Loading...
RC-9-16-2500_1460 NE 103 St Part 3STRUCTURAL CALCULATIONS •• PROPOSED POOL ADDITION CATCH BASIN AND SPA 1460 NE 103 STREEET MIAMI SHORE , FL 33138 i RUCTL)RAI REVIEW A "i--R 3 DATE w blI, _ F F `.�0 • 62531 ` 7� TATE OF CORII) -' S01VAi �?G r Vicente �anco P.E. LIC. No. 62561 8690 NW 109 CT MUM, FL 33178 TABLE OF CONTENT ...... . ...... .... .... . . .... .... ..... ...... .... ..... .. .. .. . ...... . . . . ..... . .. ...... .. CHECK PILE CAPACITY................................................................ 1 CHECK PUNCHING SHEAR.............................................................. 2 CONCRETE WALL............................................................................ 3 BOTTOM SLAB.............................................................................. 5 GRADE BEAM GB-1........................................................................ 7 GRADE BEAM GB-2........................................................................ 9 1 Vicente Franco P.E. CHECK NEW HELICAL PILE CAPACITY POOL POOL HEIGHT: h = 5 FT BOTTOM SLAB THICKNESS = 12 IN WALL THICKNESS = 8 IN fc = 5000. PSI fy = 60000 PSI PILE TENSION CAPACITY = 5•T COMPRESSION CAPACITY = 15 T LATERAL CAPACITY = N/A PILE DIAMETER = 3.5 IN PILE SPACING LEFT b1 = 4.4 FT PILE SPACING RIGHT b2 = 4.1 FT TRIBUTARY WIDTH T1 = 1 FT TRIBUTARY WIDTH T2 = 6.5 FT CHECK TENSION CAPACITY: TRIBUTARY AREA = 18.06 SF HYDROSTATIC PRESSURE = 3.468 T DEAD LOAD: SLAB WEGHT = 150 * 12/12 *AREA / 2000 = WALL WEIGHT = 150 * 8/12 * h * (T1+T2)/2 / 2000 = DEAD LOAD = 2.29 T 1.35 T 0.94 T UPLIFT (HP-0.6*DL) = 2.09 T OK < TENSION CAPACITY CHECK COMPRESSION CAPACITY: LIVE LOAD = 2.89 T DEAD LOAD = 2.29 T TOTAL = 5.18 T ...... ...... . . ...... ...... .. . OK < COMPRESSION CAPACITY z Vicente Franco P.E. CHECK PUNCHING SHEAR AT BOTTOM SLAB ••� POOL ••••�• POOL HEIGHT = 5 FT ...... BOTTOM SLAB THICKNESS = 12 IN ••�••• WALL THICKNESS = 8 IN •••••• fc = 5000 PSI ' STEEL PLATE = 8 IN d = 9 IN ho = 21 IN bo = 84 IN CRITICAL AREA PERIMETER REACTION OVER PILE: LIVE LOAD = 2.89 T DEAD LOAD = 2.29 T Vu = 16.2 K CONCRETE SHEAR CAPACITY: �Vc = 181.8 K OK > PUNCHING SHEAR OK HELICAL PILE 3 ONE WAY CONCRETE SLAB DESIGN - ACI COEFFICIENTS , Design is for largest span and worst coefficient condition Pool height h = 5 • ft "' •' • • p ...... Maximum span Is:= 5 ft+0 in „•„• •,•. ••�••• Width bs := 12 • in .. .. .. . ...... ,,,,,, •• Slab deep h := 12 • in s • ...... 4 4 .. . •..�.• ds:=hs-3.0•in--•in-0.5•— in ds=8.25•in •• • 8 8 Water unitweight ^yw••= 62.4 pcf Concrete unit weight 7c := 150 • pcf Ultimate bad qu:= 1.2•hs•bs•-yc+ 1.6•bs•hp•-yam, qu = 679.2 • plf Maximum moment 2 M := qu • 1s u 9 fy := 60000 • psi 0.5015 • fy2 . bs • ds2 A :_ fc —B— B2-4•A•Mu p := max 0.0018, 2•A Mu = 22640 • in • lbf fc := 5000 • psi B:=-0.85•fy•bs.ds2 4 •..... = 0.0018 '..' • p 9 ...... . •.... • As := p • bs • hs As = 0.259 in2 �. •.. .... Use #4 @ 12" top and bottom each way ":"; • •; • • • • • • .. .. . • .. . ...... Maximum shear 0• ...... . . .. . IS Vu := qu 2 — ds Concrete shear capacity OVA := 0.75 • 1.0. 2 • JC psi • bs • ds OVA = 10501 • Ibf Luc — = 5250 • Ibf 2 Vu is less than half concrete capacity. No shear rebar is required 5 Cantilevered Retaining Wall Lic. # : KW-06010683 Licensee -:-Vicente Franco Description : cantilevered Wall Criteria Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Design Summary Wall Stability Ratios Overturning = 4.01 OK Sliding = 0.98 OK Slab Resists All Sliding! Total Bearing Load = 1,500 Ibs ...resultant ecc. = 0.96 in Soil Pressure @ Toe = 241 psf OK Soil Pressure @ Heel = 209 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 289 psf ACI Factored @ Heel = 251 psf Footing Shear @ Toe = 4.9 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 106.1 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 810.0 Ibs less 100% Passive Force = - 194.5 Ibs less 100% Friction Force = - 600.0 Ibs Added Force Req'd = 15.5 Ibs NG ....for 1.5 : 1 Stability = 420.5 Ibs NG Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 0.00 in Calculations per ACI 318.11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 ..••.. ...... .... .... . . .... .... ..... ...... .... ..... Stem Construction Top Stem ...... Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Stem OK 0 ft = 0.00 .. :.... = Concrete • in = 8.00 _ # 4 in = 12.00 Center Ibs = ft-I = ft-I = psi = psi = psf = in = in = in = in = psi = psi = 0.42s 900.0 1,500.0 3,493.8 18.8 106.1 100.0 4.00 13.24 6.00 6.00 5,000.0 0 Cantilevered Retaining Wall Lic. # : KW-06010683 Licensee : Vicente Franco Description : Cantilevered Wall Footing Dimensions & Strengths Footing Design Results Toe Width = 6.00 ft Toe Heel Heel Width = 0.67 Factored Pressure = 289 251 psf :0 0 0 % Total Footing Width = 6.67 Mu' : Upward = 0 0 ft-lb • • • • • • • Footing Thickness = 12.00 in Mu': Downward = 0 0 ft-lb .. • • Key Width = 0.00 in y Mu: Design = 1,500 0 ft-lb ...... ;""' ....:. Key Depth = 0.00 in Actual 1-Way Shear Allow 1-Way Shear = 4.88 0.00 psi = 106.07 106.07 psi •••;.. • • • • • • • Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 18.00 in . • • • • fc = 5,000 psi Fy = 60,000 psi Heel Reinforcing 9 = # 4 18.00 in @ • • • Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd • • • • • • • • • • •••• ""' Min. As% = 0.0018 Other Acceptable Sizes &Spacings •••••• """ • Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr • • • • • • Heel: Not req'd, Mu < S * Fr :...:. Key: No key defined • • ;....: Summary of overturning & Resisting Forces & Moments ' OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 810.0 2.00 1,620.0 Soil Over Heel, = 0.0 6.67 0.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 500.0 6.33 3,166.7 Earth @ Stem Transitions = Total = 810.0 O.T.M. = 1,620.0 Footing Weight = 1,000.0 3.33 3,333.3 Resisting/Overturning Ratio = 4.01 Key Weight = Vertical Loads used for Soil Pressure = 1,500.0 Ibs Vert. Component = Total = 1,500.0 Ibs R.M. = 6,500.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 7 Concrete Beam Lic. #: KW-06010683 Licensee : Vicente Franco Description : GB-1 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 • Material Pronerties • • • •: • f c 1/2 = 3.0 ksi Phi Values Flexure: 0.90 ....: . • • ... fr = fc * 7.50 = 410.792 psi Shear: 0.750 ' 000 y Density = 145.0 pcf (3 = 0.850 • .... . D.. • • • k LtWt Factor = 1.0 .... • .... ..... Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi ...... .... • ..... fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi • • • • • • • • • • • • • • E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 too .. �. �. • Number of Resisting Legs Per Stirrup = 2 ; •. •; ""' D 0.50 L 0.40 ,40 12.0 ft _Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 12.0 in Span #1 Reinforcing.... 246 at 3.50 in from Bottom, from 0.0 to 12.0 ft in this span 245 at 3.0 in from Top, from 0.0 to 12.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D=0.50, L=0.40 Uniform Load on ALL spans : D = 0.50, L = 0.40 k/ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.816 :1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.035 in Ratio = 4164>=360. Mu: Applied 25.452 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Mn' Phi: Allowable 31.181 k-ft Max Downward Total Deflection 0.290 in Ratio = 497>=180. Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Location of maximum on span 5.989 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi`Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #6 @ d=8.5",2- #5 @ d=3", 31.18 27.34 1,728.00 353.61 312.54 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 6.270 6.270 Overall MINimum 2.322 2.322 +D+H 3.870 3.870 +D+L+H 6.270 6.270 1.1 Concrete Description : GB-1 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +U+Lr+m 3.0/V 0.0/U • • +D+S+H 3.870 3.870 0 ` +D+0.750Lr+0.750L+H 5.670 5.670 +D+0.750L+0.750S+H 5.670 5.670 ' " "" • +D+0.60W+H 3.870 3.870 0 0 0 ; 0 0 . . • +D+0.70E+H 3.870 3.870 • ""' •••• •••• • • +D+0.750Lr+0.750L+0.450W+H 5.670 5.670 • • • • +D+0.750L+0.750S+0.450W+H 5.670 5.670 • • +D+0.750L+0.750S+0.5250E+H 5.670 5.670 • • •• •• • • • •• • •••••• +0.60D+0.60W+0.60H 2.322 2.322 • +0.60D+0.70E+0.60H 2.322 2.322 • • • • D Only 3.870 3.870 • • • • • • • • • • •••••• LrOnly : ••• • �••••• L Only 2.400 2.400 �' ' • • • • • • • • S Only W Only E Only H Only Shear Stirrup Requirements Between 0.00 to 3.08 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 4.000 in Between 3.10 to 8.90 ft, Vu < PhiVcl2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 8.92 to 11.98 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 4.000 in Overall Maximum Deflections Load Combination Span Max. ' " Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+L+H 1 0.2897 6.000 0.0000 0.000 �t Concrete Bea rn Lic. #: KW-06010683 Licensee : Vicente Franco Description : GB-2 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 • Material Properties .' • "":' fc 3.0 ksi Phi Values Flexure: 0.90 ' •' •" ' 1/2= * • 0 • fr = f c 7.50 = 410.792 psi Shear: 0.750 f • yf Density = 145.0 pcf R 1 = 0.850 , ... .... k LtWt Factor = 1.0 ...' '....' ..... Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi 0006 ... • ..:.. E - Stirrups = 29,000.0 ksi ' • •. • • •! • fy Main Rebar = 60.0 ksi Stirrup Bar Size # 3 ':;: E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 .. . D 0.50 L 0.40 _Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 36.0 in Span #1 Reinforcing.... 245 at 3.50 in from Bottom, from 0.0 to 16.0 ft in this span 245 at 3.0 in from Top, from 0.0 to 16.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D=0.50, L=0.40 Uniform Load on ALL spans : D = 0.50, L = 0.40 k/ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.619 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.004 in Ratio = 47430>=360. Mu : Applied 56.384 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Mn * Phi: Allowable 91.152 k-ft Max Downward Total Deflection 0.014 in Ratio = 14211 >=180. Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Location of maximum on span 8.015 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi*Mn ( k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #5 @ d=32.5",2- #5 @ d=3", 91.15 93.89 46,656.00 4,875.85 5,026.55 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 10.680 10.680 Overall MlNimum 3.200 3.200 +D+H 7.480 7.480 +D+L+H 10.680 10.680 10 Concrete Beam Lic. # : KW-06010683 Licensee : Vicente Franco Description : GB-2 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+Lr+H 7.480 7.480 • • +D+S+H 7.480 7.480 000000 +D+0.750Lr+0.750L+H 9.880 9.880 +D+0.750L+0.750S+H 9.880 9.880 •••••• • •••••• +D+0.60W+H 7.480 7.480 • +D+0.70E+H 7.480 7.480 • • • • • • 0000 +D+0.750Lr+0.750L+0.450W+H 9.880 9.880 • • • • •••• •••• ••••• +D+0.750L+0.750S+0.450W+H 9.880 9.880 • • +D+0.750L+0.750S+0.5250E+H 9.880 9.880 0 +0.60D+0.60W+0.60H 4.488 4.488 +0.60D+0.70E+0.60H 4.488 4.488 : �: �: • DOnly 7.480 7.480 :•••:• ������ LrOnly : •�• :••••: L Only 3.200 3.200 " ' • •' • ' S Only W Only E Only H Only Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVct2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Overall Maximum Deflections Load Combination Span Max. " " Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+L+H 1 0.0135 8.000 0.0000 0.000 r 0. SET NAIL & DISC C1 23:40' 8 � �f(04 4' • 20 !l \ • • • o • 1f?, 6� See • a.• • • • • BRICK •..• .i•. ••.•• •a N w � 0, N (D N 1: I W r ASPHALT / I I I.R. &CAP DRIVEWAY SET 1/2" PLAN 3.98 RICK 14.75' -----� PARRS '^ N. 13.20' n 5.78''L`� . pp.4.41' TWO STORY LOT 14 � AREA W ONE STORY I C. B. S. A/ RESIDENCE #1460 W TILE STAIRS _ _ J LOT 15 _j BLOCK 5 aR IO Q -co 17, 53' O BRICK ~ STORAGE- o n OZD P RCH 0.0' ME FND. DRILL HOLE O/S 0.44'(N) .� 0.9'(E) WOOD 14. DOCK C 1: R=25.00' A=57027'00" A=25.07' C.B=S.61'25'36"E. C2: R=200.00' A=24'23'36" A=85.15' C.B.=N.44'53'54"W. f BRICK PAVERS STAIRS POOL M G r �-O-1 16 3.s. WALL ; 4 I M G 4 NOG x Ai PC J ?i i I 4' C.L.F. (TYP. ) New ..TwFi fii tv I Q�ASItJ I x )NC. 5.81' :A WALL ). DRILL \ E \ FND. DRILL .8�• L_ HOLE SCALE: F' = 20' SKETCH NO.: 07-1058 DRAWN BY: K.W. SIDE 2 OF 2 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit NO. EL-4-18-86 Permit Type: Electrical - Residential Work Classification: Pool - Private Permit Status: APPROVED Issue Date: 4/912018 I Expiration: 10/06/2018 Project Address Parcel Number Aoolicant 1132050310060 MONICA SAVITS Block: Lot: Owner Information Address Phone Cell MONICA SAVITS 1360 N. E. 103 ST. Contractor(s) Phone Cell Phone MESA BROTHERS INC (305)345-1974 e of Work: CONNECT NEW POOL AND LIGHTS itional Info: CONNECT NEW POOL AND LIGHTS ssification: Residential nning: 1 Fees Due Amount CCF $0.60 DBPR Fee $4.50 DCA Fee $3.00 Education Surcharge $0.20 Permit Fee - Additions/Alterations $300.00 Scanning Fee $3.00 Technology Fee $0.80 Total: $312.10 Valuation: =600.00 Total Sq Fee Pay Date Pay Type Arnt Paid Amt Due Invoice # EL-4-18-67025 04/09/2018 Credit Card $ 262.10 $ 50.00 04/04/2018 Cash $ 50.00 $ 0.00 Avanaoie i Inspection Type: Final Light Niche Bonding Review Electrical Alarms In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAV T I certify t at all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction a z uther re, I aut rize the abov -named contractor o do the work stated. G11S t� (V April 09, 2018 owner . / Applicant / Oontractor / Agent Building Department Copy April 09, 2018 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 APR 0412019 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 S 1 FBC 201q BUILDING Master Permit NoBpp 5 I' / 12- I PERMIT APPLICATION Sub Permit No.6 1 0 — K03 ❑BUILDING XELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS ❑ CHANGE OF [:]CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: I4(g) ?, j I City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): J V I I Phone#:_ Address: � 4 �P � �M (F I (Da City: �� City: M cpwyl i S%.)( to S State: Fit Zip: Tenant/Lessee Name: Email: Phone#: CONTRACTOR: Company Name: H (� i%-1— ey-� TI)C • Phone#: 1301 O 2 5-1 Address: 2) `l S I L City: rn ( 0uvr✓i State: r-1 d n d e - Zip: 3 3) (.4 Qualifier Name: �Gl u a Phone#: 3 05- — .j y 5 State Certification or Registration #: (e Ci 13 G 0 100 Certificate of Competency #: DESIGNER: Architect/Engineer: Address: /� City: State: Zip: Value of Work for this Permit: $ `(' oo Square/Linear Footage of.Work: Type of Work: ❑ 'Addition , ❑, Alteration New CgG�(epair/Replace ❑ Demoliti Description of Work: p ,CannPC+ new QOC2L c v'-"' to f*ncl L 1��2 Specify color of color thru the: Submittal Fee $ Scanning Fee $ Permit Fee $ --70p` 043 CCF $ Radon Fee $ 3 — CA DBPR $ Technology Fee $ Training/Education Fee $ CO/CC $ Notary Double Fee $ Structural Reviews $ (Revised02/24/2014) Bond $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, 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 iss anbsence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER 1NA ENT The foregoing 'instrument was acknowledged before me this day of 4 ►'1 L 20 by HQnt CA- SAV;15 who is personally known to me or who has produced CONTRACTOR The foregoing instrumentwasacknowledged before me this 3 Y day of aA r- �i , 20 1 8" , by Av f 4!n5/+ who is personally known to as me or who has produced identification and who did take a"-"j , ANAIESQUIVEL * * MY COMMISSION t FF 145850 NOTARY PUBLIC: PIRES: July 28,2018 dJ'� ndt>°e Thru Budget Notary Services Sign: Print: Seal: identification and who did take an oath. NOTARY PUBLIC: Sign{ Print: Seal: MAI ESQUIVEL * M COMMISSION i1 FF 145850 EXPIRES: July 28, 2018 dey0 Bonded Thru Budget Notary Services as APPROVED BY 4�aAM)Q %L g Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Project Address MONICA SAVITS Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Parcel Number Permit NO. P'L-4-1 8-8614 Pemait Type: Plumbing - Residential ' Work Classification: Pool - Private Permit Status: APPROVED issue Date: 4/912018 1 Expiration: 10/06/2018 Annlirant 1132050310060 MONICA SAVITS Block: Lot: 1360 N. E. 103 ST. Contractor(s) Phone Cell Phone POOLS BY G.E. CORP (786)732-0614 (786)355-3382 Type of Work: POOL AND SPA PIPING Type of Piping: Additional Info: POOL AND SPA PIPING Bond Return : Classification: Residential Scanning: 1 Fees Due Amount CCF $0.60 DBPR Fee $3.38 DCA Fee $2.25 Education Surcharge $0.20 Permit Fee $225.00 Scanning Fee $3.00 Technology Fee $0.80 Total: $235.23 Phone Cell Valuation: $ 1,000.00 Total Scl Feet: 0 Pay Date Pay Type Amt Paid Amt Due Invoice # PL-4-18-67026 04/09/2018 Credit Card $ 185.23 $ 50.00 04/04/2018 Cash $ 50.00 $ 0.00 mvalla Die inSpecuonS: Inspection Type: Main Drain Ro 9 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRl f) L' PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDA constructiorl and; all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating I authorize the above -named contractor to do the work stated. Ay)a,l FSq c),ye4 April 09, 2018 Author"natore: Owner / Applicant / Contfa for / Agent Date Building Department Copy April 09, 2018 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 APR a A/ 1616 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 �1 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC' ❑ ROOFING PLUMBING ❑ MECHANICAL [:]PUBLICWORKS JOB ADDRESS: Iy"Po tJF' 1o3 J FBC 201Q Master Permit No. 01- 5 1 ? I oZ j� Sub Permit No.1'n 0 ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Hoc-6 C A hone#: Address: 1 `i bU I -J L It) f :) —'*,.x ' City: �A kejCY11 �✓ll3lPS State: ' Zip: Tenant/Lessee Name: Phone#:_ Email: CONTRACTOR: Company Name: 1 Address: 6c�a 1 5W 2. 3 !IA 03 k2 Phone#: 7£��s33 CO, City: ^Ir'1b'Yl State: 1 Zip: 33 1 KS_ Qualifier Name: �S1J� hry—i '5Qu tj P( J ✓ Phone#:- 8Ao355330 2, State Certification or Registration #: C Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ I 000 Square/Linear��Footage,of Work: --$'^ Type of Work: ElAddition ❑ Alteration [New ' ❑ Repair/Replace Demolition-* Description of Work: Specify color of color'thru _tile: x' Submittal Fee $ Permit Fee $ �CCF $ CO/CC $ Scanning Fee $ Radon Fee $ �5 DBPR $ '�3 3a Notary $ Technology Fee $ Structural Reviews $ Training/Education Fee $ Double Fee $ Bond $ ` TOTAL FEE NOW DUE $ / 5' (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, 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 low brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. 00,9 Signature 0 W N E r AGENT The foregoing instrument was acknowledged before me this day of &"t 120 r� by (�1UlIGfi C,r✓hJl'�Z who is personally known to me or who has produced identification and who did takG,path. �° , ANAI ESQUIVEL NOTARY PUBLIC: * * MY COMMISSION tt FF 145850 EXPJRftS: July 28, 2018 Bon u Budget Notary Services Sign: Print: Seal as Signature The foregoing instrument was acknowledged before me this 0 day of q-Dt'2-(I-- _20 by VET- Gu 11. 7E who is personally known to me or who has produced L"-DCAL%�2 identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: Seal: 0 Notary Public Si to of FIorida Sindia Alvarez X4 1� My Commission FF 156750 OF Expires 09/0312018 ********************************************************************* APPROVED BY /l "'v J� Plans Examiner �Ra ************* Zoning Structural Review (Revised02/24/2014) Clerk t Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Qs Phone: (305)795-2204 F�ORIDA Project Address 1460 NE 103 Street Miami Shores, FL CHRISTOPHER SAVITS Permit NO. DGT-11-17-2681 Permit Type: Decks/Gazebos/Trellises Work Classfcation: Trellise Permit status: I#PPROVECi Issue oate:12/1/2017 Parcel Number 1132050310060 Block: Lot: 1460 NE 103 ST MIAMI SHORES FL 33138-2626 Contractor(s) Phone Cell Phone ALL DADE FENCES, INC., 786-229-8223 Approved: In Review Comments: Date Approved:: In Review Date Denied: Type Const: Trellise Classification: Residential Scanning: 3_ Fees Due Amount I CCF DBPR Fee DCA Fee Education Surcharge Permit Fee - Gazebo/Trellise/Pergola Plan Review Fee (Engineer) Revision Fee Scanning Fee Technology Fee Total: \\ $0.00 $0.00 $0.00 $0.00 $0.00 $80.00 $75.00 $0.00 $164.00 Expiration: 05/30/2018 Applicant CHRISTOPHER SAVITS Valuation: � $ 0.00 Total Sq Feet: 0 Additional Info: SHOP DRAWINGS FOR TRELLIS PA Scanning: 3 Pay Date Pay Type Amt Paid Amt Due Invoice # DGT-11-17-65621 12/01/2017 Credit Card $ 114.00 $ 50.00 11/09/2017 Credit Card $ 50.00 $ 0.00 Avaname I Inspection Type: Slab Final Framing Footing Review Building Review Structural Review Planning In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFID ify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction a zoning. hermore, I authorize t�e above -named contractor to do the work stated. December 01, 2017 Authorized Signature: Owner / Applicant / Contractor / Agent Date Building Department Copy December 01, 2017 1 -' Miami Shores Village NevI,2 Building Department ` 10050 N.E.2nd Avenue Miami Shores Florida 33138 By Tel: (305) 795-2204 Fax: (305) 756-8972 -- INSPECTION LINE PHONE NUMBER: (305) 762-4949 S FBC 20 aq BUILDING Master Permit No. 16 -as-bo PERMIT APPLICATION Sub Permit No. ��IT 1--�- up ' GILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS [:]CHANGE OF ❑ CANCELLATION HOP // PIE- �Q �'1CONTRACTOR DRAWINGS JOB ADDRESS: i -4bi) � ( OIL ( � r--eE�- City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: I i'+- 9 )-OA - 0 3 1 - 0 21� p Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: _ BFE: FFE: OWNER: Name (Fee Simple Titleholder): Crk r c-" : ,47 Phone#: D b --� -71 GS— Address: (4 G 0 Iu E 10 �4 -0 City: Vq IaAI. Sic.4W"a State: Zip: 33) 3 Tenant/Lessee Name: &) • A- • Phone#: Email: Q ✓i cl,cx , t,- {- 0 c2 0 ( co -A-, CONTRACTOR: Company Name Address: 4 D c f�AGe S TAX- - one#: 3nS - 9 )-6 - Si- City:----j-1 "" 112c t Q,� State: Zip: 3 :�a t Qualifier Name: iri >''fQ Phone#: r State Certifica�'or Registration #: Certificate of Competency #: 9 S "s (DO 2L t) DESIGNER: Architect`/Engineerr: -070 44. ar 1" 'E- Phone#:SDi - 814, 44l:t--- Address: Z �1A'�S Ks 4City. 'i State: Zip: a 10 /Q Value of Work for this Permit: $ r Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: S r cw , d-, --- Specify color of color, thru tile: Submittal Fee $ IPermit Fee $ _ Scanning Fee $ •lT'-" '---'•-Radon Feer$- Technology Fee $ Training/Education Fee $ Structural Reviews $ OV • 03 -7S• �1iYa�M{�w1i�+Y.dlawO:°�i+�MSi•M�✓1 A IIA`",C! 'C,k) 2 YrL r�zj>?t����• z� CCF $ . i , ^1 ' �f C0/CC $' DBPR $ Notary $ * %l(P A,3 &tGWz-x 1Et (Revised02/24/2014) ��C/�1J3iC C►G Srt (iVz4r .C-.. L�a�v � �•�ciTt%L- • 7 Double Fee $ Bond $ TOTAL FEE NOW DUE $ t' Bonding Company'ts Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE. RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signatur Y>�Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this _ day off N,4o4epi 20 J by -7-:1 day of l�J��t' 20 1-7 , by Z v ,Pit .Saor_,C 4: wh s personally known o CCLQ �- � � who ; s personal) kn me or who has produced t . as men qr who has.produced A �i->.. r. as r`v ri e4.� 3c ,.N` j �.. ••b 11'�F,?_.K� t ir I en I ica Ion an w o iJ take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: j ( J0nLce( �J (ScaCQff ICA rint: Print: n 6 JAY S GOLDMAN Seal: • _ Notary Public - State of Florida Seal: ": JANICELGIACAMAN =• . . • _ +,F •' Commission FF 228649 My Comm"Expires May 10, 2019 o ¢ "4 :. _ Nc3tiPaa c-S�:eotFlon�a Comnsso^-GG083d25 �> Bonded thr National Notar Ass . Y , =� MY Canm. Eza zs Ju 10. 2J2' ********************* *** +kil5ttaiCit*** ************** APPROVED BY ` Plans Examiner �' Zoning !d bd Structural Review Clerk - Jr (Revised02/24/2014) x S SEE: NOTE. #5 FOR -- ALUMINUM MEMI~RAN CONTACT WITH DISSIMILAR MATERIAL 5356 A SECTION SD-1 L 1 72 [ 1 72 R V -J WELDED TO LOUVER PANEL AND (2) #10-18 H.W.H. STAINLESS STEEL HILTI KWIK SEAL TO STEEL BEAM %" BENT PLATE LOUVER ALUMINUM ALLOY 6061-T6 STEEL BEAM BEYOND Existing House vWE A. MARTINEZ, ► �E. CIVIL A%NI) SYRUCTURAL ENGINEERS • LICENSE NO: PE 0031509 � • • • TRELLIS PLAN 24 East 5ih Street, Hialeah, Florida 33010 ...... ., SCALE Y4" = 1'-0" 305-887--4417 ...:.. • SHOP IAA' ^� t1MENT REVIEW_ • • • • •' . _ bete documents IfMe t , , oniormanre Wh the desgn • concept wdirtientemdg 'Kh a with the'ontractfT I I • •.. • • consiniction doctfA t het : resuonsble for confirming and calculeting ah quenlit tic --tan construction • • me!hods andcoordnatior fe trades. • • NO EXCEPTIC ID :Ff 1/ f MAKE CORRE , f i • >� nr ,rnrrn n , yr • • • • • T.O. STL. BM. 8'-6" EXISTING STEEL BEAM EXISTING STEEL COLUMN =N� RECEIVED Nov =9 it tI EXISTING STEEL ANGLE SUPPORT TO REMAIN "x6" ALUMINUM TRELLIS,ALLOY 6061-T6 ATTACHED TO STEEL BEAM BEYOND WITH (2) #10-18 x 4" STAINLESS STEEL H.W.H. HILTI KWIK SEAL. B SECTION SD-1 REVISIONS I BY 00 M M• :at. • MCI C/� �' • • ^" i..� 'd " W Q z z O Date 06/30/17 Scol• AS SHOWN Drawn WEM Job 201717 SD-1 Sheets NOTES: REVISIONS I BY T-4" 3,_4" 3,_4" 3'tT Tt { i I 3 s J R.T. 2, /z x 2 x /6" 1/•, i kSD-5 ALUMINUM POST, 3'-6" HIGH @ 4'-0" MAX. (TYP.) I �I TRELLIS; AREA, SEE. I I SHEET, ShO ! I I00 I 112' ( I 1 I'1%" ° ii2'-61 it 2'-8'u I ' fV I i I I i I I c\ ALUMINUM LOUVERS AT 3" c/c 2 1/2" - R.T. 3" x 3" x %4' ALUMINUM COLUMN, 6'-0" HIGH @ 4'-0" MAX. (TYP.) II I� I F ELEVATION I I ! SD-3 (TYPICAL) I C ELEVATION SD-3 (TYPICAL) ! F} LI 1. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD AND WITH ARCHITECTURAL DWGS. PRIOR TO STARTING OF WORK NOTIFY ARCHITECT/ENGINEER IN WRITTING BEFORE PROCEDING WITH THE WORK. 2. THE STRUCTURAL FRAMING WAS DESIGN USING SUPERIMPOSED LOADS AS PER 1618.4.6 FROM F.B.C. 2014. 3. ALL STRUCTURAL ALUMINUM SHALL BE 6061 T6 OR APPROVED EQUAL. 4. ALL ALUMINUM WELDED SHALL BE 5356 FILLED WELD, Fy= 17 Ksi. 5. ALL ALUMINUM MEMBERS IN CONTACT WITH DISSIMILAR MATERIAL AS STEEL OR CONCRETE SHALL BE PROTECTED WITH HEAVY -BODIED BITUMINOUS PAINT SUCH AS ISAMITE BITUMINOUS PAINT BY MAPEI MANUF. OR EQUAL 6. GENERAL DESIGN LOADS: RAILING: LL= 50 #/ft HANDRAIL: LL= 200 # BALAUSTERS: LL = 25 PSF PICKETS: LL = 25 PSF 7. RAILING, STAIR RAILING, AND OTHER SIMILAR SAFEGUARDS SHALL BE BUILT TO RESIST A LOAD OF 50#s PER LINEAR FOOT APPLIED IN ANY DIRECTION. AT THE TOP OF SUCH BARRIERS. INTERMEDIATE RAILS, BALUSTERS AND PICKETS SHALL BE CAPABLE OF RESISTING A UNIFORM LOAD OVER THE GROSS AREA OF NOT LESS THAN 25 LBS. PER SQUARE FOOT, WITHOUT RESTRICTION BY DEFLECTION, BUT NOT LESS STRENGTH THAN REQUIRED TO RESIST APPLICABLE WIND LOADS AS DEFINNED IN THIS DRAWING. HANDRAILS SHALL RESIST A LOAD OF NOT LESS THAN 200 LBS. PER SQUARE FOOT, APPLIED IN ANY DIRECTION AND AT ANY POINT ON THE RAIL. HANDRAILS SHALL BE M.D.C.P.C.A. ALL CONNECTIONS BETWEEN SHAL BE WELDED. 8. PROVIDE A CLEARANCE OF AT LEAST 1-1/2" BETWEEN THE HANDRAIL AND THE WALL TO WHICH THE HAND RAIL IT IS FASTENED. HANDRAILS SHALL HAVE A CIRCULAR CROSS SECTION WITH AND OUTSIDE DIAMETER OF AT LEAST 1/1/4" AND NOT GREATER THAN 2". THE HANDRAIL SHALL BE CONTINOUSLY GRASPABLE ALONG THE ENTIRE LENGTH. HANDRAIL ENDS SHALL BE RETURNED TO THE WALL OR FLOOR OR SHALL TERMINATE AT NEWEL POST. THE HANDRAIL ON OPEN SIDES OF STAIRSPSHA i, HAVE INTERMEDIATE RAILS OR AN ORNAMENTAL PATTERN SUCH THAT A SPHERE OF 4" IN DIAM. CANNOT PASS THROUGH AAIY • OPENING IN THE HANDRAIL. RAILS AND SAFEGUARDS SHALL COMPLY F.B.C. • • •: •' H •••• SD-4 •••••• 18'-9" . • •... ---------17`-9"LOUVERS--------- — .••••� 2" 2" 2" 2" 2" 2" 2 / � • • • • • • r 2'-9" 2'-9" 2'-9" 2'-9" 1 2'-9" 2'-10" 11 A. MAR. ��` ,• N I OSE �ACIVIL ;7RUf ' • •• • v / I SE R v, East treet \ / I 305=( r \ / I \ / °I � N I I I / ! / \ 64" ! / \ 60 a, en / SD-4 \ ! ! 5 KU�, uItcJs! 2'-9" 2'-9" '-9" 2'-8" I !/ / 2- 2 r 2 2 AF', t APPROVED \ 1 — — — — — — — — — — — — — — — — — — — — — — RAILING / LOUVERS PLAN SCALE %4" = F-0" i beall(lviewec', `. � �onbunanre gene*complience with#*,:c­ i. Th@Wntra&6 !s respormblc ' fibmdmen- fabcip6an on dike Uatt all oew :.! IONS TAKE tECTION' AS NDICATcz DA_h_q1L_ 4x>ep . 0fjtAjfl I�j 00 Lit Kl• • c� •m • •••"•V +- •� f.., C7 o W 0 Date --- 061/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD-2 Of Sheets REVISIONS BY RT 3"x3"x Y4' ALUMINUI POST @ 4'-0" MAX. ALL 6061-T6 RT 3" x %6' ALUMNIUIV BENT Z-BAR W/ RETUF FLANGE LOUVERS @ 2 ALLOY 6061-T6 (TYPIC SD-3 2" MAX 4'-0" MAX. 4'-0" MAX. RT 2 Y2 O.D. x 0.0165" WALL ALLOY 5183 ALUMINUM TOP RAIL ALLOY = Vic' TYP. 6061 T6. RT 2 y11x2 y"x %6' ALUMINUM POST @ 4'-0" MAX. ALLOY 6061-T6 RT V x V x 0.065" ALUM. p PICKETS @ 4" c/c ALLOYATT�-10qI F, 6061 T6 TOP OF EXISTING WOOD I I FLOOR SHEATING AND FRAMING. _ F ELEVATION SD-3 EXISTING 2 x 10 WOOD JOIST TO REMAIN (V.I.F.) ADD ONE 2x10 x T-0" WOOD PLATE EACI SIDE OF EXISTING JOIST, BELOW POST LOCATION WITH (4) X" fd x 3" LONG LA SCREW EACH PLATE ••••• • -A. MARTINEZ, ''E. C. STRUC SE NC 0031V }treet, ! -3ah, R...oa 330� 305-0 4417 SHOP DR1=AING DOCUMENT REVIEW These docunen' o '_c2" r . w,' f, , onformanre with the design concept and rife- a,., :'ance with the,vntactf cons::ucf.on dcc•-j—Frfs c • -t- s responsble brconfirmN and z;.0 r.^ .. o qrs fabrication, construction mel -ds arJ -vJ; e ,n x n :h all o trades. NO FXCEPT O I! `1 E C -Pf<f ;-N3 INDICATED (`-- DATE / elf (I17 R VIEWED t- 0 M 1,0 A In WMd'O C, �00�5000 �aw 00 M t'rl• ••.rw•• cd• cd • •u is �r •'-� Q Date 06/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD-3 Of Sheets REVISIONS 8Y 3" x %6' ALUMINUM RT 4" x 2" x X6' CONT. ALUMINUM LOUVER RT 4" x 2" x %6" VERT. POS`F LOUVERS PANELS @ 6" c/c, FRAME TOP AND BOTTOM W/ #10-18xl" WITH #10-18x1" STAINLESS I (TYPICAL) — — — — STAINLESS STEEL SELF DRILLING SCREW BY STEEL SELF DRILLING @ M — .. SD-4 — .. _ .. — . HILTI 4" FROM EDGE AND BALANCE @ 12" c/c SCREW TO STEEL COLUMN — .. — .. — .. — .. — .. — .. — . . —..—.. —..—..—..—..—..—.—..—..—..—.....—.—..—..—..—..—.._ 1'-0"7YP.) 4" EXISTING STEEL BEAM ALLOY 5183 Y V (TYP.) v �— XISTING STEEI 13EAM i .. 2'-10" ..—. ..—.2.9-2'-9-..— —.. 2 .9" 2_9.—.. —.. 2 9� 2„ 2 2, 3'-6" MAX. 2 \�T' 2 2, RT 4" x 2" x %6' ALUM. MULLION SEE NOTE #5 FOR ALUMINUM IN CONTACT WELDED EACH END AS SHOWN 1T-9" WITH DISSIMILAT MATERIAL (TYP) H ELEVATION SD-4 ;TING ROOF FRAMING EXISTING STEEL BEAM / RT 4" x 2" x %r" ALUM. STRUG j V f MULLION WELDED EACH END �� RI�t ALLOY 5183 � r A' VEr�� 3" x %6' ALUMINUM LOUVERS ALLOY 5183 PANELS @ 6" c/c, WELDED A V '/,<' —\ EACH END TO MULLION ;TING STEEL BEAM I SECTION SD-4 EXISTING STEEL COLUMNS =I • •••• JO E A. MARTINET;..;.;. STRUCTURAL ENGNt • 'ISENO: PE0031509:•••'; r ;reet, Hialeah, Flork._ °0 .' �5-887-4417 SHOP DRA`NZ!G DOCUMENT REVIEW. — These I doctnenl ".cve tt,-n v,ewed f, onnfoimance with thdesign concept and inteq: a C gene mphanee with the zontrad constructor ; game r::ctor is responsible for confirmkv an ce ro a 4 e:nsons, fabncatwn, construction reth�i ar' o_ ; I- ide with all other apohcable trades. NO L}:Cz MKEN [LJ' N'. :L CCU : .DVS AS INDICATED 11 FRLjLCiL- ; r„ /M11T DATE %�/ ►/ / (% REVIEWED: 0QAML Date 06/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD-4 Sheets L Y4"x 3" x 3" x 0'-7" LONG STEEL ANGLE WITH (4) %"O x 2" LAG CREW EACH SIDE (TYPICAL EACH END, EACH SIDE) EXISTING SST NG ROOF SHEATHING TO 8"x6"x6" BASE PLATE OF ALUMINUM ALLOY 6061-T6 WITH (4) g"O STAINLESS STEEL THREADED RODS A193 GR B7 RT 3"x3" x y" ALUM. POST, ALLOY 6061-T6 @ 4'-0" MAX. 3 ALLOY STAINLESS STEEL 4-3/8" �j'/ /6 5183 THREADED RODS PER PLATE NEW (2) 3x8 P.T. WOOD JOIST W/ WITH NUTS AND WASHERS ONE 2x8 FILLER BETWEEN EXIST. JOIST W/ (4) %"O x6" LAG SCREW EXISTING 2x10 WOOD JOIST STAGGERED (V.I.F.) TO REMAIN I' PROVIDE 2" O x ] 'I PLATE WASHER BEAM T REMAIN E CONCRETE TIE DETAIL D t\ SCALE: 1 1/2" = P-0" SD-5 ! i i RT 2 y" x 2 y" x y" ALUM. POST, ALLOY 6061-T6 @ i 4'-0" MAX. ALUMINUM POST BASE EXISTING 2x10— WOOD JOIST TO REMAIN (TYP) EXISTING CONCRETE TIE BEAM TO REMAIN D i- A SD-5 L Y4"x 3" x 3" x 0'-7" LONG STEEL ANGLE WITH (4) g"O x 2" LAG CREW EACH SIDE (TYPICAL EACH I END, EACH SIDE) K 0 o ADD (2) 3x8 BLOCKING W/ r r --- - --- ---- (1) 2x8 FILLER, PROVIDE (4) --- . — 1 %" O x6" LAG SCREWS 0 0 STAGGERED I i PARTIAL FLOOR PLAN SCALE: 1 1/2" = F-0" EXISTING 2x10 WOOD JOIST TO REMAIN j RT 2 y" x 2 y" x Y4' ALUM. POST, ALLOY 6061-T6 @ 4'-0" MAX. ALLOY Y4„ %6" 5183 y"x02"x5y" j"' ALUMINUM PLATE EXISTING ROOF SHEATHING TO WITH (4) %" x 5" LAG a A REMAIN SCREW TO WOOD PLATE EXISTING 2x10 WOOD JOIST (V.I.F.) TO REMAIN DETAIL SCALE: 1 1/2" = F-0" — ADD ONE 2x10 x 2'-0" WOOD PLATE EACH SIDE OF EXISTING A JOIST, BELOW POST LOCATION WITH (4) %"O x 3" LONG LAG SCREW EACH PLATE STAINLESS STEEL 4-3/8" THREADED RODS PER PLATE WITH NUTS AND WASHERS, A193 GR B7 DETAIL SCALE: 1 1/2 = 1-0 RT 2 y" x 2 y" x y" ALUM. 5t/" POST, ALLOY 6061-T6 @ 4'-0" %a" /4n MAX. y" x 4 y" x 5 y" ALUMINUM 2y2„ PLATE WITH (4) %" x 5" LAG SCREW TO WOOD PLATE -(- EXISTING 2x10 WOOD JOIST (V.I.F.) TO REMAIN 2" 1 P-8" \ 1 2" SECTION A -A "',,—ADD ONE 2x10 x 2'-0" WOOD PLATE EACH SIDE OF EXISTING JOIST, BELOW POST LOCATION WITH (4) 3g"O x 3" LONG LAG SCREW EACH PLATE 1" EXISTING ROOF SHEATHING TO REMAIN - NEW 4x8 x 16" P.T. WOOD FILLER BETWEEN EXIST. JOISTS W/ (4) %"O x8" LAG SCREWS PROVIDE 2" O x y" PLATE WASHER JOSE A. f _nTp?'az, nE CIVIL AID;) c- , v MEEk3 Fi II• da 33010 • SHOP DRAWI DODOCUME�dT R see: • • These documents hale been rev;ewad fog �arf• -ianre wdh rite de:. ,r ...... concoct and intent and general compliance w th t: . ontract' • • • • cortstruct.on ckcumenls The certrxtor is r uc ' z" to f%" cc�5 - I • 000 • • and z!cuteh„aiia,:+r'i;.es 1,en,ior;s f::i 4 ...... methods and cWrarurn rr r� ti w'h a _ • • h0 EXCEL ' t'� t�NS �- -.( •••••• MAKE CCRR� C _ H5 i;� i- __ �� — • • • D i REJECTERt8'_ _---- —% - EDG MA ONRY WALL DATE: ra I f I i REVI^TD. • •. • 5/ x2" LONG TAPCONS, 1 3 4" EMBEDMENT S i r: : T U% °LVRL\/IEW ALUM. TO RAIL. APP ZOVED DATE_ ALUM. JOP RAIL. EDGE OF MASONRY WALL ALLOY 5356 1/8,7< -�T L 3/8"x3/8"x2"x5/8" LONG TAPCONS, 1 3/4" EMBEDMENT PLAN VIEW DETAIL J SCALE: 1 1/2" = F-0" SD-5 REVISIONS 1 8Y 00 re • z) N • ...•� � cz� a 'd �D Q z w a Z o 0 Date 06/30/17 Scale AS SHOWN Drawn WEM Job 201717 SD-5 Sheets FAUSTO E. GUERRERO P.E. CONSULTING ENGINEER JOB SHEET NO. OF CALCULATED By CHECKED BY CHECKED BY C DATE DATE �BY-, SCALE SCALE 7-7 ........ ................... .... .... / 77 ............ ............ ....... .... .. 4�! ....... ... . ....... ... .............. ................ ........... . ..... ............. .............. .......... . .. — ............. .... . .. . .... ....... ..... .......... . ............ . . ..... ...... ........... .. ............. .... .... ... ... . .. . ......... .. ...... e�x��A-o Z-?- eo o' /4 4 ............ GU .. ......... ......... ... —741 -- ............... .... . .. .... .... .... . . .............. ...... . ... . WS .... ..... ... ........ AP:0 4001�� ep, a ........ .. ......................... ........... ........... ... ..... ............. .............. . . 7, .7 . . ............. . ....... .... ........ . .. .. .... . .... .... . ............ .......... ........ ... ............ ...... .. ....... .... . ......... ....... .. ........ ........ . ....... 5;7 a .. . ....... . ................... .. . ... .......... . ........... .. .... ....... ...... .... ...... .. ... ............ ..... . ... ....... 4-f ..... ....... ............. . ........ . ........... ... ....... ............ . .. . ...... . ...... JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE . . . .. .......... 77 A� ... ....... . ..... ........... . .. ......... ....... . . .. . ....... .. ....... ... ..... ...... zi ep . .... ......... ........ ... . . . ......... .... q ... ........ .... . ...... ... . ...... qA- .. ... . .... .. ......... .......... .......... s4 ............ . . ........... ....... ...... ........ . . . . ........ ......... . Y- ....... ........... . .... . .... -- - ---- f.ege ze7 ... .. ...... . ... .......... ......... . . . . ......... .. ... ....... ...... ...... . . ..... . .......... V 7 ....... .. ... . 2 . ....... . . ............ ............ . .......... ....... .... ........... ... ......... ..... ..... . ........... g. AV. .. ........ ..... . . ........ .. ... ....... AV ............. ............ .......... . ...... ....... ... .............. .......... . ......... . ..... .... ........... . . . .... ...... . ... ........ .... ......... ........ ..... . ... ......... . .. .. ... ........ .... . ........ ...... .. I.; . . . . .......... ;7 .......... ............. ............ ..... ...... ......... ...... .. . ... . .. ......... ex ........ . . . .... ...... ........... . .. ......... 4t!rz . . . ..... .... •............. . . ........ .......... ... ..... .. ..... ..... ... ....... ....... ... ..... .......... ............. .......... ............ . . .. . ........ . . ........ . ......... ............. ............... .. ... ........... . ............ ............. ......... . . ........... ........... ..... ......... - . .. .... ... ....... . .. .. . ....... ............ ... . .. ........ .. .......... ......... ... ............ . a . ....... ... . .... ....... .............. ............. q ... . .. .... .... .. ..... . .. .......... ............... .......... .... .... ....... ........ ......... .. . .......... .......... . . ..... .. .... . ............. ............ ...... .... .... . ... . .. . ......... .......... ... .......... .......... . . ...... ... ......... .. .. ...... ..... ...... .......... . . ...... .... ............. ... ..... . ........ .... .. .... . .. ...... ......... ........... ............. .......... .. . . ......... . ......... .. ... . ........ .. .. . ....... ........... ...... ..... .... ................... ........... ......... ... . . ........ ......... .. ............ ......... . . . ..... ...... ............. .. ........ .. . ........ ....... PRODUP 204-1 ISifKk Shft) 2D59 ffWkl Self -Drilling Screws 3.6.2 Ultimate Shear Strengths - Bearing (Shear), lb (M)'2.s,4.5.e.7 Screw Designation Nominal Di Diameter In Thickness of steel member In contact with screw head ga (in.) Thickness of steel member not In contact with the screw head , ga (in.)) 20 (0.036) 18 (0.048) 16 (0.060) 14 (OA75) z 12 (0.105) 07 20 (0.036) 500 (2.22) 660 (2.94) 660 (2.94) 660 (2.94) 660 0.161 18 (0.048) SW (2.22) 660 (2.94) 880 (3.91) am (3.91) 880 (3.91) t 16 (0.060) 500 (2.22) 660 (2,94) S90 (3.96) 890 (3,96) 890 (3.96) 08 20 (0.036) 525 (2.34) 715 (3.18) 715 (3.18) 715 (3.18) 716 0.164 18 (0.048) 625 (2.34) W5 (3.58) 955 (4,25) 066 (4.25) 955 (4.25) 2 16 (0.060) 526 (2.34.) 805 (3.58) 1 f 20 (4.98) 1170 (5.20) 1170 (5.20) 20 (0.036) 565 (2,51) 830 (3,69) 830 {3.69) SW (3.69) $30 (3.69) #10-12 0.190 18(0.048) 665 (2.51) 865 (3.85) 1110 (4.94) 1110 (4.94) 11110 (4.94) 16 (0.060) 566 (2.51) 865 (3.85) 1210 (5.38) 1390 (6.18) 1390 (6.18) k 14 (0.075) 566 (2.51) WS (3.85) 1210 (5.38) 1645 (7.32} 1 1645 (7.32) #10-16 0.190 20(0.036) SW (2,51) 830 (3.69) 830 (3.69) 830 (3.69) 830 (3.69) 18 (0.048) 565 (2.51) S66 (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) t 16 (0.060) 566 (2.51 } 866 {3.85) 1210 (5.38) 1215 (5.40) 1215 (5.40) 20 (0.036) SW (2.51) 830 (3,69) 830 (3.69) 830 (3.69) 830 (3.69) #10-18 0.190 iS (0.048) 565 (2.51) SW (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) 16 (0.06o) 565 (2.51) 865 (3.85) 1210 (5.38) 1390 (6.18) 13W (6.18) 14 (0.075) 565 (2.51) 865 (3.85) 1210 (5.38) 1645 17.32) 1645 (7.32) 20 (0.036) 600 (2.67) 9W (4.14) 945 (4.20) 945 (4,20Z 5 (4.20) #12-14 0.216 18(0.046) 600 (2.67) 925 (4.11) 1260 (5.60} 1�6Q (5.601 1260 16(0.060) 600 (2.67) 925 (4,11) 1200 (5.74) 1-1-41570 (6.98j --- 1k k 14 (0-076) 600 (2.67) 925 (4.11) 1290 (6.74) "1$AO (8.00r 1880 (8.3�f ' 20 (0,036) 600 (2.67) 930 (4.14) 945 (4.20) a OW (4.20) 946 (4,21, • . 1S (0.048) 600 (2.67) KS (4.11) 1260 (5.60) 11ft (5.60} 11112C0 (5.1) #12-24 0.216 16 (0.060) 600 (2.67) 925 (4.11) 1290 (5.74) 11810 (6.98) 1 1570 (fi.98)el 14(0.075) 600 (2.67) 925 (4.11) 1290 (5.74) 19110 (8.76) it. 12 (0.090) 600 (2.67) 926 (4.11) 1290 (5.74) 1j& (8.00) 12286 (10.16) 20 (0.036) t345 (2.67} 1020 (4.54) 1090 (4.85) 1090� (4.85)0 1090 (4.8�). 18 (0.048) 645 (2.87) 995 (4.43) 1400 (6.23) 1460 (6.49): 0 K490 1/4In. 0.250 16 (0.060) IM (2.87) WS (4.43) 13W (6.18) (8.10)� 18?�0 (8.106 11 14 (0.075) 645 (2.87) 995 (4.43) 1390 (6.18} 1940 (8.63) 2gj) (10.14) a 12 (0.090) 645 (2.87) 995 (4.43) 1390 (6.18) 1940 (8.63} 2440 (10.85) 1 r ne tower of the ultimate shear bearing and shear fastener strength of screw should be used for design 2 Load values based upon calculations done in accordance with Section E4 of AISI 8100. 3 A1S18100 recommends a safety factor of 3.0 be applied for allowable strength design, a 0 factor of 0.5 be applied for LRFD design or a 0 factor of 0.4 be applied for LSD design. 4 ANSUASME standard screw diameters were used In the calculations and are listed In the tables. 5 Load values In table are for Hex Washer Head (HWH and HHWH) Phillips Pan Head (PPH), Philips Truss Head (PTH), Phillips Pancake Head (PPCH), and Phillips Flat Truss Head (PFTH) style screws. Phillips Bugle Head (PBH) and Phillips Wafer Head (PWH) styles are not covered by this table because they are not Intended for attachment of steel to steel. B The load data In the table is based upon sheet steel with F. - 45 ksi. For F� = 55 ksl steel, multiply values by 1.22. For F� = 65 ksi steel, multiply values by 1.44. 7 Refer to Section 3.6.2.5 to ensure drilling capacities. 3.6.2.4 Installation Instructions For general discussion of Hilt! screw fastener installation, download Hilti's Profis DF software at www.us.hitti.com/ reference Section 3.6.1.7. decldng (US), or www.hilti.ca (Canada). For allowable diaphragm shear loads and stiffness values To estimate the number of sidelap screws on a steel roof or for steel roof or floor deck utilizing Hiiti self -drilling screws floor deck project, reference Section 3.5.1.6. as frame or sidelap fasteners, reference Section 3.5 and Warning: Because of the potential for delayed hydrogen assisted stress corrosion cracking, many hardened steel fasteners are not recommended for use With dissimilar metals or chemically treated wood when moisture may be present or in corrosive environments. For further information, contact Hilti Technical Support at 1-877-749-6337. "Id, Inc. (US)1-800-879-8000 1 www.uahlttLccm I an sell 1.800-879.5000 1 Hilti (Canada) Corp.1-800-M-4458 I www-hiRi.ca I Direct Fastening Technical Guide 2015 163 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE ......... . 6�� ............ .......... . . . ..... .... .. ....... V-� ........ . ... . ....... % -.. . i , ............ Z I ".. ;-- . ... ... .... . ......... .......... -,../ ........ .... ... ... ..... ... . ... .. .......... ....... . .. ... ............ . . . . . . . . . . . . . . . . . . . . . . . . . . ................. . . . . . . . . . . . . . ........ ... .... ...... ............. ....... . .. ............. ............. . .. ........ ..... .... ...... .... ..... . ... . .... ....... .. .... . .... . ..... .. ........ . . . ......... ......... ............ .... . ......... ....... ... .......... ... . ...... ...... ........... .............. ....... ... ... ........... ............ . ... .. ....... .. ........... . ........ .... A. ........... . ...... ..... . ............. . . ..... ........ ..:pueo . .. ........ -WA!2 ............. ................ . . . .... ....... 4, ... .... F............ ............ ... ....... ........... — ......... ... . .......... ................... . . ... ......... .. . .. ..... ..... .. . .. ............. **see ......... 11 .... ............. . . .. . .......... ...... .... .......... ............. ........ ... ee*o Good,; Go**& ... ......... . ......... .... ............ ... . .......... .......... ........... . ...... .... , I , ............. . ......... ...... ..... ei 6 o e ..... ...... ... A- ............. PRODUCT 204-1 (Sm* 5bells) 205-1 (Padded) JOB SDV/T.f SHEET NO. Of CALCULATED BY DATE CHECKED BY DATE ( &6<1 �FX�/U��i%�'C/ -r-' Gf7` SCALE 6 t x Y d TABLE 23 - SQUARE TUBES Depth Thickness Area Axis x-x, y-y 1„ !, S„ S, width t Weight A Designation d in. in. !b/ft W W in' in. in' RT 1 x 1 x .065 1.000 0.065 0.286 0.243 0.0356 0.0712 0.383 0.0531 RT 1 x i x .095 1.000 0.095 0.404 0.344 0.0476 0.0949 0.371 0.0704 RT 1 x 1 x .125 1.000 0.125 0.515 0.438 0.0570 0.114 0.361 0.0837 RT 1.25 x 1.25 x .065 1.250 0.065 0.362 0.308 0.0723 0.116 0.485 0.108 RT 1.25 x 1.25 x .095 1.250 0.099 0.516 0.439 0.0982 0.157 0.473 0.146 RT 1.25 x 1.25 x .125 1.250 0.125 0.662 0.563 0.120 0.192 0.462 0.178 RT 1.376 x 1.376 x .125 1.375 0.125 0.735 0.625 0.164 0.239 0.513 0.244 RT 1.5 x 1.5 x .065 1.500 0.065 0.439 0.373 0,128 0.171 0.586 0.192 RT 1.5 x 1.5 x .078 1.500 0.078 0.522 0.444 0.150 0.200 0.5B1 0.224 RT 1.5 x 1.5 x .095 1.500 0.095 0.628 0.534 0.176 0.235 0.575 0.263 RT 1.5 x 1.5 x .125 1.500 0.125 0.809 0.688 0.218 0,291 0.564 0.325 RT 1.5 x 1.5 x .250 1.500 0.260 1.47 1.25 0.339 0.451 0.520 0.488 RT 1.75 x 1.75 x .125 1.750 0.125 0.956 0.813 0•360 0.411 0.465 .' •0.536 ' RT 2 x 2 x .095 2.000 0.095 0.851 0.724 0.439 0.439 0. 'i7l• • • • 0.657 RT 2 x 2 x .125 2.000 0.125 1.10 0.938 0.552 0.552 O. Zfj7. ; . . 0.824 RT 2 x 2 x .156 2.000 0.156 1.35 1.15 0.657 0.667 0.7%5 0.978 RT 2 x 2 x .188 2.000 0.188 1.60 1.36 0.754 0.754 O.i44 • 1.12 • • RT 2 x 2 x ,250 2.000 0.250 2.06 1.75 0.911 0.911 0.7!2 09 1.34 00" RT 2.26 x 2.25 x .125 2.250 0.125 125 1.06 0.802 0.713 0.6 • • 1.20 ' :: 0' RT 2.5 x 2.5 x .126 2.500 0.125 1.40 1.19 1.12 0.896 0.9710 i i 1.67 ' RT 2.5 x 2.5 x .188 2,500 0.188 2.04 1.74 1.56 1.25 0147 02.32 ' • RT 2.5 x 2.5 x .2SO 2.500 0.250 2.65 2.25 1.92 1.54 0.:24 • , 2.85 • RT 2.75 x 2.75 x .125 2,750 0.125 1.54 1.31 1.51 1.10 • • 1.01 • • • • • 226 • • RT 2.75 x 2.75 x .188 2.750 0.188 227 1.93 2.12 1.54 1.05 3.16 RT 3 x 3 x .095 3.000 0.095 1.30 1.10 1.55 1.04 1.19 2.33 RT 3 x 3 x .125 3.000 0.125 1.69 1.44 1.98 1.32 1.17 2.97 RT 3 x 3 x .188 3.000 0.188 2.49 2.11 2•80 1.87 1.15 4.18 RT 3 x 3 x .250 3.000 0.260 3.23 2.75 3.49 2.33 1.13 5.20 RT 3 x 3 x .375 3.000 0.375 4.63 3.94 4.61 3.08 1.08 6.78 RT 3.5 x 3.6 x .125 3.500 0.125 1.98 1.69 3.21 1.83 1.38 4.81 RT 3.6 x 3.5 x .250 3.500 0.250 3.82 3.25 5•76 3.29 1.33 8.58 RT 3.6 x 3.5 x .375 3.500 0.375 5.51 4.69 774 4.42 1.28 11.4 RT 4 x 4 x .125 4.000 0.126 2.28 1.94 4.85 2.43 1.58 727 RT 4 x 4 x .188 4.000 0.188 3.37 2.87 6.96 3.48 1.56 10.4 RT 4 x 4 x .250 4.000 0.260 4.41 3.75 8.83 4.41 1.53 13.2 RT 4 x 4 x .375 4.000 0.375 6.39 5.44 12.0 6.02 1.49 17.9 RT 4 x 4 x .500 4.000 0.500 8.23 7.00 14.6 7.29 1.4Z 21.4 VI-34 January 2005 i JOB S7y117 SHEET NO. CALCULATED BY. CHECKED BY_ crtel c OF DATE DATE PRMIIIT WW M1nn, Shwrtl 7M.1 ro wem JOB S'D V1 J !� O SHEET NO, CALCULATED BY CHECKED BY �GUry��//�i �l %Z.✓�lLlrtiG' !> �SIG.f� ,.., Of DATE DATE JOB CtyrTs�ry�c 9 SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE —Al r PH(VICT 7M•1 AinnIP SheeRt 9I15-i IP 4W JOB OdTS /'lU�.zoc�T ,o SHEET NO. OF CALCULATED BY DATE CHECKED BY, sce� o MN 97 xw_i (CeL CMriel W&I(D~ DATE JOB SHEET NO. CALCULATED BY CHECKED BY, PRODUCT2P9-1 f51mkSABMs1205-1 lhridn f 1019 DATE DATE yet Miami Shores Village `gNOREs 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Ft0 1 ) Project Address 1460 NE 103 Street Miami Shores, FL CHRISTOPHER SAVITS Permit NO. EL-4-17-1030 Permit Type: Electrical - Residential ' work Classification: Addition/Alteration Permit status: APPROVED Issue Date: 4/24/2017 1 Expiration: 10/21/2017 Parcel Number 1132050310060 Block: Lot: Address 1460 NE 103 ST MIAMI SHORES FL 33138-2626 Contractor(s) Phone Cell Phone F JIMENEZ ELECTRICAL CONTRACT( 305/556-5759 of Work: NEW LIGHTING & RECEPTACLES AS PER P itional Info: ;sification: Residential nning: 1 Fees Due Amount CCF $7.80 DBPR Fee $6.41 DCA Fee $6.41 Education Surcharge $2.60 Penalty Fee $100.00 Permit Fee - Additions/Alterations $427.35 Scanning Fee $3.00 Technology Fee $10.40 Work without Permit Fee $427.35 Total: $991.32 Applicant CHRISTOPHER SAVITS Valuation: $ 12,210.00 Total Sq Feet: 0 Available Inspections: Inspection Type: Final Meter Box Alteration Relocation Fire Alarm Service Change Review Electrical Underground W. W. Pay Date Pay Type Amt Paid Amt Due Invoice # EL-4-17-63687 04/13/2017 Credit Card $ 50.00 $ 941.32 04/24/2017 Credit Card $ 941.32 $ 0.00 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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. Futhermore, I authorize the above -named contractor to do the work stated. April 24, 2017 Authorized Signature: Owner / Applicant / Contractor / Agent Date Building Department Copy April 24, 2017 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑ BUILDING L� ELECTRIC ❑ ROOFING A R 13 2017 L__42--j 1tt FBC 201 y Master Permit No. ) b - a- cno Sub Permit No. E11- 10 3'6 ❑ REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS —P JOB ADDRESS: D---s City: MiamiShores County: Miami Dade Zip: 3 3/ 3s Folio/Parcel#: -4/— 3�5 " 031 — M 60 Is the Building Historically Designated: Yes NO � Occupancy Type: Load: Construction Type: Flood Zone: n-5:7 BFE: FFE: OWNER: Name (Fee Simple Titleholder): 12-10 S 7-0 Pftiiz � M O,u(A--S" ETA Phone#: 3ai �'i 0 � Address: ,CAI City: 1'►'I i co-ak State: Zip: 3 3 / 3 Tenant/Lessee Name: Phone#: Email: Q el c-1-10rcLatlr�? eL.01 ' C40 CONTRACTOR: Company Name: - J t �' X no e#`,7'G - 2`t S 218v Address: 8 tk City: Qualifier Name: State Certification or Registration #: DESIGNER: Architect/Engineer: Address: `a ft o® City: Zip: '.q3!3 % I r 10oj Phone#:'(7Sc;) 0�:(%,5' -- ;2-1 SO of Competency #: Phone#: 1 �-- a CSec►— State: Zip: 3 30 ro Value of Work for this Permit: jZ 4"' $ quare/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: bc%l-inrc rC':cepTGc. �-i e S p.Q,r ,n'c,,,;, a-n�- iu.Pe;J•'°"°-{' if 4,d hill 1AL Specify color of color thru tile: --1 Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ otary $ Technology Fee $ Training/Education Fee $ Double Fee $ "4Z� 5� 4 Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ 3 (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved einspection fee will be charged. �7 Signatur Signature L,D" AGENT CONTRACTOR The foregoing instrument was acknowledged before me this 3 e day of /� ar• f 20 I i by 90AAC0. sc,". s who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: The foregoing instrument was acknowledged before me this t�— day of I 20 1 '4- by Lc c" w t� ho is personally known t as me or who has produced Sign: N ary Iic - State of Fl]2r ��� My Comm. Expires May 10Seal: OF F�`•••��������� Bonded through National Notar identification and who did take an oath. NOTARY PUBLIC: r as APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Permit Parcel Number Permit NO. MC-4-17-1037 Permit Type: Mechanical - Residential Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 4/24/2017 1 Expiration: 10i21i2017 Applicant 1460 NE 103 Street 1132050310060 Miami Shores, FL Block: Lot: CHRISTOPHER SAVITS Owner Information Address CHRISTOPHER SAVITS 1460 NE 103 ST MIAMI SHORES FL 33138-2626 Contractor(s) Phone Cell Phone ALL STAR A/C & REFRIGERATION INt (786)357-6898 Tons: Additional Info: INSTALL NEW MINI SPLIT WITH DUCT WO Classification: Residential Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Work: Scanning: 1 Fees Due Amount CCF $3.00 DBPR Fee $2.52 DCA Fee $2.52 Education Surcharge $1.00 Penalty Fee $100.00 Permit Fee $168.00 Scanning Fee $3.00 Technology Fee $4.00 Work without Permit Fee $168.00 Total: $452.04 Cell Valuation: $ 4,800.00 Total Sq Feet: p Pay Date Pay Type Amt Paid Amt Due Invoice # MC-4-17-63695 04/24/2017 Credit Card $ 402.04 $ 50.00 04/13/2017 Credit Card $ 50.00 $ 0.00 Avauaoie inspections: Inspection Type: Final Rough Duct Review Mechanical Underground In considera n of the issua to a of this permit agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining t reto and in stric confo ity with the plans drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting is permit I assu a res onsibility for all w rk done by either myself, my agent, servants, or employes. I understand that separate permits are required r ELECTRICAL, LUMBI G, MECHAI*AL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNE S AFFIDAVIT: ce t the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constru ion and zon' . F th , I thorize the above -named contractor to do the work stated. ' April 24, 2017 Aut o i nature: O r / pplicant / Contractor / Agent Date Building Depart Copy April 24, 2017 1 BUILDING PERMIT APPLICATION Miami Shores Village aBY: Building Department 13 2017 10050 N.E.2nd Avenue, Miami Shores, Florida 33138Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 Master Permit No. A �i �—D-s-o O Sub Permit No. M� ( �k i 3 ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING [:�,IGECHANICAL ❑PUBLIC WORKS [::]CHANGE OF ❑ CANCELLATION ❑ SHOP n CONTRACTOR DRAWINGS JOB ADDRESS: I (o p p e City: Miami Shores County: Miami Dade Zip: 3 13 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: Re- BFE: FFE: OWNER: Name (Fee Simple Titleholder): ZXLv Phone#: Address: 6,0 oe' w'4 City: State: Zip: Tenant/Lessee Name: )J ' L " Phone#: Email: ✓► C lV"-cqr,) . Co VA — CONTRACTOR: Company Name: F-f I1 I A I L 9' �t��Mfc7l" Phone#: Address: 4 Lj t) IV a) City: 4->@ vy� LV-01-QA -pi ✓r -e _c State: 1—' C— Zip: 3 c'� A / Qualifier Name: 15 Iy ro, (-'e / 4 Phone#: 8 State Certification or Registration #: C AAC i `S i 6 1 D/� Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: �w - 8a} ' V ft- Address:_ �} J�'t"'a-P - �; 4• I-�-City. Is&State: Zip: 4ol o -a Value of Work four this Permit: $ � � Cab Square/Linear Footage of Work: E Type of Work: Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: Specify color of color"tliru tile: Submittal Fee $; Permit Fee $ Scanning Fee $ Radon Fee $ LJ Technology Fee $ Training/Education Fee $ Structural Reviews $ ❑ Demolition s Y�°".°-.7`Fw3TK•'Q�y'qI.•T'�"ni.V�'�R"'�'.r1{W«'fYC".'®ygreyy CCF $_ DBPR $ CO/CC $ Notary $ Double Fee $ ro Q3 • (Z> 4- PO = ' Bond $ TOTAL FEE NOW DUE $ ,L� (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address City State Zip Zi 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved pttd a reinspection fee will be charged. N Signatu NER or AGENT The f going instrume as ack owledged before me this day of r20 r✓ 7 1 by tJJ who I onall to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: ..�St ll, GOLOMAN r:. rint: : • CoF 649 ra, 111 A,� y comm. expires may Seal: Bonded through National Notary Assn. ********************* ************* **1**** ******** APPROVED BY �ans Examine Structural Review Signature CONTRACTOR The foregoing instrument was acknowledged before me this (IQ day of +% Pr t 1 20 , by 'IU I S M M . Y(``� IC3who is personally known to me or who has produced (0U 2.1-S3 ,::;� AU as409_0 identification and who did take an oath.r1�,e NOTARY PUBLIC: ****************************************************** Sign: "t__ Print: MAHARAI K. GONZALEZ Seal: ;# Fg MY COMMISSION # GG 044602 -o'= EXPIRES: November 2, 2020 Bonded Thru Notary Public Underwriters Zoning Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax:(305) 756.8972 AIR CONDITIONING REPLACEMENT DATA PERMIT NUMBER: MC This form must accompany ALL air conditioning replacement permit applications. Each unit change -out must be on its own data sheet. Multiple units on single sheets are not acceptable. Job Address (where the work is being done): City: Miami Shores Village County: Miami Dade Zip Code: ALL CONDENSING UNITS MUST BE ON A 4 INCH SOLID CONCRETE SLAB ALL UNITS MUST COMPLY WITH F.E.M.A MINIMUM FLOOD ELEVATION A COPY OF THE CONTRACT IS REQUIRED WITH ALL SUBMITALS AHRI DATA SHEET REQUIRED Change disconnecting means: YES ❑ NO ❑ ARHI Sheet Attached: YES ❑ NO ❑ Contract Attached: YES ❑ UNIT BEING REPLACED DATA NEW UNIT MANUFACTURER AHU or PKG. UNIT MODEL # COND. UNIT MODEL # KW HEAT NOM TONS AHU CU PKG 1) M.C.A AHU CU PKG AHU CU PKG 2) M.O.P AHU CU PKG AHU CU PKG 3) VOLTS AHU CU PKG PKG UNIT / / PKG UNIT EER/SEER YES NO REPLACING DUCTS YES NO YES NO REPLACING THERMOSTAT YES NO YES NO NEW 4"CONCRETE SLAB YES NO YES NO NEW ROOF STAND YES NO YES NO NEW RETURN PLENUM BOX YES NO 1. Minimum Circuit Ampacity (Wire Size): 2. Maximum Overcurrent Protection (Fuse/Breaker Size): 3. Voltage of Circuit (208/240/480): 4. Size Disconnecting Means: Contractor's Company Name: Phone: State Certificate or Registration No. Certificate of Competency No. Signature (Qualifier's signature) Date: (Revised02/24/2014) All Star AC And Refrigeration inc 9440 nw 10 st Pembroke Pines, FI 33024 786-357-6898 Allstar.acll@yahoo.com Savits Residence 1460 NE 103rd st Miami Shores, FI Bid base on prints dated:1-04-17 Wilbert Rodriguez Engineering Item Description Product Mitsubishi Mini- split system Product supply air ducts as per print ( first and second floor ) Product return air ducts as per prints ( first and second floor ) Product mini -split insulated copper line set Product supply air grilles as per prints Product return air grilles as per prints Product hurricane tie downs Product Vibration pads Product Sheet metal exhaust duct Product Sheet metal exhaust wall cap Product Bathroom exhaust fans ( nu -tone 50 & 70 cfm ) Hours Labor Total cost A/C & REFRIGERATION INC Sales - Service - Installation Licensed and Insured cAc mem Invoice # Invoice Date Due Date Unit Price 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-.00 0.00 4800.00 Estimate Quantity 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 70.00 1.00 02467 04/02/2017 04/02/2017 Amount 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4,800.00 NOTES: Will install a new mini split along with duct work upstairs as per print. The electrical and drain line must be provided to the new mini split. Will install 1 new supply air duct downstairs as per prints. Will install new exhaust fans and the exhaust duct for the kitchen hood. All work and material will be as per print. Any work/material not in the print will be considered a change order. Equipment has a 7 year compressor 5 year parts and 1 year labor warranty. Subtotal 4,800.00 Total 4,800.00 Amount Paid 0.00 Balance Due $4,800.00 Permit No.: PL-06-19-1002 Miami Shores Village D Permit Type: Plumbing - Residential 10050 NE 2 Ave Miami Shores FL 33138 Work Classification. Gas 305-795-2204 1 Permit Status: Approved 20191 Expiration:11/12/2019 Location Address Parcel Number 1460 NE 103 ST, Miami Shores, FL 11320SO310060 Contacts CHRISTOPHER SAVITS Owner CHRISTOPHER SAVITS Applicant 1460 NE 103 ST, MIAMI SHORES, FL 331382626 1460 NE 103 ST, MIAMI SHORES, FL 331382626 CLIVE G NELSON PLUMBING INC Contractor CLIVE GEORGE NELSON 10218 SW 23 CT, MIRAMAR, FL 33025 Business: 9549345151 Ins ection Requests: Description: CONNECT GAS COOK TOP Valuation: $ 100.00 3{�'=762-4949 Total Sq Feet: 250.00 —j I Fees Amount Application Fee - Other $50.00 CCF $0.60 DBPR Fee $2.00 DCA Fee $2.00 Education Surcharge $0.20 Permit Fee $50.00 Scanning Fee $3.00 Technology Fee $2.50 Total: $110.30 Payments Date Paid Amt Paid Total Fees $110.30 Credit Card 05/16/2019 $60.30 Credit Card 05/06/2019 $50.00 Amount Due: $0.00 Building Depart �n opy In consideration/of the ' uan to me this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto a in strria confor ity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In pti g this permit I a ume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are require for E�ECTRI L, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNER AFFIDA . 1 rtify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatin nstryC ion g. Futhermore, I authorize the above named contractor to do the work stated. Au$ori7,dd Sig�an ture—CSwner / Applicant / Contractor / Agent Date May 16, 2019 Page 2 of 2 Miami Shores Village 1 ' y \� � �MY062019 Building Department BY: 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (30S) 762-4949 FBC 20 BUILDING Master Permit No. ` /G - 2 Do PERMIT APPLICATION Sub Permit No. L - CAS - II -100 � F-IBUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION RENEWAL 91hUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS U/ JOB ADDRESS: I71� � � s City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder, K UConstruction '-\ 0 l�/`+CG� / �Pz ✓ i` rS Phone#: 3 a s 7/a - WS S Address: x lcf &C)y Q S City: V Al Y'p <, State: � • Zip: 3 3/,3 g, i�G Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Nameo/'To�- C-f N<z'yor-J Address: /QZle '!g>- .'Al 2�3 �4f'4� City: ' ' !<'�^� State: Qualifier Name: 1-✓,� 4• ne#: ?Sy—�9`�� J/J% _Zip: �O�s ne#:9���� State Certification or Registration #: C`�©J'V Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: Specify color of color thru tile: Submittal Fee S1%n/ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ - Training/Education Fee $ Structural Reviews $ _ Zip: ❑ Demolition CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ `�o �� u (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signaturei/ Signatur f e—, L OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged beforemethis 2� day of AVn I 120 1 ' I by Mond c A J, +S who is personally k�n�wn to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: =1W Seal: Commission t GG The forming instrument was acknowledged before me this day of 20 /% by 4Z--''—'Jey -`) who is personally known to as me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: Bonded throughNatWNotaryAssn. , Seal: as Commission N GG 12029 My Comm. Expires Jun 15, 2020 ************************************************************************************************************ APPROVED BY Zg Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) rt-V yet Miami Shores Village 10050 N.E. 2nd Avenue NE - Miami Shores, FL 33138-0000 Phone: (305)795-2204 FtORiDp' Project Address 1460 NE 103 Street Miami Shores, FL CHRISTOPHER SAVITS Permit NO. PL-4-17-1031 Permit Type: Plumbing - Residential Per, '0 t Work Classification: Addition/Alteration Permit Status: APPROVED issue Date:4124/2017 1 Expiration:10/2112017 Parcel Number 1132050310060 Block: Lot: Phone 1460 NE 103 ST MIAMI SHORES FL 33138-2626 Contractor(s) Phone Cell Phone CLIVE G NELSON PLUBING INC (954)934-5151 Type of Work: REMOVE AND REINSTALL FIXTURES IN MA Type of Piping: Additional Info: Bond Return : Classification: Residential Scanning: 1 Fees Due Amount CCF $5.40 DBPR Fee $4.73 DCA Fee $4.73 Education Surcharge $1.80 Penalty Fee $100.00 Permit Fee $315.00 Scanning Fee $3.00 Technology Fee $7.20 Work without Permit Fee $315.00 Total: $756.86 CHRISTOPHER SAVITS Valuation: $ 9,000.00 Total Scl Feet: 0 Pay Date Pay Type Amt Paid Amt Due Invoice # PL-4-17-63688 04/24/2017 Credit Card $ 706.86 $ 50.00 04/13/2017 Credit Card $ 50.00 $ 0.00 ,avauanie ins Inspection Type: Top Out Final Review Plumbing Underground In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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. Futhermore, I authorize the above -named contractor to do the work stated. April 24, 2017 Authorized Signature: Owner / Applicant / Contractor / Agent Date Building Department Copy April 24, 2017 C ■ y Y E6/ Miami Shores Village APR 13 2017 Building Department BY: 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 .�. INSPECTION LINE PHONE NUMBER: (305) 762-4949 l FBC 20 (� S4 BUILDING Master Permit No. I 2-S-o o PERMIT APPLICATION Sub Permit No.?Lt) -1631 ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL [21(LUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP �p CONTRACTOR DRAWINGS JOB ADDRESS: _ 1460 0 4s- I03 V- City: Miami Shores County: Miami Dade Zip: S;) 38 Folio/Parcel#: 3 i OS 0 31 - [Db(-,O Is the Building Historically Designated: Yes NO ✓ Occupancy Type: Load: Construction Type: Flood Zone: )4 e- BFE: FFE: OWNER: Name (Fee Simple Titleholder): ev 2 nnic �Cc,u is Phone#: 3b J - -4 1' Address: 14 6 o N � o: City: Y ,.�;�� SL_.e,�,,e _ _ State: zip: 33 (3 Tenant/Lessee Name: Phone#: Email: a kge-6r'o at- f(O cc-oI • CoWi CONTRACTOR: Company Name: C /�-%✓!c�• � , "C ��'-L�'��Phone#: -37/4*1'-SS� Address: �yZ�� J �� Z-? 4�2a City: State: /�!%�4L`�'R Zip: 33 0 ZS Qualifier Name: �G� �• iC,j� �Ux Phone#:�.%��5��� State Certification or Registration #: elr�� arr®l'a Certificate of Competency #: DESIGNER: Architect/Engineer:jo-�e- "-I; Phone#: 3C7S`" �i7-t ��}- Address: )-4 5-tv� City: 4a' Lact" State: Zip: Io IQ Value of Work for this Permit: $ !� Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New //�� ❑ Repair/Replace ❑ Demolition Description of Work: Remove a-n t't i' �- i h S�a �I i r T v,r! I ai M A f 7`f 2 1o�r A4e Abw S' n• k / n, Specify color of color thru tile: Submittal Fee $ Permit Fee $3 �00 CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ otary $ Technology Fee $ Training/Education Fee $ Double Fee Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ 406 C9 G (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, 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 on 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 a reinspection fee will be charged. 7/ Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this day of R r, 20 1 - by &d 41 TE A-' Si i , who i ersonally know to me or who has produced identification and who did take an oath. NOTARY PUBLIC: as The fore g�iag instrument was acknowledged before me this ed¢ �C day of 20 by who is personally known to me or who I as produced�°2'S�©, s�� �-S/ © as identification and who did take an oath. NOTARY PUBLIC: Sign: Sign: — P ' / 1 Print: ;�,.......o��:: S ON TERRY NELSON nu JAY $ GOLDMAN '€ !'�i?orr� MY COMMISSION #FF061120 Seal: `,o?oA'""°�e1c; Notary Public State of Florida dal' EXPIRES October 8, 2017 Commission # FF 228649 (407) 398-0153 FloridallotaryService.com P c My Comm. Expires May 10, 2019 '.,F Or fin.• ##ak##### „�RI 171 #'k ional- A Xq;################################################################# _y. K I. .� ¢-0— X 3s3� APPROVED BY �1 Plans Examiner Zoning Structural Review (Revised02/24/2014) Clerk Miami Shores Village RECEIVED Building Department V ?o» 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 S-h FB1,�-I C 20 BUILDING Master Permit No. 16 - Z S'O a - PERMIT APPLICATION Sub Permit No. 12.�\(1q - XBUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION [—]RENEWAL ❑PLUMBING MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: o 6 o Sb=e - City: Miami Shores County: Miami Dade Zip: Folio/Parcel#:_ 3 _) — 031— bad Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone:_ BFE: FFE: owl Addi City: 3w-Rio-�a,' p: 3 3/ '3t7' Tenant/Lessee Name: - — - Phone#: Email: �n�,j��,r�e3fi i� 'z' Gni� CONTRACTOR: Company Name: �I sf tvt Gil fv., Phone#: 1(h W Address: �s7v_r) h );!� c—}t City: T�I &AUA Qualifier Name: �— Zip:) n_ QC Phone#:`4$t 30?'— State Certification or Registration #: nn �/Y `�� i— Certificate of Competency #: DESIGNER: Architect/Engineer: Phone Ad City: Value of Work for this Permit: $ g Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace De i ion of Wo�rk: Gyl.�cu� d-, � 'd J Kt ecc� , 6is �30WN�/� Specify color of color thru tile: a Submittal Fee $ Permit Fee $ Scanning Fee $ 7 Cr Radon Fee $ --:9's - CJ7-) Technology Fee $ Training/Education Fee $ Structural Reviews 30•C-4yt-- e: �C_ Zip: 3' Co f O ❑ Demolition CCF $ CO/CC $ DBPR $ Notary $, Double Fee $ Bond $ TOTAL FEE NOW DUE $ ` C (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding 66'rripany's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estima va"ement 0, the applicant must promise in good faith that a copy of the notice of commencement and construction ►en lawelivered to the person whose property is subject to attachment. Also, a certified copy of the recorded no ' e of composted at the job site for the first inspection which occurs seven (7) days after the building permit ' issued. Inch posted notice, the inspection will not be approved reinspection fee will be charged. / n Signatur Signature OWNER or AGENT CONTRACTOR The foregoing instrumen was acknowledged before me this � The f eg 'ng instrument was acknowledged before me this day of u 20 9 by � day of o 5-j- 20 by vvfoN ► c who i ersonally nown to r7sc ClOv,'C Z who is personally known to me or who has produced as me or who has produced 1) t" t ✓ P 1 `erase as identification and who did take an oath. identification and who ce th. NOTARY PUBLIC: NOTARY P BLI Sign: Sign: t a) AY �OLDMAN n YP"�i-i Print: Commission # FF 228649 Seal: N %j,� My Comm. Expires May 10, 2019 Seal: "•, ADYPRIETO �Pc Bonded through National Notary Assn. ;;a�'p 4031 MY COMMISSION h FF 21019 �a= EXPIRES: March 25. 2019 .. Bonded Thru Notary Public underwrRers yY APPROVED BY � Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Notice to Owner— Workers' Com Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 nsation Insurance Exemotion Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: ner State of Flori a County of Miami -Dade The foregoing was acknowledge before me this day of By ]�.(M �(�� who i personally�knownme or has produced (1 n as identification. '_Wale of Fi rida-Notary ruon * Commission # GG 118087 my Commission Expires June 22, 2021 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING RECEIVED AUG 10 2017 F BC 20 (`I Master Permit No. 16 D-'s-00 Sub Permit No.v-&V n -2p3 ::D' - REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING 'j�MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP TT�� ' D CONTRACTOR DRAWINGS JOB ADDRESS: 1,4 60 P � to 3 ` "I City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO ✓- Occupancy Type: Load: Construction Type: Flood Zone: G-�— BFE: FFE: OWNER: Name (Fee Simple Titleholder): �n } � ® oN i c a tl Phone#: Address: U OF- ) lJ Le/ StrAlf— City: Ia":)- State: Zip: Tenant/Lessee Name: 014, Phone#: Email: JL tt" C aw�'� CONTRACTOR:Company Name: AA '-S`61 i L � ��1✓�� � � ►� Phone#: `ISb' Z I' �l� & Address: Q HLi Q �W Ito-" ST V City: M ` - n Zip: �'3612]4 y �/ Qualifier Name: l,u\ �j 1 ` I0,4-('Wv) Phone#: State Certification or Registration M CAC W 0 Q� Certificate of Competency #: DESIGNER: Architect/Engineer: / .V Address- Value of Work for this Permit: $ 3 I o o ajj ('G7'i Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: Specify color of color thru tile: 3D,,(- SSa J --4% e: 1 CZip: e`_ r.. ❑ Demolition Submittal Fee $ Permit Fee $ CCF $� CO/CC $ Scanning Fee $ 3 Radon Fee $ z - DBPR 9 C)�) Notary $ Iia Technology Fee $ 3' 26 Training/Education Fee $ j3 - c� Double Fee $ Structural Reviews $ Bond $ Ja TOTAL FEE NOW DUE $ ��� • �O (Revised02/24/2014) Bonding,Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Zip 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved W a reinspection fee will be charged. _ Signatu or AGENT The foregoing instrument was acknowledged before me this _ 7 ddaaJyof $ 20 by IAICCA .�a u, Swho is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: as Signature TRACTOR The foregoing instrument was acknowledged before me this -- dayof A y r1 , 20 1:1 . by UV I S &6 4 wh Is personally known o me or who has produced as identification and who did NOTARY PUBLIC: comas" 0"034" IV C�. EyNn .Ise / 1, 20 lope l—G ✓coS yu ?� ,:State of Florida -Notary Pun!ic J Commission # GG 1 18os- Seal: My Commission cxp.res (!: nuO June 22, 2021 l\ *s**s*ssssssss#***ss#**#sss#s s** ss*s*s V *1Tsiws. APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) All Star AC And Refrigeration inc 9440 nw 10 st Perrbroke Pines, FI 33024 786-357-6698 Allstar.acl 1 @yahoo.com Savits Residence 1460 NE 103rd st Miami Shores, FI Bid base on prints dated:7-17-17 Wilbert Rodriguez Engineering REPLACING 04/02/17 INVOICE A/C & REFRI[GERATI4yN INC Sales - Service - Installations Licensed ,and Insured cAc +eissod Estimate Invoice # 02467 Invoice Date 08/06/2017 Due Date 08/06/2017 Item Description Unit Price Quantity Amount Product Trane 1.5 ton split system 0.00 1.00 0.00 Product supply air ducts as per print ( first and second floor ) 0.00 1.00 0.00 Product return air ducts as per prints ( first and second floor) 0.00 1.00 0.00 Product Insulated copper line set 0.00 1.00 0.00 Product suppfy air griffes as per prfnts 0.00 1.00 0.00 Product return air grilles as per prints 0.00 1.00 0.00 Product hurricane tie downs 0.00 1.00 0.00 Product Vibration pads 0.00 1.00 0.00 Product Sheet metal exhaust duct 0.00 1.00 0.00 Product Sheet metal exhaust wall cap 0.00 1.00 0.00 Product Bathroom exhaust fans ( nu -tone 50 & 70 cfm) 0.00 1.00 0.00 Hours Labor 0.00 90A0 0.00 ` Revision per customer request ( 8-6-17) 0.00 1.00 0.00 I Total cost 7900.00 1.00 7,900.00 View Received Invoice:: aynax.com Page 2 of 2 Additional cost for revision is included in total cost. Subtotal 7,900.00 Total 7,900.00 Amount Paid 0.00 Balance Due $7,900.00 https://www.aynax.com/einl-pxuo-pxek.view 8/9/2017 ALLSTATE All State Engineering & Testing Consultants, ENGINEERING Inc. TESTING LABOR,4TORIES-ENGINEERS-INSPECTION SERVICES -CHEMISTS -DRILLING -ENVIRONMENTAL SERVICES November 2, 2015 .... Revised March 31, 2017 . . .... ' ...... -ECEIVED ...... .... ...... Monica Savits .... 1480 NE 103rd Street 1 3 2017 • • • • • • • • • Miami Shores, FL 33138 BF. .... . . .... ...... . . . . *000% RE: Single Family Residence ' 1460 NE 103rd Street, Miami Shores, FL 33138 "' • ' To whom it may concern: This letter presents the results of All State Engineering & Testing Consultants, Inc. (ASETC) Geotechnical Engineering Study for the above referenced project. The purpose of the geotechnical engineering study was to evaluate the site subsurface conditions and provide foundation recommendations for the project. Project Description Our understanding of the site is based on our observations during our subsurface investigation. Information you provided to us indicates the project consists of the construction of a Single Family Residence. Test Method and Subsurface Investigation The borings were conducted in accordance with procedures outlined for Standard Penetration Test and split spoon sampling of soils by ASTM Method D-1586 as described below. Two (2) feet long, two (2) inches O.D. split spoon sampler was driven into the ground by successive blows with a 140 Ibs hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time (continuous method) then extracted for visual examination and classification of the soil samples. The number of blows required for one (1) foot penetration of the sample is designated as "N" (known as the standard Penetration Resistance Value). The N Value provides an indication of the relative density of non - cohesive soils and the consistency of cohesive soils. A general evaluation of soils is made from the established correlation between "N" and the relative density or consistency of soils. This dynamic method of soil testing has been widely accepted by foundation engineers and architects to conservatively evaluate the bearing capacity of soils. The subsurface investigation consisted of performing one (3), 25-ft deep Standard Penetration Test (SPT) borings (13-1, B-2, B-3). The borings were performed on October 30, 2015. ALL STATE 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 ENcu.Ecnwc Based on the information obtained from the SPT borings, Boring B-1 comprised of Topsoil from 0'-0" to 0'-2", Backfill — Gray medium sand with rock fragments from 0'-2" to 6-6" with N values ranging from 8 to 22, Brown medium sand with some wood pieces from 6-6" to 8'-0" with N value 2. Black medium sand with muck and some wood pieces from 8'-0" to 13'-6" with N values ranging from 14 to 20. Grey medium sand with some rock fragments from 13'-6" to 18'-0" with N values ranging from 20 to 28, Tan medium limerock from 18'-0" to 25-0" with N values ranging from 47 to 91. • • • • • • •... •. Boring B-2 comprised of Topsoil from 0'-0" to 0'-2", Black medium Beach sand with -4xne roars-Irom 0'-2'b • • • . • to 6-0" with N values ranging from 5 to 15, Gray medium beach sand with silt anaYAT•from 6-06to 12'-6':.... with N values ranging from 2. to 7, Grey medium beach sand from 12'-6" to 18'-0" jhio N va cel;dnging ....• from 16 to 34, Tan limerock from 18'-0" to 25-0" with N values ranging from 51 to 8�3.• • • • • • 0 • • • 00 Boring B-3, comprised of Black medium silica sand with some rocks from 0'-0" to i7voih N value J2, Tan.••;;• medium sand with some shells and rocks from 2'-0 to 3'-6" with N value 8, Black medium sarttl'Wsome. . rocks from 3 -6 to 8-6 with N Value 2 to 9, Grey medium beach sand with silt frbmr ; to #3•Q with N• values ranging from 4 to 18, Grey medium beach sand with shells from 13'-0" to 17'-6" with N•8alues ranging from 18 to 37, Tan medium lime sand with coral rock from 17'-6" to 22'-0" with N values ranging from 37 to 63, Tan limerock from 22'-0" to 25-0" with N values ranging from 36 to 66 . Detailed subsurface information is provided in the attached SPT Soil Boring Reports. Groundwater Conditions The groundwater table was first encountered approximately 2'-0" below the existing ground surface during the performance of the borings. The groundwater elevation is expected to change with seasonal and tidal fluctuations, and during storm/hurricane events. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. Foundation Evaluation and Recommendations Based on the encountered subsurface conditions, we have evaluated a number of foundation systems for the project. Special consideration in the analysis was given due to the location of the property being in an area classified as a Special Flood Hazard Zone. Additionally, there exists the unsuitable soil strata of Silt (B-1: 8'-0" to 13'-6"; B-2: 6'-0 to 12'-6"; B-3: 8'-6" to 13'-0")and also, there are areas of the sand strata Black/Brown medium sand Peat (B-1: 6'-6" to 8'-0"; B-2: 0'-2" to 6-0"; B-3: 3'-6" to 8'-6") which have N values that classify the soil's relative density as Loose. Because of these factors, we have selected the use of Augercast Piles and Helical Piles or Pin Piles. A deep foundation would serve to keep the structure in place in case of tidal surges/flood event. Also, the use of a foundation system using piling would bypass the unsuitable soils and organics and allow the direct transfer of the proposed structural loads to the limestone layer encountered below, thereby providing a stable foundation. The following pile criteria should be used to design the support of the proposed structure: ALLwiinwcE 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 E� Augercast Piles: The capacity of these piles is essentially developed in tip bearing and side friction. The analysis for this foundation option consisted of determining a pile capacity for a specific size and depth of installation. The relationship obtained is as follows: Pile Proposed Allowable Compressive Allowable Tensile Allowable, ateral Diameter Depth Capacity Capacity Capheky.' 14" 22' 35 tons 8 tons •: • • 2 tens • ... :*606: .... . ...... The Augercast Piles should be installed with a minimum embedment of 3 ft into the limestone•layer. Grout! •:0 strength and steel reinforcement size should be determined b the Structural En irieer':ASETC sly • Id be ••'• 9 Y g.. .. .. ...... provided with drawings and structural details upon their development for our review..�.minimum.of three .' (3) indicator piles should initially be installed at strategic locations in order to verify tie suggg;hd pile----: • depth. The pile installation should be inspected to confirm compliance with depth penetration,'bontinuity of:..... grout, and reinforcing details. Helical Piles: The capacity of these piles is essentially developed in tip bearing and side friction. The analysis for this foundation option consisted of determining a pile capacity for a specific size and depth of installation. The relationship obtained is as follows: Type Shaft Proposed Allowable Allowable Tensile Diameter Depth Compressive Capacity Capacity Type B Helix Pile 3.5" 22' 15 tons 5 tons The Helical Piles' helix size/number and required installation torque should be determined by the Structural Engineer. ASETC should be provided with drawings and structural details upon their development for our review. Please refer to the chosen helical pile manufacturer's guide for termination and installation requirements. Helix size/number and/or final depth (shallower or deeper) may need to be adjusted according to torque values obtained during installation. A minimum of three (3) indicator piles should initially be installed at strategic locations in order to verify the suggested pile depth. The pile installation should be inspected to confirm compliance with torque requirements and depth. Pin Piles: The capacity of these piles is essentially developed in tip bearing. The analysis for this foundation option consisted of determining a pile capacity for a specific pile size and depth of installation. The relationship obtained is as follows: Pile O.D. Proposed Depth Allowable Compressive Capacity 4" 22' 5 tons I� W bZ a ALL STATE ENGINEERING 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 Grout strength and steel reinforcement size should be determined by the Structural Engineer. ASETC should be provided with drawings and structural details upon their development for our review. A minimum of three (3) indicator piles should initially be installed at strategic locations in order to verify the suggested pile depth. The pile installation should be inspected to confirm compliance with depth penetration, continuity of grout, and reinforcing details. Limitations •••• •••••• Regardless of the thoroughness of our geotechnical exploration there is always a gosliNity that•Eenditions••••.• on the subject project may be different from those at the test locations. With'thfs DBing said,• ASETC:....: reserves the right to amend/supplement this report upon discovery of new informat16.i Shouliany subsoil;••••• conditions different from those reported in our boring logs be encountered during.constructioa, AII.State..:..• Engineering and Testing Consultants, Inc. should be notified immediately. •• •• •• •• ••••;• ...... .. The conclusions provided by All State Engineering & Testing Consultants, Inc. are Iised sptelq-on the,•••, information presented in this report. As a mutual protection to clients, the public dhdUselvecpall reports are submitted as the confidential property of clients, and authorization for publication of stat2ments, conclusions or extracts from or regarding our reports is reserved pending our written approval. We appreciate the opportunity to have been of service to you. Please feel free to contact us if there are any questions or comments pertaining to this report. Sincerely, :1- 11 6IohBuscher PE # 41844 tatEng e ineering & Testing Consultants, Inc. ATTACHMENT 1.0 — BORING LOG ATTACHMENT 2.0 — BORING LOCATION MAP aU bn CZ a ALL STATE ExGixEE0.ixG 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 ATTACHMENT 1.0 - BORING LOG kil State Engineering & Testing Consultants, Inc. ALL STATE TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMIST-DRILLING-ENIVIRONMENTAL SERVICES ENGINEERING 12949 West Okeechobee Rd. Unit C-4. Hialeah Gardens, Florida 33018 / Phone: 305-888-3373, Fax: 305-888.7443 SPT SOIL BORING REPORT CLIENT: Monica Savits Page: 1 of 1 CLIENT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Report #: 1 PROJECT: Savits - Christopher Residence Boring #: B-1 PROJECT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Date: 10/30/15 See the attached Boring Location Map Driller: AG DEPTH (FEET) DESCRIPTION OF MATERIALS Sample No. Hammer blows on sampler "N" Value 1 0'-0" to 0'-2" Topsoil 0'-2" to 6'-6" Backfill - Grey medium sand with rock fragments ...................................... 0'-2' 13 12 10 12 22 2 3 ............... 2'-4' ......... 9 6 19 4 5 4'-6' 6.................5......... 3 4,0000 8 6 7 6-6" to 8'-0" Brown medium sand with some wood pieces ..•.. 6'-8' g'. 1 "" ....... •..................... 1 • • • • 2 8 g 8'-0" to 13'-6" Black medium sand with muck and some wood pieces 8'-10' •'� • 6 �.................... • • S • 7• • 14 • 10 11 ..W 10'-12' "?' 8' i.4.i.;i;..............�... •9 • € 89 • 17 • • 12 13 12'-14' 11 : 1(i • 1q 13'-6" to 18'-0" Grey medium sand with some rock fragments 15...........12....... 14'-16' •013 0` 1��•. 25 16 17 .........5........... 16'-18' ....... 1.. ......... 16 25 28 18 19 18'-0" to 25'-0" Tan medium limerock ..................4.................... 18'-20' 28 I: 31 30 32 61 20 21 ............ 20'-22' 31......r.......33....... 31 36 64 22 23 .................. 22'-24' 45 48 .................... 43 41 91 24 25 ......49..... 24'-26' <. 47 . ................... 47 26 End of Boring @ 25'-0" 27 26'-28' 0 28 29 28'-30' .................... 0 30 WATER TABLE: 2'-0" below surface Reviewed by, All State Engineering 8r Testing Consultants, Inc. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. ALLSTATE ENGINEERING All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMIST-DRILLING-ENIVIRONMENTAL SERVICES 12949 West Okeechobee Rd. Unit C-4. Hialeah Gardens, Florida 33018 / Phone: 305-888-3373, Fax: 305-888-7443 SPT SOIL BORING REPORT CLIENT: Monica Savits Page: 1 of 1 CLIENT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Report #: 1 PROJECT: Savits - Christopher Residence Boring #: B-2 PROJECT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Date: 10/30/15 BORING LOCATION: See the attached Boring Location Map Driller: AG DEPTH (FEET) DESCRIPTION OF MATERIALS Sample No. Hammer blows on sampler "N" Value 1 0'-0" to 0'-2" Topsoil 0'-2" to 6-0" Black medium sand with some rock 0'-2' 6 7 8 6 15 2 3 ............................ 2'-4' ......... 2 4 5 4 5 ......... 4'-6' € 3 ............................. 2 2. 99 5 6 7 6'-0" to 12'-6" Grey medium beach sand with silt and peat . • ...�... 6,-8, .. 92 :. • 19,00 �........................... i' 1 • • • .. 2 • 8 9 606:01• • • 8'-10' •)•• .�.•.i.......:................1.. 2 3 •• 3 • • • 10 • 10'-1£b a .�•. 4 003 6 • • •• 12 13 12'-6" to 18'-0" Grey medium beach sand • • ..................:.................... 12'-12'0 • •8 • : •Q 8 • • • 16 14 15 •......•1.� 14'-1t: r•• .............:.�....... 0 1: • 27 • • 16 17 16'-18' € �.6.....:..... •1.• 5� . 19 1 25 • • 34 18 19 18'-0" to 25-0" Tan limerock ....................................... 18'-20' 28 22 29 26 51 20 21 ......23 20'-22' .............3.......... 36 38 67 22 23 ......41....... 22'-24' .......40....... 43 € 41 83 24 24'-26' 40 40 26 End of Boring @ 25'-0" 27 ..................: 26'-28' .................... 0 28 29 28'-30' 0 30 WATER TABLE: 2'-4" below surface Reviewed by, All State Engineering & Testing Consultants, Inc. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. ALLSTATE ENGINEERING All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMIST-DRILLING-ENIVIRONMENTAL SERVICES 12949 West Okeechobee Rd. Unit C-4. Hialeah Gardens, Florida 33018 / Phone: 305-888-3373, Fax: 305-888-7443 SPT SOIL BORING REPORT CLIENT: Monica Savits Page: 1 of 1 CLIENT ADDRESS: 1460 NE 103rd. Street, Miami Shores, FL 33138 Report #: 1 PROJECT: Savits - Christopher Residence Boring #: B-3 PROJECT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Date: 10/30/15 BORING LOCATION: See the attached Boring Location Map Driller: AG DEPTH (FEET) DESCRIPTION OF MATERIALS Sample No. Hammer blows on sampler "N" Value 1 0'-0" to 2'-0" Black medium silica sand with some rock ...................................... 0'-2' 8 ' 6 6 3 12 2 3 2'-0" to T-6" Tan medium sand with some shells and rock 2'-4' 4 € 5 .............................. 3 2 g 4 3'-6" to 8'-6" Black medium sand with some rock 5 ......... 4'-6' .................�.ww 1 i 01 2 • 6 7 • • �..... 6'-819 e a • ......>............*.s. e5 .4 • • • 9 • . 8 9 8'-6" to 13'-0" Grey medium beach sand with silt 8'-10i••••2. 2 • .................... :3•• • 4 • . • 10 11 • • •.•.wl...... 10'-12'.•••5• i......... i........ *6•• • 10 • • : •. 12 13 • • • . .....'I.: 12'-14' • • .............. . 18 1. 'I 28 14 13'-0" to 17'-6" Grey medium beach sand with shells 15 • . • 14'-16' • • �....1.......:......,.y.•..... 12 € 13 • • a 25 • 16 17 16'-18' 12......�....... 1.8....... ........... 19 23 37 18 17'-6" to 22'-0" Tan medium lime sand with coral rock 19 ....................................... 18'-20' 25 26 21 28 47 20 21 ..................31 20'-22' >.......30....... 33 € 32 63 22 23 12'-0" to 25'-0" Tan limerock ...................................... 22'-24' 34 35 31 30 66 24 25 24'-26' 38..... 36 .................... 36 26 End of Boring @ 25'-0" 27 ..................c.................... 26'-28' '• 0 28 29 .................:.................... 28'-30' 0 30 WATER TABLE: 2'-6" below surface Reviewed by, All State Engineering & Testing Consultants, Inc. As a mutual protection to clients. the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements. conclusions or extracts from or regarding our reports is reserved pending our written approval. ATTACHMENT 2.0 - BORING LOCATION MAP • Y • • ALL STATE All State Engineering & Testing Consultants, Inc. ENGINEERING TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES -CHEMISTS -DRILLING -ENVIRONMENTAL SERVICES 12949 West Okeechobee Rd. Hialeah Gardens, Florida 33018/ Phone: 305-888-3373 Fax: 305-888-7443 Boring Location Map 1460 NE 103rd Street. Miami Shores, FL 33138 wki-w h ry lt,'fir.. B-3 �'$ ,�,,, t • ' - Wit' }r.. � :'� �! �• • • • " - Wit. - • •••• !••• � • • I f r ._x � T Legend: 0 Property Boundary N ® Boring Location _A//— — ?Zc) /J rl'10, `/:Z -:: ? 3 S I 44 Lf C) Lab Report No. 128377 C 16-ZS oa FLORIDA TEC PROVIDING SOLUTIONS TO THE ROOFING INDUSTRY C.A. # 30448 Lab Certificate # 17-0703.01 CONCENTRATED UPLIFT LOAD TESTING ON ROOF TILE TO COMPLY WITH METRO-DAQE COUNTY PROTOCOL TAS-106 PROPERTYADDRESS: 1460 NE 103rd St., Miami Shores OWNER: Chris & Monica Savits CONTRACTOR: 7mart Roofing Corp. TILE TYPE: Flat ATTACHMENT.- Polyfoam Testing Equipment: Digital Chatillon DFIS 200 TPet Tahidatinn PERMIT No: RF 1-18-20 ROOFING SQUARES. 14 ROOF PITCH: 3:12 INSPECTOR INITIALS: AB TEST DATE: 4/2/2018 Required Testing Force: 35 Ibs THIS ROOF HAS: PASSED ® FAILED R THE STATIC UPLIFT IN ACCORDANCE WITH MIAMI-DARE COUNTY TAS 106. r — 25' 0 P.E. 1214r 10735 SW 216" St. Unit 404 Page 1 of 1 Tel: 305-256-4550 Miami FL 33170 www.FloridaTEC.net Fax: 305-256-6833 t,� Miami Shores Village �s�jO1S 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 'F' ` Phone: (305)795-2204 C0RLD4' Permit Issue Date: 1/4/2018 Permit No. RF-1-18-20' Permit Type: Roof Work Classification: Tile/Flat Permit status: APPROVED Expiration: 07/03/2018 Project Address Parcel Number Applicant 1460 NE 103 Street 1132050310060 CHRISTOPHER SAVITS Miami Shores, FL Block: Lot: Owner Information Address Phone Cell CHRISTOPHER SAVITS 1460 NE 103 ST MIAMI SHORES FL 33138-2626 Contractor(s) Phone Cell Phone ALL FLORIDA CUSTOM HOMES (904)838-8822 e of Work: Re Roof itional Info: RE -ROOF FLAT AND NEW TILE ROOF ADDI -sification: Residential nning: 3 Fees Due Amount CCF $6.00 DBPR Fee $4.50 DCA Fee $3.00 Education Surcharge $2.00 Permit Fee - New Roof $300.00 Scanning Fee $9.00 Technology Fee $8.00 Total: $332.50 Valuation: $ 10,000.00 Total Sq Feet: 2100 Pay Date Pay Type Amt Paid Amt Due Invoice # RF-1-18-66038 01/04/2018 Credit Card $ 282.50 $ 50.00 01/04/2018 Credit Card $ 50.00 $ 0.00 Avanaoie mspecuons: Inspection Type: Up Lift Report Tin Cap Final Roof Tile In Progress Roof in Progress Renailing Affidavit Review Roof Review Roof Cap Sheet In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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 whir _ . wort-1-aythorize the above -named contractor to do the work stated. January 04, 2018 ut zed Signat r6: Owner / Applicant / Contractor / Agent Bui ing Department Copy January 04, 2018 1 1, Miami Shores Villagez�`� Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 ��" INSPECTION LINE PHONE NUMBER: (305) 762-4949 ok, BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC �OOFING FBC 201'? Master Permit No. In��' a 500 Sub Permit No. t�":� —?An� ❑ REVISION ❑ EXTENSION ❑ RENEWAL PLUMBING ❑ MECHANICAL [::]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 0 City: Miami Shores County: EL Miami Dade zip: 3 3 1 3 g Folio/Parcel#: // "3, o , 0 3 f — i70 0 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): 616 M0 VU (-tA 5 IINV J 16 Phone#: 36 S_ Z (0 nft 4 8 � Address: ( +- o P C 103 S` - City: MI to woo r("l State: 1✓� Zip: Tenant/Lessee Name: Phone#: Email: /� a CONTRACTOR: Company Name: ,All FlokiJ d Cy�.t 0KA hbw-05 Phone#: I6y --73Y-31 L --r Address: /00-53 S17L✓9r4s5 6 -�!X en/ ` {/e -16,4 15-ec" City: Oo L ✓'e. d✓o9- 41t� State: Fl Zip: 3-- O 8 3 Qualifier Name: State Certification or Registration #: ne#: of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ 0, aO0 Square/Linear Footage of Work: 6/d0 Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: o))% 0-C.0 F IF ka � 1%do1' tJ I 1 jtoo �- A Lp 4'Uvl Specify color of color thru tile: J" I f 1 — Submittal Fee $ �� Permit Fee $ � CKQ) C-10 CCF $ CO/CC $ Scanning Fee $ Radon Fee $ -3 ' C-'Q> DBPR $ —I ' 9�D Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ 1 !r,' ' 2- CK) TOTAL FEE NOW DUE $ (Revised02/24/2014) 4•; _ 1 i - . Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection oc urs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not b rov d a d a reinspection fee will be charged. Signature Signature OWNER or AGENT The foregoing instrument was acknowledged before me this 7 day of �� L 20 ti by Cht IS who is personally known to ------------ me or who has produced as identification and who did take an oath. NOTARY PUBLIC: IM (Revised02/24/2014) CONTRACTOR The foregoing instrument iwas acknowledged before me this Z� day ofyG��r ikL, 20 by L6h R �)utnn.who' per�known me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: �— Seal: l` JAY S GOLDMAN } �. w` Notary Public Stale d Florida Notary Public - State of Florida jjj 7�. Janina E Roman Commission # FF 228649 %;, My Commission FF 102357 Tnr t� Ex ir?s 03/1612018 OMP6eieO".4koiV�sMey 8'f$I#U **********************s* * * ** * *** * ** * * ****** ************ Bonded through NationgLN raAs/n. " u/7/" _ Plans Examiner Structural Review Zoning Clerk RECEIVED JAN 0 4 018 ROOF ASSEMBLIES CTURES Florida Building Code 5th Edition (2014) LLD Nigh -Velocity Hurricane Zone Uniform Permit Application Form Section A (General Information) •..�„�,;� t+ GMaster Pefrmit-No. Sy Process No. 1 c �cContractor's NameCy pcN\- by LA,c S 1 Job Address_ �1 U � L% LO 9 Syr 1 1 ROOF CATEGORY 1 Low Slope ❑ Mechanically Fastened Tile Mortar/E1dhe$jve Set T'It� • • • " �' ;' ❑ Asphaltic Shingles ❑ Metal Panel/Shingles ❑ Wood St0ngles'/Shake1...:. 1• • ❑ Prescriptive BUR-RAS 150 "';" • . ROOF TYPE •��•�• • • •••••• New roof ❑ Repair ❑ Maintenance ❑ Reroofing .. {3 Recove�ii+i ' • 9' " • C ROOF SYSTEM INFORMATION • •;"; • Low Slope Roof Area (SF) Steep Sloped Roof AREA (SSF)90 Total (SF) vv • 1 • • ' � 1 Section B (Roof Plan) • ''"" Sketch Roof Plan: Illustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. in"da dimes- 1 sions of sections and levels, clearly identify dimensions of elevated pressure zones and location of parapets. 1 R? FLORIDA BUILDING CODE — BUILDING, 5th EDITION (2014) 15.37 Copyright to, or licensed by, ICC (ALL RIGHTS RESERVED); accessed by Eliezer Palacio on Jun 8, 2015 10:32:12 AM pursuant to License Agreement. No further reproductions authorized. ROOF ASSEMBLIES AND ROOFTOP STRUCTURES Florida Building Code 5th Edition (2014) 1 High -Velocity Hurricane Zone Uniform Permit Application Form. 1 1 1 Section C (Low Slope Application) Top Ply F tener/Bonding Material: 1 Fill in specific roof assembly components and identify �V 45 14 1 " 1 1 manufacturer , ` ,A 1 1 (if a component is not used, identify as "NA") Surfacing: Vim_ Fastener Spacing for Anchor/Base Sheet Attachment: i System Manufacturer: ( Field: oc @ Lap, # Rows @ —1—„ oc 1 1 Product Approval No.: `Io 10 • C Z- Perimeter: " oc @ Lap, # Rows (e oc! / / 1 1 Design Wind Pressures, From RAS 128 or Calculations: Comer: oc @Lap, # Rows *see ! Number of Fasteners Per ►nsulationboa.d• • • ! . • 1 Field Perimeter • • • Corner Max. Design Pressure from the s ecific roduct • • • • • � 1 . • 1 approval system: i! • ! 0 • • • • Illustrate Components Noted and Details e• ApplicaDreo • • • 1 Deck: Woodblocking, Gutter, Edge Termination*Stripping, 1"Iss ftng, 1 ••:••. 1 / 1 Continuous Cleat, Cant Strip, Base FlqgsDt q�Counterflaeliirxl, j • • • • • 1 Type: �( IM Coping, Etc. ' • • • • * • • • • ! •••• ! Indicate: Mean Roof Height, Parapet PeetJt, Height of jase 00 • ! Gauge/Thickness: fJ//� Flashing, Component Material, Matefi91e` 1ness, Fastener 1 ....• ! Slope: 1 Type, Fastener Spacing or Submit Mgnufacturers Datsiis•that 1 . 1 p �y ` " � Comply with RAS 111 and Chapter 1 B. .0. 1 • • • • • • 1 AnchorBase Sheet & No. of Ply(s): _ N 1� • • • 000000 ! 1 _.........._ Anchor/Base Sheet Fastener/Bonn Maier ial: o C.1 �- s� I ICI I r i FT. � / Insulation Base Layer: - --.1 1 Base Insulation Size and Thickness: �x3Trt Q _ : Parapet j}--H-eight 1 ! Base Insulation Fastener/Bonding Material: ! /�/ A 1 1 Top Insulation Layer: _ __. _ FT. d�_ 1 Top Insulation Size and Thickness: 1 1—Mean 1 i Top Insulation Fastener/Bonding Material: Roof 1 ! Height 1 Base Sheet(s) & No. of Ply(s): 7514 18A5"*-5'1 1 Base Sheet Fastener/Bonding Material: ! ! Ply Sheets) & No. of Ply(s): RIJ �101Co' �— 1 ! Ply Sheet Fastener/Bonding Material: 1 lA0 �SOIti� l} 1 � TopPly:.. CIF M►�c,r� S�`�-�4P� l.._� _ ! 1 ! 1 S.38 FLORIDA BUILDING CODE — BUILDING, Sth EDITION (2014) t Copyright to, or licensed by, ICC (ALI.. RIGHTS RESERVED); accessed by Eliczer Palacio on Jun 8, 201 S l Ot32:12 AM pursuant to License Agreement. No further reproductions authorized. ROOF ASSEMBLIES AND ROOFTOP STRUCTURES Florida Building Code 5th Edition (2014) High -Velocity Hurricane Zone Uniform Permit Application Form 1 1 Section D (Steep Sloped Roof System) 1 Roof System Manufacturer: ?0 `CIA Poo F i A-1 Notice of Acceptance Number. __ L to 0111 • O S 1 Minimum Design Wind Pressures, If Applicable (From RAS 127 or Calculations): 1 P1: 3'i. P1: tie l P1: IOc� 7 1 t 1 - 1 Deck Type:-.._..... Woo •.... • 1 _..... Type Underlayment: 3b- 4�-- ... -'•.' 1....:. Roof Slope: �.._..- ...... • --....._ ........_ Insulation: � �. .... ' Fire Barrier: 1 Ridge Ventilation? Fastener Type & Spacing: i t �� (ZS• ��! S i Adhesive Type: io (Y o,tt-- Z 4p0 1 Type Cap Sheet: �_-----........_ --- ...`......_ 1 LTA '�'►'" Po t'4c, Mean Roof eight: 9 Roof Covering: J 1 Type & Size Drip Edge: _.---...- i FLORIDA BUILDING CODE -- BUILDING, 5th EDITION (2014) 15.39 Copyright to, or licensed by, ICY: (ALL RIGHTS RESERVED); accessed by Eliezer Palacio on Jul, S, 2015 10:32:12 AM pursuant to License Agreement. No further reproductions authorized. 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 t 1 i 1 1 r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ROOF ASSEMBLIES AND ROOFTOP STRUCTURES Florida Building Cade 5th Edition (2014) 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 values from M,. If the M, values are greater than or equal to the M, values, for each area of the roof, then the tile attachment method is acceptable. Method 1 "Moment Based Tile Calculations Per RAS 127" _ Mg:74 1= M„ t [-(s 4 Product Approval M, 3 3 (P2 (p�.L x� U• 31f j ( ) _ Mg:7. 4 Z Mrz _L 8 ?Product Approval M, (P1 O --1 xX0.Mg: 1. G 1- M,, Product Approval M, �J Method 2 "Simplified Tile Calculations Per Table Below" Required Moment of Resistance (M,) From Table Below Product Aooroval M. • M, required Moment Resistance* Mean Roof Height Roof Slope 15' 20' 25' 30' ...:406 2:12 34.4 36.5 38.2 3:12 32.2 34.4 36.0 37.4 ... 4:12 30.4 32.2 33.8 35A .. 37• 5:12 28.4 30.1 31.6 32.8 0 0 0349.9 6:12 26A 28.0 29.4 30.5 • 32.4 7:12 24.4 25.9 27.1 28.2 ; 340 "Must be used in conjunction with a list of moment based tile systems endorsed by the Broward County Board of Aules end Appeals. 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 the attachment method is acceptable. Method 3 "Uplift Based Tile Calculations Per RAS 127" (P1:_ x I_ = _ x w: = _) - W: _x cos 0 _ = Fr, _ Product Approval F' (P2:` x L = _ x W. = _) - W: — x cos 0 _ = Fa_ Product Approval F' (P3:_ x L _ = _ x w: = —) - W: — x cos 0 = Fra _ 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 pre- pared by PE based on ASCE 7 Mean Roof Height H Job Site Roof Slope 0 Job Site Aerodynamic Multiplier a Product Approval Restoring Moment due to Gravity M9 Product Approval Attachment Resistance M, Product Approval Required Moment Resistance Mg Calculated Minimum Attachment Resistance F' Product Approval Required Uplift Resistance Fr Calculated Average Tile Weight W Product Approval Tile Dimensions L = length W = width Product Approval All calculations must be submitted to the building official at the time of permit application. 15.40 FLORIDA BUILDING CODE — BUILDING, 5th EDITION (2014) y f I 1 r Copyright to, or licensed by, ICC (ALL RIGHTS RESERVED); accessed by Eliezer Palacio on Jun 8, 2015 10:32:12 AM pursuant to License Agreement. No further reproductions authorized. zy" '°tontW' SECTION 1524 HIGH VELOCITY HURRICANE ZONES — REQUIRED OWNERS NOTIFICATION FOR ROOFING CONSIDERATIONS 1524.1 Scope. As it pertains to the section, it is the responsibility of roofing contractor to provide the owner with the required roofing permit, and to explain to the owner the content of the section. The provisions of Section R4402 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 ant the contractor. The owner's initial in the designated space indicates that the item has been explained. .... • . •....• 2• LS Renailing wood decks: When replacing roofing, the existing woodroof &ck mjr fl�v0•to be renailed in accordance with the current provisions of Section R4403. (The roof•dech's usuafly concealed prior to removing the existing roof system). • .... .... . • • • .... .... 4. G Exposed Ceiling: Exposed, open beam ceilings are where the und1rSiif0t'c3 the roof decking can be viewed from below. The owner may wish to maintain the architectural app'e''�aran' e; therefore, roofing nail penetration of the underside of the decking may not be acceptable. TGis prou�des thv option of maintaining the appearance, ...... 000 6. _ ( Overflow scuppers (wall outlets): It is required that rainwater flows off so that the roof is not overloaded from a buildup of water. Perimeter/edge wall or other roof extension may block this d if overflow scuppers (wall outlets) are not provided. It may be necessary to install overflow V'sSigg ordance with the requirements of Sections R4402, R4403 and R4413. Ow Date Contractor Signature Date t� ..k 0 AG I.U3 e,� Property Address Permit Number Revised on 7/9/2009 LD;07/01/2015; MIAMI-DADE COUNTY ML PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DMSION T (786)315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.aov/economy ICP Adhesives and Sealants, Inc. 12505 NW 44' Street Coral Springs, FL. 33065 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). • .... 0 This NOA shall not be valid after the expiration date stated below. The Miami -Dade County P wa * Control Section • (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the righttohave this product • • • • • • or material tested for quality assurance purposes. If this product or material fails to perform in theaceepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify! vj suspgAd the. use ' of such product or material within their jurisdiction. RER reserves the right to revoke this 2tceptanct,' If it is • • : • • • determined by Miami -Dade County Product Control Section that this product or material fails t6048e ;the requVements 0 0 0 0 , • of the applicable building code. .' • • • • • • This product is approved as described herein, and has been designed to comply with the Florida Build�nA Code • • • • • • including the High Velocity Hurricane Zone of the Florida Building Code. 0; . ....: . .. . DESCRIPTION: ICP Adhesives Polysee AH-160 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 16-0315.01 and consists of pages 1 through 11. The submitted documentation was reviewed by Alex Tigera. APPROVED NOA No.: 17-0322.03 Expiration Date: 05/10/22 Approval Date: 04/27/17 Page 1 of 11 ROOFING COMPONENT APPROVAL: Category: Roofing Sub Category: Roof tile adhesive Materials: Polyurethane SCOPE: This approves ICP Adhesives Polyset® AH-160 as manufactured by ICP Adhesives and Sealants, Inc. as described in this Notice of Acceptance. For the locations where the design pressure requirements, as determined by applicable building code, do not exceed the design pressure values obtained by calculations in compliance with Roofing Application Standard RAS 127. For use with approved flat, low, and high profile roof tile systems using ICP Adhesives Polyset® AH-160. PRODUCTS MANUFACTURED BY APPLICANT: 6 6 9 Product Dimensions Test Product Descritrtion Specifications • • • • • • ICP Adhesives N/A TAS 101 Two component polyurgQWe foam.adhesive PolyseeAH-160 *000*0 ICP Adhesives Foam N/A Dispensing Equipment • • ; • • Dispenser RTF1000 " " 0 0 0 ICP Adhesives ProPacV N/A Dispensing Equipment • 30 & 100see PRODUCTS MANUFACTURED BY OTHERS: Any Miami -Dade County Product Control Accepted Roof Tile Assembly having a current NOA which list attachment resistance values with the use of ICP Adhesives Polyset® AH-160 roof file adhesive. MANUFACTURING LOCATION: 1. Tomball, TX. PHYSICAL PROPERTIES: ProRerty Test Results Density ASTM D 1622 1.6 lbs./ft 3 Compressive Strength ASTM D 1621 18 PSI Parallel to rise 12 PSI Perpendicular to rise Tensile Strength ASTM D 1623 28 PSI Parallel to rise Water Absorption ASTM D 2127 0.08 Lbs./Ftz Moisture Vapor Transmission ASTM E 96 3.1 Perm / Inch Dimensional Stability ASTM D 2126 +0.07% Volume Change @ -40' F., 2 weeks +6.0% Volume Change @158°F., 100% Humidity, 2 weeks Closed Cell Content ASTM D 2856 86% Note: The physical properties listed above are presented as typical average values as determined by accepted ASTM test methods and are subject to normal manufacturing variation. NOA No.: 17-0322.03 MIAMMADE COUNTY Expiration Date: 05/10/22 ' Approval Date: 04/27/17 Page 2 of 11 EVIDENCE SUBMITTED: Test Aeencv Center for Applied Engineering Miles Laboratories Polymers Division Ramtech Laboratories, Inc. Southwest Research Institute Trinity Engineering Celotex Corp. Testing Services Test Identifier #94-060 257818-IPA 25-7438-3 25-7438-4 25-7438-7 25-7492 NB-589-631 9637-92 01-6743-011 01-6739-062b[ 1 ] 7050.02.96-1 P36700.04.12 P39740.02.12 528454-2-1 528454-9-1 528454-10-1 520109-1 520109-2 520109-3 520109-6 520109-7 520191-1 520109-2-1 Test Name/Report TAS 101 TAS 101 SSTD I1-93 SSTD 11-93 SSTD 11-93 ASTM D 1623 ASTM E 108 ASTM E 108 . Y .... ASTM E 84 ...:. • YY•Y TAS 114 �••••• ASTM D 1623 TAS 101 TAS 123 :••��� TAS 101 •��• ; TAS 101 TAS 101 Date 04/08/94 12/16/96 10/25/95 11 /02/95 12/12/95 02/01/94 04f14/93' 11N4, 01/16/95 •YYY 03/1VIA 04/18;fl 02)T1%t2 Y • YYYY.Y 10/23/9& 12/28/98 03/02/99 LIMITATIONS: 1. Fire classification is not part of this acceptance. Refer to the Prepared Roof Tile Assembly for fire rating. 2. ICP Adhesives Polyset® AH-160 shall solely be used with flat, low, & high file profiles. 3. Minimum underlayment shall be in compliance with the Roofing Application Standard RAS 120. 4. Roof Tile manufactures acquiring acceptance for the use of ICP Adhesives Polyset® AH-160 roof tile adhesive with their tile assemblies shall test in accordance with TAS 101. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61 G20-3 of the Florida Administrative Code. NOA No.: 17-0322.03 Expiration Date: 05/10/22 Approval Date: 04/27/17 Page 3 of 11 INSTALLATION: 1. ICP Adhesives Polyset® AH-160 may be used with any roof tile assembly having a current NOA that lists attachment resistance values with the use of ICP Adhesives Polyset® AH-160. 2. ICP Adhesives Polyset® AH-160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein. The roof tile assembly's adhesive attachment with the use of ICP Adhesives Polyset' AH-160 shall provide sufficient attachment resistance to meet or exceed the resistance value determined in compliance with Miami -Dade County Roofmg Application Standards RAS 127. The adhesive attachment data is noted in the roof tile assembly NOA. 3. ICP Adhesives Polyset® AH-160 and its components shall be installed in accordance with Roofmg Application Standard RAS 120, and ICP Adhesives and Sealants, Inc.'s Operating Instruction and Maintenance Booklet. 4. Installation must be by a Factory Trained'Qualified Applicator' approved and licensed by ICP Adhesives,90 Sealants, Inc. ICP Adhesives and Sealants, Inc. shall supply a list of approved applicators to the authorkywng jurisdiction. • . , • • 5. Calibration of the ICP Adhesives Foam Dispenser RTF 1000 dispensing equipment is requimd*lefore application •' ` ` ` ` of any adhesive. The mix ratio between the "A" component and the "B" component shall b0 Maintained between • • • • 1.0-1.15 (A): 1.0 (B). • •••• •••• ••••• 6. ICP Adhesives Polyset® AH-160 shall be applied with ICP Adhesives Foam Dispenser R'fF,UaMor ICP • • • • • • • • • Adhesives ProPack® 30 & 100 dispensing equipment only. . • • • • • •' """ 7. ICP Adhesives Polyset® AH-160 shall not be exposed permanently to sunlight. , ...:. 8. Tiles must be adhered in freshly applied adhesive. Tile must be set within 1 to 2 minutes alker IGP Adhesives Polyset® AH-160 has been dispensed • • • • 9. ICP Adhesives Polyset® AH-160 placement and minimum patty weight shall be in accordance with the 'Placement Details' herein. Each generic tile profile requires the specific placement noted herein. NOA No.: 17-0322.03 Expiration Date: 05/10/22 Approval Date: 04/27/17 Page 4 of 11 Table 1: Adhesive Placement For Each Generic Tile Profile Tile Profile Placement Detail Minimum Paddy Contact Minimum Paddy Gram Area Weight Eave Course - Flat, Low, High All Eave Course 17-23 sq. inches 45-65 Profiles Flat, Low, High Profiles #1 17-23 sq. inches 45-65 Flat Profile #2 10-12 sq. inches 30 Low Profile #2 12-14 sq. inches 30 High Profile #2 17-19 sq. inches 30 Flat, Low, High Profiles #3 Two Paddys: 8-9 sq. inches at 12 grams pg; paddy head of tile 9-11 sq. inches at • • • • • e overlap loss • Two -Piece Barrel (Cap Tile) Two Piece 2 Beads (1 each longitudinal * *:17 grams per bead edge) 20-25 sq. inches each 11041111 • bead sees ...• • sees sees Two Piece Barrel (Pan Tile) Two Piece 65-70 sq. inches ' : M grams o er pan . sees sees e esee see sees.. • .sees. LABELING: ' see sees.. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marMng of the • , , • , • • manufacturer's name or logo and following statement: "Miami -Dade County Product Control Approved" or the Miami - Dade County Product Control Seal as shown below. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or applicable building code in order to properly evaluate the installation of this system. NOA No.: 17-0322.03 Expiration Date: 05/10/22 Approval Date: 04/27/17 Page 5 of 11 ADHESIVE PLACEMENT DETAIL # 1 Nam dwoughPlastic corrwnt Paddyn3anea►hTda) {whmraquitad)/' Undarisymnnt EaveCourse t -A 21n./y/r ""stile E•rrrClown_� .� Nail through plastic cement Iwhen regrdred) Paddy qBr ninth T'Ml loin ram.' i•,, Sane,optional I `• r loin. �' tin. �. E,are course Fascia NO threug%plastic mrrwnt (when requtredp l/ Paddy iBrnwathTiM) Undrrlaymont loin,; Battens�`�� optimal ► Eaav Course -1 Fascim / Weeph•le loin. �) in. / Cow closure I ! Drip edge Flat/Low Profile Tile 1. Starting at the eave course, apply a minimum 2" (50.8 mm) x 10" (254 mm) x 1" (25.4 mm) foam paddy onto the underlayment positioned as shown, under the strengthening rib closest to the overlock of the tile being set. 2. Continue in same manner. Insure approximately 17 (109.7 cm2) — 23 (148.4 cm2) square inch adhesive contact with the underside of the tile. sees a • 00*000 . . •• • • • e • sees•• • •eee•• • •••••e • • • •ss••w • ••sees Medium Profile / Double Paine'Tile 0000, • • • sees• sees •se•• 1. Starting at the eave course; VVly a minirtfiff 2" • e • • • (50.8 mm) x 10" (254 mift7x•le' (25.4hhh2 foam e••.+. paddy onto the underlaynI[MV4itiont d as shown • • •, ; • under the pan portion of tte file closesttc*k, w overlock of the tile being yeti • • oo e e e : e' • e • • • •• • 2. Continue in same manner. Insure approximately 17 (109.7 cm2) — 23 (148.4 cm2) square inch adhesive contact with the underside of the rile. High Profile / Single Pan Tile 1. Starting at the eave course, apply a minimum 2" (50.8 mm) x 10" (254 mm) x 1" (25.4 mm) foam paddy onto the underlayment positioned as shown under the pan portion of the tile closest to the overlock of the rile being set. 2. Continue in same manner. Insure approximately 17 (109.7 cm2) — 23 (148.4 cm2) square inch adhesive contact with the underside of the tile. NOA No.: 17-0322.03 Expiration Date: 05/10/22 Approval Date: 04/27/17 Page 6 of 11 ADHESIVE PLACEMENT DETAIL # 2 Rail through plastitt•m•nt NddyiE•n••1hT.l•) twhwnrequirod) UndarLtym•M O �f Bactant opdanal ° Fawcourl.0 Jar Ears Closuro Nail through plastic cement (when required) Paddy (Beneath Tlle) Und•riaym•ne i J, tin. Battens optional `- 1 gin. E•ve Courm r Fscna Flat/Low Profile Tile 1. Starting at the eave course, apply a minimum 2" (50.8 mm) x 10" (254 mm) x 1" (25.4 mm) foam paddy onto the underlayment positioned as shown under the strengthening rib of the tile closest to the overlock of the tile being set. Insure approximately 17 (109.7 cm') — 23 (148.4 cmZ) square inch adhesive contact with the underside of the tile. 2. At the second course, apply a minimum 2" (%$m) x 7" (177.8 mm) x 1" (25.4 mm) foam paddy."@ the underlayment positioned as shftv%*er the • •s•• strengthening rib closest to the AYetlock of A•e the being set. • • • • • • 3. Continue in same manner. Insureapproximatdlj *1'0' (64.5 cm) -12 (77.4 cm2) square btlCadhesiva • • • contact with the underside of th8 N18 a • • ••a••• • Medium Profile / Double Pan Tile*..* .. . 1. Starting at the eave course, apply a minimum 2" (50.8 mm) x 10" (254 mm) x 1" (25.4 mm) foam paddy onto the underlayment positioned as shown under the pan portion of the file closest to the overlock of the tile being set. Insure approximately 17 (109.7 cmZ) — 23 (148.4 cmZ) square inch adhesive contact with the underside of the tile. 2. At the second course, apply a minimum 2" (50.8mm) x 7" (177.8 mm) x 1" (25.4 mm) foam paddy onto the underlayment positioned as shown under the pan portion of the file closest to the overlock of the tile being set. 3. Continue in same manner. Insure approximately 12" (77.4 cm2) -14 (90.3 cm) square inch adhesive contact with the underside of the tile. (Instructions continued on next page) NOA No.: 17-0322.03 Expiration Date: 05/10/22 Approval Date: 04/27/17 Page 7 of 11 ADHESIVE PLACEMENT DETAIL # 2 (CONTINUED) Nall through piastk ccgxffk (Aeorequired) f P+dd/IB•n..s6Til.} /-` Battens Optional � � •.,,� • EaveCounsr `* fascia * tin.phd. loin. tin. ED" doswe Drip edge APPROVED High Profile / Single Pan Tile 1. Starting at the eave course, apply a minimum 2" (50.8 mm) x 10" (254 mm) x 1" (25.4 mm) foam paddy onto the underlayment positioned as shown under the pan portion of the tile closest to the overlock of the tile being set. Insure approximately 17 (109.7 cm2) — 23 (148.4 cm2) square inch adhesive contact with the underside of the tile. •..• 2. At the second course, apply a minimum 2; j�Q.Smm).... �• x 7" (177.8 mm) x 1" (25.4 mmj foam p4ddy onto the • underlayment positioned as kj;WAunder Ve pan ...... of the tile closest to M Overlock of the tile ; ; portion • ... being set. .... 000900 3. Continue in same manner. Inswe npproxima 81Y 17" , (109.7 cm2) - 19 (122.6 cm2)a4uVe inch Wesive • a • contact with the underside otWM. ....: a NOA No.: 17-0322.03 Expiration Date: 05/10/22 Approval Date: 04/27/17 Page 8 of 11 ADHESIVE PLACEMENT DETAIL # 3 Mail through plastic cement Paddy(between tiles) (when required) Battens optional ° • I Par lunder tile) Single paddy i ontopottle ax4(n til - -, nn er single paddy J� - on anderlayneat 2 x 4In. - . Fascia �21m raveclosum mmmommmmi Flat/Low ProflleTiie Nan through plasticeenrent Single paddy under tile (when required) Paddy (between tiles) Battens Paddy (under tOe) optional f Sk4e. paddy -� onoopottne� �4x4i0 . 214in.`- i'ngle p- 5addyon u ymeut loin. "-, , An. — Eave Closure Eyre Course Fascia Medium ProflleTile 1. On the eave course only, apply a minimum 2" (50.8 mm) x 10" (254 mm) x 1" (25.4 mm) foam paddy onto the underlayment positioned as shown, under the strengthening rib for flat tile or under the pan portion of the tile for low or high profile tile closest to the overlock of the tile being set. Leave approximately 4" (101.6 mm) up from the eave edge free of foam to prevent the expanded adhesive from blocking the weep holes. Insure approximately 17-23 in' (109.7-148.4 cm2) of adhesive contact with the underside of the file •••• •••••• •••••• •••••• 2. Apply a 4" (101.6 mm) .N':Efdl .6 mm) x 1" (25.4� • • • • mm) foam paddy onto the nn�i0irlayment just below• • go the second course line pos&Aptl foani paddy • • • • • under the strengthening r"fArAat tile, op aader the • • •' pan portion of the tile, clw9t. o the urderlock for " •' : • the second course tile to bookis*41ed. Insure • • approximately 8-9 in2 (5116-58.1•cm2) Of adhesive • contact with the underside.- of th%tile. ; • • • • ; (Instructions continued on next page) NOA No.: 17-0322.03 Expiration Date: 05/10/22 Approval Date: 04/27/17 Page 9 of 11 ADHESIVE PLACEMENT DETAIL # 3 (CONTINUED) Mail through plastic Oe Single paddy under file (when requited) Paddy (between tih s) . omen optional/ Paddy (under tile) I singlep�ddy. ' on uodeda 4x4in. `•, e 2 x 4 ir, paddy on •�`` top of tie-- •� Eave Course Fasda Weephole loin. 2 in. Eave dosure Drip edge High Profile The 3. Also apply a 2" (50.8 mm) x 4" (101.6 mm) x V (19 mm) paddy on top of the eave course tile surface as shown, on top of the strengthening rib for flat tile or on top of the pan portion of the tile, closest to the underlock of the first course of tile. Install second course of tile. Insure approximately 9 (58.1 cm2) - 11 (71cm2) square inch adhesive contact with the underside of the tile at the overlap and 7 (45.2 cm) - 9 (58.1 cm2) square inch adhesive contact with the underside of the -tile -at the head of the tile. Continue in same manner • • • • • •••••• • • • 000*00 •••• •••• • •*09 • • ...... •••• *000 • • •....• • • go NOA No.: 17-0322.03 Expiration Date: 05/10/22 Approval Date: 04/27/17 Page 10 of 11 ADHESIVE PLACEMENT DETAIL TWO PIECE BARREL 1) Place enough adhesive to achieve 65 to 70 sq. in. Steep pitch applications In contact with the pan tile. (when required) 2) Turn covers upside down. Place adhesive in to 1 in. from outside edge of cover tile. Then install the tile. Ensure 20 to 25 sq. in. contact area. --.° Undedayment �- - %'- i Eave closure Sheathing (motor shown) Weephole Fascia Board Remove top portion of the eave course cover tile. Abut to second course of pan tiles. Ensure eave end of pan and cover tiles are flush at eave line. Two Piece Barrel - High Profile Tile IIAMFDADE COUNTY Two Piece Barrel (Cap and Pan) Tile 1. Starting at the eave course, apply a minimum 2" (50.8 mm) x 10" (254 mm) x 1" (25.4 nun) foam paddy onto the underlayment positioned as shown under two adjacent pan tiles. Support eave tiles from rocking until adhesive has a chance to cure. 2. Continue in same manner bringing two.paty • courses up toward the ridge. Insure • • • • • • • • • • approximately 65 (419.4 am) -* 70 (41 1,¢•C2) square inch adhesive contact; fifth the tuiderside ""' • of the pan tile. ...... : • • • • • eeee eeee • • eeee eeee 3. Turn covers upside down exposing the u�p�igr�side eeeee • eeeee of the tile. Apply a minimlee}In VM (25.4xpl) x 10" ...... (254 mm) bead of adhesiyg AWtly on the inner .' edge of each side of the c:)vef tile. Leave a ....:. eeee approximately 3/4" (19 nun) to 1" (25;� mm) ; from the outside edge of 1&414 inwnd;fleeeof • • • foam to allow for expansion. e • • 4. Turn cover file over after foam is applied and place onto pan file course. Insure a minimum of 20 (129 cm2) - 25 (161.3 cm') square inch contact area on each side of the cover rile to the pan tile. Continue in same manner. Trim away any cured exposed foam adhesive. Pointing of longitudinal edges of the cover tiles are considered optional. 5. When additional nailing is required, 2" (50.8 nun) x 4" (101.6 mm) nailers or the tie wire system using galvanized, stainless steel, or copper wire and compatible nails may be used. END OF THIS ACCEPTANCE NOA No.: 17-0322.03 Expiration Date: 05/10/22 Approval Date: 04/27/17 Page 11 of 11 E MIMI®QADE � MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy Polyglass USA Inc. 1111 W. Newport Center Drive Deerfield Beach, FL 33442 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Seetiep to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (A-!U). 0000 "" s . .. This NOA shall not be valid after the expiration date stated below. The Miami -Dade County P.u)&ct Control.Sec...tion . ...... (in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve tho, k6t to have thit :....: product or material tested for quality assurance purposes. If this product or material fails to perform in the ecepled , manner, the manufacturer will incur the expense of such testing and the AHJ may immediately fe%%e, modiNyl ors ,.;..' suspend the use of such product or material within their jurisdiction. RER reserves the right td i?06& this jjWtance, ...... if it is determined by Miami -Dade County Product Control Section that this product or material Tall; Jo meet the • ••.• requirements of the applicable building code. ; • ;0 0• • "" This product is approved as described herein, and has been designed to comply with the Florida Building Cede •..... • including the High Velocity Hurricane Zone of the Florida Building Code. ' .. 4,00.0. • • • DESCRIPTION: Polyglass Polysdck Underlayments 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 and revises NOA No.15-0410.04 and consists of pages 1 through 8. The submitted documentation was reviewed by Freddy Semino., sh NOA No.: 17-0614.22 Expiration Date: 09/13/21 Approval Date: 07/06/17 Page 1 of 8 ROOFING COMPONENT APPROVAL Category Roofing Sub -Category: Underlayment Material: SBS , APP Self -Adhering Modified Bitumen PRODUCTS DESCRIPTION: Product Polystick IR-Xe Manufacturing Location #1 & #2 Polystick Dual Pro Manufacturing Location #2 Polystick Tile Pro Manufacturing Location #2 Polystick TU Max Manufacturing Location #1 & #2 Polystick TU P Manufacturing Location #2 Polystick TU Plus (Surface Printing) Manufacturing Location #1 & #2 Polystick MTS Manufacturing Location #2 Polystick MTS Plus Manufacturing Location #2 Elastoflex S6 G Manufacturing Location #2 Test Product Dimensions Specification Description 65' x 3'33/8" ASTM D 1970 A fine granular/sand top surface self -adhering, APP Or 65' x 3' polymer modified, fiberglass reinforced, bituminous 60 mils thick sheet material for use as an underlayment in gipped roof assemblies. Designed as an ice. & ra}n shiell... • • • • • ; • 61' x 3'33/8" TAS 103 and A rubberized asphalt self-adherinj, Mass-fil�ertptllyester ....:. 60 mils thick ASTM D 1970 reinforced waterproofing meml5 ang. pesigned as a : : • • • 0 metal roofing and roof rile underlapent. .... • 61' x 3'33/s" TAS 103 and A rubberized asphalt self-adheri 4,iiass-fiber/ppLvster ..:.. • 60 mils thick ASTM D 1970 reinforced waterproofing memb� an ;Designed U a metal.. • • • • roofing and roof tile underlaymgilt.... • , 65'8" x 3'3-3/8" TAS 103 and A rubberized asphalt self -adhering, poiyesterrefffftced . 60 mils thick ASTM D 1970 waterproofing membrane. Desih�d aj a a ro4.tile underlayment. ' .. . • • 32'10" x 313/8" TAS 103 and A rubberized asphalt waterproofing membrane, glass- 130 mils thick ASTM D 1970 fiber/polyester reinforced, with a granular surface designed for use as a tile roof underlayment. 65' x 313/8" TAS 103 and A rubberized asphalt self -adhering, glass-fiber/polyester 80 mils thick ASTM D 1970 reinforced waterproofing membrane. Designed as a metal roofing and roof rile underlayment. 6518" x 3'33/8" TAS 103 A homogeneous, rubberized asphalt waterproofing 60 mils thick membrane, glass fiber reinforced with polyolefinic film on the upper surface for use as an underlayment for metal roofing, roof tile, slate tiles and shingle underlayment. 65'8" x 333/8" TAS 103 A homogeneous, rubberized asphalt waterproofing 60 mils thick membrane, glass fiber reinforced with polyolefinic film on the upper surface for use as an underlayment for metal roofing, roof tile, slate tiles and shingle underlayment. 32' 10" x 3'3 3/s" TAS 103 and Polyester reinforced, SBS modified bitumen membrane ASTM D 6164 with a sanded back face and a granule top surface. For use in roof tile underlayment systems. NOA No.: 17-0614.22 Expiration Date: 09/13/21 Approval Date: 07/06/17 Page 2 of 8 MANUFACTURING PLANTS: 1. Hazelton, PA Z. Winter Haven, FL EVIDENCE SUBMITTED Test Agency Test Identifier Test Name/Report Date Trinity I ERD P10870.09.08-R1 TAS 103 12/04/08 P10870.04.09 TAS 103/ASTM D4798 & G155 04/13/09 P33360.06.10 ASTM D1970 07/01/10 P33370.03.11 TAS 103 03/02/11 P33370.04.11 ASTM D 1623 04/26/11 P36900.09.11 TAS 103/ASTM D4798 & G155 05YOW I P37300.10.11 TAS 110/ASTM D4798 & DL970 . 1 NMI P40390.08.12-2 ASTM D 1623 ' .. Ofxf j2 P37590.07.13-1 ASTM D6164 • • • • • • 017/02/13 P45270.05.14 TAS 103, TAS 110 & ASTM DMI25• • 05/12/14 P46520.10.14 ."". ASTM D16230000 19%3•!4 P44360.10.14 TAS 103 & TAS 110 10/09A4 P43290.10.14 ASTM D 1970 & TAS 11Cr::::: 1Q/j9414 PLYG-SC10130.06.16-3 TAS 103 & TAS 110 ...... 06/27AI6 PLYG-10130.06.16-1 ASTM D1970 & TAS l l0: 06,/27/•):6• ... PRI Asphalt Technologies PUSA-035-02-01 TAS 103 • • • • ; 09/22/0b PUSA-055-02-02 TAS 103 12710/W PUSA-089-02-01 TAS 103/ASTM D4798 & G155 07/06/09 Momentum Technologies, Inc. JX20H7A TAS 103/ASTM D4798 & G155 04/01/08 RX14E8A TAS 103/ASTM D4798 & G155 11/09/09 DX23D8B TAS 103/ASTM D4798 & G155 02/18/10 DX23D8A TAS 103/ASTM D4798 & G155 02/18/10 LABELING: 1. All membranes or packaging shall bear the imprint or identifiable marking of the manufacturer's name or logo, city and state of manufacturing facility and the following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below. BUILDING PERMIT REQUIREMENTS: Application for building permit shall be accompanied by copies of the following: 1. This Notice of Acceptance. 2. Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this materials. NOA No.: 17-0614.22 MIAMMADE COUNTY Expiration Date: 09/13/21 M. Approval Date: 07/06/17 Page 3 of 8 INSTALLATION PROCEDURES: Deck Type 1: Wood, non -insulated Deck Description: Min. 19/32" plywood or wood plank System Type E(1): Anchor sheet mechanically fastened to deck, membrane adhered Anchor/Base Sheet: One or more plies of ASTM D 226 Type lI or ASTM D 2626. Fastening: Per FBC 1518.2 & 1518.4 Nails and tin caps 12" grid, 6" o.c. at a minimum 4" head lap. (for base sheet only) Membrane: Polystick IR-Xe, Polystick Dual Pro, Polystick Tile Pro, Polystick TU Max, Polystick TU P, Polystick TU Plus, Polystick MTS or Polystick MTS Plus, self -adhered. Surfacing: See General Limitations Below. Deck Type 1: Wood, non -insulated • • • • Deck Description: Min. 19/32" plywood or wood plank ...:.. • System Type E(2): Anchor sheet mechanically fastened to deck, membrane adhered • • • • . • • • • 0000 Anchor/Base Sheet: One or more plies of ASTM D 226 Type II or ASTM D 2626. ... • • . • • • • Fastening: Per FBC 1518.2 & 1518.4 Nails and tin caps 12" grid, 6" o.c. at a mirtilhum 4" headlap. (for base sheet only) • • • • • : Membrane: 000 • Elastoflex S6 G, hot asphalt applied 000 • Surfacing: See General Limitations Below. • • • • • •. Deck Type 1: Wood, non -insulated Deck Description: Min. 19/32" plywood or wood plank System Type E(3): Base sheet mechanically fastened to deck, subsequent cap membrane self- adhered. Anchor/Base Sheet: One or more plies of ASTM D 226 Type II or ASTM D 2626. Fastening: Per FBC 1518.2 & 1518.4 Nails and tin caps 12" grid, 6" o.c. at a minimum 4"head lap. (for base sheet only) Ply Sheet: Polystick MTS Plus, self -adhered with minimum 3" horizontal laps and minimum 6" vertical laps. Membrane: Polystick TU Plus, self -adhered. Surfacing: See General Limitations Below. NOA No.: 17-0614.22 Expiration Date: 09/13/21 Approval Date: 07/06/17 Page 4 of 8 INSTALLATION REQUIREMENTS: 1. All nails in the deck shall be carefully checked for protruding heads. Re -fasten any loose deck panels, and sweep the deck thoroughly to re move any dust and debris prior to application. 2. Place the underlayment over metal drip edge in accordance with RAS 111. 3. Place the first course of membrane parallel to the cave, rolling the membrane to obtain maximum contact. Remove the release film as the membrane is applied. All side laps shall be a minimum of 3" and end laps shall be a minimum of 6". Roll the membrane into place after removing the release strip. Vertical strapping of the roof with Polystick is acceptable. Membrane shall be back nailed in accordance with applicable building code. 4. When applying the membrane in the valley, start at the low point and work to the high point, rolling the membrane from the center outward in both directions. 5. For ridge applications, center the membrane and roll from the center outward in both directions. 6. Roll or broom the entire membrane surface so as to have full contact with the surface, giving special a%nhon to lap areas. • + 7. Flash vent pipes, stacks, chimneys and penetrations in compliance with Roof Assembly jW;pt Proddet• o*ntrol Notice of Acceptance. • , • : • • • 8. All protrusions or drains shall be initially taped with a 6" piece of underlayment. The flisl>uig jape shdlt be.. pressed in place and formed around the protrusion to ensure a tight fit. A second layer of?&l stick shall lie applied over the underlayment. • GENERAL LIMITATIONS: • 1. Fire classification is not part of this acceptance. • 2. Polystick Dual Pro, Polystick Tile Pro, Polystick TU Plus, Polystick MTS and Polystick MTS PlusIAal be used in asphaltic shingles, wood shakes and shingles, non-structural metal roofing, roof tile systems and quarry slate roof assemblies. Polystick TU P may be used in all the previous assemblies listed except metal roofing. Polystick IR Xe may be used in all the previous assemblies listed except metal roofing and roof tile systems. Polystick TU Max may be used in non-structural metal roofing and roof tile systems. Elastoflex S6 G may be used in roof tile systems only. 3. Deck requirements shall be in compliance with applicable building code. 4. Polystick IR-Xe, Polystick Dual Pro, Polystick Tile Pro, Polystick TU Max, Polystick TU P, Polystick TU Plus, Polystick MTS and Polystick MTS Plus shall be applied to a smooth, clean and dry surface. The deck shall be free of irregularities. 5. Polystick IR-Xe, Polystick Dual Pro, Polystick Tile Pro, Polystick TU Max, Polystick TU P, Polystick TU Plus, Polystick MTS and Polystick MTS Plus shall not be adhered directly over a pre-existing roof membrane as a recover system. 6. Polystick IR Xe, Polystick Dual Pro, Polystick Tile Pro, Polystick TU Max, Polystick TU P, Polystick TU Plus, Polystick MTS and Polystick MTS Plus shall not be left exposed as a temporary roof for longer than the amount of days listed in the table below after application. Polyglass reserves the right to revise or alter product exposure times; not to exceed the preceeding maximum time limitations. Exposure Limitations a s MTS IR-Xe Elastoflex S6 G TU Plus TU P Tile Pro Dual Pro TU Max MTS Plus Winter Haven FL 180 90 180 180 180 180 180 180 180 Hazelto PA N/A 90 N/A 180 N/A N/A N/A 180 N/A 7. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and NOA No.: 17-0614.22 Expiration Date: 09/13/21 Approval Date: 07/06/17 Page 5 of 8 Rule 61 G20-3 of the Florida Administrative Code. 8. In roof tile application, data for the attachment resistance of roof tiles shall be as set forth in the roof tile manufacturer's Notice of Acceptance. Polystick Tile Pro, Polystick TU Max, Polystick TU Plus or Elastoflex S6 G may be used in both adhesive set and mechanically fastened roof tile applications. Polystick Dual Pro is limited to mechanically fastened roof tile applications. Polystick MTS and Polystick MTS Plus are limited to mechanically fastened with the limitations outlined in Section 9. Polystick TU P may be used in mechanically fastened roof file applications with the exception of mortar set file applications. 9. When loading roof tiles on roof file underlayment for (direct -to -deck) file assemblies, the maximum roof slope shall be as follows: (See Table Below) Tile Polystick Elastoflex Polystick TU Plus, Polystick Polystick System 3) Profile MTS S6 G TU P, Tile Pro, TU Max MTS Plots soaffsplusIVith Dual Pro Tip V161' Flat Tile Prohibited 4:12 6:12 6:12 5:12 see; • • 6:12• without battens -T • • • . . • • • • • Profiled Prohibited 4:12 6:12 6:12 4:12 6: Tile without battens • • • • The above slope limitations can be exceeded only by using battens in accordance with thg A'04ved Tile 91stem Notice of Acceptance and applicable Florida Building Code requirements. When battens'are required;ftys9 sail be utilized during loading and installation of tiles. •. 10. Care should betaken during the loading procedure to keep foot traffic to a minimum and to avoid droplliltg bf tile directly on the underlayment. Refer to Polyglass' Tile loading detail below for loading procedure — two tiles laid perpendicular to slope followed by a maximum four file stack parallel to the slope, for a total of 6 tiles — for all underlayments except Polystick MTS which shall be loaded onto battens. dl a 0 m N I I Hlo.41 ilml il W11i PO09nCKTU Plus NOA No.: 17-0614.22 Expiration Date: 09/13/21 Approval Date: 07/06/17 Page 6 of 8 11. Refer to prepared roofing system Product Control Notice of Acceptance for listed approval of this product with specific prepared roofing products. Polystick IR-Xe, Polystick Dual Pro, Polystick Tile Pro, Polystick TU Max, Polystick TU P, Polystick TU Plus, Polystick MTS, Polystick MTS Plus or Elastoflex S6 G may be used with any approved roof covering Notice of Acceptance listing Polystick IR-Xe, Polystick Dual Pro, Polystick Tile Pro, Polystick TU Max, Polystick TU P, Polystick TU Plus, Polystick MTS, Polystick MTS Plus or Elastoflex S6 G as a component part of an assembly in the Notice of Acceptance. If Polystick IR-Xe, Polystick Dual Pro, Polystick Tile Pro, Polystick TU Max, Polystick TU P, Polystick TU Plus, Polystick MTS, Polystick MTS Plus or Elastoflex S6 G are not listed, a request may be made to the Authority Having Jurisdiction (AHJ) or the Miami -Dade County Product Control Section for approval provided that appropriate documentation is provided to detail compatibility of the products, wind uplift resistance, and fire testing results. POLYGLASS GENERAL APPLICATION GUIDELINES FOR POLYSTICK MEMBRANW. PLEASE CHECK WITH LOCAL BUILDING CODES REGARDING LIMITATIONS OF SPEC4F•'I•C+ A:rPLICATIQNS. LOCAL CODES MAY SUPERSEDE POLYGLASS REQUIREMENTS AND RECOMIVXATi1p.TIONV "' • • • • • • • 00 1. Polyglass does accept the direct application of Polystick underlayment membranes to wood decks. li t teas are ' cautioned to refer to applicable local building codes prior to direct deck installation to ensuesthis is a&ILptable. Please to applicable Product Data Sheets of the corresponding ...... : "' � � � � also refer products. • • 2. All rolls, with the exception of Polystick TU Plus should be back -nailed in selvage edgewam as per Polyglass • • Back Nailing Guide. Nails shall be, 11 gauge ring shank type, applied with a minimum I %* metal disk as- • • • • • • •.•.•• required in Miami -Dade County or simplex type nail as otherwise allowable in other regions; tal a minimum rate ;....: ' of 12" o.c. Polystick TU Plus should be back nailed in designated area marked "nail area*Irea'para c ,W on the face of membrane, with the above stated nails and/or disks. The head lap membrane is to cover the area being back -nailed. (Please refer to applicable local building codes prior to installation.) 3. All seal lap seams (selvage laps) must be rolled with a hand roller to ensure full contact. 4. All fabric over fabric; and granule over granule end laps, shall have a 6" wide, uniform layer of Polyglass Polyplus 55 Premium Modified Flashing Cement, Polyglass Polyplus 50 Premium MB Flashing Cement, XtraFlex 50 Premium Modified Wet/Dry Cement, Polyglass PG500 MB Flashing Cement, applied in between the application of the lap. The use of mastic between the laps does not apply to Polystick MTS. 5. A maximum of 6 tiles per stack are allowed when loading tile on the underlayments. Refer to the Polyglass Tile Loading Guidelines. See General Limitations #9 and #10. 6. Battens and/or Counter -battens, as required by the tile manufacturers NOA, must be used on all projects for pitch/slopes of TV12" or greater. It is suggested that on pitch/slopes in excess of 6'/4'/12", precautions should be taken, such as the use of battens to prevent tile sliding during the loading process. 7. Minimum cure time after membrane installation & before loading of roofing tiles is Forty -Eight (48) Hours. 8. Polystick membranes may not be used in any exposed application such as crickets, exposed valleys, or exposed roof to wall details. 9. Repair of Polystick membranes is to be accomplished by applying Polyglass Polyplus 55 Premium Modified Flashing Cement, Polyglass Polyplus 50 Premium MB Flashing Cement, XtraFlex 50 Premium Modified Wet/Dry Cement, Polyglass PG500 MB Flashing Cement to the area in need of repair, followed by a patch of the Polystick material of like kind should be set and hand rolled in place over the area needing such repair. Patching membrane shall be a minimum of 6 inches in either direction. The repair should be installed in such a way so that water will run parallel to or over the top of all laps of the patch. NOA No.: 17-0614.22 Expiration Date: 09/13/21 Approval Date: 07/06/17 Page 7 of 10. All self -adhered membranes must be rolled to ensure full contact with approved substrates. Polyglass requires a minimum of 40 lbs for a weighted roller for the rolling of the field membrane. Hand rollers are acceptable for rolling of patches or small areas of the roof. Brooming may be used where slope prohibits rolling. 11. All approved substrates should be dry, clean and properly prepared, before any application of Polystick membranes commences. An approved substrate technical bulletin can be furnished upon request. It is recommended to refer to applicable building codes prior to installation to verify acceptable substrates. 12. The Polyglass Miami -Dade Notice of Acceptance (NOA) approval for Polystick membranes can be furnished upon request by our Technical Services Department by calling 1 (800) 894-4563. 13. Questions in regards to the application of Polyglass products should be directed to our Technical Services Department at 1 (800) 894-4563. 14. Polyglass recommends that applicators follow good roofing practices and applicable procedures as outlined by the National Roofing Contractors Association (NRCA). PLEASE CHECK WITH LOCAL BUILDING CODES REGARDING LIMITATIONS OF SPECWW *PPLICA1YbNS. LOCAL CODES MAY SUPERSEDE POLYGLASS REQUIREMENTS AND RECOMMMNDATIOPk• • • END OF THIS ACCEPTANCE ,••••• •••••• ••!• !!!! ...... .... NOA No.: 17-0614.22 Expiration Date: 09/13/21 Approval Date: 07/06/17 Page 8 of 8 MIAMFQADE MIAMI-DADE COUNTY UKKAW PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economv GAF 1 Campus Drive Parsippany, NJ 07054 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County ProduCl:...' .. • • • • Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Db*1r•C4unty). • • reserve the right to have this product or material tested for quality assurance purposes. Jf thisaproduct or • • • • • • • • material fails to perform in the accepted manner, the manufacturer will incur the expense•oi'•sttch testing ; ....: and the AHJ may immediately revoke, modify, or suspend the use of such product or tgaterihl within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined byTnami-Dade o o 00:0*• •; • • • • County Product Control Section that this product or material fails to meet the requiremengolthe • 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 of the Florida Building Code. : .' . .. • • • • • • . DESCRIPTION: GAF Ruberoid® Modified Bitumen Roof System for Wood Decks. 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 and revises NOA No. 14-0611.01 and consists of pages 1 through 30. The submitted documentation was reviewed by Jorge L. Acebo. NOA No.: 14-1030.02 MAMFDADE COUNTY Expiration Date: 11/06/18 �Fj• • • Approval Date: 11/05/15 Page I of 30 Membrane Type: APP/SBS Heat Weld Deck Type 1: Wood, Non -insulated Deck Description: 19/32" or greater plywood or wood plank decks System Type E(2): Base sheet mechanically fastened. All General and System Limitations shall apply. Fire Barrier: FireOut" Fire Barrier Coating, VersaShield® Fire -Resistant Roof Deck (optional) Protection or Securock® Gypsum -Fiber Roof Board. Base sheet: GAFGLAS® #80 UltimaTM Base Sheet, GAFGLAS® Stratavent® Eliminator' Nailable Venting Base Sheet, Ruberoid® Mop Smooth, Ruberoid® 20, Ruberoid® SBS Heat -Weld" Smooth or Ruberoid® SBS Heat -Weld" 25 mechanically fastened to deck as described below; Fastening .... GAFGLAS® Ply 4, GAFGLAS® F1exPly' 6, GAFGLAS® #75.Ba sa Sheet Ora" • Options: of above base sheets attached to deck with approved annular ring•shank naih444. tin caps at a fastener spacing of 9" o.c. at the lap staggered an(?ft?068 rows'12" o.c. in the field. """ • (Maximum Design Pressure —45 psf. See General Limitation b • • • • • • , GAFGLAS® Ply 4, GAFGLAS F1exPly" 6, GAFGLAS® #75 Bft'3lteet or an' of above base sheets attached to deck with Drill-Tec' #12 Fasfe$ef,'Drill-Tec #14 Fastener or Drill-Tec'*' XHD Fastener and Drill-Tec" 3" b'tee fate, Dl11- • Tec" AccuTrac® Flat Plate or Drill-Tec' AccuTrac® Recessed Plater Installed.... 12" o.c. in 3 rows. One row is in the 2" side lap. The other ro*$ ate tqually.. •. • spaced approximately 12" o.c. in the field of the sheet. • • • (Maximum Design Pressure —45 nsf. See General Limitation #7) GAFGLAS® FlexPly" 6, GAFGLAS® #75 Base Sheet or any of above base sheets attached to deck with approved annular ring shank nails and tin caps at a fastener spacing of 9" o.c. at the 4" lap staggered and in two rows 9" o.c. in the field. (Maximum Design Pressure —52.5 psf. See General Limitation GAFGLAS® #80 Ultima" Base Sheets, Ruberoid® 20, Ruberoid® Mop Smooth, base sheet attached to deck with approved annular ring shank nails and tin caps at a fastener spacing of 9" o.c. at the 4" lap staggered and in two rows 9" o.c. in the field. (Maximum Design Pressure —60 psf. See General Limitation #7) GAFGLAS® #75 Base Sheet or any of above base sheets attached to deck with Drill-Tec" #12 Fastener, Drill-Tec' #14 Fastener or Drill-Tec' XHD Fastener and Drill-Tec' 3" Steel Plate, Drill-Tec' AccuTrac® Flat Plate or Drill-Tec" AccuTrac® Recessed Plate installed 12" o.c. in 4 rows. One row is in the 2" side lap. The other rows are equally spaced approximately 9" o.c. in the field of the sheet. (Maximum Design Pressure —60 psf. See General Limitation #7) NOA No.: 14-1030.02 CM= Expiration Date: 11/06/18 Approval Date: 11/05/15 Page 28 of 30 Fastening Any of above base sheets attached to deck approved annular ring shank nails and Options: 3" inverted Drill-Tec' insulation plates at a fastener spacing of 9" o.c. at the 4" (Continued) lap staggered in two rows 9" in the field. (Maximum Design Pressure —60 psf. See General Limitation #7) GAFGLAS' #75 Base Sheet or any of above base sheets attached to deck with Drill -Tee' #12 Fastener, Drill-Tec' #14 Fastener or Drill-Tec' XHD Fastener and Drill-Tec' 3" Steel Plate, Drill-Tec' AccuTrac' Flat Plate or Drill-Tec' AccuTrac' Recessed Plate installed 8" o.c. in 4 rows. One row is in the 2" side lap. The other rows are equally spaced approximately 9" o.c. in the field of the sheet. (Maximum Design Pressure —75 psf. See General Limitation #7) Ply Sheet: (Optional except over Ruberoid® Mop Smooth, uberoid' 20, uberoid® SBS Heat -Weld' Smooth or Ruberoid' SBS Heat -Weld" 25) One or more plies GAFGLAS' Ply 4 or GAFGLAS' F1exPly' 6 sheet adhered in a full mopping of • approved asphalt applied within the EVT range and at a rate of 20-401bs./sqA f Ruberoid' Torch Smooth torch applied according to manufacti r is application , instructions. • ""' Membrane: One ply of Ruberoid® Torch Smooth, Ruberoid' Torch Granule,•ReaMatch' ' APP Modified Granular, Ruberoid' EnergyCap' Torch Granule FM RuberoMd'r' • • EnergyCap"' Torch Plus FR, or Ruberoid' Torch FR torch applreddaccordmg to ...... .... manufacturer's application instructions. • Or ...... • One or more plies of Ruberoid' SBS Heat -Weld'" Plus, Ruberc§d'SBS Heat- • Weld" Plus FR, Ruberoid' SBS Heat -Weld' 170 FR, Ruberoid® EnergyCap SBS Heat -Weld" Plus FR, Ruberoid' SBS Heat -Weld' Granufq ftut; roid® SB$• . Heat -Weld' Smooth and Ruberoid' SBS Heat -Weld' 25 applied according W ' manufacturer's application instructions. Surfacing: Optional on granular surfaced membranes; required for smooth membranes. Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. 1. Gravel or slag applied at 4001bs./sq. and 300 lbs./sq. respectively in a flood coat of A r v d as halt at 601bs./s . 2. GAFGLAS' Mineral Surfaced Cap Sheet Tri-Ply' Mineral Surfaced Cap Sheet or GLAS EnergyCap B Mmeral Surfaced Cap Sheet adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 2040 lbs./sq. 3. Topcoat' Membrane, Topcoat' MB Plus (to be used as a primer with Topcoat' Membrane) or Topcoat' Surface Seal SB applied at 1 to1.5 gal./sq. Maximum Design Pressure: See Fastening Options NOA No.: 14-1030.02 Expiration Date: 11/06/18 Approval Date: 11/05/15 Page 29 of 30 WOOD DECK SYSTEM LIMITATIONS: 1 A slip sheet is required with GAFGLAS® Ply 4 and GAFGLAS® FlexPly'T' 6 when used as a mechanically fastened base or anchor sheet. 2. Minimum'/." DensDeck® Roof Board or %z" Type X gypsum board is acceptable to be installed directly over the wood deck. GENERAL LIMITATIONS: 1. Fire classification is not part of this acceptance; refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. Insulation may be installed in multiple layers. The first layer shall be attached in compliance with Product Control Approval guidelines. All other layers shall be adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq., or mechanically attached using the fastening pattern of the top layer 3. All standard panel sizes are acceptable for mechanical attachment. When applied in approved asphalt, panel size shall be 4' x 4' maximum. • • • • • 4. An overlay and/or recovery board insulation panel is required on all applications ovq closed cell' • • foam insulations when the base sheet is fully mopped. If no recovery board is usednbe Rase sh*et.:. shall be applied using spot mopping with approved asphalt, 12" diameter circles, 2V W.; or strip mopped 8" ribbons in three rows, one at each side lap and one down the center oithesheet alloyvjgg a continuous area of ventilation. Encircling of the strips is not acceptable. A 6" br.e4hall be .... placed every 12' in each ribbon to allow cross ventilation. Asphalt application ofejt1wi system shall. be at a minimum rate of 121bs./sq. Note: Spot attached systems shall be limited'to.a maximum design pressure of 45 psf. • • • • • • . 5. Fastener spacing for insulation attachment is based on a Minimum Characteristic Force ('F') valk A. 275 lbf., as tested in compliance with Testing Application Standard TAS 105. If tie fathoner value, as field-tested, are below 275 lbf. insulation attachment shall not be acceptable. • • • • • 6. Fastener spacing for mechanical attachment of anchor/base sheet or membrane attachment is based on a minimum fastener resistance value in conjunction with the maximum design value listed within a specific system. Should the fastener resistance be less than that required, as determined by the Building Official, a revised fastener spacing, prepared, signed and sealed by a Florida Registered Engineer, Architect, or Registered Roof Consultant may be submitted. Said revised fastener spacing shall utilize the withdrawal resistance value taken from Testing Application Standards TAS 105 and calculations in compliance with Roofing Application Standard RAS 117. 7. Perimeter and corner areas shall comply with the enhanced uplift pressure requirements of these areas. Fastener densities shall be increased for both insulation and base sheet as calculated in compliance with Roofing Application Standard RAS 117. Calculations prepared, signed and sealed by a Florida registered Professional Engineer, Registered Architect, or Registered Roof Consultant (When this limitation is specifically referred within this NOA, General Limitation #9 will not be applicable.) 8. All attachment and sizing of perimeter nailers, metal profile, and/or flashing termination designs shall conform to Roofing Application Standard RAS I I I and applicable wind load requirements. 9. The maximum designed pressure limitation listed shall be applicable to all roof pressure zones (i.e. field, perimeters, and corners). Neither rational analysis, nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones (i.e. perimeters, extended corners and corners). (When this limitation is specifically referred within this NOA, General Limitation #7 will not be applicable.) 10. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. END OF THIS ACCEPTANCE APPROVED NOA No.: 14-1030.02 Expiration Date: 11/06/18 Approval Date: 11/05/15 Page 30 of 30 MIMIAMI-DADE COUNTY rRIS PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.aw/economy Boral Roofing, LLC 7575 Irvine Center Drive, Suite 100 Irvine, CA 92618 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control 4WJ pn to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). '.... see*:* 6.0 This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Wed" Con;o* f gection ...... (in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve thesijitmo have this ; product or material tested for quality assurance purposes. If this product or material fails to pgt fbhtt in the.*Upted ' manner, the manufacturer will incur the expense of such testing and the AHJ may immediately'tWke, modify' or • : • • • suspend the use of such product or material within their jurisdiction. RER reserves the right fo net ke this aoc ptance,,,,,,, if it is determined by Miami -Dade County Product Control Section that this product or materi' l 61%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 do"Je • • including the High Velocity Hurricane Zone of the Florida Building Code. '.. • • • DESCRIPTION: Saxony 900 Concrete Roof 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 renews NOA No.13-0723.05 and consists of pages 1 through 8. The submitted documentation was reviewed by Alex Tigera. NOA No.: 16-0711.05 Expiration Date: 04/26/22 ( Approval Date: 09/29/16 Page 1 of 8 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Roofing Tiles Material: Concrete Deck Type: Wood 1. SCOPE This NOA approves a system using Saxony 900 (Slate, Shake & Split Shake) Concrete Roof Tile, as manufactured Boral Roofing LLC in Lake Wales, FL and described this Notice of Acceptance. For locations where the pressure requirements, as determined by applicable Building Code, do not exceed the design -pressure values obtained by calculations in compliance with RAS 127 using the values listed. in the instaflation section • • • ; • herein. The attachment calculations shall be done as a moment based system • • • • ...... . ...... 2. PRODUCT DESCRIPTION • • • • ...... . . .... .... • Manufactured by Test Prodder • • "" ' • :' . Applicant Dimensions Specifications Descrlddd : • • • • Saxony 900-Slate Length =17" TAS 112 Flat profile, interlocking, high pressure extruded • Width = 13" • • • • • concrete roof tile with two nail holes. For dillit deck*,000 thickness = 1-5/32" batten, mortar set or adhesi to s%tVplications. :....: Saxony 900 Length = 17" TAS 112 Flat profile, interlocking, high pressure 400ti 0 • Split Shake Width = 13" concrete roof tile with two nail holes. For direct deck, thickness = 1-9/32" batten, mortar set or adhesive set applications. Top surface produced with 4 different configurations: 1. Complete rile brushed 2. Right half brushed (shown in drawing) 3. Left half brushed 4. No brush Saxony 900-Shake Length = 17" TAS 112 Flat profile, interlocking, high-pressure extruded Width = 13" concrete roof tile with two nail holes. For direct deck, thickness=1-9/32" batten, mortar set or adhesive set applications. Trim Pieces Length: varies TAS-112 Accessory trim, boosted Barcelona, concrete roof Width: varies pieces for use at hips, ridges and rakes. varying thickness NOA No.: 16-0711.05 M kMFDADE COUNTY Expiration Date: 04/26/22 Approval Date: 09/29/16 Page 2 of 8 2.1 MANUFACTURING LOCATION 2.1.1 Lake Wales, FL 2.2 EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name/Reuort The Center for Applied 94-084 Static Uplift Testing Engineering, Inc. TAS 101 (Mortar Set) The Center for Applied 94-060A Static Uplift Testing Engineering, Inc. TAS 101 (Adhesive Set) The Center for Applied 25-7183-6 Static Uplift Testing TAS 102. • Engineering, Inc. (2 Quik-Drive Screws, Direct Deck).' The Center for Applied 25-7183-5 Static Uplift Testing TAS 102...... Engineering, Inc. (2 Quik-Drive Screws, Battens} . • • • The Center for Applied 25-7214-1 Static Uplift Testing TAS 102. • • • • Engineering, Inc. (1 Quik-Drive Screw, Direct Decky' The Center for Applied 25-7214-5 Static Uplift Testing TAS 102 * • : • • Engineering, Inc. (1 Quik Drive Screw, Battens) • • . • The Center for Applied Project No. 307025 Wind Driven Rain • • Engineering, Inc. Test #MDC-77 TAS 100 . Redland Technologies 7161-03 Wind Tunnel Testing Appendix 11 & III TAS 108 (Nail -On) Redland Technologies Letter Dated Aug. 1, 1994 Wind Tunnel Testing TAS 108 (Nail -On) Redland Technologies P0631-01 Wind Tunnel Testing TAS 108 (Mortar Set) Redland Technologies P0402 Withdrawal Resistance Testing of screw vs. smooth shank nails Atlanta Testing & R1.894/R2.894/R3.894 Physical Properties Engineering, Inc. TAS 112 Celotex Corporation 520109-1 Static Uplift Testing Testing Service 520111-4 TAS 101 Celotex Corporation 520191-1 Static Uplift Testing Testing Service TAS 101 Walker Engineering, Inc. Evaluation Calculations 25-7094 Walker Engineering, Inc. Evaluation Calculations 25-7496 Walker Engineering, Inc. Evaluation Calculations 25-7584/25-7804b-8/25-7804-4 & 5 25-7848-6 Walker Engineering, Inc. Evaluation Calculations 25-7183 Walker Engineering, Inc. Evaluation Calculations Aerodynamic Multipliers Walker Engineering, Inc. Calculations Two Patty Adhesive Set System Walker Engineering, Inc. Evaluation Calculations Restoring Moments Due to Gravity American Test Lab of RT0617.04-16 TAS 112 South Florida Date May 1994 March, 1994 .. . Fft.LQ95 Fab�.�1�9.95 Mn&,'151.95 ... . March �1995 ..1. Ort. 1984 De0• J921 Aug. 1994 July 1994 Sept. 1993 Aug. 1994 Dec. 1998 March 1999 February 1996 April 1996 December 1996 March 1995 09/01/16 April 1999 09/01/16 06/29/ 16 NOA No.: 16-0711.05 MIAMMADE COUNTY Expiration Date: 04/26/22 Approval Date: 09/29/16 Page 3 of 8 3. LUMTATIONS 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. 33 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 s ll bean coippliapce with the applicable Building Code. , ... : ""' . • • • • .... .... . . 4. INSTALLATION • • • • "" • ...... .... ..... be 4.1 Saxony 900 (Slate, Shake & Split Shake) Concrete Roof Tile and its component$ Slialj insWibd in strict ..... compliance with Roofing Application Standard RAS 118, RAS 119, and RAS 12Q..... . . . . 4.2 Data For Attachment Calculations • , ..... . Table 1: Average Weight (W) and Dimensions (1 x w) • Tile Profile Weight-W (lbf) Length-1(ft) Width-w (ft) Saxony 900 Slate, Shake & Split Shake 10.9 1.417 1.08 Table 2: Aerodynamic Multipliers - 2, (ft3) Tile ;L (ft3) )L (ft3) Profile Batten Application Direct Deck Application Saxony 900 0.291 0.315 Slate, Shake & Split Shake Table 3: Restoring Moments due to Gravity - Mg (ft4bf) Tile Profile 2":12" 3":12" 4":12" 5":12" 6":12" 7":12" or greater Saxony 900 Slate, Shake & Direct Deck Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck Split Shake 7.70 7.62 6.61 7.50 6.48 7.34 6.31 7.16 6.13 6.95 NOA No.: 16-0711.05 Expiration Date: 04/26/22 Approval Date: 09/29/16 Page 4 of 8 Table 4: Attachment Resistance Expressed as a Moment - Mf (ft-lbf) for Mechanically Fastened Systems Tile Fastener Type Direct Deck Direct Deck Battens Profile (min 15132" (min. 19/32" plywood) plywood) Saxony 900 2-10d Ring Shank Nails 30.9 38.1 17.2 1-10d Smooth or Screw Shank Nail 7.3 9.8 4.9 Slate, Shake & Split 2-10d Smooth or Screw Shank Nails 14.0 18.8 7.4 Shake 1 .#8 Screw 30.8 30.8 18.2 2 48 Screws 51.7 51.7 24.4 1-10d Smooth or Screw Shank Nail (Field 24.3 24.3 Q4.2 Clip). • . 1-10d Smooth or Screw Shank Nail (Eave 19.0 0 • • • Q2.1 Clip) •0. • 2-10d Smooth or Screw Shank Nails (Field 35.5 34.8 ; • Clip)• �OW.91 .... 2-10d Smooth or ScCrew Shank Nails (Eave 31.9 ;2.2 • • • • Table 5: Attachment Resistance Expressed as a Moment Mf for Two Paddy Adhesive Set Systems Tile Tile Application MMimbm Attabhivent Profile Resistance Saxony 900 Slate, Shake & Split Shake Adhesive' f3l.32 a 3 1 See foam adhesive manufacturer's component approval for installation requirements. 2 The Dow Chemical man TileBond' one -cam nent foam minimum wei ht per add 13.9 grams. 3. ICP Adhesives PolysetO AH-160 two -component foam, minimum weight per paddy 8 grams. Table 6: Attachment Resistance Expressed as a Moment - Mf (ft-lbf) for Single Paddy Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Saxony 900 Slate, Shake & Split Shake ICP Adhesives PolysetO AH-160 Two -component foam 118.94 40.45 3 Large paddy placement of 45 grams of PolysetO AH-160. 4 Medium paddy placement of 24 grams of Polyset® AH-160. Table 7: Attachment Resistance Expressed as a Moment - Mf(ft-lbf) for Mortar Set Systems Tile Profile Tile Application Minimum Attachment Resistance Saxony 900 Slate, Shake & Split Shake Mortar Sets 43.95 5 Tile -rite Roof Tile Mortar NOA No.: 16-0711.05 Expiration Date: 04/26/22 Approval Date: 09/29/16 Page 5 of 8 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". • LABEL FOR BORAL SAXONY 900 TILES (LAKE WALES 191 .10T-ANT • • • •' • LOCATED UNDERNEATH TILE • • • • • • • • • • • 000000 6. BUILDING PERMIT REQUIREMENTS 9 • * • .... .... ..... 6.1 Application for building permit shall be accompanied by copies of the following: • • •. • • • • "'' ""• 6.1.1 This Notice of Acceptance. •' •' • 6.1.2 Any other documents required by the Building Official or applicable buil(pi code in older to • * . * ; properly evaluate the installation of this system. 0 PROFILE DRAWINGS ' • ' NAIL HOLES G UNDERLOCK I SAXONY 900 - SLATE 5/32" (Slate) COVERLOCK NOA No.: 16-0711.05 Expiration Date: 04/26/22 Approval Date: 09/29/16 Page 6 of 8 PROFILE DRAWINGS NAIL HOLES Note: Available Top Surface Finishes 6. Complete tile brushed 6. Right half brushed (shown in drawing) 7. Left half brushed 8. No brush SAXONY 900 - SPLIT SHAKE • • 1-��2„ • (Shaky • • ••• • ••••• ••••• • •••• •••• ••••• •• •• •••• •••••• • • • •..•.. . •••••• • go 0 • • •• • NOA No.: 16-0711.05 Expiration Date: 04/26/22 Approval Date: 09/29/16 Page 7 of 8 NAIL HOLES 0 PROFILE DRAWINGS SAXONY 900- SHAKE END OF THIS ACCEPTANCE 1.9/32" (94ke• NOA No.: 16-0711.05 Expiration Date: 04/26/22 Approval Date: 09/29/16 Page 8 of 8 Insulation (Optional): — One or more layers perlite or wood fiber or glass fiber or polyisocyanurate or urethane or perlite/polylsocyanu rate composite or perlite/urethane composite or wood fiber/polyisocyanurate composite or phenolic, any thickness. Base Sheet: — Two or more plies Type G2 "GAFGLAS@ *75 Base Sheet" or'Tri-Ply@ *75 Base Sheet" or "GAFGLAS@ *80 UltimaT" Base Sheet" or "GAFGLASS StrataventS Nailable Venting Base Sheet" or %AFGLASS StrataventS Perforated Venting Base' Sheet" or Type G3 "GAFGLASO Mineral Surfaced Cap Sheet" or "Tri-Ply® BUR Granule Cap Sheet", mechanically fastened or fully adhered with hot roofing asphalt. Ply Sheet (Optional): — One or more plies Type GI "GAFGLASS Ply 4" or'Tri-Ply@ Ply 4" or "GAFGLASS Ply Flex 6" or "Tri-Ply® Ultra -Flexible Ply 6", fully adhered with hot roofing asphalt. Membrane: — One or more plies "RUBEROID@ Torch Smooth" or "TH- Ply@ APP Smooth" or "Tri-Ply@ APP Granule" or "RUBEROID8 Torch Granule or "RUBEROIDS Torch 180", torch applied or "RUBEROID@ Mop Smooth" or "RUBEROID@ Mop Smooth 1.5" or "RUBEROIDS Mop Plus Smooth" or "RUBEROID0 Mop Granule" or "Inter Flex PRF" or "Tri-Ply@ SBS Granule", fully adhered with hot roofing asphalt. Cap. Sheet: — Type G3 "GAFGLASS Mineral Surfaced Cap Sheet" or'Tri- Ply@ BUR Granule Cap Sheet" or "GAFGLAS@ EnergyCapT" Mineral- 1�p_Sheet" fully adhered -with hot roofing asphalt. C-15/32 Incline: 2 Barrier Board (Optional): — OOne or more layers minimum 1/4-in. thick Georgia-Pacific Gypsum LLC "DensDeck@ Roofboard" or "DensDeck@ Prime Roofboard" or "DensDeck@ DuraGuardT" Roofboard" or minimum 1/4-in. thick United States Gypsum Co. "SECUROCKS Roof Board" (Type FRX-G) or "SECUROCKS Glass -Mat Roof Board" (Type SGMRX). Insulation (Optional): — One or more layers perlite or wood fiber or glass fiber or polyisocyanurate or perlite/polyisocyanurate composite or wood fiber/polyisocyanurate composite any thickness mechanically or adhered with hot roofing asphalt. Base Sheet: — One ply "GAFGLAS@ StrataventS Perforated Venting Base Sheet" or Type G2 "GAFGLASS #75 Base Sheet"or "Tri-Ply@ #75 Base Sheet" or "GAFGLAS@ #80 UltimaTm Base eet" or "GAFGLAS@ StrataventS Nailable Venting Base Sheet" or "GAFGLASS StrataventS Perforated Venting Base Sheet", mechanically fastened or fully adhered with hot roofing asphalt. Ply Sheet: — Two or more plies Type G1 "GAFGLASS Ply 4" or'"Tri-Ply@ Ply 4" or "GAFGLASS Ply Flex 6" or "Tri-Ply@ Ultra -Flexible Ply 6" or "RUBEROID@ Mop Smooth" or "RUBEROIDS Mop Smooth 1.5" or �"RMBEROID@ ID@ M�Smoo ETH.-PlyO oth", "Ruberoide 20 Plus Smooth" or 2ully adhered with hot roofing asphalt. M BUR Granule Cap Sheet" or GAFGLAS@ Mineral Surfaced Cap Sheet r "GAFGLASS EnergyCapT'" Mlnera - u ace , u y a Bred with hot roofing asphalt. 15. Dade- C-15/32 Insulation (Optional): — Any thickness perlite or wood fiber or glass fiber or polyisocyanurate mechanically fastened or adhered with OMG Inc. "OlyBond Fastening System" or any UL Classified insulation adhesive. Barrier Board: — Minimum 1/4-in. thick Georgia-Pacific Gypsum LLC "DensDeck@ Roofboard" or "DensDeck@ Prime Roofboard" or "DensDeck@ DuraGuardT" Roofboard" or minimum 1/4-in. thick Untied States Gypsum Co. "SECUROCK@ Roof Board" (Type FRX-G) or "SECUROCK@ Glass -Mat Roof Board" (Type SGMRX) mechanically fastened or adhered with OMG Inc. "OlyBond Fastening System" or any UL Classified insulation adhesive with butt joints in the barrier board products staggered a minimum of 6-in. from plywood deck joints. Base Sheet: — One ply Type G2 "GAFGLAS® #75 Base Sheet" or'TH- Ply #75 Base Sheet" or "GAFGLASS #80 UltimaT"" Base Sheet", mechanically fastened. Ply Sheet: One or two plies Type GI "GAFGLASS Ply 4" or 'Tri-Ply 4" or "GAFGLASS Flex Ply 6" or Type G2 "GAFGLAS@ #75 Base Sheet" or "Tri-Ply #75 Base Sheet" or "GAFGLAS@ #80 UltimaT"' Base Sheet", fully adhered with hot roofing asphalt. Cap Sheet: — Type G3 "GAFGLAS@ Mineral Surfaced Cap Sheet" or "M i- sees . . ••s• •..••• o••s•e .•sss• . ••sees . *loose o sees.. sees sees . . sees .•e• .•••• sees.6 sees sees. . . •• •• •..• eeeoos •o.... . so . . . . •••••. sees.. . ....•• • • • . • . • • • • • •• • Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Date: 01-04-2018 Permit No. 18-20 Fire classification is not part of the product approval for the low slope roof system. NOA 14- 1030.02. Provide class A fire rated assembly. Ismael Naranjo, BO, CFM. Building Director. Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Permit NO. WS-8-17-2035 Permit Type: Windows/Shutters P e rm­ i' ork Classification: Window/Door Replacem Permit Status: APPROVED Parcel Number Issue Date: 8/24/2017 I Expiration: 02/20/2018 Applicant 1460 NE 103 Street 1132050310060 Miami Shores, FL Block: Lot: CHRISTOPHER SAVITS Owner Information Address Phone Cell CHRISTOPHER SAVITS 1460 NE 103 ST MIAMI SHORES FL 33138-2626 Contractor(s) Phone Cell Phone DISTINCTIVE HOMES (305)279-2088 ie of Work: EXTERIOR WINDOWS AND DOORS AS PER P of Openings: 1 titional Info: EXTERIOR WINDOWS AND DOORS AS PER P Residential nning: 3 Fees Due Amount CCF $9.60 DBPR Fee $2.00 DCA Fee $2.00 Education Surcharge $3.20 Notary Fee $5.00 Permit Fee $110.00 Scanning Fee $9.00 Technology Fee $12.80 Total: $153.60 Valuation: $ 15,150.00 Total Scl Feet: 0 Pay Date Pay Type Amt Paid Amt Due Invoice # WS-8-17-64843 08/10/2017 Check #: 7334 $ 50.00 $ 103.60 08/24/2017 Credit Card $ 5.00 $ 98.60 08/24/2017 Check #: 779 $ 98.60 $ 0.00 Available Inspections: Inspection Type: Window Door Attachment Final Review Building In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work il'be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do t" work stat / August 24, 2017 Authorized Signature: Owner / Applicant / Contractor Building Department Copy August ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Miami Shores Village RECEIVED Building Department AUG10 201% 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 co Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 f 5-� FBC 20tH BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. WS I —1- 2Q.2f5 BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: J:t/ bQ 0 e— ' (7a,` "1 {' 2t— City: Miami Shores County: Miami Dade zip: Folio/Parcel#: - 3 ZoS'— 0 3) " (:) 0 ('-0 Is the Building Historically Designated: Yes NO r� Occupancy Type: Load: Construction Type: Flood Zone: A_�� BFE: FFE: OWNER: Name (Fee Simple Titleholder):4�yPhone#: �PJ City: &f Ica,c'-ck- �f 11 ll eiAp1 State: Zip: 3 � � Tenant/Lessee Name: N -!A - Phone#: Email: a Yj Ci(. , 61 CONTRACTOR: Company Name: _2 �1 i Phone#: qCA - - )43c P q Address: _ S 3S'' City: YVI IC1A4_i', State: Zip:%_� Qualifier Name: �o,� i' 4I t AD �n04Q 2, Phone#:*,L- 36a - D��-Qf� State Certification or Registration # CffG f)5 �- �) �- Certificate of Competency #: DESIGNER: Architect/Engineer: •Yl/Izz- ,c, I Q �p Phone#:30_-LFyT Address: City: 4. State: Zip: O Value of Work for this Permit: $ �� I Sal Square/Linear Footage of Work: Type of Work: Description of Specify color of color thru tile: Submittal Fee $ Permit Fee $ N V + W CCF $ CO/CC $ Scanning Fee $ Technology Fee $ Structural Reviews $ Radon Fee $ Training/Education Fee $ DBPR $ Notary $ S �C,9:) Double Fee $ Bond $ I TOTAL FEE NOW DUE $ ! 0 (Revised02/24/2014) Bonding,G.gmpany',s; Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip 4 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES; BOILERS, HEATERS, TANKS, 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 stimated value ex edi 00, the ap 'cant must promise in good faith that a copy of the notice of commencement and constr ction lien law broc will be delivered to he person whose property is subject to attachment. Also, a certified copy of the recorde notice of comme ment must be posted the job site for the first inspection which occurs seven (7) days after the building per it is issued. In t absence of ,such po ed notice, the inspection will not be approvaea-5-4 a reinspection fee will be charged. Sign atur NER or AGENT The foregoing instrument was acknowledged before me this day of A u LxA by 1/0 o n t coc S r J Cls�PE rsonall known to n 1� . v(Y me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: J ,,��SY S LDMAN i nt:blot Seal: ' + = Commission # FF 228649 mac;= My Comm. Expires May 10, 2019 Bonded thrauph National Notary Assn. CO The foregoing instrument was acknowledged before me this '7 dayof j, 20 )17 by who is personally known to me or who has produced DY+ L\f �,s^t\ as identification and who NOTARY Sign: Print: Seal: fr—on APPROVED BY / I Plans Examiner Structural Review oath. YANAYY PRIETO MY COMMISSION # FF 214031 EXPIRES: March 25, 2019 Bonded Thru Notary Public Underwriters *********** Zoning Clerk (Revised02/24/2014) r Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Inspection requirements for: Windows, Doors, Skylights or Fixed Glass (cladding) Permits Upon issuance of permits for the scope of work involving the removal, changing and/or replacement of any type of windows, doors, sidelites, skylights or fixed glass (cladding) the permit holder or qualifier bearing his signature on the permit application shall abide by the requirements of this department and comply with the following statement: Upon obtaining window and/or door permits for the installation of same, it is the responsibility of the permit holder to request window/door framing in -progress inspection, prior to concealment of any horizontal or vertical clip mullion, bucks, shims, etc. Inspector will also verify anchor type, edge distance, embedment and spacing. The Purpose for this inspection, is for the verification of conformance with Prochuct C50)7/7 Date ,-6se M. Co." Print Name RECEIVED .I v AUG 101017 MIAMI DADE . I b: C PRODCT R SE N DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) I 1Sir . Rot 08 BOARD AND CODE ADMINISTRATION DWISION T (786 F , 6) 31 599 NOTICE OF ACCEPTANCE (NOA) w e PGT Industries, Inc. 1070 Technology Drive North Venice, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Prociuc 'Control .... Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami-Dad.e C ou.rtty) rese.>:.ve..•the right. • • to have this product or material tested for quality assurance purposes. If this pj-Q Wjr or mat'ejjrr•1•tails to.. perform in the accepted manner, the manufacturer will incur the expense of such tetyr�g and the.AHJ may i nmediately revoke, modify, or suspend the use of such product or maierial withir-644air jurisdiction. REV reserves the right to revoke this acceptance, if it is determined by Miami—Dade•E'otrnty Product "Control ... Section that this product or material fails to meet the requirements of the applicable•llih kViig coj ". • • • • • • • This product is approved as described herein, and has been designed to cornply'Ift/iMfthe HoMM5*13uildir" O Code, including the High Velocity Hurricane Zone.- ' DESCRIPTION: Series "SGD-770"jAlunun im Sliding Glass.Door w / 90° & 13 corners;' iiM.i. • � � � � � APPROVAL DOCUMENT: Drawing No. PGT0130, titled "Series 770 Alum. S611 -•LM lrtrMt". sheets ��• M 1 through 2.2 of 22, dated 10/10/14, with revision B dated 05/05/16, prepared by manufacturer, sided and sealed by Anthony Lymn Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant ' LABELING: Each unit shall bear a pennanent label with the manufacturer's narne or logo, city, state; model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. rT 9 RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been 0000 no change in the applicable building code negatively affecting the perfonnance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change 77 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# 15-1013.15 and consists of this page l and eviden - tres E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jorge M. Plase , P.E ' NOA No. 16-0629.06 MIAMIDADECOUNTY Expiration Date: February 17, 2020 Approval Date: August 04, 2016 Page l Pp PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 14-0123.10) 2. Drawing No. PGT0130, titled "Series 770 Alutn. SGD — LM Impact", sheets 1 through 22 of 22, dated 10/10/14, with revision B dated 05/05/16, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS 1. Reference Test report on 1) Uniform Static Air Pressure Test.. per FBC, TAS:,02-94 2) Large Missile Impact Test per FBA' tA.S 201* 9•l• • * • • • • • • 3) Cyclic Wind Pressure Load' g perT$C' TAS.M'44 '. Along with marked -up drawings and installation diagram of A��i�i�mn Slid ue Glasses • • • • qt Doors (w/ PS, Super, Cardinal & Duraseal Spacers), prepared by.4nestration TestincP•' • •; Laboratory, Inc., Test Reports No(s) FTL-8717, FTL-8970 arid! 44A-896V, dated • • • • • 02/15/16, 06/07/16 and 06/20/16, all signed & sealed by Idalnlit."Mga, P..€.••.00 ••'•• 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94� * ""•' 2) Uniform Static Air Pressure Test, Loading per V11C, T4S 2Q2-94 ....,. 3) Water Resistance Test, per FBC, TAS 202-P4 • :Go*** 4) Large Missile Impact Test per FBC, TAS 2 M44' • • • . • 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) 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 Fenestration Testing Laboratory, Inc., Test Report No. FTL-7554, dated 11/01/13, signed and sealed by Marlin D. Brinson, P.E. (Submitted under NOA No. 14-0123.10) 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading 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, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum sliding glass door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.: FTL-5980-R, FTL-6001-R and FTL-6015-R, which have been revised and reissued on 12/29/09, all signed and sealed by Julio Gonzales, P.E. (Submitted tinder NOA No. 09-0826.10) Jorge M. Plasencia, P.E. roduct Control Unit Supervisor NOA No. 16-0629.06 Expiration Date: February 17, 2020 Approval Date: August 04, 2016 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. TESTS (CONTINUED) 4. 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 2411.32.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum sliding glass door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.:.VTT,-5980, FTL-5993, FTL-6036, FTL-6001, FTL-6014, FTL-6015,:FTlr-6017*.FT4!-6023,p.... FTL-6024, FTL-6025, FTL-6028, FTL-6031, FTL-6033 anl!l44L-6036'.,1u dated •, 08/10/09 and signed and sealed by Julio Gonzales, P.E. • 9 • : • • 0 * • """ (Submitted under NOA No. 09-0826.10) • • • • • • 5. Additional Reference Fixed Window Test Report No. FTL-79%7.(G rdinal's'p(!er), ..... per TAS 201, 202 & 203-94, issued by Fenestration Testing LabQ>•2tipry, ljpe� • •, • •: • • • .. .. .... . (Suby�zitted under NOA No. 15-0430.08) ..... • � • • • � •. . . . . ...... C. CALCULATIONS 0 1. Anchor verification calculations and structural analysis, complying with NBC-54h : • 0 0 •: Edition (2014), dated 01/30/15, prepared by manufacturer, signed and sealed b Anthony Lynn Miller, P.E. (Submitted under previous NOA No. 14-012811) 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/1 1/16. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray America, Inc. for their "SentryGlas® (Clear and White) Glass Interlavers" dated 06/25/15, expiring on 07/04/18. F. STATEMENTS 1. Test proposal No. 16-0152 dated 03/09/16 approved by RER. 2. Lab compliance as part of the above .referenced Test Report No(s) FTL-8717, FTL- 8970 and FTL-8968. ,r Jorge M. Plasencia, P.E. Product Control Unit Supervisor NOA No. 16-0629.06 Expiration Date: February 17, 2020 Approval Date: August 04, 2016 E-2 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. TESTS (CONTINUED) 3. Statement letter of conformance, complying with FBC-5 Edition (2014), dated October- 8, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller. P.E. (Submitted under previous NO.A No. 14-0128.11) 4. Statement letter of no financial interest, dated October 8, 2015, issued by manufacturer; signed and sealed by Anthony Lyme Miller, P.E. (Submitted under previous NO.A No. 14-0128.11) •••• G. OTHERS . • . .... ...... 1. Notice of Acceptance No. 15-1013.15, issued to PGT lndustrieM-,•lirca for their series . • "SGD-770" Alumintun Sliding Glass Doors w/90° & 1.35 ° corrl�r' ' L.M.I. tpptoved 000000 0 on 10/29/ 15 and expiring on 02/ 17/20. • • • • • • •••• • ••••• •••••• •••• ••••• •• •• •••• •••••• • • • • • •••••• Jorge M. Plasencia, P.E. Product Control Unit Supervisor NOA No. 16-0629.06 Expiration Date: February 17, 2020 Approval Date: August 04, 2016 E-3 SERIES 770, IMPACT RESISTANT SLIDING GLASS DOOR INCLUDING POCKETS & 900/135° CORNERS GENERAL NOTES 1) GLAZING TYPE OPTIONS: SEE TABLE B, THIS SHEET & GLAZING DETAILS ON SHEETS 4 & 5. 2) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E1300. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM El300. 3) ANCHORAGE: THE 33-1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT, MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE CURRENT FLORIDA BUILDING CODE. FOR ANCHORAGE DETAILS SEE SHEETS 6-14. 4) SHUTTERS ARE NOT REQUIRED PER FBC REQUIREMENTS, AS APPLICABLE. 5) INSTALLATION SCREWS, FRAME SPLICES, FRAME AND PANEL CORNERS TO BE SEALED WITH NARROW JOINT SEALANT. 6) REFERENCES: ELCO ULTRACON, CRETEFLEX AND AGGREGATOR NONS, ANSI/AF&PA NDS FOR WOOD CONSTRUCTION AND ADM, ALUMINUM DESIGN MANUAL. 7) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE CURRENT FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 8) DOOR SIZES MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER CURRENT FLORIDA BUILDING CODE, AS APPLICABLE. TEST REPORTS: FTL-5980, FTL-5993, FTL-6001, FTL-6014, FTL-6015, FTL-6017, FTL-6022, FTL-6023, FTL-6024, FTL-6025, FTL-6028, FTL-6031, FTL-6033, FTL-6036 AND FTL-7554 ANCHOR NOTES TABLE A: Group Anchor Substrate Frame Member Min. Edge Distance Min. Embedment 1 114" Elco Ultracon Concrete (min. 2-85 ksi) Head/Sill/Jamb 1" 1-3/8" Ungrouted CMU, (ASTM C-90) Jamb only 2-1/2" 1-1/4' Grouted CMU (ASTM G90, min. 2 ksi grout) Jamb only 2Al2" 1-3/4' 2 1/4" Elco 410 S.S. CreteFlex Concrete (min. 3.35 ksi) Head/Sill/Jamb 1" t374" Ungrouted CMU, (ASTM C-90) Jamb only 2-112" 1-1/4" P.T. Southern Pine (SG=0.55) Head/Sill/Jamb 1" 1.395" 1/4" Elco Ultracan Concrete (min. 2.85 ksi) Head/Sill 1" 1-3/8" Ungr°uted CMU (ASTM C-90) Jamb only 1" 1-1/4" 3 #12, 78 8 or 41Q S.S. SMS, (min. 11 thr-eads/In) P.T. Southern Pine (SG=0.55) Head/Sill/Jamb 9/16" 1-3/8" Aluminum, 6063-T5" Head/Sill/Jamb 318" 0.063" Steel, A36* Head/Sill/Jamb 31V 0.050" Steel Stud, A653 Gr. 33* Head/SIII/Jamb 318" 0.0451" 114" Elco 18-8 S.S. Aggre-Gator Concrete (min. 3,275 ksi) Head/Sill/Jamb 1-1/2" 13/8' Ungrouted CMU, (ASTM C-90) Jamb only 2" 1-114" Grouted CMU (ASTM C-90, min. 2 ksi grout) Jamb only 2" 2" P.T. Southern Pine (SG=0.55) Head/SiH/Jamb 1" 13/8" 4 #12, Steel SMS G5, (min. 11 threads/in) P.T. Southern Pine (SG=0.55) Head/Sill/Jamb 9116" 1-3/8' Aluminum, 6063-T5* Head/Sill/Jamb 3/8" 0-063" Steel, A36* Head/Sill/Jamb 3/8" 0.050" Steel Stud, A653 Gr. 33* Head/Sill/Jamb 3/8" 0.0451" * MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE. METAL SUBSTRATE TO MEET MIN. STRENGTH AND THICKNESS REQUIREMENTS PER CURRENT FLORIDA BUILDING CODE AND TO BE REVIEWED BY THE AUTHORITY HAVING JURISDICTION. **P-HOOK INSTALLATION REQUIRES 2.693" MIN. EDGE DISTANCE, REFER TO SHEET 14 FOR ALL SPECIFIC P-HOOK REQUIREMENTS. 1) FOR CONCRETE/CMU SUBSTRATE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO ANCHORS. SEE TABLE A ON THIS SHEET FOR EMBEDMENT, EDGE DISTANCE AND SUBSTRATE REQUIREMENTS, 2) FOR OTHER SUBSTRATE APPLICATIONS SEE TABLE ON THIS SHEET. 3) WOOD BUCKS DEPICTED AS 1X ARE LESS THAN 1-1/2" THICK. PROPERLY SECURED, 1X WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD & TO BE REVIEWED BY THE BUILDING OFFICIAL. 4) METAL SUBSTRATE TO MEET MIN. STRENGTH AND THICKNESS REQUIREMENTS PER CURRENT FLORIDA BUILDING CODE AND TO BE REVIEWED BY THE AUTHORITY HAVING JURISDICTION. 5) IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED- IF USED, NON -SHRINK, NON-METALLIC GROUT, MAX. 1/4" THICK & 3400 PSI MIN., (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. TABLE B, SEE DETAILS ON SHEETS 4 & 5 Glass Type Description (Listed from Exterior to Interior) G3 7116" Laminated: (2) Lites of 3116" HS Glass with .090" PVB Intedayer G3A 9116" Laminated: (2) Lites of 1/4" HS Glass with .090" PVB Intedayer G4 7116" Laminated: (2) Lites of 3/16" HS Glass with .090' SG Intedayer G4A 9116" Laminated: (2) Lites of 1/4" HS Glass with .090" SG Interlayer G5 1" Laminated LG.: 3116" T Exterior Cap + 3/8" Air Space + 7/16" Laminated; (2) Lites of 3/16" HS Glass with .090" PVB Interlayer G5A V Laminated I.G.: 114" T Exterior Cap + 5/16" Air Space + 7116" Laminated; (2) Lites of 3/16" HS Glass with -090" PVB Interlayer G6 1" Laminated I.G.: 3/16" T Exterior Cap + 3/8" Air Space + 7116" Laminated; (2) Lites of 3/16" HS Glass with .090" SG Intedayer G6A 1" Laminated I.G.: 1/4" T Exterior Cap + 5116" Air Space + 7116" Laminated; (2) Lites of 3/16" HS Glass with .090" SG Intedayer G7 7116" Laminated: (2) Lites of 3116" ANN Glass with .090" SG Intedayer G7A 9116" Laminated: (2) Lites of 1/4" ANN Glass with .090" SG Intedayer G8 1" Laminated I.G.: 3/16" T Exterior Cap + 3/8" Air Space + 1/16" Laminated; (2) Lites of 3116" ANN Glass with .090" SG Intedayer G8A I 1" Laminated I.G.: 1/4" T Exterior Cap + 5116" Air Space + 7/16" Laminated; (2) Lites of 3116" ANN Glass with .090" SG Intedayer Reed W. DOW Revtai[na: JR 05✓0,5✓2016 B Ose�.+� By. Darn: JR 10110114 GENERAL NOTES ............. 1 EXAMPLE CONFIGS.......... 2-3 GLAZING DETAILS ............ 4,5 ANCHORAGE .....................6-14 DESIGN PRESSURES ... ....6-8 INSTALL DETAILS ........... ...12-14 ELEVATIONS .....................15,16 PANEL / SILL TYPES ......... 17 CROSS SECTIONS ............ 18,19 PARTS LIST ....................... 20 EXTRUSIONS .................... 21,22 DESIGN PRESSURE RATING IMPACT RATING SEE TABLES 1, 2 & 3 ON SHEETS 6, 7 & 8 RATED FOR LARGE & SMALL MISSILE IMPACT RESISTANCE STANDARDS USED: •2014 FLORIDA BUILDING CODE (FBC), 5TH EDITION •ASTM E1300-09 °ANSIIAF&PA NDS-2012 FOR WOOD CONSTRUCTION *ALUMINUM DESIGN MANUAL, ADM-2010 • AIS I-S 100-C 7/S2-2010 GLAZING NOTES: "ANN" = ANNEALED "HS" = HEAT STRENGTHENED "T" = TEMPERED "PVB" = .090" BUTACITe PVB BY KURARAY AMERICA, INC. "SG" = .090" SENTRYGLAe BY KURARAY AMERICA, INC. SPACERS TO SHEET 15- 1070 TECHNOLOGYDRIV5 NERAL NOTES AND MAP N. VENICE, FL 34275 ilne: (941)4804600 SERIES 770 ALUM. SGD - LM IMPACT FTsanaawaa: Saab: meet a.,*vwa. CERT. OF AUTH. #29296 SGD-770 I NTS I 1 - 22 1 PGT0130 I B PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By Miami-Dodib Product Control 53 l n: P.E.# 58705 •••• • •••• •••••• ••• •• • •••••• ...... 00 •• • ••••• • ... .... ••••• •• •••• •••••• •..00 • •••••• • • • • • •••••- . - EXAMPLE CONFIGURATIONS MAX. UNIT WIDTH NOM. PANEL WIDTH PER TABLES 1-3 Gt 1 GC MAX. UNIT 13 HEIGHT PER TABLES 1-3 I Jw Jc I � I a 14 14 �Wo�Wn w Kc 14 14 w w ix a 0 4 POCKET 1-PANEL L , CONFIGURATIONS MAX. UNIT WIDTH NOM. PANEL WIDTH Aw Ac ew t PER TABLES 1-3 12 13 12 1 G 19 1 13 t 19 MAX. UNIT 12 13 HEIGHT 1s PER TABLES 1-3 • � � /� �f3-PANEL CONFIGURATIONS MAX. UNIT WIDTH NOM. PANEL WIDTH PER TABLES 1-3 w 12 Gc MAX. UNIT 13 HEIGHT PER TABLES 1-3 2-PANEL CONFIGURATIONS NOM. PANEL WIDTH PER TABLES 1-3 I I Jw Jc 14 14 i w'o w 114 14 1�aZ� 1Y ti IpQ w a POCKET uwi MAX. UNIT 12 13 HEIGHT Iw Ic PER 12 13 TABLES 1-3 I � Jw Jc 14 1c Iz�o 14 14 Igo ICL POCKET I W --P\f---, CONFIGURATIONS NOTES: 1) ALL CONFIGURATIONS SHOWN ARE ALSO AVAILABLE AS POCKET CONFIGURATIONS AT EITHER OR BOTH JAMB LOCATIONS USING DETAIL "Jw", "Jc", "Kw" OR "Kc" INSTALLATION. EXAMPLE: 4-PANEL XXXX IN POCKET (p) CONFIGURATION CAN BE pXXXXp, pXXXX OR XXXXp. OXXX IN POCKET CONFIGURATION CAN BE OXXXp. 2) 90° & 135° CORNER CONFIGURATIONS CAN BE A COMBINATION OF ANY 2 STRAIGHT CONFIGURATIONS. 3) FOR NOM. PANEL WIDTH, SEE TABLES 1-3. "X" = OPERABLE PANEL, "O" = INOPERABLE PANEL, • "p" = POCKET DETAIL LETTER •' WOOD OR METAL INSTALLATION • • CONCRETE INSTALLATION • SHEET NUMBER •• MAX. UNIT WIDTH DLO WIDTH = NOM. PANEL WIDTH - 7" • • Aw Ac w c Cw Cc DLO HEIGHT = DOOR UNIT HEIGHT- 10.125" • 1z 13 12 13 12 13 PANEL HEIGHT = DOOR UNIT HEIGHT - 1,866" � I Jw Jc 14 14 I Q I w c 1p 14 14 Iq�p lu~,Fw IV �z I q Q W a POCKET 4-PANEL CONFIGURATIONS w c w Ec w Fc 12 13 1 13 12 13 19 t19 19 19 MAX. UNIT WIDTH MAX. UNIT WIDTH NOM. PANEL WIDTH Aw Ac w Bc Cw Cc NOM. PANEL WIDTH Aw A3 PRODUCT REVISEDV the orida as PER TABLES 1-3 12 13 12 13 12 13 PER TABLES 1-3 W BC Building Code �___ 1 13 NOA-No. 16-0629.06 I Cw Cc Gw Gc Jw Jc I 1 12 13 Expiration Date 02/17/2020 P 1 13 19 19 19 19 14 14 1 19 12 13 MAX. UNIT Iw is 19 19 19 19 Kw Kc 14 14 1 w o w /; i z a o MAX. UNIT 1Of 9 z HEIGHT O1 0 SEE NOTE By Mia - Product Control HEIGHT 1 13 19 19 19 19 j I ti Q a W w PER 19 ' z, THIS PER TABLES 1-3 W laaw TABLES 1-3 19 SHEET. a4 w CI O w Dc POCKET I v EXTERIOR 12 i3 I _1 12 13 5-PANEL CONFIGURATIONS w w w Fc CORNER, TYP. - 12 13 12 13 12 13 (OUTSIDE CORNER SHOWN, 1w3 INSIDE CORNER SIMILAR) 01 (t? Revsd By. Date: RaNso' ns: D—P� - N. VENICE. Ft 34275 1070 TECHNOLOGYDRIVEIuTfs�_%Wot EXAMPLE CONFIGURATIONS I T..: Re"dBy. oats: Revrahna: {s41�-aao-rsoo ' SERIES 770 ALUM. SGD - LM IMPACT Raved W. °aN: Radsbns: CERT. OFA(.TH. #29296 swa: meet °"w4pHo. I 122 SGD-770 NTS 2 RevA. PGTO130 B LYNN MILLER, P.E. P.E.# 58705 °� BY' JR °ems' 10/10/14 c"�dB o"re: EXAMPLE CONFIGURATIONS NOM. F PE MAk HE 96" C MAX. TESTED UNIT WIDTH = J00-1110 qv -au nr-ivni 300-1/4" @ 120" HEIGHT ANEL WIDTH Aw Ac w c Cw Cc Z TABLES 1-3 12 13 12 13 12 13 G Gc Jw Jc 1 13 19 19 19 19 19 14 14 19 19 1w 13 19 19 19 14 14 UNIT GHT, 2 13 19 19 19 19 19 R 120" POCK -s. - i t I I Iwow twlw s Q- a ET uwj I —_J 6-PANEL CONFIGURATIONS W c w Ec w Fc 12 13 1 13 12 13 MAX. UNIT WIDTH NOM. PANEL WIDTH PER TABLES 1-3 Gw Gc 12 i3 MAX. UNIT 12 13 HEIGHT i2 13 PER TABLES 1-3 NOM. F PEI MAX HE PER TA Revsd By; Aw Ac w Bc Cw Cc 12 13 12 13 12 13 t19 19 19 19 19 19 19 19 19 19 19 19 9 19 i9 7-PANEL CONFIGURATIONS - Jw 14 14 14 14 l a C) 10�0 I�¢(0 I W �Qw a POCKET I GO — � f'---J w Dc w Ec w Fc 12 13 12 13 12 13 MAA. UNI I VVIU I H ANEL WIDTH Aw Ac w Bc Cw Cc Z TABLES 1-3 12 13 12 13 12 13 Gw Gc Jw Jc 14 14 i 12 13 19 19 19 19 19 i9 19 W C 12 13 19 19 ?9 w Kc 14 14 19 19 19 19 UNIT fw Ic M M GHT 12 13 19 19 19 9 19 19 19 BLES 1-3 POCK wn By Dam. JR 10/10/14 8-PANEL CONFIGURATIONS CONFIGURATIONS NOTES: 1) ALL CONFIGURATIONS SHOWN ARE ALSO AVAILABLE AS POCKET CONFIGURATIONS AT EITHER OR BOTH JAMB LOCATIONS USING DETAIL "Jv ", "Jc", "Kw" OR "Kc" INSTALLATION. EXAMPLE: 4-PANEL XXXX IN POCKET (p) CONFIGURATION CAN BE pXXXXp, pXXXX OR XXXXp. OXXX IN POCKET CONFIGURATION CAN BE OXXXp. 2) 90° & 135e CORNER CONFIGURATIONS CAN BE A COMBINATION OF ANY 2 STRAIGHT CONFIGURATIONS.. 3) FOR NOM. PANEL WIDTH, SEE TABLES 1-3. "X" = OPERABLE PANEL, "0" = INOPERABLE PANEL, "p" = POCKET E7 I I I � I Iwo, Ip�Q I w W law I rwi� I 1 w -w Ec w F 12 13 12 13 12 3 DETAIL LETTER w = WOOD OR METAL INSTALLATION ''c' = CONCRETE INSTALLATION SHEET NUMBER DLO WIDTH = NOM. PANEL WIDTH -7" DLO HEIGHT = DOOR UNIT HEIGHT - 10.125" PANEL HEIGHT = DOOR UNIT HEIGHT - 1.866" f070TECHNOLOGY DRIVE EXAMPLE CONFIGURATIONS N. VENICE, FL 34275 T% {941}480-1600 SERIES 770 ALUM. SGD - LM IMPACT Sen"sa.},!ode1; Sr !a: Sheet Drawileg Nn Rer. CERT. OF AUTH. #29296 SGD-770 NTS 3 22 PGTO 130 B PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By MiamiLD,�4WProduct Control GLAZING DETAILS (G3, G3A, G4, G4A, G5 & G5A) 7/16" NOM. 7/16" NOM. 3/16" HS GLASS 3/16" HS GLASS- .090" PVB .090" SG - 3AS /16" HS GLSYX 74 3/16" HS GLASS — EXTERIOR 3/4" NOM. EXTERIOR 3/4" NOM. `r { = BITES GLASS 7/16" LAMINATED GLASS, TYPE G3 9/16" NOM. 1/4" FIS GLASS .090" PVB- 1/4" HS GLASS - EXTERIOR a 3/4" NOM. GLASS BITE 9/16" LAMINATED GLASS, TYPE G3A GLAZING NOTES: "ANN" = ANNEALED "HS" = HEAT STRENGTHENED "T" = TEMPERED "PVB" _ .090" BUTACITE PVErBY KURARAY AMERICA, INC "SG" = .090" SENTRYGLA_-' BY KURARAY AMERICA, INC. Revd BY Data: Re dons: JR 0510512016 B ADDED SPACERS. Dab,: vn By- Oats: Cttadc"d ID.W.JR 10/10/14 7/16" LAMINATED GLASS, TYPE G4 9/16" NOM. 1/4" HS GLASS .090" SG 1/4" HS GLASS - EXTERIOR a 3/4" NOM. GLASS BITE 9/16" LAMINATED GLASS, TYPE G4A 1070 TECHNOLOGY DR1V N. VENICE, FL 34275 (941)-460-1600 CERT. OFAUTH. #29296 1" NOM. 3/16" HS GLASS .090" PVB 3/16" HS GLASS 3/8" AIR SPACE 3/16" T GLASS —�­ & 124-1 EXTERIOR a 3/4" NOM. GLASS BITE 1" LAMINATED I.G. GLASS, TYPE G5 1" NOM. 3/16" HS GLASS .090" PVB- 3/16" HS GLASS 5116" AIR SPACE -- 1/4" T GLASS-=- 124-1 EXTERIOR a 314" NOM. GLASS BITE 1" LAMINATED I.G. GLASS, TYPE G5A GLAZING DETAILS TW: SERIES 770 ALUM. SGD - LM IMPACT �,-�!�,; Scaia: 37aaf: Dmwfrg No. Hsr. SCD-77o NTS 4 122 PGTO130 B PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 7 By - Miami I e Product Control • GLAZING DETAILS (G6, G6A, G7, G7A, G8 & G8A 3/16" HS GLAS .090" SG 3116" HS GLAS 3/8" AIR SPACE 3/16" T GLASS 124- EXTERIOR a 1" NOM. 7/16" NOM. 1" NOM. 3/16" ANN GLASS 3/16" ANN GLASS .090" SG .090" SG 3116" ANN GLASS- 3/16" 3/16"AN GLASS 74 3/8" AIR SPACE 3/16" T GLASS 314" NOM. GLASS BITE 1" LAMINATED I.G. GLASS, TYPE G6 1" NOM. 3/16" HS GLnSG- 3116" .090" HS GL5/16" AIR SPA 1 /4" T GLASS 124-1 EXTERIOR a 3/4" NOM GLASS BITE 1" LAMINATED I.G. GLASS, TYPE G6A GLAZING NOTES: "ANN" = ANNEALED "HS" = HEAT STRENGTHENED "T" = TEMPERED "PVB" = .090" BUTACITE PVE?BY KURARAY AMERICA, INC "SG" = .090" SENTRYGLAS%Y KURARAY AMERICA, INC. Rend By. Date: Revui— JR 0510512016 B ADDED SPACERS. Nn By: LJam: Checked By. Dam: JR 10/10/14 EXTERIOR a 3/4" NOM. GLASS BITE 7/16" LAMINATED GLASS, TYPE G7 9116" NOM. 1/4" ANN GLASS .090" SG- 1/4" ANN GLASS - EXTERIOR a 3/4" NOM. GLASS BITE 9116" LAMINATED GLASS, TYPE G7A a EXTERIOR a 314" NOM. GLASS BITE 1" LAMINATED I.G. GLASS, TYPE G8 1" NOM. 3/16" ANN GLASS .090" SG- 3116" ANN GLASS 5116" AIR SPACE - 1/4" T GLASSY_ 124-127 _ I I 3GB TES . EXTERIOR a 1" LAMINATED I.G. GLASS, TYPE G8A D—pb— 1070TECHNOLOGYORlVE GLAZING DETAILS N. VENICE, FL 34275 Tide: (941}480-1600 SERIES 770 ALUM. SGD - LM IMPACT Series/ wat S-I.; SI+s7t [Jr"wing No. TH CERT. OFAU. #29296 a SGD-77o NTS 5 a ?2 PGTO130 B lHFANEMSE TARI F 1A- Design Pressure (DP) and Anchor Quantities Required, (for all approved Maximum DP for all sizes: +601-60 I Configurations on Sheets 2 & 3) (May be limited by Table 1A) For comer astragal anchorage on 90' or 135' corner units, see sheet 11 Door Unit Height Table applies to Glass 80" 64" 90" 96" Types 3, 3A, 5, 5A, 7, 7A, 8 69-7/8" DLO 73-716' DLO 79-7/8" DLO 85-7/8" DLO & 8A and the Stile / Astragal Anchor Group Anchor Group Anchor Group Anchor Group types shown below. 1 2 3 4 1 1 2 3 4 1 2 3 4 1 2 3 4 Head/Sill C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 24" Jamb 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 DLO P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 Head/Sill C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 30 23" Jamb 8 8 8 8 8 8 8 8 8 8 8 6 8 8 8 8 DLO P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 1 7+8 7+8 1 7+8 7+8 7+8 7+8 Head/Sill C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 I C4+1 G4+1 C4+1 C4+1 aca 29„ Jamb 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 _36 DLO P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 E C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 z 142" �Head 8 . 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 DLO 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 1 7+8 7+8 7+8 Head/Sill C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 48 Jamb 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 DLO P-hcok 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 FOR EXAMPLE ON USING TABLE, SEE SHEET 7. NOTES.- 1) POSITIVE PRESSURES IN TABLE 1 ARE BASED ON THE USE OF THE 3-1/4" SILL. 2) WHEN USING THE 2-1/2" SILL, POSITIVE WATER DP IS 46.67 PSF MAX. WHEN USING THE 3-1/4" SILL, POSITIVE WATER DP IS 60.0 PSF MAX. WHEN USING THE 4" SILL, POSITIVE WATER DP IS 60.0 PSF MAX (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 1A. 3) 4", 3-1/4" AND 2-1/2" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1-1/2" SILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. MAX. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 1 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE CURRENT FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4) SEE SHEETS 10-14 FOR ANCHORAGE SPACING, EDGE DISTANCE AND EMBEDMENT INFORMATION. 5) DOOR SIZE TO COMPLY WITH CURRENT FBC EGRESS REQUIREMENTS WHEN REQUIRED. 6) JAMB ANCHORS ARE SPECIFIED AS THE TOTAL QUANTITY, DIVIDE BY 2 FOR PAIRS TO BE INSTALLED. S 111 Hebhtto Max. (+) DP (Water Infiltration Rating) Sill Riser Height (Flat or Box, see Design Sheet 17) Pressure, psi Flush - 1-1/2" see note 3 Low - 2-1/2' + 46.67 Medium - 3-1/4' + 60.0 High - 4" + 60.0 SEE NOTES 1-3 DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT = DOOR UNIT HEIGHT - 10.125" PANEL HEIGHT = DOOR UNIT HEIGHT-1.866" OH LENGTH H 0 W O� OH RATIO ? 1 O � OH RATIO = OH LENGTH OH HEIGHT Interlock P-hook Lockstile @ Jamb Straight Astragat Assembly Lockstile @ Straight Astragal 90° Astragal Assembly Lockstile @ 90" Astragal 13S° Astragal Assembly Lockstile @ 135° Astragal Standard Stiles Standard Stile Standard Stile Standard Stile Standard Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Standard Astragal Outside Corner ;i�� Outside Corner Inside Corner ff�lnm L Ins Corn Corner Outside Inside Corner Corner Part #60 (x2) Part #60 Part #60 Part 460 (Stile) part 467 (Astragal} Part #60 r Part #61(Stile) Part #118 (Corner I Part #119 (Out.) part #120 (In.) Part #61 (Stile) Parts #31 & 432 Part #61 Receiver) (Corn. & Fxd Mount) ble: Rwielaie: a°'�'{�� ��. ReHafa�s, 1070 TZ=CHNOLOGYDRlVE DP AND ANCHORAGE N. VENICE, FL 34275 n*: WM: RWslom' (941>480-1600 SERIES 770 ALUM. SGD - LM IMPACT e. 07i °8 Nta:sh"o, 22 jo'�""PGT013010/10/14 msCERT.OFAUTH.#28296 SGD-T70 NTS 6B PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 B -- Y Miami=D,,,Product Control .... ...... . 0 • • . 00 . •.•.. • • • . •...•. • :06*6• •.. • . . • • Design Pressure (DP) and Anchor Quantities Required, (for all approved configurations on Sheets 2 & 3) Maximum DP for all sizes, +60 / -60 1 For corner astragal anchorage on 90` or 135" comer units, see sheet 11 (May be limited by Table 2A) Door Unit Height Table applies to Glass Types B0" �" 90" 96" 102" 108" t 14" 120" 4, 4A, 6, 6A, 7, 7A, 8 & BA 69-7/8" DLO 73-7/8" DLO 79-7/8" DLO 85-7/8" DLO 91-7/8" DLO 97-7/8" DLO 103-7/8" DLO 109-7/8" DLO and the Stile I Astragal types Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group shown below. 1 2 1 3 4 1 2 3 4 1 2 3 4 1 2 1 3 4 1 2 3 1 4 1 2 1 3 1 4 1 2 3 4 1 2 1 3 1 4 Head/Sill C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+t C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 G4+1 C4+1 C4+1 24 17" Jamb 8 8 8 8 8 8 8 8 8 8 8 6 8 8 8 8 10 10 10 10 10 10 10 10 10 10 to 10 10 10 10 10 DLO P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 T+8 7+8 7+8 7+8 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 9+10 9+10 9+10 9+10 9+10 9+10 9+10 9+10 Head/Sill C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+i C4+1 C4+1 C4+1 C4+1 04+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 C4+1 30" 23" Jamb 8 8 8 8 8 6 8 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 16 10 10 10 10 10 10 DLO P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+6 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 9+40 9+10 9+10 9+10 9+10 9+10 9+10 9+10 Head/Sill C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 1 C4+1 C4+1 C4+1 C4+1 C4+1 I C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 36 29" Jamb 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 v DLO P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 9+10 9+10 9+10 9+10 9+10 9+10 9+10 9+10 Head/Slil C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+135" C4+1 C4+1 C4+1 C4+1 C4+1 G4+1 C4+1 C4+1 CS+1 CS+1 C4+1 C4+1 CS+1 C5+1 42 Jamb 8 8 8 8 8 8 8 8 8 8 8 a a 8 8 a 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 a DLO P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 9+10 9+10 9+10 9+10 9+10 9+10 9+10 9+10 FieadlSllE C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 G4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C5+2 C5+2 C4+2 C5+2 C5+2 CS+2 C5+2 C5+2 C5+2 C5+2 a 48 Jamb 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 DLO P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 1 T+8 8+9 1 8+9 1 8+9 8+9 8+9 1 8+9 1 8+9 8+9 9+10 9+10 9+10 9+10 9+10 9+10 9+10 9+10 Head/Sill C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 04+2 C4+2 C4+2 54' Jamb 8 8 8 8 8 6 8 8 8 8 8 8 8 8 8 1 8 DLO Not available in these sizes P-hook 1 6+7 6+7 6+7 1 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 1 7+8 7+8 Head/Siil C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 + C5+2 60" DLO Jamb 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 1 7+8 7+8 7+6 7+8 7+8 1 7+8 7+8 7+ 7+8 NOTES: 1) POSITIVE PRESSURES IN TABLE 2 ARE BASED ON THE USE OF THE 3-1/4" SILL. 2) WHEN USING THE 2-1/2" SILL, POSITIVE WATER DP IS 46.67 PSF MAX. WHEN USING THE 3-1/4" SILL, POSITIVE WATER DP IS 60.0 PSF MAX. WHEN USING THE 4" SILL, POSITIVE WATER DP IS 60.0 PSF MAX (NEGATIVE PRES. UNCHANGED). SEE TABLE 2A. 3) 4", 3-1/4" AND 2-1/2" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1-1/2" SILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. MAX. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 2 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE CURRENT FBC (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4) SEE SHEETS 10-14 FOR ANCHORAGE SPACING, EDGE DISTANCE AND EMBEDMENT INFORMATION. 5) DOOR SIZE TO COMPLY WITH CURRENT FBC EGRESS REQUIREMENTS WHEN REQUIRED. 6) JAMB ANCHORS ARE SPECIFIED AS THE TOTAL QUANTITY, DIVIDE BY 2 FOR PAIRS TO BE INSTALLED. O = EXAMPLE ON SHEET 9 TART F_ 2A- Silt Height to Max. (+) DP (Water Infiltration Rating) Sill Riser Height (+) Design (Flat or Box, see Pressure, ps1 Sheet 17) Flush - 1-1/2" see note 3 Low - 2-1/2" + 46.67 Medium - 3-1/4" + 60.0 High - 4" + 60.0 SEE NOTES 1-3 DLO WIDTH = NOM. PANEL WIDTH - 7" OH LENGTH I -•— DLO HEIGHT = DOOR UNIT HEIGHT- 10,125" C7 PANEL HEIGHT = 0OHo RATIO 1 DOOR UNIT HEIGHT - 1.866" OH RATIO = OH LENGTH OH HEIGHT n r.lN nY11 f O ACl-r A, - AI T\/OCO CLJAI I DC: 1 CEn CnD TA QI C 7 QCG 0f-IGFTC'71 A.')) �nR PART ninnPNSlnhl.q Awn gHFFTS 1A & 1R FOR ASSFMRI Y DETAILS interlock P-hook Lockstile @ Jamb Straight Astragal Assembly Lockstile @ Straight Astragal 90" Astragal Assembly Lockstile @ 90° Astragal 135" Astragal Assembly Lockstile @ 135" Astragal Heavy-duty Stiles Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile H eavy-duty Stile Heavy-duty Stile Heavy-duty Stile Standard Astragal Outside Corner Outside Corn�r Inside Corner Inside Corner Outside Inside Corner Corner Part #61 (x2) Part #61 Part #61 Part #61 (Stile) Part 467 (Astragal) Part #61 Part #61 (Stile) Part 4118 (Corner Part 4119 (Out.) part #120 (In.) Part #61 (Stile) Parts #31 & #32 Part 461 Receiver) (Corn. & Fxd Mount) W 8y. Date: m ay: Date. R•vfwow: 1070 TECHNOLOGY DRIVE DP AND ANCHORAGE N. VENIGE, FL 34275 ram: 'd� Data: RvWsfaw (941"W-1600 SERIES 770 ALUM. SGD - LM IMPACT 5a,,eaxtoeet S-a: I &."t D� Av.-'o. uaw: wr8y �°�' oh�dT. e oet.. CEROFAUTH. #29296 SGD-770 NTS 7 d 22 PGTO130 B JR Z110114 PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 A. LYNN MILLER, P.E. P.E.# 58705 TABLE 3A: ` Design Pressure (DP) and Anchor Quantities Required, (for all approved configurations on Sheets 2 & 3) For comer astragal anchorage on 90' or 135' comer units, see sheet 11 Maximum DP shown below T(May be limited by Table 3A) Table applies to Glass Types 4, 4A, Door Unit Height 801 84" 90" 96" 102" 108" 6, 6A, 7, 7A, 8 & 8A and the Stile 1 Astragal types shown belmv. 69-7/8" DLO 73-7/8" DLO 79-7/8" DLO 85-7/8" DLO 91 7/8" DLO 97-7/8" DLO Anchor Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group -Group— _11 2 1 3 1 4 1 1 2 3 4 1 1 2 1 3 4 1 2 3 1 4 1 2 1 3 1 4 1 2 3 4 Design Pressure +/-90.0 psf +1-82,5 psf +/-75.0 psf 17" Head/Sill C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+i C4+1 04+1 C4+1 1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 24" DLO Jamb 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 Design Pressure +/-90.0 psf +/-82.5 psf +/-75.0 psf 23" Head/SIII C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+f C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 30" DLC Jamb 8 1 8 8 1 8 1 8 8 1 8 8 8 $ 8 8 8 8 8 1 8 10 10 1 10 10 10 10 10 10 P-hook 6+7 1 6+7 6+7 1 6+7 7+B 1 7+8 1 7+8 1 7+8 7+8 1 7+8 7+8 7+8 7+8 1 7+8 7+8 1 7+8 8+9 8+9 1 8+9 8+9 8+9 8+9 8+9 8+9 Design Pressure +/-90.0 psf +/-82.5 psf 4/-75.0 psf 29" Head/Silr C4+1 C4+1 C4+2 C4+2 C4+1 C4+1 C4+2 C4+2 C4+1 C4+1 C5+2 C5+2 C4+1 C4+1 C5+2 C5+2 C4+11 I C4+1 C5+1 C5+1 C4+1 C4+1 C5+1 C5+1 a 36 DLO Jamb $ 1 8 1 8 1 8 18 1 8 1 8 1 8 1 8 B 8 8 1 8 8 10 8 1 10 10 10 10 10 10 10 10 c P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 E Design Pressure +/-90.0 psf +/-82.5 psf +/-75.0 psf z 35" Head/Sill 04+2 C4+2 C4+2 C4+2 04+2 04+2 05+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 42 DLO Jamb 8 8 8 8 8 $ 8 8 8 8 10 8 8 8 10 8 10 10 10 10 10 10 10 10 P-hook 6+7 7+8 7+8 7+8 1 7+8 7+B 7+8 7+8 7+8 8+9 8+9 8+9 8+9 8+9 B+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 8+9 Design Pressure +/--90.0 Psf See Note A below. +/-82.5 psf +/-75.0 psf 41" Head/Sill C4+2 C4+2 C5+2 C5+2 04+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C5+2 C6+2 C6+2 C5+2 C5+2 C6+2 C6+2 C5+2 C5+2 C6+2 C6+2 48" DLO I Jamb 8 1 8 1 8 1 8 1 8 1 8 1 10 1 8 1 8 1 8 1 10 8 8 1 8 1 10 8, 1 10 1 10 1 10 10 10 10 1 10 1 10 P-hook 1 6+7 1 7+8 1 7+8 1 7+8 1 7+8 1 8+9 1 8+9 1 8+9 1 8+9 1 8+9 1 8+9 1 8+9 1 8=9 9+10 9+10 9+10 8+9 9+10 9+10 9+10 8+9 9+10 9+10 9+10 FOR EXAMPLE ON USING IABLE, Stt 511tt 1 /. IVV it: H: *r-au.v rcir r-UM ULMOO IT rr_a 4, 4li, o, oH, I1A, o a orA, T,-oi. i rvrc vLr�oo y IF L. + NOTES: 1) POSITIVE PRESSURES IN TABLE 3 ARE BASED ON THE USE OF THE 4" SILL. 2) WHEN USING THE 2-1/2" SILL, POSITIVE WATER DP IS 46.67 PSF MAX. WHEN USING THE 3-1/4" SILL, POSITIVE WATER DP IS 60.0 PSF MAX. WHEN USING THE 4" SILL, POSITIVE WATER DP IS 90.0 PSF MAX (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 3A. 3) 4-,3-1/4" AND 2-1/2" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1-1/2" SILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. MAX. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 3 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE CURRENT FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4) SEE SHEETS 10-14 FOR ANCHORAGE SPACING, EDGE DISTANCE AND EMBEDMENT INFORMATION. 5) DOOR SIZE TO COMPLY WITH CURRENT FBC EGRESS REQUIREMENTS WHEN REQUIRED. 6) JAMB ANCHORS ARE SPECIFIED AS THE TOTAL QUANTITY, DIVIDE BY 2 FOR PAIRS TO BE INSTALLED. DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT = DOOR UNIT HEIGHT - 10.125" PANEL HEIGHT = DOOR UNIT HEIGHT - 1.866" Tyr E7f'M 1 .,,A,IKIr' (�Tll C. Q ACT[?er`-Af -rvor=c cual I RF I iczPn r:nP TARl F '� OFF gHFFT.91 R ?9 FAR PART nihnl=uSIONS AND SHI FTS 18 & 19 FOR ASSEMBLY DETAILS. Interlock P-hook Lockstile @ Jamb Straight Astragal Assembly Lockstile @ Straight Astragal 90` Astragal Assembly Lockstile @ 90' Astragal 135* Astragal Assembly Lockstile @ 135' Astragal Heavy-duty Stiles Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Astragal Outside Corner ��H Outside Inside Corner i Corner Inside Corner Outside=4 Inside Comer Corner Part 461(x2) Part #61 Part #61 Part #61 (Stile) part #68 (Astragal) Part 961 Part #61 (Stile) Part 4118 (Corner Part #119 (Out.) part #120 (In.) Part 061 (Stile) Parts #31 & #32 Part 461. Receiver) (Corn. & Fxd Mount) Sill Height to Max. (+) DP (Water Infiltration Rating) Sill Riser Height (+) Design (Flat or Box, see Pressure, psf Sheet 17) Flush-1-1/2" see note 3 Low - 2-1/2' + 46.67 Medium - 3-1/4" + 60.0 High - 4" 1 + 90.0 SEE NOTES 1-3 0 Hr. Dow: Reviaim -- - 1070TECHNOLOGYDRIVE N. VENICE, FL 34275 (841"80-1600 CERT. OFAUT►1. lEZ9ZS5 Dk. M : DPANDANCHORAGE Dam: � _ T7nb: SERIES 770 ALUM. SGD — LM IMPACT ;d ay. Dam: Romv s ,- SGD 770 �: NTS a� 8 a 22 Dn kvm PGTOT30 IR,r B By: JR Data: 10110114 Qaakea .Dew: 0 W O J_ W 0 0 Q OH LENGTH I+�—• • OH RATIO >— 3 w• OH RATIO = OH LENGTH OH HEIGHT PRODUCT REVISED as complying with the Florida Building Code __A -No. 16-0629.06 Expiration Date 02/17/2020 By i Miami-'D roduct Contror SEE SPLICE NOTE, THIS SHEET 4.051 " 24" MAX. O.C. NO FRAME "7+8" P-HOOK ANCHORAGE CONSISTS OF: JAMB (7) P-HOOK ANCHORS, SEE "C5" CLUSTER X REQUIRED @ (PERPENDICULAR TO GLASS DETAILS, SHEET 10 FOR EXTERIOR PLANE) SEE TABLE 2, SHEET 7 INTERLOCK POCKETS AND SEE POCKET (8) P-HOOK x JAMB MOUNTING I s" MAX. X x X x INSTALLATION, ADAPTER l THIS SHEET ANCHORS MIDWAY i I 101 3" MAX. SHEET 14 BETWEEN P-HOOK ANCHORS & AT 3" FROM TOP & I o ® II I� I \ BOTTOM o 1 MAX. . O.C. -" 8" MAX. TO OPENING i a (9 14 MAX. O.C. EDGE OF POCKET SEE INSTALLATION DETAILS'Jc'&'Kc', i tiQ®i END PANEL SHEET 14 & PART \—ANCHORAGE DETAILS'J' &'K', iUj 101 3" MAX. (2 ANCHORS) SHEET 19 FOR { ° P-HOOK L-____6"MAX. x \ „+2e ANCHORS xX x + MAX I INIT WIDTH 60" NOM. PANEL WIDTH x END PANEL x ANCHORAGE x, x X x X x Ix SEE "C5" CLUSTER DETAILS, REQUIRES "C6" SHEET 10 FOR INTERLOCK CLUSTER, SEE / DETAILS, SHEET 11 x = FRAME �p ANCHORS 0 0 o = P-HOOK O ANCHORS Z1 Z M 0 = P-HOOK MOUNTING ADAPTER ANCHORS x x X x x x x x x x „ x SEE "C5" CLUSTER DETAILS, SHEET 10 FOR ASTRAGAL 24" MAX. O.C. 6" MAX �x x 4 PAIRS OF X ANCHORS 96" x (TOTAL 8 UNIT 21" MAX. ANCHORS) HEIGHT O.C. PER JAM: •• x� (SEE JAMB* x DETAIL "';' BELOW) • X ..•. �X X` •• •• 'A ' % END PANEL \1j' —"�- 6" MAX. ANCHORAGE (S'EE ANCHORAGE (SEE SKETCH BELOW) `� SKETCH BELO' g• 00 tCENTERL[NE 8„ MAX" T PP `� ANCHORAGE ANCHORAGE ANCHORAGE ANCHORAGE ANCHORAGE OF PANEL 1 1 2.04"�-�-- CENTERLINE OF INTERLOCK SEE "C5" CLUSTER DETAILS, SHEET 10 FOR INTERLOCK "+2" ANCHORAGE CENTERLINE OF PANEL 2 ANCHORAGE EXAMPLE NOTES: 1) APPROVED ANCHORS: SEE TABLE A, SHEET 1 2) ANCHOR LOCATION SPACING FOR ANCHOR QUANTITIES SPECIFIED IN TABLES 1-3, SHEETS 6-8: HEAD & SILL: 8" MAX. FROM FRAME CORNERS. USE SPECIFIED CLUSTER FROM APPROPRIATE TABLES, SHEETS 6-8 AT EACH INTERLOCK AND STRAIGHT AND CORNER ASTRAGAL LOCATION, PLUS SPECIFIED QUANTITY OF ADDITIONAL INTERMEDIATE ANCHORS PER PANEL. ADDITIONAL ANCHORS 24" O.C. MAXIMUM. ANCHORS AT THE MIDPOINT OF END PANELS ARE ONLY - - REQUIRED IF THE O.C. DISTANCE TO THE NEXT ANCHOR CLUSTER IS OVER 24", OTHERWISE ANCHORS ARE NOT CEN7ERLfNE OF REQUIRED AS PER THE FIGURE AT RIGHT: EN7 PAN JAMBS & P-HOOKS: 6" MAX. FROM BOTTOM, 21" MAX. ANCHOR PAIR O.C. (JAMBS), 14" MAX. ANCHOR O.C. (P-HOOK) UTILIZING ANCHOR QUANTITIES FROM APPROPRIATE TABLES, SHEETS 6-8. SEE P-HOOK ANCHOR DETAILS ON SHEET 14. "+2" ANCHORAGE 6„ SLI PCE NOTE: NON- STRUCTURAL ANCHORS MAY BE ADDED AS NEEDED TO ALIGN THE EXTERIOR HEAD OR SILL IF A SPLICE OCCURS AT THE P-HOOK. 69*11 2-TRACK coAeec IA&40 !'\I V\JI I\JI\ f r"I\ - REQUIRES SEE "C5" CLUSTER CENTERLINE CENTERLINE END PANEL • "C6" CLUSTER, SEE DETAILS, SHEET 11 DETAILS, SHEET 10 FOR ASTRAGAL �I OF ANCHORAGE—\ (2 ANCHORS) I 4.051 TERLOCK 3.5" ASTRAGAL Mg o ! _ or J • • o e - - _ r EXTERIOR +2" ANCHORAGE CENTERLINE "+2" ANCHORAGE CENTERLI OF PANEL! 3E OF PANEL 4 OF PANEL 5E SEE SHEET 11 FOR OTHER INTERMEDIATE ANCHORS ad By., Data: Ravislons: De A " ANCHORAGE SPACING & EXAMPLE PLANS SdBy Date: Reunions: 1070 TECHNOLOGYDRIVE N. VENICE, FL 34275 TIM ad By: Dam: Revisions- (941}480-1600 SERIES 770 ALUM. SGD - LM IMPACT Saies/MORaI: Sml": Sheet _.ing Na Rer. iwn 8y: JR Dele; 10/10/14 �hedcvd 8 . Date: CERT. OF AUTH. #29236 SGD-770 NTS 9 22 PGTO t 30 B PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By M ami-DaProduct Control 1' A. LYNN MILLER, P.E. P-F #t 58705 •• • • • • • • *••••• • • • •••••0 • ••••• • • • • • • • •••••• • • • ••• • • • . • ASTRAGAL OR SPLICE LOCATION INTERLOCK ----IF NEEDED CENTERLINE I EXTERIOR V 4" 2-TRACK FRAME HEAD/SILL ASTRAGAL OR INTERLOCK (USE WHERE 4 CLUSTER ANCHORS ARE REQUIRED, "C4") ASTRAGAL OR SPLICE LOCATION INTERLOCKA IF NEEDED CENTERLINE I EXTERIOR lul 3-TRACK FRAME HEAD/SILL P, ASTRAGAL OR INTERLOCK (USE WHERE 4 CLUSTER ANCHORS ARE REQUIRED, "C4") ASTRAGAL OR I (FOR SPLICE INTERLOCK—, CONDITION, USE CENTERLINE ( "C6" CLUSTER DETAIL) F 19 EXTERIOR 4" DIAG. IG 2-TRACK FRAME HEAD/SILL (a� ASTRAGAL OR INTERLOCK (USE WHERE 5 CLUSTER ANCHORS ARE REQUIRED, "C5") 4' ASTRAGAL OR SPLICE LOCATION INTERLOCK—t—IF NEEDED 2.04" r1Gr1ITC0I INK: EXTERIOR ASTRAGAL OR (FOR SPLICE INTERLOCK--] CONDITION, USE CENTERLINE II "C6" CLUSTER DETAIL) �i 3.5" 1, 8" 2.04" 4" DIAG. I-- 7 ----1 3-TRACK FRAME HEAD/SILL Cd) ASTRAGAL OR INTERLOCK (USE WHERE 5 CLUSTER ANCHORS ARE REQUIRED, "C5") G 8: 2-TRACK FRAME HEAD/SILL P. ASTRAGAL OR INTERLOCK (USE WHERE 6 CLUSTER ANCHORS ARE REQUIRED, "C6") ASTRAGAL OR I SPLICE LOCATION INTERLOCK IF NEEDED CENTERLINE 3.5" �- 3-TRACK FRAME HEAD/SILL ASTRAGAL OR INTERLOCK (USE WHERE 6 CLUSTER ANCHORS ARE REQUIRED, "C6") 4" DIAG. EXTERIOR 21" MAX. O.C. } 5.64" M O 6" MAX. 2-TRACK FRAME JAMB E ANCHOR PAIR 4-TRACK 6" DIAG. FRAME JAMB EXTERIOR ANCHOR PAIR 2.04" ANCHORS MAY BE INSTALLED 21 EITHER IN THE EXT. OR INT. MAX. 1 TRACK (INT. SHOWN) O.C. 5.64" 6" MAX I 3-TRACK FRAME JAMB ANCHOR PAIR DIAG. I 4" .. . . ...... •wwww• w .w NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED ON MIN. ALLOWED. 2. FOR HEAD OR SILL SPLICE LOCATIONS/ANCHORAGE AT P-HOOK SEE SHEET 9. (FOR SPLICE FOR SPLICED ASTRAGAL OR SPLICE LOCATION -IF ASTRAGAL OR I (FOR SPLICE ASTRAGAL OR INTERLOCK -� CONDITION, DO NOT CONDITIONS ONLY: INTERLOCK -4 NEEDED INTERLOCK -1 CONDITION, USE USE THIS DETAIL) SPLICE LOCATION CENTERLINE I CENTERLINE I "C6" CLUSTER DETAIL) CENTERLINE IF NEEDED 1.75" 3.5" 3,5" PRODUCT REVISED 3.5" 7" as complying with the Florida 3.5" Building Code NOA-No. 16-0629.06 2.04" 4" DIAG. 2.04" 4" DIAG, 2.04" Expiration Date 02/17/2020 By 2-04" 5.37" DIAG. f I 4" DIAG. Miami- a roduct Control 4.08" 4" DIA6. - 2.04" EXTERIOR EXTERIOR 7•. EXTERIOR T' V 4-TRACK FRAME HEAD/SILL 4-TRACK FRAME HEAD/SILL V 4-TRACK FRAME HEAD/SILL (cD- ASTRAGAL OR INTERLOCK (a) ASTRAGAL OR INTERLOCK (@_ ASTRAGAL OR INTERLOCK(USE WHERE 4 CLUSTER (USE WHERE 5 E (USE WHOCLUSTER REQUIRED, "C6") ANCHORS ARE REQUIRED, C4") ANCHORS ARE REQUIRED, C5") WITH &WITHOUT SPLICE CONDITION Revsd BY: Dfa.' Revisions JwcciDdon_ ANCHORAGE, EXAMPLE CLUSTERS - • . . Raysd By: DWa: Ravisions. 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 rme: .. nf�s4r�soo SERIES 770 ALUM. SGD - LM IMPACT � : R­dw.. Dale: Revislorm sa asmoder: sue: sheoc DswrjNo. A. LYNN MILLER, P.E. DrawnBY De!e: i0/10114 Checkod 8 . De!a:JR CERT. OFAUTti.29296 SGD-770 NTS 10 22 PGT0930 rB P.F.# 58705 2.04" 2.04" INTERIOR 2.04" INTERIOR 2.04" NOTES: INTERIOR INTERIOR 1. ALL DIMENSIONS SHOWN ° 7 ARE BASED ON MINIMUM 4" DIAG. 4" DIAG. 8.94" 6.12" 6.12" 3.5" i 3.5" ALLOWED, INTERIOR INTERIOR ° 7" INTERIO ° INTERIOR 2. DETAILS DEPICT ANCHOR 90° 3. 90° 3. 1 1 QUANTITY AND SPACING, EXTERIOR AND WOULD BE IDENTICAL ° EXTERIOR EXTERIOR 4" DIAG. ° 4" DIAG. FOR EXTERIOR OR INTERIOR \ _ CORNER CONFIGURATIONS. ° ° EXTERIOR 3.5" 4„ 3.5" 4„ 3.5" 3 5' "+1"ANCHOR 4" 2.04" EXTERIOR EXTERIOR 2.04" EXTERIOR 4' 2.041. '� 7 2.04" 8.94" � 90° CORNER 90° CORNER 135° CORNER 135° CORNER 2-TRACK FRAME HEAD/SILL 2-TRACK FRAME HEAD/SILL 2-TRACK FRAME HEAD/SILL 2-TRACK FRAME HEAD/SILL (USE WHERE 4 CLUSTER (USE WHERE 5 OR 6 CLUSTER (USE WHERE 4 CLUSTER (USE WHERE 5 OR 6 CLUSTER F PAN LWI: O ANCHORS ARE REQUIRED, "C4") ANCHORS ARE REQUIRED, "C6") ANCHORS ARE REQUIRED, "C4") ANCHORS ARE REQUIRED, "C6") OF PANEL 0*0 •• 4A8" "+2" ANCHOR ***4 • INTERIOR INTERIOR • • • • EXTERIOR 4.08" "+1 "ANCHOR • • 4" ° - - ---- 2.04" 4„ DIAG. INTERIOR 3.5" INTERIOR 7.41 ° • • 3.5" I • • • 90° 7" 135° CENTERLINE - EXTERIOR • .3 3 5" OF PANEL "+3" ANCHOR • • • 5.37" DIAG. 5,37" DIAG. _ ° CENTERLINE ° OF PANEL 2A4 4" DIAG. EXTERIOR EXTERIOR 7" 4" INTERIOR ON "+2" ANCHOR r3.5 90° CORNER 135° CORNER EXTERIOR3.5" \> 4" VIEWS Vn 7„ CENTERLINE I 3-TRACK FRAME HEAD/SILL 3-TRACK FRAME HEAD/SILL ("C6" ANCHOR CLUSTER REQUIRED {"C6" ANCHOR CLUSTER REQUIRED OF PANEL 2-TRACK FRAME HEAD/SILL AT ALL 3-TRACK CORNERS) AT ALL 3-TRACK CORNERS) 4" DIAG, INTERMEDIATE ANCHOR LAYOUT INTERIOR 6.12' INTERIOR 2.04" 2.04" 3.5" 6.12" EXTERIOR CENTERLINE 4 INTERIOR 5.881, 1 OF PANEL PRODUCT REVISED INTERIOR 135° + as complying with the Florida 3.5" " ANCHOR Building Code - — 4" � 2.04" NOA-No. 16-0629.06 ° ` q DIAG. �" j Expiration Date 02/17/2020 • j " FJ' G 3.5" 6.12" 4" DIAG. ° 6.12" % DIAGT Miam -D roduct Control 0 0 _ 7" EXTERIOR 2.04" 3.5" 4' 4„ DIAG. 3.5 3 5^ EXTERIOR T EXTERIOR /� 4 2 04" CENTERLINE - OF PANEL 90° CORNER 135° CORNER 4-TRACK FRAME HEAD/SILL 4-TRACK FRAME HEAD/SILL 4-TRACK FRAME HEAD/SILL ("28" ANCHOR CLUSTER REQUIRED ("C8" ANCHOR CLUSTER REQUIRED INTERMEDIATE ANCHOR LAYOUT AT ALL 4-TRACK CORNERS) AT ALL 4-TRACK CORNERS) (3-TRACK SIMILAR) Rarsd ay: Date., Revisions: Psaon f070TECHNOLOGY DRIVE ANCHORAGE, EXAMPLE CLUSTERS ' N. VENICE, FL 34275 nra Rovsd By OaW Revisions: (94f)480-1800 SERIES 770 ALUM. SGD - LM IMPACT S d.: I °i°.",v 1;Rar A. LYNN MILLER, P.E. Or ay: »era: Cha"xed By. 0an.: JR 10110114 CERT. OFAUTN. #29296 SGD-770 NTS 11 22 PGT0130 B P.E.# 58705 •••• .... ..•... •••••• ••••• .... ...... INSTALLATION DETAILS EDGE DISTANCE: SEE TABLE A, SHEET 1 EXTERIOR 1/4" a o MAX. SHIM EMBEDMENT: SEE TABLE A, SHEET 1 2X WOOD77n OD ANCHOR TYP-, TYP., SEE ANCHOR E ANCHOR NOTES NOTE 3, SHEET 1 &TABLE A, SHEET 1 2-TRACK FRAME HEAD S WOOD INSTALLATION WOOD ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 SEE ANCHOR NOTE 5, SHEET 1 (1/4" MAX.) _' G EXTERIOR a T 2-1 /16" * EMBEDMENT: SEE TABLE A, SHEET 1 EDGE DISTANCE: SEE TABLE A, SHEET 1 2-1 /16" * EMBEDMENT: SEE TABLE A, SHEET 1 EDGE DISTANCE: SEE TABLE A, SHEET 1 -- i - 2-1 /16" * 1/4" MAX. EXT R ( o SHIM EXTERIOR 4 I 2X WOOD WOOD ANCHOR TYP., METAL TYP., SMS ANCHOR TYP., TYP., SEE ANCHOR SEE ANCHOR NOTES SEE ANCHOR SEE ANCHOR NOTES NOTE 3, SHEET 1 & TABLE A, SHEET 1 NOTE 4, SHEET 1 & TABLE A, SHEET 1 E 3-TRACK FRAME HEAD E 4-TRACK FRAME HEAD Bw WOOD INSTALLATION Kcw METAL INSTALLATION 2X WOOD WOOD ANCHOR TYP., TYP., SEE ANCHOR SEE ANCHOR NOTES NOTE 3, SHEET 1 SEE & TABLE A, SHEET 1 ANCHOR NOTE 5, SHEET 1 (1/4" MAX.) EXTERIOR 2-1 /16" EDGE DISTANCE: SEE TABLE A, SHEET 1 EMBEDMENT: SEE TABLE A, SHEET 1 E 2-TRACK FRAME SILL K& WOOD INSTALLATION EMBEDMENT: SEE TABLE A, SHEET 1 2X WOOD TYP., SEE ANCHOR - NOTE 3, SHEET 1 r WOOD ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 EXTERIOR a 1/4" MAX. SHIM JR 1 10110114 } EDGE DISTANCE: SEE TABLE A, SHEET 1 2-1 /16" * E 2-TRACK FRAME JAMB Ko WOOD INSTALLATION Reviaio Date: 2X WOOD TYP., SEE ANCHOR NOTE 3, SHEET 1 SEE EDGE DISTANCE: SEE TABLE A, SHEET 1 -�4 — EMBEDMENT: SEE TABLE A, SHEET 1 DE 3-TRACK FRAME SILL Ew WOOD INSTALLATION j EMBEDMENT: SEE TABLE A, SHEET 1I ( f EDGE DISTANCE: 2X WOOD jl SEE TABLE A, TYP., SEE ANCHOR SHEET 1 NOTE 3, SHEET 1 JW'% I 2-1 /16" * WOOD ANCHOR TYP., SEE ANCHOR NOTES & TABLE A. SHEET 1 EXTERIOR ­�j `�/1 ID 1/4" MAX. SHIM ----I 1I� E 3-TRACK FRAME JAMB Hw WOOD INSTALLATION ANCHOR NOTE 5, SHEET 1 (1/4" MAX.) EXTERIOR 1 I a 2-1/16" * SMS ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE NOTES: 1/4" 1. ALL DIMENSIONS MAX. SHOWN ARE BASED SHIM ON MIN. ALLOWED. 2. METAL OR WOOD SUBSTRATES MAY BE USED FOR ALL FRAME TYPES PER TABLE A, SHEET 1. * DIAGONAL O.C. IS MIN 4" (HEAD & SILL) • OR 6" (JAMB) SEE • • • • METAL TYP., DETAILS, SHEETS 10•1�•, SEE ANCHOR Good NOTE 4, SHEET 1 • • 4-TRACK FRAME SILL Fw METAL INSTALLATION EMBEDMENT: SEE TABLE A, SHEET 1 EDGE DISTANCE: SEE TABLE A, METAL TYP., SHEET 1 SEE ANCHOR NOTE 4, SHEET 1 SMS ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 -MIN. OF 3 THREADS BEYOND • THE METAL SUBSTRATE • EMBEDMENT: SEE TABLE A, SHEET 1 • • EDGE DISTANCE: SEE TABLE A, SHEET 1 PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 T Expiration Date 02/17/2020 2-1/16" By Miami- ad / rir.�du.t Contro i "-MIN. OF 3 THREADS EXTERIOR BEYOND THE METAL 15 SUBSTRATE 1/4" MAX. SHIM -�E I-�- E 4-TRACK FRAME JAMB Iw METAL INSTALLATION t>�tpeo": 1070 TECHNOLOGY DRIVE ANCHORAGE DETAILS N. VENIC✓- FL 34275 T70d: (941}480-1600J?nf SERIES 770 ALUM. SGD - LM IMPACT Seq v wt Scefo; Sneat Dr V No. Rar CERT. OFAJTN. #29296 n SGD-770 NTS 12 et 22 PGT0130 B l/F_7 A. LYNN MILLER, P.E- P.E.# 58705 INSTALLATION DETAILS EMBEDMENT: SEE TABLE A, SHEET 1 EMBEDMENT: SEE TABLE A, SHEET 1 NOTES: EDGE DISTANCE: SEE EDGE DISTANCE: EDGE DISTANCE: 1. ALL DIMENSIONS CONCRETE CONCRETE SEE TABLE A, SHEET 1 CONCRETE SEE TABLE A, SHEET 1 SHOWN ARE BASED PER TABLE TABLE A, SHEET 1 A, SHEET 1 2-1/16" * PER TABLE 2-1/16" ` PER TABLE 2-1/16" * ON MIN. ALLOWED. A, SHEET 1 A, SHEET 1 1, 1/4" " DIAGONAL O.C. IS EXTERIOR •..a " M MIN 4"(HEAD &SILL) EMBEDMENT: 1/4" EXTERIOR1/47 EXTERIORDETAILS, SHEETS SEE TABLE A, MAX. MAX- 10 & 11. SHEET 1 SHIM SHIM a PROPERLY SECURED 1X CONCRETE ANCHOR TYP., PROPERLY SECURED 1X CONCRETE ANCHOR TYR., PROPERLY SECURED 1X CONCRETE ANCHOR TYP., WOOD BUCK TYP., SEE SEE ANCHOR NOTES & WOOD BUCK TYP., SEE SEE ANCHOR NOTES & WOOD BUCK TYP., SEE SEE ANCHOR NOTES & ANCHOR NOTE 3, SHEET 1 TABLE A, SHEET 1 ANCHOR NOTE 3, SHEET 1 TABLE A, SHEET 1 ANCHOR NOTE 3, SHEET 1 TABLE A, SHEET 1 E 2-TRACK FRAME HEAD E 3-TRACK FRAME HEAD E 4-TRACK FRAME HEAD Ac CONCRETE INSTALLATION Bc CONCRETE INSTALLATION K:cc7 CONCRETE INSTALLATION CONCRETE ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 SEE ANCHOR NOTE 5, SHEET-] A'� 1(1141. MAX.) EXTERIOR a 2-1 /16" PROPERLY SECURED 1X CONCRETE ANCHOR TYP., WOOD BUCK TYP., SEE SEE ANCHOR NOTES & ANCHOR NOTE 3, SHEET 1 TABLE A, SHEET 1 SEEANCHOR S leaam SHEETi 3-r r tir PROPERLY SECURED 1X WOOD BUCK TYP., SEE ANCHOR NOTE 3, SHEET 1 EXTERIOR I 2-1/16"* EDGE DISTANCE: CONCRETE SEE TABLE A, SHEET 1 PER TABLE EMBEDMENT: SEE TABLE A, SHEET 1 A, SHEET 1 E 2-TRACK FRAME SILL Dc CONCRETE INSTALLATION EMBEDMENT: SEE TABLE A, SHEET 1 �I i _' .. EDGE DISTANCE PROPERLY SECURED SEE TABLE A, 1 X WOOD BUCK TYP., SHEET 1 SEE ANCHOR NOTE 3, SHEETI 2-1l16" CONC./CMU ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 CONCRETE EXTERIOR OR CMU IG I I PER TABLE i /4" MAX. SHIM �—J A, SHEET 1 2-TRACK FRAME JAMB W CONCRETE/CMU INSTALLATION By: JR 1 101101140114 EDGE DISTANCE: SEE TABLE A, SHEET 1 EMBEDMENT: SEE TABLE A, SHEET 1 — E 3-TRACK FRAME SILL Ec CONCRETE INSTALLATION EMBEDMENT: SEE TABLE A, SHEET 1 --- ~I CONC./CMU ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 SEE ANCHOR NOTE 5, SHEET 1 (1/4" MAX.) EXTERIOR a 2-1 /16" CONCRETE PER TABLE A, SHEET 1 EDGE DISTANCE: I SEE TABLE A, SHEET 1 2-1/16" * PROPERLY SECURED , I . ' 1 X WOOD BUCK TYP., SEE ANCHOR NOTE 3, s CONCRETE SHEET 1 - OR CMU EXTERIOR PER TABLE A, SHEET 1 1/4" MAX. SHIM 3-TRACK FRAME JAMB He CONCRETE/CMU INSTALLATION 1070 TECHNOLOGY i N. VENICE, FL 34275 (94r)-430-1600 CERT. OFAUTH. #29296 CONCRETE ANCHOR TYP., PROPERLY SECURED 1 X SEE ANCHOR NOTES V WOOD BUCK TYP., SEE TABLE A, SHEETANCHOR NOTE 3, SHEET 1 EDGE DISTANCE: SEE TABLE A, SHEET 1 EMBEDMENT: SEE TABLE A, SHEET 1 E 4-TRACK FRAME SILL K& CONCRETE INSTALLATION EMBEDMENT: SEE TABLE A, SHEET 1 �I EDGE DISTANCE: PROPERLY SECURED SEE TABLE A, SHEET 1 1X WOOD BUCK TYP., SEE ANCHOR NOTE 3, SHEET 1 CONC./CMU ANCHOR 2-1/16" TYR, SEE ANCHOR NOTES & TABLE A, SHEET CONCRETE OR CMU EXTERIOR s PER TABLE TL A, SHEET 1 1/4" MAX.. SHIM -- I-- E 4-TRACK FRAME JAMB (c CONCRETE/CMU INSTALLATION D—pb: ANCHORAGE DETAILS Tors: SERIES 770 ALUM. SGD - LM IMPACT SwiawwA t &sla: S7reet Dnwlnq Na. Rer. sea-770 NTS 13 07 22 PGTO130 IB CONCRETE PER TABLE A, SHEET 1 PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By Miami-D,Add'Product Control INSTALLATION DETAILS WOOD FRAMING EMBEDMENT: SEE TABLE A, SHEET 1 EMBEDMENT: SEE TABLE A, SHEET i PHOOK WOOD ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 (ALSO SEE TYP. ILLUSTRATION, SHEET 9) FRAME JAMB REQUIRED AT ALL INSIDE POCKETS TO PREVENT P-HOOK MOUNTING ADAPTER WATER WOOD ANCHOR TYP., INFILTRATION SEE ANCHOR NOTES & TABLE A, SHEET 1 (ALSO SEE TYP. 2&ILLUSTRATION, SHEET 9) EDGE DISTANCE: SEE TABLE A, SHEET 1 EMBEDMENT: SEE TABLE A, 1�_. FYTCAIfIC] SHEET 1 P-HOOK CONCRETE OR CMU PER TABLE 2.693" MIN. A, SHEET 1 EDGE DISTANCE E P-HOOK FOR USE WITH FLAT SILL RISERS �w PARTS #18, #20, #22 OR #24, WOOD INSTALLATION EXTERIOR MOUNT SHOWN, (SEE TABLES 1A, 2A & 3A MAY ALSO BE INSTALLED IN FOR WATER RATINGS) INTERIOR CONDITION METAL TYP., SEE ANCHOR P-HOOK MOUNTING EMBEDMENT: SEE CONCRETE OR NOTE 4, SHEET 1, ADAPTER SMS TABLE A, SHEET 1 CMU PER TABLE MIN. OF 3 THREADS ANCHOR TYP., SEE A, SHEET 1 BEYOND THE METAL ANCHOR NOTES SUBSTRATE 28 & TABLE A, SHEET 1 (ALSO SEE TYP. EMBEDMENT: ILLUSTRATION, SEE TABLE EMBEDMENT: SHEET 9) SHEETI SEE TABLE A, EDGE DISTANCE: SEE SHEET 1 TABLE A, SHEET 1 P-HOOK SMS ANCHOR TYP., / EXTERIOR SEE ANCHOR NOTES - & TABLE A, SHEET 1 Tj!� 1�jl (ALSO SEE TYP. 2.693" MIN. ILLUSTRATION, SHEET 9) EDGE DISTANCE /fi-E--N P-HOOK FOR USE WITH BOX SILL RISERS �& PARTS #19, #21, #23 OR #25, METAL INSTALLATION EXTERIOR (SEE TABLES 1A. 2A & 3A MOUNT FOR WATER RATINGS) ONLY 2.693" MIN. EDGE _.-- DISTANCE CONC./CMU ANCHOR TYP., SEE 2s ANCHOR NOTES & TABLE A, SHEET 9 T-21/4" MIN. EDGE DISTANCE EXTERIOR EMBEDMENT: SEE TABLE A, SHEET 1 P-HOOK MOUNTING ADAPTER CONC./CMU ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 (ALSO SEE TYP. ILLUSTRATION, SHEET 9) P-HOOK FOR USE WITH ANY SILL RISER Jc PARTS #18, 920, #22 OR #24, CONCRETE/CMU INSTALLATION INTERIOR MOUNT SHOWN, (SEE TABLES 1A, 2A & 3A MAY ALSO BE INSTALLED IN FOR WATER RATINGS) EXTERIOR CONDITION EMBEDMENT: SEE TABLE A, SHEET 1 P-HOOK MOUNTING ADAPTER CONC./CMU ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 (ALSO SEE TYP, ILLUSTRATION, SHEET 9) 1-1/4" MIN. EDGE DISTANCE P-HOOK CONC./CMU EXTERIOR ANCHOR TYP., SEEall& n ANCHOR NOTES & TABLE V A, SHEET 1 2.693" MIN. (ALSO SEE TYP. EDGE DISTANCE ILLUSTRATION, SHEET 9) P-NOOK FOR USE WITH BOX SILL RISERS Kc PARTS #19, #21, #23 OR #25, CONCRETE INSTALLATION EXTERIOR (SEE TABLES 1A, 2A & 3A MOUNT FOR WATER RATINGS) ONLY ad fly: u°fe: Hawsmdn 1070 TECHNOLOGY DRNE N. VENICE, FL 34275 (941)-480-1600 I CERT. OFAUTH. #29296 --Ik, DeeaipWn: ANCHORAGE DETAILS cd By. Oete: Ra si°°s: ma: SERIES 770 ALUM. SGD - LM IMPACT cd By: Os!e: Reais(onv Sed—%fudrY SGD-7T0 Scare: NTS Sheet 14 °f 22 Drawing No. PGTO130 Rev: B Nn By.• JR fJa's: 10110114 Ch°dced8. Dafe: NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED ON MIN. ALLOWED. 2. FIGURES ON THIS SHEET ARE FOR ILLUSTRATIVE PURPOSES ONLY, SEE TABLE A, SHEET 1 FOR ALL APPROVED SUBSTRATES. 3. SEE TABES 1-3, SHEETS 6-8 FOR REQUIRED P-HOO=( .' AND P-HOOK 00 MOUNTING ADAPTE": ANCHOR QUANTIl11!V ALSO SEE EXAMPLE" ON SHEET 9. ••• PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By - --- Miami- �'roduct Control CONFIG. EXAMPLES HEADER DETAIL'A', SHEET 18; INSTALLATION DETAILS 'Aw' & 'Ac , SHEETS 12 & 13 NOTES: 1) SEE SHEET 17 FOR INDIVIDUAL PANEL CONFIGURATIONS AS APPLICABLE. SEE DP/ANCHOR TABLES, SHEETS 6-8 FOR MAX. PANEL HEIGHT AND WIDTH. SEE SHEETS 18 & 19 FOR SECTION DETAILS AND SHEETS 12-14 FOR INSTALLATION DETAILS. 2) (1) LOCK (ITEMS 75 & 107-110) AT EACH LOCKSTILE, LOCKING INTO KEEPER (ITEM 103) AT FRAME JAMB OR ASTRAGAL. 3) PLEASE SEE APPLICABLE ASTRAGAL&INTERLOCK COMBINATIONS PER DP/ANCHOR TABLES. SILL DETAIL'D', SHEET 18; INSTALLATION DETAILS 'Dw' &'Dc', SHEETS 12 & 13 PANEL CORNER RCTA H 0 MAX UNIT --� WIDTH MAX. DLO WIDTH PANEL PANEL PANEL PANEL TYPE TYPE TYPE 'QS' 'AS' TYPE 'A' 'K' NOM. , MAX. PANEL / / PANEL WIDTH TYP. HEIGHT SEE PER NOTE 2 TABLES 1-3 � a b --La 90, #10 X 1-1/2" PH SMS NOM. PANEL WIDTH TYP. PER TABLES 1-3 MAX. UNIT MAX- HEIGHT DLO PER HEIGHT TABLES 1-3 EXAMPLE: 90' INSIDE CORNER, 4 PANELS - =XX � SILICONE FRAME CORNER DETAIL Part # Description Material 124 Kommerling 4SG TPS Spacer System 125 Quanex Super Spacer nXT with Hot Melt Butyl See this 126 Quanex Duraseal Spacer Sheet far Materials 127 Cardinal XL Edge Spacer REFERENCE ILb I IZtF'UKI S: r IL-tsr, r, uybu �yry I JR 105ffl-W016 I �B IADDED SPACERS. JR 1 10/10/14 SILICONE STRUCTURAL HERS POLYISOBUTYLEN WITH DESICCANT #8X1" PH SMS EXT. GLASS STRUCTURAL SILICONE 114" NOM. FOAM WITH DESICCANT EXT. GLASS �i NT. GLASS 24 ,KODISPACE 4SG TPS BUTYL & DESICCANT FOAM-- EXT. GLASS -\ 1070 TECHNOLOGYDRIV N. VENICE, FL 34275 (941)-480-lsao CERT. OFAUTH. 429296 UNIT WIDTH INTERIOR EXTERIOR 90, CORNER DETAIL'N2', J ~ SHEET 19 & CORNER ANCHORAGE SHEET 11 ; INTERLOCK DETAIL 'M', SHEET 19 EXTERIOR INTERIOR JAMB DETAIL'G3', SHEET ,••' , 18; INSTALLATION DETAILS • •' 'Gw' &'Gc', SHEETS 12 & 13 •';' DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT = DOOR UNIT HEIGHT - 10.125• PANEL HEIGHT = DOOR UNIT HEIGHT - 1.86t" .' HOT -MELT BUTYL 3/16" NOM. `—INT. GLASS ,25 SUPER SPACER(DNXTTM _ALUMINUM REINFORCEMENT POLYISO- BUTYLENE 5/16" NOM7 SEAL ROLL -FORMED _ �V STAINLESS STEEL EXT. GLASS INT. GLASS ,Z6)DURASEALO SPACER DESICCANT FILL AREA 5/16' NOM. ' JI�—SILICONESEAL —INT. GLASS Cie) XL EDGE TMSPACER D.-AA- ANCHORAGE DETAILS / EXAMPLE ELEVATIO. TM. SERIES 770 ALUM. SGD - LM IMPACT �: � s� SGD-770 NTS 15 d 22 PGT0130 B PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By = Miami-Dad�Ps6duct Control REFERENCE ILb I IZtF'UKI S: r IL-tsr, r, uybu �yry I JR 105ffl-W016 I �B IADDED SPACERS. JR 1 10/10/14 SILICONE STRUCTURAL HERS POLYISOBUTYLEN WITH DESICCANT #8X1" PH SMS EXT. GLASS STRUCTURAL SILICONE 114" NOM. FOAM WITH DESICCANT EXT. GLASS �i NT. GLASS 24 ,KODISPACE 4SG TPS BUTYL & DESICCANT FOAM-- EXT. GLASS -\ 1070 TECHNOLOGYDRIV N. VENICE, FL 34275 (941)-480-lsao CERT. OFAUTH. 429296 UNIT WIDTH INTERIOR EXTERIOR 90, CORNER DETAIL'N2', J ~ SHEET 19 & CORNER ANCHORAGE SHEET 11 ; INTERLOCK DETAIL 'M', SHEET 19 EXTERIOR INTERIOR JAMB DETAIL'G3', SHEET ,••' , 18; INSTALLATION DETAILS • •' 'Gw' &'Gc', SHEETS 12 & 13 •';' DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT = DOOR UNIT HEIGHT - 10.125• PANEL HEIGHT = DOOR UNIT HEIGHT - 1.86t" .' HOT -MELT BUTYL 3/16" NOM. `—INT. GLASS ,25 SUPER SPACER(DNXTTM _ALUMINUM REINFORCEMENT POLYISO- BUTYLENE 5/16" NOM7 SEAL ROLL -FORMED _ �V STAINLESS STEEL EXT. GLASS INT. GLASS ,Z6)DURASEALO SPACER DESICCANT FILL AREA 5/16' NOM. ' JI�—SILICONESEAL —INT. GLASS Cie) XL EDGE TMSPACER D.-AA- ANCHORAGE DETAILS / EXAMPLE ELEVATIO. TM. SERIES 770 ALUM. SGD - LM IMPACT �: � s� SGD-770 NTS 15 d 22 PGT0130 B PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By = Miami-Dad�Ps6duct Control HOT -MELT BUTYL 3/16" NOM. `—INT. GLASS ,25 SUPER SPACER(DNXTTM _ALUMINUM REINFORCEMENT POLYISO- BUTYLENE 5/16" NOM7 SEAL ROLL -FORMED _ �V STAINLESS STEEL EXT. GLASS INT. GLASS ,Z6)DURASEALO SPACER DESICCANT FILL AREA 5/16' NOM. ' JI�—SILICONESEAL —INT. GLASS Cie) XL EDGE TMSPACER D.-AA- ANCHORAGE DETAILS / EXAMPLE ELEVATIO. TM. SERIES 770 ALUM. SGD - LM IMPACT �: � s� SGD-770 NTS 15 d 22 PGT0130 B PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By = Miami-Dad�Ps6duct Control CONFIG. EXAMPLES INTERLOCK DETAIL I FOR ALL DETAILS ON THIS SHEET, SEE NOTES ON SHEET 15 Z'M', SHEET 19 OPERABLE JAMB DETAIL'G3', SHEET 18; `^YINSTALLATION DETAILS 'Gw'&'Gc', SHEETS 12 & 13 MAX. IXED JAMB DETAIL 'G2', TDETAI TRAGAL HEADER DETAIL 'A', SHEET HEADER DETAIL 'A', SHEET 18; DLO 2SHEET 18; INSTALLATION LS'L1' & 18; INSTALLATION DETAILS INSTALLATION DETAILS 'Aw' &'Ac', SHEETS 12 & 13 WIDTI DETAILS 'Gvd &'Gc', L2, SHEET 19 'Aw' & 'Ac', SHEETS 12 & 13 TYP. SHEETS 12 & 13 - 90, PANEL PANEL PANEL PANEL TYPE TYPE TYPE TYPE 'R' L' D' A' MA NOM. UN PANEL HEIC WIDTH TYP. PE MAX" PER SEE TAB[ DLO TABLES 1-3 i NOTE 21 1-: HEIGHT SHEET 15 a � a O X X X MAX I INIT WInTH �I SEE FRAME & PANELCORNER CONSTRUCTION DETAILS SHEET 15 EXAMPLE: OXXX 2-TRACK EXTEI flOf PANEL PANEL PANEL PANEL TYPE TYPE TYPETYPE K. A CS, QS K MAX. T UNIT HT SILL DETAIL NOM. % HEIGHT D', SHEET PANEL SEE PER ES 18; MAX WIDTH TYP. TABLES I INSTALL DLO PER NOTE 2, 1-3 DETAILS HEIGHT TABLES 1-3 SHEET 15 'Dw' & 'Dc', SHEETS 12 [LT] a r &13; X X SILL DETAIL'D', SHEET 18; INSTALLATION DETAILS 'Dw' & 'Dc', SHEETS 12 & 13 JAMB DETAIL'G3', SHEET 18; INSTALLATION DETAILS 'Gw' & 'Gc', SHEETS 12 & 13 t INTERIOR INTERLOCK DETAIL M% SHEET 19 90' OUTSIDE CORNER DETAIL 'N1', SHEET 19 & CORNER ANCHORAGE SHEET 11 00 INTERIOR ••••• EXTERIOR • -�- MAX. UNIT WIDTH MAX. UNIT WIDTH EXAMPLE: 900 OUTSIDE CORNER - XX/XX {2-TRACK JAMB DETAIL'11', SHEET 18; ASTRAGAL DETAILS'L1' & INTERLOCK DETAIL'M', SHEET 19 INSTALLATION DETAILS'iw' & L2, SHEET 19� Z'1 INTERLOCK DETAIL'M', SHEET 19 'Ic', SHEETS 12 & 13� HEADER DETAIL 'B', SHEET 18; JAMB DETAIL'H2', SHEET P-HOOK DETAIL W & W, SHEET INSTALLATION JAMB DETAIL'12', SHEE"f 18; INSTALLATION 18; INSTALLATION DETAILS 19; INSTALLATION DETAILS DETAILS 'Bw' &'Bc', DETAILS 'Iw' & 'Ic', SHEETS 12 & 13 'Hw' & 'Hc', SHEETS 12 & 13 'Jc', 'Kw' & 'Kc', SHEET 14 SHEETS 12 & 13 7 MAX HE F TA �+ MAA. UNI I VVIU I" PANEL PANEL PANEL PANEL TYPE TYPE TYPE TYPE ,R. 'L, .M, 'F' UNIT NOM. GHT PANEL ER j� WIDTH TYP. 3LES MAX. SEE PER -3 DLO NOTE 2 TABLES 1-3 HEIGHT SHEET 15 a a a O X X X EXAMPLE: OXXXp (3-TRACK, RIGHT POCKET) Revisions: JR 1 10110114 SILL DETAIL'E', SHEET 18;- INSTALLATION DETAILS 'Ew &'Ec', SHEETS 12 & 13 MAX. UNIT WIDTH PANEL PANEL PANEL PANEL TYPE TYPE TYPE TYPE 'M' 'F' 'F' 'P' MA NOM, UN PANEL HEIC WIDTH TYP. PE EE NOTE MAX. PER TAB[ 2, DLO TABLES 1-3 1; SHEET 15 HEIGHT Li — O EXAMPLE: XXXO 4-TRACK, BY-PASS T HT R ES i SILL DETAIL'F', SHEET 18; INSTALLATION DETAILS 'Fw' &'Fc', SHEETS 12 & 13 NOM. PANEI WIDTH TYF�.. PER TABLESS• 1-3 •. • • HEADER DETAIL 'C', SHEET 18; INSTALLATION DETAILS 'Cw' & 'Cc', SHEETS 12 & 13 1070TECHNOLOGYDRIVE EXAMPLE ELEVATIONS N. VENICE, FL 34275 roe, (NI"80-1600 SERIES 770 ALUM. SGD - LM IMPACT SerruRhtlel: Sce!s: Sheet Cmm;rg No, Rer. CERT. OFAUTH.£29296 SGD-770 NTS 16 a22 PGTO130 B PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By Miami -Da o uct Control PANEL'S RIGHT STILE TYPE PANEL SINGLE INTERLOCK SINGLE INTERLOCK FIXED LOCKSTILE ASTRAGAL ASTRAGAL ASTRAGAL BOX OUT ASTRAGAL OX IN INT CORNER 90 EXT CORNER 90 LOCKSTILE EXT CORNER 90 R INT CORNER 90 R EXT CORNER EXT CORNER 135 INT CORNER TYPES STILE WIHANDLE BOX OUT BOX IN y�/ HANO E W/H ANDLE W/ NANDLIEE W HANDLE W/ HANDLE 90 RECEIVER #118 / HANDLE W/ HANDLER t El #118 #31 #31 SINGL tNTERLOCK F PP K TR l u TC T/-� TV `l W OUTE / (WLU� SINGLE OCK INTERLOCK P A C C IC SCE SC Q A V S W IN (Box our (aox IN) / TILE RR R S / �� F® FC FV FW SFE / (B I /$QS /� LOHANDILE D M _/ I� (Boxou) (ROXIA9 ASTRAGAL Box OUT W/ HANDLE f R (,� / PANEL NOTES: (1oxoup / 1. SEE DP TABLES 1-3, SHEETS 6-8 FOR PANEL. ASTRAGAL J\ J i V SIZES & DES(GN PRESSURE. 0 •. INTERIOR RIGHT W BOX IN W/ HANDLE / / LEFT 2. PANEL TYPES NOT SHOWN OR CROSSED OFF.. (BoxrN) PANEL PANEL ARE NOT REQUIRED FOR ANY CONFIGURATIONS. EXTERIOR AND ARE NOT AVAILABLE. f— Co ASTRAGAL Box OUT / STILE STILE .. 3.90° ASTRAGALS TO USE HEAVY-DUTY STILES • • UW j (BOXOUT) (Boxour/ PANEL "E" SHOWN. SEE TABLE FOR OTHER PANEL TYPES AND (#61), CORNER RECEIVER (#118) AND EITHER ••o APPLICABLE STILE/ASTRAGAL REQUIREMENTS. EXTERIOR (#119) OR INTERIOR (#120) CORNER • • ASTRAGAL ❑ / T W BOXIN �r / ASTRAGALS. 000 --1 (BOX IN) (BOX IN) • 4. 135° ASTRAGALS TO USE HEAVY-DUTY STILE6 INT CORNER M / / J 90 LOCKSTILE WI HANDLE � � / /C / (#61)AND CORNER ADDON (#31). i •• w z #120 �, --�--� � .232" SILL RISERS OPTIONS �j I � 232" EXT CORNER O ILE .yam �� / Q v- WLOCKSTILE NDL #119 rJ / —�-{ � 232 EXTERIOR EXTERIOR EXTERIOR 232 EXTERIOR I 062" 062" 4.055" 90 EXT CORNER*#118 // / �� W/ HANDLER �/ T Cam/ i f--1 a 062" 3.305° 2.555" f 1.567" qjj I ��K INT CORNER #61 / 90 RECEIVERAT AS DF / •062" I W/HANDLE #11a % PRODUCT REVISED as complying with the Florida 18' SILL RISER, FLAT * 20 SILL RISER, FLAT 22 SILL RISER. FLAT 24 SILL RISER, FLAT Building Code FLUSH, 1-1/2" (BLOW, 2-1/2" OMEDIUM, 3-1/4" OHIGH,4" NOA-No. 16-0629.06 EXT CORNER #11s 90 RECEIVER � / /� CF // #61 �'j �` 750" .750" Expiration Date 02/17/2020 I I EXTERIORn By / EXT CORNER #31 135 RECEIVER VT VS VF / WI HANDLE 1 j .750" EXTERIORF11 4 062" Miami -Dad roduct Control -1 EXTERIOR EXTERIOR ORNER #31S o JVF r35ANDLE #61 WF / / i 906" 062" 4.055" a� 062 3.305" 062" �LJT2.5555` SILL RISER, BOXI* SILL RISER, BOX SILL RISER, BOX SILL RISER, BOX 19' 21 " 23 25 HIGH, 4" FLUSH, 1-1/2" LOW, 2-1/2MEDIUM, 3-1/4" SEE SHEETS 6-8 �-/kI NOT VALID FOR WATER INFILTRATION RESISTANCE REQUIREMENTS, Reved Sr Cafe: Revisiarts: 1070 TECHNOLOGY DRIVE Ae.�'J^: PANEL TYPES _ Revsd 8Y Dete: Revrsons: N. VENICE, FL 34275 (941)4804600 Mw SERIES 770 ALUM. SGD — LM IMPACT Revsd By: Data: R&Wsfons sedes7lfodm: SGD-770 stela: NTS sna,c 17 "r 22 tkawinyfJn PGT0130 ��' B CERT. OFAUTN. #29296 ° A. LYNN MILLER. P.E. P.E.# 58705 j D awn By: JR Date: 10/10/14 Checked By. Dete: •••• •••••• • •••• •••••• • ASSEMBLY DETAILS (SEE SHEETS 12-14 FOR FOR INSTALLATION DETAILS) FULL LENGTH OF JAMB 600R61NJ E G1 2-TRACK JAMB CLIP #105 W1 RETAINER #106 11(SHOWN WITH FIXED PANEL TO THE INTERIOR) #10 X 314 SMS, X 3 6" LONG MIDSPAN EXTEF G EXTERIOR 123 FULL LENGTH G2 OF JAMB 2-TRACK JAMB CLIP #80 OR #105 WI RETAINER 9123 (SHOWN WITH FIXED PANEL TO 60 OR 61 THE EXTERIOR) EXTERIOR SHOWN WITH 16E2-TRACKW(SCREEN OPT. SCREEN A FRAME HEAD TRACK EXT EXTERI a E 2-TRACK W/SCREEN Q FRAME SILL ITEM 61 SHOWN, ITEM 60 ALSO APPLICABLE, SEE TABLES 1-3, SHEETS 6-8 FOR DP (PSF) ASSOCIATED WITH STILE. Rmd By' I Oato: I Revi-t+ons Drawn By. Dal.: Checked B . Oats: JR 1 10110114 60OR61 EXTERIOR EXTERIOR U E G3 2-TRACK JAMB (SHOWN WITH OPERABLE PANEL) E G4 2-TRACK JAMB W/SCREEN E 3-TRACK B FRAME HEAD EXT ET 3-TRACK E FRAME SILL 107-11 OR 61 FULL PANEL JAMB LENGTH 60 OR 61 SEE DETAIL G1 FOR FIXED PANEL CLIP SEE DETAIL G2 FOR FIXED PANEL CLIP EXTERIOR �EXTERIOR6d OR 61 �EXTER O ��� EXTERIOR 3-TRACK JAMB 4-TRACK 4-TRACK JAMB TH H1 (SHOWCN WITH B SHLEFSX O N WITH 11 FIXED PANEL 6E (SHOWN 12 OPERABLE OPERABLE PANEL) 7 THE EXTERIOR) THE INTERIOR) ••• •• • • i • E 4-TRACK C FRAME HEAD E 4-TRACK F FRAME SILL MAX. UNIT HEIGHT PER TABLES 1-3 Ve pw: 1070TECNNOLOGYDRIVE VERTICAL SECTION DETAILS N. VENICE, FL 34275 ree (NI80-1600 SERIES 770ALUM. SGD - LM IMPACT $.1i..1Y dai: etas: Shoot' D-.*v No. Rev: CERT. OFAUTN. A29296 SGD-770 NTS 1 18 et 22 PGTO130 B PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By -- — Miami-'Da�W Product Control ASSEMBLY DETAILS (SEE SHEETS 12-14 FOR FOR INSTALLATION DETAILS) OR 61 15 EXTERIOR �P-HOOK FOR FLAT SILLS (EXT. OR INT. MOUNT) E STANDARD ASTRAGAL #67 L1 WITH STANDARD STILES #60 EXTERIOR BOX ASTRAGAL SHOWN (BOX -OUT) MAY ALSO BE INSTALLED TOWARDS INTERIOR (BOX -IN) Rsmd 8y Dorn: Re W ns: Revsd Sy. Date: Revisions: Rev8d8y Date: Revlslo Drawn By Oats: Ch-kod8. Date: JR 10110114 60OR61 EXTERIOR eP-HOOK FOR BOX SILLS EXT. MOUNT ONLY LOCK PART 75 & 107-11 a EXTERIOR a M- 9 INTERIOR 4 INTERIOR 90, EXTERIOR a/ INTERIOR 61 61 118 %gwv:�O)�L EXTERIOR 113113 103 1i9 UEXTERIOR E HEAVY-DUTY ASTRAGAL #68 L2 WITH HEAVY-DUTY STILES #61 EXTERIOR BOX ASTRAGAL SHOWN (BOX -OUT) MAY ALSO BE INSTALLED TOWARDS INTERIOR (BOX -IN) E-I 135- OUTSIDE CORNER �2-TRACK SHOWN 14 e90' OUTSIDE CORNER 2-TRACK SHOWN S 1 11 7 14 11 5 7 02 4 INTERIOR 135' INSIDE CORNER / 2-TRACK SHOWN e90' INSIDE CORNER N2 2-TRACK SHOWN D­*ffon: 1070TECHNOLOCiYDf2!'/E L� HORIZONTAL SECTION DETAILS, CORNERS N. VENICE, FL 34275 rma: (941)490-1600 SERIES 770ALUM. SGD - LM IMPACT Sed.W.M Sr.M: Shoat Uravdng NaRer. CERT. OFAUTH. #29296 � SGD-770 NTS 99 or 22 PGTO130 B OR 61 EXTERIOR 15 sa oR s1 INTERLOCK n� • ITEM 961 (HEAVY-DUTY ... STILE) SHOWN, ITEM #60 ; (STANDARD STILE) ALSO APPLICABLE, SEE TABLES• • 1-3, SHEETS 6-8 FOR DP (PSF) ASSOCIATED WITH STILES. PRODUCT REVISED as complying with the Florida Building Code NDA-No. 16-0629.06 Expiration Date 02/17/2020 By Miami-Dald Product Control . ... ...... . ...... ...... 6000 0 .... ...... . .....• :000. .....• ..• . . . 1" 12- 1 KAUK HLAU (6063-T6 AL) 6.198" 1'211„ 0.081" O2-TRACK HEAD W/ SCREEN TRACK (6063-T6 AL) 0.081" 0.081 " 7.105" O3-TRACK HEAD (6063-T6 AL) 9.142" 04-TRACK HEAD (6063-T6 AL) 1.514" T 1.260" y 0.060" OFRAME HEAD/JAMB SCREEN ADD -ON (6063-T6 AL) SEE SHEET 17 FOR SILL RISERS. Drawn By: Date: JR 1 10110114 8.562" 10 4-TRACK SILL (6063-T6 AL) 1.36" 1.505" 1 0.081" 6.526" 0.080" 1.505" ;4==w 'I 03-TRACK SILL (6063-T6 AL) 0.062" 0.532" �I----a 1.516" FRAME SILL SCREEN 12 ADD -ON (6063-T6 AL) REQUIRES MIN. #10 SMS OR 3/16" MASONRY ANCHORS @ 24" MAX. O.C. 6.221 " 0.080" L 1 1.505" eO2-TRACK SILL W/ SCREEN TRACK (6063-T6 AL) 6.1981, 2-TRACK JAMB W/ 15 SCREEN TRACK (6063-T6 AL) 4.49" O.0 0.080" It1.211" 1.505" O7 2-TRACK SILL (6063-T6 AL) Imo--- 0.060" 0.760" - 1.990" FRAME SILL SCREEN 13 END ADD -ON (6063-T6 AL) REQUIRES MIN. #10 SMS OR 3/16" MASONRY ANCHORS @ 24" MAX. O.C. 15" 16 3-TRACK JAMB (6063-T6 AL) 14 2-TRACK JAMB (6063-T6 AL) O.0 17 4-TRACK JAMB (6063-T6 AL) va, pr- 1070 TECHNOLOGYDRIVE EXTRUSIONS N. VENICE, FL 34275 rse: (941�460-1600 SERIES 770 ALUM. SGD - LM IMPACT SsrlssAbda`. Scats: SrrxL Drawnp 7,U. Rer. Data: CERT. OFAUTH. #29296 jU70 SGD-770 NTS 21 w 22 PGT0130 B 1.872" ri 0.062" -4D 1.019" SCREEiv 4o STILE (6063-T6 AL) 59" -1 1.045" 1.993" 0.062" t SCREEN 45 TOP RAIL (6063-T6 AL) 1.993" ..... SCREEN • 4s BOTTOM RAIL, (6063-T6 AL) • PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By Miami -Dade duct Control 0.718" 0.83" 3.802" 2.304" 0.752" � 3.802" -- 0.752" LI �- 0.885" 0.574" 0.796" -- 1.163" 0.062" 0.080' ] 0.062' 0.264" 0.233" 0.062' 0.075" OFRAME COVER 11 TIRLLLCK 2s P-HOOK 28 ADAPTOR MOUNTING 28 CO O OK SCREW 0.080,, 3o P-HOOK FOR BOX RISER SCREW(6063-T6 AL) (6063-T6 AL) (6063 T6 AL) (6063-T6 AL) (6063-T6 AL) (6063-T6 AL) .016" 155" .1 1 e 2.30" 0.830" 1.974" -�-I� 2.44" 31 135' CORNER (6063-T6 AL) s7 STANDARD ASTRAGAL (6063-T6 AL) 1.003" 0.757" 0.050" 145 FIXED PANEL CLIP (6063-T6 AL) .550" - 0.709" 0.0801, --a 9FIXED PANEL RETAINER, 9/16" (6063-T6 AL) RavWons: "By: Gates Ghadcedey. Gate: JR _10110114 e 32 135° FIXED MOUNT (6063-T6 AL) 5" ss HEAVY DUTY ASTRAGAL (6063-T6 AL) E0.080" 1 0.709" 2.E II� 0.863 T FIXED PANEL 123 RETAINER, 7/8" (6063-T6 AL) 5" 1.z 80" 11s 90' CORNER RECEIVER (6063-T6 AL) )0 60 STANDARD STILE (6063-T6 AL) s9 TOP/BOTTOM RAIL (6063-T6 AL) si HEAVY DUTY STILE (6063-T6 AL) 1.739" --1 )0 0.062" INTERLOCK s2 ADAPTER (6063-T6 AL) 1.I050" 1.050" � 1.050" .289" .045" .6��.045"�-- 4�.0�45'-'I�- D GLAZING GLAZING GLAZING BEAD I G.) BEADL BEAD (6063-T6 AL) PANEL CLIP (6063-T6 AL) 113 90' OUTSIDE CORNER ASTRAGAL (6063-T6 AL) 1.Z (6063-T6 Al.) 5.621 " 120 90' INSIDE CORNER ASTRAGAL (6063-T6 AL) Da-ic+;w,: 1070 TECHNOLOGY DRIVE EXTRUSIONS N. VENICE FL 34275 rva: (941)-480-1600 SERIES 770 ALUM. SGD - LM IMPACT San�edlAodat; ��,�; ree Stt Drawing Ift Rar. CERT. OFAUTH. #29296 lk2T SGD-770 NTS 1 22 er 22 PGTO130 B 1.303" 0.325" 0.062" INTERLOCK s5 SCREW COVER (6063-T6 AL) • • • • • • PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0629.06 Expiration Date 02/17/2020 By Miami-Dat p"oduct Control •ff• •••• •••••• •••• •••••• • • • •••••• �01I�r�2v1� BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 UILDING ❑ ELECTRIC ❑ ROOFING FBC 201.y�:>` v` Master Permit No. 16--2Soo Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: a D3-q City: Miami Shores County: Miami Dade Zia: i �5 Folio/Parcel#: I 1 - 3%-p 5 - 0 3 i - -006 C) Is the Building Historically Designated: Yes NO ✓ Occupancy Type: Load: Construction Type: Flood Zone: ( :g-- BFE: FFE: OWNER: Name (Fee Simple Titleholder): �- ► td�"ap,�CW i Add Phone#: 30 '- I - 9Trj la.ccil —<-416�-p1J State: Zip: ity: LA4 Tenant/Lessee Name: 1 - Phone#: Email: Q h C �t-v 0 CONTRACTOR: Company Name: E (iir, : 6W1-4' j Phone#: Address: 5S 35 S� C#- City: ouu_i- State: d�-t. Zip: Qualifier Name: —T ,ti L-ex Gi,tltef, Phone#: State Certification or Registration #: G C} C DESIGNER: Architect/Engineer: Ad 1 Certificate of Competency #: ne#:�--- .State- Zip: ;�G (0 Value of Work for this Permit: $ ` Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: r I r It dtx �lJ Specify color of color thru tile: Submittal Fee $ /719 Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ ai CCF $ DBPR $ ❑ Demolition CO/CC $ Notary $s ' Q Double Fee $ Bond $ TOTAL FEE NOW DUE $ 1 :3 4 . ) (Revised02/24/2014) X 1' F Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, 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 rochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of comm ncement m a e ed at the job site for the first inspection which occurs seven (7) days after the building per �tis issued. 1 the abse ce of such po ed notice, the inspection will not be approved and a reinspection fee will be charged. Signatu or AGENT The foregoing instrument was acknowledged before me this day of Ot: +vL .#"— 201�)—, by wh is personally kno to me or who has produced W The foregoft instrument was acknowledged before me this I dayof G'Q�) 6 n7nE,�-t�22—, 20 (- by (So %10personally known to me or who has produced < <` wyu CXN as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY UBLIC: Sign- Sign: P,q. i nt: DEN Print: 's Slate Of lorida Seal: 'e Commission # FF 228649 Seal: t orop� Notary Public State of Florida M Comm. Expires May 10. 20 t 9 to ? ^ Sindia Alvarez Y p y . Bonded through National Notai v Asyl a My Commission FF 156750 t of ti°pA Expires 0910312018 APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Liz MAnLe7s] TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 Telephone: (305) 257-191 O Fax: (305) 257-1911 www.decotruss.com WARNING: Extreme Care is required in Handling, Erecting and Bracing Trusses. Refer to TPI's "HIB-91 Summary Sheet", which is attached, to the engineering package. BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded) It is your responsibility to determine that the dimensions conform to the architectural plans and all loads utilized herein meet or exceed the actual Dead Loads Specified and /or imposed on your structure, and Live Loads imposed by The Building Code. PERMANENT BRACING shall be designed and specified by the building designer for the structural safety of the building. It shall be the responsibility of the building designer to indicate size, location and attachments for all permanent bracing as required by design analysis. The design and location of all bracing shall be such that they work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity Permanent raeiAg includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The WeV4V?nlfer Planes.Tbe Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of Vialiuilding Desigaar. Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Ovcao m ents ANSI/iPl- 95 & WTCA-95 for further information) • • • • • TRUSS ERECTOR / INSTALLER (Builder) ' The proper and safe erection of all the trusses is exclusively your responsibility. You a:e c;w*oned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS•requir9d to 0wrDt toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced asple; the attached HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The'Engineering wberi erecting Trusses, to insure proper placement. Not all trusses are symmetrical in loading and/or design. Proper Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN. Never cut or alter trusses in anyway. Never concentrate Building Materials, such as Plywood or Blocks on installed Trusses. Alterations to Trusses: "The act of cutting or attaching any item that the truss was not originally designed for" Trusses cannot be altered from the attached engineering designs, with out proper re -designing by a Florida Registered Engineer. We highly recommend to our customers to use our engineer, however to our knowledge there is no code that states you must use the engineer, who sealed the truss engineering and layout. However, it is of the utmost importance that, any Florida Registered Engineer who takes the task of designing repairs to trusses, should be extremely knowledgeable, not only in structural designs but also have experience designing trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and homeowner waive all warranties and liabilities by Deco Truss Company, Inc., its officers and engineer. All future, questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and altered them. ALWAYS REFER TO THE ATTACHED HIB-91 Summary Sheet e' - Deco Truss Company, Inc. 13980 SW 252nd ST TRUSS COMPANY, INC_ kMiami, FL 33032 Trusses & Building Materials Tel: (305) 257-1910 Fax: (305) 257-1911 Re : 10243: Addition: Savits (JI) Site Information: Project Customer: DISTINCTIVE HOMES Job Name Addition: Savits (JI) Lot/Block: Subdivision .- Site Name: 1460 NE 103 St., Site Address: Miami Shores, FL St: Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2014/TP12007 Design Program: 7.61 Jan 29 2015 Roof Load: 55.013sf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 30 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 09/21/17 Al 2 09/21/17 A2 3 09/21/17 AG3 4 09/21/17 81 5 09/21/17 BG2 6 09/21/17 BG3 7 09/21/17 CJSc 8 09/21/17 CJ7 9 09/21/17 CRA 10 09/21/17 CJ7B 11 09/21/17 D1 12 09/21/17 D2 13 09/21/17 D3 14 09/21/17 DG4 15 09/21/17 J1 16 09/21/17 J3 17 09/21/17 J3A 18 09/21/17 J3C 19 09/21/17 J5 20 09/21/17 15A 21 09/21/17 J5B 22 09/21/17 15C 23 09/21/17 J7 24 09/21/17 RA No. Date Truss ID# Seal# 25 09/21/17 J78 26 09/21/17 V12 27 09/21/17 V15 28 09/21/17 V16 29 09/21/17 V4 30 09/21/17 V8 •••••• •••• •••••• • •••• • ••••• •••••• • • ••••• •• •• •• •• •••••• • • • • • •••••• ••••% • 0 1xltllIIll/////7 The seal on this index sheet indicates acceptance of professional engineering responsibility `,.�`�Jp .OLF,gG'e�.,,�� solely for the truss design drawings listed above and attached.>`� O .••DENS Truss Design Engineer's Name: Mahmound Zolfaghari P.E. License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 Consulti.lg F.ngiectr; N I390I S.','. Miami, Florida;3�,• $� 1. •_� }Phone 305-253-.2 g g ,g• ����` NOTE: The suitability and use of each component for any particular building is t'�hNteTi Ia Professional responsibility of the Building Designer, per 1-1995 Section 2. c ,,�d ��,�� n``�t,. 3642, p Y 9 g P pecia; Inspector L ica�at_.dd ` Page 1 of 1 Engineers Name Date Al I Hip I I 1 5: ., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. I hu Sep 21 13:u4:41 2U1 r rat ID:JxgOJDaO_3BckFK_7bV131 ycMZH-dF7LHcmQ8enokHik_v5_r3jo?HW6Hd8og71gHYyb 7-3-8 1 1-0-0 , - 18-3-8 5x6 = 5x6 = 3.00 12 2 3 Scale = 1,30.3 3x6 II 3.5 II 6-1-3 12-2-5 18-3-8 6-1-3 6-1-3 6-1-3 Plate Offsets (X Y)- [1 0-3-4 0-1 12] [2 0 3-0 0-2 12] [3 0.3-0 0-2-12) [4 0.3-4 0-1-121 [5 0-3-0 0-0-0] [6 0.2-0 0.1-0] [9 0.3-0 0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip COL 1.33 TC 0.74 i Vert(LL) 0.10 6-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(TL) -0.28 6-8 >767 240 • • BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 5 n/a n/a • • • • • • • see*:* • BCDL 10.0 Code FRC2014rrP12007 (Matrix-M) • )(Veight: 1(t6 Ib FT = 0 % LUMBER- BRACING- • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly agpl!ed or 4-8-10 Ic puns, except eftc!"AlAls. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied oreloWme (racing. • • • WEBS 2x4 SP No.2 MiTek recommends that Stabilgep qpd required gross bpcing be in a d g truss erection in accordance vith Stabilizer Instlalian •iaYe. REACTIONS. (lb/size) 9=990/0-8-0 (min. 0-1 -8), 5=990/0-8-0 (min. 0.1-8) • • • • • • • • • • Max Horz 9=48(LC 6) •••••• • • •••••• Max Uplift9=-726(LC 4), 5=-726(LC 5) • • • • • •• •• •• •• •••••• FORCES. Ib - Max. Comp./Max. Ten. - All forces 250 (lb)or less except when shown. • TOP CHORD 1-2=-1768/1917, 2-3=-1663/2080, 3-4=-1755/1900, 1-9=-928/1150, 4-5=-929/1149 0 0 0 • BOT CHORD 9-10=-406/324, 8-10=-406/324, 8-11=1816/1656, 7-11=1816/1656, 6-7=-1816/1656, 6-12=-406/321, 5-12=406/321 0 0 0 0 • • • • • • WEBS 2-8=-170/275, 3-6=-80/284, 1-8=-1323/1326, 4-6=-1308/1316 • • • • • • NOTES- • • • 000 • • • 1) Unbalanced roof live loads have been considered for this design. • • 2) Wind: ASCE 7-10; Vult=175m h 3-second gust)Vasd=136m h; HVHZ; TCDL=5.0 sf; BCDL=5.0 sf; h=17ft; Cat. II; Ex D. Part. Encl., GC I-0.55; MWFRS • • P( P P P P P- (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 2, 3, 9, 8, 6, 1, 5 and 4 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 7 checked for a plus or minus 5 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 726lb uplift at joint 9 and 726 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard klc};r 70und t -Dii'aghari, ?.F:, Coasultiag Engineers 13901 S.W. 108 Ave, tvliami, Florida 33176 Fhone 30-5-2 31-2423 Fax 30j-.235-4242 Florida Professional Engineering License No. 36921 Special J.nspcctor License: No. 636 10243 IA2 IHip 11 I 1 3x, 3x4 II 3x6 II i 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Sep 21 13:04:48 2017 Page 1 BckFK_7bVI31 ycMZH-5RhjVym2vyvfMRGwYccDNGGObht?02NxvnUDp_ybPrf 19-7-0 7-3-8 5x8 = 5x6 = 3.00 12 3 4 7-3-8 3x6 II 19- Scale = 1 32.( LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.55 Vert(LL) 0.09 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.71 Vert(TL) -0.27 8-9 >788 240 MT20HS• 167/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.02 8 n/a n/a • • • • • • • • • • • • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) • •1Neight:1111lb FT=O% • LUMBER- BRACING- • • • • • • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing direciiy applied or 5-2-13 oc p*Ans, exceptent verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied o• li,% Yac6racing. • • • WEBS 2x4 SP No.2 MiTek recommends that Stabiizer& jnd required cross t*acing be I talle ugng truss erection in accordance ith Stabilizer Installetiam ide. REACTIONS. (lb/size) 12=106110-8-0 (min. 0-1-8), 8=1061/0-8-0 (min. 0-1-8) 9666 • • 0 • • • Max Horz 12=48(LC 6) •••••• • • ••••• Max Uplift 12=-787(LC 4), 8=-787(LC 5) • • • • • •• •• 60969 •••••• FORCES. (lb)- Max. Comp./Max. Ten. - All forces 250 (lb)or less except when shown. • TOP CHORD 1-2=-336/376, 2-3=1750/1952, 3-4=-1626/1977, 4-5=-1762/1967, 5-6=-341/377 0 0 0 • BOT CHORD 13-14=436/360, 12-14=-436/360, 12-15=-436/360, 11-15=-436/360, 10-11=-1713/1619, 9-10=1713/1619, 9-16=-438/364, 8-16=438/364! 0 • • • • • • • • 8-17=-438/364, 7-17=-438/364 • • • • • • WEBS 2-11=-1304/1276, 2-12=-1021/1454. 5-9=-1316/1283, 5-8=-1017/1457 • • • • • • • • • • NOTES- • • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=17ft; Cat. ll; Exp D; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 12 and 787 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard MarroouP.e, Zoifpgha.ri, C`,-- isulting Engineers 1.3901 S.W. ! ;j A . �3176 ?tone :305-4't 2428 Fax :C s 235-42 Florida )Proles ;anal Ennineerjng License No. 36921 , 1peci3l 1nL'.'ctCrf' [,,.,^,';tl§G J. 636 Job Truss Truss Type Oty Ply Adtlition: Savits (JI) 70243 AG3 Hip Girder 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 MfTek Industries, Inc. Fn Sep 22 73u6:1 tl Zu1 / Pagel ID:JxgOJ Da0_3BckFK_7bV131 ycMZH-1 bh8gpc8MFgoVV8zZDFMjWQTVKkYmuR WFweuSuyb4jp 2-8-4 7-0-0 11-6-0 16-0-0 20-3-12 23-0-0 2-8-4 4-3-12 4-6-0 4-6-0 4-3-12 2-8-4 3.00 12 6x8 = 19 2x4 II 20 3 21 22 6x8 = Scale = 1:38.3 5x6 = 3x10 II 2x4 II 7x8 = 2x4 11 3x10 11 5x6 = 6x12 MT20HS II 0-8-0(0-1-10) 11-6-0 20-3-12 6x12 MT20HS II 0-8-0(0-1-10) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES • • • 614I1P TCLL 30.0 Plate Grip DOL 1.33 TC 0.88 Vert(LQ 0.25 7 >999 360 • ° � T20 • 244/190 • + • • : • TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(TL) -0.46 6-7 >600 240 • • T20HS • • VW1143 • BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.06 5 n/a n/a + • • BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) • • • Neight: 137" • 'IrT = 0% • • • • • + LUMBER- BRACING- • • • •++ TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directy%ppNed or 2-11-12 oc9'rins. • • BOT CHORD 2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied ort-•3-•1Q Qcbracing. • • • • + • • • WEBS 2x4 SP No.2 • • WEDGE ••+••• • • ••••• Left: 2x6 SP No.2, Right: 2x6 SP No.2 •••••• •••••� •••••• • REACTIONS. (lb/size) 1=1441/0-8-0 (min. 0-1-10), 5=1441/0-8-0 (min. 0-1-10) :**:a: • • Max Horz 1=48(LC 40) • • • • • • • • Max Upliftl=-1395(LC 3), 5=1395(LC 4) • • • • • • Max Grav1=1613(LC 22), 5=1613(LC 30) • • • • • FORCES. (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1-10=-6/41, 10-12=-1040/727, 2-12=-2939/2244, 2-19=-4324/3149, 19-20=-4324/3149, 3-20=-4324/3149, 3-21=-4324/3149, 21-22=4324/3149, 4-22=-4324/3149, 4-192939/2245, 15-17=10401728, 5-15=-6/41 BOT CHORD 9-23=0/0, 11-23=-O/O, 11-24=-792/1037, 13-24=-792/1037, 13-25=-2036/2780, 8-25=2036/2780, 8-26=2023/2799, 26-27=-2023/2799, 7-27=-2023/2799, 7-28=-1986/2799, 28-29=-1986/2799, 6-29=-1986/2799, 6-30=1999/2780, 18-30=1999/2780, 18-31=-757/1037, 16-31=-757/1037, 16-32=0/0, 14-32=0/0 WEBS 2-8=-221/246, 2-7=-1122/1770, 3-7=-570/754, 4-7=-1123/1770, 4-6=-221/246, 1-9=-47/72, 10-11=-877/723, 9-10=-O/0, 1-11=0/0, 12-13=-89/163, 11-12=-1530/1191, 10-13=-935/1358, 5-14=-47/72, 15-16=-877/721, 14-15=-O/O, 5-16=0/0, 17-18=-89/161, 16-17=-1530/1194, 15-18=-935/1358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft, Cat. Il; Exp D. Part. End., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1395 lb uplift at joint 1 and 1395 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 lb down and 104 lb up at 7-0-0, 25 lb down and 104 lb up at 9-0-12, 25 lb down and 104 lb up at 11-0-12. 25 lb down and 104 lb up at 11-11-4, and 251b down and 104 lb up at 13-11-4, and 25 lb down and 104 lb up at 111-0-0 on top chord, and 318 lb down and 212 lb up at 7-0-0. and 318 lb down and 212 lb up at 15-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 2-4=-90, 4-5=-90, 9-14=-20 Concentrated Loads (lb) Vert:2=-24 4=-24 8=-89 6=-89 19=-24 20=-24 21=-24 22=-24 26=-5 27=-5 28=-5 29=-5 Pvlahl-n ":7A zc, zsl yr); s'.f C nsultitts En 13901 S.W. 108 Ave. .Miami, Florida 331 7C Phone 305-25.3-2428 Fax 31J5-235-42 Florida Professional Engineering License No. 3692; Special Ir pe;torRio.636 Job Truss Truss Type City Ply Savds (JI) 10243 Bt COMMON 4 1 Edition: b Reference o tional UtUU I1<v JJ t,UMrANY INk—, Ynnceion, rL JJWZ, MHMIU CJYI IN C IrtM 8-3-12 3.00 f 12 3x6 II 0-4-0(0-1-8) ID:JxgOJDaO_3BckFK_7bV131ycMZH-TueX_zifdPTF14sDC2rwE?49C3tuo9r_1 K2Y1 Myb4hE 16-7-8 8-3-12 5x6 = 8-3-12 1 13-11-4 3x6 II 0-4-0(0-1-8) Scale = 1:27.4 16-7 E LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES • • �ORR1P• TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 Vert(LL) 0.02 8 >999 360 • WT20 • 244/190 • • • • � • TCDL 15.0 Lumber DOL 1.33 BC 0.53 Vert(TL) -0.14 6-8 >936 240 • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) -0.01 6 n/a n/a + • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) • • • • Weight: 90 le • • IrT = 0 % • • • • • • LUMBER- BRACING- • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing direc*%ft ed or 6-0-04bc VrliRs. • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direct) applied o eracin • • • • • 9 9 Y PP �� g • ••••r WEBS 2x4 SP No.2 • • • WEDGE .1•••• • • ••••• Left: 2x4 SP No.2, Right: 2x4 SP No.2 • • • • • • • • • • • 0 000000 • REACTIONS. (lb/size) 9=918/0-4-0 (min. 0-1-8), 6=918/0-4-0 (min. 0-1-8) • • • • • • • • Max Horz9=56(LC 6) • • • • • •• % Max Uplift9=-677(LC 4), 6=-677(LC 5) • • • • • • FORCES. (lb) Maximum Compression/Maximum ression/Maximum Tension • • • ( ) P •• • ••• • • • • • • • • • TOP CHORD 1-11=-100/321, 2-11=-125/569, 2-16=-722/762, 3-16=-652/769, 3-17=-652/769, 4-17=-722/762, 4-14=125/569, 5-14=-100/321 BOT CHORD 10-18=-238/88, 12-18=-238/88, 12-19=-523/129, 9-19=-523/129, 9-20=-523/129, 8-20=-523/129, 7-8=-523/129, 7-21=523/129, 6-21=-523/129, 6-22=-523/129, 15-22*423/129, 15-23=-238/88, 13-23=-238/88 WEBS 3-8=-123/291, 2-8=-679/707, 2-9=-812/1050, 4-8=-679/707, 4-6=-812/1050, 1-10=-12/125, 11-12=-187/137, 10-11=-58/198, 1-12=-241/85, 5-13=-12/125, 14-1 5=-1 87/137, 13-14=-58/198, 5-15=-241 /85 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=S.Opsf, h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) -0-0-7 to 2-8-4, Interior(1) 2-8-4 to 5-3-12, Exterior(2) 5-3-12 to 8-3-12, Interior(1) 11-3-12 to 13-7-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 677 lb uplift at joint 9 and 677lb uplift at joint 6. 5) This truss has been designed for a moving concentrated load of 200,01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 10- hnlour_u' (Dila 3i C'1, P.E. Corlsulting nglneers 1311101 S.W. 1Ct3.Ave- ^vlian3i, Florle A _Y3176 Phone 305-153... , 28 Fa,,,. 0-)- _%35-42 Florida Profess';-nal Engineering License. No. 3692 Special L1spcc-tor `,i.�ensr No. 636 Job Truss Truss Type Qty Ply Addition: Savits (JI) 10243 BG2 HIP GIRDER 1 1 Job Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032, MAR10 ESPINEIRA r.oiu s ian za zuin mi i eK inousmes, MG. rri OUP « io. 14 - —1 r rayc ID:JxgOJDaO_3BckFK_7bV131ycMZH-8ueLBBvpmKOQb3mCsG6ccNdAQQxKRX2mtf8AQpyb4eG 2-8-4 7-0-0 9-7-8 13-11-4 16-7-8 2-8-4 4-3-12 2-7-8 4-3-12 2-8-4 3,00 12 6x12 MT20HS I I 04-0(0-1-8) 6x6 18 5x6 = 6x12 MT20HS 11 0-4-0(0-1-8) 7-0-0 9-7-8 , 13-11-4 14,-1-4 15-11-8 Scale = 1,27.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.66 Vert(LL) 0.10 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(TL) -0.18 6-7 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FRC2014/IPI2007 (Matrix-M) Weight: 96 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. WEBS 2x4 SP No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 1=1067/0-4-0 (min. 0-1-8), 4=1067/0-4-0 (min. 0-1-8) Max Horz 1=-48(LC 6) Max Uplift 1 =-1 074(LC 5), 4=-1074(LC 6) Max Grav1=1142(LC 21). 4=1142(LC 28) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-4/46, 9-11=-525/385, 2-1 1=1614/1380,2-18=-1547/1354, 3-18=-1547/1354, 3-16=-1620/1380, 14-16=525/386, 4-14=-4/46 BOT CHORD 8-19=-O/O, 10-19=-O/O, 10-12=-490/557, 12-20=1213/1509, 7-20=1213/1509, 7-21=-1218/1546, 6-21=-1218/1546, 6-22=-1181/1515, 5-22=-1181/1515, 5-17"16W*65, 15-17=-455/559, 15-23=0/0, 13-23=0/0 • • • • • • • • • 10-11=-914/806, 9-12=-547A2.4-T3=�0/89, 14-1,j=•Vy/452, 13-14=-0/0,� 315=0/0, WEBS 2-7=74/486, 2-6=-171/182, 3-6=-97/427, 1-8=-40/89, 9-10=-528/454, 8-9=-O/O, 1-10=-O/O, 11-12=-117/179, 16-17=-117/177,15-16=-917/808,14-17=-549/755 • ••••• 0 0 0 •••• •••••• • NOTES- 000000 • • • 1) Unbalanced roof live loads have been considered for this design. • • • • • • 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf, h=17ft, Cat. II; Exp D; Part. Encl., GCpi=0.55; MVjMM75• • • • • (envelope); Lumber DOL=1.60 plate grip DOL=1.60 0000 • • • • • • • • • • 3) Provide adequate drainage to prevent water ponding. • • 4) All plates are MT20 plates unless otherwise indicated. • % • •: • • • • • • • • 5) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • • • • • • • • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1074 lb uplift at joint 1 and 1074 lb uplift at joint 4. • 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, : • • : • : • • nonconcurrent with any other live loads. • • • • • • • • • • 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • • • 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 lb down and 104 lb up at 7-0-0, and 25 lb down end 104811b • • • up at 8-3-12, and 25 lb down and 104 lb up at 9-7-8 on top chord, and 339 lb down and 271 lb up at 7-0-0, and 339 lb down and 271 lb up at 9-6-12 A gojldm • • • • • • • • chord. The design/selection of such connection device(s) is the responsibility of others. • • LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-4=-90, 8-13=-20 Concentrated Loads (lb) Vert: 2=-24 3=-24 7=-110 6=-110 18=-24 21=-5 Mahmound Zolfaghari, P.E. C OUSLI1 ing Engineers 13901 S-W, 108 Ave. Miami>33176 Phone 30- -.- -2428 Fa.; 305-23 -42-, Floric:'a PI -of, sional Engineering Lic nswNo. 36 )2 Job Truss Truss Type Uly I Fly Aaaitlon: sawts tip ,10243 1 BG3 HIP GIRDER 1 1 1 DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Sep 21 13:04:50 2017 Page 1 ID:JxgOJDaO_3BckFK_7bV131ycMZH-1gpTveolQZ9NbkQJf1 ehThLO9UczUAPEM5zKusybPr[ 2-8-4 7-0-0 9-7-8 13-11-4 — t6-7-8 2-8-4 4-3-12 2-7-8 4-3-12 2-8-4 5x6 = 5xlo = PROPER ERECTION IS CRITICAL 3.00 12 2 18 3 SINCE TRUSS IS NOT SYMMETRICAL. 3x12 II 4x6 = 5x12 II 7-0-0 2-6-4 16-7-8 LOADING (psf) SPACING- 2-0-0 CS'- DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) 0.06 7-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(TL) -0.16 8 >569 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) Weight: 97 lb FT = 0 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 *Except' W1: 2x4 SP No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 Scale = 1:27.' BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=659/0-8-0 (min. 0-1-8), 4=667/0-8-0 (min. 0-1-8), 1=787/0-4-0 (min. 0-1-8) Max Horz1=48(LC 38) Max Uplift6=-665(LC 4), 4=-405(LC 4), 1=-851(LC 3) Max Grav6=1089(LC 25), 4=667(LC 1). 1=792(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-16=563/485, 2-18=529/478, 3-18=529/478, 3-11=578/525 BOT CHORD 17-20=-396/520, 7-20=-396/520, 7-21=-386/529, 6-21=-386/529, 6-22=-428/534, 22-23=-428/534, 5-23=-428/534, 5-12=428/534 • • WEBS 3-6=-286/246, 10-11=-322/278, 9-12=183/255, 14-15=-411/381, 15-16=-351/321, 14-17=-166/264 a • s • • 0 NOTES- • • • + • • • • 1) Unbalanced roof live loads have been considered for this design. • • • 2) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D, End., GCpi=0.18; MWFR!? • ° • a • • so** • a • • • • (envelope); cantilever left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 • s • • • S • a • 3) Provide adequate drainage to prevent water ponding. • • • • • • 4 Plates checked fora plus or minus 0 degree rotation about its center. • • • a • • a • 60000 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 665 Ito uplift at joint 6, 405lb uplift at joint 4 and 851 lb uplift at4jq" 1, • • • • S r 6) This truss has been designed for a moving concentrated load of 200.0110 dead located at all mid panels and at all panel points along the Bottom Chord, a • e••••• nonconcument with any other live loads. • • • • ••••• • • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • o • • • • • • • • a • • • 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 Ito down and 135 Ito up at 7-0-0, and 25 Ito down and 135 lb • up at B-3-12, and 25 Ito down and 81 Ito up at 9-7-8 on top chord, and 339 lb down and 271 Ito up at 7-0-0, and 318 Ito down and 125 lb up at 9-6-12 on9bdt t • 0 • • s chord. The design/selection of such connection device(s) is the responsibility of others. a • s • *too** •Soso• LOAD CASE(S) Standard • • • • • • • 1) Dead - Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 • s 0 • • • • *so* Uniform Loads (plf) • • Vert: 1-2=-90, 2-3=-90, 3-4=-90, 8-13=-20 • e Concentrated Loads (lb) Vert:2=-24 3=-24 7=-110 18=-24 21=-5 22=-89 Consuitil =:i it,eer :390! S.W. xil A, rt. 14ianii, i�lorida 33 Phone 305-253-2428 Fax '05-2.35-424 Florida Fero ecci;xlai Et: ineering License No. 36921 10243 I D1 I Common 12 I 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032. MARIO ESPINEIRA 7.610 s Jan 29 2015 MiTek Industries. Inc. Fri Sep 22 13:13:44 2017 Page 1 ID:JxgOJDaO_3BckFK_7bV131ycMZH-zPekHJOvKHsW?2EhhtFyoZup460zGhH9pJgV62yb4c 5x6 = 3.00 F12 2 0-8-0(0-1-6) 13-10-6 0-8-0(0-1-8) 14-8-10 Scale = 1:25.4 Io LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/rP12007 CSI. TC 0.36 BC 0.65 WB 0.06 (Matrix-M) DEFL. in (lac) I/deft L/d Vert(LL) 0.04 4-9 >999 360 Vert(TL) -0.16 4-9 >999 240 Horz(TL) 0.02 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 72 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. WEBS 2x4 SP No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 1=850/0-8-0 (min. 0-1-8), 3=850/0-8-0 (min. 0-1-8) Max Horz 1=52(LC 6) Max Uplift1=615(1_C 4), 3=-615(LC 5) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-6=0/45, 6-8=-487/525, 8-15=-1195/1331, 15-16=1144/1335, 2-16=-1133/1343, 2-17=1133/1343, 17-18=1144/1335, 13-18=-1195/1331, 11-13=-487/525, 3-11=-0/45 BOT CHORD 5-19=-0/0, 7-19=-0/0, 7-20=-457/415, 9-20=-457/415, 9-21=1113/1099, 4-21=-1113/1099, 4-22=-1113/1099, 14-22=-1113/1099, 14-23=-457/415, 12-23=-457/415, 12-24=0/0, 10-24=0/0 WEBS 2-4=0/285, 1-5=-7/150, 6-7=481/565, 5-6=-0/0, 1-7=-0/0, 8-9=-211/376, 7-8=-518/574, 6-9=550/538, 3-10=-7/150, 11-12=-481/565, 10-11=0/0, 3-12=-0/0, 13-14=-211/376, 12-13=-518/574, 11-14=-550/538 NOTES- • • 1) Unbalanced roof live loads have been considered for this design. • • • 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. 11; Exp D; Part. End., GCpi=0.55; MAW§ • • • • • • • • • • • • • • • (envelope) and C-C Exterior(2) -0-0-7 to 2-11-9, Interior(i) 2-11-9 to 4-8-5, Exterior(2) 4-8-5 to 7-8-5, Interior(1) 10-8-5 to 12-5-1 zone,C-C for members and • • • forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • • 0000 • 000000 3 Plates checked fora plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 lb uplift at joint 1 and 615 lb uplift at joint 3. • • • • • • 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, 0000 • • • • nonconcurrent with any other live loads. • • • • • • • • 0000 ••• • • • • • 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • ••••• • • • ••••• • • • • • LOAD CASE(S) Standard • • • • • • • • •••••• • • • • • • • • • • • • • • •••••• Pvi<;h:Ti,:t1??G [Cliii�ar:,.P.=-. Consulting i ngir,eers 13901 S.W. IR Ave. Aiafni, Florida 331 Y6 Phone 305-253..2428 Fax 3 s5-23S-424`. Florida. Professional Engineering License No. 36921 Spec -;,A! 1 .;P,-cWT License ;','o. 636 �I10243 I D2 I COMMON DECO TRUSS COMPANY INC., Princeton, FL 33032 1-2-11 6-6-1 1-2-11 6-6-1 3.00 12 14 8 13 T1 2 9 18 7 173xl2 II 3x6 It 6-6-1 1 I 1 IJobR, s Jan 29 2015 Print: 7.610 s 5x6 = 3 6 19 2x4 II 1-2-11 ' Scale = 1:241 15 16 T1 11 4 5 i 12 20 10 3x12 II 3x6 It LOADING (psl) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 Vert(LL) 0.04 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(TL) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) Weight: 74 Ito FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-10 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during WEDGE truss erection in accordance with Stabilizer Installation guide. Left: 2x4 SP No.2, Right: 2x4 SP No.2 REACTIONS. (lb/size) 2=831/0-8-0 (min. 0-1-8), 4=831/0-8-0 (min. 0-1-8) Max Herz 2=58(LC 4) Max Uplift2=-641(LC 4). 4=-641(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-484/476, 8-13=-1246/1408, 13-14=1235/1413, 3-14=-1185/1421, 3-15=-1185/1421, 15-16=-1235/1413, 11-16=-1246/1408, 4-11=-484/476 BOT CHORD 7-17=-459/464, 9-17=-459/464, 9-18=-1171/1150, 6-18=-1171/1150, 6-19=1171/1150, 12-19=-1171/1150, 12-20=-459/464, 10-20=-459/464 WEBS 3-6=0/274, 2-7=-486/647, 8-9=-199/381, 7-8=-547/623, 2-9=-520/505, 4-10=-486/647, 11-12=199/381, 10-11=547/623, 4-12=-520/505 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=17ft; Cat. 11; Exp D. Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) -1-3-6 to 1-8-10, Interior(1) 1-8-10 to 3-6-1, Exterior(2) 3-6-1 to 6-6-1, Interior(1) 9-6-1 to 11-3-8 zone;C-C for members and forces • • & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • • 3) Plates checked for a plus or minus 0 degree rotation about its center. 0 • • • • • • • • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641 lb uplift at joint 2 and 641 lb uplift at joint 4. • • • • • • • • 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, • • •••••• • nonconcurrent with any other live loads. • •••• •••••• 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • • • • • • •••• • • LOAD CASE(S) Standard • • • • • • • • • • •••• • •••••• • • ••••• • ••••• •• •• •• •• •••••• • •••••• • • • • • • •••••• • Consulting Engim,,crs —901 ifxrtii, orida 3176 Phowie 305-25"s-2428 Fay " s:J-235-42 4 Flo-ir a Engineering License No. 3692i Spec 10243 103 Common 1 1 1 1 0-8-0(0-1-8) 1-2-4 ID:JxgOJDaO_3BckFK_7 5x6 = 3.00 F12 2 V-4 5/8" FLAT TOP 7-8-5 Scale = 1:25.8 E 13-10-6 0-8-0(0-1-8) 14-8-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.39 Vert(LL) 0.05 4-9 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.16 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) Weight: 72 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing. WEBS 2x4 SP No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 1=850/0-8-0 (min. 0-1-8), 3=850/0-8-0 (min. 0-1-8) Max Horz 1=50(LC 6) Max Uplift1=615(LC 4), 3=-615(LC 5) FORCES. (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-6=0/45, 6-8=493/569, 8-15=-1225/1448, 15-16=1213/1448, 2-16=-1 l65/1459, 2-17=1165/1459, 17-18=-1213/1448, 13-18=-1225/1448, 11-13=-493/569, 3-11=-0/45 BOT CHORD 5-19=-0/0, 7-19=-0/0, 7-20=-497/421, 9-20=-497/421, 9-21=-1228/1135, 4-21=1228/1135, 4-22=1228/1135, 14-22=-1228/1135, 14-23=-497/421, 12-23=-497/421, 12-24=0/0, 10-24=0/0 WEBS 2-4=0/281, 1-5=-8/150, 6-7=-478/583, 5-6=-0/0, 1-7=-0/0, 8-9=-213/405, 7-8=-529/621, 6-9=-605/553, 3-10=-8/150, 11-12=-478/583, 10-11=-0/0, 3-12=-0/0, 13-14=-213/405, 12-13=529/621, 11-14=-605/553 NOTES- •••••• 1) Unbalanced roof live loads have been considered for this design. • • • 000000 BCDL=5.Dpsf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55, MW • 2) Wind: ASCE 7-10. Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; (envelope) and C-C Exterior(2) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 3-5-6, Extedor(2) 3-5-6 to 7-8-5, Interior(1) 11-11-4 to 12-5-1 zone;C-C for members and so** • • • • forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 so*:** • • • • • • • • • • 3) Plates checked for a plus or minus 0 degree rotation about its center. • • • 0 • • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 lb uplift at joint 1 and 615 Ito uplift at joint 3. • • • • • • 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, • • • • • • • • nonconcurrent with any other live loads. • • • • • • : • • • • • 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • • • • •••••• • • ••••• • • LOAD CASE(S) Standard • • • • • • • • • • • • • • • • • • • • • • •••••• • Mahmound Zclfaf; lac;. P.F. Consulting Enginccrs 13901 S.V. 10',n„, Miami. Flo-, id'a 33176 Phone 305-25 3. 2413 Fax 2:35-4:24 Florida Eniginc ring License No. 3692i 1_ .:, Pect>il r,� ^.tot 'Q J r,,7b 10243 1 DG4 Hip Girder COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 7.610 s Jan 29 2015 MiTek Industries, Inc. Fn Sep 22 13:1 r ID:JxgOJ Da0_3 BckFK_7bV131 ycMZH-Pmirsjw4aKDJQ490J?4T3ONxIGCOEef 5-0-0 10-4-10 15-4-10 5-0-0 5-4-10 5-0-0 3.00 rl2 5x6 = 0-8-0(0-1-12) 17 18 5x8 = 5x10 II 5x10 II 14-2-6 0-8-0(0-1-12) 15-4-10 Scale = 1:2T5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) 0.12 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(TL) -0.36 5-6 >521 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.05 4 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc pudins. BOT CHORD 2x6 SP NoA D BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. WEBS 2x4 SP No.2 WEDGE Left: 2x4 SP No.2, Right: 2x4 SP No-2 REACTIONS. (lb/size) 1=1159/0-8-0 (min. 0-1-12), 4=1159/0-8-0 (min. 0-1-12) Max Horz 1=34(LC 5) Max Upliftl=-1031(LC 3), 4=1031(LC 4) Max Grav 1 = 1 742(LC 21), 4=1742(LC 28) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-5/26, 8-10=-1630/845, 2-10=4048/2084, 2-17=-3958/2044, 17-18=-3958/2044, 3-18=-3958/2044, 3-15=-4067/2100, 13-15=-1634/846, 4-13=-5/26 BOT CHORD 7-19=-O/O, 9-19=-0/0, 9-20=-816/1566,11-20=-816/1566,11-21=-1935/3862, 6-21=-1935/3862, 6-22=-1929/3983,22-23=-1929/3983,23-24=-1929/3983, 5-24=-1929/3983, 5-25=-1923/3881, 16-25=1923/3881, 16-26=-797/1570, 14-26=-797/1570, 14-27=0/0, 12-27=0/0 WEBS 2-6=-73/937, 3-6=-201/161, 3-5=-71/992, 1-7=-29/71, 8-9=882/583, 7-8=-0/0, 1-9=-O/O, 10-11=-131/98, 9-10=-1553/810, 8-11=704/1419, 4-12=-29/71, 13-1V-881/V0, 12-13=-0/0, 4-14=-O/O, 15-16=-136/100, 14-15=-1559/818, 13-16=-705/1426 • • • • • • e • e NOTES- • • • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; M�q"* • • (envelope); Lumber DOL=1.60 plate grip DOL=1.60 000000 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. • 0000 • 5) Plates checked for a plus or minus 0 degree rotation about its center. 0000 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1031 lb uplift at joint 1 and 1031 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.O11b dead located at all mid panels and at all panel points along the Bottom Chord, 000000 nonconcurrent with any other live loads. • • • • • • 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 95 lb up at 5-0-0, 76 lb down and 90IE•pra! • 7-0-12, and 76 Ito down and 95 lb up at 8-3-14, and 76 lb down and 95 lb up at 10-4-10 on top chord, and 570 lb down and 217 lb up at 5-0-0. 208 lb d:an and • 18 lb up at 5-0-12, 208 lb down and 18 lb up at 7-0-12, 208 lb down and 18 lb up at 8-3-14, and 208 lb down and 18 lb up at 10-3-14, and 570 lb down and 217 r lb up at 10-4-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • • 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). sees LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-2=-90, 2-3=-90, 3-4=-90, 7-12=-20 Concentrated Loads (Ib) Vert: 2=-58 3=-58 6=-177(F=-160) 5=177(F=-160) 17=-58 18=-58 22=-17 24=-17 Consuiti,tg k.►lginaer; 1391,11 S.W. )03 Ave. Prone 305-25 -2423 Fwc ;:r5-23`;-42<8 F' orida Prefessinral Engineering License No. 36 'Pec; i1'nSPe`:tOr U'Iz ,%srr Nlln� 636 10243 I CJ7 I DIAGONAL HIP GIRDER 12 I 1 I Job Ref( DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA T610 s, I D:JxgOJDaO_3BckFK_7bV13' -2 8 3-10-0 9-10-1 2- 3-10-0 6-0-1: c. Fri Sep 22 13:19:49 2017 Page 1 1 IY5XV66Fdl HfaukbbJQOyb4X£ Scale = 1:18.6 2x4 I I 3 4 1x4 II 0-11-5(0-1-8) 0-1-8(a1-8) 10-13 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC2014rTP12007 CSI. TC 0.67 BC 0.52 WB 0.52 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.03 6-7 >999 360 Vert(TL) -0.23 6-7 >304 240 Horz(TL) -0.02 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 53 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-9 oc bracing. WEBS 2x4 SP No.2 WEDGE Left: 2x4 SP No.2 REACTIONS. (lb/size) 6=112/0-1-8 (min. 0-1-8), 7=441/0-11-5 (min. 0-1-8) Max Horz7=237(LC 22) Max Uplift6=-209(LC 14), 7=-659(LC 3) Max Grav6=137(LC 18), 7=1567(LC 14) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-248/808, 9-11=-246/869, 2-9=682/2320, 2-12=-171/151, 12-13=-116/32, 3-13=120/54, 3-4=-5/0, 3-6=-160/330 BOT CHORD 8-14=-740/238,10-14=-740/238,10-15=-2242r703,7-15=-2242/703,7-16=-2242/466,16-17=-2242/466,6-17=-2242/466,5-6=0/0 WEBS 2-7=-860/698, 2-6=-494/2287, 1-8=-34/125, 9-10=-156/100, 8-9=-193/633, 1-10=-671/219 NOTES- • • • 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft, Cat. ll; Exp D; Part. End., GCpi=0.55; MVWFRS • • • • • • • • (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 • • • • 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. • • • • • **so • • • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ito uplift at joint 6 and 659lb uplift at joint 7 • 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, • • • • • • • • • nonconcurrent with any other live loads. 0006 • • • • 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • 000008 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 319 lb down and 71 Ito up at 1-5-4, and 776 lb down Ac?&* • • • • • • lb up at 4-3-4, and 289 lb down and 330 Ito up at 7-1-3 on top chord, and 370lb down and 58 Ito up at 1-5-4, and 350 lb down and 86 lb up at 7-1-3 on J;%Nrg • • • • • 00000 chord. The design/selection of such connection device(s) is the responsibility of others. • • • • • •• •• •• •• •••••• LOAD CASE(S) Standard • • • • • • • • • 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 • a Uniform Loads (plf) • • -go: • • • • • • • Vert: 1-3=-90, 3-4=-90, 5-8=-20 • • • • Concentrated Loads (lb) • • • :*so*: Vert, 11=71 12=274 13=139 14=7 17=50 • v�3 und. :.U;f. ghari, t`.` . f::.�rlsL+jiicg F:,gi;fe;ers 390; S.W 108 Ave, Miami, Florida 33176 Phone 305-2'51-2428 Fax 305-235-424PI" Florida Pm<<,ssionai Engineering License, No, 3t�92 Job Truss Truss Type Oty Ply Savits (JI) 10243 CJ7A DIAGONAL HIP GIRDER 3 1 Edition: b Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA T610 s Jan 29 2015 MiTek Industries, Inc. Fri Sep 22 13:3520 2017 Page 1 ID:JxgOJDaO_3BckFK_7bV131 ycMZH-OkxhHSig7 U8dUCJmc3VsJsZBLXN7wkEwgxd4bwyb4lt Q-2_8 3-10-0 9-10-13 2- 3-10-0 6-0-13 Scale = 1:18.6 0-5-12(G-1-8) 2x4 II 3 4 0-1-8(0-1-8) 0-7-12 , 3-10-0 9-2-13 9-10-13 , 0-7-12 3-2-4 5-4-13 0-8-0 ' LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC2014/TPI2007 CSI. TC 0.73 BC 0.52 WB 0.50 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) 0.02 6-7 >999 360 Vert(TL) -0.23 6-7 >301 240 Horz(TL) -0.02 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 53lb FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. WEBS 2x4 SP No.2 • • WEDGE •••••• Left: 2x4 SP No.2 • • • • REACTIONS. (lb/size) 6=133/0-1-8 (min. 0-1-8), 7=694/0-5-12 (min. 0-1-8) • • • Max Horz 7=237(LC 3) •••••• •••• •••••• Max Uplift6=-262(LC 22), 7=-927(LC 22) • • • 0 • • • • • Max Grav6=158(LC 18), 7=1820(LC 14) 0000 • • • • • • FORCES. (lb)- Maximum Compression/Maximum Tension • • • • • • • • TOP CHORD 1-11=-229/801, 9-11=-226/862, 2-9=-527/2265, 2-12=-124/61, 3-12=-125/35, 3-4=-5/0, 3-6=-170/359 • • BOT CHORD 8-13=-734/221,10-13=-734/221,10-14=-2183/537,7-14=-2183/537, 7-15=-2183/299,15-16=-2183/299, 6-16=-2183/299,5-6=0/0 • • • • • • • • • • • • • WEBS 2-7=-1136/1014, 2-6=-346/2235, 1-8=-32/126, 9-10=-136/120, 8-9=-168/624, 1-10=-661/192 • • • •• •• •• •• •• •••••• NOTES- •••••• • • • 1) Wnd: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.Opsf, h=17ft; Cat. II; Exp D, Part. Encl., GCpi=0.55; M JFRS• • • (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • • • • • • • 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 0000 • • • 000 • • • • • • • • • 4 Provide mechanical connection b others of truss to bearing late capable of withstanding 262 lb uplift at joint 6 and 927 lb uplift at joint 7. (Y ) 9P P 9 P 1 P 1 •• 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, • • nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3191b down and 71 lb up at 1-5-5, and 289 lb down and 330 lb up at 7-1-3 on top chord, and 370 lb down and 58 lb up at 1-5-5. and 350lb down and 86 lb up at 7-1-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 11=71 12=139 13=7 16=50 :onsu ti:tg En.46 ers 13901 s.',!'- !()A Ave. �lafru, i iorida 33176 Phone 30-5-25:3-2428 FaJ Horida Pro;; ssional Engineering License, Nc. 3692i Special lr;sl/ector License No. 636 10243 ICJ76 IDIAGONAL HIP GIRDER I 1 1 0-7-12 3-10-0 3-10-0 .610 s Jan 29 2015 MITek Industries, Inc. Fn Sep 22 13:22*21 ✓131 ycMZH-dDlgGUMbxHt9tZHPOxeg13bH_LUVIZXI 9-10-13 6-0-13 2x4 11 3 4 1x4 It 0-11-5(0-1-8) 0-1-8(0-1-8) 3-4-5 3-10-0 9-2-13 9-10-1 2-8-9 0-5-10 5-4-13 0-8-C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.67 Vert(LL) -0.04 6-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) -0.23 6-7 >304 240 BCLL 0.0 Rep Stress Incr NO WE 0.52 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code FRC2014rrP12007 (Matrix-M) Weight: 53 lb FT = 0 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.2 WEDGE Scale = 1,18.6 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-9 oc bracing. Left: 2x4 SP No.2 • • REACTIONS. (lb/size) 6=112/0-1-8 (min. 0-1-8), 7=441/0-11-5 (min. 0-1-8) Max Horz7=184(LC 24) • • • : • • Max Uplift6=-209(LC 14), 7=-635(LC 3) • • • • • • Max Grav6=151(LC 22), 7=1567(LC 14) sees FORCES. (lb) - Maximum Compression/Maximum Tension • 0000 • TOP CHORD 1-11=315/808, 9-11=-313/869, 2-9=-1055/2320, 2-12=-275/151, 12-13=l55/32, 3-13=-120/54, 3-4=5/0, 3-6=-160/163 BOT CHORD 8-14=-740/296, 10-14=-740/296, 10-15=-2242/1068, 7-15=-2242/1068, 7-16=-2242/883, 16-17=-2242/883, 6-17=-2242/883, 5-6=0/0 • • • • • • WEBS 2-7=-860/621, 2-6=-816/2287, 1-8=-34/125, 9-10=-156/100, 8-9=-262/633, 1-10=-671/290 so • 00 • NOTES- •••••• 1) Wlnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D. Encl., GCpi=0.18; MWFR$ • • • (envelope) gable end zone; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 6 and 635 lb uplift at joint 7. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 319lb down and 71 lb up at 1-5-5, and 688 lb down and 694 lb up at 4-3-4, and 336 lb down and 330 lb up at 7-1-3 on top chord, and 370 lb down and 58 lb up at 1-5-5, and 350 lb down and 86 lb up at 7-1-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 11=71 12=274 13=139 14=7 17=50 • • •••••• PArlilr)Jt i;)){ t (`{1i4i°;1c'C}� :il�ilj(i114. ),2sjiP,�OfS 139Q1 .1, W, '(i81 Aire. Ajone ,s05.233-2428 F. Florida PI-Ofcssi,rina) Engineering License No, 36922 SPeci<=! r:;>s1)et:tor License `!o. F.ib 0243 1 CJ5C I DIAGONAL HIP GIRDER 12 1 1 DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Sep 22 13*23:10 2017 Page 1 ID:JxgOJDaO_3BckFK_7bVl31ycMZH-Olgi4rsx2BACvOVTHPgkwKR1 GAgthOTyMnS_Eyb4U' �0-2-a 7-0-14 , 2- 7-0-14 0 0-7-12 1-8-8 0-7-12 1-0-1< 0-11-5(0-1-11) LOADING (psf) SPACING- 2-0-0 CS'. TCLL 30.0 Plate Grip DOL 1.33 TC 0.76 TCDL 15.0 Lumber DOL 1.33 BC 0.82 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FRC20141TP12007 (Matrix-M) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 WEDGE DEFL. in (loc) Udefl L/d Vert(LL) 0.02 5-10 -999 360 Vert(TL) -0.19 5-10 >440 240 Horz(TL) 0.02 1 n/a n/a 2x4 I I 2 3 u4 II 7-0-14 0-8-0 PLATES GRIP MT20 244/190 Weight: 36 lb FT = 0 Scale = 1:13.7 BRACING - TOP CHORD Structural wood sheathing directly applied or B-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Left: 2x6 SP No.2 • • REACTIONS. (lb/size) 5=189/0-1-8 (min. 0-1-8), 1=338/0-11-5 (min, 0-1-11) Max Horz 1=169(LC 3) • • • • • • Max Uplift5=-203(LC 3). 1=-252(LC 3) • • • • • Max Grav5=598(LC 18), 1=1440(LC 14) FORCES. (lb) - Maximum Compression/Maximum Tension • • TOP CHORD 1-7=0/37, 7-9=-318/89, 9-11=-85/14, 2-11=-39/50, 2-3=-5/0, 2-5=305/205 •••• BOT CHORD 6-12=-0/0, 8-12=0/0, 8-13=-92/222, 10-13=-92/222, 10-14=0/0, 14-15=0/0, 5-15=0/0, 4-5=0/0 • • • • • • WEBS 1-6=-5/158, 7-8=-850/182, 6-7=-0/0, 1-8=-O/0, 9-10=0/535, 8-9=-203/1, 7-10=-17/124 • • NOTES- •••••• 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=17ft; Cal. II; Exp D; Part. Encl., GCpi=0.55; MVIFRS • • (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 • • 2) Plates checked for a plus or minus 0 degree rotation about its center. • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203 lb uplift at joint 5 and 252 lb uplift at joint 1. • • • 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 319lb down and 71 Ito up at 1-5-4, and 246 Ito down and 174 Ito up at 4-3-4 on top chord, and 370 Ito down and 58 lb up at 1-5-4, and 3861b down and 37lb up at 4-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 7=71 8=7 11=174 14=6 • •••• •••••• •• •• •••••• • • • C':Jr1sulTlllg i:;-;gilleer 1390i s,v/. ('S Ave, "iaflli, Honda nda 331 j6 Phone 305-253-2423 Fax 305-235-42,43 Florida Pro s.:si:Mai Engineering License No. 36921 Tccial lnr._ cc.t;lr i,icerse ?,.rn F;t 10243 6 1 1 6 INC., Princeton, I-L 33U32, MAKIU L6PINLIHA L6lU s Jan 29 2U10 MI IeK Incustnes, Inc. -n Jep 2: I D: Jxq OJ DaO_3 BckF K_7bV131 ycMZH-ypYbYdvx E6TD h?wy FIxJ4Zq NsO 7-0-0 7-0-0 0-5-8 , 2-4-4 2-8-4, 6-4-0 C] 1-8) 1 Scale = 1:13.£ LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TPI2007 CS]. TC 0.54 BC 0.43 WB 0.16 (Matrix-M) DEFL. in (loc) I/deft L/d Vert(LL) 0.01 4-5 >999 360 Vert(TL) -0.08 4-5 >658 240 Horz(TL) -0.09 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 30lb FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.2 • • WEDGE •••••• Left: 2x4 SP No.2 • • • • •• • •••• • REACTIONS. (lb/size) 3=114/0-1-8 (min. 0-1-8), 4=23/0-1-8 (min. 0-1-8), 5=629/0-8-0 (min. 0-1-8) • • • •••••• •••• Max Horz5=182(LC 4) • •••••• Max Uplift3=170(LC 4), 5=-436(LC 4) • • • • • • • • Max Grav3=114(LC 1), 4=229(LC 17). 5=629(LC 1) • • • • • • • • FORCES. (Ib) -Maximum Compression/Maximum Tension • 0000 •••••• • • • • • TOP CHORD 1-7=-150/234, 2-7=-301/64, 2-3=-84/18 • • BOT CHORD 6-9=167/129, 8-9=-167/129, 8-10=-0/315, 5-10=-0/315, 5-11=0/0, 4-11=0/0 • • • • • • • • • • • • • WEBS 2-5=-515/889, 1-6=-10/140, 7-8=160/139, 6-7=-101/98, 1-8=115/142 •• • • • •• •• •• •• •••••• NOTES- 000000 • • • 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; M*FRS• • • • (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 0 • • • * • • • • • • 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 6.9 • • • • • • • • • • • • 4 Provide mechanical connection b others of truss to bearing late capable of withstanding 170lb uplift at joint 3 and 436 lb uplift at joint 5. (Y ) 9P P 9 P 1 P 1 •• • • 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel paints along the Bottom Chord, • • nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1V1Ftlimoun( i iiSQ11Qr1_, r Consulting Engineers P110file 305-253-2425 f'fOr3(? x'rcrfrc son�l Essg¢; r nse No. 3692 5 1 1 1 E 5 3x6 11 7.610 s Jan ID:JxgOJ DaO_3BckFK_7bV131 y( 7 :IxjyYnkSOJ NhtyleRJyb4 Fl, --i Scale = 1:13.9 3 1-8) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TP12007 CSI. TC 0.54 BC 0.43 WB 0.22 (Matrix-M) DEFL. in (loc) Ildefi L/d Vert(LL) -0.02 4-5 >999 360 Vert(TL) -0.08 4-5 >658 240 Horz(TL) -0.09 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 WEDGE • • Left: 2x4 SP No.2 • • • • • • • • • REACTIONS. (lb/size) 3=114/0-1-8 (min. 0-1-8), 4=23/0-1-8 (min. 0-1-8), 5=629/0-4-0 (min. 0-1-8) • • • • • • • • Max Horz5=182(LC 4) •••••• •••• •••••• Max Uplift3=-170(LC 6), 5=-616(LC 4) • Max Grav3=114(LC 1), 4=229(LC 17), 5=629(LC 1) eoe• • • • • • FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • TOP CHORD 1-7=-233/234, 2-7=-369/64, 2-3=-65/18 • • • • • • • • • BOT CHORD 6-9=-167/193, 8-9=-167/193, 8-10=-0/315, 5-10=-0/315, 5-11=0/0, 4-11=0/0 •••••• • • • • ••••• WEBS 2-5=515/1265, 1-6=14/140, 7-8=-235/139, 6-7=-142/98, 1-8=-115/183 • • • •• •• •• •• •• •••••• NOTES- '• • • • 1) Wind: ASCE 7-10; Vult=175mph Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft, Cat. II; Exp D; Part. Encl., GCpi=0.55, MvyrR�• • • • • • (3-second gust) (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grips • • • 000009 DOL=1.60 • • •••••• • • • 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. • • • • • • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3 and 616 lb uplift at joint 5. • • • • 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard conSUltitlg ngi.- en—, 13901'SM, 11`�; Ave. imiamd, Florida 176 Phone 305-253-2428 Fa;:.,u'S-4: 5-42?- Florida Professional 1 ilf'i;leering License No. 36921 Special Ins- occi:l• i:i:: . F,3r J7B Jack -Open 1 1 1 6 FL 33032, 7.610 s Jan 292015M ID:JxgOJDaO_3BckFK_7bV131 ycMZH-cHUYcE 7-0-0 7-0-0 6-4-0 1-7-1 7-0-0 3 1-8) Scale = 1:13.9 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014rrP12007 CSI. TC 0.54 BC 0.43 WB 0.19 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) -0.02 4-5 >999 360 Vert(TL) -0.08 4-5 >658 240 Horz(TL) -0.09 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 WEDGE • • Left: 2x4 SP No.2 • • • • • • REACTIONS. (lb/size) 3=11410-1-8 (min. 0-1-8), 4=23/0-1-8 (min. 0-1-8), 5=629/0-8-0 (min. 0-1-8) • • • • 0 • • • • • • Max Horz5=128(LC 4) • • • Max Uplift3=-117(LC 6), 5=-452(LC 4) • • • • • • 0000 • • • • • • Max Grav3=114(LC 1), 4=229(LC 17), 5=629(LC 1) • • • 0 • • • • • FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • • TOP CHORD 1-7=-206/234, 2-7=316/64, 2-3=-65/18 • • • • • • • • • • • • • • • • • BOT CHORD 6-9=-167/169, 8-9=-167/169, 8-10=-0/260, 5-10=-0/260, 5-11=0/0, 4-11=0/0 • • WEBS 2-5=-515/1101, 1-6=-22/140, 7-8=-228/139, 6-7=-124/98, 1-8=-115/157 • • • • • • • • 00000 NOTES- •• •• •• •• ••••:• 1) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=17ft; Cat. It; Exp D. Encl., GCpi=0.18; MWFRS• • • • • • • • (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip • • • • • • • : • DOL=1.60 000000 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. • • • • • • • • • • • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 452 lb uplift at joint 5. • • • • • 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, • 0 nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard P:lahlnourtd ; , i�tc•f;=tri, . : COnsulting F;,gineers 13901 S.Vr. iii Ave. Miami, Fir i, a _�3176 2pfi .z S:O:it 305-2.53-"4 1 a: - 1:5-235-42e, P 1+larida llrofw. j;>na1 fir:'inrrsring Ucet:se No. 36921 Job Truss Truss Type Qty I Ply 1 Editions Savits (Jq 10243 J5 JACK -OPEN 4 b Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Sep 22 13:30 26 2017 Page 1 ID:JxgOJDaO_36ckFK_7bV131 ycMZH-dAAXaw8QM96LD1 gGOJDwPsO0605U 1 rBeDCPWHzyb4NE 5-0-7 5-0-7 Scale = 1:11.7 3 6 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 0-8) 0-5-8 2-4-4 2-8-4 4-4-7 5-0-7 0-5-8 1-10-12 0-4-0 1-8-3 0-8-0 21 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plate Grip DOL 1.33 TC 0.50 Vert(LL) 0.00 4-5 >999 360 MT20 244/190 Lumber DOL 1.33 BC 0.32 Vert(TL) 0.02 4-5 >999 240 Rep Stress Incr YES WB 0.14 Horz(TL) -0.08 3 n/a n/a Code FRC2014/TPI2007 (Matrix-M) Weight: 21 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-38/0-1-8 (min. 0-1-8), 4=-15/0-1-8 (min. 0-1-8), 5=604/0-8-0 (min. 0-1-8) • 0 0 0 • Max Horz5=131(LC 4) • • • • • • • • • Max Uplift3=-215(LC 11), 4=-47(LC 11), 5=-414(LC 4) • • • • • • • Max Grav4=203(LC 17), 5=713(LC 11) • • • • • • • • •••••• •••• •••••• FORCES. (Ib) -Maximum Compression/Maximum Tension • TOP CHORD 1-7=-55/91, 2-7=-213/61, 2-3=-69/0 • • • • • • • • • • • BOT CHORD 6-8=-61/40, 8-9=0/237, 5-9=-0/237, 5-10=0/0, 4-10=0/0 • • • • • • • • WEBS 2-5=-537/781, 1-6=-18/133, 7-8=-35/159, 6-7=-42/54, 1-8=-37/68 • • • • • • • • •••• • ••••• • NOTES- 000000 • • • • 0 • • 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=17ft; Cat. 11; Exp D; Part. Encl.. GCpi=0.55; MWFRC (envelope) an4d C-CExt9rior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • • • • • • • • : • 2) Plates checked for a plus or minus 0 degree rotation about its center. 000000 • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 3, 47 lb uplift at joint 4 and 414 lb uplift at•joinl 5. • • • • • • • • • 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • • • • • • • • 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, • • • • • • • • nonconcurrent with any other live loads. • • • • • • • • • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • LOAD CASE(S) Standard cl)nsulting Fngivc;ers 13901 S.14'. 108 Ave. Miami., Fiori a 3317( r`i )ne 30 -2,; - 2 4 2 8 Fax 4J5-235-� Florida ;'ricfessionai Engineering Licene No. 3692A rPSeCia+s I;t; ,, c'nr Liccast'Jr . 636 Truss Truss Type Oty Ply Addition: Savils (JI) �ob 0243 J5A JACK -OPEN 6 1 Job Reference (optional) 6 ID:JxgOJDaO_3BckFK_7bV131ycMZH-moZZAKj io5NxNGmdVzyJ5s9tm5ARPPxOFnCn7yb4D0 5-0-7 5-0-7 1x4 II 5-0-7 3 U-8) Scale = 1:11.1 LOADING (psi) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TP12007 CSI. TC 0.50 BC 0.32 WB 0.14 (Matrix-M) DEFL. in Vert(LL) 0,00 Vert(rL) 0.02 Horz(TL) -0.08 (loc) Udell Ud 4-5 >999 360 4-5 >999 240 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 21 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=-38/0-1-8 (min. 0-1-8), 4=-15/0-1-8 (min. 0-1-8), 5=604/0-4-0 (min. 0-1-8) • • Max Horz 5=131(LC 4) • • • • • • • • • Max Uplift3=-215(LC 11), 4=-47(LC 11), 5=-414(LC 4) • • • • Max Grav4=203(LC 17), 5=713(LC 11) • • • • 00000 • • •••••• •••• •••••• FORCES. (lb) -Maximum Compression/Maximum Tension • TOP CHORD 1-7=-55/91, 2-7=-213/61, 2-3=-69/0 • • • • • • • • • • • • • • • BOT CHORD 6-8=-61/40, 8-9=-0/237, 5-9=-0/237, 5-10=0/0, 4-10=0/0 WEBS 2-5=-537/781 1-6=-18/133 7-8=-35/159 6-7=-42/54, 1-8=-37/68 • • 000000 NOTES- • • 1) VVInd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; MV�RS reft4lope) ang �-C�xttor(2) zo}i�(!-C ibr members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • • • • 000090 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 3, 47 lb uplift at joint 4 and 414 lb uplift atyoint 5 • • • • • • • • 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • • • • • • 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, • • • •000*00 • nonconcurrent with any other live loads. • • • 000 • • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • LOAD CASE(S) Standard consliitin i!31101 `1 t?i. 108 Ave. ehone D5_253-2428 Fw3'.15-235-42-` 3 Florida I`r0 es_ixlna1 Engineering License No. 3692', J56 I JACK -OPEN 12 1 1 ro 0 1 6 7.610 s Jan 29 2015 MiTek Industries, Inc. ID:JxgOJ DaO_3BckFK_7bV131 ycMZH-J8325c7PxxFhOSH6; 5-0-7 dx0 11 5-0-7 3 1-8) Scale = 1:11.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(TL) 0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.08 3 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matdx-M) Weight: 21 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=-38/0-1-8 (min. 0-1-8), 4=15/0-1-8 (min. 0-1-8), 5=604/0-8-0 (min. 0-1-8) : • • •: • , Max Horz5=92(LC 4) • • • • • • • • Max Uplift3=215(LC 11), 4=47(LC 11), 5=475(LC 4) • 000 • Max Grav3=33(LC 4), 4=203(LC 17), 5=713(LC 11) • • • • • • • • • • • •••••• •••• •••••• FORCES. (lb) -Maximum Compression/Maximum Tension • • • • • TOP CHORD 1-7=-54/91, 2-7=-226/61, 2-3=-69/31 • • • • • • • • • BOT CHORD 6-8=-61/72, 8-9=0/198, 5-9=-0/198, 5-10=0/0, 4-10=0/0 • • • • • • • • WEBS 2-5=-537/1015, 1-6=-18/133, 7-8=-180/159, 6-7=-60/54, 1-8=-37/68 000000 • • • • • • ••••• • ••••• • NOTES- 000000 • • 00000 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. 11; Exp D; Encl., GCpi=0.18, MWFRS (en•elopM and C-OrExteAor(b) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • • • • • • • • • • • 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 3, 47 lb uplift at joint 4 and 475 lb uplift a;oint 5. • • • • • • • • • • • • • • • 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • • 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, * • • • • • • • • nonconcurrent with any other live loads. • • • • • • • • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • LOAD CASE(S) Standard lvIlit11)0un L j,nSUli1n' E-i-igipeers 390? S. v,F Art Phone 305-2.')3-2428 C1 1' ot•iLi'a r';os ; t:nal Eilginec ing License No. 369'Li r, fJ 3f1 Job Truss Truss Type Oty Ply Addition: Savits (JI) '0243 J5C JACK -OPEN 4 1 Job Reference (optional) . c.n _ ,._ nn nn.c ___ � i— Cd con 99 11d99R 9M7 Pana 1 4 oxo u LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.18 TCDL 15.0 LumberDOL 1.33 BC 0.28 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=148/0-1-8 (min. 0-1-8), 3=37/0-1-8 (min. 0-1-8), 1=36310-8-0 (min. 0-1-8) Max Horz1=130(LC 4) Max Uplift2=-163(LC 4), 3=-8(LC 4), 1=-249(LC 4) Max Grav2=148(LC 1), 3=228(LC 17), 1=430(LC 14) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=0/46, 5-7=-99/181, 2-7=-81/30 OT CHORD 4 9- 0/0 6-9= 0/0 6-10=-165/63 8-10=-165/63 8-11=0/0 3-11=0/0 ID:JxgOJDaO_3BckFK_7bV131ycMZH-Yhhkh7r2oNpAbgteZXBmaiC7LGgdkVadnDpdYEyb4Bx 5-0-0 5-0-0 2 Scale = 1:11.1 1-8) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.01 3-8 >999 360 MT20 244/190 Vert(TL) -0.03 3-8 >999 240 Horz(TL) 0.01 2 n/a n/a Weight: 24 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. •••••• •••••• •••• •••••• • WEBS 1-4=-4/151, 5-6=-271/448, 4-5=-0/O, 1-6=-0/0, 7-8=6/185, 6-7=-112/0, 5-8=0/54 • • r • • • • • • • NOTES- • • • • 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf, h=17ft, Cat. II; Exp D; Part, End., GCpi=0.55; MV"S *e•velope) and Q�•E•t%nor(2) zoaq(!,G ors members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 0• 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. • • • • • • • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2, 8 lb uplift at joint 3 and 249 lb uplift at joint 1. • • • • • • • • 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. • • • 6) This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chord, • • • • • • • • • • • nonconcurrent with any other live loads. • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • LOAD CASE(S) Standard 'lalYU, Floe is 2`3176 A!} .�11t 1f: -5'ii 1-2 {.:%4.28 1•a.. `135-235-420,,j 11orida Profcss€anal En : irv+ ering License No. 3692: Job Truss Truss Type Oty Ply Addition: Savits (JI) 10243 J3 JACK -OPEN 6 1 Job Reference (optional) Tt r1 —7 UtI.0 I KUJJ UVIVI—IV T IIVU., YIIII(;CIUfI, rL JJUJL, IVInR1V CJrI1vclRn ro r; 0 6 ID:JxgOJDaO_3BckFK_7bV131 ycMZH-vBYTtSKWcMkemgM8MDLvgwKoQ_9zM6rMInmBQTyb4Bl< 3-0-7 1 Scale = 1:8.9 0-5-8 0-8-4 2-4-4 1-A-n LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FRC2014/TP12007 2 3x6 11 4 5 CSI. DEFL. in (loc) I/deft L/d TC 0.19 Vert(LL) 0.00 5 >999 360 BC 0.20 Vert(TL) 0.00 5 >999 240 WB 0.15 Horz(TL) 0.00 n/a n/a (Matrix-M) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=-220/0-1-8 (min. 0-1-8), 4=-282/0-8-0 (min. 0-1-8), 5=831/0-8-0 (min. 0-1-8) Max Horz3=620(LC 11), 5=-620(LC 11) Max Uplift3=-273(LC 15), 4=-592(LC 12), 5=-643(LC 4) Max Grav3=209(LC 4), 4=179(LC 4). 5=1156(1-C 12) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-101/199, 2-7=-465/668, 2-3=250/552 -8) PLATES GRIP MT20 2441190 Weight: 13 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. •• • •••• • • • • •••••• •••• •••••• • • • • • • • BOT CHORD 6-8=-165n6, 8-9=-620/502, 5-9=-620/502, 4-5=0/0 WEBS 2-5=542/869, 1-6=-28/103, 7-8=0/206, 6-7=-85/165, 1-8=-188/128 • ♦ • • • • • • see* 6 NOTES- • • 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D; Part. End., GCpi=0.55; MV": Te%lope) ang e-C�xt§ior(2) zoRe0(!(! }br members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • • • • 000000 2) Plates checked for a plus or minus 0 degree rotation about its center. 000060 • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 3, 592 lb uplift at joint 4 and 643 lb uplift at joint 5. 0 • • 000000 0 5) Non Standard bearing condition. Review required. • • : • • • • • • • 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • • • • • • • • • 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, • • • • • • • • • nonconcurrent with any other live loads. • • 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • LOAD CASE(S) Standard C'onsultlt,i Engineers 13901 ''. W. 103 Avt. Mian1;, Fioril:ia - ? 176 Phone 305-25 3.2428 Fa; -10 -23 -42 i;; Florida lrlrofecsional Engineering License: No. 3692: Job Truss Truss Type Oty Ply Addition: Savits (JI) 0243 J3A JACK -OPEN 6 1 Job Reference o tional utuu I KVJJ uuNIYANT INI.., YMGetun, rL JJVJZ, NIMMIV C 11-MM I D:JxgOJ Da0_3BckFK_7bV131 ycMZH-57Hvuf4POPYrDC53_FSSA?u Noz J?uAEU?QnTbtyb4AM 3-0-7 Scale = 1:8.9 1 6 2-4-7 2 3 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.25 Vert(LL) -0.00 4 >872 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.23 Vert(TL) 0.01 4 >352 240 BCLL 00 Rep Stress Incr YES WB 0.09 HOrz(TL) 0.00 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) Weight: 13 lb FT = 0 LUMBER- BRACING- • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing dirEoly appied or 3-0--lc puriin.: • • • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied on6-0-O•oc bracing. • • •• WEBS 2x4SPNo.2 •• •••••• •••••• •••• •••••• REACTIONS. (lb/size) 3=-0/0-1-8 (min. 0-1-8), 5=332/0-4-0 (min. 0-1-8) • • • • • Max Horz3=738(LC 11), 5=-738(LC 11) • • • • • • • Max Uplift5=-253(LC 4) • • • • • • • • Max Grav5=352(LC 11) • • • • • • • • •••• • ••••• FORCES. (Ib) -Maximum Compression/Maximum Tension • • • • • • • • • • 0 • • • TOP CHORD 1-7=-133/219, 2-7=-650/789, 2-3=-526/715 • • • • • BOT CHORD 6-8=-195/116, 8-9=-738/685, 5-9=-738/685, 4-5=0/0 • • • • 00.00 • • • • • • WEBS 2-5=-309/488, 1-6=-45/90, 7-8=-28/273, 6-7=-121/189, 1-8=-221/177• NOTES- • • • • • • • • • • 1) VJAnd: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; M WF RS (envelope) an$Q-LER*or(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • • • • • 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 5. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Consulting -'hene 305- r=a.c 235-42,16 Florida Profess] _+nal Engineering License No. 3G92t Job Truss Truss Type Oty Ply Savits (JI) .^ 0243 J3C JACK -OPEN 4 1 Edition: b Reference o tional VCVV IRUJJ VVIVIrn1V111V IIII�C, I, �.�.,�/ Inrtly �.�r ll������ 1 4 3x8 II ID:JxgOJDaO_3BckFK_7bV131 ycMZH-O?GPVgZ7M?il dVkxuMh3Le5PVVKq?jkXRJCBX?yb49j 3-0-7 3-0-7 7 2 3-0-7 0 v rn 0 0 Scale = 1:8.9 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.18 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Vert(TL) -0.02 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FRC20141TP12007 (Matrix-M) Weight: 17lb FT = 0% LUMBER- BRACING- • • TOP CHORD Structural wood sheathing directly appljpd or 3-0-74pc pu ins. 000000 TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied ord 0-0-6 oosbracing. • ••• 0000 WEDGE • • • • Left: 2x6SPNo.2 •••••• •••• • •••••• REACTIONS. (lb/size) 2=4010-1-8 (min. 0-1-8), 3=12/0-1-8 (min. 0-1-8), 1=279/0-8-0 (min. 0-1-8) 000000 • : • • • • Max Horz 1=79(LC 4) 0000 • • • • Max Uplift2=-75(LC 14), 3=38(LC 14), 1=-187(LC 4) • • • • • • • • • • • • • • • • • • Max Grav2=104(LC 13), 3=208(LC 17), 1=464(LC 14) •••••• • • ••••• FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • • • • • • • • • • • • TOP CHORD 1-5=0/46, 5-7=44/162, 2-7=-27/25 : BOT CHORD 4-9=-0/0, 6-9=-0/0, 6-10=-120/35, 8-10=-120/35, 3-8=0/0 • • • • • • • • WEBS 1-4=-5/151, 5-6=-296/350, 4-5=-O/O, 1-6=-O/O, 7-8=-7/137, 6-7=-118/12, 5-8=0/59 • •• • • • • • •••••• NOTES- MW:RS an(?C-C Exterior(2) zoi a"ryijpljpr left 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D; Part. End., GCpi=0.55; (Srivclope) exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 601-=1.60 • • • • • • • • • • • 2) Plates checked for a plus or minus 0 degree rotation about its center. • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 2, 38 lb uplift at joint 3 and 187 lb uplift at joint 1. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) This truss has been designed for a moving concentrated load of 200.0I1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss LOAD CASE(S) Standard 90 i S. i ' , e (s Avp. Miami, k'i0!'it2 31'i Florida ilra' :s %onai Engineering License No. 36921 Job Truss Truss Type Oty Ply Addition: Savits (JI) 0243 it JACK -OPEN 16 1 Job Reference o tional ID:JxgOJDaO_38ckFK_7bV131 ycMZH-Wn4loxxxlDUmE60iefD5ZzKY8bbD119xKzTj1bGyb49F 1-0-7 1-0-7 3.00 12 5 2 4 1-8) m v 0 Scale = 1:6.6 0-4-7 , 0-8-4 r 1-0-7 0�T 0-3— 13 Plate Offsets (X Y) j1:0-5 13 0 0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.11 Vert(LL) -0.00 6 n/r 180 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) Weight: 4 lb FT = 0 LUMBER- BRACING- • • • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing direly applied or 1-0-70c pur ins. 000090 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied orb•-0-0 Ec tracing. • • • • • • REACTIONS. (lb/size) 3=25/0-1-8 (min. 0-1-8), 2=92/0-1-8 (min. 0-1-8) • • • • • 0000 • • • • • • Max Horz3=-481(LC 11), 2=481(LC 11) • • • • • • • • Max Uplif:3=15(LC 4), 2=-74(LC 4) • • • • • • Max Grav3=213(LC 15). 2=202(LC 11) • • • • • • • • •••• • ••••• FORCES. (lb) - Maximum Compression/Maximum Tension • • TOP CHORD 1-5=-49/175, 2-5=-186/515 • • • • • • • • • • • • • BOT CHORD 4-6=-140/42, 3-6=-481/204 • • • • • • • • • • • • • • • • • • • WEBS 1-4=15/110, 5-6=0/157. 4-5=-39/139, 1-6=-155/62 • NOTES- • • • • 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D; Part. End., GCpi=0.55, MWFRS (envelope) ani:L- C` 4bgor(2) zor%1,r_ 8r• members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 • • • • • 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • ° • • • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 2. • • • • • • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 3 and 74 lb uplift at joint 2. • 5) Non Standard bearing condition. Review required. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,.39O' S.W. ,9f,. ,AV-. A'iianii, fl c !'c, 33 3 17 6 Eione 305­253••24,28 Fai.: 3EU5-234-42' Horidai': ,_,s d;>rtni E/tsi to ,.ir1 Uic,-mise No.36921 �ecjai 1; ,:ct r e 10243 IV16 Valley 7-3-8 7-3-8 3.00 12 Tl 1 4x4 // 7 7-3-8 Job Reference (optional) 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Sep 21 ID:JxgOJDaO_3BckFK_7bV131 ycMZH-IIPF03wa4eQyoHBEF7pl tol6oWl 16-0-0 5x6 = 5x6 = 2 3 T2 W1 W1 6 8 5 1x4 II 1x4 II 9 16-0-0 4x4 \\ Scale = 1:25.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(TQ n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight: 60•Ib gT = 0% LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing direCtl lie2 or 6-0-0 oc�pjJii%s. • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6- oc bracing. • • • WEBS 2x4 SP No.2 MiTek recommends that Sta i required c cing be in g truss erection in accordance er Installation auide. REACTIONS. All bearings 16-0-0. 000000 • • (lb) - Max Horz 1=39(LC 6) • • • • • • • • • • • • • Max Uplift All uplift 100 lb or less at joint(s) except 1=223(LC 4), 4=-228(LC 5), 6=-358(LC 4), 5=-354(LC 5) • • • • : • • • • • Max Grav All reactions 250lb or less atjoint(s) except 1=327(LC 18). 4=327(LC 21), 6=522(LC 11), 5=522(LC 12) •••••• • • •••• ••• FORCES.(lb) Max. Comp./Max. Ten. - All forces 250 Ib or less except when shown. • • • • • WEBS 2-6=-416/497, 3-5=-416/497 •••••• • • • NOTES- • • • • • • • • •••••• 1) Unbalanced roof live loads have been considered for this design. 000000 2) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=17ft, Cat. II; Exp D, Part. Encl., GCpi=0.55; MWiRS • • • • (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 • 00 • • • • • • • • 3) Provide adequate drainage to prevent water ponding. • • 4) Plates checked for a plus or minus 0 degree rotation about its center. • • 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 1, 228 lb uplift at joint 4, 358 lb uplift at joint 6 and 354 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1•_,OnstljXtnf Fngineer5 i3901 S.W} A Ave. Phone 305-2>531-2428 Fax 05-235-42 =f Florida::Proiessimal Engineering Licen-se No. 3692. :ce�i_, 10243 5 I Valley 11 I 1 Job Reference (optional) inceton, FL 33032 Run'. 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Sep 21 13:04 59 2017 Page 1 ID:JxgOJDaO_3BckFK_7bV131 ycMZH-HZrtojvyJK15B7c2hQloKbDwB6ec5CbZR_flirybPr: 3.00 12 5x6 = 2 4x4 // 9 4 10 4x4 \\ 3x6 II Scale = 124.: E LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2014lrP12007 (Matrix) Weight: 58 lb FT = 0% LUMBER- BRACING- • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. • • • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4I0-0-Ooc:racing. • OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed ding truss erection in accordance%Rg"iRzer InstallaflAf4illcle. 0 • REACTIONS. (lb/size) 1=304/15-4-10 (min. 0-1-11), 3=304/15-4-10 (min. 0-1-11), 4=816/15-4-10 (min. 0-1-11) • • • • • • • • • Max Horz 1=44(LC 6) • •"'' Max Upliftl=-248(LC 4), 3=-254(LC 7), 4=-523(LC 4) ' • •' • ' • • • • 0 0 ' • Max Grav1=335(LC 17), 3=335(LC 19), 4=816(LC 1) ° 0000 • o • • • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 000000 • • • ° • • 00000 WEBS 2-4=-637/911 ° •• •• •• •• •••••• NOTES- • 1 Unbalanced roof live loads have been considered for this design. ' • • ° 2) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=17ft, Cat. 11. Exp D. Part. Encl., GCpi=0.55; MW?RS • • • • • • (envelope) and C-C Exterior(2) 1-2-10 to 4-2-10, Interior(1) 4-2-10 to 4-8-5, Exterior(2) 4-8-5 to 7-8-5, Interior(1) 10-8-5 to 11-2-0 zone; cantilever left exposed • • • • C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • ' • ° • • • • • • • ° • • • • 3) Plate(s) atjoint(s) 1, 3 and 4 checked for a plus or minus 0 degree rotation about its center. • : 4) Plate(s) at joint(s) 2 checked for a plus or minus 3 degree rotation about its center. • • 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 1, 254 lb uplift at joint 3 and 523 fb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �'ollsuitit;; �;1s.re�r 30011 S.!} . ? . _„Ave. iMiaini, Flo?ici-; 33176 Phone 305-253-2428 Fa;c Z9J-235-42A Honda Proiessional Engineering License No. 36921 ['YL'Ci2£ Trt E•ACi6C f Ci ..::Si Nn, A 16 Job V12 I Valley I2 Princeton, FL 33032 Run7.610 s Jan 29 ID:JxgOJ 6-0-0 6-0-0 4x4 = 3.00 12 2 1 s 5 4 fi 3x4 :z: 1x4 II 3x4 12-0-0 Scale = 1:18.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber COL 1.33 BC 0.39 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC20141TP12007 (Matrix) Weight: 42.b V = O% • • • • • • LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directlYappliedPor 6-0-0 ocpurins. • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 0 oc 1Sracing. • • • OTHERS 2x4 SP No.2 MiTek recommends that Stab�izES6RdTequired crM "sing be ins"a" @111! truss erection in accordance i i' er Installation guide. REACTIONS. (lb/size) 1=210/12-0-0 (min. 0-1-8), 3=210/12-0-0 (min. 0-1-8), 4=564/12-0-0 (min. 0-1-8) 000000 Max Horz 1=-30(LC 7) • • • • :Go*: • • • Max Upliftl=-171(LC 4), 3=-176(LC 7), 4=-361(LC 4) • • • • • • : • • • • • Max Grav1=293(LC 17), 3=293(LC 19), 4=564(LC 1) •••••• • • • • ••••• FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • • • • • • • • • • • • • • • • WEBS 2-4=-439/683 : NOTES- • • • • • • • • • • • • • 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. 11: Exp D, Part. Encl., GCpi=0.55; MWGRS • • • • (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip • • • • • • • • • DOL=1.60 •• • •••• • • 3) Plates checked for a plus or minus 0 degree rotation about its center. • • 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 1, 176 Ito uplift at joint 3 and 361 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 13901 S.VVi. ?t;b A�!e. ,vlialni, Fjofida ;13176 Fylone 305-253.2428 Fw,,'!105 -235-424`> Florida Proiessional Engineering License No. 3692' Special Inspector f .icetl-Ie No. 636 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 00 V8 I Valley 12 I 1 I Job Reference (optional) Princeton, FL 33032 Run: 7.610 s Jan 292015 Print: 7.610 s Jan 29 2015 MiTek Indust ID:JxgOJ DaO_3BckFK_7bV131 ycMZH-HZrtojvyJKI A-n-n 8-0-0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES 4A = 2 4 30 = 30 = 3x4 II 8-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.80 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) -0.00 3 n/a n/a Scale = 1:14.4 BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight: 26lb FT=0% LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly appliedor 6-0-0 oc purlins. • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-E-S oc 1711acing. • • • • • MiTek recommends that StabriAeme•drequired crwe bracing be inshe" rung truss erection in accordance with abilizer Installation guide. REACTIONS. (lb/size) 1=272/8-0-0 (min. 0-1-8), 3=272/8-0-0 (min. 0-1-8) • • • • • • Max Herz 1=17(LC 6) • • • • • • • • • • • • • • • Max Upliftl=-195(LC 4), 3=-195(LC 5) 000111, o ••• 00000 Max Grav1=324(LC 16). 3=324(LC 17) • • •••••• • • ••••• FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. • • • • • •• •• •• •• •••••• TOP CHORD 1-2=-480/846, 2-3=-480/846 • BOT CHORD 1-4=-764/445, 3-4=-764/445 • • • • • • • • • • • • •••••• NOTES- •••••• 1) Unbalanced roof live loads have been considered for this design. • • • • • 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft, Cat. II; Exp D. Part. Encl., GCpi=0.55; MWFRS • • • • • • • • • • • • • (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip • • • • 0 DOL=1.60 • • 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 1 and 195 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �ansuitil�. s`-eft Heirs 3902 S.V.,. : g Jtv•r. Miami. ? iorina _'-.33 7% Phone 305-253-2 i28 Fax 235-42`.* Florida Professional Engineering Lieense: No =,�2: Job Truss Truss Type Qty Ply Addition: Savits (JI) 10243 V4 Valley 2 1 Job Reference (optional) UtUU I KUbb UUMYAN7 Wt,., a'rincelon, 1'L 3311JZ 2-0-0 4x4 = ID:JxgOJDaO_3BckFK_7bV131 ycMZH-HZrtojvyJ KISB7c2hOloKbD?R6oe5E5ZR_flirybPr2 Scale = 1:7.4 300F, 37 2 3 LOADING (psf) SPACING- 2-0-0 CS'. TCLL 30.0 Plate Grip DOL 1%3 TC 0.07 TCDL 15.0 Lumber DOL 1.33 BC 0.00 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FRC2014frP12007 (Matrix) LUMBER - TOP CHORD 2x6 SP No.2 REACTIONS. (lb/size) 1=95/4-0-0 (min. 0-11-3), 3=95/4-0-0 (min. 0-11-3) Max Herz 1=7(LC 6) Max Upliftl=-94(LC 4), 3=-94(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) -0.00 3 n/a n/a Weight: 10 lb FT = 0 BRACING- • • • TOP CHORD Structural wood sheathing direcyy applied or 4-0.0 ac••puns.•• • • • • • • BOT CHORD Rigid ceiling directly applied. • • • • MiTek recommends that Stabilizers and required joss bracjpg be installed uyng truss erection in accordance Will CN iliver Installatooequilide. • 00090 • • ••••% •••• • ••••• • •••••• • • ••••• NOTES- • • • • • • • • • • • • • • • • • • • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. 11; Exp D; Part. Encl., GCpi=0.55, MWF•R8 wilielope) Wi and C-C F•dedor(2) zone; canjilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • 3) Plates checked for a plus or minus 0 degree rotation about its center. • • : • • •: • • • • • • • 4) Gable requires continuous bottom chord bearing. • • • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 1 and 94 lb uplift at joint 3. • • • • • • • • • 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, • • • • • • • • • nonconcurrent with any other live loads. • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1390 i•Aianii. Flori<ir, A176 Phone 305-253-2428 Fa; .1`05-235-`124 Florida Professional Engineering License No. 36921 SpeClO31 ltlspec,Cor i icf-nt � N-, 61 STANDARD LATERAL WEB BRACING L�YV V. V�\'\liiYV nLYi. SHALL BE CONNECTED TO A FIXED RIGID POINT OR X—BRACED AS NOTED ON THIS DETAIL. 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X—BRACENG AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 lbs. LATERAL BRACING DETAIL • Al_T. LATERAL BRACING DETAIL •• .•••• ...... ••••• TRUSSES @ 24" O.C. TYP. WITH i @ 6" NOTE: BRACE MUST BE 80% THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. • • • • • • • LW P 6„ • • •D.C. T4'P. •••••• • •1Lfi9w CE SAId1E A" tRADE • I S. • WEB•(2x6 MIX.•J••• • • • SECTION DETAIL �i MINIMUM GRADE OF LUMBER TPI-2007 Oo Mohmoud Zolfo ��, T.0...... SEE STRUCTURAL SHEET. 13901 S.W. 10` OG ''•G',y3�� . Revised: Miami, FL. 3 B.0...... SEE STRUCTURAL SHEET. 7/7/94 305-253-2.� WEBS... SEE STRUCTURAL SHEET. 03/2012 00 P.E. No. 36921 LOADING (PLF) STIR. INCR.: 33% L. D. DRAWN BY: G.L.H. �� /� �� :�• S •`y` T.C. 30 15 \ v U �. ' 470 CHECKED BY: J.A.I. r J �iC�B.C. 0 10 REP. STRESS: YESSPACING: 24 INCH 0/C. MITek Industries Inc. Approved for�rvle�- 0 {c31-�,•,•`*` 0607 STANDARD ROOF VALLEY DETAIL SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA PARTIAL ROOF LAYOUT 12 --1 PITCH STRAP @ 48" C.C. SEE NOTE (c) BELOW. 3x5 SEE NOTE (c). SUPPORTING TRUSSES @ 2'-0" O.C. MAX. NOTES: (a) Provide continuous bracing on verticals over 6'-3". Connect bracing to verticals w/2-8d noils and bracing must be tied to a fixed point at each end. (b) Max. spacing for verticals studs MI -NI: On trusses with spans :ovar .24'—b" the •�••: verticals should be spaced of 6'i0 Cc. mqy,• (c) Conn. for wind uplift w,,,(o,rjrq. 1 1/4;, 16 gp. twist strop of 4'-0" intPrypis w/„4 1pd nail"o' . each side of strop. '....' :'•••• ••••• Max. 175 mph wind spae4•i4D'-0" •ma)o, waN•••• height. (ASCE 7-10). •••••• •••••• ••••; . . VALLEY TRUSSES AT '..' : ... :•" 2'-0" O.C. MAX. •• OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. MINIMUM GRADE OF LUMBER REFER TO ENGINEERING SHEETS. LOADING (PLF) L. L`. T.C. 30 15, B.C. 0 10 SPACING: 24 INCH 0/C. FBC-2010 STIR. INCR.: 33% DRAWN BY: CHECKED BY: REP. STRESS: YES Note: Plywood sheathing may be extended below volley trusses. Provide opening for straps to connect to trusses below. ```���,,,,••��rrrrrri. Mahmoud Zolf ••••'• ���r/ 13901 S.W. 1�c�•B''••`\C i •C��• Miami, FL. 3314 ••�±y DECO TRUSS COMPANY 305-253Z2Z8 N •.-y P.E. No. 632, ; 1 •.� 13950 S.W. 252 ST, PRINCE TON, FL. 33032 Trusses & Bui I di ng M ateri A s 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP / JACK HANGER DETAIL SHEET FOR HIP CORNER JACK 5'-0" AND T-0" SETBACK, USE USP HJC26 UNIVERSAL HIP HANGER, ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP FOR HIP CORNER JACK 9'-0" AND 11'-0" SETBACK, USE USP HJC28 UNIVERSAL HIP HANGER ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) —16D NAILS AND USE USP RT8A (LJR) HURRICANE CLIP ..... . 2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD WITJLTHRFE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT r.QP,& •,,,, - BOTTOM. ' 3. FOR COMMON JACKS 5'-0" TO T-0", USE USP JUS26 HANGER ON�BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS A*W1;SE tAP- RT8A (L/R) HURRICANE CLIP AT TOP , ..... 4. FOR COMMON JACKS 9'-0" TO 11'-0", USE USP THD 26 HANGER QAI BOWOW CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS AND USE USP. Go RT8A (L/R) HURRICANE CLIP AT TOP NOTE: Refer to attached Florida Approvals For nailing and nroner use of hangers. Hanger / Strap I.D. Number State of Florida Approval Number HJC26 & HJC28 Florida Approval Number FL17236-R1 SKH26 UR Florida Approval Number FL17243-R1 RT8A — Hurricane Clips Florida Approval Number FL17236.11 JUS 26 Florida Approval Number FL17232.13 THD 26 Florida Approval Number FL17232 Code Evaluation Information Code Evaluations Most structural products shown in this catalog are listed in a current code evaluation report from the code evaluation agencies listed to the right. The load values shown in this catalog were current at the time of printing but we are continually improving our products through better engineering design and development so some of the evaluation reports may have been updated with better load values after the catalog was printed. In a few cases, we have submitted a formal independent test report from an approved lab to the code evaluation agency and are awaiting on an evaluation report. We recommend visiting our web site: USPconnectors.com/code-reports or, the specified code evaluation agency's web site, shown below, to obtain the latest load values from the most current evaluation report Some code jurisdictions may require additional load reductions and/or use limitations for some products listed in this catalog. In those cases, the products may not be approved or may need further review for approval. We recommend contacting the code jurisdiction having authority for your project to confirm they accept the evaluation reports shown to the right, or contact our Engineering Department for further assistance. Code Watch "Code Watch" items are included to highlight relevant sections of the 2012 IBC d H and 2012 IRC building codes that discuss the use of products contained in this catalog. We strongly encourage you to consult with Y a qualified design professional to review the exact requirements of the relevant code s references for your project. ® Please note that not all code sections relating to the use of all products in this catalog are included. In addition, some states and local municipalities may have adopted amendments to the referenced code section. Code references are for the 2012 International Residential Code (IRC) and 2012 International Building Code (IBC). Code Reference Key Chart Code Agency Approval Listing Code Ref. ICC ESR-2266 1 ESR-3444 2 ESR-1678 3 ESR-1702 4 ESR-3445 5 ESR-3446 6 ESR-1970 7 ESR-3447 8 ESR-2685 9 ESR-3448 10 ESR-3449 11 ESR-2761 12 ESR-2787 13 ESR-3455 14 ESR-3456 15 ESR-2089 16 ESR-2362 17 ESR-2526 19 ESR-3768 20 ESR-3847 21 ESR-3754 22 IAPMO-UES ER ER-0200 30 �ER-0201 31 ER-0311 32 ER-0473 33 'LA RBS LA City - City of Los Angeles, California RR 25993 R1 RR 26017 R2 RR 25992 R3 RR 25991 R4 RR 25843 R5 RR 25759 R6 RR 25753 R7 RR 25976 R8 RR 25745 R9 RR 25972 R10 RR 25971 R11 RR 25749 R12 RR 25779 R13 RR 25836 R14 RR 25850 R15 RR 25954 R16 RR 26048 R17 00- US P STRUCTURAL CONNECTORS MiTek Code Agenc Approval Listing Code Ref. Q�113 State of Florida Product Approvals + + ' • •' • •' ;'J�FI-2033 •+•+.• • • • • • •����R724 • • 'F32 FL17241 F1 FL17232 F2 FL17243 F3 FL17240 F4 FL17236 F5 FL17239 F6 FL17244 F7 FL17245 F8 FL578 F9 FL17247 F10 FL17248 F11 FL17249 F12 FL17324 F14 FL17325 F15 FL17680 F16 FL17699 F17 FL200* F18 FL10739* • • F19 FL1247' + • • F22 F23 •••• F25 F26 • + • F28 ' F29 •••+ F31 • • •• F33 F35 Prescriptive Code — 100 Pending for Code Evaluation Contact us for test data 110 No Load Capacity — 120 No Code Listing Contact us for test data 130 New products or updated product information are designated in blue font. Code Evaluation Agency websites ICC-ES — ESR reports: http://www.icc-es.org/Evaluation—Reports IAPMO Uniform ES — ER reports: www.lapmoes.org/EvaluatonReports City of Los Angeles — LARR reports: http://netinfo.ladbs.org/rreports.nsf State of Florida — Product Approvals: wwwfinrirlahifildinn nrn/nr HHC / HJC / HJHC / HTHJ Hip/Jack Connectors HHC — Designed to support hip/hip truss/rafter. Contact USP when using in multi -ply applications. HJHC — Allows for hip/hip support and hip/jack/hip installations. HJC & HTHJ — Used to simultaneously hang a combination of hips and jacks off girder trusses. These hangers fit both left-hand and right-hand applications. An open back design allows for retrofit installations. Materials: HHC, HJC, & HJHC —12 gauge, HTHJ —18 gauge Finish: G90 galvanizing Options: See Specialty Options Chart Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. J -.: 45° �. 45° Typical HJC/HTHJ installation top view 2' H 5-74" ► �` HTHJ Typical HJC/HTHJ installation 45° 45° ;. Typical HHC installation top view H 3-1/4' HHC USP STRUCTURAL CONNECTORS M' ek .. fir ...686* ..sti ..... y • "" TypitaleKMC "' • • installation %p view .. ... ,ir, • • �1 3/4" H � � h 10-1/2" i�' Y 3-1/4" HJHC Fastener Schedule' DF/SP S-P-F Allowable Loads (Lbs.)2 Allowable Loads (Lbs.)2 Supported Member supporting er per Floor Raof OpiHt' =160% USP Steel H Her] ip JackCode Qty Type Qty Qty Description Stock No. Ref. No. Gauge (in Type t00% 115% 125% 160% Ref. 2 x 6 right / left - I HJC26 -- j LTHJA26, THJA26, 12 THJU26 j 5-3/8 i 16 G 16d ; 5 I_ � 7 8 10d s 2385 2740, 2980 � 1 10d i 2980 8425 3505 10, i 1840 1 2180 2510 2725 1 1955 R8 ! F5 1840 27251 2855 2855 19� 2 x 8 rk / left HJC28 — 12 7-1 /8 1 20 16d 6 2 x 6 terminal HHC26 TFITHJA26' 12 5-7/161 20 j 16d 5 -- 10d 13100 i 3505 3505 2130 Z725 i 2800, 2800 ; 1870 2 x 8 tennmal HNC28 = 12 7-3/16, 24) 16d ' 6 ; — I tOd ; 3505. 3505 : 3505 2410 , 2805 2805 i 2805� 1934f ± 130 x 6 termmal HJHC26 —_�v 12 5-7/16. 20 16d . 5 2 1 Od 3100 ; 3505 3505 ' 3 HI 241 D ` 2725 2815 ; 2_820 194C _2 2 x 8 termnal i HJHC28 2 7-3/16!24 16d 6 2 1 d 3505 r 35051 24 0 2820, �` 28201y940 2 x 6 terminal HTHJ26-18 — 18 I 5 16 16d 1 7 5 ' 16d 2190 + 2520 2740' 1790 i 19W 2110 # ZT10 1225 10F5 8, HJC Specialty Options Chart Option Hip Truss Skew Range 30` to 60' Allowable Loads 100% of table load Add SK angle of hip Ordering required, to product number. Ex. HJC26 SK55 Specify angle (60° max) Typical HJC (skewed) installation with altprnntp cirpw annip tnn view 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. 1-3/4" H "Wq_ Varies-_�,3-1/4" t1"max. width HJC (skewed) SKH / SKHH Skewed 450 Hangers O P Da'"` W H F t , ' W 4s-/ W Typical SKH26L installation SKHH21OL SKHH21OL-2 left skew left skew left skew _USP, STRUCTURAL CONNECTORS Nfle AVAILABLE IN C O AT FastenerSchedUlez DF/SP S-P-F Dimensions (in) Allowable Loads (Lbs.) Allowable Loads 0 Header Joist BeaMJolst USP o t Code Flow Roof Uplift' Floor Roof Uplift' 100% 115% 125% 160% 1W% 115% 125% 160% size Stock No. Ref. No. Ga. W H 0 Qty l Type l Qty 1 Type i Ref. 2 x 4 SKH24UR SUR124 16 ` 1-9n6 1 3-1l4 1 1-7/8 ! 4 16d 4 10d x 1-12 } 510 1,510 § 510 565 395 395 395 44 s • • • •6, H11, 1 1 7/8 6 16d 6 10d x 1-1 F3 SKH26UR E SURA26 16 1-9/16 1 5-1/4 890 1 890 1085 747e 700 90 2 x 6-8 { 3 1/4 ` 18 16d 12 10dx1-1/2 • • • 130 SKHH26UR _ - 14 1-5/8 5-1/8 1850 1980 19�t 8&5 1555 ism 4555 � 2 x 8-12 SKH28L/R _ _ -_ 16 1-9/16 7-1/4 ; 1-7/8 10 16d 8 10d x 1-1/2 13-1/4 1380 2 1465 j 278f1 1465 27901 1360 1260�2115 11 1 12290 160 2200 1 M R11, F3 SKHH28UR �SUR/L210. SKH21OL/R - ' 14 16 1-518 1-9/16 7 9-1/4 26 16d 16 : 10d x 1-1/2 -- — --- - 1-7/8 141 16d 10 10d x 1-1/2 1790i { 1790 17901 1565 1425 l�j • 1425 12P _130 6,R11,' AF3 2 x 10-14--• SURA214 --- t— (• •-- SKHH210UR - 14 1-5/8 9 4 1/4, 34 16d { 20 10dx 1-1/2 29351 2935 2935 15M i 2330 W 2330 12fb { j 130 § 1 9-1/4-14 SKH1720LIRIS L1 RI.81/9 16 1-13/16 9-1/8 ' 1-7/81 14 10d 10, 10d 1-1/2 t 16275'1870 20301 1565 14� 10^ 1730 12k • • i 1-3/4x SKH1724L/R SUR/L1.81/11, 16 1-13/16 § 11-1/8 1-7/8 16 § 10d 10 tOdx 1-12 1855 2135 2320 1565 { 18W ;> !`� 1245 i • 11-114-18 SUR/L1.81n4 2 - 2-1/8 x SKH2020UR SUR/L2.06/9, 16 2-1/8 � 9 1-7/8 = 14 10d 10 i 10d x 1-12 1625! § 1870 20M � 1565 1411 0 l 1649i 1715 1285 • • ' • _ 9-1/4-14 —� SUR/L21/9 � � , • • to � • • 2 - 2-1/8 x 4 SKH2024L/R SURft2 06/11, 16 2-1/8 11 1-7/8 16 10d 10 10dx 1-12 1855 2135e 3 2320 1565; ( 1635 • 1880 • 2040} • r 12351 • • 11-1/4 18 1 SUR/L2.1/11 1-7/8 14 i • -- • 2-1/4 - 2-5116 x 9-114 -14 SKH2320L/R ? SURU.37/9 i 16 2-3/8 j 8-7/8 ; 10d 10 ; 10d`x 1-1/2 1625 1870 2030 1156655 14301 /645 17151 1235`i _ { 10d i 10 10d x 1-12 1855 2135 { 2320 1565 9 2040 ` 1235 I 2-1/4 - 2-5/16 x 11-1/4 -18 i SKH2324t1R SUR/L2.37/11, SUR/12.37n4 16 2-3/8 10-7/8 1-7/8 16 I 6, 3x6-8 SKH366IR 16 2-91161 4-3/4 1 1-3/8 6 1 16d 6 10dx1-1/2 830 950 1025 1085§ -1�63511118880 try 8301 $301 980—+-1 111, 3x 8.12 SKH38L/R - 16 2-9n6 6-3/4 1-3/8 10 16d 8 10dx 1-1/2 1380 1585 1585 1360 ' 1210 1255 1255 1240 r 3 x 10 14 SKH310L/R 16 2-9/16 ` 8-3/4 1-3/8' 14 16d 10 tOd x 1-112 19301 2220 2250 1565 77802045 2090 1245 3 x 12 14 -16 SKH312UR i 16 2 9n6 10-3/4 1-3/8 76 16d ; 10 l �_.. _ 10d x 1-12 ` 2210 2500 1565 20 S 2190 2190 _ 1245 _ w /2 x 2-19-1/4-14 SKH2520UR j SURA2.5619 16 '2-9n 6 . 8 5/8 1-7/8 14 10d ; 10 10d x 1-12 1625 1870 � 2030 1565 ! 1, 430 1645 17D5 , i23ti 2-12 x i SKH2524L/R SUWL2.56/11, 16 , 2-9n6 { 10 3/4 i 1-7/8 16 f_ tOd { i 10 tOd x 1-12 1855 2135 2320 1565 1635:, 110 1880! 2OW 12 11 1/4 -16 SURIL2.56n 4 _ 1 2-59 SKH26201JR -- 16 2-11/16 8-11/16 1-7/8 { 14 10d 10 10d x 1-1/2 { 1625 1870 i 20301 1565 14301 1645 170.5 1230 1/4 -14 2-5/8 x SKH2624L/R - - 16 1 2-11/16 10-11116f 1-7/8 ; 16 10d i 101 100 x 1-12 11855 2135 23201 1565 1635 I 1 W 2040 12301 11-1/4 -16 (2) 2 z 6 8 §i SKH26L/R-2 ` SKHH26LlR-2 SURIL26-2-2 HSURA26-2 16 14 3-1n6 1 3 1n6 4-1/2 i1-3/8 5-1/4 2 6 § 12 16d 16d 6 i 4 10d 1 t6d z 2-12 830 950 1035= 1115 725 , 835 980 i SKHH26L/R 21F 1iSUWLC26-2 14 31/16 5-1/4 2 12 16d 4 t6dx2-12; 1t350 { 2040 2040! 885 145 1495 650 i ! 130 2 x 8 12 SKHZ LJR-2 ` - 16 7 3-1n6 6-1/2 1-3/8 10 16d f 8 - 10d 1360 1585 1725 1360 1210 t 1395; iStS 70 6 { SKH210LJR 2 SUR/L210-2 16 3 t/16 8-1/2 _7-3/8,-14 - t6d 10� tOd 1930 2220 2415 1565 § 1695 1950 21 �1' 35 1 Rit,F3 (2) 2 x 10-14 i SKHH21011R 2 HSURIL210-2, 14 t § 3 1n6 ` t 8-12 2 20 16d 6 1 16d x 2-12 I i 3080� 3695 2280 2580, 7745, 2745 160 SKHH210L/R-21F HSUR/L214-2 HSUR/LC210-2 14 31n6 8-12 2 20 16d 6 1fid-x2-1/2 3475 { i ' _ 130 _ ( 2 x 12-i6 SKH212L/R-2 ' SUR/L214-2 16 3 1n6 10-12 1-3/8 16 16d 10 10d 2240 2575,2800�F�1565 , 119W 2230 240511235 3-12 x8-14 SKH4.10�UR. SURIL410 14 3-9/16 i 8-1/2 + 2-12 16 16d 10 16d 12255 2540 2540! 1565 1995 22901 240D1 1215 6, 3-12 x 12-18 SKH414L/R ` I SLJW1_414 14 3-9/16 ' 12-12 2-1/2 22 1 16d I 10 16d 3100' 3565 3880 1565 27401 3150 3425.1 1215 All, 4x6-8 SKH46LIR SUR/L46 HSURIL46 14 3-9/16 i i 4-3/4 5-1/4 2-12 101 12 16d 6 ! 6Ty 16d 1410 1590, 1590 1355 1225 1225 1225; 10501 F3 SKHH46LJR - 14 3-9/16 2-12 16d t. 16d _ 1&5t1 2040 20401 885 i 140(1k 650 t� SKHH46URIF ` FiSURILC46 URIL410 141 3-9n(i 5-1/4 2-1/2 12 16d 6 16d 1995 lI SKH410L/R 14 3-9/1166 8-1/2 2-1/21 16 t 16d 10 16d 122551 2540 2540 1565 i i j 229D2400 1215 6, Rtt, F3 4 x 10-14 { SIOW10L/R ._,{ HSURIL410 14 3-9116 8-1/2 2-12 iO ; 16d 10 16d t 3D801 i 3475 , 3� ZZ&1 i1i 2580' 2735 2735 1690 730 SKHH410URIF 1 HSUR/LC410 « 14 3-9/16 8-12 2-12 20 16d 10 I j y -- SKH414L/li i SUR/L414 14 3 9n6 12-12 2-12 22 16d 10 16d 3100 3565;-3880 ---gg 1565 i 27401 31SO 3425 € 1215 6, R1t, F3 4 x 14-78 p SKHH414L/li --. HSUR/L414 14 3 9(16 12-1/2 — 2-12 26 i6d 101 76d 40054515 i 4650 , 2280 ; 53520 37) 3740 1 — 130 S H 14URIF HSUR/LC414 14 3 9n6 12-72 (2-12 26 : 16d :` 10 16d I 1) Uplift loads have been increased 60 % for wind and seismic loads; no further increase shall be permitted. Corrosion Finish 2) NAILS: 10d x 1-1/2 nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. Stainless Steel '.' Gold Coat -Miter cut required on end of joist to achieve design loads: unr- re;e T.W. 7i Truss & Rafter HC / HCPRS / HHCP / LFTA / RT Rafter Ties Installation: • Use all specified fasteners. See Product Notes, page 17. • To achieve full allowable loads listed, fasteners must be installed as prescribed in the chart. • Depending on pitch, birdsmouth notching may be required with some models to enable installers to fill all nail holes. • Designer shall determine if solid blocking is required. • LFTA6, RT4, RT5, and RT7 ship in equal quantities of left and right versions. Left version images shown. 8400- U S P, STRUCTURAL CONNECTORS MiS 1,11 Fastener Schedule''` Allowable Loads (Lbs.)' Allowable Loads (Lbs.)l Uplift with Lateral Uplift with r Truss/Rafter Plate Stud aLateral Sd x 1-112" 8d x 1-1/2" USP Steel Uplift Uplift Fl h Code Qty Type Qty Type Qty Type 160% StockNo. Ref.No. Gauge 16o% 611% 160% 160% 160% 160% $ Ref. RT3A H3 I 18 i 4 ! Bid ' 8d 610 190 ' 190 610 525 160 160 i 525 f RT4 H4 ---. .. 215 410 10 i8 4 8d 4 - 8d - - 410 215 - 345 180 180 - _ ..._, RT5 H5 18 4 8d 4 8d - 540 265 265� 540! 450 225 225 450 i 10 RT6 HS24 18 8 10d x 1-1/2 6" 10d x 1-1/2 - - 665 800 800665 560 670 670T 60 + F5 RT7 - 18 5 8d 5 8d - - i 585 195 195 585 495 160 160 40F. • • RT7A� H2.5A 18 5 8d 5 8d - 670 210 210 670� 565 175 7.5 5 on• RT7A7 H2.5T i 18 5 8d x 1-1/2 5 8dx 1-1/2 - i 555 210 210 i 555 465 1" 180 �68 • • • _ I F18 RTSA- H8 18 5 lOdx1-1/2 5 10dx1-1/2 — — I 775 215 215 650 •166 0180 65si • • i • • • RT/0 H2,H2A 18 6 !8d 8 Sd 6 8d �585 1195 _775 195 y 585 495 1 495 • tg RT15 Al 18 5 Sd x 1-1/2 5 8d —530 500 340 530 445 285 410 0 tom,• • _• • _, RT16A 18 9 10d x 1-1/2 8 tOd i - - j 1380 18 645 1380 1160 •�4 .I5 1IbU• • • • • • H7� _. • RT1GAR H10AR 18 9 _ toll x1-1/2 8 ' 10d __ - 1380 ` 800 _ ; 6451380 1160 •firs -605 116i1 • 1 130• • fffl 2 1- 10-2 18 - 8 Bid 8 8d - 1160 6 415T 1160 975 495 CIS • 10,�>; • HHCP2 HCP2 18 10 10dx1-1/2 10 10dx1-1/2 - 800 370 - 800 670 Q�s- 676 -F5 HHCP4-TZ ( HCP4Z 16 B . 10d 8 10d _ 8d - 6 - - Sd 1100 515 540 410 470 500 -- - --- 430 575 340 y 540� 1 920 445 455 •345 ♦ 405 •375 • 370 1 42 - - -- ... 1�• • • •_,A � � 455 10,R6 F5 HC520 GBG' 1$ ' ` - 71 HCPRS 18 j 5 lid 6 8d LF(A6 2 8d i 1210 i 161k• • 14. H6 1 16 f 8 , 8d 1 8 , 700 ` 90 + 1210 tt 1015 596 76 RT20 10d 9 tOd x 1-1/2 1065 • ' • 10, R8, F5 16 9 10d x 1-1/2 ': 4 1200 1 -� — I 12110 1005 , -- — ; 1) Allowable loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) LFTA6: To achieve F1 lateral loads, three nails must be installed on each side on the strap located closest to the bend line. Lateral Ft and F2 load directions do not apply to roof truss -to -top plate installations. 3) 8d common nails may be substituted for 8d x 1-1/2 nails, and 10d common nails may be substituted for 1Od x 1-112 nails. 4) NAILS: 8d x 1-112" nails are 0.131" dia. x 1-112" long, 8d nails are 0.131" dia. x 2-1/2" long, 1Od x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long. New products or updated product information are designated in blue `ant. Typical RT3A truss/rafter to plate installation Typical RT7A truss/rafter to drnrhla nlata inctallatinn A 'f Uplift Ft 1. F2 Typical RT4 Typical RT5 truss/rafter to plate truss/rafter to installation double plate installation Uplift F1 , F2 Typical MAT 2x4 bottom chord inctallatinn Typical MA stud to double plate inctaliatinn Typical RT6 truss/rafter to plate installation Typical RT10 truss/rafter to double plate to ctnd inctallatinn Corrosion Finish 9 Stainless Steel Gold Coat HUG Triple Zinc Typical RT7 truss/rafter to double plate installation Typical RT15 truss/rafter to dnnhia ninta inctallatinn HUS / JUS / MUS Slant Nail Face Mount Joist Hangers The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 30° to 45° nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS -18 gauge; MUS -18 gauge; HUS -14 or 16 gauge Finish: G90 galvanizing Options: See Chart for Corrosion Finish Options. See HUS Specialty Options Chart. Typical HUS46 Codes: See page 11 for Code Reference Chart installation A Installation: • Use all specified fasteners. See Product Notes, page 17. • Joist nails must be driven at a 30' to 45o angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. H • JUS & MUS -16d sinkers (0.148" x 3-1/4") may be used where 10d commons are specified with no load reduction. _. D W u ,.--� HUS28-2 /t AVAILABLE IN COAT Double shear nail design Uses standard features fewer nails and length nails faster installation HUS Specialty Options Chart Refer to Specialty Options pages 228-229 for additional details. Option Inverted Flange Not available in Range widthslessthan 2-1/4". 100% of table load. Allowable ; 65% of table load when Loads ? nailing into the support members end grain. I Add /F Ordering to product number. Ex. HUS410_IF Typical HUS4101F inverted flange installation :80- U S P STRUCTURAL CONNECTORS NYei< Typical JUS26 installation A L H • Qimple:Ilows • • • 30° to 45° ••••n•iin9 D • �••i •••••• W;., • • • • • • • •• H • • • • s 0 9 ca Face Mount Hanger Charts 1usPc STRUCTURAL CONNECTORS Joist Size USP Stock No. :Rd.o. Steel Gauge Dimensions (in) Fastener Schedule''' DF/SP Allowable Loads (Lbs.)a 0 o y $ E Code Ref. Header Joist W H D A Qty Nail Qty Nail Floor Roof Uplift' 100% 11504 125% 160% 2 4 JL24 JL241F-TZ LU24 20 1-9/16; 3 1-1/2 ---- 18 1-9/16i 3-1/8 1-1/2 ' � 15/16 -- -- 4 i 10d 2 10d x 1-1/2 470 4 54J 640695 535 SW 580 ' 320 320 280 ) 5, RS, F2 31,111, F32 4 4 16d 10d HDG 2 2 10d x 1 1/2 10d x 1-1/2 HDG 560 465 4 16d HDG 2 � 10d x 1-1/2 HDG 550 615 615 280 x JUS24 LUS24 18 1-9/16 3 1/8 1-3/4 1 4 10d 2 10d 675 775 1835 510 SUH24 HD26 U24 _ HU26 16 14 1-9/16 1-9/16 3-1/4 3-1/2 2 2 1-3/16 1-1/8 4' 10d 2 10d x 1-1/2 500 560 605 380 5 R5, 4 4 t 16d 16d 2 2 10d x 1-1/2 10d x 1-1/2 590 565 665� . 650 e720 i 705 380 290 A JL26 ! LU26 ) 20 1-9/16° 4-3/4 ; 1-1/2 15/16 6 10' 4 10d x 1-1/2 , 710 805 1 870 650 6 € 16d 4 1 10d x 1-1/2 84D 960 1045 6507- _ JL261F-TZ� LUC26Z 18 1-9j65 711-1/2 - 6 :i HDG 4M 10d x 1-1/2 HDG 695 800 870 730 31,111 F32 6 16d HDG 4 10d x 1-1/2_ HDG 830 950 1035 730 i JUS26 LUS26' 18 1-9 1 4 10d 4! 10d _ 870 1000 1080 1115 5.R5,F2 2 x 6 MUS26 SUH26w HU_S26 HD26 € HD28 MUS26 U26 1 18 t 16 r j 1-9 1-9/16, 5 1/8 2 1 1-3/16 6 6 — 6 10d i0d - 16d 6 4 -- 4 10d _ 10d x 1-112 10d x 1-1/2 1285 750 tt80 1475 ' 1605 840 '• 910 '"o t380 795 75% 1 290 730�u t • • � 31, R1, F32 s 5, • 1 R5, F2 * • HUSr'-- 26 HU26 ; 16 ' 141-9/169 t-5/8 ' 5-7/16 3 1/2 3 2 2 1-1/8 14 4 16d __16d i 6 2 , 16a 10d x 1-1/2 2760 56�0• 3,1 ,3 as �05 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10d x 1-1/2 1130 1295 Y1410 JL26 LU26 20 1-9/16$ 4-3/4 1-1/2 15116 6 10d 'r 4 tOd x 1-1/2 710 5 870 '1045 , • • •y 3 •• 6- 16d 1 4 10d x 1-1/2 $40 JL261F-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 r - -- 6 10d HDG 4 ---- 10d x 1-1/2 HDG ' 695 � 70 7 31, R1,• F32. • 6 16d HDG 4 10d x 1-1/2 HDG 1035 730P JL28 LU28 20 I 1-9(16 6-3/8 1-1/2 15/16 10 10d 6 10d x 1-1/2 1180 V, " V% � • 5,R5,F2 Y 10 16d 6! 10d x 1-1/2 1 1400 1 _. 40) JL281F-TZ - -- 18 1-9/16 6-1/8 1-1/2 -- - $ 10d HDG 4 i 10d x 1-1/2 HDG 930 . 1065 L1160 7 • • 31, R1 i F32• • 8 16d HDG ; 4 10d x 1-1/2 HDG 11105 12150 1Q15 710 JUS26 LUS26 18 1-9/16i4-13116 1-314 1 4 10d 4 10d 870 1 1 g -- 2 8 JUS28 LUS28 18 1 9/16; 6 5/8 1-3/4 1 6 10d 4 10d 1110 -.a- 1270 i 1375 "1115 5, R5, F2 x MUS26 MUS26 18 1-9/16' 5-1/16 2 1 6 i 10d 6 10d 1285 4475 605 865 i 31,111, MUS28 MUS28 18 1416 7-1/16 2 1 8 10d 8 10d1710 1970 2140 1230 F32 SUH26 U26 i 16 1-9/16 51/8 2 1-3/16 6 10d 4 10d x 1-1/2 -750 ! .840 910 . 7555 -- 6 16d 4 10d x 1-1/2 j 880 1000 ' 10801 755 SUH28 --- 16 ,1-5/8 1-9/16 65/8 2 1-3/16 8 101 6 10d x 1-1/2 1000 1120 ' 1210 800 5' 8 i 16d 6 10dx1-1/2 1175 1335 1440 800 HUS26 HUS26 16 5-7/16 3 2 14 j 16d 6 16d 27W 3140 SUM 1925 R5' f 1 HUS28 HUS28 16 1-5/8 7-3/16 3 2 22 16d 8 16d 4170 4345 4345 2570 HD28 HD210 H628_ 14 1-9/16 5-1/4 1 2 1-1/8 8 16d 4 10dx1-1/2 11130 1295 1410q 730 730 HU210 s 14 , 1-9/16, 7416 i 2 1-1/8 12 16d 4 10d x 1-1/2 1 1690 v 19-4 ` 2115 ` 1) Uplift loads have been increased 60% for wind or seismic loads-, no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS slant nail hangers. 3) For JUS, HUS, and MUS hangers: Nails must be driven at a 30° to 45` angle through the joist or truss into the header to achieve the table loads. 4) NAILS: 1 Od x 1-112" nails are 0.148" dia. x 1-112" long, 1 Od nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish EStainlessSteel = `Gold Coat `' ; HDG ETripleZinc FY H Plated Truss. THD Heavy -Duty Face Mount Truss Hangers Medium -to -heavy capacity face mount hanger. Some THD models are available with a min/max installation option. Materials: See chart Finish: G90 galvanizing Options: See chart for Corrosion Finish Options Codes: Seepage 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17 • THD Min — Fill all round nail holes. Typical THD28 • THD Max — Fill all round and diamond holes. installation Some model designs may vary from illustration shown A i H W 3" THD28 �USP� STRUCTURAL CONNECTORS MiTek A THD double or larger Joist/ Truss Size USP Stock No. Ref. No. Steel Gauge Dimensions (in) Fastener Schedule' OF/Si -'- Allowable Loads kb..) • JEE-Ref. W H D A Header Truss Min/ Max Qty Type OW Type Flow Roof tl Idtr 100% 115% 1 n5 160% 2 x 6- 8 __ 2 x 8 -10 2 x 10 -12 THD26 HTU26 16 --- _ - THD28 HTU28 16 THD210 HTU210 16 '1 1-5/8 1-5/8 i 1-5/8 t 3-7/16 3-7/16 3-7/16 3-5/8 3-5/8 1 5-1/16 --- i 7 I 9 i 5-3/8 t t 7-1/8 i 9-1/8 5 5/16 7-1/16 3 3 3 3 3 3 3a 3 1-7/81 1-7l8 1-7/8 2 2 I 2 2 Min ' 18 ; 16d 12 10d x 1-1/2 2645 ' 3000 3060 - ; 3335 34-h! 4485 44)!i 4670 5040 5115 6336 ' 0415 3150 55 4860 i 50051 i- , 7045 2266 • • • OA30 - • • ; .. ' r371C! t Y•{40 • • • A 5, 3105 t R5, F2 I Max Min 20 -) 28 16d — 16d 2D 16 i 10d x 1-1/2 +— --- ' 10d x 1-1/2 2940 41151 Max Min Max - $ - 28 16d 26 1od x 1-1/2 38 16d 20 1 10d x 1-1/2 38 16d 32 told x 1-112 ' 18 16d 12 10d 28 16d ` 16 10d i 38 16d 20 10d 18 16d E 12 10d 28 16d 16 10d ll"16d 4115 5115 5585 MO 1 4310 44 58M 16600 (2) 2 x.6 - 8 HHUS26 2, 1 TND26 2 14 HTU26 2 (2) 2 x 8 -10 _ THD28- HTU28-2 [ 14 (2) 2 x 10 -12 4 x 6 - 8 -_------ 4 x 8_-. 1.0� HHUS210-2, THD210 2 HTU210 2 14 THD46 HHUS46 14 _T.HHD_4.8_ HHUS48 14 s 4310 j 3125 ' 4860 5005 3355t34 THD41_0 HHUS410 14 3 5/8 ` 9-1/16 3 2 — 38 F 20 20 10d - 10d t 5850 16600 7045 1 i 7045 7045 ' 7045 4 x 12 -1- 4- j 4 x 14 16 -(3) 2 x 10 -12 6 x 10 -12 i THD412 I 14 THD414 _ i 14 THD210-3 HHUS210 3 12 THD610 HHUSS 50/10 12 3-5/8 3-5/8 1 5 1 /8 5-1/2 ; 11 12-7/8�3 9 9 3 �3 3 3 3 �3 3 -- - 48 16d 58 166 38 1�20 38 ! 16d i 20 20 ' 10d 1od 1 10d 7045 6535 t 6535 i 7045 1 7M 7255: 7605 7255 7605 6 x 12 14 THD612 12 5-1/2 — 5-1/2 11 12-7/8 3 i 3 3 3 - - - 48 16d t 58 16d 20 10d8255 " 8415' 8415 4255 1 20 I t Od 8415 8415 8415 4255 ' - - - 20 10d 6535 7255 , 7605 3850 20 10d 6535: 7255 ' 7605 3410 - 6 x 14 16 - (4) 2 x 10 -12 7 x 9-1/4 - 14 THD614 12 — THD210 44 HHUS210 4 12 THD7210 HHUS7.25/10 12 6 3/4 9 7-1/4 9 3 t 3 3 3 - 38 16d 38 16d i 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) NAILS: 1Od x 1-1/2" nails are 0.148" dia. x 1-112" long, 1Od nails are 0.148" dia. x 3" long,l6d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish Stainless Steel '', Gold Coat =': HDG NTriple Zinc Specialty Options Chart — refer to Specialty Options pages 228-229 for additional details. Option Skewed''' Sloped seat Sloped / Skewed"" Inverted Flange 1) Skewed hangers with skews greater than 15' Range 1' to 45 1' to 45` AIlowable L ads 85% of table load 65% of table load Add SK, angle required, right (R) or left (L), and I Add SL, slope required, i square cut (SQ,I or 1 and up (U) or Ordering j f down (D), to bevel cut (6�i product number. to product number. Ex. THD410_SL300 Ex. THD410_SK45R_So Not available in widths < 3". may have all joist nailing on outside flange. � See Sloped Seat and Skewed Widths > 3" can have 2) Sloped or sloped /skewed hangers with slopes greater than 15` may have additional one flange inverted. joist nails. ! 100% of table load. 3) For skewed hangers, the required cut type 65 % of table load 65% of table load when (square or bevel) of joist member may vary nailing into the support based on skew angle and width of hanger. members end grain. Some square cut hangers will require j- _ �._ __ custom pricing due to welded back plate, New products or updated product information Add 11F, one flange, are designated in blue font. See Sloped Seat and Skewed. right (R) and left (L), Ex. THD410_SK45R_SO_SL30D to product number. Ex. THD410_11FR