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RC-07-1242Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 04/14/2008 Inspector: Grande, Claudio Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: ARQUIGREEN CORP cit Permit Type: Residential Construction Inspection Type: Final Building Work Classification: New Block: Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Phone: (305)778 -5961 Building Department Comments NEW TWO STORY CBS HOUSE 015 X000 Passed 1 Inspector Comments cc Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Friday, April 11, 2008 Page 1 of 2 Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305- 795 -2204 Fax: 305- 756 -8972 This certificate issued pursuant to the requirements of the Florida Building Code106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Residential Construction 275 102 Street NE Miami Shores Village FL 33138- Not Transferable POST IN A CONSPICUOUS PLACE �s�2�loI ]51 Miami Shores Village otao Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATIO FBC 2004 Permit Type (circle): JUN 1 4 2007 BY:_W.— Permit No. 3 01- 1242 Master Permit No. Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) Phone # •3t6 -17 " -59331 Owner's Address "C6S- i1J n 4 City M6-12)1 -.e/ State 'f L Tenant/Lessee Name Zip Phone # Job Address (where the work is being done) City Miami Shores Village 2 :.lk f02. 57 FOLIO / PARCEL # County Miami -Dade Zip %31 3S Is Building Historically Designated YES NO X, Contractor's Company Name p J 1 rte Contractor's Address Yo ir3 `13 A-'74 City tket t S State Zip -5-5 t 1 &' Qualifier Name 'r ))A , ' apt-(2434 Phone # S —1.1251 � ) Phone # State Certificate or Registration Nod ®e ^ 5 11 1 Architect/Engineer's Name (if applicable) Certificate of Competency No. Phone # Value o Work For this Permit $ Z ,M1 010° uare / Linoel ootage Of Work: . ! mod.: Type bf Work:.;, DAddition ['Alteration $]New 0 Repair/Replace Describe Ww k:° ` [ , 0. 5 ki, Q 6 ❑ Demolition * ** ****** * **** * *, * * * *** *,r*** * *** *** ** Fees, ** *** ** , *, * *, * ** * * * * *** ** * * * ** * * * ** * *** ** Submittal Fee $ Permit Fee $ ZC� CCF $ Q 111- CO CO /CC 1-3.00 Notary $ .00 Training/Education Fee $ � ,�'� Technology Fee $ 4 2.50 Scanning $ (Qd DD Radon $ 1(.0 DPBR $1(0, Zoning $ Bond $ SOO Code Enforcement $ Double Fee $ / _ UI Structural Review. $ (0, ®® 't 60.00 Total Fee Now Ilse P C = �L2D � /.. 7 �-► .coo See Reverse side -> Bonding Company's N1 Company's A� City Mortgage Lender's N Mortgage Lender's Ad City Application is hereby n commenced prior to tF construction in this juri; WELLS, POOLS, FUR1 OWNER'S AFFIDAV applicable laws regulate "WARNING TO OWI PAYING TWICE F( CONSULT WITH COMMENCEMENT.' 1— Notice to Applicant: AJ E promise in good faith t whose property is subje a for _ the first inspection inspection will not be approved an CONTRACTO SUBMITTAL DATE: VD 6 W 1- J Ia- m co w 1 / , w ce MPACT FEES U Z 1- U w a H U w — J w a — J U Z 2 U w stallation has ws regulating ING, SIGNS, lance with all T IN YOUR INANCING, TICE OF pplicant must to the person it the job site d notice, the a reinspection fee will be charged Signature Owner or g °nt The fo going instrument was ac .1 i • wledged before me this 1 day o , 20Q, by •, / . 1 who is pe onally known to me or who has produced 1� �/-01 As identification and who did take an NOTARY PUBLIC: tractor The fore oing instrument was .: knowledged before me this 14 day of 20f , by jar, S'' 9G)'y (. , who is erso ally known to me or who has produced 1 D' 104 ,9Q/(s identification and who did take an oath. NOTARY PUBLIC: My Commission Expires: **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ;* APPLICATION APPROVED BY: (Revised 02/08/06) Sign: Print: My Commission Expires: ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *' y'. * * * * * * * ** Plans Examiner Engineer Zoning Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING lagmEvm1 Permit No. °7 -' Z�Z' PERMIT APPLICATION& CEP 1 7 2001 El Master Permit No. FBC 2004 Permit Type (circle): Owner's Name (Fee SiSi/mp'e Titleholder) Owner's Address 'Ts-®S /NJ Lti City 64C9 /S State Tenant/Lessee Name BY:_ Roofing \er/t. r- Phone # zips Phone # Job Address (where the work is being done) -75 City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name `r te - e r� Lk �� Phone # Contractor's Address COS 1,^N LiJ \1 City • ik Pr State TC_ Zip Qualifier Name '2/05- t1' �� ""'� r Phone # _ 33 77 -8 =, State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ Square / Linear Footage Of Work: Type of Work: ['Addition ['Alteration Describe Work: "1 10--4-)� S-S- ❑ Repair/Replace El Demolition ******** * * * * * * * * * * * * **** * * * *** ** * * * **** Fees****** o****** * * * ** * * * ** * * ** **** * ** * ** * * * * * ** Submittal Fee $ Permit Fee $ 3 S t) CCF $ Notary $ Training/Education Fee $ Technology Fee $ Scanning $ q — Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ 6 ®• f e" CO /CC Total Fee Now Due $ ‘04 See Reverse side -* Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit . and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject °to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occ rs seven (7) days after the building permit is issued. In the abse ice of such posted notice, the inspection will not be a roved iii``einspection fee will be charged. ink — — it 41"ith& Signature lam` Owner or Ag.n) Cone ac or The foregoing instrument was ackno ledged before me this 11 The foregoing instrument was acknowledged before me this/ day of who i personally kn 2O , by (Trot' 4s rr't NOTARY PUBLI Sign: Print: n to me or who has produced As identification and who 0 GO c; e %,11- a o�ae My Commission Expires: ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: (Revised 07/10/07) an oath. day of 30 , 2007 , by of Yo who i. personally kn • n to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expir **************** ** * * **** *** ** * **** ******** ** *** im Vie _ je i .51r“. u * * * * * * * * * * * * * * * ** Plans Examiner 17 Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 02/04/2008 Inspector: Grande, Claudio Owner: SBARRA, JOSE Job Address: 275 102 Street NE Project: Miami Shores Village, FL 33138- <NONE> Block: Contractor: SR HORRUITINEN ROOFING INC -• 12.4 Permit Type: Roof Inspection Type: Final Roof Work Classification: Roof - New Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Building Department Comments NEW TILE ROOF 6 ' Passed 06,6,/ Inspector Comments CREATED AS REINSPECTION FOR INSP- 72144. CREATED AS REINSPECTION FOR INSP- 70574. CREATED AS REINSPECTION FOR INSP - 64818. Some tiles through the roof have been broken at installation . These tiles are not acceptable on a final roof. Replace all the damage tiles and recall for final inspection. 12/20/07 CG. 1/15/08 Tiles are not installed as per manufacturers specs nor the requirements of RAS 120, or the FBC. CG. 1/28/08 Pending an updated uplift report, the one done in December is obsolete. CG Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Monday, February 4, 2008 Page 2 of 2 is °ti 76 Miami Shores Village / OCT 2 2 2007 Building Department BY: 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING Permit No. Cfl 2141 PERMIT APPLICATION to leg /Master Permit No. eC,©11242 FBC 2004 Permit Type (circle): Building Owner's Name (Fee Simple Titleholder) Owner's Address 7 N ( . City i\A d a aid!- \ State Tenant/Lessee Name 1 Electrical Plumbing Mechanical 1e 3-r Phone # 505 - T1S9514 j s■ &^e3' Zip Phone # Job Address (where the work is being done) r S 1\1 C.: City Miami Shores Village County Miami -Dade Zip 3 '3 8 FOLIO / PARCEL # 3? e F9j cr) i 3 t, S Is Building Historically Designated YES NO T kA. ";°- Company Name S g ,, (�� it , "� Phone # � � .� S5 5- 3023 2 Contractor's Address City Ai k CA �1 \ State F Zip 1 G 5- Qualifier Name ` l , as ` iA O f ftA A -1—i •Citphone # 3 o5 -L( 5 - 05 C State Certificate or Registration No. Q Q C 0 2, 6 q s, y Certificate of Competency No. N dd Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ k) Q C ° Square / Linear Footage Of Work: p L e 0 Type of Work: ❑Addition ['Alteration Tew ❑ Repair/Replace ❑ Demolition Describe Work: e, o 0 4: ***************************************Fees****** ** * ** *, * * * * * * * * * * * * **** *,�** ** ** *** ** Submittal Fee $ Permit Fee $ 3 2-,c°° � - CCF $7 -20 CO /CC Notary $ Training/Education Fee $ 2 .A 0 Technology Fee $ 8 Scanning $ 0 2.- Radon $ DPBR $ ZOUiitg $ tl Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ C.K. 5t7k Bonding Company's Name (if applicable) Bonding Company's Address City State 1 Zip Mortgage Lender's Name (if applicable) ( A 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 oc i s seven (7) days after the building permit is issued In the absence of such poste notice, the inspection will not be approved and reinspection fee will be charged Signature V ---'1111111114‘7% Owner or Ag n Signature Contractor The foregoing instrument was ackn�w edged before me this Z-G The foregoing instrument was acknowledged before me this day of , , 20 b ?`QSPRY7?�aP., Elio Valdes day of 2 �J,.����i,,,20 {fir a ,, °r:lit, ; �: 1� .C+ -C° :: : PG,,i 11110 v who is rsonall known t "' " n • siofl • P t 186 personally Y to m o„�,r�e u • who r�s 'erso a} v6c��i ced �� °rAs identi` o igea vMAd ,amcv, th. o� - � g k tihPana2w' "QAd take an oath. s'Ajg iAos WWW.AA RO N N OTARY.com NOTARY PUBLIC: NOTARY PUBLIC: Sign: ) Print: 2., 1/1 t!,) My Commission Expires: 2 ^2 v 7 APPLICATION APPROVED BY: (Revised 02/08/06) Sign: Print: & &) v4 My Commission Expires: 7.--2 ° u /OA Plans Examiner Engineer Zoning ROOF ASSEMBLIES AND ROOFTOP STRUCTURES OCT 2 2 2001. • • BY. -- - - Fl • rida Building Code Ed High- Velocity Hurricane Zone Uniform Perm PERMIT #: WO M214-1 Miami Shores Village APPROVED BY DATE PT ElpPliCgalt4E1241b Section A (General lnfoi � 1-5TO COMPLIAN E W rH ALL EDERAL STATE AND COUNTY RULES AND REGULATIONS Maste Contrac Job Process No 0 rr�1 � 1\1 ef4 c e 11\IL ❑ Low Slope ❑ Asphaltic Shingles s1 ROOE_CATEG_OBY ❑ Mechanically Fastened Tile ❑ Metal Panel /Shingles ❑ Prescriptive BUR -RAS 150 ROOF TYPE Mortar /Adhesive Set Tile i) ❑ Wood Shingles /Shake/ • • • • • • • • • • •. •• • • • • •••• •• • • • • • • • • ❑ Reroofing ❑ Recovering ❑ Repair L7 „iiii ijenanq% • • • • • • • ROOF SYSTEM • • • • • • • • • • • • Low Slope Roof Area (SF) Steep Sloped Roof Area (SF) ?�D■66 { 0 ; Total•(SF)� • • •• • ••• • • • INFORMATION •• Section B (Roof Plan) Sketch Roof Plan: Illustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. Include dimensions of sections and levels, clearly identify dimensions of elevated pressure zones and location of parapets. 15.32 111111111111 11111111M11111i1 %IIS iIIM►I �_M•u•_u M .®61�®� 1.... M 11Uflt N■■ � 111111111111111111111111=11111111111111111101111111111111111 i PHhifl II MEM MIL 1 ®1 FLORIDA BUILDING CODE — BUILDING ROOF ASSEMBLIES AND ROOFTOP STRUCTURES Florida Building Code Edition 2004 High-Velocity Hurricane Zone Uniform Permit Application Form. Section D (Steep Sloped Roof System) Roof System Manufacturer: 0 0 Notice of of Acceptance Number: 06 -C(>19 . o'- Minimum Design Wind Pressures, If Applicable (From RAS 127 or Calculations: 'j. 7:3 P2: t . k P3: ( 'i ‘ 31( •Maximum Design Pressure c)e) Li ! /3 CP US.CP (From the Product Approval Specific System): ki . *.• .. • - 5 • • •••• • •• • • •• • • • • • • • • • • • •• Steep Sloped Roof System Description Deck Type: RoolSlope: : 12 Ridge Ventilation? • • •• •• • • • •• • • • • • • • • • • •••• • • • • •••• • • • •• • •••• E • \ Type Underlayment: 1# D 5___Trt,i_z_L-0„.i C.A e pe_cc Insulation: r Fire Barrier: L Fastener Type & Spacing: Mean Roof Height: () v Adhesive Type: LD3a4 4 p hetir 4sTm Aific)./0- Type Cap Sheet: Roof Covering: Lrqi,5 k((e y Type & Size Drip Edge: P33ekj 0 IQ Q 5 701 Z\ S 0 '3 1534 FLORIDA BUILDING CODE — BUILDING • • • • • • • • ROOF ASSEMBLIES AND ROOFTOP STRUCTURES Florida Building Code Edition 2004 High - Velocity Hurricane Zone Uniform Permit Application Form. Section E (Tile Calculations) For Moment based tile systems, choose either Method 1 or 2. Compare the values for Mr with the valves from Mt. lithe M f values are greater than or equal to the Mr values, for each area of the roof, then the tile attachment method is acceptable. LI �) ,/ Method 1 ' b4otncnt Based Tile Calculations P RAS 12T' (Pi: 5. x �' �1J`fitl )-Mg,� 9' = A7rt -`i. G Product Approval Mr�C1 (P315. r xO�r6L 41,3D) -Mg ? -\V =M 1 �.� t� ��)) �1 i 7 �) �rJ r2 Product Approval MG xQ. I r/ =1 ` - *7) _ Mg-3 . `6= Mr3 f3 ` ( Product Approval M6�f / 5- Method 2 "Simplified Tile Calculations Per Table Below" Required Moment of Resistance (Mr) Front Table Below Product Approval AS Mr required Moment Resistance* • • • • • K • Mean Roof Height ---> Roof Slope 4, 15' 20' 25' 30' H • • • • ski' • • • 2:12 34.4 36.5 38.2 36.0 39.7 37.4 Restoring Moment due to Gravity ••••42.2 •••••39.8 • • • 3 :12 32.2 34.4 4 :12 30.4 32.2 33.8 35.1 Fr t1.3 : • 5:12 28.4 30.1 31.6 32.8 All calculations oust be submitted to the building official at the time of permit application. • • • • •34.9 • 6:12 26.4 28.0 _ 29.4 30.5 i • 12.4 7:12 24.4 25.9 27.1 28.2 0 030.0 • - • t • • • *Must be used in conjunction with a list of moment based tile systems endorsed by the Broward County Board of Rules and Appeals. • ••• • •• • ••• r • • •• •• •• • •• • •• ••• • • • •• For Uplift based tile systems use Method 3. Compared the values for r with the values for Fr. If the P values are greater than or equal to the Fr values, for each area of the roof, then the tile attachment method is acceptable. Method 3 "Moment Based Tile Calculations Per RAS 12T' (Pl: x = xw:= ) -W: (P2: X xw := ) -W: (P1: xL = xw : =_ )-W: xcos@ =Fri x cos@ =Fr2 x cos @ = F_, Product Appmval F' Product Approval F' Product Approval F' Where to Obtain Information Description Symbol Where to find Design Pressure P I or P2 or P3 RAS 127 Table I or by an engineering analysis prepared by PE lased on ASCE 7 Mean Roof Height H lob Site Roof Slope @ Job Site Aerodynamic Multiplier d Ptodurt Approval Restoring Moment due to Gravity Mg Product Approval Attachment Resistance Mr Product Appmval Required Moment Resistance Mg F Calculated Product Approval Minimum Attachment Resistance Required Uplift Resistance Fr Calculated Average Tile Weight W Product Appmval Tile Dimensions L = length W = width Product Approval All calculations oust be submitted to the building official at the time of permit application. FLORIDA BUILDING CODE - BUILDING r �e c/ cc) & "� OA-.) •• •• • • • • • • P: • • ••I1 • 15.35 I Ridge Ventilation? 4. 1;0oF A SEMBLUESAND ROOFTOP STRUCTURES Florida Building Code. Edition wish -veld► Hu Zone Un torr Permft Section 1) (Steep Sloped Roof Sy�t) it 11 ii Roof System Manufacturer :(3 OA) coop Notice of Acceptance Number:. 0 b 06/Y, ®Z; Minimum Design Wind Pressures, If Applicable (From Calculations): 1: �I b Eic p2: , 4/ p3, -I Maximum Design Pressure (From the Product Approval Speifc System): S Roc f Slope: 12 S 127 or . . rcui • •••• Steep Sloped Roof System Description 0 O $/S j9 • • • • • .... • .. . .. • •. • • • .... • • • • .. .. • ('O;5 %°1 .. • • • • .. • .... • • • ,adhesive Type: I ID `i s 74 P' /' Type Cap Sheet ( gv A s f 1 Mean Roof Height _ I 15.34 orb 13 /3eici 0I FLORIDA BUILDING CODE.— BUILDING ROOF ASSEMBLIES AND ROOFTOP STRUCTURES Florida Building Code Edition 2004 High - Velocity Hurricane Zone Uniform Permit Application Form. Section E (Tile Calculations) For Moment based tile systems, choose either Method I or 2. Compare the values for Mr with the valises from Mr. If the Mr values are greater than or equal to the Mr values, for each area of the roof, then the tile attachment method is acceptable. Met I "Moment Based Tile Calculations Per RAS 127" (PtC� p x 1`�r l lJ/►2= ))- Mg: = Mr! � 3� C3 Product Appmval Mr (P,�L�� 1 x • i1, Jt-= l r ✓- Mg :'�;S I = Mr2 1�/ /'J� Product Approval Mr% ° (P315' J' x �•� 0 � - Mg: 7 ' = Mr31 5 / (/ Product Approval M4! Method 2 "Simplified Tile Calculations Per Table Below" Required Moment of Resistance (Mr) From Table Below Product Approval M • Mr required Moment Resistance* • • • • • Mean Roof Height Roof Slope 15' 20' 25' 30' r • • • • • t ••••140' • • l • 2:12 34.4 36.5 38.2 • 39.7 42.2 3:12 32.2 34.4 36.0 37.4 •••• • • •••• 39.8 • • 4:12 30.4 32.2 33.8 35.1 e•:•• .3 :•• 5 :12 28.4 30.1 31.6 32.8 • • • • 34.9 • 6:12 26.4 28.0 29.4 • 30.5 s • 32.4 7:12 24.4 25.9 27.1 28.2 • • • • 30.0 • • • *Must be used in conjunction with a list of moment based tile systems endorsed by the Broward County Board of Rules and Appeals. • • •• •• • • • • • • •• •••I.1•• • •• ••• •• • • ••• • • • •• For Uplift based tile systems use Method 3. Compared the values for F' with the values for Fr. If the F' values are greater than or equal to the Fr values, for each area of the roof, then the tile attachment method is acceptable. Method 3 "Moment Based Tile Calculations Per RAS 127' (Pl: x =xw: =_) -W: x cos 0 =Fri (P2: x ._ _xw:= ) - W: x cos0 =Fa (P3: x L = xw : =_ ) -W: x cos 0 =F.� Product Approval F Product Approval F' Product Approval F Where to Obtain Information Description Symbol Where to find Design Pressure P1 or P2 or P3 RAS 127 Table 1 or by an engineering analysis prepared by PE based on ASCE 7 Mean Roof Height H Job Site Roof Slope 0 Job Site Aerodynamic Multiplier d Product Approval Restoring Moment due to Gravity Mg Product Approval Attachment Resistance Mr Product Approval Required Moment Resistance Ma F Calculated Product Approval Minimum Attachment Resistance Required Uplift Resistance Fr Calculated Average Tile Weight W Product Appmval Tile Dimensions L = length W = width Product Approval All calculations must be submit ed to the building official at the time of permit application. FLORIDA BUILDING CODE- BU DIIN ,sec. „ 15.35 SECTION 1524 HIGH VELOCITY HURRICANE ZONES REQUIRED OWNERS NOTIFICATION FOR ROOFING CONSIDERATIONS 1524.1 As it pertains to this section, it is the responsibility of the roofing contractor to provide the owner with the required roofing permit, and to explain to the owner the content of this section.. The provisions of Chapter 15 of the Florida Building Code, Building govern the minimum requirements and standards of the industry for roofing system installations. Additionally, the following items should be addressed as part of the agreement between the owner and the contractor. The owner's initial in the adjacent box indicates that the item has been explained. 1. Aesthetics - Workmanship: The workmanship provisions of Chapter 15 (High Velocity Hurricane Zone) are for the purpose of providing that the roofing system meets the wind resistance and water intrusion performance standards. Aesthetics (appearance) issues are not a consideration with respect to workmanship provisions. Aesthetic issues such as color or architectural appearance, that are not part of a zoning code, should be addressed as part of the agreement between the owner and the contractor. 2. Renailing Wood Decks: When replacing roofing, the existing wood roof deck may have to be renailed 'n accordance with the current provisions of Chapter 16 (High Velocity Hurricane Zone) ofpe Floiid®. iiilding Code. (The roof deck is usually concealed prior to removing the existing roof system). • •. • : • • • • • • 3. Common Roofs: Common roofs are those which have no visible delinea,M p ;tween Help boring • units (i.e. townhouses, condominiums, etc.). In buildings with common roofs, the roofing opractor and /or. owner. • s laid notify the occupants of adjacent units of roofing work to be performed. • ••• • . • • • •• • _4. Exposed Ceilings: Exposed, open beam ceilings are where the underside of the roof dePnioan be vi wed from below. The owner may wish to maintain the architectural appearancg••tMefore, roofing nail .. penetrations of the underside of the decking may not be acceptable. The Florida Bi.Qldirtg Code imps the • tion of maintaining this appearance. •• • ••• • - 5. Ponding Water: The current roof system and /or deck of the building may not drain well ea may cause water to pond (accumulate) in low -lying areas of the roof. Ponding can be an indication of structural distress and may require the review of a professional structural engineer. Ponding may shorten the life xpectancy and performance of the new roofing system. Ponding conditions may not be evident until the original ofing system is removed. Ponding conditions should be corrected. 6. Overflow scuppers (wall outlets): It is required that rainwater flow off so that the roof is not oaded from a build up of water. Perimeter /edge walls or other roof extensions may block this discharge if overflow scuppers (wall outlets) are not provided. It may be necessary to install overflow scuppers in accordance the Florida Building Code, Plumbing. 7. Ventilation: Most roof structures should have some ability to vent natural airflow through the interior of e structural assembly (the building itself). The existing amount of attic ventilation shall not be reduced. It may be beneficial to consider additional venting which can result in extending the service life of the r. of "W.M111,i AIL vial,w owner's /Agent Si onature ,A"//0/ 2J /t Date Property Address Permit Number Rev:1 /20 /2005,Computer Services, Building Department ontractor's Si9w.urge • BUILDING CODE COMPLIANCE DPFICE (OCCO) PRODUCT CONTROL DIVISION t NOTICE OF ACCEPTANT.; + (NOA) .fA17 Z `r "AUNTY, Fi3RIDA KI aDaDc EucLDING 140 'WEST FI.AG,.e it irkEET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2903 Polyfoam Products, Inc. 11715 Boudreaux Road Tomball, TX 77375 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of The documentation submitted h€ s been rei+iewed by the BCCO and accepted by the Budding Review Committee to be used irs< I$le County and other areas where allowed by the Jurisdiction (AHJ). vpll.:l 1 ,1 • This NOA shall not be valid after the oxpiratian date stated below. The BCCO (In Miami Dade AHJ (in areas other than Miami Dade Cony) reserve the right to have this product or assumes proposes. If this product or matbiaI fails to perform in the accepted manner. thh the expense of such testing and be AHJ May immediately revoke, modify, or suspend the ide . material within their jurisdiction. BCCO mserves the right to revoke this acceptance, if it is • • that this product or material fails to meet the requirements of the applicable building caode.. • • This product is approved as des izbed het n, and has been designed to comply with the IOW Zone of the Florida Budding Coale. DESCRIPTION: Polypro® A11160 IlY.I1.n t. IIY.II) • • • • •• on mauls. and Product Having • ) and/or the • .frlivality. I. YIH111 ., *ill incur f such ar+ddu t or bY13CCO • •. • • • • • • •• Hurricane •••• • • •••• • ••• • • •• Ci 11 Ill l RENEWAL of this NOA shall be consid4ed after a renewal application has been filed and ' I y bas been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA gill occur' ¢fter the expiration date or if there has been a revisi' 1 or change in the materials, use, and/or marmfactunt of the x uct or process_ Misuse of this NOA as an ti 1 1 of any product, for sales, advertising or Any other' purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cant* for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words MiamiuDade County, Florida, and followed by the expiration date may be displayed in advertising literature. ff any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this Mine NO' shall be provided to the user by the manufacturer or tts distributors and shall be available for inspection at the site at the request of the Building OffciaL This NOA renews NOA No.01 -0521.02 and consists of pages 1 through 7 The submitted documentation was'. reviewer! by J > L. Acebo. eg• • • • • ••• • • • • • •• • • • •• • • • • • • • ••• ••• • • NOANo.:06-0201.82 • • • • • • Expi alion Date: 05/10/11 • • • • • • • Approval Date: O4113t06 Page lof7 • .• • • • • •• • • • ••• • • • • • • • .• • • •• • • • • • • ROOFING ASSEMBLY APPROVAL: Category: _ Roofing Sub Category: Roof bleiadhesive Materials: f r Polyurethane SCOPE: This approves Polypro® of this Notice of applicable building code, compliance with Roofing profile roof tiles system moment based system for 1sylf: 60 as wed byPolyfoam Prods, Inc. as For the locations where the design premium requirements, not exceed the design passim values wed by *cation lard RAS 127, for use with approved flat, low, Polypi* AH 160. Where the attachineit calculations are rgle patty Placement, and as an uplift bassd system for double Section 2 by gh as a querns PRODUCTS MANUFA4TURE» BY APPLICANT: Product Dnensionki Polypro® AH160 N/A Foampro® RTF1000 ProPack® 30 & 100 N/A NIA Test Specifications TAS 101 PRODUCTS MANUFACI'URED BY OTHERS: Product • • • Two component pol adhesive DisPensing EquiPment.... Di gEquipment• •• • •••• • • • • • • Any Mani-Dade County Product Conliol Accepted Roof Tile Assemh1y Laving a current list moment resistance values With thee of Polypro A11160 roof tale !adhesive. PHYSICAL PROPERTIlS: Density Compressive Strength Tensile Strength Water Absorption Moisture Vapor Transmission Dimensional Stability Closed Cell Content Note Test ASTM D 1622 ASTM D 1621 ASTM D 1623 ASTM D 2127 ASTME96 ASThfD2126 ASTM D 2856 'The physical properties listed above are presented as typical average values as • • • •••• • • •••• efoam • 1.6 lbs./ft.3 18 PSI Parallel to rise 12 PSI Perpendicular to rise 28 PSI Parallel to rise 0.08 Lbs./Ft2 3.1 Penn I Int#h +007% Vohgne Change @ -40• F., 4-6.0% Volatile Change @158°F.,1 Humidity, 2 weeks 86% by accepted ASTM t4st malteds and are srdijeett n arsti ranufacturing • . • • • ••• • • • • • • • • • • • • • •• • •• •: • •• • • • • • •• •••. • • ••• • • • • • •• • • •• • • • • • • • •• •. • • • • • • • •• • .••• • • which• • weeks 0 • • NOA • • • ••• 06-0201.02 - 05/10/11 04113/06 Page 2 of 7 Expiration • . • • Approval • ••• • •• • • • • • • • • • • ••• • • • • • • • • • EVIDENCE SUBMITIED: 61 Test Agency Center for Applied Enginedng Miles Laboratories Polymers Division Ramtech Laboratories, Inc. Southwest Research Institu* Trinity Engineering iJ Celotex Corp. Testing Semites LIMITATIONS: 1. Test Identifier #94 -060 :257818 -1PA 25-7438-3 25 -7438-4 25-7438-7 25 -7492 1 NB-589-631 Test NamelRertort TAS 101 TAS 101 SSTD 11-93 SSTD 11 -93 SSTD 11-93 ASTM D 1623 9637 -92 ASTM E 108 101- 6743 -011 01- 6739- 062b[1] 7050.02.96 -1 528454-2 -1 528454-9 -1 1 528454-10 -1 520109 -1 520109 -2 520109 -3 520109 -6 520109-7 1 520191 -1 520109 -2 -1 ASTM E 108 ASTM E 84 TAS 114 TAS 101 TAS 101 TAS 101 • • • • •• • ..•. • ••.• • •• •• • • • • • • • .• Date 04/08/!4 17/16/•6 *ors /t'5 11/02/95 12/12195 02/01/94 04/30/93 11/16144•:• 1/16/9,,.. 3/141$6 •• • •• •• • • 2/28/98 •• ' • •••••• •••• •.• • •. /02/99 • • Fire classification is nc ; part of this acceptance. Refer -to the Prepared Roof Tile Assembly for fire 2. Polypro® AHI60 shallsolely be ill with flat, low, & high tile profiles. 3. Minimum underlaymem shall be m compliance with the Roofing Application Standard 4. Roof Tile manufacture* acquiring acceptance for the use of Polypro® AH160 roof tale their tile assemblies sba11 test ink with TAS 101. 5. Roof Tile manufactures acquiring tocceptance for the use ofHANDI -S'11K roof tie their tile assemblies steal test in &cordance with TAS 101 with section 10.4 as / � IFt ; i •• •• •• • • • •••• • • • • ••• 2; i •• • • • • • • • • • MS F.- MS i •• •• • • • • e•• • • • • • NOA N 06- 0201.02 • • • • • : • : : • : Expiration 1 05/10/11 • •• •• • • • • • ro imp: 04/13/06 • App w • • ••• Page 3of7 • • • • • • • • • • • • • ••. • • • • • • • • • • INSTALLATION: I. Polypro® AH160 mays be used with any roof tile assembly having a c-iizen NOA :tat resistance values with ; e use otfPolypro® AH160. 2. Polypro® AH160 'r be applid in compliance with the ,) (1 11 I; I, .41 Apnlic ation conding • (1 Details noted herein. The roof tip . s adhesive the use of Polypm® 'x:160 ?shailipovide sufficient dtesistanc°, mgmd based system, to meet 111 upfift -.1. in with county Roofing App tion Sf ad RAS 127. The • t data is tile assembly NOA 3. Polypro® AH160 mottle adhes *c and its components shall be imualled in Roofing Application iandard R1 S 120, and Polyfoam Produc*, Inc. Polypro® AHI lnstmction and -16nm Boiiiidet 4. Installation must be by a Factory} Trained 'Qualified Applicator' approved and licensed Products, Inc. Polyfoan PromsIInc. shall supply a list of approved applicators to having 5. ,ion of the Foa pm® ` equipment is Vivre app g? The mix ratio between the "A" w,;`,1 and the "B" component shall be maintained 1.15 (A) 1.0 (B) The ifispense shall be set to deliver 0.0 75 to 0.15 pounds pea determined at cahbtati rn. No other sus shall be approved. upli.`1 an'i the rridi s,--wmade (1' 1 .1 in the roof with g y Polyfoam ;11111,1) 1. •••• 6 . Polypm®AH160 shall be appli with Foampro RTF1000 or PiloPack®30 & 140 equipnent only. S 7. Polypro® AH160 shall not be =prised poly to sunlight e as • •. •• . • • • • •• • •• •• 8. Tiles must be adhered it fleshly ip1ied adhesive. Tile must be sit within 2 to 3 '"• Polypro® AH160 has hxen dispersed. 9. Polypro® AH160 place;nent ply► weight shall bed in wid3 Details' herein. Each generic al requires the specific placement noted herein. . •. • • • • •• • •••• 1[ .• •. Table 1: ,kdhesivelP1acement For Each Gargle Tile Profile Tile Profile .Placement ' Detail Single Paddy Weight Min. (g -)1 Two Paddy ' eight per paddy I` '1 , 1 .. Flat, Low, High Prafil s #1 35 N/A High Profile (2 Piece Band) #1 i 17 /side on cap and i N/A Flat, Low, High Profits j #2 24 N/A Flat, Low, High Profit= ' ' #3 8 LABELING: All Polypro48l AH160 containers shill comply with the Standard 4onditions listed BUILDING PERMIT RE > 18MER/1 MS: As required by the Building Official orinpplicable buildinpooda in order to properly evaluate installation of this system. • • •• . •••.. •.• . . • • •• • •• .. • • • • • • •• • • • • • • .•. • • • • •• • • • • • • • • • Expiration • • • • Approval • .•. NOA N • •. • • • • • • • • • ••• • • • • • • • • • 06- 0201.02 05/10/11 to: 04/13/06 Page 4of7 • •• • • • • ••••• • • • • • • • • • IfitSTVE PLACEMENT Y /AIL SINGLE PATTY -'- 1 • • • • • • • • • giffiritomoMent • •••• • • •• •• ••• •. .3 • • • • • • • • •• • •• • • • • • • • • • • • • •• • •• •� • •• ••• ••• • • MA No.: • • • • • • • • • • • • • • • • • Expiralioa • • • • • • • • • • • •• •• • • • Approval Da • • • • • ••• • •• • • • • • • • • • ••• • • • • • • • • 1.02 05/10/11 04113/06 5 of 7 • • ••••• • • • • • ADHINIvE PLACEMEN'T_Di AEA SINGLE PATt • • • •••••• • • • • • ••• • • • • • :r • •• ••• • ••• • • • MOAN • • • • 1 • • • • • • • • 1 • • l�eation • • • • • • . • • Approval • • • • • ••• • •• • • • • • • • • • ••• • • • • • • • • • 06- 420102 ba: 05/10/11' 04/13/06 Page 6 of 7 ADHESIVE PLACEME T» T'UY: 3 DOUBLE PATTY - A - lianUtpugh plastic • • • t' 3 bag in. Sines onutdevlapment 4 on top !'tftSe Fa ti ese 2tn.xne. °° Fad lam"_ o� 1 I • • • • ••• • • • • • END OF THIS 4cE •• •••• •• • • •• • , • .. • • • • • • •• ••• ••• .• • • • • • • • • • • • • •• •• • • • • • • • • • • • • • ••• • • • • • •• NOA No.: - O2O1.02 osno/11 04/13/06 7 of 7 • • • EXpiraibil .•• • App • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • MtAMIDADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Coma Cast Corp. 4353•SW 70 Ct. Miami, FL. 33155 SCOPE: MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33 130 -1 563 (305) 375 -2901 FAX (305) 375 -2908 This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by the BCCO and accepted by the ) uildjng Coda tittd•Prodtlgt, • • • Review Committee to be used in Miami Dade County and other areas where allowed•i the AuthgntyHaving • • Jurisdiction (AHX). • • This NOA shall not be valid after the expiration date stated below. The Miami -Dade Q»inty Product Control. • 'Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County; resei'e tkeiright 4181 • • have this product or material tested for quality assurance purposes. If this product or nnatoial faila 4o perform ilia: • • • the accepted manner, the manufacturer will incur the expense of such testing and the MIJ may inNnetiiiately revoke, modify, or suspend the use of such product or material within their jurisdictio •IiitgRA reserves the right• • to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division thi t tls product eit • • material fails to meet the requirements of the applicable building code. • • • • •••• This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Brasterra Clay Tile LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA•shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. • This NOA consists of pages 1 through 5. The submitted documentation was reviewed by Alex Tigera. • TO 39dd 'da00 ISV3 VWOO NOA No.: 06- 0614.02 Expiration Date: 08/17/11 Approval Date: ? %i7 Page 1 ot5 9Z96S9990E Z£ :60 L00Z /0Z /0t • ROOFING ASSEMBLY APPRAVA1. Cateeory; Sub- Cateeory: Material: Deck Tyne: Roofing 07320 Roofing Tiles Clay Wood I. SCOPE This approves a new roofing system using "Brasterra Clay Tile" as manufactured by Ceramica Rainha Limicada in Rio Do Sul, Brazil and distributed by Coma Cast Corporation and described in Section 2 of this Notice of Acceptance. For locations where the pressure requirements, as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the values listed in section 4 herein. cl4G. :. attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION Manufactured by Annlicant Brasterra Clay Tile Trim Pieces Dimensions = 15 -3/4" w = 9 -1/2" Thickness = .5" 1= varies w = varies varying thickness Test Snecitleattions ASTM C1167 ASTM C1167 2.1 SUBMITTED EVIDENCE: Test Agency Test Identifier PRX Asphalt Technologies CRL- 001 -02 -01 PRI Asphalt Technologies CRL - 001 -02 -02 • • • .. • .... .... • • • et .. • • • • 'i pesc hots • .. • • • • High profile clay rootiget, For direet,4eck adhesive set applicatieas.... • ,,. • • • • • • • Accessory trim, clay roof jieces as meat • hips, rakes, ridges and valley terinu%atuoi . Manufactured for each tile profile. • Test Name/Renort ASTM C 1167 TAS 101 Date April 2006 April 2006 3. LIMITATIONS 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set tile applications, a static field uplift test shall be performed in accordance with TAS 106. 3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix `A'. Such testing shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum underlayments shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with the applicable Building Code. Z. 3BVd '&100 1900 tiW00 • • NOA No.: 06- 0614.02 Expiration Date: O8/17/11 Approval Date: T Page 2 of 5 9Z96999SOE ZE :60 L00Z /0Z /0Z 4. INSTALLATION 4.1 Brasterra Clay Tile and its components shall be installed in strict compliance with Roofing Application Standard RAS 118, RAS 119 and RAS 120. 4.2 Data For Attachment Calculations Tile Profile Brasterra Cla Tile Table 1: Average Weight (W) and Dimensions (1 x w ) Weight -W (tbf) Length-I (ft) Width -w (ft) 1.3125 • • 0.791 • • • Brasterra Clay Tile 111e Profile Brasterra Clay Tile Table 3: Restorin 2 ":12" Direct Deck 4.21 3 " :12" Direct Deck 4.16 Moments due to Gravi - M 4' :12" Direct Deck 4.08 5u:12" Direct Deck 3.96 • • • • • • • 5"CJ2" • • • • 'i!ct Deck• 3.81 Table 4: Attachment Resistance Expressed as a Moment - M1 (ft -Ibf) for Single Patty Adhesive Sew stems Tile Application Tile Profile Brasterra Clay Tile La ES 39Vd Polyfoam PolyProYM lacem®nt of 66grams of PolyProTM. • ,greater tfarj• • •!7a:1?" • • Wrect • •• 3.60 'd2100 1SV3 VW03 NOA No.: 06. 0614.02 Expiration Date: 08/17/11 Approval Date: 101 Page 3 of 5 929659990£ 3£ :60 0002/0Z/0Z 5. LABELING 5.1 All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo as detailed below, or following statement: "Miami -Dade County Product Control Approved ", RAINHA RIO DO SUL - SC BRASIL LABEL FOR BRASTERRA CLAY TILE. (LOCATED ON THE UNDERSIDE OF TILE) • • • • • •• • •••••• • •••••. • • •••• • •••• • • • •••• • • • • •• • • • • • • • •• 6. BUILDING PERMIT REQUIREMENTS • • • 6.1 Application for buildin • • • • • • • • • g permit shall be accompanied by copies ofre►)�lowing•. • • • • 6.1.1 This Notice of Acceptance_ 6.1.2 Any other documents required by the Building Official or irpplid,ble building code: n • order to properly evaluate the installation of this system. • • • 0••• • • • 00 39dd '&00 1SV3 WOO NOA No.: 06- 0614.02 Expiration Date; OW17/11 /A pproval Date: '/ /N Page 4 of 5 929699950£ Z£:60 L00Z/0Z/0Z PROFILE DRAWING cLA 39Vd BRASTERRA CLAY Tnc,E END OF THIS ACCEPTANCE &100 ISV3 VW00 • ••• • • • • • • • •• • •00• • • • • 0000 ••• • • • • 0000 • • • • • • • • • 0000 • •• • • •000 • •• • • • • • • •• 0• • •• • 1 5 - Warm • • • • • • • • •• • • • 0000 • • ••• • • NOA No.: 06- 0614.02 Expiration Date: 08117/11 Approval Date: i • qi" Page 5 of 5 9Z96999Sa0>; ZE :60 L00Z /0Z /0L F E FLORIDA INTERNATIONAL ENGINEERING & TESTING LAB I NSIGHT•INNOVATION• I NTEGRATI ON 16701 Southwest 117th Avenue • Miami, Florida 33177 Phone: (305) 378 -1991 • Fax: (305) 378 -1997 ON -SITE CONCENTRATED UPLIFT LOAD TESTING OF ROOF TILE IN FULL ACCORDANCE WITH MIAMI-DADE BUILDING CODE COMPLIANCE PROTOCOL TAS 106 No 1059 SITE SPECIFIC INFORMATION Owner's Name: JOB Job Address: Address: 2 4,5 0 lo'2- ., 5 a �. Roofing Con ctor: i� �� i�� t i ►� Ze9 o Type of Tile: � c ' i=4: (� iE i` 1 �' Fo--A Approximate Roof Height:( feet Type of Access to Roof: Scaffolds Ladder Approximate Square Footage of Roof: .` (-cc, ft2 Required Testing Force: 35 lbs. Testing Equipment: F.G.E. 100X, Shimpo Instrument Date: 2 Permit # - 2( 4 - Co- ytr' Date Installed c,r- . T 15 t2p Other TEST RESULTS P = PASS, F = FAIL Tsst Location U , ift Pull T , or Test Lava t on U ° lift Pull Test P or F Test Um :attars U. Ift Pull Test (P or Test Location U ° Pull Test P or - 1 .vim%' 1 26 1' -1. - — , 78 2 27 52 77 3 28 53 78 4 54 79 5 30 55 80 6 31 58 81 7 [-P D 32 57 82 8 + 33 58 83 9 34 59 84 10 35 60 85 11 36 61 86 12 37 82 87 13 38 63 88 14 39 64 89 15 40 65 90 16 41 66 91 17 42 67 92 18 43 68 93 19 44 69 94 20 45 70 95 21 46 71 96 22 47 72 97 23 48 73 98 24 49 74 99 25 ,/r 50 / 75 100 IN ACCORDANCE WITH THE CRITERIA OF PROTOCOL TAS 106, THIS ROOF ASSEMBLY HAS PASSED THE STATIC UPLIFT QUALITY CONTROL TEST. RESPECTFULLY SUBMITTED BY: 11H g 11„, Vinayagar M. Balakrlshnan V. P. E. Llc# 63107 Miami -Dade Lab Certification # 07- 0612.11 State of FL Certificate of Authorization # 27273 Sketch of Roof maim ausimmmtumminummumanammisionan ii mmu liii!liiiiiiii /!ilii'! aniummumnamimommommummommumm iiiimmimmimmummisaimmumminammoin ■iiiiii iiiiii �fiiiii iui!'islo immimitli. ■iiiiiii inumuiiou"lmuiu!!, ! Emiummoninusammuummirminemumi ii moron mi r ita ii iii ■ ii11�lii ► � ■if 111 l iiiii ■liiili musnixii musida " ii iiiiiiii ommummun i / "'; iii ■ i uummu i 'viii /data tilm ■ onmo `i ` i ct%c ' irr soi ■iiiiiimmm%iiinsi ` Xis!! ■iiiiiii ii 4 "'' .� it iiiiis i iiiiil u _ iiiii� i�`_ffiiiii ■imimiiui[iiii'.� L iiil�liiiii r Em a r ramie aimmumunimmramommasmtnewmprames simmummummimummisammerarmunann miummuumanraffininummdminiumml Iimmiumumniimmumumattimmouniiii is umummul ce ' ` ■ re i ii i!!!!i!1umilum m ii li i!! iiuiii lie'i -. °j isrirzem'i `iiiii! ■irl � . �iiitii�i R *� CU=RT liiisiiililiii iii i!!ii iii mairma assammula summumammummusammummiummuum iiiiii!! i #ii�lili! imlii�i� Sii i�ismo11 insu siiiiiiiii Job °5 C 0 �i M t - Sheet Number Contractor 2a.a g °Tt Checked By Scale ?doses_. i s L9Tf rFT- -53 Inspection Date: 02/01/2008 Inspector: Devaney, Michael Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: CPS ELECTRIC, INC. Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Phone: 305 -607 -8221 Building Department Comments NEW ELECTRIC FOR NEW HOME 0 Passed Inspector Comments cc ......-te,6,,, 1--/ . Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Friday, February 1, 2008 Page 1 of 2 ire Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 02/05/2008 Inspector: Devaney, Michael Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: CPS ELECTRIC, INC. Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Temp for Construction Block: Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Phone: 305 -607 -8221 Building Department Comments TEMP FOR CONSTRUCTION FEB 0 5 MB Passed Inspector Comments cc . //4 C 4/ P te" e " ' R Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Monday, February 4, 2008 Page 1 of 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 02/05/2008 Inspector: Devaney, Michael Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: HOME OWNER Z42.-. Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Addition /Alteration Usis■l• Phone Number (305)778 -5961 Block: Parcel Number 1132060134975 Lot: Building Department Comments LOW VOLTAGE FEB ®5200 Passed Inspector Comments cc Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Monday, February 4, 2008 Page 1 of 2 1..KOR) I -kit\thlyssA BUILDING PERMIT Al FBC 2004 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 PLICATION IMCOTERWM gi JAN 0 7 2008 II Permit No. ELO —" Master Permit No.C,QTh Permit Type: Electrical Owner's Name (Fee Si ple Titleholder) 'CSe 4 A €Z ^� \- Owner's Address/ YY 0g W Q 1 (' 1 City k` i State Zip Tenant /Lessee Name E -MAIL: Job Address (where the work is being done) City Miami hores Village, FOLIO / PARCEL # Phone # 30S -778 -5.96( Phone # County Miami -Dade Zip 3 a Is Building Historicall Contractor's Company Contractor's Address City Designated '' YES NO Name 16J 0 Phone # Qualifier Name State Zip Phone # State Certificate or Registration No. Certificate of Competency No. E -MAIL: Architect/Engineer's N Value of Work For thi me (if applicable) Phone # Permit S Type of Work: ['Addition ['Alteration Describe Work: LA4•3 V' L^ Square / Linear Footage Of Work: ❑New ❑ Repair /Replace ❑ Demolition ****xxxxlxxx****xxk & x4 ** x4 :****xxxxx *x9:**Feesx'rx * **** *' #Xxx *xxxxxxxxxxxxxxxxx *xxxxxxxxaYxx Permit Fee $ fa!, +mod CCF $ OteO CO /CC Training /Education Fee $ D' Technology Fee $ L -St) Radon $ Submittal Fee $ Notary $ Scanning $ Bond $ DPBR $ Zoning $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ 1 , l -5D See Reverse side -+ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COM MENCEMENT." 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 of urs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved .), a reinspection fee will be charged a -- - - Signature Owner or a . nt The for going instrument was ac day o 20a, by who is personally NOTARY P Sign: Print: wledged before me this own to me or who has produced As identification and who did take an oath os $1. LIC: The foregoing instrument wa day of ?Wall , 20°8 who is personally known to me wledged before me this I4 bed qfren) who has produced Pl—ayweia3 Let 6! fof i/ii as identific, ti n and who did take an oath. NOTARY PUBLIC: 0 0 IM '1�' �r WOTA y`', My Commission Expires: xx x r. x x xx x*** x x x xx rxxxxx APPLICATION APPROVED BY: (Revised 02/08/06) xxx My Commission Expi 40>c* xxaYxxxxxrxxxxxxrrr.rxxxxrx Plans Examiner Engineer Zoning Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305- 795 -2204 Fax: 305- 756 -8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type Owner Subdivision /Project Construction Type 275 102 Stre Location Residential Construction JOSE SBARRA TWO STORY HOUSE Bldg. Permit No. Contractor Date Issued Occupancy RC -6 -07 -1242 ARQUIGREEN CORP 02/05/2008 Single Family -41filapP411111A, Building officials Approval io Grande, CBO Not Transferable POST IN A CONSPICUOUS PLACE Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 (• Inspection Date: 02/05/2008 Inspector: Levrock, James Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: A LEAGUE CONTRACTORS, INC. Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Septic Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Phone: 305 - 256 -0306 Building Department Comments SEPTIC AND DRAINFIELD FOR NRE HOUSE FINAL HRS IN FILE n : pector Comments Passed Failed 1' Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. Monday, February 4, 2008 Page 1 of 2 Miami Shores Village Buildin g Department artment 1 AUG 0 6 2007 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Td: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 Permit No.—17 - k(V 3/4 . Master Permit No. r.CQ-124L Permit Type: Plumbing Owner's Name (Fee Simple Titleholder) � Phone # � —5'Ja Owner's Address tt•l City 1-1cA 4ci State Zip 375Vre Tenant/Lessee Name Phone # E -MAIL: Job Address (where the work is being done) Z q" 5 • City Miami Shores Village FOLIO / PARCEL # County Miami -Dade Zip Is Building Historically Designated YES ,Contractor's Company Name NO Contractor's Address J 9 't) City :C e: Qualifier Name Phone # State f C TP) Zip /e%"Q Phone # State Certificate or Registration No. 1 i "7 Certificate of Competency No. E -MAIL: 6, 7>s3 ;'z)�� Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ ?'' (6') Square / Linear Footage Of Work: Type of Work: DAddition Describe Work: A, eration ['New ❑ Repair /Replace ❑ Demolition *** * * * ** * * * * * *wwwwnww*w**xxx • YTe* *x *x*****Fep�g WWWx*rxx.*** •*******WWxxxx***.**WWWWWWW Submittal Fee $ Permit Fee $ 3 5`0 `'-"-/ CCF $ I . ZO CO /CC Notary $ Training /Education Fee $ t (4 0 Technology Fee $ 5 ,1S-- Scanning $ 5. CO Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ G5 . 3S See Reverse side —> Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 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,*plicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered tp 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 approve'. and a reinspection fee will be charged. Signature wner r gent The foregoing instrument was + cknowledged before me this day of , 20 , by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: x X sew x Xx xxxx*x *wX xx Signature X (Contractor The foregoing instrument was acknowledged before mohis"� day of /1.-4)J2-, 20 as b P r who is persongll known to me or w. io has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: 1Y C.OMMISSI0N # DD 428255 EXPIRES: May �! nti Nome "detwdters My Commission Expires: * * x***x x*** xnkxxxxx xxxx XxXXW x xx xxxxxx x*X r. xxr. APPLICATION APPROVED BY: (Revised 02/08/06) i9-677 Plans Examiner Engineer Zoning STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISP CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: [ X ]New System [ ]Exi [ ]Repair [ ]Aba APPLICANT: Sabarra,Alberto t. .7 AUS6EQ 2001 • BYa _ Cia2. ----------- CENTRAX #: 13 -SG -32636 DATE PAID: FEE PAID : $ RECEIPT . OSTDSNBR : 07 -01171 -N sting System [ ]Holding Tank [ ] Innovative Other ndonment [ ]Temporary [ NA ] AGENT: A AMERICA, A American Sept PROPERTY STREET ADDRESS: 275 NE 102 St Miami FL 33138 LOT: 20 BLOCK: 36 SUBDIVISION: Amd P1 of Miami Shor [Section /Township /Range /Parcel No.] [OR TAX ID NUMBER] PROPERTY ID #: 11- 3206 - 013 -4975 SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF CHAPTER 64E -6,FAC DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC TIME PERIOD. 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 PROPERTY DEVELOPMENT. SYSTEM DESIGN AND SPECIFICATIONS T [ 1050 ]Gallons SEPTIC TANK A [ 0 ]Gallons N [ 0 ]GALLONS GREASE INTERCEPTOR CAPACITY K [ 0 ]GALLONS DOSING TANK CAPACITY [ 0 ]GALLONS @ D [ 571 ]SQUARE FEET PRIMARY DRAINFIELD SYSTEM R [ 0 ]SQUARE FEET SYSTEM A TYPE SYSTEM: [ Y ]STANDARD [ N ]FILLED I CONFIGURATION: [ N ]TRENCH [ Y ]BED N F LOCATION TO BENCHMARK: 9.85' NGVD C/L NE 102 ST MULTI - CHAMBERED /IN MULTI - CHAMBERED /IN [0 ]DOSES PER 24 HRS SERIES: [Y ] SERIES: [Y ] # PUMPS[ 0 ] [ N ]MOUND [ N ] [ N ] I ELEVATION OF PROPOSED SYSTEM SITE [ 5.4 ] [ INCHES ] [ BELOW] BENCHMARK /REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 35.4 ] [ INCHES ] [ BELOWIBENCHMARK/REFERENCE POINT L D FILL REQUIRED: [ 0.0 ]INCHES EXCAVATION REQUIRED: [ 30.0 ] INCHES OTHER REMARKS: 1.- Install 1050 gal. category -3 septic tank equipped with an approved filter. Traffic lids required. 2. -The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with sec. 64E- 6.013(3)(f), FAC. 3.- Install 571 sf of drainfield in bed configuration. 4.- Invert elevation of drainfield to be no less than 7.40' NGVD. 5.- Bottom of drainfield elevation to be no less than 6.90' NGVD. SPECIFICATIONS BY: EDWARDS, ASTRID APPROVED BY: Edwards, Astrid TITLE: TITLE: Dade CHD DATE ISSUED: 5/24/07 EXPIRATION DATE: 11/24/08 DH 4016, 03/97 (Obsoletes previous editions which may not be used) (Stock Number: 5744- 001 - 4016 -0) [ostds_cons_4016 -1] Page 1 of 2 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATIONS APPLICANT: Sabarra,Alberto CENTRAX #: 13 -SG -32636 OSTDSNBR : 07- 01171 -N AGENT: A American Sept, A American Septic & Plumbing LOT: 20 BLOCK: 36 A AMERICA SUBDIVISION: Amd P1 of Miami Shor ID #: 11- 3206 - 013 -4975 TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEER'S V: \ :A1 :V Olin' PROPERTY SIZE CONFORMS TO SITE TOTAL ESTIMATED SEWAGE FLOW: AUTHORIZED SEWAGE FLOW: UNOBSTRUCTED AREA AVAILABLE: PLAN:[X]YES [ ]NO NET USABLE AREA AVAILABLE: 0.19 400 GALLONS PER DAY [64E -6, TABLE 1] 475 GALLONS PER DAY [1500GPD /ACRE OR 2500GPD /ACRE] 1143 SQFT UNOBSTRUCTED AREA REQUIRED: 1143 ACRES SQFT BENCHMARK /REFERENCE POINT LOCATION: 9.85' NGVD C/L NE 102 ST ELEVATION OF PROPOSED SYSTEM SITE IS 5.40 [ INCHES ] [ 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: 5 FT PROPERTY LINES: 5 FT POTABLE WATER LINES: 10 FT SITE SUBJECT TO FREQUENT FLOODING: [ ]YES [ X ]NO 10 YEAR FLOOD ELEVATION FOR SITE: 0 FT NGVD SOIL PROFILE INFORMATION SITE 1 Mansell # /Color Texture 1nvR- 6/1 -nV Sandy T.nam 1OYR- 7/1 -T. GY Sand USDA SOIL SERIES: 15 Urban land Depth n to 19 19 tO 79 tO to to to tO to 10 YEAR FLOODING? [ ]YES [ X ]NO SITE ELEVATION: 9 FT NGVD SOIL PROFILE INFORMATION SITE 2 Mansell # /Color Texture 1 nYR -i /1 -(Y Sandy T.nam 1 fvR -7/1 -T. f,V Sand USDA SOIL SERIES: 15 Urban land Depth n to 19 19 tO 79 tO to to to tO to OBSERVED WATER TABLE77.00 INCHES [ BELOW ] EXISTING GRADE TYPE: [APPARENT ESTIMATED WET SEASON WATER TABLE ELEVATION:77.00 INCHES [ BELOW ] EXISTING GRADE. HIGH WATER TABLE VEGETATION: [ ]YES [X]NO MOTTLING: [ ]YES [X]NO DEPTH: 0.0 INCHES SOIL TEXTURE /LOADING RATE FOR SYSTEM SIZING Replacement /0.70 DEPTH OF EXCAVATION:30.0 INCHES DRAINFIELD CONFIGURATION: [ ]TRENCH [ X ]BED [ ]OTHER (SPECIFY) REMARKS /ADDITIONAL CRITERIA: SITE EVALUATED BY: Jorge Milian Jr. DH 4015, 03/97 (Obsoletes previous editions which may not be used) (Stock Number: 5744- 003 - 4015 -1) [ostds_eval_4015 -3] DATE: 10/16/06 Page 3 of 3 STATE OF FLORIDA PERMIT NC`s DEPARTMENT OF HEALTH DATE PAID. ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM FEE PAID. CONSTRUCTION INSPECTION AND FINAL APPROVAL RECEIPT #• APPLICANT: AGENT: _ PROPERTY. ADDRESS: LOT: = BLOCK- `- SUBDIVISION: CHECKED [X] ITEMS ARE NOT IN COMPLIANCE WITH — TANK INSTALLATION [01] TAN-K K`SIZ [02] TANK MATERIAL — FF. R . [ 1 [ ] [03] [04] [05] [06] [07] [08] [09] PROPERTY ID #- STATUTE OR RULE AND MUST BE CORRECTED. [ [ 1 MULTI- CHAMBERED ;.[ / N ]. [ ] OUTLET FILTER LEGEND: - WATERTIGHT LEVEL DDRAIIVFIELI)1 IS'IALLATION 11D] AREA [1] [2] 5- =s` SOFT [1.1] s DISTRIBUTION BOX HEADER [12]` P NUMBER OF DRAINLINES [13] Y-DR/ IT LINE SEPARATION , [14] "`- DRAINLINE SLOPE — ' -,[151 DEPT[-hOF COVER '. 7 ' ` (16] ' "ELEVATION [ABOG1 =%BELO , BM' - -- - [17] SYtT]VM LOCATION ' ; E {18] DQSING.P$UMPS [19] AGGREGATE SIZE d , [20] AGGREGATE,€XCESSiVE- -FINES - t211 AGGREGATE DEPTH ,..) ,} FILL / EXCAVATION MATERIAL [22] FILL AMOUNT [23] FILL TEXTURE [24] EXCAVATION DEPTH [25] AREA REPLACED [26] REPLACEMENT MATERIAL EXPLANATION OF VIOLATIONS / REMARKS: [ SETBACKS [27] SURFACE WATER FT [28] DITCHES FT [29] PRIVATE WELLS FT [30] PUBLIC WELLS 5.P, FT [31] IRRIGATION WELLS FT [32] POTABLE WATER LINES FT [33] BUILDING FOUNDATION FT [34] PROPERTY LINES = FT [35] OTHER - :7; FT. FILLED / MOUND SYSTEM [36] DRAINFIELD COVER [37] SHOULDERS [38] SLOPES [39] STABILIZATION ADDITIONAL INFORMATION 140] [41] [42] [43] [44] [45] [48] [47] [48] UNOBSTRUCTED AREA STORMWATER RUNOFF ALARMS MAINTENANCE AGREEMENT BUILDING AREA LOCATION CONFORMS WITH SITE PLAN FINAL SITE GRADING CONTRACTOR = OTHER ABANDONMENT [49] TANK PUMPED [50] TANK CRUSHED & FILLED [ 1 [ 1 [ 1 [ 1 CONSTRUCTION [ APPROVED %DISAPPROVED=] FINAL SYSTEM [APPROVED4DISAPPROVED]• ° '- DH 4016 (Page 2), 10/97 (Previous Editions May Be Used) Stock Number. 5744-0024016-4 CHD DATE d CHD DATE. PT 1: Applicant PT 2: Installer /Contractor PT 3: Building Department PT 4: Health Department Page 2 of 3 Rerydrd G Paper r tr Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 01/28/2008 Inspector: Levrock, James Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: EDDYS PLUMBING SERVICES INC Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Building Department Comments NEW PLUMBING FOR NEW CBS HOME FEB 0 1 2008 Passed s ector C •- ments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Friday, January 25, 2008 Page 2 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 Permit Type: Plumbing Owner's Name (Fee Simple Titleholder) Owner's Address IbN ' AUG 0 6 2007 s BY:- Permit 1V .,. t, 07- 10'6 Master Permit No. PC 011 Phone # City State ` L.. Zip Y7� Tenant/Lessee Name Phone # E -MAIL: Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # -1S (O 2 sr County Miami -Dade Zip Is Building Historically Designated YES NO �( Contractor's Company Name E 5 Q � Ant 9 est4K2 ' Phone # 30 �'� ¢i-2' 11 O�T- 1 ► Contractor's Address ' O (011 r� wb 114(o � d City i.C&'r'1t State fk., Zip '39%P(" Qualifier Name j P a—tj ct SO n Phone # State Certificate1or Registration No. Ci 1414 etTA Certificate of Competency No. E -MAIL: v..v \vrtY1tpi x'19 Ste(' j, km.... r4) Architect/Engineer's Name (if applicable) Phone # Value of Work For this hermit $ I Cc3D Square / Linear Footage Of Work: Type of Work: ❑Addition ['Alteration New Describe Work: }{0I1 E FLA" 91)114C-1" ❑ Repair /Replace ❑ Demolition xxxxx d :xxxoexxxxxxrxx****i:xxxxxx *x, /:****Fee$ jxjjt *** * n' CJ"v ��jj �( Submittal Fee $ Permit Fee $ / e ) CCF $ `�1 �U" CO/CC Notary $ r1 Training /Education F e $ t .V/0 Technology Fee $ 6 •W Scanning $ /*) .00 Radon $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ rxxxxxxxrxxxxxxx xxxrxxxxxxx xrrx DPBR $ Zoning $ Total Fee Now Due $ 2SS• qO See Reverse side -+ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 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 •nd a reinspection fee will be charged. Signature Owner or I gent The foregoing instrument was ac y, owledged before me this The foregoing instrument was acknowledged before me this :h•r day of ,20,by , day of ,20O7,by ( PI (405)4 Signature Contrac • r who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: who is personally known to me or who has produced Sign: Print: My Commission Expires: xxx x xxx xx rx x x x xxxxx APPLICATION APPROVED B (Revised 02/08/06) as identification and who did take an NOTARY PUBLIC: Sign: Print: My Commission Expires: oath. 44444CIPIONHAVIDW624 on xiomara FRorez xxxxxxxr. xxxxw xxr. x*wwar *xxxxa xxxxxx xrxxxxxxxx Expires March 18, 2008 Plans Examiner Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 0 Number: I NSP -52+ Inspection Date: 01/29/2008 Inspector: Grande, Claudio Owner: SBARRA, JOSE Job Address: 275 102 Street NE Per ftif Nui 7 -1242 Permit Type: Residential Construction :JAN 3 0 1183 Inspection Type: Termite Letter Work Classification: New Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: ARQUIGREEN CORP Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Phone: (305)778 -5961 Building Department Comments TWO STORY CBS HOUSE Passed Inspector Comments See document attached. cc Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, January 29, 2008 Page 1 of 2 TERMITE PRETREAT SPECIALISTS JAN 2 9 200U JJ i� J E Y: 866 - PRE -TREAT 800 - DILIGENT FAX 800- 837 -0311 800Diligent.com State License JB94495 ❑ Notice of Preventative Treatment for Termites (as required by Florida Building Code (FBC) 104.2.6 and Broward County Chapter FBC 105.2.2) PEST PREVENTION I LAWN & ORNAMENTAL CARE I TERMITE SERVICES Icy MOSQUITO ABATEMENT 1 RODENT & NUISANCE WILDLIFE EXCLUSION & REMOVAL SERVICE ORDER NUMBER SERVICE DATE /A? ! ,/o TIME 9 11 a WEATHER CONDITIONS DEVELOPMENT NAME (PROJECT) C CTOR'S NAME CONTACT PERSO ri 5i -eE -7 i STRUCTURE ADDRESS (LOT/BLOCK) r CRY STATE, ZIP CODE COUNTY mss[ e CONTACT PHONE NUMBER 305— NOTES -77Y sleto TREATMENT TYPE/AREA ❑ FLOATING t YMONOUTHIC ❑ CUTOUTS ❑ FOOTERS ❑ PATIO ❑ FRONT ENTRY TREATMENT TYPE ❑ TAMP & TREAT 0 TREAT ONLY LJNAL ❑ GARAGE ❑ DRIVEWAY ❑ STEM WALL ❑ ADDRION ❑ EXTERIOR PERIMETER FOR RENEWAL 0 OTHER ❑ RETREAT ❑ BORA CARE TREATMENT BAIT STATION PRODUCT JPROBUILD TC ❑ DRAGNET ❑ DEMON TC ❑ TERMIDOR TC 0 BORACARE 0 BASEUNE ❑ OTHER ACTIVE INGREDIENT E O 25% ❑ .5% ❑ .23% SQUARE FOOTAGE SQUARE FOOTAGE VERIFIED ❑ YES ❑ NO JQB READY CONDITIONS MET la YES LI NO SAFETY CONDITIONS ❑ .06% ❑ OTHER UNEAR FOOTAGE t MEASURED OR VERIFIED PER PLANS GALLONS APPUED DETAILS /tee:. r 0 at „-,::„..7p4..... cirt, A n ii".1:61 .t° ® All? Z • ••a•••• ®®� * ®� ®•®®•• As per 104.2.6 FBC - If soil chemical barrier method for termite prevention is used. Final exterior treatment shall be completed prior to final building approval. Certlfic ate of Compliance: The building has received a complete treatment for the prevention of subterranean termites. Treatment Is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. (Per the Florida Building Code.) If thls notice Is for the final exterior treatment, Initial and date this line {TERMITE MONITOR INSTALLED 0 YES ❑ NO} FINAL STICKER ❑ ELECTRICAL PANEL WATER HEATER OTHER Payment Terms: Customer's payment in full is due at time of initial service. Customer agrees that a finance charge in the amount of 18% per annum will be assessed on all unpaid balances that are not satisfied by the due date. In the event a collection process becomes necessary to recover an unpaid balance the following fees will be assessed Inc ding but not lima = to: collection service fee, attorney's fee, finance charges and non - sufficient funds payrgen fee. Cu °nip will be responsible paw .. all c '. fated with any collection process. demi APPlicafor UI ent ,• I II! 117i rvia mer (Property Owner or Ag'. Date W NAHB 800- DILIGENT 800Diligent.com Corporate 3100 NW Boca Raton Blvd. I Suite 107 I Boca Raton, Florida 33431 1 800.487.8190 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 I'ii Inspection Date: 01/16/2008 Inspector. Devaney, Michael Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: CPS ELECTRIC, INC. Permit Type: Electrical - Residential Inspection Type: Final awe,Work Classification: Temp for Test Block: Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Phone: 305 - 607 -8221 Building Department Comments temporary electric service for test IRAN 11 2 Passed Inspector Comments CC . c/e-- /. j'i-k/1-' . 2 g Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, January 15, 2008 Page 1 of 2 1111101 Rte. Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 Nazair.cega JAN 1 0 2008 BY: �'��� Permit No. 0 S Master Permit No. %— !242- Permit Type: Electrical Owner's Name (Fee Simple Titleholder) T i S YT1L Phone # ,`jam✓' 77 O 59J Owner's Address .�' pz I,J t.1 City L( l State - Zip 3`3 VTR Phone # Tenant/Lessee Name E -MAIL: 0'2; Job Address (where the work is being done) 2- 7' I'oZ, S'T- City Miami Shores Village 4F County Miami -Dade Zip -3 1 �1 FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name !„) Phone # 3 o % i"j „,r 0 Contractor's Address /600 NW ZR City Qualifier Name State f,...�- Zip 3 3 /,4. Cr e CLAD Phone # 3 J S 9601-9 7 t?2_- State Certificate or Registration No. E -MAIL: F/e0O /1 O 2.0 Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ t •06Oof72. 33 Square / Linear Footage Of Work: Type of Work: ❑Addition ]Alteration ❑ Repair/Replace ❑Demolition EiNew Describe Work: !4L 5 12_ J1 C 6)12- wST ****icxxxxxxxactr* xxxrxxrxxzzxxxzxxxxx Fees xxxrrxxxrxxxxxxxxxzxxxxxxxr ..rrrxrrrxxxrxxxxxx Submittal Fee $ Permit Fee $ / 7 "e.'t, Notary $ Training /Education Fee $ Scanning $ Radon $ Bond $ Code Enforcement $ Structural Review. $ DPBR $ CCF $ CO /CC Technology Fee $ Zoning $ Double Fee $ Total Fee Now Due $ See Reverse side -a Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 1 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: 1 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 COM MENCEMENT." 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 properly 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 approve • ind a reinspection fee will be charged. AID. Signature Signature The day who is personally Owner o gent, going, instrument was a i n wledged b 20O,by • Contractor ore me this() The foregoing instrument was acknowledged before me this? , day of ?Wain? ,208 , by Ale -Rom, nown to me or who has produced 0 who is personally known to me or who has produced /%/V�Ytj As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: 1I1k A L ginflorMAO My Commission Expires: 4Y (1*, rr.>cxx xxxxxxxxxx x*xxxx9:xxxxaYxxxxx**wr,,pric k*ex e***ww**r. L!C 5 /3VontItif as identification and who did take an oath. NOTARY PUBLIC: } Sign: Print: My Commission Expir APPLICATION APPROVED BY (Revised 02/08/06) ***war x vex xxxx **w * xxxx xxxxxx Plans Examiner Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 01/16/2008 Inspector: Perez, JanPierre Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: COOL WATER AIR CONDITIONING -1242 Permit Type: Mechanical - ,.Residential Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Phone: (305)807 -0288 Building Department Comments Tuesday, January 15, 2008 Page 2 of 2 IJAN 2 4 2008 si--e \lizls, Passed Inspector Comments CC Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, January 15, 2008 Page 2 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33 138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING APPLICATION FBC 2004 Permit Type: Mechanical Owner's Name (Fee Simple Titleholder) Owner's Address 71-6 ark City s State * A sozzix AUG 0 0 2007 Permit No. MC) 67— l(087 Master Permit No. gG 07- 1242 Phone # '�5 - 13.56 &l Zip Tenant/Lessee Name Phone # E -MAIL: Job Address (where the work is being done) - 7' 6' a P•02._ 1 City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL #' Is Building Historically Designated YES NO Contractor's Company Name � ©® / VL°I f 7 /1 r �1 , j, ne # 3 - gd 7 —0 'Z �''" Contractor's Address % 1 cc�t''e-epi J City I /i' v v 4 State r I Zip —3 0 ii Qualifier Name ,S+FipkP., K e rvt e.7 Phone # '3O5 = p `2" 0 2_ g'( State Certificate or Registration No. C fr L u. 67/ 0 Certificate of Competency No. C ej C Q'6; 7/ 0 E -MAIL: Architect /Engineer's Name (if applicable) Phone # Value of Work For this Permit $ Square / Linear Footage Of Work: Type of Work: ['Addition ❑Alteration ew ❑ Repair/Replace Demolition Describe Work: l) _c4 °A is 4e x &xYxxzza:rxxxx Xxrxxxx4rxxxxxxXxx rxxx X9.x i . - ■,- w %X%%X X x wJtc XX X X X X ICX Y. Y.%,C,V. * .XXX %Y.X %Y. XXX %%XY. CCF $ 4 �`� CO /CC Technology Fee $ 1 b .00 Zoning $ Submittal Fee $ Notary $ Scanning $ ? 00 Permit Fee $ Training /Education Fee $ Radon $ Bond $ Code Enforcement $ _ Total Fee Now Due $ 2� r,2 • . Structural Review. DPBR Double Fee $ See Reverse side —� Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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. l 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,COMMENCEM.ENT 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 approves and a reinspection fee will be charged. Signa er \Y gent / Contractor The foregoing instrument was : c nowledged before me this The foregoing instrument was acknow dged before me this day of , 20 , by! , day of V D , 20 a, by who is personally known to me or who has produced who i personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: rwwwrwwiewwwwwwwwwwwwwxx r. rxxrxxa:xxwwxxxrx APPLICATION APPROVED BY: (Revised•02 /08 /06) as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: �`• ',,,\,� , a` D ;,,c1,:o::■\,,,!s;s:\:sf:lo,,,,,,14,2s0;se 1 9 ,**** wwww ww*wwwwwwxxxxxxxxxxx wxx xx xxwixwwr. Plans Examiner Engineer Zoning Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 Permit Type: Mechanical INCIEELVaa DEC 2 0 2007 ili B Y: o_ «_---- __._o____ - -- Permit No. I Master Permit No. Owner's Name (Fee Simple Titleholder) � waA-' Owner's Address �r'� W \. O0111r{ oet State City Tenant/Lessee Name E -MAIL: Phone # 4f1)S 777 7 ri (2 Zip J�Vi Phone # Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # Is Building Historically Designated YES ( Contractor's Compan Name Contractor's Address S'S City 1 .il Qualifier Named 2-7`5 I-1 g- County Miami -Dade Zip NO Phone # f State Zip r 021-1 Phone # State Certificate or Re istration No. �M t Certificate of Competency N o . ( • E -MAIL: Architect /Engineer's Name (if applicable) Value of Work For ;is Permit $ Type of Work: Describe Wo Phone # Square / Linear Footage Of Work: [ZAlteration ['New ❑ Repair /Replace El Demolition A�--�► Q�1J 15 f o� _ "1"e .,er Sub Nc Scannin Bond $ Code Enforcement $ *it*****:** J,*************** xxxxx** ees******''x xx xx'xxxx********xkxxxx**** *xxxxx xxxx /q� ermit Fee $ S GM .1.� CCF $ CO /CC Trainin'' /Education Fee $ Technology Fee $ Radn $ DPBR $ Zoning $ Double Fee $ Structural Review. $ Total Fee Now Due $ 55'00 See Reverse side -a Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 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 properly 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 an p reinspection fee will be charged. Signature - Signature Owner or A: e t The foregoing instrument was ackn wledged b fore me this wry -) The fore day of0. ,r) ,20(5,by .cRce � '\411 re , day of i.iil.!4i ,20 ,by -0' -may who? is personally known to me or who has produced `,_, who is p rsonally known to me or who has produced `C CV 5 �r 7j IOC �° ti `�6g0 IZ, Z ' off,: identification and who did take anQath. �- }- -}'��� . - -'� -� r? As identification and who did taker�� .'o�. �, �p NOTARY PUBLIC: �io`�Ggg4.5-. e' °4�o,y°+o y� SS''.. w 6* of Sign: ■ .��1L L. 1 I . 4a lb Sign: �- r Print: :!l_ ^,•t 1 _(• •. 4' Print: M ng 111Miln4 Contractor cc�� oing in rum-nt was acknow edg-d before me thisd.'\ OTARY PUBLIC: My Commission Expires: ww x,w*x My Commission Expires: 'x xx x,Yxxxxr xxxxx- xrxxxxxxx'x***** -w** :,Yxa:xxxxxx xxxxx xxxxx xx x rxxxxxxx,F 44,Ar `.****ixxxxx*Akv* 11 '''Plans l Plans Examiner Engineer APPLICATION APPROVED BY: j1 (Revised-02i08 /06) Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 02/05/2008 Inspector: Grande, Claudio Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: ARQUIGREEN CORP 4 s Permit Type: Driveways /Sidewalks /Slabs Inspection Type: Final Work Classification: New Block: Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Phone: (305)778 -5961 Building Department Comments Monday, February 4, 2008 Page 2 of 2 V Inspector Comments cc Passed V Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Monday, February 4, 2008 Page 2 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. v -1 �UU BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle): 11 JUN 15 2001 Master Permit No. TQ1° / 24� Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simpl e � older) = •sc A Phone # � 7-3 s 1 Owner's Address City Tenant/Lessee Name State ft— zip 33\ 78 • Phone # Job Address (where the woik is being done) 27 S 402– �T City Miami Shores Village County Miami -Dade Zip t FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name J ( 9 Ct (A. 1z:b e Phone # 5 f 1co QM City pi tv) L% State ' Zip Qualifier Name i1 COti;- Phone # Contractor's Address State Certificate or Registration No. Architect/Engineer's Name (if applicable) Value of Work For this Permit $ Certificate of Competency No. Phone # Square / Linear Footage Of Work: Type of Work: ['Addition ❑Alteration ['New Describe Work: ❑ Repair/Replace t 00 ❑ Demolition L 02(4)4 ` ******* * * ** ***** * * * ** *** * * ** *** ** * * * ** *Fees * ** * * * * ** Submittal Fee $ Notary $ Training/Education Fee $ Scanning $ Radon $ Bond $ Code Enforcement $ Double Fee $ Structural Review. $ Total Fee Now Due $ Permit Fee $ DPBR $ ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CCF $ COICC Technology Fee $ Zoning $ See Reverse side - Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS. and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, _CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for ,the first inspection which occurs seven (7) days after the building permit is issued In the abs nee of such posted notice, the ,inspection will not be approved and a rei pection fee will be charged Signature X Owner or Agent The foregoing instrument was acknowl , { • before me this day of 20 a, by Shark who is pe ally kn o me or who has produced 15 As identification and who did tak NOTARY PUBLIC: Sign: Print: My Commission Expires: APPLICATION APPROVED BY: (Revised 02/08/06) Signature Con for The foregoing instrument was acknowledged before me this /5 day of 1 tt 20 07, by ti 3 loon who personally own to me or who has produced as identification and who did take an oa NOTARY PUBLIC: Sign: Print: My Commission Expires: 26 A StVo.7 3 &ate Plc j• Plans Examiner Engineer Zoning At Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 01/18/2008 Inspector: Dacquisto, David Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: ARQUIGREEN CORP Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: New Block: Phone Number (305)778 -5961 Parcel Number 1132060134975 Lot: Phone: (305)778 -5961 Building Department Comments TWO STORY CBS HOUSE t Passe • l t t 64 I Inspector Comments r� Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Friday, January 18, 2008 Page 2 of 2 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important Read the instructions on pages 1-8. CROWN OF ROAD EL =9•87 SECTION A - PROPERTY INFORMATION Al. Building Owner's Name A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 275 N.E. 102nd STREET City MIAMI SHORES State FL ZIP Code 33138 OMB No. 1660 -0008 Expires February 28. 2009 For Insurance Company Use: Policy Number Company NAIC Number A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) E 1/2, LOT 20 AND LOT 21, BLOCK 36, MIAMI SHORES, SEC. 1, PB 10-70 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, A5. Latitude/Longitude: Lat. 25 °11'31.64" Long. 80 °52'08.27" A6. Attach at least 2 photographs of the building if the Certificate is being A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b etc.) RESIDENTIAL used to obtain flood insurance. A9. For a building with an attached garage, provide: a) Square footage of attached garage 510.7 sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9.b 0 N/A sq ft sq in Horizontal Datum: ❑ NAD 1927 ® NAD 1983 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number VIALLAGE OF MIAMI SHORES 120652 B2. County Name MIAMI -DADE B3. State FL B4. Map/Panel Number 12025C0093 B5. Suffix J B6. FIRM Index Date 07/17/1995 B7. FIRM Panel Effective/Revised Date 03/02/1994 B8. Flood Zone(s) X B9. Base Flood Elevation(s) (Zone AO, use base flood depth) AREA DETERMINED TO BE OUTSIDE 500 YR FLOOD PLAIN BI0. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile 0 FIRM ❑ Community Determined ❑ Other (Describe) BI1. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) BI2. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a -g below according to the building diagram specified in Item A7. Benchmark Utilized N -397R Vertical Datum N.G.V.D: 29 Conversion/Comments a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b} Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe tyJreol equipment in Comments) • f) Lowest adjacent (finished) 8tdtlgi (LAG) • g) F$ighest edjaartr1 (finished) grade (HAG) • • • • QQOTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION Tlfi3 edrfiitcation 014 be gigned ar?c? dared by a land surveyor, engineer, or architect authorized by law to certify elevation infomration. I cerhfy that the infdfissdlfon this Certificate represents my best efforts to interpret the data available. I r7ndarEtand that any false stater erMnay be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. [x 0114 here if coprments arep '4dp I on back of form. • • Check the measurement used. 10.48 feet ❑ meters (Puerto Rico only) N/A._ ❑ feet Q meters (Puerto Rico only) N/A_ ❑ feet ❑ meters (Puerto Rico only) 9.75 ® feet ❑ meters (Puerto Rico only) N/A._ ❑ feet ❑ meters (Puerto Rico only) 9,4 ® feet ❑ meters (Puerto Rico only) 9.6 ® feet ❑ meters (Puerto Rico only) Gerliter's Name Aj.dERT R. TOIJSSAjNT • • • • TitTe•PRESIDENZ•��• •••• Address 620 N.E. 126m STREET License Number 0907 Company Name AR. TOUSSAINT & ASSOCIATES, INC. City NORTH MIAMI State FL ZIP Code 33161 Date 01/10/08 Telephone 305-891 -7340 PLACE. SEAL AERE lJ -r �I /..6! BERT R. TOUSSAINT 907 January 10, 2008 ORDER # 14315 IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. City State ZIP Code For Insurance Company Use;. Policy Number CompanyNAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner Comments Signature Date ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items El -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters Q above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments 51 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G7. This permit has been issued for. ❑ New Construction G8. Elevation of as -built lowest floor (including basement) of the bu G9. BFE or (in Zone AO) depth of flooding at the building site: G6. Date Certificate Of Compliance/Occupant; lakled •• • •• • • • • • ❑ Substantial Improvement • • ilding: fl feet ❑ meters (PR) Datum. • ❑ feet ❑ meters (PR) Datum• ! �� • •••• • • • • •••• • •• • • • r •• • •• Local Official's Name Community Name Signature Comments Title •••• • • • • • Telephone • • • . • Date •• • • • • • • • ▪ • • •••• fl Check here if attachments IT M'8"1' SEPTIC TANK f 45'± u0i PAVED ALLEY ,61 I.P. 50.00 1 POOL 1 L,aTE / / L :$ earsgr SUBJECT TO COMP ,'' CE WI H STATED COUNTY RULES AND 0 43.5'± SKETCH OF UNDARY SURVE RECEIVED JAN 1 8 afro A L L E Y ILT lek. R. TOUSSAINT & ASSOCIATES, INC. LAND SURVEYORS FLORIDA CERTIFICATE OF AUTHORIZATION NO. LB -273 620 N.E. 126 ST. NORTH MIAMI, FLORIDA 33161 PH: (305) 891 -7340 FAX: (305) 893 -0325 FB: 4467 PG. 48 DATE JUNE 4, 2001 ORDER No. 12745 SCALE: 1" = 20' EI;ULAToNS,;; • M 0.000• SEPTIC TANK 12 15 kIW lin 50' T.E. 1-03rd S-TIZEET l 50' N 9 50' 8 7 6 5 �1 • 4 • 3 501 2 52.02- \ 1 r 13 5i 1.4'X2.0' CONC. MN SURVEYOR'S NOTE: (1) ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM (N.G.VD.) (2) THERE ARE NO WELLS, SEPTIC SYSTEMS OR BODIES OF WATER WINING 75 H:LI OF THE PROPERTY LINES, EXCEPT AS SHOWN. (3) EACH ADJACENT PROPERTY HAS SEPTIC SYSTEM WITHIN 75 a17a •" .W (4) FEDERAL FL00D INSURANCE DATA: COMMUNITY NO. 1205 -S2, P ' t '+,,T' SU • INDEX MAP DATE: 7- 07 -95, REVISED PANEL DATE 3- 02-94, IR N N.E. 102m1 STREET LOCATION MAP SCALE: la= 100' CERTIFIED TO: MICHAEL MEYER BANK OF AMERICA RAPID TITLE SERVICES ATTORNEY'S TITLE INSURANCE FUND FD. LP. • . • • • • •• • FD. LP. IND: AIR CONDFLIONER OMER CONCRBE ME BLOCK STUCCO CONCREIE ENCROACHMENT = IRON PIPE = PROPERTY LINE = REGISTERED LAND SURVEYOR No. = WOOD = WATER METER • • •• • • • • • • • •••• • • •.•• 0 • rn rz • •• • • • •• m • •• 91 • • • 9h c • • • • • •• •• • • 0 20 40 60 80 SCALE: 1 INCH = 20 FEET LEGAL DESCRIPTION: THE EAST ONE —HALF (E 1/2) OF LOT 20 AND ALL OF LOT 21, OF BLOCK 36, OF "AN AMENDED PLAT OF MIAMI SHORES', ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 10 AT PAGE 70 OF THE PUBLIC RECORDS OF MIAMI —DADE COUNTY, FLORIDA; BEING SITUATED IN THE VILLAGE OF MIAMI SHORES, FLORIDA SURVEYOR'S CERTIFICATION: WE HEREBY CERTIFY THAT THIS SURVEY IS TRUE AND CORRECT TO THE BEST OF OUR KNOWLEDGE AND BELIEF AS RECENTLY SURVEYED AND PLATTED UNDER OUR DIRECTION AND THAT THIS SURVEY COMPLIES Wfl H THE MINIMUM TECHNICAL STANDARDS FOR LAND SURVEYING IN THE STATE OF FLORIDA, UNDER CHAPTER 61G17 -6 FLORIDA ADMINISTRATIVE CODE, CHAPTER 472.027 FLORIDA STATUTES. NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF THE REGISTERED LAND SURVEYOR SHOWN HEREON. A.R�AAT ASSOCIATES, INC. BY: PRES. TITLE ALBERT R. TOUSSAINT REGISTERED ENGINEER NO. 8939 REGISTERED LAND SURVEYOR NO. 907 STATE OF FLORIDA • —~404•. '. 1 102ndA ROADWAY - STREET - • • •• • • • •••• • • SKETCH OF SURVEY 3 01/10/08 CRIER ij14315 REVISED TO SHOW FINAL SURVEY Wr AT 14285 REVISED TO SHOW BUILDING UNDER CONSTRUCTION us BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES, FLORIDA 33)38 -2382 TELEPHONE (305) 795 -2204 FAX (305) 756 -8972 AEFIDAVIT FOR 30 DAY TEMPORARY ELECTRIC SERVICE To be merited by Owner and/or Tenant, Bruiting & Electrical Contractor) NOTE: ELECTRIC SERVICE WILL BE DISCONNECTED "WITHOUT NOTICE" UPON 30 DAY TERMINATION UNLESS APPLICATION IS RENEWED It is understood that the temporary - electrical approval by the Miami Shores Village, Building & Zoning Department given in connection with the building being constructed under. Building Permit No. Kin— L2 Electrical Permit No. OS' 5 8 at address: 7- 7S fri E tc--P2- • for owners: S' 'A- is being given only for construction purposes or for testing the following installations being made in said structure: Sub- paragraph 45013 (d) (3) of the South Florida Building Code provides for a 30 day maximum approval only in an URGENT NECESSITY for electric current exists. Necessity shall include the use of current for irrigation, security, humidity control, emergency power and lighting, such as for testing or construction purposes, provided the Electrical Contractor and owner do hereby agree to assume the responsibility of maintaining the installation in such a manner that there is no hazard to life and property. Such approval is in no event to be considered a release of said structure for purposes of use and occupancy, and no occupancy shall be granted or permitted until final inspections have been called for and approved by the inspection divisions concerned, and an occupancy permit obtained. The undersigned also understand that the temporary-electric approval is subject to rescission and cancellation, and electric power can be cut off at the discretion of the Building and Zoning Department and will be disconnected if the building concerned is occupied before final inspections are approved and occupancy permit obtained. L j 4sa —0 5bO —, depose and say that I am the owner of the above described property, and that I agree that agreement shall not be occupied until the build' I g contractor has ob Sworn . +)ci subscribed befo Mme this 11�.ysJl day of Notary - State of Florida at My Commission Expires: being first duly sworn, e structure covered hi this inspections. SI c NATURE OF 44 r b ��a 6qo NOTARY PUBLIC-STATE OF j+LLOrP: ("4, Claudia V. Cubillos $Commission #DD717923 „ Expires: SEP 23, 2011 ION= MN MANTIC G9NDINGCO,1NC. Page i of SI TUBE OF TARY PUB vk 30 DAY TEMPORARY- ELECTRIC SERVICE (continue) c iVtz being first duly sworn, depose ana say that I am the Electrical Contractor for the above described pro now existing will not create a safety hazard if to porary- service is connec Sworn day of Notary Pu • lic, State o Florida at My commission expires: that the electrical ations as gUBLIC-STATEOFF7A�A NOTARY Claudia V Cubillos Commission #DD717923 1, Commission SEE 23, 2011 CBONDING CO., WC. BONDED TIM ATI.AN11 I, Al JOayvR..__ , being first duly sworn, depose and said that I am the Building Contractor of the above described property and that I will not permit occupancy of this building until final division obtained and that I have the authority insofar as the ovv , r of said property is concerned to prohibit occupancy until such final inspections are obtained. Sworn an ' subscribed day of Notary Public, State of Florida I.prg� e t11.1919q? My Commission Expires: , 91 N oT: La,tCen V OF 7 ss, Compton #D1g 73 F es: SE B 23, 2011 INC. BDND SIGNATURE OF ELECTRICAL INSPECTOR Date Page 2 of 2 SIGNATURE OF BL G CONTRACTOR -,I1i111 ,,1'S i -c 4.lI _ �1 bi�� 91,3 51 A OF NOTARY. PUBLIC 00 V 91ti�,10� G *”.•`"""4,. w er g. cval ; Release to FLORIDA POWER Se LIGHT CO. by ( name) Date:: To: (name) FORM 600A -2004R a.- EnergyGauge® 4.5.2 FLORIDA ENERGY EFFICIENCY CO FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Address: City, State: Owner. Climate Zone: DEC ;,---.0mEgujil la 2 0 2007; d BY _ Me Builder: Permitting Office: Permit Number Jurisdiction Number 231000 1. New constructs s yt ? New _ 2. Single family or f Single family 3. Number of units, if multi - family 1 4. Number of Bedrooms 3 5. Is this a worst case? No 6. Conditioned floor area (ft2) 2808 ft2 7. Glass type' and area: (Label regd. by 13- 104.4.5 if not default) a. U- factor. Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 664.0 ft2 b. SHGC: (or Clear or Tint DEFAULT) 7b. 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Concrete, Int Insul, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. R b. N/A (Tint) 664.0 ft2 _ R 1.0, 287.0(p) ft _ R =5.0, 2040.0 ft2 _ R=4.1, 242.0 ft2 :Interior Sup. R=6.0, 325.0 ft 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, BF-Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ- H- Multizone heating) Cap: 56.5 kBtu/hr _ SEER 14.50 Cap: 46.0 kBtu/hr _ COP: 1.00 Cap: 50.0 gallons _ EF: 0.95 PT, _ Glass /Floor Area: 0.24 Total as -built points: 33016 Total base points: 33169 PASS • • I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this building, a with the Florida Energy C de. OWNER/AGENT: DATE: /2. -7--09 desig ,ism fiance • Review of the 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 with Section 553.908• • • • Florida Statutes. • • • • • BUILDING OFFICIAL: DATE: •. • • 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2 &4. EnergyGauge® (Version: FLRCSB v4.5.2) • • .. • •. • • .• ..• • • • ..• • 1•. • FORM 600A -2004R EnergyGauge® 4.5.2 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: CEILING TYPES Area X BSPM = Points Type R -Value Area .X. LAN' X SCM.= Poiras • ••. Under Attic 2806.7 2.80 7858.8 1. Under Attic 30.0 2808%: a7 X 1.01 • .. • 777AZ , •••• ... 1 Base Total: 2806.7 7858.8 As -Built Total: 2808901.••• •••••• 777,8•1 , EnergyGauge® DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • •• • • • • • • • • BASE I A AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points O Overhang .18 2808.0 30.53 15431.0 1 1.Single, Tint E E 2.0 9.0 68.0 65.40 0.94 4 4169.0 2.Single, Tint S S 2.0 6.0 8.0 55.34 0.80 3 353.0 3.Single, Tint E E 2.0 6.0 8.0 65.40 0.86 4 449.0 4.Single, Tint N N 2.0 9.0 88.0 29.33 0.95 2 2461.0 5.Single, Tint N N 2.0 9.0 88.0 29.33 0.95 2 2461.0 6.Single, Tint N N 2.0 6.0 20.0 29.33 0.90 5 530.0 7.Single, Tint N N 2.0 9.0 68.0 29.33 0.95 1 1901.0 8.Single, lint W W 2.0 6.0 30.0 58.39 0.86 1 1509.0 9.Single, Tint W W 2.0 9.0 48.0 58.39 0.94 2 2629.0 10.Singie, Tint E E 2.0 6.0 10.0 65.40 0.86 5 562.0 11.Single, Tint W W 2.0 9.0 48.0 58.39 0.94 2 2629.0 12.Single, Tint S S 2.0 6.0 15.0 55.34 0.80 6 662.0 13.Single, Tint S S 2.0 6.0 30.0 55.34 0.80 1 1324.0 14.Single, Tint E E 2.0 6.0 15.0 65.40 0.86 8 843.0 15.Single, lint S S 2.0 6.0 45.0 55.34 0.80 1 1986.0 16.Single, Tint E E 2.0 6.0 45.0 65.40 0.86 2 2529.0 17.Single, Tint N N 2.0 6.0 15.0 29.33 0.90 3 398.0 18.Single, Tint W W 2.0 6.0 15.0 58.39 0.86 7 754.0 As -Built Total: 6 664.0 2 28149.0 WALL TYPES Area X BSPM = Points T Type R R-Value Area X SPM = P Points Adjacent 242.0 1.00 242.0 1 1. Concrete, Int Insul, Exterior 5 5.0 2040.0 2.00 4 4080.0 Exterior 2040.0 2.70 5508.0 2 2. Concrete, Int Insul, Adjacent 4 4.1 242.0 1.19 2 288.0 Base Total: 2282.0 5760.0 As -Built Total: 2 2282.0 4 4368.0 DOOR TYPES Area X BSPM = Points T Type A Area X SPM = P Points Adjacent 0.0 0.00 0.0 1 1.Exterior Wood 4 48.0 9.40 4 451.2 Exterior 48.0 6.40 307.2 • • • • • • ••• Base Total: 48.0 307.2 l l As -Built Total: 4 48't .' : • • • _ 451.2 _ 4 EnergyGauge® DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • •• • • • • • • • • FORM 600A -2004R ..a EnergyGauge® 4.5.2 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: BASE AS -BUILT FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab 287.0(p) -20.0 - 5740.0 Raised 0.0 0.00 0.0 Base Total: - 5740.0 1. Slab -On -Grade Edge Insulation 0.0 287.0(p -20.00 - 5740.0 As -Built Total: 287.0 - 5740.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 2808.0 18.79 52762.3 2808.0 18.79 52762.3 Summer Base Points: 76369.3 Summer As -Built Points: 87768.7 Total Summer X System = Cooling Points Multiplier Points • Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) 76369.3 0.3250 24820.0 (sys 1: Central Unit 56500btuh ,SEER/EFF(14.5) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 87769 1.00 (1.07 x 1.165 x 0.85) 0.235 0.950 20957.6 87768.7 1.00 1.069 0.235 0.950 20957.6 EnergyGaugeTM DCA Form 600A -2004R EnergyGauge®/FIaRES2004R FLRCSB v4.5.2 • • • • • • • • •. • •• . • • • • • •• • • •••• • • • • • • •••• • • •• • • • •••• • •• •• •••• • • • • • • •••• • • • • •••• • • • •• • • • • • • • ••• • • • • • •• FORM 600A -2004R i•• EnergyGauge® 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type /SC Omt Len Hgt Area X WPM X WOF = Poin . .18 2808.0 3.60 1820.0 1.Single, Tint E 2.0 9.0 68.0 5.05 1.02 349.0 2.Single, Tint S 2.0 6.0 8.0 4.79 1.05 40.0 3.Single, Tint E 2.0 6.0 8.0 5.05 1.03 41.0 4.Single, Tint N 2.0 9.0 88.0 6.11 0.99 534.0 5.Single, Tint N 2.0 9.0 88.0 6.11 0.99 534.0 6.Single, Tint N 2.0 6.0 20.0 6.11 0.99 120.0 7.Single, Tint N 2.0 9.0 68.0 6.11 0.99 412.0 8.Single, Tint W 2.0 6.0 30.0 5.65 1.00 169.0 9.Single, Tint W 2.0 9.0 48.0 5.65 1.00 270.0 10.Single, Tint E 2.0 6.0 10.0 5.05 1.03 52.0 11.Single, Tint W 2.0 9.0 48.0 5.65 1.00 270.0 12.Single, Tint S 2.0 6.0 15.0 4.79 1.05 75.0 13.Single, Tint S 2.0 6.0 30.0 4.79 1.05 150.0 14.Single, Tint E 2.0 6.0 15.0 5.05 1.03 78.0 15.Single, lint S 2.0 6.0 45.0 4.79 1.05 226.0 16.Single, Tint E 2.0 6.0 45.0 5.05 1.03 234.0 17.Single, Tint N 2.0 6.0 15.0 6.11 0.99 90.0 18.Single, Tint W 2.0 6.0 15.0 5.65 1.00 84.0 As -Built Total: 664.0 3728.0 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 242.0 0.50 121.0 1. Concrete, Int Insul, Exterior 5.0 2040.0 0.90 1836.0 Exterior 2040.0 0.60 1224.0 2. Concrete, Int Insul, Adjacent 4.1 242.0 0.45 107.7 Base Total: 2282.0 1345.0 As - Built Total: 2282.0 1943.7 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Wood 48.0 2.80 134.4 Exterior 48.0 1.80 86.4 • • • • • • • • ••• Base Total: 48.0 86.4 As - Built Total: 48.0' • • : •. • • 134.4 CEILING TYPES Area X BWPM = Points Type R Value Area X °V;PRll X WCM•= Poir •, Under Attic 2806.7 0.10 280.7 1. Under Attic 30.0 28087040010 X 1.09 6 • • . 2801 •••• • • • ••• Base Total: 2806.7 280.7 As -Built Total: 2808:d " "" 280:5 • • •• .••• • • • • •••• • • • .. • ••• • • • EnergyGauge® DCA Form 600A -2004R EnergyGauge®/FIaRES2004R FLRCSB v4.5.2 • • • •• • •. • • • •• • • • FORM 600A -2004R b. a. EnergyGaugee 4.5.2 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: EnergyGaugeTA° DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 • • • • • •• • • • •• • • • • • •• • •. • • • •••• • • • • • • • • •••• • • • •• • • •••• • • • • •• • •• •••• • • • • • • • • • • • .•.. • • • • .. •• • ••• • • • • • •• BASE AS -BUILT FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab Raised Base Total: 287.0(p) 0.0 -2.1 0.00 -602.7 0.0 -602.7 1. Slab -On -Grade Edge Insulation 0.0 287.0(p As -Built Total: 287.0 -2.10 -602.7 402.7 INFILTRATION Area X BWPM = Points Area X WPM = Points 2808.0 -0.06 -168.5 2808.0 -0.06 -168.5 Winter Base Points: 2760.9 Winter As -Built Points: 5315.7 Total Winter X Points System = Multiplier Heating Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Heating Points 2760.9 0.5540 1529.5 (sys 1: Electric Strip 46035 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 5315.7 1.000 (1.099 x 1.137 x 0.86)1.000 0.950 5315.7 1.00 1.080 1.000 0.950 5455.2 5455.2 EnergyGaugeTA° DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 • • • • • •• • • • •• • • • • • •• • •. • • • •••• • • • • • • • • •••• • • • •• • • •••• • • • • •• • •• •••• • • • • • • • • • • • .•.. • • • • .. •• • ••• • • • • • •• i FORM 600A -2004R EnergyGauge® 4.5.2 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details IADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: PASS EnergyGaugeTm DCA Form 600A -2004R EnergyGauge®/FIaRES2004R FLRCSB v4.5.2 .. ... .. • • • .. • • • • ••• • 0 • • .. ... • • • .... .... ... .... .. • • •••• • • • • • •••• .. .. .... • • ... BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 3 2273.00 AS -BUILT 6819.0 50.0 0.95 As -Bullt Total: 3 1.00 2201.22 1.00 6603.7 6603.7 PASS EnergyGaugeTm DCA Form 600A -2004R EnergyGauge®/FIaRES2004R FLRCSB v4.5.2 .. ... .. • • • .. • • • • ••• • 0 • • .. ... • • • .... .... ... .... .. • • •••• • • • • • •••• .. .. .... • • ... CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points + Hot Water Points = Total Points 24820 1530 6819 33169 20958 5455 6604 33016 PASS EnergyGaugeTm DCA Form 600A -2004R EnergyGauge®/FIaRES2004R FLRCSB v4.5.2 .. ... .. • • • .. • • • • ••• • 0 • • .. ... • • • .... .... ... .... .. • • •••• • • • • • •••• .. .. .... • • ... FORM 600A -2004R a o EnergyGauge@ 4.5.2 Code Compliance Checklist Residential Whole Building Performance Method A - Details IADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: 6A -21 INFILTRATION REDUCTION COMPLIANCE CHEC 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. 1/ Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and Is sealed to, the foundation to the top plate. 612.1 Floors 606.1.ABC.1.2.2 Penetrations /openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. , V Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. V" Recessed Lighting Fixtures 606.1 ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. / l Multi-story Houses 606.1 ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. --" Additional Infiltration reqts 606.1 ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. L/ 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1 ABC.3.2. Switch or dearly marked cir breaker electric or cutoff • as must be • rovided. External or built -In heat tra • = . uired. v Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. t... HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. / Insulation 604.1, 602.1 Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. • • V/ EnergyGauge'M DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCSB v4.5.2 • • • • • •• • • • •• • • • •• • •• • • •••• •• • • • • • • • • •••• • •• •••• • • • • •• •• .••. • • • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • .• ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.3 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi- family 3. Number of units, if multi- family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass type' and area (Label read. a. U- factor. (or Single or Double DEFAULT) b. SHGC: (or Clear or Tint DEFAULT) 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Concrete, Int Insul, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. b. N/A Mr. Alberto Sbarra New Single family 1 3 No 2808 ft2 by 13- 104.4.5 if not default) Description Area 7a(Sngle Default) 664.0 ft2 7b. (Tint) 664.0 ft2 R4.0, 287.0(p) ft , 275 NE 102 Ave, Miami, FI, R =5.0, 2040.0 ft2 _ R=4.1, 242.0 ft2 _ R =30.0, 2808.0 ft2 Ret: Unc. AH(Sealed):Interior Sup. R6.0, 325.0 ft 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ -C- Multizone cooling, MZ -H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: 7/65 .P7&/E,Pp/1. 4 ,4, Date: /42 - 7- Address of New Home: 27_5-X/ • • • •• •••• • Cap: 56.5 kBtu/hr _ SEER 14.50 Cap: 46.0 kBtu/hr COP: 1.00 Cap: 50.0 gallons _ EF: 0.95 _ PT, City/FL Zip: , f/M9 f .•••• • • • *NOTE: The home's estimated energy performance score is only available through the FLA/RES corflfeP progra�t. • • • • This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnereStal.g designa?ibR1 your home may guar for energy efficiency mortgage (EEM) incentives if you obtain a Florida End:b. gauge Rating Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec. u cf edd for • ....• information and a list of certified Raters. For information about Florida's Energy Efficiency Code Fb; $ltil fling • • • • Construction, contact the Department of Community Affairs • at 850/487 -1824. ' • • • 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass ouautt on ages 2& Ener ge® (Version: FLR ng ) ••• .• • • .• • • • • .• • • NEW RESIDENCE HVAC LOAD ANALYSIS for 275 NE 1O2 Avenue Miami, FL Prepared By: ao5 • • • • •• • • • •• •• e • .• • •• •• • • •• •••• •• • • 05 -02 -2007 • •••• •• •••• •• • • • • •• •• •••• •• • • • • • • • • •••• •• • • • • •••• • • • • •• •• • ••• • • •••• • • • •••• • •••• • ••• • • ••4 •••• •• • •••• •••. • RHma � -i-Residential i a Light Comrmrerciat HVAC Loads; Program , Miami, R. 33122 ' 05- ! I»lite� Saft*a.re DaveIopm New Residence , ;Jnc. 02.2007 Project Sommery Company: Client: Mr. Alberto Sbarra Representative: Address: 275 NE 102 Avenue Address: City: Miami, FL City: Phone: Phone: Fax: Fax: Comment: Design Data Project Name: New Residence Reference City: Miami, Florida Daily Temperature Range: Low Latitude: 26 Degrees Elevation: 7 Feet Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum. Dry Bulb Difference Winter. 40 N/A N/A 72 N/A Summer: 92 78 50% 75 58 Check Figures Total Building Supply CFM: 2000 CFM per square foot: 0.712 Square feet of room area: 2,808 Square feet per ton: 511.936 Building Loads Total heating required with outside air. 47,900 Btuh 47.900 MBH Total sensible gain: 50,682 Btuh 92 % Total latent gain: 4,595 Btuh 8 % Total cooling required with outside air 55,277 Btuh 4.606 Tons (based on sensible + latent) 5.485 Tons (based on 77% sensible capacity) Notes . Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. • • Be sure to select a unit that meets both sensible and latent loads. • •`• •• • •• • • • • • • • • .• • • •.•• •• • • • • • • • • • •••• • •• •••• • • • • •• •• •••• • • • • • •••• • • • • •••• • • • • •• • ••• • • . . • • • • • • • RIivAC -Residential Light'Cc minnrciaj HSC1 Loa Program Gemaire'Distributors, Inc. Miarrmi, FL 33122 05-02 i # ► re i tir patent Inc. **Residence -2007 System #1 Summary Loads ♦.4 Component Area Sen. Lat. Sen. Total Description Quan Loss Gain Gain Gain 1C Window Clear Glass Metal Frame 256 9,461 0 13,516 13,516 8C Glass Door Single Clr Glass Metal Frame 408 15,078 0 20,396 20,396 1 OF Door Wood Solid Core & Metal Storm 48 492 0 378 378 13N Part 8" or 12" Block + R-4.1 242 542 0 322 322 14F Wall 4" Block + 8" Block + R -5 2,040 4,701 0 2,542 2,542 16G Ceiling R -30 Insulation 2,808 2,965 0 4,169 4,169 22A Slab on Grade No Edge Insulation 287 7,439 0 0 0 Subtotals for structure: 6,089 40,678 0 41,323 41,323 Active People: 4 0 920 1,200 2,120 Inactive People: 0 0 0 0 0 Appliances: 0 0 0 1,800 1,800 Lighting: 0 0 0 Ductwork: 0 2,281 0 4,608 4,608 Infiltration: Winter CFM: 140.4, Summer CFM: 93.6 712 4,941 3,675 1,751 5,426 Ventilation: Winter CFM: 0.0, Summer CFM: 0.0 0 0 0 0 0 Sensible Gain Total: 50,682 Temperature Swing Multiplier: X1.00 System Load Totals: 47,900 4,595 50,682 55,277 Cheek Figures Supply CFM: 2,000 CFM per square foot: 0.712 Square feet of room area: 2,808 Square feet per ton: 511.936 System .+ ads Total heating required with outside air: 47,900 Btuh 47.900 MBH Total sensible gain: 50,682 Btuh 92 % Total latent gain: 4,595 Btuh 8 % Total cooling required with outside air: 55,277 Btuh 4.606 Tons (based on sensible + latent) 5.485 Tons (based on 77% sensible capacity) Notes Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. • • Be sure to select a unit that meets both sensible and latent loads. • • • • •• • •• • . • • • • • • •• • • • •••• •• • • • • • • • • •••• • •• • • •••• • • • • •• •• •••• • •• • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • Miami Shores Village Public Works Departure. 10050 N.E. 2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Public Works Permit Application FBC 2004 Permit Type: Public Works WATER �j Owners Name (Fee Simple Titleholder) -s �� _Is Owners Address "766 Cm' We-I) State f RECEIVED NOV 1, 6 20U/ Pemr@ No. g, „� 64/ Phone S: $ 778 5142 1 Tenant/Lessee Name phone g Job Address (where the work is being done) 775 kiv 440 z sly �( � City Miami Shores Village Is Build-01g Historically Designated: YES Zip 33 '7 County Miami Dade Zip NO Contractors Company Name AepV rY"G�vk. c Contractors Address 7505 iii Yp) \% 3 QP 4 City r,CD t, Stain Architect/Engineers Name (if ap S Value of Work For this Permit Type of Work Describe Work Submittal Fee $ Notary $ Scanning $ Phone t Phone It: 34S°-7772 5416 Lineal Footage Of Work 4s s ❑ Addition QAlteration rix Neww D Repair/Replace ❑ Demo6gon Uv,!' @ `> 'P4- Aft ftepemir L,,az c oss -Tae S -00 �lJ1J 1....111 ............. Fees 1....f.1.f...l...lM Code Enforcement $ Pemdt Fee $ Tralning/Educatlon Fee $ Raton $ Zoning Bond $ Structural Plan Review CCFS 02 55 Technology Fee Total Fee Now Du ®i 8 p � Y U. (Continued on opposite side) NOV 2 7 2007 SHC Bonding Company's Name (if applicable) Bonding Cortnpany's Address N/A City State Zip Mortgage Lender's Name (if applicable) N/A Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated.1 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 CONDmONERS, 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 this issuance of a Public Works 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 . arged Signature Owner o Signature Contractor The foregoing Instrument was acknowledged before me this. � The foregoing instrument was acknowledged before me this It day of Aid 20 cr , trfrj(, day of . 20 • by who is • na I kn • to e or who has produced Who is personally know to me or has produced NOTARY PU_ , xentifcation and who did take an oath. Sign: Print as identification and who did take an oath. NOTARY PUBUC: Sign: Print My Commission APPLICATION APPROVED BY: 11/17/2005 My Commission Expires: it( 1ba d I;i 1 Public Works Director or his designee. rr /"7-0 /e) SKETCH OF_suRVE. (.: t SePTIc -CAP-41.4. 0 Z TIFIED TO; t 4AEL MEYER . .4K OF AMERICA LSD TITLE SERVICES w403,4MONWEALTH CORP. T ORNEY'S TITLE INSURANCE FUND Q.o u sE11TIc ) TANK I.41$2.01 co MN ct. PERMIT #: Miami Shor APPROVED N.G.V.D.) P THE FTY LINES. rx "J ", :.:10-YR FLOOD PLAIN . SUBJECT TO CO STATE AND C '. 'Fb. IP I. '4PN E1 dr 4 13 ecl: 14 _nr4 .ci " a a 0 ti 6 gd 57-oz. It t! a 7 G S 4 S 2 1 4 Se tP IS sd 6 I-7 tr L 14, ZS i_XX:ATIOrs4 MAP '-' LEGAL DESCRIPTION: ScAt_AE: lo=4,1cx:1, THE EAST ONE-HALF (E ]/2) OF LOT 20 AND ALL OF LOT 21, OF BLOCK 36, OF "AN AMENDED PLAT OF MIAMI SHORES", ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 10 AT PAGE 70 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA; BEING SITUATED IN THE VILLAGE OF MIAMI SHORES, FLORIDA. ORDEP NO F.B. 467 SURVEYOR WITH THE FLORIDA, .12745 PG. 48 DATE: JUNE 4, 2001 SCALE: AS SHOWN 'S CERTIFICATION: ME HEREBY CERTIFY: THAT THIS SURVEY COMPLIES 5 MINIMUM TECHNICAL STANDARDS FOR LAND SURVEYING IN THE STATE OF C CHAPTER 472 OF THE FLORIDA STATUTES. BY: A. R. TOUSSAINT & ASSOCIATES, INC. LAND SURVEYORS 620 N.E. 126 STREET,-NORTH MIAMI, FL 33161 PH: (305) 891-73'0 FAX (305) 9("71-n325 <91Pfell PRES. ALBERT R. T REGisrERB) ENG . IN -NM .8939' E- RECUTEREDU4ND R NO. 907 STATE OF FaRIDA FLORIDA CERTIFICATE OF AMTHORITATION LB--273: SURVEY0.7:'S NOTES (1) ELEVATIOrS SHOWN HEREON ARE B-AS4i0' NATIOITAL GEOCETIC VERI:-AL ).TUM (2) THERE ARE NO WELLS, SEPTIC gY8TERS- OR EMITS OF WATER WITHIN 75 FEET PROPERTY LINES, EXCEPT AS SHOWN. (3) EACE! ADJACENT PROPERTY HAS SEPTIC SYSTEMS WITHIN 75 FEET OFPHESE PRCP (4) FEDERAL FLOOD INSURANCE DATA: COMMUNITY NO. 120652, PANEL 0193, SUFF INDEX MAP DATE: 7-17-95,REVISED PANEL DATE:3-02-94, ZONI "X" OUTSIDE ORDER: 13582, REVISED AND UPDATED THIS 1 st DAY OF SEPTEMBER 2004, TO SHOW REMOVAL OF CERTAIN TREES, NO OTHER CHANGES. TERMITE PRETREAT SPECIALISTS DILIGENTr- Lawn and Pest Control RECEIVED SEP 1 7 2007 BY: 866 - PRE -TREAT 800-DI LIGENT FAX 800 -837 -0311 TermitePretreat.com State License JB94485 Notice of Preventative Treatment for Termites (as required by Florida Building Code (FBC) 104.2.6 and Broward County Chapter FBC 105.2.2) PEST PREVENTION 1 LAWN & ORNAMENTAL CARE I TERMITE SERVI • S I MOSQUITO ABATEMENT I RODENT & NUISANCE WILDLIFE EXCLUSION & REMOVAL SERVICE ORDER NUMBER SERVICE DA 07 TIME ❑ SUNNY ❑ CLOUDY E (PROJECT) NTRACTOR'S'M STRUCTURE ADDRESS (LOT/B OCK) CITY, STATE, s, ODE CONTACT PERSON CONTACT PHONE NUMBER NOTES COUNTY TREATMENT TYPE /ARA S ❑ FLOATING NOUTHIC C ❑ CUTOUTS ❑ FOOTERS ❑ PATIO O FRONT ENTRY TREATMENT TYPE ❑ TAMP & TREAT repiE7 r o*-----ONLY ❑ FINAL NE ❑ PROBUILD TC ❑ DRAGNET ❑ GARAGE ❑ DRIVEWAY 0 STEM WALL O EXTERIOR PERIMETER FOR RENEWAL 0 OTHER ❑ RETREAT ❑ BORA CARE TREATMENT 0 DEMON TC 0 TERMIDOR TC O BORACARE 0 OTHER ACTIVE INGREDIENT SQUARE FOOTAGE 0.25% 0.5% 0.23% ❑ OTHER GALLONS APPUED A 1 0 YE ❑ NO JOB READY CONDITIONS MET OYES 0 N LINEAR FOOTAGE 0 MEASURED ORVERIFIED PER PLANS DETAILS SAFETY CONDITIONS .......... .•• . PNl2 PES • ••• i Qv� .••Q� p 0 •••C1 • ;\t");5:4. R ‘®•• .f:9 ••......% • • •••• .. s.. •••• As per 104.2.6 FBC - If soil chemical barrier method for termite prevention Is used. Final exterior treatment shall be completed prior to final building approval. Certificate of Compliance: The building has received a complete treatment for the prevention of subterranean termites. Treatment Is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. (Per the Florida Building Code.) If this notice is for the final exterior treatment, initial and date this line (TERMITE MONITOR INSTALLED ❑ YES ❑ NO} FINAL STICKER ❑ ELECTRICAL PANEL ❑ WATER HEATER OTHER Payment Terms: Customer's payment In full is due at time of initial service. Customer agrees that a finance charge in the amount of 18% per annum will be assessed o all unpaid balances that are not satisfied by the due date. In the. event a collection process becomes necessary to recover an unpaid balan the fo t owing fees will be a = but not limited to: collection service fee, attorney's fee, finance charges and non - sufficient funds paym - fee. ustomer will be respon or • : yin • - II costs associated with any collection process. Date 211 k ApplI Control, Inc.) /' , m,�� 0 Owner or Agent) ' - _ ® ! NAND ma 800 — DILIGENT 800Diligent.com Corporate 3100 NW Boca Raton Blvd. I Suite 106 I Boca Raton, Florida 33431 1 800.487.8190 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 I011 NSP -52 Inspection Date: 10/04/2007 Inspector. Dacquisto, David Owner: SBARRA, JOSE Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: ARQUIGREEN CORP Nu RC -6-07 -1242 Permit Type: Residential Construction ---- - - - - -- Inspection Type: Spot Survey Work Classification: New Block: Phone Number (305 778 -5961 Parcel Number 1132060134975 Lot: Phone: (305)778 -5961 Building Department Comments TWO STORY CBS HOUSE 4. tie -- I, f" f b '%/ Passed I spector Comments PENDING CC ! Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Wednesday, October 3, 2007 Page 1 of 2 • • 4•0 • • • 00• 00 .. • • • 00 .. • • • • • • • • • • • • • • 000 • • • • • • • • • • • • • 0•• • • • • ••• SKETCH QF Su t■/ ••• -ad *4 • • • • • • • 000 • • • • • :0 • • so. • • • • • • • • • • fd m m. 12 r. = :le • • • 00 • • • • 16 I • 8 • • • • • • • • • • A 7 '1 L 11 11 2 I S ID 11 e. 1D2 12E1 5.3:3711, LocATIor--4 NviAx, LEGAL DESCRIPTIO&: THE EAST ONE-HALF (E ]/2) OF LOT 20 AND ALL OF LOT 21, OF BLOCK 36, OF "AN AMENDED PLAT OF'MIAMI SHORES?, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK' LO AT PAGE 70 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA; BEING SITUATED IN THE VILLAGE OF MIAMI SHORES, FLORIDA. ORDER N0,1745 p.B. 467 PG- SURVEYOR'S CERTIFICATION: WE HEREBY CERTIFY: THAT THIS SURVEY COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS FOR LAND SURVEYING IN THE STATE OF FLORIDA, CHAPTER 472 OF THE FLORIDA STATUTES. DATE: JUNE 4, 2001 SCALE: AS SHOWN -o A L 1_ oy -31) -01 0 120AC7 1■111p1M1 01110■110.1■11M 61•11■110 / FO. 1.F? T'At-41‹. (9 0 CERTIFIED TO; MICHAEL MEYER BANK OF AMERICA RAPID TITLE SERVICES COMMONWEALTH CORP. ATTORNEY'S TITLE INSURANCE FUND BY: A. R. TOUSSAINT & ASSOCIATES, INC. LAND SURVEYORS 620 N.E. 126 STREET, NORTH MIAMI, FL'133161 PR: (305) 891-7340 FAX (305) 893-0325 C96442a40/ PRES. - ALBERT R. TOUSSAINT REGISTERED ENGINEER NO. 8939 REGISTERED LAND SURVEYOR NO. 907 STATE OF FLORIDA FLORIDA CERTW1CATE OF AUTHORIZATION 1.8-273 ORDER: 13582, REVISED AND UPDATED THIS 17th DAY OF JANUARY 2007, NO CHANGES. SURVEYOR'S NOTES: (2) ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC VERICAL DATUN.G.V.D.) (2) THERE ARE NO WELLS, SEPTIC SYSTEMS OR BODIES OF WATER WITHIN 75 FEET OF THE PROPERTY LINES, EXCEPT AS SHOWN. (3) EACH ADJACENT PROPERTY HAS SEPTIC SYSTEMS WITHIN 75 FEETrOPTHESE PROPERTY LINES. (4) FEDERAL FLOOD INSURANCE DATA: COMMUNITY NO. 120652, PANEL 0093, SUFFIX "J", INDEX MAP DATE: 7-77-95,REVISED PANEL DATE:3-02-94, EONE-"X" OUTSIDE 500-YR FLOOD PLAIN. 25.2! -:0Akve-TmGra. 5011-nR, e)\4" o.od 0) .S1 t=us • 3G14 4c31 10.0 SEPrr C 1.41$2.0i cot-ums( ALJ.. IP trY PA/E0 ‹sc:>Ar;Nig sT: go 0 C P ..• • • • .•• • • • •• •• • • • •• •e • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • ••• • • • • ••• • • e•• • • • •• • • • • • •• • • • • • • •• • • • • • ••• • • • • • • • • • • • • • • • • • ••• • • •• • •••• ••. P:• IT #:(-14z •• ••• • • • • • •• kgpenwrci JUG 14 ma APPROVED • .44•04414111144444, L4• -u Fri SUBJECT TO COMPLIANCE WITH AIL FEDEXAt 1TATE AND COUNTY RULES ANOGULATIONS ORDER No. 1 4285,Eti 526-44, OCT. 4, 2007. REVISED TO SHOW BUILDING UNDER CONSTRUCTION , -k • • • 'OF 2..c? • Oil • • • • 1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • I/ • 5 • • • • • • • • • • • • • G It A 7 r7 '4 L. 1CD3 If • L. ID 11 CD2 so' 4 92.02' 1 -L0 4 1W • • • • • • • • • . • •••• • • • LOCA.-Ft Or--4 P • • • •• LEGew 4EscRIP ON : Screkt_...E t THE EAST ONE-HALF (E 1/2) OF LOT 20 AND ALL OF LOT 21, OF BLOCK 36, OF "AN AMENDED PLAT OF MIAMI SHORES?, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 10 AT PAGE 70 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA; BEING SITUATED IN THE VILLAGE OF MIAMI SHORES, FLOPIDA. ORDEP NO.12745 F.B. 467 PG. 48 SURVEYOR'S CERTIFICATION: WE HEREBY CERTIFY: WITH THE MINIMUM TECHNICAL STANDARDS FOR LAND FLORIDA, CHAPTER 472 OF THE FLORIDA STATUTES. DATE: JUNE 4, 2001 SCALE: AS SHOWN THAT THIS SURVEY COMPLIES SURVEYING IN THE STATE OF A. R. TOUSSAINT & ASSOCIATES, INC. LAND SURVEYORS 620 N.E. 126 STPEET, NORTH MIAMI, FL33161 PR: (305) 891-7340 FAX (305) 993-0325 BY: ALBERT R. TOUSSAINT REGISTERED ENGINEER NO. 8939 REGISTERED LAND SURVEYOR NO. 907 STATE OF FLORIDA FLORIDA CERTIFICATE OF AUTHORIZATION LB-273 SURVEYOR'S NOTES: () ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC VERICAL DATUM (N.G.V.D.) (2) THERE ARE NO WELLS, SEPTIC SYSTEMS OR BODIES OF WATER WITHIN 75 FEET F THE PROPERTY LINES, EXCEPT AS SHOWN. (3) EACH ADJACENT PROPERTY HAS SEPTIC SYSTEMS WITHIN 75 FEETrOPTHESE PROPERTY LINES. (4) FEDERAL FLOOD INSURANCE DATA: COMMUNITY NO 120652, PANEL '0093, SUFFIX "J", INDEX MAP DATE: 7-]7-95,REVISED PANEL DATE:3-02-94, OONE-"X" OUTSIDE 500-YR FLOOD PLAIN. PRES. ( ORDER: 13582, REVISED AND UPDATED THIS 17th DAY OF JANUARY 2007, NO CHANGES. +1 .11) SePTIc. • CERTIFIED TO; MICHAEL MEYER BANK OF AMERICA RAPID TITLE SERVICES COMMONWEALTH CORP. ATTORNEY'S TITLE INSURANCE FUND ■01111•1.1=11■••••••••••• - •••■■■•1■0 12.41)AC7 o • ■1•11=.•■ Ft). I. Pi' P-0 I CI° .L LEN 0.10' 22.5'/ '1- rb.14 Au- r-17. IP -o U) 0 7- — . . .. • ... • • s(1, . • • �!_ ;` 'mot .3 L, 'tj • • •.. • • • • • OCT 0 4 2001 . :do. • • • B Y:_ . • .... .... • • • •• • • .• PERMIT #: C Q`1 -l2,42 Miami Shores Village ME EgranWrAll ANI, TH ALL RULES AND REGULATIONS DATE 10 eil FEIE'AL APPROVED ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE STATE AND COUNTY ••.• •••• • • • • Bill To Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 JOSE SBARRA 275 102 Street NE MIAMI, FL 33138- Return to: Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Invoice Number: RC -9 -07 -29833 Invoice Date: September 18, 2007 Permit Number: RC-6 -07 -1242 ................. Date 09/24/2007 09/24/2007 09/18/2007 Fee Name Scanning Fee Revision Fee Plan Review Fee (Engineer) .................... Fee Type Calculated Calculated Calculated Fee Amount $9.00 $35.00 $60.00 Total Fees Due: $104.00 Payments Date Pay Type Check Number Amount Paid Change 09/24/2007 Credit Card $104.00 $0.00 Total Paid $104.00 Lvoi �., SEP 2 4 2007 WWI, SHORES VILLA Total Due: $0.00 II Monday, September 24, 2007 • IMOECEVE SEP 1 7 aoo/, BY: Project: Model: Block No: Lot No: Contact Site Office To: ARQUI GREEN • . CORP. • Deliver To: 275 NE. 102 AVENUE. MIAMI,FL. Deliver To Address3 •'• •• • • • • • • ••• • .• • • : • ;• • ••• • • • • • •••••• • • ••• •• •• • • ••I • • • :T•ddss List Job ••• • .•• • • • • • • • • • • • • Rage: • • • • • • • Dat& .' Project • • •• AcssurtqIb: • • • • : °° • • • ' •Saleep& &on • •• • • • • Tentative Delivery Date: c� 1 of 1 9/12/2007 7F40 mtm Material Summary Includes the following The truss drawing referenced below, have been prepared under my direct supervision based on param software Pages or sheets covered by this seal: 0001 thru 0032 Total: 32 drawings g. of re d using MiTek 2020 With my seal affixed to this sheet. I hereby certify that this serves as index sheet in conformance with the required building code Chapter 61G15 -31 section 003 of The Florida Board of Professional Regulations. Building code being use is ASCE 7 -02 per FBC 2004. Wind speed 146 mph.Exp. -C Category II: Importance factor =1.00. 0001 0005 0009 0013 0017 0021 0025 0029 Truss CJ9 H2 H6 ERNI' #: 3 APPROVED Truss 0002 CJ9A 0006 H3 0010 H7 0011 k62 Miami Shor� /ilia ZONING DEPT BLDG DEPT BY DA 1 %d7 SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIO S JOSE H. FICUEROA ARCH #5808 301 SW 14 rd AVE. MIA., FL Thin, SHOP DAWINGS MEET BY 'LAWN CRITERIA Truss 0003 H1 0007 H4 0011 H8 0015 HH1 0019 HH5 0023 J1 0027 J5 0031 T1 -- 645 Nor Ep 0004 0008 0012 0016 0020 0024 0028 0032 Truss H10 H5 H9 HH2 HH6 J1A J5A T2 REMBERTO CONTRERAS, P.E. Consulting Engineer Civil /Structural 30 N.W. 87 Avenue, #C -101 Miami, FL 33172 Phone: (305) 667 -6797 (Florida t.E.,21522) SEP s 2007 f >. TO • • * * ' ;' • ARQUI GREEN CORP. • • • : : • • I, • ••• • :PAgduction List • : JI Nunter; :. Page: 1 Project: Block No: Date: 09 -12 -2007 - 3:40:22 PM • Model: Lot No: • • • • *Mect 1I4 • 3F40 : : : • • ; Account lgo :: :' Contact: Site: Office: Deliver To: • . • • . • Name: 275 NE. 102 AVENUE. • . • • • • • • . ?designer: • mtm Phone: MIAMI,FL. Salesperson: Fax: . Quote Number.. .. ••• Tentative Delivery Date: • • ! • . • • • • :. • • Profile: Qty: Truss Id: Span: Truss Type: Slope: • I•.OI� gc i-i • , • Built By: • • •• • • • • 27 BF -Ea 80 Total 3 CJ9 9 -10 -1 ROOF TRUSS 2.48 2 -9 -15 0 -0 -0 57 lbs. each 2X6/2X4 0.00 28 BF -Ea 112 Total 4 CJ9A 9 -10 -1 ROOF TRUSS 4.24 2 -9 -15 0 -0 -0 61 lbs. each 2X6/2X4 0.00 127 BF -Ea 127 Total 1 111 54 -0 -0 ROOF TRUSS 3.50 2 -0 -0 2 -0 -0 270 lbs. each 2X4/2X4 0.00 52 BF -Ea 104 Total 2 1110 22 -6 -0 ROOF TRUSS 6.00 2 -0 -0 2 -0 -0 110 lbs. each 2X4/2X4 0.00 129 BF -Ea 129 Total 1 112 54 -0 -0 ROOF TRUSS 3.50 2 -0 -0 2 -0 -0 ∎■■ ∎■41'� 273 lbs. each 2X4/2X4 0.00 127 BF -Ea 127 Total 1 113 54 -0 -0 ROOF TRUSS 3.50 2 -0 -0 2 -0 -0 �1\ . WW 273 lbs. each 2X4/2X4 0.00 131 BF -Ea 131 Total 1 114 54 -0 -0 ROOF TRUSS 3.50 2 -0 -0 2 -0 -0 ■1 I♦ - 282 lbs. each 2X4/2X4 0.00 130 BF -Ea 130 Total 1 115 54 -0 -0 ROOF TRUSS 3.50 2 -0 -0 2 -0 -0 281 lbs. each 2X4/2X4 0.00 166 BF -Ea 166 Total 1 116 54 -0 -0 ROOF TRUSS 3.50 2 -0 -0 2 -0 -0 -\ 367 lbs. each 2X6/2X6 0.00 124 BF -Ea 124 Total 1 117 44 -5 -4 ROOF TRUSS 3.50 2 -0 -0 0 -0 -0 `I• -!/ 260 lbs. each 2X4/2X4 0.00 127 BF -Ea 254 Total 2 118 44 -5 -4 ROOF TRUSS 3.50 2 -0 -0 2 -0 -12 269 lbs. each 2X4/2X4 0.00 126 BF -Ea 251 Total 2 119 44 -5 -4 ROOF TRUSS 3.50 2 -0 -0 2 -0 -12 ��``�' - 267 lbs. each 2X4/2X4 0.00 (1) 2 -Ply 147 BF -Ea 293 Total 2 HGI 54 -0 -0 ROOF TRUSS 3.50 2 -0 -0 2 -0 -0 318 lbs. each 2X4/2X6 0.00 78 BF -Ea 156 Total 2 11G2 22 -6 -0 ROOF TRUSS 6.00 2 -0 -0 2 -0 -0 164 lbs. each 2X6/2X6 0.00 77 BF -Ea 77 Total 1 H111 164 Ibs. each 32 -0 -0 2X4/2X4 ROOF TRUSS 3.50 0.00 2 -0 -0 0- 0- RE'ebbAro Co L;ON7RERAS �Iti ng E8in,�� Civil /Structural , P.E. 1 1112 32 -0 -0 ROOF TRUSS 3.50 2 -0 -0 0 -0 -0 Miami, FL 39172 -��� y. 170 lbs. each 2X4/2X4 0.00 1 11113 32 -0 -0 ROOF TRUSS 3.50 2 -0 -0 0 -0 -0 slida :.21 5227 %0Afa. 172 lbs. each 2X4/2X4 0.00 80 BF -Ea 80 Total 1 11114 32 -0 -0 ROOF TRUSS 3.50 2 -0 -0 0 -0 -0 - Y 169 lbs. each 2X4/2X4 0.00 81 -Ea -81 Total 1 11115 174lbs. each 32 - 0 - 0 2X4/2X4 ROOF TRUSS 3.50 0.00 2 - 0 - 0 0 - 0 - 0 c� SEP 6g �o�� �� 85 BF -Ea 85 Total 1 11116 32 -0 -0 ROOF TRUSS 3.50 2 -0 -0 0 -0 -0 -1.6111,I1 179 lbs. each 2X4/2X4 0.00 To: :• •: ••• ; ARQUI GREEN CORP. • • • • • • • • •• • • ••• ": •rrgduction List • .Job Number;;. Page: 2 Date: � 9 -12 -2007 - 3:40:22 PM • ect ID; • 740 • • • Project: Block No: Model: Lot No: Contact: Site: Office: • : . Deliver To: o . • •. . • • • • 275 NE. 102 AVENUE. • • • MIAMI,FL. • • • • .. • • Account i :: • • Resigner: • mtm Salesperson: Quote Number: • . • r • •" • • Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: L 'QH:' : • •• • • • R O2l • • • • • • . : • • •• Built By: 1 HH7 178 lbs. each 32 -0 -0 2X4/2X4 ROOF TRUSS 3.50 0.00 2 -0 -0 0 -0 -0 84 BF -Ea 84 Total _'_ 2 (1) 2 -Ply HHG1 188 lbs. each 32 -0 -0 2X4/2X6 ROOF TRUSS 3.50 0.00 2 -0 -0 0 -0 -0 85 BF -Ea 169 Total 6 J1 9 lbs. each 1 -0 -0 2X4/2X4 ROOF TRUSS 3.50 0.00 2 -0 -0 0 -0 -0 5 BF -Ea 28 Total r 8 J1A 9 lbs. each 1 -0 -0 2X4/2X4 ROOF TRUSS 6.00 0.00 2 -0 -0 0 -0 -0 5 BF -Ea 37 Total 6 J3 15 lbs. each 3 -0 -0 2X4/2X4 ROOF TRUSS 3.50 0.00 2 -0 -0 0 -0 -0 7 BF -Ea 44 Total a4 8 J3A 16 lbs. each 3 -0 -0 2X4/2X4 ROOF TRUSS 6.00 0.00 2 -0 -0 0 -0 -0 7 BF -Ea 59 Total 6 J5 21 lbs. each 5 -0 -0 2X4/2X4 ROOF TRUSS 3.50 0.00 2 -0 -0 0 -0 -0 10 BF -Ea 60 Total 8 J5A 22 lbs. each 5 -0 -0 2X4/2X4 ROOF TRUSS 6.00 0.00 2 -0 -0 0 -0 -0 11 BF -Ea 85 Total 12 J6 34 lbs. each 7 -0 -0 2X4/2X4 ROOF TRUSS 6.00 0.00 2 -0 -0 0 -0 -0 16 BF -Ea 192 Total . 34 J7 33 lbs. each 7 -0 -0 2X4/2X4 ROOF TRUSS 3.50 0.00 2 -0 -0 0 -0 -0 15 BF -Ea 521 Total 1 Ti 264 lbs. each 44 -5 -4 2X4/2X4 ROOF TRUSS 3.50 0.00 2 -0 -0 2 -0 -12 126 BF -Ea 126 Total 1 T2 110 lbs. each 22 -6 -0 2X4/2X4 ROOF TRUSS 6.00 0.00 2 -0 -0 2 -0 -0 53 BF -Ea 53 Total REM BER10 CONTRERAS, P.E. Consulting Engineer Civil/Structural 30 N.W. 87 Avenue, #C -101 Miami, FL 33172 Phone: (305) 667 -6797 (Florida.P .215221 • ••• mates a coradlttof>r 1r Iongorheedwarri serious Om to stru • HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES® It is the responsibility of the Installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiortothe project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations are based upon the collective experience of leading technical 1141 ere o1 in •••:••l •• • • TRRUSS•PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel in the wood truss industry, but must, due tothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright m by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed In the United States of America. ibex a oondttlort onacouldresititln , at damage- to etructu re TRUSS STORAGE CAUTION Trusses a houtd" not; bek antoade l on rough=terratn nr unevenl suiriaces which could_`; cauise dalmiage tai the trust - : ' Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING:- Do not break banding until Installs - don begins or lift bundled trusses by the bands: 1\\ ti Trusses stored vertically should be braced to prevent toppling or tipping. DANGER: Walking. on trusses which are lying: ..:_,, flat Is extremely dangerous andshould be strictly prohibited., Frame 1 • • • • • • . . or WARN ._....., , s MB: 0 jot a • . • ,. • WARNING Do i 4df, Isti. :gb,IEgri b•Men113%,4 mk - It—‘“ • re - • - hooks to the Tag Une • • • • • • • • • • • • • • • • • • • * • Approximately Approximately .4 truss length , •Aftruseilengith • • • 0000 • vs • Truss spantless than (6 • • • • •• ••: : : o • °° • Spreader 1=1.1111.7 Toe In • • • • 0000 • • • • • • • Tag Une , ,.. . ,. WARNING: Do not lift oingIetrusieolkfthopaho greater than 300 by the peak MECHANICAL ..INSTALLATION Toe In Approximately 1/2 to 1/2truss len h Spreader Bar Toe In Less than or equal to 60' 111111■1■ • • • 101:1ftionedevices should be connected to itegruss top chord with a closed-loop AttadIfhtent utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of thetruss. Each truss should be set In proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Une Toe In Approximately 1/2 to Y3 truss len • h Less than or equal to 60' Tag Une Tag Une Strongback/ SpreaderBar 10' eilMEINES Approximately ti to Y4 truss length Strongback/ SpreaderBar At or above t mid-height Tag Une Greater than 60' 10' 10' I I 1 Approximately Y3to Y, truss length Greater than 60' GROUND BRACING:BUILDING INTERIOR • truss of brad group of trusses End brace (EB)' " Ground brace \ lateral (Lap) - --%„- _.---.... ----'-r- ■ Ground brace vertical (013q) Ground brace diagonals (GB) Note: 2nd floor system shall have adequate capacity to topped ground braces. '---2"d floor 'GROUND BRACING: BUILDING EXTERIOR 05D/TOP Chord 7 Top Chord Ground brace diagonals (GBD)-I Ground brace vertical (G8v) Typical vertical attachment End Wall Sid Plan \ Blocking Backup ground stake Driven ground stakes - Ground Brace Verticals GBV) Ground braze \ ,„ ) • 14.Iruse cd bra lateral 0.130) - • cup of trusa. 4- End brie* (EB) Strut /1 (51) Typical horizontal tie member with . multiple Makes (HT) CAUTION: Ground bOiCtOgiteqUire4 for all fnstallatlons . . . . . . . . . . . . . . . . . . . . . Frame 2 /Z Top chords that are laterally braced can buckle togetherand causeaollapee if there fano diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purUns are attached to the topside of the top chord. 4 a0 12 --- 4 or greater iviLw A • • ••• •• •• • • • • • • • • • • MINIMUM SPAN • • • • • •1 • • • • • • • • • • • • • • • • PITCH • ••• •• • • • • TO CHORD LATE'RWL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBs) [# trusses] SP /DF SPF /HF Uptb.322•_' 4212 ••: •8. - - ; 20 15 Over 82'•46'a 4/12 _ • • !6: . • 10 - 7 Ovier88' -Sb' 4/42 • • '• • 6 4 Over 60'• • See a registereJ professional engineer DF - Douglas Fir -Larch • • • 14F 41efp¢ir • • • • • • • • • • • • • • • • • • • • • • • • • • Al. Idteril braces lapped at least 2 trusses. SP - Southern Pine SPF - Spruce - Pine -Fir QgrRinuous Top Chord Lateral Brace Required 10' or Greater • Attachment Required PITCHED TRUSS SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONALBRACE SPACING (DBS) (# trusses] SP /DF SPF /HF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch , SP - Southern Pine HF - Hem -Fir SPF - Spruce - Pine -Fir Continuous Top Chord Lateral Brace Required All lateral braces lapped at least 2 trusses. Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. Frame 3 SCISSORS TRUSS / ----1 4 or greater • \ it • •• •• • ��� • —. • �. # 0\ ' . - IgiMpillirSoi, 14°! , :• NIISIMIllb 711..'-idL0110 • • • • N , / NNIMIII _ • \ saxy * 1 p/101.11& - 1*&w-die " ' 4P4a 1.140.140 N ide ii0014.p.liti‘ '.44 X i 2 \ y•� • _ .. • • • SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LB& BOTTOM CHORD DIAGONAL BRACE SPACING (DB& (# trusses] SP /DF SPF /HF Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. SP - Southern Pine SPF - Spruce-Pine-Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE Cross bracing repeated at each end of the building and at 20' Intervals. 44,0 o. Permanent continuous lateral bracing as specified by the truss engineering. 0 WEB MEMBER PLANE Frame 4 2x4/2x6 PARAL.LE�k • - • •• Top chords that are laterally braced can buckle togethersndcausecollapaeif there lane diago- nal bracing. Diagonal bracing should be nsi ed to the und•reJdbgf tljel r4 hen {�uri are attached o tie taps thegap chord. • 7 r SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONALBRACE SPACING (DBs) [# trusses] SP /DF SPF /HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce- Pine -Fir • • •• •• • • • • • • • ••• • • • • • •• • • • • • • ••. • • • Centinuous 'lop Chord ateral Brace •P8quired 10° or Greater •. ;• • . r• .�o.ro • __moo f Q1%',s ts-r .t, .r1 30' or greater The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support End diagonals are essential stability and must be duplicated o both ends of the truss system. 4x2 PARALLEL CHORD TRUSS :TOP CHORD I Top chords that are laterally braced can buckle together and cause collapse if there Irmo dlago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. 1y Continuous Top Chord Lateral Brace Required 10° or Greater 1 Attachment Required — End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 3'/? Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. SPAN MINIMUM PITCH ••• • : • • •• •• • • TOP :C1-1015D:. : IA•&EFrAL BQAtE; SPACING(LBS) ••• • • TOP CMORth DIAGO!IAt $RACE SCI ®G (DDS) (# trusses] SP /DF SPF /HF Upto24' 3/12 I•• • 8' ••• • 17 • 12 Over 24' - 42' 3/12 • • • 7•' - • • 10 • • •6 ; Over 42' - 54' 3/12 : • , 6' 2 6 : • :4 • Over 54' See a regisfere8 professienaI gineet • • DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine v SPF - Spruce-Pine-Fir ry • • • • • e �Q • • • yr' e • Diagonal brace also required on end verticals. 12 13 or ,N B greater N / /<9N All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required Top chords that are laterally braced can buckle togetherand cause collapse if there fano diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. MONO TRUSS PLUMB Truss Depth D(in) i�RNING� Failure to follow these recommendations couldresult vere personal Injury or damage to trusses or buildings. Lesser of D /50 or 2" INSTALLATION TOLERANCES D(in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9' Maximum Misplacement Plumb Line OUT -OF -PLUMB INSTALLATION TOLERANCES. 1 T 1 T Length L(in) BOW t Lesser of L/200 or 2° L(in) f L(in) .......................... 7 L(in) L/200 L(ft) 50" 1/4" 4.2' 100" i 112" 20.8' 150" 13/4" t f 12.5' } Lesser of L/200 or 2' L(In) U200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances: should . construction loads of any description be placed on unbraced trusses. Frame 6 M I A M FDA[)E BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) • • ••• • • • • •• •• • • • • • •• •• • • • • • • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • 1J.MI- D4DF•CCUNTY, FLORIDA • • • • • ': MEZ'kOeDAD. HALER BUILDING • • ; • ; 140 •VCFS' FLAGbER 9g'REET, SUITE 1603 • MIA M, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 United Steel Products Company. 703 Rogers Drive. Montgomery, MN 56069 • • • • • •• ••• •• .-•• •• • • • ., • • - • • • • • • ••• •• SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High velocity Hurricane Zone. DESCRIPTION: JL, JUS, SKH & HJC. Joist Hangers. APPROVAL DOCUMENT: Drawing No. HJC/ JUS/ SKH/ JL, sheet 1 and 2, dated 03/20 /01with no revisions, prepared by United Steel Products Company signed and sealed by T. A. Kolden PE, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami - Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved or MDCPCA ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 01- 0327.04 consisting of this page, evidence page & approval document mentioned above. The submitted documentation was reviewed by Can : ont PE. 004- NOA No: 06- 0601.03 Expiration Date: June 04, 2007 Approval Date: July 20, 2006 Page 1 • • • • • PRODUCT CODE STEEL GAUGE DIMENSIONS Cn) FASTENER SCHEDULE ALLOWABLE LOADS Clbs.) V H H A D A HEADER JOIST UPLIFT BOVN JUS2•• UPLIFT HJC26 • 12 5 7/8 5 3/8 3 1/4 13/4 C16) 16d C12) LOd ' 2245 ' 1550 ' H4C28 12 S 7/8" 6 3/4 - 3 1/4 1 3/4• C20) 1601 C14) 1041 • 2805 • 2015 ' 1 Published loud Is For total of hip at 45 degrees and Jack at 90 degrees combined.' 2 Minimum header thickness shat be 2 inches for 16d naOs. 3 Allowable DOWN load listed Is at 1002 Duration of Lond. TYPICAL HJC INSTALLATION PRODUCT CODE STEEL GAUGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS alas.) W H D A HEADER JOIST DOWN UPLIFT JUS2•• l• 18 .- • 1 9/16 3 1/8 • 1 3/4 1 (4) 1041" (2) l0d - 645 - N/A ' JUS211.2• • 18 . 1 44 :13/16 1 3/4 1 - (4) 10a1" C4) 10d 840 ' 860 . . JUS2T0• •8,11 1 91101);.13/16 6' 1/16• 1 3/4 1. C6) 10d' (4) 104 : 1065 ' 860 • • g 1 1 3/4 1 • t8) 10d' C4) IOd 1290 860 • • pentitrate throug/1•the end of the joist and Into the header. 2 Mn• •`-,��ader tlaila� B shall be 13/4 Inches for Illd nails. • • 3 Allowable DOWN load tTsed is at 100% Duration of Load. - 4 Uplift S ds tp.ery/A had uptift capacity less than the required 700 pounds. 1 Spec led Joist nails shall be Installed at 30 to 45 degrees horizontally such that they TYPICAL JUS INSTALLATION GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653. STRUCTURAL GRADE 333 U.O.N. AND A MINIMUM GALVANIZED COATING OF G -60 2) FASTENERS ARE COMM WIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B A SHORT TERM DURATION FACTOR OF 33Z FOR WIND LOAD CONDITION. NO FURTHER INCREASE ALLOWED.' 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR ' 5) ALLOWABLE LOADS ARE BASED 014 THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1991 EDITION & 1993 ERRATA. FOR SOUTHERN YELLOW PINE CG' 0.55 OR BETTER) L TEST PERFORM IN ACCORDANCE WITH ASTM D1761 SHi 'IT �cFe -,' •" UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY MN 56069 FACE MOUNT JOIST HANGERS DATE' _.g2agi41_ DRAWING NUMBER' WADE/_ B/J1- SHEET NUMBER: 1,-PE Z,__ 3 9D awl THOMAS A. KOLDEN, P.E. CIVIL NUMBER FL #50899 Ot-t 3'1?•O¢ • - - . 0_00 •• •• • • • •• •• • MAXIMUM OVER1I.A $; OVERHANG WITHOUT RETURN . • . ... • .1. ; .. .. .. .. • • rx, • • • • • WOOL •..•.. .. •••• • • • • ••• •• OP ONAL RETURN LEDGER BOLTED TO DE TIE BEAM IBY BLDR) C14kf bE OMITTED pot al-Lb-149 OVERHANG WITH RETURN . GRADE OF LUPEER 18 PSF SOFFIT 1. DESIGN CAD FCR 140 IPM WIND LOAD. 2 PSF SOFFIT 2. STRESS NC 58.3311. 2X4 . 2X0 NINMAISISARIDEUMBIEt 2X4 . ;2X6 No.2ND 19 SP 2-8-3 3-19 -11 2-8.3 1-24 TOP • No.2 19 sr 2-9-15 4-0-11 SOTTO/ 2 -10.0 4 -4-11 W. 2 x 4 No. 3 15 SP No.2D 19 SP 3-8-2 4-4-7 3-0.0 4-8-12 No.1ND 19 SP 3-0-2 4-5-8 3-0-0 4 -8 -11 Nai 19 SP 3-1-HI 4-7 -15 ' 3-0-0 4.9.13 . Na1D 19 SP 3-3-0 4- 9-10 3-14 4.10 -15 NOSS 19 SP 3-2-4 5-0-0 3.0.0 _ 4.9-13 SS 19 SP 34-0 5-1-5 3 -1.8. 4-to-is ON 19 SP 3-3 -11 5-2-6 34-15 . <; 4)' It FI` , ,, • NOM 1. DESIGN CAD FCR 140 IPM WIND LOAD. 2. STRESS NC 58.3311. NINMAISISARIDEUMBIEt LOADMIf1 L FLORIDA BUILDING T.C. 2 x 4 No. 2 1$ SP TOP 30 _k_ 15 CODE 2001 B.C. 2 x 4 No.2 15 SP SOTTO/ 0 10 W. 2 x 4 No. 3 15 SP SPACING: 24 O.C. STRUCTURES USA, INC. (30a) 740 -s0f7T IRS MIISN & SUPPLY ALL IUND Or BT/EI. COMINCTOI5 9EIVIEBERTO CONYOiEAAS,'PE. 3onsuiting Engineer Civil/Structural 30 N.W. 87 Avenue, #C -101 Miami, FL 33172 Phone: (305) 667 -6797 (Florida P.E. 21522) APPROVED FOR STRUCTURES USA, INC. F. Nam.: IAodrmmr Ovorhrg. (Nov 2904)ada Shed: I demon Overhang • • ••• • • 7'- 0" CORNEIiSET'•�� • ••• • • • ••• • ••• • • •• • • • • • • • • • • • • • •• •• • • • • • • • w • • • • • •• •• • •• ••• • • • • • • • • • • • • • • • •i • • • • • • • TOP CORD CONNECTION: Comer Jacks - USP - RT3 7' -0" JACKS - USP - RT3 5' -0" JACKS - USP - RT3 3' -0" JACKS - USP - RT3 1' -0" JACKS - USP - RT3 Min. P = 1.4 Max. P = 6.5 2 x 6 STD. HEEL HT. MAX. — \43 NOTE: 12 } T-0- JACKS PARTIAL ROOF LAYOUT 2 3'-0" Max. BOTTOM CORD CONNECTION: Comer Jacks - USP /Si,,., s0t3 T -0" JACKS - USP - CLPBF 5' -0" JACKS - (2) 8d NAILS 3' -0" JACKS - (2) 8d NAILS 1' -0" JACKS - (2) 8d NAILS COMMON JACKS THIS DESIGN HAS BEEN CHECKED FOR 146 MPH WIND LOAD. WALL HT. 10 FT MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 925 lb. STRESS INCREASE = 33 %. MINIMUM GRADE OF LUMBER: LOADING (PSF) L D FLORIDA BUILDING T.C. 2 x 4 No. 2 19 SP TOP 30 15 CODE 2001 B.C. 2 x 4 No. 2 19 SP BOTTOM 0 10 Webs 2 x 4 No. 3 19 SP SPACING: 24' O.C. • • • • •• NAIL DESIGN LOADS. (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP 11 SPECIES (S.Y.P.): 8d COMMON NAILS = 78 ID. (Shear) 10d COMMON NAILS = 94 lb. (Shear) USP HANGERS DESIGN LOADS. (ACCORDING TO MIAMI -DADE BUILDING CODE COMPLIANCE OFFICE / PRODUCT CONTROL DIVISION): RT3 HURRICANE CLIP = 365 lb. (Uplift 133 %) wI(8) 8d x 1 -1/2" NOA No. 02 -0128.05 CLPBF BUTTERFLY HANGER = 815 ID. (Downward) w/ (15) 6d NOA No. 01- 1015.02 HJH26 = 1.890 lb. (Uplift 133% & Downward) w/ (27) 16d NOA No. 00- 1227.01 4-13-1424. MAXIMUM ALLOWABLE LOADS: JACK SIZE T.C. (Node 2) Comer Jack 7'-0' 5'-0" UPUFT (133 %) 365 lb 365 lb 3651b ROOF (125 %) 365 f 3651b 3851b 3'-0° 1'-0" 365 365 ID 3651b 3651b B.C. (Node 3) Corner Jack . ;S -� ' 0" 1_0" UPUFT (133%) 1.890 flip < ,�(� 2@$ 208 lb t)8 ROOF (125%) 2.400 t)15'Ib' �, i95,(b's.f rlb (1 • STRUCTURES USA, INC. vavziva motto 740 -65577 - DESIGN i SOPPtY ILL IU ND OF STEEL CONNECTOIS- P.'7. 215`)" S S • J arc o-'1 2005 P l REME O CON AERAS, Consulting Engineer Civil/Structural 30 N.W. 87 Avenue, 11C-101 Miami, 867 -8797 Phone: (Florida P.E. 21522) File Name: Hanger Cale Jack Nails - Stan Bulbin (Aug 01 -04 ).xis Sheet Jack Nails • • •;+ : STANbARb LATERAL 'W�4 BL*G"ING • END OF BRACING MEM. SHALL BE, CONNECTED TO A FIXED RIGID POINT OR X— BRACED AS NOTED ON THIS DETAIL. \V A • • ••• • , ... • 1x4 • Z*3 LATERAL BRACE • • PE.v miss DESIGN MX 2 -10d • • • NAILS PER WEB FOR FORCES UP TO 4500 lbs. FORMS IN oscgss. OF • • :. • .... E$ .3.OR BEETTER.s. REQUIRES ••.••••.. • . , • , ..... NOTE PROVIDE X— BRACING AT 20' -0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10•-0" FOR FORCE GREATER THAN 2509 Ibs. LATERAL BRACING DETAIL ALT. LATERAL BRACING DETAIL TRUSSES O 24" 0.0. TYP. • T -BRACE SAME GRADE AS WEB 771 .'� Ulr E_)" 1 jVT7 z r . : :: 11111111112.A22111 NOTE: BRACE MUST BE .90X THE LENGTH OF THE WEB. THIS DETAL 15 TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. NAIL DESIGN LOAD$ (ACCORDING TO NATIONAL DESIGN SPEC.) FOR MOP 11 SPECIES (S.v.P.): 10d COMMON NAILS • 94 e. (Stier) 16d COMMON NAILS .107 lb. (Stem) MINIMUM GRADE OF LUMIIEERL LOADiNO (PSF) L. FLORIDA BUILDING T.C. REFER TO SEPARATE TOP _Q CODE 2001 ac. ENGINEERING DWG. BOTTOM Webs SPACING: 24" O.C. STRUCTURES USA, INC. (305) 740 -111s77 I= DAMN i SUPPLY ALL KIND OP STMML CONNRCTOW -fil n v. } • 7.' �•���:�i�� \,= NOV 30200 _ • REMBE 'OtsitRES, RE. Consultin File Name: Std Laded Web Bracing (Nov 29-04).tde Sheet: Std Late* Web Breakup grVITIMRINNesem,isc a0 N.W. 07 Avan.Je, NC 101 Miami, FL 33172 Phone: 667-6797 orida P E 2152) • Job 7040 Truss CJ9 Truss Type ROOF TRUSS Qty • ' 3 • •• • • • • P4y • ARQUI[�l2EFJ Oil • • • ' • 0001 • t • i • • • • • oyReference (bptJ4a BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • . • • • 40.500 s Mar% 2007 TeAcndustries, Inc. Wed Sep 12 15:42:30 2007 Page 1 - 2 -9 -15 5-9 -9 9 -10 -1 • . • • 2 -9 -15 5-9 -9 • • • : • • • • • • . • • • • • • • • • • • • 40"8 Scale .1:20.7 • • • • •• • • • • • ••• ••• ••• • • 3x6 11 • •• ••• •• 5 •• • ' ' • • • •• •' 4 • •• • �• • • • • • 8 • • • • ' ' • • • • • • • 248 12 • • • • • 2xt 3 10 9 1 1 244 ) 7 6 • 15411 = 3x10 = 9 -10 -1 9-10 -1 Plate Offsets (X,Y): (1.0- 2 -4,0 -1 -0], [2:04- 8,0 -1-8], [7:0- 3 -0,0 -2 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (lac) Ildefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.10 2 -7 >999 380 MT20 244/190 TCDL 20.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.37 2 -7 >298 180 BCLL 0.0 BCDL 20.0 Rep Stress Incr NO Code FBC2004/TPI2002 WB 0.31 (Matrix) Horz(TL) 0.02 7 nla nla Weight 68 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP SS TOP CHORD Structural wood sheathing directly applied or 8 -0-0 oc purlins, except end BOT CHORD 2 X 4 SYP No.2 verticals. WEBS 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6 -11 -10 oc bracing. 3- 72X4SYPNo.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 7=10921Mechanlcal, 2=88910 -11-5 Max Horz 2=530(LC 2) Max Up1Ift7 =1085(LC 2), 2=- 1208(LC 2) FORCES (Ib) - Maximum CompresslonlMaxlmum Tension TOP CHORD 1 -9 /42, 2- 9=0142, 2 -10= 1252/880, 3 -10=- 12141894, 3-4- 33010, 4-6=- 1510, 4-7=- 4871909 BOT CHORD 2- 7=- 99011180, 8 -7=010 WEBS 3-7=-94411014 NOTES 1) Wlnd: ASCE 7 -02; 148mph (3- second gust); h=20ft TCDL=9.0pst BCDL=8.0psf Category 11; Exp C; enclosed; C-C Comer(3) -2 -10-8 to 1-4-7, Exterlor(2) 1.4-7 to 9 -10 -1; Lumber DOL=1.33 plate grip DOL =1.00. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1086 Ib uplift at joint 7 and 1208 Ib uplift at Joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert 1-9=-100 Trapezoidal Loads (p1f) Vert: 9-44E40, B=50)- to-4=- 238( F= -89, B=49), 4=-238(F=49, B=49)-to-5=-248(F=-73, 8= -73), 2=- 3(F=18, B=18)- to- 8=- 98(F=-29, B=-29) 2) C-C Wind: Lumber lncrease=1.33, Plate lncrease=1.00 Uniform Loads (pit) Vert 1-9=241 Horz: 1 -9-259 Trapezoidal Loads (off) Vert 9=43(F =99, B=-99)- to- 2=59(F= -91, B= -91), 2=8(F= -91, B=- 91)- to-10=59(F= -65, B=45), 10 -12(F -65, B=46)- to-4393(F =137, X137), 4=441(F=137, B=137)- to-5=456(F=145, B= 145), 2=- 1(F=5, 95)- to- 6=- 30(F= -9, B =9) Horz 9=-43(F=108, B=108)-to- 2=- 81(F=99, B=99), 2=-9(F=99, B=99)-to-10=- 65(F =71, B=71), 10=8(F=71, B=71)4o3=214(F -39, B -39), 3=-214(F=49, 9- 39) -to-4 -436(F -160, 8=150), 4=-484(F=-150, B=-160)4o4=-501(F=-158, B= -168) Job 7F40 Truss CJ9A Truss Type ROOF TRUSS Qty • 4 • • • • • . q)• • ARQUI Q EFJCORij • 1 • • . • • • 0002 • • • •oaR�erencet�bbppttL�pQQ BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • : • 46.59.0 s*lar•8 2007 AIT151clnnddustries, Inc. Wed Sep 1216:42:312007 Page 1 - 2 -9 -15 5 -11 -11 9 -10-1 • ••• • • • 2 -9 -15 5 -11 -11 • • • • : „. • • • • • • 3-10$ Scale 1:20.9 • • • • • •• • • ••• • • 3x4 II 5 •• • ••• • • • •• 4 •• • • ••• :• •• •• • : • • ' 3 4.24 12 •• 10 2 2x4 = 7 s 1 $x8 = 3x8 = 9 -10-1 9 -10 -1 Plate Offsets (X,Y): [2:0- 4- 4,Edge], [4:0- 2 -8,0 -1 -8], [7:03 -0,0 -3.0] LOADING(psf) SPACING 2 -0-0 CSI DEFL In (loc) Uden Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 1.00 Vert(LL) -0.13 2 -7 >828 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.60 Vert(TL) -0.40 2 -7 >277 180 BCLL 0.0 Rep Stress incr NO WB 0.27 Horz(TL) 0.01 7 nla nla BCDL 20.0 Code FBC20041TPI2002 (Matrix) WeIght 61 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end BOT CHORD 2 X 4 SYP No.2 verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at mldpt 4-7 REACTIONS (lb /size) 7=1091/Mechanical, 2 =893/0 -11-5 Max Horz 2=940(LC 2) Max Upfft7=- 1263(LC 2), 2=- 1072(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 9=0/79, 2- 9=0/79, 2- 19=-8531176, 3.19=- 7991197, 3- 4=376/0, 4-9=- 2510, 4-7=- 4271960 BOT CHORD 2- 7=- 7591743, 6-7=010 WEBS 3.7=- 7011887 NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =20ft; TCDL=9.0psf; BCDL=6.0psf; Category 11; Exp C; enclosed; C-C Comer(3) - 2 -10 -14 to 1-4-1, Exterior(2)1 -4-1 to 9 -10 -1; Lumber DOL =1 .33 plate grip DOL=1.00. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1263 Ib uplift at Joint 7 and 1072 Ib uplift at Joint 2. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Veit 1-9=-100 Trapezoidal Loads (p1f) Vert 9=0(F=50, B=50)-to- 4=- 238(F= -69, B= -69), 4=-238(F=-69, B=- 89)-to -5=- 246( F= -73, 13=73), 2=- 3(F=18, B=18)-to-6=-98(F=-29, 8 =29) 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Vert 1 -9=241 Horz: 1-9=-269 Trapezoidal Loads (p1f) Veit 9=26(F =108, 8= 108) - ta2= 44(F= -99, B -99), 2.-8(F=-99, 8=- 99)- to- 10=46(F= -72, B=-72), 10=-25(F=-72, B=- 72)- to- 4=416(F =149, 8=149), 4=465(F=149, B= 149)- to- 5=481(F= 157, B=157), 2=-1(F=5, B=5)- to- 8=- 30(F= -9, B=9) Horz: 9 - 26(F=117, B =117)- to-2=-45(F=107, B= 107), 2=6(F=107,13=107)-to-10=-62(F=78, B=78),10=19(F =78, B=78)-to-3=-238(F=-50,13=-50), 3=- 236( F= -50, B=-50)-to-4=-459(F=-161, 8=181), 4.-507(F=-161, B=-161)-to-5=-526(F=-171, 9=-171) Job 7F40 Truss H1 Truss Type ROOF TRUSS pty • • • • • • Pry • taRii1 U1:341E FaOrtp • 1 of Refbrence ptipaall 0003 BEST TRUSS CO., MIAMI, FL, BEST TRUSS CO. 'kl • • • • • db00 s ft7ar•8 2007 Te ndustries, Inc. Wed Sep 1216:42:322007 Page 1 2 r 4-7 -15 9 -0-0 13-11-5 18 -10 -11 23-10-0 29-2-6 34-5-0 39 -7 -10 45-0-0 49-4-1 54-0-0 • r 1 2 -0-0 4-7 -15 4-4-1 4- 115 4- 115 4. 115 5-4-6 :4i-. -1s• • • 4410 • • • •516: • • •4-4-1 4-7 -15 2-0-0 smle =1:88.4 o • • • • • . • • • • • • • • • • • • •• • • • • • 3x10= 3x•=• • • • ••• •• 3.50 12 5x6 = 3x8 = 5x8 WB= 2x4 11 4x12 = • • 2x4 11 3x8 = 54= 2x4 4 8 8 7 8 9 10 11 12 13 2x4 J 2x4 11 2 3 - \_ ��- I./ 14 31 18 ,� 2x4 II q 4x5 = 27 28 25 24 23 2221 20 18 18 17 4x7 = 3x8 = 3x8 = 3x8 = 8x12 = 2x4 11 4x12 = 2x4 11 4x7= 3x8 = 3x8 = 3x8 = 9 -0-0 16-5-0 23 -10-0 29 -25 34-5-0 39 -7 -10 45-0-0 54-0-0 + � I � 9 -0-0 7-5-0 7-5-0 5-4-6 5-2 -10 5-2 -10 5-4-6 9-0-0 Plate Offsets (X,Y): [6.011-0,0 -1.8], [7:03 -0 ,Edge] [9:0 8-0 0 -1 -12] 15:0-3-12 0.2 -0 ] [20:0-5-0 0-24 d2_3_:04-0 0311] 5:0- 2.4,0 -1 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (lac) Ildefi Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.86 Vert(LL) 0.28 17 -19 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.67 15-17 >538 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.14 15 We n/a BCDL 20.0 Code FBC2004/TPI2002 (Matrix) Weight: 270 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD Structural wood sheathing directly applied or 2 -7-8 oc purlins. 1.4 2 X 4 SYP No.2, 13-16 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 53 -10 oc bracing. BOT CHORD 2 X4 SYP No.2 WEBS 1 Row at mldpt 6 -23, 9 -23 WEBS 2X4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=136310 -8 -0, 23=467110.54 (Input 0.4. 0),15=1917/0 -8-0 Max Uplift2=982(LC 2), 23=- 1942(LC 2), 15=-1192(LC 2) Max Gray 2=1389(LC 3), 23=4671(LC 1), 15=1935(LC 4) FORCES (Ib) - Maximum Compresalon/Maximum Tension TOP CHORD 1- 2=0/40, 2 -30=- 23331889, 3-30= 22291911, 311=- 18051698, 4-6=16751713, 5-6 =27/219, 6 -7=- 156214264, 7.8= 156214264, 8- 9=458214264, 9- 10= 2351 /1130,10 -11 =2351/1130,11-12= - 2351 / 1130,12- 13=337611435,13 - 14=354911438,1431= 378611569, 1531=388911545,15 - 16=0140 BOT CHORD 247=- 65212129, 26-27= 1591879, 25.26=-1591879, 24- 25=12411611, 23- 26=12411611, 22- 23= 3341246, 21.22=334/246, 20- 21=334/246, 19- 20=1254/3503,18 -19 =1254/ 3503,17- 18=125413503,15 -17= 1267/3588 WEBS 3-27 87/ 289, 4-27=- 21/160, 5-27 - 2421975, 5- 26=13301641, 6-26= 53011697, 6-23=-348911493, 8-23 - 5651394, 9- 23=444411879, 9 -22 1174, 9-20=-117312915, 11-20=421/376, 12-20=1348/633, 1249 /170,1247=320 /187, 13-17 =241448,14 -17 - 2541187 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h=20fi; TCDL=9.0psf; BCDL 6.Opsf; Category II; Exp C; enclosed; C-C Exterlor(2) -2 -1 -1 to 3 -3-12, interior(1) 33-12 to 50.84, Exterior(2) 50-8-4 to 56 -1 -1; Lumber DOL =1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 6) WARNING: Required bearing size at Jolnt(s) 23 greater than Input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 962 Ib uplift at joint 2, 1942 Ib uplift at joint 23 and 1192 Ib uplift at Joint 15. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 14= -100, 413=100,13 -16= -100, 2 -15=40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert 1- 2=167, 230=98, 430=84, 4-13=73,1331 4, 15-31=98, 15-16=167, 2 -16=12 Hors: 1- 2=185, 230 =116, 430= - 82,1331 2, 1531=116, 15 - 16=185 Drag: 4-5=402-134i 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (ptf) Vert: 1- 4=100, 4-13=100,13- 16=40, 2- 15=40 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1?) Vert 1-4=-40, 4-13=- 100,13 -16= -100, 2 -15=-00 Job 7F40 Truss H10 Truss Type ROOF TRUSS ytty • • ! • • • • : Pty• • • 1 • /RtQUI=irEEI ;ORP• • • r • • • • • • ,•obeeterence Ripeg 0004 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. : • • • 8.506 s Mar % 2007 ek n ustdes, Inc. Wed Sep 12 15:42:34 2007 Page 1 -2-0-0 4-11 -9 9 -0-0 13-6 -0 17-6-7 r • I 24-6 -0 • 2 -0-0 4-11 -9 4-0-7 4-6-0 • • 444 • • • • • 4•I+I -9 2-0-0 • • • • • • • • • • • • • • scale =1:45.0 • • •• • • • • ••• •• ••• • • 4x5= 4x51• • • • •• • o•• . •• • 9.00 12 4 5•• • ••• • • • • O• •• • OM • • ••• . • ••• •• • Sx8 i 1e 588 15 8 14 17 7 2 II a 2;r4;00000.1:111 65 • 6th 2x4 9.---4 1 10 9 9.- 8 x10= 11 3x1,11. 3x4 = 3x4 = 9x4 = 9 -0-0 13-6-0 22-6 -0 1 9 -0-0 4-6-0 9-0-0 Plate Offsets . .0-5-0 0-1-9 :03-0 0-3-0 4:0 -2 -12 0.2-4 5:0 -2 -12 0-2-4 6:0-3-0 0-3-0 :0-5 -0 0 -1 -9 LOADING(psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefi Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.16 2 -11 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.73 Vert(TL) -0.57 2-11 >464 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.08 7 nla n/a BCDL 20.0 Code FBC20041TPI2002 (Matrix) Weight 111 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-2 oc bracing. WEBS 2X4SYPNo.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 2=177610$ 4, 7=177610 -8-0 Max Uplift2=-1167(LC 2), 7 =1167(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 /83, 2 -14=- 238811064, 3.14x- 225911102, 3- 15=1984/ 990, 4-15=- 1823/1014, 4.5=- 170511018, 5-18=- 182311014, 6-18 - 19841990, 6 -17=- 225911102, 7.17=- 236811064, 7 -8=0183 BOT CHORD 2- 11=- 61511957,10 -11= 409/1705, 9- 18=- 40911705, 7 -9= 81511957 WEBS 3- 11=3881247, 4- 11= 34/428, 5-9= 34/428, 8- 9=388/247 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 148mph (3- second gust); h=20fi: TCDL 9.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; C-C Exterior(2) - 2 -1 -11 to 0 -10-5, Interior(1) 0.10 -5 to 6-0-0, Exterior(2) 6-0-0 to 164-0, Interior(1) 154-0 to 21 -7 -11; Lumber DOL=1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1167 Ib uplift at Joint 2 and 1167 Ib uplift at Joint 7. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1-4- 100, 4- 5= -100, E8 =100, 2 -7=40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 . Uniform Loads (Of) Vert 1- 2=167, 2- 14=98,14-1544, 4- 15=98, 4.5=89, 5. 16=98,16 -17 4, 7- 17=98, 7 -8=167, 2-7=-12 Horz: 1 -2= -185, 2-14=-118, 14-15=42, 4-15=- 116, 5-16 =118,18- 17=82, 7- 17=116, 7-8=185 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (Of) 4-5=-100, 5-8=-40, 2 Vert 1-4=- 100, -7=40 Lumber Increase=1.33, Plate 4) 2nd unbalanced Regular. Increase=1.00 Uniform Loads (p1f) Vert 1-4=-40, 4dw -100, 5-8=-100, 2 -7=40 Job 7F40 Truss H2 Truss Type ROOF TRUSS ylty • •• • ' i • • • Ply •• : • PNUI pliE14 DORN 1 ••• • ' 0005 • t .fobftef8rerlce 1bp8pr1011, BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • • • • • $.500 slier 1f 2007 r Te Industries, Inc. Wed Sep 12 15:42:35 2007 Page 1 2 r ' 5-7 -15 11 -0-0 17-5-0 23-10-0 30-3-4 36-6-12 43-0-0 �; 1 54-0-0 • r 1 2-0-0 5 -7 -15 5-4-1 6-5-0 6-5-0 6-5-4 • : 13 5�4 • • 5.4-1 5-7 -15 2-0-0 • 4,.. • • • • • • • • • Seale =1:98.4 • • •• • • • • • • • • • • • • • • • •• • • • ••• • •• • 3.60 FIT • • • 2x4 11 • ' ' 6x8 — ' _ 3x6 = 8x12 = 3x1:1= 2x4 I • • •3x8 5x8 5x8 4 6 6 7 8 9 10 11 12 6x8 \ 3 / / \ 13 ` 32 R \\ 2x4 I 2 ��l= I \ 2x4 q 11 '\, 16 IO 1 .. = 4x6 = 28 27 28 26 24 23 22 21 20 19 18 17 18 4x7 — 2x4 11 3x5 = 3x5 = 4x9 = 3x5 11 3x8 =4x12 = 2x4 11 3x8 = 2x4 11 3x5 = 3x8 = 5x5 WB= 5-7 -15 11 -0-0 17-5-0 23-10-0 30 -3-4 36-6-12 43-0-0 48-4-1 54-0 -0 5-7 -15 5-4-1 6 -5-0 6-5-0 6-5-4 6-3-8 6-5-4 5-4-1 5-7 -15 Plate Offsets 0 -2-8 0-3-0 4:05 -4 0 -2 : :04-0 0 -2-0 11:0 -2 -12 0 -1-8 13:0 -2-8 0-3-0 14:0.4 -0 0.2-0 1:0 -5.8 0.1 -1 23:04.4 0 -1 4:0 -1-8 0 -1 LOADING(psf) SPACING 2 -0-0 CSI DEFL In (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.86 Vert(LL) 0.25 18 -18 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -0.59 18-20 >611 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.11 14 n/a nla BCDL 20.0 Code FBC2004fTP12002 (Matrix) Weight 274 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2.75 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3 -0-6 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at mldpt 4-24, 7 -24, 7 -23, 7- 21,11 -21 7-24 2 X 4 SYP No.2, 7-21 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=137210.8 -0, 23=46531054 (input 0-4-0), 14=1925104-0 Max Upllft2 — 965(LC 2), 23=1907(LC 2),14=- 1191(LC 2) Max Gray 2=1412(LC 3), 23=4653(LC 1), 14=1952(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension 4- 54/363, 8. 9=535!413, 9- 10=- 5351413, TOP CHORD 1- 2=0/40, 2- 31= 24831812, 3-31 =23841840, 5. 5=01383, 8 -7 =01383, 74=- 535/413, 3-4=-14701634, 323011370,13. 32=4996 11517,1432=409511489,14 -23° 344311527, 10 -11=- 535/413,11- 12=40481 1370,12.13=- - 15=0140 BOT CHORD 2- 28=- 58712261, 27- 28=48312289, 26-27 = - 58312269, 25- 28=-27611368, 24-25 — 27611368, 23- 24=3443/1527, 22 16=1226/3782 21- 22=- 344311527, 20- 21=- 66012612,19- 20=860/2812,18 -19= 46012612,17 -18=- 122113789,18 -17 =1221/3789,14- WEBS 3- 28=01213, 3 -25=-9871326, 4. 26=481580, 4- 24=1730!624, 6- 24=4531464, 7- 24=141913578, 7- 23=-436311989, 7 -210- 1753/4290, 9- 21=- 621/452,11 -21 =24231953,11 -2041 254,11 -18= 138 /550,12. 15=01288, 13 - 18=-8031253,13- 1641204 NOTES 1) Unbalanced roof live loads have been considered for thls design. 2) Wind: ASCE 7 -02; 148mph (3-second gust); h =20ft; TCDL 9.Opsf; BCDL 6.0psf; Category 11; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 to 3-3-12, Interior(1) 33 -12 to 504-4, Exterlor(2) 504.4 to 56 -1 -1; Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) WARNING: Required bearing size at Joint(s) 23 greater than input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 965 Ib uplift at Joint 2, 1907 Ib uplift at Joint 23 and 1191 Ib uplift at Joint 14. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1-4=- 100, 4- 12=100,12.15 =100, 2 -14=40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Veit 1- 2=167, 231=98, 431=64, 412=73,1232=64,14 - 32=98,14- 15=167, 2-14=-12 Horz:1 -2 —185, 231 -116, 431= - 82,1242 2, 1442=116, 14-15=185 Drag: 45= -0,11 -12 0 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=I.00 Uniform Loads (p1f) Vert 1.4= -100, 4-12=-100, 12-15=40, 2- 14=-40 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1-4=40, 4-12=100,12.15 -100, 2-14=-40 • •. • Job A 7F40 Truss H3 Truss Type ROOF TRUSS Qty • •• •• } • : • • P14 • • QUI BOEEM CORP' • • • • • • 0008 • : 1 • • • : • Sob nce (4ptl.n•Ip BEST TRUSS CO., MIAMI, FL, BEST TRUSS CO. • • • • , s r 2007 MITek Industries, Inc. Wed Sep 12 15:42:36 2007 Page 1 F2-0-9 �l 2-0 6-7-15 13-0-0 18-5-0 23-10-0 29-6-11 35-3-5 41-0-0 47-4-8 • • 54-0-0 66-0 -1 I I I I 1 • ..• I •• I 2 -0-0 6-7 -15 6-4-1 5-5-0 5-5-0 5-8-11 • •%8 -iii . • 6 -8-11 • • • 6.4-1 • 6-7 -15 2 -0-0 • • • • • • • • • • Scale .1:913.3 • • • • • •• • • • • • • • • •• •• ••• • •• • • • . • •• :• •• • : • 3.8012 •oo : : . • ••• :•• ••• • • _ • 5x8 2x4 11 3x8 = 4x8 = 5x18 = • • %At 5x8 = 3x8 8 3x8 0 4 8 7 8 810 11 12 3x8 1. 3 3x8 -- - - 3 .•� . 14 31 2x4 II 2 3 1 N l A L . • x 2x4 11 1 - . 4x5= 26 27 28 25 24 23 22 21 20 18 18 17 4x7 = 3x8 = 301= 3x8 = 4x9 = 5x6 = 3x6 = 4x5 = 3x8 = 3x8 = 2x4 11 2x4 11 4x7 = 6-7 -15 13-0-0 18-5-0 23-10-0 32-5-0 41-0-0 I 47-4-1 1 54-0 -0 I I 6-7 -15 6-4-1 5-5-0 5-5-0 8-7-0 8-7-0 6-4-1 6-7 -15 Plate Offsets L : 5.O-5-4 0 -2-8 , ; :0.1 -12 0 -1 -1 ::0-6-0 0-3.0 , 15:0 -3- 12,0 -2 • 19:0 -2-8 0 -1 3:0 -3-0 0 4:0 -1-8 0 -1 -1 LOADING(psf) SPACING 2 -0-0 CSI DEFL In (lot) Udell Lld PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.93 Vert(LL) 0.22 17 -19 >999 380 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.57 19 -21 >626 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.11 15 nla nla BCDL 20.0 Code FBC20041TPI2002 (Matrix) Weight 274 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-11-9 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at mldpt 3 -26, 5- 24,10 -23 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 2=1294/0 -8-0, 23=479310 -5-10 (Input 0- 4- 0),15 1883/0.8-0 Max UpIIft2c931(LC 2), 23 - 1938(LC 2), 15=-1161(LC 2) Max Grav 2=1358(LC 3), 23=4793(LC 1), 15=1908(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 /40, 2- 31=- 22891708, 331 21721741, 3-4=- 860/365, 4.5= 7701383, 5-5=-1241977, 8.7=- 1241977, 7-8=-124/977, 8 -9 1095/3418, 9 -10= 109513418,10 -11=- 8991498,11 -12=- 2507 /1150,12 -13=- 280711138,13.14= - 289611120,1432= - 385311450,15 -32=- 395211418, 15- 16140 BOT CHORD 2- 25=-485/2057, 27- 28=-48512057, 26-27 8512057, 25-28 1784, 24- 25=0/784, 23- 24=- 341811533, 22- 23=-4301278, 21 -22=- 4301276, 20 -21 =-07211709,19- 20=-47211709,18 -19= 115813849,17.18 = 115813849,15.17 - 115813849 WEBS 3-28=01273, 3-26=- 14051521, 5-26= 1031692, 5-24 - 19091891, 8- 24=- 5411371, 8- 24=1207/3038, 8-23=-2390/1135, 10-23=-3848/1534, 10-21=-573/1878, 11-21=-14481713, 11-19=-29511058, 12-19 /121,14 -19 =1221/485,14- 17=01249 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-02; 148mph (3- second gust); h =20ft; TCDL 9.Opsf; BCDL 6.Opsf; Category II; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 to 3-3-12, interior(1) 3-3 -12 to 50-8-4, Exterior(2) 60-8-4 to 58 -1 -1; Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) WARNING: Required bearing size at Jolnt(s) 23 greater than Input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 931 Ib uplift at Joint 2, 1938 Ib uplift at Joint 23 and 1181 Ib uplift at Joint 15. LOAD CASE(S) 1) Regular. Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1.5=- 100, 5-12=-100, 12-18=-100, 2 -15=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1- 2=187, 2 -318, 5- 31=84, 5- 12=73,12 - 324,15- 32=98,15- 18=187, 2- 15=-12 Holz 1 -2= -185, 2-31 =116, 531=-82,1232=82,1532=116,15 - 18=185 Drag: 54=0,1142=0 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase --1.00 Uniform Loads (pit) Vert: 1-5=-100, 5-12=-100, 12-18=-40, 2- 15=-40 4) 2nd unbalanced Regular. Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Vert 1- 6=-40, 5- 12= 100,12 -18 =100, 2-15=-40 • •. • Job 1 II 7F40 Truss H4 Truss Type ROOF TRUSS Sty • •• •• • 'S • • PI • • ifWeillEEN CORP' - • • � • � • 0007 • 1 • • • • • • job rence (•W4CN BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • • • •e. s ar 8 2007 MITek Industries, Inc. Wed Sep 1216:42:38 2007 Page 1 2-0 5-2 -10 10-1-5 15-0-0 19-5-0 23-10-0 28 -10 -11 33 -11-5 39 -0-0 10 -11 •4848-0 54-0-0 : .!,.! 2 -0-0 5-2 -10 4-10-11 4 -10-11 4-5-0 4-5-0 5-0-11 poi, • • • 5-O?1 • •21-10 -4 • 4010 -11 5-2 -10 2-0-0 • • • • • • • • • • Scale =1:98A • • •• • • • • • • • • • ••• •• ••• • •• :•• •• • • • • • • •• ••• • • *•• • •• •• 3.80 12 2x411 * * • • • • • • ••• ••• 5x8 = 4x7 = 4x7 = 4x7 = 3x8 3x8 4c • • 5x8•= • y • 3x8 � 3x8 3x8 s 8 7 8 9 10 11 12 13 3�x8 \ 2x4 4 B - - \ X418 2x4 G 1_ 31 ��- 9. : 2x4 II 2 -- �` 17 811 Ioq} 4x5 = 28 27 28 m m 23 22 21 20 19 4x7 - 3x8 = 3x8 = 4x9 = 3x8 =5x8 = 4x5 = 3x8 = 3x8 = 4x7 = 3x8 = 7 -7 -15 15-0-0 23-10-0 31-5-0 39-0-0 48-4-1 I 54-0-0 I 7 -7 -15 7-4-1 8-10-0 7 -7-0 7 -7-0 7-4-1 7 -7 -15 Plate Offsets (X,Y): [8 0-3-8 Edge] [10:03-0,0 -2 -0], [17:0-3- 12,0 -2 -0], [21:0-3-0,0-1-8], [23:0- 2 -0,0 -2 -0], [24:0 -2 -0,04.4], [28:0- 2 -0,0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) Ildefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.93 Vert(LL) 0.21 19 -21 >999 380 MT20 244/190 TCDL 20.0 Lumber Increase 1.33 BC 0.74 Vert(TL) -0.52 19 -21 >692 180 BCLL 0.0 Rep Stress (ncr YES WB 0.82 Horz(TL) 0.09 17 nla nla BCDL 20.0 Code FBC2004ITPI2002 (Matrix) Weight 283 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applled or 2 -2-0 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-10 -2 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at mldpt 7. 24,10 -24 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1231104.0, 24=490810 -5-13 (Input 0-4-0), 17=181410-8-0 Max Uplift2=- 905(LC 2), 24=- 1954(LC 2), 17=-1137(LC 2) Max Gray 2=1320(LC 3), 24=4908(LC 1),17=1878(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tenslon TOP CHORD 1. 2=0140, 231 =21741705, 331 - 20731731, 3-4=- 17241527, 4.8=- 15961541, 6-0=- 239/429, 6-7=- 1481396, 7-8=- 102913317, 8 -8=-102913317, -13=- 19491 924,13 9- 10= -10291 3317,10 -11=- 327 /282,11 -12=327/282,12 -14=- 20981917,14- 16=3331/1259,15 -18=- 345811245, 1832=371911413, 17-32=-3820/1388, 17-18=0140 BOT CHORD 2- 294-48811978, 27-28=-152/1173, 2847= - 16211173, 26- 28=16051783, 2445=- 15051783, 23- 24=- 9121508, 22- 23=14711083, 21- 22=- 14711063,20 -21=- 88812894,19 - 20=48812894,17- 19 -112813525 WEBS 3. 28=-4821 337, 548=- 811895, 5-294- 12051548, 8- 28=- 5011279, 7- 294 - 65012004, 7.24=- 261111088, 9- 24=- 5011354,10- 24=324711362, 10- 23=-02811922,12 -23=- 15981731,12- 21=39811305,13- 21=0181,14.21 - 11271508,14- 194381800,18 -19 - 3381282 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h=20ft; TCDL=9.0psf; BCDL=8.Opsf; Category 11; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 to 34-12, Interior(1) 34-12 to 50-8-4, Exterior(2) 50.8-0 to 58 -1 -1; Lumber DOL =1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) WARNING: Required bearing size at Joint(s) 24 greater than Input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 905 Ib uplift at Joint 2, 1964 Ib uplift at Joint 24 and 1137 Ib uplift at Joint 17. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1.94-100, 8- 13= 100,13.18= -100, 2 -17=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert 1- 2=167, 231=98, 83144, 8- 13=73, 1332=84,1732 8, 17-18=187, 2-17=-12 Horz 1 -2 185, 231 =118, 631 =-82,1332=82,1732=118,17 - 18==185 Drag: 8- 7=-0,12 -13 0 3) 1st unbalanced Regular. Lumber Increase 1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1 -100, 6- 13100,13- 18= -40, 2- 17=-40 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1-94-40, 6.13=- 100,13 -18= -100, 2 -170 • ••• Job ` 7F40 Truss H5 Truss Type ROOF TRUSS pty Sply-• • • • , • : • ji QUI 41R1. toRPy • • • • • • • • 1 w • • : • • • �ob nce (aptia71l1)• 0008 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • • • •6!500 s ar 8 2007 MITek Industries, Inc. Wed Sep 12 15:42:39 2007 Page 1 2 • 5 -10-10 11-5 -5 17 -0-0 23-10-0 30-5-0 37-0-0 42 11 48.1e9 54-0-0 : 1 1 2-0-0 5 -10-10 5-6-11 5-6-11 6-10-0 6-7-0 •• • G-'4) • • 5.011 • • 15-M 5 -10 -10 2 -0-0 • • • • • • • • • • Scale =1:98.4 • • • • • • • • • • • • ••• ••• ••• • • • • •• ••• ••• ••• • • o o • • •• • • • 3.50 Fir 9x12= •• o o • o j.e 7x8 = 3x8 = 2x4 11 • • 9exJ. • • ••• • - • • 8 7 8 9 10 3x8 3x8 3x6 3x6 , — 5 11 2x4 4 3.. _ 12 2x4 i 13 ` 4q 2x4 11 2 iii _ `.. 14 1511 5. m to e .tom _: �' 4x5 = 25 24 23 22 21 20 19 18 17 18 4x7 — 3x8 = 3x8 = 4x9 = 3x8 =3x8 11 4x9 = 3x8 = 3x8 = 4x7 = 3x8 = 8-7 -15 17 -0-0 23-10-0 30-5-0 37-0-0 4541 54-0-0 { � 8-7 -15 8-4-1 6-10-0 6-7-0 6-7-0 8-4-1 8-7 -15 Plate Offsets (X Y►: [6 03-0,0- 2 -12], [7:0 -0 -0 ,0-23], [10:0 - 5.4,0.2.8] [14:03 -12 0.2-0] [20:0 -40 0 -1 -0] [21:0.3.4 0- 1-87 [23:0 -1-0 0 -1 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) Ildefl LJd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.86 Vert(LL) 0.22 16-18 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.33 BC 0.86 Vert(TL) -0.66 16 -18 >545 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.07 14 n/a nla BCDL 20.0 Code FBC2004/TPI2002 (Matrix) Weight 281 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -7-8 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-4-15 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at mldpt 5-23, 7 -23, 7 -21, 7- 20,10- 20,11 -18 7 -20 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=124210 -8-0, 21=4887104.12 (Input 0- 4-0),14=182210-8-0 Max Uplift2=- 911(LC 2), 21=- 1910(LC 2),14=1137(LC 2) Max Gray 2=1349(LC 3), 21=4887(LC 1), 14=1899(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0140, 2 -28=- 2226/727, 3 -28=- 2128/755, 3-4=- 1668 / 498, 4-5=- 16841513, 5-8=0/744, 6- 7=0/894, 7-8=- 1621275, 8 -8=- 1621275, 9 -10= 162 / 276,10 -11 1739/794,11 -12=329811227,12- 13=-3400 /1212,1349=4782 /1438 ,1429=- 388011409,141541/40 BOT CHORD 2- 25=- 504/2026, 24-25=- 711995, 23- 24=71/995, 22- 23=- 286911307, 21 -22 286911307, 20 -21=- 288911307,19 -20 28911627, 18 -19=- 28911627,17 -18=- 782 / 2715,16 -17=- 78212715,14-16 1148 /3586 WEBS 3- 25=-617/ 422, 5-25=- 124!874, 5- 23=13981816, 6- 23=- 767/418, 7- 23=1066/ 2933, 7. 21=446041979, 7-20=-133213416, 9 -20 - 6691478, 10- 20=- 19841698,10 -18=- 23011005,11 -18=- 1323 1587,11 -16= -851778,13- 16=-4881371 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h=20ft; TCDL=9.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; C-C Exterlor(2) -2 -1 -1 to 34-12, Interlor(1) 3-3-12 to 60.8 -4, Exterlor(2) 60.8 -4 to 56 -1 -1; Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 6) WARNING: Required bearing size at Jolnt(s) 21 greater than Input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 911 Ib uplift at Joint 2,1910 Ib uplift at Joint 21 and 1137 Ib uplift at Joint 14. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p11) Vert 1 100, 6-10=-100, 10-15=-100, 2. 14=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1- 2=167, 2- 28=98, 8- 28=84, 6 -10 =73,10. 29=84,14-29=98,1415=167, 2-14=-12 Hors: 1. 2=185, 2- 28= -116, 6-28=42, 10-29=82, 14-29=116, 14-16=185 Drag: 6 -7a0, 9-10=0 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1.8=- 100, 6-10=-100, 10-15=-40, 2 -14=-40 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1-8=■40, 6 -10=- 100,10- 152100, 2 -14=-40 Job 1 4 7F40 Truss HIS Truss Type ROOF TRUSS qt1' 1 Ply • i • � R ' ' • • GR�W C • • • • • • • Job RRfeaseol (oatIolaq • • • • • • • • • • • • 0009 • • • • BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.500 s Mar 8 2007 MITek Industries, ItilititSep 12 15:42:41 2007 Page 1 2-0 ' 6 -6-10 12 -9-5 19 -0-0 27 -0-0 35-0-0 41- 11 4 -5-6 54-0-0 1 2 -0-0 6-6-10 6-2 -11 6-2 -11 8-0-0 80-0 • • 6:2 -1•il • : 6 1i'i1 : • 4110 2 -0-0 • • • •• • • • • • Scale =1:97.3 • • • • • • • • • •• ••• • • • •• • • • •• ••• •• • • • • • 3.50 12 5x8 = • • • • 4x9 =4x7= 5x8Ra• • • • • • ••• •• 4x5 6 7 8 9 4x5 6x8 5x8 - _ .■ _ 4 5 2x4 Q P :1..„.......44._ 10 11 2x4 d 3 : �� 12 q ze 2x4 112 II i 13 2x4 4 — — .. :` 5x16 = 22 21 20 19 18 17 16 15 5x16 = 4x5 = 8x18 MT16 NB= 4x9 = 2x4 11 4x9 = 8x18 61118 WB= 4x8 = 8x10 MT16= 9 -7 -15 19-0 -0 27 -0-0 35 -0-0 44-4-1 54-0 -0 9 -7 -15 9-4-1 8-0-0 8-0-0 9-4-1 9-7 -15 Plate Offsets (X,Y): [1.0- 2.4,0 -1 -0] [2:0-0-7,0-0-21, [6:0-0 -0 0 3 -0] (9 0-4-0 0 3-0 1 13:0-0-7 0 -0-2] [14.0 -2-4 0 -1-01 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.47 Vert(LL) 0.90 18 >714 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.76 Vert(TL) - 1.93 18-20 >331 180 MT16 171/147 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.53 13 nla n/a BCDL 20.0 Code FBC2004/TP12002 (Matrix) Weight 367 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP SS TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or4-3-1 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at mldpt 6-20, 7 -20, 7. 17,10 -17 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 2=397310-8-0,13=397310.8-0 Max Uplift2=- 1960(LC 2), 13=- 1960(LC 2) FORCES (Ib) - Maximum CompresslonfMaximum Tension TOP CHORD 1 -2 /55, 2 -25 10817/ 4185, 3-25=- 107151 4214, 3- 4=- 1032413959, 4.5=- 10199/ 3977, 5-6=- 8597/3537, 6-7 221/3472, 7 -8= -822013472, 8 -9=- 8220/3472, 9 -10=- 8597/3537, 10-11 =10199/3977,11.12= - 10324/3959,12.26= 1071514214,13 -28=- 1081714185,13- 14=0/55 BOT CHORD 2- 22=- 3778110225, 21- 22=-3416 19392, 20 -21=- 341619392,19 -20=- 3218 / 8953,18.19=- 321818953,17- 18=3218)8953,16 -17=- 341519392,16- 16=341519392,13 - 15=3778110224 WEBS 3-22=-452/385, 5.22-- -001743, 5-20=-1426/640, 6 -20=- 488/1637, 7 -20 =1261/420, 7- 18=01258, 747 =1261/420, 9 -17=- 48811638, 10- 17=- 1427 /640,10- 15=-40/743,12- 15=-452/385 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 146mph (3- second gust); h=20fi; TCDL=9.0psf; BCDL=8.Opsf; Category 11; Exp C; enclosed; C-C Exterior(2) -2 -0-12 to 3-4-0, Interlor(1) 3-4-0 to 50-8-0, Exterior(2) 50.8-0 to 56 -0-12; Lumber DOL =1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1980 Ib uplift at Joint 2 and 1980 Ib uplift at Joint 13. LOAD CASE(S) 1) Regular Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1-6=-100, 6-9=-100, 9-14=-100, 2- 13=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1- 2=167,2- 25=98,6 -25 4, 6-9=73, 9-26 4,13- 28=98,13- 14=167,2 -13 -12 Holz: 1-2=-185, 2 -25= 118, 6- 26=-82, 9-26=82, 13-26=116, 13-14=185 Drag: 8-7=0, 8-9=0 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1-6=-100, 6-.-100, 9- 14=-40, 2 -13-40 4) 2nd unbalanced Regular. Lumber Increase 1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1-6=-40, 8- 8=100, 9 -14= -100, 2 -13=-40 Job e 7F40 Truss H7 Truss Type ROOF TRUSS 1 PIY i • la • JRQGI p CQJ, • • • • • • • • • • • • • • • • • • • 0010 • • • • • • • Job R6fereAEe (o, , oriel) • • • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6109 s M& 8200 ?Mi?ekfidd9tries, Inc. WbSep 12 16:42:42 2007 Page 1 2-0-0 5 -5-15 10 -7 -15 15-10-0 21 -0-0 27-0 -0 33-0-0 38 -6-14 445-4 1 I _ 1 I I 1 I I • I• ••• • I • • t -10.6 2-0-0 5-5-15 5-2-0 5-2-0 5-2-0 6 -0-0 ::6 - -0' • • • • 1 4 • • • • • • scale .1:78.7 • • •• • • • • • • • • • • • • • • •• ••• • • • 3.50 12 •• • • • •• - ••• •• 5x8= • 3x8= • ••• 6xaw • • • •• • 3x8 8 8 • • • •10 • • • s \ • 3x8 N • t1. 348 lc 4x7 8 • *�� S• ** 12 3x6 % ' 6x8 4 5 2x4 O 13 .9 m 43 2x4 11 2r ww 1 `�^ ./ - min 23 22 21 20 19 18 17 16 16 14 6x14 = 3x8 = 8x15 MT18 WB= 3x8 = 6x10 MT18 WS= 2x4 II 3x10 = 4x7 = 4x7 = 3x6 II 3x6 = 7 -2 -10 14-1 -5 21 -0-0 27 -0-0 33 0-0 38-6-14 I 44-5-4 I 1 1 I 7 -2 -10 6 -10 -11 6 -10 -11 6-0-0 6-0-0 5 -6-14 5 -10-6 Plate Offsets (X,Y): [2:0-2-3,0-1-11], [4:0- 3- 8,Edge], [13:0- 3-0,0- 1 -12], [14:044,0 -1-8], [15:0- 2 -8,0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (Ioc) Udefl LJd PLATES GRIP TCLL 30.0 Plates increase 1.00 TC 0.99 Vert(LL) 0.61 21 >860 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.72 Vert(TL) -1.40 20 -21 >378 180 MT18 171/147 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.37 14 n/a nla BCDL 20.0 Code. FBC2004ITP12002 (Matrix) Weight 260 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purlins, except end 1.4 2 X 4 SYP SS verticals. BOT CHORD 2 X 4 SYP SS *Except* BOT CHORD Rigid ceiling directly applied or 3 -114 oc bracing. 14-16 2 X 4 SYP No.2 WEBS 1 Row at midpt 8 -20, 9 -20, 9 -17 WEBS 2 X 4 SYP No.3 *Except* 13-14 2 X 4 SYP No.2, 13-16 2 X4 SYP No.2 OTHERS 2 X 4 SYP No.3 WEDGE Left 2 X 6 SYP No.2 REACTIONS (Ib/size) 2=3326104-0, 14=3070/0-74 Max Horz 2=56(LC 2) Max UpIIft2= 1680(LC 2), 14=-1337(LC 2) FORCES (Ib) - Maximum CompresslonlMaxlmum Tension TOP CHORD 1 -2 /40, 2- 25=414913036, 3- 26=4060/3063, 3-4= 7970/ 3005, 4- 5=7836/3020, 5-8=- 7059/2869, 6 -7=- 662712411, 7-6=- 5497/2434, 8 -8=- 635912396, 9- 10=-4168/ 1983,10.11=- 425111988,11. 12=-4391/1962,12 -26 =3390/ 1592,13 -26=- 3634/1577,13 -14= 294411362 BOT CHORD 2-23=-274417604, 22. 23=2866/7300, 21- 22=- 2886/7300, 20 -21= 228418398,19 -20= 1790/5138,18- 19=1790/5138,17.16= - 1790/6138, 16 -17 =1189/ 3317,16- 16=1189/3317,14. 15=0/126 WEBS 3 -23 -44/ 147, 6- 23=0/416, 5- 21=8331421, 6-21 =2341924, 6-20=-1439/819, 8-20=-2901986, 9-20=451438, 9- 18=01223, 9 -17=- 1687/575, 10 -17= 1701663,12 -17 =293/1183,12- 16=14821723,13- 16=1371/3612 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 148mph (3- second gust); h =20ft; TCDL 9.Opsf; BCDL=6.0psf; Category 11; Exp C; enclosed; C-C Exterior(2) -2-1-1 to 2-4-4, Interior(1) 2-4-4 to 39-10-3, Exterlor(2) 39 -103 to 44 -3-8; end vertical right exposed; Lumber DOL =1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1680 Ib uplift at Joint 2 and 1337 Ib uplift at joint 14. LOAD CASE(S) 1) Regular. Lumber increase=1.33, Plate increase=1.00 Uniform Loads (pit) Vert 1.8=- 100, 8-10=-100, 10-13=-100, 2- 14=-40 2) C-C Wind: Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1- 2=167, 2- 25=98, 8 -2564, 8 -10= 73,10- 26=64,13 -2648, 2-14=-12 Horz: 1-2=-185, 2 -25 =116, 8- 26=- 82,10- 28=82,13 -26== 116,13 -14=82 Drag: 8-9=0, 9-10=0 3) 1st unbalanced Regular. Lumber increase=1.33, Plate increase=1.00 Uniform Loads (p1f) Vert: 1-8=-100, 8.10= 100,10- 13=40, 2-14=-40 4) 2nd unbalanced Regular. Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1-8=-40, 8-10=-100, 10-13=-100, 2 -14=-40 Job 7F40 I Truss H8 Truss Type ROOF TRUSS Qty 2 Ply • • t • Q C �+, • • • ••• AR8 • • • • • • • • 0011 • • • • • • • • • • • • • • • • • • Job Fftfferer1be (o do I) • • • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. SIOO s Mgr 8280? eklllddatries, l•c. YYadSep 12 16:42:43 2007 Page 1 -2-0-0 5 -11 -15 11 -7 -15 17-4-0 23-0-0 27-0-0 31 -0-0 35-4 -9 39-9 -3 44-5-4 46-6 -0 • ••• • 2 -0-0 5 -11 -15 5-8-0 5-8-0 5-8-0 4-0-0 440 • • • i�9 • • • • • • 2-0-12 1e =1:62 2 • • •• • • • • • • • • • • • • • • •• ••• • • • 3.50 12 ••• • • • •• ••• •• 6x6 = 3x6 = ilx6 =y • • • 5x8 s' 7 8 $ • • • :1 • • • 7 0 • i•• • • • • • ••• •• • •70 6 11 3x8 ' 4x7 % 3x8 % of 12 3x4 I 5 13 2x4 II n 2x4 Q �� � 14 � 26 2x4 II 2 HI � 0.1. G8;14 23 22 21 20 18 18 17 18 15 = 3x8 = 8x10 MTI8H WB= 3x8 = 3x8 = 3x8 = 4x7 = 3x6 = 5x8 = 8;10 MTI6 WB= 7 -10 -10 15-5 -5 23-0-0 31 -0-0 F 37 -6-14 I 44-5-4 I 7 -10 -10 7-6-11 7-6-11 8-0-0 6-6-14 6 -10-6 Plate Offsets L : .0 -23 0 -1 -11 4:0 -3-8 Ed e , 8:0 -4-0 03-0 10:0 -3.12 Ed, a 15.0 -2.12 Ed, a 16:0 -1 -12 0 -1.8 2:0-5-0 0 -0-2 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (lot) I/de0 Ltd PLATES GRIP' TCLL 30.0 Plates Increase 1.00 TC 0.75 Vert(LL) 0.69 21 -23 >897 380 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.77 Vert(TL) - 1.35 21 -23 >391 180 MT18H 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.39 15 n/a n/a MT16 1711147 BCDL 20.0 Code FBC20041TP12002 (Matrix) Weight 269 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -1-0 oc purllns, except end 1-42 X 4 SYP SS, 4-6 2 X 4 SYP SS, 10-14 2 X 4 SYP SS verticals. BOT CHORD 2 X 4 SYP SS *Except* BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. 15.17 2 X 4 SYP No.2 WEBS 1 Row at midpt 6 -20, 8- 18,12 -15 WEBS 2X4 SYP No.3 OTHERS 2 X 4 SYP No.3 WEDGE Left 2 X 6 SYP No.2 REACTIONS (Iblsize) 2=332010-8- 0,15=330610 -7-4 Max Horz 2=-25(LC 2) Max UptIft2=-1654(LC 2), 15=-1563(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2W /40, 2- 26= 819112996, 3-26=-809913025, 3-0= 794012933, 4-5=-7840/2949, 5- 6=-8787/2705, 6- 7=516512194, 7-8=-4900/2165, 8- 6=-415811887, 9 -10= -43851 1918,10 -11= -4374/ 1895,11 -12=- 3660 / 1581,12 -13=- 1271285,13 -14 164, 13-15=-5071655 BOT CHORD 2- 23=- 2629/7655, 22 -23=- 2449/7134, 21- 22=-2449/7134, 20.21= 200116089,19-20= -1405/ 4621,18 -19= 1405/4821,17.18= - 115113850, 16- 17=- 115113850,15.16= - 78312791 WEBS 3.23=4681217, 5-23 31/596, 5-21 =972/490, 6 -21=- 275/1043, 6- 20=1638/720, 7 -20=- 265/907, 8- 26=-139/700, 8 -16=- 11091432, 9- 18=241/765,11- 18=-821657,11.18= - 10861478,12- 16=-42211438,12 - 15=-3822/1371 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 148mph (3- second gust); h =20ft; TCDL=9.0psf; BCDL=6.0psf; Category 11; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 to 2.4.4, Intertor(1) 2-4-4 to 48 -7 -1; end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1854 lb uplift at Joint 2 and 1563 Ib uplift at Joint 15. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert: 1-7=-100, 7-9=-100, 9-13=-100, 13-14=-100, 2- 16=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1- 2=167, 2. 26=98, 7 -26 4, 7 -6=73, 9- 13=64,13 - 14=167, 2 -16=-12 Horz: 1- 2= -185, 2 -28= -116, 7- 26-82, 9- 13=82,13- 14=185,13 -15=82 Drag: 7-8=-0, 8-91 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert: 1- 7= 100, 7 -9= -100, 9- 13=-00,13- 14=-40, 2 -15=-40 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert 1 -7=-40, 7. 9=100, 9- 13=100,13- 14 -100, 2-15=-40 Job 7F40 Truss H9 Truss Type ROOF TRUSS Qty 2 Ply i • ill • ARQt[G I CiFV• i • • • • i • • • • • • • • • • 0012 • • • • • • • Job ol redbe (o$t I) • • • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.}[0 8 ME 84Bb'? M ekthdeabfes, Mc. ilisdtsep 12 16:42:46 2007 Page 1 -2-0-0 6-5-15 12 -7 -15 18-10-0 25-0-0 29 -0-0 34-0 -9 39-1-3 44-5-4 46-6-0 2-0-0 6-5-15 6-2-0 6-2-0 6-2-0 4-0-0 • • 5•0-91 • • 5-0• •9i • • • en 2 -0-12 • • • • • • scale =1:82.2 • • •• • • e • • • • • • • • • • • •• ••• • • • 3.50 rff •• • • • • • • ••• •••• •• 8x8 = 6x9 =• • • • 3x8 8 9 • • • 30I • • • • • • • • • 308 �• • • • 3x8. 7 • • ift • • ••• •• 3x9 3x9 4x7 12 8 ' 3x4 I1 13 24 I I ; 2x4Q 4 14 3 . 2x4 11 2 Aill\p/A\., 23 22 21 20 19 18 1718 15 6x14 = 3x8 = 8x10 MT18H WB= 3x8 = 3x10 = 3x8 = 8x12 = 8x9 = 8x10 MT18 WB= 8-6-10 16-9-5 25-0 -0 29-0-0 36 -6-14 44-5 -4 I r, 8-6-10 8-2 -11 8-2 -11 4-0-0 7-6-14 7 -10-6 Plate Offsets L : .0-23 0 -1 -11 4:0-3-8 Ed a a =:0-5-4 0 -2-8 15:0 -3-0 03-4 17:0 -2-0 0-3-0 19:0 -23 0-1 1:0 -2.8 0 -1 LOADING(psf) SPACING 2 -0-0 CSI DEFL In (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.85 Vert(LL) 0.69 21 -23 >890 360 MT20 2441180 TCDL 20.0 Lumber Increase 1.33 BC 0.89 Vert(TL) - 1.4119 -21 >373 180 MT1BH 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.39 15 n/a n/a MT18 171/147 BCDL 20.0 Code FBC2004ITP12002 (Matrix) Weight 287 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except' TOP CHORD Structural wood sheathing directly applled, except end verticals. 1-4 2 X 4 SYP SS, 4-7 2 X 4 SYP SS, 11-14 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 4-0-9 oc bracing. BOT CHORD 2 X 4 SYP SS *Except* WEBS 1 Row at midpt 6- 19,12 -15 15-172 X4 SYP No.2 WEBS 2X4 SYP No.3 OTHERS 2 X 4 SYP No.3 WEDGE Left 2 X 6 SYP No.2 REACTIONS (Iblsize) 2=332010-8-0, 15=330610-7.4 Max Hors 2= -25(LC 2) Max UpIIft2=- 1641(LC 2), 15=-1543(LC 2) FORCES (Ib) - Maximum CompresslonlMaxlmum Tension TOP CHORD 1 -2 /40, 2 -2 22512985, 3-26=- 813013017, 3-4=-790412893, 4-5=- 781812910, 5.8=- 852812577, 6-7 707/1978, 7-6=- 4618/2006, 8- 9=- 4447/1986, 9- 10=-433711886,10 - 11=3759/1640,11 -12=- 388811626, 12-13=-156/272, 13-14=0164, 13-16=3381663 BOT CHORD 2 -23=- 2819/7694, 22 -23=- 234816976, 21-22=-234616976, 20 -21 =183615788,19 -20=- 183615788,18-19=-111514093, 1748=-118313993, 16 -17=- 116313993,15- 16=-051/3033 WEBS 3-23 -2851 282, 533= - 94/780, 5-21 - 11041558, 6-21=40811180, 6-19=-18321800, 8 -19=- 207/774, 9 -19=- 2861972, 9- 18=381253, 10-18=-61/407, 10-16=3431398, 12 -16=- 31611271,12 -15=- 395311401 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 148mph (3- second gust); h=20ft; TCDL=9.0psf, BCDL=6.0psf; Category 11; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 t0 2.4.4, !Merlotti) 2-4.4 to 46.7.1; end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1641 Ib uplift at Joint 2 and 1643 Ib uplift at Joint 16. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p11) Vert: 1-6=- 100, 8-9=-100, 9-13=-100, 13-14 100, 2 -15=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1- 2=167, 2- 26=98, 8 -2644, 8 -9=73, 9-13=64, 13-14=167, 2- 19=-12 Horz: 1-2=-185, 2 -26=- 116, 8- 28=-82, 9- 13=82,13- 14=185,13.15=82 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Veit 1 100, 8- 9-100, 9-13=-40, 13-14=40, 2 -15=-00 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1-8==40, 8-9= -100, 9-13=-100, 13-14=-100, 2-16=40 Job ■ 7F40 Truss HGI Truss Type ROOF TRUSS Qty 1 Ply ARQUI GREEN CORP. 0013 • • ••• • • • ••• •• • •• • • • • • • • •• • •• • • • Job Refelenee (optional* • • • • • BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. 6.600 s Mtr 8 20rfl MI711k Indedblbs, the. Wea Sep4215:42:48 2007 Page 1 • • • • • • • • • ••• • • • • ••• 2-0 ' 3 -114 7 -0-0 11 -2-8 15-5 -0 19 -7-8 23-10-0 28-6-10 33-1 -9 37-8 -7 42-3-6 47-0 -0 50 -0-10 54-0 -0 • s • 2-0-0 3- 114 3-0-10 4-2-8 4-2-8 4-2-8 4-2-8 4-8-10 4-6-14 4-6-14 4-6-14 4-8-10 3-0-10 3 -11-6 2-0-0 • • • ••• • - ••• Scale =1:98.4 • • • • •• • • • • • • • • • • • • •• • • • • • • • • • • • • • • •• ••• • • • •• • • • •• ••• •• • 2 x 4 I I • • ems- • • • • • 3.80 Fir 5x8 = 2 8 = 4x12 = 2x4 • • • • 31 =• • • • 54= • • • ••• • • 4 1 1 4x9 = 3 6 = 5x12 = 2x4 3 3x5 4�` 11 2 x x x 4 S 8 7 5 8 10 11 1212ii\\ 13 1415 18 3x81'' I \`!! -��l \ 'N\,19I1 qq Ii to 29 28 27 28 25 24 23 22 21 20 4x7 = 4xS - 30 34 33 32 31 30 2x4 I I 44 = 4x7 = 2x4 0 81E12 = 4 x 7 I I 5x5 = exit) = 2x4 I I 4x9 = 7x5 = 4x8 = 2x4 11 4x9 = 4x7 = 3-11-6 7-0-0 11 -2-8 15-5-0 19-7 -8 23-10-0 28 -6-10 33-1 -9 37-0-7 42-3-6 47 -0-0 150 -0-10I 540 -0 i I � I � � I � 3-11-6 3-0-10 4-2-8 4-2-8 4-2-8 4-2-8 4-8-10 4-6-14 4-6-14 4-6-14 4-8-10 3-0-10 3 -11-6 Plate Offsets : 4 0-5-4 0 -2 : ::0-04 0 -1 -1 , = :04 -12 0.1 12:0. 48,0 -2-0 , 3:0 -2-8 0-0 4:04-4 0 -2-0 :0-5-0 0.2-0 LOADING (psi) SPACING 2 -0-0 CSI DEFL In (loc) Udefl Lid PLATES GRIP FCLL 30.0 Plates Increase 1.00 TC 0.80 Vert(LL) 0.54 22 -24 >683 380 MT20 2441180 TCDL 20.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.81 22 -24 >442 180 BCLL 0.0 BCDL 20.0 Rep Stress Iner NO Code FBC20041TP12002 WB 0.93 (Matrix) Horz(TL) 0.09 18 nla nla Weight 836 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applled or 4-2 -13 oc puffins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applled or 4-0-12 oc bracing. WEBS 2 X 4 SYP No.3 *Except* 643 2 X 4 SYP No.2, 840 2 X 4 SYP No.2, 940 2 X 4 SYP No.2 9-27 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS (Iblsize) 2=232310-8-0, 29=1024810 -6-1 (Input 0-0-0),18=354010 -8-0 Max Uplift2 - 1793(LC 2), 29= 8851(LC 2),18 - 2607(LC 2) Max Gray 2=2337(LC 3), 28= 10246(LC 1), 18=3549(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 24/48, 248=-505513055, 3- 38=-495513073, 3-4= 5199/3535, 4- 5= -43591 3013, 54=-435913013, 6-7= 283814457, 7- 8=- 2838/4457, 8- 9=-283814457, 9- 10= 128212133,10 -11= 128212133,11- 12=128212133,12 -13= 913116204,13- 14=913116204,14-15= - 885916035, 15- 16=-885918035,16 -17=- 910116148,1749=836215382, 1849-848315344,18 - 19=0148 BOT CHORD 245 - 2709/4899, 3435=270914899, 3344= 318715081, 32-33=-66511315, 3142=-66511315, 3031=66511316, 2930=1188018092, 28- 29=- 1188018092, 27- 254-11880/8092, 26- 27=4205/5100, 25- 254-320515100, 24-25=- 320545100, 23- 24= 8841/10504, 22 -23 841110504, 21- 22=-8841/10504, 20-21=4884/7908, 18-20 86417908 WEBS 345 - 1491312, 3 34^ 4511 442, 4-34= 88111344, 433=-8171538, 533=4431480, 633 - 2299/3454, 641=-436/786, 630=-0387/4281, 8454-4781412, 930 = 558918350, 9- 29=-898216101, 9 -27 =71581 10724,10 -27= -5521 476,12 -27 -791215302, 12-25=-4791881, 12- 24= 298214481,13 -24 - 563/478,14-24= 153811041,14-22=-4481816,14-21 = 192911229,16.21 =132512021,17 -21 3611028, 17- 20=2891399 NOTES 1) 2 -ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0.9-0 oc. 2) All loads are considered equally applied to all piles, 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 Toads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for thls design. 4) Wind: ASCE 7-02; 148mph (3 -second gust); h =20ft; TCDL=9.0psf; BCDL=6.0psf; Category 11; Exp C; enclosed; C-C Exterior(2) -2 -0-8 to 3.4-5, Interior(1) 3-4-5 to 50 -7 -11, Exterlor(2) 50 -7 -11 to 56 -0-8; Lumber DOL=1.33 plate grip DOL=1.00. 6) Provide adequate drainage to prevent water ponding. 6) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 7) WARNING: Required bearing size at Jolnt(s) 29 greater than Input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1793 Ib uplift at Joint 2, 6851 Ib uplift at Joint 29 and 2807 Ib uplift at Joint 18. 9) Girder carries hip end with 7 -0-0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 Ib down and 774 Ib up at 47 -0-0, and 898 Ib down and 774 Ib up at 7 -0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase=1.00 Uniform Loads (plf) Vert 1. 4-100, 4-16=-129(F=29), 16-19=-100, 244 -40, 21-34=-171(F-131), 18 -21 0 Continued on page 2 Job 7F40 Truss HG1 Truss Type ROOF TRUSS Qty 1 Ply 2 ARQUI GREEN CORP. • • ••• • • • ••• •• •• • • • •• •• • Job Refelene• (optional)* • • • • • 0013 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.600 s 8 r 8 201,1 NUlak Incft s, fic. Wea Sep6218:42:48 2007 Page 2 • ••• • • • • ••• LOAD CASE(S) Concentrated Loads (Ib) Vert 34=-898(F) 21= -98(F) 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 • • • • • • • Uniform Loads (pif) • • Vert 1- 2=187, 238=98, 4- 38=84, 4- 16=110(F=37),18 -3944,18 -39 8, 18-19=187, 234 —12, 21-34 =91(F= 103),18- 21•-12, Horz: 1 -2 186, 238= -116, 438=42,1639=82,1839=116,18 - 19=186 • Drag: 4-5=-0(F=-0), 15-184(F=0) Concentrated Loads (Ib) Vert 34=774(F) 21 =774(F) 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=- 100, 4- 16 =129(F= 29),18- 19= -40, 234=30, 2134= -171(F =131),18- 21=-40 Concentrated Loads (Ib) Vert 34= -98(F) 21=- 898(F) 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert 1-4=40, 4- 16=129(F =29),18- 19=100, 2-34=-40, 2134=171(F =131),18 -21=30 Concentrated Loads (Ib) Vert 34=-898(F) 21=-898(F) •• • •• • ••• • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• Job _ 7F40 Truss G2 1102 Truss Type ROOF TRUSS Qty 2 Ply 1 ARQUI GREEN CORP. • ••• • • • ••• • •s • • • • • • • • • • Job Rote/wee (opflonaq• • • • • • 0014 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.600 s 9 r 8 2087 Mfl:k In ,1•hc. We: Sep:216:42:48 2007 Page 1 • • ••• • • • • ••• -2-0 -0 3-7 -7 7 -0-0 11 -3-0 15-6-0 18 -10-9 22-6 -0 24-6-0 2 -0-0 3-7 -7 3.49 43-0 4-3-0 3-4-9 3-7 -7 2 -0-0 • • • ••• • ••• Seale =1:44.5 • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • •• ••• • • • 6x10MT181:- •• • • • •• ••• •• 3x4 = 8x10 M716:.•-• • • • • 4 5 8 • • • • •• • • • • • ••• •• 6.11131-1 2 3x4 LI 3x4 18 19 7 0 ■ 4 3 17 20 2 6 2x4 , .. ` 2x4 1 �� ►� 14 13 12 11 ��� 10 .. 5x12 = 5x12 2x4 11 6x10 = 8x10 51716= 8x10 = 2x4 11 3-7 -7 7 -0-0 11 -3-0 15-6-0 18 -10-9 22-6-0 � 3-7 -7 3-4-9 4-3-0 4-3-0 3-4-9 3-7 -7 Plate Offsets L : 2 04.12 0 -2 : 4:0.4 -12 03.4 6:0-4-12 0.3-4 ::0.4- 12,0 -24 11:0 -5-0 0-4-8 13:0-5-0,0 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (Ioc) I/defl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.98 Vert(LL) 0.48 11 -13 >540 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.83 Vert(TL) -0.50 11 -13 >518 180 MT16 1711147 BCLL 0.0 Rep Stress Incr NO WS 0.59 Horz(TL) 0.11 8 nla n/a BCDL 20.0 Code FBC2004ITPI2002 (Matrix) Weight 165 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP SS *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins. 45 2 X 6 SYP No.2 BOT CHORD Rigid celling directly applied or 3-2-4 oc bracing. Except BOT CHORD 2 X 6 SYP SS 3-6-0 oc bracing: 10 -11 WEBS 2 X 4 SYP No.3 3-8-0 oc bracing: 2 -14, 8 -10 OTHERS 2 X 4 SYP No.3 JOINTS 1 Brace at Jt(s): 10 REACTIONS (Ib /size) 8=333010 -8-0, 2=3330/0 -8-0 Max Upllft8=3908(LC 2), 2=- 3908(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tenslon TOP CHORD 1- 2=0198, 2 -17 =- 544215911, 3 -170- 532015934, 3- 18=572716636, 4-18=- 571516860, 4-6=- 518616235, 5.6 518618235, 6-19=-571516660, 7-19=-572716836, 7 -20=- 532016934, 8- 20=- 544215911, 8 -8/98 BOT CHORD 2.14=- 476414643,13- 14x478414843,12 - 13x577015444,11 -12=- 5770/5444,10- 11x4764/4643, 8-W--4764/4843 WEBS 3- 14=448/628, 3- 13x709/639, 4-13=-221911970, 6- 11x221911970, 7- 11x7091639, 7- 10=-3481628, 5-13=- 4391377, 5- 11x4391377 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -02; 148mph (3- second gust); h =20ft; TCDL=9.0psf; BCDL=6.0pst Category II; Exp C; enclosed; C-C Comer(3) -2 -0-12 to 0 -11 -4, Exterior(2) 0 -11-4 to 4-0-0, Comer(3) 4-0-0 to 7 -0-0, Exterior(2) 10-0-0 to 12-6-0, Comer(3) 15-6-0 to 24 -6 -12; Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss Is' chosen for quality assurance Inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3908 Ib uplift at joint 8 and 3908 Ib uplift at Joint 2. 7) Girder carry hip end with 7 -0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 Ib down and 1313 Ib up at 16-6 -0, and 898 Ib down and 1313 Ib up at 7 -0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p10 Vert 1. 4-100, 4-6=-129(F=-29), 6-9=-100, 243=40, 11-13=-171(F=-131), 8- 11=-40 Concentrated Loads (Ib) Vert 13=-898(F) 11= 898(F) 2) C-C Wind: Lumber Increase=1.33, Plate lncrease=1.00 Uniform Loads (pit) Vert: 1- 2=192, 2-17=165, 17-18=98, 4-18=165, 44=151(F=81), 6-19=165, 19-20=98, 8- 20=185, 8- 9=192, 2- 13x12,11- 13=165(F =177), 8 -11x12 Harz: 1- 2=- 210, 2- 17x183,17- 18x116, 4-18=-183, 6-19=183, 19-20=116, 8- 20=183, 8-9 =210 Drag: 4-5=-1(F=-0), 5- 6=1(F=0) Concentrated Loads (Ib) Vert 13=1313(F)11=1313(19 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Vert 1-4=-100, 4-8=-129(F=-29), 6- 8=-40, 2- 13x40,11- 13x171(F -131), 8 -11x40 Concentrated Loads (Ib) Vert 13=-898(F) 11 - 898(F) Continued on page 2 Job 7F40 Truss HG2 Truss Type ROOF TRUSS BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. LOAD CASE(S) 4) 2nd unbalanced Regular. Lumber Increase =1.33, Plate Increase=1.00 Uniform Loads (plf) Veit 1. 4=-40, 44=-129(F=49), 8 -8 =-100, 2- 13=-40, 11-13=-171(F=-131), 8-11=-40 Concentrated Loads (lb) Vert 13=- 898(F)11 .898(F) Ply ARQUI GREEN CORP. • • ••• • • • ••• 1 •• •• • • • •• •• • Job Refelende (opl onai)• • • • • • 8.800 s Nl�r 8 2011 MrT k Ind rips, •fic. We: Sep :218:42:48 2007 Page 2 • • ••• • • • • ••• 0014 • • • ••• • ••• • • • • •• • • • • • • • • • • • • •• • • • • • • • • • • • • • • •• ••• • • • •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• Job 7F40 Truss HH1 Truss ROOF Type TRUSS Qty 1 Ply 1 ARQUI GREEN CORP. • • ••• • • • ••• 0016 • • • • • • • • • • • • Job RetAtenBe (oplonal • • • • • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6.600 s agar 8 20:7 IVII7� k Ines, :nc. WI Sep 216:42:49 2007 Page 1 • • ••• • • • • ••• -2 -0-0 4-7 -15 9-0-0 14 -9 -14 20-6 -0 26-2 -2 32-0-0 2 -0-0 4-7 -15 4-4-1 5-9 -14 5-8-2 5-8-2 5-9 -14 • • • ••• • ••• Scale =1:57.5 • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • •• ••• • • • •• • • • •• ••• •• • 8x10 = • • 2x4 11 4x8 = 3x8 = • • • 4x4 IF 4411 • • • • 4x9 = 3.60 F71 4 8 6 7 ••• • • •e•• : • •••2/••• 10 3x4 :1111111111111r— 3 ' 2x4 II 2 � 18 17 18 15 14 13 12 ,11 4 4x12 = 2x4 11 3x4 = 8x10 MT18 WB= 3x8 = 2x4 11 8x10197718 WB= 4x12 = 3x8 11 2 4-7 -15 9-0-0 14.9 -14 20-6 -0 26-2 -2 32 -0-0 ` 4-7 -15 4-4-1 --1 1 5-9 -14 5-8-2 5-8-2 5-9 -14 Plate Offsets (X,Y): [2:0.6 -0,0 -2 -2] [4:0.6 -12 0 -2-81 [6:0 -2.8 Edge] [7:0 -2-0 0 -1 8] [11.0 0 -1 -0] [12.03-0 0 -1 -12] [15.0.2.12 0 -1-8] LOADING(psf) SPACING 2 -0-0 CSI DEFL In (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.88 Vert(LL) 0.53 14-15 >720 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.33 BC 0.53 Vert(TL) -1.08 14-16 >349 180 MT16 171/147 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.23 11 nit nla BCDL 20.0 Code FBC20041TP12002 (Matrix) Weight 165 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -14 oc pur1lns, except end BOT CHORD 2 X 4 SYP SS verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-3 oc bracing. 4-15 2 X 4 SYP No.2, 7 -15 2 X 4 SYP No.2, 7 -12 2 X 4 SYP No.2 WEBS 1 Row at mldpt 10 -11, 7- 12,10 -12 10 -12 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 11=219710 -6-0, 2=245810.8 -0 Max Horz 2=318(LC 2) Max UpIIft11=-991(LC 2), 2=-1331(LC 2) FORCES (Ib) - Maximum CompresslonlMaximum Tension TOP CHORD 1- 2/40, 2 -20=- 549211929, 3.20= -5406/ 1950, 3-4=-517812101, 4- 5=4144/2806, 5- 6=414412806, 6- 7-8144/2606, 74=- 371511814, 8- 9= 3715/1614, 9- 21= -3715/ 1614,10.21- 371511814,10.11= - 208711007 BOT CHORD 2- 18- 197315085,17 -18- 1973/ 5085,16 -17 -20651 4952,15 -18 -20851 4952,14 -15=- 245515731,13 -14- 2455/5731,12.13 - 245515731, 11- 12- 71/135 WEBS 3-181 147, 3 -17- 15710, 4.17=0/ 302, 4- 15=402/1325, 5-15=-571/420, 7 -15=- 1891482, 7- 14=0/235, 7 -12- 22531941, 9 -12=- 5741441, 10- 12- 172514002 NOTES 1) Wind: ASCE 7-02; 148mph (3- second gust); h=20ft; TCDL=9.0psf; BCDL=B.Opsf; Category 11; Exp C; enclosed; C-C Exterlor(2) -2 -1 -1 to 1-14, Interior(1)1.14 to 28 -7 -14, Exterlor(2) 28 -7 -14 to 31-10-4; Lumber DOL =1.33 plate grip DOL =1.00. 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 991 Ib uplift at Joint 11 and 1331 Ib uplift at Joint 2. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert: 1-4=- 100, 4-10=-100, 2- 11=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pH) Vert 1- 2=187, 2- 20=98, 4 -204, 4-21=73, 10-21=89, 2 -11 -12 Horz: 1-2=-185, 240- 116, 4- 20=-82 Drag: 4-5=-0 Job 7F40 Truss HH2 Truss Type ROOF TRUSS Qty 1 Ply 1 ARQUI GREEN CORP. • • ••• • • • ••• 0018 • • • • • • • • • • • • Joblteferenge (o onal • • • • • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 8.600 s gar 8 2017 Milk In esyne. WV SerV2 16 :42:60 2007 Page 1 • • ••• • • • • ••• -2-0-0 5-7 -15 11 -0-0 16 -3-14 21-6-0 26-8 -2 32 -0-0 2 -0-0 5-7 -15 5-4-1 5-3-14 5-2 -2 5-2 -2 5 -3-14 • • • ••• • ••• scale =1:57.5 • • • • •• • • • • • • • • • • • • •• • • • • • • • • • • • • • • •• ••• • • • •• • • • •• 4 _.•• •• 3.50 I 12 8x10 = • 2x4 11 3x4 = 3x8 • • • • • •2•611•41 • 447= 4 5 6 7 •e : 21 : 10 • • • • axes m • ■ diI ••• •• 3 ZO 2x4 II :1.4• 4x12 = 18 17 16 15 14 13 12 11 tie 2x4 11 5x8 WB= 3x8 = 2x4 11 6x10 MT16 WB= 5x12 = 3x6 11 lit 3x4 = X. 5-7 -15 11 -0-0 16 -3-14 21-6-0 26-8 -2 32 -0-0 I I 5-7 -15 5-4-1 5-3-14 5-2 -2 5-2 -2 5-3-14 Plate Offsets (X,Y►: [2 0 6-0 0 -2 -21 [3:0 -2 8 03-0 ] [4:04-12,O-2-81_, [10 Edge 0 -1.12] [11.0 -34 0 -1 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (lot) Udefl Lid PLATES GRIP TCLL 30.0 Plates increase 1.00 TC 0.88 Vert(LL) 0.41 15 >930 380 MT20 2441180 TCDL 20.0 Lumber Increase 1.33 BC 0.81 Vert(TL) -0.84 15-17 >448 180 MT18 171/147 BCLL 0.0 Rep Stress lncr YES WB 1.00 Horz(TL) 0.21 11 nla nla BCDL 20.0 Code FBC20041TPI2002 (Matrix) Weight 170 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applled or 2-3-8 oc puffins, except end BOT CHORD 2 X 4 SYP SS 'Except* verticals. 11 -13 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-13 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at mldpt 10 -11, 7 -12 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 11=219710 -8-0, 2=245810.8-0 Max Horz 2=388(LC 2) Max Uplift11 =990(LC 2), 2=- 1315(LC 2) FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1- 2=0/40, 2. 20=461311976, 3. 28=452212004, 3.4= -48591 1881, 4- 5=511512174, 6-8=- 511512174, 84=-511612174, 7-8=- 2880/1244, 8- 9=288011244, 9-21=-2880/1244, 10-21=-286011244, 10-11=-2082/1006 BOT CHORD 2 -18=- 208915214,17 -18=- 20641 5221,16 -17 - 1940/4616,15- 18=1940/ 4816,14 -15= 19481 4542,13 -14=- 194814542,12 -13 - 194814542, 11.12=4587 WEBS 3 -18=0/ 180, 3- 17=4681131, 4- 17=-4/452, 4-18=-2781693, 6-15=- 5071372, 7 -18=- 271/886, 7- 14=0/214, 7-12=-2016/843, 8- 12=5271409, 10-12=-143713323 NOTES 1) Wind: ASCE 7 -02; 148mph (3- second gust); h 20ff; TCDL=9.0psf•, BCDL=6.Opsf; Category 11; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 to 1 -14, Interior(1) 1-14 to 28 -7 -14, Exterior(2) 28 -7 -14 to 31.10 -4; Lumber DOL=1.33 plate grip DOL=1.00. 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 890 Ib uplift at Joint 11 and 1316 Ib uplift at Joint 2. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1-@- 100, 4-10=-100, 2 -11.40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pat) Vert 1. 2=167, 2- 20=98, 4-2044, 4-21=73, 10-21=89, 2-11=-12 Horz: 1 -2= -185, 2 -20 —118, 4.20=42 Drag: 45=-0 Job 7F40 Truss HH3 Truss Type ROOF TRUSS Qty 1 • • • • Ply • ••• • • ARQUI GREEN CORP. • • • ••• 0017 Job a4rence (optional) • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. 6. 800 s liar 43 2007 MITelt IndusMes, Inc. Wed Sep 12 16:42:61 2007 Page 1 • • • ••• • • • • ••• -2 -0-0 4-6 -10 8-9-5 13-0-0 17-8 -2 22-4-1 27-0-6 32 -0-0 2-0-0 4-6-10 4-2 -11 4-2 -11 4-8-2 •48-2 • • • • 4-84 • • • 4 -11 -10 • • • • • • • • • • • Scale =1:57.5 • • • • • • • • •• • • • • • • • • • • • • • • •• ••• • • • 5 rr• • • • •• ••• •• 3.50 Fir 4 x — 3x4 r • • • 43x4e • • 3 x 4 i 4x5 = 3x4 I I • • •• • 8 • 10 21 11 8 7 • ••• • •8• •• • 2x4 '-'3x4 3x4 , 5 3 4 „ ..-,-- !a \ , = /.11,,„. gill 2x4 II 2 Aik 1 = r- 18 17 18 15 14 13 12 4x12 = 3x4 = 5x8 NB= 3x4 = 4x5 = 4x5 = 5x8 = lilt 3x8 litsa 6 -7 -15 13-0 -0 19 -2 -13 25 -5-11 32 -0-0 I 6-7 -15 6-4-1 6-2 -13 6-2 -13 6-6-5 Plate Offsets (X,Y): [2.04- 0,0 -2.4], [6:0- 2 -8,0 -2-4], [12:0- 3 -0 ,03 -t] LOADING(psf) SPACING 2 -0-0 CSI DEFL In (toc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.86 Vert(LL) 0.36 18-18 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.33 BC 0.95 Vert(TL) -0.79 16-18 >480 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.23 12 n/a n/a BCDL 20.0 Code FBC2004/TP12002 (Matrix) Weight: 173 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2dr3 oc puffins, except end BOT CHORD 2 X 4 SYP No.2 verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at mldpt 10 -12 REACTIONS (lb/size) 12=219710.8 -0, 2=245810 -8-0 Max Horz 2=414(LC 2) Max Uplift12=- 990(LC 2), 2=-1298(LC 2) FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/40, 2 -20=- 545511910, 3-21-537511930, 3-4=- 532011890, 4- 3=- 5264/1908, 6.8=- 442411790, 6 -7=- 421911765, 7-8=-4150/1745, 8- 8=-2807/1184, 9- 10=2807/1184,10 -21=- 88125, 11- 2168/25,11 -12=- 233/197 BOT CHORD 2- 18=- 2043 / 5048,17- 18 -204714875,16 -17 =204714875,15 -16=- 1850 / 4303,14 -15=- 159213659,13 -14 -1592 /3659,12 -13=- 101512282 WEBS 3 -18 =0174, 5- 18=01295, 5-18=- 809/342, 8- 18=198/773, 7 -18 =112/113, 7 -15=- 421/290, 8-13=-2481799, 8-13= 13851663,10- 13=-067/1447,10- 12=2877/1286 NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h=20ft; TCDL=9.Opsf; BCDL 3.0psf; Category II; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 to 1 -1-8, Interior(1)1 -1.8 to 28 -7 -14, Exterior(2) 28 -7 -14 to 31-10-4; Lumber DOL =1.33 plate grip DOL =1.00. 2) Provide adequate drainage to prevent water ponding. 3) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 990 Ib uplift at Joint 12 and 1298 Ib uplift at Joint 2. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (ptf) Vert 1.8=- 100, 6-11 100, 2- 12=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1- 2=187, 2- 20=98, 8- 28=84, 6-21 =73,11.219, 2- 12=-12 Horz: 1 -2 185, 2- 20= -116, 6-20=-82 Drag: 6 -7=-0 • Job r 7F40 Truss HH4 Truss Type ROOF TRUSS Qty • 1 • • • • • PI y ••• • • ARQUI GREEN CORP. • • ••• 0018 • • • • • • • • JobeR*rence (optlenal) • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • 6.800 s Mar B 2007 MIT& Indd9tjies, Inc. Wed Sep 12 15:42:61 2007 Page 1 ••• • • • • •• -2-0.0 5-2 -10 10 -1-5 15-0-0 20 -6-13 26 -1 -11 32 -0-0 2 -0-0 5-2 -10 4-10-11 4-10 -11 5.64413 • • •6►6 -13 • • • • 5 -10-5 • • • • • • • • • • Scale =1:57.5 • • • • • • • • •• • • • • • • • • • • • • • • •• •••• • • 3.50 FIT 4x7= • 324 -•• >T4` ••• • LI= 3x4 11 3x4 8 •••. • ••8 • • •8 • •• •8• 18 10 • 3x4. • • • • • • • 4 5 4a 214 3 2 2x4 I I 17 .•m 31 15 14 13 12 11 he 4x12 = 8x10 = 5x8 = 3x4 = 5x8 = 4x5 = tic 7 -7 -15 15-0-0 23-4-4 � 32-0 -0 7 -7 -15 7-4-1 8-4-4 8-7 -12 Plate Offsets L • .0-6-0 0 -2 . :0-3.8 0 -1.8 11:0-3-0 0-3-4 13:0 -1-8 0 -1 : , 14:0-4-0 04 15:0 -5-0 Ed, e LOADING (psf) SPACING 2 -0-0 CSI DEFL In (Ioc) I/defl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.86 Vert(LL) 0.36 14-16 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.99 Vert(TL) -0.80 14-15 >474 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.22 11 nla nla BCDL 20.0 Code FBC20041TPI2002 (Matrix) Weight 169 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-7 oc purlins, except end BOT CHORD 2 X 4 SYP No.2 verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at mldpt 9 -11 REACTIONS (Ib/slze) 11 =2197104-0, 2=245810 -8-0 Max Horz 2=462(LC 2) Max Upl•ft11=-989(LC 2), 2=-1282(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/40, 2- 17=5528/1930, 3 -17=- 544611955, 3-0=- 525611848, 4-5=- 512911862, 5-8=- 404411819, 6 -7=- 383311604, 7-8=2993/1237, 8-8=- 299311237, 9-18=-87/24, 10- 18=-t- 87124, 10.11x2741228 BOT CHORD 2 -15= 21151 5132,14.15=- 198314686,13 -14 =15211 3500,12 -13=- 102412278,11 -12 1024/2278 WEBS 3- 18=-1791185, 5- 18=01481, 5- 14=1028I450, 6.14=- 921586, 7 -14=- 1091435, 7 -13=- 9751547, 9- 13=111011377, 9 -11 =2809/1281 NOTES 1) Wind: ASCE 7 42; 148mph (3- second gust); h=20ft; TCDL=9.0psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 to 1.1-8, Interior(1) 1-1-6 to 28 -7 -14, Exterior(2) 28 -7.14 to 31 -10 -4; Lumber DOL=1.33 plate grip DOL =1.00. 2) Provide adequate drainage to prevent water pondlng. 3) This truss requires plate Inspectlon per the Tooth Count Method when this truss Is chosen for quality assurance Inspectlon. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 Ib uplift at Joint 11 and 1282 Ib uplift at Joint 2. LOAD CASE(S) 1) Regular. Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Vert 1-8=-100, 8- 10= -100, 2 -11=-40 2) C-C WInd: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert 1- 2=167, 2- 17=98, 8. 17=84, 6-18=73, 10-18=89, 241= -12 Horz: 1- 2= -185, 2- 17=- 116, 6 -17=42 Drag: 6-7=-0 Job , 7F40 Truss HH6 Truss Type ROOF TRUSS Qty • 1 • • • • PI/ i • • • • f► • • ARQUI OREIN COIJ. • • • e • 0019 • • • • • • • JobeR•iirence (optienap • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • • 6.1100 s Mar B 2007 MITE) !adages, Inc. Wed Sep 12 15:42:52 2007 Page 1 • • ••• • • • -2-0-0 5-10 -10 11-5 -5 17-0-0 21 -10 -13 26 -9 -11 32 -0-0 I 2-0-0 5 -10 -10 5 -6-11 5-6-11 • 4-W -13 h ••• 4-10-13 ••• 5-2-5 • • • • • • • • • • • • Scale =1:57.6 • • •• • • • • •• • • • • • • • • • • • • • 3.50 12 4x7= •• • • • •• ••• •• • • • • 34 =• • • 3x4 * 4x5 = 3x4 I I •• 8 • ••• • je ••• :• 8 9 19 10 • • • • • • ••• 3x4 % Sxb ' 5 4 2x4 A ': 3 . 18 2x4 II 1_......0001_111-' al r• 1M mal ,11 •:I 16 15 14 13 12 414x12 = 3x4 = 6x10 MT16 WB= 3x8 = 4x5 = 3x6 = 8x8 = 8-7 -15 17 -0-0 24-4 -4 32 -0-0 � F 8-7 -15 8-4-1 7-4-4 7 -7 -12 Plate Offsets (X,Y): 12 0- 6 -0,0 -2 -2], [11:0 -3 -0,04.4], [12:0 -1 -8,0.1.8] LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Ildefl Lld PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.86 Vert(LL) 0.35 14-16 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.96 Vert(TL) -0.86 14-16 >441 180 MT18 171/147 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.20 11 nla We BCDL 20.0 Code FBC2004ITP12002 (Matrix) Weight 174 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-1 oc purllns, except end BOT CHORD 2 X 4 SYP SS 'Except" verticals. 13-15 2 X 4 SYP No.2 BOT CHORD RIgld ceiling directly applied or 2 -2-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-14, 9 -11 OTHERS 2 X 4 SYP No.3 REACTIONS (Iblsize) 11.2197/0.8 -0, 2=2458108-0 Max Horz 2=509(LC 2) Max UpIIft11 =988(LC 2), 2=-1265(LC 2) FORCES (Ib) - Maximum CompressionlMaximum Tension . TOP CHORD 1 -2 140, 2 -18=- 556111923, 3 -18=- 547511951, 3.4=- 516711779, 44=- 5063/1795, 5-6=381011431, 6- 7=.340211426, 7-8=- 244011016, 8.8 244011018, 9- 19=57117,10 -19 - 57/17, 1041=- 2381201 BOT CHORD 2- 18=- 215915172,15 -18=- 190814472,14 -15=- 1906!4472,13-14= - 128112913,12.13 = 126112913,11- 12=-82011827 WEBS 3- 18=3381287, 5-18 181671, 5-14=- 12761566, 6- 14=-401459, 7.14=- 2441721, 7- 12-11041571, 9 -12' 57/1429, 9-11=-253411150 NOTES 1) Wind: ASCE 7-02; 146mph (3-second gust); h =20ft; TCDL=9.0psf; BCDL=6.Opsf•, Category II; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 to 1 -1-6, Interior(1)1 -1.8 to 28 -7 -14, Exterior(2) 28 -7 -14 to 31 -10 -4; Lumber DOL=1.33 plate grip DOL=1.00. 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 988 Ib uplift at Joint 11 and 1265 Ib uplift at Joint 2. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1-6=-100, 6- 1100, 2- 11=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1- 2=167, 2- 18=98, 6.184, 6 -19 =73,10- 19=89, 2- 11=-12 Horz: 1 -2 -185, 2- 18= -118, 6 -18=-82 Drag: 6-7=-0 Job , 7F40 Truss HH6 Truss Type ROOF TRUSS Qty • 1 • • • • • Pl • • • • • : • •• ARQUI GRFiEN COB/. • • • • • 0020 • • • • • • • Job•Iiefereace (optlEnal) • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • • 6.400 s Mar% 28137 MlTdjc Ingikles, Inc. Wed Sep 12 15:42:53 2007 Page 1 • • ••• • • • -2 -0-0 6-6-10 12-9-5 19-0-0 254-0 32-0 -0 2 -0-0 6-6-10 6-2 -11 6-2 -11 • • • 6-640• • • • • • 6-6-0 • • • • • • • • • • Scale =1 :51.5 • • • • • • • • •• • • • • • • • • • • • • • • •• ••• • • • 10x10 = 3.80 W • • • • • • • • • • • • • • • 2x4:1• 3x4 = 4x5 = • �• 8 19 • • r• • • • •• • 0 • • HI • 3x4= •• • • • • ••• •• 3x4 % 5 40 ' e 3 G X4 G '. i � 18 77.4 II 1 ■ iii i hal 4x12 = 18 15 14 13 12 11 10 2x4 II 8x10 MT18 WB= 3x4 = 4x5 = 4x9 = 3x8 II K 3x4 = 6 -6-10 12 -9-5 19 -0-0 254-0 32 -0-0 6-6-10 6-2 -11 6-2 -11 6-6-0 6-6-0 Plate Offsets (X,Y): [2:04-0,0 -2.8], [6:0- 7 -8 ,0- 2 -12], [9 :0- 24,0 -1.8], [10:0.3.4,0 -1-8], [11:0 -1. 12,0 -1 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.90 Vert(LL) 0.36 14.18 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 1.00 Vert(TL) -0.79 14-18 >480 180 MT18 1711147 BCLL 0.0 BCDL 20.0 Rep Stress Incr YES Code FBC2004ITPI2002 WB 0.80 (Matrix) Horz(TL) 0.21 10 nla nla Weight 178113 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -0-13 oc outline, except end BOT CHORD 2 X4 SYP No.2 verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. OTHERS 2 X4 SYP No.3 WEBS 1 Row at midpt 9 -10, 5-13, 8-11, 9 -11 REACTIONS (lb/size) 10 =2197/04-0, 2=245810 -8-0 Max Horz 2=557(LC 2) Max Upliftl0=987(LC 2), 2=-1251(LC 2) FORCES (Ib) - Maximum CompresslonlMaxlmum Tension TOP CHORD 1- 2'0/40, 248=564811822, 3- 18=- 554711855, 3-0=-4558/ 1843, 4- 5=-447311880, 54=418711247, 8-7 - 2022873, 7-8=- 20221874, 8-19=-20221874, 9-19=-20221874, 9 -19=- 208811011 21141 5252,13 -14=- 180814294,12- BOT CHORD 2 -18 =211415252,15 -16=- 2114 / 5252,14.15= 13=126312985,11-12=-128312985, 10-11=40/59 WEBS 3 -16 /240, 3 -14= 1011 / 326, 5-14=- 431588, 5. 13=15711645, 8- 18=-265/1081, 8 -11=- 12851520, 7 -11=- 6741513, 9-11=-113812648 NOTES 1) Wind: ASCE 7-02; 148mph (3- second gust); h =20ft; TCDL=9.0psf; BCDL=8.0psf; Category II; Exp C; enclosed; C-C Exterlor(2) -2 -1 -1 to 1.1.8, Interlor(1) 1-14 to 28 -7 -14, Exterlor(2) 28-7-14 to 31 -10 -4; Lumber DOL=1.33 plate grip DOL=1.00. 2) Provide adequate drainage to prevent water ponding. 3) Ail plates are MT20 plates unless otherwise Indicated. 4) Thls truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 987 Ib uplift at Joint 10 and 1251 Ib uplift at Joint 2. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 14=-100, 8-9 =100, 2-10=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1- 2=187, 2-18=98, 8- 18=84, 8- 19 =73, 9- 19=89, 2-10=-12 Horz: 1-2=-185, 2 -18 -118, 8- 18=42 Drag: 6-7=-0 Job ' 7F40 Truss HH7 Truss Type ROOF TRUSS • 1 ••••• • PI� • }• i • • O G CO • • • 0021 • • ••••• • JobaRSAredte o naI • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • • 6.900 s Mar 7 MITe Int es, Inc. Wed Sep 1216:42:64 2007 Page 1 • • ••• • • -2.0-0 5 -5-15 10 -7 -15 15-10-0 21 -0-0 26-4-4 32-0-0 I 2 -0-0 5-5-15 5-2-0 5-2-0 46-2-0 • • • • 1-4-4 • • • • 5-7 -12 • • • • • • • • • Scale =1:57.5 • • • • • • •• • • • • •• • • • • • • • • • •• ••• • • • 3.50 rif 4x7 — 3x6 = 3x4 11 3x4. •• • •8 • • • •• ••• •• 19 10 — _ 6 4 i • • • • • • • _- • — 7 •• • • ' • • • ••• • 3x4 3x4 8 4 2x40 N 3 18 2x4 II 2 \! IC 16 15 14 13 12 11 tit 4x12 = 3x4 = 8x10 MT18 MB= 3x4 = 4x9 = 3x4 = 5x8 = 7 -2 -10 14-1-5 21 -0-0 32 -0-0 7 -2 -10 6-10 -11 6 -10-11 11 -0-0 Plate Offsets (X,V): [2.0-6- 0,0 -2 -2], [9:0.2 .8,0 -1.8], [11:04 -0,0 -3.4] LOADING(psf) SPACING 2 -0-0 CSI DEFL In (loc) Ildefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 1.00 Vert(LL) 0.32 14-16 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.61 Vert(TL) -0.98 11 -13 >395 180 MT16 171/147 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.18 11 nla n/a BCDL 20.0 Code FBC20041TPI2002 (Matrix) Weight 179 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-41 oc purllns, except end BOT CHORD 2 X 4 SYP SS *Except' verticals. 11 -12 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applled or 4-5-4 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 10 -11, 6 -13, 9-11 OTHERS 2 X 4 SYP No.3 REACTIONS (Iblslze) 11=2197104 -0, 2=245810-8--0 Max Horz 2 806(LC 2) Max UpIift11=- 986(LC 2), 2=1235(LC 2) FORCES (Ib) - Maximum CompresslonlMaxlmum Tenslon TOP CHORD 1- 2=0/40, 2- 18=- 557211790, 3- 18=448611817, 3. 4=430711723, 4- 5=- 517311738, 64=- 4167/1520, 6-7=- 270411012, 7-8=- 263211035, 8-9 - 253211042, 9-19= - 7615,10 -19 7815, 10-11=-2661211 BOT CHORD 2.18=- 213015178 ,16.16=- 195814594,14 -15= -1956/ 4594,13 -14 - 153913613,12. 13=72711673,11.12= - 727/1573 WEBS 3 -15=- 2051218, 6-16.43/601, 6-14=- 9221450, 6-14 - 2741939, 8- 13=- 14871669, 8-13=0/213, 9- 13=49811610, 9-11=-228211102 NOTES 1) Wind: ASCE 7 -02; 146mph (3-second gust); h=20ft; TCDL 9.Opsf; BCDL=6.0psf; Category 11; Exp C; enclosed; C-C Exterlor(2) -2 -1 -1 to 1 -14, Interior(1)1 -14 to 28 -7 -14, Exterlor(2) 28-7-14 to 31-10-4; Lumber DOL=1.33 plate grip DOL =1.00. 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 988 Ib uplift at Joint 11 and 1235 Ib uplift at Joint 2. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase l.00 Uniform Loads (p1f) Vert 1-3=- 100, 8- 10=100, 2.1140 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1- 2=167, 2-1848, 8 -1864, 8- 19=73,10- 19=89, 2-11=-12 Horz:1- 2185, 2 -18= -116, 8- 18=-82 Drag: 8 -9=4 Job 7F40 • Truss HHG1 Truss Type ROOF TRUSS Qty 1 • • • Ply ARQUI•GREF•N COR@. • • • • • • • • • • • • • • • • • • on • • 2 •Job Refel®ndb (opU ) ' BEST TRUSS CO., MIAMI, FL, BEST TRUSS CO. • • 6.690 s Mar Me MITo ndy s, Inc. Wed Sep 1215:42:65 2007 Page 1 • • ••• • • . I -2 -0-0 3-7 -15 7 -0-0 12 -1 -1 17-0-6 21 -11 -10 26 -10 -15 32 -0-0 � 1 1 2 -0-0 3-7 -15 3-4-1 5-1 -1 4-11-5 • 4-14 -5 • • • • 4111' ' 5-1 -1 • • • • • •• • • • • • •: Scale =1:57.5 • • •• • • • • • • • • • • • • • ••• • • • •• • • • •• ••• •• • • • • • 7x10 MT18H= 3.50 12 • • • • "7x14 = 2x4 I I 2x4 II 4 x 9 = O M = • • I A 4 II - • •• • 4 8 6 7 8 9 10 3x4 • NM" 3 �I i.. w 2x4 II I * _ --+ --- • • :,._ •_•-•-•-•-•-•-•- •- •- • -• -•- 3x8: 18 17 16 18 13 12 2x4 I I 5x6 = 7x10 = 2x4 I I 5x6 x6 = 8x18 = 4 x 9 x 9 I I 7x10 = 3-7 -15 7-0-0 12 -1 -1 17 -0-6 21 -11 -10 26 -10 -15 32 -0-0 3-7 -15 3-4-1 5-1 -1 4-11 -5 411-5 4-11 -5 5-1 -1 Plate Offsets L : 4.0 -5-12 0 -2 :0 -1-8 0 -1 -1 ' :0-4-0 Ed, a 11:Ed . e,0-4-1 12:05-0 0.2-0 13:0.6-0 0 -2-8 16:0 -5-0 0-4-8 17:0 -3-0 0 -2 -12 LOADING(psf) SPACING 2 -0-0 CSI DEFL In (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.68 Vert(LL) 0.60 15-16 >533 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.61 15-16 >523 180 MT18H 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.07 12 Na nla BCDL 20.0 Code FBC20041TPI2002 (Matrix) Weight 376 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD Structural wood sheathing directly applled or 4-6 -13 oc puffins, except end 9.10 2 X 4 SYP No.2, 7 -9 2 X 4 SYP No.2 verticals. BOT CHORD 2 X 6 SYP SS *Except' BOT CHORD Rigid ceiling directly applied or 5-9 -1 oc bracing. 14-16 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.2 *Except* 10. 112X4 SYP No. 3,3- 182X4 SYP No.3,3- 172X4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 11=-250118-8-0, 2=335810-8-0,12=8654 /8-8-0 Max Horz 2=369(LC 2) Max Upllft11=- 2501(LC 1), 2=-3885(LC 2),12 -9188(LC 2) Max Gray 11 =2671(LC 2), 2=3368(LC 1),12=8654(LC 1) FORCES (Ib) - Maximum CompressionlMaxlmum Tension TOP CHORD 1- 2=0148, 2- 20= 778917841, 3- 20= 771217867, 3. 4=857219264, 45=- 9420/10145, 5.6=- 9445/10175, 6-7=1647/1747, 7-8=- 1647/1747, 8- 3=-164711747, 9- 10=60161,10 -11 =2191262 BOT CHORD 2- 18=- 754717264,17 -18 - 754717264,16 -17= -9068/ 8305,15 -16-7879/ 7373,14-15= 787917373,13-14=-787917373, 12-13=4785/7227, 1142=- 8491/6910 WEBS 3- 18=- 318/601, 3 -17 =1501/1005, 4-17 =1486/1326, 4-16=117411215, 6- 18=- 8241735, 6- 16=250012256, 6- 15=934/960, 6- 13=425216696, 8- 13-8781681, 9- 13=- 977119181, 9- 12=729917841, 9 -11 =760217042 NOTES 1) 2 -ply truss to be connected together with 10d (0.148 "x3 ") nalls as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc, Except member 17-4 2 X 4.1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except H 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 (9 or (B), unless otherwise Indicated. 3) Wind: ASCE 7 -02; 146mph (3- second gust); h=20ft TCDL 9.0psf, BCDL=6.Opsf; Category 11; Exp C; enclosed; C-C Comer(3) -2 -0-8 to 0 -11-8, Exterior(2) 0 -11-8 to 28-10-4, Comer(3) 28-10-4 to 31-10-4; Lumber DOL=1.33 plate grip DOL =1.00. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2501 Ib uplift at Joint 11, 3685 Ib uplift at Joint 2 and 9188 Ib uplift at Joint 12. 8) Girder carries hip end with 0 -0-0 right side setback, 7 -0-0 left side setback, and 7 -0-0 end setback. 9) Uplift for first LC exceeds limits 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 Ib down and 1313 Ib up at 7 -0-0 on bottom chord. The designlselection of such connection device(s) Is the responsibility of others. LOAD CASE(S) 1) Regular. Lumber Increase- -1.33, Plate Increase=1.00 Uniform Loads (ptf) Vert 1-0= -100, 4-10=-128(F=29), 2-17=40, 11-17 -171(F =131) Concentrated Loads (Ib) Vert 17 -898(F) Continued on page 2 Job 7F40 Truss HHG1 Truss Type ROOF TRUSS 1 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. LOAD CASE(S) 2) C-C Wind: Lumber Increase=1.33, Plate Increase =1.00 Uniform Loads (pit) Vert 1- 2= 192,2 -20= 166,4 -20= 98,4- 10= 151(F=61),2 -17=- 12,11- 17 =166{F =177) Horz: 1-2=-210, 2-20=-183, 4-20 =116 Drag: 4-5 - 0(F=-0) Concentrated Loads (lb) Veit 17 =1313(F) Ply. • • • ARQULGREiN CORg. • • • • •• • • • •• •• • 0022 • • • • Job itefetense (optic/hob • • 6.650 s Mbr 420$7 MITeI;Indy s, Inc. Wed Sep 1216:42:66 2007 Page 2 • ••• • • • • • ••• • ••• • •• • • • • • • • • • • • • • • • • • • • •• • • • • • • • •• •• ••• • • • •• • • • • • • •• ••• • • • •• • • • • • • ••• •• 4 Job 7F40 Truss J7 Truss Type ROOF TRUSS Qty • 6 • : • • • Pig • • • • 1. • • t1RQt,j GRE N CORP. • • • OD • • • • • • • • JobRlferenle (spinal) BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • • 6.1100 s Mar 9 47 MITe InQititres, Inc. Wed Sep 1215:42356 2007 Page • • ••• 1 -2-0-0 1 -0-0 � 2 -0-0 ••• ••• •• •; •; • S•, •• .3 -00 .• a :5r •• • • • • 3.60 12 • • • • • •• • • • • • •• • •• 2x4 II 4 3x4= 1-0-0 1-0-0 Plate Offsets (X,Y): [2.0-1-8,0-1-81 LOADING(psf) SPACING 2 -0-0 CSI DEFL In (Ioc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.71 Vert(LL) 0.00 2 °"' 380 MT20 2441180 TCDL 20.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a nla BCDL 20.0 Code FBC2004/TPI2002 (Matrix) Weight 9 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=53210-8-0, 4=19/Mechanical, 3=-2081Mechanlcal Max Hors 2=152(LC 2) Max Uplift2 = -833(LC 2), 3=-208(LC 1) Max Gray 2=532(LC 1), 4=18(LC 1), 3=351(LC 2) FORCES (Ib) - Maximum Compresslon!Maxlmum Tension TOP CHORD 1- 2140, 2-3=- 1401184 BOT CHORD 2/0 NOTES 1) Wind: ASCE 7 -02; 148mph (3- second gust); h =20ft; TCDL=9.Opsf; BCDL=•.Opsf; Category II; Exp C; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 Ib uplift at Joint 2 and 208 Ib uplift at Joint 3. LOAD CASE(S) 1) Regular. Lumber increase=1.33, Plate Increase=l.0D Uniform Loads (p1f) Vert 1-3=-100, 2-4=-40 2) C-C Wind: Lumber Increase=1.33, Plate increase=1.00 Uniform Loads (p1f) Vert 1- 2=187, 2- 3=140, 2-4=-12 Horz: 1- 2185, 2-158 Job 7F40 r Truss J1A Truss Type ROOF TRUSS Qty • 8 • • • • • • PtY • • • • • } • i • I►RQAI GRIN 0011P. • • • • • • • • • • 0024 • • • • • • f> nal) • • • BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • • 8. s Tar 2®17 MIT industries, Inc Wed Sep 1216:42:68 2007 Page 1 4i M • -2 -0-0 1 -0-0 3 � ••: 2 -0-0 • • • ••.43.0 ••• • • • • •• • • • • • Seale =1:7.7 • • •• • • • • • • • • • • • • • • ' • •• ••• • 2 • •• ••• •• • 8.00 13 •• • • • • • •• • • • • • • • • ••• •• • • • • • 2x4 II 41111111110111111•' 4 1 3x4 = 1 -0-0 1 -0-0 Plate Offsets (X,Y): (2:0.1- 8,0 -1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.85 Vert(LL) 0.00 2 '-- 380 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 nla n/a BCDL 20.0 Code FBC2004ITPI2002 (Matrix) Weight 10 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=55010-8-0, 4=19/Mechanical, 3=- 218IMechanical Max Horz 2=270(LC 2) Max Uplift2=904(LC 2), 3=- 218(LC 1) Max Gray 2=550(LC 1), 4=19(LC 1), 3=413(LC 2) FORCES (Ib) - Maximum CompressionlMaxlmum Tenslon TOP CHORD 1- 20182, 2-3- 1851248 BOT CHORD 2-0=010 NOTES 1) Wind: ASCE 7 -02; 1413mph (3- second gust); h =20ft; TCDL=9.0psf; BCDL=8.0psf, Category 11; Exp C; enclosed; C-C Exterior(2); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 3) Refer to glyder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 904 Ib uplift at Joint 2 and 218 Ib uplift at Joint 3. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate increase1.00 Uniform Loads (pif) Vert 1- 3= -100, 2-0=40 2) C-C Wind: Lumber Increase=1.33, Plate increase=1.00 Uniform Loads (pit) Vert 1- 2=187, 2- 3=140, 2-4=-12 Horz: 1-2=-185, 2- 3=-158 Job 7F40 Truss J3 Truss Type ROOF TRUSS Qty PI; • • 8• • • • • Ijj • 1 • • AIi1UI (VEEN GPM • • • • ••••• • AB R ence (o on�) 0025 BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. • • :96509 Mir 097 Nl elt lad•stries, Inc. Wed Sep 12 15:42:57 2007 Page 1 • -2 3-0-0 2-0-0 • • 43104) • • • • 3 • • • • •• • • • • • • Scale= .3 • • •• • • • • • • • • • • • • • ••• • • • 1� •• • • • •• ••• • 3.50 IV • • ••• • • •• • •• • • • • • • • • • 2 • • • • • ••• •• 2x411 ' do fl 1 . 4 2x4 = 3 -0-0 3-0-0 LOADING(psf) SPACING 2 -0-0 CSI DEFL In (lot) Ildefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.88 Vert(LL) 0.00 2 380 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.09 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla n/a BCDL 20.0 Code FBC2004fTPI2002 (Matrix) Weight 15 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 24-13 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 3=181Mechanlcal, 2=53810 -8 -0, 4=53/Mechanical Max Horz 2=242(LC 2) Max Up11ft3= -23(LC 2), 2=- 729(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/40, 2- 39110 BOT CHORD 2 -4=010 NOTES 1) Wind: ASCE 7 -02; 148mph (3- second gust); h=20ft; TCDL 9.Opsf; BCDL S.Opsf; Category 11; Exp C; enclosed; C-C Exterlor(2); Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss requires plate inspection per the Tooth Count Method when thls truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 Ib uplift at Joint 3 and 7291b uplift at Joint 2. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert 1-3= -100, 2-0=40 2) C-C Wind: Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert: 1- 2=187, 23=140, 2-4=-12 Horz: 1 -2= -185, 23= -158 Job 7F40 :; r Truss J3A Truss Type ROOF TRUSS Pty • • •ARGUI GREEN CORP. • • • • • • • •• •• • •• •• • • • • • • • • • Jote refce (opttpnal): • • 6.%00 s�far'8 207 MIT Insbisgtes, Inc. Wed Sep 12 15:42:68 2007 Page 1 • • ••• • • 8 • BEST TRUSS CO., MIAMI, FL, BEST TRUSS CO. -2-0-0 3-0-0 2x4 11 2 -0-0 2 • • 3.0•-6 • ••• ••• ••� • • • • • • • • • • • • • • • • • • • •• • • • • • • ••• •• • ••• • • 3 •• • • • •' ° • • • • • • • • • • • • • • • • 6.0012 • . • • • • • • • • •• 3x4 = 3-0-0 4 3-0-0 0026 Scale =1:11.8 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 BCDL 20.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC20041TPI2002 CSI TC 0.99 BC 0.06 WB 0.00 (Matrix) DEFL In (Ioc) Ildefl L/d Vert(LL) 0.00 2 "'" 360 Vert(TL) -0.01 2.4 >999 150 Horz(TL) -0.00 3 nla nla PLATES GRIP MT20 2441190 Weight: 16 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 3=13/1111echanical, 2=548/0 -8-0, 4=63/Mechanical Max Horz 2=424(LC 2) Max Uplift3=-42(LC 2), 2=- 717(LC 2) FORCES (Ib) - Maximum Compression/Maxtmum Tension TOP CHORD 1- 2=0183, 2- 3= -13310 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -02; 148mph (3- second gust); h =20ft; TCDL=9.0psf; BCDL3.Opsf; Category 11; Exp C; enclosed; C-C Extellor(2); Lumber DOL =1.33 plate gdp DOLCI.00. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ib uplift at Joint 3 and 717 Ib uplift at Joint 2. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate increase=1.00 Uniform Loads (plf) Vert 1-3= -100, 2 -4=-40 2) C-C Wind: Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Vert: 1- 2=167, 2- 3=140, 2 -4=-12 Holz: 1- 2=- 185, 23= -168 Job L , ■ 7F40 Truss J6 Truss Type ROOF TRUSS (My • • • • • Ply • • • • • • • • • ARQ�l ORF•EN COIN*. • • • • • • • • • • 0027 • • • • • Job•Rebrence (optional) • BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. • • 6.600 s Marla 2607 MITdjc Ingthles, Inc. Wed Sep 12 16:42:68 2007 Page 1 • • ••• • • • -2 -0-0 5-0-0 2 -0-0 5-0-09 • e • • • • • • • • • • • • • • • • • • • site =1:11.6 • • • f • • • • •• •• • • •• • • • • • • • • ••• •• ••• • • •• • • • •• ••• • • • • 3.50 12 • ••• • • •• • • • • • • • • • • • f • •• • • • • •• 2 n 0 2x411 )� 1 _ 4 � 3x4 = 5-0-0 5-0-0 Plate Offsets (X,Y): [2.0- 1 -8,0 -1-8] LOADING(psf) SPACING 2 -0-0 CSI DEFL In (Ioc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.86 Vert(LL) 0.00 2 •"r" 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.33 BC 0.19 Vert(TL) -0.07 2-4 >765 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a nla BCDL 20.0 Code FBC20041TP12002 (Matrix) Weight 21 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3 -13 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib /size) 3=187/Mechanical, 2=628/0 -8 -0, 4=831Mechanical Max HOrz 2=334(LC 2) Max UpIIft3=- 258(LC 2), 2=- 780(LC 2) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1.2/40, 23=- 115140 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 146mph (3- second gust); h =20ft; TCDL=9.Opsf; BCDL 6.Opsf; Category 11; Exp C; enclosed; C-C Exterior(2); Lumber DOL =1.33 plate grip DOL =1.00. 2) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 Ib uplift at Joint 3 and 760 Ib uplift at Joint 2. LOAD CASE(S) 1) Regular. Lumber lncrease=1.33, Plate Increase=1.00 Unfform Loads (p11) Veit 1-3=-100, 2-4=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1- 2=167, 2-3=140, 2.4= -12 Holm 1-2=-185, 2-3=-158 Job 7P40 I t 6. Truss J6A Truss Type ROOF TRUSS Qty • 8 • • • • Ply • ••• • • • • • ARQUI GREEN CORP. • • • ••• • • t•„,.: i Jo regpe optional) • 0028 BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. e• : 00 s aris 2807 MIT* Ind, es, Inc. Wed Sep 12 16:42:59 2007 Page 1 8. • • ••• • • • • ••• -2-0-0 5-0-0 2-0-0 • ••• • ••• 3 •-0-0 • Scale =1:15.4 • • • • •• • 1 • • • • • • • • • • • I • • • •• • • • ••• •• ••• • • •• • • • •• •• • • • • • • • •• • • 111 •• • • 5.00 12 • • • • ••• • • • • • • ••• •• • • • • 2 i' 1 2x4 11 4 PP.' .411111111 3x4 . I. 5-0-0 5-0-0 Plate Offsets (X,Y): [2.0- 1.8,0 -1.8] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) Udell Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.99 Vert(LL) 0.00 2 "' 380 MT20 2441190 TCDL 20.0 Lumber increase 1.33 BC 0.19 Vert(TL) -0.07 2-4 >765 180 BCLL 0.0 Rep Stress Incr YES {NB 0.00 Horz(TL) -0.00 3 nla nla BCDL 20.0 Code FBC2004ITPI2002 (Matrix) Weight 22 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Iblslze) 3=184/Mechanical, 2 3710 -8 -0, 4==93/Mechanical Max Horz 2=582(LC 2) Max UpIi t3=317(LC 2), 2=- 711(LC 2) FORCES (Ib) - Maximum CompresslonlMaxlmum Tension TOP CHORD 1- 20183, 2-3=-200/59 BOT CHORD 2-0=010 NOTES 1) Wind: ASCE 7-02; 148mph (3- second gust); h=20ft; TCDL=9.0psf; BCDL=6.Opsf; Category 11; Exp C; enclosed; C-C Exterior(2); Lumber DOL =1 .33 plate grip DOL =1.00. 2) Thls truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 Ib uplift at joint 3 and 711 Ib uplift at joint 2. LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1-3=-100, 2.4= -40 2) C-C Wind: Lumber Increase l.33, Plate Increase =1.00 Uniform Loads (p1f) Vert 1- 2=187, 23=140, 2-4=-12 Horz 1- 2185, 2- 3=-158 Job 75:40 t r Truss J6 BEST TRUSS CO., MIAMI, FL, BEST TRUSS CO. Truss Type ROOF TRUSS -2-0-0 2 -0-0 • ••• • • Qtir • • ; ISr • : ARGON GRIN CORP. •• •• • • • • • • 0029 • • •12 : ••• 1 • • • • • • • Job R9,fer•n•sNopfonal) • : • • • • •-8.500 s Mar 8 2007 MITek Indushies, Inc. Wed Sep 1216:42:59 2007 Page 1 • 3-5-10 • • • • 7-0.0• 1 • • • •• 3-5-10 • • • • • • • • • • • • . • • • • • • • • •• • • • • . •• • • • • • • • ••• • • •• ••• •• • • •• • . 8.00 •12 • • • ••• • • • �c4•: • . • • • • ••• • • 3 9 2x4 11 e5 2x4 = 3x4 = 7 -0-0 7 -0-0 Scale =1:19.2 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 BCDL 20.0 SPACING 2 -0-0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 CSI TC 0.52 BC 0.22 WB 0.12 (Matrix) DEFL In (Ioc) Udefl Lld Vert(LL) 0.00 2 ""' 380 Vert(TL) -0.27 2-8 >298 180 Horz(TL) -0.00 6 n/a n/a PLATES GRIP MT20 2441190 Weight 34 Ib LUMBER TOPCHORD 2X4SYPSS BOT CHORD 2X4SYPSS WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Iblslze) 4- M851Mechanical, 2= 75610-8 -0, 8=258/Mechanical Max Horz 2=638(LC 2) Max Uplift4= 486(LC 2), 2 - 664(LC 2), 8=-134(LC 2) FORCES (Ib) - Maximum CompresslonlMaxlmum Tenslon TOP CHORD 1. 2=0/83, 2-8 399/48, 8 -9=- 371/49, 3- 9=- 258172, 3-4=- 157/57 BOT CHORD 2- 6= 446/236, 5-6=0/0 WEBS 3-6=-264/388 BRACING TOP CHORD Structural wood sheathing directly applled or 6 -0.0 oc purlins. BOT CHORD Rigid ceiling directly applled or 10 -0-0 oc bracing. NOTES 1) Wind: ASCE 7 -02; 148mph (3- second gust); h=20tt; TCDL=9.0psf; BCDL =.Opsf; Category II; Exp C; enclosed; C-C Exterior(2) - 2 -1 -11 to 0 -10-5, Interior(1) 0 -10-5 to 24-5, Exterior(2) 2-8-5 to 6 -11 -4; Lumber DOL =1.33 plate grip DOL=1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to trues connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 Ib uplift at Joint 4, 664 Ib uplift at Joint 2 and 134 Ib uplift at Joint 6. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1.4= -100, 2 -5=-40 2) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1.2 =187, 2-8=131, 8.9=71, 4- 9=131, 2-5=-12 Horn 1 -2 185, 2- 8= -149, 8- 9=49, 4-9=-149 • • • Job 740 1 t i Truss J7 Truss Type • • ROOF TRUSS • • • • • • • Qty • • 34 • • • ••• o • • • 8151 GR:EN CORP. • • • 0030 Job RBferw*#(optional) BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • • • • • • ' 6.i00 s Mar 8 2007 MITek Industries, Inc. Wed Sep 1216:43:00 2007 Page 1 • -2-0-0 3 -5-10 • • • • 7-0-0 i I • • • 200 35-10 • • • •• • • , . • • 3$$ • • • • • Scal4 =1:14.7 • • • •• • • • • ••• •,• ••• • •„ •• •• • : ,•• o •• •• •3.50 12 • • • btx4 • • • „ • • •• •3• • • 8 I 8 2 2x4 II 1 _ 88 3x4 = 2x4 = 7-0-0 I 7-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.86 Vert(LL) 0.00 2 ""' 360 MT20 2441190 TCDL 20.0 Lumber increase 1.33 BC 0.45 Vert(TL) -0.30 2-6 >265 180 BCLL 0.0 Rep Stress incr YES WB 0.14 Horz(TL) -0.00 6 n/a n/a BCDL 20.0 Code FBC2004ITPI2002 (Matrix) Weight 33 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-6 zee bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 4= 170 1Mechanical, 2=74910.8 -0, 8=254/Mechanical Max Horz 2=364(LC 2) Max Uplift4 -253(LC 2), 2=- 736(LC 2), 6=-89(LC 2) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1- 2=0140, 2-8=-4931272, 8- 9=-4711274, 3- 9=- 398/288, 3.4= -90137 BOT CHORD 2-6 - 432/381, 5-64/0 WEBS 3. 8=399/451 NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =20ft; TCDL=9.0psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 to 0- 10 -15, Interior(1) 0 -10 -15 to 2-8-5, Exterior(2) 2 -8-5 to 6-11-4; Lumber DOL=1.33 plate grip DOL =1.00. 2) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 Ib uplift at joint 4,738 Ib uplift at Joint 2 and 89 Ib uplift at Joint 6. LOAD CASE(S) 1) Regular. Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1.4= -100, 2 -6=-40 2) C-C Wind: Lumber increase=1.33, Plate increase=1.00 Uniform Loads (p1f) Veit 1- 2=167, 2.8=131, 8.9 =71, 4- 9=131, 2 -6=-12 Norm 1 -2 185, 2-8=-149, 8- 9=-89, 4-9=-149 • ••• Job • r) , 7F40 Truss T1 • • ' Truss Type • • •• • ROOF TRUSS • • • • • ay tPls' ; -WWI • •i • 1 • • • • • • • • • GRIEN CORP. • • • 0031 • • • • Job Preference (optional) • BEST TRUSS CO., MIAMI, FL. BEST TRUSS CO. • - 8.600 s Mar 8 2007 MITek Industries, Inc. Wed Sep 12 15:43:01 2007 Page 1 -2 -0-0 5-7 -15 10 -11 -15 16-4-0 21-8-0 27-0-0 314-9 - 1• • 31-5.3 44-5-4 148- -0, � • • 2 -0-0 5-7 -15 5-4-0 5-4-0 5-4-0 • • 5•41 -0' • • 543 -9 • • • • 5-8-9 6-0-1 2 -0-12 • • • • • • • • • Bale =1:01.0 • • •• • • • • • • • • • • • • • • • • 3.50 rff • •• ••• ••• 3x8% • • ••! • • •• • • •• 3x6 • ii • • •I`•• -"••• 28 10 3x6 3x6 s 11 ` 12 4x7 3x6 y 3x4 II 5 13 2x4 II 2x4 �� �� 14 3\ ' 28 2x4 II 2 ',-- - 23 22 21 20 19 18 17 18 16 8x14 = 3x8 = 8x15 MT16 WB= 3x8 = 3•8 = 8x10 MT18 WB= 3x8 = 5x8 = 3x8 = 8x10 MT18 WB= 6 -11 -15 13 -7 -15 21-8-0 27 -0-0 35-6-14 44-5 -4 6 -11 -15 6-8-0 8-0-0 5-4-0 8-6-14 8 -10-6 Plate Offsets (X,Y): [2.0- 24,0- 1 -11], [4:0-3-8 Edge] [9:0-3-0 Edge] [16:0-2-12 Edge] LOADING(psf) SPACING 2 -0-0 CSI DEFL In (lac) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.74 Vert(LL) 0.82 21 >856 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.33 BC 0.77 Vert(TL) -1.47 20 -21 >359 180 MT18 1711147 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.39 16 nla nla BCDL 20.0 Code FBC2004ITPI2002 (Matrix) Weight 284 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP SS *Except* TOP CHORD Structural wood sheathing directly applied or 2 -1 -7 oc puNins, except end 7-9 2 X 4 SYP No.2, 9 -112 X 4 SYP No.2 verticals. BOT CHORD 2 X 4 SYP SS BOT CHORD RIgid ceiling directly applied or 3-10 -7 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 8 -20, 8- 18,10 -18 OTHERS 2 X 4 SYP No.3 2 Rows at 113 pis 12 -16 WEDGE Left 2 X 6 SYP No.2 REACTIONS (Iblsize) 2=332010 -8. 0,15=330810 -7.4 Max Horz 2=24(LC 2) Max Uplift2 - 1745(LC 2),16=1704(LC 2) FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1 -2 /40, 2- 28=818113234, 3- 25=4071/3281, 3-4=-7967/ 3221, 4-5=- 785813238, 5-6=-712813117, 8.7 - 548112800, 7 34712814, 8- 27=-025812193, 9-27 121/2217, 9- 28= 418412216,10 - 2828412189 ,10.11=398811972,11-12=-4082/1958, 1243=492/283, 13- 14=0184,13- 15=470/878 BOT CHORD 2-23=-285217820, 22- 23=278817248, 21- 22=- 278817248, 20-21=-237518289, 19-20=490316190, 18-19=490315190, 17-18=4477/4077, 18-17=-147714077, 16-18=-112813244 WEBS 3 -23 - 1001148, 5- 23>81485, 5-21 - 7981418, 8 -21 - 28511078, 8- 20=14801845, 8- 20=45811281, 8- 18=18881827, 9- 18=-87211778, 10- 18=4621233,10.18=8221 429,12- 18=43511095,12.15 - 405911704 NOTES 1) Unbalanced roof live loads have been considered for this deslgn. 2) Wind: ASCE 7 -02; 148mph (3- second gust); h =20ft; TCDL=9.Opsf; BCDL >8.Opsf; Category 11; Exp C; enclosed; C-C Exterior(2) -2 -1 -1 to 2-4-4, Interior(1) 2-4-4 to 22 -8 -11, Exterior(2) 224 -11 to 27 -0-0, Interior(1) 31-5 -5 to 48 -7 -1; end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.00. 3) All plates are MT20 plates unless otherwise Indicated. 4) Thls truss requlres plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1745 Ib uplift at Joint 2 and 1704 Ib uplift at Joint 16. LOAD CASE(S) 1) Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p11) Veit 1-9=-100, 9-13 - 100,13- 14=100,2 -15 -40 2) C-C Wind: Lumber Increase=1.33, Plate Increase l.00 Uniform Loads (p1f) Vert 1- 2=187, 2- 28=98, 28- 27=64, 9-27 8, 9- 28=98,13- 28=84,13- 14=187, 2-16=-12 Horz: 1- 2=186, 2- 28=118, 28- 27=-82, 9 -27 =118, 9-28=118, 13-28 2,13- 14=185,13 -15=82 3) 1st unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pig Vert 1- 9=-100, 9-13=40, 13-14=-40, 2 -15=-00 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1 -9=40, 9-13=-100, 13-14=-100, 2- 19=-40 • • •• • •• • • Job l y 7F40 Truss T2 Truss Type • • i • • • • ROOF TRUSS • • • • • Qty. PI• , • • • • 1 • • • • • • • • • ARCM GRtEN CORP. • • 0032 • • • • Job Reference (optional) BEST TRUSS CO., MIAMI, FL BEST TRUSS CO. • • 8.500 s Mar 8 2007 MITek Industries, Inc. Wed Sep 12 15:43:02 2007 Page 1 -2 -0-0 5-8-15 11 -3-0 1641 • • • • • • • �• 224_0 244-0 � • 2 -0-0 5-8-15 5-6-1 • • • • • 5 • • • • • • • • • • • • 5-8-15 • • • 2 -0-0 Scale =1:44.4 • • ••• ••• ••• • 6.00 12 439 • •• :�• ••• •• • 3x4 p% : tbi•• : ; ••• •• / • 44 15 2x4 3 ∎� 2x4 111111111000.1:46 13 18 8 2x4 II a 3 2:44:•••••„,-.- �: 1 1 10 3x10. , EAU 5x8 = 11-3-0 22-6-0 � 11-3 -0 11-3 -0 Plate Offsets (X,Y): [2 0- 5-4,0 -1-8], [8:0- 5- 4,04.8], [10:0.4- 0,0 -3.0] LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.10 8 -10 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.72 2 -10 >363 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.08 8 nla nla BCDL 20.0 Code FBC20041TPI2002 (Matrix) Weight 110 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=177610 -8-0, 8=177610-8-0 Max UpiIft2 - 1103(LC 2), 8=1103(LC 2) FORCES (lb) - Maximum CompresslonlMaximum Tension TOP CHORD 1- 2=0183, 2 -13=- 2326/971, 3 -13 - 2244/1013, 3 -14=- 1809/824, 4-14=- 1682/ 825, 4.5=- 1674 / 849, 5-6=- 1674/849, 6.18=- 16821825, 7 -18=- 1809824, 7-16=-2244/1013, 8.18=- 2326/971, 8-94/83 BOT CHORD 2 -10=- 53511951, 8- 10=- 535/1951 WEBS 3- 19=4531372, 5-10=-182/939, 7 -10=- 5531372 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 148mph (3- second gust); h=20ft; TCDL=9.0psf; BCDL=6.Opsf; Category 11; Exp C; enclosed; C-C Exterior(2) - 2 -1 -11 to 0 -10-5, Interlor(1) 0 -10-5 to 8-3 -0, Exterior(2) 83-0 to 11-3-0, interior(1) 14-3-0 to 21 -7 -11; Lumber DOL=1.33 plate grip 00L=1.00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1103 lb uplift at joint 2 and 1103 lb uplift at joint 8. LOAD CASE(S) 1) Regular. Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1- 5= 100, 5- 9=100, 2-8=-40 2) C-C Wind: Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Vert 1- 2=167, 2-13=98, 13-14=64, 5- 14=98, 5- 16=98,15- 18=84, 8- 18=98, 8- 9=167, 2.8-12 Hors 1- 2-185, 2-13=-116, 13-14=42, 5-14=- 116, 5- 15=116,15 -18 2, 8- 18=116, 8 -8=185 3) 1st unbalanced Regular. Lumber increase=1.33, Plate Increase=1.00 Uniform Loads (pit) Vert 1- 5=100, 5.9 =40, 2 -8=-40 4) 2nd unbalanced Regular. Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (p1f) Vert 1- 5=-40, 5- 9=100, 2 -8=-40 NOTICE OF COMMENCEMENT A RECORDED COP`.' MUST BE POSTED ON THE JOB SITE AT TIME OF [FIRST INSPECTION % j � PERMIT NO. TAX FOLIO NO. 1 t �l b( 0( 1—� STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 111111111111111111111111111111111111111111111 CFN 2OO7RO 7 1.82, E OR 8k 25792 P's 4289; 11Ps) RECORDED 07/20/2007 10 :42 :12 HARVEY RUV'II4p CLERK OF COURT MIAMI- CDAC'E COUNTY' FLORID LAST PAGE 1. Legal description of property and street/address:4 �J2 1.‹) Oce- • 2. Description of improvement: I \lam /{�/ -t. 3. Owner(s) name and address: . scip m dos r� ') ` '\3P r 11.4e9 Ley Interest in property: Name and address of fee simple titleholder. 4. Contractor's name and address: f c� ® > .) 13 tt D cel F X3172 STATE 5. Surety: (Payment bond required by owner from contractKiR origin Name and address: Amount of bond $ 6. Lender's name and address: COMITY of D TiFY;YitNdsi5& �. of i7a IS01r on �b day chA I I I MI F/ MILwr .AD20 /1 - v�, fir; ano'ar .. N /cial'a MK, • fA-cu =n :'unt. CoUrts y. rtaG ''''"WiT 7. Persons within the state of Florida designated by Owner pon whom notices or other documents may be served as' provided by Section 713.13(1)(a)7., Florida Statutes, Name and address: 8. In addition to himself, Owners designates the following person(s) to receive a copy of the•Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name and address: 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a diffe sp ci =d) �a ^f Try 4. /� /� �l 24 Prepared by 3E 4. JIJCI � Signature of O er Print Owner's Name Sworn to and subscribe' •;fore =this 19 day of J.-11 , 20��. Notary Public 4, ,ar• Print Notary's N. e My commission - xpires: 123.01 -52 PAGE 4 8/02 llirifi''i�',L'Ji at / s NOTARY PUBLIC -STATE OF FLORIDA Jennifer Farkas Commission # DD478029 Expires: OCT. 03, 2009 Bonded Thu Atlantic Bonding Co., Inc. dress: 7505 1,3 • • ••• • • • • •• •• • • • •• •. • • • • • • • • • • • • • ••0 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • BUILDING CODE COMPLIANCE QF 1t E:BCCo • • PRODUCT CONTROL DIVISION • • • • • • NOTICE OF ACCEPTANOE� • • TRACO Security Windows & Dodrs, Yflt.. . .. . • . • 71 Progress Avenue .. . . • • . ... .. Cranberry Township, PA 16166 SCOPE: • • • • • • • • • • • • • • • • MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 ) • • • • • www bnildinacodeonline.com • This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other. than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIP'T'ION: Series "TR-8910" Outswing Aluminum Terrace Door — S.M.I. APPROVAL DOCUMENT: Drawing No. 03- 0041 -103b, titled "HGD 8910 Terrace Door System Small - Missile Impact Resistant", prepared by Frank Bernardo, P.E., Inc. Consulting Engineers, sheets 1 through 3 of 3, dated 4/17/03 with revision on 07/18/05, signed and sealed by Frank Bernardo, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 03- 0829.06 and consists of this page 1 and evidence page E-1, and E -2, as well as approval document mentioned above. The submitted documjtation was reviewed by Herminio F. Gonzalez, P.E., Director, BCCO NOA No 05- 0729.02 Expiration Date: December 04, 2008 Approval Date: October 06, 2005 Page 1 • • ... • • • ... • • • • • .. • • • • • • • • • • • • • • • • • • • • • • • ... • • • • .. • TRACO Security Windows & DoorslInc. NOTICE tlE CCEPTAIwE DENCE SUBMITTED A. DRAWINGS 1. Manufacturers $ia drawings a rc>:sections. . ......... . 2. Drawing No. 0/ 094-1.03bt ti,tl @d "HGP 8910 Terrace Door System Small - Missile Impacf Re'sistanf ', preparred b'y Frank Bennardo, P.E., Inc. Consulting Engineers, sheets 1 through 3 of 3, dated 4/17/03 with revision on 07/18/05, signed and sealed by Frank Bennardo, P.E. B. TESTS 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Small Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of a patio door, prepared by Hurricane Test Laboratory, Inc., Test Report No. HTL 0611 -02 dated 06/11- 8/14/02, signed and sealed by Vinu J.Abraham, P.E. "Submitted under NOA# 03- 0829.06" 2. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 4) Force Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of a patio door, prepared by Hurricane Test Laboratory, Inc., Test Report No. HTL 0021- 0925 -02 dated 09/24 - 27/02, signed and sealed by Vinu J.Abraham, P.E. "Submitted under NOA# 03- 0829.06" C. CALCULATIONS 1. Revised Anchor Calculations and structural analysis, prepared by Frank L. Bennardo, P.E. Consulting Engineer, dated 06/21/05, signed and sealed by Frank Bennardo, P.E. 2. Anchor Calculations and structural analysis, prepared by manufacturer, dated 8/15/03, signed and sealed by Frank Bennardo, P.E. "Submitted under NOA# 03- 0829.06" Complies with ASTM E1300 -98 No 1/3 stress increase used in anchors into masonry or steel substrate. D. QUALITY ASSURANCE 1. Miami -Dade County Building Code Compliance Office. E -1 Herminio F. Gonzalez, P.E. Director, Building Code Compliance Office NOA No 05- 0729.02 Expiration Date: December 04, 2008 Approval Date: October 06, 2005 • • • • .. • • • • • • • • • • • • • • • • • • • • • • • • • • ... • • • • • • • • • • • • • • TRACO Security Windows & Doors, Inc. • .... . . . .. • NOTICE;* ,a,CCEET'TA1VE: ::E,VIDENCE SUBMITTED • • ... • • • E. MATERIAL CERTII ICATIONS 1. Notice of Acai3tahce 1a1o:0 .O2a :02issued to Solutia, Inc. for "Saflex/Keepsafe Maximum" dated M7/0t, girtag on 1/21/06. .. .. . ....... F. STATEMENTS 1. Statement letter of no financial interest, dated 07/01/05, signed and sealed by Frank Bennardo, P.E. 2. Statement letter of conformance, dated 07/01/05, signed and sealed by Frank Bennardo, P.E. 3. Laboratory compliance letter for Hurricane Test Laboratory, Inc., Test Report No. HTL 0021- 0611 -02 dated 9/10/02, signed and sealed by Vinu Abraham, P.E. "Submitted under NOA# 03- 0829.06" 4. Laboratory compliance letter for Hurricane Test Laboratory, Inc., Test Report No. HTL 0021 - 0925 -02 dated 11/4/02, signed and sealed by Vinu Abraham, P.E "Submitted under NOA# 03- 0829.06" G. OTHER 1. Letter from the consultant, dated 08/11/05, stating that the product is in compliance with Florida Building Code (FBC). 2. Notice of Acceptance No. 03- 0829.06, issued to TRACO Security Windows & Doors, Inc. for their HGD 8910 Terrace Door System Small- Missile Impact Resistant, approved on 12/04/03 and expiring on 12/04/08. E -2 Herminio F. Gonzalez, P.E. ector, Building Code Compliance Office NOA No 05- 0729.02 Expiration Date: December 04, 2008 Approval Date: October 06, 2005 1 SERIES H G D 8 910 TERRACE DOOR (SMALL MISSILE IMPACT RESISTANT) FRANK gill Mil L BENNAf0J0, R.._,,�.� P.E. �5 .050 SAFLEX PVB INTERLAYER �-•_ GENERAL NOTES: 1. THE TERRACE DOOR SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNED AND TESTED IN COMPLIANCE WITH THE 2004 FLORIDA BUILDING CODE, HIGH VELOCITY HURRICANE ZONES, AND MIAMI COUNTY PROTOCOLS TAS 201, 202 & 203. HEAD ANCHORS \4 36° MAX FRAME WIDTH 31 1/2° MAX PANEL WIDTH '-23 1/2° MAX D.LO.— — RIGHT HAND SHOWN (LEFT HAND OPPOSITE) 1/8• 0.150° ANNEALED 0.500° 1 A % 1/4° TEMPERED e © �Lr� _ EQ EQ� I ��; 'ice %r J`r -DADE 2. NO 33 -1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR Cd =1.6 HAS BEEN USED FOR WOOD ANCHOR DESIGN. 3. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR USE WITH THIS DOOR SYSTEM SHALL BE DETERMINED BY OTHERS ON A JOB- SPECIFIC BASIS IN ACCORDANCE WITH THE • • • • GOVERNING CODE. • • • • • • • • 4. THE DOOR SYSTEM DETAILED HEREIN HAS BEM 'LISTED PER MIAMI -DADE COUNTY PROTOCOLS TAS -20 1, •A6 -202, TAS -203 • • • AS REFERENCED IN TEST REPORT •0021- 0611 -02 BY HURRICANO, • • • • TEST LABORATORY (HTL). MULTIPLE DOORST4E �L•INSTALLED • • • USING MIAMI -DADE COUNTY BCCO- APPRO\EQ LLCT1URAL • MULLIONS (e.g. NOA #01- 1218.01 OR #017/.21 •ff! T�. 5. THE DOOR SYSTEM DETAILED HEREIN Ii GEAIERICiLND DOES :. • . • NOT PROVIDE INFORMATION FOR A SPECIFIf�jTI• #OR SITE • • • CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED I HEREIN, A LICENSED ENGINEER OR REGISIEIE• AIt1IRTECT • • • • CONJUNCTION WITH THIS DOCUMENT. • • • • ••••••"6 SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN • • • • 6. PERMIT HOLDER SHALL VERIFY THE AD ( E • EXISTING STRUCTURE TO WITHSTAND SUP RiMPQSE LOADS. • • • • WOOD BUCKS (NOT BY TRACO SECURITY) BE CHORED • • PROPERLY TO TRANSFER LOADS TO THE ExjjaTING STRUCTURE. • • • • 7. DOOR PANELS GLAZED W1TH 7/16° LAMIN•TIED GLASS (WITH • • • • ANNEALED OR HEAT- STRENGTHENED OUTBOARD LITE) ARE • • • SMALL MISSILE IMPACT RESISTANT AND SHALL BE PROTECTED WITH MIAMI -DARE COUNTY APPROVED IMPACT RESISTANT SHUTTERS FOR INSTALLATIONS UP TO 30 FEET ABOVE GRADE. NO PROTECTION REQUIRED FOR INSTALLATIONS ABOVE 30 FEET ABOVE GRADE. 8. ALL PLATED IN CONTACT WITH ALUMINUM SHALL BE PAINTED OR Rs pg.o ' 02. 1.4._ ," (yp•eI ::::.:.,' . • '�'•� II 7 5 /8 °� MAX -1-- -I{— 7 5/8°_, MAX 7/16 " GLAZING DETAIL g I �' V' O (SMALL MISSILE) © III m 4 o MAXIMUM ALLOWABLE +130 PSF PRESSURES: -150 PSF 4 •••4 • • • • / • 40, • i 4 i • / O 1 lif Q O 1 I- I :lit % `,••�`, ■ °lh(/ "' I 1 MULTI POINT HOOKBOLT (TYP) G7 111 x N N .I tj `t' 15 7d 4� O, fi ,n ° 0.150° 1/8° HEAT- STRENGTHENED 0.500° '090 5A E( Pus INTERLAYER U4° TEMPERED I{{j� m 20 ':4. PI i y 0 �n D LATCH HANDLE CM) MUL` POINT ® H • • , •) '' ') m S I m r � III �r'J`C �'-I �i I °m` .a ry 4; ® C:i� fi i' I 7/16" GLAZING DETAIL i i �_ m SMALL MISSILE ( ) () . I MAXIMUM ALLOWABLE +130 PSF PRESSURES: -150 PSF 8° MAX — I I 8° MAX JAMB ANCHORS (QUANTITY PER TABLE 1), SPACED EQUALLY SILL ANCHORS BOTH SIDES ELEVATION OEXTERIOR ANCHOR LOCATIONS & SPACING: GLAZING NOTES: SEALANTS: HEAD & SILL: ANCHORS PLACED AS SHOWN ABOVE. IAMBS: (1) ANCHOR @ 7 5/8° FROM EACH CORNER. REMAINING ANCHORS SPACED EQUALLY. NOTE: NUMBER OF ANCHORS INDICATED IN TABLE 1 (SHEET 3) INCLUDES FIRST ANCHOR FROM EACH CORNER. 03- 0041 -103b ALL INSTALLATION SCREWS, FRAME & PANEL CORNER SEAMS SEALED WITH ALUM- OR CLEAR - COLORED SEALANT (ALL GLAZING OPTIONS). PAGE&CA,O - DECRmirCN: 3 l HEADER SECTION DETAIL Ix OR 2x WOOD BUacJ jED REF. ANCHOR NOTES (SHEET 3) FOR ALLOWABLE ANCHOR TYPES & REF ELEV. 'A' (SHEET 1) FOR ANC ANCHOR LOCATIONS REF. ANCHOR NDIS (SHEET 3) FOR ALLOWABLE ANCHOR TYPES & REF ELEV.'A' (SHEET 1) FOR ANCHOR LOCATIONS EXISTING STRUCTURE L 0.250' OO•IBRPAIOIETM AL MAX SHIM 0.125' ALUM BRENGO:TAL REP. ANCHOR NOTES (SHEET 3) FOR ALLOWABLE ANCHOR TYPES & REF ELEV.'A' (SHEET 1) FOR ANCHOR LOCATIONS sH r Ij Timm. mni = I 91 � ® \o CD CD CD 4 )NSTALLATION NOTE: DRILL 1/4° CLEAR HOLE THROUGH ANY BREAKMETAL PRIOR TO INSTALLING ANCHOR SCREWS. SEAL SCREW HEADS AFTER INSTALLATION 0.250° MAX D10. PANEL WIDTH DOOR WIDTH 0.150- FRAME INSTALLATION NOTE: PANELS FOR ANY FRAMING CONDITION SHOWN HEREIN MAY BE SUPPLIED WITH EITHER GLAZING OPTION SHOWN IN GAZING DETAILS ON SHEET 1. OHINGE JAMB SECTION L MAX • •••• •• • ® LOCK JAP$B 6ECTION• • • • • •••• • • • •• •• •••• `SEE GLAZING DETAILS SEE GLAZING DETAILS SILICONE SEAL SCREW HEADS PRIOR TO INSTALLING THRESHOLD 0.250' EXISTING MAX SBM STRUCTURE t REF. ANCHOR NOTES (SHEET 3) FOR ALLOWABLE ANCHOR TYPES & REF ELEV.'A' (SHEET 1) FORANOIOR LOCATIONS OSILL SECTION SILL ANCHORING NOTE: 1. UNSCREW AND REMOVE THRESHOLD 2. INSTALL SILL ANCHOR SCREWS 3. SEAL ANCHOR SCREW HEADS 4. REMOVE BACKING FROM TAPE ON THRESHOLD. 5. INSTALL THRESHOLD AND THRESHOLD SCREWS. TABLE 1 DESIGN LOAD CAPACITY (PSF) SMALL MISSILE Ann. Outboard Lite H.S. Outboard Lite Jamb Anchor Num of Anchors EJR (+) INT (-) EXT (+) INT (-) #12 SCREWS OR 3/16" TAPCON4 8 67.50 67.50 67.50 67.50 9 78.02 78.02 76.02 78.02 10 84.47 84.47 84.47 84.47 11 92.92 92.92 92.92 92.92 12 101.38 101.38 101.38 101.38 13 109.81 109.81 109.81 109.81 14 118.28 118.26 118.28 118.28 15 120.00 128.71 120.00 128.71 8 100.34 100.34 100.34 100.34 0 UR 9 112.88 112.88 112.88 112.88 10 120.00 ' 126.43 120.00 125.43 11 120.00 137.97 120.00 137.97 P 12 120.00 148.00 120.00 150.00 • • • • • • • • • • •• • 1. ENTER TABLE 1 BASED ON GLAZING: - ANNEALED OR HEAT - STRENGTHENED OUTBOARD LIE (REF DETAIL 'B' OR SHEET 1). 2. FOR RESPECTIVE IAMB ANCHOR TYPE, CHOOSE NUMBER OF ANCHORS THAT PROVIDES DESIGN LOAD CAPACITY (+ & -) GREATER THAN OR EQUAL TO REQUIRED WINDLOAD FOR OPENING. 3. #12 SCREWS ARE: - #12 WOOD SCREWS FOR USE INTO GRADE 2 SOUTHERN YELLOW PINE (G =0.55), OR - #12 MEDIUM DUTY ITW TEKS SCREWS FOR USE INTO l6ga MIN A36 STEEL. 4. TAPCONS (BOTH 3/16° & 1/4 °) MAY BE BY ELCO OR )TW BUILDEX, FOR USE IN CONCRETE, GROUT- FILLED BLOCK, OR WOOD. WOOD SHALL BE °SOUTHERN PINE° GRADE 2 (G =0.55 MIN). 5. ANCHORS SHALL BE INSTALLED IN ACCORDANCE W1TH MANUFACTURER'S RECOMMENDATIONS. 6. ANCHOR EMBEDMENT SHALL BE INTO BASE MATERIAL, EXCLUDING STUCCO OR OTHER WALL FINISH. 7. FOR ANCHOR LOCATIONS AND SPACING, SEE ELEVATION 'A' ON SHEET 1. 8. PROVIDE 1 1/2' EMBEDMENT THRU WOOD BUCKS INTO GROUT -FILED BLOCK (Us) MIN) OR CONCRETE (31x1 MIN). PROVIDE 1 1/2° PENETRATION INTO WOOD STRUCTURE. ENSURE MINIMUM OF 2 1/2° EDGE DISTANCE FOR ALL ANCHORS TO CONCRETE/BLOC( AND 1 1/2° EDGE DISTANCE FOR ANCHORS TO WOOD. RSp� -O TABLE 1 NOTES: • •••• • • •••• ••• • • • • • 9.p2 0 A 8 1 E06 (3) —1 re.364° 0.125° 711. E06 & E07 FRAME JAMB 827 E28, 029. & E30 T.B. ADAPTER E02 FRAME ST._ OTYPICAL PANEL CORNER OPTIONAL BILL OF MATERIALS ITEM PART NO.. DESCRIPTION MATERIAL VENDOR /ENDOR PART NO. E01 52437 MAIN FRAME HEAD 6083 -76 'TRACO E02 3-3189 FRAME SILL 6083.75 TRACO 803 5-2441 THRESHOLD, STANDARD 6063 -78 TRACO E56 S-2471 FRAME JAMS, HINGE SIDE 8083.75 TRACO E07 8-2471 FRAME JAMB, LOCK SIDE 6083 -75 TRACO 1 E08 8-2472 DOOR RAIL, HINGE BIDE 8063.75 TRACO 809 8-2472 DOOR RAIL, LOCK SIDE 6083-15 TRAM E10 5-2472 DOOR RAIL, TOP & BOTTOM 6003-15 TRACO 815 S -2581 DRIP CAP 6563.75 TRACO 818 52582 DRIP CAP BRACKET 6063-T5 TRACO E27 52869 T.B. ADAPTER, VERTICAL, HINGE 8063-T6 TRACO E28 52859 TB. ADAPTER VERTICAL, LOCK 6063-76 TRACO E29 S -2859 T.B. ADAPTER, HORIZONTAL, TOP 6093 -75 TRACO E30 52859 7.13. ADAPTER, HORIZONTAL, BOTTOM 6083-75 TRACO E34 52923 7116 GLAZING BEAD 6083 -T5 TRACO E35 3-3118 9/18° GLAZING BEAD 608375 TRACO E39 53713 1 1/8° INSULATED GLAZING BEAD 6063-T5 TRACO 301 05.0097 PECORA 898 SILICONE (SmaS Missile) DOW 885 SILCONE (large Missile) PECORA DOW 898 895 SO2 05-0038 FOI 15-0008 0518 X 1° PPH 3118' LP 410 SS ALLSTAR FASTENER • • • F02 1S-0058 ai8-18 X 12' PPH TEK • F03 15-0089 WASHER 3/8°, SS SS • • • • • F04 15-0139 NUT, Mr ES • • • F08 15-0231 08 X.375 PPH TEK2 SS •• • •• FIS 15-0488 01032 X 1° TMPR TORX BH MS S3 TAMPERPROOF SCREW CO • • W03 20-0367 1116° X 7/16' GLAZING TAPE TOM BROWN 6/892 • • W05 20 -4181 BULB FRAME WEATHERSTRIP AMESBURY • H01 30.2208 BLISTER PACK PAPER PRODUCTS • • 002 30-2338 WEEP COVER & HOUSING, WHITE GAER 87030041W H03 30.2338 WEEP COVER & HOUSING, BROWN GAER • • �• 8753B4 • • 054 30 -2547 LATCH CUP PRODUCT DESId4 & DE" • • • 004.1 30 -3088 Bumpon 3M • • • • 0,5,E t 1 005 30 -2548 TIE ROD BRACKET STEEL ADVANTAGE ��gg 008 30-2549 GUIDE PLATE 6083-75 ADVANTAGE 1 • • . • • • 1 007 30 -2551 TIE ROD, 31& -18, THREADED STEEL STD - MACHINIST A.. •'�_"- H H31 30 -2797 412' BUTT HINGE, MILL FINISH 8083 -T5 ADVANTAGE • 398 WI H32 30-2798 HINGE BACKER PLATE 6083 -T5 ADVANTAGE 402 1 0100 30 -2917 CREMONA EXTENSION 500 S.S. S8 GU HARDWARE H104 30.2819 RHINO HOOKBOLT STAINLESS STEEL SS G-U HARDW,��! • • • 11105 303098 HEAVY-DUTY REVERSING GEAR S.S. S8 6U HARDW G-20416-0045 3.375° 0.125° 738 —1 0.750° 4.000° E08, 009, & E10 DOOR RAIL. 1144' II 0.440• 0.492° �lll E16 DRIP CAP BRAOLET • • • • • •• • • • • • • • • • • •• • • •••• ••• • • • •• e.94o r r 0.623. 0.320° 37. Il 0.130° _. 0.740° 0.497 E34 7/16° GLAZING BEAD • t • •••■ •• • • a d d d S 1 03- 0041 -103b PAG8 SCAM - 605084RDN: 3 • ••• • • •• • • • • • • • • ••• • • • • • ••• • • • • • • • • • • • • • • • • ••• • •• • • • • • • • • • ••• • • JIIANII -DARE COUNTY, FLORIDA • • METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) ; ; ; ; • • • • ; 1:10 ;'VEST FLAGLER STREET, SUITE 1603 • • "' • • MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) • • • • TRACO Security Windows & Doors, Inc. • - • • • 71 Progress Avenue • • • • • • • ••• • • • Cranberry Township, PA 16166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other. than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "TR-8910" Outswing Aluminum Terrace Door — S.M.I. APPROVAL DOCUMENT: Drawing No. 03- 0041 -103b, titled "HGD 8910 Terrace Door System Small- Missile Impact Resistant", prepared by Frank Bennardo, P.E., Inc. Consulting Engineers, sheets 1 through 3 of 3, dated 4/17/03 with revision on 07 /18/05, signed and sealed by Frank Bennardo, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. 'This NOA revises NOA # 03- 0829.06 and consists of this page 1 and evidence page E-1, and E -2, as well as approval document mentioned above. The submitted documentation was reviewed by Herminio F. Gonzalez, P.E., Director, BCCO q dittOti �o~` T Co • •• ••• • • • www.buildinecodeonline.com NOA No 05- 0729.02 Expiration Date: December 04, 2008 Approval Date: October 06, 2005 Page 1 • .. • • • • • • • • • • ... • • • • • . ... • .. • • • • • • • • • ... TRACO Security Windows & Doors, Inc. • • • • • • .' . NOTICE OF ACCEP174TCE* E�I*E 4U ITTTED A. DRAWINGS .. . . . .. ... .. 1. Manufacturer's die drawings aqd s=lobs::: :. • . 2. Drawing No. 03- 0041 -103b, titled:" 1GD:89ig 1 a boor System Small - Missile Impact Resistant ", prepared by Frank Bennardo, P.E., Inc. Consulting Engineers, sheets 1 through 3 of 3, dated 4/17/03 with revision on 07/18/05, signed and sealed by Frank Bennardo, P.E. B. TESTS 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Small Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of a patio door, prepared by Hurricane Test Laboratory, Inc., Test Report No. HTL 0611 -02 dated 06/11- 8/14/02, signed and sealed by Vinu J.Abraham, P.E. "Submitted under NOA# 03- 0829.06" 2. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 4) Force Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of a patio door, prepared by Hurricane Test Laboratory, Inc., Test Report No. HTL 0021- 0925 -02 dated 09/24 - 27/02, signed and sealed by Vinu J.Abraham, P.E. "Submitted under NOA# 03- 0829.06" C. CALCULATIONS 1. Revised Anchor Calculations and structural analysis, prepared by Frank L. Bennardo, P.E. Consulting Engineer, dated 06/21/05, signed and sealed by Frank Bennardo, P.E. 2. Anchor Calculations and structural analysis, prepared by manufacturer, dated 8/15/03, signed and sealed by Frank Bennardo, P.E. "Submitted under NOA# 03- 0829.06" Complies with ASTM E1300 -98 No 1/3 stress increase used in anchors into masonry or steel substrate. D. QUALITY ASSURANCE 1. Miami -Dade County Building Code Compliance Office. E -1 Herminio F. Gonzalez, P.E. Director, Building Code Compliance Office NOA No 05-0729.02 Expiration Date: December 04, 2008 Approval Date: October 06, 2005 • .. • • • • • • TRACO Security Windows & Doors, Inca.. • NOTICE OF ACCEPTAat1 i E. MATERIAL CERTIFICATIONS .... . .. ... .. 1. Notice of Acceptance No. 01aQ20$.p2 sties tb Soluda, Inc. for "Saflex/Keepsafe Maximum" dated 5/17/01, expii nn mn i($1 5. ; • • • �: F. STATEMENTS 1. Statement letter of no financial interest, dated 07/01/05, signed and sealed by Frank Bennardo, P.E. 2. Statement letter of conformance, dated 07/01/05, signed and sealed by Frank Bennardo, P.E. 3. Laboratory compliance letter for Hurricane Test Laboratory, Inc., Test Report No. HTL 0021- 0611 -02 dated 9/10/02, signed and sealed by Vinu Abraham, P.E. "Submitted under NOA# 03- 0829.06" 4. Laboratory compliance letter for Hurricane Test Laboratory, Inc., Test Report No. HTL 0021- 0925 -02 dated 11/4/02, signed and sealed by Vinu Abraham, P.E "Submitted under NOA# 03- 0829.06" ••• • • • ••• • • ••••• • • • • • • • • • • .•• • • • • • • • • • • • • ••• • • • • • • ••• • • . • •. • • •• • • • 0110 1C4 SUMMED G. OTHER 1. Letter from the consultant, dated 08/11/05, stating that the product is in compliance with Florida Building Code (FBC). 2. Notice of Acceptance No. 03- 0829.06, issued to TRACO Security Windows & Doors, Inc. for their HGD 8910 Terrace Door System Small- Missile Impact Resistant, approved on 12/04 /03 and expiring on 12/04/08. E -2 Herminio F. Gonzalez, P.E. r, Building Code Compliance Office NOA No 05- 0729.02 Expiration Date: December 04, 2008 Approval Date: October 06, 2005 • SERIES H G D 8 910 TERRACE DOOR (SMALL MISSILE IMPACT RESISTANT) FRANK 6 PF00•+8549 ��a.•�i.., L BENNARDO, P.E. MAX .090 SAFLEX PVB ' INTERUrER GENERAL NOTES: 1. THE TERRACE DOOR SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNED AND TESTED IN COMPLIANCE W1TH THE 2004 HEAD ANCHORS 36° FRAME WIDTH 31 1/2° MAX PANEL WIDTH —23 1/2° MAX D.LO. --- — RIGHT HAND SHOWN (LEFT HAND OPPOSITE) 1/8° 0.150° ANNEALED 0.500° $ Jl / / 1/4° TEMPERED % cz I _ EQ EQ IulI NI� I( Alir FLORIDA BUILDING CODE, HIGH VELOCITY HURRICANE ZONES, AND MIAMI -DADE COUNTY PROTOCOLS TAS 201, 202 & 203. 2. NO 33 -1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR Cd =1.6 HAS BEEN USED FOR WOOD ANCHOR DESIGN. 3. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATED FOR USE WITH THIS DOOR SYSTEM SHALL BE DETERMINED BY OTHERS ON A JOB- SPECIFIC BASIS IN ACCORDANCE WITH THE GOVERNING CODE. 4. THE DOOR SYSTEM DETAILED HEREIN HAS BEEN TESTED PER MIAMI -DADE COUNTY PROTOCOLS TAS -201, TAS -202, &TAS -203 AS REFERENCED IN TEST REPORT 40021-0611-02 BY HURRICANE TEST LABORATORY (HTL). MULTIPLE DOORS MUST BE INSTALLED USING MIAMI -DADE COUNTY BCCO - APPROVED STRUCTURAL MULLIONS (e.g. NOA 401-1218.01 OR 501- 1218.02). 5. THE DOOR SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE FOR SITE CONDITIONS DIFFERENT FROM THE CONDITONS DETAILED •••• HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT • • SHALL PREPARE SITE SPECIFIC DOCUMEM�FOR US5IN •••• • CONJUNCTION WITH THIS DOCUMENT. • • • • • • • • 6. PERMIT HOLDER SHALL VERIFY THE ADEQUACY OF THE • • • EXISTING STRUCTURE TO WITHSTAND SUPBRN7ROlBI) .DADS. • • • WOOD • BUCKS NOT BY TRACO SECU ( RITY) SHALL B• YANCHORED • PROPERLY TO TRANSFER LOADS TO THE EX191AALS S•T�A"etTuRs. 7. DOOR PANELS GLAZED WITH 7/16° LAMInATEU mwg� (WITH • • • • ANNEALED OR HEAT - STRENGTHENED OUTBOTAIj(1 ARE • • • .4 CP 7 5 /B° P7AX 7/16" GLAZING DETAIL (111) Fs .Ij... { (SMALL MISSILE) O n P' o MAXIMUM ALLOWABLE +130 PSF PRESSURES: -150 PSF O �' SYi CC 4' 1 ' � L MULTI POINT HOOKBOLT CM) N 0 GI z7 x d Op ft as A. m ■ 0.150° 1/8° HEAT- STRENGTHENED 0.500° '� SAFIEX PVB INTERLAYER TEMPERED i' m ro m �1/4° Q LATCH HANDLE MP) 011.11.• POINT ® H ••• •:, • LT ' ') 1 ,+J�� ��� M 20 1v �� r/ ��� Air lall SMALL MISSILE IMPACT RESISTANT AND SHALL B ROTECTED WITH MIAMI -DADE COUNTY APPROVED IMPAST•R APR •••• SHUTTERS FOR INSTALLATIONS UP TO 30 FEET MOVE MADE. • NO PROTECTION REQUIRED FOR INSTALLATIONS AMIE 30 FEET • • • • ABOVE GRADE. • 8. ALL STEEL IN CONTACT WITH ALUMINUM:HALL�E HINTED • • • • • • oRPUTEO. • • •••• •••• i ••• • • • • • °5-'2.4 ' r 02 _A- ,:. ... I II' " 7/16" GLAZING DETAIL p 01 S 1 f -IL • • • • • • 7 5/8 ° MAX '' °p © (SMALL MISSILE) 2�� U ••••• , • �� MAXIMUM ALLOWABLE +130 PSF PRESSURES: -150 PSF 8° MAX -f-- -1 — 8° JAMB ANCHORS (QUANTITY PER TABLE 1), SPACED EQUALLY SILL ANCHORS BOTH SIDES EXTERIOR ELEVATION 110M I ' ANCHOR LOCATIONS & SPACING: GLAZING NOTES: SEALANTS: HEAD & SILL: ANCHORS PLACED AS SHOWN ABOVE JAMBS: (1) ANCHOR @ 7 5/8° FROM EACH CORNER. REMAINING ANCHORS SPACED EQUALLY. NOTE: NUMBER OF ANCHORS INDICATED IN TABLE 1 (SHEET 3) INCLUDES FIRST ANCHOR FROM EACH CORNER. 03- 0041 -103b ALL INSTALLATION SCREWS, FRAME & PANEL CORNER SEAMS SEALED WITH ALUM- OR CLEAR - COLORED SEALANT (ALL GLAZING OPTIONS). PAGE SCAM • INSCRIPTION: ON. CO HEADER SECTION DETAIL REF. ANCHOR NOTES (SHEET 3) FOR ALLOWABLE ANCHOR TYPES & REF ELEV.'A' (SHEET I) FOR ANCHOR LOCATIONS 1x OR2xy WOOD BUC( l O ji Ei5 0.125° ALUM BREAICMETAL REF. ANCHOR NOTES (SHEET 3) FOR ALLOWABLE ANCHOR tad © TYPES & REF ELLEV.'A' LOCATIONS CD `EXISTING 1 STRUCTURE L 0350' SAX 5X07 EXISTING STRUCTURE 150525 WOOD BUCK REF. ANCHOR NOTES (SHEET 3) FOR ALLOWABLE ANCHOR TYPES & REF ELEV.'A' (SHEET 1) FOR ANCHOR 1x OR 2x LOCATIONS WOOD BUCK EXISTING STRUCTURE B FRANK PP600 6549 NARDO. v.E. SEE GLAZING DETAILS 00.125' ALUM BREAI04ETAL EMB u 0.150' - `SEE GLAZING DETAILS SEE GLAZING u4 DETAILS IQI INSTALLATION NOTE: DRILL 1/4" (SEAR HOLE THROUGH ANY BREAI04ETAL PRIOR TO INSTALLING ANCHOR SCREWS SEAL SCREW HEADS AFTER INSTALLATION FRAME INSTALLATION NOTE: PANELS FOR ANY FRAMING CONDITION SHOWN HEREIN MAY BE SUPPLIED WITH EITHER GLAZING OPTION SHOWN IN GLAZING DETAILS ON SHEET 1. REF. ANCHOR NOTES (SHEET 3) TOR ALLOWABLE ANCHORTYPES & REF ELEV.'A' (SHEET 1) FORANCLOR LOCATIONS OSILL SECTION SILICONE SEAL SCREW HEADS PRIOR TO INSTALLING THRESHOLD 0.250' EXISTING MAX SUM 1 STRUCTURE SILL ANCHORING NOTE: / 1. UNSCREW AND REMOVE THRESHOLD / 2. INSTALL SILL ANCHOR SCREWS 3. SEAL ANCHOR SCREW HEADS 4. REMOVE BACKING FROM TAPE ON THRESHOLD. 5. INSTALL THRESHOLD AND THRESHOLD SCREWS. 0.250" MAN DLO. OHINGE JAMB SECTION TABLE 1 DESIGN LOAD CAPACITY (PSF) SMALL MISSILE Ann. Outboard Lite H.S. Outboard Lite Jamb Anchor Num of Anchors OCT ( +) INT ( -) EXT ( +) INT ( -) #12 SCREW OR 3/18" TAPCON4 8 87.50 67.50 67.50 67.50 9 76.02 78.02 76.02 78.02 10 84.47 84.47 84.47 84.47 11 92.92 92.92 92.92 92.92 12 101.38 101.36 101.38 101.36 13 109.81 109.81 109.81 109.81 14 118.26 118.26 118.26 118.26 15 120.00 128.71 120.00 128.71 p 8 100.34 100.34 100.34 100.34 9 112.88 112.88 112.88 112.88 10 120.00 125.43 120.00 125.43 11 120.00 137.97 120.00 137.97 r 12 120.00 148.00 120.00 150.00 PANEL WIDTH DOOR WIDTH 0350° MAX TABLE 1 NOTES: LOCK JAMB SECTION • • • • • •• • •••• 1. ENTER TABLE 1 BASED ON GLAZING: • • - ANNEALED OR HEAT - STRENGTHENED OUTBOARD LTTE (RE• • • • DETAIL'8' OR 'C', SHEET 1). 2. FOR RESPECTIVE JAMB ANCHOR TYPE, CHOOSE NUMBER OF ANCHORS THAT PROVIDES DESIGN LOAD CAPACITY (+ & -) G{>TL4:L• • • THAN OR EQUAL TO REQUIRED WINDLOAD FOR OPENING. 3. 412 SCREWS ARE: - 412 WOOD SCREWS FOR USE INTO GRADE 2 SOUTHERN• • • YELLOW PINE (G =0.55), OR • • - 412 MEDIUM DUTY ITW TEKS SCREWS FOR USE INTO 16ga MIN A36 STEEL • • 4. TAPCONS (BOTH 3/16° & 1 /4 °) MAY BE BY ELCO OR ITW BSILDEX, • FOR USE IN CONCRETE, GROUT-FILLED BLOCK, OR WOOD. WOOS • • SHALL BE °SOUTHERN PINE° GRADE 2 (G =0.55 MIN). 5. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 6. ANCHOR EMBEDMENT SHALL BE INTO BASE MATERIAL, EXCLUDING STUCCO OR OTHER WALL FINISH. 7. FOR ANCHOR LOCATIONS AND SPACING, SEE ELEVATION 'A' ON SHEET 1. 8. PROVIDE 1 1/2° EMBEDMENTTHRU WOOD BUCKS INTO GROUT - FILLED BLOCK (2ks1 MIN) OR CONCRETE (31x1 MIN). PROVIDE 1 1/2° PENETRATION INTO WOOD STRUCTURE. ENSURE MINIMUM OF 2 1/2° EDGE DISTANCE FOR ALL ANCHORS TO CONCRETE/BLOCK AND 1 1/2° EDGE DISTANCE FOR ANCHORS TO WOOD. nom=%EY188� •arm = ?llL�0 Q2 h��4 •••• • • •••• •• • • • • •• • • •• • • • • • •• •••• • • •••• • •••• • • •••• •••• ••• • • • •• • • • ••• • ••• • 03- 0041 -103b a�p LL 0.12.3" TIT 2.063 --I 601 MAIN FRAME HEAD BILL OF MATERIALS ITEM PART NO DESCRIPTION MATERIAL VENDOR IENDOR PART NO. E01 8-2437 MAIN FRAME HEAD 8083.78 TRACO 602 8-3189 FRAME BILL 6083.75 TRACO E03 8-2441 THRESHOLD, STANDARD 6063-T5 TRACO E08 S-2471 FRAME JAMB, HINGE SIDE 6083 46 TRACO E07 S-2471 FRAME JAMB, LOCK SIDE 8063 -T8 TRACO E08 5-2472 DOOR RAIL, HINGE SIDE 6083.75 TRACO 008 8-2472 DOOR RAIL, LOCK SIDE 6063-T5 TRACO 610 8-2472 DOOR RAIL, TOP & BOTTOM 608376 TRACO 615 5.2581 DRIP CAP 6083 -T6 TRACO 616 5.2582 DRIP CAP BRACKET 608376 TRA00 E27 S-2859 T.B. ADAPTER, VERTICAL, HINGE 806345 TRACO E28 8.2859 T.B. ADAPTER, VERTICAL, LOCK 6063-T5 TRACO E29 S-2859 T.B. ADAPTER, HORIZONTAL, TOP 606375 TRACO 930 S•2859 T.B. ADAPTER, HORIZONTAL, BOTTOM 6508.75 TRACO E34 S•2923 7/16° GLAZING BEAD 6083-T5 TRACO 035 5.3116 9/16' GLAZING BEAD 608478 TRACO 639 S-3223 1 1/8° INSULATED GLAZING BEAD 608-T5 TRACO 501 05-0097 PECORA 888 SILICONE (Small Missile) PECORA 896 802 05 -0038 DOW 985 SILICONE (Lame MOssOe) DOW 985 F01 15 -0008 88-18 X 1° PPH 3/16' LP 41033 ALLSTAR FASTENER F02 15-0058 98-18 X 12° PPH TEK F03 150089 WASHER, 3/1r, SS SS F04 15-0139 NUT, 3/8' SS F06 150231 98 X .375 PPH TEK2 SS F10 15-0488 910-32 X 1° TMPR TORX BH MS 83 TAMPERPROOF SCREW CO W03 20-0367 1/16' X 7116° GLAZING TAPE TOM BROWN V692 6305 20-4081 BULB FRAME WEATHERSTRIP AMESBURY H01 30-2208 BLISTER PACK PAPER PRODUCTS H02 302338 WEEP COVER & HOUSING. WHITE GAER 870300 -BW H03 30-2339 WEEP COVER & HOUSING, BROWN LATCH CUP GAER PRODUCT DESIGN & DEV 870300BN 1(04 30-2647 H04.130-30813 Bumpon 3M SJ -5308 H05 30-2648 TIE ROD BRACKET STEEL ADVANTAGE 288 H08 30-2549 GUIDE PLATE 808375 ADVANTAGE 289 • • t H07 30-2551 TIE ROD 3/8' -16, THREADED STEEL STD- MACHINISTaUPPLY • H 1 30-2797 412' BUTT HINGE, MILL FINISH 6063 -T5 ADVANTAGE • MU • H32 30-2798 HINGE BACKER PLATE 6063-T5 ADVANTAGE • • H100 30-2917 CREMONA EXTENSION 500 8.3. 88 G-U HARDWARE • • • • • H104 30-2019 RHINO HOOKBOLT STAINLESS STEEL SS G-U HARDWARE • 0-20418-00-00 • H105 30.3088 HEAVY-DUTY REVERSING GEAR S.B. 39 0-U HAROWAR� • • • (�- 2.500 ° — de 12°J 002 FRAME SILL OTYPICAL PANEL CORNER OPTIONAL 0.750° 4.000' E08 E09 & E10 DOOR RAIL 915 DRIP CAP 0.144''i 0.410° 0.492' II 0.050° 1- E16 DRIP CAP BRACKET •••• • • 440•• 0.320'14 0.130 0.740' • 0.49r •••• E34.7/16. GL .Z[NG BEAD •••••• • • • •• • ••• • • • •• • • • • • • • •• • • • • • •• 0.825' •••• • •••• • ZEE W LLIW d? I29 W Z Z W1 J OZ Z ff U Il d d d 1 • ••• • ••• • 03- 0041 -103b PAGE BCALfe - DESCRIPTION; Miami Shores Village Building Department 10050 N.E. 2"d Avenue, Miami Shores, F133138 Tel: 305- 795 -2204 * Fax: 305- 756 -8972 AUG 0 6 20071 B Y: mL --- emeeo°o NOTICE TO MIAMI SHORES VILLAGE BUILDING DEP ', ME OF EMPLOYMENT AS SPECIAL INSPECTOR UND �s THE FLORIDA BUILDING CODE [ (We) have been retained by (name of owner /agent) )' /tE/ 729 "pee oil to perform Special Inspector services under the Florida Building Code at the project (address) (date). 0.7$ V /D2 , Miami Shores, as of 2 7- O7.- am a registered Architect or Professional g nal Engineer licensed in the State of Florida. PERMIT NUMBER: Al Special Inspector for Reinforced Unit Masonry, FBC 2122.4 kr Special Inspector for Trusses over 35 Ft. Long or 6 Ft. High, FBC 2319.17.2.4.2 ❑ Special Inspector for Steel Connections, FBC 2218.2 Special Inspector for Soil Compaction, FBC 1820.3.1 ❑ Special Inspector for Precast Units & Attachments, FBC 1927.12.2 ❑ Special Inspector for Pilings, FBC 1822.1.20 ❑ Special Inspector for NOTE: Please mark boxes that apply The following individuals(s) employed by this firm or me are authorized to perform inspections. 1. 3. 2. 4. 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 Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by Miami Shores. The building inspections must be called for all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Building Department. Further, upon completion of the work under each Building Permit, I will submit to the Miami Shores Building Department at the time before the final inspection the completed inspection tog form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and healed Date: Engineer /Architect Name NT-000 R l 0e/tWoil ARC% (Print) Address 3t // 5t4) /VV 4'/C /9. Phone No. 305- 24.-3e3<r Florida License No: 59& 8 • • ••• •• •• • • • • • • • • • • • • • • • • •. • • • • • • •• • • • • • ••• • • •• • • • • • •. • • • • • ••• ▪ • • • • • ' • • • ' • • • „lose R. Figueroa, Architect. • ... • • • • • • • • Certificate 5808 •' 3611 SW 143 AVE • • Miami, Fl. 33175 • •• •. •.• Phone: (305) 226 -3638 • ...... • JOB: NEW RESIDENCE FOR: OWNER: MR ALBERTO SBARRA. ADDRESS: 275 N.E. 102 °d STREET. MIAMI SHORES, FL. 33037 1. PRESSURE WINDOWS AND DOORS. Page: 1 thru 6. CITY COPY ••• • • • ••• .•• • •• •• • ••••••••••:: ...••. • • • • ••• .WIN ®O2 v1-Q2. ••: Detailed Wind tc 4 Desiin:(AAeingd;2t per ASCE 7 -02 Description: ALBERTO SBARAA Analysis by: JOSE R. FIGUEROA User Input Data Structure Type Building , • •• ••• •• • •.• • • • • • • - • • • Basic Wind Speed (V) 146 mph Struc Category (1, 11,111, or IV) I I Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof (Theta) 14 Deg Type of Roof Hipped Kd (Directonality Factor) 1 Eave Height (Eht) 18.00 ft Ridge Height (RHt) 22.00 ft Mean Roof Height (Ht) 20.00 ft Width Perp. To Wind Dir (B) 55.00 ft Width Paral. To Wind Dir (L) 55.00 ft Damping Ratio (beta) 0.01 Red values should be changed only through Main Menu" Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.36 Flexible Structure No • • . . .• • •. • • . • . • • •• 8/22/2007 • Calculated Parameters Inf ortance Factor 1 1 Hurricane Prone Region (V>100 mph) Table 6 -2 Values Alpha = 9.500 zg = 900.000 At = 0.105 Bt= 1.000 Am = 0.154 Bm = 0.650 Cc = 0.200 I= 500.00 ft Epsilon = 0.200 Zmin = 15.00 ft Gust Factor Category 1: Rigid Structures - Simplified Method Gust1 (For rigid structures (Nat Freq > 1 Hz) use 0.85 1 0.851 Gust Factor Category 11: Rigid Structures - Complete Analysis Zm Zmin 15.00 ft Izm Cc * (33 /z) "0.167 0.2281 Lzm I *(zm/33) ^Epsilon 427.06 ft Q (1/(1 +0.63 *((Miin(B,L) +Ht) /Lzm) ^0.63)) "0.5 0.9089 Gust2 0. 925*(( 1+ 1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) 0.8771 Gust Factor Summary G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.851 Copyright 2002 - MEGA Enterprises, Inc. www.mecaconsulting.com Page No. 1 of 5 • • ••• • •• •• • • • • • • • • • ••• • • • • • • • • ••• • • • ••• • •• • • • • • • • ••• • .WINDO2 v1-Q2. ••: Detailed Wind Desianklieingd;2t per ASCE 7 -02 6.5.12.2.1 Desidhlflh d Pressure - Buildings of All Heights Elev Kz • • Kz! . • ••• • P • :ti :6. • • • •' •Piressure (I10ft^2) Windward Wall* ft 0.00 • • • • • 1Offe"$ • • •t'Cpi -GCpi 22 0.92 1.00 50.21 25.29 43.00 20 0.90 1.00 49.21 24.61 42.32 18 0.88 1.00 48.14 23.87 41.59 15 0.85 1.00 46.32 22.64 40.36 Fig 6-5 Internal Pressure Coefficients for Buildings. Gcpi Condition Gc i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 1 0.18 1 -0.18 8/22/2007 Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com Page No. 2 of 5 r B • ••• • • •• • .'• .• •• • • ••••• • • •.• • • • . • • • • • • • • • • • • • • ••• • .WIN ®02 v1-Q2, ": Detailed Wind Lopri Design:(& ethgd;23 per ASCE 7 -02 Figure 6- 6.E*ternaaPresSure CoMfficients, Cp Loads on Main Wind -Force Resisting Systems (M : thod 2) I • • • • •• • •• •• ••• • •••. • •• • • . . •••• h z L Variable iiiiiiiii Value •• • • • •.• • • . 2.01 *(Ht /zg) ^(2/Alpha) 0.90 Leeward Walls (Wind Dir Normal to 55 ft wall) L Topographic factor (Fig 6-4) ►I I • • • • •• • •• •• ••• • •••. • •• • • . . •••• h z L Variable Formula Value Units Kh 2.01 *(Ht /zg) ^(2/Alpha) 0.90 Leeward Walls (Wind Dir Normal to 55 ft wall) Kht Topographic factor (Fig 6-4) 1.00 Side Walls Qh .00256 *(V) ^2 *I *Kh *Kht *Kd 49.21 psf Khcc Comp & Clad: Table 6-3 Case 1 0.90 -35.25 Qhcc .00256*V ^2 *I *Khcc *Kht*Kd 49.21 psf Wall Pressure Coefficients, Cp Surface I Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8 Roof Pressure Coefficients, Cp Roof Area (sq. ft.) Reduction Factor I 3,025 0.80 Calculations for Wind Normal to 55 ft Face Additional Runs may be reg'd for other wind directions Cp Pressure (psf) +GCpi -GCpi Leeward Walls (Wind Dir Normal to 55 ft wall) -0.50 -29.78 -12.06 Leeward Walls (Wind Dir Normal to 55 ft wall) -0.50 -29.78 -12.06 Side Walls -0.70 -38.14 -20.42 Roof - Wind Normal to Ridge (Theta > =10) - for Wind Normal to 55 ft face Windward - Min Cp -0.63 -35.25 -17.53 indward - Max Cp -0.10 -13.10 4.61 Leeward Normal to Ridge -0.48 -28.86 -11.14 Overhang Top (Windward) -0.63 -26.39 -26.39 Overhang Top (Leeward) -0.48 -20.00 -20.00 Overhang Bottom (Applicable on Windward only) 0.80 32.73 32.73 Roof - Wind Parallel to Ridge (All Theta) - for Wind Normal to 55 ft face Dist from Windward Edge: 0 ft to 40 ft - Max Cp -0.18 -16.39 1.33 Dist from Windward Edge: 0 ft to 10 ft - Min Cp -0.90 -46.51 -28.79 Dist from Windward Edge: 10 ft to 20 ft - Min Cp -0.90 -46.51 -28.79 Dist from Windward Edge: 20 ft to 40 ft - Min Cp -0.50 -29.78 -12.06 Dist from Windward Edge: > 40 ft -0.30 -21.41 -3.69 * Horizontal distance from windward edge 8/22/2007 Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com Page No. 3 of 5 • ••• • • • ••• • •• • •• • • • •• •• • •0 • • • • • • • • • • ••• • • • • • • • • • • • ••• • • ••• • • • • •WINDO2 vl-Q2• ••: Detailed Wit* o Desiin:(iAeihQd;23 per ASCE 7 -02 Figure 6- 11' ..EPterndPressure Coefficients, GCp. Loads on Components and Cladding for Buildings w/ Ht <= 60 ft • • • .• • . ••• .• : • ••• • • • • •• • • •• • • ••• • • • • • • • • ••• •• • • • a = 5.5 a Hipped Roof 7 < Theta < =27 5.50 ft C) 8/22/2007 Component imam (ft) span (ft) Area (ftA2) Zone GCp Wind Press (Ibfft^2) Max Min Max Min 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com Page No. 5 of 5 • • ••• • • • ••• •• •• • • • • • •• • • • • • • • • • • • • ••• • • Wi X1'02 ••• Simplified Wund Load Design (Method 1) per.AKE 7-02 • • • • • •• • . • • • • ••: • • • • ••• • • • . • Description: Analysis by: a • • • • • • • • •• • • • •• ••• ••• ••• • • • • •• • • • • • •• • • • • • • • • h`•�, h Fiat Roof Hip Roof (7° <0S27 °) Gable Roof (0 <_ 7 °) ❑ Interior Zones End Zones Gable Roof (7° < 0 5 45 °) L; Comer s Rot -TSa9 Wind Pressure ps (psf) on Components and Cladding (CSC) Description Width (ft) Span (ft) Area (ft°2) 15.40 Zone Pressure (psf) Positive Negative 48.36 -52.52 48.36 -63.87 49.56 - 53.69 49.56 -66.31 49.56 - 53.69 49.56 -66.31 42.09 - 50.09 42.09 -58.92 45.91 -51.13 45.91 -61.01 45.91 - 51.13 45.91 -61.01 Notes: Zones 2H and 3H represent roof over Zones 1, 2, and 3 represent the roof Zones 4 and 5 represent the walls www. mecaconsulting.com Page 2 of 2 l' • • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • WINuu2 44:02: :: •■• Simplified Wind Load Design (Method 1) per ASCE 7-02 • • • • • ••• Description: Analysis by: • • • • • • • • • ••• • • • • • • • • • • • • • • ••• • • • • •• • • • •• ••• •• V Basic Wind Speed • • • • • • Cat Structural Category (I, Hull; anddI • • • • • • • • • • • • • Exp Exposure Category (B, C, or 6) mph RHt Ridge Height ft Eht Eave Height ft Ht Mean Roof Height of Budding 20.00 ft Theta Roof Angle 8.28 Deg L Length of Building (If Gabled roof, along Ridge) ft B Width of Building (Perpendicular to Ridge) -; ft Lambda Adjustment Factor for Building Height and Exposure 1.29 Importance Factor 1.00 a 10% of Least Horiz Dim or 0.4h, whichever is Tess 5.50 ft 2a Length over which Zone A acts on Each Comer 11.00 ft Wind Pressure ps (psi) on Main Wind Force Resisting System (MWFRS) Load Case Zones Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H EOH GOH 1 47.31 21.17 3t46 -12.44 - 52.45 -3t28 -36.48 -24.07 -73.43 -57.48 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Notes: * ps = Lambda * I * ps30 www.mecaconsulting.com Page 1 of 2 oiv MOMIIWM� !�l SUM 14 2001 BY: PGp-7-i242 JOB: NEW RESIDENCE FOR: OWNER: MR ALBERTO SBARRA. ADDRESS: 275 N.E. 102nd STREET MIAMI SHORE, FL. Jose R. Figueroa, Architect. Certificate 5808. 3611 SW 143 AVE•••• : Miami, F1.33175 Phone: (305) 226 -363K •••• • • .. • • .. • • • • • .. • .... • • ... • .... • .. .. • • • • .... • .... • .... • • •••• ••• • .. 1. WIND PRESSURE OF ROOF, ON WALLS, ON WINDOWS AND DOORS. Page: 1 thru 15. 2. UPLIFT ROOF. Page: 16 thru 33. 3. REINFORCED MASONRY. Page: 34 thru 44. 4. SLAB DESIGN. Page: 45 thru 46. 5. CONCRETE BEAMS DESIGNS. Page: 47 thru 54. 6. FOUNDATION DESIGN. Page: 55 thru 65. 7. PRODUCT CONTROL NOTICE ACCEPTANCE. (NOA). Page: 66 thru 80. CITY • • • • • • • • • • • • • • • • Project Name: ALBERTO SBARRA ..•• • • • • •••• • • • • .... •• • • • •• • • •••• • • •••• • • • • .• • •••• •• •• • • • • • • • • • • •••• • • • • • ••• • •• • • • •• • • • • • • • • • • • • Location: 275 N.E. 102nd Avenue Miami FI. By: JOSE R. FIGUEROA Start Date: 5/23/2007 Comments: WIND PRESSURE ON ROOF. WIND PRESSURE ON WALL. WIND PRESSURE ON WINDOWS AND DOORS. 'ALBERTO SBARRA May 23, 2007 Local Information Wind Dir. Exposure 1 C 2 C 3 C 4 C Basic Wind Speed: 146 mph Topography: None Optional Factors This project uses Toad combinations from sources other than in ASCE 7 Section 2. Wind Loads on Structures 2002 — [1.151 Copyright 0 2000 SDG, Inc. ASCE7 -02 • • • • •••• • • ▪ • •••• •• • • • •• • • • •••• •••• • • •• •• • • • •••• • •••• • • • • • .... • • • • ▪ •••• • • • • •• • ••• • • • •• • .• 000000 • • • • • • • •: • • • • Page 1 of 14 Top W3 ' ALBERTO SBARRA May 23, 2007 Section - Main Section Enclosure Classification: Enclosed Building Category: II Wall Length(ft) Overhang(ft) 1 55.0 2.0 2 55.0 2.0 3 55.0 2.0 4 55.0 2.0 Eave Height: 18 ft Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Hipped Roof A &B C &D Slope(:12) 3.2 3.2 W1 W2 A B D W4 ASCE7 -02 • • • •• • • ••. • •• •••• •••• • • • •• • • •••• • • • • •••• • • •• •• • •••• • •••• • • • • • • •••••• • • • • • • • .... • • • • • •••• • • • •• • ••. • • • • • • Front q C B W1 W4 W3 Right C B D W4 W3 W2 Wind Loads on Structures 2002 — [1.15] Copyright © 2000 SDG, Inc. Page 2 of 14 • 'ALBERTO SBARRA May 23, 2007 Composite Drawing ASCE7 -02 • 11• .. • • 1• .Sl• .. ..1• •.. • • • .11• •.• • • • •• • • • • ..•S •••• • •SS• • • •.. ••• • Wind Loads on Structures 2002 — [1.15] Copyright © 2000 SDG, Inc. • • • 0 • • • • Page 3 of 14 'ALBERTO SBARRA May 23, 2007 Components and Cladding Input ASCE7 -02 • • • • •• • •••• • • •••• Component Description I Wall /Roof I Surface Label (Zones Span(ft) I Width(ft) . Arp u(sgft) (All) 27.0 4.5 •'z • (All) 5.0 2.5 • a25• (AU) 3.5 2.0 •9;••: •• •• (All) 27.0 2.0 •043. (All) 22.3 2.0 :16t.4208 (All) 16.1 2.0 :86.T888 (All) 16.1 4.5 86.1888 (All) 16.1 4.5 86.1888 (All) 16.1 2.0 86.1888 (All) 11.3 2.0 42.2 (AU) 11.3 4.5 50.625 (All) 5.0 2.5 12.5 (All) 3.5 2.0 7 (All) 11.3 2.0 42.1875 (All) 11.0 2.7 40.33333 (All) 9.3 2.7 28.52083 (All) 3.1 5.0 15.4 (All) 3.1 5.0 15.4 (All) 2.2 5.0 10.85 (All) 2.2 5.0 10.85 (All) 1.7 5.0 8.35 (All) 4.0 8.0 32 (All) 3.0 8.0 24 (All) 3.0 8.0 24 CON. 1 (GIRDER) Roof A CON. 2 (CORNER JACK) Roof C CON. 3 (END JACK) Roof C CON. 4 (TRUSS) Roof A CON. 5 (TRUSS) Roof A CON. 6 (TRUSS) Roof A CON. 7 (GIRDER) Roof A CON. 8 (GIRDER) Roof A CON. 9 (TRUSS) Roof A CON. 10 (TRUSS) Roof A CON. 11 (GIRDER) Roof A CON. 12 (CORNER JACK) Roof C CON. 13 (END JACK) Roof C CON. 14 (TRUSS) Roof A STANDAR WALL Wall 1 STANDAR WALL Wall 3 SH 1 Wall 1 SH 1 Wall 4 SH 2 Wall 1 SH 2 Wall 2 SH 3 Wall 3 SLINDING DOOR 1 Wall 2 SLINDING DOOR 2 Wall 2 SLINDING DOOR 3 Wall 3 • • • •••• • •• • • • • •••• • •••• •• •••• ••• • • • Wind Loads on Structures 2002 - [1.15] Copyright() 2000 SDG, Inc. •• • • • • • • • • • • • • Page 4 of 14 'ALBERTO SBARRA May 23, 2007 Components and Cladding Output Component Description Surface Zone z(ft) A 1 21.7 21.7 21.7 2 21.7 21.7 21.7 3 21.7 21.7 21.7 CON. 1 (GIRDER) ASCE7 -02 •• •.• .. • ••. • .. •..• q(psf) GCp GCpi ExtPres(psf) Net w/ +eGQi•(psf) Net wr -GCpt rfij' 50.1 0.30 0.18 15.0 6.0 •••• • 24.0 • •••• 50.1 -0.80 -40.1 -49.1 • •...' 43•1�� • • 50.1 0.00 0 0.0 •••• 50.1 0.30 0.18 15.0 6.0 ••••• • 50.1 -1.20 - 60.1 -69.1 • • • 1140, •... 50.1 -2.20 0 -110.2 • . • . • •• • ••• • 50.1 0.30 0.18 15.0 6.0 24.0..: 50.1 -2.00 -100.2 -109.2 -91.2 50.1 -2.50 0 -125.3 CON. 2 (CORNER JACK; 1 21.7 50.1 0.48 0.18 24.0 15.0 33.1 21.7 50.1 -0.89 -44.6 -53.6 -35.6 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.48 0.18 24.0 15.0 33.1 21.7 50.1 -1.65 -82.7 -91.7 -73.6 21.7 50.1 -2.20 0 -110.2 3 21.7 50.1 0.48 0.18 24.0 15.0 33.1 21.7 50.1 -2.54 -127.3 -136.3 -118.2 21.7 50.1 -3.58 0 -179.4 CON. 3 (END JACK) C 1 21.7 50.1 0.50 0.18 25.1 16.0 34.1 21.7 50.1 -0.90 -45.1 -54.1 -36.1 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.50 0.18 25.1 16.0 34.1 21.7 50.1 -1.70 -85.2 -94.2 -76.2 21.7 50.1 -2.20 0 -110.2 3 21.7 50.1 0.50 0.18 25.1 16.0 34.1 21.7 50.1 -2.60 -130.3 -139.3 -121.2 21.7 50.1 -3.70 0 -185.4 CON. 4 (TRUSS) A 1 21.7 50.1 0.30 0.18 15.0 6.0 24.0 21.7 50.1 -0.80 -40.1 -49.1 -31.1 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.30 0.18 15.0 6.0 24.0 21.7 50.1 -1.20 - 60.1 -69.1 -51.1 21.7 50.1 -2.20 0 -110.2 • • .• • • • • • Wind Loads on Structures 2002 - [1.15] Copyright © 2000 SDG, Inc. Page 5 of 14 'ALBERTO SBARRA May 23, 2007 ASCE7 -02 Components and Cladding Output I 121.7 Component Description Surface Zone z(ft) CON. 4 (TRUSS) A 3 21.7 21.7 21.7 • • • • •• • •••• •• •••• •••• 150.1 1 -2.20 10 1-110.2 1 (••� q(psf) GCp GCpi ExtPres(psf) Net vvl 50.1 0.30 0.18 15.0 6.0 • • +G iiirpsf) Net vv` - GCpiie • •• 24.b... • 50.1 -2.00 -100.2 -109.2 • -91:2" •• •• 50.1 -2.50 0 -125.3 CON. 5 (TRUSS) A 1 21.7 50.1 0.30 0.18 15.0 6.0 21.7 50.1 -0.80 - 40.1 -49.1 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.30 0.18 15.0 6.0 24.0 21.7 50.1 -1.20 - 60.1 -69.1 -51.1 21.7 50.1 -2.20 0 -110.2 3 21.7 50.1 0.30 0.18 15.0 6.0 24.0 21.7 50.1 -2.00 -100.2 -109.2 -91.2 21.7 50.1 -2.50 0 -125.3 • • • • • • • • • • •• • •••• • • - 31.1'.. CON. 6 (TRUSS) A 1 21.7 50.1 0.31 0.18 15.5 6.5 24.5 21.7 50.1 -0.81 -40.6 -49.6 -31.6 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.31 0.18 15.5 6.5 24.5 21.7 50.1 -1.23 -61.6 -70.6 -52.6 21.7 50.1 -2.20 0 -110.2 3 21.7 50.1 0.31 0.18 15.5 6.5 24.5 21.7 50.1 -2.04 -102.2 -111.2 -93.2 21.7 50.1 -2.58 0 -129.3 CON. 7 (GIRDER) A 1 21.7 50.1 0.31 0.18 15.5 6.5 24.5 21.7 50.1 -0.81 -40.6 -49.6 -31.6 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.31 0.18 15.5 6.5 24.5 21.7 50.1 -1.23 -61.6 -70.6 -52.6 21.7 50.1 -2.20 0 -110.2 3 21.7 50.1 0.31 0.18 15.5 6.5 24.5 21.7 50.1 -2.04 -102.2 -111.2 -93.2 21.7 50.1 -2.58 0 -129.3 CON. 8 (GIRDER) A 1 21.7 50.1 0.31 0.18 15.5 6.5 24.5 • • • • • • Wind Loads on Structures 2002 - [1.15] Copyright © 2000 SDG, Inc. Page 6 of 14 'ALBERTO SBARRA May 23, 2007 ASCE7 -02 Components and Cladding Output • • ▪ • •• • •••• • • CON. 8 (GIRDER) A 1 21.7 50.1 0.31 0.18 15.5 6.5 24.5 • Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/ +Gt i'(,sf) Net w -GCpE(Wri CON. 8 (GIRDER) A 1 21.7 50.1 -0.81 0.18 - 40.6 -49.6 •••••• 31'6" 21.7 50.1 0.00 0 0.0 • • • 2 21.7 50.1 0.31 0.18 15.5 6.5 •• 24 5• • 21.7 50.1 -1.23 -61.6 -70.6 • 1210•„ 21.7 50.1 -2.20 0 -110.2 • • • • • • • ••• • • 3 21.7 50.1 0.31 0.18 15.5 6.5 24.5' •: 21.7 50.1 -2.04 -102.2 -111.2 -93.2 21.7 50.1 -2.58 0 -129.3 CON. 9 (TRUSS) A 1 21.7 50.1 0.31 0.18 15.5 6.5 24.5 21.7 50.1 -0.81 - 40.6 -49.6 -31.6 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.31 0.18 15.5 6.5 24.5 21.7 50.1 -1.23 -61.6 -70.6 -52.6 21.7 50.1 -2.20 0 -110.2 3 21.7 50.1 0.31 0.18 15.5 6.5 24.5 21.7 50.1 -2.04 -102.2 -111.2 -93.2 21.7 50.1 -2.58 0 -129.3 CON. 10 (TRUSS) A 1 21.7 50.1 0.37 0.18 18.5 9.5 27.6 21.7 50.1 -0.84 -42.1 -51.1 -33.1 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.37 0.18 18.5 9.5 27.6 21.7 50.1 -1.39 -69.6 -78.7 -60.6 21.7 50.1 -2.20 0 -110.2 3 21.7 50.1 0.37 0.18 18.5 9.5 27.6 21.7 50.1 -2.22 -111.2 -120.2 -102.2 21.7 50.1 -2.95 0 -147.8 CON. 11 (GIRDER) A 1 21.7 50.1 0.36 0.18 18.0 9.0 27.1 21.7 50.1 - 0.83 -41.6 -50.6 -32.6 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.36 0.18 18.0 9.0 27.1 21.7 50.1 -1.35 -67.6 -76.7 -58.6 21.7 50.1 -2.20 0 -110.2 • • • Wind Loads on Structures 2002 - [1.151 Copyright © 2000 SDG, Inc. Page 7 of 14 ALBERTO SBARRA May 23, 2007 Components and Cladding Output ASCE7 -02 • • • •• •• • •. •• • 0800 0.0. • • • 21.7 50.1 -2.20 0 -110.2 11111 Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/ +GC{3i' psf) Net w` - GCptCIi7 3 21.7 50.1 0.36 0.18 18.0 9.0 •0,..' $7.y • 21.7 50.1 -2.18 -109.2 -118.2 • • - 10ti'2' 21.7 50.1 -2.85 0 -142.8 •• •• 8.88 • CON. 11 (GIRDER) A • • • • 00•• • • • CON. 12 (CORNER JAM) 1 21.7 50.1 0.48 0.18 24.0 15.0 • • .'• �� 34 • • 21.7 50.1 -0.89 -44.6 -53.6 - 35.6' •: 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.48 0.18 24.0 15.0 33.1 21.7 50.1 -1.65 -82.7 -91.7 -73.6 21.7 50.1 -2.20 0 -110.2 3 21.7 50.1 0.48 0.18 24.0 15.0 33.1 21.7 50.1 -2.54 -127.3 -136.3 -118.2 21.7 50.1 -3.58 0 -179.4 CON. 13 (END JACK) C 1 21.7 50.1 0.50 0.18 25.1 16.0 21.7 50.1 -0.90 -45.1 -54.1 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.50 0.18 25.1 16.0 21.7 50.1 -1.70 -85.2 -94.2 21.7 50.1 -2.20 0 -110.2 3 21.7 50.1 0.50 0.18 25.1 16.0 21.7 50.1 -2.60 -130.3 -139.3 21.7 50.1 -3.70 0 -185.4 34.1 - 36.1 34.1 -76.2 34.1 - 121.2 CON. 14 (TRUSS) A 1 21.7 50.1 0.37 0.18 18.5 9.5 27.6 21.7 50.1 -0.84 -42.1 -51.1 -33.1 21.7 50.1 0.00 0 0.0 2 21.7 50.1 0.37 0.18 18.5 9.5 27.6 21.7 50.1 -1.39 -69.6 -78.7 -60.6 21.7 50.1 -2.20 0 -110.2 3 21.7 50.1 0.37 0.18 18.5 9.5 27.6 21.7 50.1 -2.22 -111.2 -120.2 -102.2 21.7 50.1 -2.95 0 -147.8 STANDAR WALL 1 4 21.7 50.1 0.89 0.18 44.6 35.6 53.6 • • • • • • Wind Loads on Structures 2002 - [1.15] Copyright © 2000 SDG, Inc. Page 8 of 14 ALBERTO SBARRA May 23, 2007 ASCE7 -02 Components and Cladding Output STANDAR WALL 11 14 1 21.7 150.1 10.89 10.18 144.6 -135.6 153.6 Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) ` STANDAR WALL 1 4 21.7 50.1 -0.99 0.18 -49.6 -58.6 -40.6 5 21.7 50.1 0.89 44.6 35.6 53.6 21.7 50.1 -1.19 -59.6 -68.6 -50.6 STANDAR WALL 3 4 21.7 50.1 0.92 0.18 46.1 37.1 21.7 50.1 -1.02 -51.1 -60.1 5 21.7 50.1 0.92 46.1 37.1 21.7 50.1 -1.24 -62.1 -71.1 SH 1 1 4 21.7 50.1 0.97 0.18 48.6 39.6 21.7 50.1 -1.07 -53.6 -62.6 5 21.7 50.1 0.97 48.6 39.6 21.7 50.1 -1.33 -66.6 -75.7 SH 1 4 4 21.7 50.1 0.97 0.18 48.6 39.6 21.7 50.1 -1.07 -53.6 -62.6 5 21.7 50.1 0.97 48.6 39.6 21.7 50.1 -1.33 -66.6 -75.7 SH 2 SH 2 SH 3 • • • • • s• • •••..• • •.•..• •••• • • ••.••• • • •• •• •••••• • • • • • • • • • • • •• • 55.1 -42.1 55.1 X53.9 • •••• 5.6 • 1"• •. • 570••• 'VA". 57.6 • .: -57.6 1 4 21.7 50.1 0.99 0.18 49.6 40.6 58.6 21.7 50.1 -1.09 -54.6 - 63.6 -45.6 5 21.7 50.1 0.99 49.6 40.6 58.6 21.7 50.1 -1.39 -69.6 -78.7 -60.6 2 4 21.7 50.1 0.99 0.18 49.6 40.6 21.7 50.1 -1.09 -54.6 -63.6 5 21.7 50.1 0.99 49.6 40.6 21.7 50.1 -1.39 -69.6 -78.7 3 4 21.7 50.1 1.00 0.18 50.1 41.1 21.7 50.1 -1.10 -55.1 -64.1 5 21.7 50.1 1.00 50.1 41.1 21.7 50.1 -1.40 -70.1 -79.2 SLINDING DOOR 1 2 4 21.7 50.1 0.91 0.18 45.6 36.6 58.6 -45.6 58.6 -60.6 59.1 -46.1 59.1 -61.1 54.6 • • • •••••• • ••••• • 00000 • ••••• ••••s • •.••• • ••••• • • • • Wind Loads on Structures 2002 - [1.15] Copyright © 2000 SDG, Inc. Page 9 of 14 • • • • ALBERTO SBARRA May 23, 2007 ASCE7 -02 Components and Cladding Output o Component Description Surface [Zone z(ft) lq(psf) I GCp I GCpi ExtPres(psf)1 Net w/ +GCpi (psf) Net w/ -GCpi (psf) SLINDING DOOR 1 2 4 21.7 50.1 -1.01 0.18 -50.6 -59.6 -41.6 5 21.7 50.1 0.91 45.6 36.6 54.6 21.7 50.1 -1.22 -61.1 -70.1 -52.1 SLINDING DOOR 2 2 4 21.7 50.1 0.93 0.18 46.6 37.6 55.6 21.7 50.1 -1.03 -51.6 -60.6 -42.6 5 21.7 50.1 0.93 46.6 37.6 55.6 21.7 50.1 -1.27 -63.6 -72.6 -54.6 06,4'0 •••••• SLINDING DOOR 3 3 4 21.7 50.1 0.93 0.18 46.6 37.6 • •• • 21.7 50.1 -1.03 -51.6 -60.6 •••••• 5 21.7 50.1 0.93 46.6 37.6 •••••• 55.6• 21.7 50.1 -1.27 -63.6 -72.6 • ••••• • ire. • Wind Loads on Structures 2002 - [1.15] Copyright © 2000 SDG, Inc. 0000 •••••: • • •00• •• •• 0.41••• • • • • •••• • • • • •••• • • • • • ••• • • • • • • •• •••••• • 0 • •.••.i • 000 O. • ••••• • 0••.. • •••••• • • • 000000 • • 000000 • • Page 10 of 14 • • •• • •• ••• • • ••• • •••• • ' ALBERTO SBARRA May 23, 2007 ASCE7 -02 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 1 Surface z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) Windward Wall 15.0 46.3 0.88 0.80 0.18 32.6 23.6 41.6 18.0 48.1 33.9 24.8 42.9 Overhang Top 21.7 50.1 -0.10 0 -4.4 21.7 50.1 -0.62 -27.3 Overhang Bot 18.0 48.1 0.80 33.9 2 Side Wall 21.7 3 Leeward Wall 21.7 4 Side Wall 21.7 A Windward Roof 21.7 21.7 B Leeward Roof 21.7 C &D Roof Oto10.8* 10.8 to 21.7 * 21.7to43.3* 43.3to55.0* 0to55.0* 50.1 0.88 -0.70 0.18 -30.9 -39.9 - 21.$.. • • • •••• .••• • • 50.1 0.88 -0.50 0.18 -22.0 -3t1 ••• • - 13ed. :•; ••• .. • • • •••••• ••• • 50.1 0.88 -0.70 0.18 -30.9 -39.9 21$. • • : • • • • •••• • •.•• ••• •••••• • ••• 50.1 0.88 -0.10 0.18 -4.4 -13.4 4.6 •••• 50.1 -0.62 -27.3 -36.4 • •• • • -18.0•••• .. • • • • • . •••• •• • 50.1 0.88 -0.50 0.18 -22.0 -31.1 •-13.0••• : • •• • • ••• 50.1 0.88 -0.90 0.18 -39.7 50.1 -39.7 50.1 -0.50 -22.0 50.1 -0.30 -13.2 50.1 -0.18 -7.9 This is Toad case 1 in ASCE 7 -02 Figure 6 -9. See Figure 6 -9 for other cases. * Distance from windward edge. -48.7 -48.7 -31.1 -22.2 -17.0 -30.7 -30.7 -13.0 -4.2 1.1 Wind Loads on Structures 2002 - [1.15] Copyright © 2000 SDG, Inc. Page 11 of 14 • • ••• • ••• ••• • • ••• • ••• • ' ALBERTO SBARRA May 23, 2007 ASCE7 -02 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 Surface z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) Side Wall 21.7 50.1 0.88 -0.70 0.18 -30.9 -39.9 -21.8 2 Windward Wall 15.0 18.0 Overhang Top 21.7 21.7 Overhang Bot 18.0 3 Side Wall 21.7 4 Leeward Wall 21.7 C Windward Roof 21.7 21.7 D Leeward Roof 21.7 A&B Roof 46.3 48.1 50.1 50.1 48.1 0.80 -0.10 0 -0.62 0.80 32.6 33.9 -4.4 -27.3 33.9 23.6 24.8 50.1 0.88 -0.70 0.18 -30.9 -39.9 50.1 0.88 -0.50 0.18 -22.0 -31.1 50.1 0.88 -0.10 0.18 -4.4 -13.4 50.1 -0.62 -27.3 -36.4 50.1 0.88 -0.50 0.18 -22.0 -31.1 0 to 10.8 * 50.1 0.88 -0.90 0.18 -39.7 10.8 to 21.7 * 50.1 -39.7 21.7 to 43.3 * 50.1 -0.50 -22.0 43.3 to 55.0 * 50.1 -0.30 -13.2 0 to 55.0 * 50.1 -0.18 -7.9 This is Toad case 1 in ASCE 7 -02 Figure 6 -9. See Figure 6 -9 for other cases. * Distance from windward edge. -48.7 -48.7 -31.1 -22.2 -17.0 41.6 42.9 •••• • • •••• • •••• • 21.$ • •. • •• • ••• •••••• • • • •••••• ••• -1311•••••• • ••••• ••• •••• • •••• ••• •••••• • o •• • • • • 4.6 •••• ••• •• • • 000000 -18.3 .••• • • • • •••• • 13.0••• -30.7 -30.7 -13.0 -4.2 1.1 • • Wind Loads on Structures 2002 - [1.15] Copyright © 2000 SDG, Inc. Page 12 of 14 ALBERTO SBARRA May 23, 2007 ASCE7 -02 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 Surface z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) Leeward Wall 21.7 50.1 0.88 -0.50 0.18 -22.0 -31.1 -13.0 2 Side Wall 21.7 3 Windward Wall 15.0 18.0 Overhang Top 21.7 21.7 Overhang Bot 18.0 50.1 -0.70 -30.9 46.3 0.88 0.80 0.18 32.6 48.1 33.9 50.1 -0.10 0 -4.4 50.1 -0.62 -27.3 48.1 0.80 33.9 -39.9 23.6 24.8 4 Side Wall 21.7 50.1 0.88 -0.70 0.18 -30.9 -39.9 B Windward Roof 21.7 50.1 0.88 -0.10 0.18 -4.4 -13.4 21.7 50.1 -0.62 -27.3 -36.4 A Leeward Roof 21.7 C&D Roof 50.1 0.88 -0.50 0.18 -22.0 -31.1 -21.8 41.6 42.9 •••• • • •••Il • • •••• • • • • •• • • • • • ..•••• •• • ... • • • * * * * ** ••• • ••••• -21••••; ALBERTO SBARRA May 23, 2007 ASCE7 -02 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 4 # 'Surface I z (ft) 14 (psf) I G I Cp I GCpi I Ext Pres (psf)I Net w/ +GCpi (psf)I Net w/ -GCpi (psf) 1 Side Wall 21.7 50.1 0.88 -0.70 0.18 -30.9 -39.9 2 Leeward Wall 21.7 50.1 -0.50 -22.0 -31.1 -21.8 -13.0 3 Side Wall 21.7 50.1 0.88 -0.70 0.18 -30.9 -39.9 -21.8 4 Windward Wall 15.0 18.0 Overhang Top 21.7 21.7 Overhang Bot 18.0 46.3 0.88 0.80 0.18 32.6 48.1 33.9 50.1 -0.10 0 -4.4 50.1 -0.62 -27.3 48.1 0.80 33.9 23.6 24.8 D Windward Roof 21.7 50.1 0.88 -0.10 0.18 -4.4 -13.4 21.7 50.1 -0.62 -27.3 -36.4 C Leeward Roof 21.7 50.1 0.88 -0.50 0.18 -22.0 -31.1 A&B Roof Oto10.8* 10.8 to 21.7 * 21.7to43.3* 43.3 to 55.0 * 0 to 55.0* 50.1 0.88 -0.90 0.18 -39.7 50.1 -39.7 50.1 -0.50 -22.0 50.1 -0.30 -13.2 50.1 -0.18 -7.9 This is Toad case 1 in ASCE 7 -02 Figure 6 -9. See Figure 6 -9 for other cases. * Distance from windward edge. -48.7 -48.7 -31.1 -22.2 -17.0 • • 4223••• • • • • ••••• •• • • • • • • 000000 • • •••• •.•••• • • •••• • •••• •••• *• • • 4.6 •••• • • •••• -18.3 • • • • .••• • • •••• • ••' . • - 13.0••. - 30.7 - 30.7 -13.0 -4.2 1.1 • ••• • ••• • ••• • ••• ••■ • • •• • .• • •. • • •• ••• • • • • ••• • ••• • Wind Loads on Structures 2002 - [1.15] Copyright © 2000 SDG, Inc. Page 14 of 14 Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305 - 226 -3638 Project : Alberto Sbarra Date : 5/1612007 ROOF MEMBER: S'- 0" LONG STANDARD END JACK FOR GIRDER AT T FROM TIE BEAM WIND LOAD AS PER ASCE 7/02 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 54.00 H = MEAN ROOF ELEVATION (FT) = 18.00 Average V= WIND VELOCITY (MPH) = 146 1= IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY = C TRIBUTARY WIDTH (FT) = 2.00 DISC P OVERHG TRIBUTARY LENGTH (FT) = 7.00 + 2 = 9.00 TRIBUTARY AREA L X W (SF) = 18.00 TRIBUTARY AREA L X .3L (SF) = 24.30 FINAL TRIB. AREA (SF) = 24.30 ROOF GEOMETRY: H (FT) = 3_17 L (FT) = 1. .00 ROOF SLOPE (GR)= 14.80 Kz= EXPOSURE COEFFICIENTS = 0.85 2 V = VELOCITY PRESSURE = 0.00256 x Kz x 1 x V = 48.02 PSF GC!) COEFFICIENTS ZONE 1 = 0.90 ZONE 2 = -1.70 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE : ZONE 1 : P 1 = -51.86 PSF ZONE 2 : P 2 = -9028 PSF a = ZONE 2 EXTENSION (FT) = 6.4 SMALLER BETWEEN : a=0.1013=• 5.4 AND a =0.4 H = 7.2 5.4 BUT NOT LESS THAN : 4% OF B= 2.16 OR 3 3 • • • • • •• • •••••• • •••••• •••• • • •••• •••••• • • •• • • • •••••• • • • • • • • • • • •• • FINAL PRESSURE= -90.28 PSF •••• • • •••• •••• • • • •• • • • • •••••• • •••• • •••• • •••• • • •••• ••• • • • •• e9, •••••• • • • •••••• • • •••••0 ••••• • • ••••• •••••• • •••••• • • 000000 • • Jose R. Figueroa, R.A. 3611 SW 143 Ave _ Miami, Florida 33175 Phone: 305 - 2264638 Project : Alberto Sbarra Date : 5116/2007 ROOF MEMBER: NOTE : Right supp. ; At end closest to overhang / Left supp. ; Opposite end LOAD DATA DLroof = 20 PSF max DLsup = 20 PSF LLroof = 30 PSF WLroof = -90.28 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 7.00 FT OVERHANG @ RIGHT END = 2 FT SPACING = 2.00 FT LOAD COMBINATION DLroof+DLsuo+LL W - 140 PLF R1 @ GIRDER END = 450.00 POUNDS R2 @ TIE BM END = 810.00 POUNDS LOAD COMBINATION DLroof+WL W = - 160.56 PLF R1 @ GIRDER END = - 516.08 POUNDS R2 @ TIE BM END = - 928.94 POUNDS DLroof = 10 PSF min • • • • • •• • ..•... • 000000 •••• • • •••• •...•. • • •• •• • • • • • • • • • • •• • •.• • •••• • • • • •• • • • • 000000 • •... • ••.• • •••• ▪ •••• ••• • •• 0.0.0• • • • 00.0.0 • • ••..•0 • •0••. • • •..•• ••0.0. • • .•000• • • •••.•• • • Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305 -226 -3638 Project : Alberto Sbarra Date : 5/16/2007 ROOF MEMBER: 131- 0° LONG STANDARD CORNER JACK FOR GIRDER AT T FROM TIE BEAM WIND LOAD AS PER ASCE 7/02 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 54.00 H = MEAN ROOF ELEVATION (FT) = 18.00 Average V= WIND VELOCITY (MPH) = 146 I = IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY = C TRIBUTARY WIDTH (FT) = 3.50 DIS T SU OVERHG TRIBUTARY LENGTH (FT) = 1 0 00 + 3 = 13.00 sees • • •••• • • • • •••• TRIBUTARY AREA L X W (SF) = 45.50 • • • • TRIBUTARY AREA L X .3L (SF) = 50.70 • • • sees.. • • • •••••• 1 • FINAL TRIB. AREA (SF) = 4.50 . sees • 1 • •••• •••• • ROOF GEOMETRY : •••• •• • •••••• • H(FT)= 3.17 L(FT)= 12.00 • • •sees• sees ROOF SLOPE (GR)= 14.80 • • • ▪ • •' • • • .. Kz= EXPOSURE COEFFICIENTS = 2 V = VELOCITY PRESSURE = 0.00256 x Kz x 1 x V = 48.02 PSF Cp COEFFICIENT : -1.65 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE : P 1 = -79.09 PSF a = ZONE 2 EXTENSION (FT) _ G = 0.9 5.4 SMALLER BETWEEN : a =0.10 B= 5.4 AND a =0.4H= 7.2 5.4 BUT NOT LESS THAN : 4% OF B= 2.16 OR 3 3 •••••• • • • •••••• • • ••••• • • ••••• •••••• • • • ...... • • ...... • • Jose R. Figueroa, R.A. 3611 SW 143 Ave . Miami, Florida 33175 Phone: 305 -226 -3638 Project : Alberto Sbarra Date : 511612007 ROOF MEMBER: NOTE : Right supp. ; At end closest to overhang / Left supp. ; Opposite end LOAD DATA DLroof = 20 PSF max DLsup = 20 PSF LLroof = 30 PSF WLroof = -79.09 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 10.00 FT OVERHANG © RIGHT END = 3 FT SPACING = 3.50 FT LOAD COMBINATION DLroof+DLsuv +LL W = 245 PLF R1 @ GIRDER END = 1114.75 POUNDS R2 © TIE BM END = 2070.25 POUNDS LOAD COMBINATION DLroof+WL W = - 241.82 PLF R1 @ GIRDER END = - 1100.26 POUNDS R2 @ TIE BM END = - 2043.34 POUNDS DLroof = 10 PSF min • • • • • •• • • ••••.• • 000000 •••• • • •••• •.•••• • • •• • .• • • �••• • • • • • • • .• • • ••• • • •••• •••• • • • •• • • • • •.•.•• • •••• • •••• • •••• • • •••• ••• • • • •• •.•••S • • • 000000 • • •••••• • • •.••. • • •.••• •••••• • • • 000000 • • •..••• • • Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305- 226 -3638 Project : Alberto Sbarra Date : 5/16/2007 ROOF MEMBER: 58'- 0" TRUSS WIND LOAD AS PER ASCE 7/02 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 54.00 H = MEAN ROOF ELEVATION (FT) = 18.00 Average V= WIND VELOCITY (MPH) = 146 I = IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY C TRIBUTARY WIDTH (FT) = 2.00 DIS OVERHG TRIBUTARY LENGTH (FT) = 58.00 + 0 = 58.00 TRIBUTARY AREA L X W (SF) TRIBUTARY AREA L X .3L (SF) 116.00 1009.20 FINAL TRIB. AREA (SF) = 1009.20 ROOF GEOMETRY : H(FT)_ 3.17_ L(FT)= 1200 ROOF SLOPE (GR)= 14.80 Kz= EXPOSURE COEFFICIENT 0.88 Kd = 1 2 V = VELOCITY PRESSURE = 0.00256 x Kz x Kd x 1 x V = 48.02 PSF GCp COEFFICIENTS ZONE 1 = -0.80 ZONE 2 = -1.20 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE : ZONE 1 : P 1 = -47.06 PSF ZONE 2 : P 2 = -66.27 PSF a = ZONE 2 EXTENSION (FT) = 5.4 • • • • • • • •••••• • 000000 •••• • • •••• •••••• • • •• •• 000000 • • • ••••• • • • •••• • • • • ••• • •• • • • ••. • • • •••• • • • •• • • • • •••••• • •••• • •••• • FINAL PRESSURE= -50.64 PSF SMALLER BETWEEN : a =0.10 B= 5.4 AND a=0.4H= 7.2 5.4 BUT NOT LESS THAN : 4% OF B= 2.16 OR 3 3 -•••.• • • • 000000 •••••• • -•••• • • ••-•• •••••• .• • •••••• • • 000000 • • Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33176 Phone: 305 - 226-3638 Project : Alberto Sbarra Date : 511612007 ROOF MEMBER: 68`-O" GIRDER NOTE : Right supp. ; At end closest to overhang / Left supp. ; Opposite end GOAD DATA DLroof max = 20 PSF DLsup = 20 S LLroof = 30 PSF WLroof = -58.59 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 58.00 FT OVERHANG @ RIGHT END = 0 FT SPACING = 4.50 FT LOAD COMBINATION OLroof +DLsuo+LL W = 315 PLF R1 @ GIRDER END = 9,135.00 POUNDS R2 @ TIE BM END = 9,135.00 POUNDS LOAD CO" JBINATION DLroof+WL W = - 218.634 PLF R1 @ GIRDER END = - 6,340.37 POUNDS R2 @ TIE BM END = - 6,340.37 POUNDS DLroof min = 10 PSF • • • • •• • .566.6 • •..•.• •••• • • 5.55 •.••.• • • •• •• ..•.•• • • • • • • • • • • •• • ••• • • •..• •••• • . • •• • • • • 000000 • •••• • •••• • •••• • • •••• ••• • • • •• ••••• • . • 5555•• • • 5.55•• • 5555• • • ..5•• 5.•555 • • • .•5.5• • • 555••5 • • Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305 - 226 -3638 Project : Alberto Sbarra Date : 5/1612007 ROOF MEMBER: 58 °- 0" TRUSS WIND LOAD AS PER ASCE 7/02 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 54.00 H = MEAN ROOF ELEVATION (FT) = 18.00 Average V= WIND VELOCITY (MPH) = 146 I = IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY = C TRIBUTARY WIDTH (FT) = 2.00 DIST /SUP OVERHG TRIBUTARY LENGTH (FT) = 58.00 + 0 = 58.00 TRIBUTARY AREA L X W (SF) = 116.00 • • • • • • • TRIBUTARY AREA L X .31 (SF) = 1009.20 •••••• •••••• FINAL TRIG. AREA (SF) = 1009.20 ,•••• • ROOF GEOMETRY : "• • •• •• •••••• H (FT) = 3.17 L (FT) = 12.00 • • • • • • ROOF SLOPE (GR)= 14.80 • • •' • Kz= EXPOSURE COEFFICIENT: 0.88 Kd = 1 2 V = VELOCITY PRESSURE = 0.00256 x Kz x Kd x I x V = 48.02 PSF GCp COEFFICIENTS ZONE 1 = -0.80 ZONE 2 = -120 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE : ZONE 1 : P 1 = -47.06 PSF ZONE 2 : P 2 = -66.27 PSF a = ZONE 2 EXTENSION (FT) = 5.4 FINAL PRESSURE= -50.64 PSF SMALLER BETWEEN : a=0.10 B= 5.4 AND a 04H= 7.2 = 5.4 BUT NOT LESS THAN : 4% OF B= 2.16 OR 3 3 •••• • • •••• ••• • • • • .• • • • • • •••• • •••• • •••• • • ••• • • • • •••••• • • • • • •••••1 • • ••••• • • .•••• •••••• • • • •••••• • • •••••• • • ,Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305 -226 -3638 Project : Alberto Sbarra Date : 5/16/2007 ROOF MEMBER: 58'- 0° TRUSS NOTE : Right supp. ; At end dosest to overhang / Left supp. ; Opposite end LOAD DATA DLroof = 20 PSF max DLroof = 10 PSF min DLsup = 2 0 PSF LLroof = PSF WLroof = -50.64 PSF BEAM GE METRY DIST. BETWEEN SUPPORTS= 58.00 FT OVERHANG @ RIGHT END = 0 FT SPACING = 2.00 FT LOAD COMBINATION DLroof+DLsup+LL W = 140 PLF R1 @ LEFT END = 4060.00 POUNDS R2 @ RIGHT END = 4060.00 POUNDS LOAD COMBINATION DLroof+WL W = -81.27 PLF R1 @ LEFT END = - 2356.95 POUNDS R2 © RIGHT END = -2356.95 POUNDS • • • • • •• • •0•••• • •••• • • •••• 000000 • • •• •• 0.000• • • • • • • • • • • •• • •••• • • •••• •••• • • • •• • • • • •1•••• • •••• • •••• • •••• • • •••• ••• • •• •1•••• • is 0 •1•••• • • •••1•• • • ••••• • • 00000 ••1••• • • • •••••• • • 0.001• • • „lose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305-2264638 Project : Alberto Sbarra Date : 5/16/2007 ROOF MEMBER: 47'- 6° TRUSS WIND LOAD AS PER ASCE 7/02 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET e = BUILDING MINIMUM WIDTH (FT) = 54.00 H = MEAN ROOF ELEVATION (FT) = 18.00 Average V= WIND VELOCITY (MPH) = 146 I = IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY = C TRIBUTARY WIDTH (FT) = 2.00 DIS OVERHG TRIBUTARY LENGTH (FT) = 47.50 + 0 = 47.50 • • TRIBUTARY AREA L X W (SF) = 95.00 • • • • TRIBUTARY AREA L X .3L (SF) = 676.88 •••••• •••••• FINAL TRIG. AREA (SF) = 676.88 ••••• • •••• ROOF GEOMETRY : ••••• • • • •• •• H(FT)= 3.17 L(FT)= 12.00 • • • • • • • • ROOF SLOPE (GR)= 14.80 • • • Kz= EXPOSURE COEFFICIENT: 0.88 Kd = 1 �.� 2 V = VELOCITY PRESSURE = 0.00256 x Kz x Kd x 1 x V = 48.02 PSF GCp COEFFICIENTS ZONE 1 = -0.80 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE : ZONE 1 : P 1 = -47.06 PSF ZONE 2 : P 2 = -66.27 PSF a = ZONE 2 EXTENSION (FT) = 5.4 ZONE 2 = -1.20 FINAL PRESSURE= -51.43 PSF SMALLER BETWEEN : a=O.10 B= 5.4 AND a=0.4 H = 7.2 5.4 BUT NOT LESS THAN : 4% OF B= 2.16 OR 3 3 ' •.•. • •••• •.•. •• • • • • • •• • •••••• • • • •••••• • • ...... •...• • • • •••• • ..•••• •••• • • • • •••• ..•.•• • • • • •••• ..•••. ••• • • • Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305 - 226 -3638 Project : Alberto Sbarra Date : 5116/2007 ROOF MEMBER: 4T'- 6" TRUSS NOTE : Right supp. ; At end dosest to overhang / Left supp. ; Opposite end LOAD DATA DLroof = 20 PSF max DLsup = 20 PSF LLroof = PSF WLroof = -51.43 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 47.50 FT OVERHANG @ RIGHT END = 0 FT SPACING = 2.00 FT LOAD COMBINATION DLroof+DLsup +LL W = 140 PLF R1 @ LEFT END = 3325.00 POUNDS R2 @ RIGHT END = 3325.00 POUNDS LOAD COMBINATION DLroof+WL W = -82.86 PLF R1 @ LEFT END = - 1967.81 POUNDS R2 @ RIGHT END = - 1967.81 POUNDS DLroof = 10 PSF min • • • • • •• • •...•• • ••...• •••• • • •••• 000000 • • •• •• ••...• • • • • • • • • • • •• • •••• • • •••• •••• • • • •• • • • • ••.••• • •••• • •••• • •••• • • •••• ••• • •••••• • • • •••••• • • •••••• ••••• • • ••••• •••... • • • ••.•.• • • •••.•• • • • Jose R. Figueroa, R.A. 3611 SW 143 Ave . Miami, Florida 33175 Phone: 305-226-3638 Project : Alberto Sbarra Date : 511612007 ROOF MEMBER: 34'- 2" TRUSS WIND LOAD AS PER ASCE 7/02 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 54.00 H = MEAN ROOF ELEVATION (FT) = 18.00 Average V= WIND VELOCITY (MPH) = 146 I = IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY C TRIBUTARY WIDTH (FT) = 2.00 DISTISUP OVERHG TRIBUTARY LENGTH (FT) = 32.17 + 2 = 34.17 TRIBUTARY AREA L X W (SF) TRIBUTARY AREAL X .31 (SF) 68.34 350.28 FINAL TRIB. AREA (SF) = 350.28 ROOF GEOMETRY : H (FT) = 3.17 L (FT) = 12.00 ROOF SLOPE (GR)= 14.80 Kz= EXPOSURE COEFFICIENT 0.88 Kd = 2 V= VELOCITY PRESSURE = 0.00256 xKzxKdxIxV= GCp COEFFICIENTS ZONE 1 = -0.80 CPI COEFFICIENTS = +I- 0.1a DESIGN PRESSURE : ZONE 1 : j P 1 = -47.06 PSF ZONE 2 : �) P 2 = -66.27 PSF a = ZONE 2 EXTENSION (FT) _ SMALLE11 BETWEEN : BUT NOT LESS THAN 5.4 1 48.02 PSF ZONE 2 = -1.20 • • • • • •• • .••.•. • •....• •••• •..... • • •...• •.•• • • • ..•• • •••• ••. • • • • •••• .••• • • • .• • • • • ••..•. • • • • •..••. • • • ••...• •..••• • • .• .. •....• • • • .... .••... • • • • • 000000 • • • • • • • •• • FINAL PRESSURE= -53.13 PSF a =0.10 B= 5.4 AND a -0.4H= 7.2 5.4 4% OF B= 2.16 OR 3 3 ...• ..• • •. .. .....• • • 3ose R. Figueroa, R.A. 3611 SW 143 Ave - Miami, Florida 33175 Phone: 305-226-3638 Project : Alberto Sbarra Date : 511612007 ROOF MEMBER: 3411- 2" TRUSS NOTE : Right supp. ; At end closest to overhang / Left supp. ; Opposite end LOAD DATA DLroof = 20 PSF max DLsup = 20 PSF LLroof = 30 PSF WLroof = -53.13 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 32.17 FT OVERHANG © RIGHT END = 2 FT SPACING = 2.00 FT LOAD COMBINATION DLroof+DLsup+LL W = 140 PLF R1 © LEFT END = 224320 POUNDS R2 @ RIGHT END = 2540.60 POUNDS LOAD COMBINATION DLroof+WL W = -86.26 PLF R1 @ LEFT END = - 1382.17 POUNDS R2 © RIGHT END = - 1565.42 POUNDS DLroof = 10 PSF min • • • • • •• • ••• • • • •••• •.• • • • • .. • •••••• • • • •.•••• • • • • • ..••• • • •.•• • • • ...... • ••••• .••• • • • •••• • •••• • • •• •• •.•.•• • • • •.•• •••••• • • • • •••• • • • • ••.••• •..• ••• • • • • •.•••• • •• dose R. Figueroa, R.A. 3611 SW 143 Ave - Miami, Florida 33175 Phone: 305- 226 -3638 ROOF MEMBER: 26'- 6" GIRDER Project : Alberto Sbarra Date : 5/16/2007 WIND LOAD AS PER ASCE 7102 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 55.00 H = MEAN ROOF ELEVATION (FT) = 18.00 Average V= WIND VELOCITY (MPH) = 146 I = IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY = C DIST /SUP OVERHG TRIBUTARY LENGTH (FT) = 26.50 + 0 = 26.50 TRIBUTARY WIDTH (FT) = 1.0 +3.5 = 4.50 FINAL TRIB. AREA (SF) = 119.25 ROOF GEOMETRY : H (FT) = 6.17 L (FT) = 12.00 ROOF SLOPE (GR)= 27.21 Kz= EXPOSURE COEFFICIENT 0.88 Kd = 1 2 V = VELOCITY PRESSURE = 0.00256 x Kz x Kd x I x V = 48.02 PSF GCp COEFFICIENT= -1.09 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE : P = -60.99 PSF ••. • • • • • ▪ •••• • • • • •••••• • •••• • • •••• • • •• •• •• • • • • ••. • • •• • • • •••• • • •••• • • • • •• • ••• • • • •••••• • • • • • •••••• • • • • Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 - Phone: 305-226-3638 Project : Alberto Sbarra Date : 5116/2007 - ROOF MEMBER: 26'4" GIRDER NOTE : Right supp. ; At end closest to overhang / Left supp. ; Opposite end LOAD DATA DLroof max = 20 PSF DLsup = 20 PSF LLroof = 30 PSF WLroof = -60.99 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 26.50 FT OVERHANG @ RIGHT END = 0 FT SPACING = 4.50 FT LOAD COMBINATION DLroof+DLsuo +LL W = 315 PLF R1 @ GIRDER END = 4,173.75 POUNDS R2 © TIE BM END = 4,173.75 POUNDS LOAD COMBINATION DLroof+WL W = - 229.438 PLF R1 @ GIRDER END = - 3,040.06 POUNDS R2 @ TIE BM END = - 3,040.06 POUNDS DLroof min = 10 PSF •••• • • • •••• • • ▪ • .... •• • • • • •• • • • ••.• • • • ...•• •••• ▪ • • • •••• • •••• • • • 000000 • • • • • • •• •• ••..•. • • • • • • ▪ •••• • ▪ • ••• • •• • • • • • • • •••••. • • • Jose R. Figueroa, RA 3611 SW 143 Ave Miami, Florida 33175 Phone: 305 -226 -3638 Project : Alberto Sbarra Date : 511612007 ROOF MEMBER 26'- 6" TRUSS WIND LOAD AS PER ASCE 7/02 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 54.00 H = MEAN ROOF ELEVATION (FT) = 18.00 Average V= WIND VELOCITY (MPH) = 146 I = IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY C TRIBUTARY WIDTH (FT) = 2.00 DISTISUP OVERHG TRIBUTARY LENGTH (FT) = 26.50 + 0 = 26.50 TRIBUTARY AREA L X W (SF) TRIBUTARY AREA L X .3L (SF) 53.00 210.68 FINAL TRIB. AREA (SF) = 210.68 ROOF GEOMETRY : H(FT)= 3.17 L(FT)= 12.00 ROOF SLOPE (GR)= 14.80 Kz= EXPOSURE COEFFICIENT: 0.88 Kd = ��— 2 V = VELOCITY PRESSURE = 0.00256 x Kz x Kd x I x V= GCp COEFFICIENTS ZONE 1 = -0.84 CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE : ZONE 1 : P 1 = -48.98 PSF ZONE 2 : P 2 = -75.39 PSF a = ZONE 2 EXTENSION (FT ) = 5.4 1 48.02 PSF ZONE 2 = -1.39 FINAL PRESSURE= -59.74 SMALLER BETWEEN : a =0.10 B= 5.4 AND a =0.4 H = 7.2 = 5.4 BUT NOT LESS THAN : 4% OF B= 2.16 OR 3 = 3 •••• • • • • •••• • • •••• • • • •• • • •••••• •••• • • •. • • • • •• •• •••••• • • • •••• • • • • • •••• , • ••• • • •. PSF • • .. • • • • •••• • •••• • • .• .••••• • •••••• • • ••••• • • • • • ••••.• • • •••••• • • Jose R. Figueroa, R.A. 3611 SW 143 Ave - Miami, Florida 33175 Phone: 305 -226 -3638 Project : Alberto Sbarra Date : 5/16/2007 ROOF MEMBER: 26'- 6" TRUSS NOTE : Right supp. ; At end closest to overhang / Left supp. ; Opposite end LOAD DATA DLroof = 20 PSF max DLsup = 20 PSF LLroof = 30 PSF WLroof = -59.74 PSF BEAM GEOMETRY DIST. BETWEEN SUPPORTS= 26.50 FT OVERHANG © RIGHT END = 0 FT SPACING = 2.00 FT LOAD COMBINATION DLroof+DLsuu+LL W = 140 PLF R1 © LEFT END = 1855.00 POUNDS R2 @ RIGHT END = 1855.00 POUNDS LOAD COMBINATION DLroof+WL W = -99.49 PLF R1 © LEFT END = - 1318.24 POUNDS R2 © RIGHT END = - 131824 POUNDS DLroof = 10 PSF min • • • • • •• • •••• • • •••• 000000 • • •• •• •••••• • • • • 1111 • • • • 1111 ••• • ••. • • • • •••• ••• • • • • •. • • • • ••1111 • • • • •1111• • • • 000000 • • • 1111.• •••• • •••• • • • • • •• • •1111 • • • •1•••• • • •1111• • • 0-50 _ Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305- 226 -3638 Project : Alberto Sbarra Date : 5/23/2007 ROOF WIND LOAD ROOF UPLIFT UP TO 10 SF WIND LOAD AS PER ASCE 7/02 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 54.00 H = MEAN ROOF ELEVATION (FT) = 18.00 Average V= WIND VELOCITY (MPH) = 146 I = IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY = C TRIB. AREA (SF) = 10.00 ROOF GEOMETRY : H (FT) = 3.17 L (FT) = 12.00 ROOF SLOPE (GR)= 14.80 Kz= EXPOSURE COEFFICIENTS 0.88 • • •••• • • • 2 •••• • ..•• '. • • V = VELOCITY PRESSURE = 0.00256 x Kz x 1 x V = 48.02 PSF •••••• • • • ..... • • • • GCp COEFFICIENTS ZONE 1 = -0.90 ZONE 2 = -2.10 ZONE 3 = -2.10 ••..•� r`�••• • • • CPI COEFFICIENTS = +/- 0.18 ••'••• •••• •" "e• • • • DESIGN PRESSURE : ROOF UPLIFT : • • • • • • •"' •• • • •••• • • • ZONE 1 : P 1 = -51.86 PSF ZONE 1 : P 1 = - 46.86. 0P4F • •' • •• ZONE 2 : P 2 = - 109.49 PSF ZONE 2 : P 2 = - 104.49 PSF ZONE 3 : P 2 = - 109.49 PSF ZONE 3 : P 2 = - 104.49 PSF a = ZONE 2 EXTENSION (FT) = 5.4 SMALLER BETWEEN : a=0.10 B= 5.4 AND a =0.4 H = 7.2 5.4 BUT NOT LESS THAN : 4% OF B= 2.16 OR 3 3 - Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305-226-3638 Project : Alberto Sbarra Date : 5/23 /2007 ROOF WIND LOAD ROOF UPLIFT MORE THAN 500 SF WIND LOAD AS PER ASCE 7102 FOR MEAN ROOF ELEVATION LESS THAN 60 FEET B = BUILDING MINIMUM WIDTH (FT) = 54.00 H = MEAN ROOF ELEVATION (FT) = 18.00 Average V= WIND VELOCITY (MPH) = 146 I = IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY TRIB. AREA (SF) = ROOF GEOMETRY: H(FT)= 3.17 L(FT)= 12.00 ROOF SLOPE (GR)= 14.80 Kz= EXPOSURE COEFFICIENT 0.88 V = VELOCITY PRESSURE = 0.00256 x Kz x 1 x V= GCp COEFFICIENTS ZONE 1= -0.80 ZONE 2 = CPI COEFFICIENTS = + / - 0.18 DESIGN PRESSURE : ZONE 1 : P 1 = -47.06 PSF ZONE 2 : P 2 = -75.87 PSF ZONE 3 : P 2 = -75.87 PSF a = ZONE 2 EXTENSION (FT) = 5.4 C 10.00 2 SMALLER BETWEEN : a=0.10 B= a =0.4H= BUT NOT LESS THAN : 4% OF B= 5.4 7.2 5.4 2.16 3 3 48.02 PSF -1.40 ZONE 3= ROOF UPLIFT : ZONE 1 : P 1 = ZONE2: P2= ZONE3: P2= AND OR • • • • • .. • 1111.. • 000000 - 1.40.••••• 1111.. • • •• •• 1111.1 • • • • -42.06 •PSP 1 -70.87 PSF -70.87 PSF • • •••• •111 • • • •• • • • • 1111.. •.... • • • •••• 1 •• •.•••1 • • 000000 • •••• • 1••• • • •••• ••• • •• • •• 1.111• • • ••..•• • • ASDIP v 4.0 Page _Or Date: 28-May-2007 Time: 1:43 PM Project AL [g ERTO SBARRA Descrip: WALL 'EMU REINFORCEMENT DESIGN: Engineer: JOSE R. FIGUEROA Reinforcing Bar Size (#) = 6 Design Code : IBC '03 Bar Spacing (Note 3) Cln) = 48 GEOMETRY: Bars at Center or Edge? (CM) = 0 Nominal Wall Thickness (in) = 8.0 Bars Effective Depth d (in) = 3.75 Supported Only at Base ? (Y/N) = N Reinforcement Ratio rho = 0.0020 Total Wall Height (ft) = 11.0 GRE4 7 7, REINFORCEMENT RA170 IS OK! Lateral Support Height (ft) = 11.0 AXIAL CAPACITY CHECK: Solid Grouted ? (YIN) = N Wall Self-weight (psf) = 49 Equivalent Thickness (M) = 4.6 Axial Load at Max. Mom. (pit) = 2300 Wall Face Thickness (j) = 1.2 Allowable Axial Load (plf) = 4140 GREAT I, GEO.ETRY IS OK GREAT!. AXIAL CAPACITY IS OK! MATERIALS: BENDING CAPACITY CHECK: Masonry Strength fm (ksi) = 1.5 Wall Parapet Steel Yield Strength fy (ksi) = 60.0 Max. Moment (lb-ft/ft) = 2065 0 APPLIED SERVICE LOADS: Moment Capacity (ib-ftlft) = 2249 1749 Vert. Roof Dead Load (pip = 1015 GREAT!, STRENGTH IS OK! • Vert. Roof Live Load (pff) = 1015 SERVICEABILITY CHE4K: • ' • , • 6 • I Wind Load on Wall (psf) = 58.6 W411. • araPet • , Wind Load on Parapet (pep = 0.0 Maximum Deflection (in) = 0.49 • : C1,000 Seismic Acceleration Sds = 0.00 Allowable Deflection (in) = 0.94• • Op00 :, Importance Factor Ip = 1.00 GREAT!, DEFLECTION IS trat 7 . NOTES: 1.- Type: Medium-weight concrete block (115 pct). 2.- Available wall thickness: 6, 8, 10, 12, 14 and 16 in. 3.- Bar spacing to be multiple of 8 in. 4.- Special inspection during construction must be provided. Template • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •••• References: • • • • "Design of Reinfolkwit nasonry, • • • • • • • Tall Slender Walls" • • by Amrhein and Lee "Seismic Design of Masonry Using the 1997 UBC" by Ekwueme and Uzarski User. Project ALBERTO SBARRA Descrip: WALL DESIGN Engineer. JOSE R. FIGUEROA Page it Date: 05/28/2007 www.esdipscft.com GEOMETRY Simply Supported Wall Nominal Wall Thickness Total Wall Height Lateral Support Height Wall Face Thickness 8.0 in 11.0 tt 11.0 ft OK 1.2 in Use Bars # 6 @ 48 In. at Center ... OK PROPERTIES Not a Solid Grouted Wall Equivalent Thickness 4.6 in Effective Depth d 3.75 in Reinf. Steel Area As 0.11 in'/ft Reinforcement Ratio Rho 0.0020 OK Elasticity Modulus Em 1350000 psi Modular Ratio n = Es/Em 21.5 Modulus of Rupture fr 96.8 psi Gross Moment of Inertia I gr 358.3 in4ift Cracking Moment M cr 758 lb-ttfit Load Eccentricity e 7.31 in MATERIALS Masonry Strength fm 1.5 ksi Steel Yield Strength fy 60.0 ksi APPLIED SERVICE LOADS Vert Roof Dead Load 1015 Vert. Roof Live Load 1015 Seismic Acceleration Sds 0.00 Importance Factor Ip Wall Height H 11.0 Wind Load 58.6 Seismic Eh 0.0 Eh/1.4 or Wind 58.6 Selfweight 49.0 Roof Load Po 2030 Seffweight Pw 270 P =Po +Pw 2300. .0 P allowable 4140• • • .4;40 P h i - F a c t o r 0.9 • • •: r0.9 1.00 Parapet 0.0 0.0 0.0 0.0 49.0 0 0 LOAD CO1'd13flilAATIONS Comb 1 1.2D +1.6Lr+0.8W Roof Vert. Load Pfu Pu @ Max. Moment Lateral Load wu ... Steel Area Ase Compression a Neutral Axis c Cracking inertia I cr Capacity Mn Wall 2842 3165 48.9 0.16 0.64 0.75 33.6 2792 Parapet 0 0 0.0 0.11 0.43 0.51 26.7 1944 RESULTS Comb 2 Comb 3 1.2D+0.5Lr +1.6W Wall Parapet 1726 0 2049 0 93.8 0.0 0.14 0.11 0.57 0.43 0.67 0.51 31.3 26.7 2499 1944 1.2D +Ev +Eh Design Code IBC '03 Wall Parapet Maximum Deflection 0.496 0.000 in Allowable Deflection 0.924 0.000 in Deflection Ratio 0.54 0.00 OK Maximum Moment Mu 2065 0 lb-ft/ft Moment Capacity Phi Mn 2249 1749 lb-ft/ft Moment Ratio 0.92 0.00 OK Controlling Combination # 2 1 Wall 1218 1541 0.0 0.14 0.53 0.63 30.2 2364 Report Parapet 0 0 0.0 0.11 0.43 0.51 26.7 1944 •• • Cp139. 0.9D+(Eb .1.6W) Walt • • 'Parapet • 914 • 0 1156: .•p .. 93.8 do 0.13 0.11 0.51 0.60 29.4 2260 0.43 0.51 26.7 1944 pft pft ft psf psf Psf psf pif PL. . pit.. . • pif :OK • • . • • • pre.p • t : inafft• • in in in4ift lb-ft/ft 11.Oft • • • • • • WALL DESIGN Roof Dead Load = 1015 pif Roof Live Load = 1015 pif Wind Load on Wall = 59 psf Wind Load on Parapet = 0 psf Seismic Acceleration Sds = 0.00 8" CMU w/ # 6 @ 48" fm = 1.5 ksi fy= 60.0ksi .. ... .. • • • .. .. • • • • • • • • • • • • • ... • • • • • • .. • • • • • • • • • • ... • • •. • ... • • • • ... • • • • • • • • • • • • • ... • • • • • • • • • • • • • • .. .. • • • .. .. 800 • • • 000 • • •••••• • : • 1.0 es • :, , ••••:• 1.1 - - - - -Z-.-Z ASDJP v 4.0 Date: 30-May-2007 Time: 9:52AM Project: AL zERTO SBARRA Desciip: WALL DESIGN - REINFORCEMENT DESIGN: Engineer: JOSE R. FIGUEROA Reinforcing Bar Size (#) = 6 Design Code : IBC '03 Bar Spacing (Note 3) (in) = 48 Bars at Center or Edge? (CIE) = C GEOME i RY: Nominal Wall Thickness (in) = 8.0 Bars Effective Depth d (in) = 3.75 Supported Only at Base ? (Y/N) = N Reinforcement Ratio rho = 0.0020 Total Wall Height (ft) = 9.2 GREAT !, REINFORCOAENT RATIO IS OK! Lateral Support Height (ft) = 9.2 AXIAL CAPACITY CHECK: Solid Grouted ? (aN) = Di Wall Self-weight (1)23t) = 49 Equivalent Thickness (in) = 4.6 Mal Load at Max. Mom. (pit) = 3906 Wall Face Thickness (in) = 12 Allowable Axial Load (plf) = 4140 GREAT!, GEOMETRY IS OK GREAT !, AXIAL CAPACITY IS OK ! MATERIALS: BENDING CAPACITY CHECK: Masonry Strength fm (ksi) = 1.5 Wall Parapet Steel Yield Strength fy (ksi) = 60.0 Max. Moment (ib-ft/ft) = 2370 -0 APPLIED SERVICE LOADS: Moment Capacity (Ib-ftIft) = 2721 1749 Vert. Roof Dead Load (plf) = 2795 GREAT!, STRENGTH IS OK! , Vert. Roof Live Load (plf) = 884 SERVICEABILITY CHEOli; • : Wag.. VaiXtPe1 4 Wind Load on Wall (psi) = 60.1 Wind Load on Parapet (psf) = 0.0 Maximum Deflection (m) = 0.4» • 4000 Seismic Acceleration Sds = 0.00 Allowable Deflection (in) = 0-7V . °OA° : . Importance Factor Ip = 1.00 GREAT I, DEFLECTION IS bY I' • • NOTES: 1.- Type: Medium-weight concrete block (115 pet). 2.- Available wall thickness: 6, 8, 10, 12, 14 and 16 in. 3.- Bar spacing to be multiple of 8 in. 4.- Special inspection during construction must be provided. Template • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • References: • • •••• • • 'Design of Reinforcieftilltsonry„ • „ • • Tall Slender Walls" • • by Amrhein and Lee "Seismic Design of Masonry Using the 1997 UBC" by Ekwueme and Uzarsio User: Project ALBERTO SBARRA Descxip: WALL DESIGN Engineer. JOSE R. FIGUEROA Page# Date: 05/30/2007 A&DIP v 4.00 www. asdipsofi. co y GEOMETRY Simply Supported Wall Nominal Wall Thickness Total Wall Height Lateral Support Height Wall Face Thickness 8.0 in 9.2 ft 9.2 ft OK 1.2 in Use Bars # 6 @ 32 in. at Center ... OK PROPERTIES Not a Solid Grouted Wall Equivalent Thickness 4.9 in Effective Depth d 3.75 in Reinf. Steel Area As 0.16 inz/ft Reinforcement Ratio Rho 0.0028 OK Elasticity Modulus Em 1350000 psi Modular Ratio n = Es/Em 21.5 Modulus of Rupture fr 96.8 psi Gross Moment of Inertia I gr 366.8 in4/tt Cracking Moment M cr 776 lb-ft/ft Load Eccentricity e 7.31 in MATERIALS Masonry Strength fm Steel Yield Strength fy 1.5 ksi 60.0 ksi APPLIED SERVICE LOADS Vert. Roof Dead Load 2795 pif Vert. Roof Live Load 884 plf Seismic Acceleration Sds 0.00 Importance Factor Ip 1.00 Wall Parapet Height H 9.2 0.0 ft Wind Load 60.1 0.0 psf Seismic Eh 0.0 0.0 psf Eh/1.4 or Wind 60.1 0.0 psf Seifweight 55.0 55.0 psf Roof Load Po 3679 0 pif Seifweight Pau 254 0 pif P = Po +Pau 3933 0 •1311 ". P allowable 4410 • .. 4410 :11)K Phi-Factor 0.9 Q9 • • • • • • • LOAD COMBINATIONS Comb 1 1.2D +1.6Lr+0.8W Wall Parapet Roof Vert. Load Pfu 4768 0 Pu @ Max. Moment 5074 Lateral Load wu ... 48.1 Steel Area Ase 0.25 Compression a 0.98 Neutral Axis c 1.15 Cracking Inertia I cr 42.3 Capacity Mn 4069 0 0.0 0.16 0.65 0.76 33.8 2827 RESULTS Comb 2 Comb 3 1.2D +0.5Lr +1.6W Wall Parapet 3796 0 4101 0 96.2 0.0 0.23 0.16 0.92 0.65 1.08 0.76 40.8 33.8 3842 2827 • • Cofitt4 12D+Ev +Eh 0.9D +(tf i*'1 6W) Wall Parapet Wall • fsarapet • 2516' • 0 ptf.. 2744. . 0 • pij..' 96.2'..' d.0 •pat 021 0.16 ineif0: 0.83 0.65 in 0.97 0.76 in 38.7 33.8 in4/ft 3516 2827 lb-filft • ..•• • •••• Design Code IBC '03 Wall Parapet Maximum Deflection 0.349 0.000 in Allowable Deflection 0.777 0.000 in Deflection Ratio 0.45 0.00 OK Maximum Moment Mu 2343 0 lb-ft/ft Moment Capacity Phi Mn 3457 2544 lb-ft/ft Moment Ratio 0.68 0.00 OK Controlling Combination # 2 1 3354 0 3659 0 0.0 0.0 0.23 0.16 0.89 0.65 1.04 0.76 40.1 33.8 3737 2827 Report 9.2ft WALL DESIGN Roof Dead Load = 2655 pif Roof Live Load = 914 pif Wind Load on Wall = 60 psf Wind Load on Parapet = 0 psf Seismic Acceleration Sds = 0.00 8 "CMUw / #6 @48" fm= 1.5ksi fy= 60.0ksi • • • •• ••• •• • • • •• • • . . • ••• • • • • • • • • • • . ... •• • .... • • .• • • • •• • • • • • •• • • • • ••• • ••.. • • • • • • • • • • • • • • • • • • •. .• • • • •. .• ••• • • • .... • Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305 - 2253638 Project : Alberto Sbarra Date : 5/16/2007 MASONRY JAMB Lat.LL= 58.6 PSF Opening Width = 3.25 FT Solid Wall Reinforcing Bar = 4 FT Tributary Width = 3.79 FT fm= 2500 PSI THICK'S= 8 IN h(FT)=. 11 = 132 IN r = 2.69 IN ACTUAL THICK'S= 7.625 IN S = 95.4 IN3 Weight = 65 PSF 1 h/r= 49.07 < 99 TRUE Fa= 548.22 PSI Fb= 0.33xfm= 825 PSI Fv= 25 PSI Mmax= 1,442 P -LF = 17,300 P -IN/FT • •••• • • •• • ▪ • •••• • • • • Wall SIVV at H/2= 358 P/FT Roof Gray. Load = 2030 P/FT • • • • • •••• • • • .... Tie-Bm SNV= 96 P/FT • • • • •••• Total Axial Load at H/2 = 2,484 P/FT • • • •• fb= + 155.41 PSI < 825 GOOD • • • • • •••• • • • • • • • • fib= - 116.61 PSI > -25 REINF. IS REVD. • • • • • • • • • • • Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305 - 2253538 Project : Alberto Sbarra Date : 5/16/2007 FINAL STEEL CALCULATION TRY WITM NUMBER 6 b= 27.96 IN d = 3.81 IN A= 0.44 IN2 _ems n= Es / 900 x fm = 12.9 n *ro= nA 1 bd= 0.0532 K= ( 2n * ro + n * ro2)1/2 - (n * ro) = 0.2774 J= 1- (K13)= 0.9075 2/JK= 7.9449 fm= 591.80 PSI < Fm= 825 PSI OK fa /Fa +fm /Fm= 0.08 + 0.72 = 0.80 OK USE 1 # 6 EACH SIDE. : • • • . • • .••. •••• • •••• • • • • • •• • • • • •••• • • • • • • •••• • • • •••• • • • •• •• •••• • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305 - 2263638 ZONE 4 WALL (FIRST FLOOR) Project : Alberto Sbarra Date : 5/16/2007 Lat.LL= 60.1 PSF fm= 1500 PSI THICK'S= 8 IN h(FT)= 9.25 = 111 IN r = 2.69 IN ACTUAL THICK'S= 7.625 IN S = 95.4 IN3 Weight= 65 PSF h/r= 41.26 < 99 TRUE Fa= 342.42 PSI Fb= 0.33xfm= 495 PSI Fv= 25 PSI Mmax= 643 P -LF = 7,713 P -IN/FT •••• • 1 • Wall S/W at H/2= 301 P/FT Roof Gray. Load = 4949 PIFT • • "' • • •• • ••. . • • • •• • Tie-Bm SAW 96 P/FT • •••• • • • • • Total Axial Load at H/2 = 5,346 P /FT •••• • • • .... ••••• • • • fb= + 102.40 PSI < 495 GOOD •• •• •••• - • • • • • 1 fib= -18.88 PSI < -25 NO REINF. IS REQ'D • • • •••• • • • •••• • • • • • •• • ••• • • As= 0.07 • • PRELIMINARY REINFORCING SIZE AREA SPACING AREA/FT IN2 IN 1N2 -6 0.44 48 0.11 _ Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305-226-3638 Project : Alberto Sbarra Date : 5/16/2007 FINAL STEEL CALCULATION (FIRST FLOOR) TRY WITH NUMBER 6 AT 48 A= 0.44 1N2 b= 48 IN n= 21.5 n *ro= nA / bd= 0.0517 K= ( 2n* ro + n* ro2)1/2 - (n * ro) = 0.2741 J= 1- (K/3)= 0.9086 2/JK= 8.0316 fm= 266.74 PSI c Fm= 495 PSI OK fa / Fa + fm / Fm = 0.29 + 0.54 = 0.83 USE # 6 @ 48" O. C. MAX. OK •••• • • • •�• • • • • •• • •••• . • • • • • • • • • •••• • • • • • • •••• • • • • •• •• •••• • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • Date: 03 7 Sheet s of Project - 79te -e-zk g '.i /e By: t1'4a° R Ftr, -i�4 Chk d.! %. :Y.: tit tf • ••••: ;• : • . • : • : • • ••..:• •••• • • R F. • • •s•:• • •••• • • •. • . • • •: •.: ••:•••S • • •• • •• • • • • ••••• • • • • &OD •• • • •••••• • • Date: 6- 260 Sheet 6 of Project i1 /.1 SIC?-4/Gf By: 705e l ae gf Chk • .:. •.r•••: • •!r.•• •.a• ••a• • ...1.: :. • • f • •' :• •• • . . • •••• •: . .•••• •: :• • : ;• :. ••••• » :• : •: •• ,_:- ...__- +.- .._...r , : - -... -- - - -; 'r t3® �03 Date: Project By: Chtc Lc Z9 O. ;:: :.. . ...... .. • • :..... • • :...... • � ........�__ -_ • -. . :.1.... .. •... •• - :- ....: ... ......... : .: . d" Jose R. Figueroa, R.A. 3811 SW 143 Ave Miami, Florida 33175 Phone: 306-226-3638 Project : Alberto Sbarra Date : 5/23/2007 CONCRETE BEAMS BEAM MATERIALS RESULTS GEOMETRY $UPP. REACT. Pu SUPP.REACT. Serv. LOADS h in Shear Reinf. Mu p-if Vu # fc psi fy psi b in h In cover in d in SPAN ft DL pif LL plf DL +LL pif S/W Of qu pif B1 3,500 60,000 8 16 1.5 14.00 11.00 759 294 0 129 1,743 BEAM RESULTS SHEAR $UPP. REACT. Pu SUPP.REACT. Serv. b in h in Shear Reinf. Mu p-if Vu # phi Vo # phiVc>Vu Require shear reint phiVc/2 >Vu Minimum reinf.is req'd. Vs # Bar size Av(21egs) sl S design in d/2 in S final in B1 9,586 11,264 Yes No No Yes -1,679 3 0.22 -94 7 7 BEAM RESULTS FLEXURE $UPP. REACT. Pu SUPP.REACT. Serv. b in h in Shear Reinf. Mu p-if Ru pal .85fc/fy (1- 2Ru/.8Sfc) ro As design si Amin si As final si Number of bars #5 #6 #7 B1 26,361 224.15 0.050 0.849 0.00389 0.44 0.37 0.44 1.4 1.0 0.7 BEAM RESULTS $UPP. REACT. Pu SUPP.REACT. Serv. b in h in Shear Reinf. Flexure Reinf. Right end kip Left end kip Right end kip Left end kip B1 •• ••• • • • • • •• 8 16 : • #3 i * • C'4 •: :9.59 • • •• ••• •• • • • •• • • • • • • • • • • • • ••• • • ••• • • • • • • • • ••• • • • • • • • •• • • • •• • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 9.59 6.50 6.50 Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33176 Phone: 306- 226 -3638 Project : Alberto Sbarra Date : 5/23/2007 CONCRETE BEAMS BEAM MATERIALS RESULTS GEOMETRY FLEXURE SUPP. REACT. Pu SUPP.REACT. 8erv. LOADS b in h in Shear Reinf. Vu # fc Psi fy _psi b in h cover in In d in SPAN ft DL pif LL pif DL +LL Of SNV pif qu Of B2 3,500 60,000 12 24 1.5 22.00 21.00 1,765 480 0 290 3,693 BEAM RESULTS SHEAR FLEXURE SUPP. REACT. Pu SUPP.REACT. 8erv. b in h in Shear Reinf. Vu # phi Vc # phiVc>Vu Require phiVc/2 >Vu Minimum shear reint reintis req'd. Vs # Bar size Av(21egs) 81 S design in d/2 in 8 final in B2 38,777 26,551 No Yes No Yes 12,225 3 0.22 20 11 10 BEAM RESULTS FLEXURE SUPP. REACT. Pu SUPP.REACT. 8erv. b in h in Shear Reinf. Mu p-If Ru pal .85fc/fy (1- 2Ru/.85fc) ro As design si Arnin si As final sl Number of bars #6 #7 #8 B2 203,577 467.35 0.050 0.686 0.00852 2.25 0.87 2.25 5,1 3.7 2,8 BEAM RESULTS SUPP. REACT. Pu SUPP.REACT. 8erv. b in h in Shear Reinf. Flexure Reinf. Right end kip Left end kip Right end kip Left end kip B2 12 24 : #3 @ ••• p • • • TBB. • p.78 38.78 26.62 26.82 • •• • • • • ••• • •• ••• •• • • • •• • • • ••• • • • • • • 0 • • • • • • • ••• • • • • • • • • •• • • • • • • •• • • • ••• • • • •• • • • • • • • • • • • • • • • ••• • • • • • •• •• • • • • • • • • • • • • • • • • • •• •• Q Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33175 Phone: 305-226-3638 Project : Alberto Sbarra Date : 6/23/2007 CONCRETE BEAMS BEAM MATERIALS RESULTS GEOMETRY SHEAR SUPP. REACT. Pu SUPP.REACT. Serv. LOADS b In h in Shear Reinf. Mu p-if fc psi fy psi b in h cover In In d in SPAN ft DL pif LL pif DL +LL pif SMI pif qu pif B3 3,500 60,000 8 14 1.5 12.00 9.25 1,090 180 0 113 1,990 BEAM RESULTS SHEAR SUPP. REACT. Pu SUPP.REACT. Serv. b In h in Shear Reinf. Mu p-if Vu # phi Vc # phiVc>Vu Require sheer reinf. phiVc/2 >Vu Minimum relnf.is req'd. Vs # Bar size Av(2legs) si S design in d/2 In S final in B3 9,203 9,655 Yes No No Yes -452 3 0.22 -298 6 BEAM RESULTS FLEXURE SUPP. REACT. Pu SUPP.REACT. Serv. b In h in Shear Reinf. Mu p-if Ru psi .85fo/fy (1- 2Ru/.85fc) ro As design si Amin si As final si Number of bars #5 #6 #7 B3 21,282 246.33 0.050 0.834 0.00429 0.41 0.32 0.41 1.3 0.9 0.7 BEAM RESULTS SUPP. REACT. Pu SUPP.REACT. Serv. b In h in Shear Reinf. Flexure Reinf. Right end kip Left end kip Right end kip Left end kip B3 8 14 ; • ;3166 : • Q116 te,B:: • 920 9.20 6.40 6.40 • •. . . • • •.• • •• ••• •• • • • •• • • • •.• • • • • • • • • • • • • • • ..• • • • • • • • • •. • • • • • • •• • • • ••• • • • •• • ••• • • • • • • • • • •• • ••• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • 4100 • • 6 Jose R. Figueroa, R.A. 3811 SW 143 Ave Mlaml, Florida 33176 Phone: 305-228-3838 Protect : Alberto Sbarra Date : 8/23/2007 CONCRETE BEAMS SEAM MATERIALS RESULTS GEOMETRY SHEAR SUPP. REACT. Pu SUPP.REACT. Serv. LOADS b in h in Shear Reinf. Mu p-If fc psi fy psi b in h cover In in d in SPAN ft DL pif LL pif DL +LL pif SNV plf qu pif 84 3,500 60,000 8 48 1.5 46.00 10.25 1,663 705 0 387 4,068 SEAM RESULTS SHEAR SUPP. REACT. Pu SUPP.REACT. Serv. b in h in Shear Reinf. Mu p-If Vu # phi Vc # phiVc>Vu Require shear reint phiVc/2 >Vu Minimum reinf.is read. Vs # Bar size Av(2legs) si S design in d/2 in S final in B4 20,849 37,011 Yes No No Yes - 16,162 3 0.22 -32 23 SEAM RESULTS FLEXURE SUPP. REACT. Pu SUPP.REACT. Serv. b in h in Shear Reinf. Mu p-If Ru psi .85fc/fy (1- 2Ru /.85fc) ro As design si Amin si As final si Number of bars #5 #6 #7 B4 53,425 42.08 0.050 0.972 0.00071 0.26 1.21 1.21 3.9 2.8 2.0 SEAM RESULTS SUPP. REACT. Pu SUPP.REACT. Serv. b in h in Shear Reinf. Flexure Reinf. Right end kip Left end kip Right end kip Left end kip B4 8 48 • 6#63 o�•1�E : ',�#3 t&B: : 20'85 20.85 14.12 14.12 • •• • • • • • • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • ••• • • • • • • • • • •• • • • • • •• • • • ••• • • • •• • ••• • • • • ••• • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • •• • • • •• •• • • ••• • • 12 Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33176 Phone: 306. 226 -3638 Project : Alberto Sbarra Date : 6/23/2007 CONCRETE BEAMS BEAM MATERIALS RESULTS GEOMETRY SUPP, REACT. Pu SUPP.REACT. Serv. LOADS b In h in Shear Reinf. Vu # fc Psi fy psi b in h cover in in d In SPAN ft DL pif LL pif DL +LL pif S/W pif qu pif 135 3,500 60,000 8 16 1.5 14.00 9.00 0 0 405 129 869 BEAM RESULTS SHEAR SUPP, REACT. Pu SUPP.REACT. Serv. b In h in Shear Reinf. Vu # phi Vc # phlVc>Vu Require phiVc/2 >Vu Minimum shear reinf. relnf.is reg'd. Vs # Bar size Av(21egs) si S design _ in d/2 In 8 final in 135 3,910 11,264 Yes No Yes No -7,354 3 0.22 -21 7 BEAM RESULTS SUPP, REACT. Pu SUPP.REACT. Serv. b In h in Shear Reinf. Flexure Reinf. _ u p -if Ru psi .85fc/fy (1- 2Ru /.85fc) ro As design si Amin 81 As final Si Number of bars #5 #6 #7 135 8,798 74.81 0.050 0.950 0.00126 0.14 0.37 0.37 1.2 0.8 0.6 BEAM RESULTS SUPP, REACT. Pu SUPP.REACT. Serv. b In h in Shear Reinf. Flexure Reinf. Right end kip Left end kip Right end kip Left end kip B5 •• ••• • • • • • •• 8 16 • #3 @V '.2#5 VAC ; :3.91 • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • ••• • • • • • • • • •• ••• • • • • • • • • • • • • • • • •• • • • • • •• • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• •• • • • • ••• • • 3.91 2.40 2.40 7 Jose R. Figueroa, R.A. 3611 SW 143 Ave Miami, Florida 33176 Phone: 305-226-3638 Project : Alberto Sbarra Date : 6/23/2007 CONCRETE BEAMS BEAM MATERIALS RESULTS GEOMETRY SHEAR SUPP. REACT. Pu SUPP.REACT. Serv. LOADS b in h In Shear Reinf. Mu p-If fc Psi fy psi b in h cover in in d in SPAN ft DL pif LL pif DL +LL pif S/W pif qu pif B6 3,500 60,000 8 35 1.5 33.00 14.00 0 0 405 282 1,083 BEAM RESULTS SHEAR SUPP. REACT. Pu SUPP.REACT. Serv. b in h In Shear Reinf. Mu p-If Vu # phi Vc # phiVc>Vu Require shear rein!. phiVc/2 >Vu Minimum reinf.is req'd. Vs # Bar size Av(2legs) si S design in d/2 in S final in B6 7,583 26,651 Yes No Yes No - 18,969 3 0.22 -20 17 12 B RESULTS FLEXURE SUPP. REACT. Pu SUPP.REACT. Serv. b in h In Shear Reinf. Mu p-If Ru psl .85fc/fy (1- 2Ru /.85fc) ro As design si Amin Si As final si Number of bars #5 #6 #7 B6 26,539 40.62 0.050 0.973 0.00068 0.18 0.87 0.87 2.8 2.0 1.5 BEAM RESULTS SUPP. REACT. Pu SUPP.REACT. Serv. b in h In Shear Reinf. Flexure Reinf. Right end kip Left end kip Right end kip Left end kip •• ••• • • • • • •• • B6 8 35 • #3 @• 2 : • 1'$e. : :.58 • • • • • •• ••• •• • • • •• • • • • • •• • • • • • • • • • • • • • ••• • • • • • • • • • •• • • • • • • •• • • • ••• • • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 7.58 4.81 4.81 bVAi c) .10 -r'xj 6- . . . _ . 2..,,,,,,et--577 •_,-,f,?. ..:1.1,77:. •-: . . . . ::••••• I-:: ',:• - •:..........::•• : , :- : • :- : • • •• . •,, . •..:::• : : • : • . : T• : • : _ : . • poz2-r-A069-:: - z)::&-,t7...6-.47,- :_ : • fir..•„ :,..4, ., . . . .. . . . :.:.•••7 . . . . • 4 _____•_i.caies... • •.°1": . . . : . •••• --- -- - . AO •61 - : . i..•• : • •••••• _05 Date: , z,� Sheet ) of l,- Project I& - ' e,4< By: -_45-e �Chk :7f I14- S 1 2' • ..; • •... - .: • :. • _ • • .-S•••• OARS. .... • r. • • • •.• . :•: • • • • `e Or 4,7 = 6- ,; . • . •• • • ••••as_ • •• :.i • : •, • : •: •;•••. . • . • •:•••• •' : • •••� : •s.�•.• • - ._;__tom_ •- _._.••.•._.._T ____._:- •____..__.S 2 907 Date: Sk 36 7 Sheet of p Project 4 // h Y By: �h5e ff 1 / OfCChk POOr Foe) 7-i/917- : 3 X As?, ...4- • • •_•. , • �•s• • : •. • .• !".•,s...,•.: •••• • . . . . ••••• :.••• :11•:'41 • • : ••ia . ;e•!•*• • .• �••••• •••• •••• . •: : • • : : I: •••••• " ' '.•'?1'.7-,:-.7:. :- . ' • - • . • - : : „: e: °"".-• -'---%-7----Y6"is-.- 1 - re - • •;. • •• t : . - . ••••-- : : ••••• . . - • ' . 700011 ,' : : 1 * • * •• o : . • fc. • -. : •i•. , ' • • ' Date: 03 07 Sheet of. Project: 4:1el-4) By: -7i2re e 19-atiatChk: 7fic2e,7"7/4,1 .063-7&961 44(77ne1l. VAL ie-re-eAvx.10 re-oie) o p 77,t 74. /e 7L la.57" 651' 7-8 - WAIL la5P -x A,9 4,7,..6-#1.0)1.2t:ritiO X /._ 773-2 e't° .67'X/ rX/52) X Z — ,edo F ea / j (.2 = 2-00 a--0.,41 re_ 4 ---___- , 7r X* a , 6 7 .41 torsv ..te . (-6,.. , a 7#- •*eoe ' • is 3 ' )( 75- X ,/ )( /Za 1 ' ° e s •••• • , ,/ y , , _,, i ./ sl. ,.., •-,,f........t %-lei e•••F• 41•110•-• ' - ' •••••• , it x7r,h /, ' A 162;$ - -- -a • . •57 44.3: ---.----, :O.:. :4' r;:••• '- . . to • o( 7 /)/fg..? "/,r / .5-1 Ao P .-::,-: ." ?3.J 3 ' .... sr 0, : • • or, • r • . • • • • • • 000 4 • • ••• • r • 2t9r 5-7 ir 2,7ii . . 7 e .r° / - i'f ixieg'6.ii, 6e-6-H7e / 1 , 17 , 'frt.) /2 1.11 Project %h'.el - < � By: 7,35-€ 4i - 0(67 fie X' - Date: S/23 Sheet (0 ot Project ,4/44 SP", By: 42re 19 atle,J Chk ' . • ' : '' . ••• : : • •: : : : „ : .. : : ' 1 : : : -; ' ; : :'•'"' '" " *:: .. . . : . . . , • . . . : ... . . . . . . . . . . . . . : i. . •,e-... 0:-.).7-zot„,?. ..- : 40. ewl: w. . : : 772., . . . . . . . . . : . . . . . , . . . . . . . . . :-. -: - : - : : : -: : 7 • ' - " ; - . . . • tr7s, .4* /-)0...5Z? • 7Q 3 q4.7 43,w ;- 47,L .ferii4 47: 1;c 1,2e laze, ,4cvz,/,;10 ...J: 4; )<I1).(457,47 1/4-77,*4--7');,---4 • : .. . ■ ■ • f • •-• •••• • : : . • . . . • - : . • . - . . 2 .7 49 -7 72,4",exosp . . . • : . . & W 0 77t, -E : . : • •• • •- : : • • !- ' ' : 0.:•••:, • se!i, . • -:" . . • •e• • *I • . • • • •• • • • : • • - • -•:••■-•-• • . . . . .• : . . „ „„ , " ' :•• „ • i'• • • • • :„.„ • : • :„. • : • • . . . • . . . . : - - ' - :. --:-.:4-0- • : • ' • • ••• • ; • . .. : : :/ : : :; ; . • • • • :- . _ • : •-• •-• ID: • , • : : . ; • • :: • , , • • : e " . 1 i. ai: • ........::: • r: 'i • •: •;‘,4, ... -..„ • • • • 9 . : - • . . " :. .. At . • : .• : • : • : : ..: •••• : :. . .. • • . . , . . - _g_...:—...„. . • . . ; tr--• . ; ••• • " • • • • : • r - • : - •• • .- 7 • " : • • - • : • ■ - • • ■ • • • • • - • • • . , • • • : --si • : *.* • • • • • • • • • • : : •: ; : •••• . FaO 7 7 ' . 7 • • • • :: • •••• ••:: . '. : -: '.: : : - : 1 :.- - •.: • --: : - ...: *-- - -- -.4:0 • • : : : : : : -: ..: *I.:. 4.! • • e. • . . . . . '• • e • . • : . . . . - - " -- :: 7 : • li e • • Ili ... .:. •,....• • • ••• •-'• ' , — * • • : -: :. lie+ •••ti • • a • or -, •: , . . . . : . . : • •1, : - : • . • • • • :• • : . : :- •' . Ili • 4 •-• • " -: • -: : • : - • : : . • • : • i • ' • • • • s • : • 6-.•• • • Date: 2 Sheet (4 of: 0 Project. -Chae* By: 7,e��,e AA 'age' Chk y�-' 7.Hygry7 ri iii S°! X ` n 6° `.k ,-"7 .W. `7061170-6 1 /X el5a �. . :•• • :_ •:••• •. , -,. • : • • • •: . 76 :4" 7 447 • • 1 • • ..... '•0•• •: - • • • • - . ••■•• :r • -• lb •-• - • • • •• • • • o•I••• : : • ,• •••••• • • ••I*•• Date: Sheet of Project iliki7a , By:--45C hk owtm 36 777 • • :•; ' •- .•: :.••••• • : • • : • • . • • : ••' •.: • - • • •. •: .• ._ • • • •••.••• MINIM BUILD= CODE COMPLIANCE OFFICE (BCC03. PRODIICT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) BUAMI-DADR COUNTY, FLORIDA ADO -DADE FLAGLER BUILD]NG 1.40 FLAGLER SI E T, sill 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 Nu-Vue Industries, Inc. 1053 -1059 East 29 Stet Hialeah, Florida 33013 SCOPE: This NOA is being issued under the ailpfacidderales and the use of constniction materials. The documentation submitted has been reviewed by hliami-Dade County Product Control Division and aocepted by the Board of Rules and Appeals (BORA) to be used in Iffiami Dade County and other areas where allowed by the Authority Having Jurisdiction (MU). This NOA shat not be valid after the expiration date stated below. The Miami County Product Control Division (hr Miami Dade Cam) madior the MU (in areas alms than Miami Dade County) reserve the right to have this pry or matedal tested for If this pmchict or material fads to perform in the accepted rumor, the maanfachaer will incur the expense of such testing and the MU may immediately revoke, modify, cc mspred the use of such or material width Snideness:dm BCPRC reserves the right to revoke t�hyssq� .� �. } if it is by 'Ili Carol � this product or material fails! o moat requiremeals of applicable brilleln code. This product is approved as described barb , and has tD coniply with ihe ifigh velocity I3 Zone of the Florida Braiding Code. DESCRIPTION: Wood Connectors NVEP, NVH'TA, IAA &NVHC APPROVAL DOCUMENT: "No. NU-1, sly 1 through 2, titled "Truss Anchors and 5 -Way Clip & Truss and Tog Plate Anthem: with no reviskms, dated by Nu-Vue Inc. signed and - sealed by V. N: Tolat, PE, bearingt City Product Control Renewal stamp with the Notice of Acceptance (NOA) number and =Oration date by Product Carol Division. MISSILE IMPACT RATING: None •••• LABELING: Each unit spell bear a pennanant label with the manarfactormt name or logq, eits, state dam. • following statement "Maori Cwmty Product Control i baba tied ' bas b no' • RENEWAL of flea NOA shall be a • TEMPTATION off NOA will own the i alatemu lam a 'nor . • materials, � and/or oft cfib'sNOA�. as as a" .. product, for sue, advertising or � cam' tl NUA.taiire to amply with any section of this NOA shall be rise for and meal ofNOA • ADVERTISEMENT: The NOA by the , and . • the expiration data may fatty ofib$NOA. is l ... shall. bet is its entirety. • change in the applicable Whin code' of this • • • INSPECTION: A copy oftbis anise NOA sly be provided to the was hythemanufacturear or its distributors and shall be available for inspection at drajob sits at the revisit afibn Builtrag Off 1. This NOA. renews NOM 00. 0327.03 consims alibis page 1 as well as approval document mentioned above. The submitted documeutatimmas reviewed by CantEdo It Fent PE. NOA No: 03-0224.10 / Endraesis Dal= May 22, 2008 t/ Approval Data April 17, 2003 Pap 1 Nu-Vue Industries, Inc A 1. NOTI 01? ACCEPTANCE: EVIDENCE SUBMITTED (For Fite ONLY. Not part ofNOA) DRAWINGS Drawings prepared byNu-Vat ., third 'Muss and Top Pie Ate' and "Truss Anchors and 5-Way Clip", drawing No NU-1, fi. - : ,1 and 2, dated 05129 +with no revisions, signed and scant by V N. Tok PE B TEST Test reports on wood connectors p ASTM D1761 by Ate: Associates, hie., signed and sealed by P. G. Read, PE, Report No. Wood Connector 1. 03697.0001 NVSA44 2. 03697.0001 NVHC 3. 03697.0001 NVBH24 4. 03697.000 NVHTA 1. C 2 4• 5. D 1. 2. Direction Down . Laval & Ups Dowin & Up Lateral & Ups Date 1127/96 11/27/96 11/27/96 11/27/96 Test reports on wood cowmen= per D1761 by QCM Metallurgical, Inc. signed and sealed by F. Grate, PE. Report No. Wood Connector Direceurn Date Dam 96 6EM 1364 NVTP4 Ulm CALCULATIONS Report of Design Capacities' byV.I.T Product Model No.. of Pages 2 NVEITA NVBH NVSA NVHC NVTP 4 5 through 5 7 through 7 6 through 6 11 Date 12106/96 x/96 12/06/96 12/06/96 Signature V. PE V.14. Tolat PE. V. N. Tolat, PE . N. ToTat, PJ •..Y.�v. Toy* rEi • •• • STATEMENTS • N. Toles PE. on 12/18/96 by No Financial •••• • Tolat, PE. No change lei keeled by Nu -Vice Imo, Inc. an 03/17/03 and signed by 1$ t.' Guardado. • • • • • • • • • •• • .••• • .••• • •.•• • •••• ••• • E -1 Candido t Font PE. Sr. Product Control Examiner NOA No 03- 0224.10 BapiratitsBut= May V, Approval Data April 17, 2003 • • • • • • • • • • Deep Seat Truss Anchor. They are designed to resist lateral and uplift forces. The strap is made of 14 gauge steel and the seats of 20 gauge steel UPLIFT af�°��ta t* chart Product Coda D1lrmasloa g 1 El pd ' BEI . NVS?A 20 mi�yl�♦ 4111 • l M M�rainy 0 Maws embalmed late 4 ". 2 =here wows on edto9withoutloweringanobo arpaaity. 3) 3 Total„ d hotaaerlashop, 4) 4 Tata sulks of Autos: is of 4) 6) See/late 1 ander givyy G ffP moo ae4 WA* 7) Naha Cm* chards shall not farce the haw plate OA 1110 Mash silo ae ••• • • • • • • • • • • • • • • • w • • • • • • • • • • • • • ••• • • • • • ••• • • • • • •• • •• • • • •• • • • • • • • • • • ••• •44: • • • • •• • • • • ••• • • • • • • • • • •• •• • • •!w • • • • • • • • • •• •• • • Flyaway Grip Clip (520). 'They are designed front 18 sit to swore rafter and trusses to wall studs or top plates and wall studs to sill plates. Polit<ot Cods NV= 37 Decerlpeou Pastas Reader Joist Allowable Ueda UPlitt or or 18.106 12.10d Of of 15,0d 12..6d 0 1) Com14401 load ofUp14tt with Ll arUP 102 test tits 031,1ming equadaa; *steal VOA Actual Li orL2 Allowable Vat Allowayla L1 or 1,2' I'p 2) Per Osumi NM sw Shad 1, APP1a%70 At 0301310 WO11 1111 Sea • on COE DA • te. w. Pa3Dot ,; '(,L DMO emu= at DMA, a9A9 =MO tit nom, .7 IL u,# 12847 arblidaoftelet Nu•Vue kulusta4020, 1O5d -1059 8mt998oroet llalmb, Plodd 0 13 ----- Paw 699.0398 moss Amnon AND 5-wAY CLIP N11-1 2 of 2 29, Top Plate Anchors, They are designed to anchor top and bottom wood plates to wood studs. Product Code Weber Plate Da A H l+ar r '�➢ML 1 N 1) Mn tirnem Nail Pommies 104 ra 1.776° d:1.5W Fastener Bd 104 11111201111111' 111=11111 139'1`89: a) The opproved shall be made of go/wag steed conttemtngto AMTMA6S3 str zc teal quay Grads 33 (min. yield 33 k41 *1090 ecaordiviaM1M•4313. • • • • • • b) Allowable loads ace based onNatlonulDodge Specifirodre for woe dgtoollon:99 1 *& 1993 Emota o)Deslgnloads ass for Southern Pina mans with a spade* gorily a n ftBovjaits lelorolkspecdmor conditions Wain adjusted accordingly. . ••• •• • • • •• e)) Fasteners wire wit orbdtIa cas showed end mr doathospprovat Allowable facwiadupliDhave already increase dmattallnad i of 33%iled no �rtmacis allowed. ••• •••• • • • • ••• • • •.: • • • • •• • • • ••• • • • •• • Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are made of 20 gauge steel. Product Code 91m, Gangs Dimension H lOd ldd 10d' L2 Lbs. 10 A 22 1 wore tag conecer*4°. 3 * munbm' datum caabo seduced to I0 without bowleg audits (spud* 3 3 Toad number ofihatrat rinbothehaa. 4) 4 Total =dor *Umtata: is mat. 6) N Nat* I under b3 a adamatto achieve deign loads, Money GSA c ( short 2) ford loading. 7) Nails through chords shall aotfen the moss plat* the opposite side. APPROe 03 anwtvttw *nH Tat SOW fl3RWA BUM 3331 OA P3ODIIDT NU= 1008P1AS96 aD :1t ,p �? ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • 000 • • VIPIIU3SOLAT,PB. ' p 812847 RENCWED °e o a ifb, *Mends A>wl;s Nu -"due DWOi4 NU -1 1053.1059 Foat29Skeet Aida 33013 694-0397 Fax (3U3) 694.0398 IRMA AND TOP Pt4TE ANCHORS Imo l of 2 Date May 29, 2,000 ReeiDi= BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI DARE COUNTY, FLORIDA METRO-DADE FLAMER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 NLJ VUE Industries Inc. 1055 East 29 Street. Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their junsdictron. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including High velocity Hurricane Zone. DESCRIPTION: Wood Connectors. APPROVAL DOCUMENT: Drawing No.Nu -5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTII/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat" sheet 1, through 4 of 4, dated 04/15/04 with last revision on 09/20/04, prepared by Nu -Vue Industries Inc signed and sealed by V. N. Tolat, PE, bearing the Miami Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval date by the Miami Dade County Product Control Division. • MISSILE IMPACT RATING: None •••• • • LABELING: Each unit shall bear a permanent label with the manufacturer's name or logd,.y, State red, • • following statement "Miami Dade County Product Control Approved ", unless otherwise natedierein. • •' RENEWAL of this NOA shall be considered after a renewal application has been filed ana't ie'has been ho change in the applicable building code negatively affecting the performance of this product• .... • . TERMINATION of this NOA will occur after the expiration date or if there has been a rawieionar changpia .the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endue am? product, for sales, advertising or any other purposes shall automatically terminated* NOV FOROse to comply with any section of this NOA shall be cause for termination and removal of NOA. • . • • • • ADVERTISEMENT: The NOA number preceded by the words hiftami -Dade County, and loves by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then•# shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official This NOA consists of this page 1, evidence page & approval document mentioned above. The submitted documentation was reviewed by C PE. • • • • • • • • • • • • • NOA No: 04- 0510.03 / Expiration Date: Dom' 23, 2009 ✓ Approval Date: December 23, 2004 Page 1 • Nu -Vue Industries, Inc. A 1. NOTICE OF ACCEPTANCE: EVIDENCE PAGE DRAWINGS Drawings prepared by Nu -Vue Industries Inc, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat ", Drawing No. NU -5, sheets No. 1, through 4 of 4, dated 04/15/04 with last revision on 09 /20/04, signed and sealed by V. N. Tolat, PE. B TEST Test reports on wood connectors per ASTM D1761 by C. R. Caudel, PE. Report No. Wood Connector 1. PT # 03 -4482 NVSNP3 2 PT # 03 -4625 NVHCL/R 3 PT # 04 -4641 NVSTA-24H 4. PT # 04 -4698 NV'TH24 5 PT # 03 -4590 NVTH26/NV458 6. PT # 04 -4642 NVHTA-24H 7. PT # 03 -4543 NVTH2O/NV358 Product Testing Inc, signed and sealed by Direction Downward Up& Sideways Up& Sideways Up& Sideways Sideways Up& Sideways Up& Sideways Date 09/15/03 01/21/04 03/17/04 04/15/04 12/31/03 03/22/04 12/19/03 C CALCULATIONS Report of Design Capacities prepared by V. N. Tolat on 04/27/04, sheet 1 through 12, signed and sealed by V. N. Tolat PE. D QUALITY ASSURANCE 1. Product Control Division E STATEMENTS 1. Code compliance letter issue by V. N. Tolat on 04/27/04 signed and sealed brV.'N Tolat, PE 2. No interest letter issued by V. N. Tolat on 11/03/04 signed and sealed by V. 1r; rolat, PE.. • • • • ▪ • .. • .... • • .... .... • • • .. • • • • • • • • • • • .. • .... •... • .... . . .... ... • E -1 F. Font PE. Sr. Product Control Examiner NOA No 04- 0510.03 Expiration Date: December 23, 2009 Approval Date: December 23, 2004 TABLE 6 NVSTA —Heavy Duty Anchors with 14G NVTH Straps and 1 ply 200 seat ' Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners in Strap 10d x 1r Total No. of Fasteners in 20 GA. Seat 10d x 1X1° Allowable Loads (ibs) Uplift ° LI ° 1.2 ° 5 6 1308 ' 700 - 1049 • NVSTA-12H NYTH16 • 12 • 6 6 , 1428 ' 780 • 1144 • NVSTA-14N NY1H18 , 14 • 7 ' 6 1545 ' 823' 1239 ' NVSTA -16H NViH20 , 16 • 8 6 1884 • 887 • 1335 ' 6 . 6 1783 ' 950' i 1430 NVSTA -20H NVT1424 . 20 • NVSTA -22H NVTH28• 22 • Mill 1 i • a NVSTA-24H NV1H28. 24 • NVSTA -26H NVTH30' 28 . >ti ° NVSTA -3211 NV7H38' 32 H M ' NVSTA-44H NVTH48 ' 44 , 9' 1Y4° 1.1 / 4' Alin. Embedment. 2hl-ficat NVSTA 12H throght 44H TABLE 7 NVHTA —Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 200 seat Assembly Product Code 14G Strop Product Code Dimension H (inches) NVSTA-12H NVTH16 • 12 • NVSTA-14H �V1H18 14 , NVHTA-16H NVIH2O 16 • NVSTA-20H NVTH24 , 20 NVSTA-22H NVTH28 22 NVSTA-24H NVTH28 , 24 , NWITA -26H NVTH30 ' 26• NVSTA-32H NV1H38 32 • NVSTA-44H NVIH48 44 Total No. of Fasteners In two Straps 10d x 1J�° Total No. of Fasteners in 20 GA. Seat 10d x 1?�° Allowable Loads (Ibs) Uplift Uplift 6 8 L1 L2 e 10 6 , 1772 • 2078' 1050 , 1450 - 12 6 1994 • 2338 • 1181 • 1631' 14 6 2215 / 2598 • 1312' 1812" 16 6 2437 / 2858 1444 • 1994' 6 2658, 3117 /J 1575' 2178' Notes: 1. Nails are necessary in straps and seat to achieve, desing loads 2. See note 6, sheet 1 for combined loading. - 3. Nails through chords shall not force the truss plates. • 4. For general notes, see sheet 1. - S. For higher uplift Toads. concrete shall be 3000 psi. - 8. Based on min. 2500 psi concrete. UPLIFT • • • UPUFT i f .4.0. • • • •• ••• •• • • • •• - -' uplift to betloin chord. yi_. • Reinfmadd Conant• • • .•- •tIe basic biro. 210 / • • • • Tao 1P • • • orn • • • • • • • • •• • • • •• • ••• • • • •• TrTruss pieta required to transfer +-- uplift to bottom chard • • • •• • • •o-- Rttieeboom Alin. Concrete / Top & bottom VIPIN N. TOLAT, PE (CIVIL) FL. PEG. # 12847 16128 LANTERN CREEK LANE HOUSTON, TX 77088 • 20 GA. Seat Nu ®Vue Industries. Tno: 1088 -1059 East 89 Street libaleab. Florida 83019 GM 694 -0397 FAX: (305) 694 -0398 NVSTA & NVHTA HEAVY DUTY ANCHORS WITH SPAT DWG 6: Sheet Date: Nu -5 4 of 4 Ana. 13 2aa4 Revision: Sept. 20, 2004 •• • • • • • ••• • • • • ••• • • • • • • • ••• • • • • • • • •• •• • • • • • • ••• • • • • • • •• • UPLIFT STRAP CONNECTOR Red Head Wedge Botts or Power Fastener Wedge caRDER 11itiSS iPUFT Thiu att. fat. 3) 3's5'x4 Plates P►Na- DADECOUNV( MOLDING DEPARTMENT $c, ucru L fi um *tea Tao or T.9. Edge 111 ewes frar.. Gott of r Espeacan Saris fTB� Y an 18" ats 1e sawn S•x12' ar e'xta' !. t53 70I; 12 m ra3 w Expansion Nebo 7and Structural Notes: • Values famed per *tote 110. / Structural conform ebalg� 3611 ps1 Loa Value S based Strom t e. 2. All welding shatl be minimum 4e° with L70 elm and sbaU confOwn to latest AISC /AVYS codas. All contact areas shall he fully fillet mod. 3. All thru bolts shall be ASTM A 325. • 4. 1.atara! load 12 is bused on table &M. Ni3S -1997 with two Ys side Pty '.. A in contact the rafter multiplied r, S. Lateral load !.1 in of 5l � l f oSu t NOS -1997 .fie 1 160% '�toN valuestd to grain of ct (Po for Sam a If Uto contact area is !Misnamed to 12 sq in...4 values are based n disci s r 9 If ate a is ts► tho ! tfeatiirg area al. will be 9044 (be and ta848 tlss r � the values will be 11300 !bs for 1 % and 13500 lba for 18046 • •• ' i`3 ar.a i- • • . .... coyAprT� �• ind 160%,values • A sq. in.. of plate A. . . O. Lateral loads combined with uplift loads shall satisfy the following erotical: Actin !Hilt + o + owo i- L2 <6. 1.0 Allowable Uplift sh .ar be per CIO Ev repast – 1372•! nd' M Ali !i' 2 Ram> Minimum an €or em co onto s! ht 2000 psi. Anchor • March 1. 20 Minimum ancfi� be 6-t • • diameter is �'4. ��- rued • March 1. 2003. normal concrete �s be 2000 psi. Anchor darner is Minin+am anehor�ixstbcdmart�t Wedge be 6�'�� shall be � 3 . �d edge c�tam� per f+taA 00-0229.04 and EFL -1372 9. Uplift values shoes are reduced for belt spading to P� for Southern Pine per 10• uplift v+cfu� are also �trafled by F� for values. NOS -1887 with 1337 .and 16 shims to dose the this and 1 "A' and to obtain full bearingtob r 4" to Provide plywood prev of is i R ��3F tap Plates and prevent bending ,� 12. 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C -s 2 to 93 — 133 leo. 2S 3i2 .-140 % 2 L.eutl4 1-•LrisA. 60 Lb 4 6nt%j 120 (15 FAX is : 281-444-9184 5p. 19 2901.7 17:55Ftrq ss�t t ®ft‘ (4 12, '127 /e¢ I8493 X..94 e493 xo.,E7F- (y,Z) • t1t ' 3, 1 1333, t3eel ey• g2� i4r /3, 08&$ . t3�,.t�Q•4 teCI3CG47 +•167) 244.3 4 * 2; 14s7 -.r 19:;S (. a t2c.13 -)41.0 ! �9 3 2t`93� 09 zS�l� 4.1 (:44x'4- c6-7.) -�- 2492 2 o.9 3 t NV UcF { %3 Lf 1,5 t'ri0'~ 1,1 jet t I >atc5za 14.4 13 Ittt NvUcF. c %4LE. s be-5-4 v m ter t3 •St 21 °gam (Cap`. = 'fr.okry0 141411. •••• • t�4 • toe • • •••• • a • • • • 40E10 • Vet" of 2.120' ••••• ••i PFI. 4 : ''):Frri TcL-r -Paw NeiUO3 2 t o aw,w. ct, Fax Ems. : 2M-441-9124 F413 sEc.in 2P. 1•? 2 1.0 9 ° . ); :5, g1 ?: a , 2 21/271 <Sae_ to, 13' 1/41 Famclia Ns • 014 P..caa;,.+, V•,lae-g iFb Vt ;.so•Q•Sgl 4 Spa 4 (Ts 0-53) - 9r5 t2. 149 fg4.5333x.afr3= 4s °� : *1:45-20„. .5.426 - _ - me X74 • 2F ' bat tr1:.- ¢�39 ?e s.r-1 MAIO o IS'{ect3.33-Xo' •3 s -7* $ 433 [mac �7C tG Tad az5 NIVUCC 2.2.242.71 4"1“.4-3). iseg3'33 (° s3 ) 5567 3 4$ tS424 4 €415.• (0--3s t.c•-s3)•=. list • • -�r 5424 4 - (:r3% tG -'L` r. V.• 1s(s3) mc.13-a3 (-s°43 99e7 t �sga4- •••• •••• • • • •• • .44s4-1.3 • • • • • !$tt1J3 O .' :L 3) • .1 1S r..�. • .1 .v •• •• u" t,�� d �s • i• y ai`a Lc o *C •• • • • • •••• • IS 613-33'W:1-C3 907i - i 5 . • • • • • • • •• • • ••• • • • • •• • ALBERTO SBARRA June 26, 2007 s ASCE7 -02 Components and Cladding Output Component Description' Surface Vona Iz(ft) 1q(psf) I GCp I GCpi I FactPres(Psf)I Net w/ +GCpi (psf) I Net wt -GCpi (psf) SLINDING DOOR 1 2 4 21.7 50.1 -1.01 0.18 -50.6 -59.6 -41.6 5 21.7 50.1 0.91 45.6 36.6 54.6 21.7 50.1 -1.22 -61.1 -70.1 -52.1 SLINDING DOOR 2 2 4 21.7 50.1 0.93 0.18 46.6 37.6 55.6 21.7 50.1 -1.03 -51.6 - 60.6 -42.6 5 21.7 50.1 0.93 46.6 37.6 55.6 21.7 50.1 -1.27 -63.6 -72.6 -54.6 SLINDING DOOR 3 3 4 21.7 50.1 0.93 0.18 46.6 37.6 55.6 21.7 50.1 -1.03 -51.6 50.6 -42.6 5 21.7 50.1 0.93 46.6 37.6 55.6 21.7 50.1 -1.27 -63.6 -72.6 -54.6 GARAGE DOOR 1 4 21.7 50.1 0.81 0.18 40.6 31.6 49.6 ' 21.7 50.1 -0.91 -45.6 -54.6 -36.6 5 21.7 50.1 0.81 40.6 31.6 49.6 21.7 50.1 -1.03 -51.6 -60.6 -42.6 Wind Loads on Structures 2002 - [1.151 Copyright ® 2000 SDG, Inc. Page 6 of 1 F=wRM 600A -2004R EnergyGauge® 4.5 FLORIDA ENERGY EFFICIENCY CODE Md UILDING CONSTRUCTION Florida Department of Community Affairs tial Whole Building Performance Method A It CIEEVIE Project Nam-. •,�� ce �� 1 Builder: Address: + lfA A Permitting Office: ��. (- City, State: Permit Number:D7 - -/& )� Owner. f 1 o S Jurisdiction Number 231000 4C0-7-)242 Climate Zone: South 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi - family Single family _ a. Central Unit Cap: 56.5 kBtu/hr 3. Number of units, if multi - family 1 _ _ SEER: 14.50 4. Number of Bedrooms 3 _ b. Central Unit/Split _ Cap: 12.0 kBtu/hr 5. Is this a worst case? No _ SEER: 17.00, Unducted 6. Conditioned floor area (ft2) 2808 112 _ c. N/A _ 7. Glass type' and area: (Label regd. by 13- 104.4.5 if not default) a. U- factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a(Sngle Default) 664.0 ft2 _ a. Electric Strip Cap: 46.0 kBtu/hr b. SHGC: _ COP: 1.00 (or Clear or Tint DEFAULT) 7b. (Tint) 664.0 ft2 _ b. Electric Heat Pump /Split _ Ca .I.%6 kBtu/hr 8. Floor types • • HSPF! $.2G,•Itnducted • • • • a. Slab -On -Grade Edge Insulation R=0.0, 287.0(p) 11 c. N/A ' • .' : • • • • •' _ b. N/A • • • - • c. N/A _ • 14. Hot water systems • • • 9. Wall types a. Electric Resistance • C�agiS�I gallons a. Concrete, Int Insul, Exterior R=4.1, 2040.0 ft2 _ b. Concrete, Int Insul, Adjacent R=4.1, 242.0 ft2 _ •. •. • b. N/A • • EF: 0.92•••• , • ••• c. N/A •• .• •••• • d. N/A _ c. Conservation credits • • • • • e. N/A • • (HR -Heat recovery, Solar _' • " "• ' • - 10. Ceiling types DHP- Dedicated heat • • • • "" • II. _ Under Attic R =30.0, 2808.0 ft2 pump) • •a. • II 15. HVAC credits • • PT, _ . b. N/A _ c. N/A _ 11. Ducts a. Sup: Unc. Ret: Unc. AH: Interior Sup. R =6.0, 325.0 ft b. N/A _ (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT-Pro grammable Thermostat, MZ- C- Multizone cooling, MZ- H- Multizone heating) Glass /Floor Area: 0.24 Total as -built points: 33061 Total base points: 33169 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this buil ing, as designed, i . mp an with the Florida Energy Cod. OWNER/AGENT: DATE: Review of the 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 with Section 553.908 Florida Statutes. BUILDING OFFICIA DATE: 1 Predominant glass . •e. or actual glass type and areas, see Summer & Winter Glass output on pages 2 &4. EnergyGauge® (Version: FLRCSB v4.5) FORM 600A -2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang Type /SC Ornt Len Hgt Area X SPM X SOF = Points .18 - 2808.0 30.53 15431.0 1.Single, Tint E 2.0 9.0 68.0 65.40 0.94 4169.0 2.Single, Tint S 2.0 6.0 8.0 55.34 0.80 353.0 3.Single, Tint E 2.0 6.0 8.0 65.40 0.86 449.0 4.Single, Tint N 2.0 9.0 88.0 29.33 0.95 2461.0 5.Single, Tint N 2.0 9.0 88.0 29.33 0.95 2461.0 6.Single, Tint N 2.0 6.0 20.0 29.33 0.90 530.0 7.Sing ►e, Tint N 2.0 9.0 68.0 29.33 0.95 1901.0 8.Single, Tint W 2.0 6.0 30.0 58.39 0.86 1509.0 9.Single, Tint W 2.0 9.0 48.0 58.39 • • 0494 2629.0 10.Single, Tint E 2.0 6.0 :0.0• • •65.40 • • 0!86 562 . 11.Single, Tint W 2.0 9.0 48.0 •58.39. • • jr96 26290 12.Single, Tint S 2.0 6.0 18.0:6'55.34 " 0.$D Mt 13.Single, Tint S 2.0 6.0 8.a' 6'55.34 b.80 1324 + . 14.Single, Tint E 2.0 6.0 40. . .65.40 • • • a 86 8� 0 15.Single, Tint S 2.0 6.0 gW• • •55.34 .43,8p 'INN 16.Single, Tint E 2.0 6.0 45.0..'65.40 .. :9.86 2,5 ,p 17.Single, Tint N 2.0 6.0 35.0...29.33 0.90 3984 18.Single, Tint W 2.0 6.0 :5.0' :58.39 • • 0186 • • • • •••• • • • .764. • •••• As -Built Total: 664.E • • • • • • • 28149.0 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 242.0 1.00 242.0 1. Concrete, Int Insul, Exterior 4.1 2040.0 2.32 4722.6 Exterior 2040.0 2.70 5508.0 2. Concrete, Int Insul, Adjacent 4.1 242.0 1.19 288.0 Base Total: 2282.0 5750.0 As -Built Total: 2282.0 5010.6 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Wood 48.0 9.40 451.2 Exterior 48.0 6.40 307.2 Base Total: 48.0 307.2 As -Built Total: 48.0 451.2 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic 2806.7 2.80 7858.8 1. Under Attic 30.0 2808.0 2.77 X 1.00 7778.2 Base Total: 2806.7 7858.8 As -Built Total: 2808.0 7778.2 EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 FORM 600A -2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: BASE AS -BUILT FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab 287.0(p) -20.0 - 5740.0 1. Slab -On -Grade Edge Insulation 0.0 287.0(p -20.00 - 5740.0 Raised 0.0 0.00 0.0 Base Total: - 5740.0 As -Bullt Total: 287.0 - 5740.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 2808.0 18.79 52762.3 2808.0 18.79 52762.3 Summer Base Points: 76369.3 Summer As -Built Points: 88411.3 Total Summer X System = Cooling Total X Cap X Duct X System X Crete • . Cooling Points Multiplier Points Component Ratio Multiplier MuItiglier• • • Multipll &l' • Point ' e (System - Points) (DM x DSM x AHU) •• ` • "•`• •• • `, ••••l (sys 1: Central Unit 56500btuh ,SEER/EFF(14.5) Ducts:Unc(Sf dr!cM♦nt(AH),R6.0(II1S) ••••I 88411 0.82 (1.07 x 1.165 x 0.90) ()AS**. 0.910. .: . 1832§.2 (sys 2: Central Unit 12000btuh ,SEER/EFF(17.0) Ducts: None "" • •••• "• `� ••••I 76369.3 0.3250 24820.0 88411 0.18 (1.00 x 1.000 x 1.00) 0.12•..• 88411.3 1.00 1.103 0. 2$ • • 0.9,50'. 29514 0., 0.950, 21150.4 EnergyGaugem DCA Form 600A -2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 • • • • • • • • • •••• • • • • • • • •• • ••• • • • FORM 600A -2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type /SC Omt Len Hgt Area X WPM X WOF = Point .18 2808.0 3.60 1820.0 1.Single, Tint E 2.0 9.0 68.0 5.05 1.02 349.0 2.Single, Tint S 2.0 6.0 8.0 4.79 1.05 40.0 3.Single, Tint E 2.0 6.0 8.0 5.05 1.03 41.0 4.Single, Tint N 2.0 9.0 88.0 6.11 0.99 534.0 5.Single, Tint N 2.0 9.0 88.0 6.11 0.99 534.0 6.Single, Tint N 2.0 6.0 20.0 6.11 0.99 120.0 7.Single, Tint N 2.0 9.0 68.0 6.11 0.99 412.0 8.Single, Tint W 2.0 6.0 30.0 5.65 1.00 169.0 9.Single, Tint W 2.0 9.0 48.0 5.65• • • •1!90 270.0 10.Single,Tint E 2.0 6.0 ;0.Q,•• 5.05 •.61'.03 "V.4 11.Single, Tint W 2.0 9.0 at • 5.65•";'i.Qo 27d' 12.Single, Tint S 2.0 6.0 WA" 4.79 " 1.85 "15.6 13.Single, Tint S 2.0 6.0 30.0 • 4.79• • 1.05 • *800 14.Single, Tint E 2.0 6.0 •1i5 j0• • • 5.05: • • •1'.63 • .7.8.Q 15.Single, Tint S 2.0 6.0 j.Q,.. 4.79 ..tQ5 azuct 16.Single, Tint E 2.0 6.0 AA.. 5.05.. :.1.03 .234.0 17.Single, Tint N 2.0 6.0 •14•0• • • 6.11 60.99 9010 18.Single, Tint W 2.0 6.0 815.0 • 5.65• • • 0110 • •84!0 • • •••• • As -Bullt Total: 66$b ' "' • - 8 3728.0 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 242.0 0.50 121.0 1. Concrete, Int Insul, Exterior 4.1 2040.0 1.03 2111.4 Exterior 2040.0 0.60 1224.0 2. Concrete, Int Insul, Adjacent 4.1 242.0 0.45 107.7 Base Total: 2282.0 1345.0 As -Bullt Total: 2282.0 2219.1 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 1.Exterior Wood 48.0 2.80 134.4 Exterior 48.0 1.80 86.4 Base Total: 48.0 86.4 As -Built Total: 48.0 134.4 I CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic 2806.7 0.10 280.7 1. Under Attic 30.0 2808.0 0.10 X 1.00 280.8 Base Total: 2806.7 280.7 As -Built Total: 2808.0 280.8 EnergyGauge® DCA Form 600A -2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 FORM 600A -2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: • • • .. •. • EnergyGauge1'" DCA Form 600A -2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 •... • • •••• •....• • • ... • • • BASE AS -BUILT FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab 287.0(p) -2.1 -602.7 1. Slab -On -Grade Edge Insulation 0.0 287.0(p -2.10 -602.7 Raised 0.0 0.00 0.0 Base Total: -602.7 As -Bullt Total: 287.0 -602.7 INFILTRATION Area X BWPM = Points Area X WPM = Points 2808.0 -0.06 -168.5 2808.0 -0.06 -168.5 Winter Base Points: 2760.9 Winter As -Built Points: 5591.1 Total Winter X System = Heating Total X Cap X Duct X System X Credit •ti Heating Points Multiplier Points Component Ratio Multiplier Multi iliel: ': Multiprer' Points... (System - Points) (DM x DSM x AHU) • • • • •• • (sys 1: Electric Strip 46035 btuh ,EFF(1.0) Ducts:UncZSr,OM R),Int(AH),R6.0 . 5591.1 0.772 (1.099 x 1.137 x 0.91)1.130'0•' • 0. :50 •: • 4661.4 (sys 2: Electric Heat Pump 13600 btuh ,EFF(8.2) Du cts one • • 5591.1 0.228 (1.00 x 1.000 x 1.00) 0.416,•• 0.2R• 50U•,•, 2760.9 0.5540 1529.5 5591.1 1.00 1.106 0,167.. 0.950. 5091.2,' • • • .. •. • EnergyGauge1'" DCA Form 600A -2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 •... • • •••• •....• • • ... • • • FORM 600A -2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 3 2273.00 AS -BUILT . "". • • 6819.0 50.0 0.92 As -Bullt Total: 3 1.00 2273.00 1.00 6819.0 6819.0 PASS EnergyGaugeTm DCA Form 600A -2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 • •••• • • . • • • •••• .• • • •••• • • ••• •• • ••• • • • • • •• CODE COMPLIANCE STATUS BASE AS -BUILT . "". • • Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points +•, ..I I Water, =: Tot §l•.„ ,••:Dints Polls 24820 1530 6819 33169 21151 5091 •;;;;6819 ; . 33061. . PASS EnergyGaugeTm DCA Form 600A -2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 • •••• • • . • • • •••• .• • • •••• • • ••• •• • ••• • • • • • •• FORM 600A -2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 275 NE 102 Ave, Miami, FI, PERMIT #: 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm /sq.ft. window area; .5 cfm/sq.ft. door area. • !/ Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Shower heads 612.1 Floors 606.1.ABC.1.2.2 Penetrations /openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Ducts in unconditioned attics: R-6 min. insulation. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type iC ratetwith < 2:6074 from •• • •••• conditioned space, tested. • • • • • • Multi-story Houses ry 606.1.ABC.1.2.5 Air barrier on perimeter of floor cav' between floors. • P cavity .••••• ••• • • Exhaust fans vented to outdoors, dampers; combustion spaceApaiers comply with NFPA, • have combustion air. •••• • f� Additional Infiltration reqts 606.1.ABC.1.3 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences j• •••• • ••. • • COMPONENTS SECTION REQUIREMENTS • • ' bTIEC'C Water Heaters 612.1 Comply with efficiency requirements in Table 612.1 .ABC.3.2! § v itch or cleallx irnarlipd cir breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap r8cglired. • Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. 10/ /4 Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. EnergyGaugeml DCA Form 600A -2004R EnergyGauge®/FIaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.3 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi - family 3. Number of units, if multi - family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass typel and area: (Label regd. U- factor: (or Single or Double DEFAULT) SHGC: a. b. Mr. Alberto Sbarra, 275 NE 102 Ave, Miami, FI, New Single family 1 3 No 2808 ft2 by 13- 104.4.5 if not default) Description Area 7a(Sngle Default) 664.0 ft2 (or Clear or Tint DEFAULT) 7b. (Tint) 664.0 ft2 8. Floor types a. Slab -On -Grade Edge Insulation R4.0, 287.0(p) ft b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 2040.0 ft2 _ b. Concrete, Int Insul, Adjacent R=4.1, 242.0 ft2 _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R =30.0, 2808.0 ft2 b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Interior Sup. R =6.0, 325.0 ft b. N/A 12. Cooling systems a. Central Unit b. Central Unit/Split c. N/A 13. Heating systems _ a. Electric Strip - b. Electric Heat Pump /Split c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ- H- Multizone heating) Cap: 56.5 kBtu/hr SEER: 14.50 _ Cap: 12.0 kBtu/hr SEER 17.00, Unducted Cap: 46.0 kBtu/hr COP: 1.00 Capx•1a• kBtu/hr _ • • HSPF.: l3$2®,ZJnducter • • • - •• • •••• • • • • • • • •••• • • •••• • • •• •• • • • • • • • • • • •• • I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final pection. Otherwise, a new EPL Display Card will be completed based on installed compliant atures. Builder Signatur aS "Ala ate: Address of New Home: City/FL Zip: *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar'"designation), your home may quail fr for energy efficiency mortgage (ELM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487 -1824. 1 Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2 &4. $nergyGauge® (Version: FLRCSB v4.5) • • • C�p;Q,gallons' - • • EF: 0.92' • • •••• • •••• • •••• • • •••• ••• • • • •• • • ••-•-••• • • • • PT, - DEVELOPMENT ORDER File Number: PZ07 -0222 - 02 Property Address: 275 NE 102°1 St. Applicant: Jose Alberto Sbarra (Owner) Address: 7505 NW 113 Path Medley FL 33178 Agent: Roberto Szeyzo Address: 9443 Fountaine Bleau Blvd #203 Miami FL Whereas, the applicant Jose Alberto Sbarra (Owner) has filed an application for site plan review before the Planning and Zoning Board on the above property. The applicant sought approval as follows: Site Plan Review, Sec. 600: Site plan approval — New residence. Whereas, a public hearing was held on February 22, 2007 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) A separate driveway permit and pool permit will be required in addition to the building permits for the new residence. 2) The driveway shall not to exceed twelve (12) feet in width as shown on the site plan and shall not cross the drain field except for the septic tank as shown on the Page 1 of 2 site plan and no other driveway shall be allowed across the drain field except as approved by Miami Dade County and the village. 3) It shall be a violation of the village code and this site plan approval to drive on the grass over the drain field. 4) Applicant to provide proof of compliance with Miami Dade County landscape requirements. 5) Applicant to obtain all required county permits including septic system permit before obtaining village permits. 6) Roof and building color is to be reviewed by code enforcement and no building permit shall be issued until approval of the colors is granted by code enforcement. 7) Applicant to obtain a building permit before commencing work. 8) Applicant to meet all applicable code provisions at the time of permitting. Color - Thru tiles to be utilized. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 22nd day of February, 2007 by the Planning and Zoning Board as follows: Vice Chair Abramitis Yes Mr. Ulmer Absent Mr. Reese Yes Mr. Sastre Yes Chairman Fernandez Absent Date Vice Chairman, Planning and Zoning Board Page 2 of 2 MIAMI SHORES DEPARTMENT OF PLANNING & ZONING 10050 NE 2 "d Avenue Miami Shores FL 33037 -2304 www.miamishoresvillage.com imommul Lig JUN 1 4 2001 jUl BY:.1,1AL' Main Number: 305 -795 -2207 Fax Number: 305 - 7564972 PLANNING AND ZONING BOARD HEARING STAFF REPORT: David A. Dacquisto A1CP, Director, Planning and Zoning HEARING DATE: February 22, 2007 FILE NUMBER: PZ07- 0222 -02 REPORT DATE: February 1, 2006 ADDRESS: 275 NE 102nd St. OWNER: ER: Jose Alberto Sbarra AGENT: Roberto Szyeyzo ZONING: R -18.5 SUBJECT: Site plan review: Site plan approval — Main floor addition and second story expansion Background The site is a vacant lot and there is no record of a residence being located there. The property is described as: Miami Shores Sec 1, E1 /2 of Lot 20 & Lot 21 Block 36. The plot is 75 feet in width and 115 feet in depth. The plot is 8,625 square feet in area. The immediate area is one of predominantly single story residences. The plot was reviewed by Miami Dade County and a determination was made that the plot was created by deed prior to January 1, 1958, March of 1943, and was therefore exempt from the Miami Dade County waiver of plat requirement. The applicant proposes a new 3,354 square foot two -story residence with three (3) bedrooms and three (3) baths on the main floor and a second story play room over the garage. The proposed residence would be white stucco with a red concrete tile roof. There is no information on the version of red to be utilized on the roof. The proposed garage is effectively a single car garage. The garage has a twenty -two (22) foot door however the driveway is twelve (12) feet in width and only serves the right hand side of the garage. The left garage stall does not have driveway access and does not qualify as a parking space. There is sufficient area on the proposed driveway to provide parking for one (1) vehicle, The drain field is located in the front yard and occupies the entire front yard west of the proposed driveway. A driveway can not be located over a drain field and therefore the left half of the garage can not be utilized as a parking space. The garage space may only be used for a parking space if Miami Dade County grants approval and the village issues a building permit for a driveway to cross the drain field. A landscape plan has been provided however there is no letter certifying Miami Dade County compliance. Analvsis The new residence has obtained septic system approval from Miami Dade County. An additional approval will be required from Miami Dade County if the applicant or future property owner wants to provide driveway access over the drain field to the left half of the garage. Generally, neither standard driveways nor ribbon driveways are allowed over a drain field. The proposed site plan is consistent with the technical provisions of the Code. Recommendation Planning and Zoning staff recommends APPROVAL of the site plan with a finding that it is consistent with the technical provisions of the Code. However, the Planning and Zoning Board must make a finding that the proposed improvements are harmonious with the community, as required in Section 523 of the Code and, in that regard, may add further conditions or delete or modify staff recommended conditions, deny the application, or continue the item for future consideration. Should the board find that the applicant merits approval, staff recommends that the following conditions apply: 1) A separate driveway permit and pool permit will be required in addition to the building permits for the new residence. 2) The driveway shall not to exceed twelve (12) feet in width as shown on the site plan and shall not cross the drain field except for the septic tank as shown on the site plan and no other driveway shall be allowed across the drain field except as approved by Miami Dade County and the village. 3) It shall be a violation of the village code and this site plan approval to drive on the grass over the drain field. Page 2 of 3 PZ07- 0222 -02 4) Applicant to provide proof of compliance with Miami Dade County landscape requirements. 5) Applicant to obtain all required county permits including septic system permit before obtaining village permits. 6) Roof and building color is to be reviewed by code enforcement and no building permit shall be issued until approval of the colors is granted by code enforcement. 7) Applicant to obtain a building permit before commencing work. 8) Applicant to meet all applicable code provisions at the time of permitting. Color - Thru tiles to be utilized. Page 3 of 3 PZ07- 0222 -02 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit NO. RC -6 -07 -1242 Issue Date: Not Issued Expires: Not issued Folio Number:1132O6O134975 Owner's Name: JOSE SBARRA Owner's Phone: (305)778 -5961 Job Address: 275 102 Street NE Total Square Feet: 3300 Miami Shores Village, FL 33138- Total Job Valuation: $ 190,000.00 Contractor(s) Phone Primary Contractor Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 8/13/2007 : Yes Comments: MUST COMPLY WITH CONDITIONS OF APPROVAL; 1) A separate driveway permit and pool permit will be required in addition to the building permits for the new residence. 2) The driveway shall not to exceed twelve(12) feet in width as shown on the site plan and shall not cross the drain field except for the septic tank as shown on the site plan and no other driveway shall be allowed across the drain field except as approved by Miami Dade County and the village. 3) It shall be a violation of the village code and this site plan approval to drive on the grass over the drain field. 4) Applicant to provide proof of compliance with Miami Dade County landscape requirements. 5) Applicant to obtain all required county permits including septic system permit before obtaining village permits. 6) Roof and building color is to be reviewed by code enforcement and no building permit shall be issued until approval of the colors is granted by code enforcement. 7) Applicant to obtain a building permit before commencing work. 8) Applicant to meet all applicable code provisions at the time of permitting. Color -Thru tiles to be utilized. FRONT DRIVEWAY CAN NOT EXCEEDI2 FEET IN WIDTH AS SHOWN ON THE SITE PLAN SUBMITTED TO THE PLANNING BOARD. PROVIDE CERTIFICATION THAT THE PROPOSED LANDSCAPING MEETS MIAMI DADE LANDSCAPE CODE REQUIREMENTS PROVIDE PAINT COLOR SAMPLES AND ROOF SAMPLE TO CODE ENFORCEMENT FOR APPROVAL PLAN SHOWS MORE HARD SURFACE AREA SIDEWALKS AND PATIOS THAN WERE APPROVED BY THE PLANNING BOARD ON THE SITE PLAN ORIGINALLY SUBMITTED. SIDEWALK CAN NOT EXCEED 3 FEET IN WIDTH IN THE FRONT YARD OR SIDE YARD AND SIDEWALK AND PATIO AREA WILL REQUIRE DERM APPROVAL BEFORE A BUILDING PERMIT MAY BE CONSIDERED. 8/13/07 DERM APPROVAL GRANTED FOR SEPTIC AND DRIVEWAY LOCATION SEE ABOVE CONDITIONS STILL APPLY ct I 19 ,Q to Ill • • ••. •.�.. • • • •• •• • '• • • • • • • •••••• • • • ••••.•• • ••''' •••� rd ••. ••. • ••• • • KETC H l " :V E5.`i • •.• • • ••• • • • • • • • • • . ••.• •• ly • • • • • • • • • S • • . • . •• •• • • • , • • ••• • • • ••' 11 11 50' LocA` I ot-1 MAP LEGAL DESCRIPTION: ScAL..E t 11== 1 cxo THE EAST ONE -HALF (E ],/2) OF LOT 20 AND ALL OF LOT 21, OF BLOCK 36, OF "AN AMENDED PLAT OF MIAMI SHORES", ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 10 AT PAGE 70 OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA; BEING SITUATED IN THE VILLAGE OF MIAMI SHORES, FLORIDA. ORDER NO.12745 F.B. 467 PG. 48 SURVEYOR'S CERTIFICATION: WE HEREBY CERTIFY: WITH THE MINIMUM TECHNICAL STANDARDS FOR LAND FLORIDA, CHAPTER 472 OF THE FLORIDA STATUTES. BY: DATE: JUNE 4, 2001 SCALE: AS SHOWN THAT THIS SURVEY COMPLIES SURVEYING IN THE STATE OF A. R. TOUSSAINT & ASSOCIATES, INC. LAND SURVEYORS 620 N.E. 126 STPEET, NORTH MIAMI, FL 33161 P11: (305) 891 -7340 FAX (305) 593 -0325 ALBERT R. TOUSSAINT REGISTERED ENGINEER NO. 8939 REGISTERED LAND SURVEYOR NO. 907 STATE OF FLORIDA FLORIDA CERTIFICATE OF AUTHORIZATION L8 -273 PRES. ORDER: 13582, REVISED AND UPDATED THIS 17th DAY OF JANUARY 2007, NO CHANGES. CERTIFIED TO: MICHAEL MEYER BANK OF AMERICA RAPID TITLE SERVICES COMMONWEALTH CORP. ATTORNEY'S TITLE INSURANCE FUND SURVEYOR'S NOTES: (I) ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC VERICAL DATUM (N.G.V.D.) (2) THERE ARE NO WELLS, SEPTIC SYSTEMS OR BODIES OF WATER WITHIN 75 FEET OF THE PROPERTY LINES, EXCEPT AS SHOWN. (3) EACH ADJACENT PROPERTY HAS SEPTIC SYSTEMS WITHIN 75 FEET'OPTHESE PROPERTY LINES. (4) FEDERAL FLOOD INSURANCE DATA: COMMUNITY NO. 120652, PANEL 0093, STTFRIX "J ", INDEX MAP DATE: 7- 17- 95,REVISED PANEL DATE:3-02-94, ZONE "X" OUTSIDE 500-YR FLOOD PLAIN. Do 0 7. NEW RESIDENCE HVAC LOAD ANALYSIS for Mr. Alberto Sbarra 275_NE 102 Avenue Miami, FL • • • • •••• •• ••• • • • • •• • •••• • • • • • •• • •• ••• • • • • •• ••• •••• • • • • • • •••• • •• •• • •••• •• •• • • • •• •• •••• •• ••• • • • ••• ••• • • • • • • • •••• •• • • • • •••• • • • • •• •• • ••• • • Prepared By: 05-02 -2007 RHVAC Residential: & Light Commercial HVAC Loads Program Gemaire Distributors, inc: Miami, FL 93122 05-02- Ili Elite Software Development, Inc. New Residence 'Page 2 2007 System #1 Summary .oads Component Area Sen. Lat. Sen. Total Description Quan Loss Gain Gain Gain 1C Window Clear Glass Metal Frame 136 5,027 0 7,064 7,064 8C Glass Door Single CIr Glass Metal Frame 408 15,078 0 20,396 20,396 1 OF Door Wood Solid Core & Metal Storm 48 492 0 378 378 13N Part 8" or 12" Block + R -4.1 242 542 0 322 322 14B Wall 8" or 12" Block + R -4.1 1,260 5,643 0 3,053 3,053 16D Ceiling R -19 Insulation 2,302 3,904 0 5,491 5,491 22A Slab on Grade No Edge Insulation 287 7,439 0 0 0 Subtotals for structure: 4,683 38,125 0 36,704 36,704 Active People: 4 0 920 1,200 2,120 Inactive People: 0 0 0 0 0 Appliances: 0 0 0 1,800 1,800 Lighting: 0 0 0 Ductwork: 0 2,109 0 4,114 4,114 Infiltration: Winter CFM: 115.1, Summer CFM: 76.7 592 4,049 3,013 1,433 4,446 Ventilation: Winter CFM: 0.0, Summer CFM: 0.0 0 0 0 0 0 •fl•• Sensible Gain Total: • • 21425'1 Temperature Swing Multiplier: • • •' • 1;.pp . � • • System Load Totals: 44,283 " "3,933 4'5,251 49'1824: r••• • Check Figures .... • aeae-a • • • Supply CFM: 2,000 CFM per square foot: 1186V "'• • • Square feet of room area: 2,302 Square feet per ton: 47 (i$g; • ���, • • System Loads • • ••• . 9 Total heating required with outside air: 44,283 Btuh 44.283 MBH Total sensible gain: 45,251 Btuh 92 % Total latent gain: 3,933 Btuh 8 % Total cooling required with outside air: 49,184 Btuh 4.099 Tons (based on sensible + latent) 4.897 Tons (based on 77% sensible capacity) Notes Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. RHVAC Residential & Light :Commercial HVAC Loads Program Gemaire Distributors, Inc f Elite Software Development, Inc. New Residence Page 3 Miami, FL 33t2 05 -02 -2007 System #2 Surrimary Loads Component Area Sen. Lat. Sen. Description Quan Loss Gain Gain Total Gain 1C Window Clear Glass Metal Frame 120 4,434 0 6,452 14B Wall 8" or 12" Block + R-4.1 780 3,494 0 1,890 16D Ceiling R -19 Insulation 506 858 0 1,207 6,452 1,890 1,207 Subtotals for structure: 1,406 8,786 0 9,549 Active People: 0 0 0 0 Inactive People: 0 0 0 0 Appliances: 0 0 0 0 Lighting: 0 0 0 Ductwork: 0 588 0 987 Infiltration: Winter CFM: 84.4, Summer CFM: 16.9 120 2,970 663 316 Ventilation: Winter CFM: 0.0, Summer CFM: 0.0 0 0 0 0 9,549 0 0 0 987 979 0 Sensible Gain Total: 10,852 Temperature Swing Multiplier: X1.00 System Load Totals: 12,344 663 10,852 11,515 .... • . • • • •••• Check Figures • • • • • • .....• • • • Supply CFM: 493 CFM per square foot: 497A• • Square feet of room area: 506 Square feet per ton: 430.837. • • • ••••s• ••••• System Loads • • • •• •• •••• ••••• • Total heating required with outside air: 12,344 Btuh 12.344 MBH : • : •••• �• Total sensible gain: 10,852 Btuh 94 % • • •••••• • • Total latent gain: 663 Btuh 6 % '•.' • ••• • Total cooling required with outside air: 11,515 Btuh 0.96 Tons (based on sensible + latent): 1.174 Tons (based on 77% sensible capacity) Notes Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent Toads. Miami Shores Building Department Product Approval Schedule / Comparision Chart Zz Address: 275 NE 120 Permit N° 1242 -07 Opening ID Description of windows or Door or Mullion Product acceptance number product approval design pressure Opening design pressu . g tter r ired Mullion required Impact ( +) PSF ( -) PSF ( +) PSF ( -) PSF no yes 1 Single Hung 06- 118.02 90 106 48.36 52.52 37 "x60" no yes 2 , Single Hung 06- 118.02 90 106 48.36 52.52 74 "x60" no yes yes 3 Mullion 1 "x2 "x 1/8" 06- 1212.05 59.9 59.9 48.36 52.52 no yes 4 Single Hung 06- 118.02 90 106 48.36 63.87 37 "x60" no yes 5 Single Hung 06- 118.02 90 106 48.36 52.52 37 "x60" no • , •,,,ys �•• as yes s 6 Single Hung 06- 118.02 90 106 48.36 37 "x60" no ' ••' • 7 Garage Door 03- 0805.02 42 52 'N.C. , _63.87 '4"x 6 16'x8' no •'•;•• 8 Single Hung 06- 118.02 90 106 48.36 63.87 37 "x60" no ,,,, •• yes 9 Single Hung 06- 118.02 90 106 48.36 52.52 37 "x60" • no •••• ' • °•yes 10 Single Hung 06- 118.02 90 106 48.36 63.87 37 "x60" no • :•Vbs 11 Single Hung 06- 118.02 90 106 48.36 52.52 37 "x60" no , ,,,,, ,yes 12 Sliding door 06- 0926.06 65 65 45.91 51.13 72 "x96" no • • • • • • yes 13 Single Hung 06- 118.02 90 106 49.56 53.69 20"x50 1/8" no • •'• "' 'Ves 14 Swing Door 45.91 61 36 "x96" no • yrs 15 Single Hung 06- 118.02 90 106 48.36 63.87 37 "x60" no yes 16 Sliding door 06- 0926.06 65 65 42.09 58.92 142 "x96" no yes 17 Sliding door 06- 0926.07 65 65 42.09 50.09 142 "x96" no yes 18 Single Hung 06- 118.02 90 106 49.56 53.69 26 1/2"x60" no yes 19 Single Hung 06- 118.02 90 106 49.56 53.69 26 1/2"x60" no yes 20 Sliding door 06- 0926.06 65 65 45.91 61.01 106 "x96" no yes 21 Single Hung 06- 118.02 90 106 48.36 63.87 37 "x60" no yes 22 Single Hung 06- 118.02 90 106 48.36 52.52 37 "x60" no yes 23 Sliding door 06- 0926.06 65 65 45.91 51.13 72 "x96" no yes 24 Single Hung 06- 118.02 90 106 49.56 53.69 26 1/2"x60" no yes 25 Sliding door 06- 0926.06 65 65 45.91 61.01 72 "x96" no yes • • • • • ••••• •••• • •• • • • • •.• • • .• •• • • ... • • •• • • • • • • • • • • • • • • • • • • • ••• • • • MIAMID •'. •'. ••� • ... COUNTY :::': • anitDt 4OVNTY, FLORIDA PRODUCT CONTROL DIVISION • • ME1RO45ADE'W M33LER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 1406 FLAGLER STREET, SUITE 1603 • • . • • MIAAMI, FLORIDA 33130 -1563 • 13Q5)�971 -210f .fAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA ° r'� •• ��W�II 1 II JAI' �' coin � ¢ et • . • TRACO '� t , t ;1 71 Avenue Progress ol�l Cranberry Township, PA 16066 I AUG2 4 2 SCOPE: This NOA is being issued under the applicable rules and regulations governing the uP df iroristruction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "140(248)" Aluminum Sliding Glass Door - L.M.I. APPROVAL DOCUMENT: Drawing No.W01 -59, titled "Series 140 (248) Aluminum Sliding Glass Door", sheets 1 through 5 of 5, dated 08/30 /01 with revision "C" dated 05/22106, prepared by Al Farooq Corporation, signed and sealed by Humayoun Farooq, P.E., bearing the Miami Dade County Product Control Revision stamp with the Notice of Acceptance. number and expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 06- 0201.03 and consists of this page 1 and evide ce p E- as well-)>Itpproval document mentioned above. JQS I ,� j JI��(n� 53 The submitted documentation was revie 7e`i3:1�� �+ 1 11 143rd AVE. MIA., � THESE s..° P DRAWINGS MEET BY NOA No 06- 0926.06 SIGN CRITERIA Expiration Date: January 24, 2012 Approval Date: December 28, 2006 ,� 7 oto Page 1 TRACO • • • • •• • • • • • • • • • • • • • • • • • •• • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • NOTICE OF ACCEPTANCE: EVIDEN E SLY MIT•TED: •▪ •• • • • • ••• • • • • • • • • • • • • • , • • A. DRAWINGS 1. Manufacturer's die drawings and sections. • • • • • • • • • • • • • • • 2. Drawing No W01 -59, Sheets 1 through 5 of 5, titled :Scries;140 {24cAlu uinum Sliding Glass Door", prepared by Al- Farooq Corporation,•dathd 08/38/01 with revision A dated 05/22/06, signed and sealed by Humayoun Farooq, P.E. B. TESTS 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 20294 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Forced Entry Test, per FBC 2411.3.2.1 and TAS 202 -94 Along with marked-up drawings and installation diagram of an aluminum sliding glass door, prepared by Certified Testing Laboratories, Test Report No. CTLA -682W dated 07/25/01, signed and sealed by Ramesh C. Patel, P.E. "Submitted under NOA# 06- 0201.06" C. CALCULATIONS 1. Revised Anchor verification calculations, complying with FBC -2004, dated 05/24/06, prepared by AL- Farooq Corporation, signed and sealed by Humayoun Farooq, P.E. Complies with ASTM E1300 -98/02 "Submitted under NOA# 06- 0201.06" D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 06- 0216.06, issued to Solutia Inc. for their "Saflex BIG PVB Interlayer", approved on 05/05/06 and expiring on 05/21/11. F. STATEMENTS 1. Statements of compliance and financial interest, prepared by Al Farooq Corporation, dated 07/25/05 and signed and sealed by Humayoun Farooq, P.E. G. OTHER 1. Letter from the consultant, dated 05/31/06, stating that the product is in compliance with the Florida Building Code (FBC). 2. Notice of Acceptance No. 06- 0201.03, issued to Traco Security Windows & Doors, for Series 140 (248) Aluminum Sliding Glass Door Impact, dated 01/24/02 and expiring on 01/24/07. E -1 Jaime D. Gascon, ef, Product Control Division NOA No 06. 0926.06 Expiration Date: January 24, 2012 Approval Date: December 28, 2006 • • • •• • • • • • • • • • • ••• • • •• •• • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • ••• BUILDING CODE COMPLIANCE OPlIC'&aiCC4> • : PRODUCT CONTROL DIVISION • • • • MIAMI-DADE COUNTY, FLORIDA • • • • • • METRO -DADE FLAGLER BUILDING • • • . ; 140 WEST FLAGLER STREET, SUITE 1603 • MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buldinecodeonline.com •NOTICE OF ACCEPTANCE: I DA • ' • • TRACO Security Windows & Dopp, o • • • ••• .• • 71 Progress Avenue Cranberry Township, PA 16066 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Aluminum Tube Mullion (No Reinforcement) – L.M.I. APPROVAL DOCUMENT: Drawing No. 06 -TRA -0004, titled "Aluminum Tube Mullions ", sheets 1 through 3 of 3, dated 12/1/06, prepared by Engineering Express, signed and sealed by Frank L. Bennarddo, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptanc,e number and expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request ofthe Building Official. This NOA revises and renews NOA 0 01- 1218.01 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was revietwed by ueIPerrz P:l :— 1 -� 3209 NOA No 06- 1212.05 JOSE R. Fl UEROA ARC #580 pproval Date: Febbrrua�ry 1,007 3611 SW 143rd AVE. MIA., FL Page 1 THESE SHOP DRAWINGS MEET BY DESIGN CRITERIA • ••• . •• •. • • • • • • • . • • • • • • ••• TRACO Security Windows & Doors; bar • • • •. • • • • • • • • • • • • • •• NOTICE OF 4CpEPTIMGE: EVI IENCE SUBMITTED. •• •-• .... • •.. ••• • A. DRAWINGS • • • • • • • • . ••• . • 1. Manufacturer's die drawings and sections. 2. Drawing No 06- T14-0004, Sheets 1 thrsup•113 of 3, titled "Aluminum Tube Mullions ", dated 12/1/06, preperptbi 4niinkeritigi Express, signed and sealed by Frank L. Bennardo, F.E. • • • • B. TESTS 1. Test reports on: 1) Uniform Static Air Pressure Test, per PA 202-94 along with marked -up drawings and installation diagram of two mulled Aluminum Sliding Glass Doors, prepared by Miami Testing Laboratory, Inc., Test Report No. MTL- 16605, dated 12/07/95, signed and sealed by David Gale Ober, P.E. (Submitted under previous NOA # 99- 0104.02) 2. Test reports on: 1) Large Missile Impact Test per PA 201 -94 2) Cyclic Wind Pressure Loading per PA 203-94 along with marked -up drawings and installation diagram of two mulled Aluminum Double Hung Windows, prepared by Fenestration Testing Laboratory, Inc., Test Report No.FTL -1350, dated 12112/95, signed and sealed by Gilbert Diamond, P.E. (Submitted under previous NOA # 99- 0104.02) C. CALCULATIONS h FBC -2004 1. Anchor verification calculations and structural analysis, complying , , dated 12/6/06, prepared by Engineering Express, signed and sealed by Frank L Bennardo, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). L MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance, dated 12/6/06, prepared by Engineering Express, signed and sealed by Frank L. Bennardo, P.E. by Engineering 2. Statement letter of no financial interest, dated 12/6/06, prepared Express, signed and sealed by Frank L. Bennardo, P.E. 3. Statement letter from manufacturer stating that the product has not changed and requesting a One -Year Renewal to allow the time to perform a verification test, dated December 12, 2006, signed by John Heinlein, Traco Testing Coordinator. 4. Letter from laboratory confirming manufacturer has contracted and scheduled verification tests, issued by Farabaugh Engineering and Testing, Inc., dated 12/7/06, signed by Daniel Farabaugh, P.E., president. G. OTHER 1. Notice of Acceptance No. 01- 1218.01, issued to TRACO Security Windows & �D��a Inc. for their Aluminum Tube Mullion (No Reinforcement), approv : ' : . expiring on 01/2/07. /�i • • • • • • • • • E -1 Product C ' =miner NOA 1 06- 121105 Expiration Date: January 2, 2008 Approval Date: February 1, 2007 ALUMINUM TUBE MULLIONS LARGE MISSILE IMPACT RESISTANT j--- 2.1100 ° --1 2x4x1/8° ALUM TUBE 2x6x1 /8° ALUM TUBE TYPICAL GLAZING PRODUCT GENERAL NOTES lx2x1/8° 1. THE SYSTEM DESCRIBED HEREIN HAS BEEN DESIGNED AND TESTED IN ALUM. TUBE ACCORDANCE WITH THE 2004 FLORIDA BUILDING CODE, FOR USE WITHIN THE 1x3x1 /16x1 /8° HIGH VELOCITY HURRICANE ZONE, PER TAS 201 / 203 AND THE 2000 ALUMINUM ALUM. TUBE DESIGN MANUAL 1x4x1/16x5/32° ALUM. TUBE ()TYPICAL MULLIONS SUPPORTING FENESTRATION PRODUCTS HORIZONTAL OR VERTICAL INSTALLATION SEE WINDOW OR 0005 APPROVAL FOR FASTENER 977FC AND SPACING t FRANK L. BENNARDO, P.E. d PE0046549 2. NO 33 -1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE •••• DESIGN OF THIS SYSTEM. WIND LOAD DURATION FACTOR Cd =1.6 HAS BEEN USED • • FOR WOOD ANCHOR DESIGN. • • •••• • • • 3. POSITIVE AND NEGATIVE DESIGN PRESSURES CALCULATES R)R USE WITH • • • THIS SYSTEM SHALL BE DETERMINED BY OTHERS ON A 30B-5%7W: tip IN • • • • • • ACCORDANCE WITH THE GOVERNING CODE. • !• 4. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOV •OVII E • INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFROM THE • • • CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR RESISTERED • • • • ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR US81IU SOIDUNCTION • • • WITH THIS DOCUMENT. •••• 5. PERMIT HOLDER SHALL VERIFY THE ADEQUACY OF THE];X1S INGA RUBCTURE• • • • • • TO WITHSTAND SUPERIMPOSED LOADS. WOOD BUCKS (BY O ANCHORED PROPERLY TO TRANSFER LOADS TO THE EXISTING Fal • 6. ALL EXTRUSIONS SHALL BE 6063 -T5 ALUMINUM ALLOY,•�1NLESS NaTED • • • • OTHERWISE. • • • • •••• 7. ALL FENESTRATION PRODUCTS TO BE USED WITH THESE MULIBON6 SHALL MEET ALL APPLICABLE CODE REQUIREMENTS, e.g. WIND LOAD RRESSTAN•, AIR & • • • • WATER INFILTRATION, FORCED ENTRY, SAFEGUARDS, ETC. • • •• 8. TOP & BOTTOM DETAILS SHOWN MAY BE INTERCHANGED AS FIELD CONDITIONS DICTATE. MULLIONS MAY BE MOUNTED VERTICALLY OR HORIZONTALLY AS APPLICABLE. 9. MULLIONS SHOWN HEREIN ARE LARGE MISSILE IMPACT RESISTANT. VERIFY IMPACT RESISTANCE OF FENESTRATION PRODUCTS TO BE USED WITH THESE MULLIONS. 10. ALL BOLTS & WASHERS SHALL BE ZINC COATED STEEL, GALVANIZED STEEL, OR STAINLESS STEEL WITH A MINIMUM TENSILE YIELD STRENGTH OF 60 KSI. 11. ALL STEEL IN CONTACT WITH ALUMINUM SHALL BE PAINTED OR PLATED. PRODUCT RSYLSED as cnmplyieg wttd t&e Florida - Acesptmese No 0 2 06 -IRA -0004 SCALE: 01 PAGE DESCRIPTION: ANCHORS TYPE A, B, OR C DESIGN LOAD SCHEDULES 1. TABLES BELOW GIVE ALLOWABLE PRESSURES FOR EACH TUBE MULLION AT SPAN & TRIBUTARY DIMENSIONS SHOWN. 2. MULLION SPAN & TRIBUTARY SPAN ARE DEPICTED TO THE RIGHT. " X 211 X 1/8" TUBE MULLION PRODUCT REVISED es comptibi NANO. Madan NOWi1SCe� N8 ExplreNna B883 MULLION SPAN TRIBUTARY SPAN • 24" 27" 30' 33" 36 39' 42 45" 48' 01" 54' 57• 11.8 10.6 - , 11.8 10.5 - - - - '- - 14.7 13.2 12.0 i 11.0 102 - 90" 14.5 4 12.9 11.6 10.5 - - - - - _ - - - 84" 78" 18.1 18.1 14.5 13.1 12.0 11.1 10.3 - -- - _ _ - 72" 23.0 20.4 18.4 18.7 16.3 14.1 13.1 12.3 11.5 10.8 10.2 - 102 29.8 25.5 23.9 ' 21.7 19.9 18.4 17.0 16.9 14.9 14.0 13.3 12.6 66" 80° 39.7 35.3 31.8 28.9 28.6 24.4 227 212 19.9 18.7 17.8 18.7 219 18.8 28.8 28.4 41.4 37.6 ' 34.6 31.8 29.8 27.6 25.9 24.3 I 23.0 54" 51.7 48.0 27.8 253 23.2 21.4 19.8 18.5 17.4 18.3 16.4 14.8 17.3 192 41.0 77.0 69.3 83.0 57.7 53.3 49.5 462 43.3 40.6 38.5 38.5 42" 88.6 118.7 106.5 95.0 ' 86.3 79.1 73.1 87.8 833 69.4 i 55.9 • 526 60.0 36° 30" 140.0 ' 140.0 1372 124.8 , 114.4 105.6 88.0 91.5 85.8 80.7 • 782 72.2 0X3 "x1/16 "x1/8" TUBE MULLION MULLION SPAN TRIBUTARY SPAN 24• 2T 30" 33' 36 39 42" 45' 48 61° 54° 5T 11.8 10.6 - 11.0 - - - - - - - 14.7 13.2 12.0 i 11.0 102 - 120" 12.8 11.4 102 - - - - - - - - 114" 108' 15.1 13.4 12.0 11.0 10.0 - - - - - - 120' 23.6 j 17.9 15.9 14.3 13.0 119 11.0 102 - - i - - 102 21.4 19.1 17.2 16.8 14.3 132 12.3 11.4 10.7 10.1 - - 00" 258 22.9 20.8 18.7 172 16.9 14.7 13.7 12.9 12.1 11.4 10.8 12.6 18.8 28.8 28.4 23.8 21.6 19.8 18.3 17.0 15.8 14.9 14.0 13.2 84' 34.7 30.9 27.8 253 23.2 21.4 19.8 18.5 17.4 18.3 16.4 14.8 17.3 192 41.0 38.6 328 298 27.4 25.2 23.4 219 20.0 19.3 1 182 72" 49.2 43.7 39.3 35.8 32.8 30.3 28.1 282 249 23.1 21.8 20.7 66' 589 532 47.9 43.8 j 39.9 25.9 342 31.9 30.0 I 282 288 252 80' 74.5 682 599 542 49.7 45.8 428 39.7 373 35.1 33.1 31.4 54" 95.0 84.6 78.0 69.1 63.4 58.5 543 50.7 475 44.7 42.2 40.0 48" 126.1 1. 1112 100.1 91.0 83.4 77.0 71.5 88.7 62.8 69.9 65.8 62.7 42 140.0 140.0 137.5 1 126.0 114.5 105.7 882 91.6 65.9 I 809 j 78'4 72.3 38" 30' 140.0 i 140.0 140.0 1 140.0 I 140.0 140.0 140.0 1332 124.9 117.5 111.0 1652 " x 4" x 1/16" x 5/32" TUBE MULLION MULLION SPAN TRIBUTARY SPAN 24' 2T 30" 32" 1 35• 39" 42° 45' 48' � 51° 54" 6T 54" 14.5 j 12.9 11.8 10.6 - - - - - 13.7 12.9 144° 138" 18.5 1 14.7 13.2 12.0 i 11.0 102 - - - - - - ' 132" 189 1 18.8 16.1 13.7 12.6 11.8 10.8 10.1 - -- 18.7 - 128° 212 18.8 17.0 1 15.4 14.1 13.0 12.1 11.3 10.8 - - - 120' 23.6 j 20.8 18.8 17.1 15.7 14.5 13.4 • 12.6 11.8 11.1 105 11.7 - 11.0 114" 28.2 23.3 21.0 19.1 17.6 16.1 16.0 ' 14.0 13.1 12.3 13.1 12.4 31.0 284 28.1 23.5 21A 19.8 18.1 18.8 15.7 14.7 139 ' 43.6 402 37.4 108" 332 295 285 24.1 221 20.4 19.0 17.7 18.8 15.6 14.7 14.0 102" 37.7 1 33.5 30.2 27.4 25.1 23.2 21.8 20.1 18.9 17.7 18.8 169 98" 43.2 38.4 34.8 31.4 28.8 289 . 24.7 23.0 21.8 203 192 18.2 90" 84" 50.0 44.4 40.0 383 I 33.3 307 . 28.6 28.8 25.0 235 22.2 21.0 140.0 140.0 58.4 51.9 48.7 424 389 359 33.3 31.1 292 275 259 24.8 78• 72" 69.0 81.3 852 502 480 42.5 38.4 389 345 32.5 30.7 29.1 54" 48" 828 73.8 682 802 582 509 473 44.1 41.4 38.9 38.8 34.8 68" 100.9 88.7 80.8 73.4 67.3 82.1 57.7 53.8 60.5 47.6 44.8 42.6 60• 125.7 111.7 100.5 81.4 83.8 773 71.8 87.0 82.8 69.1 659 529 54" 48' 140.0 140.0 128.4 118.7 107.0 989 91.7 859 802 795 713 87.6 42 140.0 140.0 140.0 140.0 140.0 1302 1209 140.0 1128 140.0 105.8 140.0 99.8 138.9 94.0 1283 89.1 1224 38" 140.0 140.0 140.0 140.0 140.0 140.0 - 140.0 1 140.0 140.0 1409 140.0 140.0 140.0 30• 140.0 140.0 140.0 140.0 140.0 FENESTRATION PRODUCT VERTICAL MULLION FENESTRATION PRODUCT ANCHORS TYPE A, B, OR C -W1 W2--1 "TRIBUTARY SPAN° W1 +W2 2 2" x 4" x 1/8" TUBE MULLION r 3 7 r FENESTRATION PRODUCT HORIZONTAL MULLION TRIBUTARY SPAN 27" t ANCHORS TYPE A, B OR C FENESTRATION PRODUCT FENESTRATION PRODUCT MULLION SPAN FRANK L 5ENNA800, 2R, 87E0046549 1 -i li "0$111=1 187 JJ ".ANCHORS TYPE A, B OR C •••• • • • • • MULLION SPAN TRIBUTARY SPAN 27" 30' 33" 38" 39' 42" 45° 48" • 51" • 54" i a. 24" 22.9 20.8 18.7 , 172 15.9 14.7 13.7 12.9 • 121• • • •I*8 • 119 10.9 •14.1 • 1&1• 18.8 144" 25.8 253 28.0 23.4 21.3 19.5 18.0 16.7 16.6 14.8 138" 132 33.5 29.7 28.8 24.3 22.3 20.8 19.1 17.8 18.7 .41§4.. _111, • .2j4. • 24.4 14.9 17.1 19.8 128" 385 34.2 309 289 25.0 23.7 220 20.5 192 120° 44.5 39.8 35.8 32.4 29.7 27.4 25.4 23.8 22.3 23.1 1j 21.9 48.2 41.8 37.8 34.6 32.0 29.7 27.7 28.0 114" 108" 61.9 582 51.7 46.6 42.3 38.8 35.8 33.2 31.0 29.1 I 02.49 • 30.8 • 25.8 29.1 •2 «5 027.5• 102" 65.4 58.1 52.3 47.8 ' 43.6 402 37.4 349 327 te r• 329 •312 • 85.8 592 639 49.4 45.6 42.3 39.5 37.0 98" 90" 74.1 84.5 75.1 67.6 61.5 56.4 62.0 48.3 45.1 - 42.3 6.43 . •.• 4j.8 ., •53.7 •. 37.8 43.3 50.4 69 7 85.5 41. 58 0 • 81.0 885 77.9 70.8 84.9 59.9 65.6 84.7 61.9 60.4 48.7 58.8 84" 78° 97.4 113,3 100.7 90.6 92.4 . 76.5 69.7 72•' 133.4 118.5 108.7 97.0 89.0 821 782 I 90.9 712 ! 84.8 66.7 79.5 982 •62.8 •'• '•114.9110 90.E • 88' 140.0 140.0 1272 115.8 108.0 979 80" 140.0 1 140.0 140.0 139.9 . 1283 118.4 109.9 102.8 105.8 !0a • 140.0 140.0 140.0 140.0 ' 140.0 j 140.0 135.7 125.7 ! 118.8 111.8 , 54" 48" 140.0 140.0 140.0 140.0 , 140.0 140.0 140.0 , 140.0 , 140.0 140.0 - 1409.1 140S • 133.6 140.0 1g84g • 140.0 42" 140.0 140.0 140.0 140.0 ' 140.0 140.0 140.0 ' 140.0 i •� 140.0 140.0 •1400 . 140.0 • 36° 140.0 ' 140.0 140.0 140.0 - 140.0 1 140.0 140.0 i 140.0 1 140.0 • . 30" 140.0 - 140.0 140.0 140.0 , 140.0 140.0 140.0 i 140.0 1 140.0 140.0 2 "x6 "x1 /8" TUBE MULLION • •• •• • • • • •• MULLION TRIBUTARY SPAN SPAN 24" 27" ' 30" 144' 69.0 52.4 ' 47.2 138" 64.4 57.3 ' 51.6 132" 70.8 - 829 585 128' 77.7 69.1 622 120' 86.0 78.4 88.8 114° 95.8 84.8 78.4 108" 106.8 ' 84.9 85.4 102 120.1 108.8 98.1 98' 138.1 121.0 1089 90" 140.0 138.1 124.3 84" 140.0 140.0 140.0 78" 140.0 140.0 140.0 72 140.0 140.0 140.0 68° 60 54" 48" 42" 38• 140.0 140.0 140.0 140.0 140.0 33' 3B• 42.9 39.3 48.8 42.9 36.3 399 51.4 47.1 43.5 42° 45" 48" 33.7 1 31.5 1 29.5 35.8 1 34.4 1 32.2 58.5 51.8 62.6 57.3 89.5 63.7 47.8 62.9 88.8 40.3 37.7 36.3 44.4 41.6 38.9 49.1 45.8 43.0 54.6 51.0 479 77.7 712 87.4 80.1 99.0 25.7 113.0 103.6 1302 1193 140.0 1389 140.0 140.0 85.7 73.9 83.7 95.8 140.0 140.0 140.0 110.2 1282 140.0 140.0 61.0 57.0 63.4 68.7 77.8 898 102.3 119.1 1409 51' 54" 57" 27.8 1 282 ' 24.8 30.3 1 28.6 1 27.1 332 1 31.4 29.7 398 34.5 32.7 40.6 38.2 382 45.0 42.5 402 50.3 1 475 1 46.0 84.1 80.1 72.8 88.0 929 77.7 58.5 j 53.4 50.8 64.0 1 605 ' 573 73.1 1 69.1 85.4 95.5 111.1 130.9 885 1042 122.8 140.0 140.0 140.0 140.0 140.0 40.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 842 ' 799 ' 75.4 98.1 92.8 116.6 109.1 138.0 130.4 140.0 140.0 1409 87.7 103.4 123.8 140.0 140.0 140.0 140.0 140.0 1409 140.0 140.0 140.0 40.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 40.0 40.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 140.0 30" 140.0 140.0 140.0 140.0 140.0 140.0 40.0 140.0 140.0 140.0 .0 140.0 i • .•• •• g • Ed • •o6 z ‘E goo %oral •/8. Ub F. 3.J Q 3�w .17) . zQ FD • •• • 1111,11114111111 MN 06 -TRA -0004 01 PA09136SCRIP2ION: a$3 S ANCHORS TYPE "A" MULLION 2x2x1/8° ALUM. ANGLE 2 -5/8° LONG #14 S.M.S W/ 1 -1/2° MIN. EMBED INTO WOOD 1 /ANGLE L ANCHORS TYPE "B" 2x2x1/8° ALUM. ANGLE #14 S.M.S 2/ ANGLE • MULLION MULLION 2%2x1/8° ALUM. ANGLE 2 -5/8° LONG #14 S.M.S W/ 1 -1/2° MIN. EMBED INTO WOOD 2/ANGLE 1 11/16° 1/8° o ' YP. 1-- } 3" MULLION CLIP • ALT. TO ANGLES FOR ALL ANCHOR TYPES • THIS CUP SHALL FLOAT INSIDE MULLION (NO SIDE FASTENERS REQ'D) ANCHORS TYPE "C" IOC �I — •• ^•rraam;rars- 2x2x1/8° ALUM. ANGLE #14 S.M.S 3/ ANGLE NOTCH WOOD BUCK TO ACCOMODATE CUP ANGLE TO MASONRY JEW MULLION MULLION 2x2x1/8° ALUM. ANGLE 3 -5/8° LONG 14° 0 TAPCON a1 -1/4° MIN. EMBED 2/ ANGLE CONCRETE OR • GROBW -FILLED • BLOCK • • • •••• • • •••• '11••c•• •••• Q .• • • •• •• •••• a;. • . • • 14° 0 TAPCON • 1- 1/4411N. . • 4113§0, 4( ANGLE • • • •••• • • •••• •• • • • • •• • • •• • • • • • •• 1.500 MAX. CONCRETE OR GROUT - FILLED BLOCK ••• •o • off•• �s •s• • • • •• Ii• h 11111111Z1111111111111111 06 -TRA -0004 SCALE, 1 01 PAGE DESCRIPTION, 3 J • • •• •• • • • • • • • • • •.. • • • • • • • • •• •• • • • • • ••• • • • • • • • • • • • • • • ••• • • • • • ••• • • • • • • • • • • • • • • • • • • • ••• • • • •. • • • • • • • • • • ••• • • • BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION •• • • • •• ••• •• • • • • • • • • • NOTICE OF ACCEPTANt: (M) : •. • TRACO Security Windows & Doocs,lnc. • ••• • • 71 Progress Avenue Cranberry Township, P.A. 16066 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series 140 (540) Aluminum Single Hung Window - L.M.I. APPROVAL DOCUMENT: Drawing No. W01 -71, titled "Coastal 140 /540 Impact Single Hung Window", sheets 1 through 5 of 5, dated 10/19/01, with revision C dated 05/04/06 prepared by Al- Farooq Corporation, signed and sealed by Humayoun Farooq, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA # 01- 1115.07 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. JOSE R. FIGUEROA ARCH #5808 NOA No. 06- 0118.02 Expiration Date: January 10, 2012 Approval Date: January 11, 2007 3611 SW 143rd AVE. MIA., FL Page 1 THESE SHOP DRAWINGS MEET BY DESIGN CRITERIA • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 000 • • • • • • • TRACO Security Windows & Doors, Inc. • ▪ oleo • • ••• NOTICE el!A,CCEPT.II CE:•E ENCE SUBMITTED, • • ••• • • • A. DRAWINGS •• • . • :•. ••• •. 1. Manufacturer's die d d a v g i i j g and pti ns. • •, 2. Drawing No W01-.7.U, Shf ett.f 0014i 5 oL5, titled "Coastal 140 /540 Impact Single Hung Window ", dated 10/19/01 with revision C dated 05/04/06, prepared by Al- Farooq Corporation, signed and sealed by Humayoun Farooq, P.E. B. TESTS 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 along with marked -up drawings and installation diagram of an aluminum single hung window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL- 2285, dated 03/26/99, signed and sealed by Gilbert Diamond, P.E. "Submitted under NOA# 01- 1115.07" C. CALCULATIONS 1. Revised Anchor Calculations and structural analysis, complying with FBC -2004, prepared by Traco Security Windows, dated 05/08/06, signed and sealed by Humayoun Farooq, P.E. Complies with ASTM E- 1300-98 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 01- 1204.01 issued to E.I. DuPont DeNemours for "Sentry Glass Plus" dated 01/17/02, expiring on 01/14/07. 2. Notice of Acceptance No. 01- 0205.02 issued to Solutia, Inc. for "Saflex/ Keepsafe Maximum" dated 05/17/01, expiring on 05/21/06. F. STATEMENTS 1. Statement letter of no financial interest, dated 10/15/05, signed and sealed by Humayoun Farooq, P.E. 2. Statement letter of compliance, dated 10/15/05, signed and sealed by Humayoun Farooq, P.E. G. OTHER 1. Notice of Acceptance No. 01- 1115.07, issued to TRACO Security Windows & Doors, Inc:, for their Series 140(540) Aluminum Single Hung Window L .., pproved on 01/10/02 and expiring on 01/10/07. E -1 Man ' = z, P.E. Product Co trol :: '1 1 1 er NOA 0118.02 Expiration Date: January 10, 2012 Approval Date: January 11, 2007 MIAMI DAf>E BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVLSION NOTICE OF ACCEPTANCE (NOA) • • •• •• • • • • . • • • • • • • • • • • • • • • • • • • • • • • Raynor Garage Doors. 1101 E. River Road Dixon IL 610217 •• •• • • • •• • • • • • 000 •• ••• • • • • • • • • • ... • • • ... • .. • • •.• •• •• • • • • • • • • • • • ... MIAMI DADE COUNTY, FLORIDA • MgTRQ -ODE FLAGLER BUILDING • • : i40rWESfi *AGM STREET, SUM 1603 • • • • • NIIAM1, FLORIDA 33130 -1563 •• • • (305) 395-2901 FAX (305) 375 -2908 • • • •• ••• •• • • . • • • • • • • • Scope. This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manger will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction BORA reserves the right to revoke this acceptance, if it is determined by Miami - Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 16'- 0" wide Sectional Door. APPROVAL DOCUMENT: Drawing No. P- 1275, dated 06122/94, with last revision on 07/02/03, rifted "Spec. Windload Decade Series 16' 0" Wide ( Max) ", sheets 1 of 1, prepared by Raynor Garage Doors. signed and sealed by H. Farooq, PE, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacOner's name or logo, city, state and following statement: "Miami Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or maniif'acture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. LIMITATION: This approval requires the manufacturer to do testing of all coils used to fabricate door panels under this Notice of Acceptance. A minimum of 2 specimens shall be cut from each coil and tensile tested according to ASTM E-8 by a Miami Dade county approved laboratory selected and paid by the manufacturer. Every 3 months, four times a year, the manufacturer shall mail to this office: a copy of the tested reports with c onfirmation that the specimen were selected from coils at the manufacturer production facilities. And a notarized statement from the manufacturer that apply coils with yield strength of 33000 psi or more shall be used to make door panels for Miami Dade County under this Notice of Acceptance. ADVERTISEMENT: The NOA number primed by the words MlamiDade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 00-0804.01 and, consists of this page, evidence page as well as approval document mentioned above. The submitted documentation was reviewed by ont PE. 7/D 3 NOA No 03-0805.02 JOSE R. YGU� j OA ARC b4/08 i"O8 3611 SW 143rd AVE. MIA., FL THESE SHOP DRAWINGS MEET BY DESIGN CRITERIA Expiration Date: August 21, 2008 Date: November 27, 2003 Page 1 Raynor Garage Doors. • ... • • • ... • • • • • • • • • • • • • • • • • • • • • • • •.. • • • • • • • • • • • • ..• • • • • .. • . • • • • ••. •. • • • . • .. • • • • • • • • ... .. • NOTICE OF ACCEPTA1 4 : • • ESIDEWE PA•Gt •.. • • .• ••• •• A. DRAWINGS • 1. Drawing prepared by Raynor Garage Dogts■ tiile4 vEeptpuviD DECADE SERIES 16' 0" WIDE (MAX) ", Drawing No. P1275, dated 06/22/94, with last revision on 07/02/03, sheets 1 of 1, signed and sealed by 1.1 Farooq, PE. B. TESTS 1. Test report of large missile impact test per PA 201 and cyclic wind pressure test per PA 203 on "Decade 1/11 16' wide x 8" high ", prepared by Hurricane Engineering & Testing, Inc., report No. HETI 94-17, dated 04/05/94, signed and sealed by A. Vigo", PE. 2. Test report of uniform static air pressure test per PA 202 on a "Decade I/11 16' wide x 8" high ". prepared by Hurricane Engineering & Testing, Inc., report No. HETI 94 -A17, dated 02/23/94, signed and sealed by A. Vigar, PE. C. CALCULATIONS 1. Calculations dated 06/01/94; pages 1 through 2, prepared by A1- Farooq Corp., signed and sealed by H. Farooq, PE. D. QUALITY ASSURANCE. 1. Miami -Dade County. Product Control Division E. MATERIAL CERTIFICATIONS F. STATEMENTS. 1. Letter confirming that Raynor Garage Doors, Decade Series have not changed on any item or design since its previous approval, issued by Raynor Garage Door on 07/11/200 singed by G. Wedeldnd. 2. No change letter issued by Raynor Garage Doors on 10/21/03, signed by G. Wedekind and notarized by S. M. Salsbury. 3. Tensile test report and affidavit of minimum yield issued by Hurricane Engineering & Testing, Inc and Raynor Garage Doors on 05/31/03 & 10/21/03and signed by G. Wedekind & R E. Droz -Seda. E -1 i/Da do Font P E Senior Product Control Examiner NOA No 03-0805.02 Expiration Date: August 21, 2008 Approval Date: November 27, 2003 JAMS 2 XS SYP WOOD JAMB SHALL BE ANCHCRED TO GROUT REINFORCED 3LOCKWALL OR CONCRETE COLUMN WITH 1/4" X 1'314° ETW TAPCONS 8° ON CENTER. • • • BLOCK WALL CELLS SHALL BE FILLED WITH CONCRETE:AN: REINFvRCE4 WI; H 05 JARS EXTENDING INTO THE FOO&1N0 AND INTO THE BEAMS: ALL BARS SHALL BE CONTINUOUS FROM THE PEA MC TO FOOTING. • • ••• • • • •• •• • • • •• •• • • • • • • • • • • • - • ••• • • • • • ••• • • • JAMB CONSTRUCTION TO BE PROVIDED BY OTHERS. ••• • • • • • ••• r L ScT4O49 • • • .OVI° THICK G-4B GALVi.NISEDOTBEL R0 U..-FORMED WITH Al ED�yp•A•I• • • .• S 8E TIOIIS TO HAVE 8172-483/4 II�IMU YIELD OF PSI. &tad (al MAJAJA9I.01:9 G44.4.1°. FINISHES: •4RQW1L WHIZE O% OF6,4LMOIAQAKEDal POLYESTER ENAMEL • • • • • • • • • • • • • • • • •__ .•..• • • • •• - —� ---- ROUGH OPENING 16' -0" -4--V\---FINISHED OPENING 15'41" 3/4° REW, HEX WASHER HEAD 1/4° X5/8" THREAD- FORMING, SELF - TAPPING (5) PER HINGE TYPICAL ALL EDGE HINGES EDGE HINGE DETAIL TEA �(� SCALE: 7/16° =1° 14(3A '! MI I(3ALVANIZED STEEL SHOWN RH OPPOSITE) HEX HEAD LAG SCREW 3/6 Xi 44., (2 PER BRACKET (PILOT HOLE REQ'D) WHIZ LOCK NUT 5/16 -18, (1) PER BRACKET TRACK BOLT 5/16.18 X 3/4 °, `1) PER BRACKET TRACK ROLLER (10) 1/4° STEEL BALLS IN HARDENED INNER AND OUTER RACES ON 7/16° DIA. STEEL SHAFT TRACK 13GA(.356°MIN) GALVANIZED STEEL WIND LOCK BRACKET 1/40 HOT ROLLED STEEL (4) PER DOOR. (2) PER SIDE WIND T RC P�TEEL) (2) PER DOOR WIND LOCK (LOWER) 1/4° HOT ROLLED STEEL (2) PER DOOR JAMB DETAIL SCALE: FULL END STILES 18GA(.043"MIN) GALVANIZED STEEL RIVETED AND SPOT WELDED TO PANEL. CENTER STILES (MUNTINS) 15GA(.043°MIN) GALVANIZED STEEL RIVETED AND SPOT WELDED TO PANEL / I f DBET J+3II JT } STRAP 16' (465"MIN) GALVANIZr:D STEEL (5) PER 2X4 , CENTER HINGE 173A(.05:5"MIN) GALVANIZED STEEL SCREW, HEX WASHER HEAD 1/4° X518° THREAD- FORMING, SELF- TAPPING (4) PER HINGE TYPICAL ALL CENTER HINGES HEAD LAG SCREW, 3/8 X 1-3/4" (3) PER JAMB ANGLE (PILOT HOLE REQ'D) SINGLE EDGE HINGE 13GA(.O88`MIN) GALVANIZED STEAL 14" T 15" RADIUS JAMB ANGLE ONE (1) REQ'D PER VERTICAL TRACK VERTICAL TRACK 13GA(.086°MIN) GALV. STEEL HEX HEAD LAG SCREW ----A:1=1" 5/16 X 1314 °, (1) PER WIND LOCK TOP FIXTURE TOP GALVANIZED STEEL FASTENED WITH (3)1/4° X 5/8° THREAD - FORMING, SELF- TAPPING SCREWS EXTRA STILES NAY BE FIELD INSTALLED USING (2)542" POP RIVETS AT EACH PANEL RAIL WOODEN REINFORCEMENT TWO (2) 2X4 PER SECTION REQ'D FASTEN AT CENTER AND END STILES AS SHOWN LIFTING CABLES 118" 7V PRE - FORMED GALVANIZED AIRCRAFT -TYPE CABLE. . SAFETY FACTOR 5:1 (MIN) OPE .ING HEIGHT 2X4 NOM.(1- 1/2"X31/2" ACTUAL) 01 DENSE SYP OR WOODED REINFORCEMENT HAVING A BENDING STRESS 0E2000 PSI WIND LOCKS LOCATE ON 311 AND 6TH 2X4 ON 4'SECTION HIGH DOORS JILAm r\ 41 '1a. 4A, u filiKM=111=r41 r► LOCATE ON 4TH AND 8TH 2X4 ON 5 SECTION HIGH DOORS TRACK BRACKETS 8' 0" OPENING HEIGHT I I 5.- �1•111�illl' NISI i I 111 111,1 I � ma I k; E-Aimnmnwwmw";WE7-=if.T 11, ID o �D �I l�1l7rL✓�w.J,,fr. ;3.iJa.� a a G TYPICAL TRACK INSTALLATION SCALE: 1 " =12 -1/2' II•��I n .�+�. rv.IC�I�w��al.�l.l rot/ UMEME,7,MNIMMv, +.._, _.._. �„s. >,I \ I' IMP ■_ I/ 1, lam—, )!4:1 CORNER BRACKET DETAIL SCALE: 7/16° =1° (LH SHOWN, RH OPPOSITE) ASTRAGAL RETAINER (ALUMINUM) SINGLE CONTACT VINYL WEATHER SEAL SECTION THRU DETAIL SCALE: 7116° =1° Pilf.PWCT I tEi1 WED no ;rte' t y t58 MIA& Er Dielloka BS ICoatbrer CORNER BRACKET 11 GA.(.116"MIN) GALVANIZED STEEL FASTENED WITH (7)1/4" X5/8° THREAD - FORMING, SELF - TAPPING SCREWS VENT OPENINGS MAY BE LOCATED IN DOOR IN A CONFIGURATION THAT WILL YIELD 120 8Q. IN TOTAL OPEN AREA INTERIOR ELEVATION SCALE 1 ° =12 -1/2° SIDE LOCK TWO (2) REQ'D PER DOOR. LOCATE OPPOSITE EACH OTHER TO ENGAGE EACH TRACK 5B" MIN. (RH SIDE SHOWN). EP 3020 DESIN LOAD +42 .S.F. 52 .S.F. LARGE MISSLE IMPACT RESISTANCE B 1y�DpED LARGE M1SSIENOTE, REMOVED TOP LOAD A•DED YELDSTENOT1 ADDEO FASTENER DIMENSION, A) DRAWN ON SOLID EDGE 9) REMOVED'OPTIONAL° FROM CENTER STILE NOTE 4487 7!7/W scale NOTED oz+,rvNar. LWEGEaND men GW 08127984 @"NO- I AYn1OR oaaaeE DDDD® LICA ILL 111021 SPEC, WINDLOAD DECADE SERIES 16' 0" WIDE (MAX) NO. P -1275 2.875 • •• ••• ••• •• •• •• •• • • • •.• • - - • • • • • • • • • • • • • • •.07 x.062 TYP.• • ••• • • • • ••• .750 1.562 078 -f 1.875 1.405 2.458 1.859 2.781 1.312 .062 TYP. .062 TYP. 2.062 VENT TOP CORNER ® VENT TOP RAIL 3.006 2.623 .062 TYP. .062 TYP. 2.782 2.875 0 VENT BOTTOM RAIL 1.500 0 FRAME SILL 2.987 VENT BOTTOM CORNER .062 TYP. .062 TYP. VENT SIDE RAIL 2.772 2.797 PRor ucr REVISED am complying with the Florida [lidding Code Date Pr,' drawing no. W01 -71 ® ALT. FRAME SILL sheet 5 of 5 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •.• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • ••• • • ••• • • • •• • • • •• ••• •• 4 • • • • •• • • • • • ••• •• TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4° SHIM MAX. 'I ITEM NO. PART NO. QUANTITY DESCRIPTION MATERIAL MANF. /SUPPLIER /REMARKS 1 050 -00 -572 1 HEAD 6063 —T6 TIFTON 2 050 -00 -585 1 SILL 6063 —T6 TWTON 2A 050 -00 -308 1 ALTERNATE SILL 6063 —T6 TIFTON 3 050 -00 -586 2 JAMB 6063 —T6 TIFTON 4 050 -00 -571 1 VENT TOP 6063 —T6 TIFTON 5 050 -00 -548 1 VENT BOTTOM 6063 —T6 TIFTON 6 051 -00 -570 2 VENT SIDE 6063 —T6 TIFTON 7 050 -00 -573 1 MEETING RAIL 6063 —T6 TIFTON 8 050 -00 -569 4/ UTE GLASS STOP 6063 —T6 TIFTON 8A 050-00 -559 4/ LITE GLASS STOP (OPTIONAL) 6063 —T6 TIFTON 9 012 -00 -832 AS READ. FRAME ASSEMBLY SCREW #8 X 3/4" PHPH SMS 10 050 -00 -000 AS READ. VENT ASSEMBLY SCREW #8 X 1° PHPH SMS W' 11 32328 AS READ. STRIPPING (FABRIC COATED FOAM) SCHLEGEL Q —LON .375 X .190 12 047 -00 -015 AS READ. FIN SEAL PILE ULTRAFAB 13 UIS20 AS READ. GLAZING TAPE (3/16" X 3/8') — 14 007 - 10-016 2 SWEEP LOCK (AT 6 -1/2" FROM ENDS) ZINC CAST MARBOLLO INT. 15 046 -16 -030 2 BLOCK AND TACKLE BALANCE (6000/6100) BALANCE SYSTEMS OR EQUIV. 16 AS READ. MTG. RAIL ASSEMBLY SCREW #10 X 1" PHPH SMS 17 — AS READ. SETTING BLOCK 1/8" X 9/32" X 2" LONG 18 000 -00 -000 2 VENT GUIDE (1/2" X 7/8" X 3/8" H.) NYLON FASTENED w/ #6 X 1/2" WOOD STRUCTURE EXTERIOR D.L OPG. WINDOW WIDTH TYPICAL ANCHORS SEE ELEV. FOR SPACING DADE COUNTY APPR'D MULLION -- SEE SEPARATE NOA 1/4' MAX. SHIM TYPICAL ANCHORS SEE ELEV. FOR SPACING METAL STRUCTURE PR..f ) UCT REVISED aas caatnigy,ing with dtae �inaulsa Buietlai;i Cork A.a;sap; eace Ale_arce__OL LD drawing no. W01 -71 (sheet 4of 5 ) TYPICAL ANC :10R$ • • • • • • • • • • • • • SEE ELEV. FOR SPICING • • • • • • • • • • • • • • • • 4 • •• d •• • • •.• • i • • • 0 7 • • • • • • • • ••• •• • • v • • • ••• •• • ▪ )W a O d d a 0 0 1 -1/2" WEEP NOTCH AT EACH END 4 EXTERIOR. FINISHES NOT BY TRACO TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING MIAMI —DADE COUNTY APPROVED MUWON & MUWON ANCHORS SEE SEPARATE NOA TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING WOOD BUCKS AND METAL STRUCTURE NOT BY TRACO SECURITY MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE ELEV. FOR SPACING 1/4" TAPCON5 INTO WOOD STRUCTURES 1 -1/2" MIN. PENETRATION INTO WOOD THRU 1BY OR 2BY BUCKS INTO CONC. OR MASONRY 1 -1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY ft14 SMS OR SELF DRIWNG SCREWS INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063 —T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 014 SMS OR SELF DRILLING SCREWS INTO DADE COUNTY APPROVED MULLIONS (NO SHIM SPACE) MIN. EDGE DISTANCES INTO CONCRETE AND MASONRY = 1 -5/8" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 1/2" MIN. TYPICAL ANCHORS SEE ELEVS. FOR SPACING Engr: DR. HUMAYOUN FAR000 STRUCTURES FLA. PE 1 16557 C.A.N. 3530 )DUCT FYEV6S's:® as complying wills ate Wag Code Amer: nee No Daly f ► ”ILL'.. , rowan canted I•� oz 2012 oumuomile.• z °° L7 A io O• ° c64 Cpail f.. v N � a o 8 0 c C4 h • WW r` as I O - co X (.4 1 -4w2 . W -g r-. 0 0 z 0 c c revisions: 0 0 W •0 .0 0 0 N n 0 0 0 0 0 c m 0 0 i • drawing no. WO1 -71 (sheet 3 of 5 1111E11111111 u 1 1 m 1 •uomu.nun•uno.nuenuun 111 111101 11 1 (sheet 2of 5 ) 6 -1/2" MAX. HEAD /SILL CORNERS: • • • • ••• • • • ••• i••�• i 54.114 1.0: i • • • WI W •WIDTH • • • ••• • • • • ••• 49° MAX. .gem • •• • D.L. OPG. • • • • • • ••• • • •J• • • ••• • • • • • • • ••• • I • •• • • • •• ••• •• • • • • • • • • • • • •. • • • • • • • • • • • -�.-• ••• •• 5 /16 ° /gia /i s° LAM /PCASS i4/ 6 -1/2" 0 a ih 14" MAX. HEAD /SILL 48 1/4" MAX. D. L. OPG. 51 1/4° MAX. SASH WIDTH TYPICAL ELEVATION UNEQUAL LITES DESIGN LOAD CAPACITY - PSF ORIEL SIZES WINDOW DIMS. GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE 'C' WIDTH HEIGHT EXT. ( +) INT. ( -) EXT. (4.) INT. ( -) EXT. ( +) INT. ( -) 19-1/8° 26 -1/2" 37° 53 -1/8" 50_5/8" (5) 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0. 90.0 106.0 19-1/8° 26 -1/2" 37" 53-1/8" 58" (5) 90.0 106.0 90.0 106:0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 19 -1/8" 26-1/2" 37° 53 -1 /8" 63• (6) 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 99.2 90.0 106.0 90.0 106.0 19-1/8° 26-1/2° 37° 53-1/8" 74_1/4" (7) 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 90.9 90.0 106.0 90.0 106.0 83.3 83.3 90.0 106.0 90.0 106.0 19 -1/8" 26 -1/2" 37" 53 -1/8" 84° (7) 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 108.0 90.0 106.0 77.5 77.5 90.0 106.0 90.0 106.0 72.2 72.2 90.0 106.0 90.0 104.1 NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -98 (60 SEC. WIND) Engr. DR. HUMAYOUN FAR000 STRUCTURES FLA. PE # 16557 CAN. 3538 PRODUCT REVISED as coo iiiying with e Florida »uidkeg Code korecpnce No Date r 0 n. z 0 2 eti w Q(0 0 �0 rn 44- z o Q Q t c O of c 0 a Iq 0 P 2 .0 m 0 g 0 0 m v a 1 ) drawing no. WO1 -71 co • • • • .54 61/4". MAX. • • • • •_ • • • •.. WINDOW •WEIITF! • • • • • • • • • • • • • •_. •• • t1• 9. A 11AX. • • •• • • 6 -1/2" MAX. HEAD /SILL CORNERS- • • 1/8" HEAT STREN'D GLASS .090 INTERLAYER SENTRYGLAS PLUS BY 'DUPONT' OR .100 PVB INTERLAYER SAFLEX BY ' SOLUTIA' • D.L. OPG. • • • • • • • • • • • • • • • • • • • • • ••• 1•••,1 • • • V •yam • . •... •• ••• •• • /fl• •< • • • • • • •• • • "• • ./�4. • • .•• •571G,� /7/11r ••' LAM./CYASS i„.// 6-1/2" • TYP. q s WIDTH HEIGHT . �f / INT. ( -) 19-1/8° 26 -1/2" 37° 53 -1/8" I 90.0 106.0 I 1 14" MAX. HEAD /SILL 48 1/4" MAX. D.L. OPG. 51 1/4° MAX. SASH WIDTH TYPICAL ELEVATION EQUAL LITES 1/8" HEAT STREN'D GLASS 995 SIUCONE O GLASS TYPE 'A' 5/16" LAMINATED GLASS 1/8" TEMPERED GLASS .090 INTERLAYER SENTRYGLAS PLUS BY 'DUPONT' OR .100 PVB INTERLAYER SAFLEX BY 'SOLUTIA' 1/8" TEMPERED GLASS 995 SILICONE GLASS TYPE 'B' 5/16" LAMINATED GLASS GLAZING OPTIONS DESIGN: LOAD CAPACITY - PSF EQUAL GLASS HEIGHTS WINDOW DIMS. GLASS TYPE 'A' GLASS TYPE 'B' &'C' WIDTH HEIGHT EXT. ( +) INT. ( -) EXT. ( +) INT. ( -) 19-1/8° 26 -1/2" 37° 53 -1/8" 26" (2) 90.0 106.0 90.0 106:0" 90.0 106.0 90.0 106.0 90.0 • 106.0 90.0 106.0 - 90.0 106.0 90.0 106:0 19-1/8° 26 -1/2° 37" 53-1/8" 38 -3/8" (3) 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0'- 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 19 -1/8° 26 -1/2° 31" 53 -1/8" 50_5/8" (4) 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0. 106.0 90.0 106.0 90.0 106.0 90.0 108.0 19-1/8° 26 -1/2" 37° 53-1/8" 58° (5) 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 108.0 90.0 106.0 19 -1/8° 26 -1/2" 37" 53-1/8" 85" (5) 90.0 106.0 90.0 106.0 90.0 108.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 19-1/8" 26 -1/2" 37° 53-1/8" 74 -1/4" (6) 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 97.0 90.0 106.0 19-1/8" 26 -1/2° 37" 53-1/8" 84° (6) 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 106.0 90.0 104.9 90.0 106.0 3/16" HEAT STREN'D GLASS .090 INTERLAYER SENTRYGLAS PLUS BY 'DUPONT' OR .100 PVB INTERLAYER SAFLEX BY ' SOLUTIA' 3/16" HEAT STREN'D GLASS 995 SIUCONE GLASS TYPE 'C' 7/16" LAMINATED GLASS SILICONE 995 NOTE: GLASS CAPACITIES ON THIS SHEET ktE:: •. BASED ON ASTM E1300 -98 (60 SEC. WIND) • ••• ••• • ■ • • ••• • ••. •• • .• • • i • • • r • • • • ••• • • • • • • • ••• • • • • ••• ■•• • • • • •• • • • SIUCONE 995 BUMPON SPACER ALTERNATE GLAZING DETAIL GLASS TYPES 'A' 'B' OR 'C' • • .. ■■ • • • • • • • • • • • • • • • • • • •••• ■ • • • • • •• ••• •• • • • •• • • • • • • • • • • • • • • • • • •• ••• • • it • • •• COASTAL -140 SINGLE HUNG WINDOWS WINDOWS GLAZED WITH LAMINATED GLASS TO BE RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. DESIGN LOAD RATING FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ABOVE. WINDOWS CAN BE WITH: A- EQUAL GLASS HEIGHTS 8- UNEQUAL GLASS HEIGHTS (ORIEL TWO THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004 EDITION (REV. 2005) INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS USTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IN ALLOWABLE STRESS IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. ALL STEEL IN CONTACT WITH ALUMINUM TO BE PAINTED OR PLATED. Engr. DR. HUMAYOUN FAROOQ STRUCTURES FLA. PE if 18557 C.A.N. 3538 PRODUCT REVISED as complying with She NEW Ldlag Code Acerptaace No Date fiN P 02 012 a U 2 rn- a rn W A N c 0 N 5 c Q 0 N m v U 5 8 m a 43 E 8 8 5 T .G r 0 0 M 8 N O 0 0 o 0 0 1 • 1 0 1 drawing no. WO1 -71 (sheet 1 of 5 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • •• • • • •• ••• •• • • • • • • • . • •• • • • • • ••• •• ITEM NO. PART NUMBER QUANTITY DESCRIPTION MATERIAL MANF. /SUPPLIER`REMAR S 1 050 -392 1 HEAD • •• •• • • • • • • •• • • • • • • • • • •9063 —T6 • — ••.•• • ••• .. •• • 2 050 -111 1 TRACK • • • • . • • • • X063 —T6 • — • • ••• • • • • • . • • • • • • ••• • • • • ••• 3 050 -393 2 ••• . • • • ••• JAMB 6063 —T6 — 4 051 -354 AS REQD. LOCK STILE INTERLOCK •�• • • • • — • • • • • ••• • — • • • • • 5 051 -359 AS REQD. 6 050 -357 2 JAMB STILE • • • • • • • • • • 8068 —T6 — • • • • • • • • • • • • • ` • o • ••.. • • • 7 051 -358 AS REQD. ASRAGAL STILE 6063 —T6 — 8 050 -483 1/ PANEL TOP RAIL ••6063 —T6 — •• • • • •• ••• .• 9 051 -421 1/ PANEL BOTTOM RAIL • • • 463 —T6 — • • • • • • • • • 10 050 -431 1 COVER HEAD/THRESHOLD • • •o• • • 6963 —T6 • — • • • • • • • • ••• •• 11 050 -004 1 •• FILLER 6063 —T5 — 12 — 2 /CORNER FRAME ASSEMBLY SCREW ST. STEEL #10 X 1° PHPH SMS 13 050 -299 AS REQD. FILLER TRIM 6063 —T5 OPTIONAL 14 — 1 /CORNER PANEL ASSEMBLY SCREW ST. STEEL #10 X 1" PHPH SMS 15 046 -010 AS REQD. BULB VINYL (7/16" GLASS) VINYL WV -3134 16 046 -103 — SETTING BLOCK (.100 X .300) SANTOPRENE VW -5848 17 037 -00 -015 2/ MOV. PANEL #39.13 TANDEM WHEEL ASSEMBLY ST. STEEL TRUTH, AT EACH END 18 — — — — — 19 008 -004 — 1/4 X 1-1/2° REINFORCING BAR STEEL (CRS) FULL LENGTH 20 — — — — — 21 050 -049 4 1" X 3/4" X 3/16° X 5° LONG ANGLE 6063 —T6 — 22 — 6 1" X 3/4" X 1/8° X 3-1/2" LONG ANGLE 6063 —T6 — 23 — — INTERIOR PULL W/ NIGHT LATCH ZAMAK 1400 SERIES FLUSH MOUNTED LOCK SET 24 — — — — — 25 — — KEEPER ZAMAK — 26 OPTIONAL SCREEN — 27 047 -014 — WOOLPILE (FIN SEAL TYPE) — ULTRAFAB #3036 28 — — — — — 29 046 -015 AS REQD. FLAP WSTRIPPING (TOP RAIL) SOFT VINYL WV -2213 30 046 -030 AS REQD. FLAP WSTRIPPING (JAMB) SOFT VINYL WV -2205 31 — — — — — 32 SEG 012 -130 — ALUM REINFORCING 6063 —T6 FULL LENGTH 33 050 -749 4 /PANEL GLAZING BEAD (7/16" GLASS) 6063 —T5 — 34 050 -752 4 /PANEL ADAPTER (7/16° GLASS) 6063 —T5 — Engr. DR. HUMAYOUN FAR00Q STRUCTURES FLA. PE 16557 C.A.N. 3538 PRODUCTesidiss q NEwt>I woomplOe with tine @9 � z CO O rn co ° CON I E 0) O M 0 cc a a 43 1 Q 0 N V o z ao Cy g << I ,%., Ov .&1 CO 0 Qi W ww V) r.9) o � ' v in 4 W F 1- in 0 a O 0 V) w to 0 ago t in C O .6 .y 0 c O U to m 0 NO CHANGE THIS SHEET .0 m 4-+ 0 0 w 0 O 0 ,c m U 4 11 8 drawing no. WO1 -59 (sheet 4of 5 1BY OR 2BY WOOD BUCK • • • • •• • • • • • • • • • • • • • • • • • • •• •• • • • • • ••. • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • PANEL WIDTH • • • • • • • • • • . • • • • • • • • • • • ••• • • • D.L. OPG. •• • • • •• •. - • • • • •• O ••• • • • ••. • • • • ••• • • • ••• • •• •• • • • •• •• •• .• • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • ••• • • • • • • • • • • • • • • • • • • • *410 • • • • 000 • • • • • • • • • • • 080 *SO . • • • • • • • • • • • • • • • • • • • • • • • • • • • •el•ANEL:WIDTH • • ••• • • • • • • • • D.L. OPG. ••- ••• •• • • • ••. • • • • • • • • • • • • • • • • •• TYPICAL ANCHORS IN PAIRS • ® 6°. FROtt CORNEgIS • •AND 014" O.CP MAXI SPAC IN6 • • • • • • • • • • • • • • • • • • • • • • • 000.. .• • • •t• • �. mA.'211!!1. • • • • AT HEAD & SILL 1/4" TAPCONS 1-1/2" O.C. MIN. 3/ CUP TYP. HEAD AND SILL SCREENS OPTIONAL EXTERIOR DOOR WIDTH AT HEAD & SILL 1/4' TAPCONS 1 -1/2' D.C. MIN. 2/ CLIP TYP. TYPICAL ANCHORS IN PAIRS @ 6" FROM CORNERS AND 14" O.C. MAX. SPACING 1/4" MAX. SHIM ATTACHMENT TO CONCRETE OR CONC. BLOCK METAL STRUCTURES TYPICAL ANCHORS IN PAIRS 6" FROM CORNERS AND 14" O.C. MAX. SPACING 1/4° MAX. SHIM a ATTACHMENT TO METAL STRUCTURES STEEL OR ALUMINUM Engr. DR. HUMAYOUN FAROOQ STRUCTURES FLA. PE # 16557 C.A.N. 3538 POODUCT RENEWED aseergaybig with the napkin Ihiftsetale No D De nv3020Ub ai l �� _ Predeci Cn II I .IIII V) w TEL. (305) 591 -8990 r-. in C 0 cn .> L. C C O a=+ a 0 w 0 2 0 ZU .0> 0 0 N N 0 O ,C m 0 dr. by HAMID t drawing no. WO1 -59 (sheet 3 of 5 I 4 -. M All' AT HEAD & SILL 1/4" TAPCONS 1-1/2" O.C. MIN. 3/ CUP TYP. HEAD AND SILL SCREENS OPTIONAL EXTERIOR DOOR WIDTH AT HEAD & SILL 1/4' TAPCONS 1 -1/2' D.C. MIN. 2/ CLIP TYP. TYPICAL ANCHORS IN PAIRS @ 6" FROM CORNERS AND 14" O.C. MAX. SPACING 1/4" MAX. SHIM ATTACHMENT TO CONCRETE OR CONC. BLOCK METAL STRUCTURES TYPICAL ANCHORS IN PAIRS 6" FROM CORNERS AND 14" O.C. MAX. SPACING 1/4° MAX. SHIM a ATTACHMENT TO METAL STRUCTURES STEEL OR ALUMINUM Engr. DR. HUMAYOUN FAROOQ STRUCTURES FLA. PE # 16557 C.A.N. 3538 POODUCT RENEWED aseergaybig with the napkin Ihiftsetale No D De nv3020Ub ai l �� _ Predeci Cn II I .IIII V) w TEL. (305) 591 -8990 r-. in C 0 cn .> L. C C O a=+ a 0 w 0 2 0 ZU .0> 0 0 N N 0 O ,C m 0 dr. by HAMID t drawing no. WO1 -59 (sheet 3 of 5 1/4" TAPCONS 1 -1/2" 0.C. MIN. 3/ CUP TYP. HEAD AND SILL TYPICAL ANCHORS IN PAIRS AT 6" FROM CORNERS • • ••• •• •• • • • • AND 20 " O.C. MAX. SPACING • •. • • , -• ,• • -. • ••• • • • • • • COVER SCREWS • ••• ' • 1BY OR 2BY WOOD BUCK e 4 • 4 1 d3/4" MIDI. CgNCR :: ••• • • • • • .• 19.7.•:;`91 •. • d1;4 1" DRAIN NOTCH AT EACH END • • ••• •• •• • • • • • • • • • •. • •. • ••• • ! • • • • • • • v) • • • • . • ••• • • • -• • CONCRETE • pa 4 3/4" .PIN. .p TYPICAL ANCHORS IN PAIRS AT 6" FROM CORNERS AND 20" 0.C. MAX. SPACING .p• HIGH STRENGTH GROUT NOT BY TRACO SECURITY MUST TRANSFER SHEAR LOADS TO SLAB • • • • • • • • • • • • • • •• • • • • •. ••• • • • •4 i • • • • • d 4 ••• • • TYPICAL ANCHORS IN 'PAIRS AT 6° FROM CORNERS e" AND 20" 0.C. MAX. SPACING •• ••• p'' • to • • • • ••• • • • • • : CAL;ANc1•10•RS :IN PAIRS • • • • AA "}'ROM :CORNERS • •Alt •20 •0.C. MAX. SPACING ••. • • • ••• •• ATTACHMENT TA CONCR JE MIAMI —DADE COUNTY APPROVED MUWON & MULLION ANCHORS SEE SEPARATE NOA • • • • • • • •- • • r• • • • ••• e •• ••• • •I • • ••• • ••• • • • • • •• ••• • • • • • • • • • • • •._.• • • • •• •• METAL STRUCTURES • • • • • • • ••• • • • • • •• • • ••• • • • • • ••• • • • • • • • • • • • Q • • 2• • • •• • • • • ••• • 1• • 3 /�Y ...,... iiir__.,...„........i.......... 7 TYPICAL ANCHORS IN PAIRS AT 6° FROM CORNERS AND 20" 0.C. MAX. SPACING BULB VINYL 3/!6" HEAT STREN'D GLASS .090 PVB INTERLAYER BY 'SOLUTIA' 3/16" HEAT STREN'D GLASS GLAZING COMPOUND SILICONE DOW 1199 10 N 7/16" OVERALL LAMINATED GLASS LARGE MISSILE IMPACT RESISTANT ATTACHMENT TO A LM OR STEEL • • • •• • • • • • • •—• •• z CO G9 0 I•• • 4• N o • •• •• L • �i•' • • 04, A. • • • •• h •W O ® co�N iJ � M K j W -`t-i1 WOOD BUCKS AND METAL STRUCTURE NOT BY TRACO SECURITY MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE ELEV. FOR SPACING (AT FRAME MEMBERS) 3/16" TAPCONS INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1 -1 /2" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1 -1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY INTO CLIP ANGLES ITEM NO. 21 USE 1/4" DIA. SAME EMBEDMENTS AS ABOVE TAPCONS ,y4" TEKS OR SELF DRILLING SCREWS INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063 —T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 3/16" TEKS OR SELF DRILLING SCREWS INTO APPROVED MULLIONS (NO SHIM SPACE) TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 1 /2" MIN. Engr. DR. HUMAYOUN FAROOQ STRUCTURES FLA. PE # 16557 C.A.N. 3538 raw= RENEWIED • with Qht P`t Ilddiac Cade Acceptance 3 0 200b 140(248) ALUM. SLIDING GLASS DOOR w W co to 0 co oo w O 1 0 f/) 0 .> m 0 0 C. .c 0 0 v REV. PER BCCO COMMENTS .o 0 0 N 0 0 0 O 0 I \ ▪ R 0 c • ) drawing no. WO1 -59 (sheet 2 of 5 i 6" MAX. TYP. HEAD /SILL CORNERS 006 PANEL HEIGHT N 2 143 7/8: DOOR 4D'M • • • • 20" MAX. TYP. AT HEAD /SILL • • • • • • • • • • ••• • • • ••. • • -- • ---.nD- _. • • Al: INtOCK!AS7RA( AL I1 P BOTTOM • • (EXhERIOA) •(YP. • • AT MIDSAN OF PANELS FRAME HEAD (EXTERIOR) • • • • • • • • • • • • • • • • • • • • ••• 0 0 J 0 •• • • • • • • . • • • 7/16" LAM. GLASS V •• ••• •• • . • • • • •• • • : • . 42 1/2° MAX. D.L. OPG. 48 1/2" MAX. PANEL WIDTH OX OR XO AT INTERLOCK TOP & BOTTOM (EXTERIOR) TYP. 48 1/2" MAX. PANEL WIDTH AT MIDSAN OF PANELS FRAME SILL (EXTERIOR) TYP. 49 1/4" MAX. TYPICAL ELEVATION TESTED UNIT PANEL WIDTH APPROVED CONFIGURATIONS OXO JAMB CORNERS ••• • • • •.• • •• •. • • • . • • • • • • • • • • • • • • • • • ••• • • • • ••• ••• • • • • • • • • • • • • • • ; • • • • • • • • • ••• • • • •• • • •• •• • • • • • • • • • • • •• • • • •• •• ••• •• • . • : • • ' •• • • • • ••• • • • • • • • • • • ••••••• • • • • •• . • • • • • • • • • •• • • • • • ••• • • • • • • • • LARGE MISSILE IMPACT RESISTANT DOORS • SHUTTERS NOT REQUIRED • . , • 7/16" LAMINATED GLAS$ : .•• • t • •PANEL WIDTH DOOR HEIGHT DESIGN LO'AAD -• PSF • NOMINAL FT. /IN. FT. /IRE EXT. ( +) INT. ( -) ' • 2/6 65.0 • • • 6b.C: • • � • 3/0 65.0 :66.c : • • 3/6 6/8 65.0 • • A0• • 4/0 65.0 65.0 4/6 65.0 65.0 2/6 65.0 65.0 3/0 65.0 65.0 3/6 • 8/0 65.0 65.0 4/0 60.0 60.0 NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -98 (60 SEC. WIND) • • • • • • • • • • • • • • NOTES: THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004 EDITION (REV. 2005) INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IN ALLOWABLE STRESS IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. ALL STEEL IN CONTACT WITH ALUMINUM TO BE PAINTED OR PLATED. Engr. DR. HUMAYOUN FAROOQ STRUCTURES FLA. PE # 16557 C.A.N. 3538 •• ••e • • • • • • •• • • • • • ••• NOWT ' MEW= 1CId1 Os piOea& addingOode Attaptime No / -09 - • •• • • z o0 0 O0f Z 4• N N N I0 W v 24 a g:41 0 8" o: w — z 0z 5aa O a. N° ! L IOW M 1 zin •• Z N Q J . w- 0 0, I N COMP-ANL\ W01 -59TS ) w 0 coT rn rn 8 N 0 to C 0 0. 0 y m O W a iv .o N 1� 0 a 0 N O < 0 (o O O O DD U 0 0 II 0 drawing no. WO1 -59 sheet 1 of 5 1„ a ed.� 1 �liliyt L \4'1 t (6 cctmt;) e?1u.t,� 6 Miami Shores Village Building Department CITY Y 10050 N.E. 2 °d Avenue Miami Shores, F133138 Tel: 305- 795 -2204 Fax: 305-756-8972 Permit No: RC- 07 -1242 Job Name: New SFR for Sbarra June 22, 2007 Page 1 of 1 Building Critique Sheet 1. Plans must be submitted to DERM, HRS for review and approval and to Miami -Dade County Planning & Zoning for payment of impact fees. Address comments from the Structural and Planning & Zonings reviewer. rovide Product Approvals for all windows and doors as tt)/ � �� required by FRC 4410.4 including the Product Approval 4i, 1jo� Pi" 1oComparison Chart. All Product Approvals are to reviewed and a roved by the Designer of Record. s i � AC units shown in the side setbacks are to be relocated to allow i�1'c 1 s 061' a clear space of 10' setback on the side of the house. Jl g ‘ Provide Design Pressures for the garage door opening. These pressures were not shown on the plans. C. Submit permit applications for Electrical, Mechanical and Plumbing. The remainder of the applications for permits required, like Roofing, Driveway, Septic Tank, Paint, etc. can be brought in at a latter date during the construction process. Plans are to show statement of design to be as per Engineered Unit Masonry. 8. Provide Special Inspectors form, signed and sealed by the Engineer performing the Engineered Unit Masonry Inspections. Plans and submittals are incomplete, therefore we cannot do a complete plan review until all the above items have been submitted. At that time a complete plan review will be done. Follow the procedures for submission of corrected plans for your re- submittal. Claudio Grande CB 9 Planning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit NO. RC -6 -07 -1242 sr V iE. Folio Number:1132060134975 Owner's Name: JOSE SBARRA Job Address: 275 102 Street NE Miami Shores Village, FL 33138- Owner's Phone: (305)778 -5961 Total Square Feet: 3300 Total Job Valuation: $ 190,000.00 Contractor(s) Phone Primary Contractor Planning and Zoning Criteria and Comments Approved: No Comments: MUST COMPLY WITH CONDITIONS OF APPROVAL; Date Denied: 6/14/2007 1) A separate driveway permit and pool permit will be required in addition to the building permits for the new residence . 2) The driveway shall not to exceed twelve (12) feet in width as shown on the site plan and shall not cross the drain field except for the septic tank as shown on the site plan and no other driveway shall be allowed across the drain field except as approved by Miami Dade County and the village . 3) It shall be a violation of the village code and this site plan approval to drive on the grass over the drain field . 4) Applicant to provide proof of compliance with Miami Dade County landscape requirements . 5) Applicant to obtain all required county permits including septic system permit before obtaining village permits . 6) Roof and building color is to be reviewed by code enforcement and no building permit shall be issued until approval of the colors is granted by code enforcement. 7) Applicant to obtain a building permit before commencing work. 8) Applicant to meet all applicable code provisions at the time of permitting . Color -Thru tiles to be utilized. FRONT DRIVEWAY CAN NOT EXCEED 12 FEET IN WIDTH AS SHOWN ON THE SITE PLAN SUBMITTED TO THE PLANNING BOARD. PROVIDE CERTIFICATION THAT THE PROPOSED LANDSCAPING MEETS MIAMI DADE LANDSCAPE CODE REQUIREMENTS PROVIDE PAINT COLOR SAMPLES AND ROOF SAMPLE TO CODE ENFORCEMENT FOR APPROVAL PLAN SHOWS MORE HARD SURFACE AREA SIDEWALKS AND PATIOS THAN WERE APPROVED BY THE PLANNING BOARD ON THE SITE PLAN ORIGINALLY SUBMITTED. SIDEWALK CAN NOT EXCEED 3 FEET IN WIDTH IN THE FRONT YARD OR SIDE YARD AND SIDEWALK AND PATIO AREA WILL REQUIRE DERM APPROVAL BEFORE A BUILDING PERMIT MAY BE CONSIDERED. Miami Shores Village Building Department CI 11 Permit No. d 7 - 12- 4 2. Job Name .S .IARl2e Date G/l glo7 27.3dva /02 St• STRUCTURAL CRITIQUE SHEET 4 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ✓ dh S-6, ftair Se's• h4'4d ha roe Q 3' ( 1 /ariC/6; rscr / d/,i1 fheuld 6c, 3 - -S" uncle Cha'f z�<o'). ✓ c'p-e e . ®r- 0 -eta 61 ,3aye. ie 4 Car It far ..1V-eel G®1, Oh J.- fl. rejrnf. 51z®ws it4 G l2'' e.w. _ ,Scc. 1/5-4 5a7 44 1p one direc #ion and 45 /rr Other - cooro/M ate. ()X- oe .- /he c orizer° opevo a {or A/6 c44 J. ✓en A -7, d�erjre4c1 Dee, ,+, hasb ss Spacd'vil 6f b6174.5 c±4crr � V ;-� 62‹ oir�� " one c��o v/ D6or Gt1in cow ,2b ct.97n Mai • .0eta � 5. -hota # reeei i ! f ' . e.herr wieff / .> 36 " per' ,fG Sec. August 17, 2007 Miami Shores Village Building Department 10050 N.E. 2 "d Avenue Miami Shores, F133138 Tel: 305- 795 -2204 Fax: 305-756-8972 Permit No: RC- 07 -1242 Job Name: New SFR for Sbarra Page 1 of 1 Building Critique Sheet THE OLLOWING ITEMS HAVE NOT BEEN CORRECTED 1. Provide Product Approvals for all windows and doors as required by FRC 4410.4 including the Product Approval - Comparison Chart. All Product Approvals are to reviewed and approved by the Designer of Record. f - • THE PRODUCT APPROVALS SUBMITTED DO NOT C MEET THE DE SIGN PRESSURES FOR THE OPENINGS. I • IN ADDITION THE PRODUCT APPROVALS FOR THE 1L 1° MULLIONS, SWING DOORS AND THE GARAGE tP �" DOORS HAVE NOT BEEN SUBMITTED. Z. Roof note #1 on sheet S -2, makes reference to the South rida Building Code chapter 29. This code no longer is in effect, please correct the note with the correct code reference from the FBC. Plans and submittals are incomplete, therefore we cannot do a complete plan review until all the above items have been submitted. At that time a complete plan review will be done. Follow the procedures for submission of corrected plans for your re- submittal. Claudio Grande CBO 305 - 795 -2204 (.35-\?A twi6 5('2C/47 CI) Pi 0/74-9"