-8 to 23 -5.4, F)dedor(2) 23-5.4 to 265.4 zone; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 4 checked for a plus or minus 5 degree rotation about its center. 5) Plate(s) at joint(s) 7,11, 9, 3,13,12, 5, 10, 6, 14, 8,15 and 2 checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) Ceiling dead load (5.0 pan on member(s). 614,1415 8) Bottom chord live load (40.0 pst) and additional bottom chord dead load (0.0 psf) applied only to room. 9.10 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint 9.1228 lb uplift at joint 12 and 470 lb uplift at joint 2. 10) This truss has been designed for a proving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbresks including heels" Member end fixity model was used in the analysis and design of this truss. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE LOAD CASE(S) Standard 11 Job` Truss Truss Type 131-109 HH8 ROOF TRUSS FORT DALLAS TRUSS CO . LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. i3 -0-10-0 67 -14 12 -5 0 5.9.2 Cfir Ply ,M C I CONSTRUCTION 1 1 A0002822 Job 7.350 a Sep 27 2012 MITek Industries, tries inc. Mon Aug 1914:31:35 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- R20? EcrvEmrWsA7vdUikbdL- 3cWSYU4gp2yprYymGfs .162 -8 _ 26.8 -0 3.9.8 - -- + - - - -- - - -1G-" -- i Scale =1:45.8 4x5 = US — 20 if 150 ,12 7 8 a4 It 74 = - -• — 34 - 5X8 kl189#6 11 04-0(0.1.8) 04.0(0-3-0) o4a(at$1 LUMBER TOP CHORD 2x4 SP Not * Excep` 7-8: 2x4 SYP No.2 BOT CHORD 2x6 SYP N0.2 WEBS 2x4 SP N0.3 *Except* 8.9: 2x8 SYP No.2 BRACING 0-1 -14 6.7 -14 12 -5-O 5.9.2 Structural wood sheathing directly applied or 3-5.15 oc purling, 16.2 -8 3-9.8 except and verticals. BOT CHORD Rigid ceiling directly applied or 6.0.0 oc brain% 23-0.0 6-9-8 1 Brace at Jt(s):14 26.8-0 3-8-0 Plate Offsets MY): [3:0.2 -8,0 3.41, [6:0-0.3 0.2-0] [7:a5 -0,0.2 -41, [12:0.3 -0,0.4 - 8[15: -2- 4,0.2 -0] LOADING (pat) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.31 9.10 >551 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.43 9.10 X391 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) -0.01 12 Na n/a BCDL 10.0 Code FBC201 wm2007 (Matrix) Attic -0.29 9.10 431 360 Weight: 171 lb FT = 0% LUMBER TOP CHORD 2x4 SP Not * Excep` 7-8: 2x4 SYP No.2 BOT CHORD 2x6 SYP N0.2 WEBS 2x4 SP N0.3 *Except* 8.9: 2x8 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5.15 oc purling, except and verticals. BOT CHORD Rigid ceiling directly applied or 6.0.0 oc brain% JOINTS 1 Brace at Jt(s):14 REACTIONS (Ib/sbe) 9- 64ao.6-o (min. D- 1- 8),12= 2117/0.8.0 (min. 0.3-0), x/0.60 (min. 0-1-8) Max Horz 2= 597(LC 6) Max Uplift%=- 262(LC 6),12- 1268(LC 6), 2= 435(LC 6) Max Grav 9 =840(LC 1),1"17(LC 1), 2=5MLC 2) FORCES (lb) - Maximum Comprsesion/Maximum Tension TOP CHORD 1 -2 --0124, 2 -16_ 464/469, 316,439/ 493, 3- 4.874/1681, 4- 5= -4881285, 5-6_ 471/293, 8.7- 8391285, 7--- 37/155, 9.15 - 560/312, 8.15}113/99 BOT CHORD 2- 17- 1229/420 ,13.17 - 12291420,13 -18- 1229/420,1218- 1229 / 420 ,11- 12- 1192/M,10.11- 1192!369, 10-19=-107/239,9.19--107/239 WEBS 3- 13- 518/325, 3.12- 1300/1483, 4- 12- 2219!761, 4-10 -- 525/2005, 6-10_ 809/544, 7 -14 /'9, 7 -15- 801/417, 6.14- 504/528,1415- 498/5X) NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=O.Opsf; h =10ft; CaL 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterlor(2) -0-9.8 to 2 -2 -8, Interior(1) 2 -2-8 to 265.4 zone; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6) Ceiling dead load (5.0 psf) on member(s). 614,14.15 7) Bottom chord live load (40.0 psl) and additional bottom chord dead load (0.0 psf) applied only to room. 9.10 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 9,1268 lb uplift at joint 12 and 435 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbrerks including heels" Member end fixity model was used in the analysis and design of this truss. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard -34.7 34 Job • Truss Truss Type 131-109 HH9 ROOF TRUSS FORT DALLAS TRUSS CO. LL Q, MIAMI, FL., FORT DALLAS TRUSS CO. LLC. I - 0.100- 67 -14 12 -5-0 Qty Ply M C I CONSTRUCTION 1 1 A0002823' Job Reference (optional) _ _ 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914:31:37 2013 Page 1 ID: YgQ AX_ eD2pTdXuXoAwRmVdzGKov- ORSIfHt9mN5E6UHHIvkCg2QKwQCxOPgzHLRwwRymGfq 16 -2-8_ 1 21 -11-8 25.48 268 0 - - -... -- 3-9-8 Y- - - -- - -- -- �� + 1 -3-8 i Scale =1:48.5 4x7 = 4x5 = 34 = 3.50 F1-2 934 Hb.3 -1.8� 7 8 9 2x4 11 7z8 = ' -' - 34 = 5x8 M1 11 0"0.1.5) as030) oaoio-1 -s) 21 -1 LOADING (pst) SPACING 2-0.0 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.79 Vert(LL) -0.3010.11 >552 360 KM 244/190 TCDL 15.0 Lumber increase 1.33 SC 0.89 Vert(TL) -0.4310.11 >393 180 M18SHS 244190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) -0.01 13 We We BCDL 10.0 Code FBC201 W PI2007 (Matrix) Attic -0.2910.11 432 360 Weight: 174 lb FT = 0°/, LUMBER BRACING TOP CHORD 2x4 SP No.2 - Except• TOP CHORD Structural wood sheathing directly applied or 54-3 oc pudins, 7-8.2x4 SYP No.2 except arid vertical& SOT CHORD 2x8 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8.0.0 oc bracing. WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s):15 9.10: 2x8 SYP No.2 REACTIONS (lb/size) 2_345/0.8 -0 (min. 0.1- 8),13= 209610.8.0 (min. 0. 3-0),10= 85010.8 -0 (min. 0.1-8) Max Horz 2=554(LC 6) Max Upliit2=457(LC 6), 13- 1 245(LC 8),1 Mm 232(LC 8) Max Grav 2= 520(LC 25),13= 2096(LC 1),10=850(LC 1) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1 -2 /24, 2 -18— 4761588, 3-1&- 4481589, 3-4=-77111665,4-5=-405/204, 5.8- 388/232, 67 }751/382, 7-8=-- 202/183, 69- 227/182,10 -17- 5881283, 9.17 - 584289 BOT CHORD 2-19- 1243!429,1419- 1243/429,1420- 1214/411,1320 -- 1214 / 411,12 -13- 11401337,11- 12- 1140P.t37, 11- 21- 105/244,10.21- 105/244 WEBS 314 - 5241328, 313 - 1278/1451, 413 - 2187!740, 411= - 479 /1938, 611 - 756/507, 7 -15 /72, 7- 1601/302, 8-16=-183M13,9.16=--295/615,8-15=-540/639, js-j6— s34(639,j6.j7--332j5j NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 175mph (3-second gust) Vasd= 138mph; TCDL=9.Opsh BCDL=S.Opsf; h =10ft; CaL II; Exp C; End., GCpt =0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -0-9 -8 to 2 -2 -8, Interior(1) 2 -2.0 to 265-4 zone; porch left exposed;C -C for members and ford & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.80 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Ceiling dead load (5.0 psf) on member(s). 615,15- 16,1617 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room 10.11 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 457 lb uplift at joint 2,1245 lb uplift at joint 13 and 232 Ib uplift at joint 10. 10) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE LOAD CASE(S) Standard gig Job • Truss Truss Type ;13HO9 - HHG1 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. - - -- - - -- 3-10-0 Qty Ply M C I CONSTRUCTION 1 AOOO2824 Job Reference (optional) -_ 7.350 - 90 s Sep 27 2012 M(Tek Industries, Inc. Mon Aug 1914.91:45 2019 Page 1 I D: YgOAX_ eD2pTdXuXoAwRmVdzGKov- 9zdnLOzAtr5531ugDat4 ?kmrke2GuA187bNLCzymGfi - - r -- - - -- 7-0-0 -- - 1 3.2-0 4x7 = 20 If 3X4 = US = 6&0(0.1-M LOADING (pal) SPACING 2-0.0 TCLL 30.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.33 13CLL 0.0 Rep Stns Incr NO BCDL 10.0 Cade FSC2010 M2007 LUMBER TOP CHORD 2x4 SP No.2 SOT CHORD 2x6 SYP N0.2 WEBS 2x4 SP No.3 Scale =1:13.3 0.8.7 CSI DEFL in (ioc) Vdefl Ud PLATES GRIP TC 0.23 Vert(LL) 0.03 1 -5 >999 360 MM 2441190 SC 0.34 Vert(TL) -0.05 1 -5 >999 160 WB 0.32 Horz(TL) 0.01 4 n/a n/3. (Matrix) Weight: 66 lb FT =0% BRACING TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS pb(size) 1 =121710 41-0 (min. 0 -1-8), 4=1279/Mechanical Max Hors 1=91(LC 4) Max Upliftl- 704(LC 4), 4- 761(LC 4) Max Grav 1_1611(LC 18), 4=1706(LC 18) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2- 2615/1165, 2- 3 --0/0, 3.4- 176J135 BOT CHORD 1-6_- 1152 /2ti52, 5- 6- 115212652, 5-7- 1223/2869, 4-7- 1223/2U9 WEBS 2-5- 548/1621, 2-4--3045M 298 NOTES 1) 2 -ply truss to be connected together with 10d (0.148 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0.9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 2x4 -1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mpr TCDL=9.Opsf; BCDL-- 6.Opsf; h=10R; CaL fl; Exp C; End, GCpl--0.18; MWFRS (envelope) automatic zone; Lumber DOL =1.80 plate grip DOLn1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrerd with any other live loads. 7) Refer to girder(s) for truss to miss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 lb uplift at joint 1 and 761 lb uplift at joint 4. 9) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Girder carries tie-in span(s): 13-4-0 from 0.0-0 to 7-0.0 11) Girder carries hip end with 0.0-0 right side setback, 3.10 -0 left side setback, and 3.10 -0 end setback. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 247 lb down and 96 lb up at 3-10-0 on bottom chord. The designilselectlon of such connection devices) Is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Inarease=1.33, Plate Increa9e=1.00 Continued on page 2 Truss Truss type °�' P'Y M C I CONSTRUCTION Job . FORT�DALLAS TRUSS CO HHGMIAMI, FL., FORT l)' ROOF TRUSS ! 2 AimO2824 -- -- -- FORT - __ _ _ _ _ __ _ Job Reference (optionaiL - - - -- - - -- - - ALLAS TRUSS CO. LLC. 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:31:45 2013 Page 2 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- 9zdnLOzAtr5531ugDat4 7kmrke2GuA187bNLCzymGfl LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-75,2-3--97(F--22),1-5--273(B--253),4-5=-279(F--6, 8-253) Concentrated Loads (lb) Vert: 5- 142(F) Job ' muss muss Type City Ply M C I CONSTRUCTION 131-109 HHG2 ROOF TRUSS 1 1 �p 27 2012 Reference r�optlonal]_ FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 s T Industries, Inc. Mon - 410-0 4-2 -13 __ _ 7-0.0. 12 -5-0_ _ _ 17 -0.11 21-8.5 26.4-0 31 -0-9 35.7 -7 40.40 43-1 0.104 42-13 _ 2-9.3 -r - 5-Fr0 -- 47-11 - -r - 47-11 47-11 4 8 9 —� -4-613 �- 48.9 -- - -t- 2-3 �1 111 c 3.50 J2— Sx10 = 2x4 It WO= 0&0(0.140 2x4 11 7x8 = 080(04.14x7 = 20 it WO= 17 -0.11 A0002825i 1914:31:48 2013 Pagel Seaga a 1.80.3 07 = 2x4 11 602 = 2K4 11 4X9 = 7x6 = 7 a 9 10 11-Aj- 44N0.3.464 12 Use 2K6 Nei 941 e.3 1000 13 5� -1 4 702x4 -1 -61 -15 1 •o-1 14 4x6 =4x7 = o-nul04 20 19 is Sxls - 7x6 WB= 2x4 It 17 37 is 39 8x10 = 20 II oa-0{0-2'4i LOADING (PSI) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress lncr NO Code FB= WrPI2007 CSI TC 0.81 BC 0.95 WB 1.00 (Matrix) DEFL in (foe) Well L/d Vet(LL) 0.3417 -18 >731 360 Vert(TL) -0.51 17 -18 >487 180 Horz(TL) 0.07 14 n/a n/a PLATES GRIP MT20 244/190 Weight: 291 lb FT =O°k LUMBER BRACING TOP CHORD 2x6 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1 -9.15 oc purlins. 1- 4,12 -15: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 34-11 oc bracing. SOT CHORD 2x6 SYP No.2 WEBS 1 Row at midpt 428,11 -20 WEBS 20 SP No.3 *Except* 6-26,8-23,8-23:2x4 SP No.2, 8.20: 2x4 SYP M 31 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2= 78310 -8.0 (min. 0-1-8),28=274910-8-0 (min. 0-4-1),21=4261/0-8-0 (rrdn. 0-8. 3),14= 1631/0.60 (min. 0.2 -4) Max Horz 2 =82(LC 12) Max UplUt2- 757(LC 4), 26- 2076(LC 4), 21- 2707(LC 5),14_ 1085(LC 5) Max Grav 2 (LC 2), 26= 3423(LC 18), 21= 5228(LC 17),14=1909(LC 17) FORCES (lb) - Maximum Compression/Maxlmum Tension TOP CHORD 1 -2 =0/24, 2 -3_ 2147h505, 3-41=4881 /118$ 4-5- 801/1453,54 SO3/1452, 67= -389 81, 7 -8— 3891.181, 69- 18111W2 , 9-10_ 1616/952,10.11_ 1616/802,11 -12=- 5549 /2812,12 -13- 5684/2654,13 -14= 5437/2748,14 -1524 BOT CHORD 2 -29- 1421/2091, 26- 29-1421/2091, 2630 -1421 /2091, 27-30= -1421/2091, 27- 31- 1098/1988, 2631 - 1098/1988, 25.26= -83/201, 25.383/201, 2432 - 83/201, 2433 - 754214, 23-33- 75/214, 22 -23- 4047/2158, 22- 34- 4047/2158, 21 -34 -4047/ 2158, 21- 35=-4047/2158, 20-35- 4047!2158,19 -20= -2443/5000,1619 - 2443/5000,1636- 2443/5000, 17- 36- 24434 5000,17 -37- ?532/5172,1637- 2532/5172,1638- 2532/5172,1438- 2532/5172 WEBS 3-28- 99/215, 3-27- 443/412, 4.27 -7841 1467, 4.26- 3547/2147, 5- 26=- 761/567, 626 - 1519/839, 624 - 159/612, 623 - 1015/453, 7- 23- --4391357, 623 - 170543364, 621_ 4283/2375, 620- 314946158,10.20 - 440/353, 11 -20- 3625/1827,11- 18=-194/698,11 -17- 312/706,12 -17_ 493M235,13 -17- 187/575,13 -18- 223(188 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vuit= 175mph (3- second gust) Vasd= 136mph; TCDL=9.0psf; BCDL=6.Opsh, h =10ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone; porch left exposed; Lumber DOL =1.60 plate grip OOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 757 Ib uplift at joint $ 20761b uplift at joint 26, 2707 lb uplift at joint 21 and 1085 lb uplift at joint 14. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) Girder carries hip end with 7440 end setback. 9) "Semi -rigid pitchbreaks including heels" Member and fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1083 lb down and 412 lb up at 40-40, and 1063 lb down and 412 lb up at 7 -0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. AW&h1d?A" E(S) sector, loads applied to the face of the truss are noted as front (F) or back (B). Job Truss Truss Type City Ply M C I CONSTRUCTION 131-109 HHG2 ROOF TRUSS 1 1 A0002825 Job FORT DALLAS TAUS S CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 s Sep 27 2012 MiTek ndusstries,lInc. Mon Aug 1914:31:48 2013 Page 2 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- ZYJvz2? 3AmUgwAdPujRndNNCosxY5MsbpZb ?plymGff LOAD CASE(S) Standard 1) Regular: Lumber Increase_1.33, Plate Increase =1.00 Uniform Loads (pit) Vert: 1 -4— 75, 412_ 97(F— 22),12 -15— 75, 2 -27— 20,17 -27_ 107(F- 87),1417_ 20 Concentrated Loads (lb) Vert: 27=- 610(F)17- 610(F) Job 13H09 FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. Truss Truss Type A ROOF TRUSS 3' - -- - 0-10-0 - -- -- - a1 0.0 °ty Ply M C I CONSTRUCTION 10 1;' A00028261 Job Reference (optional)__ 7.350 s §ep 27 2012 MITek Industries, Inc. Mon Aug 1914:31:49 2013 Page-1- age i ID :YgOAX_eD2pTdXuXoAwRmVdzGKov -1 ktlA00hx3cXYKCbSOy09awX _FVag2gk2DLYLlymGfe 1-0-0 - -- l I� Id 1 Stale @ 1:5.1 LOADING (psf) SPACING 2-0.0 CSI DEFL In poc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.00 2 >999 360 TCDL 15.0 Lumber Increase 1.33 SC 0.00 Vert(TL) 0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(IL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight. 3 l FT =0% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 14)-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=182!0.8.0 (min. 0-1 -8), 3= 48/Mechanical Max Hors 2=53(LC 6) Max Up1Ift2_ 228(LC 6), 3= -58(LC 2) Max Grav 2= 2218(LC 2), 3 =77(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/28, 2,U-33128 NOTES 1) Wind: ASCE 7 -10; Vint= 175mph (3- second gust) Vasd= 136mph; TCDL=9.0pef, BCDL= 8.0psf; h =10ft; CaL II; Exp C; Encl., GCpt =0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.80 plate grip 001.0.60 2) Refer to girders) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 58 lb uplift at joint & 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job" Truss Truss Type �13H09 J3 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. - 0.10.0 -- 0-10-0 -- - °h' Ply M C I CONSTRUCTION 10 1 A0002827' Job Reference (optlonall_ 7.350 s Sep 27 2012 Welk _ Industries, Inc. Mon Aug 1914:31:50 2013 Page 1 ID: YgOAX- eD2pTdXuXoAwRmVdzGKov- VxGgOkt JiNkO9Unn07TFioTikfmhZVwuGt46tBymGfd Scale =,:1.8 W= "4pi -e) - 3.00 3-" LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.15 Vert(LL) 0.02 24 >999 360 KM 244190 TCDL 15.0 Lumber Increase 1.33 BC 0.33 Vert(TL) -0.03 24 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a rda BCDL 10.0 Code FBC2010/rPl2007 (Matrix) Weight: 10 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural Wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid coiling directly applied or 10.00 oc bracing. REACTIONS (lb/size) 3= 79/Machanical, 2_227/08-0 (min. 01-8), 4= 26/Mechanical Max Horz 2 =98(LC 6) Max Uplift3 -4WLC 10), 2--242(LC 6), 4— 37(LC 6) Max Grav 3=SRLC 2), 2= 306(LC 23), 4=226(LC 24) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=W7,2-3--57/38 BOT CHORD 2.5=(110, 4- 5--010 NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd=136mph; TCDL-- 9.Opsf; BCDL-- 6.Opsf; h --101t; Cat. II; Exp C; End., GCPI =0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 3, 242 lb uplift at joint 2 and 37 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pttchbreaks including heels" Member end fixity model Was used In the analysis and design of this truss. LOAD CASE(S) Standard Job+ Truss Truss Type 131-109 AA ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL, FORT DALLAS TRUSS CO. LLC. aim - - -- - - - - -- °h' ;Ply MCI CONSTRUCTION 1 1 j A0002828! Job Reference(optional) -- 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:31 :51 2013 Page 1 ID: YgOA)(_ eD2pTdXuXoAwRmVdzGKov- z7 _2b42xThsEndL_Zr_UE ? ?rK34ofyA1 VXgfPdymGfc - -- - — 3-10-0 — - - - - -- - - - i Scale m /9.o 3A = osaio-� -el 3-10-0 3.10.0 Plate Offsets (X Y)__ X2:0.0.6,0 -0.21 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.01 2-4 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.46 Vert(fL) -0.07 2-4 >581 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Harz(TL) -0.00 3 We n/a SCOL 10.0 Code FBC2010/TPl2007 (Matrix) Weight: 13 lb FT =0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 310.0 oc purlins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10.40 oc bracing. REACTIONS (Ib/stm) 3- 1151Mechanical, 2= 2262148-0 (min. 0-1-8),4=34/Mechanical Max Horz 2= 118(LC 6) Max UpIl t3- 120(LC 10), 2- 204(LC 6) Max Grav 3= 138(LC 2), 2= 325(LC 23), 4= 234(LC 24) FORCES (lb) - Maximum CompressiorgMaximum Tension TOP CHORD 1 -217, 2 -3— 7x/50 SOT CHORD 2- 5=0/0, 4-5=010 NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3-second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.0psf; h=1 Oft; CaL 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exterlor(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connectlons. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 120 lb uplift at joint 3 and 204 lb uplift at joint 2 6) This truss has been designed for a moving concentrated load of 200.0I11; dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads 7) "Seel -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job. Truss Truss Type '13H09' J5 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. - -- -0-10-0 °n' Ply M C I CONST C ION 7 1 1 A0002829 ' Job Reference foptionalL___ — 7.380 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:31:52 2013 Page - - 1 ID: YgOAX- eD2pTdXuXoAwRmVdzGKov- RJYOpO3ZE_5PnwA7YVJnDYygTTJ1 POAkBZCy3ymGfb 5.0.0 -- - – —I scale a 1:11.0 3e = LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Well Ud TCLL 30.0 Plates Increase 1.00 TC 0.56 Vert(LL) 0.12 2-4 >472 360 TCDL 15.0 Lumber Increase 1.33 BC 0.25 Vwt(TL) -0.14 2-4 >408 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(iL) -0.00 3 n/a n/a BCOL 10.0 Code FBC201017n2007 (Matrix) LUMBER TOP CHORD 20 SP No.2 SOT CHORD 2x4 SYP M 31 PLATES GRIP MT20 2441190 Weight: 10 lb FT =O% BRACING TOP CHORD Structural wood sheathing directly applied or 5.00 oc purlins. BOT CHORD Rigid ceiling directly applied or 100.0 oc bracing. REACTIONS (lbfsiw) 3--1620whanicai, 2=314108 -0 (min. 01 -8), 4=46IMechanical Max Horz 2=147(LC 6) Max UpIi t3_ 166(LC 10), 2_ 320(LC 6), 4_ 66(LC 6) Max Grew, 3=195(LC 2), 2=367(LC 2), 4--246(LC 24) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=117, 2- 3}106167 BOT CHORD 2 -5=0/0, 4 -5=010 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasil= 136mph; TCDL_=9.Opsf; BCDL=6.W, h=1 Ott; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;C -C formal, and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3, 320 Ib uplift at joint 2 and 66 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ' Truss Truss Type 13H09 J5A ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 'r- - - - - - -- — -- - - - °ty Ply M C I CONSTRUCTION 1 A0002830 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:31:53 2013 Page i ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- wW6oOm3B? I6yOxVMhGOyKG56JtljmsfKyrJmUWymGfa 3x4 = SW9 =1:10.3 Plate Offsets (),Y): [1:0- 0.2,Edge] LOADING (psf) SPACING 2-0.0 CSI DEFL in Doc) Udetl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.03 1 -3 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.69 Vert(TL) -0.18 1-3 >301 180 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 2 n/a n/a SCDL 10.0 Code FBC2010/rPi2007 (Matrix) Weight: 15 lb FT =0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc puriins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (lb/size) 1=219/041-0 ( min. 0.1 -8), 2=173tMechanical, 3=46/Mechanical Max Horz 1 =125(LC 6) Max Uplifts- 106(ILC 6), 2- 174(LC 6) Max Grav 1= 315(LC 23), 2= 207(LC 2), 3= 246(LC 24) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 -109/ BOT CHORD 1- 4- -010, 3-4 --OIO NOTES 1) Wind: ASCE 7 -10; VUlt=175mph (3- second gust) Vasd=136mph; TCDL=9.Opsh BCDL- 6.Opsf; h=10R; Cat. 11; Exp C; Encl., GCp1=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL =1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 1 and 174 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Serni-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job* Truss Truss Type �'131-109 - J7 JACK TRUSS FORT DALLAS TRUSS CO.LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 0.10.0 3 -11-6 3 -11-6 Oty Ply M C I CONSTRUCTION 21 1i AOW2831 Job Reference _Cop donaq 7.350 a Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914:31:54 2013 Page 1 ID:YgOAX_ eD2pTdXuXoAwRmVdzGKov- OigBD54gmcEpe54YFzXBsedMNG5YVE1TBV2J0yymGfZ 2[4 = 0"0-1 -R 6-10.8 Scale-1:14.6 LOADING (psi) SPACING 2-0-0 CSI DEFL In (loc) Udefi L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.30 Vert(LL) 0.05 2 -7 >999 360 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.46 Vert(rL) -0.06 2 -7 >999 180 SCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(%) -0.01 6 Na Na BCDL 10.0 Code FBC201 WM2007 (Matrix) Weight: 29 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5.3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/stm) 4=99/Mechanical, 2=4011040 (min. 0.1 -8), 6=221S(Mochanicai Max Horz 2=197(LC 6) Max Uplift4— 98(LC 6), 2— 399(LC 6), 6- 232(LC 6) Max Grav 4=118(LC 2), 2-4WLC 2), 6=325(LC 24) FORCES (lb) - Maximum Compnession/Maximum Tension TOP CHORD 1- 2=QM7, 2- 8- 650!992, &9- 5991994, 3.9- 571/1002, 3- 10=- 50718, 410=-46/33 BOT CHORD 2 -11_ 1118/ 829, 7- 11- 111a1629, 7 -12- 1116/829, 6.12 - 1116(829, 5 -8=0/0 WEBS 3-8=- 559(1187, 3.7- 384/268 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL= 8.0psN BCDL=S.Opsh, h--1 Oft; Cat. II; Exp C; Encl., GCpt=0.18; MWFRS (envelope) gable eras zone and C-C Exterior(2) -0-9 -8 to 2 -2 -% Interior(1) 2 -2 -8 to 2-8.5, Exterior(2) 248-5 to 6-11 -4 zone; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) This truss is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 4, 399 lb uplift at joint 2 and 232 Ib uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.0116 dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) °Semi -rlgid pitchbreeks including heels" Member end fixity model was used in the analysis and design of this in as LOAD CASE(S) Standard Job * I Truss Truss Type 13HO9 - VA GABLE FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. Cm °ty Ply M C I CONSTRUCTION 1 1 A0=832 Job 7.350 s Sep 27 2012 MiTek industries, Inc. Mon Aug 1914:31:56 2013 Page t l 0 10_-0 7-0-0 2114 i I 4 9 6 10 20 = 20 11 2x4 11 1." Scale =1:10.6 LOADING (pot) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.01 1 n/r 120 M720 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.63 Vert(TL) 0.04 1 rVr 90 BCLL 0.0 Rep Stress [nor YES WO 0.28 Horz(TL) -0.00 5 We We SCOL 10.0 Code FBC201 WTPI2007 (Matrix) Weight: 27 lb FT = Oak LUMBER TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP N0.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-00 oc puffins, except end verticals. BOT CHORD Rigid oiling directly applied or 1040 oc bracing. REACTIONS (lb/size) 5=-378/74).O (min. 0 -1-8), 2_28917400 (min. 0-1-8),6=800/7-0-0 (min. 0.1-8) Max Horz 2= 195(LC 6) Max UpimS- 437(LC 2), 2_ 179(LC 6), 6_ 509(LC 6) Max Grav 5= 255(LC 10), 2= 344(LC 24), 6=925(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 117, 2 -7_ 169/58, 7 -8 160/80, 3-6=- 1591122, 3- 4- 1421115, 4-5=- 413/442 BOT CHORD 2 -9=010, 69 10, 610 =-W0, 5.10 =-WO WEBS 346 - 93417 NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd= 136mph; TCDL=9.0psN BCDL=6.Opsf; h_1 Oft; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -048 to 2 -2-8, Intedor(1) 2 -2-8 to 2 -7 -5, Exterior(2) 2 -7 -5 to 610.4 zonwC -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.80 plate grip IDOL =1.80 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord wring. 5) Gable studs spaced at 3.00 oc. 6) This truss has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 5,179 lb uplift at joint 2 and 509 lb uplift at joint & 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pltchbreaks Including heels" Member and fixity model was used In the analysis and design of this trues. LOAD CASE(S) Standard Job ' Truss Truss Type 4 131-109 M1 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. i - 0.10-0 - - -- - - - -6-&2 -- - -- 0.10.0 Oty Ply M C I CONSTRUCTION 3 1; Job Reference (optional)- - -- - -- _- OM' 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914.31:58 2013 Pagel ID: YgOA)(_ eD2pTdXuXoAwRmVdzGKov- KSoxen641DUXtPExMOafx3jce4g _z7FmfpX05rymGfX 12 -9-0 _ _ _- f -- - -- -- -- - - - - - - - 6-0;14 --- - - - - -- - � Scale .1:22.3 2x4 11 4 040[0-141 .3.5-8 0410(0-1.81 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCOL 10.0 SPACING 2-0.0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES CodeFBC201WM2007 CSI TC 0.70 SC 0.91 WO 0.39 (Matrix) DEFL in (loc) Udefi Ud Vert(LL) 0.09 2 -7 >999 360 Vert(TL) -0.34 2 -7 >430 180 Horz(TL) 0.03 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 56 lb FT =O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.11 -1 cc purlIns, BOT CHORD 2x4 SP No.2 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.11 -6 cc bracing. WEBS 1 Row at midpt 3.5 REACTIONS (Ib/sizs) 5=721184 (min. 0.1 -8), 271/04 -0 (min. 0.1-8) Max Horz 2= 337(LC 6) Max UpIUt5= 379(LC 6), 2.-- 401 (LC 6) Max Grav 5=670(LC 2), 2=781(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 A7, 2- 8= -1452! 468, 8-9_ 1389/474, 3.9=- 1322/493, 3.10= -11710, 4-10- 54!37, 45=- 239/224 SOT CHORD 2 -11- 69/1403, 7- 11=- 690J1403, 6.7- 6941 1395, 6.1Z -. 9.O 1395, 5.12 - 894/1395 WEBS 3.71343, 3-5- 1443(718 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL- -9.Opst; BCDL=6.Opsf; h=10ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0.9 -8 to 2 -2 -8, Interior(1) 2 -2 -8 to 8-4-5, Exterior(2) 8-45 to 12 -74 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL -1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 379 lb uplift at Joint 5 and 401 lb uplift at Joint 2. 5) This truss has been designed for a proving concentrated load of 200.01b dead located at ail mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job- Truss Truss Type '13H09 M2 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CQ. LLC. i 6-0.2 Oty . Ply M C I CONSTRUCTION 1 1 ! A0002834' L - - - - -- --- -- 'Job Referonce_(opfionalZ__ 7.350 a Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:31:57 2013 Page 1 ID :YgOAX_eD2pTdXuXoAwRmVdzGKov -oH MJs7613XcOVYp7w65uUGFnHU4aieHvtTHzdHymGf W 12 -1-0 .. _- � -- _ - - - -- - - -- - -- -- -- 614 - - - - - -- 3.50 i 12 Scale = 1:21.1 2X4 II 4 a 7 6 10 6 3X4 = 2X4 11 3X4 = 3X4 = LUMBER BRACING TOP CHORD 2x4 SP No2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS pb/etw) 5= 227 /Mechanlca1,1= 232/Mechanical, 7=676IMechanical Max Horz 1= 315(LC 6) Max UplifM=- 170(LC 6),1 -92(LC 10), 7_ 409(LC 6) Max Grav 5= 318(LC 26),1--321 (LC 24),7=781 (LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 8}18W47, 2- 8- 158x81, 2- 3- 118/0, 3.4}56141, 4.5— 244/226 BOT CHORD 1- 9- 98174, 7 -9_ 9W74, 6.7 -9e/74, 6.10- 98/74, 5-10 -98!14 WEBS 2.7- 719/481, 2- 5}47/84 PLATES GRIP M71720 2441190 Weight: 53 lb FT =0% 3-" Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticals, Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -10; Vutt= 175mph (3- second gust) Vasd=136mph; TCDL=g.opsf; BCDL =6.0psf; h=10R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-0-0 to 340.0, Interior(1) 34-0 to 7-8.5, Exterior(2) 748-5 to 11 -11 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has bow designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 5,92 lb uplift at joint 1 and 409 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard 6-0.2 1; 6.0-2 6. LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl L/d TCLL 30.0 Plates Increase 1.00 TC 0.70 Vert(LL) We - n/a 999 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vert(rL) Na - rda 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 5 n/a rVa BCDL 10.0 Code FBC201WM2007 (Martz) LUMBER BRACING TOP CHORD 2x4 SP No2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS pb/etw) 5= 227 /Mechanlca1,1= 232/Mechanical, 7=676IMechanical Max Horz 1= 315(LC 6) Max UplifM=- 170(LC 6),1 -92(LC 10), 7_ 409(LC 6) Max Grav 5= 318(LC 26),1--321 (LC 24),7=781 (LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 8}18W47, 2- 8- 158x81, 2- 3- 118/0, 3.4}56141, 4.5— 244/226 BOT CHORD 1- 9- 98174, 7 -9_ 9W74, 6.7 -9e/74, 6.10- 98/74, 5-10 -98!14 WEBS 2.7- 719/481, 2- 5}47/84 PLATES GRIP M71720 2441190 Weight: 53 lb FT =0% 3-" Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticals, Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -10; Vutt= 175mph (3- second gust) Vasd=136mph; TCDL=g.opsf; BCDL =6.0psf; h=10R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-0-0 to 340.0, Interior(1) 34-0 to 7-8.5, Exterior(2) 748-5 to 11 -11 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has bow designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 5,92 lb uplift at joint 1 and 409 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job' Truss Truss Type city Ply M C I CONSTRUCTION FORT DALLAS TRUSS CO Industries, ( Q ) Aug -- A�2835 silos M CAMIAMI, FL., FORT DALLAS ROOF CO. LL C. , 7.350 s Sep 27 2012 MiTek Inc. Mon 1914:31:58 2013 Page 1 ID: YgCAX- eD2pTdXuXoAwRmVdzGKov- GTvh3T7KggkF71OKUpc70UoyquLER2 73670X9jymGfV 602 12 -1-0 6-0.2 - - - - - -- 6-014 a 3x4 = Scale =1:21.1 3x4 II 3.50 F1 2 4 0'8'010.140 r 6.02 1 6-0.14 LOADING (psf) SPACING 2-00 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.65 Vert(LL) 0.07 1 -7 >999 360 MT20 244-190 TCDL 15.0 Lumber Increase 1.33 SC 0.93 Vert(M) -0.29 1 -7 >489 180 SCLL 0.0 Rep Stress Incr YES WS 0.38 Hom(TL) 0.03 5 n/a nla BCDL 10.0 Code FBC201Wl`P12007 (Matrix) Weight; 53 lb FT =0% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-013 oc purlins, SOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-03 oc bracing. WEBS 1 Raw at midpt 2 -5 REACTIONS (lb/size) 5= 6410.8.0 (min.01- 6),1=5644Wwhanical Max Horn 1= 315(LC 6) Max UpIIft5=- 375(LC 6),1_ 276(LC 6) Max Grav 5=653(LC 2),1= 653(LC 2) FORCES (Ib) - Maximum Compression/Maximuln Tension TOP CHORD 1 -8=- 1380/469, 2- 8}1323 -488, 2- 3}120/0, 3- 4=-54/37, 4-5— 250-229 BOT CHORD 1 -9- 686/ 1348, 7- 9688/1348, 6.7= 66611348, 6.10=-688/1346, 5-10- 686h348 WEBS 2 -7= 0/337, 2-5_ 138WGB NOTES 1) Wind: ASCE 7 -10; Vuit= 175mph (3- second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=O.Opsf; h =10ft; Cat. 11; Exp C; Ertel., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0 -012 to 3-012, Intedor(1) 34-12 to 748-5, Exterior(2) 7-8.5 to 11 -11-4 zonwC -C for members and forces & MWFRS for reactions shown; Lumber DOL_1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 5 and 276 lb uplift at joint 1. 6) This truss has been designed for a moving concentrated load of 200.011b dead located at X111 mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Seml -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job' Truss Truss Type Oty ply M C I CONSTRUCTION ;13HO9 M3 ROOF TRUSS 1 1 (option ' FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLA§ TRUSS CO. LLC. I 7.350 s Sep 27 2012 MiTA industris, Inc. Mon Aug 1914:32A0 201�Page6 ID:YgOWeD2pTdXuXoAwRmVdzGKov -Cal SUg9aLS_ zMOXIbEeb6vtJJh3OvoKMZQVdEcymGfT -- ... - - - -- - 579-10 - - -- -- - - - - -11 4 8 - — -- - -- - - 13-40 - 6. 9-10 -- - 5 -6.14 - } -- 1-11 -8 i Seale =1:42.7 3.50 I2 4 40 = S O li 3x4 = 5.9-10 11-4-8 33-2 3x4 = 3x4 = 7 13 8 1- 114KO.1.0 LOADING (psf) SPACING 2-0.0 CSI DEFL in poc) Udetl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.59 Vert(LL) 0.06 1 -9 >999 360 MT20 244(190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.26 1 -9 >535 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Hor4 L) 0.02 7 n/a n/a SCOL 11110 Code FBC2010/TPI2007 (Matrix) Weight: 66 lb FT = 0% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 49.14 oc purilns, BOT CHORD 20 SP No.2 except and vertlealg, WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5" oc bracing. REACTIONS (Ibfsize) 6_360111-1111-0 (min. 0.1- 8),1=48WMechanical, 7 =112811 -11-0 (min. 0-1 -8) Max Hors 1= 302(LC 6) Max Uplift6- 411(LC 2),1_ 237(LC 6), 7=- 643(LC 6) Max Gray 6=203(LC 10),1=557(LC 2), 7 =1296(LC 2) FORCES (Ib) - Maximum CompressiorVMaximum Tension TOP CHORD 1- 10- 1057/354, 2 -10- 9991373, 2- 3}157/168, 3- 4- 140/274, 45- 318, 5-6= -34/43 BOT CHORD 1- 11- 566}1035, 9-11 - 56811035, 8.9=.NW036, 8.12- 568(1035, 7- 12- 56811035, 7- 13- 233/95, 6-13 -2331% WEBS 2- 91323, 2- 7- 1299-675, 4-7_ 902/472, 46- 201/499 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasr1= 136mph; TCDL_- 9.Opsf; BCDL=6.0psh 11=1 Oft; CaL II; Exp C; Enct, GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 040.12 to 340.12, Interior(1) 3-0.12 to 11 -4-8, Exterlor(2) 11-4 -8 to 13-2 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 pat bottom chord live load noncancurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 8, 237 lb uplift at Joint 1 and 643 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chard, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job 6 Truss Truss Type Qty . Ply - M C I CONSTRUCTION , 13H09 M4 ROOF TRUSS 1 1 A0002837 FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7 3 -s - — .Job Reference (optional)_ - - - Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:32:01 2013 Page 1 4910 ID: YgQAX_ eD2pTdXuXoAwRmVdzGKov- h2bghV9D616q- A6v9xAge6QTv5PFoOhVo4FBm2ymGfS - -4 9.10 — a 4-6.14 -- - __ _- �--- - - - - -- - 5.11- 8 - - - - -- - 3x4 3.50 12 4x7 = Scale -1:282 3x4 11 5 24-2 0"0.1 -sl Plate Offsets x,Y): [4:0-5-4,0-2-4] BRACING TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 BOT CHORD WEBS REACTIONS (Ib/slze) 6=71810.8-0 (min. 0.1- 6),1 =71WAschanical Max Horz 1 =252(LC 0) Max Up111W =- (LC 6),1- 390(LC 6) Max Grav 6= 832(LC 2),1= 832(LC 2) LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.88 Vert(LL) 0.10 7 -9 >999 360 MT20 244/190 TCDL 15.0 Lumbar Increase 1.33 BC 0.78 Vert(TL) -0.23 6-7 >798 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.05 6 We n1a 13CDL 10.0 Code FBC201 WTPI2007 (Matrix) Weight: 72 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 BOT CHORD WEBS REACTIONS (Ib/slze) 6=71810.8-0 (min. 0.1- 6),1 =71WAschanical Max Horz 1 =252(LC 0) Max Up111W =- (LC 6),1- 390(LC 6) Max Grav 6= 832(LC 2),1= 832(LC 2) Structural wood sheathing directly applied or 346.2 oc purline, except and verticals. Rigid ceiling directly applied or 5.10.2 oc tracing. 1 Row at midpt 4-6 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -10- 2045!863, 2- 10- 1983!878, 2- 3- 1222/522, 3.4 -1165/ 542, 4-11— 56/29, 5-11_ 56/x, 5- 8}272!202 BOT CHORD 1- 12- 1006M954, 9.12=- 1008Pt954, 9.1 3 - 1 00611 954, 8-13- 100611954, 7- 8}100SM954, 7- 14- 568/1160, 6-114--56W11160 WEBS 2 -9=WW, 2- 7- 861/501, 4-7--96/417,443:--1240/605 NOTES 1) VAnd: ASCE 7 -10; Vult--175mph (3- second gust) Vasd=136mph; TCDL_=9.Opsf; BCDL=O.Opsf; h =10tt; Cat 11; Exp C; Enci., GCpl=0.19; MWFRS (envelope) automatic zone and C-C Exterior(2) 0-0.12 to 3 -0.12, Interior(1) 3-0-12 to 12 -2-4, Exterlor(2) 12 -2-4 to 15-2 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL--1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrerrt with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 6 and 390 lb uplift at joint 1. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard 13H09 T1 ROOF TRUSS Ply 1 M C I CONSTRUCTION i A0002838� FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT D - - - --_ _p Jab Re_ feren Industio s, Inc. _ _ - -- -- -- ALLAS TRUSS CO. LLC. 7.350 s Sep 27 2012 MiTek IndusMes, Inc. Mon Aug 1914.32:09 2019 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- dRja6ABTeNNXDTGHGMCQXVpZv4G6HloGOklgxymGfO 410 -q 5-3-10 9.8 -8 -- - - - 141-6 —135 0 0.16-0 - - - -- - 534-0— 310 - -- - - - - 4-4-14 4.4-14 - -- -- 5-3.10 Scale =1:329 I 4x9 = 3A = W I I axs = 34 = 20 11 3x8 = 5.310 1 38.8 ".00 -1.9) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCOL 10.0 SPACING 240.0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Cade FBC2010RPI2007 I CSI TC 0.65 BC 0.87 WS 0.41 (Matrix) DEFL In (loo) Vdefl Ltd Vert(LL) 0.18 7-8 >999 360 Vert(TL) -0.30 7-8 >746 180 Horz(TL) 0.09 6 n/a We PLATES GRIP MT20 244!190 Weight: 81 lb FT = 0° /a LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -7 -13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5.7-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 6=868/0.8.0 (min. 0.1 -8), 2- -978/0.8.0 (min. 0-1-8) Max Horz 2=119(LC 14) Max Uplift6- 44 !-C 7), 2=- 552(LC 6) Max Grav 6= 1028(LC 2), 2= 1136(LC 2) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1- 2=/17, 211- 2858/1141, 311 - 2805/ 1159, 3.12_ 2020/914, 4.12 - 1969/929, 413-1970/931, 5-13- 2021/911, 5-14=,.2804/1225,6.14--286111210 BOT CHORD 2 -15- 1018 / 2655,10.15 - 101612655, 10.18=-1018I2855, 9.16 - 1018!2855, 8-9= -1016!2655, 8-17- 1090/2672, 7- 17- 1090/2672, 7 -18- 1090/2672, 6.18- 109(1112672 WEBS 4- 8- 2201707, 5.8= -890/508, 5-7=01289,3-&-9721488,3-10==W NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd= 136mph; TCDL4.Opaf; BCDL-- 6.0psh, h=1 Oft; Cat. II; Exp C; End., GCpi =0.18; MWFRS (envelope) automatic zone and C-C Extedor(2) -0.9.8 to 2 -2-8, Interior(1) 2-2 -8 to 641.8, Extedor(2) 6-8.8 to 38.8, Interlor(1)12 -8-8 to 16.1-0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates chocked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 6 and 552 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job • Truss Truss Type Qty Ply M C I CONSTRUCTION 13HO9 T2 ROOF TRUSS 1 1 AOOO2839 -- Job Reference (o�onal)_ - - - -- FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 a Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914.32:04 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- SdHyKWCSPgVOrdrTg4jXG12wW IQXrfUxU2TrNNymGfP - 0.10.0-- - - - - -_ 411-6 9.40 10.5-0 12-3.8 19-5-0 410-0( -- 4 11-8 — — - -- - - + -- ­- -- 41410 — — 1-5-0--'--- -5-0 - - -- -1 -10 8 - - - -- - - - - -- 7 -1-8 Scale =1:342 4x8 = 4x5 = 0"0.1.8) 411.6 10.5-0 1 12-3 -8 19.6-0 411-6 5.5.10 1 -148 7 -1-8 1-slq �N 4x3 = 0ag(1a-0) Plate Offsets MY): [2:43- 9,Edge], [6:45 - 4,42 -Oy p:Edge,42 -0], TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 8-11: 2x4 SYP M 31 BOT CHORD LOADING (pat) SPACING 2-40 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.89 Vert(LL) 0.16 10-12 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(TL) -0.34 8-9 >673 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.07 8 n/a n1a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 95 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 8-11: 2x4 SYP M 31 BOT CHORD WEBS 2x4 SP N0.3 WEBS REACTIONS (lb/size) 8= 897!48-0 (min. 41 -8), 2= 988!48.0 (min. 41-8) Max Horz 2= 217(LC 6) Max UpII t8-- 467(LC 7), 2- 548(LC 6) Max Grav 8=1039(LC 2), 2=1146(LC 2) Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-8-7 oo bracing. 1 Row at midpt 6.8 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=/17, 2 -13- 2877/ 1024, 3- 13- 2827/1040, 34- 2887/1153, 45- 1998(177, 5.6=- 2091/800, 6- 14- 14473, 7- 14-143(13, 7-a- 334/234 BOT CHORD 2- 15-1112!2727,12 -15- 1112/2727,11 -1Z_ 74211982,1411- 742(1982,1416- 940/2394, 9.16 940/2394, 9.17- 933/2397, 8.17- 933/2397 WEBS 3.12 - 395!327, 4-12=-W/891,4-10=-1121170, 5-110t-22=711,101-10=43M28, 6-94/290,6-8--2350199 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd= 136mph; TCDL-- 9.Opsf; BCDL=6.0psf; h=10ff; Cat. 11; Exp C; Encl., GCpi=O.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -49.8 to 2 -2 -8, Interior(1) 2 -2-8 to 16 -3-4, Exterior(2) 16-3-4 to 19.3 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL.=1.60 plate grip DOLr1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 8 and 546 lb uplift at joint 2. 7) This truss has been designed for a nerving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type 131-109' T3 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL, FORT DALLAS TRUSS ALC. - 0.10-0 6- 7-14 - - - -- -- - - -- - -- 59.2 - -- - -- -- 64" - - - - 67-14 M C I CONSTRUCTION ' oty Ply 2 1 A0002840! ______ 1 _____!Job Reference (optional)_ 7.350 a Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:32:06 2013 Page 1 I D: YgOAX_eD2pTdXuXoAwRmVdzGKov -1 DOIICDLxl164x ?syVI ?LA7Fh651JVpEyMyyRFymGfN _— 16.2-8 -- r - - - - -- -- -23-8-0 - -- - - 268-0 - -� 3 9 8 7-5-8 3-0-0 Scale m 1:45.2 4x6 = 3.50 12 7 3z6 = ..._ 7z6 = j, = "-0( -1-8) 0"0-3-1) 12-5-0 1 162-6 5a anams I I 040(0d-8) LOADING (pat) SPACING 2-0.0 CSI DEFL in poc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.31 9.10 >551 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.43 9.10 >390 180 M18SHS 2441190 BCLL 0.0 Rep Stress Inter YES WB 0.96 Horz(TL) -0.01 12 n/a We BCDL 10.0 Code FBC2M WrPI2007 (Matrix) Attic -0.29 9.10 432 360 Weight: 1701b FT = 00/6 LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied, except and verticals. BOT CHORD 2x6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 -ExcWr JOINTS 1 Brace at Jt(s):14 69: 2x6 SYP No.2 REACTIONS (Ib/size) 2=32610-8-0 (min. 0- 1- 8),12= 22128/0 -8-0 (min. 0.3.1), 9= 83SM-8 -0 (min. 0.1-8) Max Herz 2=SGWLC 6) Max UpU `12= 440(LC 6),12_.1264(LC 6),9--1 MLC 6) Max Grav 2=505(LC 25),12=2128(LC 1), 9=WRLC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 24, 2 -16_ 4531490, 3. 16=-427/ 514, 3- 4_- 85511653, 4.5- 4141130, 5.6- 397/244, 617=-582/264, 7- 17=- 448/280, 7-8=-467/306,9-15­56V=, 615 - 560" BOT CHORD 2- 18- 1173 (409,13.18- 1173 / 409,13 -19- 1144/391,1219- 1144/391,11 -12=- 1227/389,10.11- 1227/389, 10- 20- 109/241, 9.20=- 109/241 WEBS 3-13--522J328,3.12=-129046Z 412 - 2223(1'57, 410 - 557/2056, 610 - 844/560, 7 -14- 324/231, 614 - 3231743, 614- 507/445,1415 - 321!12 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd= 136mph; TCDL- g.Opsf; BCDL-- B.Opsf; h=10(h Cat. 11; Exp C; Encl., GCp1 -0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -0.9.8 to 22-8, Interior(1) 2 -2-8 to 20-60, Exterior(2) 20.60 to 23-8.0 zone; porch left exposed;C -C ror members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Calling dead load (5.0 psQ on member(s). 614,14 -15 7) Bottom chord live load (40.0 psi) and additional bottom chord dead load (0.0 psf) applied only to room. 9-10 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 Ib uplift at Joint 2,1264 lb uplift at Joint 12 and 182 lb uplift at Joint 9. 9) This truss has been designed for a ((roving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE LOAD CASE(S) Standard W - Z4+ 34 F� Job' Truss Truss Type 13HO9 V2 GABLE FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 2 Oty Ply M C 1 CONSTRUCTION 2 1 ! A0002845 Job Reference (optional__ _ _ 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914:32:20 2013 Page 1 ID: YgOA)(_ eD2pTdXuXoAwRmVdzGKov- dIEOh_ 07ebW7m53YmR ?Hw0isS14ob3LIAYLhxSymGt9 z--0-o -i r Scale =1:4.4 LOADING (psf) SPACING 2 -0-0 Plates Increase 0.90 CSI DEFL in (loc) Vdefl Idd PLATES GRIP TCLL 30.0 PIL Metal Increase 0.90 TC 0.00 Vert(LL) We - We 999 TCDL 15.0 Lumber Lumber Increase BC 0.00 Vert(TL) We - n/a 999 BCLL OA Rep Stress YES YES WS 0.00 Horz(TL) 0.00 WIN Na BCDL 10.0 01 Code FBC201 O/TPI2007 (Matrix) Weight: 5 lb FT = 0"/0 LUMBER BOT CHORD 2x6 SYP M 28 REACTIONS (Ib afte) 2- 12P2 -0.0 (min. 0.1 -8),1= 12/2 -0.0 (min. 0.140 Max Grav 2=24(LC 3),1 =24(LC 3) FORCES (Ib) - Maximum CompresslorVMaximum Tension BOT CHORD 1- 2--(V0 BRACING BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES 1) Gable requires continuous bottom chord bearing. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other IWO loads. 3) This truss has bow designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 4) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job" Truss - Truss Type Oty Ply M C I CONSTRUCTION r13HO9 V4 ROOF TRUSS 1 1 AOOO2846 FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT D _ i Job Reference (optional) - _ - -- - ALLAS TRUSS CO. LLC. - - 7.350 s - -- - — Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:82:21 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- 5uoOuKPmPve_NEeIKSWWSKFzu9M1 KWbSOCSFTuymGfB -- - . -- -- - 33-- 33-86 - - -- - - -- - - - - -- -- - -- - - -- � -- 4-0-0 -- -i 3x4 = 2x4 It Seale -1:7.6 2X4 16.1 -e1 R'7 of (0-1-8) 1 4-0-0 Plate Offsets_(X�: [2:0.2 -0,0.2 -15] LOADING (pat) SPACING 2-0.0 CSI DEFL in (foe) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.28 Vert(LL) n/a - rVa 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 SC 0.26 Vert(TL) We - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a We BCDL 10.0 Code FSC201WTPI2007 (Matrix) Weight: 11 lb FT =0% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-00 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1044 oc bracing. REACTIONS (lb(size) 1 =135144.0 (min. 0 -1-8), 4=13514.00 (min. 0.140 Max Horz 1=57(LC 6) Max Uplitt1=-71(LC 6), 4=-84(LC 6) Max Grav 1=271(LC 27), 4 --M(LC 28) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2o-169/96, 2 -3_ 161/125, 3-4 1291145 BOT CHORD 11-15=420611,4-6--1120611 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult_175mph (3- second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=S.OpsF, 11=1011t; Call. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Extedor(2) mne;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pat bottom chord live load ncnconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 1 and 84 lb uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pflchbreaks including heels" Member and fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard -Job' Truss Truss Type aY Ply M C I CONSTRUCTION . __ _ __ -.___ AOOO2847 FOR DALLAS TRUSS CO.`LL4A MIAMI, FL., FORT DALLASB -TRUSS- CO. LLC. 1 7.350 s Sep 2-7-2-012 (optional)-_ 7 2012 Mil'ek Industries, Inc. Mon Aug 1914:92:22 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- Z5Mm6gOOACmr ?ODxus21 ?XoA_Zml3zrbdsgo ?KymGf7 2-0.0 2-60 3x4 = 3.50 ,1_2 1 1.2 20 K (0813) LOADING (psf) SPACING 2-0.0 CSI DEFL in (Icc) Udell L/d TCLL 30.0 Plates Increase 1.00 TC 0.19 Vert(LL) n/a - We 999 TCDL 15.0 Lumber Increase 1.33 BC 0.00 Vert(TL) n/a - Wa 999 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC20 "171312007 (Matrix) LUMBER TOP CHORD 2x4 SP N0.2 REACTIONS (Iblsize) 1 =111/460 (min. 043^13), 3=111/4 -00 (min. 08.13) Max Horz 1 =18(LC 14) Max Upliftl— 67(LC 6), 3- 87(LC 7) Max Grev 1 =133(LC 2), 3=133(LC 2) FORCES (lb) - Maximum Compresston/Maximum Tension TOP CHORD 1- 2- 42/52, 2.3 -42(52 ScM =1:73 (0813) PLATES GRIP MT20 2441190 Weight: 6 Ib FT = 0° /a BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 1060 oc bracing. NOTES 1) Unbalanced roof live loads have been conskfered for this design. 2) Wind: ASCE 7.10; Vult=175mph (3- second gust) Vasd=1361nph; TCDL-- 9.Opsh BCDL=S.Opsf; t--10tt; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber 0010.60 plate grip DOL -1.60 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint 1 and 87 Ib uplift at joint & 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this hum LOAD CASE(S) Standard IVJob' Truss Truss Type 131-109 WC ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. °1y Ply ' M C I CONSTRUCTION 1; A00028481 -;Job Reference(optional) _- -. - --_ 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914:32:23 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- 1Hw8JOROxWuidYo7Ra XIKKJzOvoOSkaVaLYmymGf6 - - - - - - - - - -- - - -- - - -- - i 20 11 Scale - 1:7.6 2 2[4 = 2K4 II (0.14) (0-141 LOADING (pat) TCLL 30.0 TCDL 15.0 SCLL 0.0 BCOL 10.0 SPACING 2-00 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES I Code FBC201WM2007 CSI TC 0.22 BC 0.36 WB 0.00 (Matrix) DEFT. in (foe) Udell Lid Vert(LL) n/a - Na 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 We NA PLATES GRIP MT20 2441190 Weight: 11 lb FT =0% LUMBER BRACING TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 440.0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (Ib/size) 1 =1351400 (min.0- 1 -8),3= 135/400 (min.0.1 -8) Max Horz 1 =70(LC 6) Max Uplf t1- 67(LC 6), 3— 86(LC 6) Max Grav 1=271(LC 23), 3= 271(LC 24) FORCES (lb) - Maximum Compression/Maxlmum Tension TOP CHORD 11-2=411/39,24=459/171 BOT CHORD 1-4 0, 3-4 --OIO NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd= 13&nph; TCDL-- 9.Opsf; BCDL=6.0psf; h =10th, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterlor(2) zone;C -C for members and fortes & MWFAS for reactions shown; Lumber DOL =1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 67 lb uplift at joint 1 and 88 lb uplift at joint & 6) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "SeM-rigld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job' Truss Truss Type :13H09 V6 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 3-3-8 -- - -- - -- - - -- - - 3.50 ;12 °t' Ply M C I CONSTRUCTION 1 1 A0OO2849; Job Reference (opporlaq ID:YgOAX eD2pTdXuXAwRmVdzGK vM VTUWWMReiepoZEINJ ?G4D4yttP_MKCXtL 5 K1v4Dymof5 - �- - -- - - -- -- 2 -- -- . - -- -- -- i 3x4 Scale =1:11.3 3x4 = 2x4 r LOADING (pat) SPACING 240-0 CSI DEFL In (loc) I/defl Idd TCLL 30.0 Plates Increase 1.00 TC 0.61 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(TL) 0.00 4 n/a We BCOL 10.0 Code FBC20101TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/eize) 1= 23018 -0-0 (min. 0-1-8), 4= 230/6 -0-0 (min. D-1-8) Max Horz 1-- 57(LC 10) Max UpIIft1_ 129(LC 6), 4=- 136(LC 6) Max Grav 1= 321(LC 27), 4= 321(LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2- 443/345, 2 -3_ 400/348, 3-4— 215J244 BOT CHORD 1-5=-3481400,4-5=-348/400 3x4 11 PLATES GRIP MT20 244190 Weight: 17 lb FT = 0% Structural wood sheathing directly applied or 6.0.0 ac purttns, except end verticals. Rigid calling directly applied or 9.7 - -14 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=1 Oft; Cat. Ii; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) zone,C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.80 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 1 and 136 lb uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurreat with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this true& LOAD CASE(S) Standard Job` ` Truss Truss Type 131-1O9 V6C ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. Qty Ply M C I CONSTRUCTION 1 1 ! AO0O285O! Job Reference (optional� -- — 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914.32:25 2013 Page 1J ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- _g2vkiSGT78GssyW 7— bSdAQZhmcaGKa1Jp3SctymGf4 2x4 II scale =1:11A 2x4 ; 2x4 11 LOADING (psf) TCLL 30.0 TCOL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC20100TPI2007 CSI TC 0.57 SC 0.73 WB 0.00 (Matrix) DEFL Vert(LL) Vert(TL) Hore(TL) in (loc) Vdetl Ud rVa - Na 999 n/a - n/a 999 0.00 n/a rda PLATES GRIP MT20 2441190 Weight: l8 lb FT - 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc purlins, SOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (Ib/size) 1= 230WO-0 (min. 0.1 -8), 3= 23W8.0.0 (min. 0.1-8) Max Horz 1= 120(LC 5) Max UPIift1_ 115(LC 5), 3- 150(LC 5) Max Grav 1= 321(LC 23), 3=321 (LC 24) FORCES (11b) - Maximum Compression/Maximum Tension TOP CHORD 1-2-101/65,2-3--Z70/284 BOT CHORD 14=010, 34-00 NOTES 1) Wind: ASCE 7 -10; Vuit= 175mph (3- second gust) Vasd= 135mph; TCDL=g.Opst; BCDL- B.Opsf; h=1 0R; Call. 11; Exp C; Encl„ GCp1-0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zonwC -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.80 plate grip DOL=1.50 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 1 and 150 lb uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.OI1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcvreerd with any other live toads. 7) "Semi -rigid pttchbreaks including heels" Member erns fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job" w Truss Truss Type 13 H09 V8 � GABLE FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. -- -- - - -- - 4-0.0 °n' Ply M C I CONSTRUCTION 1 1 A0002851 Jo 7.360 s Sep 27 2012 MiTek Indus I tries, Inc. Mon Aug 1914:32:26 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- SscHx2TuERGHUOXi7h6h9NyrTA3a ?mUSYTp095ym(;f3 Scale n 1:14.7 3.50 12 4:6 = 2X4 �, 20 1I 2X4 r NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=10ft; Cat 11; Exp C; Encl., GCpl =d.18; MWFRS (envelope) automatic zone and C-C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL - -1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 1, 92 lb uplift at joint 3 and 103 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pifchbresks Including heels" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard 8.0.0 8-0.0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in poc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.22 Vert(LL) We - Na 999 MT20 244M90 TCDL 15.0 Lumber Increase 1.33 BC 0.30 Vert(TL) n/a - We 999 BOLL 0.0 Rep Stress Incr YES WB 0.09 Harz(TL) 0.00 3 Na We BCDL 10.0 Code FBC2010RPI2007 (Matrix) Weight: 22 lb FT - 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oo bracing. OTHERS 2x4 SP No.3 REACTIONS (Iblslze) 1 =137/8 -0.0 (min. 0.1 -8), 3= 137/8 -0-0 (min. 0.1 -8), 4= 292/8-0.0 (min. 0.1-8) Max Horz 1— 32(LC 11) Max Upliftl- B9(LC 8), 3 -92(LC 7), 4- 103(LC 6) Max Grav 1 =268(LC 28), 3=268(LC 30), 4=381(LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=- 46/44, 2- 3 -46i44 SOT CHORD 1- 5 =-W20, 45= -0/20, 4- 6= -0120, 3-ZO WEBS 2-4--305/272 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h=10ft; Cat 11; Exp C; Encl., GCpl =d.18; MWFRS (envelope) automatic zone and C-C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL - -1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 1, 92 lb uplift at joint 3 and 103 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pifchbresks Including heels" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard Job` Truss Truss Type 131-109 V9 GABLE FORT DALLAS TRUSS CO LLC„ MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 1-6 2x4 °ty Ply M C I CONSTRUCTION 1 1 Job Reference (gptionalj_ 7.350 s Sep 27 2012 MiTek Industries, Inc. Man _ 3x4 '.1 2x4 i I 3x4 _ 3.50112 7 2 3 a 1411 A0002852 ' 2013 Page 1 Scale =1:1 &9 t NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.Opsf; h=1 Oft; Cat. II; Exp C; Encl., GCpl=O.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 0-1 -12 to 3-1 -12, Interior(1) 3-1 -12 to BOA Exterlor(2) 840 to 95-12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL_1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 6, 45 lb uplift at joint 4 and 319 lb uplift at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 4, 5. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreake including heels" Member end fixity model was used In the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical Web shall not exceed 0.5001n. LOAD CASE(S) Standard 10.0-0 10-0-0 Plate Offsets (&Y): [3:0.2 -0 ,0.2 -151 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Udsfl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.53 Vert(LL) We - n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.64 Vert(TL) n1a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Hore(TL) 0.00 4 n/a We BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight: 36 lb FT =0% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (lb(size) 6= 239110-0-0 (min. 0 -1-8), 4= 100/1040 (min. 0.1-8), 5=647110-0-0 (min. 0.1.8) Max Horz 6= -37(LC 11) Max Uplift8_1 49(LC 7), 4=-45(LC 11), 5- 319(LC 7) Max Grav 6= 326(LC 24), 4=253(LC 26), 5=633(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 6=-252!222,1 -7=- 41124, 2 -7- 41/24, 2 -3=- 41/24, 3-4_ 58/8 BOT CHORD 649, 5.889, 5.9- 26/37, 4 -9/55 WEBS 2 -5=- 582/392 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.Opsf; h=1 Oft; Cat. II; Exp C; Encl., GCpl=O.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 0-1 -12 to 3-1 -12, Interior(1) 3-1 -12 to BOA Exterlor(2) 840 to 95-12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL_1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 6, 45 lb uplift at joint 4 and 319 lb uplift at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 4, 5. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreake including heels" Member end fixity model was used In the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical Web shall not exceed 0.5001n. LOAD CASE(S) Standard Joe Truss Truss Type Qty Ply M C I CONSTRUCTION :131-109 V9A GABLE 1 1 A0002853' Job FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 a Sep R 20 Referencedustries, I - — - 7 2012 MiTek Industries, Inc. Mon Aug 1914:82:28 2013 Page 1 6-0-0 mVdzG'o0v. --OFj1 MjU9l2W -jJg5E699Eo15bzfrT9RT ?n16D_ymGf1 - - -- - - -- - _ - -- 6-0.Q - - - -- .. _— -- - a- ----- - - - - -- -40-0 -i Seale s 1:205 3x4 II 4x5 = 3.50 X12 5 2x4 11 I 1 - 10.0.0 Plate Offsets (X,t�: t2:a2- 8,_2 -8] CSI TC 0.63 BC 0.64 WS 0.12 (Matrix) DEFL In (loc) Well L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n1a 999 Hor;411) 0.00 3 n/a rtfa PLATES GRIP MT20 2441190 Weight: 38 lb FT =0% LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.00 Lump Increase 1.33 Rep Stress Incr YES Code FSC2010/TP12007 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6" oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 640-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (Ihlaize) 5= 258M0.0-0 (min. 0.1 -8), 3=132!10.0.0 (min. 0.1 -8), 4= 496110.0-0 (min. 0.1-8) Max Harz 5— 87(LC 7) Max UplWj- 180(LC 7), 3— 53(LC 11), 4 -28RLC 7) Max Grav 5= 334(LC 24), 3= 266(LC 26), 4= 572(LC 2) FORCES (lb) - Maximum Compression/Maxlmum Tension TOP CHORD 1 -5— 276/239,1 -6- 39123, 2-6= -- 39123, 2- 7- 34/22, 3-7 -7414 130T CHORD 5-8=- 29/88, 4- 8- 13/98, 4-9- 30181, 3.9 -15!92 WEBS 24- 504/381 NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd= 136mph; TCDL_- g.Dpsf; BCDL_=6.0psf; h =10ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterlor(2) 0.1 -12 to 3 -1 -12, Interior(1) 3-1 -12 to 6.5 -12, Exterlor(2) 6-5-12 to 94.12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOLo1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint 5, 53 lb uplift at joint 3 and 285 lb uplift at joint 4. 7) Beveled plate or shim required to provide full bearing surface with truss chord at Joints) 5, 3, 4. 8) This truss has been designed for a moving concentrated load of 200.01b deed located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Serni -rigid pitchbreaks including heels" Member and fixity model was used in the analysis and design of this miss. 10) Gap between Inside of top chord tearing and first diagonal or vertical web shall not exceed 0.5001m LOAD CASE(S) Standard Job` Truss - Truss Type aY Ply M C 1 CONSTRUCTION �131-109 V96 GABLE 1 1 A0002854 - - - __ _ I__ _ Job Reference (optional!_ FORT DALLAS TRUSS CO. LLC., MIAMI, FL., -FORT DALLAS TRUSS CO. LLC. � 7.350 s Sep 27 2012 Well Industries, Inc. Mon Aug 1914:32:29 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- sRHPa3VnWMerLTFHoggOnoaG7N ?sC6OdER1 glOymGtO -- - ,- 4-0.0- -- - - - - - - - — 10-0-0 -- - - - - -- - — - - - - -- 1$ 2x4 3X4 11 3X4 = 1 - -- _.. 7 2 6 2x4 11 p Scale =1:22.9 i 10.0.0 10-0-0 Plate Offsets (),Y): [2:0. 2-0,0 2 451 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loo) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.58 Vert(LL) Wa - We 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vet(TL) Wa - Wa 999 BCLL 0.0 Rep Stress [nor YES WB 0.14 Horc(TL) 0.00 4 Wa Wa BCDL 10.0 CodeFBC201WM2007 (Matrix) Weight: 39 lb FT =O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8-0.0 oc puriins, BOT CHORD 20 SP No.2 except end vertical& WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-0.0 oc bracing. OTHERS 20 SP No.3 REACTIONS (lb/size) 6= 23WIO -0-0 (min. 0.1 -8), 4=97/10-0-0 (min. 0.1 -8), 551/10-0-0 (min. 0.1-8) Max Horz 6- 136(LC 7) Max UpIHt6=- 178(LC 7), 5— 348(LC 7) Max Grav 6= 325(LC 24), 4= 252(LC 26), 5=63%LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -6— 247/215,1 -7- 34120, 2 -7- 34/20, 2- 3- 115!51, 3-8- 94/60, 4-8- 108150 BOT CHORD 6 -9-56 1133, 5-9=- 40/145, 5- 10 -56h26, 4.10 =- 41/137 WEBS 3-5=- 6081443 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd= 136mph; TCDL=9.Opsf; BCDL_=6.0psh, h =10ft; Cat. Ii; Exp C; Encl., GCpl=D.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 0.1 -12 to 3 -1 -12, Interior(1) 3-1.12 to 6.5.12, Exterior(2) 6-5.12 to 9.5.12 zons;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a -10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 lb uplift at joint 6 and 348 lb uplift at joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 6, 4, 5. 8) This truss has been designed for a moving concentrated load of 200.0111b dead located at all mid panels and at all panel paints along the Bottom Chord, nonconcurreit with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard 'Job Truss Truss Type 131-109 V9C GABLE FORT DALLAS TRUSS CO.LL- a, MIAMI, FL., FORT DA -L- TRUSS t;0. LLC. - - 16 2x4 2-0-0 — 30 = 3x4 = Qty Ply M C I CONSTRUCTION 1 1 ; A0002855 _ - _ Job Reference (optlonal) __ 7.350 s Sep 27 2012 WTek Industries, Inc. Mon Aug 1914:32 :30 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- KdronPWPHfmlydgTMXBeJD7RenK3xzlmT5nDlsymGf? - — = 84)-0 -- - - - -- 6 14 II v I� �4 Scale a 1:25.1 LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 20 SP No.3 BOT CHORD Rigid coiling directly applied or 8.40 oc bracing. OTHERS 20 SP No.3 REACTIONS (Ib✓size) 6= 24111040 (min. 41-8), 4= 10211440 (min. 41.8), 5=544f10.0.0 (min. 41 -8) Max Horz 6=- 185(LC 7) Max Uplift8=- 202(LC 7), 5- 349(LC 7) Max Grav 6 =326(LC 24), 4= 253(LC 26), 5= 630(LC 2) FORCES (Ib) - Maximum CompressioNMaximum Tension TOP CHORD 1 -6- 2801197,1- 2 --3&W, 2- 3--115/9, 3.7- 140173, 4- 7--154168 BOT CHORD 6.8--77/ 175, 5.8}61/187, 5. 9--761188, 4-9— M79 WEBS 3-5- 8121426 NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd= 136mph; TCDL_9.Opsf; BCDL=6.Opsf; h-1 Oft; Cat. ii; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 41 -12 to 2 -40, Interior(1) 24-0 to 6 -5-12, Extedor(2) 8 -5-12 to 9.5-12 zone;C -C for members and ford & MWFRS for reactions shown; Lumber DOL_1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at Joint 6 and 349 Ib uplift at Joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 4, 5. 8) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard 10-0.0 10-0-0 Plate Offsets (&Y): [2:0.2- 0,42 -15] LOADING (psf) SPACING 2-40 CSI DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.59 Vert(LL) Ma - We 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) n/e - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 4 We n/a SCDL 10.0 Code FSC201WI7P12007 (Matrix) Weight: 40Ib FT =0% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 20 SP No.3 BOT CHORD Rigid coiling directly applied or 8.40 oc bracing. OTHERS 20 SP No.3 REACTIONS (Ib✓size) 6= 24111040 (min. 41-8), 4= 10211440 (min. 41.8), 5=544f10.0.0 (min. 41 -8) Max Horz 6=- 185(LC 7) Max Uplift8=- 202(LC 7), 5- 349(LC 7) Max Grav 6 =326(LC 24), 4= 253(LC 26), 5= 630(LC 2) FORCES (Ib) - Maximum CompressioNMaximum Tension TOP CHORD 1 -6- 2801197,1- 2 --3&W, 2- 3--115/9, 3.7- 140173, 4- 7--154168 BOT CHORD 6.8--77/ 175, 5.8}61/187, 5. 9--761188, 4-9— M79 WEBS 3-5- 8121426 NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd= 136mph; TCDL_9.Opsf; BCDL=6.Opsf; h-1 Oft; Cat. ii; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 41 -12 to 2 -40, Interior(1) 24-0 to 6 -5-12, Extedor(2) 8 -5-12 to 9.5-12 zone;C -C for members and ford & MWFRS for reactions shown; Lumber DOL_1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at Joint 6 and 349 Ib uplift at Joint 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 4, 5. 8) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Job Truss Truss Type .13HO9 V9D GABLE FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 1-5214 2X4 !i Oty Ply M C I CONSTRUCTION 6 1 i AW028561 Job Reference (optional_ _ 7.950 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914.32:31 2013 Page 1 10: YgOAX_ eD2pTdXuXoAwRmVdzGKov- ogPA_ IX12zuZanPgvF itsRfd5BgDgOZwiiWmgJymGf_ 10-0 -0 10.0.0 -- — - - - -- -- — - -- -- - - - --! 52X4 II LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale =1:27.8 Q I� I� d PLATES GRIP MT20 2441190 Weight: 41 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 8.0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8" oc bracing. REACTIONS (lb/aize) 5= 23811040 (min. 0.1 -8), 3=9V100-0 (min. 0.1 -8), 4=557/10-&O (min. 0.1-8) Max Harz 5--231 (LC 7) Max UpliftS— 222(LC 7), 4-- ,1"LC 7) Max Grev 5=324(LC 24), 3=249(LC 26), 4=645(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5- 267/248, E�54, 6.7_ 7513, 2- 7- 112/0, 2- 8- 228/107, 3- 8=- 242/'102 BOT CHORD 5-9- 1091271, 49— 93/283, 4-10- 109/263, 3-10- 94/274 WEBS 2 -4_— .829/505 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL=9.Opst; BCDL-- 6.Opsf; h=1 Oft, Cat. 11; Exp C; Encl., GCpl=O.18; MWFRS (envelope) gable end zone and C-C Extedor(2) 0.1 -12 to 4 -4-11, Interior(1) 4-411 to 6 -5-12, Exterior(2) 6.5.12 to 9.5.12 zons;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 5 and 363 lb uplift at joint 4. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3, 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard 10.0.0 LOADING (psf) SPACING 2-04) CSI DEFL In (loc) I/defi Lid TCLL 30.0 Plates Increase 1.00 TC 0.55 Vert(LL) We - We 999 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) n/a - rVe 999 BCLL 0.0 Rep Stress Incr YES WS 0.16 Horz(TL) 0.00 3 We n/a BCDL 10.0 Code FBC2010ITPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale =1:27.8 Q I� I� d PLATES GRIP MT20 2441190 Weight: 41 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 8.0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8" oc bracing. REACTIONS (lb/aize) 5= 23811040 (min. 0.1 -8), 3=9V100-0 (min. 0.1 -8), 4=557/10-&O (min. 0.1-8) Max Harz 5--231 (LC 7) Max UpliftS— 222(LC 7), 4-- ,1"LC 7) Max Grev 5=324(LC 24), 3=249(LC 26), 4=645(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5- 267/248, E�54, 6.7_ 7513, 2- 7- 112/0, 2- 8- 228/107, 3- 8=- 242/'102 BOT CHORD 5-9- 1091271, 49— 93/283, 4-10- 109/263, 3-10- 94/274 WEBS 2 -4_— .829/505 NOTES 1) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL=9.Opst; BCDL-- 6.Opsf; h=1 Oft, Cat. 11; Exp C; Encl., GCpl=O.18; MWFRS (envelope) gable end zone and C-C Extedor(2) 0.1 -12 to 4 -4-11, Interior(1) 4-411 to 6 -5-12, Exterior(2) 6.5.12 to 9.5.12 zons;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 5 and 363 lb uplift at joint 4. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3, 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Job` Truss Truss Type ay Ply MCI CONSTRUCTION 13HO9 WE ROOF TRUSS 1 1 ! A0002857 Job Reference (optional)_ FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT D - -- ALLAS TRUSS CO. LLC. 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 1914:32:32 2013 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- GOzYC5XfOHOOCx _sTyD6PeCnFbOYPTC3wPGKLlymGez _ _ __ _ _ _ - - - - -- — --- - - -- -- 7-7-8 _ _------ - - - - -- - - -� 10.0 -� --I 7 -7-8 2-4-9 3x4 = 3x4 = a 4 S 20 11 486 If H Stale m 1:24.9 NOTES 1) Wind: ASCE 7 -10; Vuit =175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL_=6.Opsf; h =10ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (envelope) automatic zone and C-C Extertor(2) 0.6-4 to 3-6.4, Interior(1) 3-6.4 to 7 -7-8, Ext 2) 7 -7-8 to 9.10 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL0.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1,145 lb uplift at joint 5 and 350 lb uplift at joint 6. 7) Beveled plate or shim required to provide full bearing surface with truss chard at joint(s) 1, 5, S. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard 100.0 Plate Offsets () LY): [3:0.2 -0,0. 2-15], [4:Edge,0.1 -8] LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Vdetl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.59 Vert(LL) Na - n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 SC 0.65 Vert(TL) We - rda 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL.) 0.00 5 n/a r✓a BCDL 10.0 Cade FOC201 W M2007 (Matrix) Weight: 39 lb FT = 00% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-00 oc purlins, SOT CHORD 2x4 SP No.2 except end vertical& WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-00 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (lb(size) 1= 101/1000 (min. 01 -8), 5= 24W1000 (min. 0.1 -8), 6= 548/10.0.0 (ndn. 0-1-8) Max Horz 1 =176(LC 6) Max Uplift!- 20(LC 10), 5- 145(LC 6), 6— 350(LC 6) Max Grav 1 =253(LC 24), 5= 326(LC 26), 6= 632(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 7- 145/84, 2 7- 131!!0, 2- 3- 116!20, 3-4— 39/22, 4.5- 256/204 BOT CHORD 1 -8— 23/45, 6.8- 32/28, 6.9- 20176, 5-9= -28/40 WEBS 2- 6=- 6141427 NOTES 1) Wind: ASCE 7 -10; Vuit =175mph (3 -second gust) Vasd=136mph; TCDL=9.Opsf; BCDL_=6.Opsf; h =10ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (envelope) automatic zone and C-C Extertor(2) 0.6-4 to 3-6.4, Interior(1) 3-6.4 to 7 -7-8, Ext 2) 7 -7-8 to 9.10 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL0.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1,145 lb uplift at joint 5 and 350 lb uplift at joint 6. 7) Beveled plate or shim required to provide full bearing surface with truss chard at joint(s) 1, 5, S. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Job" 7 Truss Truss Type Oty Ply M C I CONSTRUCTION i 131109 V9F ROOF TRUSS 1 1 A0002858 i Job Reference (o.n9l) FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 s Sep 27 2012 MiTek IndusptlotrIes, Inc. Mon Aug 1914:32:33 2013 Page 1 ID:YgOAX-eD2pTdXuXoAwRmVdzGKov-ICXwPRYHaa8Hp4Z21fkLxsW-Mo8wOD93?ftByniGey 5-7 -8 SWO . 1:22.0 W I, 3.50 Xff 3 8 4 5 2.4 11 LOADING (PSI) SPACING 2-" CSI DEFIL In (foe) Wall L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.54 Vert(LL) n1a - We 999 MIT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(m) rVa - "is 999 BCLL 0.0 Rep Stress Incr YES WS 0.14 Horz(TL) 0.00 5 n/a We BCDL 10.0 Code FOC2010frPI2007 (Matrix) Weight: 38 lb FT = 00/6 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2X4 SP N0.2 WEBS 2X4 SP N0.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or S" oc purlins, except end verticals. BOT CHORD Rigid coiling directly applied or 6-0-0 oc bracing. REACTIONS (Ibfs[ze) 1--MO-0-0 (min. 0-1-8), 5--239h0 -0-0 (min. 0-1-8),6=549MO-0-0 (min. 0-1-8) Max Horz 1=127(LC 6) Max Upliftl---43(LC 10), 15-1136([-C 6),6--344(LC 6) Max Grav 1=252(LC 24),5=326(LC 25),6=636(LC 2) FORCES (lb) - Maximum CompresslofVMaximum Tension TOP CHORD 1-7--98/47,2-7--84157,2-3=-114/55,3.8=-33119,4-8--33119,4-5- 248f217 BOT CHORD 1 -9-18f44,6-9=-32f22, 6-10 --18!78, 5-10=-2=5 WEBS 241=-6001439 NOTES 1) Wind: ASCE7-110; Vult--175mph (3-second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf, 11=10111; CaL 11; ExpC; Encl., GCpl=O.l 8; MWFRS (erivelope) automatic zone and C-C Exterlor(2) 0-&4 to 3-64, Interior(1) 34-4 to 6-10-4, Exterior(2) 6.104 to 9-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL--1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates chocked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1,136 lb uplift at joint 5 and 344 lb uplift at joint 6. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5, 6. 8) This truss has been designed for a moving concentrated load of 200.011b dead located at all nild panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 10) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Type tY y Job` Truss Truss T Q PI M C I CONSTRUCTION 13HO9 V913 ' ROOF TRUSS 1 1 A0002859' _ _ _ Job R_ efere_nce o tional __ _____ FORT DALLAS TRUSS CO LL . C., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 Sep 27 2012 MiTek s t? Industries, Ire. Mon Aug 1914:32:34 2018 Page 1 ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- DOSIdnZvLuG8RE8EbNFaU3H8CO12tNjMOIIRQeymGex - -- - - -- - - 3.7$ - - -- - - - -�— - -- -- - - -- - -10.0-0 - - - -- --� 3.7 -8 6-4-8 Scale =1:19.5 3x4 = 3.50112 3x5 11 30 11 1 3 7 4 5 20 II 3.49 N LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, SOT CHORD 2x4 SP Not except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid coiling directly applied or 644 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (lbl(size) 1= 112/10.0.0 (min. 0-1-8),5=24&10-0-0 (min. 0.1 -8), 6=528/10-0-0 (min. 0.1$) Max Harz 1 =77(LC 6) Max UpII t1 -4WLC 10), 5=- 147(LC 7), 6— 312(LC 6) Max Grav 1 =258(LC 24), 5= 329(LC 26), 6411 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 65/23, 2-3- 36/20, 3-7_ 36!20, 4-7--36120,44=-250225 BOT CHORD 1- 8- 20145, 6-8_ 30/24, 6g- 20/83, 5-9— 28/37 WEBS 3- 6`-542425 NOTES 1) Wind: ASCE 7 -10; Vuit= 175mph (3- second gust) Vasd=136mph; TCDL-- 9.Opsf; BCDL_=S.Opsh, h=1 Oft; Cat. II; Exp C; Encl., GCpl=O.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 044 to 3-7 -8, Interior(1) 3-7$ to 8.10.4, Extedor(2) 6 -10.4 to 9-104 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pef bottom chord live load nonconcurre+lt with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1,147 lb uplift at joint 5 and 312 lb uplift at joint 6. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5, 6. 8) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Plate Offsets (X,Y): [2:0.2 - 0,0.2 -15] LOADING (PSI) SPACING 2-00 CSI DEFL In (loo) Wail Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.56 Vert(LL) n/a - Na 999 MT20 244/180 TCDL 15.0 Lumber Increase 1.33 SC 0.64 Vert(TL) We - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 rda We BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 37 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, SOT CHORD 2x4 SP Not except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid coiling directly applied or 644 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (lbl(size) 1= 112/10.0.0 (min. 0-1-8),5=24&10-0-0 (min. 0.1 -8), 6=528/10-0-0 (min. 0.1$) Max Harz 1 =77(LC 6) Max UpII t1 -4WLC 10), 5=- 147(LC 7), 6— 312(LC 6) Max Grav 1 =258(LC 24), 5= 329(LC 26), 6411 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 65/23, 2-3- 36/20, 3-7_ 36!20, 4-7--36120,44=-250225 BOT CHORD 1- 8- 20145, 6-8_ 30/24, 6g- 20/83, 5-9— 28/37 WEBS 3- 6`-542425 NOTES 1) Wind: ASCE 7 -10; Vuit= 175mph (3- second gust) Vasd=136mph; TCDL-- 9.Opsf; BCDL_=S.Opsh, h=1 Oft; Cat. II; Exp C; Encl., GCpl=O.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 044 to 3-7 -8, Interior(1) 3-7$ to 8.10.4, Extedor(2) 6 -10.4 to 9-104 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pef bottom chord live load nonconcurre+lt with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1,147 lb uplift at joint 5 and 312 lb uplift at joint 6. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5, 6. 8) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Job` Truss Truss Type 131-109 V91-1 ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS MUM 1 -7-8 3M 12 3x4 = Qty Ply M C I CONSTRUCTION 1 1 A000286& 'Job Reference o nal -- - -- - - - -. (Pt.to.- -- -- — 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:32:35 2013 Pagel ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- hbfhg7aY6CP? 30jR84npOHgJAo2Jcr8VcNU- y4ymGew &"- - -- — - - - - - -- - -� 20 II W If I - e Scale-11:118.3 2X4 11 10.0.0 Plate Offsets (X,Y): [2:0.2 -0,0-215] - LOADING (psi) SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.54 Vert(LL) We - We 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.64 Vert(TL) n/a - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 We Ma BCDL 10.0 Code FBC201 WTP12007 (Matrix) Weight: 35 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 Bar CHORD Rigid calling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (lb/sIze) 1= 100/1040 (min. 0-1 -8), 5= 239/10-0-0 (min. 0-1 -8), 6=548/10.0-0 (min. 0-1-8) Max Horz 1 =28(LC 6) Max Upllft1 -56(LC 6), 5- 139(LC 7), 6- •318(LC 6) Max Grav 1= 253(LC 24), 5= 326(LC 26), 6=634(LC 2) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1 -2=- 61/17, 2 -3— 43/25, 3-7=- 43/25, 47— 43/25, 4252/223 BOT CHORD 1- 8- 26/48, 6- 8}35/32, 6.9— 251/0, 5.9— 32/45 WEBS 3- 6- 5601389 NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd= 136mph; TCDL-g.Opsf; BCDL=6.Opsf; h=10f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 0.8.4 to 1 -7 -6, Interior(1)1 -7 -8 to 8.10 -4, Exterior(2) 6.10-4 to 9.10 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1,139 lb uplift at joint 5 and 318 lb uplift at joint 6. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5, S. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Job Truss Truss Type ay Ply M C I CONSTRUCTION 13H09 V10 GABLE 1 1 ; A000284V FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 7.350 $Sep 2 Job. Reference (optional) _ - 7 2012 MITek industries, Inc. Mon Aug 1914:32 :36 2013 Page 1 - 10-0-0 Scale-1:104 - -- - -- - - - - -- 12x4 :i 24 ;; 8 2 � 5 2x4 it LOADING (psf) SPACING 2-00 CSI DEFL in (loc) I/defl L/d TCLL 30.0 I Plates Increase 1.00 TC 0.40 Vert(LL) Na - We 999 TCDL 15.0 Lumber Increase 1.33 BC 0.54 Vert(TL) We - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Houz(M) 0.00 3 n/a n1a BCOL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 OTHERS 2x4 SP N0.3 PLATES GRIP MT20 2441190 Weight: 34 lb FT = W. see -1nss I BRACING TOP CHORD Structural wood sheathing directly applied or 6-00 oc purOns, except end verticals. BOT CHORD Rigid ceiling directly applied or 6.00 oc bracing. REACTIONS (lb/size) 5= 124/10.00 (min. 01-8), 3= 19111000 (min. 01 -8), 4=524110-0-0 (min. 01 -8) Max Upllft5 =49XLC 10), 3--112(LC 11), 4— 302(LC 6) Max Grav 5_265(LC 24), 3= 301(LC 26), 4=606(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -5- 132!131,1-8= -21/8, 2-6= 21/8, 2- 7- 21/8, 3-7 -21/8 BOT CHORD 5- 8 -13MO, 4-8 -7166, 4-9- 52/6, 3- 9-3/32 WEBS 2- 4- 5191398 NOTES 1) Wind: ASCE 7 -10; Vult= 175mph (3- second gust) Vasd=136mph; TCDL=9,Opsf; BCDL=S.Opsf•, h=10ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exterlor(2) 01 -12 to 3 -1 -12, Interior(1) 3-1 -12 to 5.11 -12, Exterior(2) 5.11 -12 to 8.11 -12 zons;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL_1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrert with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 5,112 lb uplift at joint 3 and 302 lb uplift at joint 4. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 5, 3, 4. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreeks Including heels" Member end fixity model was used In the analysis and design of this truss. 10) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Joli ' Truss Truss Type �131-109� V11M ROOF TRUSS FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 5-10 -7 - - - Qty Ply M C I CONSTRUCTION 1 1 A0002842: Job Reference (optional) 7.350s Sep 272012 MiTek Industries, Inc. Mon Aug 1914:32:37 2013 Pagel ID: YgOAX_ eD2pTdXuXoAwRmVdzGKov- dzmRFoboepfjlitpGVpH6ivgBclg4kVo4hz50yymGeu 45 = Scale =1:1 &8 2x4 2x4 11 LOADING (psf) SPACING 2 -0.0 CSI DEFL in (loc) Udell Ud TCLL 30.0 Plates Increase 1.00 TC 0.45 Vert(LL) n/a - We 999 TCDL 15.0 Lumber Increase 1.33 BC 0.52 Vert(TL) rVa - n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.13 Horz(TL) 0.00 3 We We BCOL 10.0 Code FOC2010/TPI2W? (Matrbt) 2x4 c PLATES GRIP MT20 2441190 Weight: 34 lb FT = 00/6 LUMBER BRACING TOP CHORD 20 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. OTHERS 20 SP No.3 REACTIONS (IbIstm) 1= 196111 -8.14 (min. 0 -1-8), 3 =19SM1 -8.14 (mlm 0.1 -8), 4=629/11 -8-14 (min. 0.1-8) Max Horz 1=52(LC 10) Max Uplift1- 123(LC 6), 3- 129(LC 11), 4- 211(LC 6) Max Grev 1=301(LC 28), 3= 301(LC 30), 4=611(LC 2) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1- 2- 83(/1, 2- 3-- -83167 SOT CHORD 1-5--1/34,4-5=-1/34,4-6=-1/34,346--1/34 WEBS 2- 4- 517/418 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vuit=175mph (3- second gust) Vasd= 136mph; TCDL=9.Opsf; BCDL=S.Opsf; h =10ft; Cat. Ii; Exp C; End., GCpl =0.18; MWFRS (envelope) automatic zone and CC Exterior(2) zwwC -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOLr1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 1,129 lb uplift at joint 3 and 211 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, noncancurre nt with any other live loads. 8) "Semi -rigid pitchbreaks including heels" Member end flxity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Truss Truss Type 'r1O9 V12 GABLE FORT DALLAS TRUSS CO.LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 3x4 �z — 3.10-0 Qty Ply MCI CONSTRUCTION 1 1 AOOO2841 Job Reference (optional)_ _ - - - - 7.350 a Sep 27 2012 MITek Industries, Inca Mon Aug 1914:32:38 2013 Pagel ID: YgOA)(- eD2pTdXuXoAwRmVdzGKov- 5AKpSocOP7nawsROgDKWevSp _ ?45pAhyJLIeZPymGet 12 -1-8 12 -1 -8 2x4 ! 1 7 2 10 32Ah 2-5 2x No - 0-&7 8 5 3.1 — 2x4 11 "2x4 Not - 83-8 8-3.8 Scale =1:19.0 3x4 I 1 3 2x4 11 0&7 Plate Offsets (X,Y): [1:0.3.4,0. 1-8],[4:0. 2 -0,0.0.4],16:0.2- 0,0 -0.9] LOADING (pst) SPACING 240-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.57 Vert(LL) n/a - We 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.64 Vert(TL) n/a - Ne 999 BCLL 0.0 Rep Stress Incr YES WS 0.14 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FSC2010/rP12007 (Matrix) Weight: 36 lb FT =0% LUMBER BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, SOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (lb(size) 1 =1902 -1-8 (min. 0-1 -8), 4--252!12 -1-8 (min. 0.14), 6=- 2112 -1 -8 (min. 0 -1-8), 5=591112.1 -8 (min. 0.1-8) Max Upllft1- 121(LC 7), 4=- 144(LC 7), & -98(LC 28), 5— 357(LC 7) Max Grav 1=302(LC 29), 4= 334(LC 32), 6=207(LC 30), 5 =686(LC 2) FORCES 0b) - Maximum CompressionANaximum Tension TOP CHORD 1- 7- 181/94, 2 -7- 181/94, 2- X181/94, 3.8- 181f94, 3- 4- :- 253MO7 BOT CHORD 1 -9- 891190, 8.9- 981183, 6.10 - 941181, 5-10- 94/181, 5.11_ 94!181, 411 - 941181 WEBS 2- 5- 815/427 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult= 175mph (3- second gust) Vasd=136mph; TCDL=9.OpsM BCDL- 6.Opsf; h=10fh Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2)1-0-4 to 4.0.4, Interior(l) 4-0.4 to 8.11 -12, Exterior(2) 8 -11 -12 to 11 -11 -12 zonwC -C for members and faces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live load& 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 1,144 Ib uplift at joint 4, 98 lb uplift at joint 6 and 357 lb uplift at joint 5. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 9) This truss has been designed for a moving concentrated load of 200.0116 dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysts and design of this true LOAD CASE(S) Standard �J06 .4 ' Truss Truss Type 131-109 V14 GABLE FORT DALLAS TRUSS CO. LLC., MIAMI, FL., FORT DALLAS TRUSS CO. LLC. 3x4 10 tom- &4A6J---1VN 2.9 3.5pit2 7 -1 °h' ply M C I CONSTRUCTION 1 1 A0002844: i Job Reference(optional) 7.350 s Sep 27 2012 MITek Industries, Inc. Mon Aug 1914:32:40 2013 Page 1 ID :YgOAX_eD2pTdXuXoAwRmVdzGKov -1 YSZtgegxk1199bOxdM -JKX93pnTH4FFmfCidHymGer 141 -8 8 14 = Seale -1:2Z1 294 II 2x4 11 4 8 1S S82x No -1$-7 I 7 8 2x4 11 2x4 11 LOADING (psf) SPACING 2-0.0 CSI DEFL in (foe) Vdefl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.53 Vert(LL) We - n/a 999 M720 244/190 TCDL 15.0 Lumber Increase 1.33 Sc 0.51 Vart(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 6 n/a Ma BCDL 10.0 Code FBC201WMI2007 (Matrix) Weight: 48 lb FT= 0% LUMBER BRACING TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, SOT CHORD 2x4 SP No.2 except end verticals WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 1 =176/14.1 -8 (min. 41 -12), 6- 17/14 -1 -8 (min. 0-1-12),S--31/14-1-8 (min. 0-1-12),9=574114-1-8 (min. 0-1-12),7--467/14-1-8 (min. 0.1 -12) Max Uplift1 -96(LC 7), 6— 58(LC 28), 8— 43(LC 26), 9- 369(LC 7), 7- 295(LC 7) Max Grav 1=295(LC 30), 6=196(LC 34), 8=235(LC 32), 9=670(LC 2), 7= 544(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 10 =-BhO, 2 -10= -6/10, 2 -3-- 8/10, 3-11 -8110, 411 -6110, 45 =-6h0, 5 6= -18/25 BOT CHORD 1 -12- 11/31, 9-12 -53(6, 9.13_8137, 8-13— 30/23, 8-14 -1018, 7 -14 -10/6, 7.15 -10/6, 6.15 -10/8 WEBS 2- 9- 590/409, 4.7=- 4861343 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult=175mph (3- second gust) Vasd=136mph; TCDL=9.Opsf; BCDL=6.Opsf; h =1 Oft; Cat Ii; Exp C; Encl., GCpl=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2)1 -0.4 to 4-0-4, Interior(1) 444 to 10- 11 -12, Exterior(2) 1411 -12 to 13.11 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOi-r1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other Ihre loads 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1, 58 Ib uplift at joint 6, 43 lb uplift at joint 8, 369 lb uplift at joint 9 and 295 lb uplift at joint 7. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 9. 9) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningf)n modo que frequency or location of temporary lateral restraint identifiquelafrecuenda0localizadonderestriccOnlateral and diagonal bracing. Follow the recommendations yarriostre diagonal temporales. Use las recomendadones for handling, installing and temporary restraining de manejo, instalad6n, restriction yarnostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea el folleto SCSI - Guia de Buena Practical Good Practice for Handling, Installing, Restraining pans el Ma i Restricdon y Amostre de los & Bracing of Metal Plate Connected Wood Trusses dal Madera Conectados con Placas de Metal * ** Trusses * ** for more detailed information. para informaddn mas detallada. Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizaciones de restriction lateral permanente o individual truss members. Refer to the SCSI- refuerzo en Jos miembros individuales del truss. Vea la B3 * ** for more information. All other permanent hoja resumen SCSI -B3 * ** para mas information. EI bracing design is the responsibility of the building resto de Ids disenos de arriostres permanentes son la designer. responsabilidad del disenador del edificio. An WARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. IADVERTENCIA! El resultado de un manejo, levantamiento, instalacidn, restriccidn y arrisotre incomecto puede ser la cafda de la estructura o afro peor, heridos o muertos. - CAUTION Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. WAUTELAI Utilice cautela al quitar /as ataduras o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir la herida personal. Lleve 1 , rsonal pans runs pies P'"Z ul"RQ e eq Pr P Pe Use TGUTIEW Utilice mans y cabeza cuando trabaja con trusses. - cUION special care in cuidado especial en windy weather or dials ventoscs o cerca near power lines de cables electncos o and airports. de aeropuertos. Spreader bar for truss HANDLING o k MANEJO ° ° °D° _0 O ■1i;iiiZiAvoid lateral bending. Evite la flexion lateral. Use proper rig- Use equipo apropiado ging and hoisting para levantar e The contractor is responsible for equipment. improvisar properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra liso para prevenir e/ dan "o. DO NOT store v _ unbraced bundles t upright. Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8'(2.4 m) to 10'(3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Si Jos trusses estaran guanlados Para mas de una semana, porgy b/oqueando de a/tura sufidente detras de la pila (S) DO NOT store on NO almacene en tierra de los trusses a 8 hasta 10 pies en centm (o.c.). uneven ground. desigual. For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra bs paquetes pans protegedos del ambiente. Refer to SCSI*** for more detailed information pertaining to handling and jobsite storage of ' trusses. Vea el folleto BCSI* ** para informacion mas detal- lada sobre el manejo y almacenado de los trusses en area de trabaja. NO almacene verticalmente los trusses sueltos. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES ImmUsing a single pick-point at the peak can damage the truss. El use de un solo lugar en el pico para levantar puede so° or less hater danlo al truss. - f Approx. 1/2 -� truss length Tagline ,0 30' (4.1 1 ^{ J �i' 'i ,a HASTA 30 PIE, Locate Spreader bar lAttach 0' (3 m) Spreader bar above or stiffback U.C. max. mid- height Toe -in � � Tfoa_in - I Spreader bar 112 to -�I 2/3 truss length Tagline Spreader bar le gt to -� �- 314 truss length -� Tagline J k r n 3 nii © Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de grfSa hasta que la restriccidn lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO R1 Trusses 20' Rat` Trusses 30' (6.1 m) or r ; (9.1 m) or f less, support less, support at near peak. quarter points. Soporte Soporte de cerca al pim los cuartos los trusses E Trusses up to 20' -► de tramo los I E Trusses up to 30' -10. de 20 pies o 1 (6.1 m) trusses de 30 (9.1 m) mends. Trusses hasta 20 pies pies o mends. Trusses hasty 30 pies TEMPORARY RESTRAINT & BRACING RESTRtCCION Y ARRIOSTRE TEMPORAL Refer to BCSI-82 * ** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI -82 * ** para mas infor- (A min. in. 2x4 macidn. 0 Locate ground braces for first truss directly in line with all rows of top chord temporary 4k lateral restraint (see table in the next column). Coloque los arriostres de tierra pars el primer =90° truss directamente en Ifnea con cada una de las filas de restriccidn lateral temporal de la Brace first truss cuerda superior (vea la tabla en la proxima 4 securely before column). erection of additional DO NOT walk on trusses. unbraced trusses. NO Gamine en trusses ® sueltos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 4) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los proximos 4 trusses run restriction lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los plans de los miembros secundancis pans estabilice los primeros cinco trusses (vea abajo). 6) Instale la restriction lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. EMRefer to SCSI -B2 * ** for more information. Vea el resumen BCSI -B2 * ** para mas informacion. RESTRAINT /BRACING FOR ALL PLANES OF TRUSSES RESTRICCIUNIARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este methoo de restrico6n It arriostre es pans todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 It 4x2. Vea la parte superior de la columna para la restriction y arriostre temporal de PCrs. 1) TOP CHORD - CUERDA SUPERIOR `n° `" DON'T overload the crane. Lrngitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior NO sobrecargue la grua. 10' (3 m) o.c. max. (9.1 m) NEVER use banding to lift a bundle. 30'(9.1111) - 8'(2.4 m) o.c. max. NUNCA use las ataduras para levantar un paquete. 45'(13.7 m) - A single lift point may be used for bundles of 60' 18.3 m) top chord pitch trusses up to 45' (13.7 m) and 4' (1.2 m) o.c. max. 80' 24.4 m)* parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top S WARNING Do not over load supporting chord pitch trusses up to 60' (18.3 m) and paral- structure with truss bundle. lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructura apoyada run el paquete de >45'(13.7 m). trusses. Puede usar un solo lugar de levantar pans pa- Q Place truss bundles in stable position. quetes de trusses de la cuerda superior hasty 45' Puse paquetes de trusses en una position y trusses de cuerdas paralelas de 30'o menos. estable. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasty 60'y trusses de cuerdas paralelas hasta 45, Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60'y trusses de cuerdas paralelas mas de 45. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES ImmUsing a single pick-point at the peak can damage the truss. El use de un solo lugar en el pico para levantar puede so° or less hater danlo al truss. - f Approx. 1/2 -� truss length Tagline ,0 30' (4.1 1 ^{ J �i' 'i ,a HASTA 30 PIE, Locate Spreader bar lAttach 0' (3 m) Spreader bar above or stiffback U.C. max. mid- height Toe -in � � Tfoa_in - I Spreader bar 112 to -�I 2/3 truss length Tagline Spreader bar le gt to -� �- 314 truss length -� Tagline J k r n 3 nii © Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de grfSa hasta que la restriccidn lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO R1 Trusses 20' Rat` Trusses 30' (6.1 m) or r ; (9.1 m) or f less, support less, support at near peak. quarter points. Soporte Soporte de cerca al pim los cuartos los trusses E Trusses up to 20' -► de tramo los I E Trusses up to 30' -10. de 20 pies o 1 (6.1 m) trusses de 30 (9.1 m) mends. Trusses hasta 20 pies pies o mends. Trusses hasty 30 pies TEMPORARY RESTRAINT & BRACING RESTRtCCION Y ARRIOSTRE TEMPORAL Refer to BCSI-82 * ** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI -82 * ** para mas infor- (A min. in. 2x4 macidn. 0 Locate ground braces for first truss directly in line with all rows of top chord temporary 4k lateral restraint (see table in the next column). Coloque los arriostres de tierra pars el primer =90° truss directamente en Ifnea con cada una de las filas de restriccidn lateral temporal de la Brace first truss cuerda superior (vea la tabla en la proxima 4 securely before column). erection of additional DO NOT walk on trusses. unbraced trusses. NO Gamine en trusses ® sueltos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 4) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los proximos 4 trusses run restriction lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los plans de los miembros secundancis pans estabilice los primeros cinco trusses (vea abajo). 6) Instale la restriction lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. EMRefer to SCSI -B2 * ** for more information. Vea el resumen BCSI -B2 * ** para mas informacion. RESTRAINT /BRACING FOR ALL PLANES OF TRUSSES RESTRICCIUNIARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este methoo de restrico6n It arriostre es pans todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 It 4x2. Vea la parte superior de la columna para la restriction y arriostre temporal de PCrs. 1) TOP CHORD - CUERDA SUPERIOR `n° `" pora ateral Riiillraint (T (:WR) Spacing Lrngitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m) 30'(9.1111) - 8'(2.4 m) o.c. max. 45'(13.7 m 45'(13.7 m) - 6' (1.8 m) o.c. max. 60' 18.3 m) 60' (18.3 m) - 4' (1.2 m) o.c. max. 80' 24.4 m)* *Consult a Registered Design Professional for trusses longer than 60'(18.3 m). *Consulte a un Professional Registrado de Disen-o para trusses mas l de 60 pies. �! See BCSI -62 * ** for TCTLR options. �7a Vea el BC5I -82 * ** pans las options de TCTLR. Refer to BCSI -B3 * ** for Gable End Frame restraint/bracing/ A reinforcement information. Para informacion sobre restriccidn/ TCTLR arriostre /refuerzo para Armazones Hasbales vea el resumen BCSI -8 10" or Note: Ground bracing not shown for clarity. "r Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arr!sotres diagonales Para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT &A RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! k CUR splice reinforcement russ Member 2x CLR Web m4 embers A chords Minimum 2'2x­ Scab block centered over splice. Attach Diagonal braces to CLR with minimum 8 -16d every 10 truss spaces (0.135x3.5 ') nails each side 20' (6.1 m) max. of splice or as specified by the 10' (3 m) - 15' (4.6 m) max. Building Designer. Same spacing as bottom Note: Some chord and web members SECTION A -A chord lateral restraint not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Truss Lateral Restraints - 2x4xl2' or Member greater lapped over two trusses or CLR splice reinforce- Note: Some chord ment. and web members Bottom not shown for chords clarity. 10' (3 m) - 15' (4.6 m) max. Diagonal braces every 10 truss spaces 20'(6.1 m) max. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCIUN YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' 3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15'(4.6 m)* �/ every 15 truss spaces 30' BCSI -B7 * ** for more _ �i� r _ (9.1 m) max. information. Vea el resumen BCSI -67 * ** para mas informaddn. cwW! =i90FAVA Apply diagonal brace to vertical -- - 11� ' ' F webs at end of cantilever and at / headn 9 locations. All lateral restraints \_ lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15'(4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION Tolerances for Out -of- Plane. Toleranclas pat Fuera-de- Plano. Length -> Max Bow 7(' Jr -�� i " Max. Bow Length -► Max. 60 o 4 . , 3/4" 3' Plumb 19 mm 0.9 m . /line 1" 4' Tolerances for i 25 mm 1.2 m Out -of- Plumb. 1 -1/4" 5' Toleranias Para D /50 max 32 mm 1.5 m Fuera -de- Plomada. 1 -112" 6 38 mm 1.8 m 1 -3/4" 7' CONSTRUCTION LOADING 45 mm 2.1 m CARGA DE CONSTRUCCION 2" as' 51 mm ?2.4 m DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceea run la construction hasty que todas las restric- ciones laterales y los arriostres estan colocados en forma Material Height apropiada y Segura. Gypsum Board 12" (305 mm) DO NOT exceed maximum stack heights. Refer to BCSI -84 * ** for more information. Plywood or osB 16"(406 mm) NO exceea las alturas maximas de monton. Vea el resumen Asphalt Shingles 2 bundles BCS1 -B4 * ** para mas informacion. Concrete Block 8" (203 mm) Clay Tile 3d tiles high NEVER stack materials near a peak or at mid -span. NUNC4 amontone los materiales Cerra de un pico. DO NOT overload small groups or single trusses. NO sobrecargue pequen "os grupos o trusses individuales. 10 Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. 21 Position loads over load bearing walls. Coloque las cargas sobre las parecies soportantes. i ALTERATIONS - ALTERACIONES Refer to BCSI- B5. * ** Truss bracing not shown for clarity. Vea el resumen BCSI- 85. * ** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO Corte, altere o perfore ningon miembro estructural de un truss, a menos que este especificamente permittdo en el dibujo del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction o han lido alterados sin la autor- izacion previa del Fabdcante de Trusses, pueden hater nulo It sin efecto la garantia limitada del Fabricante de Trusses. "'Contact the Component Manufacturer for more information or consuR a Registered Design Professional for assistance To view a non - printing PDF of this document, visit sbcindustry.mm /bl. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective expenence of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining /bracing and providing stability for the walls, columns, floors, roofs and all the Interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SBC 0 '911i1 wownmsscaurca TRUSS PLATE INSTITUTE 6300 Enterprise Lane * Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 STANDARD LATERAL WES BRACING — w.W w — w 1x4 or 2x3 LATERAL BRACE PER ?ROSS DESCN YA7H 2 -10d NALS PER wo FOR FORCE! UP TO 4600 6a FORCES AV 2pNo e 4� ~ REauRs g� NOTE! PROVIDE X —MCINQ AT 20' -0' INTERVAL! FOR WEB FORCE! !JP TO 2309 Ibs AND AT 1d -0' FOR FORCE GREATER THAN 2309 Ibs SMALL RM PO NT TO A M N'�DOTEO LATERAL BRACING D E TAI L ON THIS Dam. ALT. LATERAL BRACING DETAIL 0.0r M. "a SAAR{=Am A9 wo its BRAM MUST M 6!� 90fx THE umm or ra THIS DUAL IS TO 1E USED a AN ALMNAN RIM CONTINUOUS LATERAL BRACM MOOdeOelq �O eir<11d�/11L OHd�I �� FM 41Qi� b {tYP.x 106=ffX eNAKI• Na (arm "m cowum mu • lar a (0m1 C, �e ro eVwua 7w �. aamm a "" ac aro Mom& oormu 0m=4 w" anA xoc Fd@ NmW ea �aeene� vwe eao.q overw &nM: ON talents rws aaeYp 9 *�`l "m ,e.e +ayes «� ��. -i •J . MAR tom• �R �os� q �i TI r Coneullin Engineer t . S. JUL 4 2012' P 1-:. 03f 5P% a MAY 14, 2012 R MiTek Industries, Inc. TRUSSED VALLEY SET DETAIL TPA - VALLEY -2 -190 GABLE ENO. COMMON TRUSS OR GIRDER TRUSS MiTek Industries, Tampa, FL Page t of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE - 3.5' X 0.131' - I Sd 2. WOOD SCREW - 4.5' WS45 USP OR EOUILIVANT 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24.O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. S. NAILING DONE PER NDS•05 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. S. BASE TRUSS AND VALLEY TRUSS MUST BE SOUTHERN PINE LUMBER. I VALLEY TRUSS TYPICAL 1. _ SECURE VALLEY TRUSS W/ ONE ROW OF 18d NAILS 8" O.C. � I I I, I BASE TRUSSES VALLEY TRUSS TYPICAL P Ag GABLE ENO, COMMON TRUSS OR GIRDER TRUSS ATTACH 2x4 CONTINUOUS NO.2 SYP TO THE ROOF W/ TWO USP WS45 (1/4• X 4.5h WOOD SCREWS INTO EACH BASE TRUSS. `t1.5• Max i WIND DESIGN PER ASIDE 7 -10 MAXIMUM WIND SPEED -190 MPH MAX MEAN ROOF HEIGHT - 30 FEET ROOF PITCH - MINIMUM 3/12 MAXIMUM 8/12 EXPOSURE C WIND DURATION OF LOAD INCREASE :1.80 MAX TOP CHORD TOTAL LOAD - 50 PSF MAX SPACING - 24.O.C. BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.8 PSF ON THE TRUSSES dam. JOSE MARTIN y MAY 0 7 2013 Consu)tlng Engin 24 E. 5 FL Mw E. 0315M), P ti ♦ I I 7' -0° CORNER SET up cm compm:nm cmvm am - uwam" r-ar A= - u3P (0 19 .V-0r yams - ea M" a•-0' AM= - a5 was t•-o yams - eo was 12 MK P-IA 1au1. p" X--0' WAX OOR169t am= -OWN tuC2e r� .aaw - usP C 1ws i -d' JAM - Od IUM r-w AN= - e0 was ,a 1•-0 m - e0 was COMMON JACK mm 1t65 0 11 we om CHECM FM 175 WN WD UNA taLL NT 30 IT YNL PROYSE FOR MM AT WARM t661 CONIe9C1loN4 an b Lumm tiIlIPS9 I CFAM 1.33 Gnnr or ua�a ,IeoLS� V-W 2 s N L 2 12 SP 3]01,3 O� 1011O6� 3•-0• 2t4 N0. 2 1i/ SP aollau �, SFMM Rom- (12M) vL— 2d Ne. 3 t5 SP 3a ft was was Was lam 10 WMMIL Ygom eeao1 mKIM -lab tod emm was - 24 b ( sue imp =Coo= to 1M1a OW euLow em om uv= OWE* RO W iffaa�e air was b NAT 1=4 W/ M G&W naw ft CAW MMMy WPM - 3W b/1170 b Q�LFr toms a comllasDl •/ (t5) ed K" No. m-OW&W 1R - wo b/M b omm loom a DONt61N20) N/ (12) tee NAA Na 07-0214.70 MM - 1973 lb/3M b OMIFT lams a: OOH WMM 16/ (28) IN Mi" HL 07-0114M -ugEMe T.& ft e1 o QQRMM AM ,IeoLS� V-W X. W ' Ar WR*T (low* 3056 365 b Nas NN I NNS Rom- (12M) 3856 3a ft was was Was re ,,m UK" (1000 .am 570 b/1O75 b r-er a•-n 367 b NIaS sir t. waS NNIS ROOK (1205 600 b/3OO6 b 1170 b waS NMS Nate TRUSS CONNECTORS JOSE "VP► . �iAdagp yf;. 3�3010 pHoa 867, (} ' iew.. 5 2012 ` -T DH- 26 U S P Ad%N 55306 A * Curry i 5 840- 328 -5934 • 952- 898 -8771 • Fax: 952 - 898 -8683 Mhlek umpany .� .v •.v USPcorrecrors c.rn • e m,nl::r•�,: I J`��'�;nr. t rs c� �n October 11, 2012 RE: Florida Product .Approval Reorganization of USP Evaluation Reports To Whom It Ntay Concern: The iCC Evaluation Service has just recently published a number of new Evaluation Reports for connection hardware manufactured by USP Structural Connectors. Working with the ICC -ES, USP was able to confirm that our connectors are compliant with the 2012 International Building Code (IBC) and 2012 international Residential Code (iRC) while at the same time reorganizing the Evaluation Reports to segregate connectors of similar style, installation and function into one report. The end result of our combined effort is the release of eight (8) new Evaluation Reports organized as follows. USP is in the process of updating the Florida Product Approval Reports so that they reflect and contain the new ICC -ES Reports. During this transition, some Florida Product Approval Reports may reference old ICC -ES reports. Be assured the information contained in the old referenced and linked ICC -ES Report is no different from the information in the eight (8) new evaluation reports listed above. There have been no changes to the product, the load carrying capacity, fasteners or installation. The reports have just been reorganized to simplify the search for information on USP products. A cross - reference of Ofd- Report- Number to New- Report- Number can be found in the USP Index Report, ESR -2685, available on the ICC -ES web page (www.icc- e:s.org) and the USP web page (www.u�pconnecturs.cum) Sincerely, Steen A. Brekke, P.E. Engineering Operations Manager USP Structural Connectors Technical Representative Todd Grevious, PE Address /Phone /Email 14305 Southcross Drive Burnsville, MN 55306 (952) 898 -8651 tgreviousggibraltarl. cam Quality Assurance Representative Chad Becker Address/ Phone /Ema11 703 Rogers Drive Montgomery, MN 56069 (507) 364 -7333 cbecker @mli.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Terrence E. Wolfe P.E validation Checklist - kardcopy Received Certificate of Independence Fi,azl a.j,endergg �ir1 Ry�f Referenced Standard and Year (of Standard) Standard Year AF &PA National Design Specification 2005 ASTM D1761 2000 ASTM 07147 2005 Equo,alence of Product Stardards Certified By Ilttp: i/ fluridabuilding. c? rg%pr /pr_a{)p_dtl.aspx• ?param —wG H VXQwtDgti7en1m9An9z[37dZ8... 6/13/2012 r i • s . j J�`..'�` \\ �� or 4� Zci5: ^me 1.71 1 .'2r' ?j sl:Jt--n 1' ^_t -'. pt:9 _rY ri" Z(of ices e+'ep '4Y iev h Business', Professional :Ser Approval �;peRdu`1CL Apptitation 0et34 1 FL. FL821 -R3 Application Type Revision Code Version 2010 Application Status Approved Comments Arrhived Product ,'^anufacturer United Steel Products Company Address /Phone /Email 703 Rogers Drive Montgomery, MN 56069 (952) 898 -8772 rswanson @mil.com Authorized Signature Rex Swanson rswansonV. mll.com Technical Representative Todd Grevious, PE Address /Phone /Email 14305 Southcross Drive Burnsville, MN 55306 (952) 898 -8651 tgreviousggibraltarl. cam Quality Assurance Representative Chad Becker Address/ Phone /Ema11 703 Rogers Drive Montgomery, MN 56069 (507) 364 -7333 cbecker @mli.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Terrence E. Wolfe P.E validation Checklist - kardcopy Received Certificate of Independence Fi,azl a.j,endergg �ir1 Ry�f Referenced Standard and Year (of Standard) Standard Year AF &PA National Design Specification 2005 ASTM D1761 2000 ASTM 07147 2005 Equo,alence of Product Stardards Certified By Ilttp: i/ fluridabuilding. c? rg%pr /pr_a{)p_dtl.aspx• ?param —wG H VXQwtDgti7en1m9An9z[37dZ8... 6/13/2012 t a v eM N Materials: 12 gauge Finish: G90 galvanizing Options: THDH412 is available in Triple Re. No Zinc. To order, add TZ to stock number, Fastener Schedule' it as in THDH412 -TZ. W See Specialty Options Chart. Codes: ESR -3445, FL821, RR25779 Installation: • Use all specified fasteners. See Product Notes, page 11: • Joist nails must be driven in at a 30• to 45° angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. I' . y ] ' G T H I i -L Typical THDH double shear installation Typical THDH26 -2 installation 140'�n :dns rave teen nL : aS@U W17e +Or attd O1, ;e�smic raft: 10 %. rb'er mlleaSe sral be ler r Ted. 21 16st na,s reed to Defoe ^a.'ed al a 30' to 45• ana'e to acr eve alcwae a cads SPJ M, 311�m�ma;n ^a+1, oc*-,« "Nun Shai be 1.58' br 16d Tale. I-, 7, NAILS: '6d na's ,e0162'dia x3- 1iT'cno. Some model designs may vary ';aw prM,xte a ;pdat� prrXfud:nfcrmadan are desgrated'n red 1rM. from Illustration shown Specialty Options Chart - refer to Specialty Options pages 208- 209 for additional details. OpBon Skewed', Sloped See r n4vn Joidl Truss Site LISP Stock No. Re. No Dimensions (in) Fastener Schedule' it Allowable Loads (Lbs.) DF•L / SP I S-P -F Floor I Rod JUplift'l Flow I Roof I U lift' Code W M D Header Truss Qty I Type MY I Type I 100% 1 115%1 1254x 1150%1100% 115%2 125% 116^1 Rd. 2x6.8 THDH26 HGUS26 1.5,8 5-1211 1 51 20 1 16d 8 1 '9d 1 39151 4501 5895 123401 3370 1 3880 1 4200 I '%S 2 x 8.10 Ti-OH28 HGUS28 1.5.8 1.3/18 151 38 1 16d 12 1 16d 1 67701 73951 73951 43701 5830 1 62101 o2101 3670 2x10.12 1 THDh210 1.5,13 9.3/18 1 51 46 1 16d 16 1 16d 1 8725 1 9580 1 9600 54001 6835 1 7385 1 7750 1 4535 2.11116 x 9-13 -14 1 THOM27921 HGUS2.75/10 1 2 -3/4 9.11 1 4 1 48 1 Id 121 16d 1 8260 1 8260 1 8260 1 34901 69331 6935 1 6935 1 2930 2- 11/16x11 - 114.16 THOH27112 HGUS2.75/12 I 2.3/4 10.748 141 58 1 16d 14 16d I 9845 9845 1 384$ 1 52251 7655 1 8135 1 9270 1 4390 2.17i16x 14 -16 THDH2714 HGUS2.75114 2.314 12.114 1 4 1 69 1 16d 16 !6d 3845 9845 1 9845 1 68101 81101 8270 1 9270 1 5835 3. 1,'4x9.1/2 THOH3210 HGUS325110 3.118 948 4 1 48 1 16d 12 16d 9260 8260 1 8260 1 34901 6935 1 6935 1 6935 1 2930 3-14x 10-M TKH3212 HGUS3 a 12 3.3116 10.18 41 56 1 16d 14 16d 1 9845 9845 I 9845 1 59601 8270 1 82701 827D 1 5105 2 2X 8. a THOH28.2 HGUS28.2 3.7116 5318 41 20 1 18d 8 16d 1 3915 4%51 47951 2235 3370 1 3880 1 4030 1 ?880 2 2x8.10 71+OH28 -2 HGUS28.2 3-71'8 7.1 1 41 38 1 /6d 10 16d 1 6535 7515 1 8025 1 2665 1 5@35 1 6480 1 6740 1 2240 (2)2x10- 12 1 TKI42UP HGUS210 -2 3.7/18 9.11 41 46 1 16d 12 16d f 8260 9260 8260 1 34901 69351 6935 1 6935 1 2930 4x6-8 THOH40 HGUS413 3-906 531 4 1 20 16d B '6d 1 3915 450$ 1 495126051 3370 11 3880 1 42151 2190 4x8 -10 THDH48 HGUS48 3416 7.1/8 4 1 36 16d 10 16d 1 6535 7515 1 7835 1 3111151 5835 6480 I 6580 126 75 4x'.0 -12 THOP410 HGUS410 3-9118 9.118 4 1 46 16d 12 15d 1 8260 9010 1 9010 1 3970 1 7120 7570 1 7570 1 3335 4 x 12.14 THOH412 HGUS412 3.95 1(1112 41 58 1. 6d 14 16d I 9845 9845 1 9845 1 52251 8210 82701 8270 1 4390 4 x 14- 16 THDH414 HGLS414 3-90 8 13-1/8 41 66 16d ',8 16d 1 9214$ 9845 1 9145 1 68101 9270 8270 1 8270 1 5835 3 2x8 -8 THDH28.3 HGUS26.3 51/8 57/16 41 20 16d 8 16d 1 3915 4501 4795 22351 3370 3880 4030 1 1880 S. 3 2x8.10 THDH28.3 HOLISM 51,8 7418 4 1 36 16d 12 16d 1 8770 1 7785 1 8025 2865 5830 1 6705 6740 1 2240 3 2x10.12 THOH210.3 HGUS210-3 51,8 9.3116 4 46 Id 16 16d 8725 9855 9855 456$ R13 7520 8215 $275 3835 3 2x12.14 THOH212 -3 HGUS212.3 5118 11 -308 4 58 16d 20 18d 9935 9935 9935 5180 8345 8345 8345 4355 (3)2x 14- 18 T11DH214.3 HGUS214 -3 Pill 13.3/16 4 Be 16d 22 15d 1'64$ 1!645 1'845 5795 9750 9780 9780 4885 6x10.12 THOH810 HGUS5.25/+0, HGUSS 50/110 51,7 9 4 48 18d 1,8 t6d 8725 9855 9855 4585 7520 8275 8275 3835 8x12 -14 THDH612 hGUS5.25/12, HGUSS -.1 51,2 11 4 58 1� 20 16d 9938 9938 �J35 51� 8345 8345 8345 4355 6x /4.18 THDF� +4 HGUSS 50,14 5 +2 13 4 68 16d 22 15d 1'645 1'545 1'545 5T9S 9790 9780 9711! 4865 6-314x 9- 14.1/2 THDHa110 HGUS210.4, HGUS 8at10 13-71 8.1316 4 46 16d 12 '6d 8260 8260 9260 3490 6935 6935 8935 2930 6.3.'4 x 11.18 7110116712 HGLS212 -41 HGUS6. 1,2 47;8 10.13116 4 58 1,6d 14 16d 4845 ?1413 9845 5225 8270 8270 8270 4390 53'4x13 -2412 THDH6714 HGUS6W14 6-7,18 12• +3'1@ 4 68 16d 18 i6d 9845 9845 9845 6810 9270 8210 9270 5835 7x9.174 -V ThOH7210 hGUS72510 1.114 9 4 38 '6d +2 160 °-260 9010 9010 3970 7120 7570 7570 3335 Txtt- 1;4 -'.6 THDH7212 hGUS7 512 71.4 10 -!2 4 58 15d 14 16d 3a45 ±145 ?945 5225 3270 9270 9270 4,390 7x14 - +B T>Ch7214 HGLS72514 7 -14 +2 -!:4 4 66 '6d '@ '6d 3845 y14$ 9845 68 +Q 8270 X10 8270 835 Typical THDH double shear installation Typical THDH26 -2 installation 140'�n :dns rave teen nL : aS@U W17e +Or attd O1, ;e�smic raft: 10 %. rb'er mlleaSe sral be ler r Ted. 21 16st na,s reed to Defoe ^a.'ed al a 30' to 45• ana'e to acr eve alcwae a cads SPJ M, 311�m�ma;n ^a+1, oc*-,« "Nun Shai be 1.58' br 16d Tale. I-, 7, NAILS: '6d na's ,e0162'dia x3- 1iT'cno. Some model designs may vary ';aw prM,xte a ;pdat� prrXfud:nfcrmadan are desgrated'n red 1rM. from Illustration shown Specialty Options Chart - refer to Specialty Options pages 208- 209 for additional details. OpBon Skewed', Sloped See SlopedlSkewed't3 Ranga_ 1' lo 45' 1 1045' See S!c_�t and She.o ed Alfowable 85% of table alanable bad. 85'6 of able a!!cwaD!e'cad 52% of!ab;e allcwabae'cad. Loads 5014 of'3ble _w:ft!oad. f 1 able cpoft' ^ad -- �- Add SK agier- gL.red. ICJ SL. s!ope:egu,red, - - - -� Ordering arhl rgt,t;RI Of !eft ;L), and 1,p Ul or dcwn ,D) See 5!cped Seat and Skewed. !0 p, -,%ct rt,:r W 10 "mdLct rLmter. Ex. THCH410- K.44RSLKID Ex THCH410-SK45R Ex. -HCH413•SL3Z 1. S.er.c,7'HDH rar;e�s A'lh steal -ealei'ran 15' `are a1 -'sl -3,; r4 rn :,rn;.,,e If :re cu'sde fa qe 2: S!cced ar s::_,ed t s -e4ed ha^ Hers A -th slcves clearer ;tan 15' rav -a.e ad: aera ;alt r34s. 3!,111 iketsed, r,' ;!n!'ina11,^,ns 'e7Lrte t'e.e! c,,t �7n •oisl'n 311 3C'v,!lof±S Inverted Rarge options not available for THDH models. 1 300 3' j933 Pa��ea ;1' :m�lo .a 'JIiS ;0' J 45' 1 a• THDH26 -2 I i,3P2241-13' l 'r.,rida 1 ;uulrlin", ('c ;ilc (). 1110 :821 69 JSPTH6 Stud 19t. T.' (limits of Use vm Installation Instructions Approved for use in HVHZ: Yes PL8Z1 R3 It esr1981.yd Approved for use outside HVHZ: Yes verif'ed By: ICC EV 3i1-ation Service, LLC Impact Resistant: NIA Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. Subject to loads and instaliatlar irstructions FL321 R3 AE ,srI33l.odf autilned In report ESR -1881. ,821.69 JSPTHS -Stud Plate Tie Limits of Use Installation Instructions Approved for use In HVHZ: Yes F1.821 R3 i1 e5 !- g81P41 Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and Installation instructions FL821 R3 AE_esr1881.odf outlined In report ESR -1881. x821.70 SPTHW4 ISTUD PLATE TIE 'Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 It esrt881.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL82 R A e r 881. 821.71 JSPITHW6 ISTUD PLATE TIE limits of Use Installation Instructions Approved for use In HVHZ: Yes FL821 R3 II esr1881.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. FL82 R A e rl 821.72 JSPrTHW8 gSTUO PLATE TIE Limits of Use Installation Instructions Approved for use In HVHZs No FL821 R3 It esr1881,odf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. Product Deleted. FL8 rt 821.73 THDH210, THDH210 -2, Face Mount Hanger UHDH210 -3 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FLL821, R3 ti esrI881.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A yFvaluatlon Reports Other. Subject to loads and Installation instructions FL821 R3 AE esri881.odf outlined in report ESR -1881. 821.74 THOH212 -3, THDH214 -3 Face Mount Hanger Limits of Use Installation Instructions Approved for use in HVHZl Yes FL821 R3 It esr1881.odf Approved for use outside HVHZ: Yes Verified By: ICC Eval�jatlon Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. Subject to loads and installation instructions FL821 R3 AE ggir1881.1adf ,outlined in report ESR -1881. x-- 821.75 HDH26, THDH26 -2, THDH26 -3 Face Mount Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 11 e_sr1881.aat Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Serwce, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation lnstrLxLiOnS &$21 R3 AE esrI881.20 Lo utlined in report ESR -1881. ` THDH27112, THOH2714, Face Mount Hanger 1821.76 7HDHZ7925 LIts of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A "Installation Instructions FW-21 R3 [I esr188I -Q f Verified By: ICC Evaluation Service, LLC Created by Tndependent Third Party: Evaluation Reports littp:/','floridabuildiiig.org/pr,lpr_app__dti. aspx?param--wG F VXQwtDqti7en] in9An9 B7dZ.8... 6/13/2012 Lisp *0 Ai ,ti ek G irp.�ny 300-32 &5934 • 952 898 -8772 • Em 951 - 898 -8683 .....v 11 i�_' 7'r't't.' !S Cr'rTt • r• : rl i •1 October 11, 'M " RE: Florida Product Approval Reorganization of USP Evaluation aluation Reports i'o whom It May Concern: The [CC Evaluation Service has just recently published a number of new Evaluation Reports for connection har&%are manufactured by USP Structural Connectors. Working «ith the [CC -ES, USP was able to confirm that our connectors are compliant with the 2012 international Building Code (iBC) and 2013 International Residential Code (IRC) «bile at the same time reorganizing the Evaluation Reports to segregate connectors ofsimilar style, installation and function into one report. The end result of our combined effort is the release of eight (8) new Evaluation Reports organized as follows. (.'SP is in the process of updating the Florida Product Approval Reports so that they reflect and contain the new iCC -ES Reports. During this transition, some Florida Product Approval Reports may reference old ICC -ES reports. Be assured the information contained in the old referenced and linked [CC -ES Report is no different from the information in the eight (8) ►new evaluation reports listed above. There have been no changes to the product, the load carrying capacity, fasteners or installation. The reports have just been reorganized to simplify the search for information on USP products. A cross - reference of (old- Report- Number to New-Report-Number can he found in the (;SP index Report, ESR -2685, available on the ICC -ES web page (www.ice- ca.-O g) and the USP web page (�y_uw_u pcu►�tl�ctors mum) Sincerely, Steen A. Brekke, P.E. f'n_ginecring Operations Manager USP Structural Connectori It lbs Tess = ' Product Approval FrGfe5Si�7n��1 �� y; US�� :•_.!� _•er tl�ir.:. � -- - _� ::��.,_..r.. ,.'ft -_ ° ^1 - __.........��.__. - � •►pp!iutMn OetaN i FL FL321 R3 It App! cat+cn Type 2ev,s•on Code Version 2010 App!icat;on Status A.oproved Comments Archli,ed Prcduct Manufact'.�rer United steel Prod'.:cts Company ACdress /PhonejEmad 703 Rogers Drive Certf!.:ate of in.'ependence 1f321_?�- r �i CC l 7':P_;`a �e . "(ts 1t Stardard and Year (of Star lard) Itandard Y_Ij AF&PA Natioral Design Specifcation 2005 ASrM Dt161 2' ;CO AsrM 07147 2005 f Qf Prcd,,Ct 'i`a' Jar15 (—I..t,t CC 3y hlf��: `iluritlahtillciin .lrri,pl,'1)r__ij)p cltl.:i spx! paratn- w,(. ;FNXOwtDgti7enitn9An9.xH7dZS.., 611 12 Montgomery, PMN 56069 (952) 898 -8772 rswansomj3mll.com Authorized Signature Rex Swanson rswanson 91mil.com Techrir31 Representat ;ve Todd Grevious, PE Address /Phone /Email 14305 Southcross Drive Burnsville, MN 55306 (952) 898 8651 tgre,.flous@gibrattarl.com Quality Assurance Pepresertative Chad Becker Address /Phone /Email 703 Rogers Drive Montgomery, MN 56069 (507) 364 -1333 c0eckerdi m ll.co m Category 3tructur3l Components Subcategory wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Ass rirce Entity 'FS Corporation Qr:j!Ity ,Ass r3r%e Cortr3ct Exp.•3bon Date 12j31/2015 Ya1 dated By Terrence E Jo fe P E Va!Idation Checks it - Hardcopy Received Certf!.:ate of in.'ependence 1f321_?�- r �i CC l 7':P_;`a �e . "(ts 1t Stardard and Year (of Star lard) Itandard Y_Ij AF&PA Natioral Design Specifcation 2005 ASrM Dt161 2' ;CO AsrM 07147 2005 f Qf Prcd,,Ct 'i`a' Jar15 (—I..t,t CC 3y hlf��: `iluritlahtillciin .lrri,pl,'1)r__ij)p cltl.:i spx! paratn- w,(. ;FNXOwtDgti7enitn9An9.xH7dZS.., 611 12 - 2 45 - - [ _ '30 i3s R'2 !'4 3-! 2 2 4 . - I .- .- - - . . FQ LL � / � . � 5.13 2 1.116 47 370 1 p Ad .635 3030 3,95 '4 x 142 1130 1410 730 R5 JUS isle to i)d 20 16 18 1-12 10 6 1- 14 1360 1565 17�4 P30 R5 XA1F-TZ 6-18 1.1'2 8 ILA HOG GG I i0i 1215 1215 730 F12 1110 1970 2140 1230 F32 SLF26 U26 -a— 3030 3295 142S 5 PIS. 14 4 4 130 LU28 1-112 isle to A 1 0A IT— 13�3 1565 710 US a 10 19 I-Ve 3-14 F32 1235 i 345 ll!s 1.9 gill 1-14 4 R13 NAILS / r continued mnnext : Cate per:0i,g 1,3C Apvrc +31 sate apFr .'• !d Summary of Products I. ,ti_, 11%..nC ,12t2 ?12012 -14/25/2012 ,14/30/012 06/1 t/20 12 a0Pa]e2i5`i'4 FL All TModel, Number or Name Description ;e21 21 '+1,1524-3 ,Slant Ned ;ci.sir Hir er Limits of Use Installation Instructions Approved for use In HVHZ: Flo FL821_R3_II_:5r1 3L.r�j Approved for use outside HVHZ: No Verified BY: ICC Ev3luaticn Service, LLC I Impact Resistant: N/A Creat_d by Irceperdent rhlyd Party: Design Pressure: N/A Evaluation Reports Other: Product Deleted. pt-821--R A 1 +8 - d 8 t 22 ?2 1.U526, HUS26 2 Slant 'tad /a st tiarrer Limits of Use 4nstallation Instructions Approved for use in HVMZ: Yes F1921 R3 fi _AE_ ?srlg3l Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Sery ce, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to ic3ds and insta!laton :nstructions FL221-31 AE Af nrI991,olf outi:ned in report ESR -1881. 921.23 HUS26 -3 Slant Nall 101st Har. ;er Limits of Use lInstallation Instructions Approved for use in HVHZ: No FL821 R3 It esr1881.odf Approved for use outside HVHZ: No Verifled By: ICC Evaluation Service, LLC Impact Resistant: NIA Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Others Prodact Deleted. FL3 1 RI AE IQ81. 821.2a JHUS28, HUS28 -2 Isfant Nail foist lianger Limits of Use Installation Instructions Approved for use in HVMZ: Yes FL921 R3 11 esr1881 cdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by independent Third Party: Design Pressure: Flo 'A Evaluation Reports Other: Subject to loads and installaCon nstructions `unwed in report ESR -1881. r821 25 HUS28.3 Stant'4all 10(st Hanger Limits of Use -Installation Instructions Approved for use In HVMZ: No FI82i R3 tt_0r188j.0 Approved for use outside MVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: NIA Created by Ir.lependent Third Party: Design Pressures N/A evaluation Reports Other: Prc_da:t Celeted. Ft -421 R3 14.11 �Jif 821.28 IHU5410 Slant .'lad :o' +t Hlirper Limits of Use Installation Instructions Approved for use In HVHZ: Yes F�$_'LSSr1a81 & Approved for use outside HVHZ: Yes vea Sied By. ;CC Evat .et:cn Service, LLC Impact Resistant: `,'A Created by Inaccerdent Third ?arty: Design Pressure: N/A Evaluation Reports Other:Subjectto �-v'sand.r,tail.3t.on nztr,jctions Fi8n ojA�_ +�rl$$�fLd1 o":I•red n report HR. 1488 82L27 yNUS•t12 +Slant Nail '•r it liar er _ Limits of Use Installation Instructions Approved for use in HVHZ: Y ^.s F1,321 U I YI581 g1j Approved for use outside HVHZ: res vcr fled 3y: ,CC E':ai., aUcn SCrrce, LLC Impact Resistant: N,A Ge, Irdepe hrd Party: d Design Pressure: 1,; "A Evaluation Reports Otner:5 ;:ctro 1,53r-;r,. °iLx, rst:,_G ?ity: 1]uri;ldbuildiiig.org pr,�pr app dtl. asp.. e'' pdrdrrt= w( iEV. l"" Q� ti't[)yli�enim��.lnt1r13- dL4.., b "1.3,- r: I.1 2. U-sp �j i1, It L' 800 - 328 -5934 • 952 - 898 -8772 • Fax: 952- 898 -8683 A'.ttrok Company v; ;v USOccrr•cctors corn • c im-i1 t: :r r r ti, rs c ,rn October 11, 2012 RE: Florida Product approval Reorganization of USP Evaluation Reports To Whom It fay Concern: The ICC Evaluation Service has just recently published a number of new Evaluation Reports for connection hardware manufactured by USP Structural Connectors. Working with the ICC -ES, USP was able to confirm that our connectors are compliant with the 2012 International Building Code (IBC) and 2012 International Residential Code (IRC) while at the same time reorganizing the Evaluation Reports to segregate connectors of similar style, installation and function into one report. The end result of our combined effort is the release of eight (8) new Evaluation Reports organized as follows. USP is in the process of updating the Florida Product Approval Reports so that they reflect and contain the new ICC -ES Reports. During this transition, some Florida Product Approval Reports may reference old ICC -ES reports. Be assured the information contained in the old referenced and linked ICC -ES Report is no different from the information in the eight (8) new evaluation reports listed above. There have been no changes to the product, the load carrying capacity, fasteners or installation. The reports have just been reorganized to simplify the search for information on USP products. A cross- reference of Old- Report- Number to New- Report- Number can be found in the USP Index Report, ESR -2685, available on the ICC -ES web page (www.icc- es.orgl ) and the USP web page (%vww.us connrctors.com) Sincerely, Steen A. Brekke, P. E. Engineering Operations Manager USP Structural Connectors t C75:t,he -:7tn e• ;ttnl.ot tr cs t,r,l5_n?dl�e V5! %!ac '.�-).,'s �X 3d ss >,nn Business,,, Product Approval Professional�� : rsJuct Aaarcvai .^!a„y r. • .r s, c r:P > > , •.� r .t . Application Detail FL f FL817 -R3 Application Type Revision Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Address /Phone /Email Authorized Signature technical Representative Address /Phone /Email Quality Assurance Representative Address/Phone /Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Stardard and Year (of Standard) Equivalence of Product Standards Certified By United Steel Products Company 703 Rogers Drive Montgomery, MN 56069 (952) 898 -8772 rswanson ,@mll.com Rex Swanson rswanson4lmll.com Todd Grevtous, PE 14305 Southcross Drive Burnsville, MN 55306 (952) 898 -8651 tgrevious ,ggibraltarl .corn Chad Becker 703 Rogers Drive Montgomery, MN 56069 (507) 3647333 cbeckor @mli.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC PFS Corporation 12/31/2015 Terrence E. wclfe P,E Validation Checklist - Hardcooy Received Standard A.F. AND P.A. NUS ASTM 01761 ASTM D7147 YM 2005 2000 2005 llttp: / /floridabuilding .org/pr /pr_app_(itt.aspx ?param- - wGEVXQwtDgvaK %2bk We l 851) %,.. 6/13/3013 .r •'.r :rte�yg,.e,, j[I Typical HJC /HTHJ Installation top view .1 T 4- l O ' 131!4" HJC H R.� �zj„ *° HTHJ i VL Typical HHC installation top view T- ii s_ HHC Typical HJHC Installation top view T , H t ' �10 i,,Z y. t3i4' HJHC 11 uP+nl Woe nave 0M'WeSM 60'ro W -wrid or SeiSmic loads; no Uter increase Shall be permitted. 2) Loadinq puNished for tctal'.oad of hip !;u* co+tnedon. 31 Minimum nail o"tration is 1.518' for 14 nale. 4,NAILB: 10d nails are 0.148" dia. x 3 -+onq, 16d nails are 0. 162 dia. x 3.112' fon New products or updated product information are designated in red font HJC Specialty Options Chart Option HIP Trues Slim Rangy 30`0 60' Allowable loads 100% d labte load Odd SK, angle of Np Ordering requ;red, to p-&d %rrber. Ex.4JC26 -SKSS SPSC4 891 Z 4 ice► �7 I s .i Typical HJC (skewed) Installation HJC (skewed) with alternate skew angle top view ! 300,-328- ,934 • ,i,,r:;.,j'Pc,inr.c+:trjrs.,.orn q. r•, .. uSP2241.13• — M {'rli!�.1 ii!ili�.�;;i•r ( •.,�� 11.!�ii'Lt t " r Other: .311.33 tE :.!.tii:I! d17 14 L,tHGAIQ � }3Ufr•:3r'aLiL'i. ^'df.A ^..e Limits Of Use Installation [nstrUctlOn! Approved for use In HVHZ: v_:5 ;1 Approved for use outside HVHZ: Yes Ver f ed dy: ICC Evaluaton Sar.i.:e, LLC Impact Resistant: N/A Created by Independent Th.ri Party: Design Pressure: N/A Evaluation Reports Ft 33.E d Other: ill e9r1=�? 817.14 jHt1CP2 HURR�ICAHE/SEISMIC ANCHCR !� Limits of use !Installation Instructions Approved for use In HVHZ: Yes FLd1L41JL:£r_0Stg.T<.41 Approved for use outside HVHZ: Yes Verif!ed By: ICC Evaluation Service, LLC I Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A ,Hvaluation Reports Limits of Use iinstallation Instructions Approved for use in HVHZ: Yes Verified By: ICC Evaluation Service, LLC Approved for use outside HVHZ: Yes Created by Independent Third Party: Impact Resistant: WA Evaluation Reports Design Pressure: N/A Others Go to Page Page 1/ 4 a fe=Ct La :• 1940 ticnil Meartw Jereet rar.Fa «u. rl a21M Phone: 350•487.1824 The State of Florida is an W FEO employer. tpea.neM M7• ntd Craw of CntaAeI :: ZayAN 5Uui Mt :: Accessibility _=tAtement :: P..:L d State!nerit Under Povda raw, e-mail add•esses ate oubl,c records. If you co not want your e• dal address tWeased in response to a p�bt;e•recotrds : quest, do not send afactrm" Tad to CMS entity. Instead, Cmttild the office by phorte or by tredltlOnOl MOIL If Vito have airy queSbom regard'ns OaPRLS AOA wee. accesstwittt, pleaee Contact a;r Web Master at wahrna< tot then Once a rM Product Approval Accepgl °.Lr. MH J !Cluritit tt: out 'r ; aij http: /i f oridabuil ding.(irg/'pr /pr,_ app_ dtl. aspx? param— wOEVXQwtDgvak %,?bkWe 185D %... 6/13 /210 1 ? VP_ I.N US P IV 1 13115 S!)Whcr<),s l.;rr t?, Su„e 201) IAN `i53r?6 A 800- 328 -5934 • 952. 898 -8772 • Fax: 952 - 898 -8683 ".triek company v .v USPc.)rreccors tern • e rratl r r; ; i.;<;,( October 11, 2012 RE: Florida Product Approval Reorganization of USP Evaluation Reports To Whom It Ntay Concern: The ICC Evaluation Service has just recently published a number of new Evaluation Reports for connection hardware manufactured by USP Structural Connectors. Working with the ICC -ES, USP was able to confirm that our connectors are compliant with the 2012 International Building Code (IBC) and 2012 International Residential Code (IRC) while at the same time reorganizing the Evaluation Reports to segregate connectors of similar style, installation and function into one report. The end result of our combined effort is the release of eight (S) new Evaluation Reports organized as follows. USP is in the process of updating the Florida Product Approval Reports so that they reflect and contain the new ICC -ES Reports. During this transition, some Florida Product Approval Reports may reference old ICC -ES reports. Be assured the information contained in the old referenced and linked ICC -ES Report is no different from the information in the eight (8) new evaluation reports listed above. There have been no changes to the product, the load carrying capacity, fasteners or installation. The reports have just been reorganized to simplify the search for information on USP products. A cross- reference of Old- Report- Number to New- Report- Number can be found in the USP Index Report, ESR -2685, available on the ICC -ES web page (www.ice- esora) and the USP web page (www.uspconncctors.com) Sincerely, Steven A. Brekke, P.E. Engineering Operations .Llanager USP Structural Connectors 6 rr -#- , Product Manufacturer Address /Phone /Email Authorized Signature Technical Representative Address /Phone, /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Evaluation Entity Quality As5urance Entity Quality Assurance Contract F-<pirat on Date Validated By Cert7 wu ite of lndopetidence Refervjiced bt+uub3nl and Year (ut St.and:ird) United Steel Products Company 703 Rogers Drive Montgomery, IMN 56069 (952) 898-8772 rswansontq)md.coin Rox Swanson rswansom,-bmii.com Todd Grevious, PE 14305 Southcross Drive Burnsville, MN 55306 (952)898.8651 tgrevious(agibraltarl.com Chad Becker 703 Rogers Drive Montgomery, MN 56069 (507) 364 -7333 cbeckert-bnUi.com Structural Components Wood Connectors Evaluation Report from a Product Evacuation Entity 1CC Evaluation Service, LLC Pfs Corporation 12/31/2015 Terrence E, Wolfe P.E F Validation Checklist - Hardcopy Received FL13795 R1 Col FL137f;5 CQ1 Inr!Ift•oriflenr�.trrt jlf Stanrt;ir4 !ill .r; . -9 :•i:r d ,.c tt:nC f ,;1r5etc .. L7• t: Business,,` � - -dd- Nri)I Professional , ' 9 " Product Approval USER: .b'a: .•r lid_ _ ' vr- .IfJ,t n^ r r,!I `Ou > S ;r A1_ t, r• t.••.7. -t, ff I -t > Application Oetait 1 FL x FL13285 -R1 1 Application Type Revision Code Vernon 2010 Application Status Approved Cominents Archived f Product Manufacturer Address /Phone /Email Authorized Signature Technical Representative Address /Phone, /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Evaluation Entity Quality As5urance Entity Quality Assurance Contract F-<pirat on Date Validated By Cert7 wu ite of lndopetidence Refervjiced bt+uub3nl and Year (ut St.and:ird) United Steel Products Company 703 Rogers Drive Montgomery, IMN 56069 (952) 898-8772 rswansontq)md.coin Rox Swanson rswansom,-bmii.com Todd Grevious, PE 14305 Southcross Drive Burnsville, MN 55306 (952)898.8651 tgrevious(agibraltarl.com Chad Becker 703 Rogers Drive Montgomery, MN 56069 (507) 364 -7333 cbeckert-bnUi.com Structural Components Wood Connectors Evaluation Report from a Product Evacuation Entity 1CC Evaluation Service, LLC Pfs Corporation 12/31/2015 Terrence E, Wolfe P.E F Validation Checklist - Hardcopy Received FL13795 R1 Col FL137f;5 CQ1 Inr!Ift•oriflenr�.trrt jlf Stanrt;ir4 Yoar AF•F,PA f1.() S. 110f., AISI 51u0 Nri)I ASTM D 1 761 2(11)r) ;�!p:� " ���ti �t'. tlt�ri�l :llauililirl�;.ar�:'prr'pr :lpp titl. �l �: ���:' ���l r; lln- ���i; 1'. V. 1• t)« rt[ �yvlZk (ihs�•I6lit� {�zfISU7!'y�'vit... {2 'I ?lil. %r Uj ON SKEWEQrt4Sr °,HANGERS x.w SKH' & SKHH SERIES ,x i;(;I — Standard 45' skew hanger allows for a •10' to 50' skew range, without hanger modification. `3Ki !H — For heavier applications. Materials: 14 or 16 gauge Finish: G90 galvanizing; SKH26LR -GC & SKH210L'R -GC — Gold Coat Options: SKH26LR, SKH28LR, SKH210L/R, SKH210L'R -2, SKHH210L'R -2, SKHH210LR -21F, SKHH410L/R, SKHH410URIF, SKHH414L'RIF, SKHH46LR & SKHH46LRIF are available in Triple Zinc. To order, add TZ to stock number, as in SKH26L -TZ. SKH26L/R & SKH21OLIR are available in Stainless Steel. To order, add SS to stock number, as in SKH26L -SS. Codes: ESR -3446, FL13285, L.A. City RR 25843 Installation: • Use all specified fasteners. See Product Notes, page 11. • The hangers listed are for standard sizes and will accommodate a 40° to 50° skew range. • Most sizes do not require a miter cut for installation. Refer to chart footnote identified with an asterisk. • Illustrations show left and right skews. (SKH L = skewed left; SKH _R = skewed right) • For I -Joist installations, web stiffeners are required. • Refer to illustration for staggered I -Joist application for double 2" 25/18, and 21/2" models. • For double I -Joist installations, web stiffeners between I- Joists are required. �­1 Right skew 4` / Left skew .. -Drive nails at angle AVAILABLE IN ■ 0 COAT s ' x� SKH26R Right skew SKH26L Left skew 2. a . - - - - -w. - _ -71— 1. a spail6e ! 12-'or d ce ierm.i;ea. a is and + -5 8' ror •613-d N16C GC a NAILS d,1 arG,t.GCasare3'48 ax!•'2'cnq "d-is are 0 %81a.x3 ,tfd3rdNr6C•GC�a!sare rolucls �r ,o-.ated F ;t ct rrc•roadon a {e .ie�g ated n � r,i (s t. x'62" 1 a. x 3 1,2''ona. 1 i i 300- 37.3 51334 • .vr.,r.t,BF'rarnectors ccm continued on next page a n 3 c 9 +PL'•I6 / 1 •'i, i Pcr•1:3•t i ri, rct•i.iiS t r >, P +'�f ifi3 t h, , f'(: td�1G, PCt•1•ai, NCi'ti•l, PCt'66, PCP16 3, PC+1171, PG•'.3•I, iP Ci•136, K.' -138 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design pressure: N/A Other: Subject to loads and installation instructions )utlined in report ESR -1781. Installation Instructions FL13285 RI -11 e,wil8l. d Verified By: ICC Ev.fluition Service, LLC Created by Independent Third Party: Evaluation Reports FL13285 R1 AE girt 781.Qdf 13285.32 SK142 -I1-111 SKH Skewed 45 Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 R1 fI esr1781.odf Approved for usg outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL 11285 R1 AE asr178I.a(If )utlined in rn:port ESR-1781. Requires supplementary :onnectitm to provide minimum of 700,1 uplift for use in 13285.33 SKH26L /R, SKH28L /R, SKH Skewed 45 Hangers SKH210L /R, SKH1720L/R, SKH 172 -IL /R, SKH2O20L/R, SKH2O2 -IL /R, SKH23201./R, SKH2324L /R, SKH36L /R, SKH38L /R, SKH31OL /R Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 III If esr1781.odf Approved for use outside HVHZ: Yes Venfied By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 R1 AE esr1781.ndf outlined in report ESR -1781. 13285.34 SKH312L /R, SKH2520L/R, SKH Skewed 45 Hanger SKH2524L /R, SKH2620L/R, SKH2624L /R, SKH26L /R -2, SKH28L /R•2, SKH210L/R-2, SKH46L /R, SKH410L /R, SKH414L /R, SKH2O20L/R -2, SKH2O2 <IL /R -2, SKH2320L/R -2, SKH2324L/R -2, SKH2520LIR -2, SKH2524L/R -2 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 R1 iI e5r1781.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FFL13285 R1 AE esr1781.0 outlined in report ESR -1781. j13285.35 THD26, THD28, THD210, T11026- THD Face Mount Hanger 2, THD28 -2, THD210-2, THD210- 3, THD46, THD•t8, THD410, rHD412, THD414, rHD610, THD612, rHD614, rHD7210 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FLIM5 111 it t.- r1781.ndf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and m-;tall.ibon iw3tn:ctions FL13285 R1 AE . Sri /81.ndf ^utlined in r�,port f SR- 1_781. 13285.36 THFI THF1 S 1 12, THF1 S 1d0, THE Fa:.c: r. ourtt Hanger IHFlri92s,riiF16I12, THF161 -110, THF1 11)25, THF171 l 2, THF171.10, ill }):;' «4ti��'.flc)ricl,lhuil�lin .t�r�:ipr'pr a})p titl.us }Ix ?par;un %v GEVX(lwtl) y %-RkGhs%, /6(il:I�'30SU7Py1vzX... 0.21 :111i;: C E I V E SEP 1.3 2013 Miami IlS+ h r o es Village @Y: Building Department CHANGE OF CONTRACTOR / ', 10050 N.E.2nd Avenue 4ami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 O nner's Name (Fee,simpte Title Holder): 4Y1 ^ (k i n Lc-;,•! Y1�S Owner's Address: At q NXL�i i ems_ City: State: -r—( Job Address (Of where work is being done) :_ " 10 (A S� City: Miami Shores State: Florida he #: Zip Code: Zip Code:_3�1� 1,123-0 Contractor's Company Name: _QCI rs Phony #:- Mr7 -&j2 -B Address:'` City: State: °i �- Zip Code�"0 Qualifier's Name: �j x -vckax V 'k \j 2 Lic. Numbed:' CC;C -15 L to 2 It Architect/ Engineer of Record Name: I �D z 3 Ph ne #: 0 Address: - -1 tv 6 . v, City: State: T- Ls Zip Code: i Describe Work;��°i I hereby certify that the work has been abandoned and/or the fontractorlarchitect Is unable or unwilling to complete the contract. I hold the Bui ing Officl and the Miami Shores harmless for all legal Involve nt. Signature Signature The foregoing instrument was ak wledged before me The foregoing instrument aknowledged before me thisOA day of 1.20Y?,by c 1G, this 0'-� day of 20 v7by to e I �t-,,x Qo v? cwwi is personaWonown to who has produces (` who`Gs person nown t or who has produce _ September 4, 2013 Re: 118 NW 104' Street, Miami Shores, EL Dear Mr. Emiliano Orosco, This letter is to inform you that due to the fact that you are always busy and not able to tend to my needs, I have decided that you will no longer be the Engineer on Record. If you any questions about my decision please feel free to contact me at 786 -399- 4282. Thank you for your business and I wish you ,the best in your future endeavors. Sincerely, Angela Marinas Property Owner a- Attl El