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RC-13-1170 (3)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 JOB ADDRESS: I (S NN [Dill MAY 12 8 M3 FBC 20 LO Permit No. Master Permit No.I ROOFING City: Miami Shores County: Miami Dade Zip: Folio/Parcew // -0 /® / - OLU ° 0.200 Is the Building Historically Designated: Yes OWNER: Name (Fee City: 111l I W NJ ,> ( 1 UY e jState: Tenant/L.essee Naar e: N Io Email:-Pan(,t1re n oO v I vS l n `° rniarr,.1 NO 1/� Flood Zone: I0 S Phnnc *.3015 — 341 33150 CONTRACTOR: Company Name: Coll 5-ffV0 t`.Qt1 Phone#: 2M (4?8 - 4843 Address: 1-30D 66 14'2> & - City: 1-1- lit 119 /Irl I State: F1- Zip: --33191 Qualifier Name: e 1AO AL1 nJ Phone#-. ZOS WS 40F)00 State Certification or Registration #: Certificate of Competency #.- Contact :Contact Phone#: iS x'318 y f -)'S Email Address: �lc%n c on �Q -YISt DESIGNER: Architect/Engineer: Phone#. Value of Work for this Permit: $ 110 p 000 Square/Linear Footage of Work: Type of Work: Xkddition OAlteration - ONew ORepair/Rep Description of Work: Aas-m Cyf-rer t o 1'► �- iar�• +�i3:: Color thru tile: iwlar �_�W_ Submittal Fee $ E5 0 Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Notary $ Radon Fee $ 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 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. d f Signature Owner or Agent The foregoing instrument was acknowledged before me this day of ��, 20 a, by AT 5 Ane&WR UTA5 , who is personally known to me or who has produced L b 0536 z•53 6GJ 11-6 As identification and who did take an oath. NOTARY PUBLIC: Contractor The foregoing Istrument was acknowledged before me this day of 4 20 g, by F-Z/e- !C:9 whopersonally known me or who has produced as identification and who did take an oath. NOTARY PUBLIC: P I Sign: (s%. S i. i dZ!'LG�l�d�- Print: Print RMAUEL My Co e� i sN ar A. SCAR5Qt;015� M C EExxSnnAv[BRINA k, r :.:..,, NAS nt y PabUc • Sgte 01 t% y _ NfY c��A' :. ':v ,t DD995435 s,9; •�c�c My Gimm. Eww" Oct is. 2015 �S .., o,. i �j 7n ►� o?• EX:"` � kl?,, '5, 2014 gposjsit$ ri 0f(II-I1c SI.Q 1! 1vi3/a in�G (4071398-0153 * 10-' ,,!;.r.y-c^rwce.com �$sgag3�$o$agagasa�rg��,Is � ads $, �$+>R�k��Issk��k��de�+98+R��B��da��Asd=IOdsd=di�R�IsYs�ds�sR�k��8a+k4o� da��+A$n Al APPROVED BY l Plans Examiner Zoning Structural Review (Revised 3/1=012)(Revised 07/10/07)(Revised 06/1012009)(Revised 3/15/09) Clerk HIGH -VELOCITY HURRICANE ZONES R4403.4.2 Concentrated loads. Minimum concentrated loads shall not be less than as set forth in Table 4-1 of ASCE 7 with commentary, except as otherwise noted. R4403.4.3 Concentrated loads on trusses. Any single panel point of the lower chord of roof trusses or any point of other pri- mary structural members supporting roofs shall be capable of safely carrying a suspended, concentrated load of not less than 200 pounds (896 N) in addition to dead load. MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS See Tables 4-1 of ASCE 7 SECTION R4403.5 HIGH -VELOCITY HURRICANE ZONES — ROOF LIVE LOADS R4403.5.1 Minimum roof live loads. Roofs shall be designed for a live load of not less than 30 pounds per square foot (1436 Pa), except as set forth herein. Exceptions. 1. Glass areas of greenhouse roofs shall be designed for a live load of not less than 15 pounds per square foot (718 Pa). 2. Ordinary pitched and curved roofs, with a slope of 1-1/2:12, or greater, where water is not directed to the interior of the roof, without parapet or other edge of roof drainage obstructions, may be designed for an al- lowable live load of not less than 20 pounds per square foot (958 Pa). 3. Utility sheds shall be designed for a live load of not less than 15 pounds per square foot (718 Pa). R4403.5.2 Special purpose roofs. Roofs used for assembly, roof gardens, promenade or walkway purposes shall be de- signed for a minimum live load of 100 pounds per square foot (4788 Pa). Other special purpose roofs shall be designed for ap- propriate loads as directed or approved by the building official. R4403.5.3 Roof decking. Roof decking shall be designed to support the live load set forth in Section R4403.5.1 or a load of 100 pounds per foot (445 N) applied as a lfoot wide strip per- pendicular to, and at the center of, the span of the decking be- tween supports, whichever is more critical. SECTION R4403.6 HIGH -VELOCITY HURRICANE ZONES — ROOF DRAINAGE R4403.6.1 Roof drainage. Where parapets or curbs are con- structed above the level of the roof, provision shall be made to prevent rain water from accumulating on the roof in excess of that considered in the design, in the event the rain water drains, conductors or leaders become clogged. R4403.6.2 Where roofs are not designed in accordance with Section 84403.6.1, overflow drains or scuppers shall be placed to prevent an accumulation of more than 5 inches (927 mm) of water on any portion of the roof. In determining the load that could result should the primary drainage system be blocked, the loads caused by the depth of water (i.e., head) needed to cause the water to flow out the scuppers or secondary drainage system shall be included. R4403.6.3 Drains or scuppers installed to provide overflow drainage shall be not less in aggregate area than as shown in Figure R4403.6.3, but not less than 4 inches (102 mm) di- mension in any direction and shall be placed in parapets not less than 2 inches (51 mm) nor more than 4 inches (102 mm) above the low point of the finished roofing surface and shall be located as close as practical to required vertical leaders, conductors or downspouts. The roof area to be taken in the sizing of the scuppers is the horizontal projection, except that, where a building wall extends above the roof in such a manner as to drain into the area considered, the one-half of the area of the vertical wall shall be added to the horizontal projection. 28 p26 LU U1 24 U_ LU 22 J 20 0 18 O 16 14 0 12 0 10 0it 8 O 6 4 a 20 40 60 80 100 120 140 160 180 200 220 240 260 REQUIRED AREA OF OVERFLOW SCUPPER (SQUARE INCHES) FIGURE R4403.6.3 REQUIRED AREA OF OVERFLOW SCUPPERS R4403.6.4 All roofs shall be designed with sufficient slope or camber to assure adequate drainage after the long term deflec- tion from dead load, or shall be designed to support maximum loads including possible ponding of water caused by deflec- tion. R4403.6.5 Ponding loads. Roofs shall be designed to preclude instability from ponding loads. R4403.6.6 Each portion of a roof shall be designed to sustain the loads of all rainwater that could accumulate on it if the pri- mary drainage system for that portion is obstructed. Ponding instability shall be considered in this situation. If the overflow drainage provisions contain drain lines, such lines shall be in- dependent of any primary drain lines. SECTION R4403.7 HIGH -VELOCITY HURRICANE ZONES — SPECIAL LOAD CONSIDERATIONS 84403.7.1 Floors. In the design of floors, consideration shall be given to the effect of known or probable concentration of 44.26 2010 FLORIDA BUILDING CODE — RESIDENTIAL Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: f -C Structural Critique Sheet 'Y -e- S" 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 %7hores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: C 13 -- 1 6/2�f3 Structural Critique Sheet r. , Page 1 of 1 L l; AS rr l N -01 C A '7C L.1 I fl) L) au 9J� ro 70 y s - �1V Iy-/ (' L a F I ry/- C1 ,1r- N -3 il br a � �%- e- -,�f ��a-4 C4 -(If �stir✓ �� si`1.y1 ("�IV '� -�1 �J%y'� f7 C, "� Bi� �Z�� T�v �'y'— " C 36� ►�CA, bo l!y avL S • 0 Oq,- 'fkg- ce As- it�-v, Q. JEL exn tr--� V"J- `tea. AF --t . ,- 4 " STOPPED REVIEW AecF 24 Zi ' 2 3 —J� Plan review is not complete, when all Items above are corrected, we will do a complete plan review. o 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 E -Codes Page 1 of 7 Florida - State - [ 2010 Florida Building Code: Energy Conservation (First Printing) J Appendix C - Forms ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX' = The lower the Energy Performance index, the more efficient the home. - - ------ -- ddl - -- - lit — ---- ----- --- - - L Single family or Multiple &Uft a.Sopplydam. R® 3. Number of ate. (lt muk"ImSy) b. Remo duets Ri 4. Number of bedrooms l.. Coaling syateas Capacity: & h drys a wore am? (yes or me) s Split opstem SF.LR: 6. Conditioned floor arra sq. R. b. single perlmge SEER: 7. Glias type & area e. Croantwater saw COP: a. Ill -F seq. fL d. Room: ®it EER: (Oraiugleordoable Defan) sq.k e.tT:4C EER: b. SKGC"'` sq. ft. L 0*41riven COP: (Or clear or that Default) sq. R l3. Readag System Capark & Floor types, twnathm level a. Split system beat pump 111m; a. Slab -on -trade, We brgtation Rt - b. a pale brat pump ASFF: �•• b. Wood, r$wd Ra e. Electric re"ame COP. C. C62erV6% roiled d. Gas furnace, munral Ss AM: 9. wan types, famiation level e. Cas lineae LPC AFUR: Elturbr L Gawdrivo batt ptmgs Rem. EFF- i a. wood frame K_ 29. Wow hiea ft qdems b. Metall &ame R„ a. Ekdrie resistance Ef': e. Concrete Mede b. Gas tired, pato at gs EF d. Log Ra e. Cas fired, LPC ER d. Solar System with tank EF: Adjacent e. Dedicated hat pimp with tank EPt a. Woad frame R- E Heat recovery unit ReatReC/s b. Metal frame R_ F OdW. e. Comae bloef IS. mtSytmbwdto Pleoiy) i d. Log RW a. Ceiling fm e.Other R- b. Croat ventilation 1% Ceiling typcs.Insulation levet e. Whale Meuse Out a. Vader atde R_ d. Maldtoaaeecaft er+edli L Illagle any R- e. Muldnoe ha dog Credit C. Mee Walt ht walla R- C Programnsable tkermmftt d. Radiata @utter tomeed Ra 'NOTE: This is not a Building Energy Rating. ff your index is below 70, your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Building Energy Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the Energy Gauge web site at www.eaergygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code, contact the Florida Building Commision s support staff. "Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Energy Efficiency Code 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: Date: Address of New Home: City/FL Zip: M) ANS WAES , EL M ttp://ecodes.cyberregs.com/egi-exe/cpage.dll?pg=nbdrx&rp=/indx/ST/fl/st/b1500v10/st fl... 4/23/2013 E -Codes FORM 40OD-2010 DESUPERHEATER, HEAT RECOVERY UNIT (HRU) WATER HEATER EFFICIENCY CERTIFICATION TESTS CONDUCTED IN ACCORDANCE WITH AHRI STANDARD 470 Laboratory: Date of Test Report Approved By: Report No: _ Mamrfacturen Model Recommended for use with refrigeration system capacities of Design Pressure: Wa side etr[geran Test results at Standard Conditions: Test refrigerant designation: Tested at system capacity: Tons Total system hot gas superheat: Byu/h Total useful twat exchange elle _ Muth Water pump input: Watts NET SUPERHEAT RECOVERY side I psig . pslg Page 2 of 7 FLORIDA BUILDING CODE, ENERGY CONSERVATION FORM Residential Building Thermal ALL CLIMATE 402-2010 Envelope Approach ZONES Scope: Compliance with Section 402 of the Florida Building Code, Energy Conservation, shall be demonstrated by the use of Form 402 for single -and multiple -family residences of three stories or less In height, additions to existing residential buildings, renovations to existing residential buildings, new heating, cooling, and water heating systems In existing buildings, as applicable. To comply, a building must meet or exceed all of the energy efficiency requirements on Table 402A and all applicable mandatory requirements summarized in Table 402B of this form. If a building does not comply with this method or Alternate Form 402, it may still comply under Section 405 of the Florida Building Code, Energ Conse. ion. Q71*i�wYht�/_AC f�.�C.Rati1tC PROJECT fit AOBUILDER: NAME: AND J 101 I S'C PERMITTING ADDRESS: M,Aml S FFICE: M lof'f^f Std OWNER: PERMIT JURISDICTION ICDA P0jLoS NO.: NO.. General Instructions: 1. New construction which incorporates any of the following features cannot comply using this method: glass areas in excess of 20 percent of conditioned floor area, electric resistance heat and air handlers located in attics. Additions S 600 sq.fL, renovations and equipment changeouts may comply by this method with exceptions given. Ad2. Fill in all the applicable spaces of the "To Be Installed" column on Table 402A with the information requested. All *To Be installed" -`ittp://ecodes.cyberregs.com/cgi-exe/cpage.dll?pg=nbdrx&rp=/indx/ST/fl/st/b1500v10/st fl... 4/23/2013 E -Codes Page 3 of 7 � t A values must be equal to or more efficient than the required levels. 3. Complete page 1 based on the "To Be Installed" column information. 4. Read the requirements of Table 402B and check each box to indicate your intent to comply with all applicable items. 5. Read, sign and date the "Prepared By" certification statement at the bottom of page 1. The owner or owner's agent must also sign and date the form. please Pthd CK I. New conshucdon, adddiany or existing buRcli g t. Anon) or — z ShgA-fW* detached oF muftWe4wanx atm L S, N¢LE PAM)t r — s ff muffiP O. of mub covered by>his wAnnemn 3. — a Is We a cont ewe? (yeshm) 4. 140— ta CandiSmsed Saw area (sq. R4 L U0 O - ----T-__ S. Glass, tAw and area: to SHM c.Glassasm T. Percentage ad glass to ffar area fl F6= type. see Qr perbneter, nod aisufa>iane L 90- rj& (R-oslm!) b. Waa Lnz[ d (R -value) c. Wcod.esana (R-vdue) d. C0nmAt laked Qt-vatae) e. C®oea k common (R -value) -A S. Waft Type, ares aril 6isu�- tL 1. y ansatf}oa R-valrte) 2 Wood frame 0=13leon R -value) 10. Ceff"bMm;=w%dirmdmdwL L UmW affic (fa obfi m R-valw) It SIR* Y (Imvluim R- A e) .� 11. Air dmtrbugm systern: Duet bm datlori, kxmdonQn L IDrcttaca [M fassiatfoa b. AHU iot�tkm C. Qa. let roped attached (<&U yW m) 12. Coofing syalm aI' W & Ef dancy 13. Heaft system: L The b. Effidiacy 14. HVAC sWrq cdodatkwL munched 1S. Hot Wato system: m Type tL Ettk7r I hereby certify that the plans and specifications covered by the calculation are Incompliance with the Florida Energy Code:, PREPARED Y: DATE: WI -1011.3 I h by cert) at th s bui[tc ig is in compliance with th Flo 'da E ergy Code: -' AG DATE: 13 TABLE Qm sq. % % flu. Ra D XJA rmft OL Rs sq.R. Bo. R a sq fL 8e- Ra SgAt. SmL Rssq. R. 2b-1. R s sq.tt 213-2. R a sq ft 100. Ra 30 SO. Z&O ICL Ra sq.FL 11a. R s 8 AKOG® 116. 6�- ttaTeat repeat atlarched? Yea 120.Type: 5PLl`rS)(S7Vat b)C 12b. SEEWEER:� 120.TypM C,(�IG RZ1& I 13b. HSFFIC0P/AFUE- 14. Qes He A tSs. Type: N Q ts6. EF: Review of plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed, this building will be inspected for compliance In accordance with Section 553.908, F.S. CODE OFFICIAL: DATE: BUILDING COMPONENT PERFORMANCE CRITERIA'! INSTALLED VALUES: U -Factor < 0.65 ktfn://ecodes.cyberregs-coni/cgi-exe/cpage.dll?pg=nbdrx&rp=/indx/ST/fl/st/bl500v10/st fl... 4/23/2013 Air System Sizing Summary for AHU-1 Projecr,Name: ANDREOPOULOS RESIDENCE 04/17/2013 ' Prepared by: Delta G 02:11PM Air System Information Air System Name ........... ................ - ........-------- AHU-1 Number of zones ............. ................. .................... ............. 1 Equipment Class .................................................. SPLT AHU Floor Area ------------------................................................. --..... 458.0 ft' Air System Type ............... ........................................... . SZCAV Location ..---......----............................. Fort Lauderdale, Florida sing Calculation Information Zone and Space Sizing Method: Zone CFM _........................... Sum of space airflow rates Calculation Months .................................................... Jan to Dec Space CFM ........................ Individual peak space loads Sizing Data ..-..-................. ..................... .................... ... Calculated Central Cooling Coil Sizing Data Total coil load---------------------------------------------------------------------1.2 Total 10 Tons Load occurs at .--------•----•--------------.......-........-.-.............. Aug 1400 ftA V i o °F coil Sensible coil load ---------------................................... .------.. 11.4 MBH vs Entering DB / WB ................... ------------------------------ 75-1165.1 °F Coil CFM at Aug 1400 ------------------------------------------------ ....... 599 CFM Leaving DB / WB ........... -............................ ............ 57.5 / 57.0 °F Maxblock CFM --------------- -------------...... ............ 599 CFM Coil ADP ........... ............... .......... -.............................................. 56.5 °F Sum of peak zone CFM ................................................ 599 CFM Bypass Factor .------................... ................. -•.......................... 0.050 Sensible heat ratio ----------------•----- ----.................. 0.777 Resulting RH..-------------------------------------------------....-......--•---••--...... 59 % ft2rron---------------------------...-------------- ............. --- 374.9 Design supply temp. ........ ........................................... .....----- 55.0 °F BTU/(hr-ftj -...................... -- ...................-------- 32.0 Zone T -stat Check ..... _...._................................................. 1 of 1 OK Water flow @ 10.0 °F rise ................................................ NIA Max zone temperature deviation .......................................... 0.0 °F Central Heating Coil Sizing Data Maxcoil load .......................... ...................... ........................... 3.1 MBH Load occurs at ..................... ............................................. Des Htg Coil CFM at Des Htg............................. .................. ........... 599 CFM BTU/(hr-ft-) ............... ....... -......................... ................. ......... .. 6.8 Max coil CFM ---------------------------•---...--- --• •------------ ....... 599 CFM Ent. DB / Lvg DB ............•-----..................................... 69.8 / 74.7 °F Water flow @ 20.0 °F drop ............................. ........ WA Supply Fan Sizing Data Actual max CFM ........................................ .................. ...599 CFM Fan motor BHP ................................ -••---.....-._......................... 0.06 BHP StandardCFM .......... ........................... ----................. ....... - .599 CFM Fan motor kW . ................... —.................. .................................. 0.04 kW Actual max CFM/ft2------•------------------------------------------ ---------1.31 CFM/ft2 Fan static ............. ................................... .......---------•--------•-•------ 0.50 In wg Outdoor Ventilation Air Data Design airflow CFM .......................... .------ --•-----• ----- -- -..... 0 CFM CFM! person ------------------------------ ---- .....----------- ..................................... 0.00 CFM/person CFM/ft2.............. ................................................................. 0.00 CFM/ft2 1 3 +y Analysis Program v.4.4 Page 1 of 1 Zone Sizing Summary for AHU-1 Project•Name: ANDREOPOULOS RESIDENCE 04/17/2013 Prepared by: Delta G 02:11PM Air System Information Air System Name ............ ....... ____ ................. ........... AHU-1 Equipment Class ..... -............. ............................... SPLT AHU AirSystem Type........................................................... SZCAV Sizing Calculation Information Zone and Space Sizing Method: Zone CFM ............................. Sum of space airflow rates -Space CFM ...................... individual peak space loads Zone Sizing Data Number of zones............................................................................1 Floor Area .................... -...................... _............. --------- 458.0 ft' Location - .............................._..... __ Fort Lauderdale, Florida Calculation Months .... Sizing Data ................... Jan to Dec Calculated Zone Terminal Sizing Data Space Loads and Airflows No Zone Terminal Sizing Data required for this system. Maximum Design Minimum Time Maximum - Zone Zone Name'/ Sensibleof Cooling Air "Air of Heating Floor Space NameMust (MBH} Load Sensible Flow Flow Peak Load Area Zone Zone Name (MBH) (CFM) (CFM) Load (MBH) (W) CFM1W Aug 1600 178 Zone 1 11.9 599 599 Oct 1400 3.3 458.0 1.31 3801 Zone Terminal Sizing Data Space Loads and Airflows No Zone Terminal Sizing Data required for this system. Am. .uly Analysis Program v.4.4 Page 1 of 1 Cooling Time Air Heating Floor Zone Name'/ Sensibleof Flow Load Area Space Space NameMust (MBH} Load (CFM) .. (MBH) (ft'} CFM/ft= Zone 1 MASTER BATH 1 3.6 Aug 1600 178 1.1 150.0 1.18 MASTER SUITE 1 7.81 Oct 14001 3801 2.0 200.0 1.90 WALKIN CLOSET 1 1 0.51 Jul 1600 251 0.2 60.0 0.42 WALKIN CLOSET 2 11 0.31 Jul 13001 161 0.1 48.0 0.34 Am. .uly Analysis Program v.4.4 Page 1 of 1 Miami Shores Village 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 THE FLORIDA BUILDING CODE I (We) have been retained by Fo&* M. Andreopouios to perforin special inspector services under the Florida Building Code at the Ancimpoulos Residence project on the below listed structures as of 02113/2014 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ❑ 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 (R4409.6.17.2.4.2) X SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) ❑ 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 following individual(s) employed by this firm or me are authorized representatives to perform inspection 1. Marcus Untermger 2 Ricardo Madr¢ 3. Z *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or Gc ensure to perforin 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 jud #fps of the project outlined above meet the intent of the Florida Building Code and are in substantial a plans. Signed EN3' n 00 Engineer/Architect • .� . _ '�.... k 9 & Name m— urf rweg- J I p a8T TE OF W DATE: obi . W '., S ••......••' '0 �` Created on 6/1t)!7(i'ONALcE1�*%% (PW Address 3440 NE 121h Ave, oeldand Park FL 33334 Phone No. 954-3244730 MUEngineers, Inc. 3440 NE 12111 Avenue Oakland Park, FL 33334 Phone: (954) 324-4730 CA#: 29348 www.muengineers.com February 14, 2014 Prepared For: Prepared By: ngineers, Inc. MUE PN: MUE12072303 Structural Calculations for Wind Column Andreopoulos Residence 118 NW 101st Street Miami Shores, FL 33150 ngineers, Inc 3440 NE 12th Avenue Oakland Park, FL 33334 Phone: (954) 324-4730 Fax: (954) 653-4170 www.iVlUEngineers.com License No. 29348 THOROUGH, DETAILED AND COST EFFICIENT ENGINEERING DELIVERED IN A TIMELY MANNER ngineers, Inc Index Marcus Unterweger Florida P.E.#: 063860 2/14/201411:14 Project Information EniMcA.c. iW: Project Title : Andreopoulus Residence Description : Addition I.D. MUE13030701 Address : 118 NW 101 ST Street, Miami Shores, FL 33150 Project Leader : RM Phone : 954-324-4730 Fax : eMail : rmaddz@muengineers.cc Project Notes Concrete Column W concrete column= using Code References mie= INC. on each side to be conservative- detail indicates (1)#5 As=0.31 each face Calculations perACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-10 General Information fc : Concrete 28 day strength = 4.0 ksi E = = 3,605.0 ksi Density = 145.0 pcf 0.0 k -ft = 0.850 - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits Asrna A615 Berl used Min. Reinf. = 0.50% Max. Reinf. = 4.0 Load Combination : ASCE 7-10 Column Cross Section Column Dimensions :8.0in Square Column, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing :4 - #3 bars @ comers, Overall Column Height = 10.0 ft End Fixity Top & Bottom Pinned Brad condition for deflection (buckling) along columns: X X (width) axis: Fully brad against buckling along X -X Axis Y -Y (depth) ads: Fully braced against buckling along Y -Y Axis Y A L_ 13.5.31 Applied Loads Entered loads are factored per load combinations specify by user. Column self weight included : 644.44 lbs * Dead Load Factor AXIAL LOADS ... roof load TA=(3.5+2)*4= 22 SF: Axial Load at 10.0 ft above base, D = 0.660, LR = 0.440 k BENDING LOADS ... wind load- comer zone 84 PSF for 20 SF, TW=4'-2': Lat. Uniform Load creating Mx x, W = 0.350 kilt DESIGN SUMMARY Load Combination +0.90D+W+0.90H Maximum SERVICE Load Reactions— Location . Location of max above base 9.933 ft Top along Y -Y 0.0 k Bottom along Y Y 0.0 k Maximum Stress Ratio 0.587: 1 Top along X X 1.750k' Bottom along X X 1.750 k Ratio = (Pu"2+Mu"2)^.5 / (PhiPn"2+PhiMn112)".5 Pu = 1.174 k cp *Pn = 1,990k Mu -x = 4.375 k -ft 9 * Mn -x = -7,519k-ft Mu -y = 0.0 k -ft (P * Mn -y = 0.0 k -ft Mu Angle = 0.0 deg Mu at Angle = 4.375 k -ft "n at Angle = 7.455 k -ft Pn & Mn values located at Pu Mu vector intersection w1f► capaaty crave Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity 242.504 k Pnmin : Nominal Min. Tension Axial Capacity -26.40 k N Pn, max: Usable Compressive Axial Capacity 126.102 k cp Pn, din: Usable Tension Axial Capacity -17.160 k Maximum SERVICE Load Deflections ... Along Y -Y 0.06469 in at 5.034 ft above base for load combination : W Only Along X -X 0.0 in at 0.0 ft above base for load combination General Section Information. y, = 0.650 (3 =0.850 Q = 0.80 p : % Reinforcing 0.6875 % Rebar °7o Ok Reinforcing Area 0.440 in"2 Concrete Area 64.0 in"2 q Concrete Column Description: 8x8 concrete column= using (2)#; As=0.22 on each side to Load Combination Results Goveming Factored Load Conbination +1.40D+1.60H - - +1.20 D+0.50 L r+1.60L+1.60 H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60 +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.208+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Moment Source Dist. from Axial Load k X -X Y Y i base ft Pu cp ' Pn H 9.93 1.83 126.10 Lr Only 9.93 1.79 126.10 0.000 9.93 1.57 126.10 D+Lr 9.93 2.27 126.10 Actual 9.93 2.27 9.77 0.000 9.93 1.57 126.10 Actual 9.93 1.57 6.04 Actual 9.93 1.79 2.83 Actual 9.93 1.57 2.83 1.000 9.93 1.57 126.10 Actual 9.93 1.17 1.99 9.93 1.17 126.10 Bending Analysis k -ft ^ Utilizafjon? S x Sx. Mux S y Sy * Wy Alpha (deg) S Mu qp Mn Ratio Maximum Reactions - Unfactored Note: Only non zero reactions are listed. Reaction along X X Axis Reaction along Y Y Axis Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k 0.000 1.304 k Lr Only 0.014 It 0.440 k 0.000 1.750 1.750 k k 0.014 D+Lr k 0.000 1.744 k D+W 0.012 k 1.304 k 0.000 1.750 1.750 k k 0.018 1.000 2.19 0.000 2.19 9.02 0.242 0.000 ft 0.000 0.000 it 0.012 1.000 2.19 0.000 2.19 8.30 0.264 1.000 4.37 0.000 4.37 7.65 0.572 1.000 4.37 0.000 4.37 7.65 0.572 0.000 0.012 1.000 4.37 0.000 4.37 7.45 0.587 0.000 0.009 Maximum Reactions - Unfactored Note: Only non zero reactions are listed. Reaction along X X Axis Reaction along Y Y Axis Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 1.304 k Lr Only k It 0.440 k W Only 1.750 1.750 k k k D+Lr k k 1.744 k D+W 1.750 1.750 k k 1.304 k D+Lr+W 1.750 1.750 k k 1.744 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X X Deflection Distance i Max. Y Y Deflection Distance D Only 0.0000 in 0.000 it 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 it 0.000 in 0.000 It W Only 0.0000 in 0.000 it 0.065 in 5.034 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 it D+W 0.0000 in 0.000 ft 0.065 in 5.034 it D+Lr+W 0.0000 in 0.000 It 0.065 in 5.034 it Sketches ---T---] i Interaction Diagrams ' WE -y L®ds lI d d Linking ekrgX-XAds Imkn®ebng Y -Y W y 5 Concrete Column 8x8 concrete column= using Fde = on each side to be conservative- detail indicates (1)#5 As=0.31 each face Concrete Column P -M Interaction Diagram O Lm C b a r, 000•IBOH. Aipiea O.00ep, (1 B9,0ooj Concrete Column P -M Interaction Diagram 175.0 Phi' Mn @ Alpha (k -ft) 1 1 1 1 O LOMCmd ••1 ]ODJ•16Wrv0501.at 031, AV„ OOEo9,(1.21.0001 1 Concrete Column P -M Interaction Diagram 175.0 Phi' Mn @ Alpha (k -ft) 175.0 157.5 140.0 122.5 105.0 87.5 70.0 52.5 35.0 17.5 O L 1 . a•1.20D•Ob0.ni M- 1.W All- 00ft (1.79. Q0% Concrete Column P -M Interaction Diagram Phi' Mn @ Alpha (k -ft) O Loral Co--1Xld,bOLr•ObWN•1 M. AIp 00de (227.219) Concrete Column File 'mer `'reg'e�e�'des" `�,°e `an °'°us ,�t303D701-m B ERMC, INC. 1902013,Build-6.13MI 1° 0 1° DesWpffw : 8x8 concrete column= using (2)#3 As=0.22 on each side to be conservative detail indicates (1A5 As= -0.31 each face Concrete Column P -M Interaction Diagram Concrete Column P -M interaction Diagram 175A Phi ° Mn @ Alpha (k -ft) 175.0 Phi • Mn @ Alpha (k -ft) 1 ^ Loea CYmG =.120D.1.WS.05RY+1 X91. OMS Hft 0",219) V Concrete Column P -M Interaction Diagram O Loa9 Comb=+110D03N.•0105+E169H, Plphe. 00de9, I1S7,000) 157.5 140.0 122.5- 105.0- 22.5 105.087.5 87.5 \ a 70.0 1 52.5. 35.0 = ,. 17.5 /. .1 O Loral Comb. +1 ND+ObOLnO.%tL.WN.00H, A4*m 0.04°9. (1.79.437) Concrete Column P -M Interaction Diagram 175.0 Phi ` Mn @ Alpha (k -ft) O Lbo4C-m r093C+W+09 . Ah— 0, 9 9, (1.17.4371 r >: t �-.0 ' .f. t e 1're�rit�r Treat�t}Mg. xp1nite A} (As'requir d by k5loridawld�( L 4t -, ot Krypkk rt r 7 Zeialea , F1. 33 16 2Y5 s r h Q y.....�.,,D � ode�+�ya�rd (95.)...77. 3S �,�5y/h! 'ia L t la ( ..,.. .ww ..,..... i µ"T., 9., '•, .... t Iri;, ...s. .,....., ...I: it } f {}'�_Ir MI . . _„A�ddr�ss Tr��t'��w1b. -XTgat�pntf� [. I d 051,29/14 ,ti RA '�.I2ODRIQiJF t(� t Datee h/ r "7? CYPER TC��RZ a .-LO;. WZ . ( �•.� -�- - .. ,:...._,..._ ry ! 4 S Y.i, 1 „'y �„ t: 't a �HUI' ' •` . in. Productuse�liielsc iae�e(ilxSt�� k�3 li +s Applied t �fttib��F r' -Y -,t. U7 7 4 '�L '11 y. U`hl .'t t'3 .�. ;...�.•` ,(:"�,":,f�k� I � :< :lX �r?r i1,�11 S1f�N Percent ConeQn treaet d q.�t? I t ;IFtu �_ L}neariFe t17�tt� `' `i!' `i ii�4'"' f (l{ f��t'ilH`,'�"i_•4n1,y',',;tri:'7 TS=4 ... 4 i. al 15;':I '{rf I„,'a ��s. ;� '11.. f �Srt. r>x r y ,. aJrl' S'✓NYFa . ,/,".'-�t,.i j�: �! '{j�7 h +.? � ARM, 'rm':.3� ` �.LLV • l7 _. ,.... >1 f L �, � 4 t'j l,�.JJfj is r 5 is ., to of T eA --._..r.._...»_.. $ ge:. r tixi nl° onzontaj Vertical Ae oiriur S }4t of T�istu bedArea} '; �„ .' �� }'. � `•� r' tf ; c>t�, las � � � v � r a � '} } ' � � � '`�>. x4. 'f ✓ l a� � � ?k�'' As per'104.2.&1cz *ceztcal barrier mei�dfxr� be prevention is, ed, final extc ti*jment shall be , :.,,... , i� Completed pnoz t14 _. •� r rtt,n • � Ii �! r If this notice is for the �� e �ri�� 1�t�i� 1iC; initial ,and date, s luieY}t, p i .. "y r 4' FF .. ..._. .. '.... ....,.....,,E g era �.r Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-214526 Permit Number: RC -5-13-1170 Scheduled Inspection Date: June 20, 2014 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Window Door Attachment Owner: ANDREOPOULOS, FOTIOS Work Classification: Alteration Job Address: 118 NW 101 Street Miami Shores, FL Phone Number (305)301-7828 Parcel Number 1131010220200 Project: <NONE> Contractor: EJD CONSTRUCTION CONSTRACTORS & INVESTMENT CO Phone: (305)433-4843 tiul comments MASTER SUITE ADDITION AND KITCHEN REMODEL - ------ __......_.._ INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-192198. No windows/ door NOA 4& 77ae- Failed Correction ❑ Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. June 19, 2014 For Inspections please call: (305)762-4949 Page 15 of 20 MUEngineers, Inc. 3440 NE 12u' Avenue Oakland Park, FL 33334 Phone: (954)324-4730 CA#:29348 www.muengineers.com June 19, 2014 Miami Shores Village Building Department 10050 NE 2"d Avenue Miami Shores, Florida 33138 Via E -Mail: Reference Project Name: Project Address: MUE PN: To Whom It May Concern, =ngineers., Inc. Andreopoulos Residence 118 NE 101St Street, Miami Shores, FL 33150 MUE13030701 This letter's intent is the verify that is shall be acceptable to connect the top 2x4 door buck to a 2x8 pressure threaded member with %" screws at 6" C/C. The 2x8 pressure threaded wood member shall be connected to the bottom of a concrete tie -beam with Y" x 4" tapcons at 6" C/C and 3" from each end. We appreciate this opportunity to be of service to you. If you require any additional information, please feel free to contact us at your convenience. 11 Marcus UntIrweger, P.E., S.I., President tJ111111111I •.•�..0E .•••`9 1 !• C N'FG'�•• . te` . * • 6 60 40 o • w �p ' ATE p• O OR 10"19 °+teeeete Marcus Unterweger Florida P.E.#: 063860 6/19/201413:52 THOROUGH, DETAILED AND COST EFFICIENT ENGINEERING DELIVERED IN A TIMELY MANNER Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 4v BML 'NG Master Permit No. AR It 201 FBC 20 PERMIT APPLICATION Sub Permit No.`�, I- %I/ BUILDING M ELECTRIC ❑ ROOFING ❑ REVISION EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLICWORKS [—]CHANGE CONTRACTOR ❑ CANCELLATION R_—" DRAWINGS JOB ADDRESS: / / 2 �) "/ 10 f S r City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): &-F 'Wr?C`-e ^,>' n f ° S Phone#: Address: 8q,"7 C� City: State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: E Phone#: 3�75 -3 CA L%7 Address: )&v /u L. J Lf 5-._ � ® �e P City: d1/ rU� /0",tb State: j Zip: Qualifier Name: E r r c SCrP [ kP(e-);-jzy Phone#: State Certification or Registration #: C G C I q ) 5!To Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Add City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: ao Submittal Fee $ Scanning Fee $ Permit Fee $ CCF $ CO/CC $ Radon Fee $ DBPR $ Bond Notary $ Training/Education Fee $ Double Fee $ Structural Review $ 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 estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. �,,w „ Signature Signature "ngeent >�`� Contractor The foregoi. instru9 ent was knowledged before me thi The foregoin i strument was acknowledged before me this =is 20 day of 20 (� personally known to me or who has produced` who issonally known to Ma44ho has produced identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: �` uunuurr�� ver,? 0 Sign: Sign: 6 Prin Print: Mypt sion Expires: My Commission Expires:, `��Ss�4�9: • �` ® c APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014)(Revised 5/2/2012)(Revised 3/12/2012) )(Revised 06/10/2009)(Revised 3/15/09)(Revised 7/10/2007) Air System Sizing Summary for AHU-1 Prdject Name: ANDREOPOULOS RESIDENCE 04/17/2013 Prepared by: Delta G 02:11 PM Air System Information AirSystem Name _...----------------------------------------------_AHU-1 Number of zones . ............. ------........................... - ----------1 Equipment Class ................................................... SPILT AHU Floor Area ........ .................. -------........................ ..................... 458.0 ft' Air System Type.......................................................... SZCAV Location ............... ...-............ ............ Fort Lauderdale, Florida Sizing Calculation Information Zone and Space Sizing Method: Zone CFM.-.--,., .......... __ Sum of space airflow rates Calculation Months ....................................................Jan to Dec., Space CFM ........................ Individual peak space loads Sizing Data . ............... ........................... ........................ Calculated Central Cooling Coil Sizing Data Totalcoil load----------------------•--•-..................................................... - -..1.2 Tons Load occurs at ...... -............................................. Aug 1400 Total coil load ..... _._.... -.................. ......................... ----------14.7 MBH OA DB / WB ---------- ------------ --................................ 90.7 / 76.9 °F Sensible coil load.-•----------------•-------................................... 11.4 MBH Entering DB / WB ._......... ----------- .---------------..75.1 165.1 "F Coil CFM at Aug 1400 ........................................ -----------599 CFM Leaving DB / WB -----•-•--•----•-•-----------......................... 57.5 / 57.0 °F Max block CFM --- ......... -................................... ........ --------- 599 CFM Coil ADP .......... ........................................................................... 56.5 OF Sum of peak zone CFM ............. .................. -------------._ 599 CFM Bypass Factor --------••---- ---- —--------- --................................ --... 0.050 Sensible heat ratio ......................... -......................... 0.777 Resulting RH---------•-----.......--- ----------------- ............ -----.................. 59 % ft'/Ton------- ----------------------------........................ --------------------- 374.9 Design supply temp. -------- ................................ ....................... 55.0 °F BTU/(hr-ft') ............ .....--•......................................•------------ 32.0 Zone T -stat Check ---•---------------•- ................................ ......... 1 of 1 OK Water flow @ 10.0 °F rise ................................................ WA Max zone temperature deviation .......................................... 0.0 °F Central Heating Coil Sizing Data Maxcoil load --------------------------------•--------------------- --------------• --- 3.1 MBH Load occurs at..--------....--------------------------------------------------- Des Htg Coil CFM at Des Htg------------------------------------------------- •. ----..599 CFM BTU/(hr-ft').......................... _.............................. ......................... 6.8 Max coil CFM ----- _........... -........................... ----------- 599 CFM Ent. DB / Lvg DB ---------------- ................................... ...... 69.8 / 74.7 'F Water flow @ 20.0 °F drop ....... ........................................ WA Supply Fan Sizing Data Actual max CFM-----------...................------------------------------..._ 599 CFM Fan motor BHP .................... -------- ___ ........... - ............. 0.06 BHP Standard CFM ........ -.......................................... -------- ---------599 CFM Fan motor kW ........ ---------- ----------- ............................................ 0.04 kW Actual max CFMift'.............................................. --.._.........1.31 CFM/ft' Fan static ---------- -........... .................... ............................ ............ 0.50 in wg Outdoor Ventilation Air Data Design airflow CFM ----------------- ................................................ 0 CFM CFM/person..........------------•---.................. ......................... 0.00 CFM/person CFM/ft' -----------------................................................... 0.00 CFM/ft' CITY MAY 2 13 COPY d fdr a� �. I T PC 13 1140 Hourly Analysis Program v.4.4 Page 1 of 1 Zone Sizing Summary for AHU-1 Prbject Name: ANDREOPOULOS RESIDENCE 04/17/2013 Prepared by: Delta G 02:11PM Air System Information Air System Name .. - .......... ......................... ..... --...... AHU-1 Equipment Class ...- .............................................. SPLT 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 Zone Sizing Data Numberof zones ..................... ...................................... ....... -..1 FloorArea --------------------------------- ---------------- ----_----------... ..... 458.0 ft' Location ............................................ Fort Lauderdale, Florida Calculation Months Sizing Data .............. Jan to Dec Calculated Zone Terminal Sizing Data Space Loads and Airflows No Zone Terminal Sizing Data required for this system. Maximum Design Minimum Time Maximum Zone Floor Goofing Air Air. of `. Heating Floor Area Sensible Flow `, FFow Peak Load Area Zone Zone Name(MBH} (ft'j .:. (CFM) (CFM} Load (.MBH} (ft'j t:FMlft= Zone 1 11.9 599 599 Oct 1400 3.3 458.0 1.31 Zone Terminal Sizing Data Space Loads and Airflows No Zone Terminal Sizing Data required for this system. 11 Hourly Analysis Program v.4.4 Page 1 of 1 Goofing Time Air Heating Floor Zone Name f Sensible of FlowLoad Area Space Space Name Mutt. (MBH): Loed (CFM) .. (MBH) (ft'j .:. CFMlttz Zone 1 MASTER BATH 1 3.6 Aug 1600 178 1.1 150.0 1.18 MASTER SUITE 1 7.8 Oct 14001 3801 2.0 200.0 1.90 WALKIN CLOSET 1 1 0.5 Jul 16001 251 0.2 60.0 0.42 WALKIN CLOSET 2 1 11 0.3 Jul 13001 161 0.1 48.0 0.34 11 Hourly Analysis Program v.4.4 Page 1 of 1 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: OSTDS Existing Modification APPLICANT : (Fotios & Jessica Andreopoulos) PROPERTY ADDRESS: 118 NW 101 St Miami, FL 33150 LOT: 4 BLOCK: 3 SUBDIVISION: PROPERTY ID #: 11-3101-022-0200 PERMIT #:13 -SC -1504492 APPLICATION #: AP1125689 DATE PAID: FEE PAID: RECEIPT #• DOCUMENT #: PR926623 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,050 ] GALLONS / GPD Existinq Septic Tank (to remain) CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ D [ 375 ] SQUARE FEET SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [x] STANDARD [ ] FILLED C MOUND [ ] I CONFIGURATION: [x] TRENCH [ ] BED [ ] N F LOCATION OF BENCHMARK: F.F.E. 13.4 I ELEVATION OF PROPOSED SYSTEM SITE [ 28.80][ INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 58.80][ INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT L D FILL REQUIRED: [ 0.00] INCHES EXCAVATION REQUIRED: [ 30.00] INCHES 1. -Existing 1050 gal. septic tank, certified by "Day & Night on 11/1/13" to remain. O 2. -Install 375 sf of drainfield in trench configuration. T 3. -Perimeter of excavation area shall be at least 2 ft wider and longer than the proposed absorption bed. 4. -Invert elevation of drainfield to be no less than 9.00' NGVD. H 5. -Bottom of drainfield elevation to be no less than 8.50' NGVD. E 6. -Water line within 10 ft of septic system to be Sch 40 PVC or sleeved in accordance with FAC Ch 64E -6.005(2)(b). R (Comments Continued n Age 2.) SPECIFICATIONS BY: APPROVED BY: TITLE: TITLE: Engineering Specialist II DATE ISSUED: 01/10/2014EXPIRATION DATE: alt DH 4016, 08/09 (Obsoletes all r EdBy}gM) hV#gilgt 50e�rfOrm a ffi burin adjacent to the drainfield excavatien at t`+He a of Lina Incorporated: 64E-6.003, FAC i the FDOH inspector shall V ins ction. Prior to Flna �Pls®�� sss 141 witness the soil boring and compare the results to the oi� site evaluation submitted. A reinspection fee will be assessed if the contractor is not at the jobsite at the arranged time. Dade CHD 07/10/2015 Page 1 of 3 DOCUMENT #: PR926623 system is sized for 3 bedrooms with a maximum occupancy of 6 persons (2 per bedroom), for a total estimated flow of gpd. NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN # A02, Tallahassee, Florida 32399-1703. The Agency Clerk's facsimile number is 850-410-1448. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. STATE OF FLORIDA APPLICATION # AP1125689 DEPARTMENT OF HEALTH PERMIT # 13 -SC -1504492 QNSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM DOCUMENT # SE916781 SITE EVALUATION AND SYSTEM SPECIFICATION APPLICANT: Fotios & Jessice Andreopoulos CONTRACTOR / AGENT: Day & Night LOT: 4 BLOCK: 3 SUBDIVISION: ID#:11-3101-022-0200 TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEERS MUSS PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: EX ]YES [ ]NO NET USABLE AREA AVAILABLE: 0.18 ACRES TOTAL ESTIMATED SEWAGE FLOW: 300 GALLONS PER DAY [ RESIDENCES -TABLET / OTHER -TABLE 2 ] AUTHORIZED SEWAGE FLOW: 450.01 GALLONS PER DAY [ 1500 GPD/ACRE OR 2500 GPD/ACRE ] UNOBSTRUCTED AREA AVAILABLE: 600.00 SOFT UNOBSTRUCTED AREA REQUIRED: 563.00 SOFT BENCHMARK/REFERENCE POINT LOCATION: F.F.E. 13.4 ELEVATION OF PROPOSED SYSTEM SITE 28.80 [ INCHES / FT ] [ ABOVE / BELOW ] BENCHMARK/REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES SURFACE WATER: N/A FT DITCHES/SWALES: N/A FT NORMALLY WET: [ ]YES [X]NO WELLS: PUBLIC: N/A FT LIMITED USE: N/A FT PRIVATE: N/A FT NON -POTABLE: N/A FT BUILDING FOUNDATIONS: 6 FT PROPERTY LINES: 5 FT POTABLE WATER LINES: 10 FT SITE SUBJECT TO FREQUENT FLOODING? [ ]YES [X]NO 10 YEAR FLOODING? [ ]YES [X]NO] 10 YEAR FLOOD ELEVATION FOR SITE: 4.00 FT[ MSL / NGVD ] SITE ELEVATION: 11.00 FT [ MSL /NGVD SOIL PROFILE INFORMATION SITE 1 SOIL PROFILE INFORMATION SITE 2 USDA SOIL SERIES: Urban land Munsell #/Color Texture Depth 10YR 5/1 Sand 0 TO 15 10YR 6/2 Sand 15 To 72 USDA SOIL SERIES: Urban land Munsell #/Color Texture Depth 10YR 5/1 Sand 0 To 12 10YR 6/2 Sand 12 To 72 OBSERVED WATER TABLE: INCHES I ABOVE /BELOW ] EXISTING GRADE TYPE: ESTIMATED WET SEASON WATER TABLE ELEVATION: 84 INCHES [ ABOVE /F3ELOW ] HIGH WATER TABLE VEGETATION: [ ]YES [X]NO MOTTLING: [ ]YES [X]NO PERCHED / APPARENT ] EXISTING GRADE DEPTH: INCHES SOIL TEXTURE/LOADING RATE FOR SYSTEM SIZING: Sand/0.80 DEPTH OF EXCAVATION: DRAINFIELD CONFIGURATION: [X ] TRENCH I ] BED [ ] OTHER (SPECIFY) - REMARKS/ADDITIONAL CRITERIA 30 INCHES SITE EVALUATED BY: DATE: 11/06/2013 (Taft) DH 4015, 08/09 (Obsoletes previous editions which may not be used) Incorporated: 64E-6.001, FAC Page 3 of 4 AP112SU9 EID1504492 v 1.0.2 if. --1 Air System Sizing Summary for AHU-1 Project Name: ANDREOPOULOS RESIDENCE 04/17/2013 Prepared by: Delta G 02:11 PM Air System Information AirSystem Name ................. ......... .......................... .. AHUA CFM Number of zones .................................. - .............---..... ._......... 1 Standard CFM ----------------------------------------------- ------------------- Equipment Class ........... -............ ----..........-------- ---- SPLT AHU Fan motor kW .................................. Floor Area ----------------------•--- -------- ---------- ........ --------•------------- 458.0 ft' Air System Type........................................................... SZCAV Fan static ...................................................... Location -------........---••............ ........... Fort Lauderdale, Florida in wg Sizing Calculation Information Zone and Space Sizing Method: 0 CFM CFM/person................ --- -------------- ................................... 0.00 CFM/person Zone CFM _.......................... Sum of space airflow rates 0.00 Calculation Months ................ ......_...................... .......Jan to Dec Space CFM ........................ Individual peak space loads Sizing Data .................................. --- .......................... Calculated Central Cooling Coil Sizing Data Total coil load ............ ...................... ..... -- ............. ......._....1.2 Tons Load occurs at ................................ .......................... Aug 1400 Total coil load .......... --- ....................................... -----------14.7 MBH OA DB / WB ----------.................-- ------................... 90.7/76.9 °F Sensible call load..--------.................................................... 11.4 MBH Entering DB / WB ................... -.................................... 75.1 / 65.1 °F Coil CFM at Aug 1400 ..... --.......................................... •--- 599 CFM Leaving DB / WB ......................................................... 57.5 / 57.0 °F Maxblock CFM .......... ...------------ ------------------------•--•--- 599 CFM Coil ADP .................................. ................................................ 56.5 °F Sum of peak zone CFM., ...................----------• .---------------.. 599 CFM Bypass Factor ........................ ---------------------------------------------- 0.050 Sensible heat ratio ......--------•-•------------------------•---- - -- 0.777 Resulting RH.............................................. ........... ------------------------ 59 % ft'/Ton... .................. ........... -.................................. ....... 374.9 Design supply temp. ................. -.................. ................ .......... 55.0 °F BTU/(hr-ft') ........................ -............................. ..................... . 32.0 Zone T -stat Check ............................. .............................1 of 1 OK Water flow @ 10.0 °F rise ----------- .....-• ............................ NIA Max zone temperature deviation ..... .......................... 0.0 °F Central Heating Coil Sizing Data Max coil load ------------------ ---...................... ---------............-------- 3.1 MBH Load occurs at ................... ---------------------------------------------- Des Htg CoilCFM at Des Htg....................................... - ............. 599 CFM BTU/(hr-ft').......--------------...............-•-------------•----•---.............._.... 6.8 Maxcoil CFM ....................................................• ......................................... 599 CFM Ent. DB / Lvg DB ........................................ ................ .69.8174.7 °F Water flow @ 20.0 °F drop --------------------------------------------- WA Supply Fan Sizing Data Actual max CFM---------------------------------------------------•-••---•--------599 CFM Fan motor BHP ................................ -------------------------------...... 0.06 BHP Standard CFM ----------------------------------------------- ------------------- 599 CFM Fan motor kW .................................. --..................................... 0.04 kW ActualmaxCFM/ft'............................................................1.31 CFM/ft' Fan static ...................................................... ...................... - .._.0.50 in wg Outdoor Ventilation Air Data Design airflow CFM .......... ...................... ........--- ...._....--------- 0 CFM CFM/person................ --- -------------- ................................... 0.00 CFM/person CFM/ft'------........................................................ .............. 0.00 CFM/ft' C Hourly Analysis Program v.4.4 Page 1 of 1 { Zone Sizing Summary for AHU-1 " Prbject Name: ANDREOPOULOS RESIDENCE 04/17/2013 Prepared by: Delta G 02:11PM Air System Information Air System Name ------------ .................. ...........................AHU-1 Equipment Class ................................................... SPLT 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 Zone Sizing Data Number of zones ....................• -----.----..........---------.--•.--.---...............1 Floor Area -------------------- ........................ -.... ........................ .... . 458.0 f12 Location ............................................ Fort Lauderdale, Florida Calculation Months ....................................................Jan to Dec Sizing Data................................................................... Calculated Zone Terminal Sizing Data Space Loads and Airflows No Zone Terminal Sizing Data required for this system. Maximum Design. Minimum Time r Maximum Zone Floor Cooling Air Air of Heating Floor....' Load Area Sensible Flow Flow Peak Load Area Zone Zone Name (MBH) (CFM) (CFM) Load (MBH) (ft) GFMIW Zone 1 11.9 599 599 Oct 1400 3.3 458.0 1.31 Zone Terminal Sizing Data Space Loads and Airflows No Zone Terminal Sizing Data required for this system. Hourly Analysis Program v.4.4 Page 1 of 1 Coglfng Time Air Heating Floor Zone Name ,/Sensible of Flow, Load Area Space Space. Name Ault (MBH) Loatl (I:FM} (MBH) (ft2} CFMJft2 Zone T MASTER BATH 1 3.6 Aug 1600 178 1.1 150.0 1.18 MASTER SUITE 1 7.8 Oct 1400 380 2.0 200.0 1.90 WALKIN CLOSET 1 1 0.51 Jul 1600 25 0.2 60.0 0.42 WALKIN CLOSET 2 1 0.31 Jul 1300 16 0.1 48.0 0.34 Hourly Analysis Program v.4.4 Page 1 of 1 lei Building Depai FE� 12®'4 i (We) have been retain by to the Florida Building Code at the project on (date). I am a reggislered architect or professional engineer licensed in PROCESS IMLIMSERS: • SPECIAL INSPECTOR FOR PILING, FBC 18221.20 (R4404.6.1.20) L7 SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' IiiGH 2319.17.2.4.2 i • SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBG 21224 (R4407.5, • SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 221&2(R440&51). SPECIAL INSPECTOR FOR SOIL COMPACTiON, FBC 1820,3.1(R4404 4.3.1) Q SPECIAL INSPECTOR FOR PRECAST UNITS 8 ATTACHMENTS, FBC 1927.1 cr SPECIAL INSPECTOR FOR Arco Onlythetwiftdbaxw apply The following indhiidud(s) employed by this firm or the are authorized representalivi 9. 2. 3. 4. $Spedal Inspectors u authorized representatives shall insure the authorized repro lhcansure to perform the duties assigned by the Special Inspector. The qualifications sh engineer or architect, graduation from an engineering education program in civil or stra architectural educalion program; successful completion of the NCEES Fundamental Examlr adorn, or re&tta*m as building Inspector or genes contractor. 1 (vm) will notify Miami Shores Village Building Department of any oranges regarding auth services. 1, (we) understand thatz Wei Inspector inspection log for each building must be displal, for reference by the Miami Shores Wage Building Department Inspector. All mandatory' Burg Code, must be performed by the County. The Village building inspections must be brspeclions performed by the Special Inspector hired by the Owner are in addrtion to the n Department Further; urn completion of the work under each Building Permit I willsubmit inspection.the meted Inspection 1 form and a sealed statement IndliCafing that, t professional judgment those portion of the prc4ect outlined above meet the intent of substantial accordance with the approved plans. Signed and Sealed Engineer/Arch" VATE 0�d -1 + Created. on6/10/2009 F S%res� Florida 33138 Tei: (305) 796.2204 Fax: (306) 756.8972 shad inspector services under below IMW structures as of 17.2.4:2) isOntative,is qualm by kation or Wl i Include licensure as a professional lural e3lgl coming; graduation from an. I oried personnel Worming Inspection sections as required by the Florida est for on all mandatory inspections. iatory+ inspections performed by the :he Buffing inspector at the time of e bet of my knowledge, ;belief and Florida Br fig Code : and are in H&LAvook Rd Shores, Florida 33133 Tel. () 795.E Fax: (305) 7%8972 I (We) have been retained by to pmspedal inspector SWAG s under the Florida Budding Core. at the project on ithe below IMW structums as of (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS I~ UMBERS- • SPECIAL INSPECTOR FOR PILING, FBG 1822.1.20 (84404.6:1,20) D SPECIAL INSPECTOR FOR TRUSSES >36 LONG OR 6' HIGH 2319,97.24.2 (R4409.6.17.2A.2) ❑ SPECIAL. INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4(84407.5,4) • SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2948.2 (R4408.5.4. SPECIAL INSPECTOR FOR SOIL. COMPACTION, FBC 1$20.3.1(#14404 d 31) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS 8 ATTACHMENTS, FOC 182712(R4405.9.12) ❑ SPECIAL INSPECTOR FOR 111 e: Only the marked boxes apply. The fallowing individual(s) employed by this firm or me are authorized representatives to perform inspection 9. 2. 3. 4. *Special Inspectors ubT dng authorized representatives shall insure the authorized representative is qualified by education or censure to perform the duties assigned by Me Special inspector. The qualification shalllindude licensure as a professional engineer or architect graduation from an engineering education program in civil or strudlrrai +eq*nee ing} graduation from an'. amtdecturai education program; successful completion of the NCEES FundamentalExamindw, or registration as ling Inspector or genes wntractor. 1 (n) will notify Miami Shores Village Building Department of achy granges regarding autlurted personnel performing Inspection services. l; (ate) understand that a Sial Inspector inspection tog for east building must f displays a cxrtivrenient 1otton on fire site for reference by the Miami Shores Village Building Department Inspector. AD mandatory Irisoections„ as reqs by the Florida Building Code, must. be performed by the County. The Visage building inapeciions must be filed for on all mandatory inspections. inspections performed by the Spedaf Inspectorhired by the 'Owner are in addition to the mandatory inspections performed by the Department -Further, upon completion of the work under each Building Permit t will submit toithe Building Inspector at the time of inspectkm.the.compteted Inspection eg form and a sealed statement indicating' that, to the best of my knowledge, belief and Professional judgment Those P040M of the pplect outlined above meet the Intent of to Florida Building Code and are in substantial accordmW& the approved plans. Signed and Seated Engineer/Arch N��,� Z" � �� 3RACING FOR THREE PLANES OF ROOF :L ARRIOSTRE EN TRES PLANOS DE TECHO This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de ardostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Trento Es aciamiento del Arrlostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 ples 10 pies murno 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies miWmo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies m"mo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 ples m6dmo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingenlero para trusses de mas de 60 pies. ryf See SCSI -B2 for TCTLB options. �J Vea el SCSI -B2 para las opciones de TCTLB. \ Refer to BCSI-B6 `;;v3,• v, Summary Sheet Gable End Frame z $ u Bracing. Repeat diagonal braces. Vea el restimen Id i BCSI-B6 -Repita los ardostres del truss terminal ;h -h diagonales. de un techo a dos aquas. ff Set first five trusses with spacer pieces, then add diagonals. Repeat LTJ process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses erten Instalados. :) BOTTOM CHORD—CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. . 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. l) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web ` s Diagonal braces yrs r } every 10 trlus tl �e.¢ r�3'� aha u fr ��vr tri �, � spaces (20' max.) 10'-15 matt. z,, W same sparing``=m as bottom chord Some chord and web members not shown for clarity. lateral bracing //,,�� DIAGONAL BRACING IS VERY IMPORTANT r� iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ®Refer to SCSI -07 Maximum lateral brace spacing Surnimmy Sheet 10o.c. for 3x2 chords - Temporary and, 151 o.c. for 4x2 chords Diagonal braces Permanent Bradna 10' o11`' every 15 truss for Parallel Chord spaces (30' max.) Trusses for more Information. Vea at reWmen BCST---B7 - Andostre temporal v_ Permanente de The end diagonal trusses de cuerdas brace for cantilevered r . paralelas para mayor trusses must be placed Lateral brace informad6n. on vertical webs In line 2x4x12' length lapped with the.support over two trusses. INSTALLING - INSTALACION Tolerances for Out-of-Plane-.—Tolerancias para Fuera-de-Plano. Ir'JMax. Bow h Max eow Aef Mex. Bax Length –�► �--- Length a Tolerances for Out -of -Plumb. Tolerancias para I Fuera-de-Plomada. o o - I' 0/50 max Plumb bob D/50 D (ft.) 1/4° 1' 1/2° 2' 3/4° 3- 1° 4, 1-1/2° 6' 1-3/4° 7' 2° a8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Bow Lenggtth 3/4° 12.5' 7/8° 14.6' 1. 18.7' 1-1/8° 18.8' 11-1/4° 20.8' 1-3/8° 22.9' 1-1/2" 25.0' 144° 29.2' 2° z 33.3' ® Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda can la construcd6n haste que todos los ardostres Meterlel Haight (h) estdn colocedos en forma aproplada y segura. Gypsum Board 12° Do not exceed maximum stack heights. Refer to BCS AapheB Shingles 2 bunNea Summary Sheet - Construction Loading for more Information. Concrete Block a" No exceda las mexlmas alturas recomendadas. Vea el resumer SCSI -B4 Came de Con te cd6n para mayor informad6n. Do not overload small groups or single trusses. 10 No sobrecargue pequefios grupos o trusses individuales. fes( Place loads over as many trusses as possible,. IJ Coloque las cargas sobre Lantos trusses tomo sea posible. ®Position loads over load bearing walls, Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES ® Refer to BCSI B5 Summate Sheet Truss Damage ]obsite Modifications an Ln�Errors .Vea Erro. Vea el reai!men BCSI BS Dafios de trussesModificadones en la Obra y Errores de Instalad6n ®Do not cut, alter, or drill any structural member of a truss unless r t specifically permitted by the Truss Design Drawing. c' No torte, aitere o perfore ning6n miembro estrudural de los trusses, a mens que este; especIficamente perm8ido en el dibujo del disePio del truss. ® Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcd6n o had sido alterados sin ung autorizaddn Drevia del Fabricante de Trusses, pueden reducir o eliminar la garantfa del Fauss bricante de Thes. NOTar The Truss Marturactumr and Muss Designer mrattely on the fact that the Contractor and am opemtmr eppOmble) are ca- pable to undertake the work they have agreed to do on a partlailar project The rantraGarshould seek arry regtdmd asstdame regardlq construction pracf�r fmm a armpa�nt party. The methods end Vocedura Outlined are Intended to ensure that mnshucaon technkiueaenployed will put floor and roof busses Into plamSMY. There recommendations for handlin8, Installing mal bracing wood trusses am based upon the copecdm experience of leading technical Pmsmrwl In the wood truss Industry, but must, due to the nature of tesponslblat� D=W, be presented only as a GUIDE for Use by a Qualified Building Designer or ErectionAnstallation Ox tractor. It is not Intended that them rerecwmr tenons be Nterpreted as superior to any design speclNcatlon (provided by either an Architect Fn tecghw, the Bultding Designer, the EremonAnstaaatian Contractor or aguawlse) for handling, tnstallng and bracing wood trusses and it does not preclude the use doter egtMlerd methods for bhadng mid pmvidIq stability for the walls and columns as may be deerrmined by the true Eredkh(InsfaAaton Contractor. Tina, the Wood Truss round of America and the Muss Plate institute w pr�M &dabn arq msporelbuity for damages, &ftM fmm the us,', appVG3tior, or mlian a on the recmnmendetlons and inrotnmtion eontekRd herein. & 'J� WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE One WTCA Center • 6300 Enterprise Lane. Madison, Wr53719 583 D'Onofrlo Drive • Madison, wt 53719 -_-- - 608/274-0849 • www.wwdtruss.cam 608/833-5900 • www.tpbtst.mg Plywood or OSB 16" CI Tile 3-0theahigh Do not exceed maximum stack heights. Refer to BCS AapheB Shingles 2 bunNea Summary Sheet - Construction Loading for more Information. Concrete Block a" No exceda las mexlmas alturas recomendadas. Vea el resumer SCSI -B4 Came de Con te cd6n para mayor informad6n. Do not overload small groups or single trusses. 10 No sobrecargue pequefios grupos o trusses individuales. fes( Place loads over as many trusses as possible,. IJ Coloque las cargas sobre Lantos trusses tomo sea posible. ®Position loads over load bearing walls, Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES ® Refer to BCSI B5 Summate Sheet Truss Damage ]obsite Modifications an Ln�Errors .Vea Erro. Vea el reai!men BCSI BS Dafios de trussesModificadones en la Obra y Errores de Instalad6n ®Do not cut, alter, or drill any structural member of a truss unless r t specifically permitted by the Truss Design Drawing. c' No torte, aitere o perfore ning6n miembro estrudural de los trusses, a mens que este; especIficamente perm8ido en el dibujo del disePio del truss. ® Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcd6n o had sido alterados sin ung autorizaddn Drevia del Fabricante de Trusses, pueden reducir o eliminar la garantfa del Fauss bricante de Thes. NOTar The Truss Marturactumr and Muss Designer mrattely on the fact that the Contractor and am opemtmr eppOmble) are ca- pable to undertake the work they have agreed to do on a partlailar project The rantraGarshould seek arry regtdmd asstdame regardlq construction pracf�r fmm a armpa�nt party. The methods end Vocedura Outlined are Intended to ensure that mnshucaon technkiueaenployed will put floor and roof busses Into plamSMY. There recommendations for handlin8, Installing mal bracing wood trusses am based upon the copecdm experience of leading technical Pmsmrwl In the wood truss Industry, but must, due to the nature of tesponslblat� D=W, be presented only as a GUIDE for Use by a Qualified Building Designer or ErectionAnstallation Ox tractor. It is not Intended that them rerecwmr tenons be Nterpreted as superior to any design speclNcatlon (provided by either an Architect Fn tecghw, the Bultding Designer, the EremonAnstaaatian Contractor or aguawlse) for handling, tnstallng and bracing wood trusses and it does not preclude the use doter egtMlerd methods for bhadng mid pmvidIq stability for the walls and columns as may be deerrmined by the true Eredkh(InsfaAaton Contractor. Tina, the Wood Truss round of America and the Muss Plate institute w pr�M &dabn arq msporelbuity for damages, &ftM fmm the us,', appVG3tior, or mlian a on the recmnmendetlons and inrotnmtion eontekRd herein. & 'J� WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE One WTCA Center • 6300 Enterprise Lane. Madison, Wr53719 583 D'Onofrlo Drive • Madison, wt 53719 -_-- - 608/274-0849 • www.wwdtruss.cam 608/833-5900 • www.tpbtst.mg GENERA. NOTES NOTAS GENERALES busses are not marked in any way to Identify Los trusses no estin marrados de ning6n modo qua the frequency or location of temporary bracing. Ider0que la frecuenda o to alirad6n de los arriostres Follow the recommendations for handling, (bracing) tamlwrales. Use las recomendadones de manejo, Installingand temporary bracing of trusses. instalad6n y arriostre temporal de los trusses. Vea el M&Refer to AfSI 1-03 Guide to - Practice for Handling, Insrallino g 1-03 Gula de Buena Pradtm para a ManWo.Instalacidn & Bracing of Metal Plate CMnected Woad Trusses for more detailed information. y Aftstre de los busses de Madera Connectadm con Places de Metaloara para mayor Infdrmad6n. Truss Design Drawings may specify locations of LOS �ujos de disdo de los trusses pueden espedflcar las Iocalizadones da los ardostres pemranentes an los permanent bracing on individual compression members. Refer to the BCSI-B3 summer, Sheet Web mlembros Individuales en compresl6n. Vea la hole Les dmen XB3 para los arriostres permanentes yrefuerms de los - Member Permanent Bracing/Wel Reinforcement for more Information. All other miembros secundados (websl para mayor=. EI permanent bracing design is the responsibility resto de ardostres permartentes son la respmmbRidad del of the Building Designer. DWador del Edlfldo. ® The consequences of Improper handling, *Installing and bracing may be a collapse of the structure, or worse, serious personal Injury or death. Trusses up to 20' IE �I EI resultado de un manejo, instalad6n y arriostre inadecuados, puede ser Is cafda de la estructura o a6n peor, muertos o heridos. HAND ERECTION — LEVANTAMIENTO A MANO I� Trusses 20' or �7f Trusses 30' or lJ less, support - LI less, support at ` at peak. �,, quarter points. } Leve, Levante de del pica los los cuartos trusses de 20 de tramo los pies o mends. Trusses up to 20' IE �I trusses de 30 pies c mens. Trusses up to 30' Trusses haste 20' Trusses haste 30' HOISTING — LEVANTAMIENTO fit Hold each truss In position with the erection equipment until temporary bracing is installed and IJ truss Is fastened to the bearing points. Sostenga cada truss en posid6n con la grtia hasty que el arriostre temporal est6 instalado y el truss asegurado en los soportes. ® Do not lift trusses over 30' try the peak. No levante del pfco los trusses de m6s de 30 pies. HOIISTING RECOMMENDATIONS BY TRUSS SPAN Banding and truss plates have sharp edges. Wear RECOMMENDACIONES DE LEVANTAMIENTO 16 gloves when handling and safety glasses when POR LONGIRID DEL TRUSS cutting banding, Empaques y places de metal denen bordes afllados. Use guantes y lentes protectores cuando carte los empaques. HANDLING - MANE]O �( Allow no more No permita mss ® Use special care in u than 3" of deflec- de 3 pulgadas de windy weather or don for every 10' pandeo por sada 10 near power lines of span. pies de tramo. and airports. LJ Pick up vertical Levante de la cuerda u bundles at the superior los grupos top chord. verdcaies de trusses. Utllfce culdado especial an dfas ventosos o cerca de cables e16cMcos o de aeropuertos. Toed Spreader bae arefor truss bund�Do TaglineIlne O L O 17f Check banding Revise los empaques L1 prior to moving antes de mover los bundles. paquetes de trusses. © Avoid lateral bending, — Evite la flexi6n lateral. Do not store No almacene unbraced bundles vertimlmente los upright trusses sueitos. Imo( For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento por mayor dempo, cubra los paquetes para prevenir aumento de humeded pero permits ventilaci6n. ®Do not store on No almacene en uneven ground. Berra desigual. Tagline Spreader bar 1/2 to 213 truss length TRUSSES UP TO 60' TRUSSES HASTA 60' r oe-in '- 0.0,0141dWal- I IF F Approx. 1/2 truss length TRUSSES UP TO 30' TRUSSES HASTA 30' Locate Spreader bar Attach above orstiffback 1m x. mid -height I m Spreader bar 7J3 to Tagline 3/4 truss length —� TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOME 60' BRACING = ARRIOSTRE ® Refer to SM -82 Summary sheet -'Truss Installa- tion and Temporary Bredn for more Information. Vea el res6men BM -B2 - Instaladdn de Trusses Q ,v Arriostre Temporal pars mayor informad6n. 0 Do not walk on unbraced truss. No camine en trusses sueltos. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de derra para el primer truss diredamente en Ifnea con cada una'de las alas de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional busses. -A U I W— Top Chord Temporary Lateral Bracing (TCT B) min. ENGINEERING COVER SHEET This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individual sheet. An index sheet of the truss designs is attached which is numbered and with the identification and date of each drawing. ENGINEER OF TRUSS DESIGN PACKAGE Project Name: Armando R. Perez FL Reg. Eng. No. 28026 1811 SW 33 CT. MIAMI FL. 33145 PH:(786) 255-4344 EJD CONST - ANDREOPOULOS ADDITION Building Authority: MIAMI SHORE, FL Design Load: Building Code: Software Used: ROOF 30-15-0-10 psf. WIND: 175 mph FBC 2010 / TPI 2007 / ASCE 7-10 MITEK 2013 v. 7.510 Project Engineer of Record: J��✓lam Trusscorp International, Inc. To: Production 9590 NW 8th Ave Job Number. B1400049 Medley, FL 33178 (305) 882-8826 Fax: (305) 887-6008 Page: I Date: 04/29/14 16:38:16 Project: EJD CONST Block No: Account No: 224563652 Designer Estimator Model: ANDREOPOULOS Lot No: Contact: Site: Office: Deliver To: Name: Phone: Salesperson: Inside Sales Fax: Quote Number: B1400049 P.O. Number- umberProfile: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH Built By: 4 CJ7 09-09-05 MONO TRUSS 3 og 23-09-08 2 HI HIP 5.0 23-09-08 1 H2 HIP 5.00 23-09-08 2 HG1 HIP 5.00 _. 8 Jl 01-00-00 MONO TRUSS 5.0 8 J3 03-00-00 MONO TRUSS 5.0 8 J5 05-00-00MONO TRUSS 5.00 12 J7 07-00-00 MONO TRUSS 5.0 Production disclaimer, replace with your disclaimer. Amatpd ar ndehaad : IItrbtaa�r aaefonia t. daa 1p atatioap t O sowmaw O Rmbeaaotad"d --- 0 aO Utnapoe"wbWtWaaow o slped and reared aesrboolud ttgaind O Aaaap oll tar aI " 0* : Not rwiawd by NU8s11aaart, im mview a Mimbad to vffdf os the Wooling 1. Tho rpeeiSa un ictmal abm*4 hate boa hraithad 2 Sabm" b ridded and seated by a tpaoiolly wow 1. The opaaalty azpaeer has andenaaod the dn4a Moat ad ba mad do *aa" ataenW asbui 1. (No dew7ed chock of admin Joos w» orale) d. Vol coe8{aaion set forth in the nbr*W is ooIDYlool Wft1W twottral aaatAat daaotiea (No 490M chock at gaseatiae w dmnodom wa aaale). Naaadpa do go aonaidua a cbaape ardor sad do M MOM the 0anaal aoattanor / aaaateoodon toaea0et hood aoanpl ow with coeukt domaaean, tom adder ad ngnladeoa 710 /wmd == WWI ooattaeioa also a issomy dasaadaat," for opntn -- -olo%dinewlem Fd sia oda 'llild NUEB&MMIm. now. 9y: Cq011Iy 1` Job Truss Truss Type Qty Ply EJD CONST - ANDREOPOULOS ANDREO CJ7 MONO TRUSS 4 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Apr 2916:31:25 2014 Page 1 ID:gsGwGd5MpE9n7fteHEORQszVR9w-?1GoYWkFeFCIPA4nC 32tgW8PLDQHfN27FgmuazLpb 5-1-14 9-9-5 5-1-14 4-7-7 Scale =1:21. 3x4 3 4 3.54 12 3x4 2 I 1 11 7 12 5 2x4 11 4x5 I1 5 3x4 = 5-1-14 9-9-5 5-1-14 4-7-7 Plate Offsets X, 6:0-3-0,0-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.41 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix -M) Weight: 42 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP M 30 purlins, except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-2-1 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=413/0-11-5 (min. 0-1-8), 6=884/Mechanical Max Horz 1=244(LC 4) Max Uplift1=165(LC 4), 6=544(LC 4) Max Grav 1=436(LC 7), 6=1047(LC 7) FORCES (lb) --Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1156/428, 3.6=498/325 BOT CHORD 1-11=638/1194,7-11=638/1194,7-12=-638/1194,6-12=638/1194 WEBS 2-7=0/274, 2-6=1198/641 NOTES (8) 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=2.5psf; BCDL=2.5psf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Intedor(1); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 Ib uplift at joint 1 and 544 Ib uplift at joint 6. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitc hbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) ARMANDO R. PEREZ PE. # 28026 (786) 255-4344 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Continued on page 2 Job Truss Truss Type Qty Ply EJD CONST - ANDREOPOULOS ANDREO CH MONO TRUSS 4 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.510 s Jan 20 2014 MITek Industries, Inc. Tue Apr 2916:31:25 2014 Page 2 ID:qsGwGd5MpEgn7fteHEORQszVR9w-?IGoYWkFeFC[PA4nC_32tqW8PLDQHfN27FgmuazLpbVV LOAD CASE(S) Standard Trapezoidal Loads (pif) Vert: 1=0(F=45, 13=45YW-3=214(F=-62, B=62), 3=154(F=62, B=62}to-4=160(F=65,13=65), 8=0(F=10, 6=10}to-5=-49(F=14, B=14) Job TrussTruss Type Qty Ply EJD CONST - ANDREOPOULOS ANDREO H7 HIP 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.510 s Jan 20 2014 MTek Industries, Inc. Tue Apr 2916:31:26 2014 Page 1 I D:gsGwGd5MpE9n7fteHEORQszVR9w-TEgAIrItPZKc1 KfzmhaHQ12N01UF09zBLvQKROzLpb 4-7-5 9-0-0 14-9-8 19-2-3 23-9-8 + 47-5 44-11 5-9-8 4-4-11 4-7-5 Scale =1:42. 4x8 = 46 = 3 4 5.00 F12 2x4 ` >2x42 1 8 16 9 8 7 17 48 = 3x4 = 48 = 3x4 = 4x8 = 9-0-0 149-8 23-9-8 9-0-0 5-9-8 9-0-0 Plate Offsets X, 1:0-0-0,0-0-10 , 3:0-3-0,0-2-4 , 4:0-3-0,0-2-4, 6:Ed e,0-0-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.40 9-12 >706 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -0.63 9-12 >452 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 99 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc BOT CHORD 2x4 SP M 30 purlins. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guid . REACTIONS (Ib/size) 1=1309/0-8-0 (min. 0-1-11), 6=1309/0-8-0 (min. 0-1-11) Max Uplift1=692(LC 4), 6=-692(LC 4) Max Grav 1 =1 406(LC 7), 6=1406(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All fords 250 (lb) or less except when shown. TOP CHORD 1-2=2821/1436, 2-3=2302/1179, 3-4=2101/1154, 4-5=2302/1179, 5-6=2821/1436 BOT CHORD 1-16=1249/2523, 9-16=124912523, 8-9=903/2009, 7-8=903/2009, 7-17=1249/2523, 6-17=1249/2523 WEBS 2-9=584/380, 3-9=110/366, 47=110/366, 5-7=584/380 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=2.5psf, BCDL=2.5psf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; C-C Interior(1); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 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 692 lb uplift at joint 1 and 692 Ib uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncunent with any other live loads. 7) "Semi-rigid pitc hbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) ARMANDO R. PEREZ PE. # 28026 (786) 255-4344 LOAD CASE(S) Standard Job TrussTruss Type Qty Ply E CONST - ANDREOPOULOS ANDREO H2 HIP 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Apr 2916:31:27 2014 Page 1 ID:gsGwGd5MpE9n7fteHEORQszVR9w-xQOZzBmV93STfUE9K05WzFbZr9orlYaKaZ9tzSzLpb 5-5-3 10-7-12 13-1-12 18-4-5 _ 23-9-8 5-5-3 5-2-9 2-6-0 5-2-9 5-5-3 I Scale =1:40. I I _ 4x6 4x6 = 3 4 i 5 -OD F12 I 2x4 >2x4 2 I 6 �1 16 9 8 7 17 4x6 = 3x4 = 4x6 — 3x4 = 4x6 = 10-7-12 13-1-12 23-� 10-7-12 2 6-0 10-7-12 Plate Offsets X,Y): [1:0-",0-0-14],[6:0-0-0,0-0-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.47 7-15 >606 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.87 Vert(TL) -0.84 7-15 >340 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 6 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix -M) Weight: 104 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied oro -2-10 oc BOT CHORD 2x4 SP M 30 purlins. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=1309/0-8-0 (min. 0-1-11), 6=1309/0-8-0 (min. 0-1-11) Max Uplift1=-681(LC 4), 6=-681 (LC 4) Max Grav 1=1414(LC 7), 6=1414(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2793/1395, 2-0=2113/1049, 3-4=1907/1038, 45=2113/1049, 5-6=2793/1395 BOT CHORD 1-16=1206/2495, 9-16=1206/2495, 8-0=742/1799, 7-0=742/1799, 7-17=1206/2495, 6-17=1206/2495 WEBS 2-9=770/509, 3-9=165/423, 4-7=165/423, 5-7=770/509 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=2.5psf; BCDL=2.5psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Interlor(1); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 8. 5) Plate(s) at joint(s) 8 checked for a plus or minus 4 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 681 lb uplift at joint 1 and 681 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) ARMANDO R. PEREZ PE. # 28026 (786) 255-4344 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EJD CONST - ANDREOPOULOS ANDREO HG1 HIP 2 2 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Apr 2916:31:29 2014 Page 1 ID:qsGwGd5MpEgn7fteHEORQszVRgw-toVJotmnhUjAuoNYRpL2ggtgydsDW4dlte—lLzLpbS 7-0-0 11-10-12 16-9-8 23-8-8 7-0-0 4-10-12 4 10-12 7-0-0 Scale =1:40. 4x8 = 2x4 11 4x8 = 5.00 12 2 15 18 3 17 18 4 ri 1 5 LLJ 20 21 22 23 24 25 28 27 8 7 8 19 28 4x6 = 2x4 11 7x10 = 2x4 11 4x8 = 7-0-0 11-10-12 16-9-8 _ 23-9-8 7-0-0 4-10-12 4-10-12 7-0-0 Plate Offsets X, 1:0-1-14,0-2-0 , 2:0-5-8,0-2-0 , 4:0-5-8,0-2-0 , 5:0-1-14,0-2-0 , :0-5-0,0-4-8 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.51 Vert(LL) 0.18 7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.25 Vert(TL) -0.30 7 >966 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix -M) Weight: 240 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc BOT CHORD 2x6 SP M 26 purlins. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=2973/048-0 (min. 0-1-8),5=2973/043-0 (min. 0-1-8) Max Uplift1=1850(LC 4), 5=1850(LC 4) Max Grav 1=3250(LC 27), 5=3250(LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7178/4150, 2-15=779214657,15-16=779214657, 3-16=7792/4657, 3-17=7792/4657,17-18=-7792/4657,4-18=7792/4657, 4-5=7178/4150 BOT CHORD 1-19=2353/4147,1-20=3706/6486, 8-20=3706/6486, 8-21=3734/6544, 21-22=3734/6544,22-23=-3734/6544, 7-23=3734/6544, 7-24=3734/6544, 24-25=3734/6544, 25-26=3734/6544, 6-26=3734/6544, 6-27-3706/6486, 5 27=3706/6486, 5-28=2353/4147 WEBS 2-8=571/1408, 2-7=-853/1446, 3-7=1117/840, 4-7=-853/1446, 4-6=571/1408 NOTES (11) 1) 2 -ply truss to be connected together with 16d (0.131 "x 3.5") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=2.5psf; BCDL=2.5psf, h=15ft; Cat. II; Exp C; Encl., GCpi=O.18; C -C Interior(1); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 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 1850 Ib uplift at joint 1 and 1850 Ib uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. g tinned on a e 2 aks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Cor ANDREO HG1 HIP 12 I A Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.510 s Jan 20 2014 MTek Industries, Inc. Tue Apr 2916:31:29 2014 Page 2 NOTES (11) ID:gsGwGd5MpE9n7fteHEORQszVR9w-toVJOtrvnhUJAuoNYRp7_2ggtgydsDW4dlte 1LzLpb: 10) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 317 Ib down and 290 Ib up at 7-0-0, 317 Ib down and 290 Ib up at 9-0-12, 317 Ib down and 290 Ib up at 11-0-12, 317 Ib down and 290 Ib up at 12-0-12, and 317 Ib down and 290 Ib up at 14.8-12, and 317 Ib down and 290 Ib up at 16-9-8 on top chord, and 1026 Ib down and 619 Ib up at 7-0-0, 255 Ib down and 47 Ib up at 9-0-12, 255 Ib down and 47 Ib up at 11-0-12, 255 Ib down and 47 Ib up at 12-8-12, and 255 Ib down and 47 Ib up at 14.8-12, and 1026 Ib down and 619 Ib up at 16-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) ARMANDO R. PEREZ PE. # 28026 (786) 255-4344 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=90, 2-4=90, 4-5=90, 9-12=20 Concentrated Loads (lb) Vert: 2=185(13) 4=185(6) 8=941(13) 6-941(13) 15=185(B) 16=185(B) 17=185(13) 18=185(B) 21=85(8) 23=-85(B) 24=85(8) 26=-85(B) ANDREO 1J1 1 MONO TRUSS Qty 7.510 s Jan 20 2014 MiTek In ID:gsGwGd5MpE9n7fteHEORQszVFtgw-L 1-0-0 1-0-0 3x4 = Scale =1 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 FBC2010/TP12007 CSI TC 0.02 BC 0.04 WB 0.00 (Matrix -M) DEFL in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) 0.00 (loc) I/defi Ud 6 >999 360 6 >999 180 1 n/a n/a PLATES GRIP MT20 244/190 Weight: 3 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied orl-M oc BOT CHORD 2x4 SP M 30 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 1=55/0-8-0 (min. 0-1-8), 3=19/Mechanical, 2=36/Mechanical Max Horz 1=53(LC 4) Max Uplift1=39(LC 4), 3=20(1-C 4),2=58(!-C 4) Max Grav1=225(LC 8), 3=211(LC 12), 2=46(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (7) 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=2.5psf; BCDL=2.5psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C -C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 Ib uplift at joint 1, 20 Ib uplift at joint 3 and 58 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) ARMANDO R. PEREZ PE. # 28026 (786) 255-4344 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EJD CONST - ANDREOPOULOS ANDREO J3 MONO TRUSS 8 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Apr 29 16:31:30 2014 Page 1 ID:gsGwGd5MpE8n7fteHEORQszVR9w-L?3hbDoOSnrlWxyk?XfDatDBPM Qy1WnGXOXanzLpb 3-0-0 , 3-0-0 SCaie =1:11. 2 5.00 F12 1 7 3 3x4 = 3-0-0 _ 3-0-0 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.17 Vert(TL) -0.02 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 9 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc BOT CHORD 2x4 SP M 30 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation qnide. REACTIONS (lb/size) 1=163/0-8-0 (min. 0-1-8), 2=115/Mechanical, 3=47/Mechanical Max Horz 1=157(LC 4) Max Uplift1=134(LC 4), 2=180(LC 4), 3=34(LC 4) Max Grav 1=274(LC 8), 2=147(LC 7), 3=232(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-7=250/181 NOTES (7) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=2.5psf, BCDL=2.5psf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ;Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 1, 180 Ib uplift at joint 2 and 34 Ib uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) ARMANDO R. PEREZ PE. # 28026 (786) 255-4344 LOAD CASE(S) Standard ANDREO I J5 MONO TRUSS 8 I 1 I Job Reference (opts Trusscorp Int., 9590 NW 89 AVE, Medley, FL 7.510 s Jan 20 2014 MiTek Industries, Inc. ID:gsGwGd5MpE9n7fteHEORQszVR9w-L?3hbDoOSnrlV 5-0-0 5-0-0 Scale =1:1 3x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 24)-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TP12007 CSI TC 0.33 BC 0.35 WB 0.00 (Matrix -M) DEFL in Vert(LL) -0.07 Vert(TL) -0.12 Horz(TL) 0.01 (loc) Vdefi L/d 3-6 >904 360 3-6 >501 180 2 Na n/a PLATES GRIP MT20 244/190 Weight: 16 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc BOT CHORD 2x4 SP M 30 purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS (Ib/size) 1=274/048-0 (min. 0-1-8), 2=195/Mechanical, 3=76/Mechanical Max Horz 1=151(LC 4) Max Upllft1=122(LC 4), 2=170(LC 4), 3=22(LC 4) Max Grav1=325(LC 8), 2=250(LC 7), 3=254(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=361/117 BOT CHORD 1-7=423/611 NOTES (7) 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=2.5psf; BCDL=2.5ps ,, h=15ft; Cat. 11; Exp C; End., GCpi=0.18; C -C Interior(1); cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at joint 1, 170 Ib uplift at joint 2 and 22 Ib uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) ARMANDO R. PEREZ PE. # 28026 (786) 255-4344 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EJD CONST - ANDREOPOULOS ANDREO J7 MONO TRUSS 12 1 Job Reference o tional Trvsscorp Int., 9590 NW 89 AVE, Medley, FL 7.510 s Jan 20 2014 MiTek Industries, Inc. Tue Apr 29 16:31:30 2014 Page 1 ID:gsGwGd5MpE9n7fteHEORQszVR9w-L?3hbDoOSnrl Wxyk?XfDatD?pMtyyl WnGXOXanzLpb 7-M 7-0-0 Scale =1:20. 2 5.00 F12 1 7 3 3x8 = 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.18 3-6 >452 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.58 Vert(TL) -0.39 3-6 >215 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix -M) Weight: 22 ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP M 30 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gu de. REACTIONS (ib/size) 1=386/0-8-0 (min. 0-1-8), 2=275/Mechanical, 3=105/Mechanical Max Horz 1=208(LC 4) Max Uplift1-169(LC 4), 2=234(LC 4), 3=27(1-C 4) Max Grav1=426(LC 7), 2=344(LC 7), 3=275(LC 12) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=762/339 BOT CHORD 1-7=941/1443 NOTES (7) 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=2.5psf; BCDL=2.5psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C -C Interior(1); cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 1, 234 Ib uplift at joint 2 and 27 Ib uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcur'ent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) ARMANDO R. PEREZ PE. # 28026 (786) 255-4344 LOAD CASE(S) Standard NVIHS raqABLE 4 r� plareq*" �Obottom Chord -W L2 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS R�fatVaments Required H Product Gauge Gduge o. o Fasteners in Strap Max1im m. AAllowaMe Load Ups .bt OJ061f H Length (in) Cade "at strap 10d ' Uplift L1 L2 H !P� 12 NVIH-16 NMS 212 18 14 5' 1032 560 525 '6 1222 871 830 41;ro Op LD1 L� 14 NVIFI-18 ' NVTHS 214 18 14 MOL Ir tva 7 1275 783 735 EIdB. Cenarete Beam �, l NVTH Concrete �. 16 MM -20 NVTM 215 18 14 8 1329 763 735 TABLE 5 .9 1363 783 735 18 MM -22 NVTHS 218 18 14 HURRICANE CLIPS 10 1437 783 735 Product Gauge Fmtwlva'10d x All 0 Description 20 NVTH-24 NV1HS 220 18 14 11 1480 783. 735 Code . Heodw .i�et ttpl L1 L2 NVWM 14tlMSCM CUP - Rlt W 18 6 6 528 283 333 22 NvTH-26 NV1HS 222 18 '14 12 1544 763 735 NVHCL HWMW. NE CUP - LEFT 18 8 8 625 283 333 13 1598 783 735 r y at,w For Uplift, use two clips. one on each 24 NvrH-28 NVrHS 224 18 14 side to comply with section 2321.7 of the FBC e o/;-.7 26 NV* -'.iD NM.S 226 18 14 32 NVIH-36 NVTHS 232 18 14 �NVN� 44 NVTH-48 NVntS 244 18 14 o abed �qgT 2-2M Phte IV Cross -Section 0- Hol" Hol" M. fi '""�trm RNVHCR 1lo N. TOIAT� P& (CiPIIa c bottom chord FL bR.. R&G. 12847 MS 16123 l MIM LAW NVTH, NV �.� H00>�4fON: '� 77086 a -ft waw u— ue 1nd.Erles. L1 low -1068 But W 18aeet mdenb. not" Wi8 lm-.-dorlodde A,roaea. � 09 � phow 094-4297 3 liVTH � NVR88 a Nvsa >�cee»g was DWO �/ meet nate. ftevlelons NU -5 3 of 4 AFM 14 ISP! . MY 5. 2009 MWa-DADECOUNIT L:�1'JIYY PRODIMCONTROLSICCUON D>18ABT8ffi�1TOFP8BNPP17l1I^ENVRONMERr,AND REGUTATOSY IINS BW26SErMLRoom 2D8 AFFAM1104MA) Mlemi. Ilk" 331"Z74 BOARD AND CODE AD1IINEVINATiONDIMON TCM0315IM PCI"3t"M NOTICE OF ACCEPTANCE (NOA) NsVusladh.ine. lOsS Ettat 29° Street Heb, F%rMs 33013 - SeoPEs11&NOAfs beingfasuedtnndertheapplicable rules and regulations governingtheassof consteaedon materials The docuseentation submitlad has been reviewed and aaeapmd by Miami-Dade eomrtY PERA-ProductCoo tri SeaBon to bussed fn1 lad Dade Cotnty and oft ere s whore allowed by the Authority HavingJh>i on (AEM ThioNOA shall to be valid aft the aatphifi n data stated below. The Wwolilade County Product Control Section (In Miami Dots County) malar the AHI (in areas other thea Mei Dade County) reserve the rigfa to have this product or tasted for quality swuramx purposes. if this pry or metrial fails to Prfanm in the accepted mono. the, meanfectmr will h= the o p me of surh testing and the AHJ may hanediddy revoke modify. or suspend tho un of euchp Wuot or matedial within their jmis&odon PSRA reserves the rWrt to revoke this accepilance, if it Is dabmmhmd'by Miami Dada County Product Control Satstioaihsttbia paodadarmatrisl fallsto medthe raialmments often applicable ImOftude. This paodu t is approved as dumbed handa, and has been designed to caao(brmn the Florida Building tC,�o�d�e.,� .i.n.o.h,,n,d.�in,gtroliigh VehmilyH�nc2ona. • Dzscitwnaxt Smias NVSNP. NvmvT%NVSC. NVSTA urd NVHTA Steel Wood Conneeters, APPROVAL DOCUMENTt DmAngNo. NU-5, tided "Skewed Nail Phme NV359 & NV459 with Double NVTH Straps, NVTH/NVTHS Ancbma & NVHC Karl== CUps and NffA & NVHTA Heavy Duty Anchors with SW*, shocts 1 through 4 of4. dated04115/1004, wHh lest revisloa dated oim)2o12, prepared by Na Vee ladustrim, las.. scrod and sealed by Vh& N. Tolat, P.S., beeringthe Miami-DadeQuaty P-duatcontralis Cosection. Ncf otimAcceptarroe number and e4hatwt date by Ow Mlad MUSH& 1WACr RA=G: Now LARDING,: Each untabslibeer apennanmdhnbei wltntiro m mr's cancer logo. aft', orate. naodaYsmios, and following statentmrtr 1of4Dado Courtly Product Control Approved" unless ctherwho noted hcrain. RKWWAL oftbisMA sten be coudderedafter a renewal application bas been tiladand tnerabas been ten change in the applicable, building code negatvely affecting the, perhanance cfthfs product. TEB>d1NATION oftbis NOA will occur a8artba enPhaten date oriftbore lies been a revision or change in the umbdale, ase andfor rounnfinture ofthe product or process. Misuse oft h NOA as an eadmsem$ut of any Prod, for sales, advertising or any otter purposes shall automatically tarmiaata this MA. Failure to oornply with W sactlan offt NO& shall be cam hr tarminafton and removal ofNOA- AwmaTuawm The NOA number preoadad by the words h imW Da& County, Florida, and lhilowed by the eaphefi n data may be displayed in advertift litersdno. If eny portion ofthe NOA is 46ployed, than it shallbs done in Its entry. - INSPECTION: AAcaff ofthie entre NOA stall be provided to the user by the maturAtaturw or its dishibulacsand shall be avallelds for bVecdon attho job ante at the rtquest ofths Building Oficial. TbisNt?A rarPaesNOA 009-MLOS and aouslats oftihis papa 1 and sv_tdehme pap E-1. as well as approval doa»aeatmentionad above. The submflRd documentation wasteviewed by CaaiesDL Utrers,P.E. NOANo. 12-0130.35 ftpbadon Dart Doeamber234 2014 Approval Date: April l201 A. DRAWINGS 1. Drawing No. NUS, tilled "Skewed Nail Plefe. NV358 & NV458 with Double NV H Straps, NV1T•I&Pr= Ancimra & NVHC Hoaleene Clips and NVSTA & NVHTA Heavy Dirty Anchors with Serf~, sheets 1 through 4 of4, dededWlS2004, writ lest revision dated 01M&012, prepared byNuVue Imes, lac., signed and sealed by V1pinN. To14 P.E. B. TESTN "Swbmwed mrAwNOA # O"S10L03" Test reports on wood connectors per ASTM D1761 by Product Testing, Ina, signed and abated by C. R Caudal, P.E. RIM -0 No. W-00 Connedor g pale 1. PTO 03-4482 NVSNP3 Dowavmd 09/15/03 2. PT # 03 1625 AVVI CMR Up& Sideways 0121/04 3. PT # 04.4641 NVSTA 24H Up& Sideways 03/17/04 4. PT # 044698 NVTB24 Up& Sideways 04115/04 S. PT # 03-4590 NVTH26/NV458 Sideways 12/31/03 6. PT # 04-4642 NVETA 24H Up& Sideways 0 rOA4 7. PT # 03-4543 NVTMO/NV358 Up& Sideways 12/19/03 C. CALCULATIONS "�urrderNOA 0O"M.05-" 1. Report of Destga Capaddea, d eftd 06/302009. sheds l trtvough 12 of 12, preened, signed and sealed by VkftN. Toho P.E. VubmNe lwdwNOA# 0"510.03" L Report of Design Capacities dated 04272004. sheet 1 through 12, paw, signed and sealed byVipiu.N.Tolet,P.E. D. QUALITY ASSUWiCT 1. Miami Dada Deportment of Pcmu tht& Bnvilnurnan t. and Regulatory Affairs (PERA) E MATERIAL CM71FICATIONS 1. Nona, F. STATSIVEM "Snbrnimed aux NOA 0 69-0721.05" L Staff letter of code canfonumtmN no financial faterest and no change of produck dated 07/082009. iwad, signed and sealed by Vt& X T&A P.S. Carlos aL Others, P.F Prodaett7offiro1>i NOANG, U-013LIS BzptraDon Date: December 23.2014 Approval Date: April A2012 • B -1 HJc HmxwCc ALLOWAM-F- LOADS S7CCK S7EEL M � FASTENER MILE' z SP ALLOWABLE- LOADS (ft) F SP AL I OWAM E L ADS H HUMBER GAGE w N D Cmry6�y Tam za download s HJC28 12 8 /s C0a.1.0 Cpa1.1 a1� a,1.6 3'l4 18 46d C a %M 7 5 ifJt;28 12 6 '/ 10d Cortana� 2090 0 2m 2ppg 31/ 1�R81' i81eha25ANm 4my TMda&AS At4efa/IInoree m 20 led 6 s' 10dCoemmcn 3?2p 3TO5 3985 2010 'A10dcommmNokenovas 6jagw0er0f0.wendbA0 0r3: A16dCommonNa laan09wthadiOotnD6er0fQ1R1'E'8�da► !d3Ya. N bW ill d'8ffi 1In W0 SIO VMh *a& 1 %&nd2WAfwmnarand6wAWwfenioaeta NoAxOmr tq, ftbuL + Wnfor.�+aa' Ilrola:, �.a isp�o ad�aUanberapaoTests8oemfalnPk�e Onodrood!"Wentamlafeotb*4.Sdmenwdlaekat90d wmW m& son mtn m t+eWerd duffbm111 as f0rihi 18d oonmian nolle. JUSSUWMAILJO137'HANGEtA +r WAB ELOADS awC 970CK ffi7EOI. M � FASTENER MILE' z SP ALLOWABLE- LOADS (ft) 14805S0VTHCR05SD1WE.SUM200 H D A '� Dow0load' Upw NUMBER G�PEMI � Typa Cna1A Coo1.16 Coa1.a'�8 Com1AJUS24 ' = 3/2812011 PROFE8 ENGINEER _ . •_ •\ 4my •''� . ,` >.,..-, i '183'! DRAYIMIG NQ " 4 ' 1 4 10dppmmpl 2 10dCommon 710 815 890 NIA JU82B 18 4w/w 1°/, 1 4 10d (�5inmon '4 1CdCcMd= EP$ 1085 1080 1040 JU828 18. *6 A4 1 8. 10d Ca4ma1 4 10d.Common 1170 1350 1465 1160 JU8210 �LrQI. 41-4.— .18, 4G Arw 1°/ • If.O,aI 7*1 inua�e 18/ 1 8 10d Canmon 4 10d Commgi 1420 1635 1700 1115 "�.. :�•,i W� A SLANT NAIL DETAIL TYPICAL JUS INSTALLATION TYPICAL WC INSTALLATION . I a UMT®STE 3- PROMFm coNIPANY �' 14805S0VTHCR05SD1WE.SUM200 .. BURNSW-L@'!dN SM Pit0004294RU FACE MOUNT HANGERS 3 HJC .mss _ - ` Wit__ sTt:1+EN A. BREKKE ' = 3/2812011 PROFE8 ENGINEER _ . •_ •\ .MM LJCENSENO.7i)43L •''� . ,` >.,..-, i SEI: DRAYIMIG NQ " 1 OF 7- MI? UC-.IUS . I a MIAPA-D"XCOUNTY COMnAA"=DEPARTM&HTPWq lIW53W26Mr*4RovM2O8 30"M AND CIM ADBIKINEOMATM BWMON t 4Fiodda33173Zt74 T(786)313M F(M315*W NOME OI' ACCWrANIM (NOA 14M Sunewma-Ilr)ve, Su!ft 200 D=mw8I%PANS0W . : &=ft ThbWOA is Wft issued under Am applicable rules and resdations 13 t use of conatmo.tim materials. The dwmwmta�cm submitted W been. rwimW =*gocapted by MW & mWa cointy w4c 41roduct Ca*ol Soction robe used in Miami Daft Counwand cdw areas where allowed by *aAnlIm:*HkvIagJarWdIuz(AW� This NOA shall not be valid x&w *e expiration date bbftd below. Vm Idlami-Daft CatmW Product Control Section (In Miami Daft Cm*) wAkr So AW On am o*w than Miami Do& Omoth raw" the right to have Sh product or material tested for quality assuram pulposm N ft Foduct or material fab to pofom in &* accapia& manow, *a will item do wqxmw ofsash tasting and Ow AM may hrmudholy rwakk vA)ft,.ar gaspend those ofswhpwdud or t avbdnintheir jusrisdiction BNC TOBVIVOIS 110 d& to WVOb, 96 If it is determined by MiniXiads County Product Control oto .. 6d*o nquftaumab offt applicable building coda, Ti )b produ*b qpvved as desoriW bardo, and has been designed to comply vft to Florida. Building Code„ bolluftthe HIAVelocity HocricansTone. . INOC"M1% god" WC, JM SM & JL Sted Wed ConmKtm and AnAers AWROVAL DOCWMffl Dmwkg No. MD-H$C4U&NW-J4 Wad "Fom Ouft 0—gars" prepared by United Steel Iroducts CciupmV, ObAsts I and 2 oft, dated WMI..Apedand scaled by Moran A. llrddm, P$ beoft As MI%mf-D4& County Product CoMdranewai abmpvd& ft Notice, of Acceptance MMOM and asphWon date by tim Miami Ds& Co=IyPr+d Cbat�W Section. PAMS bWACTRATW(;: Wass LOUM: Ftach u& " bear a penumot WA with *o mmmh&um% name or h*% city. state and hADving stsiamatt: "moo Dada cmuty Product Control App*vA or MIXFW, unless oGwwm noted heuein- RXWWAL oftis NOA shall be considered aft it renewal 9WHOMIM has be= Mad End* re has been n6 dmp in the applies building code =VAV* afftflOgibe Pethemaxim of*38 VA" TMMMMON offas NOA will cc= afier *A expiration data or Iftim has been a revision, or change in do muterialIA usq, mdft m=*Akn of the prodactor pswess. Misuse of"NOA as an andommat of any product, for sabm advertising or any other Purposes smell unfinate WW NOA. Failure to aom*,wM any sectim offib MA " be onass%runsinsdon and rem*W oMOA- ADVZRXR"WM Tia NOA number proovilod by -*b wards MimuWa& County. Flarlds, and Mowed by to expireflon data maybe ffspI . VwWportion offlwNOA b*dispkyAthen R shall be do" in ie entimly. RWWnMs A ow offib eAmMA ".1m pwd&d to *a wa by * manukOw. or Its distributors and dM beAvdWO ftr laqwdon at Ore job aft at da request of*o BaIMIng Official. jbjB HOA ranew NOA 0 07-014JO and conslaft ofd par I and evidwics pages -1. as well as app -al TU sabuthted doemmentalloo was revievoed by Carlas ALUtrars, PJL Xzpbxom Dam Jun 09,2016 Pfto 1. A. DRAYMIGS 1.rapsedby United Steel Pmdmb Company, shcate I and 2 of 2, dated OWL *W and seal®d by 9ftm A. IL TIM Oftbad W MWW NOA 0 07-OZ420" 1. Ted reports an wood connectors per ASTM D1761 -U by Product Tegb& Inc., signed and mmlgd by C. R. CaudeL P.S. Tee-gavortX& W -.A cmakw Ak9dign aft—ft 1. 06-6047 JUS24 Upward & Dam 101091" 2. 06-fim AIM upward & Down 10112/06 3. O"NYUS29 Upward & Down 10/1780114. 06a5g O JUS210 Upward & Down 90/10806 5. 064462 IL24 Upwaid&Down IOAOM & 06-6063 JL26 Upward & Davin 11101106 7. 06-6Qb4 Aag Upward &Down 11/03106 & 064065 JL210 Upward &Down 11106/06 .9. 06.6066 UKEE26 upward.&DOWA. 11/13/06 10. 06-6067 MC26 'Upward &Down HAWN AL 0646M maim Upward &DOWD 12MI/06 IL CALCULAnONS L Product mhmdm dome en pvq=W by United Steel Products Company, dated 03110n I and OU23/1 1, Amed and sealed, by 9taven A. Brokka, P.E. D. QUALM ASSURANCE 1- Miami -Dade Building and NdoborheW Compliasm Depemot (BNQ L KATZRIAL CERTMCA'nONS L Nam F. SrATIOdErM stdament letter Ofco& conoxnamce to, 7007 FW, Issued by United Steel Products Company, dated OWMI. signed andsidedIV Surma A. aftvw, P.H. 2. StalonaftlatrxTofnD ftmMtftvs4*ndbyUnbdStrath Pmdmucmnmw. dated 03/29/11, signed and aged by Steven &BxOdu% PIL Prodwa CGNbVl ma"Ober NOA Na 11-03 OM Explrimim Bata: is" 04, 2016 Approval Daft July 21, 2011 R4