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RC-16-1931 7 a a.- C hG �1t tta•�;� ,l Is AM f }{ F 1 ,s+ t f I C. k wit Miami Shores Village RECEIVED �—• �1 Building Department JAN 16 1018 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 VL� r INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 2W.-A BUILDING Master Permit No. �I PERMIT APPLICATION - Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF' CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: 33 g r Folio/Parcel#: Is the Building Historically Designated:Yes NO ✓� Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): 'PL ) RA x AQ VA I V►14-M R(41Q Phone#: 186. J 3-3• G100-8 Address: Ic1 V1 CORDOVA IZD 4- 189 City' FORT LA U DER MLE state: F1— Zip: 333 l(o Tenant/Lessee Name: Phone#: Email:_V_i_V.T0R1 NCk LLC Q 6a M A(L_, GoH CONTRACTOR:Company Name:- gan; `. 1'`E'i 1� ' Phone#: J,s - 5 a c) - g 'Z4 Address: 3 1 6 City: v State: 10-- Zip: i Qualifier Name: D' �Q ZA N 1 PhoneM,C�S', .t.d I —t t State Certification or Registration#: b �G( -t- Certificate of Competency#: DESIGNER:Architect/Engineer: - Phh�o,,nooe#- 541 Address: (. r ! City: O C"state: Zip:'330 Valle of Work for this Permit:$ r-1-,JJ��. Square/Linear Footage of Work: Type of Work: ElE Addition Alteration ❑ New ❑ Repair/Replace ❑ Demolition e Description of Work:Rrs'l ) ' Li N L C!Q ,a .��yi J c 7 iT A�x7+ y�ti V, Rv?i Specify color of.color tliru tile:° i.'� .. Submittal Fee$ "`'" t` `yM1 Permit Fee$ � CCF$ � �ry CO/CC$ Scanning Fee$ 43Z�i Radon Fee$ DBPR$ '. 1 Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ StS. �� Bond$ TOTAL FEE NOW DUE$ (� W (Revised02/24/2014) l _ Bonding Company's Name(if applicable) "k 01 11h rl r i r.. Bonding Company's Address _ City "� 2 j State Zip Mortgage Lender's Name,Cif applicable) 7 k ' Mortgage Lender's Address City State Zip I 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, l 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. e. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY 4 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.;" I , 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 approve and o reinspection fee will be charged. , t SignatureSignature__! �Lh ao 1 (�. 1 OWNER or AGENT' CONTRACTOR x The foregoing instrumenVC4 as acknowledged before me this The foregoing instrument w s acknowledged before me this �(J d y of 20 by /0 day of ��h 20 �� by or0k who is personally known to Nah Fyo Z�'�/� who is personally known to me or who has produced a A �Z ,as me or who has produced rL �� `� as identification and who did take an oath. identification and w1hi t ke an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: a Print: C Print: a spar n� Seal: ossa:°` t. LIRIDAMIRABAL Seal: 'O •"•; URIDAMIRABAL ? ' MY COMMISSION M FF 15%91 * My COMMISSION 0 FF 159697 * EXPIRES:January 12,2019 AM, EXPIRES:January 12,2019 P'q ��O` Bonded Thru Budget N ry Services \ Bonded Thru Budget Notary Servk APPROVED BY Plans Examiner Zoning Ib Structural'Review Clerk (Revised02/24/2014) ' a Cesar Castillo, PE Florida Reg. # 68447 6385 NW 43rd Terrace, Coconut Creek, FL 33073 Ph: 954-803-8968 - Fax: 954-586-3601 E Cover Sheet Structural Calculations . .. . . .. . .. 9999. . . . 9.600. •'. •� frc jecL•.: Cable balcony railings O' •• 00 ".. 1450 NE 103rd Street 9999 9999 9999 9999 9999 • Miami Shores, FL 33138 . 9999 • 9999.. 9999. . 9999.. 9999. . 9999 . . _9999 Customer: L Y Welding, 1CZRUCTURAL REVIEW APPROVED DATEW— Designer: Cesar Castillo, PE Florida Reg. # 68447 FBC 2014 ASCE 7-10 AISC 13th Edition NOV 27 2017 Cesar Castillo, PE Florida Reg.#68447 6385 NW 43rd Terrace,Coconut Creek, FL 33073 Ph:954-803-8968 - Fax:954-586-3601 Cable balcony railings 1450 NE 103rd Street Miami Shores,FL 33138 Desian Criteria&Aoolicable Codes: r Codes: FBC 2014 ADM-2010 AWA ACI 318-08 A SS CABLE RAILINGS 1 END POST LOADS AND REACTIONS Material: A-304 SS Fy= 42.00 ksi • S• Fb= 27.72 ksi • • ' Fv= 16.80 ksi • • ••• '••••; Profile: SQ 2.00"x 0.25" .SSSS• SSSS•• •�•••� • • A= 1.750 int •• • ioio•i Sx= 0.910 in' • Sy-- 0.910 in' SSSS•• • •• •• •• SSSS• Soso •••o•• ••;•• • •••• P= 0.300 kips Prestressed force •••••• s • n= 13 ea Number of cables • • • • SSSS SSSS•• So= 3 in •••••• • •• ••• L= 42 in Length of the post • ••..•: •••'•' W= 0.093 kips/in Equivalent distribuited load • • • ; •••• R,= 1.463 kips Reaction'at the top •••••• •••• • • R,= 2.438 kips Reaction at the bottom •'•'•• Vmax= 2.438 kips Maximum shear o.k. Mmax= 20.48 kips-in Moment at the bottom fb= 22.50 ksi Maximum stress from bending 22.500 = 0.812 < 1 o.k. 27.72 Use: SQ 2.00"x 0.25" A-304 SS t 2 CHECKING HORIZONTAL TOP RAIL Material: Aluminum 6061-T6 Fy= 35.00 ksi Fb= 21.00 ksi Fv= 14.00 ksi Profile: SQ 2.00"x 0.125" A= 0.900 in' Sx= 0.530 in' Sr— 0.530 in' W= 0.05 kips/ft W= 0.0042 kips/in P= 0.200 kips L= 48 in NOV 2 7 2017 Cesar Castillo, PE Florida Reg.4 68447 6385 NW 43rd Terrace,Coconut Creek, FL 33073 Ph:964-803-8968 - Fax:954-586-3601 2.1 Horizontal checking: M1= WxL2/8= 1.200 kips-in MZ= PxU4= 2.400 kips-in M= 2.400 kips-in Srqr- 2.400 = 0.114 in 21.00 r f Sx= 0.114 in' < 0.530 in o.k. 0.114 = 0.216 < 1 o.k. 0.530 2.2 Vertical checking: M1= WxL2/8= 1.200 kips-in MZ= PxU4= 2.400 kips-in M= 2.400 kips-in 2.400 __0000: • .• �••� Srgr- 21.00 0.114 in • . • •0.000 00.0.0 • . • • • • • • •• Sy= 0.114 in < 0.530 in o.k. ' • • • • 0.530 0.114 •.••• •.•. •06.60 = 0.216 < 1 o.k. 6006• • 6006 { 6666.• • • •••••• Tse: SQ 2.00"x 0.125" Aluminum 6061-T6 • • . 6666.. ••.••• • *00:3 �WECKING HORIZONTAL TOP RAIL DUE TO PRESSTRESSED FORCES • . • • •. •••••• 0 0000 . Material: Aluminum 6061-T6 "" Fy= 35.00 ksi Fb= 21.00 ksi Fv= 14.00 ksi Fc-- 14.00 ksi E= 10100 ksi Profile: RT 2.00"x1.00"Solid A= 2.000 int Sx= 0.330 in' Sy= 0.670 in Ix= 0.170 in ly= 0.670 in' rx= 0.290 in ry= 0.580 in P= 1.4625 kips L= 48.00 in K= 1 KUr- 165.52 Fe= Tk2.E/(KL/r)2 Fe=' 3.64 kips Fcr 3.27 kips Pcr- 3.91 kips Pa= 1.463 kips < 3.911 kips o.k. 1.463 = 0.374 < 1 o.k. 3.911 Use: RT 2.00"x1.00"Solid NOV 2 7 2017 � Cesar Castillo, PE Florida Reg.#68447 6385 NW 43rd Terrace,Coconut Creek, FL 33073 Ph:9S4-803-8968 - Fax:954-586-3601 4 TYPICAL POST Material: A-304 SS Fy= 42.00 ksi Fb= 27.72 ksi Fv= 16.80 ksi Profile: SQ 2.00"x 0.25" A= 1.750 in' SX= 0.910 in' Sy-- 0.910 in' P= 0.200 kips L= 42 in M= 8.40 kips-in fb= 9.23 ksi 9.231 = 0.333 < 1 o.k. 27.72 • • ••••' . 4W: SQ 2.00"x 0.25" A-304 SS 0000•• • • • •.•••• ';"' 06 • CHFrCKING END POST DUE TO PRESTRESSED HORIZONTAL WIRES • 0000•• ' 0000•. Material: A-304 SS . •• •• • •••• • • Fy= 42.00 ksi 0000• 0000 0000•• • • Fb= 27.72 ksi 0000• ••••6i 0000•• Fv= 16.80 ksi 00•• 0 Profile: SQ 2.00"x 0.25" 00 • • • 0000•• 0000•• • A= 1.750 int • •060•i •0600• SX-- 0.910 in' •;� 0 0 0 Soso Sy= 0.910 in' 666.660000000 0 IX= 1 0.910 in 000* ly= 0.910 in' P= 0.300 kips n= 13 ea L= 42 in W= 0.093 kips/in Mmax= 20.48 kips-in fb= 22.50 ksi 22.500 = 0.812 < 1 o.k. 27.72 Use: SQ 2.00"x 0.25" A-304 SS Presstressed forces converted to uniform load 6 CHECKING DEFLECTIONS FOR THE END POST Material: A-304 SS Fy= 42.00 ksi Fb= 27.72 ksi Fv= 16.80 ksi a E= 29000 ksi Profile: SQ 2.00"x 0.26' A= 1.750 inz SX-- 0.910 in' Sy= 0.910 in' Ix= 0.910 in• ) \ Iy= 0.910 in* NOV 2 7 2017 r , Cesar Castillo, PE Florida Reg.#68447 6385 NW 43rd Terrace,Coconut Creek,FL 33073 Ph:954-803-8968 - Fax:954-586.3601 W= 0.093 kipsfin L= 42 in A= WxL•/(185xEx1) A= 0.082x344/(185x10100x0.910) �= 0.059 in A allow= L/270=34/270= 0.156 A= 0.059 in < 0.156 o.k. 0.059 = 0.380 < 1 o.k. 0.156 s 9 LOAD P FOR MAX.DEFLECTION OF THE PRESTRESSED HORIZONTAL CABLE i D= 0.1875 in 'Cable diameter • •• A= 0.0276117 in= Area 0 00 tiW 3.00 in Initial spacing •�•Sm�tc= 4.1875 in ..•••. ';•••; Amax= r 0.59375 in Allowable deflection '. • *L= • E:Min in Length of the span 00 0 0 Cable Length between two fixed posts • • • • 5*- 16300 ksi Effective modulus of elasticity ***Ito* 6.064E-05 Moment of inertia of the cable •••••• • rpsrr 0.300 kips Prestress force in each cable •••••• ";J(�d2+L2)= 48.014687 •' •••••• •'4&J1effA= 1068.9187 00• •••••• 000000 • Pef& (4AEA)((4A2+L2)^(1/2))-L) *000 (L)(4AEA)((4A2+L2)^(1/2))+LT-L) Pef= 0.0014 kips Pb-- 48EIA/L3 Pb= 0.0003 kips Pps= 4FpsA/L Pps= 0.0148 kips P= Pef+Pb+Pps P= 0.016490 kips 10 RESISTING FORCE P FOR EQUILIBRIUM DEFLECTION D= W 0.1875 in Cable diameter A= 0.0276117 int Area A= 0.33300 in Deflexion(Iteration,trial and error) L= 48.00 in Length of the span LT-- 235.00 in Cable Length between two fixed posts Eeff= 16300 ksi Effective modulus of elasticity 1= 6.064E-05 Moment of inertia of the cable Fps= 0.300 kips Prestress force in each cable r � -4(4A2+L)= 48.00462 4AEeffA= 599.49459 1 NOV 2 7 2017 p Cesar Castillo, PE Florida Reg.#68447 6385 NW 43rd Terrace,Coconut Creek, FL 33073 ' Ph:954803-8968 - Fax:954.586.3601 Pef= 0.000246 kips Pb= 0.0001 kips Pps= 0.0083 kips P= Pef+Pb+Pps P= 0.00871 kips Equilibrium P force 11 APPLIED FORCE F FOR EQUILIBRIUM DEFLECTION w= 0.050 kips/sf load on the cables Db= 4.000 in Ball diameter A= 12.566 in' Area of the ball Fx= 2.w.A Fx= 0.00873 kips Ball's force D= 0.1875 in Cable diameter So= 3.0000 in Initial spacing Ao= 0.00000 in Initial condition .. Amax= 0.59375 in Maximum deflexion • ' • 0.33300 in Deflexion(Iteration,trial and error) •••••• • �_• asin((So+2.A)/(Db+D)) Cable load angle •' 61.0996 Degrees •..•• •.•• •••�.• Fx/2coS ••••• •••F • 0.00903 kips Equilibrium F force • ";'•' Resisting Force P = Applied Force F •i�••• •••�•� •••••• 0.00871 kips = 0.00873 kips o.k. • •••• "•• A=• 0.33300 in < 0.59375 in o.k. •••••• Equilibrium status is reached below max deflection and max force. NOV 27 2017 Cesar Castillo i 1 in ` 1.00 in F t 1 in CG 2 in t • • 1,00 in ...... . . . . ..... .... ...... . .... 2 in . . . ...... . ••�•" '•" •'• SQ Alum 2.0" x 0.25" Dlmenslons_ - Principal Properties Width 2 in 12 _, _ 0.91"in^4 Height �2 in�— 11 0.91 in^4 Perimj .eter _ _ 14 n� _ a n , Gcy_ Geometric Properties ly _ Theta 0 degr Ix_ 0.91 inA4� rY ___y.72 in� rx 0.72 in Sy Right 0.91 inA3 •v r-- �. Sy_Left_ 0.91 inA3 Sx Bottom 0.91 inA3 i Centroid Y 0.11 in Centroid-i—"'.'5--2in Plastic Properties _. , Zy — 1.16 inA3 - Zx '1.16 inA3 PNA-Y PNA-X =0.52 in Pola_r Prope_rt_ies P_ j IES`ShapeBuilder4.0 www.iesweb.com 10/04/14 10:26 PM Cesar Castillo 1 in 1.00 in 1 in CG 2 in • • •..... •.1•.t4 in ...... . . . . ...... . .. .. .. ..... .... ...... 2 in . . . ...... . i ...... . ...... SQ 2.0" x 0.125" Dimensions - _ PrincIPai Properties in Height 2 in Penmeter 15 O rn _ Ixy 416334e 017 in"4 Geometric Properties Theta Ix 0.53 in^4 - y in rx Sy lght 0.53 in^3 Syleft�,�„ 0.53Mm"3.r.e...e._..._._...,.....__�._..__....�...�.._____�.....� Sx Bottom 0.53 in^3 I _ Centroid Y _0.37 in Centroid X -039in0.64 Plastic Properties - Zx 0.64 in^3� PNA-X -0.39 in Polar_Propertles IP 1 07 in^4 rp _ Jj IES ShapeBuilder 4.0 www.iesweb.com 04/05/16 08:01 PM A 304/30 L 1 Alt JwReel •••.•0-K Steel hype iO4 is a vareroon of the Typical uses include architectural moul- CNIAP8SIR0N basic 18-8 grade,Type 101,vA a higher dings and trim, kitchen equipment, Type 304 Type 304L "'c'hromion.9lfq,lower.efton content. welded components of chemical,textile, % � % • Cower caf$dlfminimizot Ehminium car- paper, pharmaceutical and chemical Carbon 0.08 max. 0.03 max. .... •:••Gide preorpitadn due td4V13R4ng and its industry processing equipment Manganese 2.00 max. 2.00 mm Phosphorus 0.045 max. 0.045 max. . AuscepfiAlity to intergrd MdF corrosion. AYA�uN�i®NNIS Silicon .035 max. .030 mm 5 max. .....N many instances,it cacti deed in the chromium 18.00-20.00ax. 18.0-20.0.75m . "as-wel*dl tjnditio�*;Ai e�Type 302 AK Steel produces Type 304 Stainless Nickel 8.00-12.00 8.0-12.0 9%..must be agoealed in,ordeP to retain Steel in thicknesses from 0.01'to 0.25° Nitrogen 0.10 max. 0.10 max. adequate cou8sion resistance. (0.025 to 6.35 mm)max.and widths up lion Bad Balance' to 48"(1219 mm).For other thicknesses Type 304L is an extra low-carbon varia- and widths,inquire. SPWR6MUI tion of Type 304 with a 0.03%maximum AK Steel Types 304 and 304L Stainless carbon content that eliminates carbide Steels are covered by the following precipitation due to welding.As a result, specifications: this alloy can be used in the"as-welded" Type 304 Type 304L condition,even in severe corrosive con- ditions.It often eliminates the necessity AMS 5513 AMS 5511 of annealing weldments except for ASTM A 240 ASTM A 240 applications specifying stress relief. It ASTM A 666 ASTM A 666 has slightly lower mechanical properties than Type 304. NECNANCAI PEON= - Typical Room Temperature Mechanical Properties Elongation urs 0.2%YS %in Y 'Hardness ksi(We) ksi(MPa) 150.8 mm) Rockwell Type 304L 85 (586) 35 (241) 55 B80 Type 304 90 (621) 42 (290) 55 B82 304/304L-S-8-01 AK SHIL 304/3041 STMNIESS S1111 OATA SHIFT � (p � p MEi1STAMCE techniques.Special consideration is re- Density,0.29 Ibsen' The maximum temperature to which quired to avoid weld'hot cracking"by 8.03 g/cm3 Types 304 and 304L can be exposed assuring formation of ferrite in the weld Electrical Resistivity,microhm-in continuously without appreciable •Types 304and 304Lare generally scaling is about 1650-F (8990C). For considered to be the most common al- (microhm-cm) loys of this stainless class.When a weld mperature is 68°F 20°C)—28.4 (72) intermittent exposure, the maximum ( exposure teabout 1500-F filler is needed,AWS E/ER 308,308L or 1200-F(659-C)—45.8(116) (81600) 347 are most often specified.Types 304 Specific Heat,BTU/lb/OF(kJ/kg-K) and 304L Stainless Steels are well 32-212-F(0-100°C)—0.12(0.50) iii TIE1iMMS known in reference literature and more Thermal Conductivity,BTU/hr/ft2/ft/°F Type 304 is non-hardenable by heat treat- information can be obtained in this way. meat.Annealing:Heat to 1900-2050-F (W/m K) 0038-1121°C),then cool rapidly.Thin M ffiX� � at 212-F(100-C)— 9.4(16.2) strip sections may be air cooled, but Data in this publication are presented in at 932-F(500-C) —12.4(21.4) heavy sections should be water U.S. customary units. Approximate Mean Coefficient of Thermal Expansion, quenched to minimae exposure in the metric equivalents may be obtained by irViWOF(Wn/m•K) carbide precipitation region. performing the following calculations: 32- 212°F(0 i 1Qt1'°Cl— 9.4 x 10P(16.9) Stress Relief Annealing: Cold worked Length(inches to millimeters)— :Q-&-F(0-31 n)— 9.6X 1 JrM7 3► parts should be stress relieved at 750°F Multiply by 25.4 32-10b0°F(0..638Y�—102 006(18.4) (399°C)for 1/2 to 2 hours. 6 1200°F(0-'649°L1-10.431D8(18.7) Strength(ksi to megapasf:als or •;%dantic 0atril" H ...... meganewtons per square meter)4 gne Feimg 0rty, HMMJiY Multiply by 6.8948 .'IJ4St1;ds,AnrteBilsd_1.02"Vara Types 304 and 304L have very good ••••• .... drawability. Their combination of low Temperature(Fahrenheit to Celsius)— . Modulus of EISSttCity,ksi(Ku�- yield strength and high elongation (*Fahrenheit-32)Multiply by 0.5556 *29.0&103 (193 x 103)in tolWgq. permits successful forming of complex Density(pounds per cubic inch to ..}1,1 K 103 ( 78 x 103)in tp", shapes. However, these grades work • 9 0 0 kilograms per cubic meter)— { .Aelting Ranaej O F 0(°C) —.25W 6 2650 harden rapidly.To relieve stresses pro- Multiply by 27,670 (1399- 14541...- duced in severe forming or spinning, CIINSI N MlM1MCE parts should be full annealed or stress- Us idameuon acid data in ase prodte.4 data sheet are relief annealed as soon as possible amobmthe beg ofour bmAMP and b KMare These steels exhibit excellent resistance after forming. ia, . I for W-d hdanndion a* w s 4nss d for tta n atWels we desaibad ordy to heat to a wide range of atmospheric,chemi- reader:nift thek own evdtationa and decisions,ad ��11�UR cal,textile,petroleum and food industry $°n 011 ytr-ftft naeIOba 00 4W$d's a"WM=of exposures. The austenitic toss of stainless steels stwa'sww tyforthe"orother, is generally considered to be weldable nota refalk to rrhedha kw properties awchunimW by the common fusion and resistanceObmbw ftm wV y ttbreof is WWW to the"km md rA such bcaliaa and by such procedures.Thera is no wera"Vd&respect to vdun of the nawrials at Od w kora. AK Steel and the AK Steel logo we mosured trwemadw Alt of AK Sled Capor rdm AKSt" Customer 800-331-5050 AK steel cttrpwadoa 9227 Centra Pointe Drive West Chester,OH 459 www.aksted.corn o 2M Atc steel Carpaerlm »oo.00ae 7ro7 r .. .. .. . . .. .. . . . . ... . *00 re kin • •: :. . •: •.• Wire Size . . . . Characteristics re Rope ad . . . Lo [kgs . ... ... ... . ` 2.0 mm 340 low stretch 'idoal ire straight lines. •0• 2• cram 50t} • :_: Tg her barnparetive broeki ng strain. *000 3.0 mm 720 0*00s j� �y�wy� q Q x. Fvwer crev�ic traps less din, therefore i � likely to 0.�� j4�' ..jf0 I�lp+�il/yf�f �}I e/285 ♦1® a y . 6.0 #I i'" 2,000 1xio 6.0 MM 2,816 Commonty usod with swago fittings. 8.0 MM 4,640 1.0 MM 60 - SOMA-floxible. �► t.a MM 122 - Lc�w•mediurr� stretch. • 2.0 m(" 235 I+ ediu n xemking strain. 7x7 2.5 mr'n 428 Can be tornlinstoci: with crimps, or.can Also bo swaged, 2.0 M,M 230 - Very f fox bl e. 2.6 M"I 380 Mad u m stretch.. 3.0, mrn ' 640 4.0 mm+ 950 � Modiu m.l'ow b roa king strain. 5.0 roti 1,49t? - Can be terminated with crimps., or can also be swaged: xt 6.0 MM 1,810 - More-crevices so higher risk of to tea-staining. , 8.0 MM 3,40D Hardest to clean. 10:0-nim - r310- 60 a AvaiLkbIg with Nyion cpatf%. t W=0.093 k/in W i Ra � Rb L=42 in V=2.438 kips see*** V=1 .463 kips V o . . ee.ee. se.ese . • sees.. sees.o . .. see.es . . sees. sees sees.. s'•s' sees.. "'• Mmax=20.48 k-in • es..• • s sees se • sees.. .....s • • se.sse M • sees.. • . . sees.. sees . . sees L= 42 in W= 0.093 On Ra= 1.463 Kips Rb= 2.438 Kips Vmax= 2.438 Kips Mmax= 20.48 K-in REVISIONS BY Diagrams for V & M Cesar I. Castilllo P. E. DR1G BY due to restreesed forces in the post Consulting Engineer-t,Reg#68447 P P 13155 SW 134th Street,Suite#119 Miami,FL 33186 Phone:(305)253-9442 Ago it REVISIONS BY ITY�t i� — — — — — — — — - -lef ' upyi� W in I � � STL 2"x1/8" GR LL STL SQ.2%1/4" T POST " = 3/16' S.S. cin y c CABLES " U C o C U _ ST _ v o � •w• •• • • • •• 1 N • • • • :CK 3 y s • • �J r"S 0• 00.000 1-11 MI -I I 1 10 000•_• • •• —III—III—I I li — 4�' • 3 —fig.•. 4 _G�, � 4 _Q�� 4 _Q�� 4 _G�� 4�� _._ . 0000. ' , ... . .. www• w0 00.0 20'-2" =III=III=III III=III, _ _ =1 • • •wwwf• L 1 y /^ 00.0 • iami Sher' sVillage v Q 2 E LE V FC��d-'v9 Z f- o •• 1 2nd FLOOR. RAILINGS LOCATION SD-2AE, �"_ ' BY DATE -� O ••www • • • � 0000 • � , •wwwwf SD-1 SCALE: 1/4"-1' N � 4 ZONING DEPT ce Q I RECEIVE[ _ '/ 1 : _ w uj BLDG D PT JAN 16 1018 Z Q 20. S� O CCINPUA E WITH ALL 6 ERAL w cn STATE AND CCUNMi f'- ULcS AND REGULATIONS J O Q I _ GENERAL NOTES: STEEL ¢ :2 i 1 . STRUCTURAL STEEL HAS-BEEN-DESIGNED-IN-ACCORDANCE-WITH THE-BUILDING -CODE,-AISC - -- ALUMINUM SPECIFICATIONS 13TH EDITION ALL WELDING TO COMPLY WITH A.W.S. CODE (LATEST EDITION). 2.-STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED SHEET DESCRIPTION -ALUMINUM SURFACES IN CONTACT WITH LIME-MORTAR, CONCRETE, OR OTHER OTHERWISE ON THE DRAWINGS: PLAN MASONRY MATERIALS, SHALL BE PROTECTED WITH ALKALI-RESISTANT TYPE I ASTM GRADE Fy SECTION COATINGS SUCH AS HEAVY-BODIED BITUMINOUS PAINT OR WATER-WHITE ALL STANDARD STEEL SHAPES A36 _ ___ 36KSI METHACRYLATE LACQUER. STRUCTURAL TUBING (SS SQUARE) A304 _____ 42KSI SHEET: t OF 2 -WORK COMPLIES WITH NFPA 101 CHAPTER F 2009 EDITION ANCHOR BOLTS A307 ----- 36KSI DESIGN CRITERIA: STRUCTURAL BOLTS A325 SD_ 1 WIND VELOCITY_ - 175 MPH, EXPOSURE "D". ERECTION BOLTS A307 _____ f 'c = 4000 PSI WELDING f y = 35000 PSI (6061 -T6 ALUMINUM) - ALL WELDING SHOULD BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY;A.W.S. BY CERTIFIED WELDERS AND BE A MINIMUM OF 3/16" APPLICABLE CODES: - CONTRACTORS TO USE E-70 SERIES LOW HYDROGEN ELECTRODES. FBC -2014 ASCE 7-10 I AISC 13th Edition NOV 2 7 201 _ r _ I i SS SQ.2"x 1/8" SS SQ 2"x 1/4" POST (TYP.) REVISIONS BY 4 -0 4'-0 3„ SS SQ 2"x 1/4" POST 1/8" TMP CONCRETE COLUMN r� o, STL 2"X THREADED TERMINAL THRU BOLT O 3/16' S.S. CABLES SPACED AT 0 3/16' S.S. CABLES SPACED ° 3.0" 0/C, PRETENSIONED AT 300 AT 3.0" 0/C, PRETENSIONED AT LBS. ANCHORED AT THE END POSTS. 350 LBS. ANCHORED AT THE MAX. DISTANCE BETWEEN FIXED END POSTS, AND IN THE i°i POINTS 144" (TYP.) Ld N CENTER POST. °; g MAX. DISTANCE BETWEEN FIXED ' POINTS 181" (TYP.) ° STL SQ.2"x 1/4" O j °i I I°i } " U SPACE TO REJECT I°I STL PLATE rn 0 PASSING OF A cel i0i SQ.4"X3/16" U w U 0 2" SPHERE -- ° m 6 STL SQ. � STL SQ. BALCONY FFE i t c �.�..• 4"x3/16" 4"x3/16" o • U •"'•• • EXISTING EXISTING ai �,�� •�• .: ' ' STL I-BEAM STL I-BEAM U z L 1/4 ..... .. . ...... (TMP) 2 RAILING ELEVATION •••s•• 1 RAILING ELEVATION so-1 SCALE: 3/4"=1'-0" i•..•. 90*00� 0 ••••0 SD-2 SCALE: 3/4"=1'-0" /V) • ••...• ....` .o• J Lu L 0 •��• Q N LCL W W 2 W <Z Q O Q < U Lu Ln END POST INTERMEDIATE Q O 0 Q FIXED POST -- -- - - -- - - BUTTOM TERMINAL - — - - - - - - -- - - -- END POST BUTTOM & SWAGE TURNBUCLE BUTTOM & SWAGE SHEET DESCRIPTION TURNBUCLE SECTIONS e \_SS 03/16" CABLE SS X3/16" SHEET:2 OF2 CABLE SS �3 PRESTRESSED AT 350 LBS /16" PRESTRESSED AT 350 LBS CABLE PRESTRESSED AT 350 LBCS v D--2 2 CABLE RAILING CONECTION 3 CABLE RAILING CONECTION 4 CABLE RAILING CONECTION =� SD-2 SCALE: 3"=1'-O" SD-2 SCALE: 3"=1'-0" SD-2 SCALE: 3"=1'-O" NOV 2 7 2017 l Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-300198 Permit Number: RC-7-16-1931 Inspection Date: March 27, 2018 Permit Type: Residential Construction Inspector: Kendall, Travis Inspection Type: Survey Final Owner: Work Classification: Addition/Alteration Job Address: 1450 NE 103 Street Miami Shores, FL 33138-2626 Phone Number (305)647-6486 Parcel Number 1132050310040 Project: <NONE> Contractor: GENTILE CORP Phone: (954)520-0548 Building Department Comments ADDITION AND INTERIOR ALTERATION Infractio Passed Comments INT. ALTERATION IN MASTER BEDROOM AND DEN AND INSPECTOR COMMENTS False KTICHEN AND ADDITION IN MASTER BEDROOM AND ` ENTRY WAY AND COVERED ENTRY a 01-287-2017 I. Naranjo Notice of violation issue for the project. FBC 2014, Section { or Comments Stop work order posted on by .� aPh�J�. 272"89d ee89d p FailedEl J 3 Correction Needed 2 Re-Inspection. ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. f For Inspections please call: (305)762-4949 March 27,2018 Page 1 of 1 . ......... ............................................................. ...... ............. .............................. ..... ........................................................ . . ... ... LOCATIONSKETCH SCALE: NTS .( PTOTAATM.I). N E 103rd STREET . . . .. . ........ .. . ....... . ...... ERPL . . .............. ................... ............ ... • ..... ....................... .. .............................................. ....... ....... '2T ASPHALT PAVE ................. ........ ........ ..... MENT *.*.'. b...........� .............................................................. ... .............. ........... ............................ .... ......................................................................................................... ................ -LLLLLLLLLLLLI -LLLL LLLLLLLLLLLLL E EF-LLLLL-LLLLLLLLI--LLLLLLLLLLLF-E EELELEELLELL- LLL ELF--------------- ........ . . . . LLLLLL-L -LLLLLLLLLLL-LLLLE'-- N.E. 103rd STREET LLLLLLLLLLI,51,PLLLLLLLLLLLLLLLLLLLLLLLLLLL LLLL LL LL LLL LLLLLLLLLLLLLLL; M.H. LLLLLLL LL A�KWAYL LLLLL LLLLLLLLLL -LLLLLL -LLLLLL PLT L L-L-!L'L'L'LHL'L'L'L'L'L LLLLLLLLLLLLLL- LLLLLI,LLLLLL LLLLL LILL L LLLLL •• • 00 =17=7- LLLLL-LLLLL O.H.OR C1 LIN89*50'54"E± LLLLI-LLLLLLLL L Lmm Ek:� L=t i I I I -LLLLLLLLLLLLLLLLLL f in' ' 1 11 12 13 L LLL -L�L 77LLLLLLLLLL ---- --- 14 LLL LL'LL IL----F-L LLQ--I-I-I---1 00 F.I.P.1/2" 4- L LL tLLLLLL1LLL11LLLL11L1L11 • (NO 1D.) LLLLLLLLLLLLLLLLLLLELLL-A LL LL'EL L L f LLL LL LLL L L LLLL L PAVERS-,L�L LL 15 4 LL --LLLLL-L DRMWALYLLL L 0, `�LLLLLLLLLLLLLLLLL LLLL LLLLLLLL- WATER I --Lc L 2.50'— — LLLLLLLLLLLLLLLLLLLLLL LL LL L L (NO ID.) 000* 00,IS LLL'LLL�LLLLLLLL L11L1LL1L1L1LLL�LL11CL1LLLL L • EASEMENT L� ',�'L LLLLLLL�-l�,-LLLLLLEELLLLLLLLLLLLLL-tLLLICI -LLLLLLL LL a so LL�Ip - LLLLLLLLLL LL 0#0.• :0. LLLLLLLLLLLLLLLLLLLL _CLLLLLLL iLLLI ' LLL' 16 LLLLLLLL L LL�,LLLLL 'LLLL �LLLLLLLH1."1 LLLLLL 'j11LE-L-LLL LL LL LLLLLLL L L LLLLL; LLLL LL=LLLLLVLLLL L • i L LLLLLLLELLLL1 L.L L LLL LLLLL L 0• 00 LLL LLLL L------ I L LLLLLLL ILL-L LLLLL LLLL LLLLLLLL L LLLL-L- b • 4 ' LLL b 27AU— L :*O,o LLL 27�1 L L 1390 L L ,. 1 L LLLL LLL§L , 15.55, ELEV. 6.85' LLLL LLL 2.'5' LLLLL-- L LLL 13.90' LLLLL 27. GARAGE LL LL-LLLL LL -LLLL L L • LL so, LLLLI 46.50' LLLI 11.80' LL so LLL L b ' LLL E LLL ELLL B.S.RESIDENCE RE�C `LLL ONE STORY LLLL LLLL LLLL' L LLLL Iy LL #1450 LI 11 U 0 L [:p C LL I I F.F.ELEV. 10.28' 01� "'i4� AR 27 18 o ),L I L 1 21+79 1 52.821 M 0 BY: 401) TERRA Pt LOT I BLOCKS 13.00' LOT 1221.23' POOL q BLOCK 46.5V L-I x I" --- T 36.00' 30.00' arr Slier-es Wlage PLT 0.20'w FD.DRIL I APF"10VED BY DATE HOLE 0• FD.DRIL L BLOCK LOT is DECK',', LOT 14 ZONING DEPT HOLE uvY/ ^^ l 36.02' R&M BLOCKS Si DO DEPT N89'50'54"E CC WITH R=200.00' SUBJECTi-0 MPLIANCE W1 ALL.FEDERAL L=114.931 WATERWAY T. 7L STATE ANo C(,IjPT,Y,-itL:S AND REG.ULATO IS A=3259*55'31" FD.DRILL HOLE Property Address: 1450 N.E. 103rd St.,,Miami Shores, FL. 33138. Certified To:Viktorinex LLC ABBREVIATIONS- TW<=SIDEVIALk.NZONCRETE BLOCK STRUCTURE,CLF=CHAIN LINK FENCE,PL--PROPERTY LINE,DUE=DRAINAGE UTIL17YEASEM ENT,IP=IRONPIPF, Legal Description: Lots 13 and 14 in Block 5 of REPLAT OF TRACT"C", MIAMI SHORES BAY PARK ESTATES, F=FOUND,A/C=AIR CONDITIONER PAD,P/C=PROPERTY CORNER.DIH=DRILLED HOLE,WF=AOODEN FENCE,RES=RESIDENCE,CL-CLEAR.RB=REBAR, UE=UTILITY EASEMENT. CONC=CONCRETE SLAB. R/VV=RIGHT OF WAY, DE=DRAINAGE EASEMENT, C/L=CENTER LINE, O=DIAMTER, TYP=TYPICAL, according to the Plat thereof, recorded in Plat Book 64, Page 97,of the Public Records of Miami-Dade M=MEASURED.R=RECORDED,ENCR=ENCROACHMENT,COMP=COMPUTER,ASH=ASPHALT.N/D=NAIL&DISC.S=SET,FEE=FINISH FLOOR ELEVATION, County, Florida. a -LAOOD FENCE=OIS=OFFSET,P/P=POWER POLE,OHP=OVERHEAD POVIERLINE.VM=VATERMETER MASON RY VALL= ELEVATION BASED ON LOC. # 3250 S CONCRETE= NOT VALID UNLESS EMBOSSED WITH MAINI c—NUt&DRAINAGE EASEMENT=M&D.E. CBM#B-50 ELV- 10.02'TYPE OF SURVEY:BOUNDARY SURVEY SINCE 1987 SURVEYOR'S SEAL -1 - - I . SURVEYOR'S NOTES: HEREBY CERTIFY That the survey represented- IIW7 11 -- 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2)NOT-VALID WITHOUT THE SIGNATURE thereon meets the minimum technical requirements -BLA1�JGb 'SuRviY6PS' INC. AND RAISED OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT adopted by the STATE OF FLORIDA Board of Land 9W COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT 5) to Section 472.027 Engineers•Land Surveyors-Planners-LB#0007059 ELEVATIONS ARE BASED ON NATIONAL GEODETIC Statutes. UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) Surveyors pursuant VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN- 8) THERE MAY BE ADDITIONAL There are no encroachments, overlaps, easements 555 NORTH SHORE DRIVE RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY, 9) appearing on the plat or visible easements other than MIAMI BEACH,FL 33141 - HE the,. adopted S., Statutes.HEREBY C on rne. led by the p tes I h CERTIFY represented_ rep eq u of L. 027 FloridaFl-nd T h are no easements appearing ng.'the nt. the,than CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING as shown hereon. INFORM I TY m Fax: (305) 865-7810 REVISED: INSTRUMENTS,IF ANY,AFFECTING TH S PROPER (305),865-1200 Email:blancosurveyorsinc@)yahoo.co INFORMATION. 10)EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED FLOOD ZONE: AE SUFFIX DATE: 9/11/09 mus Additions or deletions to survey maps or reports by other than the signing Party or parties is prohibited -&AA -I_ : L BASE 9, TD-1 Without Written Consent of the signing partyor-parties. DIS N. NUNEZ PANEL: 0306 COMMUNITY# 120652 BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF-SAID PB64 97 -REGISTERED LAND SURVEYOR DATE� JSCALE: DWN.BY: I�Jb No PAGE STATE OF FLORIDA#5924 2/N/18 1-=-301 F Blanco 18-179 INSPECTION RECORD P ST ONSITE Permit NO. R C-7-16''1 9 31 ones h ores;Villa e Miami Sh g - Permit Type:Residential on_struction-_ 10050 N.E.2nd Avenue � sett■ , pttt� y t Miami Shores,,FL 33138-0000 w Work Classifrcation iAdditionlAlteration � . :Phone: (305)795-2204 Fax: (305)756a-8972 F Issue Date: 2121,12017oExpires: 08/20/2017 E. ISPECTION REQUESTS: (305)762-4949 or Log on at;https//bldg.miamishoresvillage.com/cap tEQUESTS ARE ACCEPTED;DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. tequests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1132050310040 Owner's Name: y Owner's Phone: (305)64:7-6486 Job Address: 1450 NF 103 Street- Total Square Feet: = T537 Miami Shores, FL 33138-26261. TotaI Oob Valuation: $ 128,160.30 Bonn Number: WORK IS ALLOWED: MONDAY THROUGH FRIDAY,8:OOAM-7:00PM. ntractoC s Phone Primary Contractor SATURDAY 8:OOAM-6:OOPM. CENTILE CORP 954)520-0548 41!r O WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE IL MONDAY THROUGH FRIDAY. IIII r: Will 1111 1111till— %is �P?4��L w4��'��hs�rlwY�, ��- 'r�rlMt � �v.�.�•Lt��- �l /��, O INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISP..AYED AND HAS BEEN APPROVED. PLANS ARE REA LY AVAI E. t IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER HE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL SQUIRED TO ALLOW INSPECTION. 0 ARMING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU NTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER- OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF I COMMENCEMENT. � �r� �� j'd/lam-� ;:4 71e s�"�i.�s •• - t�isr.t✓S C' / w VOC 2 " �i INSPECTION RE o RSTRUCTURAL PLUMBING INSPECTION DATE 1N9PINSPECTION DATE INSP INSPECTION DATE INSP Founaafio_n Zoning Final _ Stemwall ZONING COMMENTS Rough Slab Water Service Columns,(1st Lift) [Mv",. 2"d Rough Columns,(2nd Lift) Top Out Tie Beam (All DI, Fire Sprinklers Truss/Rafters Septic Tank Roof Sheathing ; Sewer Hook-up " Bucks Roof Dr ins Windows/Doors ELECTRICAL 'Gas r, Interior Framing INSPECTION DATE INSP LP Tank iinsulation Temporary Pole Well Drywall Ceiling30 DayTempaary Lawn Sprinklers Pool Bonding Main,Drain Firewall Pool Deck-Bonding Pool Piping Wire Lath Pool Wet Niche Backflow Preventor Pool Sfeel Underground Interceptor Pool Deck -Footer Ground Catch Basins Final Pool Slab Condensate Drains Final Fence Wall Rough HRS Final Screen'Enclosu_re Ceiling Ro _ Driveway Roug PLUMBING COMMENTS Driveway Base Telep ne Ro'ugwe, - Tin Cap T Telephone.Final Roof in Progress TV Rough Mop in Progress TV R , Final-Roof _- _ ___ _ - - Cabl - - - - - Shutters Attachment Cable Final Final Shutters Intercom Rough ' ,Rails and Guardrails-�` — - --'- latercomi Fihal' MECHANICAL ADA compliance Alarm Rough INSPECTION DAATE INSP ff 4/1 fill Alarm Final Underground Pipe DOCUMENTS Fire Alarm Rough Soil_Bearin_g Cert —Eire.Alarm.Einal __ Rough=_6�E Soil Treatment Cert Service Work With y Floor Elevation Survey entilation Rough Reinf Unit Mas Cert ELECTRICAL COMMENTS Hood Rough Insulation.,Certificate y \ Pressure Test Spot Survey Final Hood Final Survey Final Ventilation Truss Certification Fin -Pool Heater STRUCTURALICOMM'ENTS inal Vacuum MECHANICAL COMMENTS INSPECTION JDATE INSP ' Final Sprinkler Final Alarm ti i �l .,•S�7.Yt. rr �'W, r� - Y�tiC' iy s _rfr^-r<. -y., ..a�. 7- - ti"va P".ri _ ` �.?,- ,.CA••" •i,t� tj'"'7xr,( ,r• yy .M� -�tu"' irl?,' > ide ,sew;i�.� �; M'S-.. .s...lir '�..3?7•{n t• •: [ tisr�-. r r f .F tj'1}. i� Win,.; " > 1j,. cL i`• .1'ti' t 1}'`Y:`.l, siS. •:�i.�1�,1'r .� , �r �`Ii k(%yj'� T�'�t� ,.•Z ..��t�r ,:i: y.•y Y• l.�•'{�i .fd�p rv�4�n f��'>' ��-}'`[.+�tf!'.; ,Jq'r��y� �•t��p��{t y1 ,j"}j�� ! .�j(,}�}�,}�f�i,�l?? J ��,� { r,�f'1�t� 4 �'t�,�t F' �!{�+�. � i .�``'�J� Tlj{� �.# t �!�•j!; '� a � �'. 14, h.�.p ` `1e 1 ' �W.�.,<li. .\.k�e• '•T." 1r tt�' }�'n�t5,a�A' N.aI't`a`td�r'4a l�c��•- +W;t• .{ S `'♦}.,7�}{}�� fir. {y. .,, r � -ti t e �.f :GY' •..s- .•!-.1• ] -iiiYt�+ ✓, ''{., '�. •f.: i +�!-�"��'7 ,.tai - �tiF p•+ i `Z1C.Q �4 �1..�%- 1..�.•_A r _ 'ems, ,a w• rL � �'!?:.t v/. t J �L>'Y� '�`v ki � ...3-:n�. �` . �} , � sitl �'. ,6,,a. -: s r �„� j, ' � �'i t $ � k 1. l.r�fl .;d}fti.f+��'�J fK� t'itV � .il �c _ t�`{! h�3Y� ._`�� '� t 7 r "t`�• tY� .�' ::r;i •.jS ';f.•a :�.:t �� .;t;f+r�i ,?t i• t ,i„X'r V" "y'„'Y'a r-s •<; .•• '. _ Lai LW z r'•` 4. L N�tFF �� • a 3� -.v.3 r � r �l�v.N- •!�a � rpt �.,, �,: }t'iTfr }'' t�, '' r`y'a 4j ,r' 7 t .V"tlt'3e'''�.lw s�{1(P.�+�'�l .. _ -, ti � - g:� •' . .. �• '•fir _ '1' iB a�•1 ,-ate• _ "'- •��?'� F a.,b�C�y .a - •R � %J �a••�` •�:' kN � ,,��t 'v�A; � ! � �rN "S , y Y, .s �F..`L�`�-, �;;,��`x ,, ,;."'�`h � i� f'tr•1!'"' � �a amµ .,� '' ,?.r;l� r .q .•�]��,� i. -�`. i. �F 3 ., c ��'J "i �J � i '�i •j, a . .'�,..•• t _ ��iTw.T tfi ;<p„�' i'1'd' 'a � � 4�*I 3 v �* e,Y* ' 'L' "S'� � � ?jf' ti'{'}f j�`'T � � } k( 4 1 'R �:��+:�.. w r%. ry`s•,�,1�!1,.'7,j.'A yt ', =F;;.� t t•.i r•� 3:�'r��' r ..-13f•� 44:i.c•' J��,yj.. f ..."�rwr9�'�L2� �. r ..-��.... ? •.> .�ii�d �",v^ ' ate W� # SNORES INC-1932 { some J ..... Miami shores Village Building Department TVs I0 �Zo10050 N.E.2nd Avenue '7 Miami Shores, Florida 33138 v I Tel: (305) 795.2204 Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST ' e Building permit card. esurveys (2 copies) Final as built- Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces, Wheel stops, stripping, and all paving to exterior. ❑ Certificate of Elevation-(Sealed by surveyor). Expiration date required on the form. ❑ Certificate of Insulation. ❑ Certificate of Soil Treatment(Final treatment-original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." 0 Health Department Approval Letter(On septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. ❑/ Soil Compaction Letter(Density report is required) C� Final certification letter from the Engineer/Architect(on m� asonry, trusses-special structure, etc) ❑ Backflow preventor certificate (Required on commercial projects only) r ❑ Declaration of use. (Recorded in Miami-Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO (Without 24 Hrs Processing)Additional fee is$80.00. • Temporary CO (Up to 90 days max) $75.00. • Residential CO$150.00 ` • Residential CC $50.00 } • Commercial CO and CC$200.00 k INSPECTION RECORD , - ® POST ON SITE Permit NO. RC-7-16-1 931 OR Miami Shores.Village Perrit t Type;Residential"Construction -� { �M 10050 N.E.2nd Avenue r R w a also goals -... Miami Shores,FL 33138-0000 -� tr - _ INork_Classification:_Addition'JAlteration %rgoy Phone: (305)795-2204 Fax: (305)756-8972 OR'�p Issue Date: 2121'/2017 Expires: 08/20/2017 INSPECTION REQUESTS: (305)762-4949 or Log on at https:Ilbidg.miamishoresvillage.corrgcap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1132050310040 Owner's Name: o Owner's Phone: (305)647-6486 Job Address: 1450 NE 103 Street Total Square Feet: 1,5371. Miami Shores- FL 33138-2626 r Total bob Valuation: $ 128,160.30 j Bond Number: WORK IS ALLOWED: MONDAY THROUGH FRIDAY,8:00AM-7:OOPM. I_Contractor(s) Phone Primary Contractor,; .SATURDAY 8:OOAM-6:0013M. GENTILE CORP (954)520-0548 . YesNO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. I - DL i a BUILDING AND ROOFING INSPECTIONS ARE DONE ' MONDAY THROUGH FRIDAY. till AP tyj cell 1 � �fi1,a�- �+� ►�h I� f Ild"I�' r, NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS D!SF.-,4YED A D HAS BEEN APPROVED. PLANS ARE R A LY AVAI E- 1 IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORN IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. I INSPECTION RECORD STRUCTURAL INSPECTION DATE INSP INSPECTION DATE INSP INSPECTION DATE INSP Foundation Zoning Final i Stemwall ZONING COMMENTS Rough O Slab Water Service Columns(1st Lift) 2nd Rough ' Columns(2nd Lift) VTop Out Te Beam (or Fire Sprinklers I Truss/Rafters Septic Tank Roof Sheathing 917 Sewer Hook-up Bucks Roof Dr ins M Windows/Doors ELECTRICAL Gas j Interior Framing INSPECTION DATE INSP LP Tank Insulation Temporary Pole Well Ceiling Grid Or10 Day Temporary 1 Lawn Sprinklers Drywall Pool Bonding Main Drain Firewall Pool Deck Bonding Pool Piping Wire Lath ;Pool Wet Niche I Backflow Preventor ; Pool Steel 'Underground Interceptor ` Pool Deck 'Footer Ground Catch Basins Final Pool Slab Condensate Drains Final fence Wall Rough HRS Final Screen Enclosure Ceiling Rough,,, Driveway ROug PLUMBING COMMENTS Driveway Base Telep ne Roug r k _ Tin Cap Telephone Final Roof in Progress TV Rough 'Mop in Progress TV Fi j `; ;Final Roof Cabl w Shutters Attachment Cable Final 'Final Shutters Intercom:Rough 'Rails and Guardrails Intercom Final MECHANICAL ,'ADA compliance Alarm Rough INSPECTION DATE INSP Alarm Final Underground Pipe DOCUMENTS Fire Alarm Rough Soil Bearing Cert Fire Alarm.Final Rough Soil Treatment Cert Service Work With Floor Elevation Survey ; entilation Rough Reinf Unit Mas Cert ELECTRICAL COMMENTS Hood Rough Insulation Certificate UT27I Pressure Test Spot Survey L Final Hood Final Survey Final Ventilation- ;Truss Certification Fin Pool Heater ° I I STRUCTURAL COMMENTS inal Vacuum ; V MECHANICAL COMMENTS INSPECTION JDATE INSP Final Sprinkler I Final Alarm I i i 3 JOSE A. MARTINEZ, P.E. CIVIL STRUCTURAL ENGINEER March 9, 2018 Building Official Building Department City of Miami Shores 10050 NE 2"d Ave Miami Shores, Florida Re: Final Inspection 1450 NE 103 St Miami Shores, Florida Permit# - —4-1 61,C131 Dear Building Official: I Jose A. Martinez, P. E., having performed and approved the final required inspections, hereby attest that to the best of my knowledge , belief and professional judgement, the structural and envelope components of the above referenced structure are in compliance with the approved plans and other approved permit documents. I also attest to the best of my knowledge, belief and professional judgement, the approved permit plans represent the as-built condition of the structural and envelope component of said structure and all work is in compliance with the Building Code at the time permits were issued. Should you have any questions or need any additional information, please do not hesitate to contact me. Sincerely, e••!NJ E ••••• �/. J/e ' zP ° CL09 � F w • A Q • o F LO • �� S 24 EAST.5 STREET-HIALEAH,FLORIDA 33010-TEL(305)887-4417 Fax(305)884-3967 r 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM Master Permit No. Miami-Dade County from Municipality: Municipal Permit No. (MBLD): kli ;-d We I Job Address: 103 >TREGI Unit:_ Project Name: 0;k- c>y'%rve-X {Qualifier's Name: b YQualifier's Phone: Email: Owner's Name: f'61AA MIROyfi Owner's Phone: -1&. 533. RoD3 Email: e� YYu'Cl-Vk m4m Con) This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy(TCO) or Completion (TCC). Once validated by the Municipal Building Department personnel,the form must be present at the job site for the field inspectors. When all approvals have been obtained, take the signed form back to the Municipal Building Department for TCO/TCC issuance. O1 Form Validated by zf!n4 _A Date: 'G Bldg Dept Personnel: Print Name USignature OAll "Required"TCO/TCC inspections indicated below must be signed"Approved" before certificate issuance. Inspector's Approval Req'd. Trade Name Signature Date Comments Building ❑ Electrical ❑ Fire ❑ Mechanical ❑ Plumbing ❑ Public Works ❑ Zoning ❑ 1 Other Important Note: The TCO/TCC is not valid and building and/or space may not be occupied unless signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the Florida Building Code Section 110.3. OBuilding Official's Approval: Date: ❑ 15t TCO/TCC ❑ Extension TCC/TCO Duration: Conditions of TCO/TCC: If Master Permit expires,the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • Other conditions: 04/09D I.OSFBOA Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305)795-2204 Fax: (305)756-8972 Website:www.miamishoresvillaee.com TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION (T.C.0) Please be advised that the TCO expiration date is based on conditions from Miami-Dade County Fire Dept. Date: �� - Za 1 Folio#: 11-?, Zoe 3 � O c— 1-4 O` Master Building Permit#: L— Ib 3 Square Footage of Space: 3 } O Miami-Dade Municipal Process#: Miami-Dade Municipal Permit#: Contracting Company: QJl1 r t GQ Owner/Tenant: M I ROVA Lot: Block: Subdivision: Street Address: Vi S-0 Ns, ION ciRtLET" , MIAMI SHoRCS r-L 33 1319 Signature of applicant verifies the above information is true and correct.The Temporary Certificate of Occupancy is issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection,construction or remodeling of buildings or structures. This also certifies that the electrical wiring and or equipment,and the plumbing work has been inspected and approved. PCI�,A M I RoVA, Print Name of Applicant or Qualifier Signature of Applicant or Qualifier FOR OFFICE USE ONLY TCO Number: Fee: Expiration Date: Technology Fee: Approved Use for Occupancy: Total: Remarks: Building Official/Designee: Inspections: Zoning Yes/No Plumbing Yes/No Building Yes/No Fire Sprinkler Yes/No Electrical Yes/No Fire Yes/No Mechanical Yes/No 'IT -X -Aw, it`;V� 't" -hit Kill "Wl • Lv �?;,NV V - WS UN" 4_4 4 As • tS _121MIKO _iUMN 6-A MWAR —it kipta Rw -fe A •i11�•#:+ ? a�` k•.r.�:^Jt' 5.•1•u��;{ r �:i... ti-1,i. 4 {,y${}Y ,7. 34t. /..�}Yl� rlT�j� �' 1 '<yp �' ,.i,. Ell Al � Miami Shores Village ' IDD i A R 2 7 2017 Building Department _ BY. 10050 N.E.2nd Avenue, Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 2014 BUILDING Master PermitNo. PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING r ❑ REVISION ❑ EXTENSION ❑RENr EWAL "PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP y CONTRACTOR DRAWINGS JOB ADDRESS: 5 0 City: Miami Shores County:. Miami Dade Zip:-. 3-3 Folio/Parcel#: l� aJ��' 05 00`f'O Is the Building Historically Designated:Yes * ' NO Occupancy Type: Load: Construction Type: Flood Zone: BFE:. FFE: r OWNER:Name(Fee Simple Titleholder): V (KrtD C i O'd-V , `U& Phone#: Address: 10(3 ( CO Cd City: C-0 CU C Adm State: E-L_ Zip: 3 331 S k. Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company,Name: (_ne,y�.4 1- 6 1p Phone#:9 5-( — 5>2a OSS g " Address: 3 t Io0 ITU city:' �S� ��l I� Ct L� _State: FG `– zip: Qualifier Name: OS CA (D 2l Y\L " Phone#: �15�f-520 O 5 State Certification or Registration#:'0–G 02 ( S o21 S I Certificate of Competency#: DESIGNER:Architect/Engineer: E Phone#: Address: City: State: Zip: Value of Work for this Permit:$ 0 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: �S 2 S V` ��C�UJ 1✓� x a { Specify color of color thru tile: Submittal Fee$ 0 Permit Fee$ CCF$ CO/CC$ _ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond'$ X� TOTAL FEE NOW DUE$ Q i (Revised02/24/2014) ` Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's•Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation'has commenced prior to the issuance'of a permit and that all work will be performedto 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 coor of the notice ofcommencrrl�rrlt 4Lnd�onst[ucion limon lrnrh„re_kvilLb�dellvexedtatb�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. 040 Signature Signature '` OWNER or AGENT CONTR TOR ` The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this by day of / �� 20� by 9 day of Ct,JW C- 20 who is personally known to r OSCc4c fo�yi1, ho is personally known to me or who has produced or who has produced as identification and who di ake an oath. identification and who did take an oath. NOTARY PUB NOTARY PUBLIC: Sign: Sig Print: Print: `Ct ' ANA LLM,:-MRA Seal- Seal: _¢`' =-` ': r_ MY COMMISSIGH k FF 224104 oti►> n Notary PuL e of Florida i �C EXPIRES:Ap i9 23,2019 P l c°R Bonded Thr.Notary Public Undar anter Oscar R ';'•'', UA A My CommF 043914 , **** �********* *********************************************************************** APPROVED BY Plans Examiner Zoning U Structural Review Clerk (Revised02/24/2014) Fort Dallas Truss Company, LLC. 7035 SW 44th ST FOR DALLASIi Miami, FL 33155 R u S S Tel: (305) 667-6797 Mo COMPANY.LLC. Fax: (305) 667-0592 Re : 17A21: M I ROVA Site Information: Project Customer: JJF REMOLDELING & DESIGN Job Name :MIROVA RESIDENCE Lot/Block: Subdivision Site Name: 1450 NE 103 ST. Site Address: MIAMI SHORES St: FL Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: 8.00 Jan 15 2016 Roof Load: 55.0 psf Floor Load: N/A rR Wind Code:ASCE7-10 C-C for members and forces&MWFRS for reactions Wind Speed: 175 mph This package includes 51 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 thisifadex sheet .conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engines LRUes. •••••• •••••• No. Date Truss ID# Seal# No. Date Truss ID# Seal# No. Cate••• Trie�lp# So�l#j• • 1 04/21/17 CJ11 0001 21 04/21/17 J4C 0021 41 011?/'r7•• T9 • 0041 • 2 04/21/17 CJ12 0002 22 04/21/17 J5 0022 42 04/21/ 7 0 y •• db42 • 3 04/21/17 CH 0003 23 04/21/17 J5A 0023 43 04/21/17 T132 004 • 4 04/21/17 F1 0004 24 04/21/17 J6 0024 44 Oa/.?%_4• TG3 00: 0044 5 04/21/17 F2 0005 25 04/21/17 J6A 0025 45 04//6/6-A• V2 • 0045.0 6 04/21/17 GT14 0006 26 04/21/17 J7 002646 04/21/17• !2A • (i044••• 7 04/21/17 H1 0007 27 04/21/17 J8 .0027 47 T/21/1 • V3 IV4 • • 8 04/21/17 H2 0008 28 04/21/17 Ti 0028 48 04/21/17 4 • • 6048 • 9 04/21/17 H3 0009 29 04/21/17 T10 0029 49 04/21/17 V4A 0049 10 04/21/17 HH1 0010 30 04/21/17 T11 0030 50 04/21/17 V6 0050 11 04/21/17 HHG1 0011 31 04/21/17 T12 0031 51 04/21/17 V7 0051 12 04/21/17 A 0012 32 04/21/17 T13 0032 13 04/21/17 J14 0013 33 04/21/17 T14 0033 14 04/21/17 J2 0014 34 04/21/17 T2 15 04/21/17 J23 0015 35 04/21/17 T3 J t 6035`C_[ i + i� ""°" V( 16 04/21/17 J2A 0016 36 04/21/17 T4 r 0036. 17 04/21/17 J3 0017 37 04/21/17 T5 $ {r 0039-�`✓�: Q� DAT 18 04/21/17 J4 0018 38 04/21/17 T6 0038.,,,„ 19 04/21/17 J4A 0019 39 04/21/17 T7 0039 20 04/21/17 AB 0020 40 04/21/17 T8 0040 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. JOSEMARTINEZ, P• �,.. 24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) Consulting Engineer 24 E 5 F NOTE: The seal on these drawings indicate acceptance of L 3301007 05) professional engineering responsibilty for the truss hone(Floridaa P.E.E667 67. 031509) APR components shown. Q Page 1 of 1 Fnninaare ni�n o Fort Dallas Truss Co. LLC.St. 70To: _�-r`SW 4'4 Delivery 1\'Aini,m• 33155 JJF REMOLDELING & Job Number: 17A21 (305)6674797 Fax: (305)667-0592 142 NW 101 ST. Page: I Project:'MIROVA RESIDENCE Block No: MIAMI SHORES,FL 11111 Date: 04/21/17 10:22:39 Model:E Lot No: Contacf: Site: Office: Deliver To: Account No: . 095300702 Name: 1450 NE 103 ST. Designer: / Phone: T(786)718-6563 Salesperson: JOSE M MENENDEZ Fax: Quote Number: MIAMI SHORES,FL P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 2 CJ11 11-03-00 DIAGONAL HIP 2,12 OA Hght:02-05-13 1 2X4/2X4 12-05-01 OA Hght 02-05-12 2 I CJ12 DIAGONAL HIP 1.92 2X4/2X4 - 1 07-00-02 OA Hght:01-08-13 UT 07-00-02 HIP 2,12 3 2X4/2X4 (1)2-Ply 05-10-04 OA Hght 04-05-12 2 Fl FLAT GIRDER p,pp 4 2X6/2X6 (1)2-Ply 05-10-04 OA Hght.03-02-15 2 F2 FLAT GIRDER 0.00 5 2X6/2X6 (1)3-Ply 43-10-0002-06-00 OA Hght:06-00-02 •••• �_. 3 GT14 ROOF SPECIAL 3.00 • • 6 2X4/2X6 •'• •'•• •••••• 8.00 • 41-10-00 OA H4yy 460�J3 ' I H1 ROOF SPECIAL 3.00. • •'•' "" • 2X4/2X4 "�"• • • • 8.00 44-04-00 OA Hght 04-08+15 • ' • I H2 HIP 3.00 •"• • •• ••••$ 2X4/2X4 8.00, • • • OAH ht: '• •••••• 44-04-00 �•�5'az 1s 1 9 H3 HIP 3.00 • 2X4/2X4 8.00 • • • • • ' 28-08-00 OA HZit.02.?1615 •...w:I HHI HALF HIP 3.00 •• • ••• • �" 2X4/2X4 • • HHGI HALF HIP300 •• 11 1 28-08-00 OA Hght 02-05-15 . 2X4/2X6 01-07-11 OA Hght 00-10-14 I J1 CORNER JACK 3.00 v 12 2X4/2X4 14-06-00 02-06-00 CA Hght:04-08-11 3 J14 JACK-CLOSED 3.00 13 2X4/2X4 8.00 6 02-00-00 OA Hght 00-11-15 J2 CORNER JACK 3.00 14 2X4/2X4 3 J23 23-11-05 JACK-CLOSED 2.50 OA Hght 05-05-12 15 2X4/2X4 8.00 02-05-02 OA Hght:00-11-15 I J2A CORNER JACK 2.50 16 -� 2X4/2X4 03-03-11 CA Hght:01-03-14 I J3 CORNER JACK 3.00 17 -. 2X4/2X4 I J4 04-11-11 CORNER JACKOA Hght 01-08-14 18 3.00 2X4/2X4 1 J4A 04-00-00 CORNERJACK3.00 OAHght:01-05-15 19 2X4/2X4 Fort Dallas Truss Co. LLC. To: 7035 SW 44 St. Delivery Miami,FL.33155 JJF REMOLDELING & (305)667-6797 Fax: (305)667-0592 142 NW 101 ST. Job Number: 17A21 Page: 2 Project MIROVA RESIDENCE Block No: MIAMI SHORES,FL I l I I 1 Date: 04/21/17 10:22:44 'Model: Lot No: Contact: Site: Office: Deliver To: Account No: 095300702 Name: 1450 NE 103 ST. Designer: ` / Phone: (786)718-6563 Salesperson: JOSE M MENENDEZ Fax: Quote Number: MIAMI SHORES,FL P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH _ 5 J4B 04-00-00 CORNER JACK3.00. OA Fight:01-05-15 20 2X4/2 X4 J4C 04-09-15 CORNER JACK OA Fight OI-OS-IS 21 -----j�� 2.50 2X4/2X4 1 05-00-00 OA Hght:01-08-15 JSJACK-OPEN 3.00 22 2X4/2X4 05-00-00 OA Hgl t:01-08-15 1 J5A MONO TRUSS 3.00 23 2X4/2X6 06-07-11 OA Hght:02-01-14 1 J6 CORNER JACK 3.00 24 2X4/2X4 4 J6A 06-00-00 CORNER JACK 3.00 OA Hght:01-11-15 .... 25 • 0 • 2X4/2X4 • • • •••• •••••• 1 07-02-12 OA Hgji(,Q1•4il5 0000 •••q6• ry_ J7 CORNERJACK 2.50 • f c 2X4/2X4 •••••• • • • 08-00-00, DA 14%Qz-os•15 17 JS JACK-CLOSED 3.00 •• • •• ••:�• 2X4/2X4 •••••• ••• • ••••• 26-02-00 OA HVT 02-11-15 •• •••••• Tl ROOF SPECIAL 2.50 •• • t • •� 2X4/2X4 • • • • 28-08-00 OA H;ht:0j,11.15 • • V�� 1 T10 ROOF SPECIAL 3.00 •• • ••• • •... • 2X4/2X4 • • 1 26-02-00 CA Hght o4-05-15 •• T11 ROOF SPECIAL 3.00 30 2X4/2X4 _ _ 11 T12 44-04-00 ROOF SPECIAL OA Fight:05-06-06 31 3.00 2X4/2X4 8.00 1 T13. 41-10-00 ROOF SPECIAL OA Fight:05-06-06 32 3.00 2X4/2X4 8.00 43-10-00 02-06-00 OA Fight:06-00-02 4 T14 ROOF SPECIAL 3.00 33 2X4/2X6 8.00 26-02-00 OA Fight:03-05-09 3 T2 ROOF_SPECIAL 3.00 34 2X4/2X4 4 T3 23-08-00 ROOF SPECIAL3.00 OA Hght 03-05-09 35 2X4/2X4 2 T4 28-08700 ROOF SPECIAL3.00 OA Hght:04-08-13 36 2X4/2X4 1 44-04-00 OA Hght 04-08-13 T5 ROOF SPECIAL. 3.00 37 2X4/2X4 8.00 1 T6 44-04-00 ROOF SPECIAL 3.00 CA Hght 04-08-13 38 2X4/2X4 8.00 Fort Dallas Truss Co. LLC. To: Delivery 7035 SW 44 St. Miami,M.33155 JJF REMOLDELING & Job Number: 17A-21 (305)667-6797 Fax: (305)667-0592 142 NW 101 ST. Page: 3 Project: MIROVA RESIDENCE Block No: MIAMI SHORES,FL 11111 Date: 04/21/17 10:22:48 Model: Lot No: 4 Contact: Site: Office: Deliver To: Account No: 095300702 er: / Name: 1450 NE 103 ST. Designer: Phone: (786)718-6563 Person: JOSE M MENENDEZ Fax: i Quote Number: t MIAMI SHORES,FL P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 44-04-00 OA Hght:04-08-13 I T7 ROOF SPECIAL 3.00 39 2X4/2X4 8.00: 44-04-00 -OA Hght:04-08-13 ..�`i�✓ .. �i� I T8 ROOF SPECIAL 3.00 40 2X4/2X4 8,00 28-08-00 OA Hght:03-05-15 _ I T9 ROOF SPECIAL 3.00 F 41 2X4/2X4 (1)2-Ply 23-08-00 OA Hght:03-05-09 n\�Li ILS 2 TG1 ROOF SPECIAL 3.00 42 2X4/2X6 26-02-00 OA Hght:02-05-15 I TG2 ROOF SPECIAL 2.So 43 2X4/2X6 35-08-00 OA Hght:04-08-13 -- -- � I TG3 ROOF SPECIAL 3.00 •••••• 44 2X4/2X6 i ��• 0000 0000•• OA HVt.00-05-08 •••• • 02-00-00 & I 0.00 ••:•! 0000 ••• • V2 GABLE /2X6 .00.000 t • • • OA 1-1411 a0�A 08 • • • • 02-00-00 • . • (� V2A GABLE 0.00 0000 • •i •••iY •0000• ••• • • • 1 /2X4 0000• OA Htht:0a 65-00 •• •9 0• 1 03-08-00 r V3 GABLE 3.00 •••••• • • . 2X4/ i • • 000000 04-00-00 OA H,ht:01-@1:00 ��7• • I V4 VALLEY 3.00 •• • :00 • ••• 2X4/2X4 • •' V4A 04-00-00 VALLEY OA Hght:00-10-00 49 I 2.50 2X4/2X4 06-00-00 OA Hght 01-03-00 I V6 VALLEY 2,50 50 2X4/2X4 05-09-02 OA Hght:00-10-00 V7 VALLEY 3.00 51 2X4/2X4 1 I The truss drawing(s) referenced above have been prepared under my direct supervision'based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. i JOSE MAATINE •E Truss Design Engineer's Name: Jose Martinez, P.E. I Consulting Engines 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) - 24 E. H• 3 NOTE: The seal on these drawings indicate acceptance of one (305) 667-679 professional engineering responsibilty for the truss '(Florida P.E. 031509) 201 components shown. Engineers Name Date r Job russ Truss Type ty y JJF REMOLDELING a DESIGN 0003 �7A21 ' - CJ7 Diagonal Hip Girder 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:53:56 2017 Page 1 I D:j Wj MGEeVCALFwzl HHf218WzuC6v-?YyDYA?utOVZFfU Fa0Olp6xekxi H4bnzgFaHOkzOXHv 3-9-9 7-0-2 3-9-9 3-2-8 Scale=1:13.3 2x4 11 3 4 2.12 F12 3x4= 2 T1 No.2 3 No. 1 W2 No.3 131 No.2 3x4= 8 9 6 3x6= 2x4 117 5 3-64 3-9-9 7-0-2 3-6.4 0-3-6 3-2-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) 0.00 7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(TL) -0.03 6-7 >999 180 6900 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) -0.01 6 n/a n/a • • • • BCDL 10.0 Code FBC2014ITP12007 (Matrix) • • Ydeight:291•' FT=o l*.* ' • • LUMBER- BRACING- 00000 •••• •••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathi:%0i:Vyy applied or•6-0-0 oc ptirlins, BOT CHORD 2x4 SP No.2 except end verticals. •.•.•; WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applle8?6-0-0 ocD%int• • • •••• • •• ••••a • REACTIONS. (Ib/size) 6=184/Mechanical,7=476/0-6-11 (min.0-1-8) *6:00: • ••• � ••••• Max Horz 7=120(LC 4) •• •• ••: 0000•• Max Uplift6=-216(LC 7),7=-686(LC 4) • Max Grav 6=291(LC 13),7=674(LC 14) *••w•o • • FORCES, (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••••• TOP CHORD 1-2=-3901874 i ••• ' • • 0000•• BOT CHORD 1-8=-8391385,7-8=-8391385,7-9=-839/2659 6-9=-8391265 •' • 000 • • • WEBS - 2-7=-5751502,2-6=-2771875 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left exposed;porch left exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 216 Ib uplift at joint 6 and 686 Ib uplift at joint 7. 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 including heels"Member end fixity model was used in the analysis and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). . LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase-1.00 Trapezoidal Loads(plf) Vert:1=0(F=45,B=45)-to-3=-152(F=-31,B=-31),3=-92(F=-31,B=-31)-to-4=-98(F=-34,B=-34),1=0(F=10, B=10)-to-5=-35(F=-8,B=-8) �Job rus's cuss ype. • ty y JJF REMOLD ELING&DESIGN 0001 �17A21 � CJ11 DIAGONAL HIP GIRDER 2 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,To Sierra 8.000 s Jan 152016 MiTek Industries,Inc. Fri Apr 21 10:53:57 2017 Pagel ID:jWjMGEeVCALFwzlHHf218WzuC6V-UkWcIWOWeKdQtp3S8kw_LKUmpKOFpi E7vvKrYAzOXHu 3-11-11 7-5-10 11-3-0 3-11-11 3-5-14 3-9-6 2.12 12. Scale=1:18.6 3x4 11 4 5 5x8= 10 o.2 I 3 3x4- 2 No 3 No.2 1 o3 o.3 B1 No.2 3x4= 11 12 8 13 7 3x4= 5x6= 9 6 2x4 11 3-6-1 3-11-11 7-5-10 11-3-0 3-6-1 0-5-10 3-5-14 3-9-6 Plate Offsets(X,Y)-- [3:0-3-4,0-3-0] [4:0-2-9,0-0-8],[7:0-3-0,0-3-0],[8:0-1-12,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 ' TC 0.54 Vert(LL) 0.02 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL- 1.33 BC •0.51 Vert(TL) -0.06 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 H6rz(TL) -0.01 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:49 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-13 oc purlins, . BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 7=862/Mechanical,9=87310-11-5 (min.0-1-8) Max Horz 9=286(LC 4) Max Uplift7=-662(LC 6),9=-835(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-4531902,2-3=-893/538,4-7=-4141403 0000 BOT CHORD 1-11=-8681447,9-11=-868/447,9-12=-8681161,•8-12=-8681161,8-13=-7281847, • • 7-13=-7281847 • • 0000 0000•• WEBS 2-9=-7711714,2-8=-77211019,3-8=-154/326,3-7=-8331731 •• • 0000••• • ' 0000•• 0000 0000•• NOTES- • 00•• • • • 1)Wind:ASCE 7-10;Vult=175mpti(3-sec6nd gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;0EVt0;ly• •• • •••• GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 • • • • • 2)Plates checked for plus or minus 0 degree rotation about its center. 0000 0 00 00000 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 000000 ••• • ••:••• 4)Refer to girders)for truss to truss connections. • 0 0 0 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 662 Ib uplift at joint 7 and 835 Ib •• •• 000*0• uplift6tjoint9. 0.0000 0 0 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel powlts 0 • • •••••• along the Bottom Chord,nonconcurrent with any other live loads. •••••• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. : .'00 • •••••• 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 0• • 0•' ' • • LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Trapezoidal Loads(plf) Vert:1=-0(F=45,B=45)-to-4=-248(F=-79,B=-79),4=-188(F=-79,B=-79)-to-5=-194(F=-82,B=-82),1=-O(F=10, B=10)-to-6=-56(F=-18,B=-18) T O Truss runs ype ty y JJF REMOLDELING&DESIGN 0002 ,17A21 � CJ12 DIAGONAL HIP GIRDER 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.-LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:53:57 2017 Page 1 I ID:jWjMGEeVCALFwzlHHf218WzuC6v-UkWcIWOWeKdQtp3S8kw_LKUjVK_bp?D7vvKrYAzOXHu 44-3 8-2-14 12-5-1 4-4-3 3-10-11 4-2-3 1.92 F12 Scale=1:20.6 4x5 11 3x4= 5 6 3x4- 4 o.2 3 3x4= 2W N 3 0.2 W No.3 W4 No. 1 W1 No.3 W2 o. F Ell o. o. 3x4= 11 12 13 10 5x6= 7 3x6 11 5x6= 3-9-1 443 8-2-14 12-5-1 3-9-1 0-7-2 3 10-11 4-2-3 Plate Offsets(X,Y)-- [5:0-2-8,0-1-12],[8:0-3-0,0-3-0],[9:0-2-12,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL I 30.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) 0.04 9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(TL) -0.09 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) -0.01 8 n/a nla BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:54 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD' Structural,wood sheathing directly applied or 5-0-1 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. REACTIONS. (Ib/size) 8=1055/Mechanical,10=106111-2-5 (min.0-1-8) Max Hoa 10=312(LC 4) Max Uplift8=-788(LC 8),10=-987(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-549/999,2-3=-12171743,5-8=-5061493 ••• BOT CHORD 1-11=-965/544,10-11=-965/544,10-12=-9651232,9-12=-9651232,9-1 3=-94211 1 6 6, 0 • • • 0000 0000•• 8-13=-942/1166 WEBS 2-10=-9381857,2-9=-1024/1380,3-9=-185/387,3-8=-11241924 •• • 0000 • NOTES- 000:0• 0000 0000•• 0000•• • • • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;E ncl.� • • •••• GCpi=0.18;MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 . • . • 2)Plates checked for a plus or minus 0 degree rotation about its center. ••0• • •• ••••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••••• ••• • ••..• 4)Refer to girder(s)for truss to truss connections. • • • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 788 lb uplift at joint 8 and 987 Ib • ••�:• uplift at joint 10. 0 0.0 0• • • 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel poi:ts 0 : • • •••••• along the Bottom Chord,nonconcurrent with any other live loads. •••••• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. : ••• • 000000 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). •• • ••• • • • LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Trapezoidal Loads(plf) Vert:1=-0(F=45,B=45)-to-5=-274(F=-92,13=-92),5=-214(F=-92,B=-92)-to-6=-220(F=-95,B=-95),1=-0(F=10, B=10)-to-7=-62(F=-21,B=-21) Job russ runs ype ty y JJF REMOLDELING�DEIGN .17A21 � F1 FLAT GIRDER 1 0004 2 Job Reference o FORT DALLAS TRUSSCOLLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTIndustries,Inc. Fri Apr 21 11:53:57 2017 Page 1 ID:j Wj MGEeVCALFwzlH Hf218 WzuC6v-U kWCIWO WeKdQtp3S8kw_LKUpmKyJp6w7vvKrYAzOXH u 5-10.4 5-10-4 2x4 11 Scale=1:28.6 14x5= 2 T1 No.2 W N .3 W N .3 W2 .3 F , 61 No.2 5 4 3 2x4 11 4x5= k 5-10-4 5-10-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) 0.12 3-4 >561 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.76 Vert(TL) -0.17 3-4 >399 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:95 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=1482/Mechanical,3=1482/Mechanical Max Uplift4=-1081(LC 4),3=-1081(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=-470/431,2-3=-470/431 NOTES- 0000 1)2-ply truss to be connected together with 10d(0.148"x3°')nails as follows: •0990• 000000 Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. • • • • Bottom chords connected as follows:2x6-2 rows staggered at 0-9=0 oc. " ' 0000 ' Webs connected as follows:2x4-1 row at 0-9-0 oc. •••••• •••• •••••• 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.:•• • • • Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. •••••• 3)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Gncl •• : • • GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.33 plate grip DOL=1.33 •••• • •• 00000 4)Provide adequate drainage to prevent water ponding. ...*0. 0 o'. 9 9•;•g' 5)Plates checked for a plus or minus 0 degree rotation about its center. • • • • 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. go 00 000000 0 0•:0 7)Refer to girder(s)for truss to truss connections. :*@:*: • • 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1081 Ib uplift at joint 4 and 1081 Ib • • • 0009 •• uplift at joint 3. •••••• 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel poli • :•••• along the Bottom Chord,nonconcurrent with any other live loads. 10)Girder carries tie-in span(s):15-2-0 from 0-0-0 to 5-10-4;5-0-0 from 0-0-0 to 5-10-4 •• 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-169(F=-79),3-4=-364(F=-344) I OTruss ru55 Type ty y JJF REMOLDELING&DESIGN _ 17A21 F2 FLAT GIRDER 1 0005 2 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:53:58 2017 pagge 1 ID:j Wj M GEeVCALFwzIHHf218 WzuC6v-yw4_zsO8PdmGVyeeiRRDuX1_W kl8YZAG7Z304dzOXHt 5-10-4 5-10-4 2x4 11 Scale=1:21.0 1 4x5= 2 T1 No.2 W I No.3 W N .3 0.3 Li 61 No.2 5 4 3 2x4 11 4x5= 5-10-4 5-1013 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) 0.11 3-4 >592 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.72 Vert(TL) -0.16 3-4 >420 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:86 lb FT=O% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS .2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/size) 4--1431/Mechanical,3=1431/Mechanical Max Uplift4=-1045(LC 4),3=-1045(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4---4701431,2-3=-470/431 NOTES- •••• 1)2-ply truss to be connected together with 10d(0.148'x3")nails as follows: • • Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. ; .•. •••• ••••;• Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. •• • •••• • Webs connected as follows:2x4-1 row at 0-9-0 oc. .0 9 0 9 9 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)sect 001,:•0 • • 0 Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. **0060 3)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;41%8!,•0 �'• •• 0 0 GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.33 plate grip DOL=1.33 0000 • •• 00000 4)Provide adequate drainage to prevent water ponding. • • 000600 5)Plates checked for a plus or minus 0 degree rotation about its center. ••• •• 0 0 0.0 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 00 so •0 000000 7)Refer to girder(s)for truss to truss connections. •••••• • • 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1045 lb uplift at joint 4 and 1(:35 It? ; 9 ; 0 0 0 9;• uplift at joint 3. •0.00• 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel pouts ••• • ;•0••; along the Bottom Chord,nonconcurrent with any other live loads. •• • ••• • • • 10)Girder carries tie-in span(s):14-6-0 from 0-0-0 to 5-10-4;5-0-0 from 0-0-0 to 5-10-4 0; 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) I Vert:1-2=-169(F=-79),3-4=-345(F=-325) I o Truss Truss Type ty y JJF REMOLDELING&DESIGN 3 17A21 . GT14 ROOF SPECIAL 1 Job Reference(optional) 0006 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:53:59 2017 Page 1 ID:jWjMGEeVCALFwzlHHf218WzuC6v-Q7eMAC1 nAxu766DgF9yTRIZ1 S8eZHpvQMDpxd3zOXHs i -2.6-0 5.2-0 6.8-0 10.11-14 15.3-13 19.7-11 24.8.10 29.9-9 34-10.8 36-0-8 39-10.6 43-10.0 2-6.0 5.2-0 1.6-0 4-3.14 4.3-145-0.15 5-0.15 5-0-15 1-6.0 3-5-14 3.11-10 Scale=1:82.8 3.00 12 5x8 M18SHS; 2.50 Lt2 3x4 zzz 3x4 3x6 8 34 3x4 zz 5x8M18SHS7::� 7 931 3x6; 4x5; 6 T2 No.3 W10 0. 10 4x9 5�ttPLN��012 0.3 W11 WAo. W9 o.3 1S No.2 3 4 zz WW11%No. 3x4= -VW7 t o.3 �3 3 W5 0. 13 I o.3 W18 No.3 14 35 2 33 T r-1 3 15 d o 37 25, 24 22 21 19 h 5x8—_ 36 27 38 39 40 41' 23 42 20 43 44 46 47 0 7x10 M18SHS= 4x5= 5x8= 4x5= 4x9= 5x12= 17 16 3x6= 7x6=8.00 12 4x5= 4x9= 4x9= 2x4 11 2x4 11 12x4 11 2x4 I I 5x8= 2x4 11 2x4 11 2x4 11 36-48 5-2-010.11-14 15.3.13 19.7.11 248.10 29-9-9 3410-0 34-j" 39-10-6 43-10-0 8.2-0 1.6.0 43-14 43-14 43-14 5-0-15 50.15 5-0.7 0-0-8 3-5-14 3-11.10 1-6-0 Plate Offsets(X,Y)-- [2:0-3-11,Edge],[3:0-3-4,0-3-8],[5:0-4-0,Edge],[8:0-40,0-1-15],[17:0-0-3,Edge],[17:0-5-8,0-2-8],[18:0-9-8,0-2-12],[19:0-3-8,0-2-0],[27:0-0-3,Edge], [27:0-3-4,0-0-6] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) 0.94 24-25 >435 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.71 Vert(TL) 0.77 24-25 >530 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) -0.24 32 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:784 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T1:2x6 SP M 26,T4:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 SP No.2*Except* 132:2x4 SP M 31,133:2x6 SP M 26,B6:2x4 SP No.2,FI:2x4 SP No.3 WEBS 2x4 SP No.3*Except* W2,W14:2x4 SP No.2,W15:2x8 SP No.2,F2:2x6 SP No.2 REACTIONS. (Ib/size) 2=3497/0-8-0 (min.0-1-8),15=-74/Mechanical,32=456410-8-0 (min.0-1-8) Max Horz 2=267(LC 7) • Max Uplift2=-3327(LC 5),15=-263(LC 12),32=-4191(LC 6) • • • • •••• •••••• Max Grav 2=3497(LC 1),15=193(LC 7),32=4564(LC 1) . • •• • •••• • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••.•• ••i• ••••:• TOP CHORD 2-33=-9659/13098,3-33=-9550113110,3-4=-19143126606,4-5=-14518121341, • 5-6=-14478/21372,6-7=-11787118343,7-8=-8587113499,8-34=-8465113387, •••••• • i••••i 9-34=-8515/13378,9-10=-7885111588,10-11=-4825/6631,11-12=-491216630, •••• •• • • • 12-1 3=-7394/5267,13-35=-2729/2104,1435=-2729/2055,14-15=-1022/1291 •••• i '9000 ••••• BOT CHORD 2-36=-12192/9143,27-36=-12192/9142,27-37=-13478/10113,26-37=-13472/10121, • 26-38=-24723/17957,25-38=-24723117957,25-39=-20362/14093,39-40=-20362114093, • • • 2440=-20362114093,24-41=-17285111383,23-41=-17285/11383,22-23=-17285111383, •' '�' •' • 22-42=-1083917689,21-42=-1083917689,20-21=-603414749,20-43=-603414749, •••••• • • 19-43=-6034/4749,19-44=-4467/6746,18-44=-446416747,18-45=-222413166, • • • • • •••••• 17-45=-224013161,17-46=-1229/1034,16-46=-122911034,16-47=-1229/1033, •••••• 15-47=-1229/1033 • ' • • WEBS 3-27=-5340/7251,3-26=-14245110111,4-26=-3118/2581,4-25=-394314450, •• • 6•• 0 0 0 6-25=-1631/1326,6-24=-2983/3387,7-24=-425012619,7-22=-379615877, ••: 8-22=-5496/3380,9-22=-1935/1101,9-21=-993118479 10-21=-5178/3167, 10-19=-211613112,12-19=-13086/9435,18-32=-4564/6204,12-18=-4680/6303, 13-18=-3285/4903,13-17=-237211517,1417=-120111870,1416=-3841288 NOTES- 1)3-ply truss to be connected together with 10d(0.148"0")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-5-0 oc,2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 22-8 2x4-1 row at 0-4-0 oc,2x8-2 rows staggered at 0-9-0 OC. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. Continued on page 2 Job Truss russ ype y71Y FJJFREMOLDELING&DESIGN 0006 17A21 s GT141ROOF SPECIAL 13rence(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:53:59 2017 Page 2 NOTES- I D:j Wj M GEeVCALFwzl HHf218WzuC6v-Q7eMAC1 nAxu766DgF9yTRIZ1 S8eZHpvQM Dpxd3zOXHs 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;B6DL=5.Opsf;h=15ft;Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope) automatic zone and C-C Exterior(2)-2-6-11 to 1-9-15,Interior(1)1-9-15 to 15-3-2,Exterior(2)15-3-2 to 19-7-11,Interior(1)24-0-5 to 39-4-10 zone;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 5)All plates are MT20 plates unless otherwise indicated. 6)Plates checked for a plus or minus 0 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)32 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical,connection(by others)of truss to bearing plate capable of withstanding 3327 Ib uplift at joint 2,263 Ib uplift at joint 15 and 4191 Ib uplift at joint 32. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1450 Ib down and 3190 Ib up at 14-7-8,and 1500 Ib down and s 3300 Ib up at 19-9-3 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=1.00 Uniform Loads(plf) Vert:1-8=-90,8-15=-90,2-27=-20,26-27=-20,18-26=-20,17-18=-20,15-17=-20 Concentrated Loads(lb) Vert:22=-1500(F)40=-1450(F) • • •••• •••••• •••••• •••• •••••• • •••• • •• ••••• • • • • • • •••••• �Job Truss Truss type Qty y JJF REMOLDELING&DESIGN 0007 �17A21 ' Ht Roof Special t 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:012017 Pa gge 1 ID:jWjMGEeVCALFwzlHHf218WzuC6v-MVm6bu31 iY8rMQNDNa_xWAfOExlfljyigXl2hxzOXHq I 2.5-12 4-8.0 8.7.0 12-6-0 16-0-0 !-' ' 21-5-8 25-3-3 29-0-14 32-10.8' 34-0.8 37-10.6 41-10-0 2.5.12 2-2.4 3-11-0 3-11.0 3.6.0 3-6.0 1-11-8 3-9.11 3.9-11 3.9.11 1.6-0 3-5.13 3-11-10 Scale=1:76.1 2.50 LL2 5x6= 3.00 12 5x8= 2x4 11 5x8= 3x4 ; 3x8% 5 6 8 934 3x6 T3 3x6 2x411 4 0 2 10 4x9 4x5% �14No.2 TW6 No.3 11 3x6= 3 W9 o.3 W9 0.3 9 o. W1 .3 12 13 3x4= r l 1W2No.3W5 0 3 Wtr W 1No.3 14 N v W1 8 0. 15 o 27 26 25 23 22 20 19 lh 9 ta 37 38 39 24 40 41 21 42 43 44 45 0 31 35 30 36 295x10 M18SHS= 3x4= 5x6 WB= 2x4 11 3x8= 3x6= 4x9= 5x12= 17 46 16 47 3x6= 3x6 11 4x12= 2x4 11 2x4 11 3x8= 4x7= 2x4 11 2x4 II 8.00 12 5x8.= 2x4 11 2x4 11 3448 2-5-72 48.0 67-0 12-60 160-0 19.6.0 21-58 253-3 29-0-14 32.10.0 32-10-8 37-10-6 41-10-0 2-512 2-2d 3-11-0 3-11-0 360 3-60 1.11.8 39.11 39-11 3.9.2 0-6-8 3.513 3-11-10 1.60 Plate Offsets(X,Y)-- [1:0-2-4,0-2-0],[2:0-3-0,0-1-8],[4:0-2-11,0-1-8],[5:0-5-4,0-2-8],[7:0-5-4,0-2-8],[8:0-3-0,0-0-8],[12:0-4-0,0-1-12],[15:Edge,0-1-6],[17:0-5-8,0-2-8], t [17:0-0-3,Edge],[18:0-9-4,0-3-4j,[19:0-3-8,0-2-0],[28:0-3-8,0-3-4],[30:0-5-0,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.64 25-26 >607 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(TL) -0.91 25-26 >427 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.29 33 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:230 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc purlins, T1,T5:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-11-15 oc bracing. B3:2x4 SP M 31,F2:2x4 SP No.3 WEBS 2x4 SP No.3*Except* W4:2x4 SP No.2,W17:2x4 SP M 31,W18:2x8 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 31=1676/0-8-0 (min.0-2-0),15=126/Mechanical,33=277710-8-0 (min.0-1-8) +••• Max Horz 31=-278(LC 6) • • • • •••• •••••• Max Uplift3l=-1195(LC 5),15=-413(LC 6),33=-1906(LC 6) • • • • Max Grav 31=1676(LC 1),15=257(LC 42),33=2777(LC 1) •• • 0•+• •• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •.. •• • • • TOP CHORD 1-2=-2589/1840,2-3=-623414487,3-4=-6568/4800,4-5=-4342/3063,5-6=-434413067, •••••• 6-7=-4344/3067,7-8=-325212313,8-9=-3245/2285,9-34---286012026,10-34---2930/2026, •••••• i•• •• • • 1 0-1 1=-1 3 5219 64,1 1-1 2=-1 41 01958,12-13=-2377/3514,13-14=-769/1220, 0&0* • •• 666&* 14-15=-392/980,1-31=-160811171 *00000 +•• • ••i•+• BOT CHORD 30-36=-3351449,29-36=-3351449,28-29=-391251,28-37=-369815272,27-37=-369815272, • • • • 27-38=-369815272,26-38=-369815272,26-39=-281214196,25-39=-2812/4196, •• •• •• ••• 0• 24-25=-2493/4012,24-40=-2493/4012,23-40=-249314012,23-41=-2494/4010, V%0: • 0 22-41=-2494/4010,21-22=-151112838,21-42=-1511/2838,20-42=-1511/2838, 0 0 0 0 0+••i 0 20-43=-677/1334,19-43=-677/1334,19-44-3358/2697,1 8-44=-3 3 5 512 69 8, •••••• 18-45=-1266/928,1 7-4 5=-1 2 8219 23,17-46=-891/401,16-46=-8911401,16-47=-8911401, ••• • i•0 0 0 i 15-47=-8911401 •• • ••• • • • WEBS 2-30=-192011449,28-30=-168112264,2-28=-2570/3602,4-28=-1010/1200,4-27=01301, •• 4.26=-122911008,5-26=-4091616,6-25=-3411354,7-25=-4501572,7-22=-157211209, 8-22=-766/1171,9-22=-3881558,9-20=-649/550,10-20=-117411673,16-19=-12811926, 12-19=-3307/4922,18-33=-2777/2292,12-18=-2942/2021,13-18=-2390/2195, 13-17=-915/1002,14-17=-1027/1394,14-16=-333/279,1-30=-1760/2500 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=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-1-12 to 4-6-4,Interior(1)4-6-4 to 19-6-0,Exterior(2)19-6-0 to 21-5-8,Interior(1)25-7-12 to 37-7-1 zone;porch right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. (i�r�>'idtii�r€ Pof the plate is required to be placed over the splice line at joint(s)24. �Jo russruss ype ty y JJF REMOLDELING&DESIGN 0007 +17A21 • Hi Roof Special 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 6.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:01 2017 Page 2 NOTES- ` ID:jWjMGEeVCALFwzlHHf218WzuC6v-MVm6bu31 ff8rWNDNa_xWAfOExlfljyigXl2hxzOXHq 6)Plate(s)at joints)5,7,11,31,29,3,17,17,15,2,30,28,4,27,26,25,6,23,8,22,9,20,10,19,12,13,14,16,1,21,18,18 and 32 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)24 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Refer to girder(s)for truss to truss connections. 10)Bearing at joint(s)33 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1195 Ib uplift at joint 31,413 Ib uplift at joint 15 and 1906 Ib uplift at joint 33. 12)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. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD'CASE(S) Standard I 6666 • • 6666 6666•• •• • 6666 • •••••• •••• 6090•• • see* 00 6666 • •• ••••• 6666•• ••s • 9066• •• •• •• 6666•• • • • • • 6666•• - 6666•• • O t rU55 fuss ype y y JJF REMOLDELING&DESIGN '17A21 ► H2 Hip 1 1 0008 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:02 2017 Payye 1 ID:jWjMGEeVCALFwzIHHf218WzuC6v-ghKVoE3fTsGizayPxHVA2NBX4LdaUAOs2B1bDOzOa Hp 2-10-0 5.8.0 7.2-0 12-1-0 17.0-0 20.5-8 23-10.15 29-7-12 35.4-8 6.10- 40-4.6 44-4-0 2-10-0 2-10-0 1-6-0 4-11-0 4.11-0 3.5.8 5-8-12 5-8-12 1-6.0 3-5-14 3-11.10 Scale=1:80.1 3.00 12 2.50112 3x4 5x8= 2x4 II 5x8= � , 5x6 WB 7 8 —S 9 3x4= 4x7 3x4% 5 6 T2 ttYNo 3 _9M 4x7 31 10 35 36 11 4x9= _ 4xh4:No42 W9 0.3 W9 0.3 o.3 13 N��1 3x4 L0 328 RR W7 0.3 .3 W1 121 0.3 1W17 No.3 3x4 3M3 414 37 v 0 1 2 0. 15 a jo 0 25 24 ?{ 21 19 47 Io to 41 42 23 44 20 45 46 38 28 39 27 40 3x6= 3x4= 5x6= 3x4= 4x9— 5x12= 17 48 16 49 4x5= 3x6 I I 5x8 M18SHS= 2x4 - 2x4 II 3x6= 5x12=8 00 12 3x8= 4x7= 2x4 11 5x8= 2x4 II 2x4 11 2x4 11 3E10-8 2-60 2- -0 58-0 7.2-0 12-1-0 17-0-0 20.5.8 2310-15 29-7.12. 3540 3 8 40-46 4440 2-6-0 0 0 2-10.0 1-6-0 411-0 411-0 3-58 3-58 58-12 58.43514 3-11-70 r 1.6.0 Plate Offsets(X,Y)-- [3:0-2-12,0-2-0],[5:0-3-0,Edge],[7:0-5-4,0-2-8],[9:0-5-4,0-2-8],[11:0-3-8,Edge],[12:0-3-12,0-2-0],[15:0-0-0,0-1-10],[17:0-0-3,Edge],[17:0-5-8,0-2-8], [18:0-10-0 0-2-12] [19:0-3-8 0-2-0] [26.0-1-15 0-1-0] [26.0-48 0-2-12] [27.0-5-4 0-2-8] LOADING(psf) =1%r 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLLI, 30.0 1.00 TC 0.96 Vert(LL) 0.60 24-25 >642 360 MT20 2441190 TCDL' 15.0 1.33 BC 0.88 Vert(TL) -0.88 24.25 >442 180 M18SHS 2441190 BCLL, 0.0 YES WB 0.84 Horz(TL) 0.28 33 n/a n/a BCDL ' 10.0 TP12007 (Matrix) Weight:230 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T3,T1:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-9-7 oc bracing. BOT CHORD 2x4 SP No.2*Except* WEBS 1 Row at midpt 12-19 63:2x4 SPM31,Fl:2x4SPNo.3 •••• WEBS 2x4 SP No.3*Except* • • • • •••• •••••• W2,W4:2x4 SP No.2,W13:2x4 SP M 31,W14:2x8 SP No.2 • • • • OTHERS 2x4 SP No.3 •• • '0000 • •••••• •••• •••••• REACTIONS. (Ib/size) 15=256/Mechanical,28=2033/0-8-0 (min.0-2-6),33=2587/0-8-0 (min.0-1-8) 000000 • :0090: Max Horz 28=-222(LC 6) • Max Upliftl5=-455(LC 6),28=-1607(LC 5),33=-2008(LC 6) • • • • • Max Grav 15=317(LC 40),28=2033(LC 1),33=2587(LC 1) •••• • •• ••••• •••••• ••• • ••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • • • •• •• •• •••••• TOP CHORD 1-2=-5981750,2-34=-257011710,3-34---2524/1715,3-4---618214250,435=-5110/3695, • 5-35=-5028/3700,5-6=-5027/3702,6-7=-3895/3001,7-8=-369312976,8-9=-3693/2976, ••'••• 9-10=-344612713,10-36=-2769/2201,11-36=-2779/2199,11-12=-2869/2191, i i 0 0 0 0 0 0 i 0 12-13=-1586/2176,13-37=-3661653,14-37=-3701619,14-15=-51711302 '•'••• BOT CHORD 1-38=-6951603,28-38=-695/603,28-39=-6951767,27-39=-6951767,27-40=-1864/2658, • • •• ••• 26-40=-1857/2667,26-41=-408115955,25-41=-4081/5955,25-42=-3274/4928, " ' 0" 24-42=-327414928,24-43=-2366/3747,23-43=-2366/3747,22-23=-236613747, •• 22-44=-208913314,21-44=-208913314,20-21=-1716/2755,20-45=-1716/2755, 1 9-4 5=-1 71 612 7 5 5,19.46=-2014/1913,18-46=-2010/1915,1 8-47=-6 6 5149 2, 17-47=-6811487,1 7-48=-1 2 01149 0,16-48=-12011490,16-49=-12021490,15-49=-1202/490 WEBS 2-28=1 911/1616,2-27=-213112836,3-27=-2289/1616,3-26=-2723/3964,4-26=-1111356, 4-25=-1050/926,6-25=-133/405,6-24=-1319110955 7-24=-405/631,7-22=-206/251, 8-22=-3181321,9-22=-5371706,10-21=-5481806,10-19=-826/772,12-19=-3706/4867, 18-33=-2587/2318,1 2-1 8=-2 51 711 9 0 3,1 3-1 8=-1 5 6711 71 9,13-17=-718/661, 14-17=-944/1373,14-16=-325/274 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=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 4-4-10,Interior(1)4.4-10 to 10-8-12,Exterior(2) 10-8-12 to 30-2-3,Interior(1)30-2-3 to 39-10-1 zone;cantilever left exposed;porch right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 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. (%XhjFutr6p kt$-Wgbq.en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t o - Truss Truss ypety y JJF REMOLDELING&DESIGN 0008 '17A21 * H2 Hip 1 1 ' Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:02 2017 Page 2 t ID:jWjMGEeVCALFwzlHHf218WzuC6v-ghKVoE3fTsGizayPxHVA2NBX4LdaUA0s2B1bDOzOXHp NOTES- 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joirit(s)33 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical conriection(by others)of truss to bearing plate capable of withstanding 455 Ib uplift at joint 15,1607 Ib'uplift at joint 28 and 20081b uplift atjoint 33. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0000 • • 0000 ••r••• •• • 0000 • 0000•• 0000 0000•• • •00009 • • • 0000•• 0090 0 0000 • 00 00000 90•60• 0.0 • 00.00 } •• 00 00 000000 0 0000•• • • • • • • •- •' • 0000•• • 0000.0 • • • • • • • i Job Truss Truss Type Qty Ply JJF REMOLDELING&DESIGN 0009 f7A21 " H3 Hip 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra - 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:04 2017 Page 1 ID:jWjMGEeVCALFwzlHHf218WzuC6v-n4RFDv5v_TWQDt5o2iYe7oHss9Kfyl E9WVWilGzOXHn 2-10.0✓ 5.8.0 7-2.0 11-1.5 15.0.11 19-0-0 21-6-2 26.1.10 30-9-1 35-0-86-10-$ 40.4.6 44-4-0 2.10-0 2.10-0 1-6.0 3-11.5 3-11.5 3.11-5 2.6-2 4.7.7 4-7.7 4-7.7 1-6-0 3-5-14 3-11-10 Scale=1:80.1 3.00 12 2.50 12 5x8= 5x6= 3x4 3x4= 4x7; 3x4: 8 379 10 T; No. 238 3x4� 3x6 3x4 5 g 36 1 No.3 moo• 11 12 4x9= _ 4 If-Not2 W6 No. W9 0.3 W11 o. W1 W17iAo.23x4= 14 3x4 328 as>.23 W7 o. W1 W21 No.3 15 39 0 1 2 R11 M. i EIR No p 16 a o 26 25 24 23 21 20 =P h��L 0 43 44 45 46 47 22 48 49 50 0 40 29 41 28 42 3x4= 3x4= 5x8- 3x8= 3x4= 4x12= 5x12- 18 51 17 52 4x5= 3x6= 3x6 11 5x8 5x8 M18SHS= 4x7= 2x4 II 2x4 II -8.00 T2 2x4 11 5x8= 2x4 11 2x4 11 2x4 11 2x4 11 36-10-8 2.6-0 2.10-0 5-8-0 7 11-1-5 15.0.11 19-0-0 21-6.2 26.1.10 30-9.1 35-40 35-4-8 40-46 4440 2��6-0 0 4Z0 2-10-0 1-6-0 3.11.5 3-11-5 3.11.5 2.6.2 47-7 47-7 46.15 0-0-8 3.5.14 311-10 1-6.0 Plate Offsets(X,Y)-- [3:0-2-12,0-2-0],[6:0-2-3,Edge],[8:0-5-4,0-2-8],[13:0-40,0-2-0],[16:0-0-0,0-1-10],[18:0-0-3,Edge],[18:0-5-8,0-2-8],[19:0-9-12,0-2-12],[20:0-3-8,0-2-0], [24:0-40,0-3-0],[26:0-1-12,0-1-8] [27:0-1-15,0-1-0],[27:0-48,0-2-12],[28:0-6-4,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) 0.59 25 >655 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(TL) -0.88 25 >438 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.28 34 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:235 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-7-10 oc bracing. j 63:2x4 SP M 31,F1:2x4 SP No.3 WEBS 1 Row at midpt 13-20 WEBS 2x4 SP No.3*Except* 0*6 0 W2,W4,W17:2x4 SP No.2,W18:2x8 SP No.2 • • • • •••• •••••• REACTIONS. (lb/size) 16=230/Mechanical,29=2025/0-8-0 (min.0-2-6),34=262010-8-0 (min.0-1-8) •• • :*69 • Max Horz 29=-240(LC 6) ••••f• ••i• 00.0:0 Max Upliftl 6=-441(LC 6),29=-1565(LC 5),34=-1989(LC 6) • • •• • • • Max Grav 16=305(LC 42),29=2025(LC 1),34=2620(LC 1) •••••• 0000 •• • • • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •0000• : ••• ••••• TOP CHORD 1-2=-6031751,2-35=-2561/1694,3-35=-2516/1699,3-4---611614150,4-5=-524813532, • • 5-6=-433113146,6-36=-429613149,7-36=-4289/3155,7-8=-336712589,8-37=-313512503, i• i • • i • ••• 9-37=-313512503,9-10=-3237/2505,10-38=-330112522,11-38=-335512517, •• •• •• '�'••• • 11-12=-2230/1579,12-13=-227911571,13-14=-182712487,1439=-4231768, •••••• • 0 15-39=-4271713,15-16=-47311232 • • • • • • 0000•• BOT CHORD 1-40=-6961607,29-40=-6961607,29-41=-6961771,28-41=-6961771,28-42=-187412648, •••••• 27-42=-186712656,27-43=-404115884,26-43=-404115884,26-44=-330515069, • • • • • 0000•• 25-44=-330515069,25-45=-2567/4161,2445=-2567/4161,24-46=-191913252, •• 0 ••• • • 0 23-46=-191913252,23-47=-197013248,22-47=-197013248,21-22=-1970/3248, ••: 21-48=-1218/2183,20-48=-1218/2183,20-49=-232612147,19-49=-232312149, 19-50=-7701552,18-50=-7861547,18-51=-1134/447,17-51=-I 134/447,17-52=-1 1351447, 16-52=-1135/447 WEBS 2-29=-1904/1564,2-28=-2043/2831,3-28=-2279/1603,3-27=-2625/3898,4-27=-138/352, 426=-8451763,5-26=-1 52/379,5-25=-10151845,7-25=-3351537,7-24=-11581955, 8-24=-5311733,8-23=-4181348,9-23=-2251351,10-23=-337/363,10-21=-3591418, 11-21=-93811162,11-20=-1022/831,13-20=-336614656,19-34=-262012283, 13=19=-2581/1896,1419=-178511876,1418=-775/722,15-18=-96211400, 15-17=-329/275 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=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 4410,Interior(1)4410 to 12-8-12,Exterior(2) 12-8-12 to 27-9-6,Interior(1)27-9-6 to 39-10-1 zone;cantilever left exposed;porch right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. (%j[hfiMif3fflPof the plate is required to be placed over the splice line at joint(s)24. r17111 sS ype y y JJF REMOLDELING 8 DESIGN� H3 ` Hip � 1 1 0009 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:04 2017 Page 2 ID:jWjMGEeVCALFwzlHHf218WzuC6v-n4RFDv5y_TWQDt5o2iYe79Hss9Kfy1 E9WVWilGzOXHn NOTES- 6)Plate(s)at joint(s)6,8,9;12,1,28,28,27,27,19,18,18,16,2,29,3,4,26,5,25,7,23,10,21,11,20;13,14,15,17,22,30,32 and 33 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)24 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Refer to girder(s)for truss to truss connections. 10)Bearing at joint(s)34 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 Ib uplift atjoint 16,1565 Ib uplift at joint 29 and 1989 Ib uplift at joint 34. 12)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. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD,CASE(S) Standard i 1 I • . ...... . .09* . . :***a: . 0000.... .. e e . eeesoe ee• a *sees •• •• •• e••e•e • • • • • see•••. ee a see • • • ! I oTruss russ Type Qty yJJF REMOLDELING&DES IGN 0010 17A21 • HH1 Half Hip 1 1 ' Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inca Fri Apr 21 10:54:04 2017 Page 1 v I D:j Wj MGEeVCALFwzlHHf218WzuC6v-n4RFDv5v_TWQDt5o2iYe76Hy_911 y2O9WVWiIGzOXHn 2-10-0 6-5-0 10-0-0 16-3-4 22-4-12 28-8-0 2-10-0 3-7-0 3-7-0 6-3.4 6-1-8 6-3-4 Scale=1:49.9 3.00 12 4x9 2x4 11 4x5= 3x10= ( 3x4 11 3x10; 4 1 2 M31 5 18 6 7Tq 31 19 8 16 3 2x4 11 2 T W4 N .3 3 W4 N .3 o W4 N .3 .3 W4 W.3 3 04 0 1 IT o. B 3 B3-No 0 3x4= 20 15 21 14 13 22 12 11 23' 10 24 9 5x6= 3x4= 3x4= 3x8= 4x5— 2x4 11 5x6= 2-6-0 240-0 10-0-0 16-3.4 22-4-12 28-8-0 &6-0 0-4-0 7-2-0 6-3-4 6-1-8 6-3-4 .Plate Offsets LY)-- [3:0-1-8,0-1-8],[4:0-5-4,0-2-01,[6:0-2-8,Edge],[9:0-3-0 0-3-01 [15:0-3-0,0-3-0] LOADING(psf) SPACING-, 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP -TCLL 30.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL). 0.33 12 >930 360 MT20 '2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(TL) -0.48 12-13 >644 180 BCLL 0.0 Rep Stress Incr .YES WB 0.91 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:141 lb : FT=0% LUMBER- - BRACING- TOP CHORD`2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins, T1:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-9 REACTIONS. (Ib/size) 9=1395/Mechanical,15=1747/0-8-0 (min.0-2-1) Max Horz 15=278(LC 7) Max Uplift9=-1059(LC 5),15=-1452(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7391705,2-16=-6091656,3-16---6021676,3-4=-2769/2037,4-17=-339512599, 5-17=-339412599,5-18=-3395/2599,6-18=-339512599,6-7=-339512599,8-9=-2481253 BOT CHORD ,1=20=-6521735,15-20 6521735,15-21=-1768/2188,1 4-2 1=-1 7 6812 1 88, •••• 13-14=-176812188,1 3-2 2=-2 01 212 649,1 2-2 2=-2 01 212 649,11-12=-191412519, • • i • • ! 11-23=-1914/2519,10-23=-1914/2519,10-24---1914/2519,9-24=-191412519 � • *00 00•• 0000•• WEBS 2-15=-3921446,3-15=-2684/2264;3-13=-327/517 4-12=-711/812,5-12=-587/609, •• 0 :000 • 7-12=-912/957,7-10=01326,7-9=-2687/2043 000:0* ••0• ••••0• NOTES- o- - *00000, • • • 0000•• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.li;Exp D;.ht`C,•• •• •• • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)4-0-9 to 2-10-0,Interior(1)2-10-0 to 5-9-1,Exterior(2)5-"•• • •• ••••• to 10-0-0;Interior(1)14-2-15 to 25-6-4 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions•••••• ••• • •• ••• shown;Lumber DOL--1.33 plate grip DOL=1.33 • • • • 2)Provide adequate drainage to prevent water ponding. 00 0• •• •••••• 3)The solid section of the plaWis required to be placed over the splice line at joint(s)14. 000000 • • 4)Plate(s)at joint(s)1,4,6,8,9,2,155 3,13,5,12,10;7 and 11 checked for a plus or minus 0 degree rotation about its cent. • • • 5)Plate(s)at joint(s)14 checked for a plus or minus 5 degree rotation about its center. • ••• • 0000 •• 6)This truss has;been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; .•. • ;•••• 7)Refer to girder(s)for truss to truss connections' •• • ••• • • • 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1059 Ib uplift at joint 9 and 1452 Ib uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads., 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss pe y �Ply JJF REMOLDELING 8 DESIGN 0011 17A21 �' HHG1 TZ� "" GR 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:05 2017 Page 1 I D:j Wj MGEeVCALFwzl HHf218WzuC6v-FG?dRF6Xl neHgl g_cP3tgOp8VZIuhVK1 k9GGgjzOXH m 2-10-0 8-0-0 12-2-10 16-3-9 20-4-7 245-6 28-8-0 2.10-0 5-2-0 42-10 40-14 40-14 40-14 42-10 Scale=1:49.5 5x8 M18SHS= 2x4 11 3.00 12 2x4 11 3x8= 5x6 WB= 4x12= 2x4 II 3 4 T2 M-3 5 18 6 7 8� 9 T3 M 8x14 1\ B 2 17 2 T1 W3N .3 W3 No.3 W W3 N'.3 2 W3 N .3 W W3 N .3 W3 No.3 1. YUNQ 2 0 0 19 17 20 16 21 15 22 14 13 23 12 24 11 25 10 3x4—_ 5x8= 7x10 M18SHS= 2x4 I I 3x10= 2x4 11 7x10= 5x8 M18SHS= 2-6.0 2-1Q-0 8-0-0 12-2-10 16-3.9 2011 245-6 288 8.0 2-6-0 0 4 0 5-2-0 42-10 40-14 4-0-14 40.14 42-10 Plate Offsets(X,Y)-- [2:0-3-8,Edge],[3:0-5-8,0-2-8],[6:0-3-0,Edge],[10:Ed e,0-412] [12:0-2-12,0-1-8],[15:0-3-4,0-48],[16:0-40,0-1-8] - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL1 30.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) 0.58 1415 >530. 360 MT20 2441190 TCDD 15.0 Lumber DOL 1.33 BC 0.46 Vert(TL) -0.75 1415 >412 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:166 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. -WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 4-3-7 oc bracing. W2,W4:2x4 SP No.2 WEBS 1 Row at midpt 2-16,8-10 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 10=2289/Mechanical,17=266810-8-0 (min.0-2-3) Max Horz 17=218(LC 4) Max Uplift10=-1692(LC 4),17=-2126(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. I TOP CHORD 1-2=-465/390,2-3=-5007/3613,3-4=-667414948,4-5=-667414948,5-18=-604614472, 6 18=-6046/4472,6-7=-604614472,7-8=-604614472 ••.• BOT CHORD 1-19=-351/440,17-19=-3511440,17-20=-4781440,1 6-2 0=-47 8144 0,1 6-21=-3 545147 8 8, • • 15-21=-3545/4788,15-22=-525417098,1422=-5254/7098,1423=-5254/7098, i ••• •••• •••• • 13-23=-525417098,12-13=-5254/7098,12-24=-2799/3785,11-24=-279913785, •• • •••• • 11-25=-2799/3785,10-25=-2799/3785 •••••• ••i• ••••i• WEBS 2-17=-226511860,2-16=-3270/4402,3-15=-158412110,5-15=-4781379,5-14=-3721565, - 5-12=-1186/1048,8-12=-1 886/2549,8-11=-375/568,8-10=-4191/3098 •••••• • i••••i NOTES- •••••• : •••• ••••� 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp D;4Eji6I..o .o. . o e;••• GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.33 • • • • oo 2)Provide adequate drainage to prevent water ponding. so • 3)All plates are MT20 plates unless otherwise indicated. •••••• • • 4)The solid section of the plate is required to be placed over the splice line at joint(s)6. : • ; . . ....;. 5)Plate(s)at joint(s)1,3,9,10,2,16,15,4,14,5,7,12,11,8 and 13 checked for a plus or minus 0 degree rotation about its center.• ••••• • • 6)Plate(s)at joint(s)6 checked for a plus or minus 3 degree rotation about its center. • . • o, .•.... 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• • ••• • • • 8)Refer to girder(s)for truss to truss connections. ••i 9)Provide metal plate or equivalent at bearing(s)10 to support reaction shown. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1692 Ib uplift at joint 10 and 2126 Ib uplift at joint 17. 11)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. 12)Girder carries hip end with 0-0-0 right side setback,8-0-0 left side setback,and 5-0-0 end setback. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)513 Ib down and 385 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Continued on page 2 LOAD CASE(one Standard I Job cuss russ Type ty y �JJFREMoLDELING&DESIGN I . 0011 17A21 HHG1 HALF HIP GIRDER 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 152016 MiTek Industries,Inc. Fri Apr 2110:54:05 2017 Pa�gge 2 I D:j Wj MGEeVCALFwzl H Hf218WzuC6v-FG?dRF6Xl neHg1 g_cP3tgOp8VZl uhVKlk9GGgjzOZrn LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-90,3-9=-45(F=45),1-16=-20,10-16=-129(F=-109) Concentrated Loads(lb) Vert:16=-513(F) t .00 000 •••••• •••• •••••• • • i 1 F oTruss QtY TIY JJF REMOLDELING&DESIGN 0012 J1 Corner Jack 1 1 Job Reference(opt, o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra - 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:05 2017 Page 1 I D:j Wj M GEeVCALFwzl H Hf218WzuC6v-FG?dRF6XIneHgl g_cP3tgOpEOZgGhiAlk9GGgizOXH m 1-7-11 1-7-11 3.00 12 Scale=1:7.3 2 1 T1 No.2 W1 No.3 B1 No.2 I 4 3x4= 3 3x6 II 1-6-4 !-7- 1-6-4 t-7-1-6 4 0-1-8 Plate Offsets(X,Y)-- [3:0-1-12,0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/dPLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.00 1 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.18 Vert(TL) -0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr= YES WB 0.11 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:6lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=163/Mechanical,2=0/Mechanical Max Horz 3=-631(LC 13),2=631(LC 13) Max Uplift3=-195(LC 5) Max Grav 3=274(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or-less except when shown. TOP CHORD 1-2=-5801680 BOT CHORD 1-4=-6311584,3-4=-631/584 WEBS 2-3=-2591310 00*0 NOTES- • • •••• •••••• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.ll;Exp D;Ehel. • •••• • GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and fo"6$y. 0000 ••••:• MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 •• •• • • • 2)Plates checked for a plus or minus 0 degree rotation about its center. •••••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••• •• •• • • 4)Refer to girder(s)for truss to truss connections. ••••• ; •••• •0:•• 5)Provide metal plate or equivalent at bearing(s)2 to support reaction shown. • • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 195 Ib uplift at joint 3. :••i 000• : 0::::•••• 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel powils •• •• •••••• along the Bottom Chord,nonconcurrent with any other live loads. 000000 • 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ; ' • • ••••:• 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 000000 ••••• LOAD CASE(S) Standard ••• i 000 • • • • 0• Job russ Trs ype ty y JJF REMOLDELING&DESIGN0014 Job J2 er Jack 6 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:05 2017 Pa 1 ID:j WjMGEeVCALFwzlHHf218WzuC6v-FG?dRF6XlneHglg_cP3tgOpEBZg6hjvlk9GGgjzOXHm 2-0-0 2-0-0 3.00F1_2 Scale=1:7.7 2 3x4 II 1 ' T1 No.2 1 No. r 0 131 No.2 4 3x4= 3 2x4 I I 2-0-0 200 Plate Offsets(X,Y)-- [2:Edge,0-3-8) LOADING(psf) SPACING- 2-W-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.19 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:7 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=98/Mechanical,2=80/Mechanical,3=18/Mechanical Max Hoa 2=66(LC 5) Max Upliftl=-129(LC 5),2=-71(LC 5),3=-35(LC 5) Max Grav 1=244(LC 13),2=80(LC 1),3=218(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces& ."". MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 • • 9000 •••••• 2)Plates checked for a plus or minus 0 degree rotation about its center. '••' : •••• •' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 00000* ••.• •••• • 4)Refer to girder(s)for truss to truss connections. • 5)Refer to girder(s)for truss to truss connections. •••••• • • • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 Ib uplift at joint 1,71 Ib upwff•• •• • at joint 2 and 35 lb uplift at joint 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 • • alon the Bottom Chord,nonconcurrent with an other live loads. """ ••• ••'•• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 009600 •• •••••• • LOAD CASE(S) Standard :90:0: • • • • •••••• • • • • • • t Job TrussType y JJF REMOLDELING&DESIGN 0016 17A21 J2A Tcro:ulsls ER JACK 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:06 2017 Pagge�1 I D:j Wj M GEeVCALFwzlHHf218WzuC6v-jTZ?eb7AW5m8SBFAA7a6DDMOhy6HQ8W Rzo?pM9zOXH I 2-5-2 2-5-2 2.50 12 2 Scale=1:7.7 1 ii T1 No.2 Wt No.3 81 No.2 5 3 3x4= 4 3x10 II 2-3-10 2-5-$ 2-3-10 0-1-9' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in. (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 4 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.39 Vert(TL) 0.00 3 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 n/a nla BCDL 10.0 Code FBC2014/TP12007- (Matrix) Weight:8 l FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=253/1VIechanical,2=0/Mechanical Max Horz 4-8811(LC 14),2=881(LC 14) Max Uplift4=-296(LC 5) Max Grav 4=317(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-11151925 BOT CHORD 1-5=-881/1119,4-5=-88111119 WEBS 2-4=-290/474 NOTES- •6.000 • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D,�nc6,•• 006* •••••• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forms& • *000 •• MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 ••••.• ••:• •••• • 2)Plates checked for a plus or minus 0 degree rotation about its center. • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••••• • • • 4)Refer to girder(s)for truss to truss connections. 00#0 •• • • • 5 Provide metal plate orequivalent at bearing(s) 2 to support reaction shown. • " 0 " 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 296 Ib 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 pointy••#00 "••• •"••" along the Bottom Chord,nonconcurrent with any other live loads. •• •• •• •••••• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 000000 • •• • • • • •••••• LOAD CASE(S) Standard V000* 00 000 0• o runsTruss Type Qty Ply JJF REMOLDELING&DESIGN '1 0017 J3 Corner Jack 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra = 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:06 2017 Page 1 ID:j Wj MGEeVCALFwzlH Hf21 BWzuC6v-jTZ?eb7AW5m8SBFAA7a6DDMNYy5bQ7IRzo?pM9zOXH I 3-3-11 3-3-11 2x4 11 Scale=1:9.4 2 3 3.00 12 Tt No.2 1 B7 No.2 3x4= 6 3x6 11 5 4 3-2-0 3-11 Plate Offsets(X,Y)-- [2:0-2-15,0-0-41 3-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC2014/TP12007 (Matrix) Weight:11lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=0/Mechanical,4=-761Mechanical,5=43810-8-0 (min.0-1-8) Max Horz 3=719(LC 14),5=-719(LC 14) Max Uplift4=-310(LC 12),5=-545(LC 5) Max Grav 4--W(LC 16),5=674(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-10301775,2-3=-8581697 BOT CHORD 1-6=-71911039,5-6=-71911039 WEBS 2-5=-3141609 � 0000 NOTES- • • 0600 0000•• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp D;EAI., • •0 6 6 •6 GC 1-0.18;MWFRS(envelope) ( ) p • • p- ( p )gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and folr��✓i•• 0000 •0 6 0 0 0 MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 6 2)Plates checked for a plus or minus 0 degree rotation about its center. 000090 0 •••••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9000 •• • • • 4)Refer to girder(s)for truss to truss connections. 6 0000• : •0 0• 0 0:0• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 310 Ib uplift at joint 4 and 54� • • 0 00000 uplift at joint 5. a 0 0 • 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel polhTs •• •• ••••9 6 along the Bottom Chord,nonconcurrent with any other live loads. •••••• • • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6 • • ••00 • LOAD CASE(S) Standard • • • • • • • • •0.00• • Job russruss yype ]Qty y JJF REMOLDELING&DESIGN 17A21 J4 Corner Jack 1 1 Job Reference(optional) 0018 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:06 2017 Page 1 ID:j WjMGEeVCALFwzIHHf218WzuC6v-jTZ?eb7AW5m8SBFAA7a6DDMLwy7QQ6YRzo?pM9zOXHl 4-11-11 4-11-11 Scale=1:11.4 3 3.00 12 2x4 II 2 T1 M 31 v °D 1 a B1 M 31 Lj 3x4= 6 7 4 3x6 11 5 2-6-02-10-0 4-11-11 2-6-0 0-4-0 2-1-11 Plate Offsets(X,)O-- [2:0-2-11,0-0-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(TL) 0.03 4-5 >933 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) -0.14 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:16 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=-28/Mechanical,4=-77/Mechanical,5=65010-8-0 (min.0-1-8) Max Horz 5=147(LC 5) Max Uplift3=-155(LC 14),4=-169(LC 14),5=-679(LC 5) Max Grav 3=19(LC 5),4=172(LC 16),5=772(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-4321827 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces& •••• MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 • • •0000 *0 0 9:0 2)Plates checked for a plus or minus 0 degree rotation about its center. •..' ; goes •• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 4)Refer to girder(s)for truss to truss connections. •.0••" 0000 •••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 155 Ib uplift at joint 3,169 lb briff?•• 1 • • • at joint 4 and 679 Ib uplift at joint 5. .. • • :•••• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel pofhl% • •••• ••e• along the Bottom Chord,nonconcurrent with any other live loads. • • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• •• ••• • *0000 *0000000•• LOAD CASE(S) Standardsee •••• • •• • • r,'01�1 �' 141 rUSS ype ty y JJF REMOLDELING&DESIGN0019 I Corner Jack 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra - - 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:06 2017 Page 1 I D:j Wj MGEeVCALFwzlH Hf218WzuC6v-jTZ?eb7AW5m8SBFAA7a6DDM Hty4mOA9Rzo?pM9zOXHl 4-0-0 4-0-0 Scale=1:10.2 2 3.00 12 T1 No.2 17 I 61 No.2 3x4= 4 3 4-0-0 4-0-0 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.07 1-3 >701 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(TL) -0.10 1-3 >447 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:12 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=213/Mechanical,2=174/Mechanical,3=39/Mechanical Max Hoa 1=122(LC 5) Max Upliftl=-237(LC 5),2=-199(LC 5),3=-76(LC 5) Max Grav 1=297(LC 13),2=174(LC 1),3=239(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown! NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(en`velope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••••• 4)Refer to girder(s)for truss to truss connections. • • *000 •••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 237 lb uplift at joint 1,199 Ib uplift• ; 6096 •• at joint 2 and 76 Ib 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 pom s :•• •••• •••••• along the Bottom Chord,nonconcurrent with any other live loads. •••••• • • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •••• •• • ;••••; • 0000• LOAD CASE0000 see*Standard i • • 0000•0 ••• • Soso* • • • • •• •• •• 0000•. • 0000•• • • • • of • 0000•• 0000•• • r Job russ Truss Type ly �JIFREMOLDELING&DESIGN 0020 17A21 J46 Corner Jack 5 1 Job Reference o tional t FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 152016 MiTek Industries,Inc. Fri Appr 2110:54:07 2017 Page 1 I D:j Wj MGEeVCALFwzl HHf218WzuC6v-Bf7Osx7oHOu?4LgNjg5Ll RvPgM Ru9YPbCSI MvbzOXHk 4-0-0 4.0-0 Scale=1:10.2 3x4 11 3 3.00 12 2 T1 No.2 u1 B1M31 3x4= 6 7 4 3x6 11 5, 2-6-02-8-8 4 0-0 2-6-0 0-2-8 1-3-8 Plate Offsets(X,Y)-- [2:0-2-15,0-0-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(TL) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) -0.13 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:13 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=-152/Mechanical,4=-200/Mechanical,5=79010-8-0 (min.0-1-8) Max Horz 5=122(LC 5) Max Uplift3=-282(LC 14),4=-399(LC 14),5=-856(LC 5) Max Grav 3=155(LC 5),4=229(LC 5),5=1080(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-4731895 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces& **so** MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 • • •••• ...•.. 2)Plates checked for a plus or minus 0 degree rotation about its center. •••• ; **so •• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 4)Refer to girder(s)for truss to truss connections. •••••• •••• •••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 282 Ib uplift at joint 3,399 Ib epllft••• • • at joint 4 and 856 Ib uplift at joint 5. o o•o •• • :•••• 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel poPhIs • • • • along the Bottom Chord,nonconcurrent with any other live loads. ••• • •• ••••• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •••••• Goes • ••:••• •• •• LOAD CASES)'Standard •••••• ••• •••.o• • • :see:*• •••••• • I 7o ru55 ruSS ype Qty �PlVy 1 �JJFREMOLDELING&DESIGN 0021 17A21 J4C Corner Jack 1 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:07 2017 Page 1 I D:j Wj MGEeVCALFwzl H Hf218WzuC6v-Bf7Osx7oHOu?4LgNjg5LIRvwbM SU9ZkbCSI MvbzOXHk 4-9-15 4-9-15 Scale=1:10.2 3i 2.50 F12 2x4 11 2 T1 M 31 N 1 N f-� 1 No. 61 M 31 3x4= 6 7 4 3x6 11 5 2-6-0 2-10-0 4-9-15 2-6-0 0 4 0 1-11-15 Plate Offsets(X Y)-- [2:0-2-8,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.39 Vert(TL) 0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) -0.12 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:15 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=-43/Mechanical,4=-85/Mechanical,5=657/0-8-0 (min.0-1-8) Max Horz 5=122(LC 5) Max Uplift3=-172(LC 14),4=-184(LC 14),5=-703(LC 5) Max Grav 3=43(LC 5),4=167(LC 16),5=796(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-4341837 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces& •••••• MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 • ••.• •••••• 2)Plates checked for a plus or minus 0 degree rotation about its center. •...0. 0069 •• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 4)Refer to girder(s)for truss to truss connections. *00:00 •••• •••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 172 lb uplift at joint 3,184 IbgMW#•• • • at joint 4 and 703 Ib uplift at joint 5. •••. •. . ;•••• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel pd�ts••• 96** ••••• along the Bottom Chord,nonconcurrent with any other live loads. • • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •••••• ••• • ••••• •• •• •• •••••• LOAD CASE(S) Standard ...••• • • • • • • • Job ru �ss Truss Type ty y JJF REMOLDELING 8 DESIGN 0022 17A21 J5 Jack-Open 1 1 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri APr 2110:54:07 2017 Page 1 ID:j Wj MGEeVCALFwzlHHf218WzuC6v-Bf70sx7oHOu?4LgNj g5LIRvWN MT79dPbCSI MvbzOXH k 500 500 Scale=1:11.4 2 3.00F12— T1 M 31 .00 12T1M31 ao 1 v B1 M 31 4 3 3x4= 5-0-0 5.0-0 4. LOADING(psf) SPACING- 2-0-0 CSI. DEEL. in (loc) I/defl Lld PLATES GRIP TCLL" 30.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) 0.12 1-3 >478 360 MT20 2441190 TCDL °15.0 Lumber,DOL 1.33 BC 0.35 Vert(TL) -0.16 1-3 >365 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:15 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4,SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=268/Mechanical,2=219/Mechanical,3=49/Mechanical Max Horz 1=147(LC 5) Max Upliftl=-300(LC 5),2=-248(LC 5),3=-95(LC 5) Max Grav 1=322(LC 13),2=219(LC 1),3=249(LC 14) FORCES..(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Plates'checked for a plus or minus 0 degree rotation about its center. 3)This truss has'been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••••• 4)Refer to'girder(s)for truss to truss connections. • • 0000 •00009 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 300 Ib uplift at joint 1,248 lb up4ft i 0 0 0 0 0• atjoint 2 and 95 Ib uplift atjoint 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;0• •'•• •••••• along the Bottom Chord,nonconcurrent with any other live loads. 000000 • • • 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0000 ••' 0 ;•••• 0000 • •• 0000• LOAD CASE(S) Standard •••••• ••� • ••:••• •• •• •• 0009•• •9.99• • •• • • • • 09•099 99.99• • • 9 • 9 r oruss russ ype Qty y �JJFREMOLDELING&DESIGN 0023 17A21 J5A MONO TRUSS 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:07 2017 Page 1 I D:j Wj MGEeVCALFwzI HHf218WzuC6v-Bf7Osx7oHOu?4LgNj g5LIRvR5MTR9dPbCSIMvbzOXHk 5-0-0 5-0-0 Scale=1:11.4 2 2x 3.00 12 T1 No.2 1 No. 1 131 No.2 I I 3x6= 4 3 2x4 11 5-0-0 5-0-0 Plate Offsets(X,Y)-- [1:0-1-6,0-0-3] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) 0.02 1-3 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(TL) -0.06 1-3 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:21 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (Ib/size) 1=28810-1-8 (min.0-1-8),3=288/0-1-8 (min.0-1-8) Max Horz 1=137(LC 4) Max Uplift1=-315(LC 4),3=-353(LC 4) Max Grav 1=331(LC 12),3=331(LC.13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;porch left exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• •••• Goes** 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1,3. *.so • •••• •• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 315 lb uplift at joint 1 and 353.10.... •• • •.•• • 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 poiM&*••• • • • along the Bottom Chord,nonconcurrent with any other live loads. *so* •• • 7)Girder carries tie-in span(s):2-6-0 from 0-0-0 to 5-0-0 `•e• •` • •• • • 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. "• 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ``;"; •••• 0 •••• • LOAD CASE(S) Standard ••••.. • • 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 • • • ••• • Uniform Loads(plf) •••••• Vert:1-3=-30(F=-10),1-2=-90 • • • • • • • • • • • t Job ruSSTruss Type y y JJF REMOLDELING 8 DESIGN 0024 17A21 �, J6 Corner Jack 1 1 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:07 2017 Page 1 I D:j Wj MGEeVCALFw7l H Hf218WzuC6v-Bf7Osx7oHOu?4LgNj g5LIRvV hMTj9Yj bCSIMvbzOXH k 6-7-11 6-7-11 Scale=1:14.0 7 3 3.00 12 3x4 2 1 No.2 v v N 1 VJ2 No.3 B1 No.2 t 3x4= 8 9 5' 3x6= 6 4 3x6 11 2-6-010;,12- 6-7-11 2-6-0 0-0 3-9-11 Plate Offsets(X Y)-- [5:0-2-14,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.01 5-6 >999 360 MT20 2441190 TCDL' 15.0' Lumber DOL 1.33 BC 0.37 Vert(TL) -0.06 5-6 >778 180 BCLL 0.0 Rep Stresslncr YES WB 0.36 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:27 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=130/Mechanical,5=-45/Mechanical,6=64510-8-0 (min.0-1-8) Max Horz 6=190(LC 5) Max Uplift3=-143(LC 5),5=-152(LC 15),6=-636(LC 5) Max Grav 3=130(LC 1),5=197(LC 14),6=649(LC 15) k FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.' TOP CHORD 1-2=-9161763 BOT CHORD' 1-8=-7081913,6-8=-7081913,6-9=-708/640,5-9=-7081640 WEBS 2-5=-6591729,2-6=-552/1017 NOTES- so** 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;F ncl.i•• •••• 0000:0 GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and fords b • •••• • MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 • • 2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. ••• •• •••• ••••!• 3)Plates checked for a plus or minus 0 degree rotation about its center. •+•••• • + • 4)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. •0000 • s•• •• •••+ 5)Refer to girder(s)for truss to truss connections. •• • • •• ••••„ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 143 Ib uplift at joint 3,152 ib up1iff I • • at joint 5and 636lbuplift atjoint 6., ••0••0 ••• • ••••• 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points•• ••: •••••• along the Bottom Chord,nonconcurrent with any other live loads. • 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9•+i+ i • •• LOAD CASE(S) Standard ••• • •••• • • { e ��1;7A21 ��J61� Truss Type y y JJF REMOLDELING&DESIGN 0025 Corner Jack 4 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:08 2017 Page 1 ID:jWjMGEeVCALFwzlHHf218WzuC6v-frhm3H8Q2iOshVPZHYcaleRhVmpsu?rkR6UwR2zOXHj 6-0-0 6-0-0 Scale=1:13.3 3 3.00 F12 3x4 2 1 No.2 u A 1 W2 No.3 0. B7 o.2 3x4= 7 8 5 3x6= 3x6 11 6 4 2-6-0 2-10-0 6-0-0 2-6-0 0�0 3-2-0 Plate Offsets(X,Y)-- [5:0-1-4,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.01 5-6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) -0.01 3 n/a nla BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:24 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=102/Mechanical,5=-78/Mechanical,6=63610-8-0 (min.0-1-8) Max Horz 6=173(LC 5) Max Uplift3=-115(LC 7),5=-202(LC 15),6=-640(LC 5) Max Grav 3=102(LC 1),5=178(LC 14),6=678(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-9611777 BOT CHORD 1-7=-7221961,6-7=-722/961,6-8=-722/706,5-8=-7221706 WEBS 2-5=-7371754,2-6=-57811041 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp D;Encl., 0000 GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces&• •0.0•• 0••0• MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 •• • • 2)Plates checked for a plus or minus 0 degree rotation about its center. ;••• • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••• •• •••• 0000.•••• 4)Refer to girder(s)for truss to truss connections. 000000 . • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 Ib uplift at joint 3,202 Ib uwiN • • •••••• at joint 5 and 640 Ib uplift at joint 6. • • • • • • • 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. •••••• ••• • •0000 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 000000 • • ••:• LOAD CASE(S) Standard • • • • 00 Job russ russ Type Qty P 7Y .JJF REMOLDELING&DESIGN 0026 121 7AJ7 Corner Jack 1 - Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:08 2017 Page 1 I D:j Wj MGEeVCALFwzlHHf218WzuC6v-frhm3H8Q2iOshVPZHYcaleRfymowu?zkR6UwR2zOXHj 7-2-12 7-2-12 Scale=1:14.4 3 2.50 12 7 v 0 3x4= 2 1 No.2 co 1 o W2 No.3 81 No.2 3x4= 8 9 5 3x8= 6 4 3x6 11 2-6-02-10-0i 7-2-12 2-6-0 0-4-0 44-12 Plate Offsets(X,Y)-- [5:0-5-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.02 5-6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(TL) -0.09 5-6 >568 180 BCLL. 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) -0.02 3 nla n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:29 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=154/Mechanical,5=-19/Mechanical,6=65910-8-0 (min.0-1-8) Max Horz 6=174(LC 5) Max Uplift3=-166(LC 5),5=-115(LC 15),6=-652(LC 5) Max Grav 3=154(LC 1),5=211(LC 14),6=659(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-9501817 BOT CHORD 1-8=-7691944,6-8=-7691944,6-9=-769/699,5-9=-7691699 WEBS 2-5=-7111782,2-6=-557/1018 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Encl., •••• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C for members and forces& • •....• •••••• MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 • • • • 2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 0• •. 9 :0.0 • 3)Plates checked for a plus or minus 0 degree rotation about its center. 0••••• •••• .0.•0 0 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••0:0 0 . 0 • 5)Refer to girder(s)for truss to truss connections. 0000 •• • ••••• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 166 lb uplift at joint 3,115 Ib uplift • • 0 • • at joint 5 and 652 Ib uplift at joint 6. 0000 . •• 0000• 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•.••• .0 0 • 0 0:0•• along the Bottom Chord,nonconcurrent with any other live loads. 0* 0• • • 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 0 0• • • • 0• �; LOAD CASE(S) Standard • • • • 0 0 0 0;0 • • • .00.0. Job Truss Type Qty plyJJF REMOLDELING&DESIGN 17A21 JS Jack-Closed 17 1 Job Reference(optional) 0027 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:08 2017 Page 1 ID:j Wj MGEeVCALFwzl H Hf21 BWzuC6v-frhm3H8Q2iOshVPZHYcaleRdH mmEu?F kR6UwR2zOXHj 2-10-0 8-0-0 2-10-0 5-2-0 Scale=1:16.7 2x4 11 3 3.00 FU2 7 3x4% 6 2 No.2 3 No.3 1 1 No 3 LlB1 No.2 3x4= 8 9 4 5 4x5= 3x6 11 2-6-02-10-0 8-0-0 2-6-0 0-4 0 5-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.02 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(TL) -0.15 4-5 >402 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:35 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 4--185/Mechanical,5=68410-8-0 (min.0-1-8) _ Max Horz 5=223(LC 5) Max Uplift4=-147(LC 5),5=-649(LC 5) Max Grav 4=284(LC 16),5=684(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-803/717,3-4=-182/278 BOT CHORD 1-8=-661/791,5-8=-6611791,5-9=-6611497,4-9=-6611497 WEBS 2-5=-5731969,2-4=-5051672 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-0-0-9 to 2-10-0,Interior(1)2-10-0 to 3-7-5,Exterior(2)3-7-5 to •••• 7-10-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1*33 . •••• • •••• plate grip DOL=1.33 • • • 2)Plates checked for a plus or minus 0 degree rotation about its center. • • ••• • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••• •• •••• ••••:• 4)Refer to girder(s)for truss to truss connections. so*:** 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 147 Ib uplift at joint 4 and 649 Ip••• • •••• uplift at joint 5. • • • • • • 6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel poin%1•• • •• *so** along the Bottom Chord,nonconcurrent with any other live loads. •••••• ••. • ••:••• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. sees** • • 0000se LOAD CASE(S) Standard :so:*: j • •• Job rus5Jruss ype Qty y 17A21 J14 ack-Closed 3 1 JJF REMOLDELING&DESIGN 0013 � Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:09 2017 Page 1 ID:j Wj M GEeVCALFwzIHHf218WzuC6v-72F8Gd92pO8jJf_I rF7pgs_oeA3TdPXufmETzUzOXH i 2-6-05-2-0 6-8-0 10-5-4 14-6-0 2-6-0 5-2-0 1-6-0 3-9-4 4-0-12 Scale=1:29.2 3.00 12 2x4 11 7 3x6 2x4 II 13 6 4x7 s 3x4 12 4 5 W N .3 N 3 W o.3 .3 4 0.2 F 2 W N .3 B o. ri 5x8= 16 8 0 �1 4 11 5x6= 14 10 2x4 II 2x4 8 00 12 5x8= 5x6= 5-2-06-8-0 14-6-0 5-2-0 1-6-0 1 7-10-0 Plate Offsets(X,Y)-- [2:0-0-0,0-1-6],[5:0-2-10,Edge],[8:0-3-0,0-2-12],[9:0-5-4,0-2-8],[10:0-0-3,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.16 9 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.68 Vert(TL) -0.52 . 8-9 >326 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.05 8 nla n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:81 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins, T1:2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. 133:2x4 SP M 31,F1:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 8=744/Mechanical,2=1058/0-8-0 (min.0-1-8) Max Horz 2=458(LC 5) r Max Uplift8=-599(LC 5),2=-932(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-16041856,3-12=-2532/1730,4-12=-2501/1732,4-5=-2472/1759,5-13=-250911793, 6-13=-2437/1794 BOT CHORD 2-14---1102/1446,10-14---110211446,10-15=-1203/1598,9-15=-1196/1608, 9-16=-960/1093,8-16=-960/1093 WEBS 3-10=-7681641,3-9=-885/1082,6-9=-1056/1497,6-8---118111060 so** NOTES- °• ••'• •••••• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp D;Eltd., • •••• .° GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-11 to 0-4-0,Interior(1)0-4-0 to 10-1-5,Exterior(2)1a1-So•• ••;• •••• • to 14-4-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 ••••°• ° • • 2)Plates checked for a plus or minus 0 degree rotation about its center. •••••• s•• • • • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sees • .• ••••• 4)Refer to girder(s)for truss to truss connections. • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 599 Ib uplift at joint 8 and 932[be•�o •: °°•°• uplift at joint 2. so so so 000000i 6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel polrrt9••• . • along the Bottom Chord,nonconcurrent with any other live loads. ; ° ; •• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • :•••e• •••••• • • • ° • LOAD CASE(S) Standard •• • ••• • :**so: • i { Job russ russ ype y y �JJFREMOLDELING&DESIGN 0015 17A21 J23 Jack-Closed 3 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:09 2017 Page 1 ID:j Wj MGEeVCALFwzlH Hf218WzuC6v-72F8Gd92p08jJf_IrF7pgs_pSA?HdLZufmETzUzOXH i 3-11-10 7-5-8 8-11-8 13.10.4 18-9-0 23-11-5 3-11-10 3-5-14 1-6-0 4-10-12 4-10-12 5-2.4 1 L 2.50 FIT Scale=1:42.3 2x4 11 3x4: 9 L 3x4= 8 T o2 7 22 3x4= 3x4- 6 2x411 5 0.3 W1 0.3 � 3x4: 4 `r 3 3x4: 21 o.3 20 2 3- B3-N . 0 1 W1 N .3 B2 0. 0 0 5x12= 26 12 11 27 5x6= 23 15 24 14 2x4 II 3x4= 3x4= 4x5= � 2x4 11 2x4 II 5x8.00 424 II 3-11-10 7-5-8 8-11-89--0 16-3-10 23-11-5 3-11-10 3-5-14 1-6.0 0--8 7-3-10 7-7-10 Plate Offsets(X,Y)-- [1:0-0-0,0-1-10],[6:0-1-8,0-1-8],[10:0-3-0 0-3-0] [13:0-6-4 0-2-8] [14:0-5-8 0-2-8],[14:0-0-3,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.08 10-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(TL) -0.49 10-12 >353 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:121 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. F1:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3*Except* W5:2x8 SP No.2 REACTIONS. (lb/size) 10=746/Mechanical,1=422/Mechanical,19=1442/0-8-0 (min.0-1-8) Max Horz 1=580(LC 5) Max Uplift10=-594(LC 5),1=-442(LC 5),19=-1384(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-20=-949/1383,2-20=-88911389,3-4=-915/562,4-5=-8921495,5-6=-887/536, 6-7=-10301557 BOT CHORD 1-23=-19051888,15-23=-19051888,15-24=-1904/888,14-24=-19041888,1 4-2 5=-549121 8, + 13-25=-5411234,1 3-2 6=-83 911 0 04,12-26=-83911004,11-12=-6881818,1 1-27=-688181 8, 10-27=-6881818 0000 WEBS 2-1 5=-421/268,2-14---814/1446,3-14=-446/247,3-13=-686/1063,13-1 9=-144211557, 0 • 4-13=-3751384,6-13=-163411340,7-12=-27/369,7-10=-932/792 • • • • •• • 0000 • NOTES- 0000•• ••i• • 0000•• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;ILDd4 0• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 19-6-10,Exterior(2) ••• •• • 0••••0 19-6-10 to 23-9-9 zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33�plate • . • 0 • • grip DOL=1.33 0000 • •• 0000• 2)Plates checked for a plus or minus 0 degree rotation about its center. •••••• 000 0 , ••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. __ • •-- • • •• 0000•• 4)Refer to girder •• ••s)for truss to truss connections. • 5)Bearing at joint(s)19 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should felift•: • • capacity of bearing surface. • 0 0 0 *000:0 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 594 ib uplift at joint 10,44216 uplift0 •••••• • at joint 1 and 1384 Ib uplift atjoint 19. • • • 00000* 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel point/ 0 •••0 • • along the Bottom Chord,nonconcurrent with any other live loads. •• 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O 1 russ Truss Type QtY y JJF REMOLD:LING&DESIGN • 0028 17A21 T1 Roof Special 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:09 2017 Page 1 ID:j Wj MGEeVCALFwzl H Hf218 WzuC6v-72 F8Gd92pO8jJf_I rF7pgs_o5AO9dKnufmETzUzOXH i 2-10-0 7-5-2 12-0-4 16-2-0 19-9-0 23-0 0 26-2-0 2-10-0 ' 4.7-2 4-7-2 4-1-12 3-7-0 3-7-0 2-10-0 Scale=1:46.2 r 2.50F1_2 4x9= 4x5= 3.00112 5x8= 4 5 • 4x5 3 16 T2No2 6 18 3x8= 2x4 11 !n 2 0 W5N .3 .3 W5N'.3 2 7 1 W3 N .3 0 8 N m o o IM 0 3x4= 14 12 11 3x4= 19 15 20 13 21 10 22 9 23 3x6 II 5x6= 4x5= 3x4= 3x8= 3x4— 5x6= -0 2-1 Q-0 7-5-2 12-0 4 16-2-0 234-0 23->�-0 26-2-0 2-6-0 0W0 47-2 47-2 4-1-12 7-2-0 0-0-0 2-6-0 Plate Offsets(X,Y)-- [2:0-3-0,0-1-8],[3:0-3-4,0-3-0],[4:0-5-4,0-2-0],[6:0-2-8 0-1-81 K.6-3-0,13-3-01,[14:0-3-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0' Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.17 12-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.89 Vert(TL) -0.40 9-11 >620 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.06 9 n/a nla BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:121 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 15=1443/0-8-0 (min.0-1-11),9=1444/0-8-0 (min.0-1-11) Max Horz 15=120(LC 7) Max Upliftl5=-1194(LC 5),9=-1162(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7381787,2-3=-219711460,3-16=-207211487,4-16=-206611496,4-17=-1 827/1353, 5-17=-182711353,5-6=-1915/1349,6-18=-633/684,7-18=-6411660,7-8=-769/708 BOT CHORD 1-19=-7401737,15-19=-740/737,15-20=-7401747,14-20=-7401747,13-14=-139212107, 12-13=-1392/2107,12-21=-1269/1993,11-21=-1269/1993,10-11=-950/1605, 10-22=-95011605,9-22=-950/1605,9-23=-655/764,8-23=-6551764 WEBS 2-15=1 304/1179,2-14=-195212346,3-14=-338/438,3-12=-284/239,4-12=-641267, 4-11=-315/310,6-11=-1491356,6-9=-2045/1904,7-9=-3781437 9600 NOTES- i •�• •000 060099 1)Unbalanced roof live loads have been considered for this design. •• • 0000 •• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp D;Erd*•• ••:0 • GC x0.18;MWFRS(envelope)automatic zone and C-C Exterior 2 -0-0-7 to 2-10-0,Interior(l)2-10-0 to 7.9-5,Exterior(2)7 i • to 20-4-15,Interior(1)20-4-15 to 23-2-9 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for • reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 000000 •• • i•0 0 0: 3)Provide adequate drainage to prevent water ponding. •••• 0 ••0• 000** 4)Plates checked for a plus or minus 0 degree rotation about its center. *00000 •0 0 • • 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1194 Ib uplift at joint 15 and 1162*• •• 009000 Ib uplift at joint 9. *00000 • • 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel pests 0 00 0 • • along the Bottom Chord,nonconcurrent with any other live loads. •••••• • 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • • . 0 • • •• • •0000• ••• 0 0 0 LOAD CASE(S) Standard • • Job Truss I rus5 I ype QtY �Ply �JJFREMOLDELING&DESIGN 0034 17A21 T2 Roof Special 3 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:10 2017 Pa gge 1 ID:jWjMGEeVCALFwzlHHf218WzuC6v-bEpWUzAgaJGZxoZxPze2N3XxRaNGMnsluQzlVwzOXHh 2-10-0 7-4-5 11-10-10 17-7-5 23-4-0 26-2-0 2-10-0 46-5 46-5 5-8-11 5-8-11 2-10-0 Scale=1:44.6 3.00 12 4x5= 2.50 12 4 5x8: 3x4= 16 T 17 3x4= 3 5 6 3x6 W5 N 3.3 3x8_ 2 T W3 No.3 3 0. WN .3 f N 7 0 1 8 jM 0 0 3x4= 18 15 19 14 13 20 12 21 11 10 22 9 23 3x4= 3x6 I I 4x7= 3x4= 3x8= 4x5= 5x6= 3x6 I I 9 4 2-6-0 2110r0 7-45 11-10-10 17-7-5 23-4-0 2 $-0 26-2-0 2-6 0 0-40 46-5 46-5 5-8-11 5-8-11 0 4 0�2-6� Plate Offsets(X,Y)-- [3:0-3-8,0-3-0],[4:0-2-6,0-2-4],[7:0-2-8 0-1-8] [10:0-3-0 0-2-0] [14:0-1-12 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) 0.18 10-12 >999 360 MT20 244/190 T'CDL 15.0 Lumber DOL 1.33 BC 0.83 Vert(TL) -0.36 10-12 >685 180 EICLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.04 9 n/a n/a EICDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:120 Ib FT=0% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-13 oc bracing. VI EBS 2x4 SP No.3 WEBS 1 Row at midpt 7-10 REACTIONS. (Ib/size) 15--1444/0-8-0 (min.0-1-11),9=144310-8-0 (min.0-1-11) Max Horz 15=141(LC 7) Max Upliftl 5=-1 1 16(LC 5),9=-1165(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••• Ti P CHORD 1-2=-6951727,2-3=-1 88811129,3-16=-1815/1159,416=-176511167,41 7=-1 74911159, • • • •••• •••••• 5-17=-1806/1153,5-6=-224611522,6-7=-2341/1516,7-8=-7071743 • • • • SOT CHORD 1-18=-673/693,15-1 8=-673/693,15-19=-6731685,1419=-6731685,1420=-1080/1781, •• • .••• •• 13-20=-1080/1781,12-13=-108011781,12-21=-134412240,11-21=-134412240, •••••• •••• •••••• 10-11=-I 34412 240,10-22=-695/703,9-22=-6951703,9-23=-6951703,8-23=-6951703 •••i•• • • • VVEBS 2-15=-1312/1132,2-14=-1555/2033,3-14=-3501400,3-12=-2371266,4-12=-1371353, •••••• 5-12=-660/589,5-1 0=-2421351,7-10=-1813/2377,7-9=-1 29411119 •••••. :•• •• • • •••• • •• ••••• NOTES- 1) OTES 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=15ft;Cat.II;Exp D;Encl. • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-10-0,Interior(1)2-10-0 to 8-10-10,Exterior(2t••o•; • •• 8-10-10 to 11-10-10,Interior(1)14-10-10 to 23-2-7 zone;cantilever left and right exposed;C-C for members and forces&MVVFRS • ••• • •••••• for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 . o . • 3)The solid section of the plate is required to be placed over the splice line at joints)13. • • • •••••• 4)Plate(s)atjoint(s)6,1,2,15,14,3,12,4,5,10,7,9,8 and 11 checked for a plus or minus 0 degree rotation about its center.•• • •••• : • • 5)Plate(s)at joint(s)13 checked for a plus or minus 5 degree rotation about its center. •• 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1116 Ib uplift at joint 15 and 1165 1 lb uplift at joint 9. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I r ,!)b r ss ypey y JJF REMOLDELING&DESIGN 0035 17A21 I T3 Roof Special 4 1 Job Reference(optional) � FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 152016 MiTek Industries,Inc. Fri Apr 2110:54:10 2017 Page 1 ID:jWjMGEeVCALFwzlHHf218WzuC6v-bEpWUzAgaJGZxoZxPze2N3XvsaM2M121uQzlVwzOXHh 2-10-0 74-5 11-10-10 17-7-9 23-8-0 2-10-0 46-5 46-5 5-8-15 6-0-7 Scale=1:40.3 3.00F1_2 2.50�2 4x5 4 5x8 14 3x4 zz 13 T 3 N 5 3x4 3 6 3x6% W5 N .3 15 4x7= 2 T 7 W3 N .3 4 3 0. W7 N).3 0 1 112 Nl� 0. .3 �' 0 o- 0 3x4= 16 12 17 11 18 10 19 9 20 8 3x6 II 5x6= 5x8= 5x6= 3x6 II i 2-6-0 2�10r0 7-4-5 11-10-10 17-7-9 23-8-0 22 0 0'4'0 46-5 46-5 5-8-15 6-0-7 Plate Offsets(X,Y)-- [2:0-2-12,0-1-8],[3:0-3-8,0-3-0],[4:0-2-8,0-0-8],[8:0-3-0,0-0-4] [9:0-3-0 0-2-4] 10:0-3-8 0-3-0] [11:0-3-0 0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00, TC 0.91 Vert(LL) 0.20 9-10 >999 360 MT20 244/190 TCDL -15.0 Lumber DOLz 1.33 BC 0.85 Vert(TL) -0.37 9-10 >680 180 BCLL 0.0 Rep Stress Incr • YES WB 0.97 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:113 lb FT=O% LUMBER BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-5-13 oc bracing. REACTIONS. (lb/size) 12=1476/0-8-0 (min.0-1-12),8=111610-8-0 (min.0-1-8) Max Horz 12=185(LC 7) I Max Upliftl2=-1128(LC 5),8=-769(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••• TOP CHORD 1-2=-7121727,'2-3=-196211155,3-13=-1906/1312,4-13=-1856/1319,4-14---184811314, • 5-14=-1856/1308,5-6=-190611304,6-15=-2550/1750,7-15=-260511743,7-8---10441782 • • • • BOT CHORD 1-1 6=-67 2171 0,1 2-1 6=-67 2171 0,12-17=-6721636,11-17=-672/636,11-1 8=-1 1 4811 853, •0 ' ••00 • 10-18=-1148/1853,1 0-1 9=-1 65012501,9-19=-1650/2501,9-20=-234/321,8-20=-234/321 •••••• 0060 •••••• WEBS 2-12=-1344/1192,2-11=-168412104,3-11=-363/427,3-10=-2311260,4-10=-183/394, 0 0• 6-10=-8301712,6-9=-1831266,7-9=-142712198 •••••• NOTES- 0000 • 0000 ••••• 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=15ft;Cat.II;Exp D;fuel.•• ••: ••••.• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-10-0,Interior(1)2-10-0 to 8-10-10,Exterior(2) • 8-10-10 to 11-10-10,Interior(1)14-10-10 to 20-6-4 zone;cantilever left exposed;C-C for members and forces&MWFRS for:'•�'; ' •, reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 • • • • 000000 3)Plates checked for a plus or minus 0 degree rotation about its center.' •'•'•• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .00 • ••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1128 Ib uplift at joint 12 and 761b • • ; • uplift at joint 8. •• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job I runs77�:: y y 17A21 T4 2 1 JJF REMOLDELING&DESIGN 0036 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 152016 MiTek Industries,Inc. Fri Apr 2110:54:112017 Page 1 ID:j Wj MGEeVCALFwzl H Hf218WzuC6v-3QM uhJAI LdOQZy88ygAHwH34Fzj U5C7B74ja2MzOXHg 2-10-0 7-6-8 12-3-0 16-11-8 22-8-0 28-8-0 211001 48-8 48-8 48-8 5-8-8 6-0-0 Scale=1:49.0 2.50 LL2 3.00 F12 45 5 3x4= 3x4 17 2 18 6 3x4 zz q . 7 5x6% T 19 4x5 3 8 W7 N .3 3x8 s W5 N .3 .3 W W9 N .3 2 T W3 N .3 3 W o W1 o.3 n 1 N 131 Li 02 O 20 16 21 15 14 13 22 12 11 23 10 24 9 3x4= 3x6.11 4x7= 4x5= 3x4= 3x8= 3x4= 3x6= 3x6 II 2-10-0 7-6-8 12-3-0 16-11-8 22 8-0 28-8-0 2-10-0 48-8 48-8 4-8-8 5 8-8 6-0-0 Plate Offsets(X,Y)-- [2:0-3-12,0-1-8],[3:0-3-0,0-3-0],[5:0-2-8,0-0-8],[10:0-2-4,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES, GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.21 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.77 Vert(TL) -0.34 10-12 >912 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:1471b FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 4-6-10 ocIbracing. W2:2x4 SP No.2 REACTIONS. (Ib/size) 1=-180/Mechanical,1 6=1 9 3 410-8-0 (min.0-2-5),9=1377/Mechanical Max Horz 1=316(LC 7) Max Upliftl=-180(LC 1),16=-1449(LC 5),9=-897(LC 6) Max Grav 1=166(LC 7),16=1934(LC 1),9=1377(LC 1) •••• • • •••• •••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 9.0 • • TOP CHORD 1-2=-646/743,2-3=-241911522,3-4=-259211730,4-17=-208011501,5-17=-2025/1509, • •••• • i 5-18=-2007/1500,6-18=-201611494,6-7=-206611490,7-19=-2039/1421,8-19=-2094/1414, ••••+• •••• +*60% 8-9=-13171978 • BOT CHORD 1-20=-6471394,1 6-20=-64713 9 4,1 6-21=-64713 94,1 5-2 1=-64713 94,1 4-1 5=-1 61 6122 9 2, •++••• 13-14=-1616/2292,1 3-22=-1 63 712468,12-22=-1637/2468,1 1-1 2=-1 3 2712 0 04, •••••• i•• •• • • 11-23=-1327/2004,10-23=-132712004 0000 • •• •'•'• WEBS 2-16=-1783/1369,2-15=-198512993,3-1 5=-5 1 1145 9,4-12=-7021602,5-12=-2441479, ***see ••• • ••i••• 7-12=-261/266,7-10=-5541513,8-10=-1341/2038 0 0 • • •• •• •• •••••• • NOTES- :00:0: • 1)Unbalanced roof live loads have been considered for this design. : : • • 00900• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust).Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp DJE_ncl.,• :••••• • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-12 to 2-10-0,Interior(1)2-10-0 to 13-11-8,Exterior(9) • • •••••• 13-11-8 to 16-11.8,Interior(1)19-11-8 to 25-6-4 zone;porch left exposed;C-C for members and forces&MWFRS for reactioNe • "•• ; ' • shown;Lumber DOL=1.33 plate grip DOL=1.33 •• 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 180 lb uplift at joint 1,1449 lb uplift at joint 16 and 897 lb uplift at joint 9. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard qOD fuss russ ype ty y JJF REMOLDELING&DESIGN 0037 T5 Roof Special 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:12 2017 Page 1 ID:j WjMGEeVCALFwzlH Hf218WzuC6v-YdwHveBw6xW HA6i KWOhWSUcIZN 5Ngh3KLkS7apzOXHf 36.10-8 2.5-8 7.0.0 9-10-0 140.0 18.11-12 23.11.8 29-312 348-0 3.4,8 40-46 4440 2-8-8 438 2-10-0 42.0 411.12 411-12 5-44 5-44 0-8-81-6-0 3514 311-10 Scale=1:80.0 2.50 12 5x6= 3.00 F12 3x4 7 363x8= 5x8= 5x8= 2x4 11 5x8= T3 35 •2 W12 No.3 4x7 014 No.3 10 3x4zz 3x4%W�No 3 W4 No. 4 W5 W9 0.3 1W18 No.3 3x4 zz W7 o.3 .3 W1 W11 I o.3 0 12 37 1 n 1 W3 0. 3 0.3 3 0. 3W1 0. 13 v o N 91 IN I�IN 0 45 46 0 38 26 39 25 40 24 23 22 41 21 42 20 43 19 44 185x12= 15 47 14 48 4x5= 3x6= 2x4 I I 3x6= 5x8= 3x6—2x4 11 3x4= 5x8= 3x4= 8.00 = 2x4 11 2x4 11 5x12= 5x8= 2 2x4 I I x4 2x4 I I 2x4 I I 36.10.8 35-48 2-6-0 2-$8 7-0.0 1- -0 140-0 18-11-12 2311.8 29-312 32-8-0 34&0114,0 40-46 4440 2•&0 0.-8 438 2-10-0 42.0 411-12 411-72 544 3.44 2-0.0 0-8-01-6-01 35-14 311-10 0-0-8 Plate Offsets(X,Y)-- [3:0-5-4,0-2-8],[5:0-5-4,0-2-8],[7:0-3-0,0-0-8],[10:0-3-4,0-2-0],[13:0-0-4,0-1-10],[15:0-0-3,Edge],[15:0-5-8,0-2-8],[16:0-9-4,0-2-12],[17:0-5-0,0-2-8], [20:0-40,0-3-0],[24:0-40,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL' 1.00 TC 0.70 Vert(LL) 0.14 21 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.66 Vert(TL) -0.25 21-22 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.03 33 n/a nla BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:237 ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-6-13 oc bracing. Except: B4,F1,F3:2x4 SP No.3 6-0-0 oc bracing:17-18 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 5-24 W15:2x8 SP No.2 REACTIONS. All bearings 0-8-0 except(jt=length)13=Mechanical,26=0-5-0. (lb)- Max Horz 26=-221(LC 6) •••• Max Uplift All uplift 100 Ib or less at joint(s)except 13=-499(LC 6),26=-566(LC 5), 0 • ' ••�' • • 24=-1731(LC 5),33=-1581(LC 6) • • + + Max Grav All reactions 250 lb or less at joint(s)except 13=375(LC 13),26=392(LC •' ' "' '• 30),24=2253(LC 1),33=1979(LC 1) •••••• •••• ••••+• • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••••• TOP CHORD 1-2=-4531727,2-34=-4701731,3-34=-4641787,3-4---1003/1546,4-5=-1003/1546, •• • • i•• • • 5-6=-190111414,6-35=-1 577/1275,7-35=-1 51 711 286,7-36=-1506/1281,8-36=-1 558/1272, •••• • •• ••••• 8-9=-9201695,9-10=-9481661,10-11=-123911434,12-13=-77111483 •••••• 000 • *0000 BOT CHORD 1-38=-6721460,26-38=-6721460,26-39=-672/626,25-39=-6721626,25-40=-7131563, • • • • 2440=-7131563,23-24=-668/996,22-23=-6681996,22-41=-6731991,21-41=-6731991, •• •• •• ••e• • 21-42=-112111799,20-42=-112111799,20-43=-67711365,19-43=-67711365, •••••• • 0 17-45=-1332/1588,1 6-45=-1 32811590,1 5-47=-1 3761717,14-47=-1 376/716, i • i • • 0 0••i• 1448=-1377/716,13-48=-13771716 •••••• WEBS 2-26=-2861525,2-25=-4741379,3-25=-2771269,3-24-10111950,424=-382/380, • • • •••• 5-24=-2806/1854,5.22=01277,5-21=-6201867,6-21=-2101274,6-20=-5031456, 0 ' 0 •�' ' ' ' 7-20=-1101289,8-20=-157/272,8-1 9=-313/248,17-19=-64911330,8-17=-588/685, •• 16-33=-1979/1837,10-16=4 76411354,11-16=-124511585,11-15=-5831390, 12-15=-86011340,12-14=-3241271,10-17=-1818/2428 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=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 4-5-3,Interior(1)4-5-3 to 19-6-5,Exterior(2)19-6-5 to 23-11-8,Interior(1)28-4-12 to 39-10-1 zone;cantilever left exposed;porch left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL--1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding: 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)33 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify CoIGAR iOg surface. Job russ russ yty y JJF REMOLDELING&DESIGN ' " 0037 17A21 TS Roof SPpeecial 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 152016 MiTek Industries,Inc. Fri Apr 2110:54:12 2017 Page 2 NOTES- ID:j Wj M GEeVCALFwzlHHf218WzuC6v-YdwHveBw6xW HA6iKWOh WSUcIZN 5Ngh3KLkS7apzOXHf 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 499 Ib uplift at joint 13,566 Ib uplift at joint 26,1731 Ib uplift at joint 24 and 1581 Ib uplift at joint 33. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 i • • •••• •••••• • •••••• ••• • ••••• •• •• •• •••••• • Job russ I runs I ype Qty yJJf REMOLDELING&DESIGN 0038 17A21 T6 Roof Special 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:13 2017 Pa gge 1 I D:j Wj MGEeVCALFwzlHHf218WzuC6v-OpUf6_CZtEe8oGH W45C1?i8PEn SpZ89TaOCh6FzOXHe 2-8.8 6-3-4 9-0-0 9r10i0 16-0-0 19.11-12 23.11-8 28-3-12 32-8-0 35-4 1 36.10-$ 404 6 444.0 r 2.82.8-8T 3-6-12 T2-8.12 0-10.0 6.2.0 3-11.12 3-11-12 4-4� 2-8.8 �6-0 3-5-14 3-11-10 Scale=1:80.0 2.50112 5x6= 3x4: 3x8 3.00 12 5x6= 36 8 9 5x6= 5x6= 7 5x8 T3 •2/V14 No.3 4x7= 2x4 11 4 5 6 10 No.3 W12 No.3 WP16 N0.3 11 3x4 zz 3x4 y 3 W11 o.3 12 3x4= 2 TT .2 W9 0.3 W13 I1o.3 o W20 No.3 13 37 1 W4 .3 W6 0.3 W1 0 14 o cc u) N va PNo I7 I� 0 46 47 0 38 27 39 26 40 25 2441 23 42 22 43 21 44 20 45 .195x12= 16 48 15 49 4x5= 3x6= 2x4 I I 3x8= 5x6= 3x6—_ 3x6= 3x4= 5x8= 3x4= 8.00 fl= 2x4 11 2x4 11 5x12= 5x8= 2x4 2x4 11 2x4 11 2x4 11 3610-8 2-60 2-&8 63-4 9.10-0 160-0 19-11.12 23-11-8 263-12 32.8-0 354035yY8 40.46 4440 r2-60 0.-8 3-612 &612 62-0 3-11-12 3-11-12 444 - 444 2-8-0 0--8 35.14 3-11-10 1-60 Plate Offsets(X,Y)-- [5:0-2-12,0-3-0],[8:0-3-0,0-0-8],[11:0-3-4,0-2-0],[14:0-0-4,0-1-10],[16:0-0-3,Edge],[16:0-5-8,0-2-8],[17:0-9-4,0-2-12],[18:0-4-0,0-2-8],[21:0-40,0-3-0], [23:0-1-12,0-1-8],[25:0-3-0 0-3-01 [26:0-2-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) 0.15 22-23 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.59 Vert(TL) -0.25 23-25 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:244 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-7-4 oc bracing. Except: B4,F1,F3:2x4 SP No.3 10-0-0 oc bracing:18-19 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 5-23 W7:2x4 SP No.2,W17:2x8 SP No.2 *••• REACTIONS. All bearings 0-8-0 except Qt--length)14--Mechanical,27=0-5-0. • • •••.' •••••• (lb)- Max Horz 27=-221(LC 6) •• i •••• Max Uplift All uplift 100 Ib or less at joint(s)except 14=-495(LC 6),27=-518(LC 5), • • 25=-1791(LC 5),34=-1575(LC 6) *00:09 •"• ••••i• Max Grav All reactions 250 Ib or less at joints)except 14=373(LC 13),27=367(LC 00000* • 30),25=2338(LC 1),34=1966(LC 1) 0 0*0 • • ••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 00 *' ' •• ••••• TOP CHORD 1-2=-5381754,2-35=-4591745,3-35=-4551786,3-4=-3681771,4-5=-81611342, • •••• ••• • ••i••• 5-6=-1321/1012,6-36=-175711371,7-36=-167911373,7-8=-149711255,8-9=-148411251, 00 90 • • 9-10=-9391734,10-11=-9201651,11-12=-129311482,12-37=-1181252,13-14=-76311466 • • •••�,• BOT CHORD 1-38=-6991544,27-38=-6991544,27-39=-699/710,26-39=-6991710,26-40=-122011077, • • • • 25-40=-1 22011077,2425=-134111178,,24-41=-1341/1178,23-41=-1341/1178, • • • • • 0000•• 23-42=-891/1380,22-42=-891/1380,22-43=-996/1664,21-43=-99611664, • • 0 0*0 21-44---673/1405,20-44---673/1405,10-18=-2531291,18-46=-137911641, • • i••••i 17-46=-137511643,16-48=-13601709,15-48=-1360/709,15-49=-13601709, • • 1449=-1360/709 • WEBS 2-27=-269/528,2-26=-420/307,3-26=-3071340,426=-7371666,425=-374/312, 5-25=-184811467,5-23=-192612873,6-23=-10001812,6-22=-2691333,7-21=-4411396, 8-21=-160/304,18-20=-653/1332,9-18=-608/680,11-18=-1858/2456,17-34---196611832, 11-17=-174911351,12-17=-128111624,12-16=-594/398,13-16=-86111341, 13-15=-3241271 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=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 4-5-3,Interior(1)4-5-3 to 19-6-5,Exterior(2)19-6-5 to 23-11-8,Interior(1)28-3-12 to 39-10-1 zone;cantilever left exposed;porch left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. Continued on page 2 O TrussI russ I ype Qty Ply �JJFREMOLDELINGI,DESIGN r ]0038 17A21 T6 Roof Special 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:13 2017 Page 2 ID:jWjMGEeVCALFwzIHHf218W_ 6v-OpUf6_CZtEe8oGHW45Cl?i8PEnSpZ89TaOCh6FzOXHe NOTES- 7)Bearing at joint(s)34 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 495 Ib uplift at joint 14,518 Ib uplift at joint 27,1791 Ib uplift at joint 25 and 1575 Ib uplift at joint 34. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 6666 9 • • • 6666 6666•• 6666•• 6666 6666•• • 6.666• • • • 666600 06666•• • • • •• •6• 6666 • • 6666• 6666•• •• • • • • 6666• •• •• •. 6666•. 6666•• • • • • • 69609• •s•••• • • • 66.66• Job ruSS Truss Type y �JJFREMOLDELING&DESIGN • 0039 17A21 T7 Roof Special r7y� 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:14 2017 Page 1 ID:jWj MGEeVCALFwzlHHf218WzuC6v-U?21 KKDBeYn?QQsjeoj_XvhZyB141bodp2xEfhzOXHd 2.5-8 6.3-4 9-70.0 11-0-0 14-6.0 18.0.0 23.11.8 28-3-12 32-8-0 35.4-8 36.10-$ 4041 44-4-0 2.8-8 3.6.12 3-6.12 -2• 34d-4 4-0d 2.8-8 1.6.0 3.5-14 3-11-10 Scale=1:80.0 2.50 L12 5x6 3x8 zz 3.00 12 5x6= 3x4= 5x6= 8 9 5x8= 3x4 2 4 11 5 6 7 35 T. y 113 No.3 1tt�� 4x7 W11 No.3 VA No.3 11 3x4 zz 2x4 II o.3 3 W10 o.3 12 3x4_ N 2 1 .3 W7 0.3 W7 0.3 .3 W12 IUo.3 o W19 No.3 13 36 1 .3 W1 0. 14 roc IT�6 d 43 44 0 37 26 38 25 24 23 39 22 40 21 41 20 42 195x12= 16 45 15 46 4x5= 3x6- 3x4= 5x8= 3x6— 3x6= 3x4= 5x8= 3x4= 8.00 *8_' 2x4 II 2x4 II 5x12= 5x8= 2x4 11 2x4 2x4 11 2x4 I I 36.10.8 X2-6-0 2- 8 9.10-0 146.0 18-0-0 23.11-8 28-3-12 32.8.0 354035 4 40.46 4440 2.6.0 0.-8 7-1-8 48-0 36-0 5-11-8 444 444 2-8-0 0-0-8 3-514 3.11-10 1-6-0 Plate Offsets(X,Y)-- [3:0-1-4,0-1-8],[8:0-3-0,0-0-8],[11:0-3-4,0-2-0],[14:0-0-4,0-1-10],[16:0-0-3,Edge],[16:0-5-8,0-2-8],[17:0-9-4,0-2-12],[18:0-40,0-2-8],[21:0-40,0-3-0], [25:0-40,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.1725-26 >503 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC- 0.78 Vert(TL) 0.1425-26 >623 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 . Horz(TL) -0.01 25 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:243 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. Except: B4,F1,F3:2x4 SP No.3 10-0-0 oc bracing:18-19 WEBS 2x4 SP No.3*Except* W16:2x8 SP No.2 REACTIONS. All bearings 0-8-0 except at--length)14=Mech6nical,26=0-5-0. • • (Ib)- Max Horz 26=-221(LC 6) • •�. Max Uplift All uplift 100 Ib or less at joint(s)except 14=-502(LC 6),26=-504(LC 5), `• • •••• • 25=-1813(LC 5),33=-1563(LC 6) 990:0* ••�`• fee*• Max Grav All reactions 250 Ib or less atjoint(s)except 14=381(LC 13),26=353(LC ***so* 0 29),25=2376(LC 1),33=1940(LC 1) • • :see*: FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ••+••• 0 •• • TOP CHORD 1-2=-319/717,2.34=-2071673,3-34=-203/697,3-4---970/1483,4-5=-89211440, •• ••• 000 • • • 5-6=-651/606,6-7=-156811297,7-35=-153611253,8-35=-147211264,8-9=-150011282, • + • • • 9-10=-9981763,10-11=-9791680,11-12=-121511357,12-36=-781267,13-36=-82/261, •• •••••• 13-14=-79111497 •••••• • � BOT CHORD 1-37=-6651343,26-37=-6651343,26-38=-796/696,25-38=-7961696,2425=-7431724, i 41 • 23-24=-7431724,23-39=-4081650,22-39=-4081650,22-40=-986/1602,21-40=-986/1602, •••••• 21-41=-691/1409,20-41=-69111409,10-18=-257/297,18-43=-1256/1564, • • • • • 1 7-43=-1 2 5311 5 66,16-45=-13891736,15-45=-13891735,1 5-46=-1 3 9 017 3 5, •• 9 000 • i• • • 1446=-13901735 WEBS 2-26=-324/379;3-26=-3061566,3-25=-6751638,425=-272/288,5-25=-178811232, 5-23=-1207/1822,6-23=-11231872,6-22=-92111221,7-22=-707/637,7-21=-3431313, 8-21=-92/264,18-20=-67011332,9-18=-546/643,11-18=-1 830123 86,17-33=-1 940/1825, 11-17=-169911328,12-17=-1 21111 580,12-16=-5711362,13-16=-851/1335, 13-15=-323/271 f 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=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 4-5-3,Interior(1)4-5-3 to 19-6-5,Exterior(2)19-6-5 to 23-11-8,Interior(1)28-3-12 to 39-10-1 zone;cantilever left exposed;porch left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. Continued on page 2 OTruss Truss Type ty y �JIFREMOLDELING&DESIGN ' 0039 17A21 T7 Roof Special 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:14 2017 Page 2 ID:jWjMGEeVCALFwzlHHf218WzuC6v-U?21 KKDBeYn?QQsjeoj_XvhZyB141bodp2xEfhzOXHd NOTES- 7)Bearing at joint(s)33 considers parallel to grain value using ANSl1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 502 Ib uplift at joint 14,504 Ib uplift at joint 26,1813 Ib uplift at joint 25 and 1563 Ib uplift at joint 33. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • •••• •••••• • •••• • •• ••••• •• •• •• •••••• O ru55 7russype ty yJJF REMOLDELING 8 DESIGN004017A21cial 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:15 2017 Page 1 I D:j Wj MGEeVCALFwzl HHf218WzuC6v-yCcPXgDpPsysl aRvBWED47 Egnb4l l2rm2ihnB8zOXHc l 2.8-89.10.0 13-D-0 16.6-0 20.0.0 23-11.8 28-3.12 1 32.8-0 35.4.8 36.10-$ 40-4.6 44-4.0 2.8-8 Y-6 1-2 ' 3.6.12 3-2.0 3.6-0 3-6-0 3.11.8 4-0-0 4-0-0 2-8-8 1.6.0 3.5-14 3-11-10 Scale=1:81.5 2.50112 3.00 12 5x6 zz 3x8= 5x6= 5x6= 3x4= 9 10 3x6� 3x6% 6 �1J 7 8T4 2 5x8= 3x4% 4x7 3x4 4 Tr2 11114 N0.3 12 zz 2x4 I IW23�1o.3 3 1 13 . 3x4 r 2 T1 3 3 0.3 % 0.3 W1 .3 o W78 No.3 14 36 1 .3 W o. 15 o 44 45 0 37 27 38 26 25 249 40 23 41 22 42 21 4$000 5x12= 17 46 16 47 4x5= 3x6= 3x4= 5x6= 3x6— 3x4= 5x8= 3x4= 5x8= 2x4 II 2x4 II 5x12=5x8= 3x8= 2x4 11 2x4 11 2x4 11 2x4 11 35.48 'I 2.6-0 2-EH8 9-10-0 13-0-0 20-0-0 2311-8 214 3,1F2 32-8-0 35-40 36-10-Q 40.46 4440 2-6.0 0-2-8 7-1-8 32.0 7.0.0 311-8 444 444 2-8-0 0-0-8 3.514 3-11-10 1.6-0 Plate Offsets(X,Y)-- [3:0-1-4,0-1-8],[5:0-2-12,0-1-8],[9:0-3-0,0-0-8],[12:0-3-4,0-2-0],[15:0-0-4,0-1-10],[17:0-0-3,Edge],[17:0-5-8,0-2-8],[18:0-9-4,0-2-12],[19:0-40,0-2-8], [22:0-40,0-3-0],[24:0-3-0,0-1-8],[26:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL' 30.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) 0.16 26-27 >536 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(TL) 0.12 26-27 >697 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.02 34 nla nla BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:245 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 445 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. Except: B4,11`1,F3:2x4 SP No.3 10-0-0 oc bracing:19-20 WEBS 2x4 SP No.3*Except* W15:2x8 SP No.2 •••• • REACTIONS. All bearings 0-8-0 except at--length)15=Mechanical,27=0-5-0. • • • (lb)- Max Horz 27=-221(LC 6) •• • so** • • Max Uplift All uplift 100 Ib or less at joint(s)except 15=-503(LC 6),27=-558(LC 5), •••••• so:* •••••• 26=-1743(LC 5),34=-1566(LC 6) •••i•• • • • Max Grav All reactions 250 lb or less at joint(s)except 15=381(LC 13),27=390(LC ***a •• • :so**: 29),26=2267(LC 1),34=1964(LC 1) • • • • • •• •••• • ••••• FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ••.••• so** • ••:••• TOP CHORD 1-2=-330/710,2-35=-2161666,3-35=-2121690,3-4=-80211181,4 • 5=-795/1251, • • • •• •• • •••••• 5-6=-360/327,6-7=-3021336,7-8=-172011411,8-9=-155011305,9-10=-1542/1305, • 10.11=-10291777,11-12=-101 31696,12-13=-120511356,13-36=-781271,1436=-82/265, •• • • • 1415=-791/1500 • • • • *so*:* BOT CHORD 1-37=-6581352,27-37=-6581352,27-38=-6281594,26-38=-6281594,26-39=-11751993, •••••• 25-39=-11751993,2425=-11751993,2440=-74511173,23-40=-74511173, • • • 6, :**so: 23-41=-1 01511738,22-41=-101511738,22-42=-72011462,21-42=-72011462, •• • *see i • • 11-19=-255/292,19-44=-1254/1554,18-44=-1251/1556,17-46=-13931736, •• 16-46=-13931736,16-47=-13931736,15-47=-1393/736 WEBS 2-27=-326/384,3-27=-1881391,3-26=-610/584,5-26=-187711367,5-24=-1222/1884, 7-24=-12711981,7-23=-5621784,8-23=-4431450,8-22=-4651373,9-22=-1581308, 19-21=-69611384,10-19=-5721656,1 2-1 9=-1 8401242 0,1 8-34=-1 9 6411 8 3 6, 12-18=-172311337,13-18=-121011573,13-17=-5691362,1417=-85111335, 1416=-323/271 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=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 4-5-3,Interior(1)4-5-3 to 20-0-0,Exterior(2)20-0-0 to 23-11-8,Interior(1)28-3-12 to 39-10-1 zone;cantilever left exposed;porch left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center.. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. Continued on page 2 J?b Truss Truss Type Qty Ply JJF REMOLDELING&DESIGN 0040 17A21 T8 Roof Special 1 1 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:16 2017 Page 2 ID:j Wj MGEeVCALFwzlHHf218WzuC6v-QOAnk0ERA91jfj05l DISdKm?X_QGmV5wGMQLjazOXHb NOTES- 7)Bearing atjoint(s)34 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 503 Ib uplift at joint 15,558.1b uplift at joint 27,1743 Ib uplift at joint 26 and 1566 lb uplift at joint 34. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e •••••• •••• •••••• • •• •• •• •••••• • • • • • •••••• • • J9b Truss Tuss ype 71yly JJF REMOLDELING&DESIGN41 17A21 T9 Special 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:16 2017 Page 1 I D:j Wj MGEeVCALFwzl H Hf218WzuC6v-QOAnk0ERA91jf1051 DI SdKmvM_QGmTZwGMQLjazOXHb 2-10-0 7-5-0 12-0-0 17-5-8 22-10-15 28-8-0 2-10-0 4 7-0 47-0 5-5-8 5-5-8 5-9-1 Scale=1:50.8 3.00F1_2 2.50112 4x9= 2x4 11 4x9= 5x6 4 17 5 18 6 T3 No 2 3 16 T 4x5= 4x7 W5 No.3 .3 W5 E0.3W W5 No.3 2 W3 N .3 3 ° W8 No.3 O 1 N r� A O , 3x4= 19 15 20 14 13 12 21 11 10 22 9 23 8 3x6 II 7x6= 4x5— 3x4= 3x8=3x4— 3x6= 3x6 II 2-6-02-1q-0 7-5-0 12-0-0 17-5-8 22-10-15 28-8-0 2-6-0 0-4-0 4-7-0 4-7-0 5-5-8 5-5-8 5-95-9- 1 Plate Offsets(X,Y)-- [2:0-2-4,0-2-0],[3:0-2-4,0-3-0],[4:0-5-4,0-2-0],[6:0-5-4,0-2-0],[7:0-2-4,0-1-12],[9:0-2-4,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.27 11-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(TL) -0.38 11-12 >812 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.07 8 nla n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:145 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-15 oc bracing. WEBS 1 Row at midpt 7-9 REACTIONS. (Ib/size) 15=174710-8-0 (min.0-2-1),8=1395/Mechanical Max Horz 15=261(LC 7) •••• Max Uplift15==1431(LC 5),8=-1000(LC 6) • • •••••• •.•••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •• • ••• +• TOP CHORD 1-2=-6571715,2-3=-258811806,3-16=-268811980,4-16=-268011991,4-17=-2803/2188, •••••• •••• •••••• 5-17=-280312188,5-18=-2803/2188,6-18=-2803/2188,6-7=-208111587,7-8=-1337/1107 • BOT CHORD 1-1 9=-660/657,15-1 9=-660/657,15-20=-660/467,14-20=-6601467,13-14=-1847/2459, •••••• 12-13=-1847/2459,12-21=-186612561,11-21=-186612561,10-11=-1456/1962, •••••• i•• •• • • 10-22=-145611962,9-22=-145611962 •••• • •• s•'•' WEBS 2-15=-160711412,2-14=-220212694,3-14---4711526,3-12=-1791310,4-12=-9/252, •••••• ••• • •• ••• 4-11=-3441470,5-11=5541566,15-11=82911072,6-9=-557/561,7-9=-1485/2013 • • • • NOTES- 96 • 1)Unbalanced roof live loads have been considered for this design. a • i • • •••••• 2)Wind:.ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;fincl.,, :60066 • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-10-0,Interior(1)2-10-0 to 7-9-1,Exterior(2)749-1 • • •• ••• to 12-0-0,Interior(1)16-2-15 to 18-8-1,Exterior(2)22-10-15 to 28-6-4 zone;cantilever left exposed;C-C for members and forget • •••• • • &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 •• 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1431 Ib uplift at joint 15 and 1000 Ib uplift at joint 8. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty PlyJJF REMOLDELING&DESIGN 17A21 T10 Roof Special 1 1 Job Reference (optional) 0029 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:16 2017 Page 1 I D:j Wj MGEeVCALFwzl H Hf218WzuC6v-QOAnkO ERA91jfjO51DISdKmwJ_PAmT6wGMQLj azOXHb 2-10-0 8-5-0 140-0 17-3-1 20-6-2 245-5 28-8-0 2-10-0 5-7-0 5-7-0 3-31 3-3-1T-11-3 42-11 Scale=1:50.8 3.00 12 4x5= 2.50 12 3x4= 4x5= 3x4 s 5 55 T3 Na.2 7 3x4; 4x5% 18 T 8 19 20 3x6= 3 4 9 4x9% W5 No.3 W6 .3 .3 WS N .3 2 T W3 N .3 3 W7 W8 No.3 W o W7 o.3 M M 0 1 •3 N m 0 3x4= 2117 22 16 15 23 74 24 13 12 25 11 26 10 7 3x6 11 7x6= 4x5= 3x8= 3x4= 3x8= 3x6= 3x6 11 2-6-0 2-1q-0 8-5-0 140-0 20-6-2 245-5 28-8-0 2-6-0 0-4-0 5-7-0 5-7-0 6-6-2 3-11-3 42-11 Plate Offsets(X,Y)-- [2:0-3-12,0-2-0],[3:0-2-8,Edge] [5:0-2-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL' 30.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) 0.24 14-16 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(TL) -0.41 12-14 >754 180 BCLL, 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:150 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP,No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-10 oc bracing. WEBS 1 Row at midpt 2-16 REACTIONS. (Ib/size) 17=174710-8-0 (min.0-2-1),10=1395/Mechanical Max Horz 17=283(LC 7) Max Upliftl7=-1404(LC 5),10=-968(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-633/683,2-3=-2766/1870,3-4---2656/i876,4-18=-2519/1894,5-18=-2453/1907, • 5-6=-2387/1917,6-7=-210511746,7-8=-2185/1744,8-19=-1701/1393,19-20=-170811392, 0 0 9-20=-177611388,9-10=-1348/1104 • ' *000 •••••• BOT CHORD 1-21=-6281630,17-21=-628/630,1 7-2 2=-62 81451,1 6-2 2=-62 814 51,15-16=-192312624, •• 0 0000 • • 1 5-2 3=-1 9 23126 24,1423=-192312624,1424=-177112366,13-24=-1771/2366, 000000 • • 12-13=-177112366,12-25=-131811705,11-25=-131811705 • WEBS 2-17=-160011409,2-16=-227812776,416=-366/463,414=-3311390,6-12=-514/438, •• • • • 8-12=-3871571,8-11=-761/689,9-91=-1432/1856NOTES- ••••• :•• •• ••••• •••• • •• •••••• 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=15ft;Cat.II;Exp D;ncl!• •• •••.•• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 2-10-0,Interior(1)2-10-0 to 9-9-1,Exterior(2)96900••• • • to 24-9-1,Interior(1)24-9-1 to 25-6-4 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown! • • •• Lumber DOL=1.33 plate grip DOL=1.33 •••••• ••"' 3)Provide adequate drainage to prevent water ponding. ; �'• • • • 4 Plates checked foralus or minus 0 degree rotation about its center. •• • ••• • "'••'• P 9 • 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 6)Refer to girder(s)for truss to truss connections. 00 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1404 Ib uplift at joint 17 and 968 Ib uplift at joint 10. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JO b I russ Truss ypey y JJF REMOLDELING 8:DESIGN - 0030 17A21 T11 Roof Special 1 1 Job Reference optional , - FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:17 2017 Pa gge 1 ID:j Wj MGEeVCALFwzlH Hf218WzuC6v-uak9yMF3wT9aHtblJxGh9YJ700kkVxT3VOAuFOzOXHa 448-5 9-1-3 13-6-0 15-7-6 20-8-15 26-2-0 48-5 4413 4413 2-1-6 5-1-9 5-5-1 { Scale=1:47.2 3.00 12 4x5,— 4x5= 2.50 12 , 5 6 3x4: 3x4:::� T 20 3x4 zz 4 3x4 3 21 3x6 2 8 1gT W7 N:).3 W7 N .3 4x7 1 W5 ND.3 :3 W W9 N .3 4 ' W3 No.3 3 W o W1 0.3 M W1 o3 N 2216. 23 15 14 24 13 25 12 11 10 26 17 9 3x6 II 5x6= 3x4=4x5= 3x4= 3x4= 4x5= 3x6= 3x6= 48-5 9-1-3 13-6-0 15-7-6 20-8-15 26-2-0 48-5 4413 44-13 2-1-6 5-1-9 5-5-1 Plate Offsets(X,Y)-- [1:0-2-12,0-2-0],[9:0-2-8 0-1-8][10:0-2-8 0-1-8] [16:0-3-0 0-1-12] LOADING(psf) SPACING-. 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 'Plate Grip DOL 1.00 TC 0.82 Vert(LL) 0.3213-15 >959 360 MT20 244/190 TCDE 15.0 Lumber DOL 1.33 BC 0.91 Vert(TL) -0.4213-15 >738 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:,1421b FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-10-5 oc bracing. REACTIONS. (Ib/size) 17=1423/0-8-0 (min.0-1-11),9=1423/Mechanical Max Horz 17=217(LC 7) Max Upiiftl7=-976(LC 5),9=-942(LC 6) FORCES. (lb)--Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-2850/1995,`2-18=-2784/2001,2-3=-2891/2144,3-4---2805/2153,4-5=-2280/1812, •••• 5-19=-2168/1815,6-19=-2168/1815,6-20=-2211/1804,7-20=-2263/1794, • • 7-21=-2017/1559,8'21=,2072/1553,1-17=-1357/1032,- 8-9=-1363/1087 i ••• Goo* •••••• BOT CHORD 17-22=-3701215,16-22=-370/215,16-23=-2003/2716,15-23=-200312716, •• • so** •• 14-1 5=-203212761,1424=-203212761,13-24=-203212761,13-25=-1590/2168, •••••• ••i• • • •••••• 12-25=-1596/2168,'11-12=-1469/1986,10-11=-146911986 •••••• • • WEBS 2-16=-421/399,'415=-63/279,413=-833/725,5-13=-172/327,7-12=-2981439, • 7-10=-662/637,1-16=-173212545,8-10=-1517/2054 •••• •• • i•••• NOTES- •••••• ••• • ••i••• 1)Unbalanced roof live loads have been considered for this design. • • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136ri1ph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Mcl!• •• •••••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-1-3,Exterior(2)!ft-9 • • •• to 19-10-4,Interior(1),19-10-4 to 23-0-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for* • • . •••• • reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 •••••• 3)Provide adequate drainage to prevent water ponding. ; ••. • • • 4)Plates checked for a plus or minus 0 degree rotation about its center. •• • ••• • ;••••; 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •so 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 976 lb uplift at joint 17 and 942 Ib uplift at joint 9. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O i rUSS rU55 Type ty Iy JJF REMOLDELING& 0031 DESIGN ' 17A21 T12 Roof Special 11 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:18 2017 Page 1 ID:j Wj MGEeVCALFwzIH Hf218WzuC6v-M mHY9i GhhnHRul AUteowilsFJo5vENYDkgvSoSzOXHZ 2-10.0 5-8.0 7-2.0 11.5.14 15-9.13 20.1.11 25-2-10 30-3.9 35-48 36.10-$ 41,1 44-4-0 X2.10-0 2-101-6 4-3-14 4.3-14 4-3.14 —� 5.0-15 5-0.15 0�6-0 3-5-14 3.11.10 Scale=1:77.3 3.00 12 2.50 L2 5x6 3x4 zz 3x4 7 34 3x4= ' 5x6 3x6 zz 5 T2 10 No.3 W12 No.3 8 .2 3x4 910 4x9 W11 0.3 3x4= 4�� W6 N W9 0.3 W13 0.3 16 A1.2 3x8 23 W7 o.3 15 0.3 1 W20 No.3 3x4- 13 35 or 1 2 0. 14 o hh I9 0 39 24 40 23 41 22 21 42 20 19 43 18 44 3x6 11 5x8 M18SHS= 4x7 27 26 38 3x6= 3x4= 3x4= 4x12= 45 16 15 4x5= 36 37 5x6= — 5x12 1 46 47 3x6= 5x12 x,00 12 3x8= — 2x4 2x4 I 2x4 I = 2x4 11 5x82x4 11 2x4 11 36.10.8 2-6-0 2-1 Q-0 SSO 7-2.0 i 11-514 159-13 20-1-11 252.10 30-3.9 3540 35p-8 40-46 4440 X2.6.0 . 2-10-0 1-6-0- 43.14 43.14 43.14 50-15 50.15 50-7 0--8 3-5-14 311-10 1.6.0 Plate Offsets(X,Y)-- [3:0-2-12,0-2-0],[5:0-3-0,0-3-0],[7:0-3-0,0-0-8],[11:0-40,0-2-0],[14:0-0-0,0-1-10],[16:0-0-3,Edge],[16:0-5-8,0-2-8],[17:0-10-0,0-2-12],[18:0-3-4,0-2-0], [25:0-1-15,0-1-0],[25:0-48,0-2-12],[26:0-5-4,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) 0.60 23-24 >650 360 MT20 2441190 TCDL, 15.0 Lumber DOL 1.33 BC 0.85 Vert(TL) -0.90 23-24 >428 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.28 32 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:228 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-9-8 oc bracing. 133:2x4 SP M 31,FI:2x4 SP No.3 WEBS 1 Row at midpt 11-18 WEBS 2x4 SP No.3*Except* W2,W4,W16:2x4 SP No.2,W17:2x8 SP No.2 REACTIONS. (Ib/size) 14=248/Mechanical,27=203010-8-0 (min.0-2-6),32=2596/0-8-0 (min.0-1-8) Max Horz 27=-250(LC 6) Max Uplift14=-456(LC 6),27=-1544(LC 5),32=-1946(LC 6) 0000 Max Grav 14=313(LC 40),27=2030(LC 1),32=2596(LC 1) • •00000 ••• •••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ••• 0 •••• 0 TOP CHORD 1-2=-606/750,2-33=-256811689,3-33=-2522/1694,3-4=•6157/4174,45=-5196/3377, •••••• ••i• • 5-6=-418312773,6-7=-318012251,7-34=-310312235,8-34=-3154/2225,8-9=-3448/2341, • 0•0 9-10=-2477/1683,10-11=-2565/1682,11-12=-1532/2283,12-35=-3801689, •••••• • • • •••••• 13-35=-3841634,13-14=-529!1340 •••• •• • • • BOT CHORD 1-36=-6951611,27-36=-695/611,27-37=-6961778,26-37=-695/778,26-38=-1 88 212 65 5, •9060 • 0 • • 25-38=-187512664,25-39=-408215929,2439=-408215929,2440=-324215003, 0 •• ••i••0 23-40=-324215003,23-41=-242414013,22-41=-242414013,21-22=-242414013, ••0••0 • • ••••• • • 21.42=-178213334,20-42=-178213334,19-20=-1367/2460,19-43=-136712460, •• •• •• 0 0 0 0•0 18.43=-136712460,1 8-44=-21 1 711 8 61,17-44=-2114/1862,17-45=-685!505, :00: 0:• • 16-45=-7011501,16-46=-12381483,1 5-4 6=-1 2 3 81483,1 5-47=-1 2 3 91483,1447=-12391483 • •• WEBS 2-27=-190911489,2-26=-192312836,3-26=-228511604,3-25=-265913938,4-25=-1271352, • • 000000 •••••• 424=-943/859,5-24=-1 56/393,5-23=-1103/911,6-23=-356/563,6-21=-1218/1017, •• 0 • • 7-21=-562/999,8-21=-557151 6,8-20=-2531313,9-20=-6951947,9-18=-930/711, •• 0 ••• 0 0 • •0 11-18=-308314699,17-32=-259612145,11-17=-252711718,12-17=-165111696, 0 • • 12.16=-701!675,13-16=-952/1382,13-1 5=-3261274 • 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=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-9 to 4410,Interior(1)4410 to 15-8-8,Exterior(2)15-8-8 to 20-1-11,Interior(1)246-14 to 39-10-1 zone;cantilever left exposed;porch right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)The solid section of the plate is required to be placed over the splice line at joint(s)22. 5)Plate(s)at joint(s)10,1,26,25,25,17,16,16,14,2,27,3,4,24,5,23,6,21,7,8,20,9,18,11,12,13,15,28,30,31 and 19 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joints)22 checked for a plus or minus 3 degree rotation about its center. dbrffhjFutrtpWnFtftggen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A � O russ rus5 ype ty y JJF REMOLDELING&DESIGN 0031 17121 T12 Roof Special 11 1 - Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:18 2017 Page 2 I D:j WjMGEeVCALFwzl HHf218WzuC6v-M mHY9iGhhnH Rut AUteowilsFJo5vENYDkgvSoSzOXHZ NOTES- 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)32 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 456 Ib uplift at joint 14,1544 lb uplift at joint 27 and 1946 Ib uplift at joint 32. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard j • • •••• •••••• •••••• •••• •••••• • • 1 Job ru55 ruSS ype ty Ply 17A2JJF REMOLDELING&DESIGN 0032 1 T13 Roof Special 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 152016 MiTek Industries,Inc. Fri Apr 2110:54:19 2017 Page 1 ID:j Wj MGEeVCALFwzlHHf218WzuC6v-gzrwN2HKS4Pl WBIgQMJ9EzOSKCRgzsoMyKf?KvzOXHY X3-2-0 4.8-01 8-11-14 13.3-13 17-7-11 22.8.10 27.9-9 32-10.8 1344-8 37-10.6 41.10-0 1 3-2-0 1.6-0 4.3-14 4.3-14 4.3-14 5-0.15 5-0-15 5.0-15 1.6-0 3-5-14 3.1t-10 Scale=1:73.4 3.00 12 5x6= 4x7% 3x4 7 343x4 3x4 3x4 5 6 T2 8 2 3x6; 2.50 12 W10 No.3 4x7,33x4; 4 W11 o.3 910 1 M 31 4x9= 3x4= 4x7 3T1 W9 o.3 W1 W13No.3 V018No.312 3x4 zz 1 W2 No.22 .3 W1 1 f o.3 No.3 13 SB 2 1 0. 14 d. o 24 23 21 20 18 Z' 6 37 38 39 22 40 19 41 42 c 27 35 26 5x10 M18SHS=3x6= 3x4= 5x6 WB= 3x4= 4x9= 5x12= 16 44 15 45 4x5= 3x6 11 5x123x8— 4x7= 2x4 11 2x4 11 2x4 11 x 12 5x8= 2xx44 II 2 2x4 11 x4 11 344.8 32-0 48-0 L1--1- 133-13 17.7-11 22.8-10 27.9.9 32-10-0 32-10-8 37-10-6 41.10.0 32.0 14110 1 4314 1 4314 4314 b0-15 5-0-15 SO-7 0-0-8 3514 311-10 1-6-0 Plate Offsets(X,Y)-- [2:0-2-12,0-2-0],[5:0-3-8,Edge],[7:0-3-0,0-0-8],[11:0-4-4,0-1-12],[14:0-0-0,0-1-10],[16:0-0-3,Edge],[16:0-5-8,0-2-8],[17:0-9-12,0-2-12],[18:0-3-8 ,0-2-0],[25:0-1-15,0-1-0],[25:0-5-0,0-2-12],[26:0-5-4,0-2-8] LOADING(psf) SPACING- 2-0-0, CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) 0.58 23-24 >668 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(TL) -0.88 23-24 >444 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.29 32 nla nla BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:222 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins, T4,T1:2x4 SP M 31 except end verticals: BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-7-1 oc bracing. B3:2x4 SP M 31,F1:2x4 SP No.3 WEBS 2x4 SP No.3*Except* W4,W2:2x4 SP No.2,W16:2x4 SP M 31,W17:2x8 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 14--216/Mechanical,27=1701/0-8-0 (min.0-2-0),32=2661/0-8-0 (min.0-1-8) •• Max Horz 27=-307(LC 6) • • Max Upliftl4=-441(LC 6),27=-1152(LC 5),32=-1975(LC 6) `• "" 0 4 00 + Max Grav 14=299(LC 38),27=1701(LC 1),32=2661(LC 1) •• • •+•• •• • 0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •••• 0 0 '+"•` TOP CHORD 1-2=-3018/2085,2-33=-6764/4581,3-33=-673914583,3-4=-544913593,4-5=-429712962, • 0` ` • • 5-6=424012967,6-7=-322912346,7-34---3151/2330,8-34=-320312320,8-9=-345712392, •`•••• • •• i 0 •• ,9-10=-242011655,10-11=-2508/1654,11-12=-174512580,12-13=-4601829, •••• • •0 13-14---44811206,1-27=-1654/1194 • • BOT CHORD 27-35=-2521219,26-35=-2521219,26-36=-223013162,25-36=-222313170, 0•i •0 +•` ` ""` • • 25-37=-4447/6475,2437=-444716475,24 •• 0+38=-342315264,23-38=-3423!5264, •• +0•+•• 23-39=-2502/4122,22-39=-250214122,21-22=-250214122,21-40=-183613343, •+•+ • • • 20-40=-183613343,1 9-2 0=-1 3 3 61240 3,1 9-41=-1 3 3 612403,1 8-41=-1 33 612403, ` ` ` �• 18-42=-2419/2072,1 7-42=-241 612 0 74,17-43=-8391590,1 6-43=-8 5 515 85, 0 0 i•••s 0 16-44=-1109/4239 15-44=;-1109/423,15-45=-1109/423,14-45=-1109/423 0 • • WEBS 2-26=-245311739,2-25=-2761/4099,3-25=-2861461,3-24=-1247/1054,4-24=-2041431, 00 0 • 000 • "�" 4-23=-1266/1021,6-23=-395/622,6-21=-1290/1067,7-21=-587/1020,8-21=-5281496, • • •• 8-20=-2851341,9-20=-762/1018,9-18=-965f744,11-18=-329214951,17-32=-2661/2199, 11.17=-265511825,12-17=-181511801,1 2-1 6=-7 5 817 64,13-16=-96911358, 13-15=-3281276,1-26=-1918/2826 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=15ft;Cat.ll;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-1-12 to 4-3-15,Interior(1)4-3-15 to 13-3-13,Exterior(2) 13-3-13 to 17-7-11,Interior(1)21-9-14 to 37-7-1 zone;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)The solid section of the plate is required to be placed over the splice line at joints)22. 5)Plate(s)at joint(s)5,10,14,27,26,25,25,17,16,16,2,3,249 4,23,6,21,7,8,20,9,18,11,12,13,15,1,28,30,31 and 19 CofGbftfl8 P6OLLP or minus 0 degree rotation about its center. o I runs russ Type y y JJF REMOLDELING&DESIGN 0032 17A21 T13 Roof Special 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:19 2017 Page 2 ID:j Wj MGEeVCALFwzl H Hf218WzuC6v-gzrwN2H KS4PI WBIgQMJ9EzOSKCRgzsoMyKf?KvzOXHY NOTES- 6)Plate(s)at joint(s)22 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)32 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 Ib uplift at joint 14,1152 Ib uplift at joint 27 and 1975 Ib uplift at joint 32. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r • • •••• •••••• • •• •• •• •••••• p russ fuss type Qty y �JJF REMOLDELING&DESIGN 0033 17A21 T14 Roof Special 4 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:20 2017 Page 1 I D:j Wj M GEeVCALFwzl H Hf218WzuC6v-J9PIaOHyDOX98LKs_3gOnAxdpcmhiHdVB_OYsLzOXHX •2-6.0 5-2.0 6.8.0 10-11.14 15.3-13 19-7.11 24-8.10 29-9-9 34-1D-8 ,36.4.8, 39.10.6 43.10-0 5-2.0 1-6-0 4-3-14 4-3-14 4.3-145-0-15 5.0.15 i•6 00 3-5-14 3.11.10 Scale=1:80.0 3.00 12 5x6= 2.50 12 3x4= 3x4 5� 3x4 8 34 3x4= 5x8 M18SHS: T2 8 N3 7 9 3x6 3 4x5% 6 -= / o. 0.2 _ 10 4x12 6x1�7Nof2 W4 W7 0.3 W9 o.3 W1 W1 11 12 3x6 13 3x4_ W5 0. W W18 No.3 14 35 33 T EE 56 B-4 o y 36 37 38 25 39 24 40 23 22, 41 21 20 42 19 43 45 46 6x10= 27 7x10 M18SHS- 3x4= 5x6 WB-_ 3x4= 4x12= 5x12= 17 16 4x5= 2x4 11 4x5= 3x8= 4x7= 2x4 11 2x4 11 2x4 11 7x$BM1F&%HS= 5x8= 2x4 11 2x4 11 36-48 52-0 6-8-0 10.11.14 153-13 19-7.11 246-10 29.9.9 3410-0 3410-8 39-10-6 43.10.0 r 52.0 1.6-0 43-14 43-14 43-14 50.15 50-15 5O-7 0-08 3-514 3-11-10 1-50 Plate Offsets(X,Y)-- [2:0-1-12,Edge],[3:0-48,0-3-8],[5:0-4-0,Edge],[8:0-3-0,0-0-8],[12:0-5-12,0-2-0],[15:0-0-0,0-1-10],[17:0-0-3,Edge],[17:0-5-8,0-2-8],[18:0-9-12,0-3-0], [19:0-3-8,0-2-0],[25:0-1-12,0-2-0],[26:0-1-3,0-1-0],[27:0-5-0,0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.82 25-26 >502 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(TL) -1.21 25-26 >340 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.33 32 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:241 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins. T3:2x4 SP No.2,T1:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31*Except* "e 131:2x6 SP No.2,66,135,64:2x4 SP No.2,F1:2x4 SP No.3 WEBS 2x4 SP No.3*Except* W2:2x4 SP No.2,W14:2x4 SP M 31,W15:2x8 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=206010-8-0 (min.0-2-7),15=156/Mechanical,32=282210-8-0 (min.0-1-8) Max Horz 2=267(LC 7) Max Uplift2=-1610(LC 5),15=-413(LC 6),32=-2055(LC 6) Max Grav 2=2060(LC 1),15=271(LC 38),32=2822(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. . • •••••• •••••• TOP CHORD 2-33=-492613183,3-33=-4833/3193,3-4---909616090,4-5=-6364/4122,5-6=-631714139, 0 0•• 00* 0 6-7=-474513130,7-8---346012433,8-34=-338212416,9-34=-343312407,9-10=-3597/2446, • • • • 10-11=-238111644,11-12=-2469/1644,12-13=-197413127,13-35=-636/1090, i 0000 ••••'• 14-35=-637/1040,14-15---345/1142 600000 • • • •••••• BOT CHORD 2-36=-318014629,27-36=-3180/4629,27-37=-3515/5124,26-37=-350915132, 0000 •• • • • 26-38=-573718470,25-38=-573718470,25-39=-400716168,2439=-400716168, 00 • • • •••• • •• ••••• 2440=-278214554,23-40=-278214554,22-23=-278214554,22-41=-1 88613480, 21-41=-1886/3480,20-21=-132512364,20-42=-132512364,19-42=-132512364, 0 0•' ••• • 00600 19-43=-2973/2315,1 8-43=-297 01231 7,18-44=-1127/780,1 7-44=-1 1 421776, •• •• •: 000000 17-45=-1047/324,16-45=-1047/324,16-46=-10471324,15-46=-10471324 000000 WEBS 3-27=-268611913,3-26=-3024/4525,4 2 6=-9 8711 502,425=-235911773,6-25=-352/625, 6-24=-179011358,7-24=-5361841,7-22=-1538/1235,8-22=-64611118,9-22=-465/448, 0 ' • ••'••• 9-21=-3591373,10-21=-843/1209,10-19=-10671787,12-19=-3516/5480, ••. • • • 18-32=-2822/2273,12-18=-290511928,1 3-1 8=-21 0711 9 3 0,13-17=-8241919, •• 0 • ••••• 14-17=-1018/1403,14-16=-329/278 • • 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=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-6-11 to 1-9-15,Interior(1)1-9-15 to 15-3-2,Exterior(2) 15-3-2 to 19-7-11,Interior(1)240-5 to 39-410 zone;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)The solid section of the plate is required to be placed over the splice line at joint(s)23. 5)Plate(s)at joint(s)5,11,2,27,26,26,18,17,17,15,3,4,259 6,24,7,22,8,9,21,10,19,12,13,14,16,28,30,31 and 20 checked CoWn21p"flogs 0 degree rotation about its center. o - Truss Qty Ply JJF REMOLDELING&DESIGN ` 0033 17A21 T14 Roof Special 4 1 ` Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra i 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:20 2017 Page 2 ID:j Wj M GEeVCALFwzI H Hf218WzuC6v-J9PIaOHyDOX98LKs_3gOnAxdpcmhi HdVB_OYsLzOXHX NOTES- 6)Plate(s)atjoint(s)23 checked for a'plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joints)32 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1610 Ib uplift at joint 2,413 Ib uplift at joint 15 and 2055 Ib uplift at joint 32. 11)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, nonconcurrerit with any other live loads'. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD.CASE(S) Standard p 1 0000 • • 9000 0900•• •• • 0000 • 0000•• 0000 0900••, • 0000•• • � • 0000 0900•• 0000 • •• 0000• 9000•• .•• • • • • • 0000• .• .• •• 9000•. 0009•• • • • • • 00 000000 9000•. • . . 000.0• i o runs TZ-Slsspecial Type Qty y �JJF REMOLDELING&DESIGN � � 0042 17A21 TG1 Girder 1 2 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra -- _ - 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:212017 Page 1 ID:j WjMGEeVCALFwzlHHf218WzuC6v-nLzgojla_if0IVv3YnLdKOUsM?AsRj LfQe860nzOXHW 2-10-0 8-0-12 11-10-10 15-8-9 19-6-9 23-8-0 2-10-0 5-2-12 3-9-14 3-9-15 3-9-15 4.1-7 Scale=1:41.2 2.50 12 5x8 M18SHS_ 3.00 12 4 5x10 M18SHS= 3x6 3 5 3x4= 4x12 T 6 WS N).3 2 W N .2 4 3 W o W7N .3 7 o. W9 N .3 O 1 26 N i1 O f'11 3x4= 1415 12 16 17 11 18 10 19- 9 20 13 8 3x8 II 7x10 M18SHS= 7x10 M18SHS= 7x6= 5x8 M18SHS= 10x12 M18SHS I I 2�10�0 8-0-12 11-10-10 15-8-9 19-6-9 23-8-0 2-6-0 0-0 0 5-2-12 3-9-14 3 9-15 3-9-15 41-7 Plate Offsets(X,Y)-- [2:0-4-0,0-2-4],[4:0-4-14,0-2-4],[5:0-5-0 0-3-0] [8:0-9-4,0-3-4],[9:0-2-0,0-2-8],[10:0-3-0,0-4-0],[11:0-5-0,0-4-81,[12:0-5-0,0-4-4],[13:0-4-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.45 10-11 >543 360 MT20 244/190 . TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(TL) -0.61 10-11 >408 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:272lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. W2,W10:2x4 SP M 31,W3:2x6 SP No.2,W11:2x6 SP M 26 REACTIONS. (Ib/size) 13=645010-8-0 (min:0-2-11),8=775410-8-0 (min.0-3-3) Max Horz 13=177(LC 6) Max Upliftl3=-4733(LC 4),8=-5501(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-140911029,2-3=-1417519970,3-4---1341319513,4-5=-13425/9515, 5-6=-16835111947,6-7=-16413/11623,7-8=-5978/4284 BOT CHORD 1-14=-98611373,1 3-1 4=-9 8 611 37 3,1 3-1 5=-1 05511 373,12-15=-105511373, 1 2-1 6=-9 67 111 3 67 3,16-17=-9671/13673,11-17=-9671113673,11-18=-11684116623, "'• 10-18=-11684/16623,110-119=1 1 31 311 60 03,9-19=-11313116003,9-20=-194712733, •• owes •••••• 8-20=-1947/2733 •• • *so* •• WEBS 2-13=-559614147,2-12=-8867112502,3-12=-2491469,3-11=-9171827,4-11=-3909/5557, • • 5-11=-411112984,5-10=-1651/2376,6-10=-4121547,6-9=-401/377,7-9=-9507/13470 ***woo •` •`••'• •••••• • • NOTES- •••• •• •••••• 1)2-ply truss to be connected together with 1 Od(0.148'x3")nails as follows: • • •• • s o Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. 66 Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. *see** •'• • ••••• Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member 12-2 2x4-1 row at 0-9-0 oc,member 11-3 2x4-1 row 3t• •• s•: sees:* 0-9-0 oc,member 11-4 2x4-1 row at 0-9-0 oc,member 11-5 2x4-1 row at 0-9-0 oc,member 5-10 2x4-1 row at 0-9-0 oc,m�rVW • 10-6 2x4-1 row at 0-9-0 oc,member 6-9 2x4-1 row at 0-9-0 oc,member 9-7 2x4-1 row at 0-9-0 oc,2x6-2 rows staggeredloat • • 0-7-0 oc. •••••• 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)seclon. • • • • Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. •• : f o e 6 :**so: • 3)Unbalanced roof live loads have been considered for this design. • • 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp D;Encl., '• GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left exposed;Lumber DOL--1.33 plate grip DOL=1.33 5)All plates are MT20 plates unless otherwise indicated. 6)Plates checked for a plus or minus 0 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4733 Ib uplift at joint 13 and 5501 Ib uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)Girder carries tie-in span(s):26-2-0 from 9-0-0 to 23-8-0 d8h(Ae®i0M],cplbreaks including heels"Member end fixity model was used in the analysis and design of this truss. O russ Truss Type City y �JJF REMOLDELING&DESIGN � _ 0042 17A21 �'Gl Roof Special Girder 1 2 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:212017 Page 2 I D:j WjM GEeVCALFwzIH Hf218WzuC6v-nLzgoj la_if01Vv3YnLdKOUsM?AsRj LfQe86OnzOXHW NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2290 Ib down and 1728 Ib up at 8-0-12 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=1.00 Uniform Loads(plf) Vert:1-4=-90,4-7=-90,1-16=-20,8-16=-666(F=-646) Concentrated Loads(lb) Vert:12=-2290(F) sees sees sees•• •• • sees • e••eee sees sees•• • sees•• • • • sees 00 ••swe• sees • w• ..:Soo e • •s• • sees• • e • • •• •• •• sees•• eves•• 00 ••see• • O * russ russ ype y 7YJJF REMOLDELING&:DESIGN0043 17A21 TG2 ROOF SPECIAL GIRDER 1 ob Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:212017 Page 1 ID:j Wj M GEeVCALFwzl H Hf218WzuC6v-n Lzgoj Ia_ifOlVv3Yn Ld KOU rf?6tRmBfQe860nzOXH W 2-10-0 9-7-7 13-10-12 18-2-0 23-4-0 26-2-0 2-10-0 6-9-7 43-4 43 4 5-2-0 2-10-0 Scale=1:45.4 t 2.50 12 5x8 M18SHS= 2x4 II 5x8= 3.00112 3 4 5 31 W. 7x12 11 3x8 z 17 2 T W3N .3 4 3 W3 .3 o W3 3.3 1 6 2 W o+1 7 c N o IM O 3x4= 13 12 14 11 15 10 16 9 17 8 18 3x4— 5x8= 7x10= 7x10= 3x8 II 2-6-0 2-,10,-0 9-7-7 13-10-12 18-2-0 23-4-0 23 8 0 26 2;0 2-6-0 0 4 0 6-9-7 43 4 43 4 5-2-0 0-40 2-6-0 Plate Offsets(X,1)-- [2:0-3-4,0-2-4],[3:0-5-4,0-2-8],[5:0-6-0 0-3-0],[6:0-2-12,0-1-8],[8:0-412,0-1-8],[9:0-3-8,0-3-8],[10:0-5-0,0-48] [11:0-3-8,0-1-12] LOADING(psf) SPACING- 2-0-0 =BC0.89 DEFL. in (loc) I/deft LId PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 Vert(LL) 0.39 10-11 >637 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 Vert(TL) -0.50 10-11 >489 180M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO Horz(TL) 0.04 8 nla n/a BCDL 10.0 Code FBC20141TP12007 Weight:140 Ib FT=O% 1 LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD 2x6 SP M 26*Except* BOT CHORD Rigid ceiling directly applied or 42-14 oc bracing. B2:2x6 SP No.2 WEBS 1 Row at midpt 2-11,6-9 WEBS 2x4 SP No.3*Except* W2,W5:2x4 SP No.2 REACTIONS. (Ib/size) 12=2223/0-8-0 (min.0-1-13),8=231210-8-0 (min.0-2-12) Max Horz 12=94(LC 6) Max Upliftl2=-1792(LC 4),8=-1838(LC 5) FORCES. (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.- TOP CHORD 1-2=-830/576,2-3=-480013428,3-4---5179/3812,4-5=-5174/3806,5-6=-414912929, 6-7=-3001510 •••• BOT CHORD 1-13=-5591816,12-13=-559/816,12-14---6221816,11-14=-6221816,11-15=-3279/4651, • • • • 0000 0000•• 10-15=-327914651,10-16=-273213965,9-16=-2732/3965,9-17=-4671292,8-17=-4671292, • • • 8-18=4671292,7-18=-467/292 •• • ••0• •• WEBS 2-12=-180911557,2-11=-283013831,3-11=-2661395,3-10=-536/741,5-10=-1046/1423, ••' •• ••i• •••• • 6-9=-275213790,6-8=-2021/1655 **0909 • NOTES- 00000 •• 0 �••••� 1)Unbalanced roof live loads have been considered for this design. 000*• . •••0 ••••0 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;emk,••e ••• • 0 0 0 0• GC6i=0.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 •• 0• • • 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. • 0 : • • •• •00••• 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • •••••• 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1792 Ib uplift at joint 12 and 1%%• • • • • Ib uplift at joint 8. • ••• • �••••• 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points 0•: • along the Bottom Chord,nonconcurrent with any other live loads. 9)Girder carries hip end with 8-0-0 right side setback,9-7-7 left side setback,and 5-0-0 end setback. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)513 Ib down and 385 Ib up at 18-2-0,and 617 Ib down and 463 Ib up at 9-7-7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Continued on page 2 4 d JIG2: Truss Type Qty y JJF REMOLDELING&DESIGN 0043 17A21 ROOF SPECIAL GIRDER 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:22 2017 Page 2 ID:j Wj MGEeVCALFwzl H Hf218WziuC6v-FYX2?3JCI?nsNeTF6Usssb00 PPS6ADQofltfxEzOXHV LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-90,3-5=-45(F=45),5-7=-90,1-11=-20,9-11=-129(F=-109),7-9=-20 Concentrated Loads(lb) Vert:11=-617(F)9=-513(F) k 1 7 9 •••••• •••• • •••••• • • • • • •••••• ••• • • • •• • ••• • •••••• I Job Tru ssoty y �JJFREMOLDELING&DESIGN ' � 0044 17A21 TG3 cial Girder 1 1 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:22 2017 Page 1 ID:j Wj MGEeVCALFwzl HHf218WzuC6v-FYX2?3JCI?nsNeTF6UsssbOxpPYMACcofltfxEzOXHV 2-8-8 5-0-0 9-10-0 12-0-0 17-11-12 23-11-8 29-8-0 35-8-0 2-8-8 2-3-8 410-0 2-2-0 5-11-12 5-11-12 5-8-8 6-0-0 Scale=1:62.7 2.50 L12 5x6_ 7 3x6= 2 8 3x4= 3.00 12 3x4; y 6 4x5= 5x8= 2x4 11 5x8= T3 '2 10 W9 No.3 3x4 3 4W5 No.3 W1 W11 llo.3 G2 No.3 W7 o.3 .3 ui 2 1 'No.3 W cO T1 0. W3 0. o. 'I .CCD N 1 N la? P. 20 19 21 18 2223 17 24 16 25 15 26 14 13 27 12 28 11 4x5= 3x6 II 4x5'= 7x10= 7x6— 4x5— 4x9— 4x9— 4x5— 3x6 II 2-6-0 2-1�-8 5 0-0 9-10-0 12-0-0 17-11-12 23-11-8 29-8-0 35-8-0 2-6-0 0- -8 2-3-8 410-0 2-2-0 5-11-12 5-11-12 5-N 6-0-0 Plate Offsets(X,Y)-- [3:0-5-8,0-2-8],[5:0-5-4,0-2-8],[7:0-3-0,0-0-8],[11:0-48,0-1-8],[12:0-2-4,0-2-0],[15:0-2-4,0-2-0],[16:0-3-0,0-48],[17:0-5-0,0-412],[19:0-44,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.15 14-15 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(TL) -0.23 14-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight:208 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins, T3:2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 19=726/0-5-0 (min.0-1-8),17=2345/0-8-0 (min.0-2-12),11=1337/Mechanical Max Horz 19=308(LC 6) Max Upliftl9=-983(LC 4),17=-1922(LC 4),11=-875(LC 5) Max Grav 19=763(LC 11),17=2345(LC 1),11=1337(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-363/721,2-3=-364/665,3-4=-6711987,4-5=-6711987,5-6=-251711578, 6-7=-203711249,7-8=-1946/1250,8-9=-2004/1240,9-10=-2051/1309,10-11=-12621882 BOT CHORD 1-20=-6771380,19-20=-6771380,19-21=-677/105,18-21=-677/105,18-22=-7671343, •• •' • 22-23=-7671343,17-23=-767!343,17-24---6231819,16-24=-6231819,16-25=-6231819, 0 0 0 0000 •••••• 15-25=-623/819,1 5-26=-1 61 1123 88,1426=-1611/2388,13-14=-1220/1961, •• 0 •••• •• 13-27=-122011961,12-27=-1220/1961 •••••• •61• • WEBS 2-19=-6121776,2-18=-875/642,3-18=-323/254,3-17=-1305/1280,417=-4091410, • •••••• 5-17=-2135/1333,5-15=-1064/1610,6-15=-2591314,6-14=-667/589,7-14=-1721409, •• • • 0 • • 9-14=-2721277,9-12=-537/474,10-12=-1205/1967 •••••• •• • :•••• • • ••• • •• ••••• NOTES- 1)Unbalanced roof live loads have been considered for this design. •�•:00: '••• --:00• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Lr}E;I.,*• •. •.•••• GCpi=0.18;MWFRS(envelope)automatic zone;cantilever left exposed;porch left exposed;Lumber DOL--1.33 plate grip :••:• •• DOL=1.33 • • • • • 3)Provide adequate drainage to prevent water ponding. • • 000000 •••••• 4)Plates checked for a plus or minus 0 degree rotation about its center. . • • • • 0 5)This truss has been designed for a 10.0 psf bottom chord live load non_concurrent with any other live loads. •• • 000 0 000000 6)Refer to girder(s)for truss to truss connections. 0 • 0 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 983 Ib uplift at joint 19,1922 Ib •' uplift at joint 17 and 875 Ib uplift atjoint 11. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)200 Ib down and 240 Ib up at 5-0-0,and 300 lb down and 360 Ib up at 6-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 46hW �Fda§tdard t Job Truss Truss Type City Ply JJF REMOLDELING&DESIGN ' • 0044 17A21 TG3 Roof Special Girder 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21110:54:22 2017 Page 2 ID:jWjMGEeVCALFwzlHHf218WzuC6v-FYX2?3JCI?nsNeTF6UsssbOxpPYMACcofltfxEzOXHV LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-90,3-5=-90,5-7=-90,7-10=-90,1-11=-20 Concentrated Loads(lb) Vert:18=-200(F)22=-300(F) r •••••• •••• • •••••• • • • • • •••••• ••• • • • •••••• •••••• •• • ••• • •••••• J?b City Ply JJF REMOLDELING&DESIGN 70045 17A21 V2 GABLE 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 5.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:22 2017 Page 1 ID:jWjMGEeVCALFwzlHHf218WzuC6v-FYX2?3JCI?nsNeTF6UsssbOA_Pf AP6ofltfxEzOXHV 200 2-0-0 Scale=1:5.0 �-,5`F�`k�`I�f�2�"� �%t��,2'�n:. rr �i.r' �4'y.'^ n��:�t� \ w� \'��,:��,<•x.,�; � . ��`k 2 1 I I f b 2-0-0 r 2-0-0 SPACING- 2-0-0 LOADING`(psf) CSL,. DEFL. in (loc) I/deft Lld PLATES- GRIP Plate Grip DOL 0.90 TCLL 30.0 TC 0.00 Vert(LL) n/a - n/a 999 TCDL 15.0 Plate Metal DOL 0.90 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Lumber DOL 0.90 WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Rep Stress Incr YES (Matrix) Weight:5 Ib FT=0% Code FBC2014ITP12007 LUMBER- BRACING- BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r REACTIONS. (Ib/size) 2=1112-0-0 (min.0-1-8),1=1112-0-0 (min.0-1-8) Max Grav 2=22(LC 3),1=22(LC 3) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)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. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. t { LOAD CASES) Standard ••••• • •••••• G•i• • v••••• • • •• ••••• see• • ••••• •• •• • • •••••• • • • • • • • • - •••••• •••••• Job russ runs ype ty 71Y �JJF REMOLDELING&DESIGN 0046 17.21 V2A GABLE 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:22 2017 Page 1 ID:j WjMGEeVCALFwzlHHf218WzuC6v-FYX2?3JCI?nsNeTF6UsssbOA_PfpAP6ofltfxEzOXHV 2-0-0 2-0-0 Scale=1:4.1 f B1 N .2 o 1 , ✓� y < kf �� v f n , r �k. ��.�..Wit.Av .<.hK��-k'� 11 :,?� .ti� .ti :�.r .4. .�.•. .��, X�., . 2 1 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 0.90 TC 0.00 Vert(LL) n/a n/a 999 TCDL 15.0 Plate Metal DOL 0.90 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 1 0.0 Lumber DOL 0.90 WB 0.00 Horz(TL) 0.00 n/a nla BCDL 10.0 Rep Stress Incr YES (Matrix) Weight:3 Ib FT=0% Code FBC2014/TPI2007 LUMBER- BRACING- BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=1312-0-0 (min.0-1-8),1=1312-0-0 (min.0-1-8) `Max Grav 2=26(LC 3),1=26(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)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. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •••• •• • •••• • •••••• •••• • •••••• • •••••• • • • • • •••••• ••• • • • •••••• •••••• J?b russ Truss Type QtY yJJF REMOLDELING&DESIGN 0047 17A21 V3 GABLE 1 1 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:23 2017 Page 1 ID:j Wj MGEeVCALFwzlHHf218WzuC6v-j k5RDPKgWJvj?o2RBN 5PpZJyp?lvsMytydDTgzOXH U 1-8-0 3-8-0 1-8-0 3x4= 2-0-0 Scale=1:6.9 3.00 12 2.50112 2 3 1 T1 No No.2 ail �,� �` J.. h,� :�4 .•;.�., ` l Xe 3-8-0 3-8-0 Plate Offsets(X,Y)-- [2:0-2-4,Edge] LOADING(psf) SPACING- 270-0 CSI. DEFL. in (loc) I/deft L/d PLATES, GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:6 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=106/3-8-0 (min.0-10-2),3=10613-8-0 (min.0-10-2) Max Horz 1=12(LC 7) Max Uplift1=-95(LC 5),3=-100(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL--1.33 0••• 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 95 Ib uplift at joint 1 and 100 lb ;••• • uplift at joint 3. 0000 ••••�• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel pointer•••• 0 • along the Bottom Chord,nonconcurrent with any other live loads. •••• •• • ••••• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •••••• • • • • • 0.0••0 • • LOAD CASE(S) Standard • • ••• • ••••• 00 0 000 0 •0000• Job rusS Truss Type Qty yJJF REMOLDELING&DESIGN 0048 17A21 V4 Valley 1 1 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:23 2017 Page 1 I D:j Wj MGEeVCALFwzl H Hf218WzuC6v-j k5RDPKgWJvj?o2RBN SPpZHN pxJvsMytydDTgzOXHU 4-0-0 4-0-0 Scale=1:7.7 2 3.00 12 2x4 III T1 No 1 No. 1 f 1 No.2 4 3 3x4 2x4 11 I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.32 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a nla BCDLI 10.0 Code FBC20141TPI2007 (Matrix) Weight:11 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=147/4-0-0 (min.0-1-8),3=147/4-0-0 (min.0-1-8) Max Horz 1=69(LC 5) Max Upliftl=-102(LC 5),3=-119(LC 5) Max Grav 1=267(LC 13),3=267(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions •••• shown;Lumber DOL=1.33 plate grip DOL=1.33 • • 00000 0000• 000000 2)Plates checked for a plus or minus 0 degree rotation about its center. •••• • 3)Gable requires continuous bottom chord bearing. :*60 • 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •'• •• 6••• ••••:• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 lb uplift at joint 1 and 119}b••••• . • • uplift at joint 3. 0,000 •• • •••••• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel poirlts • • • . ' • along the Bottom Chord,nonconcurrent with any other live loads. '•'• • •• 00000 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in th�09alysis and design of this truss. •• •• ..•• : •• ••• • •• 00•• LOAD CASE(S) Standard ••••••• •• 00 • 0000•• 0000•• •• • 0000•• Job russ Truss Type QtY P1y JJF REMOLD:LING&DESIGN 0049 17A21 V4A Valley 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:23 2017 Page 1 I D:j Wj M GEeVCAL Fwzl H Hf218 Wzu C6v-j k5RDPKq WJvj?o2 RfB N 5PpZl EpxsysMytydDTgzOXH U 4-0-0 4-0-0 5x6= Scale=1:7.5 2.50 12 2 T1 No a 1 W1N .3 B1 No. 4 3 3x4= I Plate Offsets(X,Y)-- [2:0-2-4,0-1-13] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 . TC 0.22 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.28 Vert(TL) n/a n/a 999 BCLL' 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:10 Ib FT=0% LUMBER- BRACING- i TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=134/4-0-0 (min.0-1-8),3=134/4-0-0 (min.0-1-8) Max Hoa 1=52(LC 5) Max Upliftl=-96(LC 5),3=-107(LC 5) Max Grav 1=261(LC 13),3=261(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.Il;Exp D;Encl., 0000 GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions • •••••• shown;Lumber DOL=1.33 plate grip DOL=1.33 • • • *000: •• 2)Plates checked for a plus or minus 0 degree rotation about its center. •• • ••• • 3)Gable requires continuous bottom chord bearing., ••0000 •••• ••••;• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *00:00 • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 Ib uplift at joint 1 and 107 Ib•••• •• • ;..••; uplift at joint 3. • • • • • • • 6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel point§••• • •• 00000 along the Bottom Chord,nonconcurrent with any other live loads. •••••• 000 • • • 7 "Semi-rigid Itchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • • • • ••••• 9� P 9 Y Y � 9 •• •• •..••• • LOAD CASE(S) Standard • . • •• •• • ••• • •••••• Job Truss Truss Type Qty y JJF REMOLDELING&DESIGN 50 Valley Job Reference(optional) I;A21 V6 I 1 e 00 FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 2110:54:23 2017 Page 1 ID:jWjMGEeVCALFwzlHHf2l8WzuC6v-jk5RDPKqWJvj?o2RfBN5PpZ98psaysMytydDTgzOXHU 6-0-0 6-0-0 Scale 2x4 11 2.50 F1_2 2 T1 No c� fV1 No.3 81 No.2 x < 4 3 3x4- 2x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLIL 30.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:17 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=244/6-0-0 (min.0-1-8),3=244/6-0-0 (min.0-1-8) Max Horz 1=95(LC 5) Max Upliftl=-174(LC 5),3=-194(LC 5) Max Grav 1=31 1(LC 13),3=31 1(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-200/329 NOTES- 1)Wind:ASCE 7-10;Vult--175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactioes • 0 shown;Lumber DOL--1.33 plate grip DOL=1.33 0 • *00000 2)Plates checked for a plus or minus 0 degree rotation about its center. • *see 0 3)Gable requires continuous bottom chord bearing. 0000 *0:0 "00:6 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 0000*0 0 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 174 lb uplift at joint 1 and 194 1 uplift at joint 3. ••• :090e: 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel point%0 0 0• 9 *0 *00*0 along the Bottom Chord,nonconcurrent with any other live loads. ***so* 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 0 00 0* 0000•• LOAD CAS E(S) Standard 0• Job russ Truss Type ty �Ply JJF REMOLDELING&DESIGN 0051 17A21 V7 Valley 1 1=Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,Tony Sierra 8.000 s Jan 15 2016 MiTek Industries,Inc. Fri Apr 21 10:54:24 2017 Pa gge 1 I D:j Wj MGEeVCALFwzlHHf218WzuC6v-BwfpQIKSHd 1 acydeDvvKxO6RkDCieJc56cMm?6zOXHT 1-9-2 5-9-2 1-9-2 4-0-0 Scale=1:11.0 3x4= 3.00 12 2.50 LL2 2 1 No.2 T1 No.2 3 , B1 No.2 4 3x4= 3x4 5-9-2 5-9-2 Plate Offsets(X,Y)-- [2:0-2-0,0-0-15] - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.63 Vert(TL) n/a nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 nla n/a BCDL 10.0 Code FBC2014ITPI2007 (Matrix) Weight:15 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing. REACTIONS. (Ib/size) 1=23915-9-2 (min.0-1-8),3=23915-9-2 (min.0-1-8) Max Hoa 1=-24(LC 8) Max Upliftl=-149(LC 5),3=-166(LC 6) Max Grav 1=309(LC 17),3=309(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-4161631,2-3=-407/616 BOT CHORD 1-4---560/380,3-4=-5601380 NOTES- 0060 1)Unbalanced roof live loads have been considered for this design. • 0 • • 2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;121%,0 • •• •••••• • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWF RS for reactions . a :004 • shown;Lumber DOL=1.33 plate grip DOL=1.33' *Pao** ••0• •*0.0 0 3)Plates checked for a plus or minus 0 degree rotation about its center. •••••• • • • 4)Gable requires continuous bottom chord bearing. • •• • •.•••• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 0 • • • • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 149 Ib uplift at joint 1 and 166 IPS••• • •• ****a uplift at joint 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 poipt.0••• • • •0••• along the Bottom Chord,nonconcurrent with any other live loads. 00 000000 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. :60:0: • •• LOAD CASE(S) Standard • •••••• • •• • ••• 00.00• 6 0 0 F W- 11 GENERAL NOTES NOTASGENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES U RECOMENDACIONES PARA LEVANTAR PA ETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Trusses are not marked in any way to identify the Los trusses no estan marcados de ningfin modo que Q 10' 3 m or frequency or location of temporary lateral restraint idenhfiquelafrecuendaolocalizad6nderestrioddnlateral ) Diagonal bracing Repeat diagonal bracing and diagonal biotin Follow the recommendations DONT overload the crane. Q 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 Refer to 15'(4.6 m)* every 15 truss spaces 30' g g. de manejo,iagona/tempo2tes.Use emporalde trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal BCSI-67***for more (9.1 m)max. for handling,installing and temporary restraining de manejo,instalaci6n,restriction yardostre temporal de NO sobrecargue la grlia. and bracing of trusses.Refer to BCSI-Guide to los trusses.Yea e/folleto BCSI-Guia de Buena Practica bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five information. Good Practice for Handling.Installing Restraining para e/Manejo Instalad6n Restriccidn I,Arriostre de los NEVER use banding to lift a bundle. trusses(see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see Vea of resumen BCSI-B7*** &Bracin of Metal Plate Connected Wood Trusses de Madera Conedados con P/acas de Metal*** below).7)Repeat process with groups of four trusses until all trusses are set. 9 NUNCA use las ataduras para levantar un paquete. para mos information. Trusses***for more detailed information. para informacidn mos detallada. _ 1)Instate los arriostres de tierra.2)Instate el primero truss y ate seguramente at arriostre de Q A single lift point may be used for bundles of Truss Design Drawings may specify locations of Los dibujos de disefro de los trusses pueden especifirar tierra.3)Instate/os pr6ximos 4 trusses con restricci6n lateral temporal de miembro mrto(vea Apply diagonal brace to vertical _ top chord pitch trusses up to 45'(13.7 m)and webs 9 permanent lateral restraint or reinforcement for las localizaciones de restricci6n lateral Permanente o abajo).4)Instate el arriostre diagonal de la cuerda superior(vea abajo).S)Instate arriostre webs at end of cantilever and at parallel chord trusses up to 30'(9.1 m). individual truss members. Refer to the BCSI- refuerzo en los miembros individua/es del truss. Yea la diagonal para los pianos de los miembros secundarios para estabilice los primeros cisco trusses **, *** Use at least two lift points for bundles of top bearing locations. All lateral restraints B3 for more information.All other permanent hoja resumen BCSI-83 pare mos informacidn. E/ WARNING Do not over load supporting (vea abajo).6)Instate la restricci6n lateral temporal y arrlostre diagonal para la cuerda inferior chord pitch trusses up to 60'(18.3 m)and poral- vea aba o 7 Repita lapped at least two trusses, bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la structure with truss bundle. ( j)• ) P to este procedimiento en grupos de cuatro trusses hasty que todos las designer. responsabilidad del disenador del edifido. lel chord trusses up to 45'(13.7 m).Use at least trusses esten instalados. *Top chord temporary lateral restraint spacing shall be 10'(3 m)o.c.max.for 3x2 chords three lift points for bundles of top chord pitch iADVERTENCIAI No sobrecargue la and 15'(4.6 m)o.c.for 4x2 chords.� /� trusses>60'(18.3m)and parallel chord trusses estructura apoyada con el paquete de Refer to BCSI-B2***for more information. INSTALLING - INSTALACION WARNING The consequences of improper >45'(13.7 m). trusses. Yea e/res6men BCSI-B2***paramos informacidn. handling,erecting,installing,restraining Puede usar un solo lugar de levantar para pa- Q Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES © - and bracing can result in a collapse of the quetes de trusses de/a cuerda superior hasta 45' Tolerances for Out-of-Plane. Max.Bow Truss Length trusses de cuerdas Puse paquetes de trusses en una posici6n RESTRICCIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerancias para Fuera-de-Plano. structure,or worse,serious personal injury y paralelas de 30'o menos. estable. 3/4 12.5 ° or death. , ry ru ps to trusses de cuerda superior inclinada © This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Max.Bow D/5o D(k.) 19 mm 3.8 m ,' Use or to menos dos untos de levantar con Length-> g po pe (PCTs).See top of next column for temporary restraint and bracing of PCTs. I Or, 1/4" 1' 7/8" 14.6' iADVERTENCIA!EI resultado de un manejo, - hasta 60'y trusses de cuerdas paralelas hasta U /� 6 mm o.3 m 22 mm 4.5 m levantamiento,insta/aci6n,restricci6n arrisotre Este metodo de restricnon y arnostre es pare todo trusses excepto trusses de cuerdas paralelas Max.sow Length-> Y � " 45:Use Por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada � 1/z" 2' 1" 16.7' w incorrecto puede ser la caida de la estructura o - mas de 60'y trusses de cuerdas paralelas mas de 45: (PCTs)3x2 y 4x2.Vea/a parte superior de la columna para la restriod6n y arrrostre temporal de PCTs. ✓Max.Bow o 13 mm 0.6 m 25 mm 5.1 m aun peor heridos O muertics. n s 3/4" 3' 1-1/8" 18.8' 1)TOP CHORD-CUERDA SUPERIOR Length 8 >�� m r Plumb 19 mm 0.9 m29 mm) (5.7 m A 13T Exercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES line 1„ 4 1-1/4" 20.8' c banding and handling trusses to avoid RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Q Tolerances for I 25 mm 1.2 m 32 mm 6.3 m damaging trusses and prevent injury.Wear Out-of-Plumb. personal protective equipment for the eyes, • Up to 30' 1-Va 5 1 3/8 22s ®Using a single pick-point at the peak can damage the truss. 10'(3 m)o.c.max: D/50 max 32 mm 1.5 m 1-mm 7.0 m feet,hands and head when workingwith 9.1 m Tolerancias para m 60•or less Fuera-de-Plomada. trusses. EI use de un sola lugar en el pito para/evantar puede 30'(9.1 m)- 38 mm 1.8 m 38 mm 7.6 m hater dan"o at truss. 8'(2.4 m)D.C.max. 1-3/4" 7' 1-3/4" 29.2' ItU s�9 Utilise cautela al guitar las ataduras 45'(13.7 m} CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 8.9 m o los pedazos de metal de sulletar para evitar dan"o a 45'(13.7 m)- 6'(1.8 m)o.c.max. CARGA DE CONSTRUCCION 2" >_8' 2" 233.3' los trusses y prevenir la herida personal. Lleve Approx.1vz-. 60'(18.3 m) 51 in >_2.4m 51 in 10.1 m el equipo protectivo personal para ojos,pies, A truss length DO NOT proceed with construction until all lateral Use Utilise Tagline 60'(183 m)- 4' 1.2 m o.c.max. manos y cabeza cuando trabaja con trusses. _ TRUSSES H To 30'(9.1PIS _ * ( ) restraint and bracing is securely and properly in place. styCI , special care in cuidado especial en 80'(24.4 m) �,� 1�rr�9��: P P TRUSSES NASTA 30 PIES § windy weather or dias ventosos o cerca NO proceda con la construccidn hasty que todas las restric- a a)onruss *Consult a Registered Design Professional for trusses longer than 60'(18.3 m). near power lines de cables electricos o TAttach � clones laterales y las arriostres esten co/ocados en forma Material Height Locate Spreader bar 10'3 m *Consulte a un Professional Registrado de Disen"o para trusses mas and airports. de aeropuertos. ( ) - apropiada ysegura. reatler bar above or stinback o.c.max. de 60 pies. -- Gypsum Board 12"(305 mm) mid-height G DO NOT exceed maximum stack heights.Refer to BCSI-B4*** T2 r�oe-n Q See BCSI-62***for TCTLR options. for more information. Plywood or osB 16°(4os mm) *• Vea el BCSI-B2***para las options de TCTLR. DO Spreader bar Spreader bar 1/2 to NO exceda las alturas maximas de mont6n.Vea el resumen Asphalt Shingles 2 bundles •••• •• • • • 2/3 truss length -� *** BCSI-84***para mas informacidn. • • for truss Tagline Spreader bar 2/3 to l Refer to BCSI-B3 for Concrete Black e"(203 mm) • •••• •� •• \, TRUSSES TRUSSES HASTA AnPIES -i E- 3/4 truss length -� Gable End Frame restraint/bracing/ \ A •AN DLING - •••... i Tagline ! reinforcement information. - TRUSSES UP TO AND OVER 60'(15.3 m) � : � Clay Tile 3-4 tiles high �►,/ '/ • Q f- TRUSSES HASTA Y SOBRE 60 PIES 'i Para informacidn sobre restricci6n/ TCTLR /�/ANEJ® •••••• arriostrelrefuerzo para Armazones •••• • •• Q Hold each truss in position with the erection equipment until top chord temporary lateral restraint •••• O O Hast ales vea el resumen BCSI-B • • • is installed and the truss is fastened[o the bearing points. l 10"or „ � NEVER stack materials near a peak or at mid-span. Alex Ijlate ending. •••• Note:Ground biotin not shown for clavi •••�vite la flexion lateral. Q Use proper rig- Use equipo apropiado Sostenga sada truss en posici6n con equipo de grda hasty que la restricadn lateral temporal de la � g ty Truss attachment NUNCA amontone los materiales cerca de un pito. • • 090 •••••• ging and hoisting para levantar e cuerda superior este instalado y e/truss esta asegurado en IDS soportes. Q Repeat diagonal braces for each set of 4 trusses. required at support(s) (S) DO NOT overload small groups or single trusses. j • ThIcir$ractor is response dor•• equipment. improvisar. Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A-A NO sobrecargue pequen"os grupos o trusses individuales. • INSTALLATION OF SINGLE TRUSSES BY HAND • roperly receiving,unloading and storing i 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS • the trusses at tl•e jobsite.Unloa&MSfAJ RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Q Place loads over as many trusses u possible. • Coloque las car as sobre tantos trusses coma sea • smooth surface to preYent damaIIe. • POR LA MANO ® LATERAL RESTRAINT&DIAGONAL BRACING ARE q g •••• • �I COntretis►�ymrk Aesponsabilidad de -�R� VERY IMPORTANT posible. I a/cibir,descargar y alrRacenar adV%damegte Q Trusses 20' -"" t Q Trusses 30' """" t ••• ••••Ips trusses n la r. escargu%los[ryes en / - t Q Position loads over load bearing walls. g q(l fa•� (6.1 me)or (9.1 m)or , ILA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargas sobre las paredes soportantes. ! ••• • •••• 13 tierra lisp nary prevenir el dano. less,support less,support at SON MUY IMPORTANTES! •• pP ppo Diagonal CLR splice reinforcement ALTERATIONS-ALTERACIONES • • • • e® near peak. quarter points. bracing • - i Soporte Soporte de Truss Member 2x CLR *** ••TR:ming not showilit(6 �'. •••• •; -. _ Refer r BCSI-B5. e e to cerca al Pico los ort e d e *** 000000 • �� Aa Vea el resumen BCSI-B5. • ry l los trusses Trusses up to 20' >I de tramp los F Trusses up to 30' -IN. Web members • • ..a 20 pies o (6.1 m) trusses de 30 (9. G 1 m) DO NOT cut,alter,or drill an of a Truss•Wiless • S I Y structural member (S) DO NOT store NO almacene menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies specifically permitted by the truss design drawing. •••• • r •• • unbraced bundles verticalmente los NO Corte,altere o perfore ningtin miembro estrus Ri61RN M(russ • upright. trusses sueltos. TEMPORARY RESTRAINT & BRACING A a menos que este especificamente permitido en a/.d0 Je1•disen"o ! � - Or - Q Trusses may be unloaded directly on the ground Bottom del truss. •• ••••• at the time of delivery or stored temporarily in RESTRICCION Y ARRIOSTRE TEMPORAL chords Minimum 2'2x Scab block 67797 ••••• • • contact with the ground after delivery.If trusses centered over splice.Attach E=Trusses that have been overloaded during=onstrectidh or altered without the Truss Man-•• are to be stored for more than one week,place ** Diagonal braces to CLR with minimum 8-16d ufacturer's prior approval may render the Truss ManufacturePs limited Rarrantpnull and void•••• blocking of sufficient height beneath the stackIBM Refer to BCSI-B2* for more Top Chord Temporary every 10 truss spaces (0.135x3.5")nails each side •• 00090* of trusses at 8'(2.4 m)to 10'(3 m)on-center - information. Lateral Restraint 20'(6.1 m)max. of splice or as specified by the Trusses que se han sobrecargado durante la con_4ucd�f1i�tan sido Aterados sin la autor• SO'(3 m)-15'(4.6 m)max. Building Designer. izaddin previa del Fabricante de Trusses,pueden hraaa nu/ sin efe aro tia IimitacM rA•• (o.c.). Vea e/resumen BCSI-B2***para mas infor- (TCTLR) Same spacing as bottom Note:Some chord and web members Fabrica�e de Trusses. � �- - 2x4 min. p 9 SECTION A-A - Los trusses pueden ser descargados directemente mason. chord lateral restraint not shown for clarity. •+ - en el sue/o en aquel momento de entrega o almacenados tem ralmente en contacto con el +'` - " -.. Q Locate ground braces for first truss directly - "'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. Po 3)BOTTOM CHORD-CUERDA INFERIOR To view a non-printing PDF of this document,visit sbcindus".com/bl. - suelo despues de entrega.Si los trusses estaran in line with all rows of top chord temporary Truss guardados para mas de una semana,ponga lateral restraint(see table in the next column). Lateral Restraints-2x4x12'or Member NOTE:The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator(if applicable)are b/oqueando de altura suficiente detras de la pilo DO NOT store on NO almacene en tierra greater lapped over two trusses professionals with the capability to undertake the work they have agreed to do on any given project.If the contractor believes it needs de 105 trusses d 8 hasty 10 les en centro o.c.. Coloque los arriostres de tierra para el primer =90° assistance in some aspect of the construction project,it should seek assistance from a competent party.The methods and procedures P ( ) or CLR splice reinforce- uneven ground. desigual. P Note:Some chord outlined c this document are intended to ensure that the overall constructiontrusses techniques employed will put ec trusses into place leading SAFELY. truss dude amenterest ioc en linea con cada una de men[. These recommendations for handling,installing,restraining and bracing Vusses are based upon he collective experience of leading Q For trusses stored for more than one week,cover and web members - las filas de restricci6n lateral temporal de la personnel involved with truss design,manufacture and installation,but must,due to the nature of responsibilises involved,be presented bundles to protect from the environment. Y` Brace first truss Bottom not shown for only as a GUIDE for use by a qualified building designer or contractor.It is not intended that these recommendations be interpreted as 3, cuerda superior(vea la labia en la prdxima superior to the building designer's design s stasis restraining g Para trusses uardados r mas de una semana, , Of securely before chords clarity. g 9 9 specification Far handling,installing,r stainin and basin trusses and i[does not preclude the g po columna). use of other equivalent methods for restaining/bating and providing stability for the walls,columns,floors,roofs and all the interrelated CUbre 105 pdquete5 pard pfOtegerl05 del dmblente. trusses. 0 Of additional structural building components as determined by the contactor.Thus,SECA and TPI expressly disclaim any responsibility for damages DO NOT walk on trUS5e5. arising from the use,application,or reliance on the recommendations and information contained herein. Refer to BCSI***for more detailed information __- unbraced trusses. pertaining to handling and jobsite storage of = _ trusses. NO Gamine en trusses Diagonal braces every 10 SBCOak, Vea el folleto BC5T*** 4 sueltos. truss spaces 20'(6.1 m)max. �� wnuutw TRUSS PLATE INSTITUTE para informacidn mas dela/ 6300 Enterprise Lane•Madison,WI 53719 218 N.Lee 6t.,Ste.312•Alexandria,VA 22314 el mane o ode los trusses SO' 3 m -15' 4.6 m max. lady sabre a/macenad ( ) ( ) _ 1 Y m 83-1010• in 11 pi I Z --- -_ - r OS 274 484 bcindu .co 703 6 st o 6 9 s / stry / tP 9 en area de habajo. A, ' a J.;/,� 1J'.�i s/ tI� ,•-'. ..:,v. ,.rr+i, " ':"°/', r, s_ --,. J,:" -'I,/ ::1=..a... •-J: /•:.J rYh ��-7 l O I/ J ` r #I it w. J:% '• 7 eIII. • � 0 O10 I -07 '�1 ,✓•:. JANUARY 1, 2009 T-BRACE I-BRACE DETAIL ST T-BRACE ............... MTek Industri 1".Cheslerii�3ld,MO Page I Of I Note:T-Bracing I-Bracing to be used when continuous lateral bracing is impractical.T-Brace I-Brace must cover 900%of web length, Note:This detail NOT to be used to convert T-Brace/1-Brace webs to continuous lateral braced webs. MiTek Industries.Inc. Nailing Pattern ........................................ .............< 'Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 1x4or1x6 Od I o.c. 8" Specified Continuous 2x4 or 2x6 or M 16d 8'ox, .................... .......... Rows of Lateral Bracing .......... Note:Nail along entire length of T-Brace/1-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 i 1x4 T-Brace 11 x4 1-Brace:. 2x6 I x6 M T-Brace!2x6 I-Brace 2x8 ;2x8 T-Brace MI-Brace ........................... .......... Nails Brace Size for Two-Ply Truss ........... Specified Continuous Rows of Lateral Bracing SPACING ...... ............................... ........... Web Size 0 2x3 or 2A .2x4 Tograce 12MOI?Brace • *to *9 WEB 0 2x6 24§T-Brace ')n 1-Brace o 2x8 2*641illwice 2x81 Brace T-BRACE 0 00 00 *too*• 0*00 too JOSE- ART11 EZI RE. En Ci ctural onsb Nails Section Detait a 10 Phone (305) -6797 T-Brace {Florida. P.E. 031 Web ...................................... ......... Nails T-Brace/I-Brace must be same species and grade(or better)as web member. NOTE: If SYP webs are used in the truss, 1x4 or I x6 SYP braces must be stress Web - rated boards with design values that are equal to(or better)the truss web Bra ce design values. For SYP truss lumber grades up to#2 with I X bracing material,use IND 45 for T-Bracefl-Brace; For SYP truss lumber grades up to#1 with I X Nails" bracing. 1. ..r..........at erial,use IND 55 for T-BraceA Bra .... ... . i T-0" CORNET SET CORNERJACK COMMON JACK TYP. I o I END JACK PARTIAL ROOF LAYOUT TOP CHORD CONNECTION CONER JACKS-USP(2)MP3 Nail design loads: 7'-0"JACKS-USP(2)MP3 (ACCORDING TO NATIONAL DESIGN SPEC.) T-0"JACKS-(2)8d NAILS FOR GROUP II SPECIES(S.P.) 3'-0"JACKS-(2)8d NAILS 8d COMMON NAILS=78 lbs(SHEAR) 10d COMMON NAILS=94 lbs(SHEAR) 0••• V-0"JACKS-(2)8d NAILS r 0 0 • • 0000 000000 USP HANGERS DESIGN LOADS •• • ••0• (ACCORDING TO MIAMI DADE BUILDING CODE COMP01•I�W� OFFICE/PRODUCT 0.0000 CONTROL DEVISION) • ••"• 2 RT3 HURRICANE CLIP-366 lbs(UPLIFT 100%)W/(8)8t1•he1-?/2"N.O.A.No!07-0306.1G MIN. P= 1.4 12 CLPBF BUTTERFLY HANGER=367 lbs(UPLIFT 100%&vD14 IRD w/(1, ;,6d W.O.A No.;•••• MAX. P=6.5 08-0208-.07 00 • •' • • 000 SKH26 L/R=870 lbs UPLIFT/900 lbs REACTION (UPLIFT 100% DNWRb)VV/112)16d M.b0Fl.0 No.07-0214.20 ••:••: 0000000* HJC26= 1975 lbs UPLIFT/2020 lbs REACTION(UPLIF**OOW(uDNWRD)W/r4j16d N.p" 07-0214.20 000000 • 1 / 3 : • ! 0 • • •rr•-" BOTTOM CHORD CONNECTION MAXIMUN ALLOWABLE LOADS: 0 0 00000 3 U 1 CONER JACKS-SKH26 L/R OR HJC26 • JOA%<SIZE • 0000 MAX 7'-0"JACKS-USP(2)MP3 T.C. NODE2 CORNER JACK 7'-0" 5'-0" 1'b" • 1'-U • 5'-0"JACKS-(2)8d NAILS UPLIFT(100%) 365 lbs 365 lbs NAILS NAILS •• NAILS 3'-0"JACKS-(2)8d NAILS ROOF(125%) 365 lbs 365 lbs NAILS NAILS NAILS V-0"JACKS-(2)8d NAILS T.C. NODE2 CORNER JACK 7'-0" 5'-0" 3'-0" 1'-0" UPLIFT(100%) 870 lbs U/1975 lbs R 367 lbs NAILS NAILS NAILS ROOF(125%) 900 lbs U/2020 lbs R 1170 lbs NAILS NAILS NAILS COMMON JACK NOTE: THIS DESIGN HAS BEEN CHECKED FOR 175 MPH WINF LOAD.WALL HGT. 30' MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 925 lbs LUMBER STRESS INCREASE 1.33 PLATE STESS INCREASE: �� .. MART/ MINIMUM GRADE OF LUMBER LOADING Q O5 'GENS'' ice" (PDF) LL , No 31 ` Y,rar . . 't 7'-0" 2x4 No.2 SP TOP 30.0 FLORIDABUILDING 3'-0" 2x4 No.2 SP BOTTOM 10.0 CODE P 2010 �� TE O F WEB 2x4 No.3 S SPACING 24"O.C. TRUSS CONNECTORS 7-30-15 GUJMM � I 1 Plated Truss IS- n usrwftll�' HHC 1 HJC I HJHC 1 HTHJ Hip/Jack Connectors00 U 11 'R STRUCTURALCONNECTORS Wok HHC—Designed to support hipthip trussirafter. , Contact USP when using in multi-ply applications. a HJHC—Allows for hip/hip support and hip/jack/hip installations, HJC&HTHJ—Used to simultaneously hang a combination of hips and t 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: Seepage 11 for Code Reference Chart Typical HJC/HTHJ Installation: Installation Use all specified fasteners.See Product Notes,page 17 VIM. , ZMIZZ VON pl CL 45' .1 --►> .�45< 45. 5 --3' •art-----45 -11 Typical HJC/HTHJ installation top view Typical HHC Typical HJHC installation top view installation trip view 1.314" 2" ••• •••••• •••••• 1.718' • • 0 9 03W •• H O H H ••• •••• ••••�• Y 5 V •••• i0-71Y".� 1t�'y3 14" ••••• 5• i� 5•718" 9.` ., 000000 ••� • • • HJC HTHJ HHC HJHC0.00• �---------� • • �� 1 1 b�' -IFaStenor:9Cdedmele'; W OHM— r—aS-P-Fr•iR1t "•" 1)UWiil6AS have been • °c+-a --'r Ak* kswaitl#809 •"x • Inc�aased Bea for Ytlnd•••• • Supported Member A!loKrab LraasLt ttbsY i i •• • 1 S�SPnrtgn0 ,• or sc�xmlc Ands;no P er par9 floor I�Roel" U tti' floor '_3 Roof;`f t I • funher increase shalt :•••• r Messer+gHlp Jack r * ' tiey�rmler9� • • i r__1 LJ - USP alae! N r . s : 2)Lcod€ng pwithed far Oesui Siecit Na Ret.Na Gau m 1i ': 10096 1IS% 125% 180% 100%. 116% 1299E 160% -Red. total load of hip?lack LTHJA26, r' 771 conflection. 2 x 6 right!left HJC26 THJA26, 12 5-3t8 16 16d 5 7 10d 2385 2740 2980 1840 2180 2510 272$ 1955 3)RAILS;10d nails are THJU26 a '— 4 R8, 0..148"din:x 3.?png: 2 x 8FS fn l left tIJC28 12 7.118 20 16d 6 8 10d 2980 3425 3505 1840 272512S.65 2855 1955 16d reads are 0.162`dia. ME ITNJA26; a'" 1� r w x ,. >" , x 3-112'long. ,, 2 x fi feiminal' tiHC28 12 5 7116 20 316d 5 f100 3100 ilk 3545 2130 2725 2800 2800 1010' aTTHJA262: L� .. .. '-i z »: - x� > .,.. .-< .z. .., New products or!iodated M 2z6teimlttal:: HNC281 412014 7.3116 :241316d F6r,":--'. 110d' 3505 3505 3505 2410 Zea 7805 2805 .1a3a 134 prmactinlorrnaltonam 2 x 6lemdnal HJHC26 12 5.7116 20 16d 5 2 10d 3100 3505 3505 2410 2725 2815 2815 1935 designated In blue font 2 x 8terminal HJHC28 12 7.3116 24 16d 6 2 100 3505 3505 3505 2410 21120 2820 2820 1940 -,® �o i 4 ' tt ._r �, ._. ...$�.,.r 10,R8, 2 x 6 termiriei, .HTHJ26.18 18 51 I t16 Y6d 17f 5. 116d 2140 2520 2740 1790 1920 2110 2111 ,1225 _=ate 4 i y t ._,s a 3vm yY =z. i ,: F5 HJC Specialty Options Chartl•3t4' OPUenae,,t� lW0:Trltss!Skog; Range 30'to 60' Specify angle — o Allowable Leads 100%of table load (60'max) `"r Add SK,angle of hip Yar es 3.114" ordering rewired,to product number. Typical HJC(skewed)installation 8`riax.wl,th Ex.HJc2swSK55 with alternate skew angle top view HJC(skewed) 199 i Florida Building Code Online Pagel of 3 4, 1r ' ,a, L:s 1 + • oil D-pBttrTiI DCIS Home �IN In �,User Registration � Hot Tapia t•••. S.rbme 5urdwiio State a Gads rec Stan Ocls sit*Mao �punks Search 3usinespA' POSS�Orld) ,.. Product Approval E u USER:public User Regulation P. l9'llfly� Product Aoorvval M#— Fl. anuFl• FL17236•Rl Application Type Revision Code Version 2014 AppltcatMn Status Approved *Approved by DSPR,Apptovais by DBPR 00 be reviewed and ratiried by tha POC and/or the Commfsslor€If t?csessary. Comments Archived Product Manufacturer USP Structural Connecters,a MlTek Company Address/Phone/Email 14105 Southcross Drive Suite 200 - Sumsv4e,MN 55306 (952)8988602 jtoilinsS�mp.tom Authamtd Signature Jim Ca€ins P.E. jcallinsomli,tom ..., ... -a,....a.w�r. ..,..,,.......,-•...�..W.. .�....--. .......+...�:.,mw- .mow Technical Representative Jim Cai€Ins,P,.E, • • •••••• Address/phone/Email £4305 South Crass Drive •• • •••• • Suite 200 • • Burnsv€i€e,MN 55306 •••••• 0041141 • (952}898.8602 • •••••• ja .�.nsomii,com •••••• • • • •••• •••••• Quality Assurance Representative Todd Asche 6000 • •• ••••• Address/Pltone/Eme.. t43O5 Southcross Drive 000090 ••• • •• ••• Suite 200 • • • • Burn— le,MN 55306 •• •• •• (952)698,8602 •••••• tascr emm.com 0••0•4 • • • Category Structural Components • • • • • Satttegory wood Connectors •• • ••• • • Compliance Method •• Evaluatbn Report from a Product Evaluation Entity Evaluation Entity tCC Evaluation Semite,LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Exp€ration Date 12131/2020 Validated By Terrence E.Wolfe P,E ® Validation Checklist-Hardcopy Received x. Certificate of Independence ELjMLRj-FQ1 Cintillcationn ,•figr gviluation rdt -Werented Standard and Year(of Standard) Standard YM AFSPA N.D.S 2012 ASTM 07147 2011 Equivalence of Product Standards Certified By Sections from the Code http://www.floridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDgvOQpGQvtVmP... 618/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Mtthod I Option C Date Submitted 04)06/201.5 r Date Validated 04/07/2015 Date Pending FOC Approval , Date Approved 04/1112015 Date Revised 06/0S/2015 ISumrrwrya(products Pt Fl.tl adel Humi-or or demo Description 17236.1 JEN264,ON284 Breakfast Nook Manger. Limits of Use Installation Instructions Approved for use In HVHZ:No [117Z36 R 1 It ESA•3448,.fBI4 DSC RTC GT GTLf HLEPS spit 3.odt Approved for use outside HVHZ:Yes Verified 8y:ICC Evaluation Service,LLC Impact R•slstant:N/A Created by Independent Th:'rd Party= Design Pressure:N/A Evaluation Reports Other:IteWres supplemerRary connection for mIAImum 7001 upiilt for FL17Z3§RI Ag ESR-3440-1suI use In HVtiZ. t7236^2MMMM M JFTCI.FTCIF,FTCZ,FTC2F,FTC32 Floor Truss Clip Lbnits of Use Instailhallon Instructions Approved for use In HVHZ:Yes FL17236 k 44 FY H' n f Approved for use outside HVHZ:Yes Verified 8y:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:WA Evaluation Reports Other: A a FT i 17236A =T4B,GT21`68,GT2TSB,GM48, Order Truss Hanger GT3T43H,GT3T68,GT3T68M,GnT86, GT3T88H,GT4T46,GT4T4BH,GT4T68, 104T65H,GT4T68,GT4TOSH,GT5T88M Limits of Use Installation Instructions Approved for Use In HVHZL No FL17236 A t It ESR-344,.jBN DSC FTC GT GTU HCPRS anchorsT•ruif Approved for use outside HVHZ:Yes Verified By:1CC Evaluation Service,LLC Impact Raslasust:WA Created by Independent Third Party: Design Prossuret NfA Evatuation Reports Other: F1.17236 Al4 44 ' ,».-:.. 17236.4--,:...:.,.. GTU40 GUT60 Gr11100m,..,.. Inde- 25 Hanger .... ,:,,::.:....•.,.�...,,::.:,�,,,, : ,.,, „ .. Limits of Use Installation Instructions • Approved tor,use In HVHZi Yes EI,17236 A 1 Il ESR-3448.^.(BN DSC Flit GT G19j 1iCPpS ancharjA jg •••••• Approved few use outside HVHZ:Yes Verified By:ICC Evaluation Service,LL • Impact Reststalit,WA Created b Ind •• • +•0• P y Independent Third Party:` • • Design Pressure:N/A Evaluation Reports •••••• • • Other- t 449 ISN 060600 17236.5 jlICPRS urricane/Setxmlc Anchor • • • Limits of Use installation Instructions *gee •••••• Approved far use in HVHZ:No FL17236 R ESR-344 •e • • Approved for use outside HVHZ:Yes Veriffad By:ICC Evaluation Service,LLC•••• • •• ••••• Impact Restatant:N/A Created by Independent Third Party'. • • •••••• Design Pressure:N/A Evaluation Reports ••• • *0000 Other: FL172 6 RI At ESla-)448_jDN H P Rd► 17236.6 jHGAI0 Hurricane Gusset Angle 000000••••• Linn sof useatallstlun instructtans + • Approved for use In HVHZ:Yes F32J226 RS lI Tit-344a DSC C GT�Ti,�HCI'RS a�hdC +est.�f •• Approved for use outside HVHZ:Yes Verified By:SCC Evaluation Service,LLC •••••• +••••• Impact Reststan4 NIA Created by Independent Third Pany: • • • • Design Pressura:NIA Evaluation Reports • • • • Other: 7 R a4 N —SP— •••••• • • 17236.7 IHHCP2 MurricaneiSelsmic Anchor Notice of Use Dastallatlon lnstruettons Approved for use In HVHZ:Yeo FL17236 R 1 It ECR-3446...(BN DSC FTC GT GTlr HCEM anrixxc$mff Approved for use outside HVHZ:Yet venite0 BY:1CC Erraluatkin Service,LLC Impact Resistant:N/A Created by Indepersdent Third Party; Design pressure:NIA 'Evaivatian Reports Other- F aI Ag Lk1J44jv$4QNR 17236.8 HTHJ26-i8,HIC26,HICYB IH40ack Connectors Limits of Use `Instalbtton Instructions Approved for use In HVHZ:Yes 7 AlR- s4 ! FTC Ct.gTUH Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: t Design Pressure:N/A Evaluation Reports Other, 17236.9 ILDSC41LIA,DSC4UR Drag Strut Connectors Limits of Use Installation instructions Approved for use in HVHZ^Yea FL17236.At 11 ESR^3446, 014 DSC FTC GT Org HCPAS oncharsl.ndf Approved for use outside HVHZi Yes Verified By:ICC Evaluation Service,LLC Impact Resistant-WA Created by Independent Third Party: Design Pressure:WA Evaluation Reports Other: l - 48_.(Brj DSC FTC(TT GlU HP n r t 17236.10 IRT16A.RT16.2 AT20 Strap Ratter Tie Limits of use lnstaihtlon Instructions Approved for use In HVHZ:Yes FL17236 R1 II ESP-3448...(BN DSC j3C GT Glu HCeal snchoral.ndf Approved for use outside HVHZ:Yes verified By:ICC Evaluation Service,LLC Impact Resistants N/A Created by Independent Third Party: Design Pressura:NIA Evaluation Reports Other, EU7236 A I A R• 4s 5N I)SC FTC PR n h 17236.11 RT3A,RT4,RTS,R16,RT7,RT7A,RTSA, Strap garter Tie RTIO,ATIS http:f/www.fioridabuilding.org/prlpr,app dtl.aspx?param=wGEVXQwtDgvOQpGQvtVmP... 61$12015 r Florida Building Code Online Page 3 of 3 Limits of Use tnstailatlon InstruAions Approved for use in HVHZt No FLt72'A6 ,d_Ii .SR.t448,,7RN d':.Ft .7 T t NtPR anchors)ads Approved tot use outside HVHZ:Yes Verified by:ICC Evaluation Strvice,LtC Impact Resistant:N/A Created by Independent Third Party; Des£ga Pressure:NIA Evaluation Reports Sather: 172 6 R 4E 5R• ag, f$N b5C FT tT HCPR5 AAChOrSILittif 17236.12 JSBP4,SBPS plate e— Limits of Uu InstalWtion Instructions Approved for use In HVNZ:Yes Pi 1121136 Ri II PSR-14411 Mi DSC FTG CT CTU HCPRS anchonl ndf Approved for use outside HVHZ:Yes Venftl 6y:]CC Evaluation Service,UC' ImPact Resistant:N/A Created by independent Third Party: Design Pressure:N(A Evaluation Reports other: R A R-•4 N FT ..._._._ AIN Ur 17236.13 STC24 STC26,STC2g Scissw Truss Clio Limits of Use Installation instructions - I Approved for use to HVHZ:Yes FL17216 R 1 11_ESR•344$_(%N®SC FTC GT GTt_t HCaRS anehnni edf Approved for use outside HVHZ:Yes Verified by ICC Eva uatlon Service,LLC impact Resistant:NIA Created by Independent Third Partys- Design Pressure:NIA evaluation Reports 11 Dther. Fl 17236 is I A A-44 N PSC GT GTU gjMLQ6hjQLW( C2012ft US 4 Phare:ISD-487.=4 The SriSe o}Flarda tla da AA;EE6 emaioyer.Laexnaht 2401-2013 Ctat+of fladdW.:;pnyefy Statement;;Arc ssibillly Stat Ment:t ReieFniSlat+r:3e+t Vad cr Florida law,email oddretses are pssbik records.It you do rat want your a-mall address released is response to a pubic-records request,44 not Scott electronk man to this entity.Instead'carhtact the 00114,by phone or by tradiddnai mit.If your have any aVestlons,please contact a5o.4a7.139S.-Pursuant to Section 455.275 £11,Xida Statutes,effective ci tolecr 1,26t2,4censoet licensed urear Chapter 455,F.S.must provide the Department win an email address it they have one-The emads provided may be used for oftaal cornmumcaaen with tare:Renee,However toad addresses are pubbc record,It you do not wish to supply a personal address, please provide the Depanmtnt.1h an ema:l address which can be made evadable tq rhe public.To deteregre it you i.a a bcensee under Chapter 455,F.S.,please cl"he—. Papdiset Approval Accepts: St.'Ctlt7tY}f i:'TttICS' s .«....,.,.r.+xtsa..w .-......,..,a,.w.*e.w..+.... ..-.. ..... w,•.....,•.m,....«,nu,. •�•'•w,..... �. .... • • ♦••• 0000•• •• • 0000 • • 0000•• **:a 0000•• • 000000 0 • • 0000of • 0000•• 0000 0 • •• 0000• 0000•• ••• • • • • • 0000• � •• 0000•• 0000•• • 0000•• • 0000•• • a • • •000 0 0000•• f 4 I http:1,iwww.floridabuilding.ory/pr,lpr,,app_dtl.aspx?param wGEVXQwtDgvOQpGQvtVmP... 6/812015 Hangers S low'.. NUS / JUS 1 MUS Slant Nail Face Mount Joist Hangers STfiUCWRALCONN craw MITak The HUS,JUS&MUS hanger series afters double shear nailing,USP's dimple allows for 30"to 4511 nailing through the joist into the treader resulting In htghar 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 v Finish:,G90 galvanizing Options: Sea Chart for Corrosion Finish Options,See HUS Specialty Options Chart, Typical HUS46 Typical JUS26 Codes: See page 11 for Code Reference Chart installation installation Installation: ' o Use all sperafled fasteners.See Product tortes,page 17,t •Joist nails must be driven at a 300 to 450 angle through the joist m or truss Into the header to achieve listed loads,Standard length "double shear"trails mast be used to achieve listed load values. •JUS 8 MUS-16d sinkers(0.148'x 3-1/4")may be used where 10d commons are specified with no toad reduction, ttimarc „ wr HUS2$-2 JUS28 A /r AVAILABLE IN G t7 AT " ...... ...... Double shear nail design 'j ,`uses standard features fewer nails and length nails •••• W •• • faster installation •....' PUS.•• ••••• .. .. .. ...... HUS Specialty Options Chart ...... •• Refer to Specialty Options pages 228-229 for additional details : ••••:z option:. � tmjetted t�ariga;;. � •..••: ... :•..sg Not avalbble to • si � Range �' •• � widths less than 2.1/C" °'le 100%of table load, 1 Allowable 65%of table load when Loads nailing into the support members end grain, o Add IF Ordbeing to product number_ Ex.NU5410„IP Typical HUS4101F Inverted flange Installation 107 f Hangers US Face Mount Hanger Charts STRUCTURAL CdNNECTrlRS MiTek M Oimenslons(ink} MJofstSlze _St,stUeSkPNo. :Ref;No GS •� ��-� �Headel� I JoEstf°. L�A"llow"h'l.eO�Lot5at'ds isei eu a � FloojRoef H II' 119 1 %"(l-'6aI_S")O'H% trWIr ` _ 3 JL24 W24 20 1.9/16 3 1-1/2 15116 4 10d 2 10"1-1/2 4101 p6M1 15W aR.02 5, 4 16d 2 10d x 1-1,12 5801 1840 695 1171320 R5:F2 JL241F-TZ 18 1-9116 3.118 1-if2 •«.. 4 10d HOG 2 1Od x 1-112 HOG -465 5W 158ps �"i280 31,Rt, 2x4 4 16dHOG 2 1Odx1-112HOG 550 1615 F6151 TU280 ' F32 µ JUS24 LUS24 18 1.9116 3.118 144 1 1 4 10d 2 10d 1675. 1x775: 83510510 4 14d210dx1-1 f2 500 -580 605? `x380 SUH24 U24 16 1.9116 3.114 2 1-3116 4 16d 2 10dx1-112 590 685- 276. 1.1380 5' 115, HD26 HU28 14 1-9116 3.1}2 2 1-1/8 i 4 l6d 2 10d x 1-112 X565 1650 705"_ 29pi. ` '• *,� • t gr r +10€1_ .�4� . S1Ddxt•1/2L_ 71011805 ,'8701 &50C � JL264 LIL61 i 20 81;9118 4-3I4� ,1 1/2' y15116 _ i6d _'4 :JIDdx1=112[" I840 960: 1045 i 650 r, i 012 FLIJC26Z 98st'9t18 :4;112 .1:112 X63 +r1OdHDG ;74_ =10dx11/2HOG 4695 800 $7011'7 -31.R1, a -- 4 '16dHDGf'741", 410dx1-i/2HOG 1830` 4950 1035` Ck730G F32 } 71JUS26" " -LUS26 x'.'1181:X179116 4-1&16 1-314;,7-r, „4" i.�10d d41 : ;tpd'� X870 ,tOI#D 1080 1115 5:115.F2 2z61 8 iMUM=1MJS26FJ U8V=1=9116 � ..51 6_ 110d '16 ': T",1Od`, " 4285' 1475 1605" X865 31:111,F32 CSY1N26} 1t26p 16 1-9118 'S 116 2i 1-3116 ;d4'J _h1Dd x 1-1/2LJ 77507 X840 9107 :1765 m. _.,_.--..._ 1- t-- 16 w:J16tf �4 ''110d x 1'=1/21 4 78801 TODD 1080 �0755 i MU5261 1 AM I`16L 1=5180 15-7116 ::�3 �M=6141 -;A6d 36i1GdC-:�' 2780 3140 3345 1925 5, YND26L.__-�71d1M•'1a X141`J19118 .3=112,, H2O 41-118 r4, 7,-16d 2a =10d x 1-1/20 565 650 .:705 a290r, R5, r _ 2H0281�;..�,...� H U28: 111,141J x1=9/16 '15-1/4:7*211`1-118 8 5 '-MC C 1-C4 .10d x T-1/2"a 81130 0295 :1410 L1730 F2 1 6 106 4 10d x 1-112. 410 1105 1870 11�r JL26 LU26 20 1.9116 4.314 1.112 15/16 6 16d 4 1.0d x 1-112 111411113 19601 1045 650 CI JL266F-TZ LUC26Z 18 1.9i16 4.1/2 1-112 -_- 6 111d HDG L 4 10d x 1-112 HOG X695 I8M 1870 1 M 31,111, 1 6 16d HOG 4 10d x 1-112 HOG =830°X950 :1035 x,730 F32 JL28 LU28 20 1.9116 6.318 1.112 15/16 10 10d 6 10d x 1.112 _ ';1180 A295 1295 kt855t 5,R5,F2 10 16d 6 1 O x 1-112 1400 1600 11740 855r 4211IF-T2 --- 18 1-4116 6-1/8 1-112 ---- 8 10dHOG 4 10d x 1-1/2 HOG AW .1065 11160 11730 31,R1, 8 16d HOG 4 10d x 1-1/2 HOG ;1105 1215 11215'n730• •• F32 JUS26 UJS26 18 1-9116 4-13/16 1.3/4 1 4 10d 4 10d ° 74"8 •1000 1480 0, 5•11 • ••• 2 x 8 JUS28 LUS28 18 1-4116 6-5/8 , 1-314 1 6 10d 4 10d till , 43-V-5 11151 $'115' • MIlS26 MU526 18 1-9116 5-1/16 ; 2 1 t 6 10d 1 6 10d .1285 1 5 88 31,111 •0 MLI.S28 MUS20 18 1-9116 7-1/16 2 1 $ 10d 8 10d 1710 '19701440 1`11230.,' F32 51fH26 U26 16 1.9/16 5«118 2 i-3116 6 10d 4 10d x 1.112 X7545401 '°910 117551. •• •• 6 16d d 10dx1•tf2 8811 s .a • • • Sti28 •. 16 1-9116 6-5/8 2 1.3116 a 10d 6 10d x 1-112 1000 11 'IF1D 800t<- •• 5 •• ••o a 16d 6 1 Od x 1-1/2 ,1176 X1440 OW 115 •• •• NUS26 HLIS2t1 16 1-51$ 5 7116 € 3 2 14 16d 6 16d 2760 •3341 11925). • •• ••• NUSZS HLIS28 16 1.5/8 7-3116 3 2 22 16d a 16d 4170 ' 145` .2570! • HD28 HU28 14 1-9(16 5.1/4 2 1-1/8 8 16d 4 10d x 1-112 1130 1295•.1 S 3 lJV!!' • HD210> HL1210 14 1.9/16 7.3/16 € 2 1-118 12 16d 4 10d x 1-112 :1690 1945 2115 730•`:` •• •• •a i)Uplift loads have been increased 60%for wind or seismic loads no further Increase shall be permitted. � 2)16d sinkers(0.148 dia.x 3-114"Tong)may be used at 0-84 of the table load where 16d commons are specified.This does not apply to 11t,HUg,MUS slanrn&ha:gers, ' =►t 3)For JUS,HUS,and MUS hangers:Nalls must.be driven at a 30'to 45`angle though the jast or truss into the header to achieve the table loads. •• 4)NAILS-10d x i-112"nails are 0.148"dia"x 1-112"long,10d nails are 0.148"dia-x 3"Wg,16d nails are 0162"dia.x 3-112"long,. New products or updated product infortnation are designated In blue font. _ COrroslon Flnish ®Stainless Steel 06oldCoat MHOG 1MTriple Zinc p 4 . Y H Continued on next page 109 • Florida Building Code Online page I of 4 40 rattj(Xj4am 'id Itis Nate (,tap to j uwr Atontrsdon Net Toocs p S.1wasurunarga kitsaPam .Pvar.unaTi Petstsd Ic is sit:wa Wkt Seam!, Busines , - ProfessiNRal Product Approval uarA:wtaic liter Regulation Nva (!mtAeA AaaleYnl N.n.> ♦ U ,.b�Yrarynt,sir Appiluttan Oath ai�iY FL+ Pi.I72�7�R3 APPtiutbn"pit Aadstan Code VersLan 7011 ° Application Status Approved *APPmved by DBAR Approvals by DOPA shat be tev*Aed and rattred by the.AOC andfor the cammg9oo�iP necessary. Catchments Amblvett Product Manufacturer USP Stm Jurat Connector,a M1Tek Company 1 _ Addrass/PhonelEmait ia]DS Southtross Drive Sema 200 Burnsville,Mfi 55706 (952)85@•8602 )racnsOma,wm i Authorized 5 MtutC l9 11m Collins P.E, Jco�nspma.cm» Tethrvca)Aeanosentailve atm Collins,P.E. Addms/Pttprtt([mal! 11205 South Cross Drive a*** SURA 200 • • Buremeto,Mrs 55106 • • •••• •••••• 4552y 011-8602 • • • • fgtilnf®m11,Cam •• • •••• • • Quality Assurance RepresemOve Todd Ascno *90:00 • • • •••••• AddresslP'ttosseJEma! 14305 Sautnsasi Drava 0000 •• • • • Suite 200 • • • • • Bumsvige,MNSS106 •••• • •• ••••• (952)151.1602 • • ta'acflm .am •••... ••.• . •.••. • • • 00 90 Category Etracvtral Components •••••• • •• Subcategory Wand Cenncctors • • • • • •••••• tompllante Method909 £valuation Repan from a Product Evatuatton£ntriy •• • ••• • • • Evaluation Enuty ICC Evatuatrort Service,LLC Quatay Asturanca Entity ICC Evaluation Service Quality Assurance Contract Expiration Data 12MI020 Vatidated By Tren,ama E,Wolfe P.E 3J Validation 0111tt it•Hardcopy Received Certdkato of lodepepderice (j 37M 01_COI Certification at Itaeaendence for Evatti n cat Referenced Standard and Year(or Standard) IUMdALd ' A/ISPA NAS, 2012 ASTM 07147 20t t Equivalence aI Product Standards Certified By Socttons from the Code 1 i http://www.floridabuilding.org/pdpr_appw dtl.aspx?param=wGEVXQwtDgvOQpGQvtVm... 6/17/2015 Florida Building Code Online page 2 of 4 Product Approval Method MtOod I Opuon C Date submitted 04/06/2015 Date Vsimatsd 04107/2015 Dine Pending FICC Approve' Date approved 04111/2015 r Summary at Products ,w .w Go to Page p- w Q Page It;z tpr ti.A soil Number ar Hams as !Eon !727X.! QPBF Outteffiv Hon..er. .. Limits of use nslattatfon tnatmettans Approves for get In"VHZ:NO 1317232 01% ti_ESA-?ass;tact r4yrrrttl.nnf Approved for use outside HV"T;Yes VerlOtd by:JCC Evaluation Service,14G Impact Iteatatanu r41A Created by Independent TNrd party: Design prsssorm ti/a Evaluation Reports Others 1117217 21 A e.44 r M 117232.2 Hnzfi.Ho24.2.Hox Z. Face Mount H er Limits of Use Installation Instructions Approved tot use to twi z:HO FL1123�BSA-]aa9 tfs•e M sLfiY>.ndi Approved tar use outside"vH2i Yes Verified 6y:ICC Evaluation Service,UC Impact Resistant;NIA Created by Independent TRIrd Party: Design PreaE•ral NIA Ivallustion Regatta Dttt•nf117212 III a asCC 9L tT232.3 Hp24,H0210,H0212.HD214,040216, Face Mount Hanger Ho26-2,"riza-2,HD210-2.H0212.2, H0214.2,040216-2,M026.3,HD2B•3, HD2s0.3,H0ZiX•3.Hp2ta•3,H02f6•S, 0411728-4,H0210.4,H036,HD;S,"0310, t03LI,"0314,0403114,H033•2,H0310.2, 312.2,04046.H048 Limits of Use nstattation Instructions Appreved for use In 14VHt4 Yes n"212 R t 11 W.U45 417aSr Mo,_,nt ti I Approved tar use outside HVtiZ:Yes Ventled By:ICC Evaluation Strvtce>U'C ImP•ct Res;stantt NIA Created by ladtoendent Swed Panyr fi Design P"virwret NIA evaluation Reports Ochi i o a .44 F M t 17232.4 Hpa10,HD4t2,H0414,H0416,H0414, ate Mount Hanger •••• H066,H0W H0610,H0612,040614, • • 040816,H036,Hoba,H0610,H0a12, • • ••e• •••••• H0814,HOW,H01770,04017925, H0I71112,NOVI*."DZ792S,H027112, •••• • •••• •• "022141 111=1051 1,110321121"Oil 12. • • Hostt33 000000 00.0 0000•• Limits of Use Instaitlation instruttWns Approvers dor use In HVH2!YesFlt72i „mob t�i5a.a.ac tF rbitun�"f••• • •••••• Approved for use outside ttVHit Yat VtKed ay:WHO Unvorm Eysluatlon 5eryosseLLC, •• • • • Impact 1111"Wanti NIA Created by Indtptndent thud Party. • • • • • Design Pressure:NIA evaluation Reports 0.00 ••• • •• ••••• c"hon A A tE- 4 a Rt n 57232,5 052!0,H0S2t 2,0405214,H052ia, Fste Motmt Hanger • • • • ••••• p4213J,Hd71tt7,HIIJ100,Hp71120, •• •• •• 0000•• p71a0.Mo7I60,H07iB4,iipJTtlT, • '!1+@31 I7.Hp95tI7 000000 • • Limits of Use Instattlatton instructions - • Approved for use In HVHit Yes IlIZZ32 Rt 11 E3R.71aS tfatt reeunn.adr • •••••• •••••• Approved for use outside HVHzt Yat Varlfrcd By;tAPMO Uniform lvaluMicAlSerVktastLC.: • • • Impact Rvslstairti rt/A Created by Indtoendant Trust:Party;:.• • • •••••• 041110"presaura;NIX 11volustion Reports •s • 00* • • • Othen AL17zlz *I AE E25a4 F rf n t • • 17232.4 HUSIa•2.HUS44,04US24.3 Slant Nati lain slonget 11 Limits of Use 1rtsteltsl11enInstructions Approved for use In HVH2:No LL7xx2j Al U FeR.144S trace P!junet..nr APProved for use outside HVliti Yes Venfkd By;KC Evaluation Service,LLC Impact Resistant:NIA Created by Independent Third Party: Design Pressures nils, Itvatuatlon Reports r Other: W7227 RI At d.as F f 17232.7 HVS26,HUSK Hu"10,HUS17S, SUMhaffJottt Hanger HUS 177.HUS1791 HU524.2,HUSXe-X, HIt52104.HUSZ12.2,HU5214-2,HU546, H11543,1,01,054110,HU5412,HUS414, HU526.3.HUSIO.31 HUS210.3,HIJ5212.31 HUSZIa4 u"Ou of Us• .ishan InsUvctlons All)"ed for use in HVH1t Yes ft iT2z3 RI tl FSA-344;ffar•.Heemti nett Approved tar use outside HVH2t Yet VMGed By.ICC Evaluation Service,.µG Impact Ras;atanit N/A Created by independent Two Party-- Design Pressuras N/A evoluatka Reports Olh•n $.It A44 Irate !73!2.6 1124 1126Standard Joht Ha Umlts of Use Installation Instructlans Approved far era In NVHZI No 1`11721) 01 It f'$q.la.ts;Fuer Nn r„*l noel Approved for sot outside HVH21 Yes Vertfiod BY:ICC evatustiaa'SerAce,.LLC 2mP4ct Rodlatantt NIA Created by Indexndent Third Petty::. Design Prassutst MIA Evaluation Reports (Xbo t ELO-DI 01,11E a4 f 14 !7232.9 11428.JL2I0Sumdam Joist Has era ^ http://www.floridabuilding.or,g/pr/pr app, t1.aspx?param=wGEVXQwtDgvOQpGQvtVm.., 6/17/2015 Florida Building Code Online page 3 of Limits of Use installation instructions Approved for use In HVN;Ea Yes IL17?22_p1-11 E ;ia45!pert Maunrl.aar Approved for use outside HVH2:vet Verified By:ICC Evaeiatten Service,LLC'~ Impact Resistants WA Created by tnarependtnt Two Party: 0plpn Prossursi NIA Evaluation#sports Other: FlIZU2, A a• la f aw H 7 17132.111H2S•2,IN28,1.)N26£.)tt2gE.JN2it1£ .,.e,Na0 Navers Limits of Use Installation Instructions Approved for use in HVNZI he r,�I ,�j RI IIJqR.;L4.15-Pate Mnantl.ndt Approved for use outside NVHZt Yet Vended BY:ice Evaluation Sem4e.U.0 trtrpset$90941110111 WA Creettd by lndmeodent Third Party: 011118n ProstUres N/A Evaluation Reports Olhert IIJ445 rf f 17232.1• )U514 )US24.7 AM44,AJS24.1 Stant Nati loisi manse, Limits of Use Installation Instructions Apptaved for use to Hyla No [I_t723T Rt n F0.3J4c I Eal.0mmLjW Approved far use outside 14VHZ1 Yes Make By l:KC Evaluatlon Seralat,LLC Impact Resistants 111A Created by Indtotadent Taad party; 041tpn Proteursi N/A avolvaritur,Reports C"bort 13 1 TZ22 41 AF FSP. 444 fit. n 17217.12 1US26,JUS28,JU5210.1U936,JU51g, :ant NO)alit Nongtr 3E0,AW6.2.1U528=2,1USZ10-2, 52E2.2,1US214-2.JUS46,JU549, JU5410,.JUS412,JUS414,JUS26.3, lUStga1,JUS?10.3,JU5212.3.)U5214.3 Umtts-ams. Installation tnstrutilo"s Approved for use In HVHZs Yes r a Approved for use outside HVHts Yes Venf,ed By:fCC Evaiasatlon Servxe,ILC Impact Rplalent:NIA Created by Indeotndtot Tfurd Party: 0p19"Fressurv:R/A Evaluation Reports 0111441 fUM2 a I sE ESSI-JA4Sf 17232,131....01 U3?5,1GU363,LGU53.7.MGU363, rder Merger USTS,MGUSSO,MCU562.MGV700, U363,HGU525.MGU5S0.HGU96I. HCU7?5.HGU900 Limits of Ua0 Installation Instructions Approved for Esse in HVHZt Yet fU7232 At It ESP-1445{feet Mnttntl.nnf Approved tot use SoUlde HVH2aa Yet veHited by:ICC Eva ubtsen Service,ILC tmpas3 Reaistanta WA Crestsd by Independent TMrd Party: 04*15"PressUMl N/A Evaluation Reparts othen :E�17212 III A a4 F M n f 17212,14 SUH24,5U424A,SUM34,SUM24.2,SUH44,laist Hangtr SUH444L SUH26.3 Limits of use Installation instructions Approved for use in HVHis No t1iT2y,� RI�Jt f.Lcp•taaS,M:t Approved for use outside fivNts yes vtrsfto OY:1CG EveWNUM Service,LLC Impact Rplstants N/A Creettd by Indeoendtd Thin)Psrty Design Pressurst N/A Evaluation Opera •••• other: MiluLat A R• r • • 17232,15 SUM24,SUM2E,5"21o,SUH214, Joist Hangfr_. •••••• WHIM,SUH1714,StWf k SUR264. • • • e Uft2104,SUH214A,SUN2310,SUN2314, •• • •••• • SUH36.SUH310.SUH314,SUH2610, *00:00 •• • •••••• 11!-2614,SUH74•2, SUM24-2.SUH210.2,5UM214.1 0 0.0•• • • • Limits of Use Installation Instructions ••• 0 0•••0 Approved for use in HV"Z:Yes ELIZZ32 >tl 11�re .3444. fa_M .rsli& • •• •• Sees Approved for use outside HVHZs Yes Venned By:ICC Evawlian SoNke,1100••• • ••6•• Impact Resistants WA Created by tndeotrurtnt Turd ftrty; • r vulva Pressure:NIA valuation neper" 000600 •0• • 00:00, • thber. FLiM7-Rj AF ES it • • • 17232.165UH46,SUM46.SUH410,SUH414, 7ottt Hanaer •••••• 5UH46R,SUN410R,SUN?B•3,SUM210-3., •••••• • 0 SVH2310^7,SUH2314.2,SUM310.2, 0 • • • 1"M 5111610.SUM60,5UH610i1 • • • • •••••• Limits,!Lisa Installation InstrvcUbas • • Approved for Use in HVH2a Yes ft 17372 AI ri ase-Eur,ffat Mo,.°+s n-f0.0 • •••••• Approved for use outsldo HYHZ$yet Venlled By.,FCC EvaWat:on Stev:ce,LEC•• • *00 • • • Impact itaslstantr N/A Created by Indeotodrot third Party. • 0 t)aole"prassurat M/A Evlustion Reports •• other 7 R A 4a a M. A 17232,17 TH026,TH026mar,TND28,TH029mas, Face Mount Hanger TH0210,IM0210mac,TH0175,THD I f 7, 0179,7ttD216•2,TH028 2,7HO210•I. 0210.1,IH0210a,TH046,THg40. 0410,TH0412,7140434,TH0610, 06 ? THO6t4 TH07210 Limits of Use installation tnstrucsiens Approved far use In HVHttYet (I�e7772 Rf 11 ESp.3AA5 fFdcta4aunt}ode Approved for via outside HVHT::Yet venftd 8y:ICC Evaluation Strv:ct,LLC 1 impact Rsslaiarth Nth Crtated by tndto"dont T1urd Party: t)"I fes Prseturs:N/A eveluatian Reports tither: gLIT212,01A 44 M n r t7232.18 THOH76,THOH211,TMDHILO, Fate Mount Hanger )"OHM 25,THOM27112,THDH2714; THOH28.2,TM0H28-2.THOH210.2, OH212.2.THOH2I4.7.THON3110, TMOH3112,THOH46,TNDH49,71,044 10, IDH412.THOM414 Limits of Use installation Instructions Approved for use In"MI Yes EL17232 R as M Approved for use outside tw"z:Yes venrn:a By,ICC Evolution Service,•1C Impact assistant:NIA Created by Independent Thad Pany; Cattle"pressure:N/A Fwalustleff Reports Other. 7 A a a a4 r mei 17732.19 OHI6w3,7HOH28.3,THDH210-3, act Mount stinger OH212=1,TH0HIt4 3.THOH5210, http://www.floridabuilding.orL,/pr/prmmap a dtl,aspx?param=wGEVXQwtDgvOQpGQvtVm,.. 687/2015 Florida Building Code Online page 4 of OHSYlY,7HOHS2tt,7HOHGtF, THOH612.THOH614,T/1OH26.4, 17HOH28•4,TH006710,71,10H5712, THOH6714,TmDH7Y1o,TtfOH7212, T)iDH7214 t.tnitts of We Installation Tnsutictlovis Approved(Of use In HYH21 Yet 111721,1 Ott it EjA,34+S trace NSuM1 edf Approved toe use oulntda HVt121 Yes verified 0y;ICC E.aWation Scivice.tit Smp•ct Rallstantt N/A Created Oy tndeaendtnt Third Party:. �iPrastutol N/A valuation Reparu 7 • C. t P H n C 17232.20 THOHQ26.2,THDHQIb-Y,7TIOHQ25•4, c4rder Truss Hanger THOHQ2a•Y,rHOHQ28.3,ThDeiQ28-d, MUH0210,2,TNDHQ210.3,THDHQ210-4, 1V"0t!q40,THOH ta,TRDHQ410 Limits e7 use Installation Instructions Approved for use In HVHlt Yet i117232 01 11 ESN-1145 Jf ere Mnwn15 nzH Approved I"use outside KVH2a Yes Vellned ny!ICC E.aloatlon See.ka,t.LC Impact Resistant-NIA Created try,Independent Third Party: owslon PrassureT N/A valuation Reports Other. ? R A W-dt y n t k. ce td Pag411 Page 1120 is 17+�NCffR bMrrir ii,xt TgaMl,,.. )7]90►R n -95o t EP1yx•;�1t The Swe d fautda q as AA m employer.:ciiaa=t2227,2gl l 5111S.111!=, Esyscv MIUM L! r;i.eniv Si.tm+_nr�. 1ynAy tL— S4WN ibnaa ts»,ewlaa Mrhxt141 ars eubag rvmros U yTnl da rot wane ya.r em4:S adlnns»te4s4d to h;Dense u a tu,bK+rtcord;rtq�eaL da nai and rktizun:t m&4 to pW$entity:Inuead.e5vdaet the ortks by onan4 or of t+a0.tiepai lnaa,it you ha.e an7 tuesiwns,dean eentari SW 457:1321 •hettwr4 t4 aW.4"pan 155.775 1t 1.Tbnaa SLttutx,eihtant fktobrr 1.2dl?.acensetf Ken;ed unlet Cnaaty q1,i.5 a u;i pMVM]e the Fepa pOtrt wnn an trn4a add r1s iP uxy rwr a Ona The malls provided m+y be used for&T.0m tem nurkI xn-th t.'te accmee.Hewe.er smed addresser an oubk tetbvd,It tou da met rdih to suopiy a pmanaf address, 014414 Crit 4e Ina Dtpanmept w4A an tmat address»rapt can ea mads#,AASb4 to the Dome,Ta 4gernan4 d you ant s bglgaa undsr ITapter 459,P,l,.01404 eats�. Product Appm.al Aecapts7 d11tc t aCCtlr�t4'al!T}t 74 t` 0000 J • • 4000 0000•• •• a • ••a• • 000.0• 0046 doe•O• • 4000 •• • •OO•ee• OO•a • •• 040414, -•000•• ea• 0 00.00 as 00 •• •seOee • a • • • •0.00• • • • 0•0000 • • i • http://vmv,floridabuilding.org/pr/pr_app,dtl.aspx?param=wGEVXQwtDgvOQpGQvtVm... 611712015 EWP Hangers THD / THDH Face Mount Hangers US P STRUCTURAL CONNECTORS Mfl6k TND-Medium capacity hanger for LVL,LSL,and PSL beams; THDH-Heavy capacity hanger for LVL,LSL,and PSL beams. Materials: See EWP Face Mount Hangers charts,pages 147.148, Finish: G90 galvanizing Options: Rough/Full sizes available for THD series.THD hangers with widths greater than 3"can have one flange inverted with no load reduction.Specify left(L)or(R)flange, v See Specialty Options chart. Codes: Seepage 11 for Code Reference Chart Typical THDH Typical THD Installation: installation Installation •Use all specified fasteners.See Product Notes,page 17. •THD-Drive bend line nails into header at 45"to achieve a•arz listed loads. _ a •THON-Drive joist nails into header at 306 to 45°to achieve fisted loads. a H t1 ! Raised dimple allows 3V to 1 .- -` 45,nailing Y Same model dtssigris�,g r,� o '"�•-�-_" oj may vary irorri i w'�►i (llltrslratfon aftow it THOH26-2 THO single 3. • Drive bend fine nals • ••• •• • •••••• Drive joist Halls IntoDrive header at 450 to ••�; , • • • header at 300 to 450 to achieve listed loads. achieve listed loads. Vq•• • •••• Typical THDH double Typical THD bend line TNQ gpi;Ule or[Wplr . ..:..' shear installation nail installation .. .. ..• • ..•... Specialty Options Chart •• • • -refer to Specialty Options pages 228-229 for additional details. • •• :.•.:. ••••e• r OptiontJ VSIF series Skeaa .., Sloped L— 51a ed l SkelYesd t� <Z_J _.IaYettritl Flange•._1 • �a••�,'• Not available in widths Range THD 1'to 45 t"to 45' See Sloped Seat and Skewed less than 3" widths greater car have one flange inverted. 43 THDH WA s 100%of table load. CL THD 85%of table toad 65%of table load 65%of table toad 65%of table load when BC Allowable nailing into the support Loads members end grain. THDH 65%of table load. 52%of table load 52%of table load. NIA 50%of table uplift load, 50%of table uplift load. Add SK,angle required, Add IIF,one flange, A THD right {eft L Add 5L,slops required, 9 f 1 or f),and and up floor down(F), See Sloped Seat and Skewed right(ti)and left(L)� Ordering square cut(SA)or bevel cut(819 to product number. Ex.THDH41 D_SK45R-BV-SL34D Ex,THD410-11FR THDH to product number. Ex;THDH4108L30D N(A Ex.THDH410_SK45R BV 1)Skewed hangers with skews greater than 15°may have all joist nailing on outside flange.All skewed THDH hangers have nails on one side oftly.. 2)S'aped or sloped t skewed hangers with slopes greater than 150 may have additional joist nails, 3)THDH models-Skewed hangers typically require a bevel cut.A square cut option may be available as a custom. 4)THD models-For skewed hangers,the required cut type(sgvare or bevel)of joist member may vary based on skew angle and width of hanger,Some square cut hangers will require custom pricing due to welded back plate. .r Mew products or updated product Information are designated in blue font. 194` j � pttl�el181atrs fi FaStt�et Sr.�lBdltle L17 t7e e Lnatls�{Lbj =A1167waloads'(Lbs.}) - I�P, I � 1 ' �®,,�� i � R� Upttfti �F7oor� ��,,��.��tlpiiif ion @ L 5y. 1 � `j Y T „ Truss Size LStock No Hei.,,No: l W H; ; .D. loty] T Rtlr iTj" ; tot 6` 11596` 125% t605b, 100% :;115% 12-5A 160%.#. 2x6-8 THDH26 HGUS26 1-5/8 5-7/16 5 20 16d 8 1 16d 43751 548951 15245 923401 3710 4150 4430 1810 2x8-10 THDH26 NGUS28 1-5/8 7-3/16 5 36 16d 12 16d 175951 18025118025;' 143701' 6240 1 6460 6460 2620 2 x 10-12 THDH210 ---- 1-5/8 9-3/16 5 46 16d 16 16d A-931011198551 X9855,; x`5400 8110 8730 9150 4225 2=11/16 x 9-1/4 `44 l THOH279250 a. ,. J1' 2-3/41 9=1/8%7 :4!94611 16dD 512. 16drij 190101 [9010(j',",90'10) 4370 X47215 V21511 72151 12620 2 11/16X"1i-1/4 161 1 THDH27112 `- _,== 10-24,411 A 04/811 4 K56110-16d 8 ja14 P-16dd 198451119846,' °9845 4370 7905) V9051117905-, 30551 2 11116"X14 ]6 5THDH27140 r _ —11"2-3/4 1 b12-VC 14, X661 TAW ZA6 G16d 111,185 41,1770 12165 w5400' 83851 188801 192101033651 3-1/4 x 9-1/2 THOH3210 HGUS3.25110 3-3/16 9-3/8 4 46 16d 12 16d 1,90101 ;19010_ ,1010; ;4370: 7195 7195 7195 2620 3-1/4 x 10-5/8 THDH3212 HGUS3.25/12 3-3/16 10-518 4 56 16d 14 16d 98451 19845: ;19$451 ;5225 7880 7880 7880 3055 {2 2 u 6�8 - {;THDH26-21-, HGUS26-2t i3-7/161115-3/8 1 4 120}{116d [18 .316d 43751 48951 `5245 2340 X3785' 4235 `,4415 17151 2x8 101_._._ ---t THDH28-2 I HGUS28„2= 3-7/16.1::7-1/8 4§ 36 {31600)`110 e16d -7360 =80251j80251 3330 1WQ1 X6400) X64001 X2180 2 X t0:=121 t GTHOH210-2 FHGUS21042 3=7/16_(29=1/8 ' r4` F46 i,116d� a12: ,16d-19010" 4,9010 19010 X4370 =72051S72051,172051 9-2620 4x6-8 THDH46 HGUS46 3-9/16 5-3/8 4 20 16d 8 16d [43751 X4895: 5245; _;2340:: 3710 4150 4400 1680 4x8-10 THDH48 HGUS48 3-9/16 7-1/8 4 36 16d 10 16d '1360 "78357835$ ;°3330) 6235 6235 6236 2180 4 x 10-12 THDH410 HGUS410 3-9/16 9-1/8 4 46 16d 12 16d 00101 19010.; 1 901101 -1'43701, 7190 7190 7190 2620 4 x 12-14 THDH412 HGUS412 3.9/16 10-1/2 4 56 16d 14 16d 9845; 9845', 9845' 5225--,, 7875 7875 7875 3055 4 x 14-16 THDH414 HGUS414 3-9/16 13-1/16 4 661 16d 16 16d 12510 112510 n12510 6015,; 9705 9705 9705 3365 (3)2x6-8 j Iw-THDHM3)_.-'#HGUS26-3 L'5-1/8:, "15-7/16P * J01(A € 811 1,16d1) 143751 4895 (52451 l'12340I 3710 [4150],F43901'1680 3)2 x 8 10r- t MOH28=3Z2 1)HGUS28-31 ""j ."IM :.7-3116)1 4'136 §16d C,12 LA 6d X75951 :7835 =7835 !?4370 X6035 X6035 X60351 X25251 3'2X10 12 __ = THDH210=3 L`HGUSZt0=3 5=118'. '13-3/16;,) 4 3`,461 EMU X16 U16dg j9785j,f"'%9855tt !;98551 :,5400 4855 `98551198551742251 22l41 ' 4THDH2121317 DHGUS212-3 (15=,1/8 :11=3116 4' ; �1 X56 6d X201 L?16d X10365 '10365 ;10365 15400 X10365 10365 110365 X52801 {3 2 x 14 116 m_:j 5THDH21a 3� �HGUS214=3��C '15=1J$ X13=31161 4X66) �16d 22 16d 112510 12510 12510 :;6015, X9715) 197151 1197151 '{4625 HGUS5.25/10, 6x 10-12 THDH610 HGUS5.50110 5-1/2 9 4 46 160 16 160 X8990 '8990 ,8990 X54�00; 8295 8300 8300 3365 ".- } 6x 12-14 THDH612 HGUS5.25112, 5-1/2 11 4 56 16d 20 16d a1630 630 1 365 #5 54004 10365 10365 10365 5280 HGUS5.50/12 _ t 604-16 THDH614 HGUS5.50/14 5-1/2 13 4 66 16d 22 16d 112510 ,12510 12510 1015 ' 9685 9685 9685 4625 I °THDH26-4= JHGUS26=4-_,--, )6=9/16, 15-7/1U' /411 ,1201 ,A16d5 C,8H160 X4375$ "4895" X5245; ',239)1)X3710: 4150 4380)F4680j {4 2 X 8'=10 ,...1 NTHDH28=4EJ- HGUS28:41—-J 1.6=7/16;07.9/16-.K r4`P361 16Q 1;12.1 C716d" 1;7595: :7835. ,7835 °:4370.; 60151 X60151 X6015) 2525, HGU5?M-4,- . .�- 1 t .—A � 6-3/4 x 9-14 THDR6710 .i 18 4-12th 4 46 16d 12 160 $990 ,8990;'8990 1 4370 7900 8260 8260 2525 HGUX88/10. ... 6-3/4 x 11 -18 THOH6712 -777 HG 6-7/8 10-13/16 4 56 16d 14 16d 18990' 8990 5225; 8270 8270 '8270 2945 HGUS6.88112 6-3/4 x 13-20 THDH6714 HGUS21�`4, C-77 124/16 -4 66 16d 16 160 12510 251012510 '6015# 9620 9620 9620 3365 - HGUS6.8€}:+14 ••• P- 7 X 91f4 114 .1THDH7210.1-jN 7 2 101 ` =1t?L 1 �19k '�4 X461 :Adl] *5121 16dii 18990' 18990; 1x8990; `43701 X7900` °8255' W5541252511 71X11=11,416 "� 7HDH7212 HGUS725t12 ;'`71/4, �,�10-1/214 56) 16dU 014 ' ",i6d ;$9901 189901 X8990 5225'`x,X8265$ X82651 x$2651 2945&: 74,14- 181— THDN72141� HG1 7.25/.14: 1�7.1f4' 'A 2=1/411.;?4;1661 i16d X161 '�160,: 12510 12510 11 2510 X60151 1 151 X96151 9615113365E 1)Uplift toads have been increased 60%for wind 0r s*mic Waas;Lo fdrthe,increase shall be permitted. 2)Joist nails need to be toe nailed at a 300 to 45'jngl4 VwZide IlloAable2oddcehown. 3)NAILS:16d nails are 0.162"dia.0-1/2"lon6.'• - "• • ' a Florida Building Code Online Page 1 of 4 a Jt." ,r s�`FA ~x . _ .rt... f tl Departmentdee15 Nama ;',W;t 19 t user Registration Hot Topic$ +: SubmR Surcharge Stats a Facts.; Publicatlorts * FBC Staff !: eels Site Map Unt.s i Scarth 3:usineS 11 ProfessiM31 0 Product Approval USL'R-Pue&t.kfsar, Regulation Pmd:xt Aaereval Menu>Pmdua er Aoolicarwi+5ea.cn>604.vl.dx LIS s Application Datall • : FL 9 FL17232<RJ Appiicat'on Type Revision Code Version 2014 Application Status Approved Approved by DBPR.Approvals by DSPR$hal be reviewed and ratMed by the POC and/or the Commission I necessary. Comments Archived Product Manufacturer $JSP-Structural Conner ors,a Merck Company Address/phonelEmall 14305 Southcress Orwe Suite 200 Burnsville,MN 55306 (952}898.8602 )c0pinsomiLcom Authorized Signature Jim Collins P.P. Itotlinsomll.com ' Tedw a9 Representative Jim Collins,P.E. Address/phone/Email 14305 South Cross Drive Suite 200 Sumsville,MN 55306 (952)098.6602 )coilinsomb.com *400069 Quality Assurance Representative Todd Asche •• • 0000 • Address/Phwe/Email 14305 5outheross Drive • • Suite 200 •••••• •••• •••••• • Bumsvl0e,MN 55306 •••••• • • • (952)a9a-3602 •••••• taschetIDmit,com *000 •• • • • •••• • •• ••••• Category structural Components 409:•••• ••• • ••••• Subcategory Wood Connectors • • • , •• •• •• •••••• • Compliance Method Evatuadon Report from a Product Evaluation Entity: • • • •••• • Evaluation Entity ICC Evaluation Service,LLC • • • •••••• Quality Assurance Entity ICC Evaluation Service • • Quality Assurance Contract Expiration Date 12/3112020 •• Validated By Terrence E.Wolfe P.E 9 Volidat°on Checklist-Hardcopy Received Certificate of Independence r=)1723] R1 COI Cerllncahon of independence for Evaluatl0n.0ot Aeftrenced Standard and Year(or Standard) Standard rear AF&PA N.D.S. 2012 ASTM 07147 2011 Equivalence of Product Standards Certified By t Sections from the Code http://www.floridabuilding.org/pr/pr_app,_dtl.aspx?param=wGEVXQwtDgvOQpGQvtVm... 6/17/2015 t. Florida Building Code Online .Page 2 of 4 Product Approval Method Hsthod I Option C Date Submitted 04/06/2015 Date Validated 04/0712015 Date Pending FBC Approval Date Approved 04/1.1/2015 'Summary of Products Go to Pale r1 a 0 a Page 1 1 2 M W FL is Modad Number or Name Description 17232.1 jiCLP5F Butl+ Hanger t Lbnits of U nstatLsUon Instrudlone Approved for use in HVHZ:No f!723 Ri fI_E5R-3445 trace Mounr}.edt Approved for use outside HVHZ:Yss Veribeti By:ICC Evaluation Service,Ill impact Resistant:NIA Creatird by Independent Third Pant: Design Pressure;NIA Evaluation Reports other. A 44 F M n f 17232-2 _ H026,HD24.2,HD34,H044 Face Mount Manger omits,of Use Instill on Instructions Approved for use in HVHZ.No FL17212 Al It FSR-3445((BCC Mounti.oGf Approved for use outside Ill Yes Verified By=BCC Evaluation Service,Lit Impa&t ResistaHlt N/A Created fly Independent Third Party: Design Pressure:N/A Evalustlan Reports Other. . 44 f 17232.3 H028,H0210,HD212,HD214,H0216, Fax Mount Hanger D26-2,HD28.2,HD210.2,HD212.2, 0214.2,H0216.2,H026-3,H028^3, 0210.3,140212.3,H0214-3,H0216.3, D28.4,HD210.4,14036,HD38,HD310, 0312,H0314,H0316,H038.2,HD310.2, 0312.2,H046.,H048 Limits of Use Installation Instructions Approved for use In HVHZ:yes FLIZZ32 RI it ESR-3445(Face Mount).odf Approved for use outside HVH2/Yes Venfied By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Prossuret N/A valuation Reports Oth"t 7 R A 44 MoUntl,2gf 17232.4 H04101 H0412,ND414,HD416,H0418, Face Mount Hanger H066,ll H0610,1,10612,HO614, H0616,H086,HDB8,H681O,HD812, 140814,H0816,HD1770,H017925, HDL7112,HD1714,N027925,H027112, 0000 H02714,H032 LOS,HD3212,HDSI12, • • HD51135 •••••• Limits of Use Installation Instndcttans • • • • Approved for Uta In HVHZ:Yes Ftt 7232 PI 11 FS11-'5444 frac,Mn�ntl.•ds • •••• • Approved for use outside HVHZ:Yes Verified By:£APMO Uniform Evaluation Services LLC, • • Impact Resistant:N/A Created by Independent Third Pant: •••••• •••• •••••• Design Pressurat N/A Evaluation Reports • Other: U17142 Itj A. P- 44 F M f••• • • • 17232.5 HOS210,1405212,HD5214,H05216, Face Mount Hanger •••• •• • • • HD62I17,H4171117,407100,H07120, • • • • • H07140,H07160,HD7180,HD77137, *000 • •• ••••• H083f I7,H095117 • • Limits of Use Installation instmctions • • • • Approved for use In HVHZ:Yes ft .3a45 17232 R£ 1T ESR (face Mountt.sdf•• •• •••••• Approved for use outside HVHZi Yes Verified By:)APMO Uniform Evaluation Services I.I.C. • Impact Resistant.N/A Created by Independent Third Party: •••••• Lil Design Presse:urNIA valuation Reports • • •OLMr R a R•a4 f •••••• 17232.6 MUS24.2,MUS44,HUS2A-3 slant Nall Joist Hats er • • • • • Limits of Use Installation Instructions • •••••• Approved for use in Ill No FL17232 RI 11 ESR-3445(fate'.."l • ••'• • • • Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC •• Impact Resistants NIA Created by Independent Third Party: Design Pressur•t NIA Evaluation Reports Other: FI,1722Z Ri All gAft.344 F M n f 17232.7 HUS26,HUS29,HUS210,HUS175, Slant Nall Jou Harv'r US177,HUS179,HUS26.2,HlHUS2J0.2,HillMUS214.2,MUS46, HUS48,HU6410,HUS412,HUSds4, HUS26.3,HUS28.3,Hil1O.3,HUS212-3, HUS234.3 Omits of Usenstailatton natructlona Approved for use in Il Yes FL17232 At I11 F-rt�'Z5(Eace.MR1iRLpdtf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:NJA Created by independent Third Party: Replan Pressure:N/A Evaluation Reports f. OtheX 44 17232.8 JL24,JL26 Standard Joist Mergers Limits of Use Installation Instructions Approved for use In HVHZ.Edo ELIZU2 8 1 If 958-3445 Approved for use outside HVH2;Yes Venfied Bye LCC Evaluation Service,LLC Impact Resistant:NIA Created by Independent Third Party: Design Pressure.N/A r Evaluation Reports Other: 7 1t X SA-344S 6 M f 17232,8 Oak JL210 standard Joist Ha. era i http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvOQpGQvtVm.,. 6/17/2015 Florida Building Code Online Page 3 of 4 Limits of Use IrtiitallatIon Instructions Approved for use In HVMZ:Yes FL57232 Rl 11_ESR-3445 7Raa Mountl.odr Approved for use outside HVHZ:Yes Verified By:ICC Evacuation Service,LLC impact Resistant:NIA Created by independant Third Party: Design Pressure:N/A Evaluation Reports tither: 7 R A R- "S R ce Mount 17232.10 JN26•2J1123•2,JN26E,JN28E IN2JOE Power Mad Han ers Limits of Use Installation Instructions Approved for use In HVHZ;No !117Z)2 Al 11 ES2•3445(fact Moum).odf Approved for use outside HVNZ;Yes Verified By:ICC Evatuation Service.LLC Impact Resistant NIA Created by Independent Third Party: Design Pressure:NIA Evaluation Reports Other. 11111ULILLIALM.244 M t 17232,11 JUS24 JUS24.2,JUS44,JUS24-3 Slant Non Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ.No (217212 Ri It g•14+L5(Face hLeUnt1 r+dt Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Realstanti N/A Created by Independent Two Party: ftsigm Pressure:N/A Evaluattan Reports Other: U.1111MIL0. 17232.12 1U$26,JUS28,JUS210,JUS36,JUS38, Slant Nail JOIst Hanger JUS31.0,1US26-2,RIS28-2,JUS210.2, JUS212-2,JUSZ14.2,JUS46,JUS48, JU541:.A)S412.,1US414,1US26.3, JUS28.1 JU5210-3,JUS212.3,JUS214-3 Limits of Usa Installation Instructions Approved for use In HVHZ:Yes fl.17232 RS It ESR-3445(Face Mounts odf Approved for use outside MVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:NIA Created by Independent Third Party: Oeslgn Pretsura:NIA Cvaivation Reports Other. A-44 f M .f 77232.23 LGU325,LGU363,LGUSZS,MGU363, Girder Hanger .011'52.5,MGUSS0,MGUS62,MGU700, HGU363,HGUS25,MGU550,MGUSfi2, HGU700 HGU725.MOU900 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17232 RI I1_ESR•3445!Face Mountl.edt Approved for use outside HVHZ:Yes Verified BY;.ICC Evaluation Service,LLC Impact.Resistant:N/A Created by Independent Third Party: Design Pressure:NIA Evaluation Reports Other: FLIZZ12 R •A [ER-244S f M n 1 f 17232.14 SUH24,SUH24R,SUM34,SUH24.7,SUH44,jo.st Hanger ' SUH44R,SUM26.3 Limits of Use Installation Instructions Approved for use in HVHZ:No FLIZ232 21 JI ESR-3445.odf Approved for use outside HVHZ:Yes Verified By=BCC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure;N/A Svsluttion Reports Mhet- A 4 F 17232,15 SUH26,SUH28,SUH210,SUH214, #itHarfgxr - SUHL710,SUH1714,SUH26R,$1,1112611. SUH210R,SUH214R,SUH2310,SUH2314, 0000 SUM36,SUH310,SUH314,SUM2610, • • SUM2614,SUM26.2, • ••• •••• •••••• SUH28.2 SUH210.2,SUH214.2 •• • 0000 • Limits of Use nstallation Instructions • Approved for Uso In HVHZ:Yes FLIT 32 R 1 11 ESA-3445(Face 2U811"AC•• • •• •••••• Approved for use outside HVHZ:Yes Verified By ICC Evaluation Service,L"•••• • • • Impact Resistant:NIA Created by Independent Third Party: •••••• Design Pressure:MIA Evaluation Reports 0000 •• • • • Other: 7 R A R-3445 ffagg F4ggnjjiRZ • • • • 27232.0 SVH46,SUM48,SUH410,SUM414, Joist Manger ••••• SUH46R,SUH410R,SUM28.3,SUH210-3, • • SUH2310-2,SUM2314.2,SUH310.2, ••0••41• ••• 0 ••••• ISUM",51746t0,SUH66R,SUM610R •• •• t •• ••••,•• Limits of Use InstaltaltIon Instructions • Approval for use In MVHZ,Yes FL17232 R1 II ESR•3445!Fact Mourlt�a c•: • •• Approved for use outside HVHZ.,Yes Verified By ICC Evaluation Service, • • • •••••• Impact Resistant-N/A Created by Independent Third Party: 41,410400411 Design Pressure:NIA Evaluation Reports • • • • • Other: F4jZ23Z,Rj,A445i • •••••• 17232.0 THD26,TH026max,THD28,TH028max, Race Mount Hanger • • • • TH02I0,TH0210max,TH0175,THD177,. •• THD179,THD26.2,TH028�2,TM0210,2, THD210-3,TH0210-4,TH046,TH048, THD410,THD412,TH0414,TH06I0, D6I2,TMD614,TH07210 Limits of USA Instalmlon Instructions Approved for use In HVHZ:Yes E11723,2 01 It FSR• .s45 tpac�.�e Mountl_od( Approved for use outside HVHZ-Yes Verified by:ICC Evacuation Service,LLC Impact Reststiant:N/A Created by Independent Third Party: Design Pteseure:NIX Evaluation Reports Others FLj7Zja,2RIAE ESA• a5(Face Molintj,odl 17232AB THDH26,TMDH28,TMD4210, Face Msu At Mar. ac TMDH27925,TH0H271t2,THDH2714, THOH26-2,THOM28.2,THOH210-2, THDH212.2,THDH214.2,THDH3210, TMDH3212.THDH46,THDH48,THOH410; THOH412,THDH414 Umits of Use Installation Instructions Approved for use in HVHZ-Yes FL17232 Rl it ESR•3445 fface Mauotl.odf Approved for Use outside HVHZ:Yes verified BY:ICC Evaluation Service,LLC Impact Assistant:N/A Created by Independent Third Party: Design Pressure:NIA Evailuatlon Reports Other-, 7 R A R• 44 F Munk dt 17232,14 THOM26.3,11HOM29.3,THDH210.3, -ace Mourn Hanger THDH212-3,THOH214=3,THOH5210, http://www.fioridabuilding,org/pr/pr_appmmdti.aspx?param=wGEVXQwtDgvOQpGQvtVm... 6#17/2015 Florida Building Code Online Page 4 of 4 DH5212,THDH5214,THDH610, DH512,THDH514,THDH26.4, THDH26.4,THDM67t0,THDH6712, DH6714,THDH7210,THDH7212, DH7214 Limits of Use nsbllatian 2nstntetlonf Approved for use In MVHZs Yes 7 ES-R-3445 Moynthildr f Approved for use outside HVHZ:Yes Ven(ied 8y:ICC Evaluation Service,LLC Impact Resistant:NIA Created by Independent Third Party: Design Pressure:NIA Zvals ation Reports Other- 7 Ar &AR-2445f M n 17232.20 DHQ26-2,THDHQ26.3,THDHQ26.4, Girder Truss Hanger DHQ28.2,THDHQ28.3,TMDHQ28.4, OHQ210.2,TMDHQ2I0.3,THDHQ210-4, RTMDHq46,THDH8,THDH 4t0 .. Limits of Use installation Instruetlons Approved for use in HVHZ;Yes FL17232 at tl ESR-34a5(Fac«MflUntl.pdf Approved for use outside HVHZ:Yes Verified 8y:ICC Evavation Service,LLC-- Impact Resistant:N/A Created by Independent Third Party:: Design Aressuret N/A Evaluation Reports Other: 7 R At R-445 tFace Mcrtjnt Go to Page F3 a ® Page 1,�2 0 i CotM US 19AD HDah Monroe Street,Tenahassce FL 32399 Phone:853-087.1874 The State of%nda is an AA/M employer,Convnaht 20D7.2013 State o/Fronde.sd Pr veru Statement.;.A L ts,bihs� n,St.MerWt t Aeluad Statement Under Florida taw,eman addresses are public records,It you do not want youf e-mail address feleased In resdonse to a pualic•reranls request,do not send tktnnnx M64 to this entity„Instead,contact the 91rice by phone or by tradttlona€mat.1f you have any questions,please contact 850.487,1395.•PUssWnt to Seamon 455,275 (1),f)onda Statutes,effeWve October 1,2012,arensees licensed order QRfapeC+455.F.S.must provide the Department with an email address it they have fine,The emaih provided may be used for otfide oummuniud9n with the kcens".However e=3 addresses are public fid.It you do Trot wish to supply a personal address, please provide the Department with an email address which can be made ayail4ble to the public.To determina d You are a kaftsee under Chapter 455,F.S.;please ciwr here purod�ct Approval Ateepur t� NOW sCtl0Tltti!fi?,'$Lld.e°;'.+P'. i • • •••• •••••• •••••• •••• •••••• • • • • • • • • •••••• ••• • ••••• w • • • • •••••• • h a http://www.floridabuilding.org/pr/pr,,,app dtl.asps?param=wGEVXQwtDgvOQpGQvtVm.,, 6/17/2015 -i Florida Building Code(inline Page 2 of 2 Product Approval Method Method I Option C Date Submitted 04,10612015 Date Validated 0410712 0 1 5 Date Pending FBC Approval , Date Approved 04111/2015 flummery of Products �t Go to Page r-'1aY 0 0 Page,212 Q 4) FL i Model Number or Name Description 17232.21 7HFIS925,THFIS112,THFI5140, Furse Mount Hanger THF16925,THF16112,THFI6140, THF1792S,THF17112,THP17140, THF20925,THF20112,TW2014D, THF17157,THF20157,TMF23925, rl-JF2300, - .F23160,THF25925,THF2SI12, THF2S120,TNF251317,THF23140, THF25160,THF26925 Limits of Use Installation instructions Approved for use in HVHZ:No Fl.>7232_Rl_1I ESR-3445{Face Mountltxf. f Approved for use outside HVH2:Yes Verified By.[CC Evaluation Service,LLC_- Impact Restatsnt:NIA Created by Independent Third Party; Design Pressure:N/A Evatuatlon Reports Other- FL17232 Ski A 44 F f4rn n 17232.22 F115925.2,THF1S112�2,TH1715140.2., Face Mount Hanger i FI6925.2,THFt6t12.2, F16140.2,THF17157.2,THF2092S•2, F20112-2,THF20149-2,THF23t60, F23925-2,THF23100A2,THF23112=2, THF23118.2,THF23140-2.THF23160-2, ` j HF25925-2,THF2S)12-2,THF25140.2, THF2S360.2 Limits Of Use nstallation Instructions Approved for use in HVHZ-Yes FL17232 Rt IT ESR-3445 frog*,Mount).ndt Approved for use outside HVH2:Yes Verified By:ICC Evaluation Service,LLC Impact Rasistaatt N/A Created by Independent Third Party;: Design Pressure:NIA Evaluation Reports Mart 4q �1723L23 HF26111,THF26140,THF26160, Face Mount Hanger TNF3S929,THF3$112,THF35140, 7HF35157 Limits of Use Installation Instructions ' Approved for use In HVHZ:No FL17232 Al It FSP-3445(Face Mgunt)odf 0000 Approved for use outside HVHZ:Yes Verified B ICC Evaluation Service,L • • Y" • Impact Resistant:NIA Created DY Independent Third Party: 000.0••Party: • • • • Design Pressure:N/A Evaluation Reports •• • 0000 • Other-. Ac R- 4 M n • • 17232.24 THF11795,THF117118,THF11714, Fact Mount Hangex •0•••• F11716,THF1209S,THF1201 • 18, f12014,THF12016,THF12395, •••••• F123118,THFI2314,THF12316, •••• •• • • • i .F12592S,THF12595,THF125118, • • • • • F12514,THF12Si6,THFI3595, *Do* • •• ••••a F135118,THF13514,THF13516 • 0 - Limits of Use - Installation Instructions ••••• Approved for use In HVH2::No EL17232 Ill 11 ESR•3445(Fare Mo:avt5.csnt••• •0• sees** Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC • Impact Resistant:NIA Created by Independent Third Party: •••••• • • Design Pressure-N/A Evaluation Reports • • • • Other: �t-17232 RI A A. 44 t • • 0 •••*00 Go to Page F�2---; [� • • 1 ...........€ `°` • Paget/• 2® 0 •0•• • • 0 Cantaet Us;e 1240 Hnnh Nbnrov.St[=t.Tallahilti=Fi?2399 Phone:aS0447,1924 The State of Florida N an AA)EEO employer.gQpvripht2007.2011 State of Fbnd&; Af yWy stat"elt; anessIpMry Statement::c fjbMg.SUI,,r,, Under Florida taw,emall+ddresses arc public mcci iss,1r You d0 not want your e-mali address released in response to a public-records request,40 not send electronic mei-to this enhty.Instead,cpntatt lne office by phone m by trad4lonal mail.It you have any cuestions,please contact 856.487.1395.•Pursuant td$Man 45S.27S (1),Honda Statutes,efftd ve October 1,2012,Ilcensees heensed under Chapter 4S5,FS.must prev,,de the Deo+driterd with an-mad address it they have one:,The Marl$presided may tie used W ortzat eommun:canon with the kenaee.Howewir email addresse.s are public record,if you do not wish to suppty a personal address, please provide the Department with an email oddness which can be made available to the public,To determine if you are a licensee under Cnepter 435,F.S..please click Dere, Product Approval Accepts: rnr s M accurit MVIRICav r http://Www.floridabuilding.org/pr/pr.app,__dtl.aspx?param-=-wGEVXQwtDgvOQpGQvtVm,.. 6/17/2015 e* Permit No RC-7464931 Miami Shores Village Permit Type:Residential Construction 4� 10050 N.E.2nd Avenue NE Work Classification:Addition/Alteration Miami Shores,FL 33138-0000 Per� �� 'i Phone: (305)795-2204 Permit Status:APPROVED FtOR'lDp' issue Dote:2/21/2017 Expiration: 08/20/2017 Project Address Parcel Number Applicant 1450 NE 103 Street 1132050310040 Miami Shores, FL 33138-2626 Block: Lot: VIKTORINEX, LLC L] Owner Information Address Phone Cell VIKTORINEX, LLC 1931 CORDOVA RD Road (305)647-6486 FT. LAUDERDALE FL Contractor(s) Phone Cell Phone Valuation: $ 128,160.30 GENTILE CORP (954)520-0548 .., w... r..._..... _ ..� .._... ..... ......m Total Sq Feet: 1537 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved: :In Review Final PE Certification Date Denied: Drywall Type of Construction:ADDITION AND INTERIOR ALTERA Occupancy:Single Family Miscellaneous Stories: Exterior: Window Door Attachment Front Setback: Rear Setback: Tie Beam Left Setback: Right Setback: Final Bedrooms: Bathrooms: Framing Plans Submitted:Yes Certificate Status: Insulation Certificate Date: Additional Info: Truss Insp Bond Return: Classification:Residential ColumnsFoundation Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Window and Door Buck CCF $77.40 Fill Cells Columns DBPR FeeInvoice# RC-7-16-60559 Wire Lathe $57.68 07/12/2016 Check#:387 $360.00 $8,244.38 DCA Fee $57.68 Review Electrical Education Surcharge $25.80 02/21/2017 Check#:407 $8,244.38 $0.00 Review Electrical Notary Fee $5.00 Review Planning Permit Fee $3,844.81 F.Termite Letter Plan Review Fee(Engineer) $120.00 F.Elevation Certificate Plan Review Fee(Engineer) $160.00 Review Building Preliminary Plan Review $200.00 Review Building Scanning Fee $108.00 Review Building Technology Fee $103.20 Review Structural Work without Permit Fee $3,844.81 Review Structural Total: $8,604.38 Review Mechanical Review Plumbing Review Plumbing Declaration of Use 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. February 21, 2017 1 Permit No. RC-7-16-1931 Miami Shores Village t Permit Type:Residential Construction 10050 N.E.2nd Avenue NE a r I Work Classification:Addition/Alteration Miami Shores,FL 33138-0000 Phone: (305)795-2204 Permit Status:APPROVED issue oate:2/2112017 FTxwlration: 08/20/2017 Project Address Parcel Number Applicant 1450 NE 103 Street 1132050310040 Miami Shores, FL 33138-2626 Block: Lot: VIKTORINEX, LLC Owner Information Address Phone Cell VIKTORINEX, LLC 1931 CORDOVA RD Road (305)647-6486 FT. LAUDERDALE FL Contractor(s) Phone Cell Phone GENTILE CORP Valuation: $ 128,160L.30 ] (954)520-0548 Total Sq Feet: 1537 Approved: In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final PE Certification Date Denied: Drywall Type of Construction:ADDITION AND INTERIOR ALTERA Occupancy:Single Family Miscellaneous Stories: Exterior: Window Door Attachment Fro t Setback: Rear Setback: Tie Beam Left Setback: Right Setback: Final Bedrooms: Bathrooms: Framing Plans Submitted:Yes Certificate Status: Insulation Certificate Date: Additional Info: Truss Insp , jd Return Classification:Residential Columns Bon Foundation Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Window and Door Buck CCF $77.40 Fill Cells Columns IDBPR Fee $57.68 Invoice# RC-7-16-60559 Wire Lathe DCA Fee $57.68 07/12/2016 Check#:387 $360.00 $8,244.38 Review Electrical Education Surcharge $25.80 02/21/2017 Check#:407 $8,244.38 $0.00 Review Electrical Notary Fee $5.00 Review Planning Permit Fee $3,844.81 F.Termite Letter Plan Review Fee(Engineer) $120.00 F. Elevation Certificate Plan Review Fee(Engineer) $160.00 Review Building Preliminary Plan Review $200.00 Review Building Scanning Fee $108.00 Review Building Technology Fee $103.20 Review Structural Work without Permit Fee $3,844.81 Review Structural Total: $8,604.38 Review Mechanical Review Plumbing Review Plumbing Declaration of Use LV6 February 21, 2017 BUil=Auth izecrSignature: ner Applicant Contractor Date g Department Copy February 21,2017 2 r Miami Shores Village Building Department JAN2t� V 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 2 > Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE'NUMBER:(305)762-4949 FBC 2014 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. ( BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1460 N-C City: Miami Shores County: Miami Dade Zip: 13 Folio/Parcel#: " �J�S' � ) 0040 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE OWNER: Name(Fee Simple Titleholder): \Y,��'O(111 Q X . I,�l C Phone#: Address: 10(�) City: State: Zip: 51 �o Tenant/Lessee Name: Phone#: Email: COT CONTRACTOR:Company Name:•� &ii1 9. COT Phone#: Address: 6160 T" <+t�. (9V_- City:�Q��_D�LA P)QG(/V► State: 'FLS Zip:'5C�Jq I1 Qualifier Name: O&cc c T-40 Ti 1\ Phone#: qj V _S1)10 6?s yex State Certification or Registration#:�C-,C 1 S 2150 Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: CState: Zip: / a.36 Value of Work for this Permit:$ C •�. quare/Unear Footage of Work: 1 Type of Work: ❑ Addition ❑ Alteration ❑ New ^� ❑ Repair Replace Demolition Description of Work: //h 5 Specify color of color thru tile: Submittal Fee$ Permit Fee$ t CCF$ :�17 4O CO/CC$ � � O Scanning Fee$ 105 Radon Fee$ S� • rf"'�BPR$ .l�D� Notary$ Technology Fee$ 106 • Training/Education Fee$ Double Fee$ gI Structural Reviews$ 12 co Q_ zoo Bond$ TOTAL FEE NOW DUE$ '5�2.1.1 Q (Revised02/24/2014) t ti Bonding Company's Name(if applicable) Bonding Company's Address _ :r City State Zip t Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 I 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. Signature Signature OWNER or AGENT CONT CTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of (11 20� by C) day of ��h U 20 n by `�1r1 �l /0 t1�1 who is personally known to ��j 1(1 t ho is personally known to me or who has produced 5� (� as me or who has produced as identification and who did take an oath. ,� '- .:; identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: 9Sign: n Si r Prin : JO Print: (t WG ' Notary Public-State of Florida ti"` ':"" ANA LUCIA5IFARA ' Seal: =My Comm.GExpires Oct 16,2018 s eal: .; . MY COMMISSION#FF 224104 ,N • p ., y. -a: EXPIRES:April 23,2019 Commission // FF 135660 - q„ Bonded ThruNbtaryPublic Undemriten Bonded T111ough National Notary Assn; t I APPROVED BY — Glans Examiner Zoning Structural Review Clerk (Revised02/24/2014) �i t R#✓Kfl7T ; 04t4 ', `KWLcv SEGRTAY STATE OF FUDRIDA ` TMENT OF USI IESS°AND PR'3FESS161NAL kEi ULATIGN ,�COWSTRUCT,164 INDOtM LIC94ING 130ARD iGCC1521508 I The,G"ENERAL CONTRACTOR.- Named belowAS C°ERTIFI U � Udder the,provtsion�of Chapter 48§,F9 k EVrabon'date:--AUG 31�, 2016 �. FR'OfIli,OSCAR: -�-, ...... ' -' " CERTIFICATE OF LIABILITY INSURANCE DATE.o1n2r111211rYYYY, 7 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIF)CATE HOLDER,THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER, ................. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(les)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement„ A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). .. ....._.___v. ....---... .............. PRODUCER CONTACT ... ................ ...... .. NAME........ G.S.Insurance Services,LIC PHONE tAtC,.Na.Ext): ('561)296-'177'1....._ FAX, :S6t)296-1772 .... 1056 H OIUxo Rd EMAIL - YP ADDRESS: gsenssen,ice@aol.com ........ Lantan,FL 33462 INSURERS AFFORDING COVERAGE NAIC 0 �. .-_._._._{...2 _ Phone (561)29iz-1771 (561)296 1772 INSURER A: United Specialty .._. _.F Fax - INSURED _. _......_. INSURERB' Pr4r89SIL'e Gentile Corp INSURERC:: ......... _..., ,_. . .. 3160 Turtle Cave INSURER b West Palm Beach,FL 33411- (954)520-0548 INSURER __ ... ....... .. ._. INSURER F: ...._............... ....... _. __. ... ._ ..,,.....,,,.....,.....,,,.... COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: 1 HIS IS TQ CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN.THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS.._SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS ......... .. ....._....... INSR �ADbi.SUBR _... .. ........pOUCY EFF POLICY EXP LTR _.....,._, TYPE OF INSURANCE ....,,, JNSR WVD.. POLICY NUMBER LIMITS .. {MMIDDIYYYY) tMMiD0fYYYY}. .,. .... GENERAL LIABILITY .__.._ _.........__. ....._......... EACH ccCUnENCE1,000:0000� j COMMERCIAL GENERAL LIABILITY PPREMiSEMIS ESEa TO RENTEDIrrrrzr�.cy "� 50,000,00 ....:: :........ .... : . . .... CLAIMS-MADE Ji OCCUR A N DCG00337 0912512016 0912512017 tArb ExP f ry cna p tson7 S 5,000 0�3 - ........... PERSONAL a ADV INJURY , 1,000.000.00 GENERAL AGGREGATE a 2.000.000.00 GEN'L AGGREGATE LlMff APPLIES,PER PRODUCTS.CrJMPIOP AGG S 1.000.000.00 POLICY. :_..AEC' ...._LOC....._....._.. .. '........._ ................ .. ......... .._._..........._ .. .,......... ............. AUTOMOBILE LIABILITY COMBINED B UGLE t IMIT _ Los c dent'-- ............ ' .:>_.._1 009000.00 w._ . ' ANY AUTO BODILY INA,IRY(Por person) s i.-- ._._. ....... _ __... ALL OPINED r-; SCHEDULEO 01918855-1 e�C LY INJURY PP :� e:^:) 3 B ;..... ALITOS AUTOS N 10/2612016 10/2612017 _....., NIRC(JAl.ir)5 j NON-OWNED r ri. 2CPFR Y ti ARA>._ AItTOS 'PeF auciceltj UMBRELLA LiAB 0(:CllR EACH OCCURRENCE __--. �. .............. -.... _...._... (...., EXCESS LiAS _'CLAIMS fAADE AGGREGATE REGATE. _.. ... .... .......... .............. OED RETENTIONS =......... WORKERS ANDEMPLO COMPENSATION RS'LIABILIITY --r tOh IL'U -0'N - . r .._.... YrN � -- .............................................................. ANYPROPRIE�'+'l.RIPARTNEREXECLUINE .... .i [A 4•itlCC70F:NT 5 OFFICEFUMEMBER EXCLUDED': ._....... N i A, ........... ..._....._ .................. (Mandatory in NH) ................. .__.._. "ves c sc�i a t;noer E.L DISEASE EA EMPLOYEE r ... _._DGSCRPT;ON OF OPERATIONS s':^v', E.L-DISEASE POLICY L!"Ir $ DESCRIPTION OF OPERATIONS;LOCATIONS l VEHICLES(Attach ACORD 101,Additional Remarks Schedule,it morespace is required) CGC 1521508 CERTIFICATE HOLDER CANCELLATION ........ ......- ....._... .... SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE IVII4Mi SHORES VILLAGE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2nd Ave ACCORDANCE WITH THE POLICY PROVISIONS, ...... ......... ......... MIAMI SHORES,FL 33138 AUTHORLZEDREPRESENTATIVE C 1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010105)QF The ACORD name and logo are registered marks of ACORD a CERTIFICATE OF LIABILITY INSURANCE FDATE(MM//12/DD/YYYY) 01 2017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT:If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED provisions or be endorsed.If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: PHONE A/C,No,Ext): 800 277-1620 X4800 FAX A/C,No): 727 797-0704 FrankCrum Insurance Agency,Inc. E-MAIL ADDRESS: 100 South Missouri Avenue INSURER(S)AFFORDING COVERAGE NAIC# Clearwater,FL 33756 INSURERA: Frank Winston Crum Insurance Company 11600 INSURED INSURER B: I INSURER C: FrankCrum L/C/F Gentile Corp. INSURER D: 100 South Missouri Avenue INSURER E: Clearwater,FL 33756 INSURER F: COVERAGES CERTIFICATE NUMBER: 418546 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. IUBR LTR TYPNSR E OF INSURANCE ADDL INSRD NAND POLICY NUMBER POLICY EFF POLICY EXP LIMITS (POLICY (MM/DD/YYYY) COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ CLAIMS-MADE OCCUR DAMAGE TO RENTED PREMISES Ea ocanence $ MED EXP(Any one person) $ PERSONAL 8 ADV INJURY $ GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE , $ POLICY F—]PROJECT F_�LOC PRODUCTS-COMP/OP AGG $ OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident $ ANY AUTO OWNED AUTOS SCHEDULED BODILY INJURY(Perperson) $ ONLY AUTOS BODILY INJURY(Per accident) $ HIRED AUTOS NON-OWNED PROPERTY ONLY AUTOS ONLY Per accident DAMAGE $ UMBRELLA LIAB OCCUR EACH OCURRENCE $ EXCESS LAB CLAIMS-MADE AGGREGATE $ DED RETENTION$ $ WORKERS COMPENSATION AND WC201700000 01/01/2017 01/01/2018 X PER STATUTE OTH- ERA EMPLOYERS'LIABILITY Y/N ANY PROPRIETOR/PARTNER/EXECUTIVE i OFFICERIMEMBER EXCLUDED? 0 N/A E.L.EACH ACCIDENT $1,000,000 (Mandatory in NH) If yes,describe under E.L.DISEASE-EA EMPLOYEE $1,000,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $1.000,000 I t DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached if more space is required) Effective 04/27/2015,coverage is for 100%of the employees of FrankCrum leased to Gentile Corp.(Client)for whom the client is reporting hours to FrankCrum.Coverage is not extended to statutory employees. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores Village AUTHORIZED REPRESENTATIVE 10050 NE 2nd Avenue Miami Shores,FL 33138 ©1988-2016 ACORD CORPORATION.All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD GENTILE CORP 3160 TURTLE COVE WEST PALM BEACH , FL 33411 PH (786) 718-6563 REMODELING CONTRACT This agreement made this 12th day of January 2017 shall set the whole agreement in its entirety, between contractor and customer. Contractor: GENTILE CORP. State Certified General Contractor License C(jrJ�•04314 ��ferred to herein as Contractor. COSTUMERi CEDRIC MIROVA, referred to herein as OWNER ...... .. .. .. .. ••;•• JOB 1,0CAT4=: 1450 NE 103rd STREET MIAMI SHORES FL 33138. • '1"SCOPE OF WORK •:.:the te'rm'Work means the construction and services required'by the contract, whether completed or partially completed, and includes all other labor, materials, equipment and services provided or to be provided by the Contractor, to fulfill the Contractor's obligations, the Work may constitute the whole or part of the Project. Contractor shall perform all work as,described below in the detailed proposal and provide all materials and labor to complete the work. All the work is to be completed by Contractor in accordance- with plans and specifications by JOSE MARTINEZ P.E.. CIVIL and STRUCTURAL ENGINEER License No. PE 0031509, ' dated 06/28/2016 � A A brief outline of the work is as follow and all work referenced in the attached plans and specifications will be completed to the customer's reasonable satisfaction. The following is only a basic outline of overall work to be performed: 1 k 'w + f Demolish Interior Partitions as per plans, Expand Master Bedroom and Bath as 'per plans, Add Entry Feature, Rear Balcony and Replace Rear Porch Columns. Contractor to provide all equipment, tools, machinery necessary for proper execution and completion of the work. 2. COMMENCEMENT AND COMPLETION SCHEDULE The work described above shall be started within 10 days of"'City of { Miami Shores FL. Building department approval of plans and permits being used. The Contractor shall complete the above work in a professional and expedient manner by no later than 180 working •• days from the start date. Contractor shall not be liable for any delay 0000.. :•.::�ue fo•�ircumstances beyond its control including casualty or general •:•••• nnavailatility of materials. • 0000.. ..... 00 . 0000 1 0090:0 •�3'•CONTRACT SUM 0 . 0 000000 0000.. 0000. : •. •:••• 'he .cuomer shall pay the contractor for the performance of 000006 0 0 0 0 0 complete work subject to additions and deductions pursuant to 0*00 authorized change orders or attached addendum. The contract sum is ONE HUNDRED SIXTY EIGHT THOUSAND.( $168,000.00 ) PROGRESS PAYMENTS The customer shall pay the Contractor installments as follows once an acceptable insurance certificate has been filed by the Contractor. Customer will pay Contractor a deposit of $ 25,200.00 which is due upon acceptance of Proposal. Customer�will pay Contractor $ 50,400.00 when permits are issued and notice of commencement is recorded. Customer will pay the Contractor $ 50,400.00 when Electrical, Mechanical and Plumbing rough inspections are approved. i ` f f Customer will pay Contractor $ 25,200.00 at walk through and check 1 (if needed punch list of outstanding issues, if any, is written down ) and once all Releases of Lien from all subcontractors, suppliers of materials, suppliers of machinery, etc are delivered to owner). Customer will pay Contractor $ 16,800.00 is due upon completion of contract, punch list issues from prior payment step, if any are addressed, and close of permits. G 4. WORKING CONDITIONS Working hours will be 8:00 AM through 5:00 PM Monday - Friday. Contractor is required to clean work debris from the.,job site on a .. daily basis and to leave the site in a clean condition. Contractor shall :*So*: "be rmpv sible for removal and disposal of'all debris related to the job ""iescripttion. . . -5';CONrRACT ASSIGNMENT 00 . . . ••••'� tontOqr shall not assign this contract or further subcontract the 00 .....wholA f'this contract without the written consent of the customer. To 000000 ....the dxtertt required by law all work shall be performed by individuals 0000 duly licensed and insured, authorized by law to perform said work. r: 6. LAWS, PERMITS, FEES AND NOTICES Contractor is responsible for all kequired laws, permits, fees to be paid by customer, tests or notices required to perform the work stated herein. CONTRACTOR CONSTRUCTION SCHEDULE The contractor,to provide after being awarded the contract,construction schedule for the work. CLEANING Contractor to keep the premises and surrounding areas free from debris and waste materials. 7. WORK OF OTHERS 3 t Contractor shall be responsible for any damage caused to existing conditions. This shall include work performed on the property by other contractors. , 8. WARRANTY a Contractor warrants to the customer all work and materials for two year from the final date of work performed. 9. INDEMNIFICATION To the,fullest extent allowed by law, the Contractor shall indemnify and hold harmless the customer and all their agents and employees 00 0 from and against all claims, damages, losses and expenses. 000: 0 . . •; ••• 0:0'0This-agreement entered into on January 12th2017 shall constitute the 0:,000. .. w �.. hololgreement between customer and Contractor. . . . . 0000. . . 60.90 9000. .. . 6000 41 .. 00 0 . 06 0. 0000 • 6 6.6.6. 0.006. • .....9 ` .1 9.69.. • :0-600*. . 0*7000 6 Contractor Date Co§tumer qq n� Date ' f Costumer bate A-y' G M o 0 a r { } 4 GENTILE CORP Construction - Remodeling - Design License No.CGC 1521508 3160 TURTLE COVE WEST PALM BEACH FL 33411 PROJECT: 1450 NE 103th Street MMI SHORES, FL 33138 DETAILED COSTS TRADE CODE DESCRIPTION COMMENTS QTY RATE SUB TOTAL 7-7170— DEMOLITION AND GENERAL CONDITIONS r 4 1 14,816.00 Labor $ 8.016.00 Miscellanou: Misc. Protec. Supptie $ 2,800.00 Du psters 10 $ 400.00 $ 4,000.00 +2090r•• 'STRUCTURAL • • • t$ 47,990.00 • Labo••••• •—�• $ 18,000.00 • Concre E • • • • Augercast pi le •'•••t• JLU Pile: 16 each $ 745.00 $ 11,920.00 ••••• 5000 PSI 65 each $ 100.00 $ 6,500.00 • ••• MasofVry • 000000 ••••• Blo*9 • *000 150 each $ 5.00 $ 750.00 •—• • • Iron Bas •• •••• 1000 Pnds $ 2.50 $ 2,500.00 • • Trusses• 000000 Based in Dallas Trusse's schedu $ 2,520.00 0000•• Roof • 0000•• • Lf Tiles • •• Top Seal $ 5,800.00 0000*� �w�.,w •mow - / 300'0 {'�PL�UIMING ANS GAS $ 17,130.00 Labor $ 4,800.00 Material: Drainage PipE $ 1.200.00 Water Suppt_ $ 1,800.00 Sinks 2 S 250.00 Water Heate Provided by Ownei 1 $ 1,125.00 Fixtures Vanitie! Provided by Owner 3 $ 550.00 S 1,650.00 Toilets(Duravit) Provided by Owner 3 $ 450.00 S 1.350.00 Showers Provided by Owner 3 $ 400.00 $ 1,200.00 Faucet Provided by Owner 3 $ 350.00 $ 1,050.00 Kitcher Sink Provided by Owner 1 S 380.00 S 380.00 Fauce' Provided by Owner 1 $ 525.00 $ 525.00 Gas Spply Line: Labor $ 1,000.00 Materiat: $ 800.00 000 ELECTRICAL $ —19-055-0,6— Labor 850Labor $ 13.100.00 Material: Romex CabtE $ 1,041.00 Electrical Boxe $ 75.00 Switches and Receptacle S 150.00 ? WirE S 260.00 PVC Pipe: 100 $ 60.00 Recessed Lights 63 1$ 53.00 $ 3,339.00 Smoke Detectors 12 1$ 15.00 $ 30.00 5000"rMECANICAC i $'19;550.00 Labor $ 7,275.00 Equipmen Rheem 3 $ 4,500.00 $ 9,000.00 Material Exhaust Fan: 3 $ 125.00 $ 375.00 Linear Diffusers and Boot: $ 1,900.00 Miscellaneous:Thermostat and wirir $ 1,000.00 6000 IBUILDING and FINISF $ 79,838.30 Framing Material: 3 5/8" 20 G x 8' 50 $ 1,000.00' Labor S 6,200.00 Drywall Material: 4 z 8 x 5/8" Sheets 80 $ 9.00 $ 720.00 Compound 15 bcks $ 12.00 $ 180.00 Labor 75 $ 23.50 $ 1,762.50 Screws 15 pnds $ 5.00 $ 75.00 Floor Installatio Epoxi Floor 3000 SQF $ 2.23 $ 6,690.00 Labor 3000 SQF $ 2.00 $ 6,000.00 Stucco Material: 80 pounds x bag 24 bags $ 5.45 S 130.80 Labor $ 3,800.00 Baseboard •M7terial 160 If $ 2.00 $ 320.00 A •-•;•-•-•• *00000 Labor • • • 160 If $ 1.00 $ 160.00 ••• r f•s•• Pain • 60 gal $ 20.00 $ 1,200.00 • La or •••••• Exterior and Interic $ 8,350.00 •�•••• DAs •• •• s• $ • 00000 •Interiob •••••• Provided by Ownei 12 $ 380.00 $ 1,680.00 ••••• 6*riorsloors and r,"mvs Provided by Ownei $ 21,000.00 • • Kitcyer •• •••• tr• • • Cabinet, 000600 $ 7,870.00 •••••• APplianqf •••••• • ••@AM ire Kitc en A' Provided by Ownei $ 2,500.00 /J I • •••• • is washe ••• Provided by Ownei $ 600.00 • Cooloop Provided by Ownei $ 7200.00 •mss.• Oven Provided by Ownei $ 1,500.00 Bell Extracto Provided by Ownei $ 900.00 Insulation $ 6,000.00 7000 GARAGE DOOR 3,800.00 x 8000 JPERMITTING PROCESS NA r x THIS TOTAL AMOUNT REFLECTS OVERHEAD AND PROFIT ' NOTE SURSTRACTING THE OWNER COSTS THE TOTAL S S 167.999.30 +a r JOSE MARTINEZ, P.E. 24 East 5th Street- Suite 1-1), Hialeah,FL 33010 TEL:(305)8874417-FAX:(305)8843667 Miami Shore Village Date: 04/07/17 Building Department 10050 NE 2nd Avenue Miami Shores, FL 33138 ' Owner Name: Petra Mirova Job Address: 1450 NE 103rd Street, Miami Shores, Fl 33138 Re: Report of Piles Installation Date of Inspection: 04/04/17 Process N . RC16-193 SPECIAL INSPECTION PILING The piles for thb addition and remodeling of the above-reference project were inspected during the installation. An inspection report was issued by Soilprobe Engineering& Testing, Inc. attesting the piles installation. After revising all the documents, and as a result of the inspection, at the best of my knowledge, belief and professional judgement the piles installation complies with the approved plans and the requirements of the project. If you have any questions, do not hesitate to contact me. Respectfully, ;••��d07�• �G4 '0 d � . • • O a P.E. Florida 28659 24 East 5th Street- Suite 1- , Hialeah, FL 33010 r r 7450 Griffin Road,#140 • Davie,FI.33314 Tel:954-584-6115 Fax:954-581-2415 E-mail:rcolettonsoilprobe.net -: Soilprobe n �r Testm Incg g i 1 March 24,2017 J.L.0 Enterprises,Inc. 3320 NW 69t' St. Miami,FL 33141 RE: Pile Installation Certification Proposed Additions 1450 NE 103rd St. Miami Shores, FL This is to certify that on March 17, 2017, a representative of this office monitored the installation of the auger cast piles at the referenced site. A total number of sixteen(16)piles were installed at depths and locations shown in the attached pile installation log and location sketch. The piles were installed at the location staked in the field by the owner's representative who was responsible for staking out the pile locations. We further certify that our authorized representative observed the piles and their installation and that the workmanship and materials used were in substantial compliance with the specifications supplied to the Piling Contractor. We also certify that the referenced piles are capable to sustain a net allowable bearing capacity of 35 tons (70 kips) as shown in the attached pile log. Should you have any question regarding the above, or if you require additional information, please contact this office. Sincerely, Soilprob ngin eering & Testing, Inc. a P.E. 0R 34 Cc: City of Miami Shores,FL Client JJF Enc. Pile log,Location sketch i Engineeringis.'theessence • • • , • • • • • • • • • • • • • • • • • • • • • • of science and technology �n SOILPROBE ENGINEERING TESTING, INC. 14" Auger Cast Pile Log PROJECT: PROPOSED ADDITIONS Contractor: JJF Grout Spec's Load Bearing(tons) Logged By: CG 5000 psi 35 comp SOILPROBE ENGINEERING& TESTING,INC. ADDRESS: 1450 NE 103 St Misc.Info: Engineers Sign and Seal: CITY: Miami Shores, FL Field Notes: Stecl Spec's: 4#6's with#3 ties @6"O.C.top 9'ft and @12" O.C. Tft Auger Depth Theorical Actual Date: Match 17,2017 Pile I.D. Time (feet) Grout Am't ramp Grout Amt Grout - Kips Strokes Factor Notes MIN. C.Y. C.Y. 1 1 1:35 27 1.08 34 1.41 1.31 70 Start 9:52 Arrived 9:42 2 2 1:42 1 27 1.08 36 1.49 1.38 70 CG #3007 9 cy 3 3 1:38 27 1.08 34 1.41 1.31 70 4 4 1:59 27 1.08 34 1.41 1.31 70 5 5 1:37 27 1.08 34 1.41 1.31 70 6 6 1:46 27 1.08 39 1.62 1.50 70 Stop 10:25 7 7 1:39 1 27 1.08 35 1.45 1.34 70 Start 10:34 Arrived 10:26 8 8 1:43 27 1.08 34 1.41 1.31 70 CG #5005 9 cy 9 9 1:47 27 1.08 35 1.45 1.34 70 10 10 2:03 27 1.08 35 1.45 1.34 70 11 11 1:49 27 1.08 34 1.41 1.31 70 12 12 1:38 27 1.08 35 1.45 1.34 70 13 13 1:43 27 1.08 36 1.49 1.38 70 Stop 11:30 Start 14 14 1:59 27 1.08 41 1.70 1.58 70 Arrived 11:09 CG #3004 15 15 1:47 27 1.08 37 1.54 1.42 70 6 cy 16 _ 16 1:49 27 1.08 37 _ 1.54 1.42 70 Stop_ 12:26__ 17 18 19 20 Pag.:1/1 Tir`, I Ji Fr. t STccz 1 q F74t I 7544.--7f4�-65714.3,! -� Of.0 tr t . �i I : I L Exialing 3_r._... .__._-_ .: v SOILPROBE ENGINEERING AND TESTING JLU Enterprises,Inc Pile Location Sketch 7450 Griffin Road#140 1450 NE 103`d St. Davie,FL 33314 Miami Shores,FL Tel. (954)584-6115 Fac.(954)581-2415 i Miami Shores VillageCI'VED Building Department NOV 0.7 2016 10050 NE 2"dAve. Miami Shores, Ft.33138 BY: ` 305-795-2204/Fax 305-756-8972 ' l NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. • I(We)have been retained b Y��rrn 1�.u �2•Y.�..r to perform special Inspector serves under the FloridaFto ` Building Code 51h Edition(2614)and Miami Da09 Co my Admini�atke Code at the t�1A-A ,r\ SS F-e mp protect on the below listed structure as of )13 /2+ •G (date).I am a registered archkecttprofessional engineer licensed in the Sfate of FbrWa. , d r Process Number.A —Special Inspector for Reinforced Masonry,Sectlon 2122.4 of the FSC F Edition(2014) Miami made County Administrative Code,Article If Section 8.22 Special Inspector for iTes>35ft tong or ti ft.high •••••• ...... Steel Framing and Connections welded or boltedC I Ty •.... '. t/6oil Compaction •••• • —Precast Attachments .... .... ".Roofing plications,lt.Weight.Insui.Conc. •••••• ••• '' _-'- - .. .. •• ...:.. _..Other I ...... • Note:Only the marked bo apply. :...:. •••• • The following individual(s)employed by this firm or me is autht rized representative to n o'rat • inspection* 0•• • 1. - 2` .. 3. 4. *Special inspectors utilizing authoriied tepresWntatives shall insure the authorized representative is qualified by g education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect:graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I(we)will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I(we),understand that a Special Inspector inspection log for each building must be displayed in a convenient locationon the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections,as required by the Florida Building Code,must be performed by the Miami Shores Building Department.Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further,upon completion of work under each Building Permit,I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and Profession.al ent tbgse portions of the project outlined above meet the intent of the Florida Building Code aaV s 1 accordance with the approval plans. `��•�•••^• .•q Engineer/Architect .mow J�• 1... •��.. • Name Sig �rt Seat � Print _ 1 Dht® ' _/,Z/6 Address AZJ �.4Al �� '•til L)�` ••`"!��. r FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida.Department:of Business and Professional Regulation - Residential Performance Method 0 Project Name: Petra&,Cedric Mirova Residence Builder Name: 'Street: 1450 NE 103 Rd Stree , Permit Office: Miami Shores City,State,Zip: Miami Shores, FL,33138 Permit Number: Owner: Petra&Cedric Mirova Residence Jurisdiction: 232600 Design Location: FL,Miami �t County:: Miami-Dade(Florida Climate Zone 1 ) , l 1. New construction or existing Addtion 9. Wall Types(3497.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul, Exterior R=4.1 2925.50 ftz b.Concrete Block-Int Insul,Adjacent R=4.1 295.99 ftz 3. Number of units,if multiple family 1 c. Interior Block, InteriorR=4 t .1 276.35 ft z 4. Number of Bedroom:Bedrms In Addition) 4(1) d. N/A R= ftz 5. Is this a worst case? No \ 10.Ceiling Types (3661.0 sqft.) Insulation Area a. Under Attic(Vented) R=19.0 3661.00 ftz 6. Conditioned floor area above grade(ftz) 3661 1 b. N/A R= ftz Conditioned floor area below grade(ftz) 0 ' c. N/A R= ftz 11. Ducts R ftz 7. Windows(789.8 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:Main 6 375 a. U-Factor: Sgl,U=1.08 7882 ftz b.Sup: Attic, Ret:Attic,AH:Main 6 370 SHGC: SHGC=0.50 b. U-Factor: : •••• N/A ftz 12.Cooling systems kBtu/hr Efficiency ••Swk •••• 9 ••• • a.Central Unit 46.0 SEER:16.00 •c. U-Factor: •••••: N/A • • z b.Central Unit ot 54.0 SEER:16.00 • SHGC: • • ' .....• 13. Heating systes� - kBtu/hr Efficiency 1 U-Factor: N/A ^" '' ••••.. . •• •• ft= a. Elec ;, $ Ip,•Heat 34.1 COP:1.00 SHGC: .00. • • • I b. Ela* is trip Heat 34.1 COP:1.00 •Area*Weighted Average OverhanADepth: 4.914 ft. �� f c' Area Weighte0Arerecge SHGC •• 0.500 14. Hot w ter system s- � :... { a. Electn" �'Tankless' �,'�Ry� F'' Ca 1 gallons 8..�Ibar'iypes (3661.0 sqft-) ...... Insulation Area p' .a.S�yyOn-Grade Edge Insulation... R=0.0 2864.00 ft' r} 't ' W EF:0.920 • . z b. Conservabo :features , b.Floor over C;arage.. ` .. R=0.0 797.00 ft ti . . . None « f� .c:NLA• z •••••• ` • • R ft 15.Credits Pstat Glass/Floor Area: O.�I 6 Total Proposed Modified Loads: 135.81 Total Baseline Loads: 139.21 PASS 1 hereby certify that the plins and specifications covered by Review of the plans and TkiE ST,43, this calculation are in con7liance with the Florida Energy specifications covered by this �, - p Code. _ calculation indicates compliance with the Florida Energy Code. ti ern„ „ "';,�p PREPARED BY: Before construction is completed u� ° ?° DATE: I this building will be inspected for �1 A, 1 compliance with Section 553.908 * ry t ' 'I hereby certify that this buling, as designed, is in compliance - Florida Statutes. with the Florida Energy Co', Coo WE OWNER/AGENT: I' - BUILDING OFFICIAL: DATE: DATE: - Compliartge rerTcrtlt��by the air handler unit manufacturer that the air handler enclosure qualifies as certifies a 1'�^se116c�i '�'�d e with R403.2.2.1. -ComplijKnce requiks an A.* d Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test rep rtt Accow�ng wiga,* 2, - Comliag0 with a pr 01�>°rdtldJe�ikage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested io affbrd with h Se6A V3k RESNET Standards, is not greater than•0.030 Qn for whole house. O 1�,1 � I 6/28/2016 9:44\�1A`L ENw EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Petra&Cedric Mirova Reside Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 3661 Lot# Owner: Petra&Cedric Mirova Reside Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1450 NE 103 Rd Stree Permit Office: Miami Shores Cross Ventilation: No County: Miami-Dade Jurisdiction: 232600 Whole House Fan: No City,State,Zip: Miami Shores, Family Type: Single-family FL, 33138 New/Existing: Addition Comment: CLIMATE / IECC Design Temp Int Design Temp Heating f Design Daily Temp �/ Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 • Biock1 1777 14749.1 :.%..: ;Tock2 : . • 1884 15637.2 5 sum 0000.. SPACES • ""Mer �'•:44ne "�•' Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated •.•.• . •• 0000•. '.1•:.. Main . 0000 1777 14749.1 No 3 2 1 Yes Yes Yes 0000•• • ?.••: AewSpace2 ...'• 1087 9022.1 Yes 1 0 1 Yes Yes Yes • . • 000000 .a... .yewSpace3 •.:... 797 6615.1 No 4 2 1 Yes Yes Yes 0.000. 0000 • • FLOORS # •Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 198 ft 0 1777 ft2 ---- 0.2 0 0.8 2 Slab-On-Grade Edge Insulatio NewSpace2 134 ft 0 1087 ft2 ---- 0.2 0 0.8 3 Floor over Garage NewSpace3 ---- ---- 797 ft2 0 0.2 0 0.8 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch �I # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Barrel tile 3773 ft2 0 ft2 Medium 0.75 No 0.9 No 0 14 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 150 3661 ft2 Y N 6/28/2016 9:44 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 a FORM R405-2014 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) Main 19 Blown 1777 ft2 0.11 Wood 2 Under Attic(Vented) NewSpace2 19 Blown 1087 ft2 0.11 Wood i 3 Under Attic(Vented) NewSpace3 19 Blown 797 ft2 0.11 Wood WALLS Adjacent a_Vale Ft In In Area -V;illle Ahq 'r. Wall TypeSpace Cavity Width Height Sheathing Framing Solar Below Ornt ToFt R- FCaCtenn -or C, qrle% 1 N Exterior Concrete Block-Int Insul Main 4.1 41 3 8 5 347.2 ft2 4.1 0 0.3 0 2 S Exterior Concrete Block-Int Insul Main 4.1 41 3 8 5 347.2 ft2 4.1 0 0.3 0 3 E Exterior Concrete Block-Int Insul Main 4.1 24 1 8 5 202.7 ft2 4.1 0 0.3 0 4 W Exterior Concrete Block-Int Insul Main 4.1 56 10 8 5 478.3 ft2 4.1 0 0.3 0 r 5 N Exterior Concrete Block-Int InsLNewSpace2 4.1 32 1 8 5 270.0 ft2 4.1 0 0.3 0 6 S Exterior Concrete Block-Int InsrlttewSpace2 4.1 32 1 8 5 270.0 ft2 4.1 0 0.3 0 7 E Exterior Concrete Block-Int InsLNewSpace2 4.1 4 0 8 5 33.7 ft2 4.1 0 0.3 0 8 W Main Interior Block NewSpace2 4.1 32 10 8 5 276.3 ft2 0 0 0.3 0 9 N Exterior Concrete Block-Int InsLNewSpace3 4.1 22 4 8 5 188.0 ft2 4.1 0 0.3 0 10 S . E)darior Concrete Block-Int Insr111ewSpace3 4.1 22 4 8 5 188.0 ft2 4.1 0 0.3 0 •__110; E • �rior Qor��etq,Block-Int InsLNewSpace3 4.1 35 8 8 5 300.2 ft2 I;t4.1 0 0.3 0 ^12• W •-RAM or Concrete*Block-Int Insr111ewSpace3 4.1 35 8 8 5 300.2 ft2 4.1 0 0.3 0 �.13 W Garage dxlrr44 Block-Int Insul Main 4.1 35 2 8 5 296.0 ft2 4.1 0 0.3 0 • ••••• •• •••••• DOORS • • # :• Unt 0••Door Type Space Storms U-Value Width Height Area • •••• Ft In Ft In .00000 1 •. W •.:1A Gd Main None .46 3 6 8 20 ft2 WINDOWS •... Orientation shown is the entered, Proposed orientation. Wall Overhang , # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single(Clear) Yes 1.08 0.5 87.5 ft2 6 ft 2 in Oft 11 in None None 2 N 1 Metal Single(Clear) Yes 1.08 0.5 18.0 ft2 2 ft 6 in Oft 11 in None None 3 N 1 Metal Single(Clear) Yes 1.08 0.5 23.6 ft2 2 ft 6 in Oft 11 in None None 4 S 2 Metal Single(Clear) Yes 1.08 0.5 115.0 ft2 2 ft 6 in 0 ft 11 in None None 5 S 2 Metal Single(Clear) Yes 1.08 0.5 17.8 ft2 9 ft 10 in 1 ft 9 in None None 6 S 2 Metal Single(Clear) Yes 1.08 0.5 53.3 ft2 9 ft 10 in 0 ft 10 in None None 7 E 3 Metal Single(Clear) Yes 1.08 0.5 78.8 ft2 2 ft 6 in Oft 11 in None None 8 E 3 Metal Single(Clear) Yes 1.08 0.5 38.5 ft2 9 ft 10 in 0 ft 11 in None None 9 W 4 Metal Single(Clear) Yes 1.08 0.5 36.0 ft2 2 ft 6 in 0 ft 11 in None None 10 N 5 Metal Single(Clear) Yes 1.08 0.5 47.6 ft2 2 ft 6 in 0 ft 11 in None None 11 S 6 Metal Single(Clear) Yes 1.08 0.5 106.7 ft2 9 ft 10 in 0 ft 11 in None None 12 S 6 Metal Single(Clear) Yes 1.08 0.5 53.3 ft2 2 ft 6 in 0 ft 11 in None None 13 N 9 Metal Single(Clear) Yes 1.08 0.5 56.0 ft2 2 ft 6 in 0 ft 11 in None None 14 S 10 Metal Single(Clear) Yes 1.08 0.5 34.4 ft2 2 ft 6 in 0 ft 11 in None None 15 S 10 Metal Single(Clear) Yes 1.08 0.5 7.0 ft2 2 ft 6 in 0 ft 11 in None None i 6/28/2016 9:44 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang �/ # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 16 E 11 Metal Single(Clear) Yes 1.08 0.5 7.0 ft2 2 ft 6 in 0 ft 11 in None None 17 E 11 Metal Single(Clear) Yes 1.08 0.5 9.3 ft2 2 ft 6 in 0 ft 11 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 797.44 ft2 797.44 ft2 84.8 ft 8.3 ft 11 INFILTRATION # , Scope Method SIA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000264 2532.2 139.01 261.44 .224 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 34.12 kBtu/hr 1 sys#1 2 :E le*ct*ris Strip Heat None COP:1 34.12 kBtu/hr 2 sys#2 •••••' COOLING SYSTEM # Ssstem Type Subtype Efficiency Capacity Air Flow SHR Block Ducts ....• 1 'Centra?Unit :••:•• Single SEER: 16 46 kBtu/hr 1380 cfm 0.7 1 sys#1 2 •roratwl Unit .*0**. Single SEER: 16 54 kBtu/hr 1620 cfm 0.7 2 sys#2 • see .. ...... HOT WATER SYSTEM ...... # ' S stem Typo •gribType Location EF Cap Use SetPnt Conservation 1 ',gjwlric Tankless Garage 0.92 1 gal 50 gal 120 deg ( None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS ----Supply---- ----Return---- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 375 ft2 Attic 90 ft2 Prop. Leak Free Main ---cfm 53.3 cfm 0.03 0.60 1 1 2 Attic 6 370 ft2 Attic 90 ft2 Prop. Leak Free Main ---cfm 56.5 cfm 0.03 0.60 2 2 i 6/28/2016 9:44 AM EnergyGaugeO USA-FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Cooling 1XI Jan IX Feb Mar [[X]]Apr JX May [[X Jun [X]Jul [X]Aug [[X]Sep [[X Oct r [[X]Nov X]DecHeating X Jan X Feb jXXj Mar [X]Apr X May X Jun [X]Jul [X]Aug [X�Sep [X Oct [X�Nov X]DecVenting X Jan X Feb XMar X Apr X May X Jun [X Jul X Aug X Sep X Oct X Nov X]Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78' 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68_ 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System None 0 0 0 0 1 -Electric Strip Heat 0% 2-Central Unit • • , 6/28/2016 9:44 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. 1450 NE 103 Rd Stree, Miami Shores, FL, 33138 1. New construction or existing Addition 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul, Exterior R=4.1 - 2925.50 ft2 b.Concrete Block-Int Insul,Adjacent R=4.1 295.99 ft' 3. Number of units, if multiple family 1 c. Interior Block, Interior R=4.1 276.35 ft2 4. Number of Bedrooms 4(1) d. N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=19.0 3661.00 ft2 6. Conditioned floor area(ft2) 3661 b.N/A R= ft2 7. Windows`* Description Area a R= ft2 a. U-Factor: Sgl,U=1.08 789.82 ft2 11. Ducts R ft2 a.Sup:Attic, Ret:Attic,AH: Main 6 375 SHGC: SHGC=0.50 b.Sup: Attic,Ret:Attic,AH:Main 6 370 b. U-Factor: N/A ft2 • SHGC: • • • •• 12.Cooling systems kBtu/hr Efficiency •c-04actor: N/Pr • • ft2 a.Central Unit 46.0 SEER:16.00 • SHGC: ••••• • • b.Central Unit 54.0 SEER:16.00 d� U-Factor: • N/fi;• •• ft2 • SHGC: 13. Heating systems kBtu/hr Efficiency •••••• •• • •• •• a. Electric Strip Heat 34.1 COP:1.00 Area Weighted9 ve0a•ge Ove�h� D�pth: 4.914 ft. b. Electric Strip Heat 34.1 COP:1.00 •Area Weighted Average SHGC O•• 0.500 8. Floor Types •;•••; •0000• Insulation Area 14. Hot water systems- ••• • 2 a.Electric Cap: 1 gallons .a.slab-On-Grado Edge Insulation.• R=0.0 2864.00 ft EF:0.92 .b.Flpor over Garage .•:••. R=0.0 797.00 ft2 • �•N/A • ••. R= ft2••• b. Conservation features • .. . None ••••••• •••• • • • • 15.Credits Pstat , I certify that this hol1�'h'as with the Florida Energy Efficiency Code for Building ,EKE ST Construction thrggl� � ig Naving features which will be installed (or exceeded) �� : A44P in this home berl'hai lCi�ft �,�h�tywise, a new EPL Display Card will be completed lv based on inst;fe*Code pliane.* .t�e ti r,,,,, • °- °� Builder Signa�iro S-"a - 68 N ; Date: Address of N4 i4-n,4 q F * �� City/FL Zip: Ills/O _.I . ***' dr • ►WE V�A L ENG *Note: This is nof�`Bni�di 'energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage(EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. i 6/28/2016 9:44 AM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 4 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 1450 NE 103 Rd Stree Permit Number: Miami Shores, FL, 33138 MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy.Florida law [Section 553.9085, Florida Statues]requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building.A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2.The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1,as applicable to the method of construction. Where required by the code official,an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2,and 3 air changes per hour in Climate Zones 3 through 8.Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by an approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to the code .official.Testing shall be performed at anytime after creation of all penetrations of the building thermal envelope. �,•�; ••*15u ring teting."•• • • ....1.1=-xterior*indo*s and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or •••••• • other infiltration control measures; • • 2. Dampec%molwaing exhaust, intake,makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended a� •.•.•. •. intjltration qp9 tr easures; ••••• •• 03.jnteriorVpg¢,V installed at the time of the test,shall be open; • 4. Exterior g oor%for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; ••••: •*••6.'Supply Al�elurrinn registe rs,if installed at th, if installed at e time of the time of e test,shall be fullye test,shall be ropen.ned ff;and ••••••O 8402.4.2 Fireplaces mew wood-burning fireplaces shall have tight-fitting flue dampers and outdoor combustion air. • • • • O R402'4.S Fene4ralibb air leakage.Windows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm •••••• q&%S dare foot(10.5 Us"2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMAANDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E 283 at a 1.57 psf(75 Pa)pressure differential.All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls 1 that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. O 8403.2.2 Sealing(Mandatory)All ducts,air handlers,and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post-construction or rough-in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes,or as authorized by Florida Statutes,to be"substantially leak free"by either of the following: 1. Post-construction test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g.(25 Pa)across the entire system, including the manufacturer's air handler enclosure.All register boots shall be taped or otherwise sealed during the test. 2. Rough-in test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g.(2513a)across the system, including the manufacturer's air handler enclosure.All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test,total leakage shall be less than or equal to 3 cfm (85 Umin)per 100 square feet(9.29 m2)of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. M 6/28/2016 9:45 AM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105•F(41•C) or below 55•F(1 WC)shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. O R403.4.1 Circulating hot water systems(Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. O R403.4.3 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3%inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.4.4 Water heater efficiencies(Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38•C to 60°C). ..•R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied �,•••; ••Ott electricSeodb systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s) • •••.O.f.ombustion types of service water heating systems to be turned off. ••••••O R403.4A.2 Water hlatg,g equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of • ••• T able C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation,Commercial Provisions,for the type of equipment installed. I;gwpment useclto provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water .•';" he%tincf 8ategor7.•S8IA?water heaters shall met the criteria Section R403.4.4.2.1. • • •:••R403.4.4.2.�•%lar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy •••••• factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of • • • Certified lora lystems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, •;•"• ;' a and SRCC VAt5rd TM-1,Solar Domestic Hot Water System and Component Test Protocol,Collectors in installed solar water •• • :t tting soteee%hould meet the following criteria: •• ••• 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. O R403.5 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code,Mechanical,as applicable,or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. O R403.6 Heating and cooling equipment(Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as'standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load,but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 6/28/2016 9:45 AM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 2 of 3 • FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.6.1.1 Cooling equipment capacity.(continued) The published value for AHRI total capacity is a nominal, rating-test value and shall not be used for equipment sizing.Manufacture's expanded performance data shall be used to select cooling-only equipment.This selection shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1. Attached single-and multi-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida-registered engineer, in attached single-and multi-family units,the capacity of equipment may be sized in accordance with good design practice. 0 R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design'cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. i R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. 0 R403t&1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an int rsittent basis,sucah as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to . . prevent&ontinudtys spape cooling or heating within that space by one or more of the following options: 00 • •••• �: *1.: A sep arate4 ooling or heating system is utilized to provide cooling or heating to the major entertainment areas. �: = 2. A ArTATEreapacity system sized for optimum performance during base load periods is utilized. ❑ .'.*Q3.7 Sy%0*n%&rving}yyltp�dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections • %4Q3 and C404 of�the ComgW4al Provisions in lieu of Section R403. ❑ ;..ND3.8 Snoly melt system4!oWtrols(Mandatory). Snow and ice-melting systems,supplied through energy service to the building,shall • incfUde autorrlbtic controI?C*t8l%of shutting off the system when the pavement temperature is above 55°F,and no precipitation is falling •�,•ESQ an autpMetic or manual C&Rftl that will allow shutoff when the outdoor temperature is above 40°F. ❑ 000 9003.9 Swimming pools! . groend spas and portable spas(Mandatory). The energy requirements for residential pools and inground spas shah be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15.The energy requirements U portable spas shall be in accordance with ANSI/APSP-14. 0 R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil-fired pool and spa heaters. All gas-and oil-fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16,2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps.Heaters,pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site-recovered energy,such as a heat pump or solar energy source computed over an operating season. ❑ RR404.1 Lighting equipment(Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low-voltage lighting shall not be required to utilize high-efficacy lamps. 0 R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights ❑ R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19.Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 6/28/2016 9:45 AM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 3 of 3 n Residential System Sizing Calculation Summary Petra &Cedric Mirova Residence Project Title: 1450 NE 103 Rd Stree Petra& Cedric Mirova Residence Miami Shores, FL 33138 6/28/2016 Location for weather data: Miami, FL - Defaults: Latitude(25.82) Altitude(?ft.) Temp Range(L) Humidity data: Interior RH 50% Outdoor wet bulb 77F Humidity difference 56 r. Winter design temperature(TMY3 99%) 49 F Summer design temperature(TMY3 99%) 92 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 21 F Summer temperature difference 17 F Total heating load calculation 51599 Btuh Total coolinq load calculation 90973 Btuh Submitted heating capacity % of calc Btuh Submitted cooling capacity % of calc Btuh Total (Electric Strip Heat) 132.3 68240 Sensible (SHR = 0.70) 109.3 70000 Latent 111.5 30000 Total 109.9 100000 WINTER CALCULATIONS Winter Heating Load for 3661 sqft) Load corapQM Load �,,.\Wdow tdt.1l' '•,790 sqft 17913 Btuh Windows(34.746) Wall total,.••.: 2688 sqft 4689 Btuh Ceilings(7.3%) •:• Woor total* : : 20 sqft 193 Btuh •� •q%iling totjl• • 0� ��661 sqft 3769 Btuh VYausrg.l%) f�Qor total, •„ $eA flail report 14665 Btuh %' Jp4ltration . ,,., 182 cfm 4192 Btuh • Duct loss*:***: •004.0 6179 Btuh •?&total • •••••• 51599 Btuh Duct � • • htilaticljr�• •••••• 0 cfm 0 Btuh TOTAL REATtbSS • •• 51599 Btuh FOm(28.4%) Infil.(t.1%) 0000•• 0000 • • 0.00 SUMMER CALCULATIONS Summer Cooling Load for 3661 sqft) Load component Load Window total 790 sqft 26969 Btuh Wall total 2688 sqft 3796 Btuh Door total 20 sqft 294 Btuh Ceilings(U%) Ceiling total 3661 s .ows(29.6%) sqft 3769 Btuh Walls(4.2%) Wmd Floor total 4905 Btuh Floors(5.4%) Infiltration 136 cfm 2545 Btuh Internal gain 17640 Btuh Doors(0.3%) Duct gain 4148 Btuh Infil.(8.5%) Sens.Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh 6 Total sensible gain 64066 Btuh Latent gain(ducts) 925 Btuh Ducts(5'8% Latent gain(infiltration) 5183 Btuh Latent int(22.9%) Latent gain(ventilation) 0 Btuh Latent gain(internal/occupants/other) 20800 Btuh Total latent gain 26908 Btuh b N��, •• ••.OG. TOTAL HEAT GAIN 90973 Btuh .• G ESS Energbrjaugefty6t1 g zing i 8th Edition PREMPED Y: r'. DATEP in EnergyGauge®!USRCZB v' s•'•.•R I �.: \ _�., �L 9 1 JOSE A MARTINEZ P.E Civil Structural Engineers Lic. # PE-031509 y r to . . .... ...... STRUCTURAL CALCULATION •••;•• •••••• PETRA AND CEDRIC MIROVA •....� . .000.0 1450 NE 103 RD STREET "" ••�� MIAMI SHORES.YLORIDA • • 0000.. • 00 0000.. . . . 0000.. STRUCTURALO �14 N3 f: RE i W —"' -,�O 6v APPROVED DATE/ * °• O • • 6 s wj 24 E. 5"St. Hialeah, FL 33010 Phone: (305)887 4417 Fax: (305)884 3967 . p INDEX 1 . DESIGN CRITERIA (PAGE# 1) 2. WIND ANALYSIS AND TRUSS REACTION (PAGES#2 THRU#6 ) 3.MASONRY WALL DESIGN. (PAGES# 4 THRU#15 ) 4. CONCRETE AND STEEL BEAM DESIGN (PAGES#16 THRU#29) 5.WOOD MEMBER DESIGN.. (PAGES#21 THRU#35) '0.00 6. CONCRETE SLAB DESIGN. •'• •""' e • • (PAGES#36 THRU#38) ._ 000.0• 1 0000•• 7. CONCRETE AND STEEL COLUMN PE61GP ..•.% • 0000 . e..•. (PAGES#39THRU#49) s'e '• ""' .. .. . .. 0000.. 8. CONCRETE GRADE BEAM DESIGIy?•:•: e: . (PAGES#50 THRU#66) ""% 9. PILE CAPACITY. e..0 (PAGES#67 THRU#69) WIND LOADS (ANSI/ASCE 7-10) Method 2 -Analytical Procedure Basic Wind Speed, V=175 mph (FBC 2014) Structural Category 2 Exposure Category D Importance Factor I =1.0 (FBC 2014) Kd =0.85 By Calculations: Desing Pressures for Components and Cladding Design Wind Pressure for Walls Roof Design Wind Pressure Doors and Windows Design Wind Pressure •••• 0000.. Design Pressure or Main Wind Force Resisting System •• • ••• • • • 0000.. .. 0000.. Reactions Gravity and Uplift of Truss and Girder truss 0 0 • 0000 .0000. 0 0000.. 0000 . 0 0000 r .. .. .. 0000.. 0000.. . . 0000.0 .. 0000 t i r r y MecaWind Std x2 . 2 . 7 . 5 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaentetprises.com Date 7/5/2016 Project No. JobNo Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) 175.00 mph Structural Category II Exposure Category = D Natural Frequency N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha 11.50 Zg = 700.00 ft At 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon m 0.13 Zmin = 7.00 ft Pitch of Roof 3 : 12 Slope of Roof(Theta) = 14.04 Deg h: Mean Roof Ht = 15.56 ft Type of Roof = HIPPED RHt:: Ridge Ht = 19.13 ft Eht: Eave Height 12.00 ft OH: Roof Overhang at Eave= 2.00 ft Overhead Type Overhang Bldg Length Along Ridge = 95.83 ft Bldg Width Across Ridge= 57.00 ft Length of Hipped Ridge = 72.00 ft Roof Slope on Hip End = 30.88 Deg Gust Factor Calculations Gust Factor Category i Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 9.34 ft f lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon 555.11 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) 0.89 +•++ • • •••• •••••• Gust Factor Summary • • • • + ••• Not a Flexible Structure use the'Lessor of Gustl or Gust2 = 0.85 •+ • i •+ •••••• •• •••••• Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi •••••• 1 • ;••••; GCPi Internal Pressure Coefficient = +/-0.18 •••• • • • • Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 + • •••••• •• • ••••• Kh: 2.01*(Ht/Zg)^(2/Alpha) = 1.09 ••••+• i •++• •+++:• Kht: Topographic Factor (Figure 6-4) = 1.00 eeoeoe • •• Qh: .00256*(V)^2*I*Kh*Kht*Kd 41.46 ps= • : • • ••+++• Cpww: Windward Wall Cp(Ref Fig 6-6) 0.80 • • �••••• + • Roof Area 5733.28 rt^2. • •••••• Reduction Factor based on Roof Area = 0.80 •• • •••• • • MWFRS-Wall Pressures for Wind Normal to 95.83 ft Wall (Normal to Ridge) A1.1 pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -25.08 -10.16 Side Walls -0.70 -32.13 -17.20 Wall Elev . Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 12.00 1.03 1.00 0.80 41.19 20.55 35.47 45.63 Windward 2.00 1.03 1.00 0.80 41.19 20.55 35.47 45.63 Roof Location Cp Pressure Pressure +GCpi(psf)-GCpi(psf) --------------------------------------------------------------------------- Windward - Min Cp -0.56 -27.20 -12.27 Windward - Max Cp -0.05 -9.22 5.70 Leeward Norm to Ridge -0.47 -24.02 -9.10 Hipped End (.00 to 7.78 ft) -0.90 -39.18 -24.25 Hipped End (7.78 to 15.56 ft) -0.90 -39.18 -24.25 Hipped End (15.56 to 31.13 ft) -0.50 -25.08 -10.16 Hipped End (31.13 to 61.00 ft) -0.30 -18.03 -3.11 a i Z Overhang Top (Windward) -0.56 -19.73 -19.73 Overhang Top (Leeward) -0.47 -16.56 -16.56 Overhang Top (Side Wall) (.00 to 7.78 ft) -0.90 -31.71 -31.71 Overhang Top (Side Wall) (7.78 to 15.56 ft) -0.90 -31.71 -31.71 Overhang Top (Side Wall) (15.56 to 31.13 ft) -0.50 -17.62 -17.62 Overhang Top (31.13 to 57.00 ft) -0.30 -10.57 -10.57 Overhang Bot (Windward only) 0.80 28.01 28.01 Notes - Normal to Ridge Notre (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall & Roof Pressures - Qh*(G*Cp - GCPi) Notre (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press +,Windward Press (For + or - GCPi) Note (5) Hipped ends considered as parallel to ridge for all theta. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 14.0 Deg, h/l= 0.16 Note (7) No internal pressure considered (GCpi = 0) for Overhang Note (8) Overhang bottom based upon windward wall Cp and GCpi = 0. MWFRS-Wall Pressures for Wind Normal to 57 ft wall (Along Ridge) All. pressures shown are based upon ASD Design, with a Load Factor of .6 Wall CP Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.36 -20.28 -5.36 Side Walls -0.70 -32.13 -17.20 Wall Elev Kz Kzt CP qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 19.13 1.07 1.00 0.80 42.97 21.76 36.68 42.04 Windward 12.00 1.03 1.00 0.80 41.19 20.55 35.47 40.83 Windward 2.00 1.03 1.00 0.80 41.19 20.55 35.47 40.83 Roof - Dist from Windward Edge CP Pressure Pressure • • •••••� •••••• • +GCpi(psf)-GCpi(pef) •••� i ••• • • ---------------------------------------------------------------- I 00:• Roof: 0.0 ft to 7.8 ft -0.90 -39.18 -24.25 •••••• •• •••••• • Roof: 7.8 ft to 15.6 ft -0.90 -39.18 -24.25 •••••• • ' • Roof: 15.6 ft to 31.1 ft -0.50 -25.08 -10.16 •••• : • • • Roof: 31.1 ft to 99.8 ft -0.30 -18.03 -3.11 • • •••"• OH Top : 0.0 ft to 7.8 ft -0.90 -46.64 -46.64 •�•� �i ��• Overhang Top 7.8 ft to 15.6 ft -0.90 -46.64 -46.69 ••�••� �•• •• ••••• Overhang Top 15.6 ft to 31.1 ft -0.50 -32.54 -32.54 •• •• • •• +••••• Overhang Top 31.1 ft to 99.8 ft -0.30 -25.50 -25.50 096000 • •� • • • • • • i • 0000•• Notes - Along Ridge 0000•• Note (1) OH = Overhang, no internal pressure considered for Overhang (GCli=Oj Note (2) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.16 •• • 0000 • • Wind Pressure on Components and Cladding (Ch 30 Part 1) A1]. pressures shown are based upon ASC) Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" _ = 5.70 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ----------------------------------------------------------------------- truss 2.00 26.00 225.3 2 0.30 -1.20 19.90 -57.21 plywood sheathing 4.00 8.00 32.0 1 0.40 -0:85 24.00 -42.68 plywood sheathing 4.00 8.00 32.0 2 0.40 -1.45 24.00 -67.47 plywoos sheathing 4.00 8.00 32.0 3 0.40 -1.45 24.00 -67.47 Khcc:Comp. & Clad. Table 6-3 Case 1 - 1.04 Qhcc:.00256*V^2*Khcc*Kht*Kd r = 41.46 psf { Pagina 1 reaction GIRDER 7-T-77 T- - Truss Ql ,Uplift_ : DL I`LL DL+LL Neil. ' Truss.3-r _ = k TRIBUTARY TRIBUTARY r x LENGTH Reaction Reaction Reaction Reaction Opidt Mark (psf} (psfJ _ YVt.DTH, AREA a. r @s) fi�s� w INaik M z GTI 19.9 57.21 26.17 3.5 45.7975 2620 1145 1374 2519 1933 GTI GT2 19.9 57.21 29.5 3.5 51.625 2953 1291 1549 2839 2179 GT2 GT3 19.9 57.21 26.19 15.75 206.24625 11799 5156 6187 11344 8706 GT3 CJI` 19.9 57.21 12 3 18 1030 450 540 990 760 Cil T7 19.9 57.21 37.42 2 37.42 2141 936 1123 2058 1579 T1 T2 19.9 57.21 35.33 2 35.33 2021 883 1060 1943 1491 T2 T3 19.9 57.21 9.75 2 9.75 558 244 293 536 412 T3 T4 19.9 57.21 25.83 2 25.83 1478 646 775 1421 1090 T4 TS 19.9 57.21 10.17 2 10.17 582 254 305 559 429 T5 T6 1 19.9 57.21 1 29.5 2 29.5 1688 738 885 1623 1245 T6 T7 19.9 57.21 26.17 2 26.17 1497 654 785 1439 1105 T7 T8 19.9 57.21 7.5 2 7.5 429 188 225 413 317 T8 T9 19.9 57.21 7.67 2 7.67 439 268 460 729 278 T9 steel b 19.9 57.21 21 13 •• �44.21�, � .2303• 1408 2413 3820 1456 steel b • •• • • • • ••• • •• • • • • • • • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • 00 00 0 0 0 00 00 � j M1 r ,.� 169i� ria srs .wr•,{...aa.:..1row<,.«„rs+:wmrar�ir'•�..w�....�w-; _....+. •a_>,rwz..�,r•.�'n,�.. ��.-w�-=.sr-a».ra•;+�rnrY..•.,.«.:�»:r:•,,.....r+s+-,.. -.1,.:»,,..,a,q. .................e.•,:w�.�u�.•'�^.•.rs`-^•art-.+:•:+,-.y,.�.�g••-.«. .. e �4'""�".$"* ,x�.w,r-�r...,,,..,.,.....,.,..�_�,„'.,..ra+..•,M.r,.,.,.w-aa..•.r>sa;A�++f1�''1�'rst:x �,,-. 2- ... ...� ,.._. ._ ..- � .a � E . ? �. r.,�r.>.r�•:,. �n... ,s,.�,.,.n.',RR�S ?'Y'•.s...btu°wc^x.^a�•-.t�E-a'mk,• ..-'^• u....s:...s,.e,,i ...y-.+.,.y.. 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Copyright www.mecaent:er):rises.r.,,m Date 7/5/2016 Project No. JobNo Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category D Natural Frequency N/A Flexible Structure = No Importance Factor 1.00 Kd Directional Factor 0.85 Alpha 11.50 Zg = 700.00 ft At 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon 0.13 Zmin 7.00 ft Pitch of Roof = 3 : 12 Slope of Roof(Theta) = 14.04 Deg h: Mean Roof Ht = 15.56 ft Type of Roof = HIPPED RHt: Ridge Ht 19.13 ft Eht: Eave Height - 12.00 ft OH: Roof Overhang at Eave= 2.00 ft Overhead Type = Overhang Bldg Length Along Ridge = 95.83 ft Bldg Width Across Ridge= 57.00 ft Length of Hipped Ridge = 72.00 ft Roof Slope on Hip End = 30.88 Deg i Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 9.34 ft lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon = 555.11 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary • • •••• •••••• Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 • • • soG Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi •••:•• •• •••••• GCPi Internal Pressure Coefficient = +/-0.18 •••••• • �••••i Goof • • • • Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 G••••G �••••• ••••• Kh: 2.01*(Ht/Zg)^(2/Alpha) 1.04 •f•••• •GG• •••••• Kht: Topographic Factor (Figure 6-4) = 1.00 • Qh: .00256*(V)^2*I*Kh*Kht*Kd 41.46 psf:••:•: o G• Cpww: Windward Wall Cp(Ref Fig 6-6) 0.80 • • • • :0000: Roof Area 5733.28 fV2 •GGGGG Reduction Factor based on Roof Area 0.80 • • • MWFRS-Wall Pressures for Wind Normal to 95.83 ft Wall (Normal to Ridge) GG G All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- •+ Leeward Wall -0.50 -25.08 -10.16 Side Walls -0.70 -32.13 -17.20 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- i Windward 12.00 1.03 1.00 0.80 41.19 20.55 35.47 45.63 Windward 2.00 1.03 1.00 0.80 41.19 20.55 35.47 45.63 Roof Location CP Pressure Pressure +GCpi(psf)-GCpi(psf) --------------------------------------------------------------------------- Windward - Min Cp -0.56 -27.20 -12.27 Windward - Max Cp -0.05 -9.22 5.70 Leeward Norm to Ridge -0.47 -24.02 -9.10 Hipped End C.00 to 7.78 ft) -0.90 -39.18 -24.25 + Hipped End (7.78 to 15.56 ft) -0.90 -39.18 -24.25 Hipped End (15.56 to 31.13 ft) -0.50 -25.08 -10.16 Hipped End (31.13 to 61.00 ft) -0.30 -18.03 -3.11 Overhang Top (Windward) -0.56 -19.73 -19.73 r � Overhang Top (Leeward) -0.47 -16.56 -16.56 Overhang Top (Side Wall) (.00 to 7.78 ft) -0.90 -31.71 -31.71 Overhang Top (Side Wall) (7.78 to 15.56 ft) -0.90 -31.71 -31.71 Overhang Top (Side Wall) (15.56 to 31.13 ft) -0.50 -17.62 -17.62 Overhang Top (31.13 to 57.00 ft) -0.30 -10.57 -10.57 Overhang Bot (Windward only) 0.80 28.01 28.01 i Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Hipped ends considered as parallel to ridge for all theta. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 14.0 Deg, h/1= 0.16 Note (7) No internal pressure considered (GCpi = 0) for Overhang Note (8) Overhang bottom based upon windward wall Cp and GCpi = 0. MWFRS-Wall Pressures for Wind Normal to 57 ft wall (Along Ridge) All pressures shown arc, based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure r +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.36 -20.28 -5.36 Side Walls -0.70 -32.13 -17.20 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 19.13 1.07 1.00 0.80 42.97 21.76 36.68 42.04 Windward 12.00 1.03 1.00 0.80 41.19 20.55 35.47 40.83 Windward 2.00 1.03 1.00 0.80 41.19 20.55 35.47 40.83 Roof - Dist from Windward Edge Cp Pressure Pressure "'• +GCpi(psf)-GCpi(pef) • • 0 0.0 0 0 0 0 0•• ---------------------------------------------------------------- • • • • Roof: 0.0 ft to 7.8 ft -0.90 -39.18 -24.25 • • • Roof: 7.8 ft to 15.6 ft -0.90 -39.18 -24.25 ""6' .: �•�••• Roof: 15.6 ft to 31.1 ft -0.50 -25.08 -10.16 000000 • ' ' Roof: 31.1 ft to 99.8 ft -0.30 -18.03 -3.1'1 •��0• 0000 i • • • OH Top : 0.0 ft to 7.8 ft -0.90 -46.64 -46.64 • • 0000" 0.0,0 Overhang Top 7.8 ft to 15.6 ft -0.90 -46.64 -46.64 •+•• Overhang Top 15.6 ft to 31.1 ft -0.50 -32.54 -32.54 00.0•• " • 00••0 Overhang Top 31.1 ft to 99.8 ft -0.30 -25.50 -25.50 ••0.00 a •00• •00••• • 0000•• i • • Notes - Along Ridge • • ' 0 Note (1) OH = Overhang, no internal pressure considered for Overhang (GCp!=O) 0 •00.0• •0••0• Note (2) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.16 0'• 0 :0000. •• • 0000 • • Wind Pressure on Components and Cladding (Ch 30 Part 1) •• • All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" _ = 5.70 ft Description Width Span Area Zone 'Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ----------------------------------------------------------------------- WALL 1.00 12.00 48.0 4 0.88 -0.98 43.93 -48.08 WALL 1.00 12.00 48.0 5 0.88 -1.16 43.93 -55.53 WINDOW 3.33 6.58 21.9 4 0.94 -1.04 46.43 -50.57 WINDOW 3.33 6.58 21.9 5 0.94 -1.28 46.43 -60.51 i WINDOW 2.42 7.00 16.9 4 0.96 -1.06 47.24 -51.39 WINDOW 2.42 7.00 16.9 5 0.96 -1.32 47.24 -62.15 WINDOW 2.58 5.58 14.4 4 0.97 -1.07 47.76 -51.91 WINDOW 2.58 5.58` 14.4 5 0.97 -1.34 47.76 -63.19 -DOOR 3.00 6.58 19.7 4 0.95 -1.05 46.76 -50.90 DOOR 3.00 6.58 19.7 5 0.95 -1.30 46.76 -61.18 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.04 Qhcc:.00256*V^2*Khcc*Kht*Kd = 41.46 psf ti i r i, WALL DESIGN: Wall height=12 ft k Vertical Loads 25. J 21.17 + 2 I = 314.625 Roof DL .2 T. Beam DL= 8 12.150.1 = 100 144 Total Vertical Load= 315 + 100 =415 Wind Load: . . .... ...... Zone 4 •• • ••• • ...... .. ...... Wall Pressure=48.08 psf . . ...... ..... .. .. . .. ...... Zone 5 Wall Pressure =55.53 psf By Calculations Annexed: Zone 4 USE 8" CONCRETE BLOCK WI#5 AT 40" O.0 Zone 5 USE 8" CONCRETE BLOCK WI#5 AT 32" O.0 Title Block Line 1 Project Title: You can change this area Engineer, Project ID: using the"tettings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 � Printed J eP9M fte C1MARMW16M -11SABEL-112016.3 11CA cULI%eam.ecsVSbhrysldhderWall` ENERCALC;INC:1983.2016;Build:6:16;121„Ver.6. 5 ' � Description: MASONRY WALL ZONE 4 Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 GerleraflrifOrmati0n': ��J��s^ —` �^ calculations per Act 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane DefI Ratio= 0 `Fr-Rupture = 61.0 psi Rebar"d"distance 3.750 in Minimum Vertical Steel% = 0.0020 ,Em=fm' = 900.0 Lower Level Rebar... Max%of p bal. = 0.006830 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 40.0 in Block Weight Normal Weight Wall Weight = 56.0 psf Wall is grouted at rebar cells only � � "m" One_-St . r�r WaII Dimeensions A Clear Height = 12.0 ft B Parapet height - ft B Roof Att Wall Support Condition Top& Bottom Pinned ______ ...-_ ri'-t '`� ' > mens _ .._. ... .. JJ J rq = r g . s x� ,�` R•- +.�lee*: 04 0 FloonAllachment, -a• • • •r•••i• Vertical Laads �` _ - ••• 0 • Vertical Uniform Loads— (Applied per toot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow '.•� �!:Wind Ledger Load Eccentricity in 0.4150 klft Concentric Load klft Lateral Loads ' � '� - Wind Loads: Seismic Loads: Full area WIND load 48.080 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 0.0 psf Seismic Wall Lateral Load psf e - + i i �U Title Block Line 1 Project Title: You can change this area Engineer: Project ID: I the;�ettings'menu item Protect Descr. and then using the'Printing& Title Block"selection. Title Block Line 6 Printed:5 JUL 2016.HOPM Ile Q1MARTAM?112016MA=1VSABEL-1120163-11CALCUL llbeam,ec6� Masonry:Slender Wail ENERCALC,INC.19832016,BuIId:6.15.12:9,Ver:6.15:12.9 1.11 • Description; MASONRY WALL ZONE 4 DESIGN SUMMARY " _-_ Results reported for"Strip Width"of 12.0 in _ `Y Governing Load Combination... Actual Values... Allowable Values.` PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8306 +0.90D+1.60W+1.60H Max Mu 1.428 k-ft Phi'Mn1.719 k-ft PASS Service Deflection Check Actual Defl.Ratio U 323 Allowable Dell,Ratio 240 W Only Max.Deflection 0.4465 in PASS Axial Load Check Max Pu/Ag 16.455 psi Max.Allow.Defl. 0.60 in +1.20D+0.5OLr+0.50L+1.60W Location 5.80 ft 0.2"fm 300.0 psi PASS Reinforcing Limit Check ' Controlling As/bd 0.0020 As/bd006830 rho bal 0.006830 PASS Minimum Moment Check Mcracking 0.5817 k-ft Minimum Phi Mn 1.717 k-ft +1.401) Maximum Reactions... for Load Combination.... Top Horizontal +D+W+H 0.2897 k Base Horizontal W Only 0.2885 k Vertical Reaction +D+0.750Lr+0.750L+0.750W+H 1.087 k ti - 1 sported for"Strip Width"=12 in. _ Design Maximum Combina-ations-;Moments � _ _Results re _ Axial Load Moment Values ------ 0.6.'___.._____._..._. Load Combination Pu 0.2'fm'b"t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k•1t k-n k4t iW2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.1111 0.000 0.000 0.00 0.00 0.00 0.00 0.000 : 01.0200 R.W" •••••• 0.000 0.000 0.00 0.00 0.00 0.00 0.000 ••0.0e00 •6fto: •. +1.20D+1.60Lr+0.80W at'5.60 to 6.00 0.928 16.920 0.45 0.71 0.90 1.78 0.093 ***:-t620 0.0069 00 0 0 0 0.000 0.000 0.00 0.00 0.00 0.00 0.000 *• *010 0*0 0 0.00% •••'•• +1.20D+1.60S+0.80W at 5.60 to 6.00 0.928 16.920 0.45 0.71 0.90 1.78 0.093 •••9Z020 ;tfO e •0:00 +1.20D+0.50Lr+0.50L+1.60W at 5.60 to 6.00 0.928 16.920 0.45 1.44 0.90 1.78 0.093 •..Q.QWO gW06f6 ••*••• +1.20D+0.50L+0.50S+1.60W at 5.60 to 6.00 0.928 16.920 0.45 1.44 0.90 1.78 0.093 ••0 4.AO :0.0088+• •••••• • 0.000 0,000 0.00 0.00 0.00 0.00 0.000 :00@0@10 0.0040 • • +0.90D+1.60W+1.60H at 5.60 to 6.00 0.696 16.920 0.45 1.43 0.90 1.72 0.093 • 0.0020 ,'�fj6.•. • • 0.000 0.000 0.00 0.00 0.00 0.00 0.000 ; 0,fto 00.0000 :•••• Design Maziftin C6- ifimions-D@fl@Cti011S �_ _ _- - - Results reported dor"Strip Width at 1�In. • _ _ Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-tt k-fl in^4 in^4 in14 n 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+W+H at 6,00 to 6.40 0.751 0.45 0.89 335.60 22.72 23.516 0.430 334.8 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.750Lr+0.750L+0.750W+H at 6.00 to 6.4 0.751 0.45 0.66 335.60 22.72 25.268 0.203 707.9 +D+0.750L+0.750S+0.750W+H at 6.00 to 6,40 0.751 0.45 0.66 335.60 22.72 25.268 0.203 707.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +0.60D+W+H at 6.00 to 6.40 0.451 0.45 0.88 335.60 21.84 22.648 0.436 330.1 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. i Title Block Line 6 Printed 5 JUL 2016.9:0011M MasonryMSlendef Wally r �4 File C IMARIrAM-112016MA-1USABEL-112016-3-11CALCUL llbeam,ec6 :.. _ ENERCALC;INC.1983.2015,%Build:6.15,12.9,Ver.6.15.'12:9, �.r Description:. MASONRY WALL ZONE 4 r' 11 1 ;Design Mazimum,Combinations '`Deflectio`ns 'r" Results reported for"strip Width"=12 In. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio _,,,__•.,___----_ k k-ft k-ft In^4 in^4 in^4 in ._ _-. _. _._ 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 6.00 to 6.40 0.000 0.45 0.86 335.60 20.51 21.320 0.446 322.5 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00• 0.00 0.000 0.000 0.0 Reactions•.Vertical&Horizontals, Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base - - ._.._.._.._..W_. .. _00.00. .. .. . .. D Only 0.0 k 0.00 k 1.087 k +D+L+H 0.0 k 0.00 k 1.087 k +D+Lr+H t 0.0 k 0.00 i< 1.087 k +D+S+H 0.0 I< 0.00 k 1.087 i< +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.087 k +D+0.750L+0,750S+H 0.0 k 0.00 k 1,087 k. +D+W+H 0.3 k 0.29 k 1.087 k +D+0.70E+H 0.0 k 0.00 k 1.087 k 4".750Lr+0.750L+0.750W+H 0.2 k 0.22 k 1.087 k +D+0.750L+0.750S+0.750W+H 0.2 k 0.22 k 1.087 k 0000 +D+0.750Lr+0.750L+0.5250E+H 0.0 k 0.00 k . '.. Q8? k 0000.. +D+0.750L-#0.750S+0.5250E+H 0.0 1< 0.00 k •• • •••1.081 k •• +0.60D+W+H 0.3 k 0.29 k •••:• 0.652 k 0000.. +0.60D+0.70E+H 0.0 k 0.00 k ••• O.g52 k •••• DOnly 0.0 k 0.00 k 0••••• :�•T.681 k 0000. Lr Only 0.0 k 0.00 r, ;"; ;'.0.6V k "•••• .. .. 0i .. .000.9 LOnly 0.0 k 0.00 k �i �• 0.000 k �• S Only 0.0 k 0.00 k 0.000 k 0000;. .99.99 WOnly 0.3 k 0.29 k ; �•• •I 0.000 k �•��•� E Only 0.0 k 0.00 k • ."QdOp i< ' ' H'Only 0.0 k 0.00 k •0.000 i< . I 1 lZ Title Block Line 1 Project Title: i You can change this area Engineer: Project ID: it Using the"settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 _mm _ Printed:5 JUL 2016 9:01 PM Masonry:Slelnder Wall File "CiVVIARTAM�112016MA=111SABEL 11201&3 11CALCUL llbeam.ec8 " ENERCALC,INC.'1983 20f 5,Build 6.15;12.9,Ver,6.15.'12.9. I-111HICIC11 Description: MASONRY WALL ZONE 5 Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 _ General Information' ,f �- ^�! Calculations per ACI 530-11,1BC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry - F rn = 1.50 ksi Nom,Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Deft Ratio= 0 Fr-Rupture = 61.0 psi Rebar V distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.006794 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32.0 in Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only On`e=Story_WaILDimensons" , -0:, ,� � � _ _ A Clear Height = 12.0 ft B Parapet height = ft B S Ro ±'�� a : ofAttachmt ' Wall Support Condition Top& Bottom Pinned --.---- - ;•...t � � �` . - r Vi -41 M y • t• All • t W sd; al., }p' ••sd7 •I !J` S•i• •7 t • Rx • �tFldorAtti3chment` r••• •"ir •• • it♦y •• rs • * • •• •moi••• Vertical Loads - .. •••••• • Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live 0 S!Snow ••:•W:Win8••••• Ledger Load Eccentricity in 0.4150 • gflo : Concentric Load .. .... Ott Lateral`Loads :�' • • Wind Loads: - Seismic Loads: _ Full area WIND load 55.530 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 0.0 psf Seismic Wall Lateral Load psf N j 1 i3 Title Block Line 1 Project Title: You can c4ange this area Engineer: Project ID: using tha"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:5 Jul..2016.9:01 I'M T C:IMARTAM�112016MA�18ABEL-112016 3 11CAlCUL 1 beam ec6 Masonry Slender Wall ' ENERCALC,MC.19832015;Build6.15J2.9,Ver6:15.129 Igo M- 1iITE11,111fifiloc Description: MASONRY WALL ZONE 5 _DESIGN=SUMMARY �' Results reported for"Strip Width"of 12.0 in Governing Load Combination.,. Actual Values... _ _ Allowable Values... PASS Moment Capacity Check �� Maximum Bending Stress Ratio = 0.7909 +0.90D+1.60W+1.60H Max Mu 1.645 k-ft Phi*Mn 2.080 k-ft PASS Service Deflection Check Actual Dell.Ratio U 294 Allowable Defl.Ratio 240 W Only Max.Deflection 0.4896 in PASS Axial Load Check Max Pu/Ag 16.045 psi Max,Allow.Defl, 0.60 in +1.20D+0.5OLr+0.50L+1.60W Location 5.80 it 0.2*fm 300.0 psi ' PASS Reinforcing Limit Check Controlling As/bd 0.00250 As/bd006794 rho bal 0.006794 r PASS Minimum Moment Check Mcracking 0.5935 k-ft Minimum Phi Mn 2.120 k-ft 1 +1.40D Maximum Reactions... for Load Combination..,. Top Horizontal +D+W+H 0.3346 k Base Horizontal W Only 0.3332 k Vertical Reaction +D+W+H 1.111 k Desl�n Maxmlirn_ _Combinations-iMomerts; E Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As- As Ratio 1 rho bal k k k-ft k-ft k-ft 012 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 .ggopo +1.20D+1.60Lr+0.80W at 5.60 to 6.00 0.943 17.640 0.46 0.82 0.90 2.14 0.116. 9.0025 '%Tgi? 0 0.0.0 j 0.000 0.000 0.00 0.00 0.00 0.00 0.000'..•0,:000 ..a000a .• +1.20D+1.60S+0.80W at 5.60 to 6.00 0.943 17.640 0.46 0.82 0.90 2.14 0.116...0 0.0025 0.13061; 000000 +1.20D+0.50Lr+0.50L+1.60W at 5.60 to 6.00 0.943 17.640 0.46 1.66 0.90 2.14 0.116•••*9.9025 0.0068 • • 0000.. I +1.20D+0.50L+0.50S+1.60W at 5.60 to 6.00 0.943 17,640 0.46 1.66 0.90 2.14 0.116.'•-5.Q025 :,own ' 0.000 0.000 0.00 0.00 0.00 0.00 0.000 ...15.0000 • 0.0000 ••:••. +0.90D+1.60W+1.60H at 5.60 to 6.00 0.708 17.640 0.46 1.65 0.90 2.08 0.116 : 81025 :•G00968" 0 .. .. . .. 0000.. 0.000 0.000 0.00 0.00 0.00 0.00 0.000 • Q.Q0o0 r 0,q.A •• De's`ign Mazlmum Combinatio s 7D-fiecti6ns- _Y _ Results reported far ttrip Width"0=12 in. ....:. --0000..----_----- Axial Load Moment Values Stiffness : .'. Deflections :0000: Load Combination Pu Mcr Mactual I gross I cracked I effedlife •DeflecjiArt;•Qefl. Ratio • k k- ft-ft W4 in^4 in4^ in •• • _. t 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 i 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 �. 0.000 0.00 0.00 0.00. 0.00 0.000 0.000 0.0 f 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 p+O+W+H at 6.00 to 6,40 0.763 0.46 1.03 342.40 26.65 27.247 0.476 302.3 i 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 r+D40.750Lr+0.75OL40.750W+H at 6.00 to 6.4 0.763 0.46 0.76 342.40 26.65 28.413 0.256 561.6 +D+0.750L+0.750S+0.750W+#i at 6.00 to 6.40 0.763 0.46 0.76 342.40 26.65 28.413 0.256 561.6 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 I 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +0.60D+W+H at 6.00 to 6.40 0.458 0.46 1.02 342.40 25.82 26.422 0.481 299.1 I' 0.000 0.00 0.00 0.00 0.00 0,000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 j � r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using thn'Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed,5 JUL 2016.9:01 Ptd `� - y -T t TRM Elle=C:UMRTAM a112016MA-1USA8El-11 016 3) 11CALCLL tlbearr e&6 Masonry_Slender Wall' . ' d ., ENERCALC,INCA063=2015,Build;8.ib.12.9,Ver.6.15A2,9- u. u _ ENGINEERINGLicensee:JM . . Description: MASONRY WALL ZONE 5 ,u,..,ra"'"*-�.,�- •.°n�, r A-:;sees. ,.�sees �.,t.��..@v,�,..,.,.__ �...� Design°Maximum Combinations-`Dfiections _ Results reported for'Strip Width'=12 In. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross 1 cracked I effective Deflection Defl. Ratio k loft k-ft in14 in^4 Iri"4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 6.00 to 6,40 0.000 0.46 1.00 342.40 24.55 25.164 0.490 294.1 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 -Reactions•Vert1c61'&'H6HZ-0,ntal' ~ Results reported for"Strip Width"=12 in. a zon or Base BHorizontal�-- _ ---�---�- Load Combination Top Horizontal Vertical @ Wali Base D Only 0.0 k 0.00 k 1.111 k +D+L+H 0.0 k 0.00 k 1.111 k +D+Lr+H 0.0 k 0.00 k 1.111 k +D+S+H 0.0 It 0.00 k 1.111 k 40+0.750Lr+0.750L+H 0.0 k 0.00 k 1.111 k +D+0.7501-+0.750S+H 0.0 k 0.00 k 1.111 k +D+W+H 0.3 k 0.33 k 1.111 k +D+0.70E+H 0.0 k 0.00 k 1.111 k +D+0.750Lr+0.750L+0.750W+H 0.2 k 0.25 k 1.111 k +6+0.750L+0.750S+0.750W+H 0.2 k 0.25 k •�1.1�1 k +D+4.75OLr+0.750L+0,5250E+H 0.0 k 0.00 k • •e e19W k **so:* +0+0.750L+0.750S+0.5250E+H 0.0 k 0.00 k " ' '1.11 t k 'e sees.. .. sees.. +0.60D+W+H 0.3 k 0.33 Ic •• 0. 67 k � • +0.60D+0.70E+H 0.0 k 0.00 k sees 0.667 k sees.. DOnly 0.0 k 0.00 Y, "'• s 1.111 k **:*so Lr Only 0.0 k 0.00 k ••:••: :e.0,ft k ssseo .. .. . .. sees.. Lgnly 0.0 k 0.00 k ••••�• 0.000 k *' SOnly 0.0 k 0.00 k • • • 0.040 k sees:* •ecce• W Only 0.3 k 0.33 k 0.000 k :*Go*: so E Only 0.0 k 0.00 k 70;((109 I<• H Only 0.0 1i 0.00 k 0.000 k r IJ J 4 t I I " RB-1 CONCRETE BEAM DESIGN COND 1 Span =19.33 LOADS Roof DL = 25.(7 + 2 = 137.5 plf l2 J Roof LL= 30. 2 + 21 = 165 plf `2 J TOTAL DL = 137 plf ti TOTAL LL= 165 plf r FOR WIND LOADS: • ...... .. ...... Wind =60.43 psf .... ...... .... . ..... ...... .. . ..... 60.43.8 =241.72 plf . . . . ...... 1 Title Block Line 1 Project Title: . You can .hange this area Engineer: Project ID: using thee"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 POWd 5 JUL 2016.9 05P61 Concrete Beam. FIe::C: RrAM,12o16MA'=1USABEL�1120163`'11cA1 UL %6amim.e2 " J - .,-.,ENERCA4C;;INC,"1983.201.5;]3uIIdi6A512 9,;Vei•:6.15,12,9;. b Description. CONCRETE BEAM AT MASTER BEDROOM COND 1 CODE REFERENCES Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 frc= Pctn ' 7.50 5.0= 530.33 kPhi Values Flexure: 0.90 psi Shear: 0.750 • yf Density = 145.0 pcf P t = 0.80 LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 60.0 ksi ' . fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi 4 #Si = # 3 Bar Size E-Main Rebar = 29,000.0 ksi Stirrup Number of Resisting Legs Per Stirrup= 2 i Load Combination ASCE 7-10 81ri"—'✓p No 7 r 0.1 50 — 8"wx18"h •••• Span-19,330 ft • • goes •0 0.0 0 —Cross Section 1 Reinforcing Details _ t •••••• k • • Rectangular Section, Width=8.0 in, Height=18.0 in 00.0000 •-- Span#1 Reinforcing.... 000* •, ••••• 246 at 2.0 in from Bottom,from 0.0 to 19.330 it In this span 246 at 2.0 in from Top,from 0,0 to IVSAt in this�sp"al•• •••••• Ap�hed l0'adS' Service loads entered. Load Fagtp �ip be applied dor calculations.• Beam self weight calculated and added to loads - — — --" ;, ;;• Loads on all spans... •••••• D=0.1370, Lr=0.1650 • • • ••g••• Uniform Load on ALL spans: D=0.1370, Lr=0.1650 klft • a DESIGN SUMMARY Maximum'Bendin Stress Ratio = ---"--^ - 9 0.466: 1 Maximum Deflection ' Section used for this span Typical Section Max Downward Transient Deflection 0.033 in Ratio= 7015 Mu:Applied 28.136 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn•Phi:Allowable 60.316 k-ft Max Downward Total Deflection 0.100 in Ratio= 2329 Load Combination, +1.20D+1.60Lr+0.50L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 9.683 it I Span#where maximum occurs Span#1 Cross Section'StPenthr8 Inertia o ?; r — Top&Bottom references are for tension side of section _— Max Mu (k-ft) Phi"Mn (k-ft) �~ Moment of Inertia (In^4) Cross Section Bar Layout Description Bottom Top —Bottom Topi I gross —Icr-Bottom Icr-Top Section 1 2-#6@d=16',2-#6@d=2', 0.00 0.00 60.32 60.32 3,888.00 T1,104.21 1,104.21 vertical Reactions> ,rv` x Support notation:Far left Is#1 Load Combination Support 1 Support 2 Overall MINimum 1.595 1.595 °+D+H 2.726 2.726 +D+L+H 2.726 2.726 +D+Lr+H 4.320 4,320 +D+S+H 2.726 2.726 '+D+0.750Lr+0.750L+H 3.922 3.922 +D+0.750L•+0.750S+H 2.726 2.726 7 Title Block Line 1 Project Title: You can change this area Engineer: Project'ID: using th"e"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 - - '--- - Printed 5 JUL 2016,9 05PM Concrete Beam x ''�F1=C,IMARTAM-112016MA=1VSABEL-11201&3 11CALCUL`1Vieamec6 - ` `` - -.. - i.-__ ENERGALC;INC.19834015,9uilci: 15:12,9,.Ver.6.15.12:9 , . .. • Description: CONCRETE BEAM AT MASTER BEDROOM GOND 1 1111 1 _ �«. ..�0000.,-. ' Vertical Readions: Support notation:Far left is#1 _Load Combination Support 1 Support 2 ------_---. - +D+0.70E+H 2.726 2,726 1 4".750Lr+0.750L+0.450W+H 3.922 3.922 +D+0.750L+0.750S+0.450W+H 2.726 2.726 +D+0.750La0.750S+0.5250E+H 2.726 2.726 k +0.60D+0.60W+0.60H 1.635 1.635 +0.60D40.70E+0.60H 1.635 1.635 D Only 2.726 2.726 Lr Only 1.595 1.595 L Only S Only W Only E Only H Only Sh"ear`Stirrup Requirements __ _ t--_ _.- __ -_0_0_0__0-_-__.__ Entire Beam Span Length:Vu<PhiVcJ2, Req'd Vs=Not Reqd 11.4.6:1, use stirrups spaced at 0,000 in Maximum Forces&Stresses fog Load'C mbirations� _ ` - �. _ _� LoadCombination -- - -- ------_.---------00_____00.. Location(ft) __ Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope - -"- -- -- - ------•-- Span#1 ` 1 19.330- 28.14 60.32 0.47 +1.40D+1.60H Span#1 1 19.330 18.44 60.32 0.31 +1.20D+0.50Lr+1.601-+1.60H ••• 1 Span#1 1 19.330 19.66 60.32 0.33 0••••� ••••;• +1.20D+1.60L+0.50S+1,60H • • Span#1 1 19.330 15.81 60.32 0.26 .••.•• •. •...•• +1.20D+1.60Lr+0.50L+1.60H • Span#1 1 19.330 28,14 60.32 0.47 ��•• +1.20D+1.6OLr+0.50W+1.60H Span#1 1 19.330 28.14 60.32 0.47 "" +1.20D+0.50L+1,60S+1.60H 0 0 0 0 0 0 •• • ••••• Span#1 1 19.330 15.81 60.32 0.26 00.00• •••• •••••• +1.20D+1.60S+0.50W+1.60H • 0000.• .� Span#1 1 19.330 15.81 60.32 0.26 • • +1.20D+0.50Lr+0.50L+W+1.60H • Span#1 1 19.330 19.66 60.32 0.33 ; .'. '00000*•••• :0000: +1.20D+0.50L+0.50S+W+1.60H •• • 0000 • • Span#1 1 19.330 15.81 60.32 0.26 •• • +1.20D+0.50L+0.20S+E+1.60H Span#1 1 19.330 15.81 60.32 0.26 +0.900+W+0.90H Span#1 1 19.330 11.85 60.32 0.20 +0.90D+E+0.90H Span#1 1 19.330 11.85 60.32 0.20 . t I t i IB" t Title Block Line 1 Project Title: You cyan change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 - Printed 5 JUL 2016,9:07PM Concrete Beam; 1`"y '.„ �- - Fue=c:u ,RrAM-1o,snusAaEL-1�zo,6s-ncASLcuL-;uiea�,ecs "�fi�l+�t7►nAa7� re�e - -. .:.. „_: .:.--. ,., ..,.� :_. .,_. .. ... ENERCALC,-INC,1983.ib15,Bulldi6.15:12.9,Ver,6.15r12.9 ' Description. CONCRETE BEAM AT MASTER BEDROOM FOR WIND LOADS Calculations per ACI 318-11, IBC 2012,ASCE 7-10 ~- -- - -- -- - —_ Load Combination Set:ASCE 7-05 I Material°Properties e y 6 f'c112 = 5.0 ksi Phi Values Flexure: 0.90 fr= fc ' 7.50 = 530.33 psi Shear: 0.750 yDensity = 145.0 pcf 01 - 0.80 ® , T A. LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 60.0 ksi *„ fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.Oksi Stirrup Bar Size#= # 3 i;>�� E-Main Rebar = 29,000.0 ksi p �" �' Number of Resisting Legs Per Stirrup= 2 ®`� Load Combination ASCE 7-05 j ie in , o410 18"wx8"h _• 9999 Span-19.330 ft • • 9999•• 9999•• 900.0• 000.0: ••••�• n ••9.99 • • - Cross Section 8�Reinforcing,Details _ A. �„ ..•.•• Rectangular Section, Width=18.0 in, Height=8.0 in r ." ;. •;. ' -- -' Span#1 Reinforcing.... •••• ••••• 0009 • .. . 90000• 3-#6 at 150 in from Bottom,from 0.0 to 19.330 ft in this span 3-#6 at 1.50 in from Top,from 0.0 t�49. 30 ft in t is�s�4• ��•• Ap`Itp ed Loads.L `— 11 _ - - c Service loads entered. Load Fap4%f& it be applied for calculations, R Loads on all spans... -.—.-.-- -- __._.__•. W=0.2410 :...:. ...... Uniform Load on ALL spans: W=0.2410 k/ft •••••• t DESIGN SUMMARY' ' • .- ` ' _ " . _ __.__.--.-... _...___ .. • '�'T► Maximum Bendin Stress Ratio - _... 9 0.504: 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.377 in Ratio= 615 Mu:Applied 18.010 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn"Phi:Allowable 35.760 k-ft Max Downward Total Deflection 0.377 in Ratio= 615 I Load Combination +1,20D+0.50Lr-t0.50L+1.60W Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 9.683ft Span#where maximum occurs Span#1 °Cross Section StrenOth&`Inertia z' Top 8 Bottom references are for tension side of section _Max Mu (k-ft) Phi`Mn (k-ft) ^Moment of Inertia (ii 4)-- Cross Section Bar Layout Description Bottom Top Bottom —Top I gross Icr-Bottom Icr-Top Section 1 3-#6 @ d=6.5',3-#6 @&1.5-, -�_—�— 0.00 0.00 35.76 35.76 768.00 242.24 242.24 7Verticaal Reactions J."' Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum ---r3: 2.329 2.32 _�_.___ Overall MINimum 1.747 1.747 D Only +D+L+H +O+Lr+H +D+S+H +D-4750Lr+0.750L+H 40+0.750L40.750S+H +D+W+H 2.329 2.329 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings'menu item Protect Descr: and then using the'Printing& Title Block"selection, Title Block Line 6, Printed 5 JUL 2016.s 07PM Concree Beams Ella C,IMARTAM�;12o1sMn-111SA8ELTM-1(r3-;11CALCUI-llbeam.96 G s ,r , ENERCALC;INC.19832015;buildi6.16:12.9,.Ver615:12.9 nanww"M TV Description.,,. CONCRETE BEAM AT MASTER BEDROOM FOR WIND LOADS -:Vertical Reactions-- "`moo Support notation:Far left is#1 _. Load Combination Support 1 Support, 2 +D+0.750Lr+0.750LA.750W+H 1.747 1.747 +D-4750L+0.750S+0.750W+H 1.747 1.747 +D+0.750Lr+0.750L-45250E+H +D+0.750 L+0.750 S+0.5250 E+11 +0.60D+W+H 2.329 2.329 +0.60D+0.70E+H D Only Lr Only L Only S Only W Only 2.329 2.329 E Only H Only Shear Stirrup#Requirements, Entire Beam Span length:Vu<PhiVc/2, Req'd Vs=Not Regd 111.4.6.1, - ;'Maximum'Forces&Stresses for load"Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi"Mnx Stress Ratio MAX'imiim BENDING Envelope '~� _ -- �---- --------------------------_______._ Span#1 1 19.330 18.01 35.76 0,50 +1.40D Span#1 1 19.330 18.01 35.76 0.50 +1,20D+0,50Lr+1.60L+1.60H •••• Span#1 1 19.330 18.01 35.76 0,50 • • �••••� •••'•• +1.20D+1.60L+0.50S+1.60H • • • ' Span#1 1 19.330 18.01 35.76 0.50 ••••.• •••�.: •.•.:• +120D+1.60Lr+0.50L Span#1 1 19.330 18.01 35.76 0.50 •••••• +120D+1.60Lr+0.80W *••••0 �� • • Span#1 1 19.330 9.00 35.76 0.25 "" ' 00 �. +120D+0.50L+1.60S •..6•. •• • ••••• Span#1 1 19.330 9.00 35.76 025 ••�••� •••� •••••• +1.20D+1.60S+0.80W • �•.�.� • • Span#1 1 19.330 9.00 35.76 0.25 • +1.20D+0.50Lr+0,50L+1.60W • ' ' •""' 000000 Span#1 1 19.330 18.01 35.76 0.50 : .�. 0 :••••: +120D+0.50L+0.50S+1.60W .. . •.•. Span#1 1 19.330 18,01 35.76 0.50 6•.0 +1.20D+0.50L+0.20S+E Span#1 1 19.330 18.01 35.76 0.50 +0.90D+1.60W+1,60H ,Span#1 1 19.330 18.01 35.76 0.50 +0.90D+E+1.60H Span#1 1 19.330 18.01 35.76 0.50 C r RB-1 CONCRETE BEAM DESIGN COND 2 Span =12' F LOADS SPAN 1 Roof DL = 25,(21.2 J 17 + 2.51 =327.125 plf / \ Roof LL= 3021217 + 2.5) = 392.55 pif TOTAL DL= 328 =328 plf TOTAL LL= 392 plf • i • f • •••••• • • • •••• • ••••• • 1 r f 1 1 r I f F Title Block Line 1 Project Title: You can,change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the"Printing& Title Block"selectiori. Title Block Line 6 Printed:5JUL 2016 906PM COncr@t@ B@at11 File-,C:IMARTAM-112016MA—I ISABSL''11201fr3 11 c LCUL�lldeam 6 w ,, - -... s "` ENERCALC,ING 1962015,9uildiii;1b.129,Ve A15.12.9 Description: CONCRETE BEAM AT MASTER BEDROOM COND 2 CODE REFERENCES; Calculations per ACI 318-11, IBC 2012,ASCE 7-10Load Combination Combination Set:ASCE 7-10 `Material:Properttes" � � ' �"— fc 112 = 5.0 ksi Phi Values Flexure: 0.90 t fr= fc * 7.50 = 530.33 psi Shear: 0.750 . a o,v' qJ Density = 145.0 pcf R t = 0.80 LtWt Factor = 1.0 s � Elastic Modulus = 4,030.51 ksi Fy-Stirrups 60.0 ksi } ` S E-Stirrups = 29,000.0 ksi fy-Main Rebar = 60.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 ;b : ,.i ;- Load Combination ASCE 7-10 0 0.3270 Lr 0.3920 .- -�-• - -- _ - - t i ..•. • • s••• sees•• Span•12.04 • • • — ...... .,... ... • • sees•• • Cross Section&'Reinforcinsg Detal 4`� •••••• • _._ •,B •sees• Rectangular Section, Width=8.0 in, Height=18,0 in ,... a ._...___. Span#1 Reinforcing.... .... ..... 246 at 2.0 in from Bottom,from 0.0 to 19.330 ft in this span 246 at 2,0 in from Top,from 0.0 to 01PS t in this span ,0,,, to lied Loa"ds • -- pp _� _ Service loads entered.Load FaGtQr#%E 4u be applied for calculations*' Beam self weight calculated and added to loads ——•—"'—' —LL'' ---— • . . • ...... Loads on all spans... s_ ....•• D=0.3270, Lr=0.3920 ' . •.sees Uniform Load on ALL spans: D=0.3270, Lr=0.3920 k/ft .• ••.• �d •• • DESIGN SUMMARY '—' _. w s Maximum BendingStress Ratio -__..•.�_ ---- 0.356: 1 'Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.012 in Ratio= 12342 Mu:Applied 21.485 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 60.316 k-ft Max Downward Total Deflection 0.026 in Ratio= 5599 Load Combination +1.20D+1.60Lr+0.50L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 6.011 ft Span#where maximum occurs Span#1 ross Section 8trength¢& Top&Bottom references are for tension side of section Max Mu (k-ft) Phi*Mn (k-ft)—w—Moment of Inertia (In^4)� t Cross Section Bar Layout Description Bottom Top Bottom Top I gross Icr-Bottom Icr-Top Sectionl� -#6@d=16',2-#6@d=2', 0.00 0.00 60.32 60.32 3,888.00 1,104.21 1,104.21 _ Support notation:Far left is#1 LoadCombinationSupportl Support ------- ------ --_ __ __—_-_-_--- Ove�all 'Overall MINimum ' 1.699 1.699 +D+H 2.832 2.832 `+D+L+H 2.832 2.832 '+D+Lr+H 5.184 5.184 '+D+S+H 2.832 2.832 '+D+0.750Lr40,750L+H 4.596 4.596 40+0.750L+0.750S+H 2.832 2.832 ry'� Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: • using the'Settings'menu item Project Descr: I and then using the'Printing& Title Block'selection. Title Block Line 6 Printed 5 JUL 2016.9 06PM �GOnCr@t@`Beam File=C:1MARTAMt112016MA=1%ISABE11QO16:31 CALCUL-I%eam:ec6 .,ENERCALC,'INC.1983.2015,Build:6.15 I 110F1,5111 112.9,Ver6,15:12.9_ .� Description. CONCRETE BEAM AT MASTER BEDROOM COND 2 .Vertical'ReaCtlonS- M ;- ' Support notation:Far left Is#1 - �. - Load Combination Support 1 Support-�-2 +D+0.70E+H 2,832 2.832 +D+0.750Lr+0,750L+0.450W+H 4.596 4.596 +D+0.750L+0.750S+0.450W+H 2.832 2.832 +D+0.750L+0.750S+0.5250E+H 2.832 2.832 -460D+0.60W+0.60H 1,699 1.699 +0.60D+0.70E+0.60H 1.699 1.699 D Only 2.832 2.832 Lr Only 2.352 2.352 L Only S Only W Only I E Only H Only 'Shear Stirrup'Req`uirem'ents Entire Beam Span Length:Vu<PhiVC12, Req'd Vs=Not Regd 11.4.6.1, use stirrups spaced at 0.000 in ------ - ---"-- -"` Maximum Forces&Stressesfor Load Combinations Load Combination ( I Bending Stress Results (k-ft) f Location ft _._._�. • _ Segment Length _ Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimumBENDINGEnvelope Span#1 1 12.000 21.48 60.32 0.36 +1.40D+1.60H Span#1 1 12.000 11.89 60.32 0.20 +1.20D+0.50Lr+1.60L+1.60H 0000 Span#1 1 12.000 13.72 60.32 0.23 • 66.6 6666•• +1.20D+1.60L+0.50S+1.60H • • • Span#1 1 12.000 10.20 60.32 0.17 696060 66i 6909.• +1.2013+1.60Lr+0.501+1.60H 6 • • • Span#1 1 12.000 21.48 60.32 0.36 000000 •••••• +1.20D+1,60Lr+0.50W+1.60H •••• • • • • 6666•• I Span#1 1 12.000 21.48 60.32 0.36 •6 0 6•. 6 •i••• +1.20D+0.50L+1.60S+1.60H so**** •• • 00:•• • • • 0. • Span 1 12.000 10.20 60.32 0.17 •• •• • • 66.6•• +1.20D+1.60S+0.50W+1.60H • 66:66• . • Span#1 1 12.000 10.20 60.32 0.17 • • • +1.20D+0,50Lr+0.50L+W+1.60H •...•• 010* Span#1 1 12.000 13.72 60.32 0.23 i ••• 6 i••••i +1.20D40.50L+0.50S+W+1.60H •• • •••• • • Span#1 1 12.000 10.20 60.32 0.17 •• • +1.20D+0,50L+0.20S+E+1.60H Span#1 1 12.000 10.20 60.32 0.17 +0.90D+W+0.90H Span#1 1 12.000 7.65 60.32 0.13 +0.90D+E+0.90H Span#1 1 12.000 7.65 60.32 0.13 1 1 w G i f ) 1 i I I � r STEEL BEAM DESIGN AT FLOOR Span =21' t LOADS { Floor DL= 25.(8.l = 102.125 plf Floor LL= 60.1 82 245.1 pif J r r . . .... ...... ...... .. ...... .... . ..... .. .. . .. ...... . . . . ...... r r i { f t t M r a f t Title Block Line 1 Project Title: You can change this area Engineer: Project ID. using:the'Settings*menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 _ primed:5 JUL 2016,9:29)M Steel Beam - r ----4-_ _ ��.._ _ d :Pile GA L 112016.3-1ZkLC L-J%eam,eo6 ■�rzr>a ur�urnrrr.c�m-- ENERCALC,INC.19832015;,Build:5.15.i2:9,:Ver.6.15.12.9 Description STEEL BEAM DESIGN I CODE�REFERENCES`� _ '•`�` "�""��"'"-"`"`'" " Calculations per AISC 360-10, IBC 2012,ASCE 7-10 - - - Load Combination Set : ASCE 7-10 ` 5 _ 'MaterlaL•Fropertie's ,, - - - Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Q(0-102 0 0.2450 9 i..v.._ ` Span•21.011 L3 w10x19 I ..„0000. ......._....._-_. .. lsL'k+<.yb•yr �,.. _.:_ .._...... 0000._ �.,�..'. ........ 0000...........__.__.. ....A0 .. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading ---'----- Loads on all spans... Uniform Load on ALL spans: D=0.1020, L=0.2450 k/ft •• � 'DESIGN;SUMMARY ��....�.#• � . - _- � .� 0000 ._.. _ 000.0..� . o � Maximum Bendin Stress Ratio - --- _0____0_00._ __..-.. • 9 0.520: 1 Maximum Shear Stress Ratio= Section used for this span ...�.. •0.105 y1'•••• W10x19 Section used for this spanf YV10x19 • • Ma:Applied 20.176 k-ft Va:Applied 00.000 Mn/Omega:Allowable 0900 • •3.843 k • 38.802 k-ft Vn/Omega:Allowable *0000• ;•'*M.720 k-:--. Load Combination +D+L+H Load Combination 000000 .. ,D+L+H 00000 Location of maximum on span 10.500ft Location of maximum on span 9 '0.000 f4 0000. Span#where maximum occurs San#1 *0000* ' 0 0 0 0 • • p Span#where maximum occurs 000000 � .Span#1 00 Maximum Deflection 0 0 0 0 0 0 Max Downward Transient Deflection 0.385 in Ratio= 653 Max Upward Transient Deflection • ' . 0.000 in Ratio= 0<360 •0 0• , 0000 .0 0 0 0 Max Downward Total Deflection 0.576 in Ratio= 437 • Max Upward Total Deflection 0.000 in Ratio= 0<180 _ 3 Maximum'Forces'8�'Stres"ses for Load Comblriations' _'"` � r Load Combination Max Stress Ratios -M ax - _^_ rSummary of Moment Values _ _«MaSummary of Shear Values Segment Length Span# M V Mm + Mmax - Ma Max M n x Mnx/Omega Cb Rm Va x Vnx Vnx/Omega Dsgn,L= 21.00 ft 1 0.172 0.035 6.67 6.67 64.80 38.80 1.00 1.00 1.27 55.08 36.72 +D+L+fi Dsgn.L= 21.00 ft 1 0.520 0.105 20.18 20.18 64.80 38.80 1.00 1,00 3.84 55.08 36.72 +D+Lr+H Dsgn.L= 21.00 ft 1 0.172 0.035 6.67 6.67 64.80 38.80 1.00 1.00 1.27 55.08 36.72 +D+S+H Dsgn.L= 21.00 ft 1 0.172 0.035 6.67 6.67 64.80 38.80 1.00 1.00 1.27 55.08 36.72 +D+0,750Lr+0.750L+H Dsgn.L= 21.00 ft 1 0.433 0.087 16.80 16.80 64.80 38.80 1.00 1.00 3.20 55.08' 36.72 +D+0.750L+0.750S+H Dsgn.L= 21.00 ft 1 0.433 0.087 16.80 16.80 64.80 38.80 1.00 1.00 3.20 55.08 36.72 +D+0.60W+H i Dsgn:L= 21.00 ft 1 0.172 0.035 6.67 6.67 64.80 38.80 1.00 1.00 1.27 55.08 36.72 +D+0.70E+H ,Dsgn,L= 21.00 ft 1 0.172 0.035 6.67 6.67 64.80 38.80 1.00 1.00 1,27 55.08 36.72 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 21.00 ft 1 0.433 0.087 16.80 16.80 64.80 38.80 1.00 1,00 3.20 55.08 36.72 +D+0.750L+0.750S+0.450W+H i Dsgn.L= 21.00 ft 1 0.433 0.087 16.80 16.80 64.80 38.80 1.00 1.00 3.20 55.08 36.72 +D+0.750L+0.750S+0.5250E+H i Dsgn.L= 21.00 ft 1 0.433 0.087 16.80 16.80 64.80 38.80 1.00 1.00 3.20 55,08 36.7,,/d'� +0.60D+0.60W+0.60H y 6 Title Block Line 1 Project Title: " You can change this area Engineer: Protect ID: using the"Settings"menu item Protect Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 ^--^_-^- _ Printed 5 JUL 2016.9:29PM Steel Realm r h File.-C:i;P RTAM-112016MA-111SABEL-112016.TI1CALCUL,l ieam.eC6,T „ENERCALC,INC.:19832015,Bulid:615:12,9'Ver:6a5129 _ r , r.r Description STEEL BEAM DESIGN I Load Combination Max Stress Ratios _ _ Summary of Moment Values Summary_of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max - Mnx Mnx/Omega Cb Rm Va Maz Vnz Vnx/Omega -Ds _= _21___1_0.00 ft +0.60D+ .103 0.021 4.00 4.00 64.80 38.80 1.00 1.00 0.76 55.08 36.72 D-P 0,70E+0.60H Dsgn.L= 2100 ft 1 0.103 0.021 4.00 4.00 64.80 38.80 1.00 1.00 0.76 55.08 36.72 `Ove'ei-I`Maximum be_kfi6Rs,. = " ' Load Combination - < - '-'- --------- _�I___....___.._._ _ Span Max.'"Deft Location in Span Load Combination Max."+"Deti Location in Span 0.5761 _ _- - ... 0.0000 0:000 ...- Vertical Support notation:Far left is#1 Values in KIPS Load Combination Overall-MAXimum-_ 3.843 3.843----- Overall MINimum 0,762 0.762 +D+H 1.271 1.271 +D+L+H 3.843 3.843 +D+Lr+H 1.271 1.271 +D+S+H 1.271 1.271 +D+0.750Lr+0.750L+H 3.200 3.200 +D+0.750L+0.750S+H 3.200 3,200 +D+0.60W+H 1.271 1.271 +D+0.70E+H 1.271 1,271 +D+0.750Lr+0.750L+0.450W+H 3.200 3,200 +D+0.750L+0.750S+0.450W+H 3.200 3.200 +D+0.750L+0.750S+0.5250E+H, 3.200 3.200 +0.60D+0.60W+0.60H 0,762 0.762 ..•. +0.60D+0,70E+0.60H 0.762 0.762 • . •.•.•• •••••• D Only 1.271 1.271 • • • • Lr OnlyL Only " •• • SOnI 2.573 2,573 Y •••�•• • :••••� W Only .... . • . • EOnly . •.•••. .•.•• HOnly ••.••• •• • ••i••• I i l t I _ II { www.hiltl.us Com an -- Profis Anchor 2.4.9 p Y� Specifier: Page: 1 Address: Project: Phone I Fax: Sub-Project I Pos.No.: E-Mail: Date: 7/5/2016 i Specifier's comments: } i 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 5/8(4) ... '" ~ BIN f i Effective embedment depth: her=4.000 in.,hnem=4.438 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 5/1/2015 Proof: design method ACI 318/AC 193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,x ly x t=12.000 in.x 8.000 In.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: W shape(AISC);(L x W x T x FT)=10.200 in.x 4.020 in.x 0.250 in,x 0.395 in. Base material: cracked concrete,2500,f�=2500 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[In.]&Loading[lb,in.lb] 6••• Z; • 6 • •', 6• • •6• • •0000• 69 00.000 6 000060 • • • � 0000•• 6666 • • • 9 • 6 0000•• 66.6 • 0000• • • 60600• •• • 0090• c •• 6• • •• 6••••• • 9.6••• • • • • • 0 • • 6 60 •6.6 •6.9.9 l : •66 :6•00: a 0 •• • •696 • • 4 44, y .fix a A. ` } ! x Input data and results must be checked for agreement with the existing conditions and for plausibiiityl PROMS Anchor(c)2003.2009 HIM AG,FL-9494 Schaan HIM is a registered Trademark of HIM AG.Schaan www.hiiti.us i company: _ — Profs Anchor 2.4.8 Specifier: Page: 2 Address: Project: Phone I Fax: Sub-Project I Pos.No.: E-Mail: Date: 7/5/2016 2 Proof I Utilization (Governing Cases) Design values[ib] Utilization Loading Proof Proof Load Capacity dens on - �,/p„[%,] Status I Shear Concrete edge failure in direction y- 4000 6738 -/60 OK Loading PN Utilization tav °�dmd oto andshear loads Status 3 Warnings • Please consider all details and hints/wamings given in the detailed reportl Fastening meets the design criteria! , i 4 Remarks; Your Cooperation Duties , • Any and all information and data contained in the Software concern solely the use of Hill products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data yQuvikA in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in t X V"0 •••••• Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,:)articularly with regard�o • compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves oM J as 5n aid to interprat norms • and permits without any guarantee as to the absence of errors;the correctness and the relevance of the results o•stol"bility for a specify' application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particula P,getlgiust arr:qw. p'rdhe regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a r%iiAm basis.If-you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date versjpp 4(1479 Softwar®in each case••••• r by carrying out manual updates via the HIM Website. Hill will not be liable for consequences,such as the recovery of lQ,itbr dam4ge8 data or ••.••. programs,arising from a culpable breach of duty by you. • • 4 r ' r I r i i I r Input data and resuits must be checked for agreement with the existing conditions and for plausibility( PROMS Anchor(c)2003.2009 HIM AG,FL-9494 Schaan HIM Is a registered Trademark of HIM AG,Schaan t 7 WOOD JOIST DESIGN AT FLOOR Span =8.17 t LOADS # Floor DL= 25•(1.33) =33.25 plf Floor LL=' G0•(1.33) = 79.8 pif I . . .... ...... ...... .. ...... f • .... . ..... ...... .. . ..... .. .. . .. ...... . . . . ...... d i r 1 I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: usingtha"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 eam Printed 5 JUL 20169:32PM File CIMARTdM-112016M11-111SABEL 112016 3,ACALCUL tlbbarti.ec6 i.� y �� Ix-- p+nx.:.. . ." . ENERCALC,INC:19832015,BwId:05.1Z%Vef6.`15.12.9 Description: wood joist 2"x10"@16"AT FLOOR 0M 10 4 [mlln• r-KY "CODE REFERENCES - Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 -- -- -Load Combination Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension -800.0 psi E;Modulus of Elasticity _ Load Combination ASCE 7-10 Fb-Compr 800.0 psi Ebend-xx 1,400.Oksi Fc-Prll 1,300.0 psi Eminbend-xx 510.Oksi Wood Species : Southern Pine-2013 Addendum Fc-Perp 565.0 psi Wood Grade ;No.2: 2"-4" Thick : 10"Wide Fv 175.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 475.0 psi Density 34.320pcf ... ........... _.._... .. ._...... ....._.........._. .....A-........_. ..._, D 0 0330 L 0.080 err 2x10 4 Span 8.170 M • • •••••• _. A``Ile ��_ d LOadS � Service loads entered. Load Fatb?siR be applied for alcu clatjg�s• ;. __ _ _ Loads on all spans... -" - -- -- - � __._.. ....•. • Uniform Load on ALL spans: D=0.0330, L=0.080 k/ft •••••• "'• • - • Maximum Bending Stress Ratio - 0.661: 1 Maximum Shear Stress Ratio ..c... •• 0.;33 : 18 Section used for this span • • • • 2x10 Section used for this span .• .. •2x10 ""'• fb:Actual - 528.92psi III Actual ..•... 040.80 psi •. FB:Allowable - • • - SOO.00psi Fv:Allowable - 1?5, p00 sF••••• + Load Combination •••• • D+L+ti Load Combination •••.•• Location of maximum on span = 4.08511 Location of maximum on span ' : ••9, 00 It • • Span#where maximum occurs = Span#1 Span#where maximum occurs = •6parr#1 i Maximum Deflection Max Downward Transient Deflection 0.058 in Ratio= 1683 Max Upward Transient Deflection 0.000 in Ratio= 0<360 P Max Downward Total Deflection 0.082 in Ratio= 1191 Max Upward Total Deflection 0.000 in Ratio= 0<180 I_. r Maximum_ force"s&`Stresses for Y:oad�Combinat s�*�E�� `- _ ___ T - Load Combination Max Stress Ratios . -M~ -Moment Values Shear Values Segment Length ---Span#--M V C d C FN C I Cr C m C t C L F,b - V fv - F'v +D+H - ------- _�_ _ --- -------- _ Length=8.170 It 1 0.215 0.076 0.90 1,000 1.00 1.00 1.00 1.00 1.00 0.28 154.46 720.00 0.00 10.910 157.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.170 ft 1 0.661 0.233 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.94 528.92 800.00 0.38 40.80 175.00 +0+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.170 ft 1 0.154 0.054 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.28 154.46 1000.00 0.11 11.91 218.75 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.170 ft 1 0.168 0.059 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.28 154.46 920.00 0.11 11.91 201.25 +D+0,750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.170 ft 1 0.435 0.153 1.25 1.000 1.00 1.00 1,00 1.00 1.00 0.78 435.31 1000.00 0.31. 33.58 218.75 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 -. a Title Block Line 1 Project Title: You can•chpnge this area Engineer: Project ID: Fusing the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:5 JUL 2016 32f'M +Wood Realm F ' Pa " ?' i�e=C:WARTAM-112016MA 111SABEL^;112016.3-15LCUL tlbeanneR z 3.`� ENERCALC,°I1NIC:19832015,Buildi6:15:12.9,Ver6:15.i2.9 1 Description. wood joist 2 x10 @16 AT FLOOR Load Combination Max Stress Ratios Moment Values Shear Values _ Segment Length Span# M V C d C FN C I Cr C m C t CIL fb F'b V tv F'v t Length=8.170 It 1� 0.473 0.167 1,15 1.000 1.00 1.00 1.00- 1.00-1.00 0.78 435.31 920.00 0.31 33.58 201.25 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 r Length=8.170 ft 1 0.121 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 154.46 1280.00 0.11 11.91 280.00 +0+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.170 it 1 0.121 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 154.46 1280.00 0.11 11.91 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.170 It 1 0.340 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 435.31 1280.00 0.31 33.58 280.00 +D+0,750L+0.750S+0.450W+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=8.170 It 1 0.340 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.78 435.31 1280.00 0.31 33.58 280.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=8.170 it 1 0.340 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.001 0.78 435.31 1280.00 0.31 33.58 280.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.170 it 1 0.072 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 92.68 1280.00 0.07 7.15 280.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.170 it 1 0.072 0.026 1.60 1.000 1.00 1,00 1,00 1.00 1.00 0.17 92.68 1280.00 0.07 7.15 280.00 #Ovet•all Maxi um m Deflections - Load Combination -�_ Span Max.''Dell Location in Span Load Combination Max."-,-*Del Location in Span= 'fl+L'H 1 0.0823 4.115 0.0000 - ~0.000 µ Vertical Re8CtI0nS Support notation;Far left is#1 Values in KIPS Load Combination Support 1 Support Overall MINlmum 0.081 0.081 ••.• +O+H 0.135 0.135 . . �.••.' ••••�• +D+L+H 0.462 0.462 • • • +D+Lr+H 0.135 0.135 •�•.�• •• •••..• +D+S+H 0.135 0.135 • +D+0.750Lr+0.750L+H 0.380 0.380 •••••• +0+0.750L+0.750S+H 0.380 0.380 •" •• :.•.:. +D+0.60W+H 0.135 0,135 +D+0.70E+H 0.135 0.135 ••:00:••• " •" • 40+0.750Lr+0.750L+0.450W+H 0.380 0.380 •• •• ' •"• "":' +0+0.750L+0.750S+0.450W+H 0.380 0.380 •••••• • ' +D+0.750L'+0.750S+0.5250E+H 0.380 0.380 : • • •••••• +0.60D+0.60W+0.60H 0.081 0.081 :•••• • +0.60D40.70E+0.60H 0.081 0.081 '..' : ...• : • DOnly 0.135 0.135 '..' Lr Only L Only 0.327 0.327 S Only r W Only E Only H Only + + t I f I ti WOOD LEDGER DESIGN AT FLOOR LOADS Floor DL= 25. $2 = 102.125 plf 2 J Floor LL= 60. "") =245.1 plf 0000 � • 6 0000 0000.•. • • • • •. • •.• • • 0000•• •• ••.Y.• 0000.• • 0000 • • • • • • •..... ...•. 0000 • • • • • •• ••• • •• 0000.• • 0000•• • • • • • • • 000000 f • • 0000•• • • • • • • • 0000•• I f Y , t Title Block Line 1 Project Title: You call change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Primed:a JUL 2016.9 37PM- LlNood�: aer t: Fij ,C: RTAM-142U16MA-1usAaEl-ii otsa�ncAlcult am s ENERCALC�IN C.19632015,Build,5:16.12,9;Ver;6ab,t2.9,_ Description: wood ledger ( Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Ledger Width 1.50 in Design Method:ASD(using Service Load Combinations Ledger Depth 7.250 in Wood Stress Grade Southern Pine-2013 Addendum, No.2: 2 Ledger Wood Species Southern Pine Fb Allow 800 psi G:Specific Gravity 0.55 Fv Allow 175 psi Bolt Diameter 314" in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 16.0 in - Concrete as Main Supporting Member -- --- Cm-Wet Service Factor 1.0 Using 6"anchor embedment length in equations. Ct-Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11 E Cg-Group Action Factor 1.0 C A-Geometry Factor 1.0 Uniform Load .... ...... _- 781n Solt Spacing18in Bolt SpaGnp 18tn Bolt 3pacing.�-__•••••• Y••••• •• ••• ...... .. . ..... Load Data _ • Dead Roof Live Floor live Snow Wind •3•eisnocv •Earth • Uniform Load... 102.0 plf 0.0 plf 245.0 plf 0.0 plf 0.0 plf '0.0 plf:...:. 0.Op Wage Point Load... 0.0 lbs 0.0 lbs 0.0 lbs 0,0 lbs 0.0 lbs •.•• :0.0 lbs ...• 0.0 VS* • Spacing 0.0 in •• • Offset 0.0 in Horizontal Shear 0.0 lbs 0,0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs} 0.0 lbs . 1 a I r t I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block'selection. Title Block Line 6Printed:5 JUL 2016.9:37PM File='ONARTAM-112016MA-111SATL-112016.3 11CAL U�GU['1ftam 06&. -Wood Led er " ENERCALC,INC.1983.2015,,Build'6.15:12.9,Ver.6.15,12.9J KW-060ONS UILTAINITINIT-S,PA Description: wood ledger DESIGN SUMMARY: _ _, r O® Maximum Ledger Bending - _ Maximum Bolt Bearing Summary -` Dowel Bearing Strengths Load Combination... Load Combination... (for specific gravity&bolt diameter) +D+L+H +D+L+H Ledger,Perp to Grain 7,500.0 ksi Moment 51.407 ft-Ib Max.Vertical Load 462.667 lbs Ledger,Parallel to Grain 7,500.0 ksi fb:Actual Stress 46.945 psi Bolt Allow Vertical Load 663.75 lbs Supporting Member,Perp to Grain 2,950.0 ksi Fb:Allowable Stress 800.0 psi Supporting Member,Parallel to Grain 6,150.0 ksi Stress Ratio 0.05868 :1 Max.Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 1,325.99 lbs Maximum Ledger Shear Load Combination... Angle of Resultant 90.0 deg +D+L+H Diagonal Component 462.667 lbs Shear 231.333 lbs Allow Diagonal Bolt Force 663.75 lbs fv:Actual Stress 63.816 psi Stress Ratio,Wood @ Bolt 0.6971 :1 Fv:Allowable Stress 175,0 psi F Stress Ratio 0.3647 :1 Allowable Bolt Capacity Note! Refer to NDS Section 11.3 for Bolt Capacity calculation method, Governing Load Combination. , +D+L+H Resutant Load Angle:Theta= 90.0 deg Ktheta = 1.250 Fe theta = 663.75 Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain 00.0 Fern 7,500.0 Fes 2,950.0 Fyb 45,000.0 Fern 7,500.0 Fes 6,159.0 �yb 45'Qq(ZQ' ...... Re 2.542 Rt 4.0 Re, 1.220 Rt �IrOr ••• • k1 2.953 k2 1.732 k3 1.707 k1 1.591 k2 1.1&: 0 1.619• 00 00" Im :Eq 11.3-1 Rd= 5.0 Z= 0.0 lbs Im :Eq 11.3.1 Rd= I .glbs �••••� 0000 • Is :Eq 11.3-2 Rd= 5.0 Z= 663.75 lbs Is :Eq 11.3-2 Rd= 4.p�•70' 1,768 IUs ..... 1 1 II :Eq 11.3-3 Rd= 4.50 Z= 2,177.75 lbs 11 :Eq 11,3-3 Rd= 3.60:•26; 3,l""i 1.131as 00 00' Illm:Eq 11.3-4 Rd= 4.0 Z= 2,402.01 lbs Illm:Eq 11.3-4 Rd= 3M *f= 3,5.49.2.5 lbs • 0900•. • Ills :Eq 11.3-5 Rd= 4.0 Z= 792.79 lbs Ills :Eq 11.3-5 Rd= 310 a 1,325.99.lbs fee* • IV :Eq 11.3.6 Rd= 4.0 Z= 1,120.75 lbs IV :Eq 11.3-6 Rd= 3.t0 Z-=. 1,769.84 lbs ;..•.: Zmin:Basic Design Value = 663.75 lbs Zmin:Basic Design Valftd'= ' 1,325 Wbs 0 0 Reference design value-Perpendicular to Grain: Reference design value-Parallel to Grain ZCM'CD*Ct"Cg"Cdelta = 663.75 lbs Z"CM'CD*Ct"Cg"Cdelta = 1,325.99 lbs t { 1 r l l { CONCRETE SLAB DESIGN AT FLOOR LOADS Floor DL= 1-15040 = 100 pIf 12 Floor SDL= 25•(1) =25 pIf k I Floor LL= 40•(1) = 40 pIf i . . .... ...... ...... .. ...... • f I I f k t Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using thq"Setttiings'menu item Project Descr: and then using the*Printing& Title Block"selection. Title Block Line 6 Printed:5 JUL 2016,9:29PM f� i=� '- Flle _C:IMARTAM t12016MA"USABEL-1120163'tICALCUL 1ltieam.ec6! l Croncrete f�ea111' " + g. ENERCALC,INC.1983.2016,Build:615:12.9,Ver,6.15.12.9 , 0,0 • Description: concrete slab _CODE RE_FER_E_NCE_S;_ Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 MateHW`,Propert 'fc 1n = 5.0 ksi Phi Values Flexure: 0.90 fr= fc ' 7.50 = 530.33 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.80 ` { k LtWt Factor = 1.0 { a Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi Cit ;• E-Stirrups = 29,000.0 ksi f -Main Rebar = 60.0 ksi i f r E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination ASCE 7-10 i } 121n 50 4 •-- 12"wxe'h 1N•• • • r Span-20.0 ftfoe• • •••• ••••:• • • • • Cross Section,&Refnforci- " ` ' •••••• ng` Details ,�. ,� •••• ' Rectangular Section, Width=12,0 in, Height=8,0 in foe* • • Span#1 Reinforcing..., ••:00: •• ' 245 at 2.0 in from Bottom,from 0.0 to 20.0 ft in this span •• •• •' "":' - " °` Service loads entered:Load Fact Rlied fdr calculations. '• Applied`Loads fS Q_ ' Q_.eapp____- Loads on all spans... of D=0.1250, L=0.040 Uniform Load on ALL spans: D=0.1250, L=0.040 klft .• •••i • DESIGN'SUMMARY - ''- • • u� o M Max Downward Transient Deflection 0.070 in a Maximum Bending Stress Rati = 0.681: 1 _ Maximum Deflection R Section used for this span Typical Section Ratio= 3440 Max Upward Transient Deflection 0.000 in Ratio= 0<360- Mu:Applied 10.70 k-ft p Mn*Phi:Allowable 15.722 k-ft Max Downward Total Deflection 0.607 in Ratio= 395 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 10.018ft , Span#where maximum occurs Span#1 CI05§S@CtiOn`Siren th&Wit ia y — Top&Bottom references are for tension side of section Max Mu (k-ft)�— Phl'Mn (k-ft) Moment of Inertia (in^4) Cross Section Bar Layout DescriptionBottom Top — Bottom �Top� I gross Icr-Bottom Icr-Top Section 1 2-#5 @ d=6', ---J^ -- --—i- --_�. -- 0.00--- 0.00^ 15.72— 0.00�5*00 102.02 8.31 Support Vnotation:Far left is#1_ --------J-------•-------------- --------- --- Load Combination Support 1 _ Support 2 overall imum 1.650 Overall MINlmum 0.400 0.400 +D+H 1.250 1.250 +p+L+H 1.650 1.650 +D+Lr+H 1.250 1.250 +O+S+H 1.250 1.250 +D+0.750Lr+0.750L+H 1.550 1.550 +D+0,750L+0.750S+H 1.550 1.550 +D+0,60W+H 1.250 1.250 Title Block Line 1 Project Title: ,You can„haoge this area Engineer: Project ID: "using the,"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6, Printed:5AUL 2016,929F'M CAM_ARTAM-112016MA-1VSABEI.112016.3`MALCUL llbeam:eo6' �C011CC@te B@at11= ,,EN8RCAi.C;IRC:1983.2015,'BuiM:6.15:12.9,Ver.6.15.12.91,' Description: concrete slab r 41/eitical�Reacbons'� �~ ppo Su rt notation:Far left is#1 Load Combination Support 1 Support 2 +D�0.70E+1i'_ .�__--._,- 250 -�:25�-_.`_ -_-------•--- -- -- -- --- +D+0.750Lr+0.750L+0.450W+H 1.550 1.550 +D+0.750L+0.750S+0.450W+H 1.550 1.550 +D+0.750L+0.750S+0.5250E+H 1,550 1.550 +0,600+0.60W+0.60H 0.750 0.750 +0.60D+0.70E+0.60H 0.750 0,750 D Only 1.250 1.250' Lr Only i L Only 0.400 0.400 S Only W Only E Only H Only Sheat'Stirru Requirements Entire Beam Span Length:Vu>PhiVc, Req'd Vs=Vs>Vs:max per 11.4.7.9, use stirrups spaced at 0.000 in ,.Maximum"Perces`&Stresses forL'oad Combinations _ _ ___ __ Load Combination Location(ft) Bending Stress Results (k-ft)��_� - Segment Length Span# in Span Mu:Max phi"Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 20.000 10.70 15.72 0.68 +1.40D+1.60H Span#1 1 20.000 8.75 15.72 0.56 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 20.000 10.70 15.72 0.68 +1.20D+1.60L+0.50S+1.60H .0000 • Span#1 1 20.000 10.70 15.72 0.68 • •'" "":` +1.20D+1.60Lr+0.501+1.60H 00 0 0 � Span#1 1 20.000 8.50 15.72 0.54 .....o •• •••••• +1.20D+1.60Lr+0.50W+1.60H ***:9* I • • Span#1 1 20.000 7.50 15.72 0.48 00*0 ••"" +1.20D40.50L+1.60S+1.60H • •... •• •••, 'Span#1 1 20.000 8.50 15.72 0.54 •.�� • ��•• +1.20D+1.60S+0,50W+1.60H Span#1 1 20.000 7.50 15.72 0.48 ..�..� �••� •••••• +1.20D+0,50Lr+0.50L+W+1.60H ...... • •• Span#1 1 20.000 8.50 15.72 0.54 • • • ` . . . . ...... +1.20D+0.50L+0.50S+W+1:60H Span#1 1 20.000 8.50 15.72 0.54 .'. ` :••••• +1.20D+0.50L+0.20S+E+1.60H " .••:•. Span#1 1 20.000 8.50 15.72 0.54 •• • +0.90D+W+0.90H E Span#1 1 20.000 5.62 15.72 0.36 +0.90D+E+0,90H Span#1 1 20.000 5.62 15.72 0.36 E r �x R 4 STEEL COLUMN DESIGN: height=9 ft Loads Reaction RB-1 DL= 2.73 K LL= 1.59'K Reaction RB-1 DL= 2.83 K + LL= 2.35 K I 5 a + Total Vertical Load DL= 5.56 K LL= 3.94 K WIND LOADS ONE DIRECTION •••••• • W= 60.55- 1933.1.66 = 971.458 • I 2 .... .... . ..... ...... .. . ..... .. .. . .. ...... WIND LOADS OTHER DIRECTION •, 12 W= 60.55.—.1.66 =603.078 • 5 + . Title Block Line 1 Project Title: ,Ynu can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:5 JUL 2016,9:18PM Columr Flle C:IMARTAMSABEL-112016 3 11CALCUL-llbeamm6- " Steel n.. f -10 6MA tU a s ENERCALC;INC:1983 2015,13600A6.12.9,13600A6.12.9,V4.6.16.12.9l Licensee ENGINEERING , , PA Description: STEEL COLUMN .Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 Steel Section Name: HSS4x4xl/2 Overall Column Height 9.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade A500, Grade B, Fy=46 ksi, Carbon Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9 ft,K=1.0 Load Combination: ASCE 7-10 Y-Y(depth axis: Unhra Length for Y-Y Axis buckling=9 ft,K=1.0 A IiedJLoads - r` t Service loads entered. Load Factors will be applied for calculations. Column self weight included;194.670 lbs'Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft,D=5.560,L=3.940 k BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.980 k/ft Lat.Uniform Load creating My-y,W=0.6070 k/ft Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5712 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.60W+H Top along X-X 2.732 k Location of max.above base 4.470 ft Bottom along'X-X 2.732 k • At maximum location values are... Top along Y-Y 4.41-0 k • Pa:Axial 5.755 k Bottom along Y-Y .'. 4.41 W 0* ••• Pn 1 Omega:Allowable 111.748 k •• •• •• Ma-x:Applied 5.953 Wt Maximum SERVICE Load Defleatienwe P •• ••••• Along Y-Y 0.4237 irP•vt••• 4.530t' above bW.... Mn•x I Omega:Allowable 17.675 k ft for load combination:W Ojty,•• V. Ma-y:Applied 3.687 Wt .... • ••••• Mn-y 1 Omega:Allowable 17.675 k-ft Along X-X 0.2625 in0 It... 4.051Oft above bVp:. • for load combination:W Ory.. .' '1 ..1 ' ' 0000.. PASS Maximum Shear Stress Ratio= 0.06609 :1 000000 I • • Load Combination, +D+0.60W+H ' Location of max.aove base 0.0 ft 0 • At maximum location values are... Va:Applied 2.646 k • • 0000�•• • • j Vn/Omega:Allowable 40.039 k " ' -`Load`t:omkiination Results; ' .. Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination __ Stress Ratio Status_ Location_ Stress Ratio Status Location +p+H - _ 0.051 -PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.087 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.051 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.051 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.078 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L-#0.750S+H 0.078 PASS 0.00 ft 0.000 PASS- 0.00 ft +D+0.60W+H 0.571 'PASS 4.47 ft 0.066 PASS 0.00 ft +D+0.70E+H 0.051 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.448 PASS 4.47 ft 0.050 PASS 0.00 ft +D+0.750L-4750S+0.450W+H 0.448 PASS 4.47 ft 0.050 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.078 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.561 PASS 4.47 ft 0.066 PASS 0.00 ft +0.60D+0,70E+0.60H 0.031 PASS 0.00 ft 0.000 PASS f 0.00 ft Title Block Line 1 Project Title: You can change this area Engineer: Project ID: ,using the"Settings'menu item Protect Descr: and then using the*Printing& Title Block"selection. Title Block Line 6 Prinled:5 JUL 2016,9.2BPM �`St@@�+ _ {' File=.C:IMARTAM=112016MA-iVSABEL�112016.3-11cALcUL iteafi.ioC6 h Column u .. _: n,"r. �`i ., . „ ENERCALONC:19832015,Bulld.6.15r12.9,Ver.6:15.12.9-. i.� • Description: STEEL COLUMN ,Maximum Deflections for koad 06ftibmati6ns V Load Combination _ Max.X-X Deuton Distance Max.Y-Y Deflection Distance +H 0.0000 in 0.000 ft 0.000 In 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 In 0.000 ft 0.000 in 0.000 ft I +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D40.60W4H 0.1575 in 4.530 ft 0.254 in 4.530 ft +D+0.70E+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0,75OL40.450W+H 0.1181 in 4.530 ft 0.191 in 4.530 ft +D+0.750L+0.750S+0.450W+H 0.1181 in 4.530 ft 0.191 in 4.530 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.1575 in 4.530 ft 0.254 In 4.530 ft +0.60D+0,70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft 4 D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.2625 in 4.530 ft 0.424 In 4.530 ft " 1 E Only 0.0000 In 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft _Steel Section Properties _ �.._,HSS4x4x112 Depth .. = 4.000 in I xx = 11,90 in"4 _ J = 21.000 in"4 S xx = 5.97 in"3 Width = 4.000 in R xx = 1.410 in Wall Thick = 0.500 In. Zx = 7.700 in"3 '• Area = 6.020 in"2 1 yy = 11.900 in"4 C ; ��'• •1'I'2�11 in"3 •• Weight = 21.630 pif S yy = 5.970 in"3 •'. •• R yy = 1.410 in ...... .. ...... Yog = 0.000 in • • ...... .. • ..••. .. .. . .. .•.... . . . . •..•.• 1 l k t b 1 N-L71 Ni WWW.hiitims _ Profis Anchor 2.4.9 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 7/5/2016 E-Mail: Specifler's comments: r 1 Input data Anchor type and diameter: AWS DIA GR.B 314 Effective embedment depth: hef=4.724 in. Material: Proof: design method ACI 318-081 CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=8.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile t Base material: uncracked concrete,2500,f�=2500 psi;h=12.000 in. Reinforcement: tension:condition A,shear:condition A;anchor reinforcement:tension,shear edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no , Geometry[In.]&Loading[Ib,in.lb)I zi . . .... ...... • . • go 0 69 ...... .. ...... ...... .. . ..... 0 ...... 6 o ---�` � 00 Yom.!�• ..� ��' ' f r r{yu�4 [t y- 1. N ! •. ', 1 lrV ° ter ~, JI t }y Ix Tca:rbi. Input data and results must be checked for agreement with the existing conditions and for plausibility! 1 PROFIS AnGwr(c)21x13-2009 Hiltl AG,FL-9494 Schaan Hiltl is a registered Trademark of Hilli AG,Schaan • r a www.hlttl.us Profis Anchor 2.4.9 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 7/5/2016 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity (N/p„NO status Tension - - / Shear Pryout Strength 2500 16003 416 16 OK Loading PN [tv Utilization pN,v[%] Status Combined tension and shear loads - 3 Warnings l • Please consider all details and hints/wamings given in the detailed reportl Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilt!products and are based on the principles,formulas and security regulations in accordance with Hilli's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hllti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to ipit",elrorms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitabikiX for a specfif" •••••• application. '••• • ••• • • • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particula*,"s*mst arrange foiethe 000000 regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hllti on a regularJVsis.If you de not use • • the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date versioNoi VV Software in evh case • • by carrying out manual updates via the HIM Website. Hilti will not be liable for consequences,such as the recovery�f los ter dama4Lt>•ctaVor •,:000 programs,arising from a culpable breach of duty by you. • 0000.• •• • 00.00 •• •. . •• 0.0.00 1 0.000• • • . • • • •0000• 0000.• • 0 0 • • •• • 10.00 • • • •0 h Input data and results must be checked for agreement with the existing conditions and for plausibilltyl PROFIS Anchor(c)2003-2009 Hifti AG,FL-9494 Schaan HIIti Is a registered Trademark of HIIU AG,Schaen I CONCRETE COLUMN DESIGN: height=9 ft Loads Reaction RB-1 DL= 2.83 K LL= 2.35 K WIND LOADS ONE DIRECTION r W= 60.55. 19.33 1.66 =971.458 2 ...... .. ...... • F f I f Title Block Line 1 Project Title: You can change this area Engineer: Project ID: • 'using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:5 JUL 2016.9:18PM CO-11Cr@t@' biutnh File G:IMARTAM�112016MA-111SA9EL'�1120163 1t L UC-tlbearnec6. _ ENERCALC,INC.'1963-2015,Bulld:6.1b.12.9,Ver.6.15,12,9: , Description: CONCRETE COLUMN �1Code References - Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 Generallnformation; f :Concrete 28 day strength = _ 5.0 ksi — Overall Column Height _-- 12.0 it E_ = 4,030.51 ksi End Fixity Top& Bottom Pinned Density = 145.0 pcf Brace condition for deflection(buckling)along columns R = 0.80 X-X(width)axis: fy-Main Rebar = 60.0 ksi Unbraced Length for X-X Axis buckling=12 ft,K=1.0 E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASTMA615 ears used Unbraced Length for X-X Axis buckling=12 ft,K=1.0 Min,Reinf. = 1.0 Max.Reinf, = 8.0 Load Combination: ASCE 7-10 Colu nrr ross Section ti Column Dimensions 16.Oin high x 8.Oin Wide,Column Edge to Rebar Y Edge Cover=2.Oin -- •• •06 i Column Reinforcing:4-#6 bars @ corners, x.- _x A Iled Loads`" """ Entered loads are factored ep_r Id2Rtt�MUinations spe�iAed-by user._ Column self weight included:1,546.67 lbs"Dead Load Factor •••• , ""� AXIAL LOADS... '••"' .... . ..... Axial Load at 12.0 ft above base,D=2.830,LR=2.350 k •, .. •.••• BENDING LOADS... • .. .. . .. ...... Lat,Uniform Load creating My-y,W=0.980 k/ft ...... • DESIGN SUMMARY;- '""' Load Combination +0.90D+W+0.90H Maximum SERVICE Load Reactions..; :....: Location of max.above base 11.919 ft Top along Y-Y 5.880 k Bdtttm along Y-Y.":3.880 k• • Maximum Stress Ratio 0.709: 1 Top along X-X 0.0 k Bottom along X-X " *0-0 k Ratio=(Pu^2+Mu^2)^.5/(PhiPn^2+PhiMn^2)^.5 pu= 3.939 k cp 'Pn= 5.687 k MMaximum SERVICE Load Deflections... u-x= 0.0 k-ft � "Mn-x= 0-0k-ft t Mu-y= 17.927 k-ft tP "Mn-y= 25.526 k-ft Aton 0.0 in at 0.0 ft above base forr load combination: I i Mu Angle= 90.0 deg Along X-X 0.1680in at 6.040 ft above'base Mu at Angle= 17.927 k-ft cpMn at Angle= 25.292 k-ft for load combination:W Only Pn&Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... General Section Information.(P =00.650 0 0.80 g = 0.80 Pnmax:Nominal Max.Compressive Axial Capacity 642.12 k p Reinforcing 1.375 /,1 Rebar/0 Ok Pnmin:Nominal Min.Tension Axial Capacity -105.60 k Reinn forcing Area 1.760 in 2 Concrete Area 128.0 in^2 cp Pn,max:Usable Compressive Axial Capacity 333.902 k <P Pn,min:Usable Tension Axial Capacity -68.640 k d t Title Block Line 1 Project Title: Project ID: Engineer: e�J can chaR,ge this area using the"Lettings"menu item Project Descr: and then using the"Printing& r Title Block"selection. Printed:5 JUL 2016.9 26PM Block Line 6 - - , , , File C:IMARTAM=112016MA1uSA9EL 112116 3 11CALCUL 1V6 �._ ;- w Ver,6'15r12.9 Title w creta Colu'min ENERCALC INC:196 3.2015;Build 6,16,12.9, • r.r Description: CONCRETE COLUMN Governing Load Combination Results Governing Factored " ` Moment Source,Dist from 061"Load k' Bending Analysis k-it- Utilizabori Load Combination X X, Y Y, base ff �. 'Pu;- �"I?n S X &X,•Mux-, 8y -Sy"Muy Alpha:(deg) S^Mu N Mn Ratio +1.40D+1.60H M2,min 11.92 6.13 322.57 1.000 0.43 90.000 0.43 22.44 0.019 +1.20D+0.50Lr+1.60L+1.60H M2,min 11.92 6.43 322.57 1.000 0.45 90.000 0.45 22.44 0.020 +1.20D+1.60L+0.50S+1.60H M2,min 11.92 5.25 322.57 1.000 0.37 90.000 0.37 22.44 0.016 +1.20D+1,60Lr+0.50L+1.60H M2,min 11.92 9.01 322.57 1.000 0.63 90.000 0,63 22.44 0.028 +1.20D+1.60Lr+0.50W+1.60H Actual 11.92 9.01 30.62 1.038 9.16 90.000 9.16 29.62 0.309 +1.20D+0.50L+1.60S+1.60H M2,min 11,92 5.25 322.57 1.000 0.37 90.000 0.37 22.44 0.016 +1.20D+1.60S+0.50W+1.60H Actual 11.92 5.25 17.34 1.022 9.01 90.000 9.01 27.32 0.330 +1.20D+0.50Lr+0.50L+W+1.60H Actual 11.92 6.43 9.00 1.027 18.11 90.000 18.11 25.87 0.700 +1.20D+0.50L+0.50S+W+1.60H Actual 11.92 5.25 9.00 1.022 18.02 90.000 18.02 25.87 0.697 +1.20D+0.50L+0,20S+E+1.60H M2,min 11.92 5.25 322.57 1.000 0.37 90.000 0.37 22.44 0.016 '0.90D+W+0.90H Actual 11.92 3.94 5.69 1.016 17,93 90.000 17.93 25.29 0.709 +0.90D+E+0.90H M2,min 11.92 3.94 322.57 1.000 0.28 90.000 0,28 22.44 0.012 w, �<. - e Note:Only non-zero reactions are listed. Maximum:Reactions� a R Reaction along X-X Axis Reaction along Y-Y Axis Axial Reaction Load Combination @ Base @ Top @ Base _ @ Top _ @ Base - ---- ------- ----- __ - k - k 4.377 k- +O+L+H k k 4.377 k +O+Lr+H k k 6.727 k k 4.377 k '+D+S+H k +D+0.750Lr+0.750L+H k k .139 k +D+0.750L+0.750S+H k k 4.377 k k 3.528 3;281 •• ••••4.377k ••••;' +D+0.60W+H k ..k . .•• 49377k • +0+0.70E+H 2.646 9 439 k •••• • +D+0.750Lr+0.750L+0.450W+H k +D+0.750L+0.750S+0.450W+H k 2.646 2,346104.377k.. . k ..k.. -+D+0.750L+0.750S+0.5250E+H . .A k k 3.528 35Z�IL.• :•••7.62626 k ..... +0.60D+0.60W+0.60H k J.626 k •�; •• +0.60D+0.70E+0.60H k ";k•: : . 40377 k . .... •• •••..• D Only k k 2.350 k • k ...�.• Lr Only ki i • • k •••••• LOnly k •..•.. S Only k 5.880 5.880 k.•• • k :....: WOnly ..k . •..�.• k E Only k k •• • k H Only _ ,- Note:Only non-zero reactions are listed. MaximumMoments ' " -•-- Moment About Y Y Axis - _ - -� Moment About X X Axis Load Combination @ Base @ Top - @Base @Top k-ft Wt k-ft k-ft +D+L+H k-ft k-ft +D+Lr+H k-ft k ft +D+S+H k-ft k ft +M.750Lr+0,750L+H k ft k-ft +0+0.750L+0.750S+H k-ft k-ft +0+0.60W+H k-ft k-ft + k ft D+0.70E+H k-ft i + .750Lr+0.750L+0.450W+H k ft k-ft D+0 +D:,0.750L+0.750S+0.450W+H k-ft k k-ft t D+0 + ,750L+0.750S+0.5250E+H k ft +0.60D+0.60W+0.60H k-ft k-ft +0.60D+0.70E+0.60H k ft k-ft k ft D Only k-ft k-ft Lr Only k-ft k ft L Only k-ft k ft S Only k-ft W Only Title Block Line 1 Project Title: Engineer: Proiect ID: n `�ciu can cl,one�e this area EProject Descr: ' •using the"Settings'menu item and then using the"Printing& Title Block'selection, P Title Block Line 6 Printed: 016 9:28PM ,a , •. - , , MR �r C .91--ncrete`Column Ver65e � 1.1 Description: CONCRETE COLUMN s�- x,-- ^J- N - v...•• Note:Only non-zero reactions are listed. Ma_x_Imum,_Mo_m_ent ,, `i - --- Moment About X-X Axis ' Moment About Y-Y Axis Load Combination @ Base @ Top @Base V @Top E Only - --------- --�__�_ k-ft ------- k•ft H Only k-ft Y k-ft wrriU'm'beflectidns_for L"oad Combmat'ions _---_- Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance - +D+H in , 0.000 ft- 0.000 in 0.000 ft +O+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +O+Lr+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0,000 it 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft j +D+0.750L-4750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.1008 In 6.040 it 0.000 in 0.000 it +0+0.70E+H 0,0000 in 0.000 it 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0756 in 6.040 ft 0.000 in 0.000 ft +fl+0,750L+0.750S+0.450W+H 0.0756 in 6.040 ft 0.000 in 0.000 ft +0+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 it 0.000 in 0.000 ft +0.60D+0,60W+0.60H 0.1008 in 6.040 it 0.000 in 0.000 it +0.60D+0.70E+0.60H 0.0000 In 0.000 ft 0.000 in 0.000 ft D Only' 0.0000 in 0.000 It 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 In 0.000 ft 0.000 in 0,000 It S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.1680 in 6.040 ft 0.000 in 0.000 ft E Only, '0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 It •••. Sketches; _.e �`� - • Y °'tt • • x-' -X I_ • •••••• Looking IWIQ Y.Y Arh La.wMv a"x-x na. { Iriteractior Diac rarns 1 - Title Block Line 1 Project Title: _f Engineer: Project ID: Yca.1 can change this area 9 • using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Bleck Line 6 PDmoa JUL2016, saM �,., R s;. w f + File C:1MAs37A =112016MAiVSABEL112Q16 3'11CALCUL-t�beam? Concrete Column" r3.4 ENERCALC,INC,19832615,8uIId,6:15:12,9,Ver,6.1512.9 ... . i Description: CONCRETE COLUMN Concrete Column P-M Interaction Diagram Concrete Column P-M interaction Diagram Phi'Mn C Alpha (k-rt) 400.0 Phi"Mn®Alpha (011) 400.0 ,._,., a _.. ....._ .... .•-r y v--• .._..---,- '--•rr ._�: •__ I 360.0.` 360.0 5 1 1 320.0 320.0 280.0 `��:-. 280.0 .� -,...�. � � """ 240.0 240.0 �... �:��ra.v ' r 200.0 :e 200.0_ _ a.. r s _ "a 180.0 - a 160.0 1 120.0 i 120.0_ I " 80.0 . .. 7*}}' p I 80.0 r•, «a i a 40.0 ,' J N. f "; 40.0 S 22 9-28--4 32.0-35:5 O.tY `-3:87 1 -10:T`14:2"iT.B'21.3"2d:9"`28:4 '32:0 35:5 l) Lo"d C.b.•.1.4OD.1 W.Myh"•90.0&9 18.13,0.43) Q) LOW Dano.• 1.IOD.0.501.,.1 60L.1 80H.A10-90 Odp,(6.4],0.45) I Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi"Mn( Alpha (k4t) 400.0 Phi•Mn®Alpha (k-ft) 400.0 360.0 : 360.0_ •••• i f i 320 t G_ : . ...y- • • • •• 320.0yF�ti �} 0 1 e .,. •• • •••• -• • 280.0- • 280.0 a .1 .. ` �: .. e * w ; •••�• \ •` i••••i 240.0.' 240.0: {� •••i \+ • • • •�•s'•' i j f� ••••sf • ••�••• 1 c ,• 'c 200.0 ; .. •r•s•• ••,.. • a •s••• 200.6 >. a - !: • • • • •. R.. y •1' ••. • •• -.L •••••• y. k la 160.0 a ., j• a • 180.0 r s 120.0 s.7 r",{ l',i 120.0 7 ` a • • :••�'•s • • 80.0 :w 80.0 _ •.••� • t•�•s; • • 40.0 r 40.6 I� C> 0.0 3 8'TT 10 T 14:2 17.821 3"24:9 28:4 32:6"35.5 0.0---3"6` 7:1'-'10.7"T4:2 17:8'�-21:3 '"24:9 28"4'"-'32.0`-'-35:5 L� •i1 1.ealwsawlsal,aq.•ao.Ddw.(901.8,82)( I.oW comb..12OD.1.60Uw.70L.1 60H,Alen•900d",1901.063) f - I Title Block Line 1 Project Title: Engineer: Project I0: You can change this area � •usirig the.*Settings'menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 _ _ Printed:s Jul.2016 9 28FIM - + `� FIIe=C;1MARTAM�112016Mk1USA8EL�1120163 11CALCllL tlbearn Colncrete Column eo8 ENEkdALC,INC"F1�962015,Build B 15.1.2:9,Ver 615~12.9 k y . • 1.1 Description: CONCRETE COLUMN Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram r Phi'Mn QAlpha (k-ft) 400 0 Phi`Mn Q Alpha (k-ft) 400.0_ '380.0 1 380.0 1320.0 - - 320.0 `W •• - r 280.0 x ~�� 280.0__ +_ 1\\ ,1 240.0 i k 2400.,ta 200.0 4 200.0 n t 180.0 r '180.0 - �,:a .-,. . ., a 120.0 » _ 120.0 r ( 80-0, 80.0 ,+ ;� J!, � ..:;. }r - ;• � -r' -. •�+ � y-'.•'. -. 40.0� - " ... �, _ '7 LODe .•.t 20D.1.909.050w.1 60H,N01,e•90.07x0 (5.25,9,82) y-) toed cant...1.200.0.50Lr.0 50L.w.1.80H,Alpha•90.Od%(6 43 1764) 1 Wmo Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn Q Alpha (k-fl) 400.0 _ M Q Alpha 400.0 - ..,- r.l 380.0 4:. _. 380.0_ r -• • .• 320.0 \ t 320.0 _ • ��i ••• • • 280.0 '2 R 280.0 ii•i41 •• • ` • • c z 240.0 �{_ 240.0 '. �,•,. • • • i•••.- .'r•• ••L•��• \ v f •i•is• •_ ••••• c • • \) c 200.0 �•••••r '-i• • a ••••• 200.0 A_ - -; • • • • • a 1800:" o •• ,80.0 - :.. j t '.j 120.0 • • • ....•. '1 120.0 ,. a. , ,�` -�iaa` I "�_;K a�„R r - * •••••� , • • yW» 80.0. t . S' •�••:..�, ••�• �••••• 80.0 • r • • ;• _ 40.0 40.0 ?- , 4 - » �• �i `10.7 74:2'77:8 2Y:3"74.9»-28- --32.0'355 0.0 3:8•-"741-'"10.7 '14:2-" i{r 8-21.3 24:9 28:4 32.0 35:5 toed Cont•.1.20D.0.50LW.209•EN Eat,Nr*--9(1.Odep,(525,037) l) Load Comb•.O.90D.W.00011,AyYn•90Odo0,(J.s+.11.91) t 9 t � ' F GB-1A CONCRETE BEAM DESIGN Span =10.58'+10.58' LOADS Wall DL= 55.6 =330 pif Floor DL= 8—,150.(2) =200 pif 12 Floor DL= 25•(2) = 50 plf k Floor LL= 40•(2) = 80 pif TOTAL DL = 330 + 200 + 50-2580 plf h TOTAL LL= 80= 80 plf ...... .. ...... . . ...... ..... ...... .. . ..... . . . . . ...... F I { t F Title Block Line 1 Project Title: i En ineer: Project ID: Y�oij can chin,P this area � . using th0'Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6. _ - __ Printed:5 JUL 2016.9:09PM _T - '- CIMARTAM�112016MA-111SWbCL-11126163-11CALCUL 1lbeam.ec6 Cone,IrVA 0:1 gel 01WRZ4110cmn to Bea117` ENERCALC,,INC.,19932015,Bulld.6J5:12s9,V9r,6.15a2.9-, i.l Description: CONCRETE GRADE BEAM GB-1A �Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties' - fc = 3.0 ksi Phi Values Flexure: 0.90 w fr= fc112 " 7.50 = 410.792 psi Shear: 0.750 • " + iV Density = 145.0 pcf (31 = 0.850 : LtWt Factor = 1.0 , x;' Elastic Modulus = 3,122.0 ksi Fy-Stirrups 60.0 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ks! Stirrup Bar Size#= # 3 u N Number of Resisting Legs Per Stirrup= 2 t „ ' Load Combination ASCE 7-10 '.... 14 in ....; 0 0�70000 0-0 ..�... rn - 11"wx24"h 14"wx24"• • • • •• • ••• • • Span-10.580 ft Span-I0.58Q&•••• •• •••••• • _.--....w...-_......_._...._..._..,.._., ._.._ _.._......__..._._a__.....__.....__.....__._ '_'Cross Section&'Relnforcing,Detail$" .... . -••••• ^Rectangular Section, Width=14.0 in, Height=24,0 in .. ..:.. Span#1 Reinforcing.... •• •• •• •••••• 2-#6 at 3.0 in from Bottom,from 0.0 to 21.170 It in this span 2#6 at 3.0 in from Top,from 0.0 to•?�1+1J�it in this span• ;• Span#2 Reinforcing.... • 246 at 3.0 in from Bottom,from 0.0 to 21.170 ft in this span 246 at 3.0 in from Top,from 0.0 to 21.17Q ft in this:par ••• Service loads entered. Load Fadl[Qr�Wilrbe appligdfpj calculat�1190 Applied Loads =� •: - -_----------------.------.--• .---- Beam self weight calculated and added to loads Loads on all spans... D=060, L=0080 Uniform Load on ALL spans: D=0.60, L=0.080 klft DESIGN,SUMMARY- e Maximum Bending Stress Ratio = 0.224: 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mu:Applied -18.381 k-ft Max Downward Total Deflection 0.002 in Ratio= 53620 Mn"Phi:Allowable 8 k-ft Max Upward Total Deflection 0.000 in Ratio= 999<180 Load Combination +1.40D+1.60H.60H Location of maximum on span 0.000ft Span#where maximum occurs Span#2 Cross Section'Str`dfigth,&Id6i'tia _ �._._._ _._ Top 8 Bottom references are for tension side of section ----- -- ------ --- .___ - Max Phi"Mn (k-ft) Moment of Inertia-(in^4)- Cross Section Bar Layout Description -Bottom_ Top Bottom Top I gross Icr Bottom Icr-Top Section 1 2-#6 @ d=21',2-#6 @ dd=3", 0.00 0.00 82.07 82.07 16,128,00 2,663.00 2,663.00 Section 2 2-#&@ d=21',2-#6 @ d=3', 0.00 0.00 82.07 82.07 16,128.00 2,663.00 2,663.00 ,.. .-w � - � '' r Support notation:Far left is#1 �VerticaLcti Reaonsg' ---------- -- -- ------------ Load Combination Support.1 Support2 -Overall MAX miim - - 4.040 "F 1397- 4.046 l Overall MINimum 0.317 1.058 0.317 .,D+H 3.723 12.409 3.723 .,D+L4{i 4.040 13.467 4.040 +D+Lr+H 3.723 12.409 3.723 Title Block Line 1 Project Title: Engineer: Proiect ID: Yo;i can ckange this area $ , using the"$ettings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ABIL20i rimes:s JUL zoos s:osr na 112016MA-1118 -11G3 11CALcuL llbeam:ec61 �_,. COf17C1'@t@�B@ft - ENERCALC,INC.1983c2A15,6urld615.129V8r6.15.12.9 • Description: CONCRETE GRADE BEAM GB-1A ` Veltical Reactio_ns _AM` w _ Support notation: left is#1 Load Combination ~� Support 1 - Support 2 Support 3 +D+0,750Lr40.750L+H 3.961 13.203 3.961 +D40.750L+0.750S+H 3.961 13.203 3.961 +D+0.60W+H 3.723 12.409 3.723 +0+0.70E+H 3.723 12.409 3.723 +D+0.750Lr+0.750L+0.450W+H 3.961 13.203 3.961 +D+0.750L+0.750S+0.450W+H 3.961 13.203 3.961 +D+0.750L40.750S+0.5250E+H 3.961 13.203 3.961 +0.60D+0.60W+0.60H 2.234 7.446 2.234 40.60D+0.70E+0.60H 2.234 7.446 2.234 D Only 3.723 12.409 3.723 Lr Only L Only 0.317 1.058 0.317 S Only W Only E Only H Only Shear Stirrup Requirements _ � , Entire Beam Span Length:Vu<PhiVc12, Req'd Vs-Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in :Maximum Forces&Stresses•for Load�Combinations � Load Combination -- _Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi"Mnx Stress Ratio .... MAXimum BENDING'Envelope • • "" ""'• I Span#1 1 10.580 -18.01 82.07 0.22 '..' ... . .• Span#2 2 10.580 -18.38 82.07 0.22 ...... .. ...... +1.40D+1:60H ' 'Span#1 1 10.580 -18.01 82.07 0.22 �•��• • �••••� Span#2 2 10.580 -18.38 82.07 0.22 "" • +1.20D+0.50Lr+1.60L+1.60H '• • •• Span#1 1 10.580 -17.19 82.07 0.21 ..•••• •• • ••�••• Span#2 2 10.580 -17.55 82,07 0.21 • • • .. .. . .. ...... +1.20D+1.60L40.50S+1.60H ...... . • Span#1 1 10.580 -17.19 82.07 0.21 • • • • Span#2 2 10.580 -17.55 82.07 0.21 :•••�• •••••� +1.20D+1.60Lr40,50L+1.60H •••••• Span#1 1 10.580 -15.98 82.07 0.19 •• • ••'• ' Span#2 2 10.580 -16.31 82.07 0.20 •• • +1.20D+1.60Lr+0.50W+1.60H Span#1 - 1 10.580 -15.43 82.07 0.19 Span#2 2 10.580 -15.76 82.07 0.19 +1.20D+0.50L+1.60S+1.60H Span#1 1 10.580 -15.98 82.07 0.19 Span#2 2 10.580 -16.31 82.07 0.20 +1.20D+1.60S+0.50W+1.60H Span#1 1 10.580 -15.43 82.07 0.19 Span#2 2 10.580 -15.76 82.07 0.19 +1.20D+0.50Lr+0.50L+W+1.60H f Span#1 1 10.580 -15.98 82.07 0.19 Span#2 2 10.580 -16.31 82.07 0.20 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 10.580 -15.98 82.07 0.19 Span#2 2 10.580 -16.31 82.07 0.20 +l.20D40.50L+0.20S+E+1.60H Span#1 1 10.580 -15.98 82.07 0.19 Span#2 2 10.580 -16.31 82.07 0.20 +0.90D+W+0.90H Span#1 1 10.580 11.58 82.07 0.14 Span#2 2 10.580 -11.82 82.07 0.14 +0.90D+E+0.90H Span#1 1 10.580 11.58 82.07 0.14 r Span#2 2 10.580 -11.82 82.07 0.14 GB-1B CONCRETE BEAM DESIGN Span =10.58'+10.58' LOADS Wall DL= 55.4 =220 plf 9 Floor DL= 8 "150•(4.5 + 2) =650 pif 12 Floor DL= 25•(4.5 + 2) = 162.5 plf Floor LL= 40"(4.5 + 2) =260 pif TOTAL DL = 220 + 650 + 163 = 1.033 x 103 pif TOTAL LL= 260 =260 pif •••• . . .... ...... ...... .. ...... . . . . ...... r Title Block Line 1 Project Title: Engineer: Project ID: You can charge this area 9 using the Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. PrinteU:5 JUL 2016.9:10PM Block Line 6 -_ _ _.-� T__ _ n .,_ ,: ------_ Fila C- _RTAM 12016MA_NVI ABEL 112016.3,11CALCUL ,Ibe m eCa s 1.TCOi1C Beainl EN RCALC,, C.19832015,Bulidi6.15.12:9 Ver,6.15.12,9 , Description; CONCRETE GRADE BEAM GB-1 B ' Calculations per ACI 318-11, IBC 2012,ASCE 7-10 r Load Combination Set:ASCE 7-10 Mater_.tal Properties -fc� _- J,3.0 ksi �� Phi Values Flexure: 0.90 fr= fc112 " 7.50 = 410.792 psi Shear: 0.750 yDensity = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 60.0 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi =`rN E Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination ASCE 7-10 14 In i 3 L(0.260) 14"w x 24"h 14"w x 24'Yh • • • •• • ••• • • i Span-10.580 N Span-10.54p;•:•• •• •••••• ••••+• '-r • • •••••• Ciro§s Section&Reinforcing Details , .••• •••• , _ _ Rectangular Section, Width=14.0 in, Height=24.0 in •••••• •' • 666060 • Span#1 Reinforcing.... 2-#6 at 3.0 in from Bottom,from 0.0 to 21.170 ft in this span 2#6 at 3.0 in from Top,from 0.0 t� �.�30 ft in this spay• ••• • Span#2 Reinforcing.... 246 at 3.0 in from Bottom,from 0.0 to 21.170 ft in this span 246 at 3.0 in from Top,from 0.0 t*o 21.1 eft in thi;epee • Service loads entered.Load Fatojewo be appl0pJ%r calculaDat, �. A "fled^Loads _ -- Beam self weight calculated and added to loads Loads on all spans... D=1.030, L=0.260 Uniform Load on ALL spans: D=1.030, L=0.260 klft " . ... -- -- _. {Maximum Bending Stress Ratio = _ 0.351: 1 Maximum ec ion n oCward Transient Deflection 0.000 in Ratio= 0<360 Section used for this span Typical Section Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mu:Applied -28.796 k-ft Ratio= 33533 Mn"Phi:Allowable 82.067 k-ft Max Downward Total Deflection 0.004 in Max Upward Total Deflection 0.000 in Ratio= 999<180 Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 0.000ft Span#2 __. � Span#where maximum occurs p __.... ___.._._. �...._.--_-- - __ Top&Bottom references are for tension side of section °`Cross�Section'Strength&Inertia" r ---- Max Mu (k-ft) Pdi"Md (k-ft) Moment of Inertia (in^4) - - Bottom Top I gross Icr-Bottom ler-Top Bottom Top _ __ _..__-...__�_- Cross Section Bar Layout Description _- -- 0.06 0.00 82.07 - 82.07 16,128.00 2,663.00 2,663.00 Section 1 2•#6 @ d=21",2-#6 @ d=3", 0.00 0.00 82.07 82.07 16,128.00 2,663.00 2,663.00 Section 2 2 #6 @ d=21",2-#6 @ d=3", �� ; _ . r• v - w v -- R notation:Far left Is#1 _ ... _r~�. I Support -- --- ' Vefticfflleaction _ ----- �- -_-.._ ._--_..__._ Load Combination SuppoR 1 sup rt 2 J Support 3 ____ - �vedll Combination - j -i...4-W Overall MINimum 1.032 3.438 1.032 ,D+H 5.429 18.096 5.429 ,/)L +D+L+H 6.460 21.535 6.460 40+Lr+H 5.429 18.096 5.429 Title Block Line 1 Project Title: Engineer: this area ineer: Project ID: You can cha using the"Settings'menu item Project Descr: i and then using the"Printing& Title Block"selection. Title Block Line 6 _ vrmea:sJUL 2o+s s+oan+ -� -""'"�"'°""�'""" � , .�^�• � ,,=�Fils=C,IMARTAM�112016MA�111SABEL�112Ot6.3-•11CALCUL llbeam:ec6; , coh,cPkte ftelm v F s Build 615;12;9„Ver6.1bs129'_ r"ENERCALCrINC.1983.2015; Description: CONCRETE GRADE BEAM GB-1B Support notation:Far left is#1 Vertical Reactions - - _ �.. .- -`-- •- ----- Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+H 6.203 20.675 6.203 +0+0.750L+0.750S+H 6.203 20.675 6.203 +D+0.60W+H 5.429 18.096 5.429 +0+0.70E+H 5.429 18.096 5.429 4M.750Lr+0.750L+0.450W+H 6.203 20.675 6.203 I +D+0.750L+0.750S+0.450W+H 6.203 20.675 6.203 F +O+0.750L40.750S+0.5250E+H 6.203 20.675 6.203 -460D+0.60Wi0.60H 3.257 10.858 3.257 +0.60D+0.70E+0.60H 3.257 10.858 3.257 D Only 5.429 18.096 5.429 Lr Only + L Only 1.032 3.438 1.032 S Only W Only E Only H Only Shear Stirrup Rec uirements -- -- '-- --- Between 0.00 to 9.93 ft, Vu<PhiVc12 Req dVs=Not Regd 11,4.6.1, use_stirrups spaced at-06.-06-00 1nin Between 9.98 to 11.18 ft, PhiVd2<Vu<=PhiVc, Req'd Vs=Min 11.4.6.1, use stirrups spaced at 10.000 In Between 11.23 to 21.12 It, Vu<PhiVc12, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Maztmum Forces'&:`Stresses for Load Combinations Bending k-ft .'0 .0'• Load Combination 9Stress Results _�.___.^ Location(ft) . . .... .....• Segment Length San# in Span Mu:Max _ Phi'Mnx Stress Ratio _�_ . • MKX-Wum BENDING Envelope _ J r • Span#1 1 10.580 -28.21 82.07 0.34 ...... .. ...... Span#2 2 10.580 -28.80 82.07 0.35 """ • +1.40D+1,60H Span#1 1 10.580 -26.26 82.07 0.32 ....• :; •• ••••• Span#2 2 10.580 -26.80 82.07 0.33 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 10.580 28.21 82.07 0.34 • ••• •• Span#2 2 10.580 -28.80 82.07 0.35 . . . • +1.20D+1.60L+0.50S+1.60H • • •....• Span#1 1 10.580 -28.21 82.07 0.34 • • • • • Span#2 2 10.580 -28.80 82.07 0.35 .. •••• • • +1.20D+1.60Lr+0.50L+1.60H • Span#1 1 10.580 -24.29 82.07 0.30 Span#2 2 10.580 -24.79 82.07 0.30 +1.20 D+1.60 L r+0.50W+1.60 H Span#1 1 10.580 -22.51 82.07 0.27 Span#2 2 10.580 -22.97 82.07 0.28 1 +120D+0.50L+1.60S+1.60H Span#1 1 10.580 -24.29 82.07 0.30 Span#2 2 10.580 -24.79 82.07 0.30 +1.20D+1.60S+0.50W+1.60H Span#1 1 10.580 -22.51 82.07 0.27 Span#2 2 10.580 -22.97 82.07 0.28 G +120D+0.50Lr+0.50L+W+1.60H + Span#1 1 10.580 -24.29 82.07 0.30 Span#2 2 10.580 -24.79 82.07 0.30 +120D+0.50L+0.50S+W+1.601-1 Span#1 1 10.580 -24.29 82.07 0.30 Span#2 . 2 10.580 -24.79 82.07 0.30 +1,20D40.50L+0.20S+E+1.60H Span#1 1 10.580 -24.29 82.07 0.30 Span#2 2 10.580 -24.79 82.07 0.30 +0.90D+W+0.90H Span#1 1 10.580 -16.88 82.07 0.21 Span#2 2 10.580 •17.23 82.07 0.21 1+0.90D+E+0.90H Span#1 1 10.580 -16.88 82.07 0.21 Span#2 2 10,580 -17.23 82.07 0.21 GB-2 CONCRETE BEAM DESIGN Span =11.83'+11.83'+4.5' LOADS Roof DL = 25•(21 + 2 = 312.5 pif 2 J Roof LL= 30•(21 + 21 =375 pif ` 2 / Wall DL= 55.13 = 715 plf Floor DL= 8 •150. 21 = 1.05 x 103 pif 12 ( 2 ) Floor DL= 25•(21) =262.5 plf 2 Floor LL= 40•(211 =420 plf ` 2J TOTAL DL= 312 + 715 + 1050+ 263 =2.34 x 103 plf •• .•. • ...... .. ...... TOTAL LL= 375 + 420 = 795 plf ••.•.• .... . ..... f • • . . go go. a.ev 1 k i Title Block'Line 1 Project Title: You can change this area Engineer: Project ID: r using the"Settings'menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Printed.5 JUL 2016.9:41PM ER2C01ALIIS`1A9B8E8L20I1$0; Bultd61,G1,5.12,9, 6 Flle- :MRTAiT 6 � - 6mi 5.12.9 %Ve1ENncrete,Beam KW-060111331 ENGINEERING e Description: CONCRETE GRADE BEAM GB-2 CODE REFERENCES_i' _ � '� a Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set :ASCE 7-10 "Materlal''Pro erfes' Ain = 3.0 ksi � Phi Values Flexure: 0.90 fr= fc * 7.50 = 410.792 psi Shear: 0.750 i '�• !%' yJ Density = 145.0 pcf (31 = 0.850 X LIWt Factor = 1.0 '' a Elastic Modulus = 3,122.0 ksi Fy-Stirrups 60.0 ksi d fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 " Number of Resisting Legs Per Stirrup= 2 �d .4 I Load Combination ASCE 7-10 • � • .", x i is in 34 0 .8 34 8 , w `-' 14"wx24"h �� 14"wx24"h • • OIW"24"h ••••+• Span-11.830 fl Span-11.830 fl •• • •"an-4.90 ft •• • _;Cross Section'&Reinforcing Details - *0000 • ••••• Rectangular Section, Width=14.0 in, Height=24.0 in •••••• •• '•••' Span#1 Reinforcing.... •••••• •••• ••••'• 346 at 3.0 in from Bottom,from 0.0 to 13.0 it in this span 346 at 3.0 in from Top,from 0.0 to,116}ft+ai this span • Span#2 Reinforcing.,.. ••• •••••' 346 at 3.0 in from Bottom,from 0.0 to 11.830 ft in this span 346 at 3.0 in from Top,from 0.0 ta11.839 iin this span ;••••; Span#3 Reinforcing.... 0,00 ' 000:00 '':'• ' 346 at 3.0 in from Bottom,from 0.0 to 4.50 ft in this span 346 at 3.0 in from Top,from 0.0 to 4.50 ft in this span• • Applied Loads : '_ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=2.340, L=0.80 k/ft, Tributary Width=1.0 it Load for Span Number 2 Uniform Load: D=2.340, L=0.80 k/ft, Tributary Width=1.0 it Load for Span Number 3 Uniform Load: D=2.340, L=0.80 Wit, Tributary Width=1.0 ft DESIGN SUMMARy.,..i_v.:: __.... 'TtT.''►� Maximum Bending Stress Ratio = 0.567: 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.003 in Ratio= 40970 Mu:Applied -67.241 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 118.50 k-ft Max Downward Total Deflection 0.015 in Ratio= 9379 Load Combination +1.20D+0.50Lr+1,60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 0.000ft I Span#where maximum occurs Span#2 To &Bottom references are for tension side of section ;cCro$S Section Strength&Inertia. _ - `� Max Mu (k-ft) Phi*Mn (k-ft) _ Moment of Inertia (in14) Cross Section Bar Layout DescriptionBottom Top Bottom Top I gross Icr-Bottom Icr-Top ecti Son 1 3-#6 @ d=21',3-#6 @ d=3', _ --� 0.00 0.00 118.50 118.50 16,128.00 3,766.01 3,766.01 Section 2 3-#6 @ d=21',3-#6 @ d=3', 0.00 0.00 118.50 118.50 16,128,00' 3,766.01 3,766.01 Section 3 3-#6 @ d=21',3-#6 @ d=3', 0.00 0.00 118.50 118.50 16,128.00 3,766.01 3,766.01 w i t Title Block Line 1 Project Title: l ou can-change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed;5JUL 2016.9:41P61 Concrete Beam' " . + ile=C,IMARTAE-112016MA 1IISABEL-0016.3�11CALCUL ilbeam�ec61 NERCALC INC::19832015a&6114:6.15129,V4E615.12,9 . Description: CONCRETE GRADE BEAM GB-2 , Veitical`ReactonsSupport notation:Far lett is#1 Load Combination Support 1 Support 2 Support 3 Support 4 -Overall'MAXimum 16.196 KOM— ��-- Overall MINimum 3.720 10.803 8.005 +D+H 12.455 36.167 26.800 +D+L+H 16.196 46.928 34.826 +D+Lr+H 12.455 36.167 26.800 +D+S+H 12.455 36.167 26.800 +W.750Lr+0.750L+H 15.245 44.270 32.803 +D+0.750L+0.750S+H 15.245 44.270 32.803 +D40.60W+H 12.455 36.167 26.800 t +D+0.70E+H 12.455 36.167 26.800 +D+0.750Lr+0.750L+0.450W+H 15.245 44.270 32.803 +D+0.750L+0.750S+0.450W+H 15.245 44.270 32,803 +D+0.750L+0.750S+0.5250E+H 15.245 44.270 32.803 +0.60D+0.60W+0.60H 7.473 21.700 16.080 +0.60D40.70E+0.60H 7.473 21.700 16.080 D Only 12.455 36.167 26.800 Lr Only L Only 3.720 10.803 8.005 S Only W Only E Only H Only 'Shear Stirrup Requirements ,,, "�� • - Between 0.00 to 1.89 ft, PhiVc12<Vu<=PhiVc, Req'd Vs=Min 11.4,6.1, use stirrups spaced at-10.000 in • • • ' Between 1.97 to 7.33 ft, Vu<PhiVc12, Req'd Vs=Not Reqd 11.4.6.1, use-stirrups spaced at 0.000 in • • Between 7.41 to 15.30 ft, PhiVc/2<Vu-PhiVc, Req'd Vs=Min 11.4:6.1, use stirrups spaced at 10.000 in "';" " "' • Between 15.38 to 20.98 ft, Vu<PhiVc12, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in •••••• ' ;....: Between 21.06 to 25.31 ft, PhiVc12<Vu<=PhiVc, Req'd Vs=Min 11.4.6,1, use stirrups spaced at 10.000 in •••• • • • • Between 25:34 to 28.13 ft, Vu<PhiVc12, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in *0000 :" •• +•••• 'Maxtmuri Forces&Stresses for Load Combinations c 09,00, _._,' - „ ,<- .; ,� ter-- -*t.„..�,., v,,...,. Load Combination Bending Stress Results (k-ft) " '• ' " 0909:' Location(ft) ------- - -Segment Length San# i Mu:Max Stress Ratio •'••" '. e9 9 P m Span Phi Mnx _ ._. • _ MAXimum BENDING Envelope w :..u.:. �'•"�+ Span#1 1 11.830 -64.71 118.50 0.55 ; ••• ' :....: Span#2 2 11.830 -67.24 118.50 0.57 •• • 0000 • Span#3 3 4.500 45,50 118.50 0.38 +•' +1.40D+1.60H Span#1 1 11.830 -53.99 118.50 0.46 Span#2 2 11.830 -56.10 118.50 0.47 Span#3 3 4.500 -37.97 118.50 0.32 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 11.830 -64.71 118.50 0.55 Span#2 2 11.830 -67.24 118.50 0.57 Span#3 3 4.500 45.50 118.50 0.38 +1.20 D+1.60 L+0.50S+1.60 H Span#1 1; 11.830 -64.71 118.50 0.55 Span#2 2 11.830 -67.24 118.50 0.57 Span#3 3 4.500 -45.50 118.50 0.38 +1,20D+1.60Lr40.50L+1.60H Span#1 1 11.830 -52.04 118.50 0.44 Span#2 2 11.830 -54.07 118.50 0.46 Span#3 3 4.500 -36.59 118.50 0.31 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 11.830 46.28 118.50 0.39 Span#2 2 11.830 -48.09 118.50 0.41 Span#3 3 4.500 -32.54 118.50 0.27 +1.20D+0.50L+1.60S+1.60H Span#1 1 11.830 -52.04 118.50 0.44 Span#2 2 11.830 -54.07 118.50 0.46 Span#3 3 4.500 -36.59 118.50 0.31 +1,20 D+1.60S40.50W+1.60H Span#1 1 11.830 46.28 118.50 0.39 Span#2 2 11.830 -48.09 118.50 0.41 Span#3 3 4.500 -32.54 118.50 0.27 . +1.20D+0.50Lr+0.50L+W+1.60H r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the*Printing& Title Block'selection. Title Block Line 6 Printed:5 JUL 2016.9:41 PM "•-file G:IMARTAM112016MA�111SABEL-112�163�11GAlCUI tltieam.ec6 Concrete Beam ENERCALC,INC.19832015,,B0!Id6,15;12,9,4:6.16.12.9 . . . Description: CONCRETE GRADE BEAM GB-2 Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio Span##1 -�--��-~1 11.830 -52.04 118.50 0.44 Span#2 2 11.830 -54.07 118.50 0.46 Span#3 3 4.500 -36.59 118.50 0.31 +1.20D40.50L+0.50S+W+1.60H Span#1 1 11,830 -52.04 118.50 0.44 Span#2 2 11.830 -54.07 118.50 0.46 Span#3 3 4.500 -36.59 118.50 0.31 +1.20D+0.50L+0.20S+E+1.60H Span#1 1 11.830 -52.04 118.50 0.44 Span#2 2 11.830 -54.07 118.50 0.46 Span#3 3 4.500 -36.59 118.50 0.31 40.90D+W+0.90H Span#1 1 11.830 -34.71 118.50 0.29 Span#2 2 11.830 -36.07 118.50 0.30 Span#3 3 4.500 -24.41 118.50 0.21 +0,90D+E40.90H Span#1 1 11.830 -34.71 118.50 0.29 Span#2 2 11.830 -36.07 118.50 0.30 Span#3 3 4.500 -24.41 118.50 0.21 1 ' • • .••• 0000•• 0000•• •• •••••• • 0000•• • • 0000 . • • • 0 0 0000.• 0000 • ••0.. 0.00.0 00 • .000. • • • • •• ••• • •• 00..•0 0.0.0. • • • • • • • 0000•• 00..•0 • • • • 0 0*000 •0 0 0000 • • } f t [ o I GB-3 CONCRETE BEAM DESIGN Span =13 LOADS { Wall DL= 55.4 =220 pif Floor DL= 8 .150• — +'4 =650 pif 8 5 i 12 2 Floor DL= 25. 5 + 4� = 162.5 pif 2 Floor LL= 80•(2 + 4) = 520 pif `2 J 0000 0000 0000.. TOTAL DL = 220 + 650 + 163 = 1.033 x 10 Of •••••• ••; ••••;• 0000.. TOTAL LL= 520 = 520 pif •••••• 0000 0000.. 0000 0 00000 00.99. .. 9 99996 .. .. . .. 0000.. • . . . . 0000.• . 0000.. 0 . 0 000 0000.. 0 9 0 00 0 f i f f r Title Block Line 1 Project Title: 4 ,Yqu can change this area Engineer: Project ID: .using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 _ N inted:5 JUL 2016,9:26PM ConcreteBeam - Fie=C:IMARTAM-112016MA-111SA9EL-112016 3-11 LCUL 1lbeam ec6 '.„,.,_.. , ... •., ...x• - . ,::..-., . rr.. .x,�, �" ,.►� ... _.. • • __. : ENERCALC,INC.1983.20,151`BUIk1;6.15.12,9,Ver.6.16129•. 0.000NSULTANTNTS,RA Description: CONCRETE GRADE BEAM GB-3 •'CODE Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties f'c112 = 3.0 ksi Phi Values Flexure: 0.90 ifr= fc • 7.50 = 410.792 psi Shear: 0.750 ! 61� •x �' kV Density = 145.0 pcf R 1 = 0.850 LtWt Factor = 1.0 ' 't i Elastic Modulus = 3,122.0 ksi Fy-Stirrups 60.0 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size#= # 3 E-Main Rebar = 29,000.0 ksi ° Number of Resisting Legs Per Stirrup= 2 , j Load Combination ASCE 7-10 ', • . " �° F• _.. 14 In 2(1.2221 L(2.5221 •••. -- • •••••• , •;• •••••• •• •• • •• •••••• • Span•13.011 •••••• • • w.1 ^w� 8°•"--. �.: C`ross�Section&Reinforcing DetaiI's— Rectangular s Rectan ular Section, Width-14.0 in, Height eight=24.0 in '..' � .... �••••� Span#1 Reinforcing.... '••' 345 at 3.0 in from Bottom,from 0.0 to 13.0 ft in this span 345 at 3.0 in from Top,from 0.0 to 13.0 ft in this span Applied s ' ' °i` 3 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D=1.030, L=0.520 Uniform Load on ALL spans: D=1.030, L=0.520 klft DESIGN SUMMARY ' • Maximum Bending Stress Ratio = 0.606: 1 Maximum Deflection Section used for this span Typical Section' Max Downward Transient Deflection 0.007 in Ratio= 23513 Mu:Applied 52.263 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn'Phi:Allowable 86.241 k-ft Max Downward Total Deflection 0.024 in Ratio= 6475 Load Combination +1.20D+0.50Lr+1.60L+1,60H Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 6,512ft Span#where maximum occurs Span#1 __-_-....._ ___ _ . _ _........___ ___ _._..-__._.___...... _............... " " ""� To &Bottom references are for tension side of section _ Cross Section,Stren�th&Inertia _ _^ _p— _ Max Mu (k-ft) - Phi"Mn (k-ft) _ — Moment of Inertia (104)� Cross Section Bar Layout Description Bottom Top Bottom Top I gross Icr-Bottom Icr-Top Section 1 3.#5 @ d=21",3-#5 @ d=3", — — 0.00 0.00 86.24 86.24 16,128.00 2.-793.02'--D93.02 Support notation:Far left is#1 •Vertical'.Reactions`� r Load Combination Support'l Support 2 L_'�__._..__.— ..__--.------.-._._--...._..� —. Overall MAT(imum 12.274 12.E_ Overall MINimum 3.380 3.380 +D+H 8.894 8.894 +D+L+H 12.274 12.274 +D+Lr+H 8.894 8.894 +D+S+H 8.894 8.894 +0+0.750Lr+0.750L+H 11.429 11.429 /n +D+0.750L+0.750S+H 11.429 11.429 �+' Title Block Line 1 Project Title: ,You can flange this area Engineer: Project ID: using the"Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 _ Pnnted.5 JUL 20169.26PM �,,.� Flle C:IMARTAM=112016MA�1VSAl3 "12016 11CALCUL llbeum:ec6 6@am'y i r#., , ,ENERCALC,INC.1983=2015,.HwW;6�,15,12,9„Ver.6,15.12.9 1.1 'Ni , Description: CONCRETE GRADE BEAM GB-3 VerticallRReactions; Support notation:Far left is#1 _:---- Load Combination _ Support 1 _Support 2 8.894----8�9d-__��_____ .- ---- -__..-- -_____._------ +D+0.70E+H 8.894 8.894 +D+0.750Lr+0.75OL-#0.450W+H, 11.429 11.429 +U+0.750L+0.750S+0.450W+H 11.429 11.429 +D+0.750L+0.750S+0.5250E+H 11.429 11.429 +0.60D40.60W+0.60H 5.336 5.337 +0.60D+0.70E+0.60H 5.336 5.337 D Only 11 8.894 8.894 Lr Only L Only 3.380 3.380 S Only W Only E Only H Only Shear Stirrup Requirements Between 0.00 to 1.49 It, PhiVc12<Vu<=PhiVc, Req'd Vs=Min 11.4,611_use stirrups spaced at 10.000 in Between 1.52 to 11.48 It, Vu<PhiVc12, Req'd Vs=Not Reqd 11:4.6.1, use stirrups spaced at 0.000 in Goes Between 11.51 to 12.98 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 11.4.6.1, use stirrups spaced at 10.000 in . • _y.,. ..e3.,�,....any.. ..., .h.w,+..,�v y-. rvn+'Y: • • •••• •••••• .aa,. .,r„ k ., • • • • :{Maximmum Forces"&Stress'es for Load Combinations` 0-40 Load Combination �- �� __ Bending Stress Results-(k-ft-)-- ' Location(ft) 0.0.00 •• •••••• Segment Length Span# in Span Mu:Max Phi"Mnx Stress Ratio 000000 • MA3 it um BENDING Envelope , .•.• . . • Spari#1 1` 13.000 52.26 86.24 0.61 0.00•• :""' 0.00• +1.40D+1.60H ' Span#1 1 13.000 40,47 86.24 0.47 ••:••; :•• •• 0.00• +1.20D+0.50Lr+1.60L+1.60H •• • •• ,Span#1 1 13.000 52.26 86.24 0.61 0.00•• '. +1.20D+1.60L+0.50S+1.60H 0 0 • •••••• Span#1 1 13.000 52.26 86.24 0.61 0 •• • +1.20D+1.60Lr+0.50L+1.60H •••' t666* :•'•• Span#1 1,, 13.000 40.18 86.24 0.47 •••• +120D+1.60Lr+0.50W+1.60H Span#1 11 13.000 34.69 86.24 0.40 +1.20D+0.50L+1.60S+1.60H Span#1 1 13.000 40.18 86.24 0.47 +1.20D+1.60S+0.50W+1.60H Span#1 1 13.000 34.69 86.24 0.40 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 1 13.000 40.18 86.24 0.47 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 13.000 40.18 86.24 0.47 +1.20D+0.50L+0.20S+E+1.60H Span#1 110 13.000 40.18 86.24 0:47 +0.90D+W+0,90H Span#1 1 13.000 26.02 86.24 0.30 +0.90D+E+0.90H Span#1 1• 13.000 26.02 86.24 0.30 I t f - i 4 f t GB-4 CONCRETE BEAM DESIGN Span =13'+8'+3' LOADS SPAN 2 Roof DL = 25•I 21 + 2 = =312.5 pif 2 J Roof LL= 30•(21 + 2) =375 pif 2 J Wall DL= 55.13 = 715 pif i Floor DL= 8 •150.(21) = 1.05 x 103 pif 12 2 Floor DL= 25 (21) =262.5 pif ••• •'•';' 2 • • ...... .. ...... 21 Floor LL= 40 — =420 pif •••••• .... TOTAL DL = 312 + 715 + 1050 + 263 = 2.34 x 103 pif •••• ••••• .. .. . .. ...... TOTAL LL= 375 + 420 = 795 pif •, . . . . ...... SPAN 1 ' ' Wall DL= 55.6 = 330 plf Floor DL= 8.150. 21 = 1.05 x 103 pif 1 12 2 1 � Floor DL= 25•('21 J =262.5 pif 21 Floor LL= 40.21) =420 pif 2 k TOTAL DL = 330 + 1050 + 263 = 1.643 x 103 pif TOTAL LL= 420 =420 pif REACTION GIRDER TRUSS DL=5.2 K - ✓9.4.9 : 10. Co*-4 LL= 6.2 K + .0 3 k.. l$ g- 3 3 .10 Title Block Line 1 Project Title: •Ypu can+ch§nge this area Engineer: Project ID: using the"Settings'menu item Project Descr: and then using the'Printing& Title Block"selection, Title Block Line 6Printed:5 JUL 2016.9:1611M r s -- File=C:IMARTAM�112016MA-i SABEL=112016 3 11CAlCUL llbeam.ec6' Concrete Beam EN6RCALC,INC,1983 2015;Build 6:15.12t'Vec6.15.12.9 , ( 0.0l ENGINEERING. CONSULTANTNTS,IP. Description: CONCRETE GRADE BEAM GB4 CODE REFERENCES __ _ _ ____ Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 _M_aterial'Properties w R_- -- - f'c - = 3.0 ksi Phi Values Flexure: 0.90 is fr= fc112 ' 7.50 = 410.792 psi Shear: 0.750 Y•;�^ 'g` •s yf Density = 145.0 pcf 01 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups '60.0 ksi E-Stirrups = 29,000.0 ksi ` f -Main Rebar = 60.0 ksi p , y Stirrup Bar Size#_ # 3 i E-Main Rebar = 29,000.0 ksi 1 "_y1H 1. Number of Resisting Legs Per Stirrup= 2 0, Load Combination ASCE 7-10 .__. 14 In_ • • D(12 L(8) • • •••• •••••• •••••• I •• •.•••• 42.3400 • • ' l' 14"wx24"h • • •14';,Nx246'h 14'wx24"h •••••• • Span-13.0 ft Span-8.0 ft Span=3.0 ft • .., ,� ..�.-..»^+,.,,yam-s --`,�-,,,,....,..e....,.� • • • '• •••••• Cross Section;&iteinforctng Details ' r_ .+ ,;,. ( ;'•"• Rectangular Section, Width=14.0 in, Height=24.0 in Span#1 Reinforcing.... 'i..• -3-#6 at 3.0 in from Bottom,from 0.0 to 13.0 ft in this span 346 at 3.0 in from Top,from 0.0 to 13.0 ft in this span Span#2 Reinforcing.... 346 at 10 in from Bottom,from 0,0 to 8.0 ft in this span 346 at 3.0 in from Top,from 0.0 to 8.0 ft in this span Span#3 Reinforcing.... 347 at 3.0 in from Bottom,from 0.0 to 3.0 ft in this span 347 at 3.0 in from Top,from 0.0 to 3.0 ft in this span A Iled Loads " ° - Service'loads entered. Load Factors will be applied for calculations. .. h Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=1.640, L=0.420 k/ft, Tributary Width=1.0 it Load for Span Number 2 Uniform Load: D=2.340, L=0.80 k/ft, Tributary Width=1.0 ft Load for Span Number 3 i Uniform Load: D=2.340, L=0.80 k/ft, Tributary Width=1.0 It Point Load: D=12.0, L 8.0 k(a)3.0 ft DESIGN SUMMARY .KW `+ ''¢ Maximum Bending Stress Ratio = 0.847: 1 Maximum Deflection 1 Section used for this span Typical Section Max Downward Transient Deflection 0.009 in Ratio= 8058 ' Max Upward Transient Deflection -0,003 in Ratio= 34233 Mu:Applied -100.397k-ft Mn"Phi:Allowable 118.50 k-ft Max Downward Total Deflection 0.040 in Ratio= 1808 oMax Upward Total Deflection -0.009 in Ratio= 10633 Load Combination +1.20D+0.50Lr+1.60L+1,60H Location of maximum on span 7.947 ft Span#where maximum occurs Span#2 .,. x. � Top&Bottom references are for tension side of section Cross Section Strength&Inertia. ;" T Max Mu (k-ft) Phi-Mn (k-ft) Moment of Inertia (in^4) Cross Section BarLayout Description Bottom Top Bottom Top I gross t Icr-Bottom Icr-Top _ _ 0.00 0.00-- 118.50 ---118,50 16,128.003,766.01 3,766. Section 1 01 3-#6 @ d=21",3-#6 @ d=3", Section 2 3.#6 @ d=21',3-#6 @ d=3", 0.00 0.00 118.50 118.50 16,128.00 3,766.01 3,766.01 Section 3 3-#7 @ d=21',3-#7 @ d=3", # 0.00 0.00 157.75 157.75 16,128.00 4,885.72 4,885.720 Title Block Line 1 Project Title: ,Yqu Gan•hagge this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6Printed:5 JUL 2016.0:16PM File=G:1MARTAM-112016MA'1VSABEL-112016 3. Concrete11CALCUL 1iWam.ec6A Beam { _ EkRCALC,INC.,19832015 Build:6,15;12,9,Vec6,15.12.9 0.0II • Description: CONCRETE GRADE BEAM G Support notation Far left is#1 : ,.Vertical f�eacttoris�,� _.. .i _ Load Combination Support 1 Support 2 Support 3 u Support 4 Oierall MAXimum Overall MINimum 2.524 3.021 16.715 +D+H 10.945 22.592 33.643 +0+L+H 13.550 25.401 50.489 +D+Lr+H 10.945 22.592 33.643 +D+S+H 10.945 22.592 33.643 +D+0.750Lr+0.750L+H 12.878 24.754 46.243 +D+0.750L+0.750S4H 12.878 24.754 46.243 +D+0.60W+H 10.945 22.592 33.643 +D+0.70E+H 10.945 22.592 33.643 +D+0.750Lr-+0.750L+0.450W+H 12.878 24.754 46.243 i +040.750L+0.750S+0.450W+H 12.878 24.754 46,243 +D+0.750L40.750S+0.5250E4H 12.878 24.754 46.243 +0.60D+0.60W40.60H 6.567 13.555 20.186 +0.60D+0.70E+0.60H 6.567 13.555 20.186 D Only 10.945 22.592 33.643 Lr Only L Only 2.524 3.021 16.7150••• ' S Only • • •-0000• 0000:9 IN Only �••• i •0• . .• I'. EOnly 0000.• 0.: 0000:• 1 HOnly 000;0• • .:° 0000.• Shear§ ru Re uirements •••• _ - ._�_�� .. �__•----•--. .'V O'07.0.-_.r...""_--'- � ._ _ Between 0.00 to 1.39 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs Min 11.4.6.1, use stirrups spaced at 10.000 in 0000 • •.••• Between 1.47 to 9,79 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in ,0 0 0 0. ;0 . *0000 • Between 9.88 to 12.91 ft, Ph1Vd2<Vu<=PhiVc, Req'd Vs=Min 11.4.6.1, use stirrups spaced at 10.000 in •••••• : •000 .•••.• Between 13.00 to 17.80 ft, Vu<PhiVc12, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in • Between 17.85 to 23.98 ft, PhiVc<Vu, Req'd Vs=0.9680, use stirrups spaced at 10.000 in :••:.: • •• It✓IaXmum 4.- r+,... ,..e•,a,.�g a;��..y ,«;r,y'�r,•.,, .., mb-liib"5t:'# -- ,_, • • • • •.0000 _,_ imum:Forces ,Stresses for Load Combinations _ Load Combination Bending Stress Results (k-ft) • """ Location(ft) •• •••• • Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio _� '.•' :____�___ MAXimum BENDING Envelope �- Span#1 1 13,000 48.41 118.50 0.41 Span#2 2 8.000 -100.40 118.50 0.85 Span#3 3 3.000 -101.80 157.75 0.65 +1.40D+1.60H Span#1 1 13.000 42.39 118.50 0.36 Span#2 2 8.000 -66.25 118.50 0.56 Span#3 3 3.000 -67,26 157.75 0.43 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 13.000 48.41 118.50 0.41 Span#2 2 8.000 -100.40118.50 0.85 Span#3 3 3.000 -101.80 157.75 0.65 +1.20D+1.60L+0.50S+1.60H Span#1 1 13.000 48.41 118.50 0.41 Span#2 2 8.000 -100.40 118.50 0.85 Span#3 3 3.000 -101.80 157.75 0.65 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 13.000 40.10118.50 0.34 Span#2 2 8.000 -70.41 118.50 0.59 Span#3 3 3.000 -71.45 157.75 0.45 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 13.000 36.33 118.50 0.31 Span#2 2 8.000 -56.78 118.50 0.48 Span#3 3 3.000 -57.65 157.75 0.37 +1.20D+0.50L+1.60S+1.60H Span#1 1 13.000 40.10 118.50 0.34 Span#2 2 8.000 -70.41 118.50 0.59 Span#3 3 3.000 -71.45 157.75 0.45 +1.20D+1,60S+0.50W+1.60 H Span#1 1 13.000 36.33 118.50 0.31 r Span#2 2 8.000 -56.78 118.50 0.48 Span#3 3 3.000 -57.65 157.75 0.37 +1.20D40.5OLr+0.50L+W+1.60H i Pn Span#1 1 13.000 40.10 118.50 0.34 (y t Title Block Line 1 Project Title: YQu can.chenge this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, Title Block Line 6 Printed:5 JUL 2016,9:16PM � - :SQWRTAM101MAA1CALCUL 1%6(ni4� 11@ � @al r:., . ENERCAL-C,INC'19834015,Build: .1512.9,Ver.6,1512.9_,:� Lic'. KW.060111111337Licensee :JM ENGINEERING CONSULTANTNTS,PA Description: CONCRETE GRADE BEAM GB-4 Load Combination Bending Stress Results (k-ft1 _ Segment Length San# Location(ft) -� Stress Ratio e9 9 p _ in Span Mu:Max Phi'Mnx Ra _ I Span#2 �2� 8.000 -70.41 118.50 0.59 Span#3 3 3.000 -71.45 157.75 0.45 +1.20D+0.50L+0.50S+W+1.60H 1 Span#1 1 13.000 40.10 118.50 0.34 Span#2 2 8.000 •70.41 118.50 0.59 Span#3 3 3.000 -71.45 157.75 0.45 +1.20D+0.50L+0.20S+E+1.60H Span#1 1 13.000 40.10 118.50 0.34 Span#2 2 8.000 -70.41 118.50 0.59 Span#3 3 3.000 -71.45 157.75 0.45 +0.90D+W+0,90H Span#1 1 13.000 27.25 118.50 0.23 Span#2 2 8.000 -42.59 118.50 0.36 Span#3 3 3.000 -43.24 157.75 0.27 +0.90D+E+0.90H Span#1 1 13.000 27.25 118.50 0.23 Span#2 2 8.000 -42.59 118.50 0.36 i Span#3 3 3.000 -43.24 157.75 0.27 i .••. . •.•... •. .•••.. •..• . ..... •. .• • •• .••..• •• • •••• • • • 1 r t k r i otdo Rr p l •X W ! } I' EXPANSION in `✓ JOINT 1' EXPANSION t : v JOINT :+= O GB-1 1-PC GB-1 1-PC 00 0 �X 1-PC ODLU _ m 6'- co ... Ea 2'-1 cqN •• • • • •fl 1-PC •••••• • •5l- 4m4 8" CONC. SLAB •.T• • MASONRY WALL W/#5®6" TOP & • . ••••• ZONE 4 W/05 0 40 BOTTOM EACH WAY ••• ! ZONE 5 W1 05 a 32 2.6 AT EACH SIDE OPENING m t° m N '^ (DLU v • V , I � 3 ' GB-1 GB-1 O STC•1 1-PC 1-PC 1-PC EQ Ea. 21'-2' , 4 f 4 • y � r Ao ZL = ��✓ � mss = � ` . . .... ...... ...... .. ...... .. .. . .. ...... 7 Al a (� f 31 .9 Z tu 1 O Gt- t � 3 ...... .. ...... .. .. . .. ...... G 6 ,-: 3,62 a, �3 w 3-2 �. N r c JOSE A MARTINEZ P.E Civil Structural Engineers Lic. # PE-031509 P STEEL JOIST CALCULATIONS 1450 NE 103 ST, MIAMI SHORES, FL . . .... ...... ...... . ...... • REVIE STRUCTURAL •• •••. • . . APPROVED DA� ilk, N , Aw•_' u, . � . . off• a '°RQFFSS� 24 E. 5th St. Hialeah, FL 33010 Phone: (305)887 4417 Fax: (305)884 3967 E i STEEL BEAM CALCULATION ULTIMATE STRESS METHOD f PROJECT: 1450 NE 103 ST. ADDITION AND REMODEL OBJECT: MAIN STEEL BEAM AT TERRACE DESIGN PARAMETERS: r DEAD LOAD: 30.00 lb/ft STEEL GRADE 36 KSI LIVE LOAD: 60.00 lb/ft Design flexure strength 36,000.00 lb/sqi SPAN 10.00 feet Design shear strength: 18,000.00 lb/sqi BEAM HEIGHT: 10.00 inch Steel elastic modulus: 2.90E+07 lb/sqi BEAM Sx 0.87 cu.in BEAM Ix: 2.60 ie4 TRY SECTION 6005200-43 F BEAM AREA: 0.48 sqi BEAM WEIGHT: 1.63 lb/ft DESIGN LOAD: qu= 1.2*DL+1.7*LL = 138.00 ib/ft COEF.FOR MAX. MOMENT (KM): 0.125 DESIGN FOR FLEXURE MAX. MOMENT: KM *qu*L^2*12/1000: 2.07E+04 lb.in COEF.FOR MAX. SHEAR(VM): 0.50 •• •�; MAX. SHEAR FORCE:VM *qu*L/1000: 690 lb ...:.. . DESIGN FOR SHEAR ...... .. . ..... SHEAR STRESS AT SUPPORTS: 1,441 lb/sqi ;•':1jCCEPTABLE •. ....% DESIGN FOR FLEXURE REQUIRED Sx=M/Fb\B= 0.58 cu.in ACCEPTABLE USE DOUBLE W10 x 22 0.87 cu.in > 0.58 DESIGN FOR DEFLECTION y= 5/384(qL^4/EI) = 0.2686 inches I DEFLECTION RATIO=L i 447 O.K USE SEC '07/02/06 PROJECT: 1540 NE 103rd 5T. MIAMI, FLORIDA OBJECT: LIGHT GAUGE BEAM IN ENTRY 0612211 G FRONT"PORCH BEAM AT ENTRANCE 07102116 IIIIIIIwII I= I540I I/Ib/IIflt 6 FT `'I 7 FT 2 LOA05:D.L. _ l 5 p5f, L.L. =30 psf; TRIBUTARY WIDTH= l 5.66 ft /2 w= (l.2 " 15 + 1.7`30) `7.83 w=540Vft CALCULATION OF BEARIN6 REACTION5 540x6x10-RI x7 Rl =4,620.6/7 540x 6x 3-R2 x 7 R2= 1,355.6/b CALCULATION FOR FLEXURE M= 540x 6^212x 12 M= l l 6,640 in.lb Required 5x for steel 50 ksi• . . 5x= 7 16,640155,000=2.l 2 cu.in. ...... .. ...... Frowde double l 0005250--43 studs at each Side of cantilevered cover. Total 5x=3.0 cu.in. .•••• • .. .. . .. ...... . . . . ...... . ...... r 1 y r E Engineering Software Sotutiom.; .+ Engineering Software Solutions �= 2D Frame Analysis Finite element analysis for frames and trusses www.engiii6h:6m 1 2D Frame Analysis Analysis report A P41, FjN! !W f 1450 NE 103rd ST.ADDITION AND REMODEL REAR "JOIST JOIST CALCULATION i 1411 Ili 111111144111141114111144 141.11141,1114114*114. i 1 . . .... ...... ...... .. ...... $ : 4 2 2 `# 4" 3 6, 1 8 1 • • • • :,22; 22 24 2s 26 27 .gip',. .• i 1 3 i i i 07/02/16 Page 1 of 27 r j 2D Frame Analysis Analysis report Name Default Elasticity modulus 30,458,072.93 Ib/int Density 0.29 Ib/in3 t Temperature coefficient 0.00 1/F r . . .... .•.... ...... .. ...... .... . ..... .. .. . .. ...... . . . . ...... • • ...... i 1 r a ' Page 2 of 27 I ® 2D Frame Analysis Analysis report _,.,�_-_-�_�-__ 3.Defiriecl sections Name Default Cross section area 15.50 in2 Moment of inertia 72.08 in4 Section height 19.69 in s , i 6666 , . 6666 6666.. .. .. . ... . . 600.06 .. .4100.0 i 0004100 . • • .0000• • • •0.000 •••. . 0060• R 6000.• .. • 0006• •• •. • •.• 6060•• 0000•• • • .. . • • 0606.. , "� 0600•. • . • • • • • • 0066.• •• • 0660 • • f , t Page 3 of 27 l 2D Frame Analysis Analysis report 4 Defined nodes Node number: 1 Coordinates: x= 0.00 in y= 0.00 in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibin Spring Supports: Kx= 0.00 Ib/in Ky= 0.00 Ib/in Kz= 0.00 Ibin/rad Initial displacements/rotations: x: 0.0000 in y; 0.0000 in z: 0.0000 rad Initial velocities: x: 0.0000 in/sec, )L 0.0000 in/sec, z: 0.0000rad/sec Supports: x displacement: Restrained y displacement: Restrained z rotation: Free Node number: 2 Coordinates: x= 72.0( in y= 0.00 in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibin Spring Supports: Kx= 0.00 Ib/in , Ky= 0.00 Ib/in Kz= 0.00 Ibin/rad Initial displacements/rotations: x: 0.0000 in y; 0.0000 in z: 0.0000 rad Initial velocities: x: 0.0000 in/sec, )L 0.0000 in/sec, z: 0.0000rad/sec Supports: x displacement: Free y displacement: Free z rotation: Free •.... ...... Node number: 3 Coordinates: x= 144.( in y= 0.8 �• • • Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ib n*•• •.•i • • ...... .. . ..... Spring Supports: Kx= 0.00 Ib/in Ky= 0.00 Ib/in Kz= ••0!QQ•IbiNrap ••• •••••• Initial displacements/rotations: L. 0.0000 in )L 0.0000 in ;z: • ;O.000q'rad• •••• • Initial velocities: x: 0.0000 in/sec, y_ 0.0000 in/sec, •••0.Q000rad/.%%c •••• e• Supports: x displacement: Free y displacement: Free z rotation: Free Node number: 4 Coordinates: x= 216.( in y= 0.00 in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibin Spring Supports: Kx= 0.00 Ib/in Ky= 0.00 Ib/in Kz= 0.00 Ibin/rad Initial displacements/rotations: x: 0.0000 in )L 0.0000 in z: 0.0000 rad Initial velocities: x: 0.0000 in/sec, y; 0.0000 in/sec, .z: 0.0000rad/sec Supports: x displacement: Free y displacement: Free z rotation: Free Page 4 of 27 Y' t 2D Frame Analysis Analysis report Node number: 5 Coordinates: x=- 288.( in y= 0.00 in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibin Spring Supports: Kx= 0.00 Ib/in , Ky= 0.00 Win Kz= 0.00 Ibin/rad Initial displacements/rotations: x: 0.0000 in )L 0.0000 in z: 0.0000 rad Initial velocities: x: 0.0000 in/sec, L 0.0000 in/sec, z: 0.0000rad/sec Supports: x displacement: Free y displacement: Free z rotation: Free Node number: 6 Coordinates: x= 360.( in y= 0.00 in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibin Spring Supports: Kx= 0.00 Ib/in Ky= 0.00 Ib/in Kz= 0.00 Ibin/rad Initial displacements/rotations: L. 0.0000 in L 0.0000 in z: 0.0000 rad Initial velocities: x: 0.0000 in/sec, )L 0.0000 in/sec, z: 0.0000rad/sec Supports: x displacement: Free y displacement: Free z rotation: Free 1 Node number: 7 Coordinates: x= 432.( in y= 0.90 ir* '•••• ..••.• • Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibitl.•.• '• ••.•:• • Spring Supports: Kx= 0.00 Win Ky= 0.00 Ib/in Kz= �"80,1bintra a ,0, • • Initial displacements/rotations: x: 0.0000 in )L 0.0000 in •P•••e.0.000f%d• ••�••• ee Oe •••••• Initial velocities: x: 0.0000 in/sec, L 0.0000 in/sec, T••9@.0000rad/sec •� Supports: x displacement: Free y displacement: Free z rota 'on:.fjee • ;��; Node number: 8 Coordinates: x=.. 504.( in y= 0.00 in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibin Spring Supports: Kx= 0.00 Win Ky= 0.00 Ib/in Kz= 0.00 Ibin/rad a Initial displacements/rotations: x: 0.0000 in )L 0.0000 in z: 0.0000 rad Initial velocities: x: 0.0000 in/sec, L 0.0000 in/sec, z: 0.0000rad/sec Supports: x displacement: Restrained y displacement: Restrained z rotation: Free i r Page 5 of 27 I I 2D Frame Analysis Analysis report Node number: 9 Coordinates: x= 36.0( in y= -36.0( in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibin Spring Supports: Kx= 0.00 Ib/in Ky= 0.00 Ib/in Kz= 0.00 Ibin/rad Initial displacements/rotations: x: 0.0000 in )L 0.0000 in z: 0.0000 rad Initial velocities: x: 0.0000 in/sec, )L 0.0000 in/sec, z: 0.0000rad/sec li Supports: x displacement: Free y displacement: Free z rotation: Free Node number: 10 Coordinates: x= 108.( in y= -36.0( in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 [bin Spring Supports: Kx= 0.00 Ib/in Ky= 0.00 Ib/in Kz= 0.00 Ibinlrad Initial displacements/rotations: x: 0.0000 in )L 0.0000 in z: 0.0000 rad Initial velocities: x: 0.0000 in/sec, )L 0.0000 in/sec, z: 0.0000rad/sec Supports: x displacement: Free y displacement: Free z rotation: Free Node number: 11 Coordinates: x= 180.( in y= -36.0( in 0000 Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 I;in .•. "" 0000;' Spring Supports: Kx= 0.00 Win Ky= 0.00 Win Kz= �AOQ,IbirVrad00 •• ��••� 0000.. Initial displacements/rotations: x: 0.0000 in )L 0.0000 in •"::•O.000Otad- • 000.. .. . 0000. Initial velocities: x: 0.0000 in/sec, 0 0.0000 in!sec, ••Q�OOOrad f *v 00 • 0000.. 0 0 Supports: x displacement: Free y displacement: Free z rota on:• Free000000 . 0000.. Node number: 12 Coordinates: x= 252.( in y= -3j.be in: .--:0 • • •• Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibin Spring Supports: Kx= 0.00 Ib/in , Ky= 0.00 Win Kz= 0.00 Ibin/rad Initial displacements/rotations: x: 0.0000 in )L: 0.0000 in z: 0.0000 rad Initial velocities: x: 0.0000 in/sec, IL 0.0000 in/sec, z: 0.0000rad/sec Supports: x displacement: Free y displacement: Free z rotation: Free Page 6 of 27 1 { 2D Frame Analysis Analysis report Node number: 13 Coordinates: x= 324.( in y= -36.0( in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibin Spring Supports: Kx= 0.00 Ib/in KY= 0.00 Ib/in Kz= 0.00 Ibin/rad Initial displacements/rotations: x: 0.0000 in y� 0.0000 in z: 0.0000 gad Initial velocities: x: 0.0000 in/sec, y: 0.0000 in/sec, z: 0.0000rad/sec Supports: x displacement: Free y displacement: Free z rotation: Free Node number:, 14 Coordinates: x= 396.( in y= -36.0( in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Ibin Spring Supports: Kx= 0.00 Win , Ky= 0.00 Ib/in Kz= 0.00 Ibin/rad Initial displacements/rotations: x: 0.0000 in )L' 0.0000 in z: 0.0000 'rad Initial velocities: ): 0.0000 in/sec, y 0.0000 in/sec, z: 0.0000rad/sec Supports: x displacement: Free y displacement: Free z rotation: Free Node number: 15 Coordinates: x= 468.( in y= -36.0( in Nodal loads: Px= 0.00 Ib Py= 0.00 Ib Mz= 0.00 Iiin .•. •• """ Spring Supports: Kx= 0.00 Win Ky= 0.00 Ib/in Kz= •A, Q,Ibin/rad. •• ...... Initial displacements/rotations: x: 0.0000 in y; 0.0000 in •":•'O.000Q Tvt• • ...... .. . ..... Initial velocities: x: 0.0000 in/sec, w, 0.0000 in/sec, ••Q.000Orad,/• * ••••• } Supports: x displacement: Freey displacement: Free z rota:on:-Flee • E ( F Page 7 of 27 } ® 2D Frame Analysis Analysis 'report 5. Defined�frame elements_ Frame element number: 1 Starting node: 1 Ending node: 2 Length: 72.00 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: -25.00 Ib/in Starting node Ending node x: fixed x:fixed r End releases: y: fixed y:fixed z: fixed z:fixed Frame element number: 2 Starting node: 2 Ending node: 3 t r Length: 72.00 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: -25.00 Ib/in Starting node Ending node x:fixed x:fixed End releases: y: fixed y:fixed z: fixed z:fixed Frame element number: 3 Starting node: 3 Ending node:o..d .:. . .' Length: 72.00 in Material name: Default Section name: .DQ4'" Horizontal load: 0.00 Ib/in Vertical load: -25.C%��:to •••••• .. .. . ..... Starting node Endiga np�e • x:fixed x:fixod•••` • End releases: •••••• y: fixed y:%d :..0:. • z: fixed z:fixed• .... . Frame element number: 4 Starting node: 4 Ending node: 5 Length: 72.00 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: -25.00 Ib/in Starting node Ending node x:fixed x:fixed End releases: y:fixed y:fixed z: fixed z:fixed Page 8 of 27 4 ® 2D Frame Analysis Analysisr`eport Frame element number: 5 Starting node: 5 Ending node: 6 Length: 72.00 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: -25.00 Ib/in Starting node Ending node x: fixed x: fixed End releases: y: fixed y: fixed. # z: fixed z:fixed Frame element number: 6 Starting node: 6 Ending node: 7 Length: 72.00 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: -25.00 Ib/in r Starting node Ending node x:fixed x:fixed End releases: y: fixed y:fixed z: fixed z:fixed Frame element number: 7 Starting node: 7 Ending node: 8 sees ....�. Length: 72.00 in Material name: Default Section name: 4gf4u: Horizontal load: 0.00'lb/in Vertical load: -25.OY%7 in �' '••"' sees.. sees.. Starting node Ending node sees.. .eee sees. x: fixed x:fixed:... e End releases: y: fixed y:fixed •••••• sees.. - . . Z: fixed Z:fix d sees.. Frame element number: 8 Starting node: 1 Ending node: �9 e •e�: e e Length: 50.91 in Material name: Default Section name: Default Horizontal load: 0.001b/in Vertical load: 0.00 Ib/in Starting node Ending node " x:fixed x:fixed End releases: y: fixed y:fixed z: fixed z:fixed t I Page 9 of 27 k 1 1 t ® 2D Frame Analysis Analysis report Frame element number: 9 Starting node: 9 Ending node: 2 Length: 50.91 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 Ib/in Starting node Ending node x: fixed x: fixed End releases: y: fixed y:fixed z: fixed z:fixed Frame element number: 10 Starting node: 2 Ending node: 10 Length: 50.91 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 Ib/in Starting node Ending node x: fixed x:fixed End releases: y: fixed y: fixed z: fixed z: fixed t Frame element number: 11 Starting node: 10 Ending node: 3 „�• Length: 50.91 in Material name: Default Section name: 4gpv,8 •• Horizontal load: 0.00 lb/in Vertical load: 0.Ot'%7In Starting node EndinciWdo :..... ' ' x: fixed x:fixed.... .. ..... End releases: y: fixed y:fixed ••••;• z: fixed z:fix4d , �•�• Frame element number: 12 Starting node: 3 Ending node: x•11 .��:�. ' Length: 50.91 in Material name: Default Section name: Default Horizontal load: O.00Ib/in Vertical load: 0.00 Ib/in Starting node Ending node x: fixed x:fixed End releases: y: fixed y: fixed z: fixed z: fixed r Page 10 of 27 2D Frame Analysis Analysisreporf Frame element number: t 13 Starting node: 11 Ending node: 4 Length: 50.91 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 Ib/in r Starting node Ending node X,. fixed x:fixed End releases: y: fixed y: fixed z: fixed z:fixed h Frame element number: 14 Starting node: 4 Ending node: 12 Length: 50.91 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 Ib/in a Starting node Ending node x: fixed x:fixed End releases: y: fixed y: fixed z: fixed z: fixed I Frame element number: 15 Starting node: 12 Ending node: 5 • Length: 50.91 in Material name: Default Section name: ' P.Ibu; �� • Horizontal load: 0.00 lb/in Vertical load: 0.00 1; in Starting node Ending nock• :...:. ' x:fixed x:fixed••.. .. 0 ..... End releases: y: fixed y:fixed z:fixed z:fix d . .; ��.�;• Frame element number: 16 Starting node: 5 Ending node: •13 • Length: 50.91 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 Win in Starting node Ending node x:fixed x:fixed End releases: y:fixed y:fixed z:fixed z: fixed r Page 11 of 27 f r 2D Frame Analysis Analysis report Frame element number: 17 Starting node: 13 Ending node: 6 Length: 50.91 in Material name: Default Section name: Default Horizontal load: 0.001b/in Vertical load: 0.00 Ib/in Starting node Ending node x:fixed x:fixed End releases: y: fixed y:fixed z: fixed z:fixed Frame element number: 18 Starting node: 6 Ending node: 14 Length: 50.91 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in` Vertical load: 0.00 Ib/in Starting node Ending node x: fixed x: fixed End releases: y: fixed y:fixed z: fixed z: fixed t Frame element number: 19 Starting node: 14 Ending node: 7 • Length: 50.91 in Material name: Default Section name: ' ef2u: ••• .• Horizontal load: 0.001b/in Vertical load: 0.00 Ib 7 in Starting node Ending•o*a* �..... • x:fixed x:fixetl••.. .. ..... End releases: y: fixed y:fixed . . z: fixed z: fix d ...... Frame element number: 20 Starting node: 7 Ending node: •15• •• • Length: 50.91 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 Ib/in Starting node Ending node x: fixed x:fixed End releases: y:fixed y:fixed z: fixed z:fixed E Page 12 of 27 a2D Frame Analysis Analysis report Frame element number: 21 Starting node: 15 Ending node: 8 Length: 50.91 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 Ib/in Starting node Ending node x:fixed x:fixed + End releases: y: fixed y: fixed + z.- fixed z: fixed r Frame element number: 22 Starting node: 9 Ending node: 10 Length: 72.00 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 Ib/in Starting node Ending node x:fixed x: fixed End releases: y: fixed y:fixed i } z:fixed z:fixed Frame element number: 23 Starting node: 10 Ending node: 11 0000 0000.. Length: 72.00 in Material name: Default Section name: ' Pvnua �•� �• .. .. 0000.. Horizontal load: 0.00lb/in Vertical load: 0.00 Thr7i*n 0000.. Starting node Ending noa• :000:0 0000 x:fixed x:fixed••.• V. 0000. } End releases: y:fixed y:fixed . . . z:fixed z:fix . . . 0000 0• ...... Frame element number: 24 Starting node: 11 Ending node: •X12 •g.! • go 0 Length: 72.00 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 Ib/in Starting node Ending node > x:fixed x:fixed End releases: y:fixed y:fixed ' z: fixed z:fixed i R Page 13 of 27 + + 2D Frame Analysis Analysis report Frame element number: 25 Starting node: 12 Ending node: 13 Length: 72.00 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 lb;in Starting node Ending node x:fixed x: fixed End releases: y: fixed y: fixed z: fixed z:fixed Frame element number: 26 Starting node: 13 Ending node: 14 Length: 72.00 in Material name: Default Section name: Default Horizontal load: 0.00 lb/in Vertical load: 0.00 Ib/in Starting node Ending node x: fixed x:fixed End releases: y: fixed y: fixed z: fixed z: fixed Frame element number: 27 Starting'node: 14 Ending node: 15 .,.+ . . .... ...... Length: 72.00 in Material name: Default Section name: +Da�uII +•• �• Horizontal load: 0.001b/in Vertical load: 0.00• in • Starting node Endirv, n-ode �••••• ••�•• x:fixed x: fixed•••• •• • ••..+ End releases: +• •• •••... f y: fixed y:fixed z: fixed z:fixed ...... E Page 14 of 27 t } 2D Frame Analysis Analysis report $.ANALYSIS RESULTS Note:In case of multi-step dynamic analysis, the following results refer to the latest time step. 1. Nodes results Note:All following results refer to the global coordinate system. Node number: 1 Displacements/Rotations: ux=0.0000 in uy= 0.0000 in rz=-0.0003 rad Reactions: RX= -14664.972; RY=6300.00001 MZ= 0.0000 Ibin Spring reactions: RX= 0.0000 Ib RY=0.0000 Ib MZ= 0.0000 Ibin Node number: 2 Displacements/Rotations: ux=0.0013 in uy=-0.0190 in rz=-0.0002 rad Reactions: RX=0.0000 Ib RY=0.0000 Ib MZ= 0.0000 Ibin Spring reactions: RX=0.0000 Ib RY=0.0000 Ib MZ= 0.0000 Ibin Node number: 3 Displacements/Rotations: ux=0.0013 in uy=-0.0352 in rz=-0.0002 rad i" Reactions: RX= 0.0000 Ib RY=0.0000 Ib MZ-*0.0909]bin �'•'• •••••• •• • Spring reactions: RX= 0.0000 lb RY=0.0000 Ib MZ Ibinsees •+ •••••• ...... Node number: 4 • 4. ..•... Displacements/Rotations: ux=0.0005 in uy=-0.0444 in rz=U!(j(101;rad •• •,•••• • ;• .. .. ...... Reactions: RX=0.0000 lb RY=0.0000 Ib MZ=MCMV Ibin •� Spring reactions: RX=0.0000 lb RY=0.0000 Ib MZ-0.0000 Ibin �•�� Node number: •5 �� • Displacements/Rotations: ux=-0.0005 in uy=-0.0444 in rz=0.0001 rad Reactions: RX=0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin Spring reactions: RX=0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin Node number: 6 Displacements/Rotations: ux=-0.0013 in uy=-0.0352 in rz=0.0002 rad k Reactions: RX= 0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin Spring reactions: RX= 0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin ' Page 15 of 27 { 2D Frame Analysis Analysis'report Node number: 7 Displacements/Rotations: ux=-0.0013 in uy= -0.0190 in rz= 0.0002 rad Reactions: RX= 0.0000 Ib RY =0.0000 Ib MZ= 0.0000 Ibin Spring reactions: RX = 0.0000 Ib RY = 0.0000 Ib MZ=0.0000 Ibin Node number: 8 Displacements/Rotations: ux=0.0000 in uy= 0.0000 in rz=0.0003 rad Reactions: RX= 14664.9722 RY =6300.00001 MZ=0.0000 Ibin Spring reactions: RX =0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin Node number: 9 Displacements/Rotations: ux=-0.0077 in uy=-0.0089 in rz= -0.0002 rad Reactions: RX=0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin Spring reactions: RX=0.0000 Ib RY= 0.0000 Ib MZ= 0.0000 Ibin Node number: 10 Displacements/Rotations: ux=-0.0060 in uy=-0.0272 in rz=-0.0002 rad Reactions: RX= 0.00001b RY =0.0000 Ib MZ=;0.0969]bin 0000 •••••• Spring reactions: RX= 0.00001b RY= 0.0000 Ib MZ=:G(l.Op06 Ibin •• 0000•• 0.000• Node number: 11 • • 0000•• 0000 • 0000. Displacements/Rotations: ux=-0.0033 in uy=-0.0403 in rz=0!Q00'1:rad •• • 000000 •• 00 000.0 Reactions: RX=0.0000 Ib RY=0.0000 Ib MZ;Culp Ibin • •O •00000 0.000• Spring reactions: RX=0.0000 Ib RY=0.0000 Ib MZ 0.0pon Ibin • :0096: • Node number: 12 "i ' • Displacements/Rotations: ux=0.0000 in uy=-0.0450 in rz= 0.0000 rad Reactions: RX= 0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin Spring reactions: RX=0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin Node number: 13 Displacements/Rotations: ux=0.0033 in uy=-0.0403 in rz=0.0001 rad Reactions: RX=0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin Spring reactions: RX=0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin Page 16 of 27 i I ® 2D Frame Analysis Analysis report Node number: 14 Displacements/Rotations: ux= 0.0060 in uy = -0.0272 in rz=0.0002 rad Reactions: RX= 0.0000 Ib RY = 0.0000 Ib MZ= 0.0000 Ibin Spring reactions: RX = 0.0000 Ib RY = 0.0000 Ib MZ=0.0000 Ibin Node number: 15 Displacements/Rotations: ux=0.0077 in uy=-0.0089 in rz=0.0002 rad Reactions: RX= 0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin Spring reactions: RX= 0.0000 Ib RY=0.0000 Ib MZ=0.0000 Ibin 6 •• • •g• • • •••••• 1 � � 000 00*0:0 0 0 0 0 000000 00 0 0*0 0 0 Page 17 of 27 i ' 1 2D Frame Analysis Analysis report 2. Frame elements results Note:All following results refer to the local coordinate system of each frame element. Frame element number: 1 At starting node At ending node i Axial force: 8789.2778 Ib 8789.2778 Ib f Internal forces: Shear force: 905.6933 Ib -894.3067 Ib Bending moment: -10017.4273 Ibin -9607.5063 Ibin Frame element number: 2 At starting node At ending node Axial force: 21.0647 Ib 21.0647 Ib t Internal forces: Shear force: 961.5094 Ib -838.4906 Ib Bending moment: -10955.0728 Ibin -6526.3938 Ibin Frame element number: 3 At starting node At ending node Axial force: -5285.3881 Ib -5285.3881 Ib ••• • ' • Internal forces: Shear force: 928.2238 Ib -871.7701b • •• • ...... .. ...... [Bending moment: 8321.6166 Ibin -6289.50021bin 4 .•••.i Frame element number: 4 At starting node At 401119 rode ,• Axial force: -7049.9086 Ib -7049.9086 lb* ••• •• •• Internal forces: .... :••••: Shear force: 900.0000 Ib -900.00fflb . . Bending moment: -6848.6858 Ibin -6848.6858 Ibin Frame element number: 5 At starting node At ending node Axial force: -5285.3881 Ib -5285.3881 Ib Internal forces: Shear force: 871.7762 Ib -928.2238 Ib Bending moment: -6289.5002 Ibin -8321.6166 Ibin Page 18 of 27 . Y ® 2D Frame Analysis Analysis report Frame element number: 6 At starting node At ending node Axial force: 21.0647 Ib 21.0647 Ib Internal forces: Shear force: 838.4906 Ib -961.5094 Ib Bending moment: -6526.3938 Ibin -10955.0728 Ibin k' Frame element number: 7 At starting node At ending node Axial force: 8789.2778 Ib 8789.2778 Ib Internal forces: Shear force: 894.3067 Ib -905.6933 Ib Bending moment: -9607.5063 Ibin -10017.4273 Ibin k Frame element number: 8 At starting node At ending node ' Axial force: 7969.0942 Ib 7969.0942 Ib Internal forces: Shear force: -340.3925 Ib -340.3925 Ib 1 Bending moment: 10017.4273 Ibin -7312.520 Ibin • . .... ...... Frame element number: 9 ...... '.: ....:. t • At starting node At endiro node ... . ..... Axial force: -7309.7911 Ib -7309.7p]11b� •• k Internal forces: . .. ...... Shear force: 188.4310 Ib 188.431•alb. Bending moment: -4752.5338 Ibin 4840.8141 Ibi�i •• �• Frame element number: 10 At starting node At ending node Axial force: 5076.2337 Ib 5076.2337 Ib Internal forces: Shear force: -202.5320 Ib -202.5320 Ib Bending moment: 6188.3706 Ibin -4122.8763 Ibin k f r Page 19 of 27 ` t I 2D Frame Analysis Analysis report Frame element number: 11 • I At starting node At ending node Axial force: -4812.2246 Ib -4812.2246 Ib Internal forces: Shear force: 135.9025 Ib 135.9025 Ib Bending moment: -1580.0174 Ibin 5339.0088 Ibin Frame element number: 12 At starting node At ending node Axial force: 2638.8755 Ib 2638.8755 Ib Internal forces: Shear force: -189.2599 Ib -189.2599 Ib Bending moment: 7134.2315 Ibin -2501.3100 Ibin Frame element number: 13 At starting node At ending node Axial force: -2326.3416 Ib -2326.3416 Ib Internal forces: Shear force: 158.8531 Ib 158.8531 Ib [Bending moment: -1418.3132 Ibin 6669.1650 Ibin • . . .... ...... Frame element number: 14 ' ...... .. ...... At starting node At end"g node Axial force: 153.7225 Ib 153.72jjIb .. • .. .. . ..... Internal forces: Shear force: -174.1977 Ib -174.197116• 0 90 •• "' Bending moment: 7228.3506 Ibin -1640.3485 Ibin •••••• Frame element number: 15 .. . . At starting node At ending node Axial force: 153.7225 Ib 153.7225 Ib Internal forces: Shear force: 174.1977 Ib 174.1977 Ib Bending moment: -1640.3485 Ibin 7228.3506 Ibin a I Page 20 of 27 ® 2D Frame Analysis Analysis report 4 Frame element number: 16 E At starting node At ending node r Axial force: -2326.3416 Ib -2326.3416 Ib Internal forces: Shear force: -158.8531 Ib -158.8531 Ib r f Bending moment: 6669.1650 Ibin -1418.3132 Ibin Frame element number: 17 At starting node At ending node Axial force: 2638.8755 Ib 2638.8755 Ib i Internal forces: Shear force: 189.2599 Ib 189.2599 Ib [Bending moment: -2501.3100 Ibin 7134.2315 Ibin ' Frame element number: 18 { At starting node At ending node Axial force: -4812.2246 Ib -4812.2246 Ib Internal forces: Shear force: -135.9025 Ib -135.9025 Ib [Bending moment: 5339.0088 Ibin -1580.0174 Ibin •,� ••• Frame element number: 19 ...... '.; ....;. At starting node At 4;7* ,node ;••••; Axial force: 5076.2337 Ib 5076.2337 IV � ��:�•• ...... .. . ..... Internal forces: Shear force: 202.5320 Ib 202.532QIb" Bending moment: -4122.8763 Ibin 6188.3706 Ibis a�••:• •••• Frame element number: 20 '..' At starting node At ending node Axial force: -7309.7911 Ib -7309.7911 Ib Internal forces: Shear force: -188.4310 Ib -188.4310 Ib [Bending moment: 4840.8041 Ibin -4752.5338 Ibin } Page 21 of 27 2D Frame Analysis Analysis report Frame element number: 21 At starting node At ending node Axial force: 7969.0942 Ib 7969.0942 Ib Internal forces: Shear force: 340.3925 Ib 340.3925 Ib Bending moment: -7312.5320 Ibin 10017.4273 Ibin I Frame element number: 22 At starting node At ending node Axial force: 10911.2564 Ib 10911.2564 Ib Internal forces: Shear force: 92.2630 Ib 92.2630 Ib [Bending moment: -2559.9981 Ibin 4082.9397 Ibin Frame element number: 23 At starting node At ending node Axial force: 17950.5666 Ib 17950.5666 Ib Internal forces: Shear force: 39.6363 Ib 39.6363 Ib Bending moment: 1540.0809 Ibin 4393.8977 Ibin ••�. . . 0000 0000.. Frame element number: 24 • • 0000.. .. 0000.. 0000.. ni At starting node At4;Oode •••••• Axial force: 21483.0062 Ib 21483.OdeTIb 6 ••:••. 000000 66 6 00000 Internal forces: Shear force: 14.4781 Ib 14.478TIb 0• 6 •0 0000:* 0000.. Bending moment: 3310.9009lbin 4353.J62lbin :600:6 •0'••' 0 6 666666 Frame element number: 25 ••6• Af starting node At ending node Axial force: 21483.0062 Ib 21483.0062 Ib Internal forces: Shear force: -14.4781 Ib -14.4781 Ib [Bending moment: 4353.3262]bin 3310.90091bin Page 22 of 27 r 2D Frame Analysis Analysis report Frame element number: 26 At starting node At ending node Axial force: 17950.5666 lb 17950.5666 Ib Internal forces: Shear force: -39.6363 Ib -39.6363 Ib Bending moment: 4393.8977 Ibin 1540.0809 Ibin Frame element number: 27 At starting node At ending node Axial force: 10911.2564 Ib 10911.2564 Ib Internal forces: Shear force: -92.2630 Ib -92.2630 Ib F Bending moment: 4082.9397 Ibin -2559.9981 Ibin 0000 . . 0000 0000.. 0000.. 00 0000.. 0000.. a d 0000.. 0000 . .66.00 0000 . 0000. 06.60. 60 . 00.00 .. .. . .. 0000.. f . � 0000.. 0000.. r f Page 23 of 27 F F 2D Frame Analysis Analysis report 3._Deformed shape , I r 1 1 2 2 3 3 4 4 5 5 b 6 7. 7 13` 4 1 b 1l _ ,., I 2 !j 22 \ 23 24 25 2b 27 0000 • • 0000 •00000 i .. . 6.. 0000.. 00 0000•0 i 000000 0 0 6 0000 0000.. 6 6 ....66 0000 6 0000. ' 00.66. •. . 06.00 .. .. . .. 0000.. 6.•6•. . 0000.. . . , 060900 090* 0 . h . Page 24 of 27 I ' ® 2D Frame Analysis Analysis report 4 Axial forc diagram_ ' r h 1/\ 2 /\3' f"h j' 3 4 5 6 1\7 , 11 ! 0 2 I 4 1 ��,, y ..0 2ret�� 4e\ A �3� 24 f 25 Ae. ??� ; .»..-.... .�� ,..i r .f�. L t + gyp a r° r rr rr n sees i • • • sees sees•• *sees* •• sees•• • •see•• • • • sees•• • • 0000•• •e•• • 0000• . � sees•♦ 00 • 000•0 00 •• • •• •000•• • e•e0•• • • • • • • ecce•• sees•• •• • sees • • h l E Page 25 of 27 0 I r 2D Frame Analysis Analysis report 5. Shear force,diagram.___` I f 1 r a � s I' \ t oyF. lee, lee, �p`,}�YjJ �afGd •••••• •• •••••• • •••••• •• • ••••• •• •• • •• •••••• • •1.11•• • • I a Page 26 of 27 { I t . 4 .y 2D Frame Analysis Analysis report r 6. Bending moment diagram f t r r r � M w b N ? d d a(f3 A. ! s k 2 r T .t 4 s 6 s y _ _ ' 0 1 2 1 a _ 1 6 .1 8 1 p f 0000 Y • • • ,y 0000 •••••• r 0000•• •• 0000•• l- • 0000••' • • • 0000•• 0000 •� • • • • • 0000•• 0000 • 0000• •• •• •, •• 0000•• • ••000• • • ••0••• •• • 0000 • • I b f 1 t J 4 ` I Page 27 of 27 r � I r f t . r 7ALLNATE , All State Engineering & Testing Consultants, Inc. EERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRO ENTAL SERVICES �r �T SAA G��G 0 December 22, 2015 r' =" Victorinex, LLC 1931 Cordova Rd. Suite 188 Fort Lauderdale, FL 33316 RE: Home Renovation 11450 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. 4 Project Description Our understanding of the site is based on our observations'during our subsurface investigation. Information yeV * ided Jo usondicates the project consists of the Renovation of the existing house. 0000.. . . 0000.. f •' Test Method lfttibsurface Investigation 0000.. 00 0 00 00 Tt1e bQdngs vrrr.ggnducted in accordance with procedures outlined for Standard Penetration Test and split '•• •• spoop sampling of moils by ASTM Method D-1586 as described below. 0000.. 0000 ;00000 Two (2) feet lbfib:%o (2) inches O.D. split spoon sampler was driven into the ground by successive blows 4;T a J40 lbi hwmer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time • .... (PASRUous method;then extracted for visual examination and classification of the soil samples. 0000 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 two (2), 26-ft deep Standard Penetration Test(SPT) borings (B-1 and B-2). The borings were performed on December 22, 2015. e--I a� an Cz a ALciMiini�E 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018/ Phone: 305-888-3373 Fax: 305-888-7443 E t Based on the information obtained from the SPT borings, Boring B-1 comprised of Backfill — Tan Sand mixed with Black Sand and some Rocks from 0'-0" to 4'-6" with N value 9, Grey Silt and Peat from 4'-6" to 11'-0" with N values ranging from 3 to 19, Grey medium Lime Sand with Lime Rock from 11'-0" to 18'-6" with N values ranging from 19 to 35, Tan medium Lime Sand and Lime Stone from 18'-6" to 26'-0" with N values ranging from 33 to 87. ' Boring B-2 comprised of Topsoil from 0'-0" to 0'-2", Backfill —Tan medium Sand mixed with Brown Sand and some Rocks from.0'-2" to 5-0" with N values ranging from 2 to 14, Grey medium Sand with Silt and some Mangrove Roots from 5-0" to 10'-6" with N values ranging from 2 to 6, Grey medium Sand with Coral Rock from 10'-6"to 18'-0" with N values ranging from 12 to 32, Tan Lime Sand and Lime Stone from 18'-0" i to 26'-0"with N values ranging from 36 to 75. E Detailed subsurface information is provided in the attached SPT Soil Boring Reports. Groundwater Conditions The groundwater table was first encountered approximately 4'-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 &alukion and Recommendations •;•••• Basedon them;oLtritered subsurface conditions and project location, we have evaluated a number o foundation sygfWgfor the project. Special consideration in the analysis was given due to the location of •••••• •• • •• an area classified as a Special Flood Hazard Zone. Additionally, there exists the :.... th@ Ix4Qert Y�I�g14 •• •• unsuitable soil ztrata of Silt mixed with Peat and other organic materials ( Mangrove Roots) (B-1:4'-6"to ;....; 11' ";-2: 5'-Otodlb'-6").and also, there are areas of the sand strata Black/Brown medium Sand (B-1: 0'- ;,•••; 0"to 4'-6"; B-2:0 2:to 5'-0") which have N values that classify the soil's relative density as Loose. •• Beoa(#se of t4ge fbctors, we have selected the use of Augercast Piles and Helical Piles or Pin Piles. A deVT 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: f 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 Lateral Diameter Depth Capacity Capacity Capacity 14" 24' 35 tons 8 tons 2 tons N CU a ALL STATE 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018/ Phone: 305-888-3373 Fax: 305-888-7443 1 ENGNIEERING The Augercast Piles should be installed with a minimum embedment of 3 ft into the limestone layer. 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. } a 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 3.5" 24' 15 tons 5 tons Helix Pile 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 atcvdgg to torque values obtained during installation. A minimum of three (3) indicator piles should •••• inifially pe inslaµedet strategic locations in order to verify the suggested pile depth. The pile installation ...... shbWd be inspected.to confirm compliance with torque requirements and depth. ...... ...... .. . .. .. •••�•• Pin Pigs: ••• •• ••••• W Wacity b t•hlte piles is essentially developed in tip bearing. The analysis for this foundation option •••••• consisted of delprm*ning a pile capacity for a specific pile size and depth of installation. The relationship F• obtained is altdiroVs: •••••• Pile Proposed Allowable Compressive O.D. Depth Capacity 4" 24' 5 tons 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. f � M F a� an CZ a C t ALL STATE 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 4 i . Limitations Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the subject project may be different from those at the test locations. With this being said, ASETC reserves the right to amend/supplement this report upon discovery of new information. Should any subsoil conditions different from those reported in our boring logs be encountered during construction, All State Engineering and Testing Consultants, Inc. should be notified immediately. The conclusions provided by All State Engineering & Testing Consultants, Inc. are based solely on the information presented in this report. 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. 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, r 2erto1Gavarfete PE#5371 AZ PJjte Engin?2Iin & - Testi .6 d ng C�nSul+anis Inc 666 : - . :DCC 2 �..... . ,� :6666 .. 6666.. ..... . 6666 6666.. ;6666; A1`TA0HME4T 1!0-BORING LOG ATTACHMEI`ITV BORING LOCATION MAP 6666.. .. 6.6666 6666.. 6666 . . 6666 i i F. bA cv a ir�iwNFinwcE 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 f i V f r { 4� I t ATTACHMENT 1 .0 - BORING LOG w f ...... . . . . ...... .. . .. .. ..... . .. ...... ..... . .... i {1 I 4 t F t All State ELL STATngineering & Testing Consultants, Inc.' ENGI EERI GP TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMIST-DRILLING-ENIVIRONMENTAL SERVICES 12949 West Okeecholiee Rd.Unit C-4.Hialeah Gardens,Florida 330181 Phone:305-888.3373, Fax:305.888-7443 SPT SOIL BORING REPORT CLIENT: Victorinex, LLC Page: 1 of 1 CLIENT ADDRESS: 1931 Cordova Rd. Suite 188. Fort Lauderdale, FL 33316 Report#: 1 PROJECT: Home Renovation Boring#:' B-1 PROJECT ADDRESS: 1450 NE 103rd Street. Miami Shores, FL 33138 Date: 12/22/15 BORING LOCATION: See the attached Boring Location Map Driller: AG DEPTH DESCRIPTION OF MATERIALS Sample Hammer blows on "N" (FEET) No. sampler Value 1 0'-0"to 4'-6" Backfill.Tan medium Sand mixed with Black Sand and some 6 € 5 2 Rocks 0'-2' 4 3 3 .4................6........ 9 4 2'4' 3 2 5 4'-6"to 11'-0"Grey Silt and Peat .................. 1......... 3 6 4'4 2 3 72 3 6 ................:.................... 8 6-8' 3 2 92 4 9 .................�.................... 10 8'-10' S 1 6 9 11 .......8............................ 19 12 11'-0"to 18'-6"Grey medium Lime Sand with Lime Rock 10'-12' 10 13 • • 18 • • • .00. ......13......<........15....... 27 14 ••. •• 0000•• 150 • • • ...........12......:...........I........ 26 �• 16 • 0000•• 14'-16' 15 16 • 0000•• �.• • •• •• 12 1 17 • • • ...................................... 35 •••�•• 18 •• 0000•• 16-18' 18 € 17 • •• 8'-6"it�•2�6' 'Tan medium Lime Sand and Lime Stone 19 € 16 33 0000.. ................<. • • 20 • •••••• 18'-20' 17 22 ` 000000 Zr. •0:000 .....23..............25....... 51 • f2 0• ; .••• 20'-22' 26 1 31 0:000. 23 :� ......38 39 80 ...........i.................... 24 • 22'-24' 41 € 43 I 25 40......;.......42....... 87 26 24'-26' 45 60 27 End of Boring @ 26'-0" ................<.................... 28 26-28' 29 ........... ' .................:......... 30 ; 28-30' Resp?ctfllily Submilt&d: WATER TABLE:4'-0" below surface v DEC 2 2 ,20% ter - - Gil r Ga rre PE#51371_ All State Elligineering&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. a � t t r• 1 7ENGINEERING All State Engineerinc & 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: Victorinex, LLC Page: 1 of 1 CLIENT ADDRESS: 1931 Cordova Rd. Suite 188. Fort Lauderdale, FL 33316 Report#: 1 PROJECT: Home Renovation Boring#: B-2 PROJECT ADDRESS: 1450 NE 103rd Street. Miami Shores, FL 33138 Date: 12/22/15 BORING LOCATION: See the attached Boring Location Map Driller: AG DEPTH Sample Hammer blows on "N" (FEET) DESCRIPTION OF MATERIALS No sampler Value 1 0'-0"to 0'-2"Topsoil 7 1 8 14..................................... 2 0'-2"to 5'-0" Backfill.Tan medium Sand mixed with Brown Sand and some 0'-2' 6 5 Rocks 3 3 q 2'-4' 4 3 a 1 5 .......�............................ 2 6 5'-0"to 10'-6"Grey medium Sand with Silt and some Mangrove Roots 4'-6' 1 1 t 7 1 1 2 8 6'-8' 1 1 9 .......� 3 ............................ 6 10 8'-10' 3 4 i E12 10'-6"to 18'-0"Grey medium Sand with Coral Rocks 5........ 6 12 10'-12' 6 8 •• �.... 920 • •••• 12'-14' 11 10• . • •••••• 1.5i• •i • • ............12...............1......... 26 �.. 16 • :•:••: 14'-16' 13 12 • ...... �.. . ..... 15 t • • 32 ................. .......16....... ••.�•• 18 •• •..••• 16'-18' 16 € 17 • •• 1t�• *,*18'-0"tb jq'-0+'Tan Lime Sand and Lime Stone 18 ' 17 • • . • ...................................... 36 ••...• • � 20 • *fee** 18'-20' 19 25 •••••• ••i••• 21. 22 42 i• f2 • i •••• 20'-22' 20 '23 • •••••• •• • • 28 30 61 .................i.................... 24 • 22'-24' 31 36 25 .........................38....... 75 26 24'-26' 37 35 27 End of Boring @ 26'-0" ' ................;.................... 28 26'-28' 29 ...... 30 28'-30' Respectlully_Submitted` -� ` WATER TABLE:4'-0"below surfaceCGa DSC2 2` 215J&rrePE#511371 All State Engineering&Testing Consultants,Inc. As a mutual protection to clients,the public and ourselves,all reports are submitted as the coAde'ntiai property of clients;and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. I } i a f I r I ' ATTACHMENT 2.0 - BORING LOCATION MAP 1 { I • It • • • •••••• •• • •• •• • •••••• •• •••••• Z { 4 I I fi ALLSTATE 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 1450 NE 103rd Street. Miami Shores, FL 33138 d.E � *$WJE £ -((t •^�=�,A y �*�+v� � .. ... :. B-2MEN � • .•• • •• f y•. ` , � j • • �; ear >�� .� ,�__ � �. 4 �.�- ,,,,�,,,.,� ' • , ' a••00 �• • ,..� � . , " . + 00 0:4 age Al a- N Legend: N Property Boundary Boring Location r -FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation' - Residential Performance Method Project Name: Petra&Cedric Mirova Residence Builder Name: Street: 1450 NE 103 Rd Stree Permit Office: Miami Shores City,State,Zip: Miami Shores, FL,33138 Permit Number: Owner: Petra&Cedric Mirova Residence Jurisdiction: 232600 Design Location: FL,Miami County:: Miami-Dade(Florida Climate Zone' 1 ) 1. New construction or existing Addition 9. Wall Types(3497.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul, Exterior R=4.1 2925.50 ft2 b.Concrete Block-Int Insul,Adjacent R=4.1 295.99 ft2 3. Number of units, if multiple family 1 c. Interior Block, Interior 4. Number of Bedroom`(Bedrms In Addition) 4(1) d. N/A R=4.1 276.35 ft2 R- ft2 5. Is this a worst case? No 10.Ceiling Types (3661.0 sqft.) Insulation Area a. Under Attic(Vented) R=19.0 3661.00 ft2 6. Conditioned floor area above grade(ft2) 3661 b. N/AR= • • 0000•• ft2 Conditioned floor area below grade(ft2) 0 c. N/A • • R= • f!`•••.0 11. Ducts �••• • •i • R ft2 •• 7. Windows(789.8 sqft.) Description Area a.Sup:Attic, Ret:Attic,AH:Main..... :•• •• 6 3,6••:• a. U-Factor: Sgl,U=1.08 789.82 ft2 b.Sup: Attic,Ret:Attic,AH:M%ig • 7� 0000 . 6 30 SHGC: SHGC=0.50 .0000. b. U-Factor: N/A ft2 12.Cooling systems • • kBtufly: •Efficienry..•• SHGC: a.Central Unit •••• 4H•SEER:16.Op•I •• c. U-Factor: N/A ft2 b.Central Unit . . 5 a IeE R:16.00 .• .. 00 00.0.0 SHGC: 13.Heating systems •••••• 0 0 d. U-Factor: N/A ft2 g y • • • kBtu/hr Efficiency • a.Electric Strip Heat •, • 034.1 •COP:1.00••••• SHGC: b. Electric Strip •••1" Heat • • .34. 16013:1.0Q • Area Weighted Average Overhang Depth: 4.914 ft. • • •••••• Area Weighted Average SHGC: 0.500 14.Hot water systems- • • • 8. Floor Types (3661.0 sqft.) Insulation Area a. Electric Tankless Cap: 1 gallons a.Slab-On-Grade Edge Insulation R=0.0 1777.00 ft2 b. Conservation features EF:0.920 b.Crawlspace R=19.0 1087.00 ft2 None C other(see details) R= 797.00 ft2 15.Credits Pstat Glass/Floor Area: 0.216 Total Proposed Modified Loads: 139.131 Total Baseline Loads: 141.15 PASS I her'eby certify that the plans and specifications covered by Review of the plans and -TIAE Sr this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance ;,A /� with the Florida Energy Code. �p PREPARED BY: tdw� f &V` f} Before construction is completed DATE: i this building will be inspected for I* compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. CoD WE OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Complianc�Y .Wggj��4b the air handler unit manufacturer that the air handler enclosure qualifies as certified 1~fc s1e��fFft� p with R403.2.2.1. -Complia�ice�4j "s an Air Barri io insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test tepop I�Ccocd R414 1 - Complongte yvith a proposed duck ge Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in/pGa4da a ith S ion$ RESNET Standards, is not greater than 0.030 Qn for whole house. !f �. T TE � � f 9/6/20169:31 AA�'�,�` -"EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Pae 1 of 5 FORM R405-2014 PROJECT Title: Petra&Cedric Mirova Reside Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 3661 Lot# Owner: Petra 8 Cedric Mirova Reside Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1450 NE 103 Rd Stree Permit Office: Miami Shores Cross Ventilation: No County: Miami-Dade Jurisdiction: 232600 Whole House Fan: No City,State,Zip: Miami Shores, Family Type: Single-family New/Existing: Addition FL, 33138 Comment: CLIMATE IECC Design Temp Int Design Temp Heating' Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5. 56 Low BLOCKS 0 • Number Name Area Volume •• • 1 j Block1 1777 14749.1 •••••• •••• •••• • -• 2 Block2 1884 15637.2 •••••• *•••*• ••••• 1 •••••• ••• • ••••• SPACES •' •"••' Number Name Area Volume Kitchen Occupants Bedrooms Infil ID • Finished.•: •• Cooled Heated 1 Main 1777 14749.1 No • • • •••••• 3 2 1 •• • Yes .••:•.Yes ' Ye% 2 NewSpace2 1087 9022.1 Yes 1 •' ' 0 1 Yes Yes Yes 3 NewSpace3 797 6615.1 No 4 2 1 Yes Yes Yes FLOORS P;#;;Flo;or Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 198 ft 0 1777 ft2 ---- 0.2 0 0:8 2 Crawlspace NewSpace2 140 ft 0 1087 ft2 19 0.2 0 0.8 3 Floor over Garage NewS ace3 ---- 797 ft2 0 0.2 0 0.8 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch- # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Barrel the 3773 ft2 0 ft' Medium 0.75 No 0.9 �No 0 14 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC P 1 Full attic Vented 1503661 ft2 Y N i 9/6/2016 9:31 AM EnergyGaugeO USA-FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) Main 19 Blown 1777 ft2 0.11 Wood 2 Under Attic(Vented) NewSpace2 19 Blown 1087 ft2 0.11 Wood 3 Under Attic(Vented) NewSpace3 19 Blown 797 ft2 0.11 Wood WALLS V;ff Ornt To Wall Type Adjacent Cavity Width Height Sheathing Framing Solar Below Space - _ o 1 N Exterior Concrete Block-Int Insul Main 4.1 41 3 8 5 347.2 ft2 4.1 0 0.3 0 _ 2 S Exterior Concrete Block-Int Insul Main 4.1 41 3 8 5 347.2 ft2 4.1 0 0.3 0 3 E Exterior Concrete Block-Int Insul Main 4.1 24 1 8 5 202.7 ft2 4.1 0 0.3 0 4 W Exterior Concrete Block-Int Insul Main 4.1 56 10 8 5 478.3 ft' 4.1 0 0.3 0 5 N Exterior Concrete Block-Int InsLNewSpace2 4.1 32 1 8 5 270.0 ft2 4.1 0 0.3 0 6 S Exterior Concrete Block-Int InsLNewSpace2 4.1 32 1 8 5 270.0 ft2 4.1 •0 . 0.3 0 7 E Exterior Concrete Block-Int InsLNewSpace2 4.1 4 0 8 5 33.7 ft2 • 4.1 0•• 0.3 •••••8 _ 8 W Main Interior Block NewSpace2 4.1 32 10 8 5 276.3 ft2 •' a ;0••:• 0.3 0.0 9 N Exterior Concrete Block-Int InsLNewSpace3 4.1 22 4 8 5 188.0 ft2 •0 0.3 •••••p 10 S Exterior Concrete Block-Int InsLNewSpace3 4.1 22 4 8 5 188.0 ft2 •••4.� O 0•••0 0.3 11 E Exterior Concrete Block-Int InsLNewSpace3 4.1 35 8 8 5 300.2 ft2 0••• 0.3 ...... ... . :0:00@ .... 12 W Exterior Concrete Block-IntlnstBlewSpace3 4.1 35 8 8 5 300.2 ft2..'.4.�1 0 '•; 0.3 ..•..fl 13 W Garage Concrete Block-Int Insul Main 4.1 35 2 8 5 296.0 ft2:00:4.: 0 • 0.3 ••:0 DOORS • .. . . . # Ornt Door Type Space Storms U-Value Width Meight• Area Ft In Ft In 1 W Wood Main None .46 3 6 8 20 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single(Clear) Yes 1.08 0.5 87.5 ft2 6 ft 2 in 0 ft 11 in None None 2 N 1 Metal Single(Clear) Yes 1.08 0.5 18.0 ft2 2 ft 6 in Oft 11 in None None 3 N 1 Metal Single(Clear) Yes 1.08 0.5 23.6 ft' 2 ft 6 in Oft 11 in None None 4 S 2 Metal Single(Clear) Yes 1.08 0.5 115.0 ft2 2 ft 6 in 0 ft 11 in None None 5 S 2 Metal Single(Clear) Yes 1.08 0.5 17.8 ft2 9 ft 10 in 1 ft 9 in None None 6 S 2 Metal Single(Clear) Yes 1.08 0.5 53.3 ft2 9 ft 10 in Oft 10 in None None 7 E 3 Metal Single(Clear) Yes 1.08 0.5 78.8 ft' 2 ft 6 in 0 ft 11 in None None 8 E 3 Metal Single(Clear) Yes 1.08 0.5 38.5 ft2 9 ft 10 in 0 ft 11 in None None 9 W 4 Metal Single(Clear) Yes 1.08 0.5 36.0 ft2 2 ft 6 in 0 ft 11 in None None 10 N 5 Metal Single(Clear) Yes 1.08 0.5 47.6 ft' 2 ft 6 in 0 ft 11 in None None 11 S 6 Metal Single(Clear) Yes 1.08 0.5 106.7 ft2 9 ft 10 in 0 ft 11 in None None t 12 S 6 Metal Single(Clear) Yes 1.08 0.5 53.3 ft2 2 ft 6 in 0 ft 11 in None None 13 N 9 Metal Single(Clear) Yes 1.08 0.5 56.0 ft2 •2 ft 6 in 0 ft 11 in None None 14 S 10 Metal Single(Clear) Yes 1.08 0.5 34.4 ft2 2 ft 6 in 0 ft 11 in None None 15 S 10 Metal Single(Clear) Yes 1.08 0.5 7.0 ft2 2 ft 6 in 0 ft 11 in None None 9/6/2016 9:31 AM EnergyGaugeO USA-FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 16 E 11 Metal Single(Clear) Yes 1.08 0.5 7.0 ft2 2 ft 6 in Oft 11 in None None 17 E 11 Metal Single(Clear) Yes 1.08 0.5 9.3 ft2 2 ft 6 in 0 ft 11 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 797.44 ft2 797.44 ft2 84.8 ft 8.3 ft 11 INFILTRATION w # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000264 2532.2 139.01 261.44 .224 5 HEATING SYSTEM •• ...... •••••• # System Type Subtype Efficiency Capacity •••••• • Block fhmts• 1 Electric Strip Heat None COP:1 34.12 kBtu/hr*0 0 ' 1 :6V941: 2 Electric Strip Heat None COP:1 34.12 kBtu/hr•••••• •••••2 •SYS�$2 COOLING SYSTEM ' .. .. .. ...... # System Type Subtype Efficiency Capacity Aii Flow : SHR. 81ock 1 Central Unit Single SEER: 16 46 kBtu/hr 1310 cr• 0.7• 1 ;•sy 1; 2 Central Unit Single SEER: 16 54 kBtu/hr 1620 cfm• 0.7-:::*: sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless Garage 0.92 1 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS / ----Supply---- ----Return---- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 375 ft2 Attic 90 ft2 Prop. Leak Free Main ---cfm 53.3 cfm 0.03 0.60 1 1 2 Attic 6 370 ft2 Attic g0 ft2 Prop. Leak Free Main ---cfm 56.5 cfm 0.03 0.60 2 2 9/6/2016 9:31 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat:Y Ceiling Fans: i Coolin X Jan X Feb X]Mar Ar X]Ma Jun X Jul X Aug X Sep X]Oct X Nov X Dec Heating tXJ Jan lXJ Feb tX]Mar IX X�Apr lX]MaY rxl Jun f X�Jul �X�Augf XI Sapp jXI Oct X Nov Dec Venting X Jan X Feb X Mar XAr X May Jun X Jul X Aug X Se XI Oct I X1 Nov �Xj Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time E�oeMng�Syste None 0 0 0 0 1 -Electric Strip Heat ••6°/a 2.Central Unit 0000•• • 00.00• • 0000•. • • • 0000•. 0000 0000 • • i 0000 0000 ••••• 0000•• 909 • 00000 90 .• 9• 90009• • 0000•. 9 0 • • • • • • • • •0900• 0000•• • 9 9 • • • • • •0090• 0000 • . r i f 9/6/2016 9:31 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) s DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 1450-NE 103 Rd Stree, Miami"Shores, FL, 33138 1. New construction or existing Addition 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul, Exterior R=4.1 2925.50 ft2 b.Concrete Block-Int Insul,Adjacent R=4.1 295.99 ft2 3. Number of units,if multiple family 1 c. Interior Block, Interior R=4.1 276.35 ft2 4. Number of Bedrooms 4(1) d. N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types Insulation Area a. Under Attic(Vented) R=19.0 3661.00 ft2 6. Conditioned floor area(ft2) r 3661 b.N/A R= ; iie% ft2 N/A ••• R= • ..... 7. Windows** Description Area c. • a. U-Factor: Sgl,U=1.08 789.82 ft2 11.Ducts •• • :***:OR ft2 •• a. Sup:Attic,Ret:Attic,AH:Maim•••• • 6 3"000* SHGC: SHGC=0.50 b.Sup: Attic, Ret:Attic,AH:Maip.;.. . 6 37.0 • b. U-Factor: N/A ft2 •••••• ' SHGC: .... ...i • 12.Cooling systems •••••• kBt�lfly.• Wiciencx 0 0 0 0 c. U-Factor: N/A ft2 a.Central Unit6,Q.SE R:16.Op • •••••• 4 SHGC: b.Central Unit •••••• 54.0 S ER:16.00••••••••• d. U- Factor: N/A ft2 . SHGC: 13.Heating systems• ;";'; kBtu/hr *Efficiency •. • %4.1. •••• Area Weighted Average Overhang Depth: 4.914 ft. 'b. Electric Strip Heat a. Electric Strip Heat OP:1.00• • % Area Weighted Average SHGC: 0.500 p ; .0. •34.1 COP:1.0p,•••: •• • 0000 • • 8. Floor Types Insulation Area 14. Hot water systems- •.0• a.Slab-On-Grade Edge Insulation R=0.0 1777.00 ft2 a. Electric Cap: 1 gallons b.Crawlspace R=19.0 1087.00 ft2 EF:0.92 c.other(see details) R= 797.00 ft2 b. Conservation features None 15.Credits Pstat 1 I certify that this horrjit%!br it PQ0, # d githtpe Florida Energy Efficiency Code for Building Construction thro teaP vt' features which will be installed (or exceeded) O F in this home bef�e�t .c� ai ii$spectlonth;JJe, a new EPL Display Card will be completed �v4ti based on installfd,gde pg%tgatut�5! Builder Signatu� Date: O iyl o m Address of New IV P• % � ••• • ••� City/FL Zip: 'Smoov5 WE L E *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/6/2016 9:31 AM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 1450 NE 103 Rd Stree Permit Number: F Miami Shores, FL,33138 MANDATORY REQUIREMENTS see individual code sections for full details. 401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues]requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building.A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2.The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1,as applicable to the method of construction. Where required by the code official,an approved third party shall inspect all components and verify compliagce. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an`�ir(%A0ge rat;of not exceedill�E'a�• changes per hour in Climate Zones 1 and 2,and 3 air changes per hour in Climate Zones 3 though 8.Testifl4�1*2"1•be eding t with a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code offioial�gh 48. shah be conbuc ondubt e•• approved third party.A written report of the results of the test shall be signed by the party copWA1&%the test and provided to the code official.Testing shall be performed at any time after creation of all penetrations of the building lVirpal envelogq,•• :sees: t During testing: •••••• ••s••• ••••• g 1. Exterior windows and doors,fireplace and stove doors shall be closed,but not sealedbeyw�f tht intenddti gatlterstripp`l1?b•• other infiltration control measures; •• •• ••, ••••r•• 2. Dampers including exhaust, intake, makeup air,backdraft and flue dampers shall be closedp`utwwt sealed beyond intended •• # infiltration control measures; . • 3. Interior doors, if installed at the time of the test,shall be open; sees •• 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be clo5g4 anj sealed; • • 5.Heating and cooling systems, if installed at the time of the test,shall be turned off;and •••:•. • • 6.Supply and return registers, if installed at the time of the test,shall be fully open. •• • O R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage.Windows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E 283 at a 1.57 psf(75 Pa)pressure differential.All recessed G luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. I R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing(Mandatory)AII ducts,air handlers,and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post-construction or rough-in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99,Florida Statutes,or as authorized by Florida Statutes,to be"substantially leak free"by either of the following: 1. Post-construction test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa)across the entire system, including the manufacturer's air handier enclosure.All register boots shall be taped or otherwise sealed during the test. 1 2. Rough-in test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa)across the system, including the manufacturer's air handler enclosure.All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test,total leakage shall be less than or equal to 3 cfm (85 Umin)per 100 squaire feet(9.29 m2)of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 9/6/2016 9:31 AM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 1 of 3 FORM R405-2014 t MANDATORY REQUIREMENTS - (Continued) ❑ R403.2.3 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105`F(41`C) or below 55°F(13°C)shall be insulated to a minimum of R-3.,. R403.3.1 Protection of piping insulation. ❑ R403.4.1 Circulating hot water systems(Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. ❑ R403.4.3 Heat traps(Mandatory). Storage water fieaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/2 inches(89 mm)in the hot water distribution line and cold water line located as close as possible k to the storage tank. ❑ R403.4.4 Water heater efficiencies(Mandatory). O R403.4.4.1 Storage water heater temperature controls •;• • R403.4.4.1.1 Automatic controls. Service water heating systems stems shall beequipped with aL • �'• jgpTat�tempgrature�controls capable of adjustment from the lowest to the highest acceptable temperature settings for the�_' gq �'use. t Tllrfifhum ••; temperature setting range shall be from 100°F to 140°F(38°C to 60`C). • R403.4.4.1.2 Shut down. : A separate switch or a clearly marked circuit breaker shall be proyieled%permit JTe r supped • to electric service systems to be turned off.A separate valve shall be provided to permit the ene"Supplied tvthth"ain burf101!�• of combustion types of service water heating systems to be turned off. 000000 ••• • .•••• • • • • •• •• •• •••••• Q 403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shglLTpgt the minimum efficiencies oL• Table C404.2 in-Chapter 4 of the Florida Building Code, Energy Conservation,Commercial Provisiovis,for*e type of equipment it st�lp g.• Equipment used to provide heating functions as part of a combination system shall satisfy all statedrrequirements 4*"4propriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. • • • • • R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by M2 p nn I solar ener • factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center er Denergy Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol,Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. ❑ R403.5 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code,Residential or Florida Building Code, Mechanical,as applicable,or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment(Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 9/6/2016 9:31 AM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 2 of 3 j FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.6.1.1 Cooling equipment capacity.(continued) The published value for AHRI total capacity is a nominal,rating-test value and r shall not be used for equipment sizing.Manufacture's expanded performance data shall be used to select cooling-only equipment.This selection shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1. Attached single-and multi-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida-registered engineer, in attached single-and multi-family units,the capacity of equipment may be sized in accordance with good design practice. r O R403.6.1.2 Heating equipment capacity f R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the desia�rI requirements calculated according to the procedure selected in Section R403.6.1. • • ••• • •••••• R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipmentfvith Aaturalr • shall not be less than the design load calculated in accordance with Section R403.6.1. •••... dng,a�ospher: �u�gers 0 R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess coofi••vr4teatin e • •••••• n intermittent basis,such as anticipated additional loads caused by major entertainment events,shalrhaueequipmenMs�'sed or con tO ed to Prevent continuous space cooling or heating within that space by one or more of the following optioas:,, .,. , 00;00• 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas! •••••• • 2. A variable capacity system sized for optimum performance during base load periods isItAl2ed; • •, R403.7 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units'Shall Imply wV$e811ons • • C403 and C404 of the Commercial Provisions in lieu of Section R403. • • • •••••• } on • 0004 • • p R403.8 Snow melt system controls(Mandatory). Snow and ice-melting systems,supplied through energy service to the t8ilding,shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F,and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. O R403.9 Swimming pools,inground spas and portable spas(Mandatory). The energy requirements for residential pools and ' inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15.The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil-fired pool and spa heaters. All gas-and oil-fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16,2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps.Heaters,pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. I O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site-recovered energy,such as a heat pump or solar energy source computed over an operating season. fel RR404.1 Lighting equipment(Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low-voltage lighting shall not be required to utilize high-efficacy lamps. O R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuous) burning g pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19.Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 9/6/2016 9:31 AM EnergyGauge®USA-FfaRes2014 -Section R405.4.1 Com Page 3 of 3 � p ' Residential System Sizing Calculation Summary Petra& Cedric Mirova Residence Project Title: 1450 NE 103 Rd Stree Petra&Cedric Mirova Residence Miami Shores, FL 33138 9/6/2016 Location for weather data: Miami,FL - Defaults: Latitude(25.82) Altitude(7 ft.) Temp Range(L) Humidity data: Interior RH 50% Outdoor wet bulb 77F Hurnidity difference 56 r. Winter design temperature(TMY3 99%) 49 F. Summer design temperature(TMY3 99%) 92 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 21 F Summer temperature difference 17 F Total heating load calculation 49154 Btuh Total cooling load calculation 91689 Btuh Submitted heating capacity % of calc Btuh Submitted cooling capacity % of calc Btuh Total (Electric Strip Heat) 138.8 68240 Sensible (SHR = 0.70) 108.1 70000 Latent 11 Z�•Xp00 Total : 109.1 100000 WINTER CALCULATIONS .::..: ...::. Winter Heating Load for 3661 soft) •..:.. . . . Load component Load •••. -••.. ...... Window total 790 sqft 17913 Btuh �•i••• windo 5ZJ6 °t'� ••�••� Wall total 2688 sqft 4689 Btuh •••• ; ••••• Ce,ings(7.75n1 .. •��•�� Door total 20 sqft 193 Btuh - Ceiling total 3661 sqft 3769 Btuh •. Floor total See detail report 12222 Btuh waiis(9.5% ••••• Infiltration 182 cfm 4192 Btuh •••••• Duct loss 6176 Btuh �- , •,• ; ;. ( Subtotal 49154 Btuh Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS 49154 Btuh Infil.(8:5%} Floors(24.9°!al SUMMER CALCULATIONS Doors(OA%) Summer Coolin Load for 3661 sqft) Load component Load Window total 790 sqft 26969 Btuh - t Wall total 2688 sqft 3796 Btuh I Door total 20 sqft 294 Btuh Ceilings(4.1%) Ceilingtotal 3661 sqft 3769 Btuh VVindov�s(29.4%) Floor total 5620 Btuh Floors(6.1%) Infiltration 136 cfm 2545 Btuh Internal gain 17640 Btuh Doors(0.3%) Duct gain 4148 Btuh Infil.(8.4%} Sens.Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh a Total sensible gain 64781 Btuh Ducts(5.53'0) Latent gain(ducts) 925 Btuh Latent gain(infiltration) 5183 Btuh Latent %) Latent Latent gain(ventilation) 0 Btuh f Latent gain(internal/occupants/other) 20800 Btuh ai of e�L Total latent gain 26908 Btuh X ��. .••••'•••0O 6t1 TOTAL HEAT GAIN 91689 Btuh /tet ••• LSC EN'•.'¢i l0, o Err auge®oS`y v zinc j 8th Edition Pli f Q �E DA%E� G s EnergyGauge®/USRCZB v Q s/O'• ..G�� S '1 American Testing Materials Engineering, LLC TESTING LABORATORIES-ENGINEERING-INSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES. 4 ' June 10, 2016 Miami Shore Village Building Department. r 10050 NE 2"d Avenue Miami Shores, FL 33138 w C/O: Victorinex LLC/Petra Mirova Attn. Isabella Rosete b / LopezRosete Corp. ? Architectural Design �� 2835 NW. 50th street, Miami, Florida 33142 Re: Structural Evaluation and Analysis Report on an existing unoccupied private residence. f At your request, American testing Materials Engineering LLC (ATM) performed a structural evaluation survey of the existing residential property on 1450 N.E. 103`d St, Miami, FI 33138. OBJETIVE/SCOPE OF WORK: The objective of the survey was to examine structural components of the house mentioned for any structural deficiencies and to verify structural integrity to allow for the future remodeling and additions proposed to the house. ' BACKGROUND: This evaluation was performed on a Residential Single Family Unit that was constructed in 1958. The existing design of the house is with 3 bedrooms, and 3 bathrooms. One master bedroom located in the west end of the house with its respective bathroom alongside of it. The remaining 2 bedrooms are'located on the second floor of the house with bedroom #2 in the south side and bedroom #3 in the north. SURVEY: On June 10, 2016, American Testing Materials Engineering (ATM) representatives met with Architect Isabelle Rosete to survey the structure of the existing house. Attached at the end of this;rgpert are annotated digital photographs documenting the conditions outlined below. ....... . . . ••�• Shap dralving sdetaMing the existing and proposed layout for the remodeling/additions to the house, and thgprlgipal microfilm blueprints for the house, were provided by Ms. Rosete. ...... .. . •. .. ••••• Thi's-survey betanuvith a visual inspection of the exterior masonry walls and flooring, then the •""' inted".3&alls ando0goring, followed by an inspection of the attic,the roof of the house and finally an inspg�ip hof the garage. The findings of the survey on each section mentioned above •••••• are-outlined beldvw,. 1950 West 84th Street, Hialeah, Florida 33014/Phone: 305-646-1888/Fax: 305-646-1887 ANN American Testing Materials Engineering, LLC TESTING LABORATORIES-ENGINEERING-INSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES. EVALUATION: Within the building, much of the structure is concealed behind drywall and ceilings and flooring preventing direct measurement of structural framing or inspection. General alignment of the residence is in good conditions with no signs of distress noted on beams, columns, structural walls, roof and floor. In general, the floors and walls were found adequately supported which indirectly indicates that the structure of the house is adequate for remodeling and additions to the property. Observations of surveyed areas and identified problems are as follows: 1. Exterior Masonry Walls and Exterior Flooring a. The exterior masonry walls appear to be in good condition. Based on the visual inspection,they are structurally sound and secure all around the house. b. In general, normal hairline cracks were observed. c. We were only able to find a few wide cracks running horizontally along the south face wall for the Pool Equipment Room located in the south east corner of the property. d. Minor chipping of bricks or loose debris were observed on the Eastern most Columns located on the Rear Porch of the property. e. Few cracks on the slab located on the outside pool deck. 2. Interior Walls and Interior Flooring a. The interior walls consist of drywall with masonry walls in between. The majority of the interior walls appear to be in pristine condition. No major cracks or damage present on any of the walls. b. Minor holes on the East face of the existing wall partition between the Florida Room and the Den. c. All Interior Tiles and Flooring are in good condition. No visible damage was found during this survey. d. Exposed rebar was observed on pre-cast beams at garage. 3. Attic a. The wooden trusses for the roof are in good condition and, based on our • •• visual inspection and professional experience; seem to be structurally sound 0000 alfd secure. •0.0.0 b• Trusses are securely attached to the Exterior Masonry walls and evenly • 0 :•spaced. No visible damage or discrepancies noted. • c.*Ud only issue that is of concern in the attic is the presence of termite damage ..... ..... . .. . •0.00 0Ja�the framing of the access door located in the attic. Presence of termite on ...... • • 0 t area may indicates the presence of termites within the interior partitions ••• 00af1he property. 00 d • ... .. ...... .... . . 1950 West 84th Street,Hialeah, Florida 33014/Phone: 305-646-1888/Fax: 305-646-1887 t American Testing Materials Engineering, LLC TESTING LABORATORIES-ENGINEERING-INSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES. 4. Roof a. The majority of the roof tiles are in fair condition.The roof tiles were securely attached and structurally sound. a b. Minor cosmetic damage (dirt, grime, etc) was observed throughout the roof. c. A few broken tiles were spotted.These broken tiles are located on the roof. RECOMMENDATIONS: Based on this visual survey and our professional experience, we recommend the following issues be addressed either before or during the remodeling of the house: 1. Minor masonry repairs. Repair the cracks running horizontally along the north face of the Pool Equipment Room, if necessary. Based on the shop drawings provided, the Pool Equipment Room is shown to be removed anyways with the new proposed plan. So this is not a major structural concern. 2. The outside pool deck slab near the Pool Equipment Room needs to be repaired for cracking. 3 Minor drywall repairs. Patch the holes on the East face of the existing wall between the Florida Room and the Den, if necessary. Once again,this wall is shown to be set for removal so this is not a major concern. 4. Termite Damage.There is termite damage present on the partitions. Would recommend getting a termite inspection all throughout the house, if more termite damage becomes visible during the remodeling of the house. 5. Trusses. The existing trusses are in good condition but heavy. According with the architect, a new lighter roof is going to be installed, which will not require such heavy trusses and can be replaced with newer, lighter trusses that will relieve load of the structure. 6. Roof. The roof is in adequate condition except for a few broken tiles.These are not a concern when viewed from a structural standpoint. The replacement of the roof tiles is not necessary but if need be can be replaced. 7. Exposed rebar was observed on the pre-cast beams.This is not a major structural concern but minor patch repairs are necessary on the exposed rebar. 66 6 0000 . 00006. . .60 0000.. 00000. . . . . • • 666660 00000. 60 . 00 06 I .0000 6 00 000000 00000 . 0000 0000.. 6 6 0000 0000.. 0000.. 0.006. • .. 0000.. • . 000 0 00 • . . 000000 0000 1950 West 84th Street,Hialeah, Florida 33014/Phone: 305-646-1888/Fax: 305-646-1887 1 ` American Testing Materials Engineering, LLC TESTING LABORATORIES-ENGINEERINGdNSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES. SUFFICIENCY: As a routine matter in order to avoid any possible misunderstanding, nothing in this report should be considered directly or indirectly as a guarantee for any portion of the structure.The scope of this study does not include any in-depth engineering analysis of the structural components to verify the adequacy of the structural load carrying capacity of the structural components. CONCLUSION: After completion of this visual survey,and based on our professional experience; we deem this existing house to be structurally sound and ready for any remodeling and/or additions outlined in the shop drawings provided. WW Sincerely, yours '•\yCENSe N0..51481 9� 6 ,L '• STATE OF :�� seem Ctuadri, P.E., S.I. #51481 , FS •''••• •�� Special Inspector-Threshold Buildings ''��s N�A� President 33 years of experience in Geo-Technical, Civil,Structural and Environmental EngineeringlI American Testing Materials Engineering, LLC Attachments: Annotated Photographs,Shop Drawings, Microfilm Blueprints ...... .. . .. .. ...... .. ...... ...... .... . . ig5tl West 84th Street,Hialeah, Florida 33014/Phone: 305-646-1888/Fax:305-646-18$9 TAmerican Testing Materials Engineering, LLC TESTING LABORATORIES-ENGINEERING-INSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES. W.r Figure 1: North exterior masonry walls 4 k- 1 1 n >' i 9 Figure 2 and 3: Exterior second floor and front entrance ...... . . . . ...... .. . .. .. ..... . .. ...... ..... .•••••• • • .... • • . ... . •. ...... •••• • • 1950 West 84th Street, Hialeah, Florida 33014/Phone: 305-646-1888/Fax: 305-646-1887 ToAmerican Testing Materials Engineering, LLC TESTING-LABORATORIES-ENGINEERING-INSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES. v i -. ,.• +.,•a�, A ` Figure 4:Western exterior masonry walls .1 •• • •f•• . •. • • • • • •••••• • • • • • • • • Figure 5: Eastern exterior masonry walls •.... • .... off • Mb West 84th Street, Hialeah, Florida 33014/Phone: 305-646-1888/Fax: 305-646-1887 1001"0 American Testing Materials Engineering, LLC TESTING LABORATORIES-ENGINEERING-INSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES. Ij •r, r , Y r Figure 5 and 6: Horizontal cracks running along the exterior southern face of the Pool Equipment Room wall t a • ••••; Figure 7:Cracks on tiles on the Pool Deck slab •••••• i9SU West 84th Street, Hialeah, Florida 33014/Phone: 305-646-1888/Fax: 305-646-1887 T6American Testing Materials Engineering, LLC TESTING LABORATORIES-ENGINEERING-INSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES. i Figure 8-9: Proposed Balcony Area t I r ••••• • •• •••••• ••„� ••• Fig*reef ll:Drywall with masonry wall. Notice the holes in the drywall in figure it *see 1950 West 84th Street, Hialeah, Florida 33014/Phone: 305-646-1888/Fax: 305-646-1887 HI� American Testing Materials Engineering, LLC TESTING LABORATORIES-ENGINEERING-INSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES. M r v 7:71 77!ro' •�ii.O.0 1 ` S 4 • y' 0000•• •• •• •• •••••• Fi Kwe;12-15:.I0hTeripr of Attic and Roof Trusses.Visual evidence of termite damage present in Figure 15 •0.090 • • ...... 9•0099 •. 00.400 • • ... 9 •4 • 669099 900• . 0000 1950 West 84th Street, Hialeah, Florida 33014/Phone: 305-646-1888/Fax: 305-646-1887 American Testing Materials Engineering, LLC TESTING LABORATORIES-ENGINEERING-INSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES. 17 t _ BOWEL • • • • • •••••• •• • •• •• ..... . .. ...... Figure 16 and 17: Exposed Rebar present in the Garage ••••• . •••• •••••. . • • . .... ...... .. :**::o • • • 0000 1950 West 84th Street, Hialeah, Florida 33014/Phone: 305-646-1888/Fax: 305-646-1887 psl7np American Testing Materials Engineering, LLC TESTING LABORATORIES-ENGINEERING-INSPECTION SERVICES-DRILLING ENVIRONMENTAL SERVICES, J• R !•ar a ... , Figure 18-20 Eastern and Western Views of the Roof i q Z � , ). ly f� • ;• tri {'t •! .�'• •�X1'4' i� 'r •fit: .! 1. ��,, ,, 4y�,.�; a ij,fi r, !r' :tl.t� `e •• 'r ver ' ��. ••••• �i,�+•,�•r►w••�•• v�'�, �•` •� . 'Z~� t� `. L�. Vii} :� • • . :'� dh��••,s.' j,;l-,.f9. is. .s•' .� �'r .. •• • ••• •Migure 21 and 22: Broken Tiles located on the roof above the 1'floor ...... .... . . 1950 West 84th Street, Hialeah, Florida 33014/Phone: 305-646-1888/Fax: 305-646-1887 .. .. . . . .. .. . . . . . . . . . . . • • �.a •: .•- a • • • •• _ n -.,.... ._ `.� -..... • K' iF u S see 000 00 000 *0 1 rj , .r : • 4 i r . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . • -,. 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ALL RAIN WATER TO BE a - CONTAINED INSIDE THE PROPERTY AWAY FROM NE 103RD STREET THE HOUSE --------------------------- 1 ■ w U ua LANDSCAPE AREAS 216.11 I w nnnL ,aEn _J"/2 SF r— —— — — __ ————_ ———__—— —.—————— w 77_ I Pavers E924 35�t 1'1 SF I Ddvsway I 18.9e0SF t� // > _ I ip 9Fw w� � uvtxc.Art Waco ef¢M lot AeLA W Iad •,, -� �, Exist.House „,• ■ o - CODE LEGEND #1450 APPLICABLE CODE � 2014 ED C.EXIST.BUILDING EDITION _ _ I // • < F CLASSIFICATION OF WORK ALTERATION LEVEL S ^� nsx aasnt E• 2p f FLOOD LEGEND >' a LOWEST FLOOR ELEV GARAGE ADIACE NTGRADE ELEV (eext a Ue wall of tl8 suucoue) � / PR�W FT �. .�■�■. LL NOTE:building eksttioe is more tl.n I ft,W,,W,flood eln�.FEMA 50%,uk doge nw apply T ER PROPOSED SH PLAN i= �/ { ” '�•'z t .. .e ALL TREES ARE EXISTING TO REMAIN —LE:1111-Iw- A-1 • • ••• • • • ••• • • ••• rtevlslrns er GENERAL DE.N�I,ITION NOTES: Arwr.or xcwa vasaA`rvr�aey»,�a�nu• • • •• ivaGextt.xa`ii�w xvaoa utvoi,♦o• • • •• • :o a Ea �: •• • • • IF - • 1 C�� z zz�� fE sltu J,u[ tA1<tnero •• ••• ••• B R—C r - ae�.urw,raww�,°ni.e.wv LmV ewwsE wnuoi%v�u�sii�i woxins - 11 1_�� 1 Garege 11 raa•>onEa•.��•.eau•, • • • •• A^�A'^ M°`E'�• �'x'`'• • • • • ••! • BeORaom Ml si 1 Mas. -IT M...B R. GBens '^� Dan FbMa DhftPC orllct-13oluiT-aAv E _air Ra�^CC- 11 1 1 1'.1\i3(1,9fi9i-.'!IG] raarro or wrY conssu'nwnxroac 1-�1 wd 1 HKE}t.1R'IINlLI.r[ cAsrtGcomw.7oa sxut lAr«w. Pu 1 91 pup Pill U - � •x,1100 CDM CA.LIG Ra 2%W ETL Avo vaErsee wa rxE aErEmonaE new Ray pyo 21 EAST S,]STREET rr a^e SUITE 1-0 Al 1 ro nrs xoaawo.uncEoss G D HIALEARFL.33010 i_.rxE cov,x.scrtx IL1.1 sruEmas,a WALL LEGEND: OensrmnwaEEr anuw Pool Dad, [[yy��C=��11,�[1�v//l�ssmc�awl1,s�1u Lro��a//E��o//u��,rppa.rsppulu�� ,''yy11��}�1111'�//s� �1pCT[7/yip pI�� as nEonnves nv .im'a CNSNG LI�V rL1N1{ fWR WALL LEGEND: GIYJIIIN/(IRJI fL{/l/1{ �yY\ 3 wcawwv.,m p E111— //////111111111 1 n w�xrn SCALE:IB'-I'Jr _TLrG w-uLroea"oE.nuaEn SCALE:1'tl+1'-0- rxW WtvEtxEN.us � sm,.crtxsi EEEsrtrs. � u z m o LU t s ------ --, ------------------- -,-Te.o. oTe4LB - 1 8 eoe - To.a ' d –—–—–— n –—–—–—–—– –—–—– E3--- Y� -- 99 EXISTING EAST ELEVATION EXISTING NORTH(FRONT)ELEVATION � ¢ F Roar+AI'.r4 - - w•xe VY.r� ZO m y F f a goe , e �l 1 1 f-Tt o I 1 (' " P?M� .. — 3=��1 s'e i ECR• on..LL•zI. t u lO EXISTING WEST ELEVATION EXISTING SOUTH(REAR)ELEVATION , A-2 . . ••. . • . ... • •• REy3sIOHs sy O •• . • • •• ••• -------------------------------- ----------——-- ------------------------- --------------—-----—------------------------------ a 000 111! 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i-='111 11/11111/■IIIIILI1111/11(11/11111/11111/11111■I1: !moi%t1111111/All/Illlf/IIIIf11111 �t 2t1t.1.M,.1. �IIHI�11��1�IIUI�1!��11/11�1�1:� ...... ,a 4 f � � ry I CO, Product Evaluation Report Sa, RT16M Masonry Rafter Tie 2014 Florida Product Approval #10739 Category: Structural Components Subcategory: Wood Connectors a Compliance Method: 9B-72-070(1)(d) Engineer Evaluator: Steven A. Brekke, P.E. #70432 • •• 4 •05 Souitvoss Drive, Suite 200 0000.. 0000.. •;BBrlsviU , NIN 55300 0000.. . . :!'� r .- '• 0000. • • 0000.. •••:.• Validator.••• :0000: •Teftence E'Wolfe, P.E. #44923 0000.. 0000.. ..19530 Ratt*hlewood Drive Humble,:T.X•.77338 0000.. 0000 0 . 0000 f { P E � i Product Manufacturer: USP Structural Connectors 14305 Southcross Drive, Suite 200 Burnsville, MN 55306 Product Description: RT 16M Masonry Rafter Tie Compliance Statement: The product as described in this report has demonstrated compliance with, ' the Florida Building Code 2014, Sections 1711.1.1 Documentation Supporting Compliance Statement: The product has been tested in accordance with: • ASTM D1761-88(2000): Job No. 08-6760 by Product Testing, Inc. • ASTM D1761 comparison letter. Signed and sealed by James F. Collins Jr. Ph.D., P.E. Limitations and Conditions of Use: See uploaded document for allowable loads and fastener schedule. :....: ••Wign 11roMdure: •:Bated oq the dimensions of the structure, appropriate design loads are determir;A";ing Chapter 16 of the FBC 2014. All framing and masonry •••••• •-nm•t be io'.10 n liance with the FBC 2014. ..... . .... ••••: •Installatio*i'Requirements: ...... ..Install thaYafter tie according to manufacturer's installation instructions. ... . .. uality Assurance Entity: *�A yy2iE�y X34 ' PFS Corporation . 11 .Y •' � 4q Certificate of Independence: R •' See uploaded attachments. ` �`-' ✓ �� :♦µ. d 1 • • ••• • • • ••• • • ••• • • • • ••• 00 00 19/16" . • • . • • . • �+ ' lay �� /• ' t Jam../ .L� •.'!� `•f 31i2" - •• • • •00 •• ••• f =i • • • s • • • • dam. yr ° 8,15/16.. o '1 RT16M INSTALLATION WITH TOP PLATE INSTALLATION WITHOUT TOP PLATE RT16M HURRICANE RETROFIT CONNECTOR STEEL FASTENER SCHEDULE a ALLOWABLE LOADS(1bs.)'s STUCK PROPERTIESUplift Parallel Perpendicular Perpendicular NO. Ra ter/Truss Top Plate Masonry Block to Wall(F1) to Wall(F2) to Wall(F3) Gauge Grade Oty Size Oty Size Qty Size 160% 160% 160% 160% 9 10d x 1'/z •- 4 '1,"Ox 1'/;'Tapcort� 1395 630 490 125 RT16M 18 33 9 10d x 1'1, 4 16dC 2 /,"O x 1'/,"Tapcon6° 1360 s s a FOR SI: 1 Inch-25.4 m m,1 ibf-4.45 N,1 ps 1=6.89 k Pa 'Strap steel conforms 10 ASTM A553 G433 standards. 'A 10d x 114 common nail has a diameter of 0.148 inch and a length of 11/2 inches. 'A 16d common nail has a diameter of 0.152 inch and a length of 311,inches. 'Allowable loads have been increased 60%for w ind and seismic loads No further increase is permitted. Sinstall tw o(2)Tapcon screw s in bottom tw o(2)holes °Not tested for lateral loads. GENERAL NOTES 1)STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33,AND A MINIMUM GALVANIZED COATING OF G90. 2)FASTENERS ARE COMMON WIRE NAILS 1 UNLESS OTHERWISE NOTED. 3)ALLOWABLE LOADS HAVE BEEN INCREASED �1' �''�, a•' "1111•`` USP Structural Connectors BY A SHORT TERM DURATION FACTOR OF 60% 14305 SOUTHCROSS DRIVE-SUITE 200 FOR WIND LOAD CONDITION.NO FURTHER r;`,�' v. C` •, ;�;f INCREASE Is ALLoweD. BURNSVILLE MN 55306 PH: 800-328-5934 d)ALLOWABLE LOADS ARE BASED ON THE NATIONAL • f40 'i f�., . NAME: WOOD CONNECTORS DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION14 2012 EDITION FOR SOUTHERN YELLOW PINE - RT16M (Ga0.55 OR BETTER,AND MOISTURE CONTENT OF Z j ;^ DATE: STEVEN A. BREKKE 19%OR LESS,ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D7147-11. ^ STATE OF 4: � 4/27/2015 PROFESSIONAL ENGINEER 5)PENETRATION IS ASSUMED TO BE 1 1/2"INTO WOOD RAFTER&1 314"OR:MORE INTO WOOD PLATE. +�`. '> �' LICENSE NO.70432 6)ALLOWABLE LOADS FOR UPLIFT, r, `.,,� '; �;\ �, �� r r ti' h F1,&F2 ARE NOT TO BE COMBINED. 41 - SHEET: DRAWING NO.: .', ,' <, ; •.� 1 101-02 =�'fiS 4 f � r , � DocuSign Envelope ID: 12D2558A-8154-48D0-A7E4-5982F07BED05 t Jax Apex Technology, Inc. • 4745 Sutton Park Court,Suite 402 Jacksonville,FL 32224 FL CA No. 7547 = `i, Lr� sG a .. f C tCr;tr+ Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer,in review of the data submitted,finds that,in his opinion,the product,material,system,or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code,SUBJECT TO THE LIMITATIONS IN THIS REPORT { Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized'evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61 G-30.002, authorized to sell the engineering services performed by Jeffrey P.Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. a Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the • methods used are in compliance with, or meet the intent of, the Florida Building Code. All test • •• ••Deports were prepared by an approved testing laboratory. 0000.. •;•••• •REPORT#10.: SIM2015-2 • 00:00. + •'•'•• .."ATEGOM Structural Components , 0000. 0000.. •• .°.SUB CATZGURY: Metal Connectors 0000.. 0000 bU BM IT-IT0*8'V: 0. 00.0.0 •;•00• ••0000 SKIP§00N STRONG-TIE COMPANY, INC. •0.0 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson,the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P.Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 61G20-3.009. r 1 + Page 1 of 11 Simpson Strong-Tie F DocuSign Envelope ID: 12D2558A-8154-48D0-A7E4-5982F07BED05 t { � t a 2. PRODUCT NAME r Truss to Wall Connectors MTS24C, MTS30C, H16, H16S, H16-2, H16-2S Stud Plate Tie 4 TSP Heavy Twist Straps HTSQ16ZKT, HTSQ16SS-SDS, HTSQ20ZKT, HTSQ20SS-SDS Strap Ties HRS6, HRS8, HRS12 Heavy Angles ML24Z, ML24SS, ML26Z, ML26SS Multiple Member Column Caps CCCQ, CCTQ, ECCLQ 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the 5th Edition (2014) Florida Building Code, Building and Residential. 4. DESCRIPTION: 4.1 MTS24C and MTS30C Twist Strap. These Twist Straps are used to anchor wood trusses or rafters to wood top plates, wood top plates to studs, and other applications requiring uplift anchorage. They can be used to resist uplift from wind or other loading. The C denotes that the twist is in the center of the strap. They are installed with either 14-10d common nails or 14-10dx1'/z" nails. The MTS24C and MTS30C are manufactured from No. 16 gage steel meeting ASTM A653 SS Grade 33. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown ••• in Table 1. See Figure 1 for additional details. • .....: 4.2'1-116', H16S, H16-2, H16-2S Hurricane Tie. The H16, H16S, H16-2, and H16-2S • ••• ark used to anchor wood trusses or rafters to wood top plates or to masonry or concrete •;, wally•these connectors wrap over the top of the rafter or truss. For wood wall •••••• ap�plicel ons, the straps are then wrapped under the top plate and nailed to the face of ..... . . ..... the�tQp�plate with 4-10dx1'/2"nails and to the bottom of the top plate with 6-10dx1'/z" ng%,der masonry or concrete wall applications, the straps are fastened to a masonry • wall"t41/4x2'/4"Titen Screws, or a concrete wall with %x1'/"Titen Screws. These •• ••• .. cordwtors are manufactured from No. 18 gage steel meeting ASTM A653 SS Grade •• •••• 4G. They are coated with a G90 galvanized finish. Allowable loads and fastener • •••• •••• schedule are shown in Table 1 for wood framing and Table 2 for masonry walls. See ••••• Figures 2 and 3 for additional details. 4.3 TSP Stud to Plate Connector. The TSP is used to connect a stud to either double top plates or a single sill plate. The TSP twists to attach to the side of the stud to reduce interference with sheathing, drywall, and trim nailing. The TSP has a short flange on it that installs either over the top of the top plates or hooked under the sill plate. For sill plate application, fill all round holes. For top plate application, fill all round and triangle shaped holes. The TSP is installed with either 10dx1'/2"or full- , length 10d common nails. The TSP is manufactured from No. 16 gage steel meeting 1 ASTM A653 SS Grade 40. The galvanized coating complies with the G90 requirements of ASTM A653. The TSPZ has a galvanized coating that complies with the G185 requirements of ASTM A653. Allowable loads and fastener schedule are shown in Table 3. See Figure 4 for additional details. Page 2 of 11 Simpson Strong-Tie + t 1 DocuSign Envelope ID: 12D2558A-8154-48D0-A7E4-5982F07BED05 t i I a 4.4 HTSQ Twist Strap. The HTSQ Series of Twist Straps are used to provide a tension (uplift) connection between two perpendicular wood framing members,. They can be used to resist uplift from wind or other loading. They are installed with 8-1/4'X 1'/" long Strong-Drive SDS Heavy-Duty Connector Screws, which are included with the connector. All HTSQ's are manufactured from No. 14 gage steel. The HTSQZ models are manufactured from steel meeting ASTM A653 SS Grade 40, with a G185 galvanized finish. The HTSQSS models are manufactured from Stainless Steel type 316L, with a minimum yield strength of 40 ksi. The allowable loads and fastener schedule are shown in Table 4. See Figure 5 for additional details. r 4.5 HRS Heavy Strap Tie. The HRS Strap Tie models are straps used to providela c tension connection between two wood members. The HRS6, 8, and 12 are 13/8"wide and are installed with 10d common nails. The straps are manufactured from No. 12 gage steel meeting ASTM A653 SS Grade 33. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 5. See Figure 6Ffor additional details. 4.6 ML24Z, ML26Z Angles. The ML24Z and ML26Z are heavy angles that can be used to transfer shear forces between two perpendicular members. They fasten to wood members with Simpson Strong-Tie Strong-Drive SDS 1/4" diameter by 1'h" long Heavy-Duty Connector Screws. The ML angles are manufactured from 12 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G185 requirements of ASTM A653. Products designated ML24SS and ML26SS are l manufactured from Grade 316L stainless steel,with a minimum yield strength of 33 ksi. i and are also covered by this report. Stainless steel connectors require stainless steel SDS fasteners. Angle fastener schedule, dimensions and allowable loads are shown in' Table 6. See Figure 7 for additional details. F � ' •�•�� 4.7 CCCQ, CCTQ, ECCLQ Multiple Member Column Caps. The CCCQ, CCTQ', and ••'•; E(ICI•�2 are used to connect multiple beams to the top of wood columns. The beams F •••••• cap be opented in a "cross"configuration (CCCQ), "T" configuration (CCTQ), or an "L" •'. copfirWiation (ECCLQ). The Column Caps fasten to the side beams with eight Simpson '/"Y,,21a Strong-Drive SDS Heavy-Duty Connector Screws and'to the main beam`with ••••• siteeMimpson Strong-Tie '/4'X 21/2" Strong-Drive SDS Heavy-Duty Connector Screws ••• •• •• (pr ouided with the part). The CCCQ; CCTQ, and ECCLQ are manufactured from 7 • •�; gaugeJeel meeting ASTM A-1011 GRADE 33. The coating is a powder,coated gray • pairni •Column Cap fastener schedule, dimensions and allowable loads are shown In "" ;•� Table•?•See Figure 8 for additional details. •••�'• .'5'•MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid + sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables 1 through 7,. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. '5.3 Nails. Unless noted otherwise, nails shall be common nails. Nails shall comply { with ASTM F 1667 and shall ihave the minimum bending yield strengths Fyb: Page 3 of 11 Simpson Strong-Tie i � i Docu Sign Envelope ID: 12D2558A-B154 48D0 A7E4 5982F07BED05 Nail Nail Shank Diameter Nail ' Pennyweight (inch) Length (inch) Fyb (psi) 10d X 1'/2 0.148 1.5 90,000 10d Common 0.148 3 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153 or steel mechanically galvanized in accordance with ASTM B695, Class 55. 5.4 SDS Strong-Drive Heavy-Duty Connector Screws: Fasteners used with the connectors described in Tables 4, 6, and 7 of the report must be Simpson Strong-Tie Strong-Drive SDS Heavy-Duty Connector wood screws recognized in FL9589. Model numbers shown in this report do not include the full SDS model number after the connector model number(e.g., CCTQ-SDS2.5), but the information shown applies. SDS screws used in contact with preservative-treated or fire-retardant-treated lumber must, as a minimum, comply with FL9589. The lumber treater or Simpson Strong-Tie Company should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative- treated or fire retardant-treated lumber. 5.5 Titen Screws: Titen screws shown in Table 2 and Figure 3 shall be Simpson Strong-Tie Titen Concrete and Masonry screws as recognized in FL2355. Installation shall be as specified in FL2355. 5.6 Concrete/Masonry. Concrete and Masonry design specifications shall be.the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: .. Material Specification Minimum Compressive Strength l ••••; •••• *Concrete, f'c - 2500 psi •••••; •• Masonry, f m ASTM E447 1500 psi Mpsonry Unit ASTM C90 1900 psi •• "' Mortar ASTM C270 Type S 1800 psi (or by proportions) • ••• ••••• •• Grout ASTM C476 2000 psi (or by proportions) ..... . .... •;6••Irl STAtj,4j?ON ••.... .. Inst$Io.Loon shall be in accordance with this report and the most recent edition of the •• •... Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this • •••• •••• report sopercedes any conflicting information between information provided in this •••••• report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Simpson Strong-Tie, and signed and sealed calculations performed by Bryan Wert, P.E., performed in accordance with the 5t' Edition (2014) Florida Building Code, Building and Residential codes. Page 4 of 11 Simpson Strong-Tie DocuSign Envelope ID: 12D2558A-B154-48D0-A7E4-5982F07BED05 r k Product Test Number Testing"Laboratory MTSC Uplift B845 Testing Engineers, Inc. 6HS, H16-2, H16- 1376, H591 Testing Engineers, Inc. 2SUK pIift + TSP Uplift M999, M812, P089, P297, Testing Engineers, Inc. P298, P332 HTSQ16 V980 Testing Engineers, Inc. HTSQ20 V981 Testing Engineers, Inc. ML24Z P181 Testing Engineers, Inc. ML24SS Q851 Testing Engineers, Inc. ML26Z P182 + Testing Engineers, Inc. MS26SS 0852 Testing Engineers, Inc. CCTQ N784, 0139, 0140, 0412, Testing Engineers, Inc. 0413 { CCCQ N786 Testing Engineers, Inc. ECCLQ N782, 0125, 0142, 0414, Testing Engineers, Inc. 0415 8. FINDINGS ' Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 5th Edition (2014) Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in Section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the • •• allowable loads listed in this report. •0$0LIMITA710NS: •'; •• 1.:,rVp tntum allowable loads shall not exceed the allowable loads listed in this report. .:.... hllgfable loads listed in this report are based on allowable stress design. The ••••• ':"': ;j9poS in this report are not applicable to Load and Resistance Factor Design. ••:.. 2. .Capacity of wood members is not covered by this report. Capacity of wood • •: '.members must be checked by the building designer. • 3.•.AAawable loads for more than one direction for a single connection cannot be added •••••• •• ••together. A design load that can be divided into components in the directions given • ••• ; gimt be evaluated as follows: 0 Design U plift/Al Iowa ble Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Building Code, Building 5th Edition (2014) Section 104.11 Alternative materials, design, and methods of , construction and equipment Section 1711.1 Joist hangers and connectors Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood I Page 5 of 11 Simpson Strong-Tie DocuSign Envelope ID: 12D2558A-B154-48D0-A7E4-5982F07BED05 Florida Building Code, Residential 5th Edition (2014) R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. l TABLE 1 ALLOWABLE UPLIFT LOADS FOR TRUSS/RAFTER TO WOOD WALL CONNECTORS Fasteners Allowable Uplift Loads'(160) Model No. Ga. To Trusses/ To Plates To Studs3 Southern Pinel Spruce-Pine-Fir Rafters Douglas Fir-Larch MTS24C MTS30C 16 7-10dxll/2 7-10dX1Yz - 1000 860 H16 H16S 18 2-10dxll/z 10-10dx1'/z - 1470 1265 H1 -2 H 16-2S Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. No further increases are permitted. Reduce loads where other loads govern. 1 2. Hurricane ties are shown installed on the inside of the wall for clarity. Installation on the outside of the wall is acceptable. For a continuous load path,truss to top plate and top plate to stud connections must be on the same side of the wall. 3. MTS24C, MTS30C can be attached directly to the studs provided the(7)nails are attached to the stud and not split over the stud and the top plate. 4.'%16 is pre-sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12. The minimum heel height for :. •.; "'fi16 serigs jS4'. The maximum heel height is 131/2°(Use H16 or H16-2). v 4 ••••• • •••• �,tea. Y.YI • Y • • ••• • •• "" ' • Figure 1 •""� MTSC Typical Installation H16 i Depending on Depending on heel heel height, height,strap may strap May wrap + s to back olate. wrap to back of plate. .5 f P Install 4-10dx11hto Install6-10dx1'h Install 4-10dx114to Install6.10dxl% inside edge of 2x to face of 21 Inside edge of 2x to face of 2x Figure 2 H16-2 Installation H16 and H16-2 Typical Installation Page 6 of 11 Simpson Strong-Tie DocuSign Envelope ID: 12D2558A-B154-48D0-A7E4-5982F07BED05 -e t TABLE 2 ALLOWABLE UPLIFT LOADS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Model Length Fasteners Allowable Up lift Loads 160 Ga CMU Concrete Southern Pine! No. (in.) Truss/Rafter (Titen) I (Titen) Douglas Fir-Larch Spruce-Pine-Fir l H16 18 183/. 2-10dx1'/z 6-1/.X2'/4 6-'/4X13/. 1470 1265 H16-2 HS H16-2S 18 11 "/162-10dX1'/z 6-1/.X2'/. 6-'/.X13/4 1470 1265 I Note: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. No further increases are permitted. Reduce loads where other loads govern. 2. H16 is pre-sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12. The minimum heel height for H16 series is 4". 1 4 95 Rebar µ s Min. I Figure 3 H16 Wood to Masonry Typical Installation TABLE 3 TSP ALLOWABLE LOADS,FASTENERS,AND DIMENSIONS 'Model Dim. Fasteners Allowable Uplift Loads(160), •.�a W L Plate Location Studs Top or Sill Plate Double To Plate Single Sill Plate • Des* , .. DF/SP. SPF DF/SP SPF 0000 • ' • •••; • • 6-10dX1'/z" 755 650 •�'••• • • • Double Top Plate 9-10dX1'/s" - - • 0 TSP 6-10d 1015 870 •0 00000 1 • •••: �� 0�� Single Sill Plate 6-10dX1'/z" 3-10dX1'h" - - 4704 425 00000' •.Not �' 1GIi1 •es: 0000 E 0 . .'(. toads an increase of 60%for wind loading where permitted by the code for fasteners in wood. No 0000: . further jgc,f�gsaes are permitted. Reduce loads where other loads govern. 000*00 002. TSP cq q%cLpjs achieve different loads depending on whether full length nails or 11/2"long nails are used,and •0 60 0 rheth er connector is used to fasten stud to top plates or sill plate. 0:0000 0 When Bross grain bending or cross grain tension cannot be avoided,mechanical reinforcement to resist such 0 Forces shouldte considered. Large plate washers on anchor bolts can serve this purpose. •10 0 TSP Southern Pine stud to Southern Pine sill plate,585 lbs.uplift. TSP SPF stud to Southern Pine sill plate, 450 lbs.uplift. Typical TSP o o - ° installed to sill plate Typical TSP t 4 e installed to ,' doubled top _ plates Figure 4 TSP Typical Application Page 7 of 11 Simpson Strong-Tic { DocuSign Envelope ID: 12D2558A-8154-48D0-A7E4-5982F07BED05 i TABLE 4 HTSQ ALLOWABLE LOADS, FASTENERS, AND DIMENSIONS Dimensions Model in. Fasteners Allowable Uplift Loads, lbs. DF/SP No. W L 100 160 HTSQ 16ZKT or 1'/4 16 HTSQ16SS-SDS 8 - t/4 x 1'/z" SDS 1000 1145 HTSQ20ZKT or 1'/4 20 HTSQ20SS-SDS 4 Notes: - 1. Uplift(160)loads have been increased for wind or earthquake loading. No further increase allowed. 2. Tabulated loads are for a single connector. Two identical connectors may be used when the fasteners do not interfere. 3. Install four fasteners in each member to achieve full loads. HTSQ20 has (2)extra holes per side to allow for installation flexibility .w 8 JO o NTS016Z 121'8 i- N 02OZ Mim I .1 Yt'• e' e ' Figure 5 HTSQ Typical Application •••••• "otec • TVCE.4 HRS ALLOWABLE TENSION LOADS, FASTENERS, AND DIMENSIONS • • '0900 L Allowable Load(160) •••••• M4tl1`4P ' (in.) Ga Nails DF/SP SPF •• .. •H R%6 6 12 6-10d 605 525 •!•••• •• • ASI 8 12 10-10d 1010' 880 •'• HRS12 12 12 14-10d 1415 1230 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. No further increases are permitted. Reduce loads where other loads govern. 2. Install half the nails in each end of the strap..--.{I ' o io i o o tpr•�No e+ o' O a i.o i. NfStI FiiSe NRSe I Figure 6 Typical HRS Strap t { r. Page 8 of'11 Simpson Strong-Tic i Docusign Envelope ID: 12D2558A-B154-48D0-A7E4-5982F07BED05 i. t. G TABLE 6 ALLOWABLE LOADS AND FASTENERS FOR ML ANGLES Model H Fasteners DF/SP Allowable Loads No. (Total) 100 115) 125 160 ML24Z, ML24SS 4 6—SDS '/4"x1'/2" 515 515 515 515 ML26Z, ML26SS 6 8—SDS '/4"x 1'/2" 1000 1090 1090 1090 Notes 1. Loads include a load duration increase of up to 60%as shown where permitted by the ' code for fasteners in wood. No further increases are permitted. Reduce loads where other loads govern. 2. SDS Strong-Drive screws are not provided with the angle. 6 t � { 0 H t ML24 (ML26 similar) 0 ` 2.. o o o Load' 0 o Direction t o 0 o Typical ML26 •• Installation • • •••• • •• (ML24 similar) • •••••• Figure 7 ..... . . ...... ••.;.� �� ML Dimensions and Typical Installation Details • •••••• •••• • • C i E Page 9 of 11 Simpson Strong-Tie DocuSign Envelope ID: 12D2558A-B154-48D0-A7E4-5982F07BED05 TABLE 7 ALLOWABLE LOADS AND FASTENERS FOR ECCLQ/CCCQ/CCTQ No.of SIDS'/." x 2'/."Screws Allowable Loads DF/SP Column Cap Uplift,lbs. Download, lbs i Series Main Side 160 100 Beam Beam Main Beam Side Beam TotaiZ Side Beamd Total ECCLQ-SDS2.5 16 8 2835 1840 3795 6780 CCCQ-SDS2.5 16 8 4780 2390' 4780 7000 Refer to Note CCTQ-SDS2.5 16 8 4910 2350 5315 7000 Notes: 1. Allowable load is per seat. Side beams must be loaded symmetrically for the CCCQ. 2. The combined uplift loads applied to all beams in the connector must not exceed the total allowable uplift load listed in the table. 3. The combined download for all of the carded beams shall not exceed the allowable download for the unmodified standard CCQ column cap (CCQ load for CCCQ and CCTQ, or ECCQ load for ECCLQ). 4. The download to each side beam shall not exceed the allowable load shown, nor 35%of the allowable load for the unmodified product,whichever is lower. 5. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. No further increases are permitted. Reduce loads where other loads govern. L L • .... .0 TV . 11 1 •••••• • � r o. :� ° N9 o s 41 •••� v • o `•. • • • •1• is • I � , •• • • ,1° ° fee y ••�•.• ••o• • • ••••• ECCLQ-SDS2.5 CCCQ-SDS2.5 CCTQ-SDS2.5 (Left direction shown) Figure 8 ECCLQ/CCCQ/CCTQ Typical Illustrations i { + Page 10 of 11 Simpson Strong-Tie a DocuSign Envelope ID: 12D2558A-8154-48D0-A7E4-5982F07BED05 12. IDENTIFICATION f Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. i Y •••••• • •• •• • r• ••••• • •••• • • `I�QEY P A)q�frg!• •:•••• Jl��`c ��CENSF' v DocuSiy. iggnnedb �1 •• ,i1::••1`•0 585:4•�; 7I O p c�2wc4ow • • 079614DB26EB432... �O'.. STATE OF :� J112015 ;ONAI- " 11110%% Jax Apex Technology, Inc. Jeffrey P. Arneson, P.E. I P.E. No. 58544 April 27, 2015 Page 11 of 11 Simpson Strong-Tie R r � E MIAMhDADE MIAMI-DADS COUNTY RIM ';� P. DUCT CONTROL SECTION Fi ? 11805 SW 26 Street,Room 208 I yl DEPARTMENT OF REGULATORY AND ECONOMIC R i;TRG£S eER) , 1s� Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION "x }315-2590 F(786)315-2599 Kv NOTICE OF ACCEPTANCE NOA + t`' r wwrv.miamidade.gov/economy Nu-Vue Industries,Ina , ko t"' 1055 East 29 Street � c� Hialeah,Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County REfi- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may • igi:jgdiately;evp�c, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the'right jo revoke this acceptance, if it is determined by Miami-Dade County Product Control ...... Sect U that this product or material fails to meet the requirements of the applicable building code. •• This productis•ap4xoved as described herein, and has been designed to comply with the Florida Building ••'••• .0c4e,ancludjilg4he High Velocity Hurricane.Zone. • DERRIPWOM.•Series NVTA,NVTAS,NVBH,NVUH,NVRT and NVTH Steel Wood Connectors •A 1�OVAY.bOtUMENT: Drawing No. NU-2,titled "NVTA and NVTAS,NVBH 24 and NViTH 26, • NVRT and NV &N',sheets 1 through 4 of 4,dated 04/15/2015,prepared by Nu-Vue Industries, Inc.,signed W sealed by'%f10fl N.Tolat, P.E.,bearing the Miami-Dade County Product Control renewal stamp with the • Nofife of Adeepllrnce(NOA)number and expiration date by the Miami-Dade County Product Control lgectiau. MISSILE IMPACT RATING: None LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state, model/series, and following statement: "Miami-Dade County.Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. t TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change iri 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#12-0130.33 and consists of this page 1 and evidence pages E1 and E2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. NOA No: 15-0507.01 MtAMFDADE COUNTY Expiration Date: July 30,2020 47/�flS Approval Date:July 30,2015 Page 1 Nu-Vue Industries,lne.� NOTICE'OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU-2, titled "NVTA and NVTAS,NVBH 24 and NVUH 26,NVRT and NVTH", sheets 1 through 4 of 4, dated 04/15/2015,prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat,P.E. A B. TEST "Submitted under NOA No. 05-0701.04" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. and S. E. Black,P.E. Report No. Wood Connector Direction Date • :• 0.1. PT 02-4073 NVTA Upward 11/06/02 ••••; 2. ••eT t2-4075 NVTA Upward 11/07/02 •;•••,3. PT Q2-4074 NVTA Upward 11/06/02 •. . 4. i•%To02-3938 NVTA Upward 08/06/02 • •••• •• 05. .PT•03-4177 NVRT36 Upward 02/03/03 •••;•• •• ••:6. %41403-4202 N VRT36-T Upward 02/19/03 "'•' .....;7. ••I'•1•Q3-4271 NVRT36-T Upward 03/27/03 • 08. •Vr 03-4270 NVRT24-T Upward 03/27/03 •••• ••• 9. 0 PT 62-4095 NVUH26 Up&Downward 01/17/03 •. *00010. P•T•02-4096 NVBH24 Up&Downward 12/03/02 .... 11. •.31-:2456.0002 NVTA&NVTAS Lateral 07/06/02 '....'12. PT 04-4698 NVTH24 Upward Parallel/Perpendicular 04/15/04 13. PT 04-5036 NVTH24 Upward Load 12/10/04 C. CALCULATIONS "Submitted tinder NDA No. 04-.1202.01" Report of Design Capacities prepared by Vipin N. Tolat,P.E. Product Model No.of Pages Date Signature 1. NVBM24 7 through 8 05/05/03 V.N.Tolat,RE 2. NVRT 9 through 14 05/05/03 V.N.Tolat,P.E. 3. NVTA&NVTAS 1 through 6 05/05/03 V.N.Tolat,P.E. 4. NVTA&NVTAS I through 14 02/06/03 V.N.Tolat,P.E. 5. NVRT 15 through 15 07/07/03 V.N.Tolat,P.E. { k0710Is Carlos M.Utrera,P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July 30,2020 Approval Date:July 30,2015 E-1 I Nu-Vue Industries,Inc. I 4 ' NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED r M QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to 2010 and'51h (2014) edition of the FBC, .''. issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, ...... . . . . %.Submitted ander NOA No. 04-1202.01" • •••• •••• �2. .•ATaFinancial Interest and code compliance letter issued by Vipin N. Tolat,P.E., on ''T3f26/2003 signed and sealed by Vipin N.Tolat, P.E. ..... . .... ...... .. ...... ...... .... . . t r 1 a7 ZP01V 5 Car os M.Utrera,P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July 30,2020 F Approval Date:July 30,2015 E-2 p TABLE 1 TABLE 2 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS Product Gouge Gouge No, of Maximum Allbwoble Loo d lbs Length Product Gau g a Gau g a No. of Maximum Allowable Load lbs Length Code 'seat strap Fosterers Uplift Uplift L1 Single L2 Single 19 Code seat strop Fasteners Uplift Uplift L1 Single L2 Single in) each strop Single Double & Double & Double ) each strop Single Double & Qouble & Double L 16 NVTA-16 NVTAS 212 20 14 10d Strop Strops Straps Strops 16 NVTA-16 NVTAS 212 20 14 10d x 1.5 Strop Straps Straps Straps 18 NVTA-18 NVTAS 214 20 14 5 757 1514 250 500 18 NVTA-18 NVTAS 214 20 14 5 1032 2236 250 500 6 805 1610 250 500 6 1127 2254 1 385 565 20 NVTA-20 NVTAS 216 20 1420 NVTA-20 WAS 216 20 14 7 854 1708 250 T 500 - -^ 7 -1136 2272 520 630 - - 22 NVTA-22 WAS 218 20 14 8 902 11804 250 500 22 NVTA-22 WAS 218 20 14 8 1144 42288 520 630 24 NVTA-24 WAS 220 20 14 9 951 •1902 1 250 500 24 NVTA-24 NVTAS 220 20 14 9 1153 02306 520 630 10 999 01998 250 500 10 1161 02322 520 630 26 NVTA-26 NVTAS 222 20 14 26 NVTA-26 WAS 222 20 14 11 1048 •2096 250 500 11 1170 42340 520 630 28 NVTA-28 WAS 224 20 14 12 1096 02192 250 500 28 NVTA-28 WAS 224 20 14 12 1178 •2356 520 630 .". 30 NVTA--30 NVTAS 226 20 14 13 1145 62290 250 500 30 NVTA-30 WAS 226 20 14 13 1187 •2374 520 630 • 0000 . . :0000; • • • • 14 1193 •2290 250 500 ••.0.0 S6 •NVTA-36 NVTAS 232 20 14 36 NVTA-36 NVTAS 232 20 14 *Note: For 8 or more nails per strop, use • :0000 . . 0 0 double truss for double straps. 0 0 • • ••: 20 14 'Note: For 8 or more nails per strop, use 48 NVTA-48 WAS 244 20 14 00000• •• 0 �$ NVTA-48 NVTAS 244 double truss for double strops. • • • pRODUCf RENEWED 0000• • •• 0000•• •..i.. • ...• W�1Kt�the Fiarla i....i • ••• e....• 1 Perpendicular AAmep j70 75-0 , • • • .0 0.0 0 to wall 0000•• •• ••:000 • It DY 0• • 000 •• L2 •••;Notes: MMirmf a PtOtlu<'t CtrOv1 000.0• .•••.Genet� 1 otes: ,.;.. o t, Steel sholl conform to ASTM A653, SS grode 33, min, 1d 33 ksi, min, 14^ tensile strength 45 ksi and min. galvanized tooting of G 60 per ASTM A653. Reinforcements Required2t O 't 7 2, Allowable loods and fasteners ore based on NQS 2005/2012. 11 3. Design loads are for S. Pine, specific gravity 0.55. Design loods for otherMiN 4" i 0 24 species shall be adjusted per NDS 2005/2012. EMB �-,- Concrete Tie Beam Porollel L1 or Tie Beam formed 4. Allowable uplift foods hove been adjusted for load duration factor CD of 1,6, 1" to wall with concrete filled O Allowable gravity loads hove been adjusted for CD values of 1,0, per table 2.3.2 NVTAS masonry Holes Dio. " of NDS 2005/2012. Design loods do not include 33% increase for steel and concrete. W NVTA, NVTAS 1 VIPN.TOLAT,PE(CIVIL) 5. Concrete in Tie beams sholl be min. of 2500 psi. Concrete Masonry, Grout FL.REG.# 12847 and mortar in concrete masonry sholl be min. of 1500 psi, Concrete masonry 15123 LANTERN CREEK LANE shall comply with ASTM C90. HOUSTON,TX 77068 6. Combined load of Uplift, L1 and L2 shall satisfy the following equation. Actual uprrl A 111 22 Nu— �Y 6.ite Industries,Inc. Allowable Uplift + owo e + owo e L �-1,0 � 1053--1059 East 29 Street 7. Allowable loads ore based on IX" thick wood members unless otherwise Hialeah, Florida 33013 noted, OH Q `C PHONE: (305) 694-0397 8: All designs Conform to F8C 2010 and 2014, J 7 FAX: (305) 694-0398 1Z NVTA AND NVTAS TRUSS ANCHORS MIN. a" EMB. DWG#: Sheet: Date: NVTA 1 NU-2 1 of 4 April 16,2016 f TABLE 4 TABLE 3 NVUH 26 JOIST HANGER NVBH 24 BUTTERFLY HANGER FASTENER ALLOWABLE LOADS (lbs.) FASTENER ALLOWABLE w SCHEDULE t~i w SCHEDULE LOADS (Ibs.) o S a , 00 : a_ 0v ►- ' DOWNWARD WIND UPLIFT En CL U o v~i DOWNWARD a_ w`r° p g GRAVITY LOADS LOAD CO o cO GRAVITY LOADS .- I jr 2x6 NVUH26 14 20 10 2233 1213 2x4 NVBH24 111 12 6 11 t 3 II Notes: Notes: 1. Use all specified fasteners in schedule to achieve values t.• Use all specified fasteners in schedule to achieve values Indicated. indicated. 2. Values are based on 11" header and Joist thickness. 2. Values are based on 3" header thickness and 1j" Joist thickness. • •• 3. See General Notes, Sheet 1. 3. See General Notes, Sheet 1. • • SYMM.® Mid Span l "` •• •• UPLIFT . 2j" •� `• """ SYMM.© Mid Span ...... . . oirr C 010 • • 0 0 0 • • ••• • •• � W O o O • o 0 • • • • iV O O O o 0 • • o 0 0 • n � O I • • 3�' 2A" 1 24" VIPIN N.TOLAT,PE(CIVIL.) FL,REG.#12847 DOWNWARD LOAD DOWNWARD LOAD 15123 LANTERN CREEK LANE HOUSTON,TX 77068 • o • o �t • ° Num ue Industries,Inc. • 0 2j" PRODUCT RENFWIFD 1063-1069 East 29 Street O " • IdiQ wata the Florida liiLAl eah,Florida 33013 • Snildi"COAe No0PHONE: (305)694-0397 i • Aooptaner. g, 'I.G� Z� FAR:(306)694-0398 21" er ./ NVBH 24 AND NVUH 26 HANGERS 1 Miami rAwt Cnsaot DWG#' Sheet: Date: NU-2 2 of 4 Av&16,2016 i f TABLE fi TABLE 5 NVRT Twisted Rafter Ties to Concrete Tie Beams NVRT Flat and Twisted Rafter Ties or Concrete Filled Masonry Length Product 16d Fasteners Maximum Uplift Load (lbs) Len th Product No. of 16d nails No. of 4" diameter Maximum Uplift g Gauge g Code Gauge to Wood Framing Tapcons to Concrete Load (lbs) (in) Code TOTAL memeer* Flat Ties Twisted Ties (in) 12 NVRT-12 14 8 4 725 724 12 NVRT-12 14 4 6 722 16 NVRT--16 14 10 5 861 860 5 7 856 16 NVRT-16 14 12 6 998 996 6 8 991 18 NVRT-18 14 14 7 1135 1132 18 NVRT-18 14 7 9 1125 20 NVRT-20 14 20 NVRT-20 14 4 22 NVRT-22 14 22 NVRT-22 14 24 NVRT-24 14 24 NVRT-24 14 OP9 • •. •.° 0 •�• •�O NVRT-30 14 1 , ••• •• 30 NVRT-30 14 1 o•• •� ° • 36 NVRT-36 14 ••• •• ••• :36 •••NVRT-3s' 14 0 .. .. °... PROt)t1Ci R1rTIEW6D • •�• •'48 ••'NVRT-48 14 "0OrMtyine with dw Floci& 48 NVRT-48 14 ... .. •• ••• a�la�coa� 0069• •• NVRT Anchor • • 1Jo S�G2o Holes dia. A„ . •••••• • • • •Notes: .. Notes: *00000 00*0 00001.0 Specify "F" for Flat and "T" for Twisted when ordering. Product Castro) 1. 'ITW tapcons shall be embedded a minimum of 1T" Into concrete tiebeom or tiebeam formed with concrete filled masonry. ITW tapcons shall Do not 2. Fastener values are based on a minimum 11' thick wood members. , „ Use circled have a min. edge distance of 21" and minimum spacing of 1 as shown. holes ° 3. * Indicates no. of nails in each connected wood member. 2. See General Notes, sheet 1. 16d 4. See General Notes, sheet 1. - UPLIFT 3. All tapcons must be in the same row spaced at 1Jz" on centers. Do not use holes in the opposite row. ° }"Tapcons Strap must be long enough to accommodate required tapcons. o • a -- 00 1 ' 0 e e e e e e e e e e e A1 2k Edge Otaton�e ((�jyj[,) See ° e e e e e e e e e e e e ''"' to nrst Topcon VIP N.TOLAT, Note #3 ° t 1 1_4 LENGTH _I ' FL.REG.# 12847 0 �• •.�-,'.t: :. 16129 L.Aly'IM CREEK LANE • ~' " HOUSTON,TX 77068 HALF HALF Nu—Vue Industries,Inc. Connected Connected 1053-1059 East 29 Street - - to truss -to wall - - _ - -Hialeah,`Florida 33013- PHONE: 3013.PHONE: (305) 694-0397 s e e e ® e e e e e 2j" Min. edge distance �) FAX: (305) 694--0398 e e a e e e e e 0 e e e t LENGTH ` Reinforcement required NVRT FLAT AND TWISTED RAFTER TIES e DWG#: Sheet: Date: Tie Beam formed with concrete filled mosonary or 3 of 4 Act 16,2016 concrete tie beam _2 TABLE 7 Truss Anchors NVTH 1Y+ H Product Gauge Gauge Maximum Uplift Loads (lbs) Length g g No, of Fasteners Truss plate required (in) Code seat strap in each Strap Single Strap Double Straps to transfer load to 10d X 1.5" on On bottom chord 12 NVTH-16 18 14 Single Truss Double Truss Reinforcements f, Required 5 1032 2064 H 1..„+. 14 NVTH-18 18 14 6 1222 2444 slot 0.203% 1 } 16 NVTH-20 18 14 7 1275 2550 MIN. 4" Single Strap 18 NVTH-22 18 14 8 1329 2658 EMB. Single Truss 9 1383 2766 1 Concrete Tie Beam • •• NVTH or Tie Beam formed 20 NVTH-24 18 14 ... .. ' with concrete filled 10 1437 2874 • •�• � masonry -- :022 22 18 14 • � � 11 1490 2980 000 e• " "00 12 1544 3088 • 0• 00 0000" 24 NVTH-28 18 14 13 1598 3196 •••• • .. 90:066 0•• 26 NVTH-30 18 14 • tY4' ... .. • . ... . •• ••• •• •*•• 32 NVTH-36 18 14 Truss plate required to transfer load to bottom chord 44 'NVTH-48 18 14 y�- 0 �y4" Reinforcements o . O ti Required �.l•,., G °e 1Y4" ° 0- Nails on Front & Back Shall be off centered �Y+ VIPIN N. TOLAT, PE (CIVIL) Holes Dia. " 0 Double Strap FL. REG. # 12847 Double Truss 5 Nails in Front (Min.) 15123 LANTERN CREEK LANE Concrete Tie Beam Nails 10d x 1.5" HOUSTON, TX 77068 NVTH or Tie Beam formed with concrete filled �T 7l.L Q masonry 1 V u e Industries, Inc. wlowcrRENEwED 1053-1059 East 29 Street T _ tl:oon rfiv wft the Fla" - Hialeah; Florida 33013 a`"id'"s Code n Phone: (305) 694-0397 A0°pt'ow HO ! Fax: (305) 694--0398 For General Notes, see sheet 1 E Zp NVTH ANCHORS M� r� M Caro, t DWG #: Sheet: Date: Revisions: NU-2 4 of 4 April 15, 2016 t .. MIAMI•DADE h1IAh1I-RADE COUTNTY,FLORIDA N�11'j 1110 PRODUCT CONTROL SECTION ` DEPARTMENT OF REGULATORY AND ECONONW,r�� MrieF L�,t)�,�r� 11305 SW 26 Street,Rooni 208 BOARD AND CODE ADMINISTILATION DIVISION t 5p 6)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE(NO PGT Industries Inc. t; 1070 Technology Drive, ` ; Nokomis F1.34275 SCOPE: '•4� a This NOA is being issued under the applicable.t rs alatio 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 Product Control Section(In Miami-Dade County)and/or the AHJ(in areas other than Miami-Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product' Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "FD--750"Outswing Aluminum French Door w/Sidelites-L.M.I. APPROVAL DOCUMENT: Drawing No. 8000-11, titled "Alum. French Door & Side Lites, Impact", sheets 01 through 12 of 12, dated 12/23/04, with revision "E" dated 10/12/11, prepared by manufacturer, signed and sealed liy Anthony Lynn Miller,P. E., bearing the Miami-Dade County Product Control Section Renewal stamp with the Notice of Acceptance,number and Expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, E utocW/series, and following statement: "Miami-Dade County Product Control Approved",unless otherwise • ne Herein.• .. ;,�,, .. ...... . . . ' R ..V.1SION df thi;'NOA shall be considered after a renewal application has been filed and there has been • noc hange in;he a iplicable building code negatively affecting the performance of this product. •:••.• TZRI1cIINATION of this NOA will occur after the expiration date or if there has been a revision or change ••;•• nt the material's!ase,and/or manufacture of the product or process. Misuse of this NOA as an endorsement pJ"V.prodW,0ft1l•.sales, advertising or any other purposes shall automatically terminate this NOA. Failure ...... to comply withlaliy section of this NOA shall be cause for termination and removal of NOA. • 10 0 0 ADVERTI$l Njee Vj T: The NOA number preceded by the words Miami-Dade County, Florida, and tonowied by.tlie.Qxpu•ation date may be displayed in advertising literature. If any portion of the NOA is •••••• d1ispinYed,then t Jall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA No. 11-1013.24 and consists of this page 1 and evidence pages.E-1, E-2,E-3 and E-4,as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon,P.E. NOA No.14-1117.05 M{AMi�A®UNTY5� Expiration Date: February 24,2020 Approval Date: February 19,1015 Page I PGT Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted rru(ler•previous NOA No. 09-1028.10) 2. Drawing No. 8000-11, titled "Alum. French Door & Side Lites, Impact", sheets 1 through 12 of 12, dated 12/23/04, with revision "E" dated 10/12/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E. (Submitted under previous NOA No. 11-1013.24) B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC,TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test,per FBC 2411.3.2.1, and TAS 202-94 along with marked—up drawings and installation diagram of an aluminon sliding glass door using a low sill threshold, glazed with 7/16" laminated glass, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL 5941, dated 05/20/09, signed and sealed by Julio E. Gonzalez,P. E. (Submitted under previous NDA No. 09-1028.10) 2. Test reports on: 1) Air Infiltration Test,per FBC,TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC,TAS 202-94 3) Water Resistance Test,per FBC, TAS 202-94 4) Large IvEssile 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 doors of • •• OXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Report ••••: "" W.Jff TL--4921,dated 07/17/06, signed and sealed by Edmundo J. Largaespada, P. E. •••••• (Su+mitted un(ler,previous NOA No. 05-0419.03) •• 3. i. reports on: 1) Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 • 2) Large Missile Impact Test per FBC,TAS 201-94 ...... .. . .. .. "' •••••• 3) Cyclic Wind Pressure Loading per FBC,TAS 203-94 • �" 4) Forced Entry Test,per FBC 2411.3.2.1,and TAS 202-94. •' ..al4ulg with marked—up drawings and installation diagram of an aluminum doors of •••••• •• ..bXXX configuration, prepared by Fenestration Testing Laboratory, Inc., Test Report • ••• Po..FTL-4527, dated 02/10/05, signed and sealed by Edmuundo J.Largaespada,P.E. ...... .... . ••• •• (Sul initted un(ler-pre vious NDA No. 05-0419.03) Jaime D. Gascon,P.E. Product Control Section Supervisor NOA No.14-1117.05 Expiration Date: February 24,2020 Approval Date: Febriiary19,2015 E-1 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 4 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) Forced Entry Test,per FBC 2411.3.2.1, and TAS 202-94 along with marked-up drawings and installation diagram of an aluminum doors of 01X0 configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4528, dated 02/14/05, FT1 -4315, dated 09/13/04, both signed and sealed by Edmundo J. Largaespada,P.E. (Submitted under previous NOA No. 05-0449.03) 5. Test reports on: 1) Large Missile Impact Test per FBC,TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked-up drawings and installation diagram of an aluminum doors of XXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports -- No.'s FTL-4529, dated 02/14/05, FTL4530, dated 02/14/05, FTL-4311, dated 09/01/04, all signed and sealed by Edmundo J. Largaespada,P.E. (Submitter)under previous NOA No. 05-0419.03) 6. Test reports on: 1) Uniform Static Air Pressure Test,Loading per FBC, TAS 202-94 2) Large Missile Impact Test per FBC,TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked-up drawings and installation diagram of an aluminum outswing French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4312,dated 09/13/04, signed and sealed by Edmundo J. Largaespada,,P. E. (Submitted under previous NOA No. 05-0419.03) C. CALCULATIONS .. 1. Anchor verification calculations and structural analysis, complying with FBC 5°i ••••; •••• Edition 2010, prepared'by manufacturer, dated 10/11/11, signed and sealed by A. 944 Miller,P.E. •••••• •2. Glaeing complies with ASTM E1300-04/09 ...... .. . .. .. ••••• IS, ••:QUA T-Y-ASSURANCE ••••• 00000:1. ••Mknii-Dade Department of Regulatory and Economic Resources (RER). ...... F.• MAltWL CERTIFICATIONS •• : •...1._ Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc.for their •'•••• •••• ••"Knraray PVB Glass Interlayer"dated 02/19/15, expiring on 12/11/16. •'•"•2. Notice of Acceptance No. 14-0423.15 issued to°Eastman Chemical Company (IMA) for their"Saflex CP-Saflex and Saflex QIP CWnpbsite Glass Interlayers`With PET Core" dated 06/19/14, expiring on 12/11/18. Ir-l -'`1 Jaime D.Gascon,P.E. Product Control Section Supervisor NOA No.X14-1117.05 Expiration Date: February 24,2020 Approval Date: February 19,2015 1v—z i PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED I E. MATERIAL CERTIFICATIONS (CONTENUED) 3. Notice of Acceptance No. 14-0423.16 issued to Eastman Chemical Company (MA) for their"Saflex IIP Clear or Coloi•Glass Interlayers" dated 06/19/14, expiring on 04/14/18. F. STATEMENTS 1. Statement letter of conformance to FBC 2010 and complying with FBC 5" Edition (2014), issued by manufacturer, dated 11/06/14, signed and sealed by A. Lynn Miller, P. E. 2. Statement letter of no financial interest, issued by manufacturer, dated 11/06/14, signed and sealed by A. Lynn Miller,P. E. 3. Department of State Certification of PGT INDUSTRIES, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 01/27/15 and filed by Ken Detzner, Secretary of State. 4. Statement letter of conformance to and complying with FBC-2010, issued by manufacturer, dated 10/11/11, signed and sealed by A. Lynn Miller, P. E. (Submitted ander previous NOA No. 11-1013.24) 5. Statement letter of no financial interest, issued by manufacturer, dated 10/11/11, signed and sealed by A. Lynn Miller, P. E. (Submitted antler-previous NOA No. 11-1013.24) 6. Notification of Successor Engineer for manufacturer's NOA document per Section 61G15-27.001 of the Florida Adminish•ative Code, notifying original engineer that the successor engineer.is assuming frill professional and legal responsibility for all engineering documents pertaining to this NOA, dated 10/07/11, signed and sealed by A. Lynn Miller,P.E. • •• (Submitted raider previous NOA No. 11-1013.24) ••'•: .7. •.Lal:oratory compliance letter for Test Report No. FTL-5941, issued by Fenestration •;•••• •• : Te;ting Laboratory,Inc.,dated 05/20/09, signed and sealed by Julio E. Gonzalez, P. E. •• •••(St&WIted render previous NOA No. 09-1028.10) so so '.:8. :.J:r.Vosal No. 08-1891 issued by Product Control, dated 01/26/09, signed by Ishaq ••••• .....: .•Ckanda,P.E. "(Submitted under previous NDA No. 09-1028.10) ...... .... . . Jaime D.Gascon,P.'E. Product Control Section Supervisor NOA No. 14--1117.05 Expiration Date: February 24,2020 Approval Date: February 19,2015 E-3 { I ' PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENT'S (CONTINUED) 9. Laboratory compliance letter for Test Reports No.'s YU-4921, dated 07/17/06, FT1-4527, dated 02/10/05, FTL-4528, dated 02/14/05, FTL--4315, dated 09/13/04, VU-4529, dated 02/14/05, FTI,4530, dated 02/14/05, 11-f L-4311, dated 09/01/04 and ITL-4312, dated 09/13/04, all issued by Fenestration Testing Laboratory, Inc.; all' signed and sealed by Edmundo J. Largaespada,P. E. (Submitted under previous NDA No. 05-0419.03) I , G. OTHERS t. 1. Notice of Acceptance No. 11-1013.24, issued to PGT Industries for their Series "FD- 750" Outswing Aluminum French Door w/Sidelites - L.M.I., approved on 11/24/11 and expiring on 02/24/15. i • • • 9 •••••• • • • • • ••••• • •••• E • , •••••• •• •••••• • I 4 Jaime D.Gascon,P.E. Product Control Section Supervisor NOA No.14-1117.05 Expiration Date: February 24,2020 Approval Date: February 19,2015 E-4 NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE I~ITE�S} 1.GLAZING OPTIONS: A. 7116"LAMI CONSISTING OF(1)LITE OF 3116"ANNEALED GLASS AND(1)LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN.090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM. B.7/16"LAMI CONSISTING OF(2)LITE$ OF 3/16"HEAT STRENGTHENED GLASS WITH AN.090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM. C.7/16"LAM[CONSISTING OF(1)LITE OF 3/16"ANNEALED GLASS AND(1)LITE iOF 3/16"HEAT STRENGTHENED GLASS WITH AN.076 VANCEVA INTERLAYER. D. 7 16".L-AMI CONSISTING OF(2)LITE$OF 3/16"HEAT STRENGTHENED GLASS WITH AN.075 VANCEVA INTERLAYER. NOA DRAWING MAP E. 7/8"U61AI I.G. CONSISTING OF(1)LITE OF 3/16"TEMPERED GLASS OUTSIDE,4/4"AIR SPACE AND(1)7116"LAMI GLASS ASSEMBLY INSIDE(3/16"&.090 PVB,3/16"HS). TOPIC SHEEN' T F.7/8"LAMI I.G. CONSISTING OF(1)LITE OF 3/16"TEMPERED GLASS OUTSIDE,'1/4"AIR SPACE AND(1)7/16"LAMI GLASS ASSEMBLY INSIDE(3116"HS,.090 PVB, 3116"HS). GENERAL NOTES............ 1 CONFIGURATIONS...........1 G. 7/8"LAMI I.G. CONSISTING OF(1)LITE OF 3/16"TEMPERED GLASS OUTSIDE+1/4"AIR SPACE AND(1)7/16"LAMI GLASS ASSEMBLY INSIDE GLAZING DETAILS........... 2 •0/16"A,.075 VANCEVA,3/16"HS). DESIGN PRESSURES...... 3 ELEVATIONS.................... 4 H. 7/6"LAM1 I,G. CONSISTING OF(1)LITE OF 3/16"TEMPERED GLASS OUTSIDE, 114"AIR SPACE AND(1)7/16"LAMI GLASS ASSEMBLY INSIDE VERT.SECTIONS............. 5 (3116"HS,.076 VANCEVA,3/16"HS). HORIZ.SECTIONS........... 6 PARTS LIST...................... 7 2. DESIGN PRESSURES:TABLE 1,SHEET 3. EXTRUSIONS................... 8-9 AA.NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM El 300-02. ANCHORAGE.................... 10-1 S. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E1300-02, 3. CONFIGURATIONS: X O,XX,XO,O?C XXX,XXO, pXX, OXO,XXXX,XXXO,OXXX�OR OXXp WHERE O REPRESENTS EITHER THE NARROW JAMB OR FULL JAMB SIDE LITE. ANY TWO ADJACENT X UNITS CAN BE EITHER TWO SINGLE, X DOORS OR A DOUBLE;XX DOOR'BOTH USING EITHER THE STANDARD OR THE LOW-RISE SILL. THE e s.uci Rs;ti;�rio FRENCH DOOR ASSEMBLY BEAM IS USED TO ASSEMBLE X,XX,ANDwill,the E 1pei,h. 'O UNITS TO MAKE THE ABOVE CONFIGURATIONS. Cal. w �1 l3 0�5 4,®CHORALE: THE 33 1/3%STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 9 THRU 11. 5. SHUTTERS ARE NOT REQUIRED. ' 6. SEALANT: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. VERTICAL ASSEMBLY BEAM SEAMS SEALED ON THE INTERIOR AND EXTERIOR WITH CONTRACTOR'S SEALANT. :0600: .•0. 7. REFERENCES:TEST REPORTS: FTL-4311, FTL-4312,FTL-4315, FTL-4527, FTL-4528,FTL-4529, FTL-4530,`FTL-4921 AND FTL-5941. • 0 _ 000000 ANSI/AF& PA NDS-2005 FOR WOOD CONSTRUCTION • •�• ADM-2005 ALUMINUM DESIGN MANUAL 0000.. • 0 PRODUCT'RENEWED • • • 0 • • • 8.THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY as complying with the FTond.a • • • • • Building Code F , 0 0 0 0 0 • •• •..•.• f1C42Qt8nCC ISIO • HURRICANE ZONE(HVHZ). 0000. 0000 E 0000.. 0000.. •... _. F . :0000. 00. Frc�uct \\ - 000000 ..• • Afiemi Dsde Control 0 . •.• •00.•. i • • • >>iillt!!/ 6:00 00 0000 . . 0 0 0000 LYNN M//r�� _ _ _ _ _ _ _ _ _ _. _ _ _ -- _ - _ _ _ _ _.� plc•58�d� -- . Aw; IIt (1 LU_ x4 By. o'a: P-'bl-' UPDA IE6 B Ulk DWO COOE AND DESIGN MMUAL Y84RS. �1\ J_:R OSY22t39 C ADDED TESIREFOR7NUAl13ER5. �� TQC` a NocrraNc s�rr�ss��er 1070TECr�HOLOQYORIVE GENERA. NOTES AND DRAWING MAP %�O S �ORS'P-` \� JROrr2S�r0 D NOKOMIS,FI 34276 rft FBC24roCODEQt rE ALCM. FRENCH DOOR& SIDE LITES IMPACTiic`SS(pNP��` F J.J. iCYt2Jrt t P.O.S, 1528 aoau sn.�c ' A. LYtft�I MILLER, P.E. - s__ ��-� NOKO,.l1S,FL 34274 �*+� rs.r — atrA..K 612: - aL.T. ,. u�: --.-- -- -- - _ F0750 _ FUL 1 d 12 8000-11 (_ FL P.E.#58705 - FK. 12/23h� C.T. 4/8/05 7/16"NOM. . 7/16"NOM. — 3/16"ANNEALED OR HEAT STRENGTHENED GLASS 3/16"ANNEALED OR HEAT STRENGTHENED.GLASS .030"DUPONT BUTACITE OR SAFLEX/KEEPSAFE .075"VANCEVA INTERLAYER MAXIMUM PVB INTERLAYER 3/16"HEAT STRENGTHENED GLASS 3/16"HEAT STRENGTHENED GLASS 91 OR 92 93 OR 94 109 90 109 90 107 107 '�95 5/8"GLASS 105 5/8"GLASS BITE BITE EXTERIOR INTERIOR EXTERIOR I TSB GLAZING DETAIL SETTING BLOCK GLAZING DETAIL SETTING BLOCK If 7116" L 1► 1 AMI GLASS W/ PVB INTERLAYER 7/16 LAMI GLASS W/ VANCEVA INTERLAYER �. 7/8"NOM. 7/8"NOM. - ut^r:u�svi�a:► Wig t,t►k(be 1~lorhdt. 3116"TEMPERED GLASS 3/16"TEMPERED GLASS owe ' AIR SPACE AIR SPACE t t*►�a 1a a oto; , 3/16"ANNEALED OR HEAT 3116"ANNEALED OR HEAT STRENGTHENED GLASS STRENGTHENED GLASS .090"DUPONT BUTACITE OR SAFLEX/ I ATKEEPSAFE MAXIMUM PVB INTERLAYER .075 VANCEVA INTERLAYER -n ' 'HEAT STRENGTHENED GLASS 3116"HEAT STRENGTHENED GLASS . . 95 oR g6 97 OR 98 .... .. 109 109 ••.•.• 108 90 108 90 ••••.• • • . • PRODUCT RENRWED 1 • • ...... w o mplying with the Florida •i••.• •• •• •• Building Code AmrU k ••• •• •• •••••• 105 5/8"GLASS 105 518"GLASS >30�'� f .... BITE BITE1s i •••••. Miami Dade Product Conimi • • ••• • •• • • • . 11111►r ••.•.• .••. EXTERIOR INTERIOR EXTERIOR INTERIOR \�� LYNN k114 SETTING BLOCK SETTING BLOCK ` GLAZING DETAIL GLAZING DETAIL 7/8" LAMI l.-G. GLASS W/ PVB INTERLAYER- 7/8" LAMI I.G. GLASS W/ VANCEVA INTERLAYER = tl,-t Ravrd D.fa r aerbAxa _ — � lofF IQ/ZW B NO CHM OE THa SHEET SI n,dcr, o Rete » ---� f070TECHNOLOOYDRNE GLAZING DETAILS J.R O l?A74 R NO CHM GE THIS SHEET _ NAKOMA FL 34275 NOCwwoESTHIS GH�ET Po.agxr52v ALUM. FRENCH DOOR & SIDELITE_S, IMPACT ''��`S8/ONPL,�� tkrnne�: or:: a•da� o NOXaN1S,FL 34274 +�`� " K rt jc"N+vl';x8000-, . R.Y A.LYNtV'6ALLL P.E. F.K. 12123104 LT 4/8/tJ5 FD750 Fill. 2 a 12 1 E FL P.E.#5f3705 Table 1. Maximum Design Pressures (psf) OVERHANG _ Allowed Height(in) OVERHANG LENGTH Configuration Width (in) Glass HEIGHT °o Types 79 3/4" (68) 833/4" (7 0 873/4 91 3/4" 95 3/4" (80j 1_._ 0 A,E +70.0 -80.0 +70.0 -60.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 A X 37" (30) ES: French C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 NOT Door 1. IF USING THE OPTIONAL LOW-RISE SILL A,P +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70,0 -80.0 +70.0 -80.0 (PART 10,SHEET 8 of 12), THE XX 713/4" (60) OVERHANG HEIGHT MUST BE GREATER C,G +100.0 -100.0 +100.0 •100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 THAN THE OVERHANG LENGTH(SEE DIAGRAM). IF NOT.THE MAXIMUM FUII A,E +70.0 -80.0 +70.0 -80.0 +70,0 -80,0 +70.0 - -80.0 +70.0 -80.0 POSITIVE(+)DESIGN PRESSURE IS 36 11/16" LIMITED TO•x50,0 PSF FOR ALL STYLES Jamb C,G +100.0 -100,0 +100.0 -100.0 +100.0 -100.0 +100.0 =100.0 +100,0 -100,0 AND SIZES OF THE DOOR AND ANY ADJOINING SIDELITES.(REF. FTL-5941) 3011/16" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 Sidelite Narrow 3311/16" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +97.4 -97.4 Jamb A, S, E. F +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 ruooUcriv€roHs� es tsogWyinz V UI tae¢7nrtQH. 3611/16" C,G +100.0 -100.0 +99,9 -99.9 +95.3 -95.3 +91.4 -91.4 +87.9 •87.9 W"i4C94e FD,H +100.0 -100.0 +100.0 -100.0 +100.0 -104.0 +100.0 . -100.0 +•100.0 -100.0 � ` T Table 1a:G1a-ss_Type and Test Re ort Number - 7/16".LAMI (3/16"A,.090 PVB, 3/16"HS) FTLA311, 4312, 4315 • •• B -7/16" LAMI (3/16"HS,.090 PVB, 3/16"HS) UPGRADE FTL-4311, 4312, 4315 C -7/16" LAMI (3/16"A,.075 VANCEVA, 3/16"HS) FTLA527, 4828, 4529, 4530 ...... . . • • D- 7/16" LAMI (3/16"HS,.076 VANCEVA, 3/16"HS) UPGRADE FTLA527, 4528, 4529, 4530 • E - 7/8" LAM[ I.G. (3116"T, 1/4" AIR SPACE, 3/16"A,.090 PVR, 3/16"HS) FTL-4311, 4312, 4315 RODUCrREN"ED "" •• •• F -7/8" LAMI I.G. (3/167, 1/4" AIR SPACE, 3/16"HS,.090 PVB, 3/16"HS) _ UPGRADE FTL-4311, 4312, 4315 uiolding ingwitfithe Fior;aa •••0• •• G - 7/8 LAMI I.G. (3/16"T, 1/4 AIR SPACE, 3/16"A,.076 VANCEVA, 3/16 HS) FTL-4527, 4528, 4529, 4630 tt �t t� .t tt ..... .....: •....• osu • •... H - 7/8tt LAMI I.G. (3116"T, 1/4tt AIR SPACE, 3/16tt HS,.075 VANCEVA, 3/16n HS) UPGRADE FTLA527, 4528, 4529, 4530 BY Y • • •••••• MismiDa&fweib contro •••• •••• • • itilif ••.• LYNN �'t�` •'��GENSF• ,� 58705 Rataisy LAtlS Rwfslvh' - _-----^__ - j Ot F k follz e A WoAV TABLE i To AsrM E i3o"2 ��O'• SYACE OF Toro TEcrtua ooYnlzrvE DESIGN PRESSURES J.R ADDEQUOTEIDMORAM FOR LOWRISE SILL NOKOMIS,FL 3e275 NOK010N f�� NO cam_NGFS�iS SHEET ALUM. FRENCH DOOR & SIDE LITES, IMPACT' ' JA ornwro D PAsox rata , �, „� ' aK A.LYN0V1LWf1,\P.E. ta-eentrf torte: G7udra! o.te: -".''" _-'- ,5f1S,FL 34274 �y F.K. 12123104 L.T.--L 418105 FD750 /VTS 3 12 8000-11 I= FL P.E.#58705 �--� 7313/16"MAX.WIDTH [-110 5/8"MAX.WIDTH 145 318"MAX.WIDTH 96 3/4" MAX. / HEIGHT / ALL X QR XO 0X0 OXXO (SHOWING EACH VERSION SIDELITE 37" 36 11/16" 36 11/16" MAX.WIDTH MAX.WIDTH MAX.WIDTH 25"MAX. 71 3/4"MAX,WIDTH DLO ALL X 25" 33 3/16" traut�Tvtsi`io -- UNITS MAX.DLQM . . DLO. +�, rUh the Fl*" . .. 791/8" . MAX. ...... .. DLO • ALL ...... . . . . • "'•'• PRODUCT RENEWED • \ as compiybV with the Ftortde • • • . . \ / Building Code Acceptone No ••••• • •••• EDatc •••••• •• ••;•• Miami Dade Product Control ` • • ••• • •• • • • • •••••• •••• • • ilttltl/ X `\ o��{ LYNtV Mi��,�` - 0 (FULL JAMES) O (NARROW JAMB) cEHSF NOTES: -� .--� � �•�� No. 58705 1,CONFIGURATIONS WITH SIDE LITES CAN BE EITHER NARROW JAMB OR FULL JAMB VERSION. - _ 2. FOR ANCHOR SPACING AND DETAILS SEE SHEETS 9 THROUGH 11. = = 33' FOR VERTICALSECTIONSSEE SHEET 5 AND FOR HORIZONTAL SECTIONS SEE SHEET 6. R _ ;'0 '• o II�tI 1U� F.K to/fzw a 1JO CFGWGE 7711S SHEET Q SYA7E OF ��V\ o.,�tvax. R*,id fir 5P Rn - _ --- 1070TECHNa0OY4R1W EXAMPLE ELEVATIONS ; '� •, FtoR�a� AR. 09122w 0 /tib CHAWE THIS SHED' NOKO,MIS,FL 34273 itad Nocxaxo>:STHISsHEFr ALUM. FRENCH DOOR & SIDE LITES IMPACT JA O7r2V1Q D P.O.SOX 1529 , 1 t� �K.r A. LYNIUMILLVt , P.E. crae„sy oau cYeJce ow: NOKObf1S,FL 34274 �T"tin+*x tzrr K. 12123/04 t.T. 4A05 _" _ FD NT$ 4 a 12 8000-11 E FL P.E.#58705 VERTICAL SECTION A 1 VERTICAL SECTION B 1 NARROW AND FULL _ OUTSWING HEAD JAMB SIDE LITE HEAD 4 61 6 4 oR 7 23 6 5 ORIGINAL VERSION TOP RAIL B 8 21 ® 55 ALTERNATE VERSION TOP RAIL FT JftlTl MAX, DLO MAX. DLO �ut�wltYtsrsu :=Ing with the"orhik c odc EXTERIOR INTERIORASS N• -10 3 EXTERIOR INTERIOR MAX. HEIGHT MAX. HEIGHT • •• ORIGINAL VERSION BOTTOM RAIL MRAIL ALTERNATE VERSION BOTTOM • 0000•• itODUC•i'RENBWPU • complying with dw-Florida 0000•• •• • •• •• 2 uilding Code • 6 cce�u�nNoe NoJ4'i 0000• . .. 0000•. 0000• • 0000 iC _ 0000•• • • V , •�\l" • 1 10 0000.. • • •••••• Miami Dade Product Control 0000.. 3 •• 0000.. • 7 �tlil►rrr •0000• 0000 • • - .... -230R24 L... 'J `��'� ,••�,1CCNSF' .,F� VERTICAL SECTION C VERTICAL SECTION D NARROW.AND FULL OIJTSWING SILL_ No.5s705 JAMB SIDE LITE 31LL FA 1.N(2t)B 9 RE17S9tTEM3. SHOWALMRlurErOPAvonorrOAfPXLEXTRUSIO14 °�' 01 „ O '. SrfE0 �` R (070 rECHNa.OoYDRIVE VERTICAL SECTIONS ,'\ \\� J.R. OW11N9 O EOLOWRISSSILL NOKO.4f13,fL 312Th tx« —_^ isS'� � NocrOMES7HissHEE-r ALUM, FRENCH DOOR & SIDE LITES, IMPACT '�J ONA� J.R O1/1S�r0 d P.O.sQX 1529 I , lxvr»6r t> 5;.aae u.W `6' NOKOMIS,FL34274 p s.ci�r stir crwc ct"#VNA rim A. LYIVW1wtLLER, P.E . KK. 12/23/04 L.7 418105 A0750 112 5 12 8000-11 E VL P.EX 58705 OXXO HORIZONTAL SECTION SHOWING (1) OF EACH SIDE LITE TYPE l 53 52 26 105 •� 20 SEE NOTE 81 1 82 20 6LZJ- o. 5 29 NOTE:ASSEMBLY HARDWARE QTY(3), 11" FROM TOP& 80 BOTTOM ANDONEAT MIDSPAN DETAIL�J - 30 INTI • 20 46: 5 26 SLAB AT. . _ - GLASS BED1 g 27 >3u�r"ttevl�stt !de" rsrtti,th<f'tariRe. DETAIL G STILES AT ASTRAGAL ' - DETAIL F FULL JAMB SIDE LITE la (AT HINGE JAMB) EXTERIOR 6 82 81 SEE NOTE 6 82 81 SEE NOTE .. 5 5 • •;...: 106 1 106 20 20 ...... 6 • .. •• PRODUCT RENEWED 80 .•••• 30 as complying with the Florida • •••• 7 Building Cads • ...... 7 • • . - AcseptarrceNo ••.... •... _ 6rort Gate .. 30 2T _ • ...... • . 000 . .. 80 • .Miami Dade Product Control .... _ ��t►tittf 29 83 70 29 - 83 70 ♦�.�`� �� N M#(� ��.,� 1 o�'. cssF DETAIL E DETAIL DETAIL H DETAIL K JAMB, FULL JAMB JAMB, NARROW NARROW JAMB SIDE LITE HINGE JAMB 1'O HINGE JAMB -- SIDE LITE JAMB SIDE LITEw— (AT HINGE JAMB) -(NOT SHOWN ABOVE) U. Q 1� Rmsd9y -6 FX-- Rnfskra t i ,O I OF ` F.rz raf2/DA a NO GHAN04c mfssfrEEr fO70TECHNOLO4YDRfYE HORIZONTAL SECTION DFTA1,.S __ � O fiLOR�,.•' 0 NO ctmva"lls SHEET NOKOAW,P1.34275 i NO c, MYCE4MISSHEE•r � ALUM. FRENCH DOOR& SIDE LITES, IMPACT J.ft ocrzrfo p P.O.BOX 152Ue n�ro,ra ' - R, A. LYNNfLIE�i P,E. Pvhn by: oa tx Ch«ked B. Lbk-'�-" ----' .___� NOKOM19,FL 34274 p F.K. 12/23/04 L.T. 41W5 FD750 9/2 6 a 12 0000-11 E FL P.E,#t 58705 I+D750 DOORS FA750 F01MJAMB SIDE LITE fiFM DIYt;tl DESCR PTt0N PGT# rfmi DW041 DESCRIPTION t?GTN I FRAME Krr PARTS I 8006 FRAMG-NEAD,SILL&JAMB 6$000 1 8006 FRAME-HEAD&HINGEJAMB 68W6 4 8008 DRIPCAP 68008 2 W03A OUT-SWINOSILL 68003A 6 8007 SCR1;1Y COVER 68007 3 80440,OUr-SWINGSILLCOWA, 680040 7 8009 ,INSTALL PIAT s 68009 4 5008 .DRIP C P 6 8 0.00•FR AMEASSFJv1BLYSCRESY 98X 1"PHQUAD 781PQA 5 ....•...•.. HRA D.S![2 )A NIB WEATHEkSTRIP SCHIMAL 08333 8500 20 8012 $TIL) 68012 6 W07 SCRMVCOVFR 68007 2t 8014 TOP RAIL 6W14- 7 8009• INSTAU.FLATE 6M22 8013 BOTTOM RAIL 68013 8 FRAMSASS[h1BLY;;CRE1�/98 X I'PI I AD 781 A 35 THR• DCD ROD"/ 6-18 X 36 ROI]A 9 8032 $T LiTI SFiIL 48032 36 ... ....FLA GIDHESCNUfS(16[8 7990N(!fA 10 845$ -SWINQSItL LOW 816 48058 37 8039 ITRUSS.CLAMP 60378M DOOR PANEL 60`..........,y8X3/d"PHS DRIVETIXSCREIY- LL 7BX34PSTW Y 5 ............HEAD SIU.&JAMBwPA'CHt7tSTRiP SCHLE0AL U83337T8500 24 8QIa STI 6$012 6t $0?$ SII}EUTEH.ADTFjM 68028 21 8014 TOP RAI HRFADM R'OD DESIYA 68014 62 8029 SIDE UTE JAMB TRIM 68429 22 8013 BOTTOi4 RAII, DED ROD DESIGN) 68413 FD750 NARPOW JAMB SIDE LITE .23 80.17 ITOPSWEe 68017 l M. FRAME-BEAD&SILL 68006 N 80;16 IPOTTQivI SWAP 68016 4 8008.: DRIP CAP 6$QO$ 25 ............$NV!g SCMVS,94 X 1/2"PHIL PH 6 M07 SCROW COVER -68007 26 $01$ ASTM%6 ACT VE&INACTIVE 68015 7 8009 INSTALLPLATI! 68009 7 842IA.1 ?ARH1K tAM13SIDE 6801113 8 ........•.4RAMEAS.SF3tiS8LYSCRilVN8Xi"Pti iIAD 18II?Qt1 2$ 80x0 RHiN.. COVK�t 68G24A 21 1 8014 ITOPRAII, I4 29 801$ :V'A JRNN . PACK•UPPLATE 68018 22 1 8013 M RAIL 68013 30 8019A 4FARWN... DO_ORSIDE 68019A 35 •--•------•THIZPADFi3 ODSI16 ISX36" 6 RADA 31 8035 MA M' pEAR1KC1 68035 36 . ..........FLAKED .. NIJT V16•t8 ?MU'fA 32 (iEJ1R IN. _ S SCR>1V#6 32x 1/4' 37 8039 TRUSS MP 60338M 1JC>r +r#A t�v 33 GBARHINWMTQSCRa#12x3/4`TRUSSHD, 60 ygX3l4"PIIS DRIYETFIGSCREIY 78X34PSTW Code 34 CSAR N MTG SCREW 912 x 1{!2'TRUSS HD. 61 802$ SIDELITI3HFADTRIM 680x8 'we e-1j 1 ` e ��i 35 •••••••••••3 R Om Am 5116--18X36- TRODA 70 8010 FRAM JAMB 68010 � ......... F Nffl? NUTS/6.18 7990NUTA ASSIEMBLYKIT Coin 37 j4 TItUSSCLAMP ' 60378M 80 893313 FRENCH DOOR ASS1MBLY13EAM 68033B 38 03 S/S�ARII1 MECHANEShi(ASHLAND) gl •-•• #l0?AX21/2"PHSCRGIY 39 8030 LOCK .. K 48030 82 ....#10-24 HEX NUT • 00 40" •-•• GATCHASS'YSCREWS#8X2'SSPHIILTRHD 78X2'fPAX 83 Nl2XI1/2"TRHDTCKSCREIV • • •' 0000.. • •••• 4 8037 S/S SHOOT DOLT RO SUIIIVAN •••..• • •• 068056 • • • • • 42 8045 S ANDAFDFWSHHOLTS W/SSROD SUWVAN 84 8056 SUASI[L OPTIONAL 0.00•• .00•• GLASS BEADS&SILICONE • 43 8031 SHOOTDOLT GUIPE 48031 ' - 0• • 000000 44 -•.-.- , SliOOTDO[,TGUIPB&STRIKESCREW8.32X3/8'SSPHILLTRHD 78X38PFTX C ZIiIQS1ALANTDQ1VCOk2NIitG899983,99508 • IVALENT PRODUCTELEPFBWED 90 .-_. •••••• •' ' 91 •••71W LAMINATED GLASS 3/16`ANN..090 PVB,3/16'HS 45 8038Ki RMGtCI'_STRIKRPLA'fEATASTRAGAL ACTIVEtIJNGM!EFT W51I0-4351 wcomplying With theFltuida 0.000• ' • • • . - 606:69 0 0 0 '••••• 92 •••••••••7/16"IANI NATF.D CRASS 3/16'HS,.090 PVLI,3/16"HS Building Code y 46 8038E [.EF['•Sl•R1KE PLATEAT ASTRAGAL ACTIVE H113GCA R1 W51[(!•4451 •• Acceptancc No -� L•s` • •0.0 tt 0••••• • • 47 -- STRIK 6PIA-fESCM-VS 8-32 X 3/8'SS PHILL-fK HD 78X38PFTX 93 •••.•••••••7/16"LAMINATED GLASS(3/16`ANN.,,075 VANCEVA,3/16"HS •••••• • Xpu wn • • 0 ••0• ......... 94 ••••••.--7/16"LAMINATFl)GLASS 3/16°HS..07S VANCEVA,3/16"HS E ••0 0 0 0 48 S R1ICEPIA G MIDDLK3SCR61Y 6.24 X l/2 FH 7612FPTX r' •"••• •• • 49 8036 STRIKEPLATEATREAD&SIIL 95 ^••-••••718"IAMI1.0. 3/16'T,1/4'SPA 3/l6"ANN.,.094PVp3/t6"HS) •• • •••• •0 00 0• 54 .----.HEAD HEAD MT JKU SCREWS$S 8 X 112 PWlJ,FH 7858ZAX 96 7/8"IAMI I.O. 3/16°T,1/4'SPACE,3/16"HS,,.090 PVR,3/16"HS Miemi Dade Product Control 00•••0 • • • 0.00'• • • SI Si RKK6PIATESCMYS rt Slli SS 8 X 1!2 PHILLUNDl1tCUTFIi 78X12PFHUX 97 7/$"LAME 1.0,(3/16'T.114°SPAC 3/16'ANN.,.075 VANCEVA,3/16`HS 0•• 52 $041 ACTIVE TRIM SGT ASHIAND 98 -•------•718'LAMI I.O. 3116"T,U4°SPAC 3/16'HS..075 VANCEVA 3116"HS \ I I I 1 I I ! 53 'W42 PASSIV1iTRINI S6f ASHLAND 105' 8022 RACK BEAD 68022 \ � L��N Mjt�4! /? 54 8414 STAINMS STEEL PASSIVELOCK OVA It ASHLAND 106 8026A SLBACKBFAD 68026A 55 8014A TOP RAIL(LAO BOLT DESIGN) .68014A A 107 8023A 7116`BEA D 68023A 705 56~ 8013A 90TTOMRAIL LAGBOLTDESIGN 68013A 108 8024A 7/8'IGBEAD 68024A No r 57 1••••••••••-15/16'01/2'LAOBOLTS 7516LBOLTX ZL 109 1224 MNYI,BULB WSTP(TH(CK) 6TP247 W— Qj Rowd Sr. Do* K IW12t78 Rnt kru UPDATE ITEM 3.ADD n'EMS 65,W,67M1O 84. 'p R09\OP 1070 T1:CHHOLOOYDArV PARTS LIST J.P- 0 2it9 C ADDEOLOWRISESIU NOKOMIS,FL34278 ?d8y.• NW Ratiiskvu 01I�b110 r / NO CHANGESP.O.BOX 1678 THIS SHEET ALUM. FRENCH DOOR& SID, 'LI TES IMPACT D I �I 1� 135-y- oax: ab,*od . Dara NOKO,SUS,FL 34274 s �lnet sccb mac o�.+crra x.: A. LYt�NIIW LL� ,-P.E. FK. 12123/04 L.T. 418105 FD750 NA r d 12 8000-11 E FC P•E.#/58705 - - -I 1.278 .062 .062- .050 2,236 1,160 1.000 4.027 -� L .583 �»--- 3.636- �-I ,."+ 1.353 1.033 .050 :040 #8006 6063-T6 i FRAME, HEAD, JAMB 6063-T6 L a #8004C 6063-T5. ,& 4 #8008 6063-T5 6 #8007 6063-T6 OUT-SWING AND SIDELITE SILL IL OS SILL COVER . Q DRIP CAP SCREW COVER - �-•-I 127 k-�- 3.018 .062 .074 2.000 1.940 1.376 1.498 M1 - .583 .050 F! 3.636 i .. . 3.990 �==-�--_-� .050 Q #8009 6063-T5 10 #8056 6063-T6 20 #8012 6063-T6 23 #8017 6063-T5 INSTALL PLATE OOUT-SWING LOW SILL � STILE C� TOP SWEEP �"- - rttouucT REVWCO .075 �i,fdlSi;Code 1.938 .1001.938 050 0,5 1.487 .797 r•� 8.250 f 'rte 4.434 2.240 #8013 6063-T6 #8014 6063-T5 #8016 6063-T5 ••:••' •• 22 BOTTOM RAIL 21 TOP RAIL 24 BOTTOM SWEEP ...... ...... • • RODUCf RENEWED .. .. .. � •..:.. •• :••:•• 0761 075 �nPPI�with the Florida 100 "tele Ni !3 ldj ..... 1.938114 1.938 • 1.467 1.170 oaDwe • ...... •..... iami Dade Pr act Control �. • •'' f t 4.434 2.544 ee000e• •••� r" 8.250 r� - •....• • • #8013A 6063-T6 #8014A 6063-T5 26 #8015 6063-T6 56 BOTTOM RAIL, LAG BOLT DESIGN 55 TOP RAIL, LAG BOLT DESIGN ASTRAGAL F tat?.va a u ursDEIrEAuI - TRUSION PROFILES FjA torn n E:crtxaooYpRrvz: J.2 0Sr2m 0 ADDED LOWWE SILL AND SECOND EXTRUSION SHEET. NOKOMIS,FL 34175 tow Rn "V'" "°'`'`»''' NOCNANOESTHISSHEE'r -a-� ALUM. FRENCH DOOR& SIDE LITES IMPACT Ott orn�to D P.O.eax 1520 „� -- � � A.IYN�(v�l��' R P.E. c"%nW. Dene: CYs�sr? , Deb " p----- - -- NOK01f/S,FL 34174 370 u**3�rtki Rer �K 12/23/o4 cr. 4!8/05 FD760 112 8 d 12 8000-11 E FL P.E.#58705 .142 1.8 12---fl 742 1 .075 .301 .075 �--- 2.260-- .353 1,000 1.763�-� 'R. 2.438----� 100 .072 27 #8021 B 6063-T6 28 #8020A 6063-T6 29 #8018 6063-T5 . 30. #8019A 6063-T6 37 #8039 6063-T6 GEAR HINGE, JAMB GEAR HINGE, COVER HINGE, BACK-UP GEAR HINGE,'DOOR TRUSS CLAMP .062 .125 -�— 3.251 L L .050 ! f 438 325 1.000 cw -F 2.622-p--+� .1251 .050 3.638"� 61 #8028 6063-T5 s4 #8056,6063-T4 #8033B 6105-T5 rlwau�r fl 70, FD ASSY �� SL HEAD TRIM SUBSILL, OPTIONAL #8010 6063-T6 FD ASSY BEAM " `"°"� `�� ' NARROW SL JAMB • 1.168 .....: ' ...... 045 .040 • • •••••• 442 .965 .750 PRODUCT RENEWED •••••• •• .045 2.313----•- s_ •• •• 437 _ as co,n v Yin8 wldh the Florida •••�•• •� •.: :••:•• uildln 965 045 �-*�} .818 t '°-- 957 - P oN L ( �. o .050 ' • ••• #8022 6063-T5 #8026A 6063-T5 #8023A 6063-T5 #8024A 6063-T5 y ; _ •:'••• ••• 10 BACKBEAD 106 SL BACKBEAD 10 7116" BEAD 108 I.G. BEAD 62 #8029 6063-T5 Dade Product Conivl • • SL JAMB TRIM ENSe 587 05 (A,• W- weer. nese: rzes W_w — - - �.Q �o Il�11 Ci/ F.fG fCYf2UQ $ UPGRADE ITEMS 3. $7/��D �\ rz� _ _^__��__�_ ..__ ro7ocffNococrparvs EXTRUSION PROFILES ;0,�'' •. Fcori�vA '\C�: J .R. t).SY2 w 4 NSV PAGE NOKOMIS,A 34275 rax RA orns�ro a„o _ P.O.sox fats , ' `5510 N A��V�•�• NO ALUM. FRENCH DOOR& SIDE LITES IMPACT '�� !1 y 00* ixmdreea. NOK0.V1 ,FL 34274 © &w$m k)lw boo1i mr r",fvhu R.c A.LYNlS�s1+IULL ,P.E. K. 12/73/04 L.T. 41WS _ FDW 112 9 d 12 8000-11 E FL P.E.#58705 .12"A 16" el 9" 11" 11" -- iiii AH r - 3" MIN. HEAD&SILL 11" 3"MIN. HEAD&SILL 11" ®TYP. ANCHOR '&TYP. ANCHOR CLUSTER CLUSTER 10 571„ (TYPICAL) (TYPICAL) 10.571" MAX, MAX. O.C. O.C. JAMB JAMB � JAMB J MB ANC""' RS 18.600" ANCHORS* . ® N�RS 18.500" N RS —"—ML� HT. QTY. H '. QTY. HT. QTY. MAX. 953/4'-(8)Q 95 3/4"-(5) O.C. 95 3/4"-(8) 95314'.(S) O,C. 91314 -(6) 91 3/411-(8) 91 3/4"-(5) (2)EQ. (3)EQ. 91314"-(8) 87314'-(6) 87 3/4!'-(8) 873/4--(6) :1 SP.TYP. SP.TYP. 87 3/4"-(8) 83 3/4"-(6) 83314--(7) _ 83 314"-(6) 83 3/4"-(7) 79 3/4"-(5) 79 3/4"-(7) 11" 79 3/4"-(5) - 11" 79 3/4"-(7) 11" 9ETA1,L A (CONCRETE) & DETAIL B (WOOD) ® DETAIL C (CONCRETE) SEE NOTE 5 DETAIL D (WOOD) A (ANGLE PANEL) (SINGLE PANEL) (2 OR MORE PANELS) REGARDING ITY (2 OR MORE PANELS) ANCHOR TYPES: APENCIR LED ANCHOR TYPES: ANCHOR TYPES: OF ENCIRCLED ANCHOR TY�'�S: OR 2 2 OR 3 1 OR 2 ANCHOR 2 OR 3 LOCATIONS ANCHORAGE SPACING REQUI-REMENTS: , v 1. DETAILS A AND B ABOVE REPRESENT ANCHORING OF SINGLE X DOORS,OR INDIVIDUAL SIDE LITE O PANELS WITH FULL OR NARROW WIDTH JAMBS. DETAILS C AND D ABOVE REPRESENT ANCHORING OF ANY MIXTURE OF DOUBLE XX DOORS,SINGLE X DOORS, NARROW JAMB OR FULL JAMB SIDE LITE PANELS, FOR MULTIPLE-PANEL , INSTALLATIONS OF TWO OR MORE PANELS, UNLESS OTHERWISE STATED,DIMENSIONS OF DETAILS A THROUGH D ARE MAXIMUMS, 2.ANCHOR TYPES: 1 -1/4"ELCO ULTRACON 2-114"ELCO SS4 CRETE-FLEX 3-#12 STEEL SCREW(G5) A CONCRETE SUBSTRATE USE TYPE 1 AT 1 3/8"MIN. EMBEDMENT OR TYPE 2 AT 1 3/4"EMBEDMENT, 13/4"MIN,EDGE DISTANCE FOR BOTH. • •• WOOD SUSTRATE-USE TYPE 2 OR TYPE 3 AT 1 318"MIN,EMBEDMENT. • 3.SINGLE PANEL CONFIGURATIONS:(DETAIL A,CONCRETE SUBSTRATE. DETAIL B,WOOD SUBSTRATE) ...... A • HEAD AND SILL......6"MAX. FROM FRAME CORNERS. PRODUCTRENMED •••"' •• .• .. JAMB$.....................11"MAX. FROM FRAME CORNERS, 18.600" MAX.O,C. CONCRETE SUBSTRATE(DETAIL A)AND 10.571"MAX.O.C.WOOD SUBSTRATE(DETAIL B). as eon't'tyLng with the Fjo�° ••••• • • • i.•i•• Building Code ••••• Acceptance No '� �fi✓ . • 9000 4. TWO OR MORE PANEL CONFIGURATIONS:(DETAIL C,CONCRETE SUBSTRATE) t pie •.•••• HEAD AND SILL......6"MAX. FROM FRAME CORNERS,AND AT 3"AND 6"MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS(CLUSTER OF 4), 1vliarni Dade Pm t,ct Controt ••••• `••••• JAMBS....11"MAX. FROM FRAME CORNERS AND 18.500"MAX.O.C. ••• •• S. TWO OR.MORE PANEL CONFIGURATIONS: (DETAIL D,WOOD SUBSTRATE) ® \\�� DNS LYNN HEAD AND SILL......6"MAX. FROM FRAME CORNERS,AND AT 3", 6",9"AND 12"MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS(CLUSTER OF 8). �� '��. ' CENs PLUS ENCIRCLED ANCHORS OUTSIDE CLUSTERS, REQUIRED ONLY'ON PANEL WIDTHS OVER 27 314". ~. JAMBS.....................11"MAX. FROM FRAME CORNERS AND 10.571"MAX. O.C. _� * � No.,8705o 11111 •. '_ Kntskr,a REMOYPNOTEPFRTAININGTOANCNORAGEOtITSIDEMDcouNTY STATE OF F.IG fWf?N9 B RFVISEANCffORA(i$PiFRFBC2Qt}iANDREVIS6NO7ES?,3116.. i'� '• FtORiO� •'•, �� , n- ANCHORAGE SPACING J,ft. R422U9 C NOCffAMGETHISSHEET !0 NOKOhNS i. 34275S ........ Y?75(VE S ••••.•.• �R. ' of/W10 CtIWGED'TAPCOWTO'UL WCOM: P.O.Box 1620 ALUM. FRENCH DOOR & SIDE LITES, IMPACT �' !�NAL on-8r.Iciaw - areac�:�: xQKOIfu,a 34274 � �'""06� amu; &"t r*^•*�N0. R.. A.LYN�J UILL�R,P.E, P.K. 12/23/04T. 4/8/05 F0750 1/4 10 12 8000-11 E FL P.E.#58705 A CONCRETE ANCHOR WOOD ANCHOR, 1/4°MAX. WOOD ANCHOR, CONCRETE ANCHOR 1/4"MAX SCE NOTE 1 OPTIONAL SEE NOTE 2 GROUT SEE NOTE 2 OPTIONAL (NOTE 1) SEE 1/ci`MAX, _ GROUT, 84 114"MAX. 8. 4 GROUT, SEE NOTE 5 SI_R NOTE 5 GROUT NOTE 5 SEE • � NOTE 5 �• �; ,i; :'�. :.EMBED. _.•;'';`:= - BED. '3.4 KSlMIN, " • .; `• r'r::; EM .. 1•i ,,.• . :3 %� SEE r.:3.4 Ks!MIN.;: 1 / " a „ 1 �", •` •-r"-_:.: ..•. ,•'.; ., .,, SEE 3 8 13/8 ..CONCRETE -.>- ;: NOTE 1 ;CONCRETE NOTE 1 MIN. 2x WOOD SEE MIN, 2x WOOD,SEE NOTE 3 NOTE 3 TYPICAL SIDE LITE SILL OPTIONAL SIDE LITE SILL TYPICAL. SIDE LITE SILL OPTIONAL SIDE LITE SILL (DIRECT TO CONCRETE) (SUBSILL TO CONCRETE) (DIRECT TO-WOOD} (SUBSILL TO WOOD) EXTERIOR INTERIOR (ALL HEAD&SILL SECTIONS) zz _.. . ;'. •:.:.'- i. EMBED. . ,.3.4 K81 MIN.' SEE A il4`41t �j •:;;i�'. _;,= 114' '�. CONCRETE es +t KS f MIN, ':;; ,'EMBED. MAX.A ,, <•__ NOTE 1 SEE SHIM 2x WOOD 1 318"MIN. � �c►#o ^103.7.4 CONCRETE;- NOTE 1 SEE NOTE 3e 15 1 x WOOD SEE NOTE 3 • •• MAX. 1/4"MAX. i • SHIM - SHIM • COt�tCRETE ANCHOR,SEE NOTE 1 ACONCRETE ANCHOR SEE NOTE 1 &WOOD ANCHOR SEE NOTE 2 PRODUCT'RENEWED ••••• •• TYPICAL DOOR & SIDE LITE HEAD as complying with the Florida ...... • •••• NOTES: Ac mg - Acceptanccee No 015 �n Date •••••• ••••• 1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY,USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 1/4"ULTRACONS OR 1/4"SS4 CRETE-FLEX. MIN. DISTANCE t • FROM ANCHOR TO CONCRETE EDGE IS 13/4". MIN. EMBEDMENT: 1/4"ULTRACON- 1 3/8", 114"SS4 CRETE-FLEX-1 3/4". •• ••• `` • Miami Dade Product Control • 2. FOR WOOD APPLICATIONS USE#12 STEEL SCREWS(G5)OR ELCO 1/4"SS4 CRETE-FLEX-1 3/8"MIN.EMBEDMENT FOR EITHER, • 3.WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 112"THICK. 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. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION(AHJ). \\� N� LYNN 4, FOR ATTACHMENT TO ALUM:THE MAT'L SHALL BE A MIN. STRENGTH OF 6063•T5 AND A MIN.OF 1/8"THICK. THE ALUM. STRUCTURAL MEMBER SHALL BE OF A SIZE TO �l PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS ON THIS SHEET FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A#12 SMS �tcENsF WITH FULL ENGAGEMENT INTO THE ALUM. IF THESE CRITERIA ARE MET, THE PRESSURES SHOWN ON SHEET 3 AND ANCHORAGE SPACING FOR WOOD SHOWN ON SHEET 10 MAY BE USED. _ _ _ _ r _No. 58705 - 5, IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON-SHRINK;NON-METALLIC GROUT, 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. a o I sr a�.c Rirkbrn - t 1 I F.k 1CYf2Nd D UPpATEAWWORAOFMONOTE3 DiOb ,0 STATE OF tV; Cf WVGE0 MIN KSf Of GAWft-ff, 1070 TECHNOLOGY DRWE ANCHORAGE DETAILS ' �, ''•,k,�O''• RIO P, �• C AtlOED SIO�LfTE SILL fSt Ti VL ftE(NtQ11ftZED DETNLS. NCNWHS,FL 34215 tkcr J,R Of/2-5/10 D cfi�l W0'TAPCVrTO%XM0CW. P•O.80K1528 ALUM, FRENCH DOOR & SIDE LITES, IMPACT // ,f}}� �: a�ey; odw 5;a# . NOKOM19,FL 34274 a s'^'"X'"t (krS Ax rE A. LYt IALLP} ,P.E. F.K. 12/2,/01_L_L,T. _ 4/8105 F0760 1/4 11 a 12 8000-11 FL P,E.1158705 4 - EXTERIOR INTERIOR ALL SILL SECTIONS CONCRETE OPTIONAL ( ) OPTIONAL . ANCHOR, r SEE NOTE 1, 84- 84. k CONCRETE SHEET 11 ANCHOR WOOD ANCHOR, ANCHOR 1/4"MAX, a 611 NOU 2, 0 SEE NOTO 1,SHEET- 11 1/4"MAX. SEE NOTE 1, �H id 11 2 SHEET 11 p I _��.... SEENOTE10 I . .�,.._ 1/4"MAX. �p I -- 1/4"MAX, GROUT, J~ I - 1 SEE NOTE 5, GROUT GROUT_ . r 5,SHEET 11 ,�i SEE --� SEE NOTE SHEET 11 NOTE S, 5,SHEET 11 �;';, i:.: �'••'t: s: ,c:k:;;jjy,, SHEET ... 3. KSI MIN, ':° ;. . ;' =J ,g EMBED. 3. K I MfN:��' t � SES N0 t.:_.'' t' 41 LSEE D - 1 318 r i 'CONCRETE t:4;i{:• }s: :CONCRETE S >`NOPE 1, ® - 2x WD `, :` S EET 11 MIN.SNI=tT 11 : :'. . ., : : ;•: =;. .. - �{ MIN. E 3, SEE N07E 311 SHEE711 - I :�•;.• TYPICAL DOOR SILL OPTIONALDQOR SILL TYPICAL DOOR SILL OPTIONAL DOOR SILL (DIRECT TO CONCRETE) (SUBSILL TO`CONCRETE) (DIRECT TO WOOD) (SUBSILL TO WOOD) uf•PA r , EMBED. EMBED. SEE A SEE CONCRETE CONCRETE NOTE 1, NOTE 1, ® ANCHOR, ® ANCHOR, o 0 DOOR SHEET 1 i HEET 11 SEE NOTE 1, 13/8" SEE NOTE 2, INTERIOR r SWEET 11 MIN. SWEET 11 l'i'd."-i�'f, ® '?.,;•,, (ALL JAMB SECTIONS) '° '' " CONCRETE EXTERIOR 'dtafiait►i ttItt ANCHOR, '; ft{ti1 tI i • SEE NOTE 1, • ••• '- '` : SHEET 11 ' • " ` 3.4 KSI MIN.'' : • NC7r.; CONCRETE ;*'-.' •••••• OR 1.5 KSI ` •• 3.4 KSI MIN. MIN .CMU • •••••• CONCRETE 2x WOOD •••••• •• • •• t .� •+ '� PRODUCT RENMED SEE NOTE 3, complying - - - ns euro i iu with the Ftoiida •••••• •• = 1x WOOD, - SHEET 11 Building CO& • , •: . SEE NOTE 3, d • ISHEET 11 ,�irxTTs3` •w•••• • •••• '.i - -- - • •'•••• 1/4"MAX. SHIM 1 �-a 1/4"MAX.SHIM- �- 1/4"MAX. SHIM - ] • • •••• •••••• \harm Dade Product Conirol�F • ••••• llllfl/! TYPICAL DOOR & SIDE LITE JAMB � N� LYNN V�GENS�r" ` No.58705 l Awad Or. ate: —` Rn — -- 40 111 I t F!C iCYIT.CtB. 8 NEFYSHT.ADD SUBSILL AVO Al7ENMTETOP d60T(OAIRAIL F_'XTItUSlAY3. Y � STATE OFT;Gwl � ,• _.\ R0' ' CHAN08DMINK610FG0YCR,0F. f070TEGNNOLOOYDRIVE ANCHORAGE DETAILS i� J.R. CO2Z ? C �lDDEO LOW RISE SILL OPTM,REORGANIZED DETiWLS. NOKOl i13 FL 34275 --- "'0w' °°W ALUM. FRENCH DOOR& SIDE LITES IMPACT � nbcl+ArroearNrssH�er A. LYNN�}t(LttI�, P E. J.fG OfI1Nf0 D P,O.BOX 1628 r &;;n clwckod `. Dmy: NOKOYl9,FL 34274 m �' RK F.K. f2/2,VW L.T 4/81M5 — r•.._ - F076D 1/¢ 12 � i2 8000-11 t FL P.E.#58705 i i 4 1: MIAMI- MIAMI-DADE COUNTY mapPRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMI S v; lt11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION ' I ; ' 86)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE www.miamidade.eoy/econonil PGT Industries,Inc. 1070 Technology Drive North Venice,FL 34275 ' SCOPE: `I This NOA is being issued under the applicable rules regu ations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER - t Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). I This NOA shall not be valid after the expiration date stated below.The Miami-Dade Couny Product Control 1 Section (In Miami-Dade County) and/or the AHJ (in areas other than Miami-Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves,the right to revoke this acceptance, if it is determined by Miami—Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone.- DESCRIPTION:Series"SGD-3030"Aluminum Sliding Glass Door-L.M.I. APPROVAL DOCUMENT: Drawing No. 3030-LM-120, titled "Alum. SGD Series 3030, (LM & SM)'.', sheets 1 through 18 of 18, dated 08/01/07,with revision D dated 06/02/15,prepared by manufacturer, signed and sealed by Anthony Lynn 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 I Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant i . LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, •••• •4edel/series,arnd following statement: "Miami-Dade County Product Control Approved", unless otherwise • •A4o herein • • ••• *J�ENEW .%f tris NOA shall be considered after a renewal application has been filed and there has been .;•.•• W change ill Vie,applicable building code negatively affecting the performance of this product. ••;•• • *71 0N of this NOA will occur after the expiration date or if there has been a revision or change ..460 matgMA1S,'use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any producf Ifor sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply Y 0r-::y section of this NOA shall be cause for termination and rernoval of NOA. •• : A•DVERTJSEMENT: The NOA number preceded by`the words Miami-Dade County, Florida,"and • ••• ••ibdkwed by the expiration date may be displayed in advertising literature. If any portion of the NOA is 'ditplayed,then it shall be done in its entirety. r 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#12-1114.03 and consists of this page 1 and evidence pages E-1 and E 2,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. NOA No. 15-0612.06 P11AM1•DAUE :OUNTY Expiration Date: February 14,2018 Approval Date: September 10,2015 T Page 1 f i. R I PGT Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 07-0831.09) 2. Drawing No. 3030-LM-120,titled"Alum. SGD Series 3030, (LM & SM)", sheets I through 18 of 18, dated 08/01/07,with revision D dated 06/02/15,prepared by manufacturer, signed and sealed by Anthony Lynn Miller,P.E. B. TESTS 1. Test reports on: 1)Air Infiltration Test, per FBC,TAS 202-94 2) Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test, SGD types A-A, B-A and C-A, per ASTM F 842-04 and FBC 2411 3.2.1,TAS 202-94 along with marked-up drawings and installation diagram of aluminum sliding glass door,prepared by Architectural Testing, Inc.,Test Report No. ATI-72125.01-401-18, dated 08/20/07, signed and sealed by Joseph A. Reed,P.E. (Submitted under NOA No. 07-0831.09) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-5'h Edition (2014), dated 06/08/15,prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. .. 2. Glazing complies with ASTM E1300-04 +'0.: QUALITY ASSURANCE • • 1. :.:IVI rami-Dade Department of Regulatory and Economic Resources (RER). ••••• �. •• MA-•EW1L CERTIFICATIONS •••'•• .,...; 1. ••e tgtice of Acceptance No. 14-0916.11 issued to Kuraray America,Inc.for their • •q RSent►yGlas®(Clear and White) Glass Interlayers" dated 06/25/15, expiring on ...... .. ...X7(04/18. t Manuel PV'ez,1f.E. Product Control Bxwifiner NOA No. 15-0612.06 Expiration Date: February 14,2018 Approval Date: September 10,2015 E-1 i , PGT Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5" Edition (2014); dated June 5,2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Statement letter of no financial interest, dated June 5, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. , G. OTHERS 1. Notice of Acceptance No. 12-1114.03,issued to PGT Industries for their Series "SGD- 3030"Aluminum Sliding Glass Door-L.M.I., approved on 01/10/13 and expiring on 02/14/18. 0000 .. 0000.. 0000.. 0000.. .. . .. .. 0000. 0000 0000.. 0000 :*Goo: 0000.. 000000 00 0000.. 0000.. 90** 0000 f Manuel Pere?,-". Product Control Ex m' er - NOA No. 15-0612.06 Expiration Date: February 14,2018 Approval Date: September 10,2015 E-2 A GENERAL NOTES: LARGE AND SMALL MISSILE IMPACT SLIDING GLASS DOOR . 1.GLAZING OPTIONS:9116"LAMINATED GLASS CONSISTING OF(2)LITES OF 114" 1/4"HEAT STRENGTHENED GLASS HEAT STRENGTHENED GLASS WITH AN .090 SG "SENTRYGLAS" INTERLAYER BY KURARAY AMERICA, INC. .090 SG INTERLAYER 2.CONFIGURATIONS:OX,XO,OXO,OXXO 9116"LAMINATED GLASS (SENTRYGLAS BY KURARAY AMERICA, INC.) 1/4"HEAT STRENGTHENED GLASS 3. DESIGN PRESSURES: SEE TABLE A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300. 34 NOA DRAWING MAP B.POSITIVE DESIGN LOADS BASED ON TESTED PRESSURE,WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300. 44 33 GENERAL NOTES............. 1 4.ANCHORAGE:THE 33 113% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT.WATERIALS, GLAZING DETAILS............ 1 INCLUDING BUT NOT LIMITED TO STEEL SCREWS,THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL 21 875"NOM. DESIGN PRESSURES....... 1 MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. FOR ANCHORAGE DETAILS SEE SHEETS 12-15. ELEVATIONS..................... 2-3, GLASS BITE -CONFIGURATIONS_ ........... 4 5.SHUTTER REQUIREMENT: NONE REQUIRED. EXTERIOR y VERT. SECTIONS............. 5 HORIZ. SECTIONS............ 6 6. INSTALLATION SCREWS, FRAME AND PANEL CORNERS TO BE SEALED. 35 PARTS LIST....................... 7 EXTRUSIONS.................... 8-9 7.REFERENCES: TEST REPORTS, (ATI)72125.01-401-18; ELCO TEXTRON NOA'S;ANSI/AF&PA NDS FOR WOOD CONSTRUCTION; PARTS DETAIL.................. 10-11 ALUMINUM DESIGN MANUAL CORNER ASSEMBLY........ 12 PANEL TYPES................... 12 8.THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, GLAZING DETAIL ANCHORAGE.................... 13-15 INCLUDING THE HIGH VELOCITY HURRICANE ZONE(HVHZ). DP TABLES........................ 16-18 9.THE MINIMUM WIDTH FOR THE OPERABLE DOOR OF"MEANS OF EGRESS DOORS"MUST COMPLY WITH THE FLORIDA BUILDING CODE. 10. FOR CONCRETE OR CONCRETE BLOCK APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED 1/4"ELCO ANCHORS. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1-3/4". HEAD/SILL ANCHORS SHOULD NOT BE INSTALLED WITHIN 3"OF EACH OTHER.JAMB ANCHORS SHOULD NOT BE INSTALLED WITHIN 6"OF EACH OTHER. FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY,USE#14 WOOD SCREWS. SCREW THREADS MUST BE - COMPLETELY EMBEDDED INTO SUBSTRATE. 11.QUALIFIED CONFIGURATIONS: f�� 48" MAX NOM. 48"MAX NOM. • •• I l PANEL WIDTHr PANEL WIDTH •••••• 2 x o 120"MAX 2 12C= MAX / FRAME i ! PRODUCT REVISED • • 'SAME S i S DESIGN PRESSURES as complying with the Florida •••••• •• 4VIGHT HEIGHT (g-bfol�.Ory ••••• •• ••i ** ,goo (ALL SIZES&CONFIGURAT)ONS) Acceptance No . • • ••••• • •• •••••• • • _ GLASS TYPE POS NEG Lrxpiration Date •••••• I U9118'HEAT STRENGTHENED LAM[ +120.0 j-120.0 • • • ••• OXXO Oxo BASED ON 114`MASONRY ANCHORS IN CONCRETE (3y •••••• •• ••• � Mia DI Ptodirct • { I 48"MAX NOM. PANEL WIDTH 60"MAX NOM. USING ANCHOR PLATE AND 114'SHIMS.OTHER • ••• •• PANEL WIDTH • • ANCHOR TYPES AND SUBSTRATES AVAILABLE, •••••• SEE ENSOE VCLOSEDIS. SHEETS FOR SPECIFICS.GN PRESSURE WITA llll 120" MAX f t 108"MAX ��`\�t 11'NN FRAME HEIGHT HEIGHTF1, r XO OR OX XO OR OX 5LLJ Re»d 0r. Dow R1awid►re i�y lOf a J.R. 06102115 D UPDATE TO 2014 FBC, (5TH EDITION) GENERAL NOTES, GLAZING DETAILS, DPRoyod Or. �C>;' • ,_ war: R�y,4. 1070 TECHNOLOGY DRNE �.�., •. L V?\O? ;��C'J\ NOKOMIS,FL 34276 r R,,,,� R•Nslpr: ALUM. SGD SERIES 3030, LM& SM) /?!Oi P.O.BOX 1628 9wy�,� scow &Vot Dw**Vw � A.LYNN M1lL't'R,P.E. ie W. arm Do.m. ed Deb., NOKOMIS,FL 34274 Visibly Pew SOD3030 NTS 1 d 18 3030-LM-120 D P.E.#58705 J.R. 8101/07 — — EXAMPLE OF: Cg+4 "+4" „C6" 6a ANCHORAGE — 3"�-•— CLUSTER —+.j 6,t ANCHORAGE CLUSTER 14 ANCHORAGE FROM THE TABLES ON SHEETS 16-18. i JAMB I X EVENLY- ANCHORS / / SPACED I o x O ANCHORS "14"1 / EVENLY- i JAMB SPACED (- ANCHORS I / / / ANCHORS i i1 11 ii ii 6" EVENLY-SPACED ANCHORS Ox OR XO � EVENLY-SPACED ANCHORS oxo +4„ „C6„ NOTES: ANCHORAGE CLUSTER —«-j 3"�— —'"`� +"— 6" 1. ANCHOR LOCATIONS SHOWN REPRESENT A STAGGERED PAIR OF ANCHORS AS SHOWN ON SHEETS 13&14. 2. FOR ANCHOR QUANTITIES REQUIRED PER e. SIZE, DP AND ANCHORAGE, SEE TABLES ON e .e e e i e a SHEETS 16-18. .. .o •:••': (. I . 3. FOR IN-DEPTH EXAMPLE,SEE SHEET 15. • x x o • .. • i �• —/ — / — // PRODUCT complying R so e •e v with the Hari& EVENLY- o .:"14" s : ncode SPACED Acceptance No15.0(o12 •cf. • •• •ANCHORS •• / / / ANCHORS E iration Date aha By •• •• •• • • Miami ade Pro&c[Contrd • see 6" \%� Na 55705 _ oxxo EVENLY-SPACED ANCHORSU S Al : < Revrd f!y Date RevLsla,a � J.R. 06/02-115 D UPDATE TO 2014 FBC, (5TH EDITION) ANCHOR ELEVATIONS Read By. Dote: Revrebne: 1070 TECHNOLOGY DRIVE �./ ` r` NOKOMIS,FL 34275 vLM& SM �� R..d By. Date: Redebm ALUM. SGD SERIES 3030, P.O.BOX 1529 4CMT SwimA.bea s� yr�c �N,• R„c � � Date: � �� NOKOMIS,FL 34274 Visibly Better w 18 3030-LM-920 A.LYNN MILLER,P.E. fly SGD3030 NT9 2 D P.E.9 56705 J.R. 8/01107 145 1/16"MAX.WIDTH P. 120"MAX.WIDTH 53 718"MAX. 41718"MAX. FOR ALL DAYLIGHT DAYLIGHT 'O'PANELS,---' OPENING SEE SHEET 5 OPENING i I SEE g SEE B 'OX' SHEE(3 SHEET 3 1 O X 110 3/16" MAX. / ` / 0 3/16"MAX. / / DAYLIGHT ( DAYLIGHT OPENING OPENING REINFORCEMENT 120"MAX' I (2 PER INTERLOCK) / / / HEIGHT 108"MAX. HEIGHT I 42" I WEEPHOLE A SEE NOTE 2 FOR ALL/ (SEE NOTE 1) REINFORCEMENT CONFIGURATIONS, SEE SHEET 12� WEEPHOLE SEE NOTE 1 (2 PER INTERLOCK) (SEE NOTE 1) OXO 190 7/16"MAX.WIDTH /�vO O /� pC� OX FOR ALL 41 7/8" MAX. 'x"PANELS. DAYLIGHT -� SEE SHEET 5� OPENING NOTES: 1. 1-9/16"X 5/16"WEEPHOLES ARE LOCATED 6"FROM EACH END AND AT I — THE FIXED PANEL CENTER, (SEE - - - - - - - - - - - - - SHEET5). • O•:•oma, ••• ( B 2.ELEVATIONS ON THIS PAGE ARE FOR • �, tET4 I A DESIGN PRESSURE OF+/- 120.0 PSF. • O 110 3/16" MAX. • ••• X PRODUCT REVISED • DAYLIGHT •. .• .. • .• � � � J as complying with the Florida • • • • • / / / OPENING Building Code . .. . •• • .•. tC n •• 0• REINFORCEt40ENT •• I / / 120"MAX, Acceptance No 17 C1� E••��o (2 PEfWNWRLOCK) . / I / / / HEIGHT tax ' do Date • • • • •• By •• •• •• • •• { N41Pmi a&Product Contrd • • • • • • 00 •• 0000 • - ••.• I 11111 LYNN 1,,14 WEEPHOLE— SEE NOTE ItdU.513705 = (SEE NOTE 1) A—J REINFORCEMENT (2 PER INTERLOCK) 0�(XO //�� UL 6 ��s Lu Ragd t3y: Pete: Revi�bns: °'°'°'tv°°'r STA(E OF .. -- - Foc;T J.R. 06/02/15 D UPDATE TO 2014 FBC,(5TH EDITION) ELEVATIONS nom` ' •.FcoR�vs Reved BY Pate: Rer4torm 1070 TECHNOLOGY DRIVEFdo i .,.., . ! `,, NOKOMIS,FL 34275 n°0 '� SSS/ CSC Raved By. . Pate: Ravisbrre: ALUM. SGD SERIES 3030, LM & SM ' �;, O N�� P.D.BOX 1529 A.L1It�N MILLER,P.E. NOKOMlS,FL 34274 Visibly Better d 98 3030-LM-120 D P.E.#58705 Y: Pam: awdcea . Dere: SGD3030 NTS 3 J.R. -8101ro7 - _ - - - - — - - - - - - - - INTERIOR OXXIO I r I 1 - DETAIL A,SHEET 6 DETAIL 8,SHEET 6 SIM TO DETAIL B,SHEET 6 SIM.TO DETAIL A,SHEET 6 EXTERIOR 1/2"x 1-3/4"ALUMINUM(13145) TPP. DETAIL C,SHEET 6 INTERIOR OXO � � 1 DETAIL A,SHEET 6 DETAIL B,SHEET 6 DETAIL D,SHEET 6 EXTERIOR .. / • • • � __`.__/ DETAIL C,SHEET 6 • • • INTERIOR --- — \ -- \ PRODUCT REVISED •• •• •• • •• •• as complying with the Florida • / Q Building Code 15-O�o12.OG•• '• • •• •••••• Q _ Acceptance Ko • •• • •••• E iretion Date 18•• •• By • Miami ade Produce Cat •• •. •• ox •••••• r •: •• XO•6JMItAR _ EXTERIOR _ ��\ ��, DETAIL A,SHEET 6 DETAIL B,SHEET 6 DETAIL D,SHEET 6 \ `�GEi -r NO 58705 LLI S \Tf-OF ROW of. Date: Revlsans: �� COR1Gp Cj\`� J.R. 06/0?Jf5 D UPDATE TO 2014 FSC,(5TH EDITION) 1070 TECHNOLOGYDRNE CONFIGURATIONS �'' �SS� RewdBY• DOW R•Mlkns �,: '�i,� OfJI\�- �,�` NOKOMIS,FC 34275 � R ALUM. SGD SERIES 3030, LM& SM P.O.9OX 1529 sart r+toey: saw g„s.t &"fttea Re. tx gra. NOKOMIS,FL 34274 Visibly Better SGD3030 18 3030-LM-120 A.LYNN MILLER,P.E. De O P.E.#56705 J.R. 8/01/07 SEE NOTE 10 (2) SHEET 1 (1) 25 1 4 SEE NOTE 2 91 80 10 9 16 - 6 - NOTES: 1.OPTIONAL, INTERIOR SCREEN MAY BE INSTALLED FLUSH TO THE TRACK(A),OR SHIMMED TO THE FINISHED FLOOR HEIGHT(B). 2. OPTIONAL ANCHOR PLATE(25)INSTALLED IN ALL FRAME MEMBERS, FOR FULL DESIGN LOADS. 21 INTERIOR (ALL VERTICAL SECTIONS) EXTERIOR 0 35 30 11 7 .... .. 90 . . . •••••� PRODUCT REVISED 22 • m complying with the FtorMa •• •• •• • •• •• • . . . Building Code •. •. .... Expiration ate,e No —OtO Z•O�o ,. .. ...,.. 17 �� ot8 8 (I y ` ;'`` Miam' ade Product i . . .. 31 •• •• •: • • \\1 11r r // 90 'V�GENSF 105 � SEE NOTE 1A SEE NOTE 1B 25 (2) SEE NOTE 10(1) O WEEPHOLE LOCATIONS 37 © -�� S L1 SHEET 1 SEE NOTE 1, SHEET 3 �-.O. 7r\ L Roved 8K DOW: Revbbns: D°10�� /i^^ •', �1_QFt\n��•• ��•.•\ J.R. 06102115 D UPDATE TO 2014 FRC, (5TH EDITION) VERTICAL CROSS SECTIONS %,`'S;s ••.•.. \r', Raved By. Date: Reviabew 1070 TECHNOLOGY DRIVE rme i�'�A` NOKOMIS,FL 34275 Rend sr Date: ReHabne: ALUM. SGD SERIES 3030, (LM& SM P.O.BOX 1529 �By Date: vete. NOKOMIS,FL 34274 Visibly Better SS"GD Q 0 �2 5c 18 3030-LM-120 scow ma � A.LYNN#58705,P.E. a D P.E.#587115 J.R. 8101107 CTYPE OPTIONAL 3 19 44 l 24 20 8 SEE NOTE 2� 33 SHEET 4 Q � • (1) SEE NOTE 10 34 SHEET 1 31 21 15 21 (2) 30 25 DETAIL A INTERIOR DETAIL C (ALL HORIZ. SECTIONS) 13 82 EXTERIOR 23 ° 41 9 25 -- • i• 12 PRODUCT REVISED • .• p 000 •. • 31 ns complying w ith the Florida • • 00 -14.6 •• 1 SEE NOTE 10 Building Code • SHEET 1 Acceptance No 15-Oro12.0{o • •• • •• • Ex 'ratio Date Ola •••••• .. .. .. 32" (2) MI a&productcontrm . • • • 32 • V ••• 23 � NOTE: `\ `�tttil'Irrlii / 1. REINFORCEMENTS(ITEM TYPE AND DETAIL B 23), MUST BE USED IN THE v�`'Frly� QUANTITY OPTIONAL QUANTITIES SHOWN, 31 DETAIL D REGARDLESS OF..REQUIRED No.53705 SIZE OR DESIGN PRESSURE. r Of < I1 v GT' � Fv •�V, Re»d B}c Date: Revblov: � '��-� •• '� •• ` J.R. 06/02115 O UPDATE TO 2014 FBC, (5TH EDITION) HORIZONTAL CROSS SECTIONS % X, `'t t�I,o DC7 Re+tdBY vale Revftfom: 1070TECNNOLOGYORfVE /�� `SSS NOKOMIS,FL 34275 i C �{��- RevadW. D.W.. R„ ,�: 9 rALUM, SGD SERIES 3030, LM& SM P.O.BOX 1528 t3c; NOKOMIS,FL 34274 Visibly Better s.�aret aow Wr.t a>.rcN'- R°" A.LYNN MILLER,P.E. vra"^e�. o.+w cede° veW: SQD3030 9�2 6 a 18 3030-LM-120 D P.E.#58705 J.R. 8/01/07 - - - -- - # Dwg # Description # Dwg # Description 1 13120 Main Frame Head 37 7PAD1626 Open Cell Foam Pad 2 13121 Main Frame Sill 38 7142OX 1/4-20 x 1.25"Socket Head,SS r63 13122 Main Frame Jamb 39 13021 #10 X 1.25"Ph, PH,SS 4 13135 Fixed Panel Adapter Head 40 7103239 Tinnerman Nut,#10-32 5 13136 Fixed Panel Adapter Sill 41 710X34 #10 x 3/4"Ph, PH,SS SD 13133 Operable Panel Adapter Head 42 71032X #10-32 x 1"Ph, FH,Self-Tap 7 13134 Threshold 43 13044 Panel Comer Key 8 13132 Track 44 Silicone Glazing GE7700 or Equiv. 9 13139 Screw Cover 45 Joint Sealant 10 13123 Panel Top Rail 46 1135 #10 x 3/4"Ph, PH, SS 11 13124 Panel Bottom Rail 47 8052 Cap Plug 12 13125 Panel Side Rail 48 4385 Bumper Stop 13 13126 Fixed Panel Interlock 49 78X38 #8 x 3/8"Tek 14 13127 Operable Panel Interlock 15 13128 Astragai 16 13137 Top Rail Panel Adapter 17 13138 Bottom Rail Panel Adapter # Dwg # Description (Screen) 18 13129 Interlock Add On 19 13131 Add On Handle 59 1135 #10-32 X.875 PH FI. MS 20 13130 Male Astragal 60 653 Jamb Keeper 21 13025 9/16"Bead 62 1235 Weatherstrip .170 X.270 FS 22 8153 Roller Assembly 63 668 Single Roller, SS • • 0000 21 49145 Aluminum Reinforcement-6063 T5 64 4341 X-Cam Latch • ••0.0• 24 449 Gemini Lock 65 1692 Screen Spline •. �• • • ' 230 1301150 SGD Anchor Plate 66 Screen Cloth, 18 X 16 Mesh PRODUCT EtEVlS6D •• •• •• • • •• '• '•� 26• D4�7 Thumbtum as ingailhthe Florid[+ • � Building Code 04000 .....: 28' 9ft Reinforcement Spring Clip 80 4317 Screen Frame Top Rail Acceptance Nv 15-t 11.01 , • Ex 'ration Date jg 0 • 28• •13143 Handle Set 81 4318 Screen Frame Bottom Rail BV .� . . 2wt :•• 3 '"T1144 Fixed Panel Gasket 82 4319 Screen Frame Side Rail Miami Pmdaci ••• • 0 • •6 059 Weatherstrip .187 X.210 FS 85 4320 Screen Frame Interlock -•-• 31- 32 1213 Weatherstrip .187 X.200 QLON 86 4384 Screen Astragal Adapter 33 13115 Glazing Leg Gasket 90 4424 Screen, 1-Track Frame,Sill 34 6TP247 Bead Weatherstrip 91 4425 Screen, 1-Track Frame, Head Q 35 1267 Setting Block 92 4426 Screen, 1-Track Frame,Jamb 36 71695K Panel Dust Plugs '870' - _ ,•,� � X10 �st�= - - - - Revrd By. Date RaNabnx °01 u�"' : f\ F`C O R101�• �� ` J.R. 06102115 D UPDATE TO 2014 FBC,(5TH EDITION) PARTS LIST Revd ey vete ROYWNW: 1070 TECHNOLOGY O Y DRI V E tx;_T ten' ��`./UNAk-R�� DORem= aox 1s2sALUM. SGD SERIES 3030, LM& SM NO P.O..OMIS,FL 34274 Visibly Better s rt..n-art Saab t� �'"'° ROY A.LYNN MILLER,P.E. vrewnay Date; a�xd 0848: SGO3030 NTS 7 ce 18 3030-LM-120 D P.E.#58705 J.R. 8101107 — -- — — — — — - — - — - 5.468 =i 5.593 3.120 125 Typ. 5.312 Typ 3.375 ,075 3.907 125 -T TYP• 2 257 .125 Typ. 1.725 1.750 j .657 1 {+-- 3.121 O1 Main Frame Head T- �.Main' Frame Sill OMain Frame Jamb O Fixed Panel O Fixed Panel 13120 (49060) 13121 (49061) 13122 (49062) Adapter Head Adapter Sill 13135 (49075) 13136 (49076) 2.000 '+- 2.000 �- 3.121 .075 Typ. .075 TYP• 3.375 .717 .075 3.501 .075 4.000 Typ. �__JjTyp, Lj, 1.725 V,70563.121 .071�3 .060 g Operable Panel O Threshold O Track l 9� Screw Cover 90 Panel Top Rail 1 Panel Bottom Rail O Adapter Head 13134 (49074) 13132 13139 13123 (49063) 13124 (49064) 13133 (49073) (49072) (49079) • 4.645 2.020 +.-� 2.170 -•I 2.469 � •� I PRODUCT REVISE • • ••.. as complying with the Florida ••• •• [3uilding Codeo ' • ptance N Acce .. .. ..... rZ01$ • • 3.500 Ex nation Dale • ....• 3.500 3.500 By •• •• •• .075 Typ..075 75 1.850 Mi i ade Product .. . 09 .075 ..... Typ- Typ- o. .075 .... Typ. --..- • • TYP:... T �• •� • •..• • `tltlllljjl • . . Top Rail Panel ' Panel Side Rail_ 13 Fixed Panel 14 Operable Panel 15 Astragal 16 1A ,.;8125 X49065) Interlock Interlock 13128 (49068) Ada tomer 13126_(49066) 13127 (49067} 13137 (49077) Na , OF RevadfTy. Date: Revbbne: J.R. 06/02/15 D UPDATE TO 2014 FBC, (5TH EDITION) rJ�, FLORtDi'. 1070 TECHNOLOGY OR EXTRUSIONS Rftvd By.� Date NOKOM/S,FL 34275 P tme R �� Rem: P.o.eox�b2s ALUM. SGD SERIES 3030, LM& SM NOKOMIS,FL 34274 Visibly Better sert.a�aaet so.rsJ ° IR*; A.LYNN MILLER,P.E. gawnw..-Date: Gedcod Dara: SGD3030 .75 8 w 18 3030-LM-120 P.E.#58705 J.R. 8/01/07 - 3.684 .075 3.325 Typ' 1.231 ' .075 � 2.904 I'+-#-I-- 11.222 -►1 1.850 126 'H .075L .500 -�1 .050 .799 Typ, -.830 .075 17 Bottom Rail Panel 18 Interlock Add On 19 Add On Handle 20 Male Astragal 21 9/16" Bead Adapter 13129 (49069) 13131 (49071) 13130 (49070) 13025 13138(49078) - 1.093}�- .851 .851 .051 .051 .051 1.525 .051 1.525 .041 1.063 NOM. -M 1.624 NOM 1.624 -N --L t NOM. 80 Screen Frame 81 Bottom Rail 82 Screen Frame 85 Screen Frame 86 Screen Astragal Top Rail 4318 Side Rail Meeting Rail Adapter 4317 4319 4320 4384 2.364n .364 1.045 }-�1.045 r-- ��1.045�- 1-►� � 1_ ' .652 n �- P-4-049 .660 1.319 .064 1.319 .064 NOM. 064 T 76 Fixed Panel Clip 90 Screen, 1 Track 91 Screen, 1 Track 92 Screen, 1 Track PRODUCT RFVISFD Frame, Sill Frame, Head Frame, Jamb •••• 4356 as complying with the Fiaridd • "" •• 4424 4425 4426 Bnildi„g code • • '.' ; Acceptance No��J'0�01 •O{o •• •• •:•�'; • Ex iration Date �B • .062 •••••• Minto' age Product CoittiriQ .. .. .. ..� .500 1.760 • •• • •• • 00: Ff • ..;... 1.750 .0504111 .. .330 •• '.•• • • .125 a��\' \GEId$� .Ap i '.•23 Reinforcement 25 SGD Anchor Plate Aluminum (13145) 13150 - rig. 58705 cr;r '. STATE OF .1G/ Rend BY D*W: Royhbm, J.R. 06/02115 D UPDATE TO 2014 FBC, (5TH EDITION) EXTRUSIONS CONT. ; CSS. Cc.R10 \C?: RevsdaY Daft: Remlons: 1070TECHNOLOGY?75 �. -�- NOKOMlS,FL 34276 �,5��vn� RaysA�,. DaW Rem ALUM. SGD SERIES 3030, LM& SM P.O.BOX 1529 � ,� s� sne.t Orv"VN. R^ A.LYNN MILLER.P.E. � � �� NOKOMIS,FL 34274 Visibly Better SGD3030 .75 9 d 18 3030-LM-120 D P.E.#58705 J.R. 8/01/07 FACTORY-INSTALLED HARDWARE W O34 Bead Wstp. 31 Wstp .187 x.210 FS 32 Wstp .187 x.200 QLON 33 Glazing Leg Gasket 6TP247 61059 6Q200K(1213) 13115 ® O 0 0 38 Panel AssemblyScrew 971267N Setting Block 37 Open Cell Foam Pad 1/420 x 1.25"Socket Head, (1267) 7PAD 1626 SS71420X114SHCFX • • PRODUCT REVISED • • • • as complying with the Florida •• •• :..0 Building Code ' • • • A*1i No15'ado .� •••••• •• •• • . EDate jg BAM__4, MProducfConfro! • • •• . •. •...•. • •.; • 28 keir►forcement 22 Roller Assembly tii,lJl .... . .• Wring Cli Side Mount Shown • . . .. • •.• 749(7BRKTM25) 8153 (78153N) �`o��t \,YNN >f NO. 5s3705 - - RevtdBY Data: Rs`bbm: ATF •, ��, J.R. 06/02/15 D UPDATE TO 2014 FBC, (5TH EDITION) PARTS DETAIL 1070 TECHNOLOGY DRIVE Revad t NOKOMlS,FL 34275 P SJ3�c r�!A� .` RevaJBy Dem: Retilabr+s: ALUM. SGD SERIES 3030, LM& SM t P.O.BOX 1529 , s sr,«r 0,N.*v m Rar. A.IYI�N I� ER,P.E. Dm"W. Data_ a�aakad two: NOKOMlS,FL 34274 Visibly Better SGO3030 114X 1 10 d 18 3030-LM-120 D P.E.#58705 - J.R.- &01107- FIELD-INSTALLED HARDWARE 30 Fixed Panel Gasket 39 Frame Assembly Screw 42 Mortise Latch/Roller Screw 41 Interlock Screw 40 Tinnerman Nut GG38500 (13144) #10 X 1.25"Ph, PH, SS #10-32 x 1"Ph, FH, #10 x 3/4"Ph, PH, SS 7103239 13021 Self-Tap 71032X 1 FPFX SD 71OX34PPSDAX cap0 47 48052 (8052) e ® 45 Double Handle Nut46 Keeper Screw 1137816 (13140) #10x314"Ph, PH, SS 710X115PPX ® 26 Thumb Turn o 4437 0 _ m • ) 4 Hole Bumper Stop 36 1.5 X 1.0 X.75 PRODUCT REVISED • • • . (type optional 48 4385(71164W, K, S) Dust Plug as Co Building C dei uh the Florida . .... . . • •• ""'� •' 71695K Acceptaoce4NoG � • E imtlon•• •• dy• • • Nu ad • • ;• •� •••• ��14111tt// •' •• 25 9�'21�•$S Kiper 24 Gemini Lock 29 Handle Set (13143) ��cr_Nsr 4438 78185X(4439) DL915A (Bronze) 49 Bumper StopScrew #8 x 3/8" Tek i 1° �`i10r' - - - DL915DU (Satin) - 78X38PPTX T - irk. • uJ.: i �- :iii"�t F_ .'• S � Rorod Or. Date: Re"IbM PARTS DETAIL CONT. J.R. 06102/15 D UPDATE TO 2014 FBC, (5TH EDITION) f070 TECHNOLOGY Rend Or Dele: Reriabna: NOKOMIS,FL 34275rc:;T trn: ��; '�O I\m j;,t_ \ ReradBr• Date. W*Ak r ALUM. SGD SERIES 3030, LM& SM P.O.SOX 1529 NOKOMIS,FL 342T4 �!urb! Better S•`$r''� �"� &1.4tD`�'D"a R.�c A.LYNN MILLER,P.E. Br � *e0 y SGD3030 NTS 11 a 18 3030-LM_12D D P.E.#58705 _ - J.R.-,-8/01/07 - -- - T PANEL TYPES MAIN FRAME TYP. HEAD&SILL INTERIOR PANEL LETTER (ALL PANEL TYPES EXTERIOR X/ JAMB EXTERIOR INTERIOR L STILE INTERLOCK 0 E3 INTERIOR JAMB r% INTERLOCK C STILE 3 YAR EXTERIOR ASTRAGAL EXTERIOR INTERLOCK _ INTERIOR 2 JAMB INTERLOCK 39 OL STILE OAR ASTRAGAL JAMB STItE PANEL TYP. HEAD&SILL '�//� / L EXTERIOR ^,/`'�L ASTRAGAL INTERLOCK INTERIOR XREXTERIOR JAMB INTERLOCK - —� STILE 12 PRODUCT REVISED • • •: •' . . as complying Nvith the Florida • Building Code •.• •• Acceptance No 15 C*12•or. EXTERIOR Expiration Date • JAMB ASTRAGAL C • t STILE y •• ••• B • • • ' • • Miami ade Product 38 �• • •.• • •• � ��\O•.•\(;ENS '•(Ccp i jt No. 58705 } STAT[OF •�1 RevW By. Pato: Reti6lata: / C) J.R. 06/02/15 D UPDATE TO 2014 FRC,(5TH EDITION) PANEL TYPES& CORNER ASSEMBLY ......... Raysda�: Pate: Revfakns: 1070 TECHNOLOGY DRIVE rne: //, NOKOMIS,FL 342754c;T /t ALUM. SGD SERIES 3030, LM& SM Revsd ay: Date: Raridans: P.O.BOX 1529 sheet W Rar. NOKOMIS,FL 34274 Visibly Better S''"e`� sn�e- °" A.LYNN MILLER,P.E. aa„„By Pep,; cneaced . Date'— J. ere: SGD3030 NTS 12 w 18 3030-LM-120 D P.E.#58705 J.R. 5✓1/07 - - - - - - - #14 WOOD SCREW, CONCRETE ANCHOR 13/4"MIN. 1"MIN. HEAD (SEE NOTE 10, (SEE NOTE 10, SHEET 1) HEAD E.D.TYP. ° ° MIN. 1-314 EMBED. SHEET 1) •° • E.D.TYP. 2 5/8"MIN. CONCRETE, 3500 PSI MIN. ° ° Q d, • ° . • ° a ° 4 ° ° • ° • •° a a 4 ° 4 1 3/8"MIN. 4 A° EMBEDMENT ° AWh 1/4" 1/4" MAX, MAX. 2.625" SHIM SHIM 3~ WOOD ANCHOR TYP.,SEE NOTE 2 DETAIL A INTERIOR FRAME SILL IN PLAN VIEW, 112X DETAIL L A (HEAD SIMILAR) (ALL VERTICAL SECTIONS) 2X WOOD BUCK OR DIRECTLY INTO � EXTERIOR CONCRETE OR CONCRETE BLOCK SUBSTRATE WOOD FRAMING,SEE NOTE 1 WITH OPTIONAL 1X WOOD BUCK, SEE NOTE 1 #14 WOOD SCREW, CONCRETE ANCHOR (SEE NOTE 10, (SEE NOTE 10, SHEET 1) SHEET 1) NON-METALLIC, NOW NON-METALLIC, NON- 1/4"MAX. SHRINK GROUT, 3.5 KSI 1/4"MAX. SHRINK GROUT, 3.5 KSI MIN., SEE NOTES ON MIN., SEE NOTES ON Z� SHEET 14 OF 18 SHEET 14 OF 18 • •• PRODUCT'REVISED • • • ' ' as complying with the Flo" • a Building Code ••..• ' .: . °' - ° 4 • Acceptance No 1�' O�D • •• • ° ' a : B Ex i Iion Date Ifs • 1 3/8"MIN. 4• ° MIN. 1-3/4" .. .• a. - .; ' °• :.° c - .. .• '; < " ' INTO By • • . . ° Miam' adc Product CWT •• •• `.' : .; . •. :.° . .4 = CONCRETE aw4 • •• 0000• ••• e' ° ° a 4 • • • 6666. 1 1, 6666 SILL ! ��• IIIIrIJI •• . •• �`E.D.T`t:P• 1-3/4"MIN. EDGE /, i� •• 0.00 , CONCRETE, 3500 PSI MIN. DISTANCE (INT.&EXT.) ?I`��Q 6.00 0 •9094• '�/� M,N. SILL r r 6666 58705 Lrj LRend Dela: Rertsians: 06/02/15 D UPDATE TO 2014 F8C, (5TH EDITION) ANCHORAGE DETAILS `` f=Lo�� C? By. Data. ReWslom: 107NOKOMIS,FL 34275 P T ter f.....-•' C�,\\• ��: ReNahna 3 ALUM. SGD SERIES 3030, LM& SM ' ;,1"1111oP.O.BOX 1529 awlsgat ,, &.k a.»tyra + A.LYNN MILLER,P.E. Date: dere. NOKOMIS,FL 34274 Visibly Better sco3o3o 5 13 18 3030-LM-120 D P.E.a 58705 J.R.- 511107 - - — - --- - - 1=3/4"MINIMUM INTO CONCRETE 1-1/4"MINIMUM INTO CMU 13/8"MIN. CMU, 1500 PSI MIN. OR .. 1/4"MAX. SHIM -tj 1/4"MAX. SHIM --►-j r-�— : ' CONCRETE,3500 PSI MIN. INTERIOR (ALL HORIZ. SECTIONS) a EXTERIOR CONCRETE ANCHOR, (SEE NOTE 10,SHEET 1) JAMB JAMB 6" 5.5" #14 WOOD SCREW, (SEE NOTE 10, SHEET 1) w rel . 1" MIN. :A 2.625" EDGE DISTANCE 1 3/4"MEN. E. D..TYP. p e DETAIL B DETAIL B 2X WOOD BUCK OR DIRECTLY INTO CONCRETE OR CONCRETE BLOCK SUBSTRATE WOOD FRAMING, SEE NOTE 1 WITH OPTIONAL 1X WOOD BUCK, SEE NOTE 1 FRAME JAMB IN PLAN VIEW, 1/2X NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ANCHORS. SEE TYPE ON FOLLOWING SHEETS. 2. FOR WOOD APPLICATIONS USE#14 WOOD SCREWS. 1/4"ELCO CRETE-FLEX ANCHORS MAY BE USED INSTEAD OF 914 SCREWS. • •• PRODUCT REVISED ••• WO(5R:3WCKS DjEPIQ.TED AS 1X ARE LESS THAN 1 1/2"THICK. 1X WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE.WOOD BUCKS as complying Nvlth the.Florida DEPICTED A6 2X A%I! 1 j/2"THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE Building Code 0: -AUTHORITY;-IAVING JURISDICTION (AHJ). Acceptance Ex imtion Daatt 1 -0 12.D1� e . • ••..•• •• �� FOP.Aer.TWHMENTT•O ALUMINUM:THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 6063-T5 AND A MINIMUM OF 1/8"THICK. THE ALUMINUM STRUCTURAL MEMBER By • SHALL BE OF A SIF-E-U-PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2X WOOD BUCKS. SHIMS MAY NOT BE USED. Miami adc Product Con fiHE ANGWCP SHA.'L•8FA#14 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET,THE RESPECTIVE DESIGN •• •PRESSURES,ANCMe)MGE SPACING AND QUANTITIES FOR A#14 WOOD SCREW MAY BE USED. • 00.00. ollI Icirri • 5. IF�ILk S TIGHt*MSUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON-SHRINK, NON-METALLIC GROUT, 3500 PSI MIN.,(DONE BY OTHERS) ,\\��o`a� t N M/ .: ..•MUST E�J�.j Y SUR�ORT.THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD..3.0rFELT F?APEk OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. GROUT MAXIMUM THICKNESS TO BE .25". 58705 Y Revsdtly :0:6/02/15 ReN,Ja+s: o �1 STALE J.R. D UPDATE TO 2014 FeC, (5TH ED1TlON) ANCHORAGE DETAILS CONT. �� '' ��Revel sy. e: Redeiata• 1070 TECHNOLOGY DRIVE ra° ``.';� -, (} '' r NOKOMIS,FL 34275 'i Revsd By, Del.: RevfaJorrs: ALUM, SGD SERIES 3030, (Lm& SM P.O.BOX 1528 4CMT S. ,d„. S.,1,. s..r a.»tvw. R^ A.LYNN MILLER,P.E. NOKOMlS,FL 34274 T/uibly Better SGD3030 J� 14 a 18 3030-LM-120 D P.E.#58705 EXAMPLE 1: C6+6 FOR A REQUIRED DESIGN PRESSURE OF 6 ANCHORS 6 ANCHORS 112.3 PSF, DOOR SIZE OF 120"X 108", 14 (3 ROWS OF 2) 6 ANCHORS (3 ROWS OF 2) INSTALLED INTO CONCRETE,AND USING (3 ROWS OF 2) AN ANCHOR PLATE TO MINIMIZE 2 ANCHORS 2 ANCHORS ANCHORAGE QUANTITIES: {1 ROW OF 2) (1 ROW OF 2) 1. FOR THE DESIGN PRESSURE OF 112.3 PSF,CHOOSE THE CHART-SHEET 16. 6"MAX. 2. FOR A DOOR-SIZE OF 120"X 108", CHOOSE THE PANEL SIZE OF 60"X 108". 16.00" 3.THE DOOR IS TO BE INSTALLED IN CONCRETE WITH THE ANCHOR PLATE, USE THE ANCHOR QUANTITY AS LISTED. 108.00" EVENLY SPACED, ^ � MAX. OF 18" 14 ANCHORS (7 ROWS OF 2) NOTES: 1. ANCHOR TYPES: 1. 1/4" ELCO ULTRACON INTO CONCRETE/CMU 2. 114" ELCO CRETE-FLEX INTO CONCRETE/CMU 3.#14 WOOD SCREW OR 1/4" ELCO CRETE-FLEX, INTO WOOD PRODUCT REVISED . • • �•• � ••�� .as complying with the Florida • 2. FOR MASQNRY;4W(CATIONS IN MIAMI-DADE COUNTY, USE ONLY AT LEAST 3" 6"MAX. --� -�- Building Code •• e&MIAMI*-OADfg COUNTY APPROVED MASONRY ANCHORS. MATERIALS 3' Accepiauce No IS-Or. 2 C USED FDR ANCH EVALUATIONS WERE SOUTHERN PINE,ASTM C90 BETWEEN ANCHORS Ex 'ration Date QV.... EVENLY SPACED, R •• •CONCRF.TE.MASONgY�NITS OF 1.5 MIN, KSI AND CONCRETE OF MIN. " 10.87x' MAX.OF 16" By NO MORE THAN 6 3„ Mime ade Product Con • ••3.5 KSI. :..;.. TO FIRST ANCHOR •*3.ANOR.'LOCA'f�Qj19 ARE BASED ON THE FOLLOWING TESTED • *DIMENSIONS AT Wil.QP 120.00" •• ••• HEAWSILL: :66"MAX. FROMAPP CORNERS NOTES: 6:00 • 46%MAX.AIV iM TO ANCHOR � 6+�tA/�X. TO THE LEFT AND RIGHT OF ASTRAGAL 1. HEADER ANCHOR LOCATIONS ALSO APPLY TO Q •.• �,� SILL, LEFT JAMB LOCATIONS APPLY TO RIGHT rl�. !'3705 JAMBS: JAMB, 6"MAX. FROM TOP/BOTTOM CORNERS ANCHOR � [r 18"MAX. ANCHOR TO j 1 r -v j VST Ev"IdDefe: Revhlont 06/02/15 D UPDATE TO 2014 FBC,(5TH EDITION) NHORAGE CONT. ^� '' r10R10F C.)J070 TECHNOLOGY DRIVE � -�—Oere: Revlebrse Tlfe /NOKOMlS,FL 34275 � lO •�,�; ,�,,,,,,,: ALUM. SGD SERIES 3030, LM& SM ! ,,, , ,I�P.O.BOX 1529 eye p, y N,. R.rNOKOMIS,FL 34274 Visibly Better a D A LYp.E.#58OSP.E. Dem: cneaed Dem. SGD3030 NTS 15 18 3030-LM-120 -J.R. 8101107 - - - - — - - - - - - - - -- - - - - - Anchor Quantity Required for DesignA d FOR THE JAMB,THE HEAD&SILL CLUSTER AND THE HEAD& Pressure of: +120.0 20.d -,120. ER SILL OUTSIDE OF THE CLUSTER NOM. PANEL HEIGHT(IN) 80 84 96 108 120 N cl 04 M 04 M N M N M NOM. �' Q CL c. CL a a �' o. CL CL �' n o. ANCHOR TYPES: F- 1. 1/4"ELCO ULTRACON INTO CONCRETE/CMU PANEL FRAME WIDTH SIDE o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c t 2. 1/4 ELCO CRETE-FLEX INTO CONCRETE/CMU L c � � � 3.#14 WOOD SCREW OR 1!4 ELCO CRETE-FLEX,. (IN) c c c cc c c c c c c c c c INTO WOOD Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Head& Sill C2+2 C2+2 C2+2 C2+2 C2+2 C4+2 C4+2 C2+2 C4+2 24 Jamb 10 10 10 10 10 10 12 12 12 NOT AVAILABLE Head & Sill C4+4 C2+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C:4+4' C4+4 C4+4 C4+4 IN THESE SIZES 30 Jamb 10 10 10 10 10 10 12 12 12 14 14 14 Head & Sill C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C6+4 C4+4 C6+4 36 Jamb 10 10 ' 10 10 10 10 12 12 12 14 14 .. 14 14 14 14 Head& Sill C4+4 C4+4 04+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C6+4 C4+4 C6+4 C6+4 C6+4 C6+4 42 Jamb 10 10 10 10 10 10 12 12 12 14 14 14 14 14 14 Head & Sill C4+6 C4+6 C4+6 C4+6 C4+6 C4+6L12 C4+6 C6+6 C6+6 C4+6 C6+6 C6+6 C6+6 C6+6 48 Jamb 10 10 10 10 10 10 72 12 14 14 14 14 14 14 Head & Sill 04+6 C4+6 C4+6 C4+6 C4+6 C4+6 C6+6 C4+6 C6+6 C6+6 C6+6 C6+6 - 54 Jamb 10 10 10 10 10 10 12 12 12 14 14 14 NOT AVAILABLE Head& Sill C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C6+6 4 C4+6 C6+6 C6+6 C6+6 C6+6 IN THESE SIZES Jamb 10 10 10 10 10 10 12 12 12 14 14 14 60 22 PRtODUCT REVISED ••� TA'B• E ��Y as complying with tltc Florida • • • Building Code Acceptance Nt 5'Ofoi2•C?�a 1rz 'ration Date 1g F ••• •• TOTAL•#OF ANCIjpf;j TOTAL#OF ANCHORS **PRO* THRGUG.H THE W4Q AT THE PANEL CENTER By • •• &•51LI'_.f0 TH>~d.E;� THROUGH THE HEAD& INSTRUCTIONS DETERMINE NS HE USING THE ANCHORAGE TABLES: Miam' ade Product Col ' •' •• AN RIGHT OF PANEL SILL(NOT INC. CORNER 1. DETERMINE THE DESIGN PRESSURE REQUIRED AND CHOOSE THE • Q:VUTING R"WT ANCHORAGE) APPROPRIATE CHART. • •••o** C8+10 2. USING THE NOMINAL PANEL SIZE,AND THE PREDETERMINEDso 4 00 • 660•6400 18 ANCHORAGE TYPE, FIND THE REQUIRED ANCHORAGE QUANTITY. �� OAN • • 666 • •• �c't�,.•' �GtiNS� ''.C'P � •• •• 6.66 •'• TOTAL#OF ANCHORS 3. INSTALL WITH THE ANCHOR CONDITIONS OF THE NOTES AND DETAILS 2 6.666• rC J THROUGH THE FULL OF SHEETS 13 & 14 OF 18. Na.53705 LENGTH OF THE JAMB(INC. _ _ - //'�� CORNER ANCHORAGE) (/t 47' 'z�Tfl s Ut 10 Rw.der. DOW OR\S7 6 Dwa4iQar / '•. fa �' J.R. 06/02115 D UPDATE TO 2014 FBC,{5TH EDITION) ANCHOR QUANTITIES FOR 920 DP Raw� DOW Rsvf ftw 1070 TECHNOLOGY DRIVE me i NOKOMIS,FL 34275 R.,,dey tb� PO � � P.O.sox 1529 ALUM. SGD SERIES 3030, LM& SM NOKOMIS,FL 34274 Visibly Better s`ww% Wk so.kr °r"t'0 R. A.LYNN MILLER,P.E- omnBy: 6; cheatea By Data, SGD3030 NTS 16 w 18 3030-LM-120 D P.E.#58705 J.R. 8101107- - - - - — - - — - -- - t Anchor Quantity Required for Design 0 FOR THEJAMB,THEH AD&SLLCLUSTERANDTI-EHFAa& Pressure of: +105.0 -105 SILL OUTSIDE OF THE NOM. PANEL HEIGHT(IN) 80 - 84 _ 96 108 120 r N co e- N co N M r N co r N c'7 .A'NOM. CLU OL CL $>'+ ANCHOR OR TYPES: PA >% >v PANEL FRAME 1. 1/4, ELCO ULTR ACON INTO CONCRETE/CMU 0 0 0 0 0 0 0 0 0 0 0 2. 1/4N ELCO CRETE-FLEX INTO CONCRETE/CM U WIDTH SIDE C L .c .c — t 3.#14 WOOD SCREW OR 1/4"ELCO CRETE-FLEX , (IN) c i INTO WOOD a a a Q a ¢ a a a Q a ¢ a a a Head & SiN C2+2 C2+2 C2+2_ TC2+2 C2+2 C4+2_ _C4+2 C2+2 C4+2 24 • Jamb 10 10 10 10 10 10 12 12 12 NOT AVAILABLE _ Head & Sill C4+4 C2+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 IN THESE SIZES 30 Jamb 10 10 10 10 10 10 12 12 12 14 14 I 14 Head & Sill C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C6+4 C4+4 C6+4 36 Jamb 10 10 10 10 10 10 12 12 12 14 14 14 14 14 14 Head & Sill C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C6+4 C4+4 C6+4 C6+4 C6+4 C6+4 42 Jamb 10 10 10 10 10 10 12 12 12 14 14 14 14 14 14 48 Head & Sill C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C6+6 C6+6 C4+6 C6+6 C6+6 C6+6 C6+6 Jamb 10 10 10 10 10 10 12 12 12 14 14 14 14 14 14 Head & Sill C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C6+6 C4+6 C6+6 C6+6 C6+6 C6+6 54 Jamb 10 10 10 10 10 10 12 12 12 14 I 14 14 NOT AVAILABLE Head & Sill C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C6+6 C4+6 C6+6 C6+6 C6+6 C6+6 IN THESE SIZES 60 Jamb 10 10 10 10 10 10 12 12 12 14 14 14 PRODUCT REVISED • ��•� KEY _•u_ _ as complying with Qtie Tiotida • • •• �l�_i w�l/ Building Code • Acceptance No �ra'b(o12.Oro •• •• R iration Date l$ • TOTAL•#OF ANCWC)&: TOTAL#OF ANCHORS By •• •• THROUGH THE aAQ AT THE PANEL CENTER ' • •• &9lLL��O THE.I.�ET THROUGH THE HEAD& INSTRUCTIONS ON USING THE ANCHORAGE TABLES: Miain ade ProductConteal •• •• ANQ�RIG14T OF PANEL SILL(NOT INC. CORNER 1. DETERMINE THE DESIGN PRESSURE REQUIRED AND CHOOSE THE • • METING WQiWT \ ANCHORAGE) APPROPRIATE CHART. • C8+10 •� •• •• 2. USING THE NOMINAL PANEL SIZE, AND THE PREDETERMINED lYi iJ �•��•• 18 ANCHORAGE TYPE, FIND THE REQUIRED ANCHORAGE QUANTITY. i ` ••• •' TOTAL#OF ANCHORS 3. INSTALL WITH THE ANCHOR CONDITIONS OF THE NOTES AND DETAILS J • • �{ 0000THROUGH THE FULL ' OF SHEETS 13& 14 OF 18. _ LENGTH OF THE JAMB(INC. CORNER ANCHORAGE) Revtd By. DaW: ReviO w: J.R. 06102/15 D UPDATE TO 2014 FBC, (5TH EDITION) ANCHOR QUANTITIES FOR 105 DP Rewd By Defe RevwlorLL 1070 TECHNOLOGY DRNE ra« NOKOMlS,FL 34276 � By. Rear,. ALUM. SGD SERIES 3030, LM& SM P.O.BOX 1528 s«fer6taet sow shot o.rfvM, R+v ; I ` \ NOKOMIS.,FL 34274 1/fsrbly Better A.LYNN MILLER,P.E. Dremtey Dale: CMdrea I D.b: SGD3030 NTS 1 17 d 18 3030-LM-120 D P.E.#58705 - -J.R.- 8/01/07 — — - - — - - - AnChOCQuatttit�/ RegUiredfOrDesign +AO■O �no`O SILL OUTSIDE OF T FORTFEJAMB,THE HEAD&SLLCLUSTERANDTHEHEAD& Pressure of; •7 .7THE CLUSTER NOM. PANEL HEIGHT(IN) 80 84 96 108 120 r fV co (V M r 04 M r N M r 04 M NOM. C. n �'. �' �' �' �' CL ANCHOR TYPES: PANEL FRAME 1. 114 ELCO ULTRACON INTO CONCRETE/CMU WIDTH SIDE `o o `o `0 0 `0 0 0 0 `0 0 0 `a o 0 2. 1/4"ELCO CRETE-FLEX INTO CONCRETE/CMU „ (IN) c c c � c c c c c c c c c c � 3.#14 WOOD SCREW OR 114 ELCO CRETE-FLEX, a a a ¢ a a a Q a ¢ a INTO WOOD a a a ¢ Head & Sill C2+2 C2+2 C2+2 C2+2 C2+2 C4+2 C4+2 C2+2 C4+2 24 Jamb 10 10 10 10 10 10 12 12 12 NOT AVAILABLE Head & Sill C4+4 C2+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 IN THESE SIZES 30 1 7 Jamb 10 10 ` 10 10 10 10 12 12 12 14 14 14 Head & Sill C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C6+4 C4+4 C6+4 36 Jamb 10 10 10 10 10 10 12 12 12 14 14 14 14 14 14 Head & Sill C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C4+4 C6+4 C4+4 C6+4 C6+4 C6+4 C6+4 42 Jamb 10 10 10 10 10 10 12 12 12 14 ( 14 14 14 14 14 Head & Sill C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C6+6 C6+6 C4+6 C6+6 C6+6 C6+6 C6+6 48 Jamb 10 10 10 10 10 , 10 12 12 12 14 14 14 14 14 14 54 +6 Head & Sill C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C6+6 C4+6 C6 C6+6 C6+6 C6+6 Jamb 10 10 10 10 10 I 10 12 12 12 14 14 14 NOT AVAILABLE Head & Sill C4+6 C4+6 C4+6 C4+6 C4+6 C4+6 C6+6 C4+6 C6+6 C6+6 C6+6 C6+6 IN THESE SIZES 60 Jamb 10 10 10 10 10 10 12 12 12 14 14 14 • • PRODUCT RLVTSGt7 • • • as complying with the Florida ••••: TABLE KEY DulidingCode -.- _ ►5-o t2.oCO • • • Acceptance No TOTAL 4 OF ANCjQM: TOTAL#OF ANCHORS Ex irationDate 2018 • ••• THRGWGI-ITHE WQ: AT THE PANEL CENTER By, . ;•• &S11LL9TO THE.Un THROUGH THE HEAD& INSTRUCTIONS ON USING THE ANCHORAGE TABLES: hq, adeProductCo 000 AND RIGHT OF PAW1j� SILL(NOT INC. CORNER 1. DETERMINE THE DESIGN PRESSURE REQUIRED AND CHOOSE THE ••; •N1MING P@JWa- \ r ANCHORAGE) APPROPRIATE CHART. • ...... C8+10 ... •� . 2. USING THE NOMINAL PANEL SIZE,AND THE PREDETERMINED .0.000 ` 0000 •. 004 18 ANCHORAGE TYPE, FIND THE REQUIRED ANCHORAGE QUANTITY. \\��\ { V3NN • •�� 0004•. • • • TOTAL#OF ANCHORS a 0000 3. INSTALL WITH THE ANCHOR CONDITIONS OF THE NOTES AND DETAILS �� '��G�=N�� THROUGH THE FULL OF SHEETS 13 & 14 OF 18. LENGTH OF THE JAMB (INC. No. 58705_ CORNER ANCHORAGE) Rend 6Y DOW RevWarra: J.R. 06/02/15 D UPDATE TO 2094 FBC, (5TH EDITION) ANCHOR QUANTITIES FOR 90 DP v R —By- DsU: Revwarw 1070 TECHNOLOGYDR/VE '_ 'moi,,. '•.,TLOF:��r:•' �7 NOKOMIS,FL 34275 Dow �� L�' �`- ` Re9dW Deas: Re�4hv: ALUM. SGD SERIES 3030, LM& SM P.O.BOX 1529 C;Tar.rl"At w scab: srwet Re / atoms W. Dore. Deas NOKOMIS,FL 34274 Visibly Better a D A L P.E.#58705 P E - J.R. -8/01A - - - - soD3o3o NTS 18 78 3030-LM-120 } MIAMI•DADE MIAMI=DADS COUNTY ODUCI'CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESO E. k'R;s 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION �� 786}315-2590 F(786)315 2599 NOTICE OF ACCEPTANCE NOA rti-%vw.miamidade.gov/economy PGT Industries 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 Product Control Section(In Miami—Dade County)and/or the AHJ(in areas other than Miami—Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material t fails to perforin in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or.material within their jurisdiction. ,RER-reserves the right to revoke this acceptance, if it is determined by Miami—Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code: This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone.- DESCRIPTION: Series "PW-701/720/820"Aluminum Fixed Window-L.M.I. . . :9 0 0 9: AT]'ROVA>I)KUMENT: Drawing No. MD-720-820.1, titled "Fixed Window Installation Guidelines", **Gee* sheets 1 through I O*of 10, dated 04/12/13,with revision A dated 07/02/15,prepared by manufacturer, signed •• and sealed byActh®ny Lynn Miller,P.E.,bearing the Miami-Dade County Product Control Section Revision .;..• stayrp with tl,�e0 gtice of Acceptance number and expiration date by the Miatni-Dade County Product 90000 Conir4 SectNi6;0 "••0 Wj$$ LE IWKT RATING:Large and Small Missile Impact Resistant ••••; E BELING*Mach unit shall bear a permanent label with the manufacturer's name or logo, city, state, 9:9999 v1pdel/series,a4J mellowing statement: "Miami-Dade County Product Control Approved", unless otherwise •• lofe4hereime 9 9 • . . 9:0000 REMWAL bf A 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 oedur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety.. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOAH 13-0502.03 and consists of this page 1 and evidence pages E-I and E.2,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. / NOA No. 15-0528.26 MIAMI'DADE COUNTY Expiration Date: February 19,2019 47/211 Approval Date: July 09 2015 Page 1 " 4" i PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. , 2. Drawing No. MD-720-820.1, titled "Fixed Window Installation Guidelines", sheets 1 through 10 of 10, dated 04/12/13, with revision A dated 07/02/15,; prepared by manufacturer, signed and sealed by Anthony Lynn Miller,P.E. { B. TESTS 1. Test reports on: 1)Air Infiltration Test,per FBC, TAS 202-94 2)Uniform Static Air Pressure Test, Loading per FBC,TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC, TAS 201--94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6)Forced Entry Test,per FBC 2411.3.2.1, and TAS 202-94 along with marked-up drawings and installation diagram of an aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc.,Test Report No. FTL-7212, dated 03/21/13, signed and sealed by Marlin D. Brinson, P.E. (Submitted under previous NDA No. 13-0502.03) .. 2. Test reports on: 1)Air Infiltration Test,'per FBC,TAS 202-94 • ••; •••• ; •••• 2)Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 .....; 3) Water Resistance Test,per FBC, TAS 202-94 • •• 4)Large Missile Impact Test per FBC,TAS 201-94 .. .. .. 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 ••••• •• ••along with marked—up drawings and installation diagram of an aluminum fixed "' • 9Mn0ow,prepared by Fenestration Testing Laboratory, Inc.,Test Reports No. •••• 'M-3835 and FTL-3850, dated 07/18/03 and 07/31/03 respectively, all signed and ...... .. ..j�jl d by Joseph C. Chan,P.E. • •••• . fSubmitted under NOA No. 03-1105.01) ...... .... . . -*CALCULATIONS 1. 1. Anchor verification calculations and structural analysis, complying with FBC-5" Edition (2014), dated 05/20/15,prepared by manufacturer, signed and sealed by Anthony Lynn Miller,P.E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources (RER). f Manue Perez . Z_/ Product Control Exafai.4er NOA No. 15-0528.26 Expiration Date: February 19,2019 Approval Date: July 092015 E-1 i PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America,Inc. for their "Kuraray Butacite®PVB Glass Interlayer"dated 04/25/15,expiring on 12/11/16. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray America,Inc. for their "Kuraray SentryGlasO(Clear and White) Glass Interlayers"dated 06/25/15, " expiring on 07/04/18. 3. TREMCO Part No. TR-14271E EPDM exterior glazing gasket complying with the following: r a) ASTM C864 Specification for Dense Elastomeric Compression Seal Gaskets, Setting Blocks, and Spacers with Option II exceptions. b) ASTM D412 Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers—Tension of 1600 PSI. c) ASTM D395B Test Methods for Rubber Property—Compression Set for 22 HRS 158°F. d) ASTM D 624 Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers of 143 lb/in. F. ..STATEMENTS • •; ••••Y. Statement letter of conformance, complying with FBC-511 Edition (2014), dated May 020,1015,issued by manufacturer, signed and sealed by Anthony Lynn Miller,P.E. • 2. Statement letter of no financial interest, dated May 20, 2015, issued by manufacturer, .. .4igp;d and sealed by Anthony Lynn Miller,P.E. ••••• •• Z. %Uboratory compliance letter for Test Report No. FTL-7212, dated 03/21/13, signed '•••• ...••; • andsealed by Marlin D. Brinson, P.E. •••• '• � Sl bmitted under previous NOA No. 13-0502.03) • ••• 4. . jDQratory compliance letter for Test Reports No. FTL-3835 and FTL-3850, dated '... 07618/03 and 07/31/03 respectively, all signed and sealed by Joseph C. Chan,P.E. •'•••• •••• ••NAnitted under NOA No. 03-1105.01) G. OTHERS 1. Notice of Acceptance No. 13-0502.03, issued to PGT Industries for their Series"PW- 701/720/820"Aluminum Fixed Window–L.M.I."approved on 07/18/13 and expiring on 02/19/19. c ManuelPer . Product Control ami er NOA No. 15- 26 Expiration Date: February 19,2019 Approval Date: July 09 2015 E-2 GENERAL NOTES:SERIES 720/820 DESIGN PRESSURE RATING IMPACT RATING IMPACT-RESISTANT FIXED WINDOW VARIES, RATED FOR LARGE&SMALL SEE SHEETS 2-5 MISSILE IMPACT RESISTANCE 1)THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA 48'TIP-TO-TIP WIDTH BUILDING CODE,INCLUDING THE HIGH VELOCITY48"BUCK WIDTH HURRICANE ZONE(HVHZ). 47"BUCK WIDTH 48"BUCK WIDTH 44-114"VISIBLE 45-1/4"VISIBLE 45-1/4'VISIBLE PRODUCT REVISED 2 SHUTTERS ARE NOT REQUIRED WHEN USED IN LIGHT WIDTH LIGHT WIDTH LIGHT WIDTH WIND-BORNE DEBRIS REGIONS.FOR INSULATED GLASS 2"MAX as complying with the Florida INSTALLATIONS ABOVE 30'IN THE HVHZ,THE OUTBOARD -•-i 6"MAX. -�-{ 6"MAX. H SHEET 8 Building Code_ LITE(CAP)MUST TEMPERED. 8,SHEET 6 D,SHEET 7 H,SHEET 8 AcGernto ba ei�J'O rL�o iv Ici 3)FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, By USE ONLY MIAMI-DADE COUNTY APPROVED MASONRY mi ANCHORS.MATERIALS USED FOR ANCHOR EVALUATIONS Mi ade Product Co 0 END WERE SOUTHERN PINE,ASTM C90 CONCRETE MASONRY A A C- E,SHEET 8 1 E,SHEET 8 UNITS AND CONCRETE WITH MIN.KSI PER ANCHOR TYPE. SHEET 8 i SHEET 6 95" SH ET 7 I SHEET 7 G,SHEET 9 G, HEET 9 ;5TH EDITION FB UPDATE BUCK ( 9s" o DATE: 07/02/15 4)ALL WOOD BUCKS LESS THAN 1-1/2"THICK ARE TO BE _I _ _ — HEIGHT J� — — — j BUCK �! i m CONSIDERED 1X INSTALLATIONS.1X WOOD BUCKS ARE r r HEIGHT T > f I 93-114" a OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. / 92-1/4" / / VISIBLE v WOOD BUCKS DEPICTED AS 2X ARE 1-112"THICK OR 12"MAX. VISIBLE 12"MAX. I93-114' ( LIGHT v 1 GREATER. 1O.C. LIGHT O.C. VISIBLE 5"MAX.X AND 2X BUCKS(WHEN USED)SHALL BE � HEIGHT DESIGNED TO PROPERLY TRANSFER LOADS TO THE i HEIGHT / LIGHT O.C. II _ STRUCTURE.WOOD BUCK DESIGN AND INSTALLATION IS ( / 96" HEIGHT I / 96 M Y Q BUCK THE RESPONSIBILITY OF THE ENGINEER,(EOR)OR TIP-TO > a Baa ARCHITECT OF RECORD,(AOR). I TIP I I HEIGHT O HEIGHT po 5)ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE I I ( } � d a;nQ Q N 0 04 W co BEYOND WALL DRESSING OR STUCCO.USE ANCHORS OF I 1 SUFFICIENT EMBEDMENT.NARROW JOINT SEALANT IS USED 1 1 O M N ON ALL FOURCORNERS OF THE FRAME.INSTALLATION W JO J NMI p Z f8 ~ 4NCHOR�-ea7'ULD BE SEALED.OVERALL F,SHEET 8 Z tt" .tn_ll,ci). •••=EALINGIFLASHING StRAT9GY FOR WATER RESISTANCE OF 6" B -.� �.- 12"MAX,O.C. 6" D j �-+ - 12"MAX.O.C. 2"M H,SHEET 9 50 X N a �^ INSTALL--WQ I•3HALL A DONE BY OTHERS AND IS BEYOND MAX. SHEET 6 MAX. SHEET 7 5"MAX.O.C. W - 02 'o 5 -°N •••fHE SCOPE OP THESE INSTF;UCTIONS. 1- Z (Yl O •••8)MAX. •K4+'SIMMS AR5 REQUIRED AT EACH ANCHOR 9M0 TYP. FLANGED FRAME TYP. EQUAL-LEG FRAME TYP. FIN FRAME ELEVATION o0 > O Y Z Z o •••itow15N 1AIMIRE T&,RCQPUCT IS NOT FLUSH TO THE ELEVATION TESTED UNIT ELEVATION (TESTED UNIT) BESTED UNIT) O OLL .:.SUBSTRATE.11SE SHIN"�VABLE OF TRANSFERRING g Q O &PPLIEM."ACLS.WOOD BUOKS,BY OTHERS,MUST BE > •••SUFFICIENTLY ANCHOU TO RESIST LOADS IMPOSED ON FIGURE 1: J J THEM BY THE WINDOW.:... 12"O,C. SHAPES AS SHOWN BELOW OR SIMILAR,MAY BE USED BY INSCRIBING THE SHAPE IN A BLOCK H W • ••• •• •••••• GUIDE TO SHEETS: MAX AND OBTAINING DESIGN PRESSURES FOR THAT BLOCK SIZE FROM THE TABLES ON SHEETS 2-5. `� to o2S haws • • • 7)DESIGN PRRSSURCS:••• GENERAL NOTES........................ 1 ANCHOR SPACING TO BE 6"MAX.FROM CORNERS AND 12"O.C.MAX.FOR ALL CURVED FRAME v Z W • •!a.NEGA-rfMEDESIGN OAD:BASED ON STRUCTURAUCYCLE ELEVATIONS................................ 1 MEMBERS,SEE FIGURE 1,THIS SHEET. �S IW- F- 0 TEST PRE$�E,FRAME ANALYSIS AND GLASS PER ASTM GLAZING DETAILS....................... 2-5 ' O O E1300. DESIGN PRESSURES.................. 2-5 12"O.C. I-• -WIDTH —=i I'' WIDTH �I WIDTH I" WIDTH �{ Q Z Z B.POSITIVE DESIGN LOADS BASED ON WATER TEST ® INSTALLATION,FLANGE............. 6 MAX. / F- - - - - - - -1 T T r r O Q N N PRESSURE,STRUCTURAU CYCLE TEST PRESSURE,FRAME INSTALLATION,EQUAL-LEG....... 7 I I I r p W h 04 ANALYSIS AND GLASS PER ASTM E1300. INSTALLATION,INT.FIN A...........8 /� INSTALLATION,INT.FIN B...........9 / t? I w y� 1 w w V X W 3:3: d 8)THE ANCHORAGE METHODS SHOWN HAVE BEEN CORNER ASSEMBLY...................10 6" i I = I z I I = ( I ti 0 DESIGNED TO RESIST THE WINDLOADS CORRESPONDING EXTRUSION PROFILES................10 MAX j _- _j L _ J °f;(1 °saQ sar�as TO THE REQUIRED DESIGN PRESSURE.THE 33-1/3%,STRESS PARTS LIST...................................10 1 - INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS WIDTH -i h- WIDTH WIDTH WIDTH PRODUCT.THE 1.6 LOAD DURATION FACTOR WAS USED FOR - - r �� C�`( (.YP�/v TABLE 1: THE EVALUATION OF ANCHORS INTO WOOD.ANCHORS THAT I� T �1�� • >/( ��i COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS Ty Sheet Description _ _ _ �$ . ' �tCE�ls� '•.��` �. SHALL MEET THE REQUIREMENTS OF THE FLORIDA # # le C7 1� BUILDING CODE FOR CORROSION RESISTANCE. i 7116"Laml(3116"An-.090"PVB-3/16" HS) 2 = _ _ ( I x No. 537Q5 ' r 2 7/16"Laml(3116"HS-.09(r PVB-3116"HS) 2 - 9)REFERENCES:TEST REPORTS FTL-3835,3850&7212; 3 1-1/16"Laml.IG(3/16"T-7/16'Air-3116'An-.090"PVB-3/16'HS) 3 - - - J - ELCO ULTRACON NOA;ELCO CRETEFLEX NOA;ANSI/AF&PA 4 1-1/16"Laml. IG(3/16"T-7/16"Air-3116'HS-.090"PVB-3116"HS) 3 //�� WIDTH- --►{ I� WIDTH } WIDTH �{ I+ WIDTH -•I I� f J NDS FOR WOOD CONSTRUCTION AND ALUMINUM DESIGN U _ - _ -- 5 7116"Laml 3116"An-.090"SG-3/16"An 4 - r - - 1 - - :C)�'• ATC OF / MANUAL. 6 7116"Laml 3/16"HS-.090'SG-3/16'HS 4 T r - -- - �� \ 7 1-1/16"Lam!. IG(3116"T-7116"Air-3116"An-.090"SG-3116"An 5 } = y I -, ��c, •..•• 10)THE 720 SERIES USES A PVB INTERLAYER,THE 820 z 8 1-1/16'Laml. IG 3/16'T-7116"Air-3116"HS-.090'SG-3116"HS 5 �� 0 / SERIES USES AN SG INTERLAYER.THE 720 AND 820 SERIES w W �� = i MAY ALSO BE REFERRED AS THE 701 SERIES. AA "SG"="KURARAY SENTRYGLAS INTERLAYER"BY KURARAY AMERICA,INC. "PVB"="KURARAY BUTACITE®PVB INTERLAYER"BY KURARAY AMERICA,INC. 11 .-y_ A.LYNN MILLER,P.E. P.E.#58705 TABLE 2: Window Design Pressure(+/-,psf)for Glass Type 1 Lang Side(n) 7116"LAMINATED 67-718 72 76 80 84 88 1 92 96 100 104 109.112 GLASS STACK 30 +1-80 +1.80 +1.80 +/-80 +/•80 +/$0 +1.80 +1-80 +/-80 +1.80 +1-80 32 +1-80 +1-80 +1-80 +/-80 +/.80 +1.80 +1.80 +/-80 +1-80 +1-80 +1.80 .090"PVB INTERLAYER 34 +1-80 +1-80 +/-80 +1.80 +/$0 +1.80 +/-80 +1.80 +/-80 +/-79.8 +1.79.4 3/16"HEAT STRENGTHENED GLASS 36 +/-80 +1.80 +/-80 +1-80 +/50 +1-80 +/-79.7 +/-77.2 +1.75.1 +1-73.4 +/-72.2 3116"ANNEALED GLASS PRODUCT REVISED 38 +1.80 +1-80 +1-80 +1-80 +/$0 +1-76.1 +/-75.2 +/-725 +1.70.3 +1.68.5 +1-68.3 as Building complyingwiththe Florida 40 +1-80 +/-80 +/-80 +1.79.8 +1-77.2 +1-74.3 +/-71.3 +1-67.9 +/$5.1 +1•63.4 +/-61.6 Building Code +1.81.6 +1.59.8 +/-58.2 4 11 Acceptance No 42 +1.80 +/.80 +/.80 +1.77.4 +1-74.3 +1-71.3 +/-68.2 +1-64.7 . iration Dale 44 +/-80 +1-80 +1-78.9 +1-75.4 +1.72.1 +1-68.9 +1.65.6 +1.622 +159.7 +/-57.5 USED AT CURVED 46 +1.80 +/•80 +1-77.2 +1-73.6 +/-70.1 +1-68.8 +1-63.5 +/-60.3 +157.7 FRAME MEMBERS ONLY 2g SS �- LONG SIDE BY 48 +1.80 +1-79.3 +1.75.6 +1.71.9 +/-68.3 +/-64.9 +/-61.5 +/-58.2 @ 11-718"O.C.MAX. GLASS BITE Min i ade Product ntro 50 +1-80 +/-77.5 +1-74.1 +1-70.3 +1.66.7 +1.63.1 +1-59.7 1-3 - 52 +1-79.1 +/-75-6 +/-72.4 +/-66.8 +1.65.1 +1-61.5 SHORT NO CHANGE THIS SHEET 54 +l-77.4 +/-73.8 +1-70.5 +/-87.3 +1-63.5 EXTERIOR SIDE a DATE: 07/02/15 56 +1-75.8 +/-72 +1-68.6 +/-65.3 20 13 i m 58 +1-74.2 +/-70.3 +/-66.8 _I- , rt 60 +/-727 +1-68.7 +/-65 GLASS TYPE 1 62 +1-71.2 +/-67.1 U 64 +1-69.7 +1-85.5 f+- LONG SIDE -� a 66 +1-68.3 67.7/8 +/-67 Y Q NOTES: SHORT �/ W to •nab 1)BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT 1"FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. SIDE 7� a 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. p 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. h � a oQ co O "t C14 1� TABLE DIMENSIONS MAY BE - < m lLl N 0. ORIENTED VERTICALLY OR O -� N o z ~ Z 1.L to LL (0 J UMOJQ Q ' ' HORIZONTALLY AS SHOWN. _ � W • 0000 . 00 /1 `l �/ t%/ Q a 0000 • • • W V X C O • • • • 1-- W m O C7 SMO 0000•• . . / oa o 0 TABLE 3: • 0000•• // • 00 •• • •• •• o Z a- z o) o (n W • Window Design Pressure(+/-,psf)forGlass Type 3 g J O . 0• . .. 000.00UJ • •• • 0000 Lang Side(in) 1-1/16"NOM. 7116"LAMINATED N • ';' 7-7/8 ' 76 80 84 88 92 98 100 104 109-112 GLASS STACK • • 30 . +1.80 + . 0 +/-80 +1-80 +1$0 +1.80 +/-80 +1-80 +1-80 +1-80 +1.80 GLASS STACK Q H • • • 3 +1.80 • +1.80 +/-80 +/•80 +1$0 +/-80 +1-80 +1-80 +1-80 +1-80 +1.80 3/16"HEAT J SHORT rn 0 W taays ' 3 • +/•80 +1.80 +/-80 +1.80 +150 +/-80 +/-80 +1.60 +/-80 +1-80 +/-80 STRENGTHENED GLASS 'I ® rn Z • • • 36 +1-80 • • +1.80 +/-80 +/-80 +1.80 +1.80 +1.80 +/-80 +1-80 +!•80 +l-80 3/16"TEMPERED GLASS SIDE � H 36 •+/-80 +r-80 +1-80 +J-80 +/-80 +1-80 +/-80 +1-80 +1-79.4 +l-78.4 +/-74.3 3116"ANNEALED GLASS O U) Z 40--j- +/80 +/-80 +1-80 +1-80 +150 +/-80 +/•80 +l-76.7 +/-73.5 +1-70.9 +l-69 7/16"AIR SPACE .090"PVB Q 2 01035 42 +1-80 +/-80 +/-80 +1-80 +1$0 +1-80 +1-77 +/-73.1 +/$9.6 +1-66.9 +1.65.2 11 INTERLAYER LL Z_ 0. 44 +/•80 +1.80 +/-80 +/-80 +150 +1-77.8 +1-74.1 +1-70.3 +/$7.5 +/-63.9 O Z N� v 46 +1-80 +/-80 +/-80 +1-80 +J-79.2 +1-75.4 +1-71.7 +1.68-1 +155.1 S LONG U f`00 v 48 +/80 +/-80 +l-80 +l-80 +J-772 r1-73.3 +/89.5 +1.65.8 USED AT CURVED SIDE U W 3:3: 50 +/-80 +1-80 +/-80 +1-79.4 +/-75-3 +1-71.3 +1-67.5 FRAME MEMBERS ONLY 29 SS X W la-0-1 d +! 7 11-7/B"O.C.MAX. GLASS BITE Li 52 +/-80 +1.80 +1.80 +1-73.5 +/-69.5 @ N 54 +/-80 +/.80 +/•79-6 +1-76 +1-71.8 1-3 sl7r1 asaQ sauas 56 +/-80 +1-80 +/-77.5 +/-73.8 /'1-- 58 +J-80 +1-79.4 +!•75.4 EXTERIOR ��\ N i LYNN 60 +!•80 +1-77.6 +1.73.5 a 22 21 13 SHORT ,�Z�. ,GCfVS 62 +1.80 +/•75.8 SIDE ` �, F 64 +1-78.8 +J-74 GLASS TYPE 3 -"'r66 +/-77.2 '` No. 58705 67-718 +/-74.9 NOTES: 1)BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT 1"FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. � I 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 17 IV 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. ST, T� F � �,,``. ••0000.• ' `��\, A.LYNN MILLER,P.E. P.E.#58705 TABLE 4: Window Design Pressure(+1-,psf)for Glass Types 2&4 Long Side(in) 67-718 72 76 80 84 88 92 96 100 104 109-112 112 116 120 124 128 132 136 140 144 30 +1.80 +1-80_ +1-80 +1-80 +/-80 +1.80 +1-80 +1$0 +1$0 +/-80 +1-80 +1-80 +/$0 +1.80 +1.80 +/-e0 +/-80 +1-80 +1.80 +/-80 32 +1-80 +/-80 +/$0 +1.80 +/-80 +1.80 +1.80 +/•80 +1.80 +1.80 +/$0 +/-80 +/$0 +1.80 +/-80 +1-80 +1.80 +1-80 +1.80 34 +/-80 +1$0 +l$0 +1$0 +1$0 +1.80 +1$0 +1-80 +1.80 +1-80 +1.80 +1-80 +1.80 +1-80 +/-80 +1$0 +1-80 PRODUCT REVISED 36 +1-80 +1.80 +1-80 +1$0 +1-80 +/8p +1-80 +1-80 +/-80 +/-80 +/$0 +1-80 +1-80 +1-80 +1-80 +1.80 as cauplying with tho Florida 38 +1-80 1 +1$0 +/$0 +1-80 +1$0 +1-80 +1.80 +1$0 +1-80 +1$0 +/$0 +1.80 +1-80 +/-80 Building code 1�O5 • 40 +1.80 +1$0 +/-80 +1-80 +1$0 +l$0 +l$0 +1-80 +1$0 +1-80 +/-80 +/-80 Acceptance @ pirssti i Date )9 42 +1.80 +1-80 +1-80 +1-80 +1-80 +1-80 +/-80 +1-80 +1-60 +1.80 +1-80 44 +1-80 +/-80 +1.80 +1.80 +1.80 +1-80 +1-80 +1-80 +1.80 +1-80B 46 +/$0 +/$0 +1.80 +/-80 +1.80 +1-80 +/-844 0 +/-80 +/-80 Mise 'Dade Product ntral - 48 +/-80 -+1-80- +1.80 +1.80 +1.80 +1.80 +1-80 -. +1-80- - _ - - (n 50 +/-80 1 +1.80 +/$0 +1.80 +1$0 +/-80 +1-80 NO CHANGE THIS SHEET 52 +/-80 +/$0 +/-80 +1-80 +1-80 +1-79.1 DATE: 07/02/15 U) 54 +1-80 +/$0 +/-80 +1-80 +1.78.6 m 56 +1-80 +/-80 +1-80 +1.79,1 d 58 +1-80 +/-80 +1$0 a U 60 +1-80 1 +1.80 +1-79.3 62 +/-80 +1.80 64 +1-80 +1-80 66 +1-80 ce Y Q 67-7/8 +1-80 NOTES: `- 1)BUCK DIMENSIONS SHOWN-FOR FLANGED WINDOWS,SUBTRACT 1`FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. p OU) o 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. N atoo 0 04 N 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. j CO Wh p J 0) _, o Z Aa • • •Z U) LL rp J tIMOJQ [cc] W r r w 4 .... .. UU_ X � • }- Z to p c� sMQ • • • • TABLE DIMENSIONS MAY BE o w Y • ••.•.. • ••• •• • •• •• 1-1/16"NOM. 0 C) ORIENTED VERTICALLY OR ti Z °: O cA GLASS STACK 7/16"LAMINATED Z HORIZONTALLY AS SHOWN. LL •" • •• •••••1</16'LAMINATED GLASS STACK LONG J W O • ••• • •••• GLASS STACK 3/16"HEAT STRENGTHENED GLASS SIDE J Q M • • • • • P INTERLAYER 3/16"TEMPERED GLASS ��•- LONG SIDE i •• • 3116'HEAT STRENGTHENED GLASS / taa4S •••••• • EAT � � w "' •' •••••• 7/16"AIR SPACE •3(18"HEAj ST�NGTHENED GLASSGTHENED GLASS 090"PVB INTERLAYER � �i Z to � f- • • 11 SHORT 00 CO Z • ••• •••• • • �••••• 4 11 5 SIDE / p WUSED AT CURVED S5 DET LL Z ll USED AT CURVEDFRAME MEMBERS ONLY 29 • 5/8" OFRAME MEMBERS ONLY 29 Z N N@ 11-7/8"O.C.MAX. BITE @ 11-7/8"O.C.MAX. GLASS BITEa to1-3 LU X wLONG SIDE -� LL o EXTERIOR EXTERIOR 20 G7 22 21 13 SHORT LONG \\\11tt�1111/7/7 GLASS TYPE 2 GLASS TYPE 4 sIDE SIDE \\i\\ONZ 11 N'1! /�i<<c� ` SHORT �} -7 IS f C �-t SIDE -): /• � II ,Ul A.LYNN MILLER.P.E. P.E.#58705 TABLE 5: Window Design Pressure(+/",psf)forGlass Type 5 Lang Side(in) 7/16"LAMINATED 67-718 72 76 80 84 88 92 96 100 104 109-1/2 GLASS STACK 30 +901-125.4 +901.120 +901115.5 +901-111.5 +901-108.5 +901.106 +gp1-104.5 +901-103.5 +901-1025 +901-100.7 +90'-97.9 .090"SG INTERLAYER r36 +901-116.9 +90'-110.8 +901-105.3 +906-101.6 +901-98.7 +901.95.7 +901-92.3 +901-90.6 +901-90-3 +/-89.9 +1.89 +90/-108.9 +901-103 +901-98.8 +901-95.1 +901-91.8 +1-88.2 +1-84.4 +1-81.5 +180.1 +1-79.8 +1-79.4 3/16"ANNEALED GLASS +901-102.6 +901-97.1 +901-928 +/-88.9 +1.85.5 +/-826 +/-79.7 +1-77.2 +/-75.1 +1-73.4 +1-72.2 3/16"ANNEALED GLASS PRODUCT REVISED +901-98.4 +901-92.2 +/-86.7 +1.83.2 +/-80.7 +1-78.1 +1.75.2 +1-725 +1-70.3 +/-68.5 +/-66.3 4as complying with the Florid+901-94.6 +/-88.2 +1-82.6 +1.79.8 +1-77.2 +1-74.3 +1-71.3 +/-67.9 +1.65.1 +1-63.4 +/-61.6 11 Building Code+901-91.3 +1-84.7 +1.60.7 +1-77.4 +1-74.3 +1-71.3 +1.68.2 +1-64.7 +/•51.6 +l-59.8 +/-58.2 Acccptance No USED AT CURVEDpirani tDate+1.88.3 +/•82.4 +/-78.9 +1-75.4 +/-72.1 +1.68.9 +1-65.6 +1-622 +159.7 +1-57.5 FRAME MEMBERS ONLY 29 518"+/-85.4 +/•80.8 +1-77.2 +1-73.6 +1-70.1 +1.66.8 +1-63.5 0-60.3 +157.7 11-7/8"O.C.MAX. @ GLASS BITE �- LONG SIDE uy v 48 +/-827 +1.79.3 +1-75.6 +1-71.9 +1-68.3 +/•64.9 +1-61.5 +/-58.2 Mia [7adeProdttcl 50 +1-80.9 +1-77.5 +1-74.1 +/-70.3 +1-66.7 +/-63.1 +159.7 1-3 g 52 +/-79.1 +/-75.6 +1-72.4 +/-68.8 +1-65.1 +/-61.5 f SHORT 54 +/-77-4 +1-73.6 +1.70.5 +1.87.3 +1$3.5 EXTERIOR /,i ; NO CHANGE THIS SHEET 56 +1-75.8 +1-72 +1-68.6 +1.65.3 ?0 13 SIDE 9i a DATE: 07/02/15 58 +/-74.2 +/-70.3 +/-68.8 00 60 +1.727 +/-68.7 +1-65 GLASS TYPE 5 a 62 +/•71.2 +1-67.1 64 +1.69.7 +1-65.5 �-•�- LONG SIDE -•-{ 66 +1-68.3 67-718 +1-67 T_ M Y Q NOTES: SHORT 11 1)BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT 1"FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. > Baa 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. SIDE 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. U) N 4)THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL-LEG WINDOWS.DO NOT USE WITH FIN-FRAMED WINDOWS. `t ai°p O (� N N co O TABLE DIMENSIONS MAY BE M W N ORIENTED VERTICALLY OR O -t N o Z 18 ~ Z u_ to V- CC) J uMojp O ' '••' HORIZONTALLY AS SHOWN. _ � W • . .•.• • •• (] ...... wU p � °N STABLE 6: __-'....rte o W m O /� ~ > OO v Z co �_ • ••• .. .. .. Window Design Pressure(+/ ps1)for Glass Type 7 9 z a z 9 0 w ' Long Side(in) O 7-7/8 ? 76 60 84 88 92 96 100 104 109-112 1-1/16"NOM. N. -� •• • 30•• •+ 1-130 '+'961-130 +90'-130 +901-126 +901-122.6 +90/-119.8 +90!•118.1 +901-117 +90/-115.8 +901-112.7 +90/-109.9 GLASS STACK Q • • • +901.102 +90/-101-4 +90/-99.7 GLA LAMINATED F- 32 +901-130• *90N-425.1 +90!•118.9 +901-114.8 +901-111.5 +901-108.1 +901.104.3 +901-102.4 GLASS STACK Q � • • • 3 • +901-123.4 •9(Y416.4 +90!•111.7 +90'-107.5 +901-103.8 +901-99.7 +901-95.3 +901-92.1 +901-90.5 +/-90 +/-89.6 SHORT rn � W laa4S 1-1 3116"ANNEALED GLASS SIDE ® rn Z W 36 eawl-116. +94-109.8 +901-104.8 +90/-100.5 +901.96.6 +901-93.3 +/-90 +1-87.3 +184.9 +1.82.3 +/-81.2 3116"TEMPERED GLASS C - D U) 3116"ANNEALED GLASS 38•• •901-111. +90' 04.2 +90/-97.9 +901-94 +901-91.1 +/-88.2 +1-84.9 +/-81.9 +/-79.4 +1•76.4 +/-74.3 � U) H 4 .• #901-106.9 +901-99.6 +901-93.4 +901-90.1 +1.87.2 +/-84 +1-80.5 +1-76.7 +/-73.5 +/•70.9 +1-69 7/16"AIR SPACE 090"SG INTERLAYER W0 U) Z 42 +90/-103.2 +90/-95.7 +901-91.2 +1.87.4 +1.84 +/-80.6 +1-77 +1-731 +1.89.6 +/-68.9 +1-85.2 Q 0 W al°aS 44 +901-99-7 +901-93.1 +1-89.1 +1-85.2 +1-81.4 +1-77.8 +1-74.1 +/-70.3 +1167.5 +1-63-9 11 Z 46 +901-96.5 +901-91.3 +1.87.2 +1-83.2 +1-79.2 +1-75.4 +1-71.7 +1-68.1 +155.1 5 LONG o � Z ti 04 v 48 +901-93.5 +/-89.6 +/-85.4 +i-81.2 +1-77.2 +/-73.3 +/-69.5 +/•65,8 USED AT CURVED SIDE W W U) 50 +901-91.4 +1-87.6 +1-83.7 +1-79-4 +1-75.3 +1-71.3 +/-87.5 FRAME MEMBERS ONLY 29 5/8" Lv X W 0-0- GLASS52 +/-89.4 +1.65.5 +1-81.8 +/-77.7 +1-73.5 +1-69.5 @ 11-718"O.C.MAX. GLASS BITE tL p 54 +1-87.5 +/-83.4 +1-79.6 +1-76 +1-71.8 56 +1.85.6 +1-81-4 +/-77.5 +/-73.8 1-3 al!!1 asap sauaS 58 +1.83.8 +l-79.4 +1-75.4 60 +/-821 +l-77.6 *J-73.5 EXTERIOR 22 21 13 SHORT C� \�� y 1.YAtN 62 +/-80.4 0-75.8 SIDE f 0 64 +/-78.8 +1-74 �IGEiVS&' ,Q 66 +/-77.2 GLASS TYPE 7 •' 67.7/8 +1.74.9 IJo. 5670,5 K NOTES: 1)BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT 1"FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. } ; ` / ,�� L 4)THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL-LEG WINDOWS.DO NOT USE WITH FIN-FRAMED WINDOWS. ; ! ATL F '�/ j!r its A.LYW MILLER,P.E. P.Eft 58705 TABLE 7' Window Design Pressure(+/-,psQ for Glass Types 6&8 Long Side(in) 67-718 72 76 80 84 88 92 96 100 104 109-1/2 112 lie 120 124 128 132 136 140 144 30 +901-130 +901-130 +90/130 +901.130 +901-130 +901-130 +901-130 +901-130 +901-130 +90/-130 +901-130 +901.130 +901-130 +901-130 +901-i30 +901-130 +901-130 +901-130 +901-130 +901.130 32 +901-130 +901-130 +90/430 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901.130 +901-130 +901.130 +901-130 +901-130 34 +901-130 +901.130 +90!•130 +901.130 +901-130 +901-130 +901-130 +901-130 +901-130 +90/-130 +901-130 +901-130 +901-130 +901-130 +901.130 +901-130 +901-130 PRODUCT REVISED 36 +90/-130 +901-130 +901-130 +901-130 +901.130 +901430 +90/430 +90/-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 as complying with the Fbtida Building Code 38 +901-130. +901.130 +901-130 +90/-130 +901.130 +901-130 +901-1130 1 +901-130 +901-130 +901-130 +901-130 +901-130 +901-129.2 +901-127.3 Acceptance N016 528.aia 40 +901-130 +901-130 +90/-130 +901-130 +901-130 +90/430 +901-130 1 +901-130 +901-130 +90/-128.8 +901-123.2 +901-122 Ex irati i Date 19 42 +901-130 +901-130 +901-130 +901.130 +901-130 +901-130 +901-130 +901-129.3 +901-123.2 +901-119.7 +901-116.4 44 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-124.5 +90P-119.4 +901.115 BY ' 46 +901-130 +901.130 +90/-130 +901.1130 +901-130 +901-130 +901-126.9 +901-120.5 +901-115.3 Miami ode Product ntrof ` -6 48 +901-130 ' +901-130 +901.130 +901-130 +901-130- +90/-129.7 +901-123 +901-116.5 50 +901-130 +901-130 +90/-130 +sa-130 +901-130 +90V-126.2 +89.41119.5NO CHANGE THIS SHEET 52 +901-130 +901-130 +901-i3o +901-130 +901-130 +88.81-123 DATE: 07/02/15 54 +901-130 +901-130 +901-130 +901-130 +8B.8/-127.1 m 56 +901-130 +90/-130 +901.130 +89.41-129 ' 58 +901-130 +901-130 +901-130 60 +901-130 +90/-130 +89.61-129. 62 +901-130 +901-130 0 64 +901-130 +901-130 66 +901-130 c Y Q 67-718 +90/-130 j a ^ab NOTES: `- ` i)BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT'{-FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION, 0 p o 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. O CV 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. 0 N N 00 4)THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL-LEG WINDOWS.DO NOT USE WITH FIN-FRAMED WINDOWS. M M W CV O _j 04 -J C) Z �8 • •• Z LL IN LL (0 J IIMOlO Q • • • = (.d — r w G • • • • • O wUr • •.• • • • ma TABLE DIMENSIONS MAY BE > O OY Z �o ' "' " ' '• •• ORIENTED VERTICALLY OR o Z d Z O T_ 0) LL • • . HORIZONTALLY AS SHOWN. W O ••• • •• •••••• 1-1/16°NOM. � � • • LONG GLASS STACK 7/16"LAMINATED ON Q Q � • • •:•••: •••••'7/16"LAMINATED — � GLASS STACK < • ••' GLASS STACK laa4S • • • •••••• - 3/16"HEAT STRENGTHENED GLASS ~� LONG SIDE (o N W • � ® Z It to • :of* " " .090"SG INTERLAYER 3116"TEMPERED GLASS 3/16"HEAT STRENGTHENED GLASS • • •". STR HEAT .090"SG INTERLAYER SHORT = W Z ' • STRENGTHENED GLASS 7/116"AIR SPACE ' 13!16"HEAT STRENGTHENED GLASS ••• SIDE / Q 0 W a as 111 11 `4 SHORT I Z i S 4 5 � TI SIDE t" u. dCD 0 0 Z 04 04 USED AT CURVED USED AT CURVED FRAME MEMBERS ONLY 29 518" FRAME MEMBERS ONLY 29 5/8" U W ?� @ 11-7/8"O.C.MAX. GLASS BITE @ 11-7/8"O.C.MAX. GLASS SITE _ w as 1-3 �— LONG SIDE —� e- 0 1-3 allll asap sauaS EXTERIOR EXTERIOR 13 SHORT / LONG GJ a SIDE / SIDE 20 13 22 21 � � 1�V LYNN GLASS TYPE 8 �\�`��O"��ccnr., GLASS TYPE 6 _ .� �--. ��' '-•.'P ; No. 58705 SHORTSIDE 7 +c r ORI p J, im— A.LYNN MILLER,P.E. P.E.#58705 f 2X WOOD BUCKSTRIP INSTALLATION INSTALLATION EMBEDMENT ` EDGE OR FRAMING,SEE TYPE B �1I DISTANCE NOTE 2,THIS SHEET TYPE C INSTALLATION EMBEDMENT 1X WOOD BUCKSTRIP, TYPE A l 1!4'MAX SEE NOTE 2,THIS SHEET �-� EMBEDMENT SHIM + ' PRODUCT REVISED TYP.ANCHOR TYPE,EMBEDMENT AND ° EDGE . .a EDGE DISTANCE PER SUBSTRATE, DISTANCE as complying with lite Fbrida b ; Building Code EDGE 6 SEE TABLE 8,THIS SHEET f Acceptance No t5"0 r�•�9 DISTANCE , ° _• ' •° Ex inti n Date 1/4'MAX 1 SHIM CUM1 Mi t ade Product 4 TYP.ANCHOR TYPE, - EMBEDMENT AND EDGE NO CHANGE THIS SHEET 1 DISTANCE PER SUBSTRATE, or DATE: 07/02/15 SEE TABLE 8,THIS SHEET . 11 '.• m USED AT CURVED EXTERIOR ry 29 FRAME MEMBERS ONLY •4. , @ 11-718"O.C.MAX. 4 1 CONGRETE/CMU •° i PER ANCHOR VISIBLE LIGHT WIDTH= 5 a REQUIREMENT WINDOW BUCK WIDTH-2-314" WINDOW BUCK WIDTH CONCRETE/CMU Y Q WINDOW EXTERIOR TIP-TO-TIP WINDOW WIDTH PER ANCHOR L) o ^aaBUCK REQUIREMENTOHEIGHT 1/4"MAX.SHIM HORIZONTAL SECTION A-A } ti � o Na 1- 00 () '* � U TIP-TO-TIP _j M A W N WINDOW #12 STEEL LL Cq _j C> J uMo 06:o ••MEIGHT •VI, SELF-DRILLING SMS Q • • •L'tGHi (G5),SEE TABLE 8, TABLE 8: = 0 `- u2 •••••• EIGHT- THIS SHEET Min.Edge Max O.C. W 2 X 2 o _ • ••• • • WiNDCTW \ Anchor Substrate Min.Embedment m Distance Spacing W Z O � � �aN • 986M P.T.Southern Pine(SG=0.55) 9116" 1318" 12' F- W m O O OMo O > Y r Z O • 000 •• •• #i2 or#14 410 SS Screw Aluminum,6063-T5 min. 18 0. '' 12' ti O O INSTALLATION - LL �EIj�1�F A36 Steel 3!8' 0.063"' 12" Z d Z `- • METHOD D Steel Stud,Gr.33 min. 3/8' 0.045'(18 Ga)• 12" 0 ••• • ••• P.T.Southam Pine(SG=0.55) 9/16' 1-318' 12' Z • • •:•••: ... • INSTALLATION ANCHOR Aluminum,6063-T5 T6 min. 3!8' 0.063'' 12' Q O • ••• #12 or#14 Steel Sc raw(G5) taa45 • • • •.. . UNDERNEATH THE A36 Steel 3!8" 0.063'• 12" rn U • ••. .• •;. . BEADING EXTERIOR Steel Stud,Or.33 min. 3/8" 0.045`(18 Ga)' 12" ® rn Z • . • ••• .• . Ungrouted CMU, (ASTM C-90) 2-112" i-114' 12' ` — J • ••• •••••• • • MIAMI-DADE APPROVED MULLION 114"410 SS CreteFlex Concrete(min.3.35 ksl) 1' 1-3/4' 12' H Z "'• 21 (SEE SEPERATE NOA),ALUMINUM, Concrete(min.2.85 ksi) 1' i3/4" 12' Q D Z atoag 6 STEEL FRAMING OR STEEL STUD. Concrete(min.2.85 kat) 2-112 1-318" 12' Z _ SEE SUBSTRATE PROPERTIES, 1/4' Steel Ultracon O O o TABLE 8,THIS SHEET Ungrouted CMU,(ASTM C-90) 2-1/2' 1-1/4' 12' � W (V N Grouted CMU, ASTM C-90 2-11/2' 1314' 12' O t;0 114"MAX SHIM Concrete(min.3.5 ksi) 1-1/4' 1-314' 12 U W Q �.: It k 5116"Steel Ultracon Grouted CMU, ASTM C30 2-112" 1-3/4' 12' � lei. 0-0- MIN.OF 3 THREADS BEYOND THE METAL SUBSTRATE. a1 q •asa(I sayas J1X WOOD BUCKSTRIP, SEE NOTE 2,THIS SHEET \�t t t I i i f 1/1177 ONy l.Yl�'t�! 4l/� ' 4 CONCRETE PER ��\��• �1GENSF �� EMBEDMENT ANCHOR INSTALLATION NOTES: REQUIREMENT -- ` 1.USE ONLY ANCHORS LISTED ON THIS SHEET.FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. _ No. 58705 • d•. 2.WOOD BUCKS DEPICTED ON THIS SHEET AS"1X%ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-112".1X WOOD BUCKS ARE INSTALLATION Imo- •EDGE .TYP.ANCHOR TYPE,EMBEDMENT OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS"2X"ARE 1-1/2"THICK OR GREATER. DISTANCE AND EDGE DISTANCE PER INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING (; ST ATE OF TYPE B SUBSTRATE,SEE TABLE 8,THIS SHEET JURISDICTION. ` VERTICAL SECTION B-B3.FOR ATTACHMENT TO METAL:THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. /if(_)r��; 4. IF APPLICABLE,LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. A.LYNN MILLER,P.E. P.E.#58705 2X WOOD BUCKSTRIP INSTALLATION INSTALLATION EDGE OR FRAMING,SEE TYPE G TYPE F EMBEDMENT DISTANCE NOTE 2,THIS SHEET 1X WOODBUCKSTRIP, . EMBEDMENT SEE NOTE 2,THIS SHEET INSTALLATION1/4"MAX TYP.ANCHOR TYPE.EMBEDMENT AND ` TYPE E EMBEDMENT SHIM EDGE DISTANCE PER SUBSTRATE, EDGE PRODUCT REVISED • DISTANCE as complying i with the Florida EDGE :.; .• b 6 SEE TABLE 9,THIS SHEET • �3uitdingCode DISTANCE •a r ".a Acceptance No l5'�5 j i iration Dale Iq 1/4"MAX 2 lqy 2 SHIM ;• tia Dade Product ntr TYP.ANCHOR TYPE, ',a EMBEDMENT AND EDGE 19, NO CHANGE THIS SHEET 11 DISTANCE PER SUBSTRATE, (e DATE: 07/02/15 SEE TABLE 9,THIS SHEETEXTERIOR ( I.. >USED AT CURVED q 11u EXTERIOR 29 FRAME MEMBERS ONLY I `'d. 1 5 VISIBLE LIGHT WIDTH @ 11-7/8"O.C.MAX. CONCRETE/CMU WINDOW BUCK WIDTH 2-314" a PER ANCHOR WINDOW BUCK WIDTH REQUIREMENT f" CONCRETE/CMU M YQ WINDOW PER ANCHOR j c� "ab BUCK HORIZONTAL SECTION C-C REQUIREMENT o o ti to N HEIGHT 1/4"MAX,SHIM } a7o0 O #12 STEEL M M W N • .. SELF-DRILLING SMS O .-.1 C4 J 0 Z lea Q ' ' • (G5),SEE TABLE 9, Z t•1- u7 LL. (D =.1 UMOI •• •••• : *VISIBLE THIS SHEET TABLE 9: = tyj T- r; W • • • e LIGHT \\\ Min.Edge Min.Embedment Max O.C. U (..) x to p "'••• Anchor ... . . . HEjGHT= Substrate Distance Spacing W Z Q O e0 � �ON • ....• VjIVDOW Southem Pine(SG=0.55) 9116' - /8` 1 1— Z m SMO BUCK Aluminum,6063-T5 min. 3/8' 0.063'' 2' > YO Z o • ••• •• • •• A36 Steel 3/8' 0.063" 12' r- Z d Z LL • • • . .1 TE'1GHT- #12 or#14 410 SS Screw o rn O O ••• •• •""2-3/4" INSTALLATION Steel Stud, Gr.33 min. 3/8" 0.045' 18 G8 ' 12` ZO • • r` "" ••• ' " • TYPE H P.T.Southam Pine(SG=0.55) 9118' 1-3f8` 12' � ...... g • • • • •• • Aluminum,6063-T5 min. 318' 0.063'• 12' • ••• EXTERIOR #12 or#14 Steel Screw(G5) IaawS • • • •.• •• A36 Steel 318' 0.083'` 12" � � J • Steel Stud,Gr,33 min. 318' 0.045'(18 Ga 12" Q •o 0• Ungrouted CMU,(ASTM C-90) 2-112' 1-114" 12' ® Z U) • . ..• • • 0 0008 • • MIAMI-DADE APPROVED MULLION 114" 410 SS CreteFlex Concrete(min.3.35 ksi) 1' 1-3/4' 12" Z_ Z • 000*• 21 (SEE SEPERATE NOA),ALUMINUM, STEEL FRAMING OR STEEL STUD. Concrete(min.2.85 ksi) 1' 1-314" 12' < p aioag f 6 1 Concrete(min.2.65 ksl) 2-112" 1-3/8' 12" LL Z_ W SEE SUBSTRATE PROPERTIES, 1/4"Steel Ultracon Ungrouted CMU,(ASTM G90) 2-112' 1-1/4" 12" O J N N TABLE 9,THIS SHEET 5 Grouted CMU, ASTM C-90 2-112" 1-3/4' 12" a 1(4"MAX SHIM 5/16'Steel Ultracon Concrete(min.3.5 ksl) 1-1/4' 1-3/4' 12' w W Z) Grouted GMU, ASTM C-90 2-112" 1-3/4' 12' U X C'J 0.it u- W "MIN.OF 3 THREADS BEYOND THE METAL SUBSTRATE. apil �sao sauas 1X WOOD BUCKSTRIP, SEE NOTE 2,THIS SHEET / LYN�tI CONCRETE PER 0CEN IC EMBEDMENT ; ' . ANCHOR INSTALLATION NOTES: REQUIREMENT _ 1`10. 5£1705 . s . 1.USE ONLY ANCHORS LISTED ON THIS SHEET.FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. _ - 2.WOOD BUCKS DEPICTED ON THIS SHEET AS"1X",ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-112".1X WOOD BUCKS ARE �) tTE INSTALLATION EDGE TYP.ANCHOR TYPE,EMBEDMENT OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS"2X"ARE 1-112"THICK OR GREATER.TYPE F C� ' 1- DISTANCE AND EDGE DISTANCE PER INSTALLATION 70 THE SUBSTRATE OF WOOD BUCKS TO 8E ENGINEERED BY OTHERS OR APPROVED BY AUTHORITY HAVING X11'•, �. .• •*7✓`; SUBSTRATE,SEE TABLE 9,THIS SHEET JURISDICTION. VERTICAL SECTION D-D ONA�_ 3.FOR ATTACHMENT TO METAL:THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. �i; 4. IF APPLICABLE,LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. A.LYNN MILLER,P.E. P.E.#58705 TYP.ANCHOR TYPE, 2X WOOD BUCKSTRIP EMBEDMENT AND EDGE EMBEDMENT OR FRAMING,SEE INSTALLATION INSTALLATION DISTANCE PER SUBSTRATE,—\ NOTE 2,THIS SHEET TYPE J TYPE K SEE TABLE 10,THIS SHEET EDGE EDGE DISTANCE 1/4"MAX EDGE DISTANCE —►{ INSTALLATION DISTANCE SHIM 2X WOOD BUCKSTRIP O PRODUCT REVISED TYPE I { J 2X WOOD BUCKSTRIP OR FRAMING,SEE as canplying with the Florida V OR FRAMING,SEE NOTE 2,THIS SHEET Building Code t 5� O NOTE 2,THIS SHEET Acceptance at iration Date 17I 1/4"MAX TYP.ANCHOR TYPE,EMBEDMENT AND 3 SHIM EDGE DISTANCE PER SUBSTRATE, By o SEE TABLE 10,THIS SHEET Ni. .ik Product t3snt+tis 4 6 - - - - - EMBEDMENT a NO CHANGE THIS SHEET i 1 3 EMBEDMENT i DATE: 07/02/15 m USED AT CURVED aq, EXTERIOR 29 FRAME MEMBERS ONLY @ 11-7/8"O.C.MAX. 11 EXTERIOR _ M Y Q 11 W 4 � nab � N_ WINDOW _ O VISIBLE LIGHT WIDTH= 5 Q HEIGHT WINDOW BUCK WIDTH-2-3/4" BUCK CO " N 1!4MAX.SHIM �— N 04 (1) a, 00 WINDOW BUCK WIDTH N '•• O0 It W 04 J N -J O Z 8 ~ Z LL tL CO J uMoja 0 • MSIBLE : .• INSTALLATION HORIZONTAL SECTION E- v LU X v- o W • .. 06[VHT TYPE L LLI _ • ••• HEIGHT= I- Z a00 O C7 oma WINDOW •••• W • 000 BACK .. #10 STEEL oI) > OZ o .•. '. NdGHT-:..; SELF-DRILLING SMS Z 0. Z O gO ' :.. 43/4" •• (G5),SEE TABLE 10, u- •• ••• • THIS SHEET � _ TABLE 10: Q • • ••• Min. Edge Max. O.C. • •• Substrate • • w... • " • ••• •• •• • • Anchor Distance S acing • � � faa45 ... . 2-1/2 x .113"Box Nail P.T. southern Pine(SG=0.55) 5/16" 5" Z Z • ••. .. '.' : 2-1/2"x .131" Common Nail P.T. Southern Pine(SG=0.55) 318" 5" i O H '. 2-1/2"x .145"Roofing Nail P.T. Southern Pine SG=0.55 318" 5" O Z 21 P.T. Southern Pine SG=0.55) 1/2" 5" p alo,s g 2X WOOD BUCKSTRIP EXTERIOR 0.093"Aluminum,6063-T5 rnin. 5116" 5" LL Z J OR FRAMING,SEE #10 x 1"Steel Screw* 1/16"A36 Steel 5/16" 5" O ''> ~ N N NOTE 2,THIS SHEET 0.045" 18 Ga Steel Stud,Gr.33 5/16" 1 5" co 5 w � Z S� �1/4"MAX SHIM MIAMI-DADE APPROVED MULLION MIN.OF 3 THREADS BEYOND THE METAL SUBSTRATE. U _ (SEE SEPERATE NOA),ALUMINUM, LL LL X Z STEEL FRAMING OR STEEL STUD. ap!1 asaQ sauas SEE SUBSTRATE PROPERTIES, INSTALLATION TABLE 10,THIS SHEET TYPE J �� 0��( LYl\'N EDGE DISTANCE INSTALLATION NOTES: .USE ONLY ANCHORS LISTED ON THIS SHEET.FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. ho, 58705 TYP.ANCHOR TYPE,EMBEDMENT 1 �— EMBEDMENT AND EDGE DISTANCE PER - SUBSTRATE,SEE TABLE 10,THIS SHEET 2.WOOD BUCKS DEPICTED ON THIS SHEET AS"1X",ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1l2".1X WOOD BUCKS ARE 1 OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS"2X"ARE 1-1/2"THICK OR GREATER. ) 15 INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING ;(�; STAT[OF 1;7 VERTICAL SECTION F-F JURISDICTION. 3.FOR ATTACHMENT TO METAL:THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. \ " ' �ilfllil�� 4. IF APPLICABLE,LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. A.LYNN MILLER,P.E- P.E.#58705 2X WOOD BUCKSTRIP EDGE OR FRAMING,SEE INSTALLATION TYPE M INSTALLATION EMBEDMENT DISTANCE NOTE 2,THIS SHEET INSTALLATION TYPE M FOR THIS INSTALLATION TYPE N EMBEDMENT METHOD ONLY, °• FOR THIS INSTALLATION ANCHORS MAY BE NO • ° , METHOD ONLY, SHIM MAX • MORE THAN 6"O.C. ' G 7 � SHIM • 1 ANCHORS MAYBE NO EMBEDMENT 1 X WOOD BUCKSTRIP,SEE °• PRODUCT REVISED • MORE THAN 6"O.C. O NOTE 2,THIS SHEET ° as complying with the Fbdda 2X WOOD BUCKSTRIP OR FRAMING,SEE „: Building Code NOTE 2,THIS SHEET °,.• Acccptancc No 15- NOTE cJ� Z�a •° piration Date �t q �1/4"MAX TYP.ANCHOR TYPE,EMBEDMENT AND 3 SHIM EDGE DISTANCE PER SUBSTRATE, [3y SEE TABLE 11,THIS SHEET Mia a e ro uct Control 4 _ r29 TYP.ANCHOR TYPE,. 6 _ _ EMBEDMENT AND EDGE a DISTANCE PER SUBSTRATE, NO CHANGE THIS SHEET SEE TABLE 1i.THIS SHEET 3 a DATE: 07/02/15 EDGE AT CURVED DISTANCE EDGE EXTERIORE MEMBERS ONLY DISTANCE @ 11-7/8"O.C.MAX. ' CONCRETE/CMU 11 ' PER ANCHOR CONCRETE/CMU Y Q WINDOW REQUIREMENT 4 11 (!) naa BUCK PER ANCHOR c� 1. VISIBLE LIGHT WIDTH= 5 REQUIREMENT Q! It Q HEIGHT 1/4"MAX.SHIM +— WINDOW BUCK WIDTH-2-314" 0 WINDOW BUCK WIDTH EXTERIOR } �t alua N C� N N a0 1�7o A 't N • •• J 0 M O ~ • INSTALLATION HORIZONTAL SECTION G-G ,••� INSTALLATION TYPE O Z W UMDIQ p LIGHT • • � � w � U6 XT o •••• •:"RjHT= FOR THIS INSTALLATION W Q 'ON WINDOW : • METHOD ONLY, TABLE 11: F_ Z m O 0 OMO •' ••••• Min. Ed Max.O.C. o W • BUCK ANCHORS MAY BE NO Distance S cin O 0 • ••• •• Anchor Substrate Min.Embedment � Z 0_ Z 0 Z o EIGHT- • • • MORE THAN 6'O.C. o rn O •0409 • f X3/4" "•' P.T.Southern Pine SG=0.55 9116` 1318" 6' LL •' • • • Aluminum 6063-T5 min. 3/8' 0.063"' 6- o •• ••• • #12 or#14410 SS Screw • • • • ••• #12 STEEL A36 Steel 3!8' 0.063' 8" Q • ••• • • •••• SELF-DRILLING SMS Steel Stud Gr.33 min. 318" 0.045" 18 Ga ' 8' 1- ? 45 (G5},SEE TABLE 10, P.T.Southern Pine SG=0.55 9/16' 1318' 6" ® N Z Z as • ••• •• •••• Aluminum,6063-T5 min. 318" 0.063'" 6" O • THIS SHEET • •• : •• #12 or#14 Steel Screw(G5) A36 Steel 3/8" 0.063'` 8' O Q Z • ••• • •• Steel Stud,Gr.33 min. 318' 0.045" 18 Ga 6` s • • •• 21 TYP.ANCHOR TYPE, EMBEDMENT AND EDGE EXTERIOR U routed CMU, ASTM C-90) 2-112' 1-1/4" 12" Q O J alms 6 1/4'410 SS CreteFleX p Z o o DISTANCE PER SUBSTRATE, Concrete(min.3.35 kst) 1" 1-3/4' 12' SEE TABLE 11,THIS SHEET Concrete min.2.85 ksI 1" 1-3/4' 12' � U) ti 00 5 1/4"MAX SHIM MIAMI-DADE APPROVED MULLION Concrete min.2.85 ksl 2-112" 1-3/8" 12' cc 0 Z (SEE SEPERATE NOA),ALUMINUM, 114'Steel Ultracon U routed CMU, ASTM G90 2-1/2' 1-1/4' 12' U STEEL FRAMING OR STEEL STUD. X Z D_d SEE SUBSTRATE PROPERTIES, Grouted CMU, ASTM G90 2-112' 1-3/4" 12" Lt- sauas TABLE 11,THIS SHEET 5/16"Steel Ultracon Concrete(min.3.5 ks!) 1-114" 1-3/4' 12' argj asaQ INSTALLATION Grouted CMU, ASTM G90 2-112" 1-314' 12' TYPE N 1 X WOOD BUCKSTRIP, 'MIN.OF 3 THREADS BEYOND THE METAL SUBSTRATE. SEE NOTE 2,THIS SHEET ��\ ``CNY I:Y1ti'ir 1�/ INSTALLATION NOTES: . EMBEDMENT a X6705 ; , •. ° • 1.USE ONLY ANCHORS LISTED ON THIS SHEET.FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. r L 2.WOOD BUCKS DEPICTED ON THIS SHEET AS`1X",ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2".1X WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS"2X"ARE 1-1/2"THICK OR GREATER. EDGE INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING S f/1TL Oi �C! DISTANCE JURISDICTION. </ \, \. 3.FOR ATTACHMENT TO METAL:THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. `:. ivr�A1 VERTICAL SECTION H-H 4.IF APPLICABLE,LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. A.LYNN MILLER,P.E. P.E.#58705 ASSEMBLY DETAILS FOR ASSEMBLY DETAILS FLANGE & EQUAL-LEG FRAMES FOR FIN FRAMES PRODUG7 REVISED as complying with the Florida Building Code �� 5 Accepimice No ANGLED/CURVED ANGLED/CURVED Ex irstioi Date f FRAME ASSEMBLY FRAME ASSEMBLY By ode Product Con tol 90°CORNER 90°CORNER FRAME ASSEMBLY ( 1 FRAME ASSEMBLY NO CHANGE THIS SHEET a DATE: 07/02/15 10 I m 10 , t d> ALL CORNERS TO ALL CORNERS TO j USE GASKET f / USE GASKET AND/OR SEALANT I i / AND/OR SEALANT , M Y Q / 6 / / � w co' 'Aaa I / EQUAL-LEG FRAME > ? I / 1 0 r I / / FLANGE FRAME �} etoQO N MITERED FRAME WITH INTERIOR °O EQUAL-LEG FRAME MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS OJ M M LLL! N 0 00 AND EXTERIOR FRAME WELDS (SHOWN)OR CORNER KEYS AT 0 J J oo Z (b ti • •090::• • FLANGE FRAME (SHOWN)OR CORNER KEYS AT SCREW BOSSES.SEALANT AT All CORNERS Z LL U -J 0 .J uMo1Q 0 • ••• • •30 SCREW BOSSES.SEALANT AT ALL CORNERS (=j L X O 0 • • 30 0 fA o 0.00 F_ w CO0 CD W 0Mo • 00• • • • • • • • � > Ci Z Z O_ • ...... O • ••• •• • •• •• 2.784" 0 Z Z 0 � ty • • • :00:00 2.7��- ••• •• 2��_ .094" .094" --��— Q 0 O • • J ••• • 0000 094" 0 0 o• • 460**** •••••• 074" 062" 074" 062" G Z ••• • 0000•• .074" .062" 'tABLE 12 w • 00 w00•• to Item 1.375" 1.375" ® `04 taayS • •• # ;bW4art# •.•• Description Material 1.875" 438" 500" 438" 500" 438" r ZO Z 1 ••42930 Flanged Frame Alum.6063.75 1.000"500" �� :050"'o 006' .050"t0°°6 -� -� .050"4-006* ¢ Z aro�s 2 4285 Equal-leg Frame Alum.6063-TS 1.125" _ 3 4256 Integral Fin Frame Alum.6063-T5 ,) FLANGE FRAME C�29) EQUAL-LEG FRAME �— 077" 0 w NNi.Glass Beadin Atum.6063-T5 #4253C, 6063-T5 #4285, 6063-T5 w p - r;Co1 4 4255 7/16 Lam g 5 4254 I.G. Glass Beading Alum. 6063-T5 3 FIN FRAME cWi X � � 0.t1 6a 4270 Installation Fastener Cover Alum.6063-75 Q #4256, 6063-T5 alto •osaQ sauaS 6b 4224 Installation Fastener Cover Rigid PVC 10 705890 Gasket (at 90°corner joints) Polyethylene .970" �+- �-�-{ �-•- 346" 1.037" ��14Y LYNN ��'��, 11 TP247/8 Vinyl Bulb Weatherstrip Flex PVC, Duro. 65+/-1 13 Dow 699,GE 7700 Silicone or Equiv. 875" 20 71652K Setting Block, Mono. 3116"x 7/16"x 4" Neoprene, Duro. 85+/-1 .050" �-}-f1"- •050" _ I'jo 53705 050" 21 71704AK Setting Block, I.G. 3116"x 1-3137'x 4" Neoprene, Duro. 85+/-1 i I.G. GLASS INSTALLATION 7116" LAM FASTENER COVERS '. Srn7L e22 DURAK716 7116" DuraSeal Spacer GLASS BEADING BEADING (�a) •� lL 6063-T5 cr,' • <vmo�,. `1 29 #6 x 1-114" FH SMS Stainless Steel O #4255, 6063-T5 #4254, #4270, 6063-T5 l •• N 30 781PQX #8 x 1"Quad PH SMS Stainless Steel ' , S� i �AIAL.t� A.LYNN MILLER,P.E. P.E.#58705 4 YMIAMI•DADE 3 MIANII-DADS COUNTY • DUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOD t7i�' r 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION z 86)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE NOA h www.miamidade.eov/economy PGT Industries > 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 Product Control Section(In Miami—Dade County) and/or the AHJ (in areas other than Miami—Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ Tay.immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. • RM jeserve$the,;ight to revoke this acceptance,if it is determined by Miami—Dade County Product Control Section that t%?product or material fails to meet the requirements of the applicable building code. 0000.. 'Phis p;oduct.is approved as described herein, and has been designed to comply with the Florida Building Code, includalg*Y;High Velocity Hurricane Zone.- , 1!tSdRIPTaUN?Series"CA-740"Outswing Aluminum Casement Window-L.M.I. 0000. .. 0.00.0 '-00:00 APPROVAL•DDCUMENT: Drawing No. MD-CA740-LM, titled "Casement Window Details - LM & • W", ;Teets 1•t}lrough 10 of 10, dated 08/08/12,with revision A dated 05/15/15, prepared by manufacturer, •• •' signed and seACd",Anthony Lynn Miller,P.E., bearing the Miami—Dade County Product Control Revision 0 40 0 0 :ftnp with fllb'"Mice of Acceptance number and expiration date by the Miami—Dade County Product Coni►ol Sect* n.". 000000 609. . 0 MJ$ME IMPACT RATING:Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product: TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed.in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety, INSPECTION: A copy of this entire NOA shall be provided to the user by the manufactorer. or its distributors and shall be available for inspection.at the job site at the request of the Building Official. This NOA revises NOAH 12-1218.09 and consists of this page I and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. COUNTY NOA No. 15-0519.13 MIAMI•DADE .� Expiration Date: April 11,2018 Approval Date: July 16 2015 ` Pagel f PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 12-1218.09) 2. Drawing No. MD-CA740-LM,titled "Casement Window Details—LM& SM", sheets 1 through 10 of 10, dated 08/08/12, with revision A dated 05/15/15, signed and sealed by Anthony Lynn Miller,.P.E. i B. TESTS 1. Test reports on: 1)Air Infiltration Test,per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC,TAS 202-94 3) Water Resistance Test,per FBC, TAS 202-94 ' 4)Large Missile Impact Test per FBC,TAS 201-94 • •• 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94 ; , • 6)Forced Entry Test,per FBC 2411.3.2.1, and TAS 202-94 :"": ••••• '.Alonk with marked-up drawings and installation diagram of a series CA740 outswing •;•••• iluroinum casement window,prepared by Fenestration Testing Laboratory, Inc. Test "Rlrpbrt No. FTL-7065, dated 10/05/12, signed and sealed by Marlin D. Brinson,P.E. •.••••609:0* .. • 44ubmitted under previous NOA No. 12-1218.09) ..... . .... • Ct.�•••�CAL�I�TI0NS •••' 1. •OtMhor verification calculations and structural analysis,complying with FBC-5t' , • :•• ''Minion (2014), dated 05/16/15,prepared by manufacturer, signed and sealed by .;.,•. .... Anthony Lynn Miller, P.E. '....*2. Glazing complies with ASTM E1300-04 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 "Ktiraray ButaciteOO PVB Glass Interlayer"dated 04/25/15,expiring on 12/11/16. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray America,Inc. for their "Kuraray SentryGlas® (Clear and White) Glass Interlayers"dated 06/25/15, ° expiring on 07/04/18. ° l t f v Manue erez,P.E. ti Product Cont of xaminer NOA No-15-0519.13 ' Expiration Date: April 11,2018 ' Approval Date: July 162015 F E-1 F I 4 . ' t PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED I F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5` Edition (2014), dated May 16,2015,. issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Statement letter of no financial interest, dated May 16, 2015, issued by manufacturer, t signed and sealed by Anthony Lynn Miller,P.E. G. OTHERS 1. Notice of Acceptance No. 12-1218.09, issued to PGT Industries for their Series"CA- 740" Outswing Aluminum Casement Window- L.M.1."approved on 04/11/13 and expiring on 04/11/18. 0000 • •. 6666.. • . • 6666.. 0•0069 • • . • • • 0666.. • 6606. . .• 6666.. ..9•• 6666 • • -:0-0: 0000 0000•• 600 • 0:0,690 • • • • • 0000•0 0000 • • • • 0000 1 a Manuel ez,P.E. Product Contr xaminer NOA No. 5-0519.13 Expiration Date: April 11,2018 Approval Date: July 16 2015 E-2 F A 5116'LAMINATED 7116'LAMINATED GLASS STACK GLASS STACK GENERAL NOTES: SERIES 740 IMPACT-RESISTANT ® CASEMENT WINDOW DESIGN PRESSURE RATING IMPACT RATING ,Oso'BUTACtTE PYB VARIES, RATED FOR LARGE B SMALL 118"ANNEALED BY KURARAY .090"S RIBY NC KURARAY 3116'ANNEALED OR SEE SHEETS 5-9 MISSILE IMPACT RESISTANCE GLASS AMERICA,INC. HEATSTRENGTHENED 1)THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WITH THE i GLASS i 3116"ANNEALED OR REQUIREMENTS OF THE FLORIDA BUILDING CODE,INCLUDING THE HIGH us"ANNEALED HEa7STRENGTHENED VELOCITY HURRICANE ZONE(HVHZ). 37"WIDTH EXTERIOR 39 GLASS EXTERIOR 38 GLASS 2)SHUTTERS ARE NOT REQUIRED WHEN USED IN WIND-BORNE DEBRIS REGIONS.FOR INSULATED GLASS INSTALLATIONS ABOVE 30'IN THE HVHZ,THE 25.476"MAX.O.C.IF WIDTH IS 11/16"GLASS BITE 11/16"GLASS BITE OUTBOARD LITE(CAP)MUST TEMPERED. UNDER 33.476"(HEAD&SILL 36 4"MAX, 3 3 3)FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY,USE ONLY MIAMI-DADE B.SEE SHEET 2 COUNTY APPROVED MASONRY ANCHORS.MATERIALS USED FOR ANCHOR so 60 EVALUATIONS WERE SOUTHERN PINE,ASTM C90 CONCRETE MASONRY UNITS 32 32 AND CONCRETE WITH MIN.KSI PER ANCHOR TYPE,SEE TABLE 3,SHEET 4. I 4)ALL WOOD BUCKS LESS THAN 1-1/2"THICK ARE TO BE CONSIDERED 1X ; �\ _ 17-1/2" GLASS TYPE 1 GLASS TYPES 2 &3 INSTALLATIONS.1X WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED 1 I MAX' 718'NOM. 7!s"NOM. DIRECTLY TO SUBSTRATE.WOOD BUCKS DEPICTED AS 2X ARE 1-1/2"THICK OR A I \ A,SEE O.C. GLASS STACK 5116"LAMINATED GLASS STACK 7116'LAMINATED GREATER.1X AND 2X BUCKS(WHEN USED)SHALL BE DESIGNED TO PROPERLY I SHEET 2 + GLASS STACK 1 GLASS STACK TRANSFER LOADS TO THE STRUCTURE.WOOD BUCK DESIGN AND INSTALLATION 1/8'ANNEALED GLASS 3116'ANNEALED OR IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. 1 BY KURARAY HEAT-STRENGTHENED GLASS 6"MAX. 7116"AIRSPAC .090"BUTACITE PVa 114"AIRSPACE 5)ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING I \ O.C. 1/8"ANNEALED OR 3116"ANNEALED .090"SG%Y KURARAY I AMERICA,INC. OR STUCCO.USE ANCHORS OF SUFFICIENT EMBEDMENT AS SPECIFIED ON TEMPERED GLASS GLASS AMERICA,INC. OR TABLE 3,S#T&T 4.NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF I / \ 1/a'ANNEALED 3s 3116"ANNEALED EN 69" � USE ANCHOR � GLASS HEAT.STRENGTHENEDCLASS .••THE FRAW..?NSTALt$TPt ANCHORS SHOULD BE SEALED.OVERALL VISIBLE I PAIR AT EACH EXTERIOR I EXTERIOR SEALiNA(;tA%IING STRATEGY FOR WATER RESISTANCE OF INSTALLATION LIGHT I F JAMB IF Cj i a i •••SHALL BE DONE BY OTHER&AND IS BEYOND THE SCOPE OF THESE HEIGHT � HEIGHT IS 37 11/16"GLASS BITE 37 11/16"GLASS BITE INSTRUCTIONS. :•:..: (DLO) j / 26"OR OVER •••• •• • •• •• I 3 3 •••�)SHIM ,ARS j2EQUI%*6 EACH ANCHOR LOCATION WHERE THE PRODUCT IS • jVOT FLUSH TO THE SUBSTRATE.USE SHIMS CAPABLE OF TRANSFERRING ; / 76" • •APPLIE0,60AISS.W0dVI111GKS,BY OTHERS,MUST BE SUFFICIENTLY ANCHORED I HEIGHT 31 3150 •...•'t0 RESIST LOADS IMPL7S�b ON THEM BY THE WINDOW. I 32 50 32 ••••9)DESMON PRESSURES:••• GLASS TYPES 4&5 GLASS TYPES 6 & 7 • A.NEATTV&DESIGN LOAOS BASED ON STRUCTURAUCYCLE TEST PRESSURE, / 718"NOM. .•FRAME 4W4I*YSIS AMa.GLA$S PER ASTM El 300. GLASS STACK 7/16"LAMINATED B.POS?1j"p'ESIGN LOADS BASED ON WATER TEST PRESSURE,STRUCTURAU GLASS STACK CYCLE TEST PRESSURE,FRAME ANALYSIS AND GLASS PER ASTM E1300. I 3116"ANNEALED OR EAT-STRENGTHENED GLASS 8)THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE 1/4"AIRSPACE 090^SGoeY KURARAY WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE.THE 3116'TEMPERED AMERICA,INC. 33-1/3%STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS m B GLASS 3/16"ANNEALED OR PRODUCT.THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF 33.47"MAX.O.C.IF WIDTH L 3B GLASS 4"MAX. J 33.476"�OVER(HEAD✓3<SILL) � GLAss ANCHORS INTO WOOD.ANCHORS THAT COME INTO CONTACT WITH OTHER EXTERIOR DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA 30"VISIBLE BUILDING CODE FOR CORROSION RESISTANCE. OPENING(DLO) 37 ! 11/16"GLASS BITE 9)REFERENCES:TEST REPORTS FTL-7065,3579,3580,3724;ELCO ULTRACON TYP. ELEVATION OF 3 NOA;ELCO CRETEFLEX NOA;ANSI/AF&PA NDS FOR WOOD CONSTRUCTION AND ADM ALUMINUM DESIGN MANUAL. CASEMENT WINDOW 31 32 5o PRODUCT REVISED as complying with the Florida TABLE 1: GLASS TYPES 8 & 9 Building Code 15-0511.13 1 1 l l l t 4 Acceplance No Glass Types Sheet# \\\�� l 11ik /y//// Revised By: Dote: Revision 6: L;z.iration Date o� y 1 5/16" Lami (118 An-.090" PVB -1/8 An) 5 GENERAL NOTES.............................1 `Z 'QAC%N'1= T�� Miam ade Product -oil1fOZ 2 7/16" Lami (3/16 An-.090" SG -3/16 An) 6 ELEVATION.......................................1 t' .' -� Revised By- Dole: Revision A: �L 5 5TH EDITION(2014) 3 7/16" Lami (3/16 HS - .090" SG -3/16 HS) 7 GLAZING DETAILS........................... 1 - rp70 LM 5(15/15 4 718" Lami. IG (1/8"An-7/16"Air- 1/8"An- .090" PVB - 1/8"An) 5 INSTALLATION................................. 2No o FBC UPDATE ASSEMBLY TUBE DETAILS.............3 — Description: Drown By: 5 7/8" Lami. IG(1/8" T-7/16"Air-1/8"An-.09W PVB -118" An) 8 - U] 6 718" Lami. IG(3116" An-114" Air-3116" An .090" SG-3116"An) 9 ANCHOR SPECIFICATIONS............ a „ � ; _ GLAZING DETAILS J ROSOWSKI ANCHOR QUANTITIES.....................4 �`v '. - 7 7/8" Lami. IG(3/16"An- 114"Air- 3/16" HS -.090" SG -3/16" HS) 7 DESIGN PRESSURES...................... 5-9 �T= ''ATE Dole: 1070 TECHNOLOGY DRIVE Title: 8 7/8" Laml. IG(3/16"T- 114"Air-3/16"An-.090" SG-3116" An) 9 ASSEMBLY DETAILS/BOM.............. 10 %,�� •..1-t,G}`�v \��:' N. VENICE, FL 34275 CASEMENT WINDOW DETAILS - LM & SM 08/08/12 529 9 7/8" Lami. IG(3/16' T- 114"Air-3116" HS- .090" SG -3116" HS) 7 //'i S;%f C)1\1[ `��\ NO OMISOFL 134274 "PVB"=BUTACITE��BY KURARAY AMERICA,INC. l 11 t� i { 1� Series/hdodel: Score: Sheet: DraKrnq No. Rev: A.LYNN MfLL�R,P.E. "SG"-SENTRYGLASp Y KURARAY AMERICA,INC. P.E.t/58705 CERT. OF AUTH. x}29296 CA-740 NTS 1 OF 10 MD-CA74O-LM A INSTALLATION INSTALLATION INSTALLATION OPTION 1 EDGE OPTION 4 DISTANCE EDGE DISTANCE OPTION 2 INSTALLATION ANCHORS INSTALLATION ANCHORS INTO 2X WOOD. CONCRETEICMU INSTALLATION ANCHORS DIRECTLY INTO METAL. PER ANCHOR DIRECTLY INTO MASONRY. AS REQUIRED PER 2 EMBEDMENT REQUIREMENT BUCK WIDTH TABLE 3,SHEET 4 ATTACHED TO 82- - TYP.ANCHOR .P f 114"MAX 15 16 FRAME SILL 10 11 TYPE, SHIM ATTACHED TO EMBEDMENT VENT SILL 89 13 #12 STEEL AND EDGE ,'4 4 8 80 12 g3 SELF-DRILLING 5 1 DISTANCE PER 32 33 SMS,SEE TABLE SUBSTRATE• 20 3,SHEET 4. 22 23 4 SEE TABLE 3, O SHEET4. 0 60 EDGE 18 84 DADE APPROVED DISTANCE MULLION,ALUMINUM, 8 •• $4 saowovErtgroaAM 38 39 STEEL FRAMING OR •� •b STEEL STUD. ATTACHED TO ♦l� 82 82 ATTACHED TO VENT SILL 35-37 81 FRAME JAMB [ 13 EMBEDMENT 1 24 VISIBLE LIGHT WIDTH(DLO) 3 5 83 70 FOR SNUBBER REQUIREMENTS, EXTERIOR EXTERIOR ATTACHED TO SEE TABLE 4,SHEET 4. 8 T .. WINDOW WIDTH •a •.i• • • NT JAMB OPTIONAL ADDON 12 FLANGE @ HEAD, "" SILL&JAMBS HORIZONTAL SECTION A-A :069 •:•• : • • 81 11SEE DETAIL EGRESS FORMULAS: WINDOW ;.;.•; Al.BELOW , - – WIDTH,WASH HINGE:WINDOW WIDTH-13-1/2 •••• JVIGVT •• •• JAMB NOTES: NOTES: WIDTH,EGRESS HINGE:WINDOW WIDTH-7-1/2 • • • • • 10 HARD- 1)USE ONLY SUBSTRATE-APPROPRIATE ! 1)WHEN INSTALLING HEIGHT:WINDOW HEIGHT-6 •;•• • • VISIOL"••• 14 WARE ANCHORS LISTED ON TABLE 3,SHEET 4. COMBINATION UNITS, LIGHT ADDITIONAL INSTALLATION ••••• .••• : •••• FOLLOW EMBEDMENT AND EDGE / / VISIBLE LIGHT FORMULAS: • . . HEIGtIiT•.• DISTANCE LIMITS.ANY INSTALLATION ..... ( ANCHORS MAY NEED TO BE WIDTH:WINDOW WIDTH-7 •••• BUCK OPTION SHOWN MAY BE USED ON ANY �/� 10' INSTALLED THROUGH THE HEIGHT:WINDOW HEIGHT-7 ••••: ••• OLQ,:••• HEIGHT SIDE OF THE WINDOW. / / WINDOW FRAMES AT 10"MAX. • • •• • • •• ATTACHED I ' – / FROM EACH SIDE OF THE FRAME • • •.... ... ••• • TO FRAME 2)ALL WOOD BUCKS LESS THAN 1-112" \ I / ASSEMBLY TUBE CENTERLINE. •••• • JAMB THICK ARE TO BE CONSIDERED IX i ,\ SEE TABLE BELOW: ATTACHED TO r Q INSTALLATIONS.1X WOOD BUCKS ARE FRAME JAMB L Q 89 OPTIONAL.UNIT MAY BE INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS —� 10"MAX. Additional Anchors Required on each DEPICTED AS 2X ARE 1-1/2"THICK OR L– SEE DETAIL A2,BELOW Side of the Frame Assembly Tube FAn ATTACHED TO GREATER. 1X AND 2X BUCKS(WHEN USED) Window Anchor Type VENT JAMB SHALL BE DESIGNED TO PROPERLY LL Width A B,C&d TRANSFER LOADS TO THE STRUCTURE. ! 17'-22.9• 0 0 62 WOOD BUCK DESIGN AND INSTALLATION _ 'f, 23•-25,9' 0 1 38 39 63 IS THE RESPONSIBILITY OF THE ENGINEER > 26'+ 1 1 OR ARCHITECT OF RECORD.MAXIMUM H Window Anchor Type 17 SHIM THICKNESS TO BE 114". LL Height A B,C&D 20 15 16 17"-22.9" 0 0 82 DETAIL DETAIL 23'-25.9" 0 1 PRODUCT REVISED 21 Al A2 X 26'+ 1 1 is complying with the Florida Building Code Ig3_05iC 1.I3 8 Accep1mice No 80 D• iration Date go 8 1 1X WOOD �\ // Revised By: Dole: Revision 8: 191 84 - B UCKSTRIP, \\�� oo 1YN1V jy/74 / py Vp SEE NOTE 2, a` ; ENSF Q Miem' We Product ni THIS SHEET. Q\ �v t/� Revised By: Dote: Revision A: 114"MAX SHIM ;'7 ; 705 }� l LM 5/15/15 NO CHANGE THIS SHEET - NO. 56_ Drown 8y: J • .a � �. • � .'� }. _ ® Description: � CONCRETE EMBEDMENT o �S �, CROSS SECTIONS & INSTALLATION J ROSOWSKi PER ANCHOR ` �0 C� 1070 TECHNOLOGY DRIVE Title: Dole: REQUIREMENT ,° ; T F1.Oft1D� •' NVENICE, FL 34275 CASEMENT WINDOW DETAILS - LM & SM 08/08/12 INSTALLATION OPTION 3 ',�� 1• � P.O. BOX 1529 INSTALLATION ANCHORS THROUGH VERTICAL SECTION B-B //�Ot��,� �� NOI<OMIS, FL 34274 Series/Model: Scale: Sheet: browing No. Re- INSTALLATION CERT. OF AUTN. #29296 CA-740 NTS 2 OF 10 MD-CA740-LM A 1X BUCKSTRIP INTO MASONRY. P.E.#58705 CASEMENT (X) CASEMENT / CASEMENT XX AWNING / CASEMENT/ FIXED CASEMENT (XXO) PRODUCT REVISED ns complying with the Florida 10",SEE NOTE 7,THIS SHEET Bmilding Code 15.0511151•I Acceptance No J 6 FIGURE 1: FIGURE 2: 740 SERIES�r Expiration Date 10 AWNING / C C \ �/WINDOW Mie ade Noduct'Colitr / v-•D FRAME .- WINDOW / / / ASSEMBLY HEIGHT ' � fJ TUBE FRAME ASSEMBLY TUBE NOTES: W u Q \ \ / 10",SEE NOTE 7, D THIS SHEET � 1)DIMENSIONS SHOWN ARE W 740 SERIES TIP-TO-TIP DIMENSIONS FOR EACH = J CASEMENT INDIVIDUAL WINDOW.FOR SIZES NOT r WINDOW / SHOWN;ROUND UP TO THE NEXT -0) 1 WINDOW 1 _ J I t T / / AVAILABLE WIDTH OR HEIGHT = ti WIDTH t �— J ` 740 740 ►-E DIMENSION SHOWN ON THE TABLES. SERIES FRAME SERIES F FRAME 2)ANY 740-SERIES PRODUCT W 06 S-6 CASEMENT ASSEMBLY CASEMENT Q 3 WINDOW TUBE WINDOW ASSEMBLY_�� {CASEMENT,AWNING OR FIXED Z � oe` 2 �-E TUBE CASEMENT)MAY BE ATTACHED TO Q J J THE FRAME ASSEMBLY TUBE.FOR = t 740 SERIES ALL WINDOWS,USE THE WINDOWS a 0Q (n O F— FIXED WINDOW NOA FOR ANCHORAGE,SIZE AND o W J LL DESIGN PRESSURE LIMITATIONS. > O Q • z / \ "SEE PRODUCT'S NOA FOR 3)ALL WINDOWS IN THE W W M ••••• • • • INSTALLATION SPECS 03 COMBINATION UNIT MUST BE ABLE TO tV 0 • • 740 SERIES •.••• T_ INDIVIDUALLY COMPLY I N- ;.... C CT�j�IOR REQUIREMENTS OF THEIR � � z • • RESPECTIVE NOA. r O o ~ •' Lo CO CIO • • 4)FRAME ASSEMBLY TUBE TO BE • �: �: •.•• \ / 740 SERIES 740 SERIES CASEMENT FASTENED TO WINDOW,AS SHOW IN W • ••i • •••••• AWNING ILI ••POR SIVL E UNITS: **see* WINDOW WINDOW METAL IIIET L SCR WS.USETHESAME � Cn (� Z O MIN.#12 X 1"SMS SPACING AND QUANTITY AS THE Q W 4 •1)DETE •Ri�I�E YOUR OVjtdD01�I SIZE THROUGH••• • •• FRAME OPPOSITE FRAME MEMBER. J Q W h • . AND GLV,-,. • INSTALLATION HOLES J_ U) o W Q FRAME ASSEMBLY m 2)KNOWING YOUR ANCHOR TYPE 5}THE FRAME ASSEMBLY TUBE MAY m Q a V ASSEMBLY TUBE v NOT EXCEED 62"IN LENGTH(AS USED u c c AND SUBSTRATE,DETERMINE ) u ' TUBE MIN.#12 X IN A 63"FLANGED WINDOW OR BE J 4 ALL U N YOUR ANCHOR GROUP FROM MIN.#i2 X 1"SMS USED IN TEE OR CROSS TABLE 3,SHEET 4. 1"SMS 740 SERIES THROUGH CONFIGURATIONS. w THROUGH CASEMENT INSTALLATION 3)FROM SHEETS 5-9,FIND THE INSTALLATION 6)THE FRAME ASSEMBLY TUBE IS ® n N SHEET FOR YOUR GLASS TYPE. HOLES WINDOW HOLES o cv rn NOT REQUIRED TO BE CLIPPED TO <t N v a FIND THE PRODUCT'S DESIGN 740 SERIES 740 SERIES THE SUBSTRATE.ALL EXTERIORto n PRESSURE FROM THE TABLE FRAME JOINTS TO BE SEALED BY INSTALLER. LABELED "DESIGN PRESSURE CASEMENT EXTERIOR CASEMENT 0 x t_ r ASSEMBLY 740 SERIES Z 0 WINDOW (� WINDOW z 0 m N a (PSF)FOR SINGLE WINDOWS,ALL `J TUBE FIXED 7)FOR ALL COMBINATION UNITS, 0 EXTERIOR EXTERIOR CASEMENT ADDITIONAL INSTALLATION ANCHORS ``'w 0 0 0 ANCHOR GROUPS". �L r >a Y HORIZONTAL SECTION C C �J WINDOW` MAY NEED TO BE INSTALLED 4)DIMENSIONS SHOWN ARE THROUGH THE WINDOW FRAMES AT o z w TIP-TO-TIP.FOR SIZES NOT 10"MAX.FROM EACH SIDE OF THE — U SHOWN,ROUND UP TO THE NEXT FOR EACH WINDOW IN A VERTICALLY OR HORIZONTALLY COMBINED ASSEMBLY: VERTICAL SECTION D-D VERTICAL SECTION E-E FRAME ASSEMBLY TUBE AVAILABLE WIDTH OR HEIGHT CENTERLINE.SEE TABLE BELOW: „I DIMENSION SHOWN ON THE 1)DETERMINE EACH INDIVIDUAL WINDOW TYPE,SIZE AND GLASS MAKEUP,SEE FIGURES 1 &2,THIS SHEET.DETERMINE YOUR ANCHOR GROUP FROM TABLE 3,SHEET 4. Additional Anchors Required on each 1_YNN TABLES. Side of the Frame Assembly Tube(FAT) 2)FROM SHEETS 5-9,FIND THE SHEET FOR YOUR GLASS TYPE. ��. '`�r;,ENSS '•,F.Q �� Window Anchor Type 5)USING THE TABLE LABELED "WINDOW ANCHORS REQUIRED" 3)FIND THE DESIGN PRESSURE FROM THE TABLES LABELED "DESIGN PRESSURE(PSF)FOR WINDOWS ATTACHED TO A VERTICAL FRAME ASSEMBLY TUBE" OR "DESIGN a Width A B,C&D No, 59705 (TABLE 2,SHEET 4),DETERMINE PRESSURE(PSF)FOR WINDOWS ATTACHED TO A HORIZONTAL FRAME ASSEMBLY TUBE DEPENDING ON WHICH WAY THE FRAME ASSEMBLY TUBE IS ORIENTATED.THIS 17'-22.8" 0 0 _ THE NUMBER OF ANCHORS MUST BE DONE FOR EACH WINDOW IN THE ASSEMBLY,AND THE LOWEST DESIGN PRESSURE APPLIES TO THE ENTIRE ASSEMBLY.DIMENSIONS SHOWN ARE TIP-TO TIP. 23"-25.8" 0 1 :G{' NEEDED IN THE HEAD,SILL AND FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. --7 a' JAMBS OF YOUR WINDOW. 1,_ Window Anchor Typo (� ', S ATL OF !` 4)USING THE TABLE LABELED "W/NDOWANCNORS REQUIRED" (TABLE 2,SHEET 4),DETERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD,SILL AND JAMBS OF LL Height A B,C 6 D �!�c; ._�CURlO�. Cj - i /�'} \,1•t G 6)INSTALL AS PER THE YOUR WINDOW. 17" 22.8" 0 0 m ' ��^ `,` INSTRUCTIONS ON SHEET 2. ` c 23'-25.T 0 1 !it\-•- `�. 5)INSTALL AS PER THE INSTRUCTIONS ON SHEETS 2-3.NOTE THAT ADDITIONAL ANCHORS THROUGH THE WINDOW FRAME INTO THE SUBSTRATE MAY BE REQUIRED(SEE _ "+ 1 1 A.LYN��lai LA,`P.E. SHEET 2),AND THAT MIN.#12 X 1"ANCHORS ARE TO BE USED THROUGH THE FRAME INTO THE FRAME ASSEMBLY TUBE(SEE DETAILS ON THIS SHEET). P.E.#58705 TABLE 2: TABLE 4: Window Anchors Required Jamb Snubber Locations PRODUCT REVISED Window Width on) Glass T its complying with the Florida Type: Building Code under 23' 25-15116' 27-314' 30' 33-1/2' 35" 37` PVB SG Acceptance No �� '13 6 Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group (Types 1 4&5) (Types 2,3&6-9) B.piration Date �1$ A B C&D A B C&D A B C&0 A B C&D A B C&D A B C&D A B C&D tinder 23' Jamb 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 12'max.from B Head/Sill 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 3 3 3 3 3 3 63"and None Miant' ade PcoducC itr less Required eachmax O.C. 25-15116" Jamb 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 rn Head/Sill 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 3 3 3 3 3 3 Jamb 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 12'max.from 12"max.from U) Q 383/8, oter 63' each end&30' each end&30" co a Head/Sill 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 max O.C. max O.C. Z Jamb 4 4 4 4 6 4 4 6 4 4 6 4 4 6 4 4 6 4 6 6 4 J 48" 'PVB"=BUTACITOP B BY KURARAY AMERICA,INC. Y Head/Sill 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 -"SG'=SENTRYGLAS�Y KURARAY AMERICA,INC. _ V _ O Jamb 4 6 4 4 6 4 4 6 4 4 6 4 6 6 4 6 6 4 6 6 4 = d 505!8' Head/Sill 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 F"- Q Jamb 6 6 4 6 6 4 6 8 4 8 6 4 6 8 4 6 8 4 6 8 4 1)USE THIS TABLE FOR 60' ALL WINDOWS PER THE 06 z V Head/Sill 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 ELEVATIONS ON SHEET 1. SAMPLE CONFIGURATIONS: 3 0 63' Jamb 6 6 6 6 8 6 6 8 6 6 8 6 8 8 6 6 8 6 6 8 6 DIMENSIONS SHOWN ARE Q 12 HeadlSili 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 WINDOW TIP-TO-TIP. ;t ; r;, A" W —U Jamb 8 8 8 6 8 6 8 a 6 8 10 6 8 10 6 8 10 6 8 10 6 r O Head/Sill 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 3 3 3 3 3 3 2)FOR SIZES NOT t Z W SHOWN,ROUND UP TO `o_ Q • • Jamb 6 8 6 8 8 6 8 10 6 a 10 6 8 10 6 8 10 6 8 10 6 THE NEXT AVAILABLE = Z Q O .•• : • HeadlS 2 2 2 2 2 3 2 2 3 2 3 3 3 3 3 3 ;%X v • •. • Jamb 8• 8 6 8 10 8 8 10 8 8 10 6 8 10 6 ADT OR HEIGHT, a U = W et ••• • DIMENSION SHOWN ON t • He df 2• 2 2 2 2 2 2 2 2 2 3 2 2 3 2 THE TABLE. ;`X i O 0 L0 N Q U) • L o z p � i- • ••• •• • •• •• X O o Z • • • • • / u • •TABLE3:•.••.: •••• !1 o • ••i • • •• • Min. Min. Anchor /X O ;X'; X`; %IX,'; Q Min. EXAMPLE 1:FOR WINDOW COMBINATION SHOWN BELOW;7116"ANNEALED SG LAMI.GLASS, i • Group Anchor "; Substrate Edge O.C. Embedment Plate 114"MASONRY ANCHORS INTO CONCRETE,+701-80 PSF DP REQUIRED,NO ANCHOR PLATE i Y ••• •• ••• •• Distance Distance Required? � Cn F- 1. O 1/4' steel Ultracon►Enlow Block 1" 6" 1-1/4" No CASEMENT ANCHORS: W W • • • • • Pine 518' 1" 1.3/8' No A)FROM TABLE 9,ANCHORS C&D ALLOW A DP OF+701-90. O'" p p� p J '0 r A #146,Met SMS(G5) 6063-T5 Alum. 318" 5/8" .050" No O �C � w.i m' � °= W - Q or#14,410 SS SMS A36 Steen 318' 518" 050" No B}FOR THE JAMB,FROM TABLE 3,ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE p��1 �� per\ Cr, h a Z (/) v U A653 Stud,Gr. 33 318" 518" .035",20 Ga. No DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE. �e �g "J o o Q S.Pine 518' 1" 13/8" No P 0� P 6� cc Q V B #12,steel SMS(G5) 6063-T5 Alum. 318' 518" .050" No C)FROM TABLE 2,6 ANCHORS ARE REQUIRED IN EACH JAMB. or#12,410 SS SMS A36 Steel 318" 518" .050" No > �o A653 Stud, Gr.33 3/8' 5/8' .035",20 Ga. No D)SIMILARLY,2 ANCHORS ARE REQUIRED IN THE HEAD&SILL. ® o r- 6v 2.85k Concrete 2-1/2" 4" 13/8' No E)DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1. 10" 10" _ rn }M N d4. 1/4" steel Ultracon 2.85k Concrete 1" 4" 1314" No 'n"� Hollow Block 2-1/2' 5" 1-114" No 4" o`'- x i x C S. Pine 5!8" 1" 13/8' Yes F PER RULES ON SHEETS 2&3,INSTALL 1 ADDITIONAL ANCHOR ON THE FRAME ASSEMBLY o TUBE SIDE OF THE AWNING(HEAD&SILL). 4' 4" 4" _ °�vi a #12,steel SMS(G5) 6063-T5 Alum. 318" 518" .0713' Yes Q _ ,;;z o� L- or#12,410 SS SMS A36 Steel 318' 518' .050" Yes ' >a A653 Stud,Gr. 33 3/8" 518" .045", 18 Ga. Yes o z ZZ S. Pine 518" 1" 13/8" Yes FIXED CASEMENT ANCHORS(SEE SEPERATE NOA): #14,steel SMS(GS) 6063-75 Alum. 3/8" 5/8" .0713' Yes A A)FROM TABLE 9,ANCHORS C&D ALLOW A DP OF+701-83.1. or#14, 410 SS SMS A36 Steel 3/8" 518' .050" Yes 10.6" A653 Stud,Gr.33 318' 518' .045", 18 Ga. Yes B)FOR THE JAMB,FROM TABLE 3,ANCHOR TYPE C HAS THE ANCHOR AND / 13,25" \�� UNY LYNN 2.85k Concrete 1" 4" 13/4" Yes SUBSTRATE DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE. \` `��Y •. GE�i 7<< 2.85k Concrete 2-112' 4" 13/8" Yes I �- bF Fp D Hollow Block 2-112" 5" 1-114' Yes C)FROM TABLE 2B,5 ANCHORS ARE REQUIRED IN EACH JAMB. 61" 114' steel Ultracon Filled Block 2-112" 4" 13/4" Yes \ No. 58705 ?� 114" 410 SS 3.35k Concrete 1' 5' 1314" No -D)SIMILARLY,3 ANCHORS ARE REQUIRED IN THE HEAD&SILL. _ CreteFlex Hollow Block 2-1/2" 5" 1-114" No 3.5k Concrete 1-114' 5" 13/4" No E}DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1. ` C \ S ' C 5116" steel Ultracon Hollow Block 3-1/8" 5' 1-114" No F)PER RULES ON SHEET 2,INSTALL 1 ADDITIONAL ANCHOR ON THE FRAME 4^ _.__-_____. 4^ 1 Filled Block 2-112" 5' 1314" No ASSEMBLY TUBE SIDE OF THE FIXED CASEMENT(HEAD&SILL). C�S �!z IZiO�.. '(��•\` ------------------ NOTES: 25" 20' 20" ►-� iS/UNAL 1)ANCHOR MUST EXTEND A MIMIMUM OF 3 THREADS BEYOND ANY METAL SUBSTRATE. 48" A.-YI4RMA.LW P.E. 2)ANCHORS MAY BE HEXHEAD,PANHEAD OR FLATHEAD. P.E.#58705 FOR GLASS TYPES: TABLE 5: PRODUCT REVISED Design Pressure(paf?for Single Windows,All Anchor Groups 1) 5/16" LAMI (1/8 AN - .090" PVB - 1/8 AN) to complying with the Florida 4) 7/8" LAMI. IG: (1!$" AN - 7/16" AIR - 1/$" AN - .090" PVB - 1/8"AN) Acceptance c N � Gj , �oS� ,13 a Accepptaance No I Window Width � +� under 23' 25.15!16" 273/4' 30" 33-1/2" 35' 37' "PVB"=BUTACITE�'VB BY KURARAY AMERICA,INC. L`x iratiott Date under 23" +70/-90 +70/90 +70/-90 +701-90 +70/-90 +70/-90 +701-90 BY Mi tIn. 5 ptoduriC trot 25-15/16' +70/90 +70/-90 +70190 +701-90 +701-90 +70/-90 +701-90 383/8" +70/-90 +70/90 +701-90 +70/90 +701-90 +70/-90 +70190 WINDOW ' 48' 1 +70190 +701-90 +70/-90 +70/-90 +70/90 +701-90 +70/91 HEIGHT = 505/8' +70/90 +70/-90 +70/90 +701-90 +701-90 +701-90 +70/-89.2 L 1 a Q 60' +70/90 +70/90 +70/-90 +70138.5 +70/-80.6 +70/-77.7 +701-74.3 I {{ W 63' +701-90 +70130 +70/-90 +70/-84.3 +70/-78.5 +701-73.7 +70/-70.1 ___1WINDOW f 4- _ J WIDTH (/) 72' _ +701-90_ +70/-87.2 +70/-77.7 +601-71.5 +601-62.4 +601-60.9 +/-59.3 J 76' +701-90 1 +701-84.8 +701-75.7 +1-67.3 +/-58.9 +/-57.2 +/-55.6 SEE SHEETS 1&4 FOR WINDOW ANCHOR = W 84- +70/90 +701-60.4 +701-71.3 +601.62.1 +/-54.2 LOCATIONS AND QUANTITIES. F_ CL z° Q Wr� F- � V V V 3 Q Z J O � 1 (� TABLE 6: V J (n r Desi Pressure for Windows Attached to a Vertical Frame Assembly Tube O V-' � O •• 9r► (p� Q ••• • .- • ••• Window Width a Z W W to • • • EL Q • ••• •: • under 23" 25-15/16" 27-314' 30" 33.112" 35" 37" • 04 •••••• Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group to T1_ (0 • •• •••. . A •.. •• B C D A B C&D B A,C& D 8 A,C&D A B C&D B A,C&D B A,C&D 0`^0 v ~ • • under 23" +701- +701.90 +70/-90 +701-90 +701-90 +70/.90 +70/-90 +70/-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +701-90 +101-90 +701-90 +70/.90 +TO/-90 ki � _ 3 Z "- :Dios 25!1:018 +701-90 +701-90 +70/-90 +701-90 +701-90 +70/-90 +701-90 +70/-90 +70/-90 +701-90 +701-90 +701.90 +701-90 +701-90 +701-90 +701.90 +70/-90 +701.90 o to o p U) Z_ 38.3/.8" +701-K• �101-71.6 +7Q'-90 +701-90 +701-81 +70r-90 +701-90 +701-90 +7tY-90 +701-90 +701-90 +701-90 +701.90 +701-90 +701-90 +701.90 +701-90 +701-90 _ W • •• •�W" +70/-73.1• o.*/-57.3 +70/-90 +70/-90 +/•64.8 +70/-90 +701-90 +701-90 +70/-90 +701.87.8 +701-90 +701-90 +701-78.6 +701-90 +701-90 +701-90 +701-88.9 +701-90 Y 56-518s• +1-6%3 • +1-54.3 +70/-90 +701-90 +1.61.4 +70/-90 +701.90 +701-90 +70/-90 +70/-83.2 +701.90 +70/-90 +701-74.6 +701-90 +701-89.2 +701-90 +70/•84.3 +701-89.2 EL Z UJ d •• ��:: +/-58.9 41.45.8 +701-84.7 +701.90 +/-51.8 +701-81.2 +701-90 +70/-75.9 +70/-90 +701-70.2 +70/-88.5 +701-80.3 +/-629 +701.80.6 +701-75.2 +701-77.7 +701.71.2 +701-74.3 O Z 6t +1-55.7 +/•43.6 +701-80.7 +701.89.5 +1-49.3 +701-77.3 +701-90 +70'•72.3 +70/-90 +1.68.9 +70/-84.3 +701-76.5 +/-59.9 +701-76.5 +701.71.6 +701-73.7 +/•67.8 +701-70.1 C5 -..! ( ) a U' W Q a c m O •n(n f) SU o G Q FRAME v __I ° "'Q I U v, ASSEMBLY o 10"MAX. TUBE TABLE 7: w ,n m Design Pressure(psf)for Windows Attached to a Horizontal Frame Assembly Tubo WINDOW ® It 61 N N Window Width HEIGHT o VI) tn M under 23" 25-15116' 27.3/4' 30' 33-112' 35' 37' WINDOW FRAME o x _ HEIGHT ASSEMBLY z O. - Anchor Anchor Anchor Anchor I TUBE ADDITIONAL W 2(5N a Anchor Group Anchor Group Anchor Group It i{ WINDOW ,,,z 0 w Group Group Group Group ANCHOR , >a o 0 WIDTH 4 IF REQ. All All All All B o O A,C&D A B C&D A 8 C&D 10'MAX. ( ). under 23" +701-90 +70/30 +701-90 +701-90 +70182.1 +70130 +701-90 +701-78.5 +701.90 +701-90 +70/-74.3 +701-90 SEE SHEETS 1 &4 FOR WINDOW ANCHOR o Z w _F ( ADDITIONAL O 25-15/16' +701-90 +70190 +70190 +701-90 +701-90 +701-90 +701-88.8 +701-90 +701-90 +701-84 +70/-90 +701-90 ANCHOR LOCATIONS AND QUANTITIES.SEE SHEET 38-3/6' +70/90 +70190 +70/-90 +701-90 +701-90 +701-90 +701-90 +70/-90 +70/-90 +701-90 +701-90 +701-90 (4),IF REQ. 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY �� lYi`1 o, 48" +701-90 +70/90 +70/-90 +70/-90 +701-90 +70130 +701-90 +70/90 +70/-90 +701-90 +70/-90 +701-90 1 WINDOW TUBE. \ `�,U�,Y••• N 41/��'i� z 50-5/8" +70/-90 +70/90 +701-90 +701-90 +701.90 +701-90 +701.90 +701-90 +701-90 +70/$9.2 +701-89.2 +701-89.2 WIDTH g60' +70/-90 +70/90 +701-90 +701-88.5 +701$0.6 +70/$0.6 +701-77.7 +701-77.7 +701-77.7 +701-74.3 +701-74.3 +701-74.3 SEE SHEETS 1 &4 FOR WINDOW ANCHOR 7iNo.' S6''OS 63' +70/-90 +70/90 +701-90 +701.84.3 +70/-76.5. .+70t-76.5 +70/-73.7 , +701-73.7_ +70/-73.7 +70/-70.1 +70/-70.1 +701-70.1 LOCATIONS AND QUANTITIES.SEE SHEET _ _ 72' +701-90 +70187.2 +701-77.7 +70/-71.5 +60162.4 +60/-82.4 +60190.8 +60160.9 +60/-50.8 +/-59.3 +/-59.3 +/-59.3 3 FOR ANY ADDITIONAL ANCHORS 76' +701-90 +701-84.6 +701-75.7 +/-67.3 +/-58.9 +l-58.9 +/-57.2 +/-57.2 +/-57.2 +/-55.6 +/-55.6 +1-55.6 REQUIRED FOR THE FRAME ASSEMBLY - TUBE. X15 C!� 84" +701-90 +70/-80.4 +701-71.3 +60/-82.1 +/-54.2 +l-54.2 ' S A E O, NOTES: 1)SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. //ALt'NN j \\ \ . MIl l E'R,P.E. 2)SEE SHEET 4 FOR SNUBBER REQUIREMENTS. P.E.k 58705 TABLE 8: FOR GLASS TYPES: a 2) 7/16" LAMI (3/16 AN - 090" SG - 3/16 AN), PRODUCT REVISED Design Pressure(psQ for Single Windows,All Anchor Groups as complyinnggwith the Florida Design Code 'SG-=SENTRYGLA BY KURARAYAMERICA,INC. AccptaiceNo NS-O5�.13 6' Window Width Lixpiration Dale �O under 23' 25-15/16' 27-314' 30' 33.1/2' 35' 37' under 23" +901-130 +90/-130 +90/-130 +901-130 +90/-130 +90f-130 +901-130 BY WINDOW Mi, i adeProducf tr 25-15/16" +901-130 +901-130 +90/-130 +901-130 +901-130 +901-130 +901-130 HEIGHT 38-318" +90/-130 +901-130 +90f-130 +901-130 +90/-130 +901-130 +901-130 48' +901-130 +901-130 +90f-130 +90/-130 +90/-130 +90f-130 +901-130 = 50.518' +901-130 +901-130 +901-130 +90/-130 +90/-130 +90/-130 +90f-130 �.,) WINDOW W a Q W. +901-130 +901-130 +901-130 +90/-130 +901-130 +90/-130 +901-130 WIDTHLLJ W. +901-130 +901-130 +901-130 +901-130 +901430 +901430 +901-129.8 SEE SHEETS 1&4 FOR = WINDOW ANCHOR ' - 72' +901-130 +901-130 +901-130 +901-130 +901-129.1 +901-122.5 +901-113.8 LOCATIONS AND QUANTITIES. 76' +90/-130 +901-130 +90f-130 +901-130 +90/-124.1 +901-116.7 +90/-107.8ti 84' +901-130 +90/-130 +9Gf-130 +90/430 +901-116.4 a U} z U W/� /n C16V V 3 ZQ Z o2 i O TABLE 9. LL Q U r- • • Design Pressure(pso for Windows Attached to a Vertical Frame Assembly Tube O (� J O • . • Q •' ; • • Window Widh4j- •• • •: • • . a under 23" 25.15/16" 27-314" 30' 33.112" 35" 37" C14 d • •••••• Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group ` to ••• • •••. T+7 •• B C D A 8 C&D B A,C&D A B C&D A B C&D B A,C&D A B C&D 0j a0 W• set under 23" 0 +70f-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 00 D0 /nZ 251�It #701-90 +701-90 +70t-90 +701-90 +701-90 +701-90 +701-90 +70/-90 +70/-90 +70'-90 +701-90 +70/-90 +701-90 +70'-90 +70/-90 +701-90 +70/-90 +701-90 +701-90 oN opZ38-3/$" Q.a .+Ia-71.6 +701-90 +701-90 +701-81 +701-90 +701-90 +701-90 +701-90 +70/•90 +70/-90 +701-90 +76-90 +701-90 +7d-90 +701.90 +701-90 +701-90 +701-90 +701.90 _ w ?> • •• 49" +70/-71.0• •0-57.3 +701-90 +701-90 +/$4.8 +701-90 +701-90 +70/-90 +70f-90 +701-90 +701-87.6 +701-90 +701-90 +701-90 +701.90 +701-90 +701-90 +701-90 +70f-88.9 +70/-90 Y 5(1-518'► +1-69!0 •+1-54.3 +701-90 +701-90 +1-61.4 +701-90 +701-90 +701-90 +70'-90 +701-90 +701-83.2 +701-90 +70'•90 +701-90 +701-90 +701-89.2 +701-90 +701-90 +70'-84.3 +701.90 j d Z 0 �er• •90 +70/-75.2 +701.9 +70l-90 +7f-71.2 +701-90 LLJ Pat - . - . - 0 . . . . O> +!58.9 - . + • . - - . vo IQn W g ' +1-557 +1.436 +701-807 +70+•895 +/-49.3 +70/-77.3 +701-90 +701-72.3 +70/-90 +70/-85.3 +1.66.9 +70/-90 +701-76.5 +701-74.9 +701-90 +701-71.6 +701-90 +70/-86.5 +1$7.8 +70/-90 b ONc� U U 3 6L U W U Q ,L a � FRAME 10"MAX. ASSEMBLY TABLE 10: TUBE W � Design Pressure(psQ for Windows Attached to a Horizontal Frame Assembly Tube ® 0 iC'j\ rn N 01 Window 04 WINDOW M o Window Widh WINDOW FRAME HEIGHT under 23" 25-15116' 27314" 30" 33-112" 35" 37" HEIGHT ASSEMBLY o`` x ,r Anchor Anchor Anchor Anchor Anchor Anchor j 1 TUBE 0�m,,; a Group Group Group Group Group Group Anchor Group Anchor Group i T I _ o 0 0 WINDOW I ADDITIONAL '''w o 0 10'MAX. WIDTH ANCHOR ~> a s All A11 All All 8 A C&D A B C&D A B C&D ~a (4),IF REQ. under 23" +701-90 +70/-90 +701.90 +701-90 +70/-821 +701-90 +701.90 +70/-78.5 +701-90 +701-90 +701-74.3 +7d-90 ADDITIONAL o z w +701-84 +701-90 +701-90 ANCHOR SEE SHEETS 1 &4 FOR WINDOW ANCHOR 2&15116" +701-90 +70l-90 +701-90 +701•90 +701-90 +7d-90 +701-88.6 +701-90 +70l-90 (4),IF REO. LOCATIONS AND QUANTITIES.SEE SHEET 38-318" +701-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701.90 +701-90 +701-90 +701-90 +70+•90 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY �� LYNN 40" +701-90 +701.90 +701-90 +701-90 +701-90 +701-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +70!-90 Wlli DOH TUBE. ��f v`��••' '••• = 50.518 +7C1-90 +70l-90 +70l-9t) +701-90 +701-90 +701-90 +70/-90 +701-90 +70/-90 +701-90 +701-90 +711-90 `�� •' �ILENSc g 60" +701-90 +701-90 +701.90 +701.90 +701-90 +701-90 +70f-90 +701-90 +701-90 +701-90 +701-90 +701-90 SEE SHEETS 1 &4 FOR WINDOW ANCHOR 63" +701-90 +701-90 +701-90 +701.90 +701-90 +701-90 +70'-90 +701-90 +701.90 +701-90 +701-90 +70'-90 LOCATIONS AND QUANTITIES.SEE SHEET - :C : No. 58705 - - � 3 FOR ANY ADDITIONAL ANCHORS - 72" +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701.90 +701-90 +701.90 +701-90 +701.90 +70-90 REQUIRED FOR THE FRAME ASSEMBLY 76" +70/-90 +70!•90 +70/-90 +701-90 +701-90 +7000 +70'-90 +701-90 +701-90 +701-90 1 +701-90 +70•90 TUBE. --7 84" +70'-90 +701-90 +701-90 +701-90 +701.90 +70'-90 o I.S tr1 ST 2'`c I f NOTES: / 1)SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. // L'yjNN ILL �.P.E.��+�I:YNN Q41L'LE)2�P.E 2)SEE SHEET 4 FOR SNUBBER REQUIREMENTS. P-E.0 58705 4 FOR GLASS TYPES: TABLE 11: Design Pressure(psQ for Single Windows,All Anchor Groups 3) 7/16" LAMI (3/16 HS - .090" SG - 3/16 HS) PRODUCT REVISED as complying with the Florida 7 7/8" LAMI. IG: (3/16" AN - 1/4"AIR - 3/16" HS - .090" SG )- 3/16" HS IhrildingCoae - Window Width Accc lance No- - }a• I3 under 23' 25-15116" 27-314' 30- 33-112' 35' 37' 9) 7/8" LAMI. IG: (3/16" T - 1/4" AIR - 3/16" HS - .090" SG - 3/16" HS) Bxpi ationDate �,OI$ under 23' +901-130 +901-130 +901-130 +901-130 +901-130 +90/-130 +901-130 "SG'=SENTRYGLAAY KURARAY AMERICA,INC. By 25.15116' +901-130 +90/-130 +901-130 +901-130 +90/-130 +90/-130 +901-130 Mi ade Produef Control 38.318' +901-130 +901-130 +90/430 +901-130 +90/-130 +90/-130 +901-130 48' +90/430 +901-130 +901-130 +901-130 +90/-130 +901-130 +90/-130 x 50-5/8' +901-130 +901-130 +901-130 +901-130 +90/-130 +901-130 +901-130 W a WINDOW 80' +901-130 +801-130 +901-130 +90/-130 +901-130 +901-130 +90/-130 W � HEIGHT = 63" +901-130 +901-130 +901-130 +901-130 +90/430 +90/-130 +901-130 J 72" +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 O 76' +901-130 +901-130 +90/-130I I_+90%130 +90/-130 +90/-130 +901-130 WINDOW - W 84' +90/-130 +901-130 +90/-130 +90/-130 +90/-130 WIDTH Q- z Q SEE SHEETS 1&4 FOR W FT�- rn U WINDOW ANCHOR 0 (� LOCATIONS AND QUANTITIES. Z Z 0 5 TABLE 12: = r 0 U • Design Pressure(psQ for Windows Attached to a Vertical Frame Assembly Tube o O (' -i O • •• •• Z Q •• • ••• Window Width a W (�. •• •�• • • • under 23" 25.15116" 27-3/4" 30" 33112" 35" 37" W Q i Lr) 04 • • ••••••Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group •• '••• A •' ."B C D A B CB.D B A C8D A B CB.D A B C8D B A C&D A B C&D O O • under 23" +701- + Ol-90 +70/-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +70/-90 +701-90 +70/-90 +701-90 +701-90 +701.90 +70/-90 +701-90 +701-90 +701-90 +701-90 +701-90 � = p �° Z •• Z •• 25151.16'► •+701-9(i• +101-90 +701-90 +701-90 +701-90 +701-90 *701-90 *701-90 +70/•90 +70J-90 +70/-90 +701-90 +70/-90 +701-90 +70/-90 +701-90 +701-90 +70/•90 +701-90 +701-90 Q � a O (n 38-318; +701-94• 7 -71.6 +701-90 +701-90 +701.81 +701-90 +701-90 +701-90 +70/-90 +70/-90 +70/-90 +701-90 +70/-90 +701-90 +70/-90 +701-90 +701.90 +701-90 +701-90 +701-90 _ •• 413: +70/-73.1. ..+4-57.3 +701-90 +701-90 +/-64.8 +701-90 +701.90 +701-90 +70/-90 +70/-90 +701.87.8 +701-90 +70/-90 +701-90 +70/-90 +701-90 1 +701-90 +701-90 +70/ W.88.9 +701-90 W • 504618'• •+1.69.3 •.N-54.3 +701-90 +701-90 +1-61.4 +701-90 +701-90 +70/-90 +70f-90 +701-90 +70/-83.2 +701-90 +70/-90 +701-90 +701-90 +701.89.2 +70/-90 +701-90 +70/-84.3 +701-90 (Y j Q. Z C) •• •• +158.5• +4.45.8 +70/•84.7 +701-90 +1-51.8 +70/-81.2 +701-90 +70/-75.9 +70/-90 +701.89.6 +70/-70.2 +701-90 +70/-80.3 +70/.78.6 +701-90 +701-75.2 +701-90 +701-90 +70/-71.2 +701-90 ? JO+!• +701.78.5 +701-74. -71.6 -9 -865 -67.8 -90 Q63"• +1-55.7 . . . . . 9W Q O cn U ua'i 3 H W v Q w FRAME a p 10"MAX. ASSEMBLY TABLE 13: 1 TUBE w >N rn Design Pressure(psQ for Windows Attached to a Horizontal Frame Assembly Tube @ p C N N WINDOW Window Width WINDOW FRAME HEIGHT under 23" 25-15116" 275/4" 30" 33-1/2" 35" 37" HEIGHT ASSEMBLY 1 o w o`` Anchor Anchor Anchor Anchor Anchor Anchor TUBE _] 1 C,ca� a Anchor Group Anchor Group I � ADDITIONAL w z o Group Group Group Group Group Group I WINDOW I ANCHOR '->a o �-t o Z o w LZ All All All All B A,C&D A B C D R 8 C&D 10"MAX (4),IF REQ. under 23" +70/-90 +70/-90 +70/-90 +701-90 +701-82.1 +70-90 +70/-90 +70/-78.5 +701-90 +701-90 +70/-74-3 +70/-90 ADDITIONAL SEE SHEETS 1 3 4 FOR WINDOW ANCHOR U 25-15/16" +701-90 +701-90 +70/-90 +70/-90 +70/-90 +7001-90 +70/-88.8 +701-90 +701-90 +70/-84 +70/-90 +70/-90 ANCHOR LOCATIONS AND QUANTITIES.SEE SHEET 38-316" +70/90 +70/-90 +7N-90 +701-90 +70/-90 +74-90 +7Q/-90 +701-90 +701-90 +701-90 +701-90 +701-90 (4),IF REQ. 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY �� t.YNN o, 48" +70/-90 +70/-90 +71Y-90 +70+90 +70/-90 +70'-90 +70/-90 +70/-90 +70/-90 +701-90 +701-90 +70/-90 WINDOW TUBE. �� \ ........, Y 503/8" +70/-90 +70/-90 +701-90 +74.90 +70/-90 +71Y-90 +70/-90 +701-90 +701-90 +70/-90 +701-90 +701-90 WIDTH ��•• '\`GENSC �F�• �� 60" +70/-90 +70/-90 +70/-90 +70/-90 +701-90 +70/-90 +70+90 +70/-90 +70/-90 +701-90 +70/-90 +70/-90 SEE SHEETS 1 &4 FOR WINDOW ANCHOR Q c LOCATIONS AND QUANTITIES.SEE SHEET 'i Np. 58705 63" +701-90 +701-90 +70/-90 - +70/-90 +70/-90 +70190 +701 90 +701-90 +701 90 +70/90 *701-90 *701-90 3 FOR ANY ADDITIONAL ANCHORS - I - 72" +701-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +70/-90 +701-90 +701-90 +70/-90 +701-90 +70/-90 1 REQUIRED FOR THE FRAME ASSEMBLY 76" +701-90 +701.90 +701-90 +701-90 +70/-90 +701.90 +70/-90 +70/-90 +70/-90 +70/-90 +70/-90 +101-90 TUBE. -O r 0j 84" +70-90 +701-90 +701-90 +7(Y-90 +7(Y-90 +70/-90 ST\TF OF / NOTES: 1)SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. 71A.14Y �tIL'LE1-t�P.E. 2)SEE SHEET 4 FOR SNUBBER REQUIREMENTS. P. .1158705 I I FOR GLASS TYPES: TABLE 14: 5) 718" LAMi, IG: (1/8" T- 7/16" AIR- 1/8"AN - .090" PVB - 1/8"AN) PRODUCT'REVISED Design Pressure(psQ for Single Windows,All Anchor Groups as complying with the Florida 'PVB"=BUTACITEIPVB BY KURARAY AMERICA,INC. Building Code 3 Window Width Acceptance Tion 13 under 23' 25.15/16" 27-3/4' 30' 33-1/2' 35' 3T expiration Date under 23' +701-90 +701-90 +70/-90 +701-90 +701-90 +70/-90 +70/-90 BY 25.15116' +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +70/-90 Miam' ade Productt ontr 383/8' +701-90 +701-90 +701-90 +70190 +701-90 +70/-90 +70/-90 Q,• 48' +70/-90 +701-90 +70/-90 +70/-90 +70/90 +70190 +701-90 v Q 50.5/8' +70190 +70/-90 +701-90 +70190 +70/-90 +70/-90 +701-90 W 60' +701-90 +701-90 +701-90 1 +70/90 +701-90 +70/-88.6 +70/-84.6 WINDOW W HEIGHT = 63' +701-90 +701-90 +701-90 +70/-90 +70/-87.2 +701-84 +70/-79.9 Ur 72' +701-90 +70190 +701-88.5 +701-81.5 +601-70 _ +801-69.4 +60157.6- _ 0 76" +70190 +70/-90 +701-86.3 +701-76.7 +60/.67.2 +60/.65,2 +601-63.3 WINDOW = a 84' +701-90 +70/-90 +701-81.3 +601-70 +60161.8 WIO7H LU z V SEE SHEETS 1&4 FOR ots WINDOW ANCHOR Z Z 2 o LOCATIONS AND QUANTITIES. TABLE 15: = N Design Pressure(pso for Windows Attached to a Vertical Frame Assembly Tube U) • 0 U' Q LL • O • •• Window Width Z W 1-- • • • • under 23' 25-15/16' 27-3/4' 30' 33-1/2' 35' 37' W W . .. . " ' ` ; • Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group d 0 • • A B C D A 8 C& D B A,C&D A B C&D A B C& D 8 A,C&D B A,C&D T_ T_ (n LU •• undCr 23► •+701-9f► •+701-90 +70190 +701-90 +701-90 +701-90 +701-90 +70/-90 +70/90 +70/90 +701-90 +70190 +70/-90 +70/-90 +70/-90 +70/-90 +70/90 +70/90 +70/-90 to p Cr 0 o ~ •• Z .; 2515116' •+701-90 +70/-90 +70190 +70/-90 +70/90 +701-90 +701-90 +701-90 +70/90 +701-90 +70/-90 +701-90 +701-90 +701-90 +70190 +70190 +70190 +70190 +70l-90 v [� •• z 38•x"` �+70/-9Q• %7V-71.6 +70/-90 +70/-90 +701-81 +70/90 +701-90 +70/-90 +70/-90 +701-90 +70/-90 +70190 +70/-90 +701-90 +70190 +701-90 +701-90 +701-90 +701-90 0 too O (1) _Z u 48'• +701-7361. ••+4-57.3 +701-90 +701-90 +1-64.8 +70/90 +70190 +70/90 +70/-90 +70/-90 +70/-87.8 +701-90 +701-90 +70/-78.6 +701-90 +70/90 +701-90 +70/-88.9 +70190 W •• 50.548' +/-69.3 0 9•M-54.3 +70/90 +701-90 +/-61.4 +70/-90 +70/90 +701-90 +70/-90 +701-90 +701-83.2 +70/-90 +701-90 +701-74.6 +70/-90 +70/•89.2 +70190 +70134.3 +70/90 W 00' • +/-56. ••+/-45.8 +701-84.7 +70/-90 +/-51.8 +70/-81.2 +70/-90 +70/-75.9 +70/-90 +70/-89.6 +70/-70.2 +70190 +701.80.3 +/-62.9 +70/-90 +701-75.2 +70/88.6 +701-71.2 +70%84.6 d Z • ' •• • +155,7• x/.43.6 +70/-80.7 +701.89.5 +/-49.3 +70/-77.3 +70/-90 +70/-72.3 +701-90 +70/-85.3 +196.8 +70190 +701-76.5 +/-59.9 +70/-87.2 +70/-71.6 +70184 +/87.8 +70/-79.8 J 0 Z 2 G b Q J W FRAME a Ce0 n F5 (0 U 10'MAX. ASSEMBLY y o LLJ Q v u 7uaE -} o Q 0 t U TABLE 16: WIN y.n 1O rn Design Pressure(ps@ for Windows Attached to a Horizontal Frame Assembly Tube HEIGHT ® o Cn N N (}J M V) Window Width under 23" 25-15/16' 27-3/4' 30' 331/2' 35" 3T WINDOW FRAME WINDOW AOOITIONAL o x D HEIGHT ASSEMBLY WIDTH ANCHOR s 0 m vi a Anchor Anchor Anchor Anchor Anchor Group Anchor Group Anchor Group TUBE ( ), w z o 0 0 4 IF REQ. Group Group Group Group >a o 0 All AN All All B A,C&D A B C&O A B C&D 10'MAX. SEE SHEETS 1 &4 FOR WINDOW ANCHOR o O LOCATIONS AND QUANTITIES.SEE SHEET o z w under 23' +70/90 +701-90 +70/-90 +701-90 +701-82.1 +701-90 +70/90 +701-78.5 +70/-90 +70190 +70/-74.3 +701-90 ADDITIONAL 3 FOR ANY ADDITIONAL ANCHORS 25-15/16' +70/-90 +701-90 +701-90 +701-90 +701-90 +70/-90 +70/-88.8 +701-90 +701-90 +701.84 +70/-90 +701-90 ANCHOR REQUIRED FOR THE FRAME ASSEMBLY 38-3/8' +701-90 +70190 +701-90 +70/90 +70190 +701-90 +70/90 +70/-90 +70/-90 +701-90 +70i-90 +701-90 (4),IF REQ. TUBE. \ t t 11 r 48' +70/-90 +70/-90 +701-90 +70/-90 +70190 +701-90 +701-90 +701-90 +70/-90 +70/-90 +70/90 +70/90 �`\•..�( `}�N i WINDOW 55/8" -90 +701-90 +70/-90 +701.90 +701-90 +70/-90 +70190 +70/-90 +70/90 +70/-90 +70/-90 +701-9 IH 60' +701-90 +701-90 +701.90 +701-90 +70/.90 +701-90 +701-88.6 +701-88.6 +70/-88.6 +70/$4.6 +70/-84.6 +70194.6 % SEE SHEETS 1 &4 FOR WINDOW ANCHOR 63' +70/-90 +701-90 +70/-90 +701-90 +70/-87.2 _ +70137.2 +701-84 _ +70/34 +701-84 +70/779.9 +701-79.9 +70/-79.9 LOCATIONS AND QUANTITIES.SEE SHEET 72' +701-90 +70/-90 +70/98.5 +70/-81.5 +60/-70 +60/-70 +601.69.4 +60139.4 +60199.4 +601-67.6 +601-67.6 +60/97.6 3 FOR ANY ADDITIONAL ANCHORS �(oo "'_4L--; 76' +70/-90 +701-90 +701-86.3 +701-76.7 +601.87.2 +60197.2 +60/-65.2 +60/-65.2 +60/-65.2 +601.63.3 +60193.3 +60/93.3 REQUIRED FORTHE FRAME ASSEMBLY 184' +70/-90 +70/90 +701.81.3 +601-70 +60/91.8 +60/81.8 TUBE• s , PL ORO X) NOTES: -��/�':v,^;: ...;•• �\-�: j 1)SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. A!LYNM WLEft'•P-E. 2)SEE SHEET 4 FOR SNUBBER REQUIREMENTS. P.E.#58705 FOR GLASS TYPES: TABLE 17: 6) 7/8" LAMI. IG: (3116" AN - 1/4" AIR - 3/16"AN - .090" SG -3/16"AN) PRODUCTas complying with complying the Florida Design Pressure(pst)for Single Windows,All Anchor Groups a8 7/8" LAMI. IG: 3116" T - 1/4" AIR - 3/16" AN - .090" SG - 3/16"AN BuildingcodNo c 5 .ndow Width ) ( ) LxAcceptance WipirationDat q13 Date under 23' 25-15116' 27-3W 30' 1 33-1/2' 35' 37" "SG"=SENTRYGLAS BY KURARAY AMERICA,INC. under 23' +90/-130 +901-130 +901-130 +90/-130 +901-130 +901-130 +901-130 BY Miami ade Pro6ur:t' trod 25-15/16' +90/-130 +90/-130 +901-130 +901-130 +90/-130 +90/-130 +901430 38.3/8' +90/-130 +901-130 +90/-130 +901-130 +90/-130 +901-130 +90/•130 48' +901-130 +901-130 +901-130 +90/-130 +90/-130 +901-130 +90/430= W Q 50-51W +90/-130 +901-130 +901-130 +90/-130 +901-130 +901-130 +901-130 W. +90/-130 +90/-130 +90/-130 +901-130 +901-130 +901-130 +90/-130 WINDOHEIGHT( _ 63' +901-130 +901-130 +901-130 +901-130 +901430 +901-130 +90/-130 J 72' +90/-130 +901-130 +901-130 +901-130 +90/-130 +901-124.6 .+901-115.7 _ d:' 76' +90/430 +901-130 +901-130 +901-130 +90/-128.2 +901-118.7 +90/409.6 WINDOW = CL (�• 84" +901-130 +901-130 +90/-130 +901-130 +901-118.4 WIDTH z U SEE SHEETS 1&4 FOR W 06 a I WINDOW ANCHOR 0 (� LOCATIONS AND QUANTITIES. ZQ Z o TABLE 18: _ 0 V J J O o Design Pressure LL.(psf}(a Windows Attached to a Vertical Frame Assembly Tube N O W F- �� : . • • Window Width a W � O • CV •• • under 23" 2515116' 27-314" 30" 33.112" 35" 37" • • • Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group 11_ r- N •. `� W Cn • A B C D A B C&D B A,C&D A B ;C&D A B C&D B A,C&D A B C&D 0000 O � h- •• under 23" +701-90 , +701-90 +701-90 +701.90 +701-90 +701-90 +70I-90 +701.90 +701-90 +701-90 +70/-90 +70/-90 +701-90 +701-90 +70/•90 +701-90 +701-90 +70/-90 +701-90 +701-90 ? 0 Z • 251t0to ;+701.96• •t101-90 +701-90 +701-90 +70/-90 +70/•90 +701-90 +701-90 +70/-90 +701-90 +70/-90 +701-90 +7d-90 +701-90 +701-90 +70/-90 +701-90 +701.90 +701-90 +701-90 q q O (n Z •. � _ 38-3189 +701-901• •NW-71.6 +701.90 +701-90 +70/•81 +701-90 +701-90 +701-90 +7(/-90 +701-90 +701-90 +70/-90 +70/-90 +701-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +701-90 W •• MT +701-73+1• 9*4.57.3 +701-90 +701-90 +1-84.8 +701-90 +701-90 +70/-90 +701.90 +701-90 +701-87.8 +701-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701.88.9 +701-90 Y ' g •+1-69.,� •4 -54.3 +70/-90 +701-90 +1.61.4 +701-90 +701-90 +701-90 +70'•90 +701-90 +70/-83.2 +701-90 +70'-90 +701.90 +70/-90 +701-89.2 +701-90 +701-90 +7d-84.3 +701.90 j 0. Z +1-58.5' 4-45.8 +701-84.7 +70/-90 +/-51.8 +701-81.2 +701-90 +70/-75.9 +701-90 +701-89.6 +701-70.2 +701-90 +701-80.3 +70/•78.6 +70/•90 +701.752 +701-90 +701-90 +7(/-71.2 +701.90 WOZ W+1-55.7 +l-43.6 +701-80.7 +70'•89.5 +1_49.3 +7(Y-77.3 +701-90 +7(/•72.3 +7C1-90 +701.85.3 +/-66.9 +701.90 +701-78.5 +701-74.9 +7t/-90 +701-71.6 +701-90 +701-B$.5 +/-67.8 +701-90 �� J (n o W o Q b g O y N W w Q v FRAME Cr o 0 0 I= U cn 10'MAX. ASSEMBLY TUBE w TABLE 19: ® N O)(V N Design Pressure(pso for Windows Attached to a Horizontal Frame Assembly Tube WINDOW M to V) HEIGHT 0., _ J Window Width FRAME o`l x WINDOW z w o under 23" 25-15116' 27-3/4' 30" 33-112" 35" 37' HEIGHT ASSEMBLY s)in vi a ll Anchor Anchor Anchor Anchor Anchor Anchor TUBE WINDOW II ADDITIONAL Ujw o 0 0 Group Group Group Group Group Group Anchor Group Anchor Group WIDTH I-'� ANCHOR o> a 0 � 10'MAX. (4).IF z z All All All All B A,C&D A B C&D A B C&D (1( ADDITIONAL SEE SHEETS 1 &4 FOR WINDOW ANCHOR under 23' +701-90 +70/-90 +70/-90 +701-90 +701-82.1 +701-90 +70/-90 +70/-78.5 +70/-90 +701-90 +70/-74.3 +701-90 LOCATIONS AND QUANTITIES.SEE SHEET - ' 25-15/16" +70/-90 +701-90 +701-90 +70/-90 +701-90 +701-90 +70/3ANCHOR 8.8 +70/-90 +701-90 +701-84 +70/-90 +70/-90 4 IF REQ. 3 FOR ANY ADDITIONAL ANCHORS �� 383!8' +701-90 +701-90 +701-90 +701-90 +7(/-90 +701-90 +701-90 +701-90 +701-90 +701-90 +70/-90 +7(/-90 ( � RUBE!RED FOR THE FRAME ASSEMBLY \ � `( LYNjV ��1( ai 48' +701-90 +701-90 +70/-90 +70/-90 +701-90 +7(/-90 +701-90 +70/-90 +70/-90 +70/-90 +70/-90 +70/90 f WINDOW Q�•' ��CFNSC ��Q % Z: 505/8" +701-90 +70/-90 +70/-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +70/-90 +701-90 -`1 WIDTH 6(r +70/-90 +701-90 +701-90 +701-90 +70/-90 _ +70/-90 +70/-90 +701.90 +701-90 +70/-90 +701.90 +701-90 SEE SHEETS 1 &4 FOR WINDOW ANCHOR _ N0. 58705 63" +70/-90 +70/-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +701-90 +70/-90 +70(-90 LOCATIONS AND QUANTITIES.SEE SHEET - �- 3 FOR ANY ADDITIONAL ANCHORS -`U 72" +701-90 +701-90 +701-90 +701-90 +70/-90 +70/-90 +70/-90 +701-90 +701-90 +70/-90 +70/-90 +701-90 REQUIRED FOR THE FRAME ASSEMBLY : k Ojs 76" +701-90 +70/-90 +701-90 +701-90 +701-90 +701-90 +701-90 +70/-90 +701-90 +70/-90 +70/-90 +70/-90 TUBE. n� ST TE OF V 84" +70/-90 +70/-90 +701-90 +701-90 +701-90 +70/-90 , Oy •.....•• �C� NOTES: 1)SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. A.LYN///r' 'N 1+v(ILL�ER,,\ P.E. 2)SEE SHEET 4 FOR SNUBBER REQUIREMENTS. P.E.#58705 TABLE 20: --«-� 1.124" Item Dwg.# Description Material ASSEMBLY DETAILS .062" 1 7002 Main Frame Head,Sill&lamb 6063-T6 Alum. ALL DETAILS SHOWN FROM THE INTERIOR NOM. •434" 2 7071 Anchor Plate 6063-T6 Alum. 2.919" 1 125" 3 7003 Sash Top,Bottom&Side Rail 6063-T6 Alum. .062" 2.701" 4 7008 Frame Corner Ke Steel 439" NOM. Sleet 3 .462" 5 7009 Sash Corner Ke 1.159" 6 7078 Frame Gasket Vinyl Foam l 2.139" 7 7072 Sash Corner Gasket Vinyl Foam I�— 2'784" 8 7070 Bulb Weatherstri .187"x.275" Flex PVC 70 .093" FRAME HEAD, SASH TOP, FRAME 10 7024 Maxim Multi-Point Lock Steel SASH OSILL 3 71 li 7026 Lock Support Plate Steel 8�JAMB � BOTTOM &SIDE ASSEMBLY TUBE 12 7014 Multi-LockLoomKeeperto Steel AS REQUIRED PER 2 CORNERS #7002, 6063-T6 #7003,-6063-T6 #7004, 6063-T6 13 7013 Tie Bar Guide Nylon TABLE 3,SHEET4 1 14 7015 Tie Bar Assembly Steel or SS 1.356" 2.203` 15 7028 Maxim Dyad Operator,WW<=24" Steel I .040" 1.000" 16 7027 Maxim Dual Arm Operator,WW>24 Steel b I .441" 1- LL-fi;3 17 7030 O erator Gasket t' Vinyl Foam 7 .423" —•-� t"'-- 18 7031 O erator Backing Plate Steel .093" 093" 19 •7051. Operator Spacer Black Nylon 3 ass" FIXED • 0 -MP* Stud Bracket Steel ANCHOR PLATE SCREEN FRAME ADDON FLANGE 11 .7,W3. OperatbrTratk&Slider Dual Arm Steel O #7071, 6063-T6 60 #7006, 6063-T6 70 #134, 6063-T6 • 2 023 EgressHi,ngeAHea Duty),Manuf.by Truth Steel ' • 3 Egress "n a Washable(HD),Manuf.b Truth Steel 6 . .24 •. '. Snub*%r. -blowout Clip Steel 706" .523" • •Qi Dura Seat acer Steel .050" .050" � . 2 f713 •Settin RIOtk 5/32"x 3/16"x 1-1 4" EPDM (� "33 114 Settl6JI II! 5/32"x 7/16'x 1-1/41' EPDM 9b .865" '( 865" • 35 •7@36 Lami ea • 6063-T6 Alum. •4e9 .936 Lami 1s >!d C• 6063 T6 Alum. 37 •7G5&• Lami Bead D 6063-T6 Alum. 1 BEAD B BEAD C 38 1224 Vinyl Bulb Wst Thick Flex PVC 70 35 36 ( Flex PVC 70 #7036, 6063-T6 #7042, 6063-T6 39 1225 Vin i Bulb Wst (Thin) 50 Dow 899 Silicon Backbedding INTERIOR 60 7006 Screen Frame 3105-H14 Alum. 172" 61 7040 Screen Corner Key Polypropolene 6 62 Screen Cloth Fiberglass 63 1635 Screen Spline EM. PVC 4 •870" .050" 64 320 Screen Spring Stainless Steel f 70 134 Add-on Flange 6063-T6 Alum. FRAME -�- •569" 71 7004 Frame Assy Tube 6063-T6 Alum. BEAD D 80 #8-32x 1/2"Ph.Pn.Mach,Scr TYPE B Stainless Steel CORNERS 37 6063-T6 PRODUCI'RGV[SED #7059, as complying with the Florida 81 1157 #8 x 1/2"Ph.Pn.SMS Stainless Steel 86 Bnilding Code 82 #8x 5/8"FI.Ph.SMS Stainless Steel `, 1 1 f l t Acceptance on Date 15'OJrj4•)� 83 #8 x 7/8"Fl.Ph.SMS Stainless Steel �� { - N ,,, // Revised By: Dale: Revision e: R.84 #8x 1" FI.Ph.TEK Stainless Steel �` ��'.• "`�,L;�`� <<;� : By $ Mian' adeProduct"Can 85 #8 x 1"Quad Pn SMS Stainless Steel �;' \ �. % Revised Ry: Date: Revision A: 86 #8 X 1-1/2"Quad Pn SMS Stainless Steel _ i'l0.55)705 LM 5/15/15 NO CHANGE THIS SHEET 1 87 #10x 1/2"Ph. Pn./TEK Stainless Steel - 89 #10-24 x 9/16" Ph. Pn.TYPE F Stainless Steel : (>' ® Description: Drown By: `7 l 1S BOM AND CORNER VIEWS J ROSOWSKI 90 #12x 1"Ph.Pn.TEK Stainless Steel r T�•.i1. !!� Dote: 1070 TECHNOLOGY DRIVE Title: N. VENICE, FL 34275 CASEMENT WINDOW DETAILS - LM & SM 08/08/12 P.O. BOX 1529 M n`• NOKOMIS, FL 34274 Series/tdodel: Scale: Sheet: Drawing No. Rev: A.LYNN MILLER,P.E. CERT. OF AUTH. #29296 CA-740 NTS 10 OF 10 1 MD-CA740-LM A P.E.tt 58705 r _ f , i I •�`5�`oREs Lit `0 �ain[iS/110/vj L l/�.�G Mf ttttPilli tuu� `W rEs m e 10050 N.E. SECOND AVE. '��ORIDp MIAMI SHORES, FLORIDA 33138-2382 j Telephone: (305) 795-2207 Fax: (305) 756-8972 DAVID A. DACOUISTO, AICP PLANNING&ZONING DIPE.^_TOR t DEVELOPMENT ORDER File Number: PZ-02-16-201624 i. Property Address: 1450 NE 103rd Street I Property Owner/Applicant: Viktorinex LLC Address: 1931 Cordova Road, Ste 188, Ft. Lauderdale, FL 33316 Agent: Isabella Rosete Address: 2835 NW 50 Street,Miami,FL 33142 + r Whereas,the applicant Viktorinex LLC(Owner),has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec.400 Schedule of Regulations, Sec. 534 and Sec. 600. Additions and fagade change, new front entrance. , Whereas, a public hearing was held on March 24, 2016 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: I I + 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. j ' 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development ` Code. I The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings,and the conditions agreed upon at the hearing: I 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a 592 sf master bedroom suite and den, a 170 sf 2nd floor balcony and'a new front entry. l i 2) The applicant to complywith all requirements for development in an AE9 flood zone. i 1 3) The applicant shall provide an architect or engineer's drainage plan and report to certifv to the building official that the site provides storm drainage that detains'th`e t first one inch in natural or filtered structural facilities prior to the issuance of'a building permit by the Building Official. a 1 Page I of 2 y 4' a i } 4) The applicant is responsible for the installation and maintenance of drainage 1 structures and any site modifications shown on the drainage plan that are necessary to provide storm drainage that detains the first one inch in natural or filtered structural 1 facilities.. Minor modifications to the approved drainage plan shall require a new signed architect or en.gineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Major changes to the approved drainage plan including the construction of drainage improvements such as but not limited to mounds and walls, shall require a new site plan review application and review and approval by the Planning and Zoning Board. I 5) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. j 6) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan except that major changes shall require Planning and Zoning Board approval as stated in Condition#3. I ai 7) An erosion and sedimentation plan subject to review and approval by the building official is required if ground cover is removed or as required by the building official. Properly installed soil erosion measures (silt fences, straw barriers, etc.) and anti- tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required'by the building official. Required erosion control measures must be in place prior to footings inspection. i 8) Applicant to obtain all required permits and approvals from the Miami-Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD)and the Miami-Dade Department of Health (DOH/HRS) as required. 1 9) Ground cover shall comply with the provisions Division17 of Appendix A, Village of Miami Shores Code of Ordinances, artificial turf and rock of any kind is specifically prohibited. f 10) Applicant to meet all applicable code provisions at the time of permitting. 1 1) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one(I)year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one(1)year. The application with conditions was passed and adopted this 24" day of March-. 2016 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes { Mr. Reese Yes Mr. Diaz Absent Chairman Fernandez Absent Date Robert Abramitis tVice Chairman, Planning Board r. Page 2 of 2 E s 2015 FLORIDA LIMITED LIABILITY COMPANYANNUAL.REPORT FILED DOCUMENT#L06000056621 Apr 17, 2015 Entity Name:VIKTORINEX, LLC Secretary of State r (l Current Principal Place of Business: IrC3124773310• 1931 CORDOVA ROAD SUITE 186 FORT LAUDERDALE, FL 33316 Current Mailing Address: 1931 CORDOVA ROAD SUITE 188 FORT LAUDERDALE, FL 33316 US { FEI Number:NOT APPLICABLE Certificate of Status Desired: No i Name and Address of Current Registered Agent: MIROVA,PETRA 1931 CORDOVA ROAD SUITE 188 FORT LAUDERDALE,FL 33316 US The above named entity submits this statement for the propose of dranging ifs registered office orregistered ag94 or both,in the State of Rodd& SIGNATURE: MIROVA PETRA 04/17/2015• r Electronic Signature of Registered Agent Date Authorized Person(s)Detail: Title MGRM 1 Name MIROVA,PETRA Address 1931 CORDOVA ROAD SUITE 188 City-State•Z1p FORT LAUDERDALE FL 33316 r R { t C 1 I hembycm*M&dna trdornmaon bxtftd on NB repot o►sypbmmasf mpod b tnw mid eoaaate and that my&%Owrk&tnahm Ma how the Bono kgat eMed as#made under 08th:#rdfamanfenaOvmembwormarmWoffAe&tkd/kbft cwgmyorrhemeWwrorbesomempowamdtooaacekthbmporfasmqabedbyChopferOO5.FWi&Stetuks.and #rat nyaanm wpwm abow.oroa nn aum*mm wdh a0 o&wi ca empowered. ' SIGNATURE:MIROVA PETRA MGRM 04/17/2015 Electronic Signature of Signing Authorized Person(s)Detail Date e a r � t 4 i r r Ag (ReguesGFS Mmej (Address), 00075360 (Address) 35 os �Q� 1:16--lI021---1DU WC {C itylStatetZip/Phone#) 0 PICK=UP WAIT D MAIL (Business Entity flame) (Document Number) Certified Copies Certificates of Status k Special Instructionsto Filing Officer: --� rrr. tj rZa � to { 4 I Office.Use Only c B..Mal nVa JUN ,0 2 2006 COVER LETTER TO: Registration Section Division of Corporations SUBJECT: Viktok,inex, LLC Name of Limited'Liability Company i } The enclosed Articles of Amendmeni and fee(s)are submitted for filing. Pl"ease return all,correspondence concerning this matter to the following: F Natacha Ari°'elo Name of Person Joe Miklas, P.,A. "Firm/Company P.O Box.""366 Address Islamorada, ,FL 33036 i City/State and Zip Code I a@ lkev" 1'° w'ffi .dom natac ddress:(to or future annureport notification) L-mail,a a used s" ... i For further information concerning this matter,please call: ilatachr3 ae.lo -at( 5 852-7225 (ekt_100_) Name of Person Area Code Daytime Telephone Number Enclosed is a check for the following amount:. 1 $25.00,,Filing Fee 0$30.00 Filing Fee& 0 $55.00 Filing Fee& ❑ $60.00 Filing Fee, Certificate of Status Certified Copy Certificate,of Status& (additional copy is enclosed) Certified Copy (additional copy is enclosed) F MAILING ADDRESS STREET/COURIER ADDRESS: Registration Section Registration Section Division of Corporations Division of Corporations P.O.Box 6327 Clifton Building` Tallahassee,Fl,32314 2661"Executive Center Circle Tallahassee,FL 32301 p ' t e ARTICLES OF AMENDMENT TO ARTICLES OF ORGANIZATION OF A VIKTORINEX, LLC (Name raf the Lim ted LhiGilit Com stri as it now appears on our recon cis.) (A FlondaUmited >ia r ityCompany) f The Articles of Organization for this Limited Liability Company were filed on_ May 30, 2006 _ , _ and assigned Florida&cument number,_ L06000056621 This amendment is submitted to amend the following; .A. If amending name;enter the new name of the limited liability company here: The new name must be distinguishable and contain the words"Limited Liability Company,"the designation"LLC"or the abbreviation"L.L.C." M Enter new principal offices address,if applicable:' (Principal oM>tce address MAST BE A STREET ADDRESS) i Enter new mailing address,if applicable: (Mailing address MAYBE A POST OFFICE BOJf� _. B. If-amending the registered agent and/or registered office address on our records, enter the name of the new registered aeent and/or the new registered office address here: F Name of New Regist6fed A nt' .lew Registered Office Address. Enter Florida street address Florida City Zip Code d e i Ret istere&Aeent's'Sienatnr+e,if cMAjaging Ret stered.Aeent tl hereby accept th'e appointment as registered agent and agree to act in this capacity. Ifur"ther agree to comply.with the provisions of all statutes relative to the-proper and complete performance of my duties, and 1 am familiar with and accepf''the obligations of my position as registered agent as provided fdr in Chapter 60S, F.S. Or,;°if this document is, being filed to merelyreflect`a change in the registered office address, I hereby confirm.that the limited liability company has been notified in writing of this change. If Changing Registered Agent,Signature of New Registered Agent { Page I of 3 f If amending Authorized Person(s) authorized.to manage,-enter the title, name,and address of each person being added I ` or removed from our records: MGR= Manager + AMBR_ Authorized Member Title Name Address Type of Action AMBR PETRA VIKTORIA MIROVA . .1931- Cordova Road W, Q Add Suite 188 . s❑ Remove .- Fort L"audcrrda_e, FL-3331_6_ .23 Change MGR, PETRA VIKTORIA MIROVA 1931 Cordova Road CIAdd Suite 188 D Remove Fort La,ud6rdale, FL 33316 x 11 Change I .❑ Add ❑Remove + a ❑ Change + Q Add 0 Remove h Change Add, , 0 Remove li Change C Add D.Remove 0 Change Page 2 of 3 D. If amending any other information,enter change(s)here: (Attach additional sheets, if necessary.) Y -ChangeFof Name from PETRA V. PATAKI to married Name PETRA VIKTORIA MIROVA. 'PETRA VIKTORIA 'MIROVA is the only authorized signatory of Viktorinex, LLC. i 1 F f I E. Effective date,if other than the date of filing:- (optional) (if an effective date is listed,the date must be specific and cannot be prior to date of filing or more than 90 days after filing.)Pursuant to 605.0207(3)(b) Note: If the date inserted in this block does not meet the applicable statutory filing requirements;this date will not be listed as the document's effective date on the Department of State's records. _ r If the record specifies a delayed effective date, but not an "effective time, at 12:'01 a.m. on the earlier,of: (b) The 90th day after the record is filed } 2/23/2016 i Dated , Signature of a member or authorized representative of member PETRA VIKTORIA MIROVA- Typed or printed name of signee Page 3 of 3 4 . Filing Fee: $25.00