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11-2060Permit No: 11 -2060 Job Name: November 18, 2011 4' 999y_ rovide approval from Miami Dade County Fire Dept ' - �: aFF `` - -''� g' Provide approval from Miami Dade County DERM. rovide approval from HRS /DOH/ rovide a receipt showing impact fees are paid to Miami Dade County planning and zoning.�p 5 p`_ Miami Shores Village Building Department Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 rovide all permit applications prior to any further reviews. ` V-o Separate permits will be required for parking lot, roofing, painting ect. orrections must be made for Plumbbinn Electrical and Structural. t) i) c he plans identify the level of a eration as a level 1 but this is a level 3. S nsion the floor plan showing the sizes of all corridors and rooms. �A- 1i' r 4 ' L- rovide the tested assembly for all fire rated walls showing the minimum fire rating re quired. e garage must be separated from the remainder of the building by no less than 2hr ails. FBC 508.2 c electrical room must be separated by no less than 1 hr. �� M • �' L tify the hourly rating required on at openings in a fire rated assembly. (doors) a --) l' .Z; .., ors may not swing into the corridor obstructing egrets. Please see FBC1008.1.8.8 e fire extinguishers must be recessed. FBC 1008.1.1.1 ktA.... CA #N r f0 11 it CRS ow the maneuvering clearance at all doors including room 105, 121, 128, and 127. cv-Pri L_ Show the distance between millwork and door including lockers. C L: A (7.— it oor 10 must have a minimum of 32" clear with one leaf. Please confirm. FBC 1008.1.1 Z-10 C x rovide product approvals for all new /altered openings including the garage doors. The A must be reviewed and signed approved by the designer of record. S / l ovide a ceiling plan identifying the type of ceiling for each area. The plan must include d_ etails for ceiling construction. A ' 1 rovide sections for all counters and work stations. The reception counter is ok but show co nters in room 1, 103, 111 and 112. 5 lazing adjacent to the p th of egress mu 0e safety glazing. (E and F) FBC 2411.6 Ai dentify the location of(SC1 n the floor plan. rovide the geotechni sport identified in the structural notes ovide a special inspector form for the soil improvement. he wind load design criteria and calculations are incorrect. Miami D ASCE 7 -05 146mph EXPOSURE C. Provide new calculations and for cladding and structure. The structural note references the inco esign loads. Please refer to the HVHZ sections of the code. he foundation plan on S-1 does not identify or show the foundations. omplete foundation plan. e new 8" masonry wall requires a minimum foundation per FBC1891. entify the alterations to the existing masonry wallsincluding columns, beams, einforcement, size, and location. rovide a column schedule that includes concrete cdumns. Provide a beam schedule hat includes masonry alterations. Note: Vault detaih are acceptable. etails do not match the notes showing required ACI hooks at foundation and slab. he wall steel for HDR room 137 is not identified. rovide truss plans from a specialty engineer. he roof framing plan must include uplift, gravity, connections and all permanent bracing ateral support and restraint) of all trusses. Please see FBC 2319.17.2 e notes for trusses show the wrong design. The trusses must be designed per FBC 0319.17 rovide a special inspector form for the masonry and required test. ote #3 under "Design Criteria" shows inspections by private inspection agency. This does not eliminate the requirement that Miami Byres provides all inspections. rovide a shoring plan for the new structure and temporary shoring for theexisting altered areas. II shop drawing submitted must be reviewed and signed approved by the designer of record. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 -795 -2204 NOTE NOTE: UPLIFT REACTIONS SHOWN ON TRUSS DESIGNS AND NOT A REQUIREMENT. THEREFORE, PLACEMENT PLANS ARE TO 6E USED IN DESIGN OF IT IS THE RESPONSIBILITY OF THE BUILDER TRUSS TO TRUSS CONNECTIONS AND FOR REFERENCE. TO USE THE ENGINEERING DRAWINGS WHEN THE UPLIFT VALUE OF CONNECTIONS OF THE TRUSSES BETWEEN TRUSS MARKINGS AND ENG. DRAWINGS 5 TO THE SUPPORTING STRUCTURE ARE THE RESPONSADILITYTHEFNG. DRAWINGS PREVAILS. OF THE ARCH. AND /OR ENG. OF RECORD. REFER TO APRVD. PERMIT DOCUMENTS FOR EXACT VALUES. ROOF TRUSS LAYOUT IMPORTANT NOTE: BEARING I-EIGHT HANGER SCHEDULE NAL ELEVATION VA S AS FCU C I3 Eto 18'-O MODEL GMY UAFT kVOLFAC URER TRUSS IDENTIFICATION J-:-:-:-:.:-:-4 ELEV.15' -0° MSH213R 1760 730730 NIA MyH2131. 1768 730 USP WA %l / / /%i ELEVATION 6TU40 7110 6230 Us? N/A ELEVATION 3765 US TIP 6-6-2 2 N/A 'A ELEVATION 111026 23L10 1125 USP M/1661, T1A �,/./ /A RAKE BEAM APPROVED TRUSS ANCHOR BY BUILDER SQUARE CUT OVERHANG HEEL HEIGHT = 2x6 STD. 4 2 2x4 TOP = MIN. BOTTOM = 2x4 MIN. .r� TYP. TRUSS END DETAIL. SECTION A ALL DIMENSION TO DE VERIFIED IN FIELD DY U.G, L9EPORE FADRIGATION TRUSS LORDING CONDITIONS ROOF TRUSSES FLOOR TRUSSES TOP MD UUE 30.0 TOP CH RD LIVE: TCP OEM 15.0 TIP DOD DEM BOTTOM CH RD 1 [0.0 KIM COD TERE TOn LL>RD I'SF1 552 TOTAL LORD PEn MESS WERE 123 SI>ESS IMMERSE: THIS 1WJSS SYSIFJI IRS NEN DEIaED ION LOADS GENERATED 8Y158IWH WES USING 52 Pr TOP OICRI ISM U RD RID 58 FSROTiQI COD IIETR LORD CIIrit Ep! C 7-g6 ALL TRUSS SPACING Pa 24° 0. C. UNLESS OTHERWISE SPECIFIED. Pal-D W0000 tt rot Mm re.►o wntOany of the era.o farloatar. au.. Asstpner. or pots man fao1r. r. Persons oreote roue.* are oamgaed to soh pro0tstanal advice re9°rabo and imam Wooing da0 It ablays roaared to p� t ry s and doodads. dun+[ ersomar and permanent loafed Nhmh may b. MOW a Noodle oppioattant Trtee.s Mall be erected and fattaed m a temper and peas restaat. Memo no Nowt top chord eheashlro +e appt.d. tweet must be traced as pot• on cantor tttmarun. Were ro &000 bottom chord *Madam m ayrtad. Orfm o% most be traced at SO-00 an meter maatton. Truman moot bo landed rdth etena+m °aro dirtn0 erecttat to prevent damp° or pasond Spry. hear to truss ene mabq for oonnectdo and Mooing r gtoearormt. 1m,. ootat°biam are e°ppted a order for the ENGINHEIR OP MOW to adequately Kaaad;e pfaor r Oamwmot and ta�apraman of elm roof oneembiy to Oils 40 pertum OOnmore Deet0ers of wpereLo aaemaaam ere Y reopamro p for the l pond 6y of un. prodeaA !Nome romott our property oro pad far a fun. TN.. laout* and enmm.rtm mar not be warodaed In mart or In 114 taller (V11.F.)= VERIFY IN FIELD DO NOT WI OR ALTER TRUSSES( MARTINEZ TRUSS COMPANY WILL NOT HONOR CLAIMS OF' BACK CHARGES UNLESS AUTHORIZED tY OUR OFFICE IN WRITING! SS OV A THIS LAYOUT is 1}E Sal SOUSE FOR FREW= IP MSSES RV MSS FLL RE= fR4HTECTUDL IR ODER TRUSS LAYOUTS. 05115W RID FRIO& OF TITS LRYO<IT 101ST 6E MBE 05F0D: ANY TRUSSES I011. NE RJILT. IrtRIFY ALL CQIOTRXRS TO MIRE E MOST CODES TRO WDl RESULT DI EXTRA GERMS TO YOU. No. DATE. 1 2 3 4 REVISED APPROVED 3/16°=P-0° ��tttttttil as + + +�.,. ,thi PG.I . 1jT P`'i v2°$ -O° 1/2° =r -0' NOTE: S(TRLSS DENVER JACKCOCTtOTVS- FOR SPECIFIC ATTENTION BUILDERS ALL DIMENSIONS, OVERHANGS. PITCHES, ETC. TO BE CHECKED BEFORE ORDERING TRUSSES. IT IS YOUR RESPONSIBILITY TO CHECK OUR TRUSS PLAN EXISTING CONDITIONS TO DE VERIFIED BY BUILDER IN ORDER FOR NEW TRUSSES TO MATCH EXISTING TRUSS CONDITIONS ATTENTION (BUILDERS ALL DIMENSIONS, OVERHANGS, PITCHES, ETC. TO DE CHECKED BEFORE ORDERING TRUSSES. IT IS YOUR RESPONSIBILITY TO CHECK OUR TRUSS PLAN N 0j: 2436 sker) J ` • yp, t,htlattrlQ '' "w, RE. 2012-02 -10 08:12.06:00 JOHN A. I LTER FRWESSRIK EI I1 B STATE OF FOIDA. V.Y114 4 12ii Mallinr V 1111111 1 ltrrf 11 3P VIEW 04e' 9280 R W SOUTH MIa I.. mom. RIVER 68 -0R1�' 305 86T=I MARTIPEZ TRUSS Co. Inc. CC0958 J. MARTINQ fx. 305j 6-2925 KEN CONSTANTINO DATE: 01 -10 -12 D( , BY, J A OWNER: Flit DATE: I SCALE: AS SHOWN JOB NAME: KEISCH OFFICE Al MSS :q165 PARK PR. DRAWING NUMBER 11111 nA. 1 Engineering Cover Sheet Job# 11121604 Date: 2/9 /2012 This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each Individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. Customer Name: Project Name: Project Address: Building Authority: Design Load: Building Code: Software Used: Engineer of Truss Design Package JOHN A. ILTER P.E. FL Reg. Eng. No. 36205 14337 Commerce Way. Miami Lakes, FL 33016 KEN CONSTATINO BLDRS. KEISCH OFFICE 9165 PARK DR. MIAMI SHORES FL CITY OF MIAMI SHORES 55 P.S.F./ 150 M.P.H. FBC 2007 -HVHZ RES / ASCE 7 -05 Alpine view 10.03.08.1118 Project Engineer of Record: Page 1 of 2 Engineering Cover Sheet Job# 11121604 Date: 2/9/2012 Page Truss ID Profile Date 1 T1 2 TG1 3 T1A 4 T1A 5 HG61 ,Iti S 6 MHG61 7 T2 8 HG62 9 M2 ' 10 J2 11 J4 E� 12 J6 13 CJ6 f--i— 14 MV2 15 MV4 Page 2 of 2 17141004 KEISCH OFFICE T1 Ply: 1 Qty: 16 Wgt: 74.2 lbs Stet IN: 9301 /J / 13 / L:UMN FROM: DRW: 02/09/12 2'2 °14 2'2 °14 7'6 "14 12'10 °14 5'4° 15'1 °13 { 2'2°14 1' 2'2 °14 II II 2214 5'4° 7'614 5'4° 12'10 °14 2'2 °14 15113 Loading Criteria (pet) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Sparing: 24.0 ° Wind Criteria Wind Std: ASCE 7 -05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height 19.72 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.50 ft 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA PF. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ ras TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0%(0.0 %) /5(0) Plate Type(s): WAVE Deft/CS! Criteria PP Deflection in loo Udefl L/D VERT(LL): 0.010 C 999 360 VERT(TL): 0.024 C 999 240 HORZ(LL): -0.002 F - - HORZ(TL):-0.002 F - Creep Factor. 1.5 Max TC CSI: 0.330 Max BC CSI: 0.170 Max Web CSI: 0.229 VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 Left and right cantilevers are exposed to wind JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bit No Size Shift Bite [ 2] W1.5X4 S 2.50 [12] W1.5X4 S 2.50 John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 ("')1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirement. Wind loads based on MWFRS with additional C&C member design & reactions. • Maximum Reactions (ibs) Loo R /U /Rw /Rh /RL /W I 846 /792 /263 /- /91 /8.0 F 846 /792 /263 /- /- /8.0 Wind reactions based on C&C Bearings I & F are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 177 -399 C - D 497 -671 B - C 497 -671 D - E 174 -399 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - I 1 -H H - G 399 -158 G - F 328 -149 329 -125 F -E 399 -155 328 -149 Maximum Web Forces Per Ply (Ms) Webs Tens.Comp. Webs Tens. Comp. I - B B - H C -H 694 -745 H - D 571 -520 571 -520 D - F 694 -745 257 -104 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses req Ire e e care in fabricating, b dli shl in , installing nd bracing. Relit' to and follow the latest itlon of BCSI (Building onent fety r rmanon, b TPI Wf A{��or practices prior to rrormin t� functions. Installers s all provide tMpora bra r BCSJ. nl netted o ervvise,top ohi shall have pro erly attach&?structupgaI s thin n bottom ch hall have a property att� id ceding. occasions s o for permanent lateral restraint t Of webs shall have b racing in r BCSI sections 3, B7 or B10, asapngs e. Zpoisoa tes to ea asceelon�s�ss and position as sown above and on the JoinrDe IIs, Unless not d otherwise. Refer to ITW building Component Gr u Inc. shall not responsible for an deviation from this din any failure to build the truss in conformance with ANSIliPI 1, or for handli shipping, inflation an bracing of trusses. A seal on this drawing o cover listing this drawl , indicates acceptance of pro essonal spons1131 by solely forth ci i n shown. rThe suitability and use of tiitl* drawing for any structure is the responsibility of the Building Designer per ANSI/iT 1- Sec.2. rd- ...... ,...w- ..wu.... �.. a.� ,.wu.........�., ....,.... w..w.. w-.+ w..........4. wlMw. IT1IOf.I'!. 4..iw......r. TO,. MARTINEZ TRUSS CO., INC: 9280 N.W. South River Dr. Medley, FL 33168 (305)883.8281 SIFO@MARTINEZTRUSS.NET Miami Florida 1 1121011 KEISCH OFFICE TG1 Ply: 1 SLUN: b3U235 / 19 / Srt� Qty: 1 FROM: Wgt: 78.4 Ibs DRW: 02/09/12 2'2 °14 2'2°14 7'6 °14 13'0 °14 5'4° 5'6° F-- 1'10°14 1r 1i13X5[2] 2'294 2'294 5'4° H e6X8 11'4° T6 °14 112X8[11] G 5'6° 13'0 °14 13'l °14 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL' 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 ° Wind Criteria Wind Std: ASCE 7 -05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height 19.72 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 4.50 ft 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ res WI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0%(0.0 %) /5(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection In loc L/defl L/D VERT(LL): -0.057 H 999 360 VERT(TL): 0.104 H 999 240 HORZ(LL): -0.010 E HORZ(TL): 0.016 E Creep Factor. 1.5 Max TC CSI: 0.712 Max BC CSI: 0.824 Max Web CSI: 0.740 VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x8 SP #2 Webs 2x4 SP #2 Left cantilever Is exposed to wind JT Plate Lateral Chord JT No Size Shift Bite No [ 2] W3X5 S 3.75 [ 3] [ 8] W4X6 S 2.25 [11] John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 Special loads -(Lumber Dur.Fac. 1.33 / Plate Dur.Fac. 1.33) TC- From 92 plf at -0.15 to 92 plf at 7.52 TC- From 92 plf at 7.52 to 92 plf at 13.19 BC- From 20 plf at -0.05 to 20 plf at 5.92 BC- From 10 plf at 5.92 to 10 pff at 13.19 BC- 709 lb Conc. Load at 5.92 Plate Lateral Chord BC- 599 lb Conc. Load at 7.92, 9.92,11.92 Size Shift Bite W3X5 S 1.25Wind loads and reactions based on MWFRS with W2X8 S 4.75additional C&C member design. • Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W I 1837 /1319 /- /- /- /8.0 F 2073 /1457 /- /- /- /8.0 Wind reactions based on CAC Bearings I & G are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B B - C 215 -222 C - D 1923 -2641 1926 -2645 D -E 5 -4 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -I 200 -193 H - G 143 -106 I -H 376 -326 G - F 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I - B 1144 -1522 H - D 2318 -1675 B - H 2091 -1458 13 -0 1039 -1379 C - H 1106 -703 "�i3 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses Ire e e care In fa satin did shi in installin and brad Refer toad follow the latest iti n of I (Buildin brarioneen �Safetyy nToormatlon, b TPI Ana or, f {� pracU rlor t r�orinin th functions. Installers s all provide tern rar� i per gCS n ��essssss noted one se,top o rshaal five pro err �Qattach s ctu I s 1eathing end bottom pho shall have a proper( attachgd r id ceqiil�iing. I,oc��atlo s shown of truss and lateral restra�nt 5f webs shall have racing in lied per SCSI sections 63, 87 or 810, as appi1Ica U. AppTr spandart plate positions. position as s own above and on the in De Is, unless noted otherwise. Refer to ITW BuiltilnaComptortents Group Inc. shall of responsible for an deviation from this dry a failure to build the truss i nform nce S 1 1p, acceptance handling, shipping!, engineering and bracing ty sole y for season this shown. oThe suitabilit listing this use caters aces lance o pro ess one nq neerin rreedg tins b�ity solely for the design shown. Mt drawing for any structure is the respons bitty of the Building Designer per ANSUi PI TSec.2. M.S. . MN.....a sr- .......a........ munnn. U..a. ra. ...�M -.... ,urmA. ...w.d....w• ....�. ,niw ....... ,........ W MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33188 (305) 883-8281 e FO@MA mNEZTRUss.aer Miami Florida II IL IOU4 KEISCH OFFICE T1A My: 1 Qty: 1 Wgt: 68.6 lbs 2itt1N: b.Ul tfb / 12 I FROM: DRW: 02/09/12 ° 1 2294 2294 7'694 13'0 °10 5'4° 5'5 °12 1 '2 °14 a4 H 110 °14 1 J 1°2 22°14 i' 2'2°14 5'4° —31 H =3X4(") 11'4° 7'694 1113X5[14] 5'5 °12 ° 13'0°10 14' °14 Loading Criteria (psi') TCLL 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffitt 2.00 Load Duration: 1.33 Spacng: 24.0 ° Wind Criteria Wind Std: ASCE 7 -05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height: 19.72 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist h/2 to h C&C Dist a: 9.00 ft I:1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ ree TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0°%(0.0 %)/5(0) Plate Type(s): WAVE DefI/CSI Criteria PP Deflection in lop Udefl UD VERT(LL): 0.012 C 999 360 VERT(TL): 0.028 C 999 240 HORZ(LL): 0.003 E - - HORZ(TL): 0.008 E - Creep Factor. 1.5 Max TC CSI: 0.394 Max BC CSI: 0.211 Max Web CSI: 0.258 VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 Left cantilever Is exposed to wind JT Plate Lateral Chord JT No Size Shift Bite No [ 2] W1.5X4 S 2.50 [14] John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 Plate Lateral Chord Size Shift Bite W3X5 S 3.00 (")1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind loads based on MWFRS with additional C&C member design & reactions. • Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W J 879 /819 /259 /- /95 /8.0 F 599 /532 /127 /- /- /8.0 Wind reactions based on C&C Bearings J & G are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B B - C 171 -407 C - D 643 -756 631 -760 D -E 5 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A -J J -1 I - H 411 -151 289 -145 64 -59 H -G 64 -59 G - F 0 0 Maximum Web Forces Pet Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. J - B B - I C - I 724 -781 I- D 596 -457 670 -585 D - G 516 -548 284 -100 Ale-74 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses req ire et�r�e in �b��ting dlit�g shi in , instailin nd bracing Ref to VIM?: the la t editi n of gC�I (gu)Iding onenf fety n mclEri, b TPI d Wf A) fors iracti or t rfofrnin t u Instal rs sha provide teM bra ergg n noted o erwl,top o s a have pro eer aattaa structu I s�ieathin bolt m c.hord all h v a ro r attapp d raid ceiling. ocatlons sown or permanent lateral restr nt bf webs shall have rac racing in r�CSI s ohs , B7 or B1Oy Qraaapp Ica 60i4-Ma pant! t peals pacie.ons�ss and won as shown a ove and on a Jo Deta s, n ess not othe se. Refer to MN Buils Com dents Group Inc. shall not be responsible for an deviation from this drawing a�failure to build the truss in conformance witt AN 11, o°r or handling, shipping, installation an racing of trusses, A seal o(f this g o r eover a dthuis dd swings Indicates acceptance of proles-atonal" engineering res ons bi ity solely for the peei n shown. a suitability drawing for any structure Fs the responsibility of the Building Designer per ANSUTPI 'IVSec.2. - ..........w *rW ....J. -w.... m.mnn.. ..... . °...r- ........ ra........ 6.6.M ,urn• M.M..a..M.....u. inn........ t.......... MARTINEZ TRUSS CO., INC: 9280 N.W. South River Dr. Medley, FL 33186 (305) 883 -8281 INFOVIARIT EZTRUSS.11ar Miami Florida 111L10U4 KEISCH OFFICE T1A My:i Qty: 3 Wgt: 68.6 Ibs stUN: b.U1 y3 / 111 / JI'I t. FROM: DRW: 02/09/12 T 1 22 °14 7'6 °14 2'2 °14 -03X4 12 4 p 5'4° 13'0 °10 . 4X4(R1) C 5'5'12 1§714 4 {-- 1'10 °14 1 J 1°2 2'294 2'2 °14 5,4° 3I H 3X4( ") 11'4" T6 °14 { 5'5 °12 13'0 °10 P Loading Criteria (pat) TCLL: 30.00 TCDL: 15.00 BCLL• 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 • Wind Criteria Wind Std: ASCE 7-05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height: 19.72 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel 01st: 0 to h/2 C&C Dist a: 4.50 ft 1:1.0 GCpl: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg: NA Ct NA CAT: NA Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ roe TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0%(0.0%)/5(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection to loc Udefl UD VERT(LL): 0.012 C 999 360 VERT(LL): 0.028 C 999 240 HORZ(LL): -0.004 E - - HORZ(TL): 0.008 E - Creep Factor 1.5 Max TC CSI: 0.395 Max BC CSI: 0.211 Max Web CSI: 0.258 VIEW Ven 10.03.08.1118.15 Lumbar Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 Left cantilever is exposed to wind JT Plate Lateral Chord JT No Size Shift Bite No [ 2] W1.5X4 S 2.50 [11] [14] W3X5 S 3.00 John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 Plate Lateral Size Shift W4X4 S Chord Bite 2.25 ( ") 1 plates) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind loads based on MWFRS with additional C&C member design & reactions. • Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W J 879 /819 /259 /- /95 /8.0 F 599 /532 /127 /- /- /- Wind reactions based on C&C Bearing J is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B B - C 171 -407 C - D 643 -756 631 -760 D - E 5 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -J J - I I - H 411 -151 289 -145 64 -59 H -G 64 -59 G - F 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. J - B B - I C - I 724 -781 670 -585 284 -100 I - D D -G 596 -457 516 -546 riov- "WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses ire e e in fabdcatin h dli shi in , installin and brad R r toad follow the latest n of DOSI Building Co onent S tyynn o=Mien, b TPI and�1WWT A or, s tty practices prior ttg rrorminp% ese aid Installers lion provide to Pporary bra erg I n n ted o e se,to o she vas roe ate structu sea r nd bottom oho hall have a nY atta rod ceiliing.1occaatitions shown for permanent lateral rant wain salt hav racing, lied r SCSI ons B B7 or B10, rew�ligs �i4 Z'fo standard pate face or s ss and Mon as shown above and on tthe Joinf De ls, Unless noted otherwise. kefer to ITW BulBI II 1, Or for handliinu shipping, Ins lotion and lbIra for deviation A seal ondtrh s tlr�winfailure overupilage IisUn It�ris drawlan In catesUTaccceptance of pro essonal et n Ineering resD odnsib lty solely for the desi n shown. The sutta6111ty and use of this drawing for any structure I the responsibility of the Building Designer per ANSIITPI fSec.2. C... w..... +• 4.w......... -..., - ..s........ -- .....i w...... ••••■■ . 4.... mm1310.n. °. .ate -...». Tv,. a.44...4..... ,urn 11. ..6..,..4...4_..... «. ,nn. w- ...e....«. MARTINEZ TRUSS CO., INC: 9280 N.W. South River Dr. Medley, FL 33186 (306)88348281 INFOOMARTINEZTRUSS.NET Miami Florida VI !LIMA KEISCH OFFICE HG61 riy: 1 Qty: 2 Wgt: 75.6 lbs �tl.tN: 04U2111 / I LtS / t11YJ FROM: DRW: 02/09/12 2'2 °14 2'2'14 5'10"14 3'8" 9'2°14 3,4" 12'10'14 3'8" 15'1 "13 2'2'14 1II2 2'2°14 2'2 °14 3'8° 3'4" 5'10 °14 9'2 °14 3'8" 12'10'14 2'2'14 15'1'13 Loading Criteria (pst) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 ° Wind Criteria Wind Std: ASCE 7-05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height 19.44 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 4.50 ft 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ roe TPI Std: 2002 Rep Factors Used: Yes FT/FIT: 10.0%(0.0 %) /5(0) Plate Type(s): WAVE DefIICSl Criteria PP Deflection in hoc Udefl UD VERT(LL): -0.021 D 999 360 VERT(TL): 0.037 D 999 240 HORZ(LL): -0.003 C - - HORZ(TL): 0.006 C - Creep Factor: 1.5 Max TC CSI: 0.342 Max BC CSI: 0.241 Max Web CSI: 0.202 VIEW Ver: 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 Left and right cantilevers are exposed to wind JT No [ 2] [16] Plate Lateral Chord JT Size Shift Bite No W1.5X4 S 2.50 [11] W1.5X4 S 2.50 John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 Plate Lateral Size Shift W3X7 S Special loads -(Lumber Dur.Fac. =1.33 / Plate Dur.Fac. =1.33) TC- From 92 pit at -0.15 to 92 pit at 5.85 TC- From 46 Of at 5.85 to 46 pif at TC- From 92 pif at 9.19 to 92 pif at BC- From 20 pif at -0.05 to 20 plf at BC- From 10 plf at 5.88 to 10 pif at Chord BC- From 20 pit at 9.17 to 20 pit at Bite TC- 169 lb Conc. Load at 5.88, 9.17 1.25 TC- 105 lb Conc. Load at 7.52 BC- 95 lb Conc. Load at 5.88, 9.17 BC- 40 lb Conc. Load at 7.52 9.19 15.19 5.88 9.17 15.10 Wind loads and reactions based on MWFRS with additional C&C member design. • Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W K 1089 /806 /- /- /- /8.0 G 1089 /806 I- l- I- /8.0 Wind reactions based on C&C Bearings K & G are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A -B 217 -153 D -E 924 -1110 B - C 910 -1095 E - F 212 -150 C -D 8221 -992 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -K K -J J -1 103 -159 I- H 16 -63 H -G 986 -817 G - F 986 14 100 -817 -60 -154 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K -B B - J C - J C -H 824 -995 1075 - 862 137 -124 8 -5 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses uire me ca in fab�catin a d i shi in , Installs end brad .Ref fir toad follow the latest edition of BCSI (Building Com neen S fety nformatfon, by TPI and yhy��tt��fgar 8p llractices rlor to rtohrninggg use tonaaans. installersosdhall rovide teapot bra�° erg I�ss abed shown foil:* op manes hl al e pro eri atta s AaI ructura recinghtng and bottQrr! _cord "shall h ve a property attach rid cep�lin . LecaUOns shown for rmanedt la rostra nt webs s all have Dracin insr�ll p @r 6CSI secnon B7 or B10, as aaoca , e. Aoeiv elatess t oath face o truss an position as s own above and on the Joint Details, unless noted othe se. Refer to giplate positions. {� (h At SI •11,n or fornhaandlinu shipping, Insttalllaton anndibreacing truesyseess. A se o dth s dfawr ig o coveru(Id the listen I►�conformance Indicates acceptance of prooesslonai n Ineeri ng respponslbili solely fort a deeslagn shown. a su �I lty listing use of this drawing for any structure is the responsibility of the BulidIng Designer per ANSI/TPI 1-Sec.2. H - D H -E E -G 129 -114 1083 -871 822 -991 C.. -..w mA, ra. 4.. a...........'rn,. ,..L._, W. turn*. .........L...t..d.............. ,nn. ,.....✓....... MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, F1.33188 (305) 883 -8281 INFO@MARTINEZTRUSS.NET Miami Florida - 1 1 IL I0U4 KEISCH OFFICE MHG61 My: 1 City: 1 Wgt: 65.8 Ibs StLIN: b iU111 / I I I rum FROM: DRW: 02/09/12 2'294 2'2 "14 5'1(°14 12 4 p 03X4 3'8" 13'0°14 =6X8 C 7'2" 11'2/"14 1113X4[8] DE 1- 11094 3X[7] 1° 2294 I i2 2'214 I 3'8° 5'10°14 11'4° 7'2" 13'0"14 Loading Criteria (psi) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL' 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 ° Wind Criteria Wind Std: ASCE 7 -05 Speed: 150 mph Enclosure: Closed Category II EXP: C Mean Height: 19.44 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 4.50 ft I: 1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ re TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0%(0.0 %)15(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/D VERT(LL): -0.036 C 999 360 VERT(TL): 0.060 C 999 240 HORZ(LL): -0.010 C - - HORZ(TL): 0.017 C - Creep Factor. 1.5 sMax TC CSI: 0.862 Max BC CSI: 0.533 Max Web CSI: 0.850 VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 Left cantilever Is exposed to wind JT Plate Lateral Chord No Size Shift Bite [ 2] W1.5X4 S 2.50 [ 8] W3X4 S 2.75 John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 JT Plate Lateral No Size Shift [ 7] W3X4 S [10] W4X5(R) S Special loads - (Lumber Dur.Fac.=1.33 / Plate Dur.Fac. 1.33) TC- From 92 plf at -0.15 to 92 pif at 5.85 TC- From 46 Of at 5.85 to 46 pif at 13.19 BC- From 20 pif at -0.05 to 20 plf at 5.86 BC- From 10 plf at 5.86 to 10 pif at 13.19 TC- 169 lb Conc. Load at 5.86 Chord TC- 105 lb Conc. Load at 7.92, 9.92,11.92 Bite BC- 95 lb Conc. Load at 5.86 1.25 BC- 40 lb Conc. Load at 7.92, 9.92,11.92 3.00 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. • Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W I 1058 /785 /- /- /- /8.0 F 709 /610 /- /- /- /- Wind reactions based on C&C Bearing I is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B B -C 310 -231 1006 -1198 C -D 65 -73 D -E 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - I 186 -255 H -G 1111 -936 I - H 99 -149 G -F 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I - B 825 -1010 C - G 909 -1083 B - H 1303 -1071 D -G 316 -319 C -H 126 -62 Ario- "WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses ire a care In tins d I Ting, , and brad Ref fir to follow the le *t n of GCS! (Building Co neenn safety ormat oon, b TPi d A{�Tdr ty practices prior to rfo min stall rovid tempo bra r SCS e noted o erw ,top oho ave pro eer attache�ctu shy n onsd ott �ecrhsoa all have a prop py atta id ceiling. ocations s own for rmanernt lateral restr nt of webs shall have racing In fled per�CSI sections B3, B7 or 10, as apps Ica OA-Z Mr Ap p ntesto ea face of truss an emit on as s own above and on the omt-Deta Is, Un ess noted otherwise. Refer to ITW Buil i Compo ants Group Inc. shall not be responsible for an deviation from this dririg,any failure to build thi gss in conformance wit() ANS 11, or for handling, shipping, IInstallation and bracn trusses A seal on this drawlbg orwver page listing this drawing, In es acceptance o proTessionaf engineering res onsibI solely for the design shown. a suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI TSec.2. c........... ,� ..»..u.......... w.o. ,..,.....,.......l wfw...... -- nw.i N..... -..•nh wM•.w• T1I,13/./.1 °..A. TO,. 4,.L.a ...-. \.RMA. MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33188 (306) 883-8281 INFOVIARTINEZTRUSS.NET Miami Florida 11141bU4 KEISCH OFFICE T2 Ply: 1 Qty: 5 Wgt: 64.4 Ibs StUN: Will 64 / I tl / UUMN FROM: DRW: 02/09/12 2'2 °14 f 2'2 °14 7'1 "6 12 4 p IU 1.5X4 lll1.5X4 2X4(11) • • =2X411) 4'10 "8 11'11 °14 C =4X4 4'10 "8 14'2'1 3 '� 2'2 "14 I- -- 1'10"14 ss3X4 1I 2'2.14 2'2'14 =34 10'5" 9'9° 11'1114 =3X4 1'10 °14 H 2'2 °14 14'2 °13 "I Loading Criteria (pat) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7 -05 Speed: 150 mph Enclosure: Closed Category. II EXP: C Mean Height 19.64 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 4.50 ft I:1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg: NA Ct NA CAT: NA Pf NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Defl/CSI Criteria PP Deflection in hoc Udefl L/D VERT(LL): -0.013 F 999 120 VERT(TL): -0.017 F 999 90 HORZ(LL): 0.004 D - HORZ(TL): 0.009 D - Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC07 HVHZ resMax TC CSI: 0.294 TPI Std: 2002 Max BC CSI: 0.504 Rep Factors Used: Yes Max Web CSI: 0.247 FT/RT: 10.0%(0.0%)/5(0) Plate Type(s): WAVE VIEW Ver: 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 Wind loads based on MWFRS with additional C&C member design & reactions. Left and right cantilevers are exposed to wind "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS cusses re e e ca in fab�catin a d i sht in , Instalen nd brad Re r to a d f low the lat t edition of t (Building one to fety ri ormat�on, b TPt nd� ors t�r �racdced trot rc ohrning �ie t"u ons Installers ai provide temporary bra erg n �essss noted oy�na se top c o sha ve pro a ate st�du�al s eath�ng and bottom chord " " "��a11 h v a Deily attac rid ceiling. ocations shown for permanent lateral restraint webs shall have bracn installed per SCSI sections B7 or B10, ds app Ica, e. Apply ales to each face of truss and position as s own above and on the Joint-De talls, unless noted othe se. Refer to drawings 0A -Z,fbr standard plate positions. be for this truss AIMS C 1, Or fora andl nu shipping, instillation responsible bream aottru deviation seal otIthis drrawl drawling failure pa a11st1 „githiss conformance Indicates acceptance o pro ona engineering res onslbility solely for the design shown. fThe suitability and use of this drawing for any structure is the responsiibMty of the Building Designer per ANSUTPI TSec.2. ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W H 794 /773 /261 /- /85 /8.0 F 794 /773 /261 / /- /8.0 Wind reactions based on C&C Bearings H & F are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 211 -524 C -D 223 -473 B -C 222 -472 D - E 212 -525 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -H H -G 508 -189 392 -219 G - F F - E 392 -219 510 -189 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B -H 405 -378 C -F 796 -526 H - C 795 -527 F - D 405 -378 C- ........ i- 4r..".... .hL. i -M.. -- - .d.... .... -- -...i N........« -L ..M..... rna,nr.n. !w.4..- ........ T.I. 4.$....4 ...... WM". ..L.J..A. u,-• ....w. Inn. .u.... ir-I.. w.- MARTINEZ TRUSS CO., INC 9280 N.W. South River Dr. Medley, FL 33188 (306) 883.8291 INFOOSAFMNEZTRUSS.NET Miami Florida II -IL I 011 KEISCH OFFICE HG62 Ply: 1 Qty: 2 Wgt 72.8 Ibs StldN:bsUL1U/ U /tilt', FROM: DRW: 02/09/12 1-* 2'294 2'2 "14 E2X4(AA1) 5'10"14 12 4 p 03X4 3'8" 5X6 C 8'3 "14 2'5" 11'11 "14 1114X5 D 3'8" 14'293 2'2 "14 3X4 _ - - -- _ - 2X4(F 41) X4 E5X1� H 1'10 "14 J 1"2 2'294 2'294 3'8" 5'10"14 10'5" 2'5" 8'3 "14 3'8" 11'11 "14 1'1094 -I 2'294 14'213 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Sparing: 24.0 Wind Criteria Wind Std: ASCE 7 -05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height 19.44 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 4.50 ft I: 1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ res TPI Std: 2002 Rep Factors Used: Yes FT/FIT: 10.0%(0.0 %) /5(0) Plate Type(s): WAVE Defi/CSI Criteria PP Deflection In too L/defl UD VERT(LL): -0.019 D 999 360 VERT(TL): 0.032 D 999 240 HORZ(LL): -0.002 C HORZ(rL): 0.004 C Creep Factor. 1.5 Max TC CSI: 0.342 Max BC CSI: 0.212 Max Web CSI: 0.192 VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 Left and right cantilevers are exposed to wind JT Plate Lateral Chord JT No Size Shift Bite No [ 2] W1.5X4 S 2.50 [15] John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 Plate Lateral Size Shift W1.5X4 S Chord Bite 2.50 Special loads -(Lumber Dur.Fac =1.33 / Plate Dur.Fac =1.33) TC- From 92 Of at -0.15 to 92 pit at 5.85 TC- From 46 pit at 5.85 to 46 pit at 8.27 TC- From 92 Of at 827 to 92 pit at 14.27 BC- From 20 pif at -0.05 to 20 plf at 5.86 BC- From 10 pit at 5.86 to 10 pit at 8.26 BC- From 20 plf at 8.26 to 20 plf at 14.18 TC- 169 lb Conc. Load at 5.86, 8.26 TC- 105 lb Conc. Load at 7.06 BC- 95 lb Conc. Load at 5.86, 8.26 BC- 40 lb Conc. Load at 7.06 Wind loads and reactions based on MWFRS with additional C&C member design. • Maximum Reactions (Ibs) Lac R /U /Rw /Rh /RL /W J 1063 /790 /- /- /- /8.0 G 1063 /790 /- /- /- /8.0 Wind reactions based on C&C Bearings J & G are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B B -C C -D 213 -149 D -E 873 -1039 E - F 784 -937 886 -1053 208 -146 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -J J - I I - H 98 -154 H -G 11 -61 14 -65 G -F 96 -149 931 -780 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. J - B B - I C - I C -H 806 -967 1017 -822 127 -117 8 -6 ""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS cusses require a ca in cat* , handlt shi in , instalen and bract Ref r toad follow the latest edition of g I (Building neen Safety n o r m a t l o n , b TPI naWTCA{' r T p r a c t i riort rformin etnu coons. Installers �lp vi eM brad r BGSl. noted o henv ,top chord shall ve pro er attached st uctur sheathing and bot rna�rshordaShall have( property aatta n Ica fe ceiling. p1°caat o ss shown opermat restraint f webs shat have r Jacintg installed per Bost sgctions 3 B7 or 810, tlraviings 0A Z'foTrystandard plateelpositionfs. and position as shown above and on the oin Details, unless not eecc otherwise. f2efer to ITW Bui��t oCompponents Group Inc. shall not be responsible for an deviation from this dr ng,any failure to build theitr sg in conformance n9 with AN 11, Or or handlin shipping, installation and bracing f trusses A seal on this or cover page and use of thins' indicates acceptance of pro Iona engineering responsibility solely for the design shown. The suitability drawing for any structure is the responsibutiy of the Building Designer per ANSI/TP1 TSec.2. ITMD/V]. "..4.... w...w. TO,. •■■ _... SYTI.• H - D H - E E -G 117 -106 1023 -830 805 -963 w{..J...i...N... MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33186 (305)883.8281 WFOQMMARTWEZTRUSSNET Miami Florida I I L IDU4 KEISCH OFFICE M2 rry: i City: 18 Wgt: 15.4 lbs 2' 1'4'8 1111.5X4 @1.5X4 12 16V g2X4(B6R) FE 2, =4X4 2, ♦l1 1 StUN: 5U426ti / 122 / MUN FROM: DRW: 02/09/12 T in Loading Criteria (pst) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 ° Wind Criteria Wind Std: ASCE 7 -05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft I:1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pt In PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ roe TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0%(0.0%)/5(0) Plate Type(s): WAVE Deft /CSI Criteria PP Deflection in loc Udell L/D VERT(LL): 0.001 F 999 15 VERT(TL): 0.001 F 999 15 HORZ(LL): 0.001 C HORZ(TL): 0.001 C Creep Factor 1.5 Max TC CSI: 0.059 Max BC CSI: 0.053 Max Web CSI: 0.040 VIEW Ver.10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 Wind loads based on MWFRS with additional C&C member design & reactions. ---" BEARING ANALOG MODIFIEDI ----- • Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W E 73 /168 /77 /94 /251 /- C 187 /111 /151 /94 /98 /1.5 Wind reactions based on C&C Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 88 -82 C -D 206 -70 B -C 198 -100 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -F 49 -49 F - E 251 -140 Maximum Web Forces Per Ply (Ms) Webs Tens.Comp. Webs Tens. Comp. B - F 231 -105 C -F 88 -68 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reaqttIre e e care inf�� satin a dli shi in , Installing end bracinngg.� Ref r toad follow the latest edition of BCSI (Building Co onerlf�gSafeIty r ormation, b TP1 end ors practi rior t rfoi`rnin iese function. Installers s ail provide tempos brae ig per i ceiling. n eessss noted oyne se,top o sh eve proper r attached structul s eathing �n0 bottom cho shall have a properly atta @u r d °cation shown or permanent r lateral restraint f webs shall have racing In Il per CSI sections B3, B7 or 0, aS app ica4e. AgeT spantes t peatcehpacceooff truss d position assn own above and on the Join Detaiis, umess noted otherwise. Refer to ITW Buttit i Com orients Group Inc. shall of be responsible for an deviation from this d r1g,anv failure to build tt�h truss in conformance in ANS I per handiln pro, shipping, sio ens engineering bracing i trusses, f seed on this shown. oThe suitabilittyy andthis edof this In rates acceptance o pro ng neerin resoons bi solely forme design shown. The drawing for any structure is the responsibility of the Building Designer per ANSI/TPI TSec.2. mnnarn. ....... ••■•■• *,.h.M -r. t*ITPA. .k.J..I..,4... w..�. ,I./.. ,.....I.. wr MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33188 (305) 883 -8281 INFO@MARTINEZTRUBS.NET Miami Florida '111L7 bU4 KEISCH OFFICE J2 Ply: 1 Qty: 18 Wgt: 7.0 lbs StUN: b3U14U / I 21 / JACK FROM: DRW: 02/09/12 2X4(A1) T A 5.14 12 4 USP MP3 (CLIP) BY BUILDER EA. SIDE. C 1i',2 ° 1110 "14 1'10 '114 (3)16d NAILS Loading Criteria (pst) TCLL: 30.00 TCDL: 15.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 ° Wind Criteria Wind Std: ASCE 7 -05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height: 18.77 ft TCDL: 5.0 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft I:1.0 GCpi:0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NA Pt NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ res TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0 %(0.0 %) /5(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/D VERT(LL): -0.003 C 999 120 VERT(TL): 0.006 C 999 90 HORZ(LL): 0.000 C - - HORZ(TL): 0.001 C - Creep Factor. 1.5 Max TC CSI: 0.122 Max BC CSI: 0.069 Max Web CSI: 0.000 VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 "4" BEARING ANALOG MODIFIED! "'" John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 " The maximum horizontal reaction is 251# " Wind loads based on MWFRS with additional C&C member design & reactions. • Maximum Reactions (Ibs) Lop R /U /Rw /Rh /RL /W C 45 /76 /73 /252/658 /1.5 B 183 /431 /64 /252/511 /1.5 Wind reactions based on C&C Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 299 -626 Maximum Bot Chord Forces Per Ply (ibs) Chords Tens.Comp. A - C 659 -253 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require a In fab catin WIT!, shi in , installing and brad Refer to d follow the latest edition of BCS1 (Building rr�poneen Safety of orma�on, by TP1 dWTrs Otty practices prior to p rTo?min th a to fictions. Installers st al( provide tempora bra er BCS1 n noted om rw s� top osh a pro a attach Qstructulrl sheathin d botto o shall have a properly attach rid ce Un . Locations shown for permanent aterral restraint �f wg s all have !wing in Installed per sections 63, 87 or asSa plllcca3Ie. ApPTypl tes to peachPaceoofttruss and position as s own above and on a to De Is, Unless noted otherwise. ttefer to 17W BuilIdi Compopants Group Inc. shall not be responsible r an deviation from this d� a failure to build the truss i conformance ANSI%T�'l 1, Or for handling, shipping, installation and bracing trusses A seal on this drawl ig of pover page listing this of wings rid indicates acceptance o pro essiona engineering rraesspp nsikiility solely for the esiggn shown. a suitability I for any structure is the responsibility of the Building Designer per ANSI/TPI TSec.2. IC... wow.w la.......Hww Muw twL.w w....w..., ..a.... wwww ww.1 1.www..... wMww. TIIOf.f]. a.4..........r. Te7 . k$..a wr. 1tRf.A. wW..a. •M... www.. Inn MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33188 (306)883 -6281 INS NET Miami Florida 11121994 KEISCH OFFICE J4 riy: 1 Qty: 18 Wgt 14.0 lbs StLIN: 939143 / 124 / JACK FROM: DRW: 02/09/12 F 2'2 °14 2'2 °14 3'10 °14 1'8° 117 2'294 2294 1'8° 3'10 °14 (3)16d NAILS (3)16d NAILS Loading Criteria (pal) TCLL: 30.00 TCDL: 15.00 BCLL• 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Sparing: 24.0 ° Wind Criteria Wind Std: ASCE 7-05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height 19.11 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft I:1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: NA Pi: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ red TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0%(0.0%)15(0) Plate Type(s): WAVE DetYCSI Criteria PP Deflection in Ioc Udefl L/D VERT(LL): 0.048 E 590 120 VERT(TL): 0.110 E 258 90 HORZ(LL): -0.020 C - - HORZ(TL): -0.045 C - Creep Factor 1.5 Max TC CSI: 0.292 Max BC CSI: 0.250 Max Web CSI: 0.191 VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 JT Plate Lateral Chord No Size Shift Bite [ 4] W2X4 S 2.50 John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 JT No Plate Lateral Chord Size Shift Bite Wind loads based on MWFRS with additional C&C member design & reactions. Left and right cantilevers are exposed to wind • Maximum Reactions (Ibs) Lot R /U /Rw /Rh /RL /W E 561 /1264 /307 /- /272 /8.0 D -81 /77 /229 I- 1- /1.5 C -43 /83 /122 /- /- /1.5 Wind reactions based on C&C Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 82 -286 B -C 39 -58 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -E 321 -26 E -D 0 0 Maximum Web Forces Per Ply Obs) Webs Tens.Comp. B -E 864 -364 Aff,b-2,2_ "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require e e ca in fa n rill shi in , installin and brad Refer toad follow the latest edition of SCSI (Building Co onent Safety n on, b TP na A{' or bractsc� prior tto� erformin t� functions. Installers shall provide telnporarxy bra per SgCSI n noted o erw� to ofd sh have „ attach structural s 1sathi bottom 0s s $hall have a atta rr id ceiling. locations shown ffoo� ermanent lateral resstraInt 5f webs shall have. rac1nng in ��er BCSI a non B3, B7 or i 10, asa pp Ic e. Am p etas a t pea c p ce oonseuss and on pans s own above and on o De Is, n ess not ed otherwise. kefer to ITW Building _Components drou Inc. shall not responsible o for an deviation from se is d w( failure to build th truss i conformance Inidi I/ ac for e of pro ii installation gi g saps al on this n�g oThe suitability a istinndt�r� o thins 'matcates acceptance of pro ess ono engineering respons bl so e( for e 1 n shown. a drawing for any structure is the responsibility of the Building Designer per AN UTF? TSec.2. C.0 �w.r 4.IwrwMww 444, h44, rwwrrl wwMw rwww wwJ {Lrww.w,. *du.. IT41D1-/]. °..J.w.. wwr.. Tn,. 1..I..M w.r. SAM, 4. .... «. wWw.L..4........... I/./.. ....... L......J r... MARTINEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33188 (306) 883 -8261 INF5d1ARTINEZTRUSSAIET Miami Florida KEISCH OFFICE J6 Qty: 16 Wgt: 21.0 Ibs FROM: ,�...,.. DRW: 02/09/12 2X4(A1) it 2'2 °14 2'214 IN 1.5X4 51014 12 4 p 3'8" 'i HB 3'6°4 (3)16d NAILS E 1 -- 1'10 °14 _41111 5X4 1I� 2214 2'2°14 I 3'8° 5'10 °14 -1 N 1 (3)16d NAILS Loading Criteria (psi) TCLL: 30.00 TCDL: 15.00 BCLL• 0.00 BCDL' 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 ° • Wind Criteria Wind Std: ASCE 7-05 Speed: 150 mph Enclosure: Closed Category. 11 EXP: C Mean Height: 19.44 ft TCDL: 5.0 psf BCDL 5.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 4.50 ft I:1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg: NA Ct NA CAT: NA Pt NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0%(0.0 %y5(0) Plate Type(s): WAVE DefUCSI Criteria PP Deflection in loc LJdefl L/D VERT(LL): 0.060 E 478 120 VERT(TL): 0.113 E 252 90 HORZ(LL): -0.024 C - - HORZ(TL): -0.046 C - Creep Factor. 1.5 resMax TC CSI: 0.338 Max BC CSI: 0.210 Max Web CSI: 0.115 VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 John A. liter LK:362O5 14337 Commerce Way Miami Lakes, FL 33016 Wind loads based on MWFRS with additional C&C member design & reactions. Left and right cantilevers are exposed to wind • Maximum Reactions (lbs) Loo R /U /Rw /Rh /RL /W E 553 /606 /262 /- /222 /8.0 D 40 /41 /79 /- /- /1.5 C 105 /250 /- /- /- /1.5 Wind reactions based on C&C Bearing E is a rigid surface. Maximum Top Chord Forces Per PIy (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 86 -226 B -C 33 -91 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -E 244 -25 E -D 0 0 Maximum Web Forces Per Piy (Ibs) Webs Tens.Comp. B -E 529 -411 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require me ca in eating d i shi in , installin and bracg Re r to d follow the la itlpn of Bred Building Co neat safety nformation, b T�I d or bra rior to rto�min lions. Installers alI rovi a to brac i r BCI�I1 noted o erwise,to�otdsha ve pr attar dstructu s ratlrWi d butt m cio hall Nye a *WO r id ceiling. Dcmo s s o� or ermanent lateral restrantw� shall have r Joint instailedperSCSI aft-tons B3, B7 or , as a Ica e. A pates plate of truss and position as s own above and on a Details, Unless noted otherwise. Refer to dra ngs 0A- fornse Group pla positions. ITW ANSfi I1mor for handling, sh shall ng, not pia on and o tm deviation from this dfawthfailure to build the truss in is drawing, nee inaucates acceptance pp Is �awih9 oThevsupabe yang s a awing, i dl ptance of proTessfonai engineering res ns7bl i solely for the �1 n shown. The suitability and! use of th(s drawing for any structure fs the responsibl�ity of the Building Designer per ANSUTP 1 Sec.2. MARTINEZ TRUSS CO., INC. 8280 N.W. South River Dr. Medley, FL 33168 (305) 883-6261 INFO M ARTIN TRUSS.NET Miami Florida KEISCH OFFICE C.16 Qty: 9 Wgt: 36.4 Ibs I ••∎-,4111..I.IVL,I It I LI 1 1 11 FROM: DRW: 02/09/12 3'0 °14 3'0 °14 8'3 °2 52 °4 013 3'0 °14 3'0 °14 4'0 "8 7'1 °6 1'1°11, 8'3 °2 Loading Criteria (psi) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL' 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0' Wind Criteria Wind Std: ASCE 7-05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height 19.44 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 4.50 It 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC07 HVHZ res TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0%(0.0%)15(0) Plate Type(s): WAVE DefUCSI Criteria PP Deflection in loc Udefl UD VERT(LL): -0.039 E 999 360 VERT(LL): 0.055 F 670 90 HORZ(LL): -0.010 B HORZ(TL): -0.013 B Creep Factor. 1.5 Max TC CSI: 0.309 Max BC CSI: 0.299 Max Web CSI: 0.041 VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Sot chord 2x4 SP #2 Webs 2x4 SP #2 Left and right cantilevers are exposed to wind John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 Special loads - (Lumber Dur.Fac. =1.33 / Plate Dur.Fac. =1.33) TC- From 2 pH at -0.11 to 2 plf at 8.22 BC- From 2 plf at -0.04 to 2 plf at 8.22 TC- 366 lb Conc. Load at 2.62 TC- -81 lb Conc. Load at 5.45 BC- 90 lb Conc. Load at 2.62 BC- -79 lb Conc. Load at 5.45 Wind loads and reactions based on MWFRS with additional C&C member design. • Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W F 466 /456 1- /- /- /11.3 D 55 /65 /- /0 /0 /1.5 C 64 /39 /- /- /- /1.5 Wind reactions based on C&C Bearing F Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 331 -16 B -C 16 -21 Maximum Bot Chord Forces Per Ply (ibs) Chords Tens.Comp. Chords Tens. Comp. A -F 0 -248 E -D 0 0 F - E 0 -198 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. F-B 239 -399 B-E 203 0 /144‘ 7)4 "WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS awesTrusses require a [inne care in fabricating dli shi in , installing nd bracing. Refer to and follow the latest edits of EMS! (Building Saffety IOnnation, by. end {' or �v practices prior t rformin fese functions. Installers shall provide teln bracl r r B I. n noted o herwlse, op ofd sf h#ve pro rly attached structu l sheathin� bottom chord Shall have a properly e� rple. . pl one shown for and Won ositi lateral res shown above and on do Details, Unless no otherw►se 17W Sultana Components Grow In . shall not be responsible for an deviation from this dr�ng.any failure to build the truss In conformance with ANSI 1 1, Or for hapolingshipping, installationg d bracing_ trusses, A seal on this dfawing or cover page listing d this of drawing, indicates acceptance o ro resslonar engineering res ons i solely for the design shown. The suitability drawing for any structure is the responsibility of the Building Designer per ANSI/TPI TSec.2. e.......... 1- t..- ....°.... aw. I..1..- ...........I .,.w� -- .........1 u............w w°..... mune.,, ■mnw w4..1...4...1 -. ...w. Inn. L. -....M w... MARTINEZ TRUSS CO., INC 9280 N.W. South River Dr. Medley, FL 33186 (306) 883 -8261 Miami Florida II ILIUtt KEISCH OFFICE MV2 ny. I Qty:1 Wgt: 5.6 lbs JCVIV. 9U09OJ / I IL / VAL FROM: DRW: 02/09/12 12 4 T Co I Loading Criteria (pst) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 Wind Criteria Wind Std: ASCE 7-05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height 20.86 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/1 C&C Dist a: 9.00 ft I: 1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg: NA Ct NA CAT: NA PF. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ res TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0%(0.0%)/5(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection In lac L/defl L/D VERT(LL): 0.001 C 999 178 VERT(TL): 0.002 C 999 178 HORZ(LL): -0.000 C - - HORZ(TL): 0.000 C - Creep Factor. 1.5 Max TC CSI: 0.030 Max BC CSI: 0.049 Max Web CSI: 0.000 VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 John A. Titer LK: 36205 14337 Commerce Way Miami Lakes, FL 33016 Wind loads based on MWFRS with additional C&C member design & reactions. A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W D 222 /144 /54 /- /49 /24.0 Wind reactions based on C&C Bearing D is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -B 0 -7 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -C 49 0 Azo 1C "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses rreeqquire a eme ca in fa rIcatin a d i shi in , installin and bracing. Re r to and follow the latest edition of SCSI (Building Component Safety In formation, b TPI d VYT r iracti rior to rroFmin 9se fu notions. Installers stta ( provide temporary brae r BCS Uhl noted otherw ,to fffddd cosh h e e aftachestructu sneathinn dd hore hall have a roperi atttaacphip rid ling. onss shown forpennanent lateral ressnt f webs shall have racing in act pr B�GSl ors B3, B7 or tt70, �rawtt�gsa16UA -Z'for nddas t pal to motions uss and position as own above and on eon De Is, Unless not otherwise. B7, efer to IT�Wth Building qmpoHants Grou Inc. psshall not be responsible for deviation from this dptwin , 9 ilure to build they truss in confo ance iw dic/at� lice or for ha dl in ship ing, installation and bracing o trusses A seal o� WS d� o cover �irj Ii n this a g drawing for any ce o i more rsi nau engineering res ns bl ity sorely for the design shown. a su ity and use of t�iis y ponsibility of the Building Designer per ANSUTP118Sec.2. L.... .....1 • 41.........w, ..u..... m.,0n, ....... I,..a.A. AA-.. era. ........ -L.-s ..--• ,.,r•*• .........1...1...i...w... AAA.. ,nn. L ....R.....- MARTiNEZ TRUSS CO., INC: 9280 N.W. South River Dr. Medley, FL 33188 (305) 883-6261 OffOtJMARTINEZTRUSS.NET Miami Florida KEISCH OFFICE MV4 Qty: 1 Wgt: 12.6 lbs HIV..{,.. 741.1.tU9 I , ,J/ v.,.. FROM: DRW: 02/09/12 12 4 �- Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL• 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.33 Spacing: 24.0 ° Wind Criteria Wind Std: ASCE 7-05 Speed: 150 mph Enclosure: Closed Category: II EXP: C Mean Height 20.52 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist h/2 to h C&C Dist a: 9.00 ft 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pr in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ res TPI Std: 2002 Rep Factors Used: Yes FT/RT: 10.0%(0.0 %y5(0) Plate Type(s): WAVE DeflICSI Criteria PP Deflection in loc Udefl VERT(LL): NA VERT(TL): NA HORZ(LL): 0.003 C HORZ(TL): 0.007 C Creep Factor. 1.5 Max TC CSI: 0.173 Max BC CSI: 0.151 Max Web CSI: 0.071 UD VIEW Ver. 10.03.08.1118.15 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #2 John A. liter LIC: 36205 14337 Commerce Way Miami Lakes, FL 33016 Wind loads based on MWFRS with additional C&C member design & reactions. JT Plate Lateral Chord JT No Size Shift Bite No [ 8) W1.5X4 S 2.25 • Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W D 445 /435 /112 /- /149 /48.0 Wind reactions based on C&C Bearing D is a rigid surface. Maximum Top Chord Forces Per Ply (ibs) Chords Tens.Comp. A -B 23 -49 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -C 127 0 Maximum Web Forces Per Ply (Ibs) Plate Lateral Chord Webs Tens.Comp. Size Shift Bite B -C 211 -138 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses re a care in ricatin till shi in , installin end bradna. R r to and follow the latest edition of BCS1 (Building r�onenf S fety n nation, bar PI o 1m A or �t r practi nor to rtormin functions. Instal ere shall provide temporary brawn r BCS less noted otherwis top oTsfialI hive p rl attach structu s sheathing d bottom ore hell hav a po rly at cner(gid ce ling �� Locations shown for ateral restraint bbff webs s all haver rrcingjn ed per BCSI ons 83, B7 or p@0, as app lIcaoiee.. Ap Ty to each face of truss and positlon as shown above and on the JoinFDetails, unless noted otherwise. Refer to drawings 1n6� cZ for anddoplate positionnns. f��p ITW ANsilfPl 1, or forrnhaand handing, Inc. ipping, installation anndiblracin� � vias, A seal this dthis d�,g olure� build ppaagge� listing this drawing, n cates acceptance o professional- ons engineering responsibility y solely for the design shown. fThe suitanli tystland uisseeroaf this drawing for any structure Is the responsibility of the Building Designer per ANSUTPI 1- Sec.2. r... - ,..... ,..a......0 -- ,..0 .... . .............. 4 44.1 61....44 444 w..... mwmnn. u.n...- .... -.. TM,. .- ,........... MT" r..a.., 4,N $4444444.. W MARTiNEZ TRUSS CO., INC. 9280 N.W. South River Dr. Medley, FL 33188 (306) 883-8281 ma:O@IMARTINEZTRUSS.N ET Miami Florida CONSTRUCTION ENGINEERING GROUP /456W-P-# 2651 w. eau gaille blvd., suite a PROJECT /4 SG/-/-- melboume, fl 32935 tel. 321.253.1221 fax. 321.253.3123 www.cegengineering.com consulting engineers license #0008097 PROJECT No. DATE PAGE OF ENGINEER u vm "- CONSTRUCTION 2651 w. eau blvd. ., suite a PROJECT /47 sc� ENGINEERING tel. 321.253.1221 PROJECT No. GROUP x.321.253.3123 DATE PAGE _ OF www.cegengineering.com consulting engineers license #0008097 ENGINEER PRE -EG. TIMBER TRUSSES @ 24" O.C. PLYWOOD ROOF SHEATHING SEE PLAN TRUSS CONN. SEE PLAN. 2X SUB FASCIA WI 2 -16d NAILS PER TRUSS. SOFFIT SYSTEM, SEE ARCH. DWGS. 8" CMU KNEEWALL W /#5 AT 24" Q.C. (GROUT WALL SOLID) (DRILL AND EPDXY DOWELS 6" INTO VAULT ROOF) OR PLYWOOD) O STUDS T 6" O.C. G. TIMBER SES @24 "O.0 TCH EXISTING ILES, FIELD MEASURE TO FABRICATION 2X6 LEDGER CONT W/ (1)-314" DIA EPDXY ANCHOR AT 24" O.C. O to 1 2' -10" FIELD VERIFY MATCH EXISTING 0 z E > _ o W§ U- TPL 2x10 HU26- 3 /HUC26 -3 These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -77e for details. SIMPSON Strong-Tie These products are approved for installation with the Strong -Drive SD Structural- Connector screw. See page 30 for the correct substitution and SD screw size. U24 -2 2 -16d 2 -10d HU24- 2/HUC24 -2 2 -10d 74 DBL 2x6 U26-2 HUS26 -2 DENIM ©© mEIL3©121 mESm ®EIGI m ®1 4 -16d 4 -10d HU26- 2/HUC26 -2 4 -16d 4 -10d 6 -10d 17, F6, L17 2x8 LU26 U26 18 1121113161111111 Q211E1®�i 18 16% MCI 206% ®e ®lila= QiEIo ®v ©o 20 16 LUC26Z HU28 18 610d 810d 6-10d 6-10d 8 -16d 6 -16d 6-16d 6 -16d 410d 4- 10dx1% 410d 6 -10dx1 % 410dxl i6 4 -10dx1 % 4- 10dx1% 6 -16d 8 -16d 160 17, F6, L17 LUS28 -3 1126 -3 2x10 LUS210 LU210 U210 ® ®m 's.' irdemanitan iII! 6% EMI MI 6% DIM ®5171®1= mEa 9 ©IZI 6% ©121 IMAM 1513011511011 CO 8%8 DM MS 9 Mill ® Tf 914 Q� 4 -16d 410d 4 -10d 6 -10d 160 20 16 LUC210Z HU210 HUS210 18 4 -10d 6 -10dxl t6 410d Q ®0 EMI 0 1® =CM 6- 10dx1'%z 16 610dxl % 6 -10dxl % 4- 10dx1Y 10 -16d LUS28 -3 LUS210 -3 U210 -3 HU210 -3/ HUC210 -3 HHUS210 -3 HGUS210 -3 See footnotes on page 76. 18 16 14 14 4% 3G 16d 6 -16d 14 -10d 8 -16d 14 -16d 90-1Od 4 -16d 6 -16d 6 -10d �0 11830 1930 1110 1705 2015 2285 2075 2465 14 -16d 18-16d 6 -10d 30 -16d 46 -16d 10 -10d 10 -16d 16 -16d 1895 4000 4095 2085 2680 5635 9100 NMI 2350 3020 6380 9100 all 0 2530 3250 6880 9100 17, F6, L17 F23,160 CODES: See page 20 for Code Reference Key Chart. LTP4 /LTP5 /A34/A35 Framing Angles & Plates l' The larger LTP5 spans subfloor at the top of the blocking • or rim joist. The embossments enhance performance and the min/max nailing option allows for design flexibility. The LTP4 Lateral Tie Plate transfers shear forces for top plate -to -rim joist or blocking connections. Nall holes are spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant, accurate field bends for all two- and three -way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. MATERIAL: LTP4/LTP5 -20 gauge; all others -18 gauge FINISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, page 18-19. INSTALLATION: • Use all specified fasteners. See General Notes. • A35 —Bend one time only. CODES: See page 20 for Code Reference Key Chart. ge, These Additional producisonthis page may additional lso be a corrosion with this n option, check with Simpson Strong lie for details. ® These Connector screw. S pag approved 0 for the correct subsstitution and Strong-Drive screw size. SIMPSON Strong—Tie 41h' tie LTP5 LTP4 Joists to Plate with A Leg inside Studs to Plate with B Leg Outside Ceiling Joists to Beam 1. Allowable loads are for one anchor. When anchors are installed on each side of the joist, the minimum joist thickness is 3'. 2. Roof loads are 125% of floor loads unless limited by other criteria. 3. of the iwoodddduring loading if not reinforced could cause bending sufficiently. In this case, mechanical reinforcement should be considered. 4. LTP4 over ve 0.72 of the listed load, over and achieve of the listed load. 8d commons will achieve 100% load. 5. The LTP5 may be installed over structural sheathing up to W thick using 8dx1 % nails with no reduction In load. 6. Connectors are required on both sides to achieve F2 loads in both directions. 7. NAILS: 8dx11.4 = 0.131' dla. x1W long. See page 24-25 for other nail sizes and information. 0 AM A35 Chimney Framing LTP4 Installed over Plywood Sheathing LTP4 attaching Top Plates to Rim Joist 0 LTP5 Installed over Plywood Sheaf CONSTRUCTION ENGINEERING GROUP consulting engineers 2651 w. eau gallie blvd., suite a melboume, 11 32935 tel. 321.253.1221 fax. 321.253.3123 www.cegengineering.com license #0008097 PROJECT Ke71.#6 PROJECT No. DATE PAGE _ OF ENGINEER Adhesive AncII horing Systems 4.2.7 HIT -RE 500 Epoxy Adhesive Anchoring system Allowable Steel Strength for Carbon Steel & Stainless Steel HAS Rods1 Rod Diameter In. mm 3/8 (9.5) 112 (12.7) 5/8 (15.9) 3/4 (19.1) 7/8 (22.2) HAS-E Standard ISO 898 Gass 5.8 Tensile lb U 2640 (11.7) 4700 (20.9) 7340 3 Shear lb 1360 (6.0) 2420 (10.8) HAS Super ASTMA193B7 Tensile lb Li 4555 (20.3) 8100 (36.0) 1 (25.4) 1 -1/4 (31.8) 14385 (64.0) 18790 (83.6) 29360 (130.6) 410 (33.0) (43.0) 15125 (67.3) 12655 (56.3) 18225 (81.1) 24805 (110.3) Shear lb 2345 (10.4) 4170 (18.5) 32400 (144.1) 50620 (225.2) 1 Steel strength as defined in AISC Manual of Steel Construction (ASD): Tensile = 0.33 x FL, x Nominal Area Shear =0.17 xFux Nominal Area 6520 (29.0) 9390 (41.8) 12780 (56.9) HAS SS AISI 304/316 SS Tensile lb 3645 (16 2) 6480 (28.8) 10125 (45.0) 12390 (55.1) Shear lb (8.3) 3335 (14.8) 16865 (75.0) 16690 (74.2) 26080 (116.0) Ultimate Steel Strength for Carbon Steel & Stainless Steel HAS Rods1 Rod Diameter In. (mm) 3/8 (9.5) HAS-E Standard ISO 898 Class 5.8 22030 (98.0) 34425 (1 53.1) 5215 (23.2) 6385 (28.4) 8690 (38.6) 11350 (50.5) 17735 (78.9) HAS Super ASTIR A 193 B7 (12.7) (15.9) (20.0) 6005 (26.7) (16.0) 8230 (36.6) 13110 (58.3) (47.5) (74.2) (28.5) 8135 (36.2) 14900 (66.3) 10350 (43.4) 10010 (44.5) (105.6) (79.0) 6210 (27.6) 11040 (49.1) 28760 (125.7) (76.8) 5035 (22.4) (41.0) 14690 (65.3) (19.1) 1 (25.4) 1 -1/4 (31.8) (86.3) (106.9) 26780 (119.1) 35130 -(156.3) (156.2) (185.7) (110.5) 32695 (145.4) (190.0) (87.3) (114.0) (250.0) (296.8) (178.1) (215.7) 63600 (282.9) 101755 (452.6) 1 Steel strength as defined in AISC Manual of Steel Construction 2nd Ed. (LRFD): Yield = FY x Tensile Stress Area Tensile = 0.75 x Ft, x Nominal Area Shear = 0.45 x F, x Nominal Area (256.9) (150.5) 73630 (337.0) 115050 (511.8) 8280 (36.8) 14720 (65.5) (102.4) 15050 (66.9) (125.3) 20775 (92.4) (170.5) 44180 (196.5) (307.1) (194.0) (222.7) 78235 (348.0) ann..a7o -svmn I www usAlli .com I en espariol 1-800- 879 -5000 I Hod (Canary s) Corp.1- 800.383'4dP°` Mow Adhesive Anchoring Systems HIT-RE 500 Epoxy Adhesive Anchoring System 4.2.7 -RE 500 Allowable and Ultimate Bond/Concrete Capacity for HAS Rods in Normal Weight Concrete1,2,3,4 ' Anchor Diameter In (mm) HIT-RE 500 Allowable Bond/Concrete Capacity HIT-RE 500 Ultimate Bond/Concrete Capacity Tensile Shear Tensile Shear Embedment Depth in (mm) f',= 201), psi (13.8 MPa) lb (kM f'„= 4000 psi (27.6 MPS lb (kN) f',= 2000 psi (13.8 MPa) lb (kN) f'„= 4000 psi (27.6 MPa) lb (MI) f ;= 2000 psi (13.8 MPS lb (kN) f'„= 4000 psi (27.6 MPS lb (kN) tic= 2000 psi (13.8 MPa) lb (kN) f',,,= 4000 psi (27.6 MPa) lb (kN) 1 -3/4 645 1095 1510 2135 2580 4370 4530 6405 (44) (2.9) (4.9) (6.7) (9.5) (11.5) (19.4) (20.2) (28.4) 3/8 3-3/8 2190 2585 3155 4460 8760 10345 9460 13380 (9.5) (86) (9.7) (11.5) (14.0) (19.8) (39.0) (46.0) (42.1) (59.5) 4-1/2 2420 2585 4855 6860 9685 10335 14560 20580 (114) (10.8) (11.5) (21.6) (30.5) (43.1) (46.0) (64.8) (91.5) 2 -1/4 1130 1965 2510 3550 4530 7860 7525 10640 (57) (5.0) (8.7) (11.2) (15.8) (20.2) (35.0) (33.4) (47.3) 1/2 4-1/2 4045 5275 5610 7935 16185 21095 16820 23800 (12.7) (114) (18.0) (23.5) (25.0) (35.3) (72.0) (93.8) (74.8) (105.9) 6 4775 5380 8635 12210 19095 21520 25900 36620 (152) (21.2) (23.9) (38.4) (54.3) (84.9) (95.7) (115.2) (162.9) 2 -7/8 1690 3045 5245 7420 6770 12175 15735 72250 (73) (7.5) (13.5) (23.3) (33.0) (30.1) (54.2) (70.0) (99.0) 5/8 5-5/8 6560 7355 8760 12395 26240 29420 26280 37180 (15.9) (143) (29.2) (32.7) (39.0) (55.1) (116.7) (130.9) (116.9) (165.4) 7 -1/2 7320 7515 13615 19080 29290 30060 40840 57240 (190) (32.6) (33.4) (60.6) (84.9) (130.3) (133.7) (180.1) (254.6) 3-3/8 2310 4515 7335 10370 9250 18065 22000 311'; (86) (10. (20.1 (32.6) (46.1) (41.1) (80.4) (97.9) (138.4) 3/4 6-3/4 6070 17840 34685' 43020 37840 53520 (19.1) (172) (38. ,�� (56.1., (79.4) (154.3) (191.4) (168.3) (238.1) 9 10385 12995 ' a 27470 41535 51985 58280 82400 (229) (46.2) (57.8) (86.4) (122.2) (184.8) (231.3) (259.2) (366.5) 4 3005 5665 7795 11020 12030 22670 23375 33050 (101) (13.4) (25.2) (34.7) (49.0) (53.5) (100.8) (104.0) (147.0) 7/8 7 -7/8 12495 15875 17175 24290 49975 63495 51520 72860 (22.2) (200) (55.6) (70.6) (76.4) (108.0) (222.3) (282.5) (229.2) (324.1) 10 -1/2 14705 16185 26440 37390 58820 64730 79320 112160 (267) (65.4) (72.0) (117.6) (166.3) (261.7) (287.9) (352.8) (498.9) 4-1/2 3945 8440 10035 14190 15790 33765 30104 42565 (114) (17.5) (37.5) (44.6) (63.1) (70.2) (150.2) (133.9) (189.4) 1 9 13845 17365 22435 31720 55380 69465 67300 95160 (25.4) (229) (61.6) (77.2) (99.8) (141.1) (246.4) (309.0) (299.4) (423.3) 12 17935 17935 34535 48830 71740 71740 103660 146480 (305) (79.8) ' (79.8) (153.6) (217.2) (319.1) (319.1) (460.8) (651.6) 5-5/8 5760 12815 14760 20870 23045 51270 44280 62610 (143) (25.6) (57.0) (65.7) (92.8) (102.5) (228.1) (196.9) (278.5) 1 -1/4 11 -1/4 24610 31620 35050 49570 98430 126480 105140 148710 (31,8) (286) (109.5) (140.7) (155.9) (220.5) (437.9) (562.6) (467.7) (661.4) 15 34130 35270 53960 76300 136525 141090 161880 228900 (381) (151.8) (156.9) (240.0) (339.4) (607.3) (627.6) (720.1) (1018.2) Influence factors for spacing and/or edge distance are applied to concrete/bond values above, and then compared to the steel value. The lesser of the values Is to be used for the design. 2 Average ultimate concrete shear capacity based on Concrete Capacity Design (CCD) method for standard and deep embedment and based on testing for shallow embedment. 3 All values based on holes drilled with carbide bit and cleaned with brush per manufacturer's instructions. Ultimate tensile concrete/bond loads represent the average values obtained in testing. 4 For underwater applications up to 165 feet/50m depth reduce the tabulated concrete/bond values 30% to account for reduced mechanical properties of saturated concrete. ilk I c, ((US) 1-800-879-8000 I www.us.hliti.com I en espafiol 1- 800 - 879 -5000 I Hilts (Canada) Corp. 1-800-363-4458 I www.hiitLca I Product Technical Guide 2008 265 /ern, 4P 9 € >i I!'TI(lA UCONSTRUCTION ENGINEERING GROUP 2651 PROJECT L7tGfi 2651 w. eau gailie blvd., suite a PROJECT ,077GI melboume, fl 32935 PROJECT No. DATE / #'Zd ~// PAGE j_ OF ENGINEER 7 - tel. 321.253.1221 fax. 321.253.3123 www.cegengineering.com consulting engineers license #0008097 UCONSTRUCTION ENGINEERING GROUP l 97I V7f sAly 2651 w. eau One blvd., suite a PROJECT ran- melboume, fl 32935 tel. 321.253.1221 fax. 321.253.3123 www.cegenglneering.com consulting engineers license #0008097 PROJECT No. DATE PAGEOOF_ ENGINEER 6 Gravity Beam Design RAM SBeam v3.0 Licensed to: Adams Engineering - FL • STEEL CODE: AISC LRFD SPAN W4FO TION (ft): I -End (0.00,0.00) Beam SiZe (User Selected) = C12X30 Total Beam Length (ft) = 22.00 Mp (kip -ft) = 140.83 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL 1 0.000 0.030 22.000 0.030 2 0.000 0.900 22.000 0.900 LL 0.000 0.000 0.240 0.240 f4, J -End (22.00,0.00) SHEAR (Ultimate): Max Vn (1.2DL +1.6LL) = 16.50 kips MOMENTS (Ultimate): Span Cond LoadCombo Center Max + Controlling REACTIONS (kips): 1.2DL +1.6LL 1.2DL +1.6LL DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) k)Q.Jr g/4 072&-/-4 re- A/9* ze--az--,D at at at 10/20/11 11:30:55 Fy = 50.0 ksi 0.90Vn = 165.24 kips Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip -ft 90.7 11.0 0.0 1.00 0.90 126.75 90.7 11.0 0.0 1.00 0.90 126.75 Left Right 10.23 10.23 2.64 2.64 16.50 16.50 11.00 ft = 11.00 ft = 11.00 ft = - 1.043 -0.269 - 1.313 L/D = L/D = L/D = 253 980 201 (;) c' 44179'''rEc,1' .e&-q9 �,, a f g&tT.Y CONSTRUCTION ENGINEERING GROUP consulting engineers -09 2651 w. eau gallie blvd., suite a melboume, fl 32935 tel. 321.253.1221 fax. 321.253.3123 www.cegengineering.com license #0008097 PROJECT je>�"7Seg- PROJECT No. DATE J#-29-V PAGE ? OF ENGINEER riel— WA-Ls- 1i i6 A RAM Gravity Beam Design 01 RAM SBeam v3.0 Licensed to: Adams Engineering - FL 10/26/11 08:51:24 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J End (16.00,0.00) Beam Size (User Selected) = C12X20.7 Total Beam Length (ft) = 16.00 Mp (kip -ft) = 106.67 Top flange braced by decking. LINE LOADS (loft): Load Dist (ft) DL LL 1 0.000 0.021 0.000 16.000 0.021 0.000 2 0.000 0.825 0.225 16.000 0.825 0.225 SHEAR (Ultimate): Max Via (1.2DL +1.6LL) =11.00 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): Fy = 50.0 ksi 0.90Vn = 91.37 kips LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft 1.2DL +1.6LL 44.0 8.0 0.0 1.00 0.90 96.00 1.2DL +1.6LL 44.0 8.0 0.0 1.00 0.90 96.00 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left Right 6.77 6.77 1.80 1.80 11.00 11.00 8.00 ft = 8.00 ft = 8.00 ft = -0.333 -0.089 -0.422 L/D = 576 L/D = 2165 L/D = 455 2USS. ID) 3, /49/03, /)949.1%/1 co 4 4 4 4 4 4 4 44 4 .4 4 4. 4 * 4 4. C. A 4 4 L6X44" CONT.). W/ i" ANCHORS 4 L6X44" CONT. W/ i" DIA A307 AT 24" 0.C. I P L6X6" CONT. AT 24" O.C. DIA EPDXY THRU BOLTS rpt, ho 7,4335/ w L obiyphe AT 12" O.C. E.W. BOTT. OP OF CONCRETE TO MATCH 6" NCRETE SLAB W/ TOP OF BUSTING ROOF DOUBLE TEES 4 3@12 3/16 VAULT WALLS, SEE PLAN REMOVE EXISTING CMU WALL AND ROOF TEES CUT TEE SUCH THAT L6X4 LEG TOUCHES EXISTING STEM OF TEE LLJJ EXISTING 8X12 CONCRETE TIE BEAM, CONT. • EXISTING MASONRY WALL CONSTRUCTION ENGINEERING GROUP 2651 w. eau gallle blvd., suite a PROJECT tez(e/# melboume, fl 32935 PROJECT No. DATE PAGE _ OF ENGINEER tel. 321.253.1221 fax. 321.253.3123 www.cegengineering.com consulting engineers license #0006097 6 /2 I UCONSTRUCTION ENGINEERING GROUP 2651 w. eau gallie blvd., suite a melbourne, fl 32935 tel. 321.253.1221 fax. 321.253.3123 www.cegengineerfng.com consulting engineers license #0008097 PROJECT fee/1`4- PROJECT No. DATE PAGE _ OF ENGINEER UCONSTRUCTION ENGINEERING GROUP 2651 w. eau gallie blvd., suite a PROJECT �T.,‘GGA PROJECT No. DATE PAGE _ OF ENGINEER melboume, fl 32935 tel. 321.253.1221 fax. 321.253.3123 www.cegengineering.com consulting engineers license #0008097 UCONSTRUCTION ENGINEERING GROUP 2651 w. eau gallie blvd., suite a melboume, fl 32935 tel. 321.253.1221 fax. 321.253.3123 www.cegengineering.com consulting engineers license #0008097 PROJECT A47,44- PROJECT No. DATE PAGE _ OF ENGINEER Structural (S) Stud Section Properties 8008137 -33' 0.0346 8008137 -43 0.0451 8008137 -54 0.0586 8008137 -88 0.0713 8008137 -97 0.1017 0.388 1.32 3.198 0.799 2.873 0.073 0.435 0.503 1.71 4.134 1.033 2.866 0.093 0.430 0.827 2.13 5.110 1277 2.855 0.112 0.423 0.782 2.68 6303 1.576 2.839 0.134 0.414 1.093 3.72 8.597 2.149 2.805 0.189 0.394 3.198 0.663. 13.10 455 4.335 4.134 1.033 20.42 1 008 4.000 5.110 1.277 28.89 2006 4.000 6.303 1.576 36.74 4048 4.000 8.597 2.149 53.09 9037 4.000 5.110 1249 37.38 2006 4.032 6.303 1.573 54.40 4048 4.003 8.597 2.149 78.22 11124 4.000 0.155 0.948 -0.709 2.991 0.944 0.341 1202 -0.700 2.981 0.945 0.670 1.480 -0.691 2.967 0.946 1.325 1.762 -0.880 2.948 0.947 3.767 2.295 -0.658 2.908 0.949 8008200.33' 0.0348 8008200-43 0.0451 8008200-54 02566 8008200 -68 0.0713 8008200 -97 0.1017 0.448 1.52 4.098 1.024 3.023 0227 0.712 0.582 1.98 5.302 1.325 3.018 0.292 0.708 0.726 2.47 6.573 1.643 3.009 0.357 0.701 0.907 3.09 8.140 2.035 2.996 0.435 0.692 1271 4.32 11203 2.801 2.989 0.576 0.673 4.096 0.812 18.04 455 4.410 5.302 1.293 25.54 1008 4.038 6.573 1.643 35.75 2006 4.000 8.140 2.035 45.29 4048 4.000 11203 2201 65.12 9037 4.000 6.573 1.475 44.15 2006 4.168 8.140 1.984 6521 4048 4.055 11203 2.801 96.63 11124 4.000 0.179 2.945 -1.308 3.369 0.850 0.395 3.763 -1.295 3.359 0.851 0.775 4.612 - 1288 3.346 0.852 1.537 5.631 -1275 3.329 0.853 4.381 7.524 -1253 3.292 0.855 1000816243' 0.0451 10008162-54 0.0566 10008162-68 0.0713 10008162.97 0.1017 0.627 2.13 8.025 1.605 3.577 0.188 0.518 0.783 2.66 9.950 1.990 3.565 0.204 0.511 0.978 3.33 12.325 2.465 3.550 0246 0.502 1.372 427 16.967 3.393 3.516 0.320 0.483 8.025 1.414 27.94 802 5,292 .950 1.990 39.32 1593 5.000 12.325 2.465 58.20 3209 5.000 16.967 3.393 81.43 9037 5.000 9.950 1.712 5126 1593 5.332 12325 2.465 7320 3209 5.000 16.967 3.393 120.37 9461 5.000 0.425 3.404 -0.838 3.709 0.949 0.836 4.160 -0.827 3.696 0.950 1.658 5.060 -0.817 3.677 0.951 4.731 6.708 -0.795 3.637 0.952 10008250-431 0.0451 10008250-554 0.0568 10008250-68 0.0713 1 ru5tiy. ' 0.1017 0.717 2.44 10.203 2.041 3.771 0.531 0.880 0.898 325 12.677 2.535 3.762 0.653 0.854 1.121 3.81 15.751 3.150 3.749 0.799 0.844 1.576 5.38 21.827 4.365 3.722 1.072 0.825 10.203 1.617 31.95 802 5.508 12.677 2.277 44.99 1593 5213 15.751 3.054 60.34 3209 5.060 21227 4.356 98.40 9037 5.004 12.860 1.879 56.26 1593 5.635 15.751 2.870 79.94 3209 5.317 21.827 4.181 140.63 9461 5.082 0.486 10.404 -1.535 4.161 0.884 0.957 12.805 -1.525 4.148 0.865 1.899 15.728 -1.514 4.130 0.886 5.433 21268 -1 12008200.541 0.0566 12008200-68 0.0713 12008200-97 0.1017 0.953 324 17.662 2.944 4.308 0.393 0.643 1.192 4.06 21.947 3.658 4.291 0.479 0.634 1.677 5.71 30.417 5.089 4.258 0.635 0.815 17.652 2.858 52.52 1321 6.281 21.947 3.658 81.40 2658 6200 30.417 5.069 117.87 7814 6.000 17.662 2.143 84.17 1321 6.836 21.947 3.265 97.75 2658 6.300 30.417 5.069 174.89 7814 6.000 1.017 11.462 -1.047 4.478 0.945 2.020 14.038 -1.036 4.459 0.946 5.783 18.876 -1.014 4.420 0.947 Web - height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. 8 D ALE/ INC08/ wew.daleirarcrnn Weld and Fastener Tables Suggested design loads for screw connections (pounds) Steel Type of Loading \ ' Thickness Shear or Shear or SA or Shear or ( Gauge) Bearing Pullout Bearing Pullout ring Pullout Bearing 12 890 280 783 246 675' 213 568 179 14 557 196 173 474 149 398 125 i 16 394 156 370 137 344 118 315 100 18 280 124 263 109 ' 244 94 224 79 20 188 95 177 84 164 • 72 151 61 : 1. Design values are based on CCFSS Techn cal Bulletin Vol. 2, No.1 which outlines the proposed AISI specification provisions for screw connections. 2. Minimum screw spacing and distance from edge shall not be less than 3 d. 3. When connecting materials of different gage, use loads shown for the lighter gage. 4. Screw capabilities are based on a minimum connected material strength of Fy = 33,000 PSI. Suggested design loads for Powder driven fasteners in concrete TABLE A No. 12-14 (d = 0.209 ") Na 10-16 (d = 0.183 ") ` NO. 8-11(d = 0.161") No. 6 S-12 (d e° suggested bearing capacity when used to connect gage thickness steel (pounds) NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check codes for application). 2. Welds may be positioned so they are subject to either shear or tensile stress. 3. When joining materials of different gage, use loads shown for the lighter gage. 4. Flare -bevel groove welds are welds that occur between the outside radius of one member and the flat of an adjacent member radius of one member and the flat of an adjacent member. Minimum Spacing =I ■° Fastener Minimum 1/� 2" Distance Concrete Compression Hot Rolled Steel Thickness Steel Thickness Shank Minimum Type of Strength (PSI) Shank Gage/MIl Diameter Penetration Loading 2000 3000 4000 Diameter 16/54 18/43 20/33 0.145" 1- 114" Pullout 125 155 185 0.145" - - - 336 395 Shear 180 220 260 � - - 198 0.177" 1- 7/16" Pullout 150 205 275• 0.177" - - - 18 : 1. Design values are based on CCFSS Techn cal Bulletin Vol. 2, No.1 which outlines the proposed AISI specification provisions for screw connections. 2. Minimum screw spacing and distance from edge shall not be less than 3 d. 3. When connecting materials of different gage, use loads shown for the lighter gage. 4. Screw capabilities are based on a minimum connected material strength of Fy = 33,000 PSI. Suggested design loads for Powder driven fasteners in concrete TABLE A TABLE B Suggested capacity in stone aggregate_concrete_(pounds) suggested bearing capacity when used to connect gage thickness steel (pounds) NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check codes for application). 2. Welds may be positioned so they are subject to either shear or tensile stress. 3. When joining materials of different gage, use loads shown for the lighter gage. 4. Flare -bevel groove welds are welds that occur between the outside radius of one member and the flat of an adjacent member radius of one member and the flat of an adjacent member. Minimum Spacing =I ■° Fastener Minimum 1/� 2" Distance Concrete Compression Hot Rolled Steel Thickness Steel Thickness Shank Minimum Type of Strength (PSI) Shank Gage/MIl Diameter Penetration Loading 2000 3000 4000 Diameter 16/54 18/43 20/33 0.145" 1- 114" Pullout 125 155 185 0.145" - - - 336 395 Shear 180 220 260 � - - 198 0.177" 1- 7/16" Pullout 150 205 275• 0.177" - - - 18 Shear 250 285 330 321 - 321 241 0.205" 1 -1/4" Pullout 220 280 345 0.205" - - - 279 S-hear 390 445 500 _ 465 372 279 : 1. Capacities shown are for stone aggregate concrete and are based on a low velocity shot. 2. Minimum fastener spacing - 4 "; minimum fastener edge distance - 3 ". 3. Shear values are per Hilt! ICBO Research Report #2388. 4. Bearing capacity is based on Bearing Area x 1.15 x 33,000 psi. Allowable bearing capacity per Section 4.5.6 of the 1996 A.I.S.I. "Specification for the Design of Cold Formed Steel Structural Members." 5. Pullout values per DALE/INCOR recommendations. Minimum Fastener Minimum Edge Sparing = .- Distance Suggested design loads in pull -out or shear for Powder driven fasteners in structural steel (pounds) Cold Sthed Gage 0.145" Shank Diameter <177,hank Diameter 0.205" Shank Diameter NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check codes for application). 2. Welds may be positioned so they are subject to either shear or tensile stress. 3. When joining materials of different gage, use loads shown for the lighter gage. 4. Flare -bevel groove welds are welds that occur between the outside radius of one member and the flat of an adjacent member radius of one member and the flat of an adjacent member. Minimum Spacing =I ■° Fastener Minimum 1/� 2" Distance Edge _ c p Hot Rolled Steel Thickness Hot Rolled Steel Thickness Hot Rolled Steel Thickness 1/4. 3/8" 1/2" 114" 3/8" 1/2" 1/4" 3/8" 1/2" 609 � 12 210 210 210 335 395 395 485 525 660 34 210 210 210 336 395 395 485 525 581 � /! // 16 210 210 210 335 395 395 465 465 465 f 18 210 210 210 321 321 321 372 372 372 20 197 197 197 241 241 241 279 279 279 : 1. Tests were conducted with the fastener point driven completely through the back side of the hot rolled steel member. This was necessary to obtain proper gripping force. 2. Bearing strength is based on Bearing Area x 1.15 x 33,000 psi for cold formed steel. 3. Shear values are per Hilt ICBO Research Report #2388. Suggested design loads for fillet and flare -bevel groove welds Steel GageJMll Design Thickness (Inches) Weld Size (inches) Allowable Load Ob./in.) NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check codes for application). 2. Welds may be positioned so they are subject to either shear or tensile stress. 3. When joining materials of different gage, use loads shown for the lighter gage. 4. Flare -bevel groove welds are welds that occur between the outside radius of one member and the flat of an adjacent member radius of one member and the flat of an adjacent member. 12/97 .1017 5132 1373 14/68 .0713 1/8 963 16/54 .0566 1/8 764 18/43 .0451 1/8 609 Technical Assistance - Welding A wire feed type welder is recommended for fastest and most uniform welding in the shop. Good welds are also obtained with a 3/32" or 1/8" AWS type 6013 or 7014 rod with a welding heat of 60 -110 amperes depending on the gage of material and the fit of the parts. 17 UCONSTRUCTION ENGINEERING GROUP 2651 w. eau gallle blvd., suite a melboume, fl 32935 tel. 321.253.1221 fax. 321253.3123 uwwY.cegengineedng.com consulting engineers license #0008097 PROJECT,07 44 PROJECT No. DATE PAGE &OF ENGINEER RIP I-e rJ S - yn3 - 1 OCT 162012 UNIVERSAL ENGINEERING SCIENCES, INC. Consultants in: Geotechnical Engineering • Environmental Engineering • Construction Materials Testing • Threshold Inspection • Private Provider Inspection 1818 7'" Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200 Project No. 2110.1200028 Report No. 9616 Date: 10/15/12 Client Ken Constantino Builders, Inc. 221 W. Hibiscus Blvd, #128 Melbourne, Florida 33138 Project Dr. Keisch Office 9169 Park Drive Miami Shores, Florida 33138 Area Tested: Ramp - CT room (pad) Course: Final lift Type of Test Field: ASTM D-6938 Lab: ASTM D -1557 • 000 IN PLACE DENSITY TESTS Depth of Test Date Tested: 12" 10/12/12 1.111 IIIII UII VVI I Ir/OIVMVII IYVV,�II WI II V.. •. - -.- Test No. Location of Tests Laboratory Field Max Density Opt Moisture Dry Density % Moisture % Max Density 17 18 Ramp - main entrance of building CT room - pad 104.4 104.4 9.0 9.0 103.9 104.9 8.5 9.6 99.5 100.5 Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in accordance with ASTM D -1557. Reviewed by: UN -: . ENGINEERING SCIENCES, INC. C r _ Authorization No. 549 s= G. Read, P.E. Regional Manager er g Registered Professional Engineer No. 69952 cc: 2 - Client Technician: R.J. The original of this report was signed and impressed sealed by the above registered engineer In accordance with rule 21H-18.11, chapter 471, Florida statute. This report shall not be reproduced without the written approval of this laboratory. UNIVERSAL ENGINEERING SCIENCES, INC. Consultants in: Geotechnical Engineering • Environmental Engineering • Construction Materials Testing • Threshold Inspection • Private Provider Inspection 1818 76' Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200 Project No. 2110.1200028 Report No. 9550 Date: 09/19/12 Client: Ken Constantino Builders, Inc. 221 W. Hibiscus Blvd, #128 Melbourne, Florida 33138 Project: Dr. Keisch Office 9169 Park Drive Miami Shores, Florida 33138 Area Tested: Electrical room Course: Base Type of Test Field: ASTM D -6938 Lab: ASTM D -1557 IN PLACE DENSITY TESTS Depth of Test: 12" Date Tested: 09/13/12 IVI II Ill I lull. Vvt I tpavuvn 1 \vwY• V...V..... vv ... Test No. Location of Tests Laboratory Field Max Density Opt Moisture Dry Density % Moisture % Max Density 15 16 East side area West side area 104.4 104.4 9.0 9.0 102.8 102.4 9.8 10.2 98.5 98.1 Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in accordance with ASTM D -1557. Reviewed by: UNIVERSA NGINEERING SCIENCES, INC. Certifi,- Authorization No. 549 e r G. Read, P.E. Regional Manager Registered Professional Engineer No. 69952 cc: 2 - Client Technician: R.J. The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 21 H- 18.11, chapter 411, Florida statute. This report shall not be reproduced without the written approval of this laboratory. UNIVERSAL ENGINEERING SCIENCES, INC. Consultants in: Geotechnical Engineering • Environmental Engineering • Construction Materials Testing • Threshold Inspection • Private Provider Inspection 1818 7th Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200 Project No. 2110.1200028 Report No. 9537 Date: 09/13/12 Client Ken Constantino Builders, Inc. 221 W. Hibiscus Blvd, #128 Melbourne, Florida 33138 Project Dr. Keisch Office 9169 Park Drive Miami Shores, Florida 33138 Area Tested: Garage area & front entrance Course: Footing & slab Type of Test Field: ASTM D-6938 Lab: ASTM D -1557 .._ _�_ o_ ., • flee IN PLACE DENSITY TESTS Depth of Test 12" Date Tested: 08/31/12 1.111111111411. VVI I.'/f•VMVU • w�.wo _..._.. -• -- -- Test No. Location of Tests Laboratory Field Max Density Opt Moisture Dry Density % Moisture % Max Density 10 11 12 13 14 Garage slab - west area Garage slab - east area Garage slab - center area Front entrance - footing ramp area Front entrance - column pad 104.4 104.4 104.4 104.4 104.4 9.0 9.0 9.0 9.0 9.0 106.0 105.1 104.4 103.2 103.6 6.2 6.6 6.3 7.3 6.8 101.5 100.7 100.0 98.9 99.2 Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in accordance with ASTM 0-1557. Reviewed by: UNIVER ENGINEERING SCIENCES, INC. Ce r i- = Authorization No. 549 cc: 2 - Client Technician: R.J. Read, P.E. Regio - I Manager Registered Professional Engineer No. 69952 The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 21 H- 18.11, chapter 471, Florida statute. This report shall not be reproduced without the written approval of this laboratory. UNIVERSAL ENGINEERING SCIENCES, INC. Consultants in: Geotechnical Engineering • Environmental Engineering • Construction Materials Testing • Threshold Inspection • Private Provider Inspection 1818 7t' Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200 Project No. 2110.1200028 Report No. 9490 Date: 08/29/12 IN PLACE DENSITY TESTS Client Ken Constantino Builders, inc. 221 W. Hibiscus Blvd, #128 Melbourne, Florida 33138 Project: Dr. Keisch Office 9169 Park Drive Miami Shores, Florida 33138 Area Tested: South side of building garage and hallway Course: Bottom of footing Type of Test: Field: ASTM D-6938 Lab: ASTM D -1557 :.e..,e., +• ago Depth of Test 12" Date Tested: 08/22/12 Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in accordance with ASTM D -1557. Reviewed by: UNIVERSAL NGINEERING SCIENCES, INC. Ce - to ,7 uthorization No. 549 Pe ' G. Read, P.E. Regional Manager Registered Professional Engineer No. 69952 cc: 2 - Client Technician: D.L. The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 2114 18.11, chapter 471, Florida statute. This report shall not be reproduced without the written approval of this laboratory. Test No. Location of Tests Laboratory Field Max Density Opt Moisture Dry Density % Moisture % Max Density 6 7 8 9 South side of building garage pad - east end South side of building garage pad - west end Hallway & south entrance next to the garage pad - south end Hallway & south entrance next to the garage pad 104.4 104.4 104.4 104.4 9.0 9.0 9.0 9.0 105.3 105.0 106.1 105.3 7.3 8.4 8.0 7.5 100.8 100.5 101.6 100.8 Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in accordance with ASTM D -1557. Reviewed by: UNIVERSAL NGINEERING SCIENCES, INC. Ce - to ,7 uthorization No. 549 Pe ' G. Read, P.E. Regional Manager Registered Professional Engineer No. 69952 cc: 2 - Client Technician: D.L. The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 2114 18.11, chapter 471, Florida statute. This report shall not be reproduced without the written approval of this laboratory. UNIVERSAL ENGINEERING SCIENCES, INC. Consultants In: Geotechnical Engineering • Environmental Engineering • Construction Materials Testing • Threshold Inspection • Private Provider Inspection 1818 7th Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200 Project No. 2110.1200028 Report No. 9421 Date: 08/07/12 IN PLACE DENSITY TESTS Client: Ken Constantino Builders, Inc. 221 W. Hibiscus Blvd, #128 Melbourne, Florida 33138 Project Dr. Keisch Office 9169 Park Drive Miami Shores, Florida 33138 Area Tested: Footing (next to electrical and radiology room) Course: Bottom of footing Type of Test Field: ASTM D -6938 Lab: ASTM D -1557 Depth of Test: 12" Date Tested: 07/31/12 FVUI III I I I .JU( I IFJC14.0Miii I I W.1M............ ....... Test No. Location of Tests Laboratory Field Max Density Opt Moisture Dry Density % Moisture % Max Density 4 5 Between C -D, Line 1.2 Between B -B.2, line 3.2 104.4 104.4 9.0 9.0 102.9 103.2 10.6 10.1 98.6 98.9 Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in accordance with ASTM D -1557. Reviewed by: UNIVERS ENGINEERING SCIENCES, INC. Ce 4:•: Authorization No. 549 Peter G. Read, P.E. Regional Manager Registered Professional Engineer No. 69952 cc: 2 - Client Technician: JS The original of this report was signed and Impressed sealed by the above registered engineer in accordance with rule 21 H- 18.11, chapter 471, Florida statute. This report shall not be reproduced without the written approval of this laboratory. UNIVERSAL ENGINEERING SCIENCES, INC. Consultants in: Geotechnical Engineering • Environmental Engineering • Construction Materials Testing • Threshold Inspection • Private Provider Inspection 1818 7"' Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200 Project No. 2110.1200028 Report No. 9279 Date: 06 /19/12 Client Ken Constantino Builders, Inc. 221 W. Hibiscus Blvd, #128 Melbourne, Florida 33138 Project Dr. Keisch Office 9169 Park Drive Miami Shores, Florida 33138 Area Tested: Vault foundation pad Course: Pad Type of Test: Field: ASTM D-6938 Lab: ASTM D -1557 • 0Go. IN PLACE DENSITY TESTS Depth of Test 12" Date Tested: 06/14/12 Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in accordance with ASTM D -1557. Reviewed b UNIVER 1 ENGINEERING SCIENCES, INC. Certi _ //r Authorization No. 549 /if VP , Read, P.E. Reg onal Manager Registered Professional Engineer No. 69952 cc: 2 - Client Technician: RJ The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 21H-18.11, chapter 471, Florida statute. This report shall not be reproduced without the written approval of this laboratory. Test No. Location of Tests Laboratory Field Max Density Opt Moisture Dry Density % Moisture % Max Density 1 2 3 Grid B & Line 1.5 Grid B.5 & Line 2 Grid C & Line 2.5 104.4 104.4 104.4 9.0 9.0 9.0 101.6 103.0 101.8 7.9 7.3 7.6 97.3 98.7 97.5 Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in accordance with ASTM D -1557. Reviewed b UNIVER 1 ENGINEERING SCIENCES, INC. Certi _ //r Authorization No. 549 /if VP , Read, P.E. Reg onal Manager Registered Professional Engineer No. 69952 cc: 2 - Client Technician: RJ The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 21H-18.11, chapter 471, Florida statute. This report shall not be reproduced without the written approval of this laboratory. Structural consulting engineers 03-08 -12 Re: Dr. Keisch building renovations 2651 W. Eau Gallo Blvd., Sulte A Mebourne, FL 32935 tet 321.253.1221 fay 321.253.3123 www.ce9engineettng•cam The following are response to the comments dated 2 -24-12 for permit 11 -2060 They are numbered in the same fashion as submitted. Comments from Mr. Bruhn 1) Architect / Contractor to respond. 2) Architect / Contractor to respond. 3) Structural responses are below. 4) Architect to respond. 5) Architect / Contractor to provide signed and sealed copy from Geotechnical Engineer. 6) Architect / Contractor to respond. 7) Revised calculations showing V =146 mph and exposure C are attached and the design pressures are revised on 55.0 for the this criteria 8) Please see revised plans attached. I have shown the vault foundation on S1.0 as requested and also it is shown on s4.0 CEGStructural consulting engineers 2651 W. Eau Game Blvd., Suite A Melbourne, FL 32935 tel: 321.253.1221 fax: 321 95.3123 www.cegengineering.com 9) Please see revised drawings (Sheet S1.0 foundation schedule and plan and detail 5/S2.1). I have changed the footing to a cont wall footing and lowered the top of ftg to -1'-4" to eliminate conflict with the lowered garage slab. 10) Please see the revised drawings (sheet S2.1 and S2.2). I have added vertical #5 reinforcing in the jambs of each new opening at the filled masonry cells. Per our phone conversation, hooks are not required. I have attached calculations show no net uplift for your reference. 11) Please see the elevations of each opening on Sheets S2.1 and S2.2. there are reinforced masonry cells at each jamb (columns) and new structural steel channels that are being used for the beams. I have included the calculations also for the new steel channel headers. No flexural allowance has been used for the existing 8 "x12" concrete beam. (i.e. I have sized the channels to support all the existing loads.) 12) Per item 10 above and our phone conversation, hooks are not required in this case. 13) Contractor will provide engineered truss package., 14) Please see the revised drawings (S1.0) . I have indicated the gravity, uplift and connections for each truss. 15) Please see the revised drawings (S5.0). I have revised the live load to 30 psf. 16) Architect / Contractor will provide. 17) See attached calculations by Ed Landers PE. R) I believe the intent for this code item is to provide lateral support for exterior wind Ioadsij99% of the concrete roof slab being added is connected to the �ry walls subject rs which lateral are connected to Interior masonry �� a roof members which my walls. Per our phone conversation I think we a ok with this Item. Please let me know if there is a specific area you are still concerned with. Comments from Mtn Ashrof: 1) Please see;respo : e to item 7 of Mr. Bruhn comm -. • above. 2) Please see t .. • nse to item 7 of Mr. Bruhn co 3) i have 4 ;. the Roof live load to 30 psf. 2319•• .2.3 allows the roof it to be on 3 oi Sheet 55.0 under wood see the attached, revised for 20 psf (45 minimum t ses. For simplicity, I have revs LL= 30 ase see Response to item 7 of , Bruhns comments above. The CU pressures scheduled - n 55.0 are for V =146 exp C. 6) At the begi1ning of each erial section of notes I pr • the design code used summarized here: W NDS 2005, Concrete ACI 31; , Masonry ACI 530 -05, also indicated all w . shall conform to these refer - which are all adopted for something el p lease clarify with and exam k e. I may not understand what 7) I had prevk . submitted a calculation sh capacity a aiso a 1 way shear check or submitta Due to the required th is negi s blip.. is there something else 8) However, I believe is indicated (47 psf total) each mate i have AISC LR • 13t edition. I you are looking ng for. ng bearing capacity check with the e depth of the matt foundation. ( I of these type vault mats for equipm r than bearing capacity and shea PI - seethe attached drawl , -. 8/S3.1) and the attached calcula nnectorsiand anchors. Fsc- psf allowable soil also included In this the flexural component would like to see? nt shear and tension for the Jon Lowman From: Tom Adams <tadams @cegengineering.com> Sent Thursday, May 10, 2012 12:20 PM To: Jon Lowman Cc: mehdiashraf @msn.com Subject: RE: CC10 -2060 STRUCTURAL COMMENTS Jon, Medhi, I can not respond to "seems low" or "not correct ". At this point the engineer reviewing will need to establish what is "not" correct. I have provided calculations that are standard for the industry. If the reviewing engineer would like something more specific then be specific in the responds /request of what he would like to see. I would be glad to have a conference call with him to review anything he wishes but I am not going to burn an entire day on a trip with requests that I have already complied with. I am not in control of the permit submittal process. I can only respond to what is requested. If the reviewing engineer thinks there is something wrong, then identify it in the calcs I have provided or provide calcs that indicate otherwise. Indicating "not approved" or "not complete" gives me nothing to respond to. What is specifically wrong or would like to be seen. I will await the responses. Thomas L. Adams, P.E., SECB FL #55343, SI # 2053 Principal, Structural Engineer CEG Structural, LLC. 2651 W Eau Gallie Blvd., Suite A Melbourne Florida 32935 (321) 253 -1221 ext 24 (321)- 626 -7654 mobile (321) 253-3123 fax > <((((2> From: Jon Lowman [mailto:jlowman @kcbin.com] Sent: Thursday, May 10, 2012 12:00 PM To: Tom Adams Subject: FW: CC10 -2060 STRUCTURAL COMMENTS Tom, Attached is all the information we have. The ball is in your court. We were trying to help you set up a meeting with Mehdi Ashroft and will still assist where we can. We cannot move forward with getting our permit until Mehdi /Norm signs off on your responses. I received your email about you asking Ken to stop calling you yesterday and forwarded on your message as requested. We had no information to give you and everyone said that you had to handle it and there wasn't anything we could do besides try and help set up the meeting. please let us know how you wish to proceed from here. Jon 1 From: Viviana Cubillos f mailto: cubillosv Omiamishoresvillage.coml Sent: Thursday, May 10, 2012 11:38 AM To: Jon Lowman Subject: CC10 -2060 STRUCTURAL COMMENTS Jon, Attached please find a copy of the comments from Mehdi for the last review. Again, it was incomplete because he wants to go over the details with the engineer of the project. If you have any questions please do not hesitate to contact me. Viviana Cubillos Administrative Supervisor Miami Shores Village Building Upt Tel: 305.795220 -1 Fax: 305756.8972 From: kmbhC552@ miamishoresvillage.com f mailto: kmbhC552 @miamishoresvillage.coml Sent: Thursday, May 10, 2012 7:28 AM To: Viviana Cubillos Subject: Message from KMbhC552 2 4.-44-4-P1 .PP1:4re-PlAtt Le" ........ .. . ........ ... • • •11•411 -= • , 151tif;- • .. ........ • .. ... .. ...... • • eict5n:/e, srtuk-skk • ettc7.-15:1A-rottL. '170 1,, -okYl 2.015 • • • • ....... 1 • tit ... z13 ...... • .. z 4r: 6ot ••••••• • • • • ....... • Edward. A. LANDERS PE CONSULTING ENGINEERS 43 • O. .. • 5riatitivAp 4 ... 8f aver`s po • Edward A LANDERS, RE. ,f-4;1.6•4`1.-er • .(305)873.-4944,..: CONSULTING ENGINEERS "e4-r-e-f . ...... .... ........ ....... ... 4e) r • ... ....... • 222.. ct sre) Edward. A. LANDERS P I e 3 • , oi) 93f, • CONSULTING ENGINEERS CAte--f --Z4f,-4/7L • .•• ce-oritotrott tofrx-5 14,24114,c ; +=A XI c. • c! • • .. • . . • ' • SriLefit—' „ - . • • • ■ . " • • .. . : I 6,ey..)b* 437_,0 .f437A; Edward A. ANDIRS„ CONSULTING ENG1NEEOS ,:,!..k,i•O*4 • • CP0-121 . •• ■■•• •.•■••••••••• z.e • „ „ .M0 G . .. ... .... „ • .. • • • • ...... .. . }.4 ANDERS,, PAE. Edward. CONSULTING EN4GeINEERS ...W...., • „.. . . . • • , cr41-t-c) - Unreinforced Concrete Masonry Design Aids Section 2 Table 2.2.1.2: In -Plane Shear Resistance of Concrete Masonry Shear Wails for Load Combinations Not Including Wind or Seismic (No Increase in Allowable Stresses) fm = isoa psi 2-5 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7-05 Analysis by: Edward A. Landers Company Name: EDWARD A. LANDERS, P.E. Description: Commercial Building, 9165 Park Drive, Miami Shores, Florida Structure Type Building Basic Wind Speed (V) 146 mph Struc Category (I, II, Ill, or II Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 0.3 :12 Slope of Roof (Theta) 1.2 Deg Type of Roof Monoslope Kd (Directonality Factor) 0.85 Eave Height (Eht) 16.00 ft Ridge Height (RHt) 16.00 ft Mean Roof Height (Ht) 16.00 ft Width Perp. To Wind Dir (8 85.00 ft Width Paral. To Wind Dir (L 96.00 ft Importance Factor 1 Hurricane Prone Region (V>100 mph) Table 6-2 Values 9.500 900.000 0.105 1.000 0.650 0.200 500.00 ft Epsilon = Zmin = 0.200 15.00 ft T > of Structure Hei. ht/Least Horizontal Dim 0.19 Flexible Structure No Importance Factor 1 Hurricane Prone Region (V>100 mph) Table 6-2 Values 9.500 900.000 0.105 1.000 0.650 0.200 500.00 ft Epsilon = Zmin = 0.200 15.00 ft Flo 6-5 Internal Pressure Coefficients for Buildings, Goo! Condition �- 38 e � �9 0 , . - � . , � . . _ . a8 , 1- .n Gust1 For rigid structures (Nat req > 1 Hz) use 0.85 0.85 - it , Y 1^' y �r ` w 1 4 0. ... ,. :...4_ . � -� 3 i� a ` � S. a I Zmin 15.00 ft lzm Cc * (33/z)410.167 -0.18 0.2281 I 0.18 Lzm I *(zm/33yEpsilon 427.06 ft Q (1/ (1+0.63 *((B +Ht) /Lzm)"0.63))410.5 0.8930 Gust2 0. 925*(( 1 +1.7 *Izm *3.4 *Q) /1 +1.7*3.4 *Izm)) 0.8687 - e.� . .. "a-,,.;zt , �, fit. v.:.�. Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Flo 6-5 Internal Pressure Coefficients for Buildings, Goo! Condition Gc I Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings I 0.18 I -0.18 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 4/28/2012 \'J Page No.1 of 4 4/28/2012 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7-05 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft ^2 Pressure (Ib/f A2) 0.86 Windward Wall* Leeward Wall Total Shear Moment +GCpl -GCpi +GCpi -GCpi +. , i , (Kip) (Kip -ft) 16 0.86 1.00 39.91 19.96 34.33 -23.27 -8.90 3.67 1.84 15 0.85 1.00 39.37 19.59 33.96 -23.27 -8.90 58.32 468.63 Note: 1) Positive forces act toward the face and Negative forces act away from the face. B Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting System (Method 2) L 0Kh 'a& - urface C 2.01 *(Ht /zg)^(2/Alpha) 0.86 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256 *(V)A2*1 *Kh *Kht *Kd 39.91 psf Khcc Comp & Clad: Table 6-3 Case 1 0.86 Qhcc .00256*V ^2 *I *Khcc *Kht*Kd 39.91 psf ),• syY''.� -+� �3a.�'�, t fb - ce„= o ti:� A k � 'a& - urface C mdward Wall See Fi, ure 6.5.12.2.1 for Pressures 0.8 Leeward Walls (Wind Dir Normal to 85 ft wall) Leeward Walls (Wind Dir Normal to 96 ft wall) Side Walls -0.47 -0.50 -0.70 -23.27 -24.15 -30.93 -8.90 -9.78 -16.56 Dist from Windward Edge: 0 ft to 32 ft - Max Cp Dist from Windward Edge: 0 ft to 8 ft - Min Cp Dist from Windward Edge: 8 ft to 16 ft - Min Cp Dist from Windward Edge: 16 ft to 32 ft - Min Cp -0.18 -0.90 -0.90 -0.50 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. -13.29 -37.72 -37.72 -24.15 1.08 -23.35 -23.35 -9.78 Page No. 2 of 4 WINDO5 v1-12 Detailed Wind Load Design (Method 2) per ASCE 7-05 Dist from Windward Edge: > 32 ft -1.30 -51.29 -36. gra_ 4)r. Dist from Windward Edge: 0 ft to 32 ft - Max Cp Dist from Windward Edge: 0 ft to 8 ft - Min Cp Dist from Windward Edge: 8 ft to 16 ft - Min Cp Dist from Windward Edge: 18 ft to 32 ft - Min Cp Dist from Windward Edge: >32 ft -0.18 -0.90 -0.90 -0.50 -0.30 -13.29 -37.72 -37.72 -24.15 -17.36 1.08 -23.35 -23.35 -9.78 -2.99 Kh = Kht = Qh = Theta = * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCof Loads on Main Wind-Force Resisting Systems w/ Ht <= 60 ft 2.01*(Htlzg)A(2/Alpha) Topographic factor (Fig 6-2) 0.00256*(V)A2*ImpFac*Kh*Kht*Kd Angle of Roof 0.86 1.00 39.91 1.2 Ms CIOX Transverse Direction Longitudinal Direction Torsional Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh (Psf) Min P (Pe) Max P (psf) 1 0.40 0.18 -0.18 39.91 8.78 23.15 2 -0.69 0.18 -0.18 39.91 -34.72 -20.36 3 -0.37 0.18 -0.18 39.91 -21.95 -7.58 4 -0.29 0.18 -0.18 39.91 -18.76 -4.39 5 -0.45 0.18 -0.18 39.91 -25.15 -10.78 6 -0.45 0.18 -0.18 39.91 -25.15 -10.78 1E 0.61 0.18 -0.18 39.91 17.16 31.53 2E -1.07 0.18 -0.18 39.91 -49.89 -35.52 3E -0.53 0.18 -0.18 39.91 -28.34 -13.97 4E -0.43 0.18 -0.18 39.91 -24.35 -9.98 * p = qh * (GCpf - GCpi) Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 4/28/2012 Page No. 3 of 4 WINDO5 vl -12 Detailed Wind Load Design (Method 2) per ASCE 7-05 Picture 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft Theta Ht Note: The image shows a Gabled roof, but Fig 6-11 also applies to some monoslope cases a = 6.4 ==> ( 6.40 ft Double Click on any data entry line to receive a help Screen Component width (ft) span (ft) Area (ftA2) Zone GCp Wind Press (IblftA2) Max Min Max Min UPLIFTS 0.00 TRUSSES 2 10 33.33 1 0.25 -0.95 17.07 -45.01 TRUSSES 2 10 33.33 2 025 -1.43 17.07 -64.42 `TRUSSES 2 10 33.33 3 0.25 -1.91 17.07 -83.46 0.00 0.00 Note: * Enter Zone 1 through 5. or 1H through 3H for overhangs. 4/28/2012 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. Page No. 4 of 4 J I 4 I 7 hores Illage uiIdhig Dep rt ent 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIA I SHOD' ES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA UILDING CODE I (We) have been retained by CotallOTI►.jo itamimeirS l'to perform special inspector services under the Florida Building Code at the tat.. (CE 11 Sc4 aricee& project on the below listed structures as of 5(2v/too- (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 {R4409.6.17.2.4.2) X SPECIAL INSPECTOR FOR REINFORCED MASONRY FBC 2122.4 (R4407.5.4) SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1) SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.121 SPECIAL. INSPECTOR FOR Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection " 1, 2. 3. 4. 'Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will`submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed EnName /Architec �- T, 1 PE, Name �+� (PRINT) Address 313Z vkS WA1 1)3i 1 0614414iA ,fit.- 33050 DA E: 3r�''�(2 Phone No. __ CO -314' - 4 3 Cif Created on 6/1012009 A STRUCTURAL REVIEW Permit #11-2060 Comments Dated 3/4/2012, 5/6/2012 Dr. Keisch Office 9165 Park Drive Miami Shores, Florida TABLE OF CONTENTS Description Edward A. LANDERS, P E . CONSULTING ENGINEERS Remarks/Referenc al IA/4f 1:11)2 Aire 7.-Og • Awn) Protmi 4--rMe-imao Petersr-P A/ Orr", evi P4ow..1 C&CC5 Z>27179-cf: ?M.( Sgta? _ Ovirru-e-ufr-re. ic".7 CA-ur iL) c .44,4trel s Greer -rees 52,1 b..121,044..zx .04,44 1, 0 Se.9 A-air-4a Aid ell 35, I ef SIto S.4 6 eiro Le AI 6 53, .5t. /2a)-(N4 iZA (du Building Code: Flo da Building Code, 2007 with Current Amendments, 2009 : ASCE 7-05 Wind Load f 6 Re v--secl Porc.6- Q.4' cf)A. c4-cri This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individ sheet. An index of the structural design is attached which is numbered and with the identification an date drawing. 7850 NW 146TH STREET, SUITE 509 * MIAMI LAKES FL 33016 * (305)823-3 —9355 ' ili.e+f `0"; t. ii- __, ___,„fer_-_4,1,,_ 12_,, N - A-store%) ; 1 , , , _,_ v, , , „ „ ____ _., , '--1--'‘--- - - r ' i '' t----r- --■ ---1-' - - -•. • -7. 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Tt-o-t-s ae) e`trc 40.4-e> 30 oft t c.. Cfrvin r-sit-41 hify,44—, 0.5.04 G 0114/711-Pre'"°‘ 45.00.1,7-orti 5 hipAivi crYL 51.0 ereez Edward A. LANDERS, P.E. P.a. 0013398 (305)8233938 CONSULTING ENGINEERS. ... Pa...t .c:(4404''re4.4. WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7-05 Analysis by: Edward A. Landers Company Name: EDWARD A. LANDERS, P.E. Description: DR. KEISCH OFFICE, 9165 PARK DRIVE, MIAMI SHORES, FLORIDA uilding Basic Wind Speed (V) 146 mph • Struc Category (I, II, Ill, or I II Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 3.0 :12 Slope of Roof (Theta) 14.0 Deg Type of Roof Hipped Kd (Directonality Factor) 0.85 Eave Height (Eht) 15.00 ft -Ridge Height (RHt) 20.00 ft Mean Roof Height (Ht) 17.50 ft Width Perp. To Wind Dir (B 85.00 ft Width Paral. To Wind Dir (L 96.00 ft T, i of Structure Height/Least Horizontal Dim Flexible Structure 0.21 No Lzm Q For rigid structures (Nat Fred > 1 Hz) use 0.85 Zmin Cc * (331z)"0.167 I *(zm/33) ^Epsilon (1/(1 +0.63 *((B +Ht) /Lzm)"0.63 ) "0.5 ieniklaMD +.^ ig .. 11:11a,'MSf .� �ii �' [c Since this is not a flexible structure the lessor of Gustl or Gust2 are used },• 0.85 15.00 0.2281 427.06 0.8922 0.8683 0.85 ft ft Fig 6-5 Internal Pressure Coefficients for Buildings. Gcpi, Condition Importance Factor 1 Hurricane Prone Region (1/>100 mph) Table 6 -2 Values Alpha = 9.500 0.00 zg = 900.000 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings I 0.18 -0.18 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 I = 500.00 ft Epsilon = 0.200 Zmin = 15.00 ft Lzm Q For rigid structures (Nat Fred > 1 Hz) use 0.85 Zmin Cc * (331z)"0.167 I *(zm/33) ^Epsilon (1/(1 +0.63 *((B +Ht) /Lzm)"0.63 ) "0.5 ieniklaMD +.^ ig .. 11:11a,'MSf .� �ii �' [c Since this is not a flexible structure the lessor of Gustl or Gust2 are used },• 0.85 15.00 0.2281 427.06 0.8922 0.8683 0.85 ft ft Fig 6-5 Internal Pressure Coefficients for Buildings. Gcpi, Condition Gc l Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings I 0.18 -0.18 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. 5/20/2012 Page No. 1 of 4 5/20/2012 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft ^2 Pressure (Ib/ft ^2) 2.01 *(Htlzg) "(2/Alpha) Windward Wall* Leeward Wall Total ' Shear Moment +GCpi -GCpi +GCpi -GCpi + /-Gcpi (Kip) (Kip -ft) 20 0.90 1.00 41.83 21.13 35.77 -23.71 - 9.07 44.84 9.53 11.91 17.5 0.88 1.00 40.67 20.34 34.98 -23.71 - 9.07 44.05 18.89 35.52 15 0.85 1.00 39.37 19.45 34.10 -23.71 -9.07 43.17 73.92 755.23 Note: 1) Positive forces act toward the face and Negative forces act away from the face. Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting System (Method 2) L L Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) I 0.8 Roof Area (sq. ft.) - Reduction Factor Kh 2.01 *(Htlzg) "(2/Alpha) 0.88 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256 *(V) "2*I *Kh *Kht *Kd 40.67 psf Khcc Comp & Clad: Table 6-3 Case 1 0.88 Qhcc .00256*V "2 *I *Khcc *Kht *Kd 40.67 psf Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) I 0.8 Leeward Walls (Wind Dir Normal to 85 ft wall) Leeward Walls (Wind Dir Normal to 96 ft wall) Side Walls -0.47 -0.50 -0.70 -23.71 -24.61 -31.52 -9.07 -9.96 -16.88 r n� indward - Min Cp Windward - Max Cp Leeward Normal to Ridge -0.54 -0.04 -0.46 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. -25,99 -8.57 -23.22 zit :�� -11.35 6.08 -8.58 Page No. 2 of 4 1 Roof Area (sq. ft.) - Reduction Factor 1.00 Leeward Walls (Wind Dir Normal to 85 ft wall) Leeward Walls (Wind Dir Normal to 96 ft wall) Side Walls -0.47 -0.50 -0.70 -23.71 -24.61 -31.52 -9.07 -9.96 -16.88 r n� indward - Min Cp Windward - Max Cp Leeward Normal to Ridge -0.54 -0.04 -0.46 Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. -25,99 -8.57 -23.22 zit :�� -11.35 6.08 -8.58 Page No. 2 of 4 1 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7 -05 Overhang Top (Windward) -0.54 -18.67 -18.67 Overhang Top (Leeward) -0.46 -15.90 -15.90 Overhan • Bottom • • I'cable on Windward on! 0.80 26.77 26.77 Dist from Windward Edge: 0 ft to 35 ft - Max Cp Dist from Windward Edge: 0 ft to 8.75 ft - Min Cp Dist from Windward Edge: 8.75 ft to 17.5 ft - Min Cp Dist from Windward Edge: 17.5 ft to 35 ft - Min Cp Dist from Windward Edge: > 35 ft -0.18 -0.90 -0.90 -0.50 -0.30 -13.54 -38.44 -38.44 -24.61 -17.69 1.10 -23.79 -23.79 -9.96 -3.05 Kh = Kht = Qh = Theta = * Horizontal distance from windward edge Figure 6 -10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(Ht/zg)"(2/Alpha) Topographic factor (Fig 6-2) 0.00256 *(V)"2 *ImpFac *Kh *Kht*Kd Angle of Roof 0.88 1.00 = 40.67 14.0 Deg Transverse Direction Longitudinal Direction Torsionid Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh (Ps Min P (ice) Max P (isfl 1 0.48 0.18 -0.18 40.67 12.12 26.76 2 -0.69 0.18 -0.18 40.67 -35.39 -20.74 3 -0.44 0.18 -0.18 40.67 -25.05 -10.41 4 -0.37 0.18 -0.18 40.67 -22.53 -7.89 5 -0.45 0.18 -0.18 40.67 -25.62 -10.98 6 -0.45 0.18 -0.18 40.67 -25.62 -10.98 1E 0.72 0.18 -0.18 40.67 22.13 36.77 2E -1.07 0.18 -0.18 40.67 -50.84 -36.20 3E -0.63 0.18 -0.18 40.67 -32.78 -18.14 4E -0.56 0.18 -0.18 40.67 -29.94 -15.29 Developed by Meca Enterprises, Inc. Copyright zoos EDWARD A. LANDERS, P.E. 5/20/2012 Page No. 3 of 4 WINDO5 v1 -12 Detailed Wind Load Design (Method 2) per ASCE 7-05 * p = qh * (GCpf - GCpi) Figure 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a= 7 =_> a Hipped Roof 7 < Theta <= 27 I 7.00 ft Double Click on any data entry line to receive a help Screen 5/20/2012 Component Width (ft) Span (ft) Area (ft" 2) Zone GCp Wind Press (1b/f A2) Max Min Max Min UPLIFTS 0.00 TRUSSES 2 7.5 18.75 1 0.45 -0.87 25.44 -42.82 TRUSSES 2 7.5 18.75 2 0.45 -1.56 25.44 -70.91 TRUSSES 2 7.5 18.75 3 0.45 -1.56 25.44 -70.91 0.00 'WINDOWS 0.00 A 8.83 2 17.66 4 0.96 - 1.06 46.22 -50.29 A 8.83 2 17.66 5 0.96 - 1.31 46.22 -60.72 B 4.41 2 8.82 4 1.00 -1.10 47.99 -52.06 DOORS 0.00 1 3 7 21.00 4 0.94 - 1.04 45.68 -49.75 2 3 7 21.00 4 0.94 -1.04 45.68 .49.75 3 3 7 21.00 4 0.94 -1.04 45.68 -49.75 6 3 6.67 20.01 4 0.95 -1.05 45.83 -49.90 9 16 7 112.00 4 0.81 -0.91 40.46 -44.53 15 3 7 21.00 4 0.94 -1.04 45.68 -49.75 0.00 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meta Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. Page No. 4 of 4 rfaiffiort Z�l taw i Aec irr 2 I C-; PRE -EG. TIMBER TRUSSES @ 24 ".O.C. PLYWOOD ROOF SHEATHING SEE PLAN TRUSS CONN, SEE PLAN. 145 CONT. TYP AT TOP OF WALL 2X6 LEDGER CONT W/ (1 )-3/4" DIA EPDXY ANCHOR AT 24° O.C. 2X SUB FASCIA W/ 2 -16d NAILS PER TRUSS. SOFFIT SYSTEM, SEE ARCH. DWGS. 8 ".CMU )OVEEWALL W/ #5 AT 24° O.C. (GROUT WALL SOUD) (DRILL AND EPDXY DOWELS 6" INTO VAULT ROOF) D B ' (OR PLYWOOD) ATTA ED 0 STUDS Wf#I i S� T6°O.C. G. TIMBER TRU SES @ 24" O.0 TO TCH EXISTING PRO ILES, FIELD MEASURE TO FABRICATION SIMPSON HU26, EACH TRUSS 7 -10" FIELD VERIFY MATCH EXISTING 0 U) /4-424 SIMPSON StrongTie • Eli These products are available with additional corrosion protection. Additional products on These products are approved for installation with the Strong Drive SD Structu this page may also be available with this option, check with Simpson Strong -Tie for details. r Connector screw. See page 30 for the correct substitution and SD screw size. t 20 6% MCI 8-10d 8-16d Lus210 18 1131 I 8 -lod — LU210 20 10F ®11E11 10 -10d 10 -i6d U210 16 ©L.' 10-10d 10 -16d LUC21OZ 18 W 3! 10 -10d 10 -16d HU210 mME1111ZI — 8 -16d HUS210 16 Ea 9 MCI — 30-16d EU EWE OM= inaligraal LUS28 -3 18I LUS2i0 -3 18 SO 81/ie ©EI U210 -3 16 11531101111111121 14 -10d 14 -16d HU210 3/ mi1ai®01 — 14 -16d HUC210 -3 14 834e DI. — 18 -16d HHUS210 -3 14 4 "tie 9 ©Q — 30 -16d HGUS210 -3 ®4'�e 9'/e In= — 46 -16d 74 See footnotes on page 76. CODES: See page 20 for Code Reference Key Ch. V SIMPSON TP4 /11.11P5/A34/A35 Framing Angles & Plates larger LTP5 spans subfloor at the top of the blocking • or rim joist. The embossments enhance performance and the min/max nailing option allows for design flexibility. The LTP4 Lateral Tie Plate transfers shear forces for top plate - to-rim joist or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant, accurate field bends for all two- and three -way ties. Balanced, completely reversible design permits the A35 to secure a • great variety of connections. MATERIAL LTP4/LTP5 -20 gauge; all others -18 gauge FINISH: Galvanized. Some products available In stainless steel or MAX. coating; see Corrosion Information, page 18-19. INSTALLATION: • Use all specified fasteners. See General Notes. • A35 —Bend one time only. CODES: See page 20 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page details. xdtir this option, check with Shnpson Strong' SD Structural- Corrector products Sege � �for�e correct substitutio Strong-Drive screws. trmi ie`° LTP5 Joists to Plate with A Leg Inside Studs to Plate with B Leg Outside Joists to Beams Ceiling Joists to Beam y1. Allowable loads are for one anchor. When anchors are installed on each side of the joist, a. the minimum joist tidclatess Is 3'. 2. Roof loads Ire 125% of floor loads unless limited by other criteria. 3. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 4. 0 bed �, over over structural and achieve 0.64 of th�istedload. ad achieve mons will achieve 100% load. 5. The LTP5 may be installed over structural sheathing up to W thick using Sdxll nails with no reduction in load. 6. Connectors are required on both sides to achieve F2 loads In both directions. 7. NAiLS: 6dxt% =0.131' dla.x1're long. See page 24-25 for other nail sizes and information. Chimney Framing LTP4 Installed over Plywood Sheathing LTP4 attaching Top Plates to Rim Joist 0 LTP5 Installed over Plywood Sheaf"— 1 'Pe/6-5 B�/ Afir • 7A 2 t Qi //-boPe. Alrv//eZAC4$ • 4.2.7 HIT -RE 500 Epoxy Adhesive Anchoring system Allowable Steel Strength for Carbon Steel & Stainless Steel HAS Rods1 Rod Diameter in. mm 3/8 (9.5) 1/2 (12.7) 5/8 (15.9) 3/4 (19.1) 7/8 (22.2) 1 (25.4) 1=1/4 (31.8) HAS-E Standard IS0 898 Class 5.8 Tensile Ib luJ 2640 (11.7) 4700 (20.9) Shear Ib t..►1 1360 (6.0) 2420 (10.8) 3780 (16.9 14385 (64.0) 18790 (83.6) 29360 (130.6) 9680 (43.0) 15125 (67.3) HAS Super ASTM A 193 B7 Tensile Ib I,i 1 4555 (20.3) 8100 (36.0) 12655 (56.3) Shear Ib 2345 (10.4) 4170 (18.5) HAS SS 6 SS Tensile 304J� Shear lb lam.►) Ib 3045 1875 (8.3) (16.2) 6520 (29.0) 6480 (28.8) 10125 0) 3335 (14.8) 5215 (23.2) 18225 (81.1) 24805 (110.3) 32400 (144.1) 50620 (225.2) 1 Steel strength as defined In AISC Manual of Steel Constmction (ASP: Tensile = 0.33 x Fa x Nominal Area • Shear = 0.17 x Fn x Nominal Area 9390 (41.8). 12780 (56.9) 16690 (74.2) 26080 (116.0) Ultimate Steel Strength for Carbon Steel & Stainless Steel HAS Rods1 1/2 (12.7) 5/8 (15.9) 3/4 (19.1) 1 (25.4) 1 =1/4 (31.8) HAS-E Standard 1S0 898 Class 5.8 Yield Shear lb (kN) lb (kN) . . 4495 6005 3605 8135 10350 (20.0) (26.7) (16.0) (36.2). (43.4) 8230 10675 6405 14900 18405 (36.6) (47.5) (28.5) (66.3) (79.0) 13110 16680 10010 23730 28760 (58.3) (74.2) (44.5) (105.6) (125.7) 19400 24020 14415 3510 41420 (86.3) (106.9) (64.1) . (156.2) (185.7) 26780 32695 19620 48480 (119.1) (145.4) (87.3) . (215.7) 35130 42705 25625 63600 (156.3). (190.0) (114.0) (282.9) 56210 . 66730 40035 101755 (250.0) (296.8) (178.1) (452.6) 12390 • (55.1) 16865 (75.0) HAS Super. ASTM A193 B7 Yield Tensile Ib (kN) lb (kN) 1 Steel strength as defined in RISC Manual of Steel Construction 2nd Ed (LRFD): Yield = FrxTensile Stress Area Tensile = 0.75 x Fn x Nominal Area Shear = 0.45 x Fn x Nominal Area 56370 (256.9) 73630 (337.0) 115050 (511.8) 22030 (98.0). 34425 (153.1) 6385 (28.4) 8690 (38.6) 11350 (50.5) 17735 (78.9) 6210 (27.6) 11040 (49.1) 17260 (76.8) 24850 (110.5) 33825 (150.6) 44 80 (196.5) 69030 (307.1) HAS SS AIS1304/316 SS Tensile Ib (Ids 5035 8280 (22.4) . (36.8) 9225 14720 (41.0) (65.5) 14690 23010 (65.3) . (102.4) 15050 28165 (66.9) (125.3) 20775 38335 (92.4) (170.5) 27255 (121.2) (222.7) 43610 (194.0) .o, . onnst7a�tnM I wvvw,uahittlaom 1 en espafiol 1-80U- 879 -5�0 I HUH (Cana 1-� I www.htni ca I Product'' Adhesive Anchoring Systems HIT-RE 500 Epoxy Adhesive Anchoring System 4.2.7 -IIT RE 500 Allowable and Ultimate Bond/Concrete Capacity for HAS Rods in Normal Weight Concrete1,2,3,4 Anchor Diameter In (mm) HIT-RE 500 Allowable Bond/Concrete Capacity HIT-RE 500 Ilitimate Bond/Concrete Capacity Embedment . Depth In (mm) Tensile Shear Tensile Shear f ii, = 2000 psi (13.8 MPa) lb (kN) ft.= 4000 psi (27.6 MPa) lb (kN) f e= 2000 psi (13.8 MPa) lb (kM f',= 4000 psi (27.6 MPa) lb (kN) f'a= 2000 psi (13.8 MPa) lb (kN) V.= 4000 psi (27.6 MPa) lb (kN) tic= 2000 psi (13.8 MPa) lb (kN) f o= 4000 psi (27.6 MPa) lb (kN). 1 -3/4 645 1095 1510 2135 2580 4370 4530 6405 (44) (2.9) (4.9) (6.7) (9.5) (11.5) (19.4) (20.2) (28.4) 3/8 3-3/8 2190 2585 3155 4460 8760 10345 9460 13380 (9.5) (86) (9.7) (11.5) (14.0) (19.8) (39.0) (46.0) (42.1) (59.5) 4-1/2 2420 2585 4855 6860 9685 10335 14560 20580 (114) (10.8) (11.5) (21.6) (30.5) (43.1) (46.0) (64.8) (91.5) 2 -1/4 1130 1965 2510 3550 4530 7860 7525 10640 (57). (5.0) (8.7) (11.2) (15.8) (20.2) (35.0) (33.4) (47.3) 1/2 4-1/2 4045 5275 5610 7935' 16185 21095 16820 23800 (12.7) (114) (18.0) (23.5) (25.0) (35.3) (72.0) (93.8) (74.8) (105.9) 6 4775 5380 8635 12210 19095 21520 25900 36620 (152) (21.2) (23.9) (38.4) (54.3) (84.9) (95.7) (115.2) (162.9) 2 -7/8 1690 3045 5245 7420 6770 12175 15735 22250 (73) (7.5) (13.5) (23.3) (33.0) (30.1) (54.2) (70.0) (99.0) 5/8 5-5/8 6560 7355 8760 12395 26240 29420 26280 37180 (15.9) (143) (29.2) (32.7) (39.0) (55.1) (116.7) (130.9) (116.9) (165.4) 7 -1/2 7320 7515 13615 19080 29290 30060 40840 57240 (190) (32.6) (33.4) (60.6) (84.9) (130.3) (133.7) (180.1) (254.6) 3-3/8 2310 4515 7335 10370 9250 18065 22000 31108 (86) (10. (20.1 (32.6) (46.1) (41.1) (80.4) (97.9) (138.4) 3/4 6-3/4 8670 17840 34685' 43020 37840 53520 (19.1) (172) (38.. ,,Q4:, (56.1 (79.4) (154.3) (191.4) (168.3) (238.1) 9 10385 12995 9430 27470 41535 51985 58280 82400 (229) (46.2) (57.8) ' • (86.4) (122.2) (184.8) (231.3) (259.2) (366.5) 4 3005 5665 7795 11020 12030 22670 23375 33050 (101) (13.4) (25.2) (34.7) (49.0) (53.5) (100.8) (104.0) (147.0) 7/8 7 -7/8 12495 15875 17175 24290 49975 63495 51520 72860 (22.2) (200) (55.6) (70.6) (76.4) (108.0) (222.3) (282.5) (229.2) (324.1) 10-1/2 14705 16185 . 26440 37390 58820 64730 79320 112160 (267) (65.4) (72.0) • (117.6) • (1663) (261.7) (287.9) (352.8) (498.9) 4 -1/2 3945 8440: 10035 14190 15790 33765 30104 42565 (114) (17.5) (37.5) (44.6) (63.1) (70.2) (150.2) (133.9) (189.4) , 1 9 13845 17365 22435 31720 55380 69465 67300 95160 (25.4) (229) (61.6) (77.2) (99.8) . (141.1) (246.4) (309.0) (299.4) (423.3) 12 17935 17935 34535 48830 71740 71740 103600 146480 (305) (79.8) ' (79.8) (153.6) (217.2) (319.1) (319.1) (460:8) (651.6). 5-5/8 5760 12815 14760 20870 23045 51270 44280 62610 (143) (25.6) (57.0) (65.7) (92.8) (102.5) (228.1) (196.9) (278.5) 1 -1/4 11 -1/4 24610 31620 35050 49570 98430 126480 105140 148710 (31.8) (286) (109.5) (140.7) (155.9) (220.5) (437.9) (562.6) (467.7) (66t4) 15 34130 35270 53960 76300 136525 141090 161880 228900 (381) (151.8) (156.9) (240.0) (339.4) (607.3) (627.6) (720.1) (1018.2) 1 influence fasters for spacing and/or edge distance are applied to concrete/bond values above, and then compared to the steel value. The lesser of the values is tO ce used for the design. 2 Average ultimate concrete shear capacity based on Concrete Capacity Design (CCD) method for standard and deep embedment and based on testing for shallow embedment 3 AU values based on holes drilled with carbide bit and cleaned with brush per manufacturer's instructions. Ultimate tensile concrete/bond loads represent the average values obtainer! In testing. 4 For underwater applications up to 165 feet/50m depth reduce the tabulated concrete/bond values 30% to account for reduced mechanical properties of saturated concrete. Hifti. Inc. (US) 1-800-879-8000 1 ww.w.us.hUd.com 1 en espattol 1-800- 879 -51O 1 Hutt (Canada) Corp. 1-800- I www.htltl.ca 1 Product Technical Guide 2008 285 SS. icfl0/9-, �i�I/yl.ei✓1 7615 Old rp, 7rphtt .zf" Wfik, 11-1c " • NCRETE SLAB W/ AT 12" O.C. EW. BOTT. OP OF CONCRETE TO MATCH TOP OF EXISTING ROOF DOUBLE TEES L6X4X83" CONT. 3@12 3116 L6X6X " CONT. W/ i DIA A307 THRU BOLTS AT 24" O.C. CUT TEE SUCH THAT L6X4 LEG TOUCHES EXISTING STEM OF TEE EXISTING 8X12 CONCRETE TIE BEAM, CONT. I I i � i J17J11'II VAULT WALLS, SEE PLAN REMOVE EXISTING CMU WALL AND ROOF TEES • .EXISTING MASONRY WALL t a !7 oto ? ;it wA : Wire Z ifizr at i caS err "1740 9 rzt 4v 1 4r /2 2 — efor.e., lor 14f shirm A.- pp • e ■•■•••■ .010. Structural (S) Stud Section Properties 8005137 -331 0.0346 8005137.43 0.0451 800$137 -54 0.0566 8005137 -68 0.0713 8005137 - -97 0.1017 0.388 1.32 3.198' 0.799 2.873 $.073 0.435 0.503 1.71 4.134 1.033 2.866 0.093 0.430 0.627 2.13 5.110 1.277 2.855 0.112 0.423 0.782 2.86 6.303 1.576 2.839 0.134 0.414 1.093 3.72 8.597 2.149 2.805 0.169 0.394 3.198 0.663. 13.10 455 4.335. 4.134 1.033 20.42. 1008 4.000 5.110 1.277 28.89 2006 4.000 5.110 1.249 37.38 2006 4.032 6.303 1.576 36.74 4048 4.000 8.303 1.573 64.40 4048 4.003 8.597 2.149 53.09 9037 4.000 8.597 2.149 78.22 11124 4.000 0.155 0.948 -0.709 2.991 0.944 0.341 1202 -0.700 2.981. 0.945 0.670 1.460 -0.691 2.967 0.946 1.325 1.762 -0.880 2.948 0.947 '3.767 2.295 -0.658 2.908 0.949 ;Y �1 0.0346 8005200.43 0.0451 8006200 -54 0. 8008200 -88 0.0713 8005200.97 0.1017 0.448 1.52 4.096 1.024 3.023 ' 0.712 0.582 1.98 £302 1.325 3.018 0.292 0.708 0.726 2.47 6.573 1.643 3.009 0.357 0.701 0.907 3.09 8.140 2.035 2.996 0.435 0.692 1.271 4.32 11203 2.801 2.969 0.576 y 4.096' 0.812 16.04 455 4.410 5.302 1.293 25.54 1 008 4.038 8.573 1.643 35.75 2006 4.000 8.140 2.035 45.29 4048 4.000 11,243 2.801 65.12 9007 4.000 0.179 2.945 -1.306 3.369 0.850 0.395 3.763 -1295 3.359 0.851 0.775 4.612 -1.286 3.346 0.852 1.537 5.631 - 1275 3.329 0.853 4.381 7.524 4253 3.292 0 0.627 2.13 8.025 1.605 3.577 0.168 0.518 0.783 2.66 9.950 1.990 3.565 0204 0.511 0.978 3.33 12.325 2.465 3.550 0248 0.502 1.372 4.67 16.967 3.393 3.516 0.320 0.717 2.44 10.203 2.041 3.771 0.531 0.860 0.898 3.05 12.677 2.535 £762 0.653 0.854 1.121 3.81 15.751 3.150 3.749 0.789 0.844 1 5.36 21.827 4.365 3.722. 1.072 0.825 10203 1.617 31.95 802 12.877 2.277 44.99 1593 5213 15.751 3.054 80.34. 3209 5.060 21 4.356 98.40 9037 5.004 12.860 1.879 58.26 1593 5.635 15.751 2.670 79.94 3209 5.317 21.827 4.181 140.63 9461 5.082 0.488 10.404 -1.535 4.161 0.864 0.957 12.805. -1425 4.148 0.865 1.899 15.726 -1,514 4.130 0.866 21.268 -1.49 4 12005200541 0.0566 12048 0.0713 12097 0.1017 0.960 324 17.662 2.944 4.306 0.393 0.643 1.192 4.06 21.947 3.658 4291 0.478 0.634 1.677 5.71 30.417 5.069 4.258 0...‘ 5 1 .017 .11.462 -1.047 4.478 0.945 2.020 14.038 -1.038 4.459 0.948 5.783 18.876 -1.014 4.420 0.947 Web - height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. 8 D ALE /INCDR www.datincor.com Weld and Fastener Tables Suggested design loads Steel • Thickness (Gauge). for screw connections (pounds) No. 12-14 d = 0.209 Shear or Bearing 12 14 557 NQ 10-16 d- 0.183" Shear or Pullout Bearing 280 783 196 16 394 156 370 18 280 124 263 20 188 95 177 d = 0.161 No. 6 5-12 of Loath Pullout 246 173 137 109 84 675` 474 .. ;� 344 Pullout 213 Shear or Bearing 568 149 398 118 315 . 244 164 94 72 224 151 179 125 100 79 61 NOTES: 1. Design values are based on CCFSS Techn cal Bulletin Vol. 2, No.1 which outlines the proposed AISI specification provisions for screw connections. 2. Minimum screw spacing and distance from edge shall not be less than 3 d. 3. When connecting materials of different gage, use loads shown for the lighter gage. 4. Screw capabilities are based on a minimum connected material strength of Fy = 33.000 PSI. Suggested design loads for Powder driven fasteners in concrete TABLE A TABLE B Suggested capacity in stone aggregate concrete_(pounds) suggested bearing capacity when used to connect gage thickness steel (pounds) NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check codes for application). 2. Welds may be positioned so they are subject to either shear or tensile stress. 3. When joining materials of different gage, use loads shown for the lighter gage. 4. Rare-bevel groove welds are welds that occur between the outside radius of one member and the flat of an adjacent member radius of one member and the flat of an adjacent member: Minimum Fastener Minimum Spacing' =I1_ t!_ 2 Dishy Edge Concrete.Compression Hot Rolled Steel Thickness Steel Thickness Shank Minimum Type of Strength (P 51) Shank Gage/Mil Diameter Penetration Loading 2000 3000 4000 .Diameter . 16/54 18/43 20/33 0.145" • 1 -1/4" Pullout 125 155 185 0.145" - - - ' Shear 180 220 260 210 - - 198 0.177" t- 7/16" Pullout 150 205 275. 0.177" - - - 321 321 Shear 250 .285 330 20 - 321 241 0.205" 1 -1/4" Pullout 221) 280. 345 0.205" - - - • S -hear 390 445 500, • 465 .372 279 NOTES: 1. Capacities shown are for stone aggregate concrete and are based on a low velocity shot. 2. Minimum fastener spacing - 4 "; minimum fastener edge distance - 3 ". 3. Shear values are per Hilti ICBO Research Report #2388. 4. Bearing capacity is based on Bearing Area x 1.15 x 33,000 psi. Allowable bearing capacity per Section 4.5.6 of the 1996 A.I.S.I. "Specification for the Design of Cold Formed Steel Structural Members." 5. Pullout values per DALE/INCOR recommendations. Suggested design loads in pull -out or shear for Powder driven fasteners in structural steel (pounds) Cold Rolled Steel Gage ,- 01: 45'Shank Diameter 01.7 Diameter • 0.205" Shank Diameter NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check codes for application). 2. Welds may be positioned so they are subject to either shear or tensile stress. 3. When joining materials of different gage, use loads shown for the lighter gage. 4. Rare-bevel groove welds are welds that occur between the outside radius of one member and the flat of an adjacent member radius of one member and the flat of an adjacent member: Minimum Fastener Minimum Spacing' =I1_ t!_ 2 Dishy Edge Hot Roiled Steel Thickness Hot Rolled Steel Thickness Hot Rolled Steal Thickness 1/4" 3/8" 1/2" 114" 3/8" 1/2" 1/4" 3/8" 1/2" -°�o�� 12 210 210 210 335 395 395. 485 525 660 ,' //., /1grili' "I' // I 16 210 210 210 335 395 395 465 465 465 18 210 210. 210 321 321 321 372 372 372 , 20 197 197 197 • 241 241 241 279 279 279 : 1. Tests were conducted with the fastener point driven completely through the back side of the hot rolled steel member. This was necessary to obtain proper gripping force. 2. Bearing strength is based on Bearing Area x 1.15 x 33,000 psi for cold formed steel. 3. Shear values are per Hilti ICBO Research Report #2388. Suggested design loads for fillet and flare -bevel groove welds Steel GagelM it Design Thickness (Inches) Weld Size (inches) Allowable Load Ob./in.) NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check codes for application). 2. Welds may be positioned so they are subject to either shear or tensile stress. 3. When joining materials of different gage, use loads shown for the lighter gage. 4. Rare-bevel groove welds are welds that occur between the outside radius of one member and the flat of an adjacent member radius of one member and the flat of an adjacent member: 12/97 .1017 5/32 1373 14/68 .0713 1/8 963 16/54 .0566 1/8 764 18/43. .0451 1/8 609 Technical Assistance - Welding A wire feed type welder is recommended for fastest and most uniform welding in the shop. Good welds are also obtained with a 3/32" or 1/8" AWS type 6013 or 7014 rod with a welding heat of 60-110 amperes depending on the gage of material and the fit of the parts. 17 ger F 41 ,2- • /E� .. • •,• psF • • • AA .730417- .11.11.• ......... ... •• • ..... ............. 414,444) z 64; El° 61: A-r.11/A-L • • * ' . . .... . • /1 1104' A #- - 3 x s r 413-9/7-4- 47. Gravity Beam Design , Iv RAM SBeam v3.0 Licensed to: Adams Engineering - FL 10/26/11 08:51:24 STEEL CODE: AISC LRFD SPAN INFORMATION (ft): I End (0.00,0.00) .1-End (16.00,0.00) Beam Size (User Selected) = C12X20.7 Fy = 50.0 ksi Total Beam Length. (ft) = 16.00 Mp (kip -ft) = 106.67 Top flange braced by decking. LINE LOADS (k/ft): Load. Dist (ft) DL LL 1 0.000 0.021 0.000 16.000 0.021 0.000 2 0.000 0.825 0.225 16.000 0.825 0.225 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 11.00 kips . 0.90Vn = 9137 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi . Phi *Mn kip-ft ft . ft kip-ft Center Max + 1.2DL +1.6LL 44.0 8.0 0.0 1.00 0.90 96.00 Controlling I.2DL +1.6LL 44.0 8.0 0.0 1.00 0.90 96.00 REACTIONS (kips): Left Right DL reaction . 6.77 6.77 Max +LL reaction 1.80 1.80 Max +total reaction (factored) 11.00 11.00 DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at 8.00 ft = , - 0333 L/D = 576 at 8.00 ft = -0.089 L/D = 2165 at 8.00 ft = -0.422 L/D = 455 ........ ... . .. — 1' ›czc 2,4 -(11> frit- ts7 01/6 G- 23 Miro fozi,!wf-4-11.ito-- 7- Edward A. ANDERS, RE. CONSULTING ENGINEERS a • •14.4. #038398 ; 4r...■11•OMMINIMOCIMIONIIIMMall 63144 rc • (3o5i32-3-4938 CONSTRUCTION ENGINEERING GROUP consulting engineers 2651 w. eau gallie blvd., suite a melbourne, fl 32935 tel. 321.253.1221 fax. 321.253.3123 www.cegengineering.com license #0008097 PROJECT kkrealq PROJECT No. 2 ewe6 9 DATE 3-0' CZ PAGE __ OF ENGINEER 7-4- / Project Name: Dr Keisch Vault ot3ir/Ain/ Location: 9165 Park drive, Miami Shores By: TA Start Date: 8/29/2011 Comments: ..\DR KEISCH\ STRUCTURAUwind146.wJs FL 4-mv., eel/HP/ 77-iav e4-teivt4)/7,,, Gv /a -t..f pi"/4s Tom' i 4ea • Pd*6 z Dr Keisch Vault March 8, 2012 ASCE7 -05 Local Information Wind Dir. • • sure 1 2 3 4 C C "41.2.1"-malumg Basic Wind Speed: 146 mph ` Topography: None Optional Factors This project uses load combinations from ASCE 7. WLS4 — [1.11 Copyright ® 2020 SDG, Inc. 5 Dr Keisch Vault March 8, 2012 Section - Main Section Enclosure Classification: Enclosed Building Category: II Wall 1 2 3 4 Length(ft) 96.0 90.0 96.0 90.0 Overhang(ft) 0.0 0.0 0.0 0.0 Eave Height: 15 ft Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Monoslope Roof Slope(:12) A 0.3 WLS4 — [1.1] Copyright © 2020 SDG, Inc. ASCE7 -05 Top W2 W1 A W3 W4 W1 F 114 Front jW3 W4 Right W2 Page Dr Keisch Vault March 8, 2012 Composite Drawing ASCE7 -05 A 3 4 WLS4 — [1.1] Copyright © 2020 SDG, Inc. Page 3-ef-5- I Dr Keisch Vault March 8, 2012 ASCE7 -05 Components and Cladding Input Component Description I Wall/Roof I Surface Label 1 Zone' Span(ft) I Width(ft) IArea(sgft) 10 Wall 1 (All) 3.2 3.2 10.00014 20 Wall 1 (All) 4.5 4.5 19.99968 50 Wall 1 (All) 7.1 7.1 50. 100 Wall 1 (All) 10.0 10.0 100. 10 Roof A (All) 3.2 3.2 10.24 20 Roof A (All) 4.5 4.5 20.25 50 Roof A (All) 7.1 7.1 50.41 100 Roof A (All) 10.0 10.0 100. WLS4 — [1.1] Copyright © 2020 SDG, Inc. Page.4ef -5& I- 116.61 Dr Keisch Vault Components and Cladding Output March 8, 201 ASCE7- •\► Component Description Surface I Zone I z(ft) I q(psf) I GCp I GCpi I ExtPres(psf) I Net w/ ' GC i (psf) Net w/ -GC�i (psf) 10 20 50 1 4 15.0 39.4 0.90 0.18 35.5 15.0 39.4 -0.99 -39.0 5 15.0 39.4 0.90 35.5 15.0 39.4 -1.26 -49.6 1 4 15.0 39.4 0.85 0.18 33.5 15.0 39.4 -0.94 -37.0 5 15.0 39.4 0.85 33.5 15.0 39.4 -1.16 -45.7 1 4 15.0 39.4 0.79 0.18 31.1 15.0 39.4 -0.88 -34.7 5 15.0 39.4 0.79 31.1 15.0 39.4 -1.04 -41.0 100 1 4 15.0 39.4 0.74 0.18 29.2 15.0 39.4 -0.83 -32.7 5 15.0 39.4 0.74 29.2 15.0 39.4 -0.94 -37.0 10�// A 1 2 3 20 50 15.0 39.4 0.30 0.18 11.8 15.0 39.4 -1.00 -39.4 15.0 39.4 0.30 11.8 15.0 39.4 -1.79 -70.5 15.0 39.4 0.30 11.8 15.0 39.4 -2.78 -109.5 A 1 15.0 39.4 0.27 0.18 10.6 15.0 39.4 -0.97 -38.2 2 15.0 39.4 0.27 10.6 15.0 39.4 -1.59 -62.6 3 15.0 39.4 0.27 10.6 15.0 39.4 -2.28 -89.8 -46.1 28.4 -56.7 26.4 1 -44.11 26.4 24.0 24.0 22.1 22.1 1 4.7 4.7 -77.6 4.7 1 3.5 -45 3.5 3.5 -31.9 42.6 -42.6 -29.9 40.6 -38.6 -27.6 38.2 -33.9 -25.6 36.2 -29.9 118.91 -32.3 18.9 -63.4 18.9 -102.4 17.7 -31.1 17.7 -55.6 17.7 -82.7 A 1 15.0 39.4 0.23 0.18 9.1 2.0 0-8771 15.0 39.4 -0.93 -36.6 1.-43.7 1 -29.5 WLS4 -- [1.1] Copyright © 2020 SDG, Inc. Page 5-et ter Keisch Vault March 8, 2012 ASCE7 -05 Components and Cladding Output Component Description I Surface I Zone I z(ft) I q(psf) 1 GCp I GCpi I ExtPres(psf) I Net WI +GCpi (psf) I Net w/ -GCpi (psf) 50 A 2 15.0 39.4 0.23 0.18 9.1 2.0 16.2 15.0 39.4 -1.31 -51.6 (31a1 -44.5 3 15.0 39.4 0.23 9.1 2.0 16.2 15.0 39.4 -1.61 -63.4 -70.5 -56.3 100 A 1 15.0 39.4 0.20 0.18 7.9 0.8 15.0 15.0 39.4 -0.90 -35.5 L_ 2 7 -28.4 2 15.0 39.4 0.20 7.9 0.8 15.0 15.0 39.4 -1.10 - 43.3 -50.4 -36.2 3 15.0 39.4 0.20 7.9 0.8 15.0 15.0 39.4 -1.10 -43.3 L.M. _ -36.2 WLS4 - [1.1] Copyright © 2020 SDG, Inc. Page .8- f- 0 CONSTRUCTION ENGINEERING GROUP consulting engineers 2651 w. eau gallie blvd., suite a melbourne, fl 32935 tel. 321.253.1221 fax. 321.253.3123 www.cegengineering.com license #0008097 PROJECT lee7.5e giV1.-r- PROJECT No. DATE PAGE _ OF__ ENGINEER BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1055 E. 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the -expense of such testing. and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVSNP, NV/NVTH, NVHC, NVSTA and NVHTA Steel Wood Connectors. APPROVAL DOCUMENT: Drawing No. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat ", sheets 1 through 4 of 4, dated 04/15/04, with last revision dated 07/05/09, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami. Dade . County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA # 04- 0510.03 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamidade.Eov/buildingcode NOA No. 09-0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMTirED A. DRAWINGS 1. Drawing No. NU -5, titled "Skewed. Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hunicane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat ", sheets 1 through 4 of 4, dated 04/15/04, with Iast revision dated 07/05/09, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 04- 0510.03" Test reports on wood connectors per ASTM D and sealed by C. R. Caudel, P.E. Report No. Wood Connector 1. PT # 03 -4482 NVSNP3 2. PT # 03 -4625 NVHCL/R 3. PT # 04 -4641 NVSTA -24H 4. PT # 04 -4698 NVTH24 5. PT # 03 -4590 NVTH26/NV458 6. PT # 04 -4642 NVHTA -24H 7. PT # 03 -4543 NVTH2O/NV358 1761 by Product Testing, Inc., signed Direction Downward Up& Sideways Up& Sideways Up& Sideways Sideways Up& Sideways Up& Sideways Date 09/15/03 01/21/04 03/17/04 04/15/04 12/31/03 03/22/04 12/19/03 C. CALCULATIONS 1. Report of Design Capacities, dated 06/30/09, sheets 1 through 12 of 12, prepared, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 04- 0510.03" 2. Report of Design Capacities dated (W27/04, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E -1 6/09 Carlos Utrera, P.E. Product Control Examiner NOA No. 09 -0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 Nn -Vue Industries, Inca NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Statement letter of code conformance, no financial interest and no change of product, dated 07/08/09, issued, signed and sealed by Vipin N. Tolat, P.E. G. OTffl'R 1. Notice of Acceptance No. 04- 0510.03, issued to Nu -Vue Industries, Inc., approved on 12/23/04 and expiring on 12/23/09. E -2 ACV el C i ; M. Utrera, P.E. Product Control Examiner NOA No. 09- 0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 Kole pattern Is mirror ap% ��sM the Holes ale` ea. TABLE 1 SKEWED NAI Supported Truss Top & bottom chord Product Code Steel Gauge Fastener Schedule Allowable Loads (Ibs) Loch End Gravity upgft NVSNP3 18 (8) 8d x or 594 594 For Uplift. use two NVSNP3, one at top chord and one at bottom chord of the supporting and supported Trusses in compliance with section 2321.7 of the FBC. NVSNP3 Installation Notes: 1. Use 6 nail holes in each flange. 2. Do not bend nail plate more than once. 3. Supporting member shall be in the acute angle side with other flange behind the end of supported member (see sketch.) Genera Notes; 1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield 33 ksl) and a minimum galvanized coating of G 60 per ASTM A525. 2. Allowable loads are based on Latest Editions of National Desing specifications (NDS) for wood construction and Florida Building Code (FBC). 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS and have been reduced for Penetration Depth factor. 5. Allowable loads for wind uplift have been increased by a duration factor of 1.6 for anchors into wood only. Load values shown are, without 33% steel stress increase. 6. Allowable loads for more than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uplift Aqctu l( L Actual L2 1 Allowable Uplift + Allowable L1 + Allowable L2 .0 7. Allowable loads are based on 1X" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with FBC. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASb 7,41. saildiso tbeeem H, VWPIN N. TOL&'r, PE (a1VIL) FL REG. # 18847 18183 LAM N CREEK LANE HOUSTON, TX 77088 rsrxito Nu — Vu e Industries, Ina. 1053-1059 East 29 Street Hialeah. Florida 33018 Phone (30 5) 994 -0397 Fees (305) 694 -0398 SKEWED NAIL PLATE DWG if: NU -5 Sheet: 1 of 4 Date: Revisions: MPm►.15. duly 6, 2009 TABLE 2: NV358 — 14G Double NVTH Straps with 2 ply 18G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) NV358 -12 NV358 -14 NV358 -18 NV358 -20 NV358-22 NV358 -24 NVTH18 12 •NVIH18 14 NVTH2O 18 NVtH24 20 NYTH28 22 NYIH28 24 NV358 -26 NYn130 26 NV358 -32 NYM36 32 NV358 -44 NVIH48 44 Total No. of Fasteners in 2 Straps 10d x 3° Total No. of Fasteners in Seat 10d x 3° Allowable Loads (lbs) uPlift LI L2 8 8 2245 1981 1839 10 8 2525 2208 2088 12 a 2808 2452 2298 14 8 3088 2897 2528 18 8 3387 2942 2758 Notes: 1. Minimum embedment bite concrete 4 °. 2. Naffs awe neeeeary In straps and sect to achieve design loads. 3. See Note 8 (Sheet 1) for combined toad. 4. Nails through chords shall not force the trues plate on the opposite side. sq � moss Set amt 1• Pb 1 4d1a. Hales Ma. Ls Trues plate required to transfer load to bottom chord _ Reinforcements 14 Required �� L Concrete Tae Beam '''''—or Tie Beam formed with C filled TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat Assembly Product Code NV458 -12 NV458-14 NV458 -16 NV458 -20 NV458 -22 NV458 -24 140 Strap Product Code Dimension H (inches) NVIH16 12 NV1H18 14 NVni20 18 NVIH24 20 NV1H28 22 NVRI28 24 NV458 -28 NViH30 28 NV458 -32 NVn138 32 NV458 -44 NVWH48 44 —r 2W 1' Total No. of Fasteners in 2 Straps 10dx3" Total No. of Fasteners In Seat 10d x 3° Allowable Loads (lbs) Uplift 1.1 1.2 8 8 2245 2783 2078 10 8 2525 3131 2338 12 8 2808 3479 2597 14 8 3086 3827 2857 18 8 3367 4175 3117 Holes D10.1" Holes Dia. I" 180 Seat DetaU NV358 and NV458 wow MeS1elfad0e AullthosCod seseurnalli jrfCr:Y -, N '— V u e Industries. Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 Phone (305) 694 -0397 Fan (305) 694 -0398 de NV358 824613 MTH DOUBLE NVTH STRAPS DWG /: NU -6 Sheet: 2 of 4 Date: Revisions: ePlm, i6, soft July 5, 2009 HURRICAN Product Code Description Gauge Fasteners 10d x 1Y6` Allows Loads (1b8 1.2 ) Header Jost Uplift L1 NVHCR HURRICANE CUP — RIGHT 18 6 6 528 253 333 NVMCL HURRICANE CUP — LEFT 18 6 8 525 253 333 For Uplift, use two clips, one on each side to comply with section 2321.7 of the FBC TABLE 4 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS H Length (in) Product Code Gauge seat Gauge strap 'No. of Fasteners in Strap 10dxi.5' Maximum Allowable Load (Ibe) Uplift LI L2 12 NVIH -16 NViHS .212 18 14 14 NVTH -18 NVTHS 214 18 14 16 NVTH -20 NVTHS 216 18 14 18 NV1H-22 NV1HS 218 18 14 20 NVTH -24 NVTHS 220 18 14 22 NVTH -28 NVTHS 222 18 14 24 NVTH -28 NVTHS 224 18 14 26 32 44 NVTH -30 NVTH -36 NVTti -48 NVTHS 226 NVTHS 232 NVTHS 244 18 18 18 14 14 14 cross— Section 5 1032 560 525 6 • 1222 671 830 7 1275 783 735 1329 783 735 9 1383 783 735 10 1437 783 735 11 1490 783 735 12 1544 783 735 13 1598 783 735 NVTH, NVTHS Nu—Vue Industries, Inc. 1063 -1058 Seat 29 Street Hialeah. Florida 33013 Phone (305) 894 -0397 Fa: 305 884 -0988 NVTH / Imes ANCHORS & NVHC HURRiCANE CLIPS DWG .>1h NU -5 Sheet: 3of4 Date: APRs. 16, 2004 Ravish= July 5, 8009 TABLE 6 NVSTA —Heavy Duty Anchors with 140 NVTH St Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners in Strap 10d x 1) . —r— Total No. of Fasteners in 20 GA. Seat 10d x tJ " —•••, . Y'7 ,cvv acua Allowable Loads (Ibs) 11plft a Lt a L2 NVSTA -12H NV1H18 12 5 8 1308 710 1049 ti 8 1428 780 1144 NVSTA -14H NVTHt8 14 7 8 1845 823 1239 NVSTA -18H NVTN20 16 8 8 1884 887 1335 NVSTA -201 NVTH24 20 9 6 1783 : 950 1430 mai NVSTA -22H NV1H28 22 IPALI ilg �T •NVSTA -24H NVTH28 84 A NVSTA -28H NVTH30 28 N lir . NVSTA -32H NV1H38 32 r. Nolen Ota'�� NVSTA -44H NVTH48 44 TABLE 7 NVHTA —Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 200 seat asembdy Total No. Product Cade of Fasteners in two Straps 10d x th" Assembly '14G Strap Product Code Dimension H (inches) NVHTA -12H NVTH18 12 NVHTA -14H NV11118 14 NVHTA -18H NVTH2O 18 NVHTA -20H NVTH24 20 NVHTA -22H NVTH28 22 NMITA -24H NV11125 24 NVHTA -28H NVTN30 26 NVHTA -32H N1MTA -44H NVTH38 NV1H48 32 44 Total No. of Fasteners In 20 GA. Seat 10dx1J¢" Allowable Load (Ibs) lift Uplift LI e L2 e 10 8 1772 2078 1050 1450 12 8 1994 2338 1181 1831 14 8 2215 2598 1312 1812 18 e 2437 2858 1444 1994 18 8 2858 3117 1575 2175 Notes: 1. Nails are necessary in straps and seat to achieve, dosing loads. 2. See note 6, sheet 1 for combined loading. 3. Naps through chords shall not force the truss plates. 4. Far general notes. see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. B. Based on min. 2500 psi concrete. VWPIN N. TOIAT, PE (CIVIL) FL. REO.g 12849 15123 LANTERN CREEK LANE HOUSTON, TX 77088 La 20 OA. Seat Nu — Vu e Industries, Inc. 1058 -1059 Beet 29 Street Hialeah, "'Wide 33018 Phone: 075 894-0297 fi 894-0898 NVBTA k NVHTA HEAVY DUTY ANCHORS WITH SEAT DWG 0: NU -5 Sheet: 4 of 4 Date: Revisions: e»m.18, 2004 July 5, 2009 t APR 3 0 21112 11:'i 9165 PARK DRIVE MIAMI SHORES, FLORIDA SUBSURFACE EXPLORATION REPORT FOR VAULTS STRUCTURE March 23, 2011 M. HAJJAR & ASSOCIATES, INC. 45 Valencia Ave, Coral Gables, Florida 33134. Ph: 305.445.2399 Fax: 305.445.2219 March 23rd, 2011 9165 Park Drive Miami Shores, Florida Subject: Subsurface Exploration Report for Vaults Structure. Gentlemen: We transmit herewith our report on the completed subsurface soil exploration for your proposed project as requested and authorized by you. The scope of the study required to evaluate the subsurface conditions and to provide recommendations for the foundation support for the proposed structure project. The data and recommendations presented in this report are based on information from Two (2) SPT and limited information regarding the total loads on the structure to be transferred to the foundation soil below the ground surface. We thank you for giving us the opportunity of serving you. It has been a pleasure dealing with you and your staff. Yours truly, M. HAJJAR & ASSOCIATES, INC. �0QOeaa §a9'S9g ert ®ao mom. 0.'�t, 9C ��. e: ''''''://Y1 a 0 0 Mohammad Hajjar, P.E. °'' o ®: °7 �� ° Florida Registration # 401g372. , �`v; 1 o ®�' 1 M. HAJJAR & ASSOCIATES, INC. 45 Valencia Ave, Coral Gables, Florida 33134. Ph: 305.445.2399 Fax: 305.445.2219 March 23rd, 2011 Scope and Purpose: The purposes of performing this exploration were to evaluate the general subsurface conditions and the ground water level variations due to climatic changes within the proposed building area and to provide recommendations for its foundation support. Site Location and Site Description: The site for the proposed facility is located on 9165 Park Drive Miami Shores, Florida. The subsurface exploration was performed on March 23rd, 2011. The locations of the borings are on the attached lay out plan. This investigation was conducted to analyze the existing subsurface soil and to recommend the most economical feasible foundation structure for the above proposed building. A detail exploration and subsequent analysis undertaken are discussed & included with this report. Field Exploration Program: The field exploration program consisted of performing Two (2) Standard Penetration Test (SPT) borings. The SPT borings were performed within the proposed area of the building. The borings were advanced to a depth of thirteen (13ft) feet below the actual ground surface using the methodology outlined in ASTM D -1586. Split -spoon soil samples recovered during performance of the borings were visually classified in the field. The groundwater level of the borings locations was measured upon completion of the drilling. Procedure Method The penetration testing and soil sampling are accomplished simultaneously using procedures in general accordance with ASTM D -1586, the Standard Penetration Test (SPT). A 2 -inch O.D by 1.4 inch I.D. split -spoon samplers is driven with a 140 pounds hammer falling 30 inches. The number of hammer blows required to drive the sampler is recorded on the bore hole logs entitled Soil Standard Penetration Test Result. Where possible, the sampler is driven 24 inches, with the hammer blows being recorded for each of four 6 -inch intervals. The "Penetration Resistance" or "N" value is the sum of the blows recorded for the second and third six inch intervals. This value is widely accepted 2 by geotechnical engineer as an indication of the relative density and strength of the soil being sampled. Laboratory Testing Program: Representative soil samples obtained during field sampling operation were packaged and transferred to our laboratory for further visual examination and clarification. The soil samples were visually classified in general accordance with the Unified Soil Classification System (ASTM D- 2488). Sieve Analysis result shows well graded gravies and gravel sand mixture. The resulting soil descriptions are shown on the soil boring profiles. Subsurface Soil Conditions: Typical subsoil conditions at the site, showing the consistency, type of soil and thickness of each stratum, are indicated on the individual Boring Test. From the G.E.L. to 0' -6" Top soil mix with rock from 0' -6" to 4' -6" Gray Silica Sand mix with Rock from 4' -6" to 13' -0" Limestone. Groundwater Monitoring: The groundwater level was measured in the boreholes after stabilization of the down hole water level. The measured water levels were measured at depth of three (8' -6 ") below the ground surface on the dates indicated in the Appendix. Fluctuations in the groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted. The normal seasonal high groundwater level each year is the level in the August- September period of the rainy season. These levels may be modified at any time a hurricane hit the area during the expected hurricane season (June- October) and groundwater level may top the ground surface level. Discussion: The site for the proposed facility is located on 9165 Park Drive Miami Shores, Florida. Location of boring on the South North of East side of building. PRIMARY FOUNDATION RECOMMENDATION FOR BUILDING AREA: 1. Based on our findings, per subsurface exploration and evaluation this recommendation is to ensure the structural integrity of the structure as a whole. The boring logs information for the above proposed structure reveals the top portion of the building pad is covered with 0 -6" Tan Silica Sand mix with rock formation. 2. Clearing and grabbing of all vegetation, organic topsoil, construction material debris (if there is) any other deleterious material as encountered. The actual depth 3 must be determined by visual observation and judgment during the earth work operations. None of the material stripped may be re -used to fill any area of the lot. 3. The existing ground has to be proof rolled before any other imported fill. The Engineer fill to be backfilled the area of the lot or footing, at least one (1) foot in lifts compacted Lime Rock Lime Sand to a dry density equivalent to ninety five (95) percent of the modified Proctor (ASTM D -1557) and optimum water content. The density and water content shall be checked be a Geotechnical Engineer from time to time. 4. The footing per individual column and the continuous footing per bearing walls shall be placed at a depth of One (1) feet below the ground surface. The maximum allowable soil bearing pressure is two thousand (2,000) pounds per square feet for the footing per individual column and two thousand (2,000) pound per lineal foot of bearing wall. 5. After the building areas have been prepared in accordance with the foundation preparation recommendations noted at the end of the report (entitled Foundation Recommendation), the site should be suitable for supporting the proposed structure on conventional shallow foundation proportioned for and allowable bearing pressure of 2,000 pounds per square foot, or less based on total load & allowable settlement 1". 6. Clean sand to provide support to the proposed concrete slab on grade. Verify all densification procedures three (3) field density report test probing 12 inches the underlying soils (fill material) for every 2000 square feet for every lift of fill material but not less than three (3) test per lift, one (1) field density test for every isolated column pad and one (1) field density test for every 50 ft continuous footing. FINAL CALCULATIONS: Notes: Foundation Recommendation Requires: 1). Floor plans, typical framing plans and sections. 2). Foundation loading, broken down into dead and live load (typical column loads, exterior wall load, etc) 3). Allowable settlement and differential settlement between adjacent supporting units. 4). For building structures, a listing of other information which may include: a) Building dimensions, floor area b) Number of floor levels c) Type framing, whether structural steel or reinforced concrete d) Type of roof and roof loading e) Type of exterior walls, whether concrete masonry, metal or wood f) Requirements for interior partitions and walls g) Column spacing h) Ceiling heights 4 i) Ground floor elevation j) Ground floor design live load and type of floor usage k) Requirements for tuck and train docks 1) Proposed exterior grades m) Special requirements such as: vibrating machinery, freezers, etc. 5). Time available for site development and building construction. Conclusion: The above findings are based on our soil standard penetration data and information conducted at the tested locations indicated. Uniformity of soil strata in the immediate vicinity may be assumed, however, it is not guaranteed, and this office assumes no responsibility of areas other than those where the sub -soil investigation was made and reported here -in. In order to assure proper performance of foundations and to assure that the design requirements are fulfilled in actual construction it is recommended that all earthwork compaction and foundation excavation and inspection operations be performed under an experience soil engineer. Density test will be taken one foot below compacted excavation bottoms should show the minimum density. As a mutual protection to clients, the public and ourselves, all reports are submitted as a confidential property of clients, and authorization of publications of statements, conclusions or extracts from or regarding is reserved pending our written approval. 5 1 1 1 1 1 w 1 1 1 M. HAJJAR & ASSOCIATES, INC. *Environmental Consultants • Geotechnical Testing *Construction Materials Testing Foundations • Inspections Structures BORING LOG REPORT Client S.A Consulting Order No. Hammer Blows On Sampler Address 2150 Coral Way, suite 7B, Miami, FL 33145 Report No. Tan Silica Sand mix with Rock . Project - Hole No. 2 Address 9165 Park Drive, Miami Shores, Florida Date 3/23/2011 Location North Corner Driller SJ Depth (feet) Description of Materials Sample Number Hammer Blows On Sampler "N" Hammer Blows On Casing 1 Tan Silica Sand mix with Rock . 1 - - 2 7 8 15 3 2 9 7 4 8 7 15 5 3 6 18 Lime Stone . 6 14 12 32 7 4 14 15 8 18 22 33 9 5 26 24 10 25 26 49 11 6 25 26 12 27 28 53 13 7 26 27 14 15 16 17 18 19 20 21 22 iS3“f 16c, "'` 23 t , 24 25 Water table 8' -6 "° As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential • operty of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. 45 VALENCIA AVENUE, CORAL GABLES, FLORIDA 33134 305- 455 -2399 305- 445 -2219 1 1 1 1 1 1 1 I 1 1 1 M. HAJJAR & ASSOCIATES, INC. *Environmental Consultants •Geotechnical Testing *Construction Materials Testing Foundations • Inspections Structures* BORING LOG REPORT Client S.A Consulting Order No. Hammer Blows On Sampler Address 2150 Coral Way, suite 7B, Miami, FL 33145 Report No. Top Soil . Project Hole No. 1 Address 9165 Park Drive Miami Shores, Florida Date 3/23/2011 Location South Corner Driller SJ Depth (feet) Description of Materials Sample Number Hammer Blows On Sampler "N" Hammer Blows On Casing 1 Top Soil . 1 2 Tan Silica Sand mix with Rock 6 6 12 3 2 21 15 4 7 6 22 Lime Stone 5 3 7 17 6 7 11 24 7 4 13 16 8 17 21 33 9 5 27 22 10 24 26 46 11 6 25 27 12 26 28 53 13 7 29 32 14 15 16 17 18 19 20 21 22 23 24dm 25 .' �°¢ o.„10187 Water table 8' -6" As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property ordiesnts, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. 45 VALENCIA AVENUE, CORAL GABLES, FLORIDA 33134 305- 455 -2399 305- 445 -2219 110 auae Su cy tEnfofcef eecet Fvoeen rn Method adurUfc'bht g Commercial ' CP Buildings rtni rLl 4c°t°1 oA-2 8 n Short Desc: New Prj Owner: Addressl: 9165 Park Dr. Address2: Type: Healthcare-Clinic PROJECT SUMMARY Description: Dr. Keisch City: State: Zip: Class: Miami Shores FL 0 New Finished building Jurisdiction: MIAMI SHORES VILLAGE, MIAMI-DADE COUNTY, FL (232600) Conditioned Area: 8121 SF Conditioned & UnConditioned Area: 8121 SF No of Stories: 1 Permit No: 0 Area entered from Plans 0 SF Max Tonnage 5 If different, write in: 10/31/2011 CITY copy EnergyGauge Summit® Fla/Com-2008. Effective: March 1, 2009 Page 1 of 9 Compliance Summary Component Design Criteria Result Gross Energy Cost (in $) 5,471.0 6,692.0 PASSED LIGHTING CONTROLS PASSES EXTERNAL LIGHTING PASSES HVAC SYSTEM PASSES PLANT None Entered WATER HEATING SYSTEMS PASSES PIPING SYSTEMS SES Met all required compliance from Check List? Yes o/NA IMPORTANT MESSAGE Info 5009 -- -- -- An input report of this design building must be submitted along with this Compliance Report EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009 10/31/2011 Page 2 of 9 CERTIFICATIONS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code Prepared By: K. Couch Building Official: Date: lk Date: I certify that this building is in compliance with the FLorida Energy Efficiency Code Owner Agent: Date: If Required by Florida law, I hereby certify ( *) that the system design is in compliance with the FLorida Energy Efficiency Code Architect: Mark Campbell Reg No: 11074 Electrical Designer: D. Alley Reg No: 55008 Lighting Designer: D. Alley Reg No: 55008 Mechanical Designer: K. Couch Reg No: 45074 Plumbing Designer: K. Couch Reg No: 45074 ( *) Signature is required where Florida Law requires design to be performed by registered design professionals. ,�`N �:.CO� '% ''0GENSF' • .C.S, * No. 45074 . _. STATE • . 0��. FCORIDP. c.1 • ''' "S, /ONAL `\ Immo EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009 10/31/2011 Page 3 of 9 Project: New Prj Title: Dr. Keisch Type: Healthcare - Clinic (WEA File: FL_MIAMI_OPA_LOCKA.tm3) Building End Uses Total 1) Proposed 2) Baseline 353.00 505.00 $5,471 $7,873 ELECTRICITY(MBtulkWhl$) 353.00 505.00 103429 147996 $5,471 $7,873 AREA LIGHTS 94.10 127.30 27563 37307 $1,458 $1,985 MISC EQUIPMT 121.80 121.80 35697 35697 $1,888 $1,899 PUMPS & MISC 0.00 0.00 2 5 $0 $0 SPACE COOL 125.50 143.10 36778 41932 $1,946 $2,231 SPACE HEAT 0.10 0.70 27 196 $1 $10 VENT FANS 11.50 112.10 3362 32859 $178 $1,748 Passing requires Proposed Building cost to be at most 85% of Baseline cost. This Proposed Building is at 69.5% PASSES EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009 10/31/2011 Page 4 of 9 Project: New Prj Title: Dr. Keisch Type: Healthcare - Clinic (WEA File: FL_MIAMI_OPA_LOCKA.tm3) External Lighting Compliance Description Category Tradable? Allowance Area or Length ELPA CLP (W/Unit) or No. of Units (W) (W) (Sqft or ft) Lighting Controls Compliance Ext Light 1 Main entries Yes 30.00 10.0 300 100 Tradable Surfaces: 100 (W) Allowance for Tradable: 315 (W) All External Lighting: 100 (W) Complicance check includes a 5% excess allowance of 15.00(W) Area Design Min Compli- PASSES ID (sq.ft) CP Project: New Prj Title: Dr. Keisch Type: Healthcare - Clinic (WEA File: FL_MIAMI_OPA_LOCKA.tm3) Lighting Controls Compliance Acronym Ashrae Description Area Design Min Compli- ID (sq.ft) CP CP ance PrOZo1Sp1 10,004 Exam/Treatment (Hospital) 1,200 1 1 PASSES PrOZo2Spl 10,004 Exam/Treatment (Hospital) 1,500 2 1 PASSES PrOZo2Spl 10,004 Exam/Treatment (Hospital) 1,500 2 1 PASSES PrOZo2Spl 10,004 Exam/Treatment (Hospital) 1,500 2 1 PASSES PrOZo2Sp1 10,004 Exam/Treatment (Hospital) 1,500 2 1 PASSES PrOZolSpl 10,004 Exam/Treatment (Hospital) 921 1 1 PASSES PASSES EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009 10/31/2011 Page 5 of 9 Project: New Prj Title: Dr. Keisch Type: Healthcare- Clinic (WEA File: FL_MIAMI_OPA_LOCKA.tm3) System Report Compliance PrOSyl System 1 Constant Volume Air Cooled No. of Units Split System < 65000 Btu /hr 1 Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled Split System < 65000 Btu/h Cooling Capacity Heating System Electric Furnace Air Handling Air Handler (Supply) - System - Supply Constant Volume Air Distribution ADS System System 13.00 12.23 9.00 PASSES 1.00 1.00 PASSES 0.10 0.90 PASSES 6.00 3.50 PASSES PrOSyl System 1 Constant Volume Air Cooled No. of Units Split System < 65000 Btu /hr 1 Component Category Capacity Design Eff Design IPLV Comp - Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled Split System < 65000 Btu/h Cooling Capacity Heating System Electric Furnace Air Handling Air Handler (Supply) - System - Supply Constant Volume Air Distribution ADS System System 13.00 12.23 9.00 PASSES 1.00 1.00 PASSES 0.10 0.90 PASSES 6.00 3.50 PASSES PrOSyl System 1 Constant Volume Air Cooled No. of Units Split System < 65000 Btu /hr 1 Component Category Capacity Design Eff Design IPLV Comp - Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled Split System < 65000 Btu/h Cooling Capacity Heating System Electric Furnace Air Handling Air Handler (Supply) - System - Supply Constant Volume Air Distribution ADS System System 13.00 12.23 9.00 PASSES 1.00 1.00 PASSES 0.10 0.90 PASSES 6.00 3.50 PASSES EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009 10/31/2011 Page 6 of 9 PrOSyl System 1 Constant Volume Air Cooled No. of Units Split System < 65000 Btu /hr 1 Component Category Capacity Design Eff Design IPLV Comp - Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled Split System < 65000 Btu/h Cooling Capacity Heating System Electric Furnace Air Handling Air Handler (Supply) - System - Supply Constant Volume Air Distribution ADS System System 13.00 12.23 9.00 PASSES 1.00 1.00 PASSES 0.10 0.90 PASSES 6.00 3.50 PASSES PrOSyl System 1 Constant Volume Air Cooled No. of Units Split System < 65000 Btu /hr 1 Component Category Capacity Design Eff Design IPLV Comp - Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled Split System < 65000 Btu/h Cooling Capacity Heating System Electric Furnace Air Handling Air Handler (Supply) - System - Supply Constant Volume Air Distribution ADS System System 13.00 f2.23 9.00 PASSES 1.00 1.00 PASSES 0.10 0.90 PASSES 6.00 3.50 PASSES PrOSyl System 1 Constant Volume Air Cooled No. of Units Split System < 65000 Btu /hr 1 Component Category Capacity Design Eff Design IPLV Comp - Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled Split System < 65000 Btu/h Cooling Capacity Heating System Electric Furnace Air Handling Air Handler (Supply) - System - Supply Constant Volume Air Distribution ADS System System 13.00 12.23 9.00 PASSES 1.00 1.00 PASSES 0.10 0.90 PASSES 6.00 3.50 PASSES PASSES EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009 10/31/2011 Page 7 of 9 EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009 10/31/2011 Page 8 of 9 Plant Compliance Description Installed Size Design Min Design Min Category Comp No Eff Eff IPLV IPLV liance None Project: New Prj Title: Dr. Keisch Type: Healthcare- Clinic (WEA File: FL_MIAMI_OPA_LOCKA.tm3) Water Heater Compliance Description Type Category Design Min Design Max Comp Eff Eff Loss Loss fiance Water Heater 1 Electric water heater <= 12 [kW] 0.90 0.88 PASSES PASSES Project: New Prj Title: Dr. Keisch Type: Healthcare - Clinic (WEA File: FL_MIAMI_OPA_LOCKA.tm3) Piping System Compliance Category Pipe Dia Is Operating Ins Cond Ins Req Ins Compliance [inches] Runout? Temp [Btu -in /hr Thick [in] Thick [in] [F] .SF.F1 Domestic and Service Hot Water 1.00 True 105.00 0.28 0.75 0.50 PASSES Systems PASSES EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009 10/31/2011 Page 8 of 9 Project: New Prj Title: Dr. Keisch Type: Healthcare - Clinic (WEA File: FL_MIAMI_OPA_LOCKA.tm3) Other Required Compliance Category Section Requirement (write N/A in box if not applicable) Check Report Operations Manual Windows & Doors Joints /Cracks Dropped Ceiling Cavity System Reheat HVAC Efficiency HVAC Controls Ventilation Controls ADS HVAC Ducts Balancing Piping Insulation Water Heaters Swimming Pools Hot Water Pipe Insulation Water Fixtures Motors Lighting Controls 13 -101 13- 102.1, 13- 410,13 -413 13- 406.AB.1.1 13- 406.AB.1.2 13- 406.AB.3 13 -407 13 -407.B 13- 407,13 -408 13- 407.AB.2 13- 409.AB.3 13 -410 13- 410.AB 13- 410.AB.4 13- 411.AB 13- 412.AB 13- 412.AB.2.6 13- 411.AB.3 13- 412.AB.2.5 13 -414 13- 415.AB Input Report Print -Out from EnergyGauge FlaCom attached Operations manual provided to owner Glazed swinging entrance & revolving doors: max. 1.0 cfin/ft2; all other products: 0.4 cfm/ft2 To be caulked, gasketed, weather - stripped or otherwise sealed Vented: seal & insulated ceiling. Unvented seal & insulate roof & side walls HVAC Load sizing has been performed Electric resistance reheat prohibited Minimum efficiences: Cooling Tables 13- 407.AB.3.2.1A -D; Heating Tables 13- 407.AB.3.2.1B, 13- 407.AB.3.2.1D, 13- 408.AB.3.2.1E, 13- 408.AB.3.2F Zone controls prevent reheat (exceptions); simultaneous heating and cooling in each zone; combined HAC deadband of at least 5 °F (exceptions) Motorized dampers reqd, except gravity dampers OK in: 1) exhaust systems and 2) systems with design outside air intake or exhaust capacity <300 cfm Duct sizing and Design have been performed Air ducts, fittings, mechanical equipment & plenum chambers shall be mechanically attached, sealed, insulated & installed per Sec. 13 -410 Air Distribution Systems HVAC distribution system(s) tested & balanced. Report in construction documents In accordance with Table 13- 411.AB.2 Performance requirements in accordance with Table 13- 412.AB.3. Heat trap required Cover on heated swimming pools: Time switch (exceptions); Readily accessible on/off switch Table 13- 411.AB.2 for circulating systems, first 8 feet of outlet pipe from storage tank and between inlet pipe and heat trap Shower hot water flow restricted to 2.5 gpm at 80 psi. Public lavatory fixture how water flow 0.5 gpm max; if self - closing valve 0.25 gallon recirculating, 0.5 gallon non recirculating Motor efficiency criteria have been met Automatic control required for interior lighting in buildings >5,000 s.f.; Space control; Exterior photo sensor; Tandom wiring with 1 or 3 linear fluuorescent lamps >30W EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009 10/31/2011 Page 9 of 9 EnergyGauge Summit® v3.22 INPUT DATA REPORT Project Name: New Prj Project Title: Dr. Keisch Address: 9165 Park Dr. State: FL Zip: 0 Owner: Project Information Orientation: North Building Type: Healthcare- Clinic Building Classification: New Finished building No.of Stories: 1 GrossArea: 8121 SF Zones No Acronym Description Type 1 PrOZol 2 Pr0Zo2 3 PrOZo3 4 PrOZo4 5 PrOZo5 6 PrOZol Zone 1 Zone 2 Zone 2 Zone 2 Zone 2 Zone 1 CONDITIONED CONDITIONED CONDITIONED CONDITIONED CONDITIONED CONDITIONED Area Multiplier Total Area Isti [sf] 1200.0 1 1200.0 ❑ 1500.0 1 1500.0 ❑ 1500.0 1 1500.0 ❑ 1500.0 1 1500.0 ❑ 1500.0 1 1500.0 ❑ 921.0 1 921.0 ❑ 10/31/2011 EnergyGauge Summit® v3.22 10/31/2011 EnergyGauge Summit® v3.22 2 Spaces No Acronym Description Type Depth [ft] Width [ft] Height [ft] Multi Total Area Total Volume plier [sf] [cf] In Zone: PrOZol 1 PrOZolSpl ZoOSp 1 Exam/Treatment (Hospital) 1.00 1200.00 10.00 1 1200.0 12000.0 In Zone: PrOZo2 1 PrOZo2Spl ZoOSp 1 Exam/Treatment (Hospital) 1.00 1500.00 10.00 1 1500.0 15000.0 0 In Zone: PrOZo3 1 PrOZ02Spl Zo0Sp1 Exam/Treatment (Hospital) 1.00 1500.00 10.00 1 1500.0 15000.0 LI In Zone: PrOZo4 1 PrOZo2Spl Zo0Sp1 Exam/Treatment (Hospital) 1.00 1500.00 10.00 1 1500.0 15000.0 LI In Zone: PrOZo5 1 PrOZo2Spl ZoOSp 1 Exam/Treatment (Hospital) 1.00 1500.00 10.00 1 1500.0 15000.0 LI In Zone: PrOZol 1 PrOZolSpl ZoOSp l Exam/Treatment (Hospital) 1.00 921.00 10.00 1 921.0 9210.0 Lighting No Type Category No. of Watts per Power Control Type No.of Luminaires Luminaire [W] Ctrl pts In Zone: PrOZol In Space: PrOZolSpl 1 Compact Fluorescent General Lighting 1 1500 1500 Occupancy sensor without 1 LI Daylighting In Zone: PrOZo2 In Space: PrOZo2Spl 1 Compact Fluorescent General Lighting 1 1500 1500 Occupancy sensor without 2 Daylighting In Zone: PrOZo3 In Space: PrOZo2Spl 1 Compact Fluorescent General Lighting 1 1500 1500 Occupancy sensor without 2 0 Daylighting 10/31/2011 EnergyGauge Summit® v3.22 2 In Zone: PrOZo4 In Space: PrOZo2Spl 1 Compact Fluorescent General Lighting 1 1500 1500 Occupancy sensor without 2 ❑ Daylighting In Zone: PrOZo5 In Space: PrOZo2Spl 1 Compact Fluorescent General Lighting 1 1500 1500 Occupancy sensor without 2 Daylighting In Zone: PrOZol In Space: PrOZolSpl 1 Compact Fluorescent General Lighting 1 1500 1500 Occupancy sensor without 1 ❑ Daylighting Walls No Description Type Width H (Effec) Multi Area DirectionConductance Heat Dens. R -Value [ft] [ft] plier [sf] [Btu /hr. sf. F] Capacity [Ib /cf] [h.sf.F /Btu] [Btu /sf.F] In Zone: PrOZol 1 PrOZo 1 Wal 5/8" stucco 83.00 10.00 1 830.0 West 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 2 PrOZo l Wa2 5/8" stucco 20.00 10.00 1 200.0 North 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 3 PrOZo l Wa3 5/8" stucco 20.00 10.00 1 200.0 South 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp In Zone: PrOZo2 1 PrOZ02Wal 5/8" stucco 20.00 10.00 1 200.0 North 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 2 PrOZo2Wa2 5/8" stucco 20.00 10.00 1 200.0 South 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 10/31/2011 EnergyGauge Summit® v3.22 3 In Zone: PrOZo3 1 PrOZo2Wal 2 PrOZo2Wa2 In Zone: PrOZo4 1 PrOZo2Wal 2 PrOZo2Wa2 In Zone: PrOZo5 1 PrOZo2Wal 2 PrOZo2Wa2 In Zone: PrOZol 1 PrOZoiWal 2 PrOZo l Wa2 3 PrOZol Wa3 5/8" stucco /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 5/8" stucco /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 20.00 10.00 200.0 North 0.2067 5.731 34.65 4.8 ❑ 20.00 10.00 1 200.0 South 0.2067 5.731 34.65 4.8 ❑ 5/8" stucco 20.00 10.00 1 200.0 North 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 5/8" stucco 20.00 10.00 1 200.0 South 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 5/8" stucco 20.00 10.00 1 200.0 North 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 5/8" stucco 20.00 10.00 1 200.0 South 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 5/8" stucco 83.00 10.00 1 830.0 West 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 5/8" stucco 20.00 10.00 1 200.0 North 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 5/8" stucco 20.00 10.00 1 200.0 South 0.2067 5.731 34.65 4.8 ❑ /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp 10/31/2011 EnergyGauge Summit® v3.22 4 10/31/2011 EnergyGauge Summit® v3.22 5 Windows No Description Type Shaded U SHGC [Btu /hr sf F] Vis.Tra W H (Effec) Multi Total Area [ft] [ft] plier [sf] • In Zone: PrOZol In Wall: PrOZol Wal 1 PrOZo i Wa1 Wi l User Defined 1 PrOZo1Wa1Wil User Defined No No 1.2500 1.2500 0.82 0.82 0.76 0.76 3.00 5.00 5 3.00 5.00 5 75.0 75.0 ❑ ❑ Doors No Description Type Shaded? Width [ft] H (Effec) Multi [ft] plier Area Cond. Dens. Heat Cap. [sf] [Btu/hr. sf. F] [Ib /cf] [Btu /sf. F] R -Value [h.sf.FBtu] In Zone: PrOZol In Wall: PrOZo1Wal 1 PrOZoiWa1Dr1 Solid core flush (2.25) In Zone: PrOZol In Wall: PrOZo1Wal 1 PrOZolWalDr1 Solid core flush (2.25) No No 3.00 3.00 7.00 7.00 1 1 21.0 0.3504 0.00 0.00 21.0 0.3504 0.00 0.00 2.85 2.85 • ❑ Roofs No Description Type Width [ft] H (Effec) [ft] Multi plier Area [sf] Tilt Cond. Heat Cap Dens. [deg] [Btu /hr. Sf. F] [Btu /sf. F] [lb /cf] R -Value [h.sf.FBtu] In Zone: PrOZol 1 PrOZo1Rf1 Mtl Bldg Roof/R -19 Batt In Zone: PrOZo2 1 PrOZo2Rfl Mtl Bldg Roof /R -19 Batt In Zone: PrOZo3 1 PrOZo2Rfl Mtl Bldg Roof/R -19 Batt In Zone: PrOZo4 1200.00 1500.00 1500.00 1.00 1.00 1.00 1 1 1 1200.0 1500.0 1500.0 0.00 0.0492 1.34 9.49 0.00 0.0492 1.34 9.49 0.00 0.0492 1.34 9.49 20.3 20.3 20.3 ❑ ❑ ❑ 10/31/2011 EnergyGauge Summit® v3.22 5 1 PrOZo2Rfl In Zone: PrOZo5 1 PrOZo2Rfl In Zone: PrOZol 1 PrOZo1Rf1 Mtl Bldg Roof/R -19 Batt Mtl Bldg Roof/R -19 Batt Mtl Bldg Roof /R -19 Batt 2000.00 1.00 1 2000.0 0.00 0.0492 1.34 2000.00 1.00 1 2000.0 0.00 0.0492 1.34 1200.00 1.00 1 1200.0 0.00 0.0492 1.34 9.49 20.3 9.49 20.3 9.49 20.3 ❑ ❑ ❑ Skylights No Description Type U SHGC Vis.Trans W H (Effec) Multiplier [Btu /hr sf F] [ft] [ft] Area Total Area [Sf] [Sf] In Zone: In Roof: Floors No Description Type Width H (Effec) Multi Area Cond. Heat Cap. Dens. [ft] [ft] plier [sf] [Btu /hr. sf. F] [Btu /sf. F] [Ib /cf] R -Value Ih.sf.F/Btul In Zone: PrOZol 1 PrOZolF11 In Zone: PrOZo2 1 PrOZo2F11 In Zone: PrOZo3 1 PrOZo2F11 In Zone: PrOZo4 1 PrOZo2F11 1 ft. soil, concrete floor, carpet and rubber pad 1 ft. soil, concrete floor, carpet and rubber pad 1 ft. soil, concrete floor, carpet and rubber pad 1 ft. soil, concrete floor, carpet and rubber pad 1200.00 1.00 1 1200.0 0.2681 34.00 113.33 1500.00 1.00 1 1500.0 0.2681 34.00 113.33 1500.00 1.00 1 1500.0 0.2681 34.00 113.33 2000.00 1.00 1 2000.0 0.2681 34.00 113.33 3.73 3.73 3.73 3.73 ❑ ❑ ❑ ❑ 10/31/2011 EnergyGauge Summit® v3.22 6 In Zone: PrOZo5 1 PrOZo2F11 In Zone: PrOZol 1 PrOZo 1 F11 1 ft. soil, concrete 2000.00 1.00 1 2000.0 0.2681 34.00 113.33 3.73 floor, carpet and rubber pad 1 ft. soil, concrete 1200.00 1.00 1 1200.0 0.2681 34.00 113.33 3.73 floor, carpet and rubber pad 10/31/2011 EnergyGauge Summit® v3.22 7 Systems PrOSyl System 1 Constant Volume Air Cooled Split System < 65000 Btu /hr No. Of Units 1 Component Category Capacity Efficiency IPLV 1 2 3 4 Cooling System Heating System Air Handling System - Supply Air Distribution System 60000.00 13.00 31000.00 1.00 2000.00 0.10 6.00 9.00 ❑ ❑ ❑ ❑ PrOSyl System 1 Constant Volume Air Cooled Split System < 65000 Btu /hr No. Of Units 1 Component Category Capacity Efficiency IPLV 1 2 3 4 Cooling System Heating System Air Handling System - Supply Air Distribution System 42000.00 13.00 31000.00 1.00 1400.00 0.10 6.00 9.00 ❑ ❑ ❑ ❑ PrOSyl System 1 Constant Volume Air Cooled Split System < 65000 Btu /hr No. Of Units 1 Component Category Capacity Efficiency IPLV 1 2 3 4 Cooling System Heating System Air Handling System - Supply Air Distribution System 48000.00 13.00 31000.00 1.00 1600.00 0.10 6.00 9.00 ❑ ❑ ❑ ❑ 10/31/2011 EnergyGauge Summit® v3.22 7 PrOSyl System 1 Constant Volume Air Cooled Split System < 65000 Btu /hr No. Of Units 1 Component Category Capacity Efficiency IPLV 1 Cooling System 2 Heating System 3 Air Handling System - Supply 4 Air Distribution System 36000.00 13.00 31000.00 1.00 1200.00 0.10 6.00 9.00 EJ [� PrOSyl System 1 Constant Volume Air Cooled Split System < 65000 Btu /hr No. Of Units 1 Component Category Capacity Efficiency IPLV 1 Cooling System 2 Heating System 3 Air Handling System - Supply 4 Air Distribution System 48000.00 13.00 31000.00 1.00 1600.00 0.10 6.00 9.00 0 0 PrOSyl System 1 Constant Volume Air Cooled Split System < 65000 Btu /hr No. Of Units 1 Component Category Capacity Efficiency IPLV 1 Cooling System 2 Heating System 3 Air Handling System - Supply 4 Air Distribution System 60000.00 13.00 31000.00 1.00 2000.00 0.10 6.00 9.00 0 0 0 Plant Equipment Category Size Inst.No Eff. IPLV Water Heaters W- Heater Description Capacit3Cap.Unit I/P Rt. Efficiency Loss 10/31/2011 EnergyGauge Summit® v3.22 8 Fenestration Used Name Glass Type No. of Panes Glass Conductance [Btu /h.sf.F] SHGC VLT ASHULSg1C1rA11 User Defined Frm 1 1.2500 0.8200 0.7600 Materials Used Mat No Acronym Description Only R -Value RValue Thickness Conductivity Density SpecificHeat Used [h.sf.F /Btu] [ft] [Btu /h.ft.F] [Ib /cf] [Btu /Ib.F] 187 Mat1187 178 Mat1178 GYP OR PLAS No 0.4533 0.0417 0U920 50.00 0.2000 U BOARD,1 /21N CARPET W /RUBBER PAD Yes 1.2300 10/31/2011 EnergyGauge Summit® v3.22 9 Ext- Lighting Description Category No. of Luminaires Watts per Area/Len/No. of units Control Type Wattage Luminaire [stiff/No] [W] 1 Ext Light 1 Main entries 1 100 10.00 Astronomical Timer Col 100.00 ❑ Piping No Type Operating Temperature [F] Insulation Conductivity [ Btu -in /h.sf.F] Nomonal pipe Insulation Is Runout? Diameter Thickness [in] [in] 1 Domestic and Service Hot Water Systems 105.00 0.28 1.00 0.75 Yes ❑ Fenestration Used Name Glass Type No. of Panes Glass Conductance [Btu /h.sf.F] SHGC VLT ASHULSg1C1rA11 User Defined Frm 1 1.2500 0.8200 0.7600 Materials Used Mat No Acronym Description Only R -Value RValue Thickness Conductivity Density SpecificHeat Used [h.sf.F /Btu] [ft] [Btu /h.ft.F] [Ib /cf] [Btu /Ib.F] 187 Mat1187 178 Mat1178 GYP OR PLAS No 0.4533 0.0417 0U920 50.00 0.2000 U BOARD,1 /21N CARPET W /RUBBER PAD Yes 1.2300 10/31/2011 EnergyGauge Summit® v3.22 9 265 Mat1265 Soil, 1 ft No 2.0000 1.0000 0.5000 100.00 0.2000 48 Mat148 6 in. Heavyweight concrete No 0.5000 0.5000 1.0000 140.00 0.2000 268 Mat1268 0.625" stucco No 0.1302 0.0521 0.4000 16.00 0.2000 42 Mat142 8 in. Lightweight concrete No 2.0212 0.6670 0.3300 38.00 0.2000 block 269 Mat1269 .75" ISO BTWN24" oc No 2.2321 0.0625 0.0280 4.19 0.3000 23 Mat123 6 in. Insulation No 20.0000 0.5000 0.0250 5.70 0.2000 94 Mat194 BUILT -UP ROOFING, No 0.3366 0.0313 0.0930 70.00 0.3500 3 /8IN ❑ ❑❑ ❑❑❑❑ Constructs Used No Name 1011 5/8" stucco /8 "CMU /3/4 "ISO BTWN24 "oc /.5" Gyp Simple Massless Conductance Heat Capacity Density RValue Construct Construct [Btu / h.sf.F] [Btu /sf.F] [lb /cf] [h.sf.F /Btu] No No 0.21 5.73 34.65 4.8 ❑ Layer Material Material Thickness Framing No. [ft] Factor 1 268 0.625" stucco 0.0521 0.000 2 42 8 in. Lightweight concrete block 0.6670 0.000 3 269 .75" ISO BTWN24" oc 0.0625 0.000 4 187 GYP OR PLAS BOARD,1 /21N 0.0417 0.000 No Name Simple Massless Conductance Heat Capacity Density RValue Construct Construct [Btu /h.sf.F] [Btu /sf.F] [Ib /cf] [h.sf.F /Btu] 1056 Mtl Bldg Roof/R -19 Batt No No 0.05 1.34 9.49 20.3 ❑ Layer Material Material Thickness Framing No. [ft] Factor 1 94 BUILT -UP ROOFING, 3 /8IN 0.0313 0.000 2 23 6 in. Insulation 0.5000 0.000 10/31/2011 EnergyGauge Summit® v3.22 10 No Name Simple Massless Conductance Heat Capacity Density RValue Construct Construct [Btu / h.sf.F] [Btu /sf.F] [lb /cf] [h.sf.F/Btu] 1057 1 ft. soil, concrete floor, carpet and rubber pad No No 0.27 34.00 113.33 3.7 El Layer Material Material Thickness Framing No. [ft] Factor 1 265 Soil, 1 ft 1.0000 0.000 ❑ 2 48 6 in. Heavyweight concrete 0.5000 0.000 ❑ 3 178 CARPET W /RUBBER PAD 0.000 ❑ No Name 1058 Solid core flush (2.25) Simple Massless Conductance Heat Capacity Density RValue Construct Construct [Btu /h.sf.F] [Btu /sf.F] [lb /cf] [h.sf.F /Btu] No Yes 0.35 2.9 ❑ Layer Material Material Thickness Framing No. [ft] Factor 1 279 Solid core flush (2.25 ") 0.000 ❑ 10/31/2011 EnergyGauge Summit® v3.22 11 DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) SMI Aluminum Systems, LLC 11305 NW 128 Street Medley, FL 33178 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and /or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. > t WIndow; M I. APPROVAL DOCUMENT: Drawing No. W03 -64, titled "Series SMI -175 Alum Window Wall (L.M.I.) ", sheets 1 through 10 of 10, dated 08/11/03 with revision E dated 07/19/11, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT TJG; , g, mall Missile xm act Resistant L . r ac li unit shall bear a permanent label with the manufactnreris name or Pogo, city, state, model /series, and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and /or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 07- 0924.02 and consists of this page 1 and idence pages E -1, E -2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez MIAMI -DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175 -2474 T (786) 315 -2590 F (786) 315 -2599 www.miamidade.gov/pera/ MIAMI•DADE COUNTY APPROVED er20,2011 *t• <�;: SMI Aluminum Systems, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W03 -64, titled "Series SMI -175 Alum Window Wall (LMI) ", sheets 1 through 10 of 10, prepared by Al- Farooq Corporation, dated 08/11/03 with revision E dated 07/19/11, signed and sealed by Javad Ahmad , P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411.3.2.1and TAS 202 -94 along with marked -up drawings and installation diagram of an aluminum window wall system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3721 dated 03/26/2003, signed and sealed by Joseph Chan, P.E. (Submitted under NOA #03- 0925.01) 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 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 window wall system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3833 dated 08/05/2003, signed and sealed by Joseph Chan, P.E. (Submitted under NOA #03- 0925.01) 3. 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 3603.2 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of an aluminum window wall system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3465 dated 7/17/2002, signed and sealed by James Worth, P.E. (Submitted under NOA #03- 0925.01) E -1 M: nuel P • , P.E. Product Contro Ex iner NOA No. - 412.05 Expiration Date: November 21, 2012 Approval Date: October 20, 2011 SMI Aluminum Systems, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 4. Test reports on: 1) Air Infiltration Test per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test Loading per FBC, TAS 202 -94 3) Water Resistance Test per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of an aluminum window wall system, prepared by Fenestration Testing-Laboratory, Inc., Test Reports No. FTL -5070, dated 10/05/06, signed and sealed by Marlin D. Brinson, P.E. FOR REFERENCE ONLY 5. 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 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of a aluminum outswing door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL- 4267, dated 08/13/04, signed and sealed by Edmundo Largaespada, P.E: FOR REFERENCE ONLY (Submitted under previous NOA #05- 0301.04) 6. 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 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of a aluminum outswing door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL -4257, dated 07/18/04, signed and sealed by Edmundo Largaespada, P.E. FOR REFERENCE ONLY (Submitted under previous NOA #10- 0511.02) 7. 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(Not performed) 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 E -2 Manuel Per ' .E. Product Control ' xa : ner NOA No. 1 ! 2.05 Expiration Date: November 21, 2012 Approval Date: October 20, 2011 SMI Aluminum Systems, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 7. along with marked -up drawings and installation diagram of a aluminum outswing XXOO door system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3997, dated 12/04/03, signed and sealed by Edmund() Largaespada, P.E. FOR REFERENCE ONLY (Submitted under previous NOA #08- 1202.14) C. CALCULATIONS: 1. Anchor verification calculations and structural analysis, complying with FBC -2007 and FBC -2010, prepared by Al- Farooq Corporation, dated 02/16/11 and 07/19/11, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies with ASTM E1300 -04. D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 09- 0223.05 issued to Solutia, Inc. for their "Saflex Multi - layer Glass Interlayer" dated 04/08/09, expiring on 04/08/14. 2. Notice of Acceptance No. 10- 0331.02 issued to Cytec Industries, Inc. for their "Uvekol S Laminated Glass Interlayer", dated 05/05/10, expiring on 02/08/14. F. STATEMENTS 1. Statement letter of conformance, no financial interest, dated 09/28/11, signed and sealed by Javad Ahmad, P.E. 2. Laboratory compliance letter for Test Report No. FTL -3465, issued by Fenestration Testing Laboratory, Inc., dated 8/8/02, signed and sealed by James Worth, P.E. (Submitted under NOA #03- 0925.01) 3. Laboratory compliance letter for Test Report No. FTL -3721 issued by Fenestration Testing Laboratory, Inc., dated 4/15/03, signed and sealed by Joseph Chan, P.E. (Submitted under NOA #03- 0925.01) 4. Laboratory compliance letter for Test Report No. FTL -3833 issued by Fenestration Testing Laboratory, Inc., dated 8/7/03, signed and sealed by Joseph Chan, P.E. (Submitted under NOA #03- 0925.01) 5. Asset purchase agreement dated September, 2010, signed by seller: Mr. Jim Pande, Manager and buyer: Mr. Leon Silverstein, Manager (not signed by buyer). G. OTHERS 1. Notice of Acceptance No. 07- 0924.02, issued to Smith Mountain Impact Systems by Pande Pane for their Series "SMI -175" Aluminum Window Wall System - L.M.I., approved on 11/15/07 and expiring on 11/21/12. E -3 Ma uel Pere. P.E. Product Contro xa finer NOA No. - t 2.05 Expiration Date: November 21, 2012 Approval Date: October 20, 2011 -BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 SMI System by Pande Pande, LLC 11305 N.W. 128 Street Medley, FL 33178 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurrica e 7.nn._ - _...„,,,,,p_v„ DE'S;, 'es MK -2 Aluminum Entrance Door w /wo Transom- APPROVAL DOCUMENT: Drawing No. W03 -58, titled Serres` Va 'F t ance Door (L.M.I) , sheets 1 through 9 of 9, prepared by the AL- Farooq Corporation, dated 07/30/03 and last revised by revision "D" on Dec09, 2008, signed and sealed by Dr. Humayoun Farooq, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. Missile Ix 1. Lower design pressure to be applied when door or door wl ransom is mulled to storefront system and anchor to be specified per tributary load at the mullion end. 2. Doors are not rated for water infiltration, unless covered by overhang or canopy complying w/ FBC. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade Count , F irida, and followed by the expiration date may be displayed in advertising literature. If arryyy portion+ e N displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be and shall be available for inspection at the job site the requ This NOA revises & renews NOA # 04-1029.03 and, consis approval document mentioned above, The submitted documentation was reviewed by1Ishaq I. Cha MIAMI -DADE COUNTY APPROVED to cturer or its distributors cial. evidence page E -1, as well as NOA No 0S -421; I I:K+i ber b. SMI System by Fande Pande, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. W03 -58, titled "Series MK -2 Alum Entrance Door (L.M.I) ", sheets 1 through 9 of 9, prepared by the AL- Farooq Corporation, dated 07/30/03 and last revised by revision "D" on Dec 09, 2008, signed and sealed by Dr. Humayoun Farooq, P.E. B. TESTS (Test report transferred from file # 04- 1029.03) 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(Not performed) 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 a aluminum outswinging O/XX & XXOO door system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3603, dated 11 /05 /02 and FTL -3997, dated 12/04/03, signed and sealed by Joseph Chan, P.E. and Edmundo Largaespada , P.E., respectively. 2. Reference test report no. FTL 3833 for Window wall per TAS 201/202 &203. C. CALCULATIONS 1. Anchor calculations, structural and comparative analysis, prepared by AL- Farooq Corporation, dated 12/01/08, signed & sealed by Dr.Humayoun Farooq, P.E. 2. Galzing Complies with ASTM -E1300 -02/04 D. QUALITY ASSURANCE 1. Miami Dade /Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 06- 0216.06 issued to Solutia, for "Saflex IIIG clear & color interlayer ", expiring on 05/21/2011. 2. Notice of Acceptance No. 03- 1223.04 issued to Surface Specialties, Inc. for "Uvekol -Liq Resin" expiring on 02/08/09. F. STATEMENTS 1, Statement letter of code compliance and "No financial interest" , dated November 25, 2008, signed and sealed by Dr.Humayoun Farooq, P.E. 2. Statement letter of lab compliance, as a part of the test reports G. OTHER 1. This NOA revises & renews NOA # 04- 1029.03, expiring Dec 04, 2013. 2. Previous associated NOA # 03- 0925.03 E -1 k \. LL shaq I. Chanda, P.E. Product Control Examiner NOA No 08- 1202.14.03 Expiration Date: December 04, 2013 Approval Date: January 01, 2009 BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) SMI Aluminum Systems, LLC 11305 NW 128 Street Miami, FL 33178 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 BNC - 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. BNC 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. MIAMI -DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315 -2590 F (786) 315 -2599 www.miamidade.govibuilding/ ,, i Gla Ilt ftWi t itta et oor - L.M.I. APPROVAL DOCUMENT: Drawing No. W04 -91, titled "Series K2LM Alum. Out -Swing Entrance Door ", sheets 1 through 11 of 11, prepared by Al- Farooq Corporation, dated 10/25/04 with revision C dated 02/02/11, signed and sealed by Javad Ahmad , P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. maHMll taut ABELING: 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 . th - anufacturer or its distributors and shall be available for inspection at the job site at the re - ue . e Building Official. This NOA revises and renews NOA # 10- 0511.02 and consists of th p.` . d evidence pages E -1 and E -2, as well as approval document mentioned abov The submitted documentation was reviewed by MIAMI DADE COUNTY APPROVED n� Approval Date: SMI Aluminum Systems, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W04 -91, titled "Series K2LM Alum. Out -Swing Entrance Door ", sheets 1 through 11 of 11, prepared by Al- Farooq Corporation, dated 10/25/04 with revision C dated 02/02/11, signed and sealed by Javad Ahmad , P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test Loading per FBC, TAS 202 -94 3) Water Resistance Test per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of a aluminum outswing door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL -4267, FTL -4238, FTL -4257 and FTL -4276, dated 06 /18/04, 06 /30/04, 08/12/04 and 08/13/04 respectively, all signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05- 0301.04) C. CALCULATIONS: 1. Anchor verification calculations and structural analysis, complying with FBC -2007, prepared by Al- Farooq Corporation, dated 02/02/11, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies with ASTM El 300-04. D. QUALITY ASSURANCE 1. Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 09- 0223.05 issued to Solutia, Inc. for their "Saflex Multi - layer Glass Interlayer" dated 04/08/09, expiring on 04/08/14. 2. Notice of Acceptance No. 10- 0331.02 issued to Cytec Industries, Inc. for their "Uvekol S Laminated Glass Interlayer", dated 05/05/10, expiring on 02/08/14. E -1 Manuel P , > E. Product Control xami er NOA No. 1 -0 .05 Expiration Date: May 12, 2016 Approval Date: May 12, 2011 SMI Aluminum Systems, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, no financial interest and compliance with the FBC 2007, dated April 30, 2010, signed and sealed by Javad Ahmad, P.E. 2. Laboratory compliance letter for Test Reports No. FTL -4267, FTL -4238, FTL -4257, FTL -4276, issued by Fenestration Testing Laboratory, Inc., dated 16/18/04, 06/30/04, 08/12/04 and 08/13/04 respectively, all signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA No. 05- 0301.04) 3. Asset purchase agreement dated September, 2010, signed by seller: Mr. Jim Pande, Manager and buyer: Mr. Leon Silverstein, Manager (not signed by buyer). G. OTHERS 1. Notice of Acceptance No. 10- 0511.02, issued to Pande Pane LLC dba SMI Systems for their Series "K2LM" 10'0" Outswing Glazed Aluminum Entrance Door - L.M.L, approved on 06/30/10 and expiring on 05 /12/11. E -2 Manuel Per Product Control NOA No. 11- .05 Expiration Date: May 12, 2016 Approval Date: May 12, 2011 MIAMI COUNT BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamidade.uov/buildingeode J.B. Garage Doors, Inc. 12195 NW 98`b Avenue Hialeah Gardens, FL 33018 SCOPE: This NOA is being issued under the applicable rules and reviewed regulations governing the use of construction Miami-Dade County Product Control Division materials. The documentation submitted has been rev by Miami and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DE • ': a ,# , 6 e Steel S APPROVAL DOCUMENT: Drawing No. 08 -08, titled "Steel Overhead Garage Door ", dated 06/26/08, with revision A dated 12/09/08, sheets 1 through 4 of 4, prepared by Al- Farooq Corporation, signed and sealed by Humayoun Farooq, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Vt., Q al date by the Miami -Dade County Product Control Division. EMP _ �b ar d Small Missile Impact Resistant LABELING: Ear` um F ql" be pe . •c nt label with the manufacturer's name or logo, city, state and following stateme � ;�� • d ou � ; _ oduct Control Approved ", unless otherwise noted herein. RENEWAL of t N • s • s d after a renewal application has been filed and there has been no change in the ap bl ld . atively affecting the performance of this product. TERMINATION t s " c er the expiration date or if there has been a revision or change in the materials, us ` ure the product or process. Misuse of this NOA as an endorsement of any product, for sal v °.: r any er 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 slaaal dine IN dist This above The subt all be provided to the user by the on at the job site at the request ce pages E -1 and E -2, as well facturer or its ilding Official. al document mentioned J.B. Garage Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 08 -08, titled "Steel Overhead Garage Door ", dated 06/26/08, with revision A dated 12/09/08, sheets 1 through 4 of 4, prepared by Al- Farooq Corporation, signed and sealed by Humayoun Farooq, P.E. B. TESTS 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 along with marked -up drawings and installation diagram of a Series 724 24 GA Steel Sectional Commercial Garage Door, prepared by Hurricane Engineering & Testing, Inc, Test Reports No. HETI- 08- 2154A, dated 07/25/08, signed and sealed by Candido F. Font, P.E. 2. 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 Series 724 24 GA Steel Sectional Commercial Garage 8 Doors, 154Br dated 07 25/Q8, Engineering & Testing, d sealed by Candido Inc, Test Reports No. HETI 0 F. Font, P.E. 3. Test report on Tensile Test per ASTM E 8 of the above sectional garage door's skin, prepared by Hurricane Engineering & Testing, Inc, Test Report No. HETI- 08 -T142, dated 07/25/08, signed and sealed by Candido F. Font, P.E. 4. Test report on Salt Spray (Corrosion) Test per ASTM B 117 of a painted G -40 steel panels, prepared by Celotex Corporation, Test Report No. 258592, dated 08/17/98, signed by W. A. Jackson, P.E. "Submitted under NOA # 08- 1106.05" C. CALCULATIONS 1. Anchor verification calculations and structural analysis prepared by Al- Farooq Corporation, complying with F.B.0 2004/2007, dated 10/23/08, signed and sealed by Humayoun Farooq, P.E. Car(os m. Utrera, P.E. Product Control Examiner NOA No. 08- 1107.03 Expiration Date: February 4, 2014 Approval Date: February 4, 2009 E -1 J.B. Garage Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 07- 1016.07, issued to Insulfoam, LLC, for their Insuifoam Expanded Polystyrene Insulation, approved on 11/29/07 and expiring on 11/29/12. 2. Notice of Acceptance No. 07- 1107.08, issued to Dyplast Products, LLC, for their Expanded Polystyrene Block Type Insulation, approved on 04/26/07 and expiring on 08/27/08. F. STATEMENTS 1. Statement letter of code conformance issued by Al- Farooq Corporation, dated 09/30/08, signed and sealed by Humayoun Farooq, P.E. 2. Statement letter of no financial interest issued by Al- Farooq Corporation, dated 09/30/08, signed and sealed by Humayoun Farooq, P.E. 3. Laboratory code compliance statements issued by Hurricane Engineering & Testing, Inc, for Test Reports No. HETI- 08 -2154A and B, dated 07/25/08, signed and sealed by Candido F. Font, P.E. 07 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 08- 1107.03 Expiration Date: February 4, 2014 Approval Date: February 4, 2009 E -2 • w z 0 CONTINUOUS FRAME OR ASSEMBLED CORNER D.L. OPG, SEE SHEET 2 D.L. OPG. SEE SHEET 2 11 3/4" MAX, HEAD D.L. OPG. SEE SHEET 2 4 \ ti � _II MINIM ttlJ // I 1 �. ��1nr. %I' ler j/ I // ti). r/ 0 a ➢ : SHEET 2 r // 1 /// / �, ' \ \ \ \ SEE 'SMITH MO TAIN' IMPACT DOOR NOA FOR DOOR RATING \ & DETAILS. j/ ^ ~ - - 1 D.L OPG. // r/ Ti I r-- -1 - - - --I I i L--I iT I I I' . I ! H-I IL, _ 3 3/8" HEAD /SILL CORNERS SERIES SMI -175 ALUM WINDOW WALL THIS SYSTEM MAY BE USED IN CONJUNCTION WITH MIAMI -DADE COUNTY APPR'D LARGE MISSILE IMPACT RESISTANT DOORS. LOWER DESIGN PRESSURE FROM STOREFRONT OR DOOR APPROVAL WILL APPLY TO ENTIRE SYSTEM. CODE REQUIREMENTS FOR SAFEGUARDS MUST BE OBSERVED. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2007/2010 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2007 FLORIDA BLDG. CODE SECTION 2003.8.4. 11 3/4" MAX. SILL \\ ANCHORS TYPE A, M, B, C OR CC ` 2, 3 OR 4 AT EACH SIDE OF MULL SEE SHEET 4 TYPICAL ELEVATIONS THIS SYSTEM IS RATED FOR LARGE MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. INSTRUCTIONS: USE CHARTS AS FOLLOWS. STEP 1 STEP 2 STEP DETERMINE DESIGN WIND LOAD REQUIREMENT BASED ON WIND VELOCITY, BLDG. HEIGHT, WIND ZONE USING APPLICABLE ASCE 7 STANDARD. SEE CHARTS ON SHEET 2 FOR DESIGN LOAD CAPACITY OF DESIRED GLASS SIZE. ANCHORS TYPE \`\ ` A, AA, B, C OR CC -AT DOOR MULL SEE SHEETS 5 & 6 FOR QUANTITIES 3 CHECK MULLION CAPACITY FOR A GIVEN SPACING AND HEIGHT USING CHARTS ON SHEET 3 FOR STOREFRONT MULLION AND SHEET 5 & 6 FOR DOOR MULLION. THE CAPACITY SHOULD EXCEED THE DESIGN LOAD. STEP 4 STEP 5 USING CHART ON SHEETS 4 SELECT ANCHOR OPTION WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED IN STEP 1 ABOVE. THE LOWEST VALUE RESULTING FROM STEPS 2, 3 AND 4 SHALL APPLY TO ENTIRE SYSTEM. D.L. OPG. SEE SHEET 2 0 I 1 1 t I 1 // : SHEET 2 - D.L OPG. // r/ - .4 - -4 I I I t 3 3/8" HEAD /SILL CORNERS 03 11 3/4" MAX. HEAD /SILL SINGLE '0' PANEL: FRAME WIDTH = D.L.O. WIDTH + 5.00" FRAME HEIGHT = D.L.O. HEIGHT + 5.00" WINDOW WALL SYSTEM WITH GLASS TYPES 'C' & 'D' COMPLY WITH REQUIREMENTS OF ANSI Z97.1. LAMINATED GLASS LARGE MISSILE IMPACT E157.AVAD WOAD CIVIL FLA. PE #} 70592 C.A,N. 538 s RODUCP REVISED „s complying with the Florida IB4utding Code Acceptant* No Expiration Date SERIES SMI -175 ALUM WINDOW WALL J J U) NW co 00 E cNo c e: `E 0° ao , ®d U) I- C m C O N a>i 0 'L 0 to V 8 N 0 0 0 z c»0 0 0 2< ro 0 .c CY 0 0 W • 0 it drawing no. W03-64 sheet 1 of 10) GLASS LOAD CAPACITY - PSF NOMINAL DIMS. GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE 'C' GLASS TYPE 'D' GLASS TYPE 'E' D.L.O. WIDTH D.L.O. HEIGHT EXT.( +)&INT.( -) EXT.( +) &INT.( -) EXT.( +) &INT.( -) EXT.( +) &INT.( -) EXT.( +) &INT.( -) 20" 26" 32" 38" 44" 50" 56" 60" 66" 74„ 83.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 100,0 100.0 90.0 63.0 - 100.0 100.0 - - - 100.0 100.0 - 20" 26" 32" 38" 44" 50" 56" 60" 66" 80" 63.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63,0 - 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 100.0 100.0 - - - 100.0 100.0 - - - 100.0 1 00.0 - 20" 26" 32" 38" 44" 50" 56" 60" 66" 86" 63.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 100.0 100.0 - - - 100.0 100.0 - - - 100.0 100.0 - - - 100.0 100.0 - 20" 26" 32" 38" 44" 50" 56" 60" 66" 92" 63.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 100.0 100.0 90.0 - 63.0 - 100.0 100.0 - 120.0 - - 100.0 100.0 - - - - 100.0 100.0 - - - 100.0 100.0 - 1/4" ANN. GLASS .120" UVEKOL -LIQ RESIN 1/4" ANN. GLASS 1/4" ANN. GLASS .090" INTERLAYER SAFLEX /KEEPSAFE MAXIMUM 1/4" ANN. GLASS GLASS TYPE 'A' GLASS TYPE 'B' GLASS LOAD CAPACITY - PSF NOMINAL DIMS. GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE 'C' GLASS TYPE 'D' GLASS TYPE 'E' D.L.O. WIDTH D.L.O. HEIGHT EXT.( +) &INT.( -) EXT.( +) &INT.( -) EXT.(+)&INT.(-) EXT.( +) &INT.( -) EXT.( +) &INT.( -) 20" 26" 32" 38" 44" 50" 56" 60" 66" 98" 63.0 63.0 120.0 100.0 90.0 63,0 63.0 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 100.0 100,0 - - - 100.0 100.0 - - - 100.0 100.0 - - - 100.0 100.0 - - - 100,0 100.0 - 20" 26" 32" 38" 44" 50" 56" 60" 104" 63.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 _ 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 120.0 100,0 90.0 63.0 - 100.0 100.0 - - - 100.0 100.0 - - - 100.0 100.0 - - - 100.0 100.0 - 20" 26" 32" 38" 44" 50" 56" 110" 63.0 63.0 120.0 100.0 90.0 63.0 63.0 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 100.0 100.0 - - 100.0 100.0 - - - 100.0 100.0 - - - 100.0 100.0 - 20" 26" 32" 38" 44" 50" 56" 116" 63.0 63.0 120.0 100,0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 120.0 100.0 90.0 63.0 - 100.0 100.0 - - -- 100.0 100.0 - - - 100.0 100.0 - - - 97.9 100.0 - 34-1/2" 116 -1/2" - - 120.0 - - 63" 63" - - 120.0 - - 60" 67" -- - 120.0 - - 57 " 69" - - 120,0 - - 54" 74" - - 120.0 - - 1/4" HEAT STREN'D GLASS .120" UVEKOL -LIQ RESIN 1/4" HEAT STREN'D GLASS GLAZING OPTIONS 5/16" HEAT STREN'D GLASS .120" UVEKOL -LIQ RESIN 1/4" HEAT STREN'D GLASS GLASS TYPE 'C' GLASS TYPE 'D' 0 w x D.L.O. WIDTH D.L.O. WIDTH NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -04 (3 SEC. GUSTS). 1/4" HEAT STREN'D GLASS .090" INTERLAYER SAFLEX /KEEPSAFE MAXIMUM SOLUTIA 1/4" HEAT STREN'D GLASS ngr:.JAVA AHMAD CIVIL FLA. PE ## 70592.. C.A.H. 3536 GLASS TYPE 'E' PRODUCT REVISED as complying with the Florida I3ailding Code Acceptance No - 0.2 • Expiration Date t By ' !s. /, Miami ► ado Product Co J I SERIES SMI -175 ALUM WINDOW WALL oaa e J tO w ct 0 v'c 00~ ono M EM to az� 2 ,_� W t/) F- r C 0 Q .Q lU wB Pi LL¢ .Q+ 0 B 0 N 0 8 N 8 0 C m U a 0 E 107.19.11 drawing no. W03-64 (sheet 2 of 1 0 HEIGHT ob t w! /ii/ x NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -04 (3 SEC. GUSTS). 1/4" HEAT STREN'D GLASS .090" INTERLAYER SAFLEX /KEEPSAFE MAXIMUM SOLUTIA 1/4" HEAT STREN'D GLASS ngr:.JAVA AHMAD CIVIL FLA. PE ## 70592.. C.A.H. 3536 GLASS TYPE 'E' PRODUCT REVISED as complying with the Florida I3ailding Code Acceptance No - 0.2 • Expiration Date t By ' !s. /, Miami ► ado Product Co J I SERIES SMI -175 ALUM WINDOW WALL oaa e J tO w ct 0 v'c 00~ ono M EM to az� 2 ,_� W t/) F- r C 0 Q .Q lU wB Pi LL¢ .Q+ 0 B 0 N 0 8 N 8 0 C m U a 0 E 107.19.11 drawing no. W03-64 (sheet 2 of 1 0 ) (sheet 3 of 10) MULLION LOAD CAPACITY - PSF WITHOUT INTERMEDIATE HORIZONTALS NOMINAL DIMS. WITHOUT REINFORCING WITH REINFORCING WIDTH (W) FRAME HEIGHT EXT.( +) INT,( -) EXT.( +) INT.( -) 24" 100.0 100.0 100.0 120.0 30" 100,0 100.0 100.0 120.0 36" 100.0 100,0 100.0 120.0 42" 100.0 100.0 100,0 120.0 48" 72" 100.0 1000 100.0 120.0 54" 100.0 100.0 100.0 120.0 60" 100.0 100,0 100,0 120.0 66" 100.0 100.0 90.0 100.0 24" 100.0 100.0 100.0 120.0 30" 100.0 100.0 100.0 120,0 36" 100.0 100.0 100.0 120.0 42" 114" 100.0 100.0 100.0 120,0 48" 78" 100.0 100.0 100.0 120.0 54" 100.0 100.0 100.0 120.0 60" 00.0 100.0 90.0 100.0 66" 100.0 100.0 90.0 100.0 24" 100.0 100.0 100.0 120.0 30" 100.0 100.0 100.0 120.0 36" 120" 100.0 100.0 100.0 120.0 42" 100.0 100.0 100.0 120.0 48" 84" 100,0 100.0 100.0 120.0 54" 100,0 100.0 100.0 119.9 60" 83.0 99.9 90.0 100.0 66" - - 90.0 100.0 24" 100.0 100.0 100,0 120.0 30" 100.0 100.0 100.0 120.0 36" 100.0 100.0 100.0 120.0 42" 100.0 100.0 100.0 120.0 48" 90" 98.7 98.7 100.0 120.0 54" 90.2 90.2 90.0 100.0 60" - - 90.0 100.0 66" - - 90.0 100.0 24" 100.0 100.0 100.0 120.0 30" 100.0 100,0 100.0 120.0 36" 100.0 100.0 100,0 120.0 42" 95.0 95.0 100.0 120.0 48" 96" 84.9 84.9 90.0 100.0 54" 77.3 77.3 90.0 100.0 60" - - 90.0 100.0 66" - - 90.0 100.0 24" 100.0 100.0 100.0 120.0 30" 100.0 100.0 100.0 120.0 36" 91.1 91.1 100.0 120.0 42" 79.5 79.5 100.0 120.0 48" 102" 71,1 71.1 90.0 100.0 54" - - 90.0 100,0 60" - - 90,0 100.0 66" - 90.0 100.0 MULLION LOAD CAPACITY - PSF WITHOUT INTERMEDIATE HORIZONTALS NOMINAL DIMS. WITHOUT REINFORCING WITH REINFORCING WIDTH (W) FRAME HEIGHT EXT.( +) INT.( -) EXT.( +) INT.( -) 24" 100.0 100.0 100.0 120.0 30" 90.3 90.3 100.0 120.0 36" 76.3 76.3 100.0 120.0 42" 66.5 66.5 100.0 119.9 48 " 108„ 59.3 59.3 90.0 100.0 54" - - 90.0 100.0 60" - - 90.0 99.2 66" - - 90,0 92.5 24" 94.7 94.7 100,0 120.0 30" 76.5 76.5 100,0 120.0 36" 64.6 64.6 100.0 120.0 42" 114" 56.2 56.2 100.0 100.0 48" 78" - - 90.0 100.0 54" - - 90.0 96.0 60" - - 88.0 88.0 24" 81.1 81.1 100.0 120.0 30" 65,4 65,4 100.0 120.0 36" 55.1 55.1 100,0 120.0 42" 120" 47.9 47.9 90.0 100.0 48" - - 90.0 95.3 54" 84" - - 85.9 85.9 60" - - 78.7 78.7 W1 _ W2 WIDTH (W) W1 + W2 2 MULLION W/0 REINFORCING Ix IN-4 Sx IN"3 5.3965 2,3108 MULLION W/ REINFORCING MULLION LOAD CAPACITY - PSF WITH INTERMEDIATE HORIZONTALS NOMINAL DIMS. WITHOUT REINFORCING WITH REINFORCING WIDTH (W) FRAME HEIGHT EXT.( +) INT,( -) EXT.( +) INT.( -) 24" 100.0 100.0 100.0 120.0 30" 100.0 100.0 100.0 120.0 36" 100.0 100.0 100.0 120.0 42" 100.0 100.0 100.0 120.0 48" 72" 100.0 100.0 100.0 120.0 54" 100.0 100.0 100.0 120.0 60" 100.0 100.0 100.0 120.0 66" 100.0 100.0 100.0 100.0 24" 100.0 100.0 100.0 120.0 30" 100.0 100.0 100.0 120.0 36" 100.0 100.0 100.0 120.0 42" 114" 100.0 100.0 100.0 120.0 48" 78" 100.0 100.0 100.0 120.0 54" 100.0 100.0 100.0 120.0 60" 97.2 97.2 90.0 100.0 66" 88.4 88.4 90.0 100.0 24" 100.0 100.0 100.0 120.0 1 30" 100.0 100.0 100.0 120.0 36" 120" 100.0 100.0 100.0 120.0 42" 100.0 100.0 100.0 120.0 48" 84" 100.0 100.0 100.0 120.0 54" 92.2 92.2 100.0 119.9 60" 83.0 83.0 90.0 100.0 66" - - 90.0 100.0 24" 100.0 100.0 100.0 120.0 30" 100.0 100.0 100.0 120.0 36" 100.0 100.0 100.0 120.0 42" 100.0 100.0 100.0 120.0 48" 90" 89.5 89.5 100.0 120.0 54" 79.6 79.6 90.0 100.0 60" - - 90.0 100.0 66" - - 90.0 100.0 24" 100.0 100.0 100.0 120.0 30" 100.0 100.0 100.0 120.0 36" 100.0 100.0 100.0 120.0 42" 89.1 89.1 100.0 120.0 48" 96" 78.0 78.0 90.0 100.0 54" 69.3 69,3 90.0 100.0 60" - - 90.0 100.0 66" - - 90.0 100.0 24" 100.0 100.0 100.0 120.0 30" 100.0 100.0 100.0 120.0 36" 86.8 86.8 100.0 120.0 42" 74,4 74.4 100.0 120.0 48" 102" 65.1 65.1 90.0 100,0 54" - - 90.0 100.0 60" - - 90.0 100.0 66" - 90.0 90.9 Ix IN-4 Sx IN"3 ALUMINUM 5.3965 2.3108 STEEL 3.3264 1.5933 TOTAL Ix ALUM + Ix STL X 2,9 14.7821 MULLION LOAD CAPACITY - PSF WITH INTERMEDIATE HORIZONTALS NOMINAL DIMS. WITHOUT REINFORCING WITH REINFORCING WIDTH (W) FRAME HEIGHT EXT.( +) INT.( -) EXT.( +) INT.( -) 24" 100.0 100.0 100.0 120.0 30" 87.7 87.7 100.0 120.0 36" 73.1 73.1 100.0 120.0 42" 62.7 62.7 100.0 119,9 48" 108" 54.8 54.8 90.0 100.0 54" - - 90.0 99.1 60" - - 89.2 89.2 66" - - 81.1 81.1 24" 93.2 93.2 100.0 120.0 30" 74.6 74.6 100.0 120.0 36" 62.2 62.2 100.0 120.0 42" 114" 53.3 53.3 90.0 100.0 48" - - 90.0 100.0 54" - - 89.0 89.0 60" - - 80.1 80.1 24" 79.9 79.9 100.0 120.0 30" 64.0 64.0 100.0 120.0 36" 53.3 53.3 100.0 120.0 42" 120" 45.7 45.7 90.0 100.0 48" - - 90.0 90.3 54" - - 80.3 80.3 60 " - 72.3 72.3 INTERMEDIATE HORIZONTALS W1 W2 WIDTH (W) - Engr: JAVAO AHMAO , CIVIL FLA. PE 7092 C.A.N. ' 3 38 292011 w1 + W2 2 PRODUCT REVISED a6 complying with the Florida Building Code Acceptance No ° • " 05 Expiration Date . mita 012 • By tvli ado Prothro z O Z F w E O w IX a o 1 / ✓ o G 0ao O ONa Q L1 J �Yd 45 I r id 0 J COMP- ANL \W03 -64SM 75 ALUM WINDOW WALL SERIES SMI- U) NW 4.0 Et 1X1 ) E (N1 r.q ESL` Q En �W TEL (305) 888 -6288 fn C 0 N c REV. N 17 2 O 0 i CO a 0 tV 0 V 0 N C ) drawing no. W03 -64 ANCHOR LOAD CAPACITY -- PSF EXT.( +) & INT.( -) ANCHOR LOAD CAPACITY - PSF EXT,( +) & INT,( -) ANCHORS NOMINAL DIMS. TYPE 'A' WIDTH (W) FRAME HEIGHT A2 A3 A4 120.0 120.0 105.3 90.3 72" 79.0 70.2 63.2 57.5 52.7 120.0 116.7 97.2 83.3 78" 72.9 64.8 58.3 53.0 48.6 120.0 108.3 90.3 77.4 84" 67.7 24" 30" 36" 42" 48" 54" 60" 66" 72" 24" 30" 36" 42" 48" 54" 60" 66" 72" 24" 30" 36" 42" 48" 54" 60" 66" 72" 120.0 120.0 120.0 120.0 118.5 105.3 94.8 86.2 79.0 120.0 120.0 120.0 120.0 109.4 97.2 87.5 79.6 72.9 120.0 120.0 120.0 116.1 101.6 ANCHORS ANCHORS TYPE 'AA' TYPE 'B' AA2 AA3 AA4 B2 B3 ANCHORS ANCHORS TYPE 'C' TYPE 'CC' C2 C3 C4 CC2 CC3 CC4 NOMINAL DIMS. ANCHORS TYPE 'A' ANCHORS TYPE `AA' ANCHORS TYPE 'B' ANCHORS TYPE 'C' ANCHORS TYPE 'CC' WIDTH (W) FRAME HEIGHT A2 A3 A4 AA2 AA3 AA4 B2 B3 C2 C3 C4 CC2 CC4 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 106.7 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 118.1 120.0 120.0 103.3 120.0 91.9 120.0 120.0 120.0 116.2 120.0 120.0 120.0 101.7 120.0 120.0 120.0 90.4 120.0 120.0 120.0 96.0 120.0 120,0 120.0 120.0 82.7 120.0 120.0 81.3 120.0 120.0 114.9 87.3 109.1 120.0 116.1 120.0 75.2 112.7 120.0 73.9 110.9 120.0 1 05.3 80.0 100.0 120.0 106.4 120.0 68.9 103.3 120.0 67.8 101.7 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 116.7 120.0 120.0 110.8 98.5 88.6 120.0 120.0 120.0 120.0 110.8 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 117.9 120.0 120.0 120.0 109.0 120.0 95.4 120.0 84.8 120.0 76.3 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 114.5 1 20.0 107.3 120.0 93.8 120.0 83.4 120.0 75.1 120.0 120.0 120.0 120.0 120.0 120.0 112.6 120.0 24" 30" 36" 42" 48" 54 " 60" 66" 24" 30" 36" 42" 48" 54 " 60" 108" 105.3 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 84.3 120.0 120.0 120,0 120.0 120.0 120.0 120.0 110.2 120.0 120.0 108.4 120.0 120.0 70.2 105.3 120.0 106.7 120.0 120.0 120.0 120.0 91.9 120.0 120.0 90.4 120.0 120.0 60.2 90.3 120,0 91.4 114.3 120.0 120.0 120.0 78.7 118.1 120.0 116.2 120.0 52.7 79.0 105.3 80.0 100,0 120.0 106.4 120.0 68.9 103.3 67.8 101.7 120.0 46.8 70.2 93.6 71.1 88.9 118.5 94.6 120.0 61.2 91.9 120.0 90.4 120.0 114" 42.1 38.3 99.8 63.2 57.5 120.0 84.3 76.6 120.0 64.0 58.2 120.0 80.0 72.7 120.0 106.7 97.0 120.0 85.2 77.4 120.0 120.0 116.1 120.0 55.1 50.1 120.0 82.7 75.2 120.0 110.2 100.2 120.0 54.2 49.3 120.0 81.3 120.0 98.6 120.0 79.8 119.7 120.0 120.0 120.0 120.0 120.0 120.0 104.4 120.0 120.0 102.7 68.5 99.8 120.0 101.1 120.0 120.0 120.0 120.0 87.0 120.0 120.0 85.6 120.0 120.0 120.0 120.0 57.0 85.5 114.0 86.6 108.3 120.0 115.2 120.0 74.6 111.9 120.0 73.4 110.1 120.0 49.9 74.8 99.8 75.8 94.7 120.0 100.8 120,0 65.3 97.9 120.0 96.3 120.0 44.4 66.5 88.7 67.4 84.2 112.3 89.6 120.0 58.0 87.0 57.1 85.6 114.2 39.9 59.9 79.8 60.6 75.8 101.1 80.7 120.0 52.2 78.3 106.1 80.6 97.2 73.8 100.7 120.0 92.3 1 20.0 107.2 120.0 69.4 104.1 98.3 120.0 63.6 95.4 120,0 120.0 120.0 120.0 120.0 120.0 120.0 117.6 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 118.1 120.0 101.2 120.0 120.0 120.0 120.0 120.0 68.3 102.4 120.0 120.0 62.6 93.8 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 116.2 120.0 120.0 120.0 99.6 120.0 120.0 24" 30" 36" 42" 48" 54" 60" 120" 94.8 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 51.4 120.0 77.1 102.7 120.0 120.0 75.8 113.8 120.0 115.2 120.0 120.0 120.0 120.0 99.2 120.0 120.0 97.6 120.0 120.0 63.2 54.2 47.4 94.8 81.3 71.1 120.0 108.3 94.8 96.0 82.3 72.0 120.0 102.9 90.0 120.0 120.0 120.0 120.0 109.5 95.8 120.0 120.0 120.0 82.7 70.9 62.0 120.0 106.3 93.0 120.0 120.0 120.0 81.3 120.0 69.7 104.6 61.0 91.5 120.0 120.0 120.0 42.1 63.2 84.3 64.0 80.0 106.7 85.2 120.0 55.1 82.7 110.2 81.3 108.4 37.9 56.9 75.8 57.6 72.0 96.0 76.6 115.0 49.6 74.4 99.2 48.8 73.2 97.6 120.0 102.9 120.0 120.0 120.0 120.0 88.6 120.0 120.0 87.1 120.0 120.0 24" 30" 36" 42" 48" 54" 60" 66" 72" 24" 30" 36" 42" 48" 54" 60" 66" 72" 24" 30" 36" 42" 48" 54" 60" 66" 60.2 54.2 49.2 45.1 120.0 101.1 90.3 81.3 120.0 91.4 108.3 82.3 114.3 120.0 102.9 120.0 120.0 120.0 78.7 118.1 120.0 77.5 116.2 120.0 109.5 120.0 70.9 106.3 120.0 69.7 104.6 120.0 7 9 98.5 74.8 93.5 120.0 99.5 120.0 64.4 96.6 120.0 63.4 95.1 120.0 67.7 90.3 68.6 85.7 114,3 91.2 1 20.0 59.0 88.6 118.1 58.1 87.1 116.2 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 84.3 72.2 90" 63.2 56.2 50.6 46.0 42.1 118.5 94.8 79.0 67.7 96" 59.3 52.7 47.4 43.1 39.5 111.5 89.2 74.4 63.7 55.8 49.6 44.6 40.6 102" 120.0 120,0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 110.2 120.0 120.0 108.4 120.0 120.0 108.3 120.0 109.7 120.0 120.0 120.0 120.0 94.5 120.0 120.0 93.0 120.0 120.0 94.8 120.0 96.0 120.0 120.0 120.0 120.0 82.7 120.0 120.0 81.3 120.0 120.0 84.3 112.4 85.3 106.7 120.0 113.5 120.0 73.5 110.2 120.0 72.3 108.4 120.0 75.8 101.1 76.8 96.0 120.0 102.2 120.0 66.1 99.2 120.0 65.1 97.6 120.0 68.9 63.2 91.9 69.8 84.3 64.0 87.3 116.4 80.0 106.7 92.9 85.2 120.0 60.1 120.0 55,1 90.2 120.0 59.2 88.7 118.3 82.7 110.2 54.2 81.3 108.4 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 118.5 101.6 88.9 120.0 120.0 120.0 102.9 118.5 90.0 120.0 120.0 120.0 120.0 112.5 120.0 120.0 120.0 119.8 120.0 103.3 120.0 88.6 120.0 120.0 120.0 77.5 116.3 120.0 101.7 120.0 120.0 120.0 87.1 120.0 120.0 120.0 76.3 114.4 120.0 79.0 71.1 105.3 80.0 94.8 72.0 100.0 120.0 90.0 120.0 106.4 95.8 1 20.0 68.9 120.0 62.0 103.3 120.0 67.8 101.7 120.0 93.0 120.0 61.0 91.5 120.0 64.6 59.3 86.2 65.5 79.0 60.0 81.8 109.1 75.0 100.0 87.1 120.0 56.4 84.5 112,7 55.5 83.2 110.9 79.8 119.8 51.7 77.5 103.3 50.8 76.3 101.7 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 116.7 120.0 120.0 120.0 120.0 120.0 120.0 120.0 114.8 120.0 120.0 111.5 120.0 112.9 120.0 120.0 120.0 120.0 97.3 120.0 120.0 95.7 120.0 120.0 95.6 83.6 120.0 96.8 111.5 84.7 120.0 120.0 105,9 120.0 120.0 112.7 120.0 83.4 120.0 72.9 120.0 120.0 82.0 120.0 120.0 109.4 120.0 71.8 107.6 120.0 74.4 66.9 60.8 99.1 89.2 81.1 75.3 67.8 61.6 94.1 84.7 77.0 120.0 1 12.9 102.7 100.2 90.2 82.0 120.0 64.8 120.0 58.4 120.0 53.0 97.3 87.5 79.6 120.0 63.8 95.7 120.0 1 16.7 57.4 86.1 114.8 106.1 52.2 78.3 104.4 ANCHORS TYPES: SEE SHEET 7 FOR DESCRIPTION A2 = AA2 = C2 = CC2 = A3 = AA3 B3 = A4 = AA4 C4 = CC4 = (2) ANCHORS (2) ANCHORS (2) ANCHORS (2) ANCHORS (2) ANCHORS (3) ANCHORS (3) ANCHORS (3) ANCHORS (3) ANCHORS (3) ANCHORS (4) ANCHORS (4) ANCHORS (4) ANCHORS (4) ANCHORS TYPE TYPE TYPE TYPE TYPE TYPE TYPE TYPE TYPE TYPE TYPE TYPE TYPE 'A' AT EACH SIDE OF MULLION 'AA' AT EACH SIDE OF MULLION 'B' AT EACH SIDE OF MULLION 'C' AT EACH SIDE OF MULLION 'CC' AT EACH SIDE OF MULLION 'A' AT EACH SIDE OF MULLION 'AA' AT EACH SIDE OF MULLION '13' AT EACH SIDE OF MULLION 'C' AT EACH SIDE OF MULLION 'CC' AT EACH SIDE OF MULLION 'A' AT EACH SIDE OF MULLION 'M' AT EACH SIDE OF MULLION 'C' AT EACH SIDE OF MULLION 'CC' AT EACH SIDE OF MULLION ALL OTHER ANCHORS TO BE SPACED AS PER ELEVATION. 2 1/2" 2 1/2" 2 1/2" Eng r: JAV757"''AH MAD CIVIL FLA. PE # 70592 3538 2 1/2" 2 1/2" 2 1/2" W2 WIDTH (W) = 2 PRODUCT REVISED plying with the Florida as corn Building Code Acceptance No .0_1 .0 Expiration Date rortm ade Prod et i■ rhelianu th fx a. 0 CO 14.1 191 drawing no. W03- 64 (sheet 4 of 10) (sheet 5 of 1 C)) DOOR MULLION LOAD CAPACITY NOMINAL DIMS. W/O REINF. WIDTH (W) FRAME HEIGHT EXT,( +) & INT.( -) 30" 24" 90.0 36" 30" 90.0 100.0 81 -3/4" 90.0 42" 42" 48" 100.0 90.0 30" 100.0 90.0 36" 100.0 90.0 85 -3/4" 90.0 42" 100.0 48" 90.0 30" 90.0 36" 91-3/4" 90.0 42" 90.0 30" 90.0 36" 96 -3/4" 90.0 42" 90.0 30" 90.0 36" 97 -3/4" 90.0 42" 90 90.0 DOOR MULLION WITHOUT REINFORCING Ix IN-4 Sx 1N"3 5.8937 2.6191 DOOR MULLION LOAD CAPACITY NOMINAL DIMS. WITH REINF. WIDTH (w) FRAME HEIGHT EXT.( +) & INT.( -) 24" C 100,0 30" 6 100.0 38" 100.0 42" 80" 100.0 48" 100.0 54" 100.0 60" 100.0 24" 100.0 30" 1 00.0 36" 100.0 42" 84" 100.0 48" 100.0 54" 100.0 60" 100.0 24" 100.0 30" 100.0 36" 100.0 42" 90 100.0 48" 100.0 54" 100.0 24" 100.0 30" 100.0 36" 96" 100.0 42" 100.0 48" 100.0 24" 100.0 30" 100.0 36" 102" 100.0 42" 100.0 48" 100.0 24" 100.0 30" 100.0 108" 100.0 36" 42" 100.0 24" 100.0 30" 114" 100.0 36" 100.0 42" 100.0 24" 100.0 30" 100.0 36" 120" 100.0 42" 100.0 DOOR MULLION WITH REINFORCING ALUMINUM STEEL Ix IN-4 Sx IN"3 5.8937 2.7398 2.6191 1.3915 TOTAL Ix ALUM + Ix STL X 2.9 13.8153 w ANCHOR TYPES TOTAL NO. OF ANCHORS AT DOOR MULLION HEAD A 8 AA 6 B 4 C 6 CC 6 \ W2 W1 WIDTH (W) W1 + W2 2 ANCHOR TYPES TOTAL NO. OF ANCHORS AT DOOR MULLION HEAD A 8 AA 6 B 4 C 6 CC 6 SMITH MOUNTAIN OUTSWING DOORS SEE SEPARATE NOA ANCHOR TYPES TOTAL NO, OF ANCHORS AT DOOR MULLION SILL A 8 M 6 B 4 C 6 CC 6 WIDTH (W) = 21 + W2 0 D s SMITH MOUNTAIN OUTSWING DOORS SEE SEPARATE NOA W2 W1 WIDTH (W) = W1 + W2 2 Engr: JAVAD AHMAO CIVIL. FLA. PE !' 70592 C.A:N. 3538 ANCHOR TYPES TOTAL NO. OF ANCHORS AT DOOR MULLION SILL A 8 AA 6 B 4 C 6 CC 6 PRODUCT REVISED as complying with the Florida Building Code AcccptanteNo "►!�!, 05 Expiration Date . ,14/g/-'1%! p1 %U i COMP - ANL \W03- 64SM1] V! Lj a- in r` EYMto to 0lI C 2 Ez � 0 J "- I FAX. (305) 888 -6289 to c in Y 4 c 0 0. U N a) v N re A a) v� 0 ai 0 O ' 0 ci drawing no. W03-64 DOOR MULLION LOAD CAPACITY - PSF NOMINAL DIMS. WITH REINF. FRAME HEIGHT DOOR HEIGHT WIDTH (W1) WIDTH (W2) EXT. ( +) INCHES INCHES INCHES INCHES INT. ( -) 60 30 100.0 39 100,0 60 33 100.0 39 100.0 42 100.0 42 100.0 72 30 100.0 39 100.0 72 33 100.0 39 100.0 42 100.0 108 80 42 100.0 30 100.0 84 33 100,0 84 33 100.0 39 100.0 42 100.0 42 100.0 30 100.0 33 30 100.0 96 33 100.0 39 100.0 42 100.0 30 100.0 60 33 100.0 39 100.0 42 100.0 30 100.0 72 33 100.0 39 100.0 114 80 42 100.0 30 100.0 84 33 100.0 39 100.0 42 98.7 30 100.0 96 33 97.7 39 92.9 30 100.0 60 33 100.0 39 100.0 42 100.0 30 100.0 72 33 100.0 39 95.3 120 80 42 92.6 30 94.3 84 33 91.7 39 86.8 42 84.6 96 30 86.0 33 33 83.8 1 DOOR MULLION LOAD CAPACITY - PSF NOMINAL DIMS. WITH REINF. FRAME HEIGHT DOOR HEIGHT WIDTH (W1) WIDTH (W2) EXT. (t) INCHES INCHES INCHES INCHES INT. ( ) 60 30 100.0 39 100,0 60 33 100.0 39 100.0 42 100.0 42 100.0 72 30 100.0 39 100.0 72 33 100.0 39 100.0 42 100.0 108 $4 42 100.0 30 100.0 84 33 100,0 84 33 100.0 39 100.0 42 100.0 42 100.0 30 100.0 33 30 100.0 96 33 100.0 39 100.0 42 100.0 30 100.0 60 33 100.0 39 100.0 42 100.0 30 100.0 72 33 100.0 39 100.0 114 84 42 100.0 30 100.0 84 33 100.0 39 100.0 42 100.0 30 100.0 96 33 100.0 39 96.0 30 100.0 60 33 100.0 39 100.0 42 100.0 30 100.0 72 33 100.0 39 96.9 120 84 42 94.1 30 96.2 84 33 93.5 39 88.4 42 86.0 96 30 87.8 33 85.5 DOOR MULLION LOAD CAPACITY - PSF NOMINAL DIMS. WITH REINF. FRAME HEIGHT INCHES DOOR HEIGHT INCHES WIDTH (W1) INCHES WIDTH (W2) INCHES EXT. ( +) INT. (--) 114 96 60 30 100.0 33 100.0 39 100.0 42 100.0 72 30 100.0 33 100.0 39 100.0 42 100.0 84 30 100.0 33 100.0 39 100.0 42 100.0 96 30 100.0 33 100.0 39 100.0 120 96 60 30 100.0 33 100.0 39 100,0 42 100.0 72 30 100.0 33 100.0 39 100.0 42 100.0 84 30 100.0 33 100.0 39 94.8 42 92.1 96 30 95.1 33 92.4 DOOR MULL ON WITH REINFORCING Ix IN"4 Sx IN"3 ALUMINUM 5.8937 2.6191 STEEL 2.7398 1.3915 TOTAL Ix ALUM + Ix Sri. X 2.9 13.8153 DOOR MULLION LOAD CAPACITY - PSF NOMINAL DIMS. WITH REINF. FRAME HEIGHT INCHES DOOR HEIGHT INCHES WIDTH (W1) INCHES WIDTH (w2) INCHES +) EXT, +) INT. EXT, ( C 8 CC 100.0 60 33 100.0 39 100,0 42 100.0 30 100.0 72 33 100.0 39 100.0 42 100.0 120 108 30 100.0 84 33 100,0 39 100.0 42 100.0 96 30 100.0 33 100.0 FRAME HEIGHT ANCHOR TYPES TOTAL NO. OF ANCHORS AT DOOR MULLION HEAD A - AA 8 B 6 C 8 CC 8 SMITH MOUNTAIN OUTSWING DOORS SEE SEPARATE NOA . \ 4 W2 W1 ngr: JAVA(() AHMAD CIVIL FLA. PE # 70592 C.i41. _36'38 ANCHOR TYPES TOTAL NO. OF ANCHORS AT DOOR MULLION SILL A AA 8 8 6 C 8 CC 8 PRODUCT REVISED as complying with the Florida Building Code Acceptance No / I - D4 .05 Expiration Date . /FT /PAW OW By t I+uliami 0.ade Prtlduct o �I 2 d*- tI .,) 0 a 0 0 FAX. (305) 888 -6289 C N 0 C G 0 c 0 N N .0 CD 0 0 0 .0 0 u drawing no. W03-64 sheet 6 of 10 UNIT HEIGHT TYPICAL ANCHORS SEE ELEV. FOR SPACING E.G' DIST. 1BY WOOD BUCK 0 a_ a V EDGE DIS V . • 4. F TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING A' v ` p EDGE DIST. TYPICAL ANCHORS SEE ELEV. FOR SPACING METAL STRUCTURES WOOD BUCKS AND METAL STRUCTURES NOT BY SMITH MOUNTAIN MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE, TYPICAL ANCHORS: SEE ELEV. FOR SPACING TYPE 'A'— 1/4" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy =155 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1 -3/8" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY TYPE 'M'- 1/4" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy =155 KSI) DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY TYPE 'B'— #14 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO METAL STRUCTURES STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063 —T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPE 'C'— 5/16" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy =155 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1 -3/8" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1 -1/4" MIN, EMBED INTO CONC. OR MASONRY TYPE 'GC'— 5/16" DIA. ULTRACON $Y 'ELCO' (Fu =177 KSI, Fy =155 KSI) DIRECTLY INTO CONC. OR MASONRY 1 -1/4" MIN. EMBED INTO CONC. OR MASONRY TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN, CONCRETE AT HEAD, SILL OR JAMBS f'c = 3000 PSI MIN. C-90 HOLLOW /FILLED BLOCK AT JAMBS f'm = 2000 PSI MIN. TYPICAL ANCHORS SEE ELEV. FOR SPACING 0 0 Erigr JAVAD AHMAb CIVIL FLA. PE # 70592 C.A.N. 3538 9 2011 PRODUCT REVISED is complying with the Florida 1lailding Code Acceptance No t - 0 ' 0 Expiration Date , f ,a/AI>G By 4../ .t.: ' • ade Product Co o, co co 0 a.. 0 ca SERIES SMI -975 ALUM WINDOW WALL 0 'N Qt 6 s 0 2 A U z_ v a 'v 0 2 nl 0 O C 0 0 m 0 0 0 w 0 a A drawing no. W03-64 sheet 7 of 10 ) 1/4" MAX. SHIM SPACE 1BY WOOD BUCK Q � b I� E WITHOUT REINFORCING TYPICAL ANCHORS SEE ELEV. FOR SPACING O 0 ' /r:- 'MEMss, p CO • 1-/4 MAX. ,SHIM SPACE D.L. OPG. EXTERIOR UNIT WIDTH D.L. OPG. TYPICAL ANCHORS SEE ELEV. n FOR SPACING 4a .� 4 p. E WITH REINFORCING 1/4" MAX. SHIM SPACE TYPICAL ANCHORS SEE ELEV. FOR SPACING METAL STRUCTURE 1/4" MAX. SHIM SPACE TYPICAL ANCHORS SEE ELEV. FOR SPACING Engr: JAVAD Al -IMAB CIVIL FLA. PE # 70592 3Q.AN, 3538 SE "►92011 WOOD BU OOD STRUCTURES • PRODUCT REVISED • s complying with the Florida ituilding Code Acceptance No Expiration Date By Miami 0/;i2K/AW 12 • ade Product +. 1 CO O m 0) .> L. 0 0 8 0 z O a 0 to G) 0 0 0 A C 109.26.05 0 0 Qi w 0 0 0 drawing no. W03 -64 sheet 8 of 10 WITHOUT °REINFORCING MIAMI —DADE COUNTY APPROVED LARGE MISSILE IMPACT RESISTANT TRANSOM WITHOUT °REINFORCING F WITH Ri=INFORCING 0 WITH REINFORCING ar l MIAMI —DADE COUNTY APPROVED � ��,I I 11 LARGE MISSILE IMPACT RESISTANT DOOR' 01 I I I i i I� 7 1 Ii SEE SEPARATE NOA FOR DESIGN LOAD CAPACITY OF DOORS AND DOOR ANCHORS. LOWER VALUES FROM DOORS NOA OR STOREFRONT SYSTEM CAPACITY CHARTS WILL APPLY TO ENTIRE SYSTEM. IL II f l 1 4, Il ` Ii r 1 �' II -' J 1.4) 11 t4 L _— __J -4 1 f , 1 I -I I \ . I ?'/ I \./ I '-r- L I ' I 1 L , ErigC: 'JAVAD AH1�A CIVIL FLA. PE # 70592 Cr.A.N.. 1538 2011 PRODUCT REVISBD 141 complying with the Florida i'lailding Code Acceptance No Expiration Date rfc--4moul z Q2 — G o cis � o a. c d N cr;i U.' ..I 0) .4 et Wig g ..1 w 4- c0 I 0 0 iri C 0 J to E te tD u>si ENS z E E o re) Li.l CO CO 00 CO P VI 'cs 0 \C to 0 E 107.19.11 II 0 drawing no. W03 -64 (sheet 9 of 10 (sheet 10 of 10) 4.500 3.625 .125 2.087 2.500 1,750 3.712 .187 FRAME HEAD /SILL /JAMES /MULLION :'TTT 2 ITEM # PART # QUANTITY DESCRIPTION MATERIAL MANF. /SUPPLIER /REMARKS 1 SMI -001 AS REQD. FRAME HEAD /SILL /JAMB /MULLION 6063 —T6 SMITH MOUNTAIN 1A SMI -005 AS REQD. DOOR MULLION 6063—T6 SMITH MOUNTAIN 2 SMI -003 AS REQD, INTERMEDIATE SNAP —IN 6063 —T6 SMITH MOUNTAIN 3 SMI -004 AS REQD. FLAT FILLER, 4" LONG AT ANCHOR LOCATIONS 6063 —T6 SMITH MOUNTAIN 4 SMI -002 AS REQD, GLASS- STOP 6063 --T5 SMITH MOUNTAIN 5 SMI —G01 AS REQD. GLAZING GASKET EPDM 70 t5 GLAZING RUBBER PRODUCTS 6 SMI —G03 AS REQD. SETTING BLOCK (1/4" X 1/2" X 2" LONG) EPDM 70 ±5 FRANK LOWE 7 1/4 -20 X 2 --1/4" AS REQD. MULLION SCREWS WITH NUT & WASHER — AT 9" FROM ENDS Sc 24" O.C. 8 #12 X 1-1/2" 2 PER CORNER FRAME ASSEMBLY SCREWS — HEX H SELF DRILLING 9 SMI —G02 — ADHESIVE FOAM TAPE (1/4" X 1/2 ") -- FRANK LOWE /BUTNICK 10 995 — GLAZING COMPOUND — DOW CORNING 10A 895/896 — GLAZING COMPOUND — PECORA 11 — — REINFORCING CHANNEL (STOREFRONT MULLION) STEEL 1- 3/16" X 4 -1/16" X 1-- 3/16" X 3/16" THK. (ASTM A36, Fy 36 KSI) 12 — — REINFORCING CHANNEL (STOREFRONT MULLION) STEEL 3/4" X 3 -5/8" X 3/4" X 1/8" THK. (ASTM A36, Fy 36 KSI) 13 — — REINFORCING CHANNEL (DOOR MULLION) STEEL 1" X 3- 15/16" X 1" X 3/16" THK. (ASTM A36, Fy 36 KSI) 14 — — REINFORCING CHANNEL (DOOR MULLION) STEEL 3/4" X 3 -1/2" X 3/4" X 1/8" THK. (ASTM A36, Fy 36 KSI) 9" LONG AT ENDS II" —1.750 .250 3.697 Q POCKET FILLER .125 1.188 3.712 4.500 3.625 4.062 250 DOOR MULLION 1.000 rt- —1 .750 REINFORCING CHANNELS STOREFRONT MULLION 1.625- .125 3.938 3.500 .083 .937 .748 4 11` .750 I L-1.200 GLAZING STOP REINFORCING CHANNELS DOOR MULLION WEDGE —IN GASKET SCALE 1:1 FRAME CORNER .6, 'Engr; JAVAD, AHMAD CIVIL FLA. PE 70592 C.A.t;f, _ 3538 PRODUCT REVISED as complying with the Florida Building Code Acceptance No I Expiration Date By Miami ade Product J z w M a. z 0 0 FAX. (305) 888-5289 N 0 22 0 c z O U W No CHANGE THIS .0 a v v 0 8 i3 0 vi 0 O drawing no. W03 -64 39 1/2" MAX. FRAME WIDTH 4" MAX. HEAD /SILL CORNERS VG) ! I T I 13 1/2" MAX. HEAD SILL 1r we. / / / / / / / / / // /. / / / Aq/TIVE ,---- )LEAF (F) / / ✓ /� 28 �j '/, v \ \ \ ."� \ \ \ - _N C IN —ACI VE LEAF \ —_ _- r - - \ -,. i! \\ t Xl J f \\ \ \ 35 7/8" MAX. LEAF WIDTH 4" MAX. HEAD /SILL CORNERS N rn T ANCHORS AT MTG. STILE LOCATION AT HEAD /SILL AT 3" O.C. (3) REQD. FOR CONC. INSTALLATION (4) READ. FOR WOOD INSTALLATION 75 1/2" MAX. FRAME WIDTH 13 1/2" MAX. HEAD �. SILL II I I I` I 1 (G I SURFACE APPLIED -- FALSE MUNTINS / MAY BE USED / 1 — we. / � / / / Aq/TIVE ,---- )LEAF (F) / / ✓ /� 28 �j '/, �JJ 29 \ : \ - _N C IN —ACI VE LEAF \ —_ _- r - - \ -,. i! \\ t Xl J f \\ \ \ / a �✓/ / II " \ A- \ ■ i / 35 7/8" MAX. LEAF WIDTH MAXIMUM DESIGN LOAD RATING = + 90.0 PSF (FOR SIZES SHOWN ABOVE OR SMALLER) — 90.0 PSF SERIES MK -2 ALUMINUM ENTRANCE DOOR SEE ABOVE FOR DESIGN LOAD CAPACITY OF SINGLE (X) AND DOUBLE (XX) DOORS W/O TRANSOM. SEE CHARTS ON SHEET 2 FOR DESIGN LOAD CAPACITY OF SINGLE (0 /X) AND DOUBLE (0 /XX) DOORS WITH TRANSOM. DOORS CAN ALSO BE USED WITH SM -175 STOREFRONT SYSTEM. FOR DOORS WITH STOREFRONT SYSTEM SEE SEPARATE NOA FOR DOOR MULLION CAPACITY. THE LOWEST VALUE RESULTING FROM DOOR CAPACITY CHARTS OR STOREFRONT NOA WILL APPLY TO ENTIRE SYSTEM. DOORS NOT APPROVED FOR INSTALLATIONS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. 35 7/8" MAX. LEAF WIDTH THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004/2007 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. I A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2004/2007 FLORIDA BLDG. CODE SECTION 2003.8.4. ar !CA PRODUCT RENEWED AS complying with the Florida Bolding Code Acceptance No �� — 24 2.09 Expiration Dste DEL °�{I 2& 3 By 1 •". Miaow 'ProdgK C'oaftq aiv;�lon THESE DOORS ARE RATED FOR LARGE MISSILE IMPACT. 1 SHUTTERS ARE NOT REQUIRED. NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -02/04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05 - DEC- 219 Engr: DR. HUMAYOUN FAR000 STRUCTURES FLA. PE # 16557 CAN. 3538 DEC 0 9 2008 Co U) 0 M 0 0 m U) N 0 m w I- z z 0 2 I- 2 0 7 O 0 U rn N Co N Co N N 0 in w W 4 V m 0 0 o N U) 0 N O co S N 0 8 0 a 0 Q a a o a Q alb Fill v a z 0 CX BCCO COMMEN 0 o 0 N ui N 0 O T d o v W p V S t^ � drawing no. i W03 -58 sheet 1 of 9 SINGLE OR DOUBLE ENTRANCE DOORS WITH TRANSOM DESIGN LOAD CAPACITY - PSF NOMINAL DIMS. GLASS TYPES 'A', 'D', 'C' OR 'D' WIDTH INCHES DOOR HEIGHTTTRANSOM HEIGHT INCHES INCHES EXT. ( +) INT. ( -) ACTIVE 24 90.0 90.0 60 II 30 90.0 90.0 90.0 90.0 W_. _zT___ 36 \ 40 90.0 90.0 V /, 24 90.0 90.0 -, 66 80 30 90.0 90.0 90.0 90.0 36 40 90.0 90.0 24 90.0 90.0 72 30 90.0 90.0 88.0 88.0 36 40 83.7 83.7 24 90.0 90.0 60 30 90.0 90.0 36 90.0 90.0 24 90.0 90.0 66 84 30 90.0 90.0 36 90.0 90.0 24 90.0 90.0 72 30 90.0 90.0 36 85.0 85.0 24 90.0 90.0 60 90.0 90.0 30 24 90.0 90.0 66 90 90.0 90.0 30 24 90.0 90.0 72 87.0 87.0 30 60 24 90.0 90.0 66 96 24 90.0 90.0 72 24 88.9 88.9 0 TRANSOM H WIDTH DOOR HEIGHT (O /X) ( O /Xx ) FRAME WIDTH = WIDTH + 3.500" 4" MAX, HEAD /SILL 4-1 CORNERS k�- i w 0 N Q a, 0 6 I 75 1/2" MAX. FRAME WIDTH 70" Q.L. OPG. \BJ 13 1/2" MAX. I HEAD SILL II RI SURFACE APPLIED FALSE MUNTINS / MAY BE USED f O o O a 0 J a 25 7/8" D.L. OPG. 35 7/8" LEAF WIDTH - D.L. OPG. 35 7/8" LEAF WIDTH T I 25 7/8" ( O /XX ) TYPICAL ELEVATION 4 /11 I • 410 II I it 11 I 11 L W N - d O0 z�z z0I- O N 0 2 to w I- N IW i Li- ANCHORS AT MTG. STILE LOCATION AT SILL AT 3" O.C. (3) REOD. FOR CONC. INSTALLATION D.L.O. HEIGHT = LEAF HEIGHT - 14.438" D.L.O. WIDTH = LEAF WIDTH - 10.000" NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300- 02/04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05- DEC -219 WI N 0 Z • I- HLU w Q o Gal I Ot • g a 0 w C7 O o o 0 Q W ?U u. LA' N Q W "� / / f(1---10 I', W2 ANCHORS AT --DOOR MULLION SEE SEPARATE NOA WIDTH (W) = W1 Engr: GR. HUMAYOUN FAR004 STRUCTURES FLA. PE # 1.6557 C.A.N. 3638 + W2 2 PRODUCT RENEWED as complying with the Merida &tiding Code Acceptance Nd© _I2o2 IC) r Expiration Date P E C pk 1 th i 3 By itk ....t4 Miami Dade 'rodhtt Diri.,Ion n B o 7 O V L i drawing no. l W03 -58� Ciheet 2 of is) 7 \ // / / / IN- ACTIVE / ACTIVE / LEAF 28 - -.emu_- II // I W_. _zT___ /ri __ \ ,/. / II V /, / ii / \\ / 25 7/8" D.L. OPG. 35 7/8" LEAF WIDTH - D.L. OPG. 35 7/8" LEAF WIDTH T I 25 7/8" ( O /XX ) TYPICAL ELEVATION 4 /11 I • 410 II I it 11 I 11 L W N - d O0 z�z z0I- O N 0 2 to w I- N IW i Li- ANCHORS AT MTG. STILE LOCATION AT SILL AT 3" O.C. (3) REOD. FOR CONC. INSTALLATION D.L.O. HEIGHT = LEAF HEIGHT - 14.438" D.L.O. WIDTH = LEAF WIDTH - 10.000" NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300- 02/04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05- DEC -219 WI N 0 Z • I- HLU w Q o Gal I Ot • g a 0 w C7 O o o 0 Q W ?U u. LA' N Q W "� / / f(1---10 I', W2 ANCHORS AT --DOOR MULLION SEE SEPARATE NOA WIDTH (W) = W1 Engr: GR. HUMAYOUN FAR004 STRUCTURES FLA. PE # 1.6557 C.A.N. 3638 + W2 2 PRODUCT RENEWED as complying with the Merida &tiding Code Acceptance Nd© _I2o2 IC) r Expiration Date P E C pk 1 th i 3 By itk ....t4 Miami Dade 'rodhtt Diri.,Ion n B o 7 O V L i drawing no. l W03 -58� Ciheet 2 of is) \ \ IN- ACTIVE \ LEAF ii \ - -.emu_- II I W_. /ri __ / II / ii / / 25 7/8" D.L. OPG. 35 7/8" LEAF WIDTH - D.L. OPG. 35 7/8" LEAF WIDTH T I 25 7/8" ( O /XX ) TYPICAL ELEVATION 4 /11 I • 410 II I it 11 I 11 L W N - d O0 z�z z0I- O N 0 2 to w I- N IW i Li- ANCHORS AT MTG. STILE LOCATION AT SILL AT 3" O.C. (3) REOD. FOR CONC. INSTALLATION D.L.O. HEIGHT = LEAF HEIGHT - 14.438" D.L.O. WIDTH = LEAF WIDTH - 10.000" NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300- 02/04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05- DEC -219 WI N 0 Z • I- HLU w Q o Gal I Ot • g a 0 w C7 O o o 0 Q W ?U u. LA' N Q W "� / / f(1---10 I', W2 ANCHORS AT --DOOR MULLION SEE SEPARATE NOA WIDTH (W) = W1 Engr: GR. HUMAYOUN FAR004 STRUCTURES FLA. PE # 1.6557 C.A.N. 3638 + W2 2 PRODUCT RENEWED as complying with the Merida &tiding Code Acceptance Nd© _I2o2 IC) r Expiration Date P E C pk 1 th i 3 By itk ....t4 Miami Dade 'rodhtt Diri.,Ion n B o 7 O V L i drawing no. l W03 -58� Ciheet 2 of is) #12 -24 X 3/4" FH SCREWS -- AT 4" FROM CORNERS AND 12" O.C. MAX. SPACING TRANSOM JAMB 1/4" ANN. GLASS .120" INNERLAYER UVEKOL -LIQ. RESIN BY 'CYTEC IND.' 1/4" ANN. GLASS \ / GLASS TYPE 'A' .120" INNERLAYER UVEKOL -LIQ. RESIN BY ' CYTEC IND.' -1/4" ANN. GLASS 1 GLASS TYPE 'A' -1/4" w 07 Z_ 0 0 E. X w ANN. GLASS .090" INNERLAYER SAFLEX /KEEPSAFE MAXIMUM BY 'SOLUTIA' 1/4" ANN. GLASS z 2 g 0 h / o w GLASS TYPE 'B' 1 /4" 1/4" HEAT STREN'D GLASS .120" INNERLAYER 1- UVEKOL -LIQ. RESIN 1.4 BY 'CYTEC IND.' 1/4" HEAT STREN'D GLASS / GLASS TYPE 'C' GLAZING DETAILS TRANSOM ANN. GLASS .090" INNERLAYER 1 SAFLEX /KEEPSAFE MAXIMUM BY 'SOLUTIA' -1 /4" ANN. GLASS TYPE 'B' GLASS z h z 0 \.1/4" HEAT STREN'D GLASS .120" INNERLAYER UVEKOL -LIQ. RESIN 1 BY ' CYTEC IND.' a -1/4" HEAT STREN'D GLASS Iw- z iW co GLASS \1/4" HEAT STREN'D GLASS .090" INNERLAYER SAFLEX /KEEPSAFE MAXIMUM \ BY 'SOLUTIA' 1/4" HEAT STREN'D GLASS GLASS TYPE 'C' GLAZING DETAILS DOOR LEAF 0 w / GLASS TYPE 'D' -1/4" HEAT STREN'D GLASS .090" INNERLAYER - SAFLEX /KEEPSAFE MAXIMUM BY 'SOLUTIA' -1/4" HEAT STREN'D GLASS GLASS TYPE 'D' Engr: DR. HUMAYOUN FA.RGOQ STRUCTURES FLA. PE # 16557 C, A.N. 3536 DEC 0 9 2008 PRODUCT RENEWED as complying with the Florida Acceptance No A Q�- J2QZ.0 A tic Expiration Date By tStc4e7 1. (Jowl Miami Dadd-Prodoct ContrO' Division 13 VIi z O i- L Z I� W Qa O LLB O a. Et 0 O � V 2 0 0' o O a- a- O .3 r aW IL z Q FAX. (305) 262 -6978 TEL. (305) 264 -8100 MK -2 ALUM (f) (0 0 • N C 0 U) C C 0 0. 0 U, V co 0 PER - 0 C t 0 1 m S o mlain )fib )L� droving non.. I W03-58 (sheet 3 of 9 FRAME HEIGHT TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING --\\ 1BY / WOOD BUCK LEAF HEIGHT 7/8" MIN. THROW BOLT PENETRATION TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING ttfl \ o p e TYPICAL ANCHORS SEE ELEVATIONS - FOR SPACING \ p p s - n TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING \ METAL STRUCTURE #8 X 5/8" PH SMS AT 5" FROM ENDS & 13" O.C. MAX. SADDLE THRESHOLD 7/8" MIN. 'OW tlOLT .� PENETRATION INTO SILL & SUBSTRATE TYPICAL ANCHORS SEE ELEV. FOR SPACING BUMPER THRESHOLD OPTIONAL TO SADDLE THRESHOLD 1A #8 X 5/8" PH SMS AT 5" FROM ENDS & 13" O.C. MAX. Q TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING WOOD BUCKS AND METAL STRUCTURE NOT BY SMITH MOUNTAIN MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE ELEV. FOR SPACING 1/4" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy =155 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-1/2" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1 -3/8" MIN. EMBED INTO CONC. OR MASONRY 1/4" DIA. TEKS /DRIL -FLEX SELF DRILLING SCREWS (GRADE 2 CRS) INTO METAL STRUCTURES STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063 -T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. CONCRETE f'c = 3000 PSI MIN. MASONRY f'm = 1924 PSI MIN. SEALANTS: ALL FRAME AND LEAF CORNERS AND INSTALLATION SCREWS SEALED WITH SILICONE. Engr: DR. HUMAYGUN FAROOQ STRUCTURES FLA. ►'E # 16557 C.A.N. 3538 DEC 0 9 2008 I� 1 J r) 0 " z a. 0 0 z O 1- z O: O O W re aW O o' N vO g , • 0 M O ft4 O NEE re O < W 3 u. w 6 ' • w�2 FAX. (305) 262 -6978 TEL. (305) 264 -8100 C 0 .0 L. y LU U, U, c 0I- �. • 0 pry�' C) -0 7 T M O CJ o 0 0 0 -' r M) Ui U, O — N O 0 0 M o N j = o r� T drawing no. W03 -58 (sheet 4 of 91 STOP & THRESHOLD A ATED FOR 2007 FBC REV. PER BCCO COMMENTS ODUCT RENEWED as complying with the nevida Raiding Code Acceptance No e? f -/702 d39 gy.piration Date /ao4o yj alsJ1 Mii `. Lt. ., Miami vt Division i- mr.A. SHIM TYPICAL ANCHORS SEE ELEV. - -` FOR SPACING \ 1BY �p WOOD BUCK, DDS D.L. OPG. 3 FRAME WIDTH \ IN— ACTIVE LEAF 1/4" MAX. SHIM SPACE TYPICAL ANCHORS r SEE ELEV. FOR SPACING METAL r STRUCTURE TYPICAL ANCHORS SEE ELEV. FOR SPACING PANEL WIDTH FRAME WIDTH #8 X 5/8" PH SMS AT 5" FROM ENDS & 13" O.C. MAX. ACTIVE LEAF 1/4" MAX. SHIM tit PANEL WIDTH FRAME WIDTH 2BY OOD BU OR W..D STRUCTURE TYPICAL ANCHORS SEE ELEV. FOR SPACING Engr: OR. HUMAYOEIN FAR000 STRUCRJRES F1lA. PE # 16557 C.A.N. 3538 DEC 0 9 2008 PRODUCT RENEWED as complying with the Rallis Budding Code Acceptance No [ F- 1262.0 V Expiration Date Q Sc n u)701 3 By is ((.L Miami 'Product Division (305) 278 -2879 C 0 U) .> a, FOR 2007 FBC U, 0 J w p N O F- o r) - o L r drawing [W03-58J (sheet 5 of 9 WITHOUT REINFORCING D.L. OPG. MIAMI -DADE COUNTY APPROVED LARGE MISSILE IMPACT RESISTANT STOREFRONT SYS �� REINFORCING DOOR MULLION CAPACITY _ SEE SEPARATE NOA r- WITH `. -) REINFORCING D.L. OPG. r r F- , r� I I1 PJ 1I I) I I I Aj r- MIAMI -DADE COUNTY APPROVED LARGE MISSILE IMPACT RESISTANT STOREFRONT SYSTEM _ -- -- - - T 1 r WITH \:2 REINFORCING DOOR MULLION CAPACITY _I SEE SEPARATE NOA SEE SEPARATE NOA FOR DESIGN LOAD CAPACITY OF STOREFRONT, DOOR MULLION AND DOOR MULLION ANCHORS. LOWER VALUES FROM STOREFRONT NOA OR DOOR CAPACITY CHARTS WILL APPLY TO ENTIRE SYSTEM. Engr: DR: HUMAYOUN FAR000 STRUCTURES FLA. PE # 16557 C.A.N. 3536 1 DEC 0 9 2008 PRODUCT RENEWED as eoaupivisg with Its Florida Raiding Code Aceeptancr No Of- 114441' Expiration DateSIGia4.246 By [ $441.11413::41k Miami-Da Divbh n O I- 0 a 0 V 0 a r� H Z W a 0 J W W V 0 0 0. a W W 2 Z w J 0 O 0 W v I- 1— w to t I LO CO J 0 CO (1!z NQ a 2 O U N t D [7 LL 0 4 CD 0 co, J rn N m co N N n N U7 0 M of O N FOR 2007 FBC U CO COMMENT LLI 0 13 O m I-4 drawing no7 , W03-58 sheet 6 of g \ II / / / / / / / / / # 12 FH SELF TAPPING SCREWS 4 PER HASP 1 -1/2" X 1/4" THK. 7- 5/16" LONG STEEL REINFORCING AT HINGE LOCATIONS U # 12 FH SELF TAPPING SCREWS H SELF TAPPING HINGE OPTIONS: 4 -1/2" BRASS BUTT HINGES CONCEALED ALUM ROTON HINGE HAGER # BB -1199 LOCK OPTIONS: STANDARD HARDWARE CONTINUOUS ALUMINUM ROTTON HINGE HAGER # 780 -112 FASTENED TO FRAME JAMB AND TO JAMB STILE WITH (27) TOTAL SCREWS ON 8/0 DOORS WITH (25) TOTAL SCREWS ON 6/8 & 7/0 DOORS 3/8" HEX STEEL TIP - BOLT GUIDE I SINGLE LEAF DOORS: ALL SINGLE LEAF DOORS TO BE FITTED WITH 3 POINT LOCK DOUBLE LEAF DOORS: ACTIVE LEAF: THREE POINT LOCK SYSTEM WITH 8 PLY HOOK LOCK BOLT ADAMS RITE NO. 4015 & 4016, KEY OPERATED ON EXTERIOR AND THUMB -TURN ON INTERIOR, LOCATED AT 34" FROM BOTTOM OF PANEL INACTIVE LEAF: TWO POINT LOCK SYSTEM ADAMS RITE NO. 1880 WITH THUMB TURN ON THE INTERIOR, LOCATED AT 34" FROM BOTTOM OF PANEL • it T STEEL ROD WITH THREADED ENDS tv-- THRESHOLD BOLT ITEM # PART # REQD. DESCRIPTION MA1 '!✓HIAL MAtvr. /SUrrLtr,ts/tscmenno 1 5806A 6421 1 FRAME HEAD 6063 -T6 J 1A 1 ALT. FRAME HEAD 6063 -T6 - 2 5710 6007 AS REQD. 2 FRAME TRANSOM 6063 -T6 — 3 FRAME JAMB 6063 -T6 — 4 5A 24703 SMM -023 1 SADDLE THRESHOLD 6063 -T5 - 1 BUMPER THRESHOLD 6063 -T5 — 58 SMM -024 1 ADA THRESHOLD COVER 6063 -T5 - 6 5984 1/ LEAF t 1/ LEAF TOP RAIL 6063 -T5 - 7 5987 BOTTOM RAIL 6063 -T5 — 8 5986 1/ LEAF HINGE STILE 6063 -T5 — 9 5983 1 LOCK STILE (ACTIVE) 6063 -T5 — 10 - 1 LOCK STILE (IN- ACTIVE) 6063 -T5 — 11 5981 4/ LEAF EXTERIOR GLASS STOP (DOOR) 6063 -T5 - 12 5982 4/ LEAF INTERIOR GLASS STOP (DOOR) 6063 -T5 — 13 K2 -11 - EXTERIOR GLASS STOP (TRANSOM JAMB) - - 14 K2 -10 - INTERIOR GLASS STOP (TRANSOM JAMB) - '- 15 5712 2/ LITE GLASS STOP (TRANSOM HEAD /SILL) - - 16 SMM -002 3/ DOOR DOOR STOP 6063 -T5 — 16A SMM -001 3/ DOOR DOOR STOP COVER 6063 -T5 - 17 K2 -15 OPTIONAL FLAT FILLER - - 19 H -63 AS REQD. WEDGE-IN GASKET NEOPRENE UNIVERSAL RUBBER CO. 20 V2104 AS REQD. GLAZING TAPE (1/2" X 1/8 ") FOAM NORTON 21 895 - GLAZING COMPOUND SILICONE PECORA 23 P88300 -8349 AS REQD. PILE WITH PLASTIC FIN W'STRIPPING - - 24 - AS REQD. BULB W'STRIPPING VINYL — 26 - 2/ LEAF 3/8" THREADED ROD WITH NUT STEEL - 27 - 2/ LEAF FLUSH BOLT GUIDE ST. STEEL - 28 - AS REQD. PUSH BAR - - 28A - AS REQD. EXIT DEVICE - VON DUPRIN OR REGENT 29 - AS REQD. PULL HANDLE - - 30 - 2 THRESHOLD CLIP ALUMINUM 2" X 2" X 1/8" X 3/4" LONG 31 - 4/ LEAF SUPPORT PLATE (1 -1/2" X 3 -3/8" X 3/16 ") ALUMINUM - 33 #12 X 1 -1/2" AS REQD. FRAME ASSEMBLY SCREWS - HEX H SELF DRILUNG 34 #10 X 1 -1/2" AS REQD. GLASS STOP SCREWS - FH SMS 35 #12 X 3/4" AS REQD. THRESHOLD CLIP SCREWS - FH SELF DRILLING 37 #10 X 5/16" 2/ GUIDE GUIDE INSTALLATION SCREWS - FH MS LOCK OPTIONS: PANIC EXIT DEVICES OPTION #1: ACTIVE/INACTIVE LEAF VON DUPRIN SERIES 33 CONCEALED VERTICAL ROD PANIC EXIT DEVICE WITH 5/8" THROW LATCH BOLT PENETRATING 3/4" AT HEAD & SILL OPTION #2: ACTIVE/INACTIVE LEAF REGENT SERIES 5770 CONCEALED VERTICAL ROD PANIC EXIT DEVICE WITH 5/8" THROW LATCH BOLT PENETRATING 3/4" AT HEAD & SILL Engr: DR. HUMAYOUN , ARO0Q STRUCTURES FLA. PE # 16557 C.A.N. 3538 DEC Q 9 2008 PRODUCT RENEWED as matplbting with the Florida Bidding Code Acceptance No O —i 2.6 Expiration Date / 3 By tSLCci 1-144 Miami Prods& Control Division ra EVELOPMENT CC I C 0 tu V N V THIS SHEET LOCK OPTION ADDED U Z a U Z CD W 2 0 0 N 0 K U O 0 _0 V 0 n "7 O 0 1; 0 No N 0 < m 0 0 { � �o 1 n o ni �l t\ o n 1i m A drawing no. W03 --58 (sheet 7 of 9 2.500 , .750 4.500 3.712 - 1 .125 .187- 1.750 2.086 3.625 - FRAME HEAD 4.500 1.750 .125 ALT. FRAME HEAD TOP RAIL 3..539 ------- -.094 HINGE STILE 1.875 3.625 2.086 (2) 4.500 FRAME TRANSOM 1.750 3.712 1.750 r-.250 .125 4.500 .250 FRAME JAMB -1.784 -.125 4.875 BOTTOM RAIL 6.375 I 3.500 3.625 LOCK STILE (ACTIVE) 1.875 I .563 .050 .625 DOOR STOP COVER T .063 1.444 DOOR STOP .937 1.625 r .083 -+■ .750 1.200 "5 ' GLASS STOP (TRANSOM HEAD/SILL) 0 SADDLE THRESHOLD S LOCK STILE (IN-ACTIVE) 1.527 - -1 1.262 r i .500 ._____..,...______-..11-J-d_n____L p, q ri .500 .281-I 3.429 -2.255 BUMPER THRESHOLD ®Et ADA THRESHOLD COVER .125 EXTERIOR CLASS STOP (DOOR) F - .062 1 1.224 II II 1.337 I 6\2) INTERIOR GLASS STOP (DOOR) 3.697 --- 2.134-- FLAT FILLER 2.773 1h,-- .281 .078 .130 1.0001-- EXTERIOR GLASS STOP (TRANSOM) -1.773 1.760 .062 1.390 1-- .660 INTERIOR GLASS STOP (TRANSOM) PRODUCT RENEWED es complying with the Florida Raiding Code Acceptance No -1262-6 V Expiration Date .12_6317d01 cit 1. Zh 61 144- Miami ?Matt Centrist Division Engr: DR. 1-7JMAYOUN FAR000 STRUCTURES FLA. PE # 16557 3538 DEC 0 9 2008 _J 1J 1 I re 0 ouJ L) CL uJ IX O b' (,) 8 a s o < o rc;-0 c . 0° < e. .5 a VI▪ ' < Vi 0 0. L co o 0 I- • 0 0 W p o x 41 0 0a. U- Z 0 0 < a w • g.n 0 as REV. PER BCCO COMMENTS 0 0 rl 0. 0 N • Na 0 �1 Lci cs! co 0 „c 4( C U 0 0 II • I 03 < o P rd-rowing no. W03-58 Csheet 8 of 9 ) FRAME TOP CORNER DOOR CORNER TRANSOM CORNER FRAME BOTTOM CORNER DOOR LEAF CORNER Engr. OR 1-41.4.1A YOU 'AR000 STRUCTU FLA. PE 65E7 CAN. 538 PRODUCT RENEWED es womb* with the Florida ilititling Code Aereptattee No "S-127 Y Expiration Da$epr / 3 By I It or Nide" Diwbion 0 U C a REV. PER BCCO COMMEN >. -0 a 0°' drawing no. W03-58 (sheet 9 of 9 j 0 0 0 4" MAX. HEAD /SILL CORNERS THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. SERIES K2LM ALUMINUM OUT -SWING DOOR USE BUMPER THRESHOLD (#5A +56) WHEN WATER INFILTRATION REQUIREMENTS ARE NOT APPLICABLE. USE HIGH -RISE THRESHOLD COVER (f5A +5C) WHEN WATER INFILTRATION REQUIREMENTS MUST BE MET. SEE CHARTS ON SHEET 2 FOR DESIGN LOAD CAPACITY OF SINGLE (X) AND DOUBLE (XX) LEAF DOORS W/O TRANSOMS. SEE CHARTS ON SHEET 3 FOR DESIGN LOAD CAPACITY OF SINGLE (O /X) OR DOUBLE (0 /XX) LEAF DOORS WITH TRANSOMS. SEE CHARTS ON SHEETS 5 & 6 FOR DESIGN LOAD CAPACITY OF DOOR MULLION. USE LOWER VALUES OF DOOR MULLION CHARTS (SHEETS 5 & 6) OR DOOR CAPACITY CHARTS (SHEETS 2 & 3). 0 51 1/2" MAX. FRAME WIDTH 13 1/2" MAX. HEAD SILL 48" MAX. LEAF WIDTH r SURFACE APPLIED FALSE MUNTINS MAY BE USED ANCHORS REQD. SEE CHART BELOW FOR QUANTITIES 99 3/4" MAX. 4" MAX. FRAME WIDTH 13 1 /2" MAX. TYP. HEAD /SILL CORNERS AT HEAD /SILL TYPICAL ELEVATIONS NOTES: THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2007 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2007 FLORIDA BLDG. CODE SECTION 2003.8.4. / i; / / UPTO 120 IN. w00D II / CONCRETE II II / 3 / 11 _ — _ -ter _ / II II II f1 \ II ll \ 1 \ II \ II IN It 11 \ II II \ o„ ACTIVE \ 48" MAX. LEAF WIDTH r SURFACE APPLIED FALSE MUNTINS MAY BE USED ANCHORS REQD. SEE CHART BELOW FOR QUANTITIES 99 3/4" MAX. 4" MAX. FRAME WIDTH 13 1 /2" MAX. TYP. HEAD /SILL CORNERS AT HEAD /SILL TYPICAL ELEVATIONS NOTES: THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2007 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2007 FLORIDA BLDG. CODE SECTION 2003.8.4. O.L. OPG. 48" MAX. \\ 29 / // / / / / / / / IN- ACTIVE I 37 3/4" MAX. b.L. OPG. [(0‘`) c z • h n Q J o Ce 0 2 ems{ o «g to di ▪ o h WU)e, FAX. (305) 888 -6289 C LEAF WIDTH 48" MAX. LEAF WIDTH gy• TOTAL NO, OF ANCHORS AT .MTG. STILE ENDS / FOR FRAME HT. SUBSTRATE UPTO 120 IN. w00D 9 O.L. OPG. 48" MAX. \\ 29 / // / / / / / / / IN- ACTIVE I 37 3/4" MAX. b.L. OPG. [(0‘`) c z • h n Q J o Ce 0 2 ems{ o «g to di ▪ o h WU)e, FAX. (305) 888 -6289 C LEAF WIDTH 48" MAX. LEAF WIDTH gy• TOTAL NO, OF ANCHORS AT .MTG. STILE ENDS FOR FRAME HT. SUBSTRATE UPTO 120 IN. w00D 9 CONCRETE 3 METAL 3 LAMINATED GLASS LARGE MISSILE IMPACT Engr: JAVAD AHMAD CIVIL FLA. PE N 70592 C.A.N. 3538 PRODUCT REVISED ac complying with the F'Iofida Building Code �,�a�1 Acceptance No Exultation Date K. Ac v By Miami ade Itraduct C°MfroJ drawing ' no. W04 -91 sheet 2 of 11) DOOR OPNG, HEIGHT LEAF WIDTH I- z La w x z 0 0 8 2 z C N (x) LEAF WIDTH LEAF WIDTH .( 2 Z. CSI r/ / / / / r / r / r / ir / /7 -/ \ \ \ \ \ \ LEAF WIDTH INCHES I\ \ \ \ \ \ \ // / /f / / / / / 30 ( XX ) I C9 w x o. 0 8 0 LEAF WIDTH X r/ / / / / / / LEAF WIDTH INCHES CO \ 30 100.0 120.0 \ 36 100.0 120.0 80 42 \ 120.0 48 100.0 120.0 \ 30 100.0 120.0 (x) LEAF WIDTH LEAF WIDTH ANCHORS REQD. SEE CHART ON SHEET 1 FOR QUANTITIES ( X X ) SEE CHART ON SHEET 1 ANCHORS REOD. FOR QUANTITIES SINGLE OR DOUBLE ENTRANCE DOORS W/0 TRANSOM NOMINAL DIMS. DESIGN LOAD CAPACITY -PSF °ANC. HEIGHT INCHES LEAF WIDTH INCHES EXT.( +) INT.( --) 30 100.0 120.0 36 100.0 120.0 80 42 100.0 120.0 48 100.0 120.0 30 100.0 120.0 36 100.0 120.0 84 42 100.0 120.0 48 100.0 120.0 30 100.0 120.0 36 100.0 120.0 96 42 100.0 120.0 48 100.0 120.0 30 100.0 120.0 36 100.0 120.0 108 100.0 120.0 42 48 100.0 120.0 30 100.0 100.0 36 100.0 100.0 120 42 100.0 100.0 48 100.0 100.0 I #12-24 X 3/4" FH SCREWS AT 4" FROM CORNERS AND 12" 0.C. MAX. SPACING SILICONE DOW CORNING 795 1/2" MIN. TYP. GLASS BITE TRANSOM JAMB 1/4" HEAT STREN'D GLASS .120" INTERLAYER UVEKOL S LIQUID RESIN BY 'SURFACE SPECIALTIES' 1/4" HEAT STREN'D GLASS GLASS TYPE 'A' SILICONE DOW CORNING 995 PECORA 895 GE 2000 1/4" HEAT STREN'D GLASS .120" INTERLAYER UVEKOL S LIQUID RESIN BY 'SURFACE SPECIALTIES' 1/4" HEAT STREN'D GLASS SILICONE DOW CORNING 795 SILICONE DOW CORNING 795 1/4" HEAT STREN'D GLASS 0.100" INTERLAYER SAFLEX DIG OR SAFLEX HP BY ' SOLUTIA' z 5 NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E 1300 -04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCAO5- DEC --219 1/4" HEAT STREN'D GLASS N GLASS TYPE 'B' GLAZING DETAILS TRANSOM SILICONE DOW CORNING 995 PECORA 895 GE 2000 SILICONE DOW CORNING 995 PECORA 895 GE 2000 1/4" HEAT STREN'D GLASS 0.100" INTERLAYER SAFLEX DIG OR SAFLEX HP BY 'SOLUTIA' / z 2 03 n 1/4" HEAT STREN'D GLASS SILICONE DOW CORNING 995 PECORA 895 GE 2000 GLASS TYPE 'A' GLASS TYPE 'B' GLAZING DETAIL., DOOR LEAF Engr: JAVAD AHMAO CIVIL FLA. PE • 70592 C.A.N. 3536 PRODUCT REVISED all complying with the Florida Bolding Code Acceptance No S 'iration Date os 0 1 Miam ade Product Coln, di m a O u C ca FAX. (305) 888 -6289 1%! C ;fA 0 Q I- u rn '0 z L. 8 0 A .0 ar V 0 0 S.0 4 m u 0 drawing no. W04-91 SINGLE ENTRANCE DOORS WITH TRANSOM DESIGN LOAD CAPACITY NOMINAL DIMS. WITHOUT REINF. OPNG. WIDTH INCHES DOOR HEIGHT INCHES TRANSOM HEIGHT INCHES EXT. ( +) lNT. ( -) 48 MAX. 108 MAX. 60 100.0 120.0 2 0 En i LEAF WIDTH 0 w Y 0 0 NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300- 04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05 -DEC -219 DOUBLE ENTRANCE DOORS WITH TRANSOM DESIGN LOAD CAPACITY NOMINAL DIMS. WITHOUT REINF. WITH REINF. OPNG. WIDTH INCHES DOOR HEIGHT INCHES RANSOM HEIGHT INCHES ® ®® 100.0 120.0 100.0 INT. ( -) 120.0 60 80 24 30 36 42 48 54 60 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 113.7 100.0 120.0 100.0 108.0 100.0 120.0 I 24 30 36 42 48 54 100.0 104.3 100.0 120.0 97.6 97.6 100.0 120.0 120.0 76.0 100.0 120.0 86.0 86.0 100.0 120.0 81.0 81.0 100.0 120.0 78.5 76.5 100.0 120.0 61.3 24 30 36 42 48 75.4 75.4 100.0 120.0 70.2 70.2 100.0 120.0 65.6 65.6 100.0 120.0 mmaningi 96' 100.0 120.0 57.6 57.6 100.0 120.0 45.8 24 30 36 42 56.7 56.7 100.0 120.0 52.5 52.5 100.0 120.0 120.0 60 100.0 120.0 45.4 45.4 100.0 120.0 60 84 24 30 36 42 48 54 60 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 116.3 100.0 120.0 100.0 110.4 100.0 120.0 100.0 105.0 100.0 120.0 72 24 30 36 42 48 54 100.0 100.5 100.0 120.0 Kommon 88.4 88.4 100.0 120.0 100.0 120.0 RagEgg 100.0 100.0 120.0 78.6 78.6 100.0 120.0 74.3 WM 100.0 120.0 84 24 30 36 42 48 MEIN 100.0 120.0 67.8 67.8 100.0 120.0 63.4 100.0 120.0 110.1111311 100.0 120.0 55.8 55.8 100.0 120.0 24 30 36 42 100.0 120.0 50.7 50.7 100.0 120.0 47.1 100.0 120.0 Mill 43.9 100.0 120.0 DOUBLE ENTRANCE DOORS WITH TRANSOM DESIGN LOAD CAPACITY NOMINAL DIMS. WITHOUT REINF. WITH REINF. OPNG. WIDTH INCHES DOOR HEIGHT INCHES TRANSOM HEIGHT INCHES EXT. ( +) INT. ( -) EXT. ( +) INT. ( -) 60 96 24 30 36 42 48 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100,0 118.2 100.0 120.0 100.0 112.1 100.0 120.0 100.0 106.6 100.0 120.0 72 24 30 36 42 48 90.4 90.4 100,0 120.0 85.2 85.2 100.0 120.0 80.4 80.4 100,0 120.0 76.0 76.0 100.0 120.0 72.0 72.0 100.0 120.0 84 24 30 36 42 48 65.4 65.4 100.0 120.0 61.3 61.3 100.0 120.0 57.6 57.6 100.0 120.0 54.2 54.2 100.0 120.0 51.2 51.2 100.0 120.0 96' 24 30 36 42 49.1 49.1 100.0 120.0 45.8 45.8 100.0 120.0 42.8 42.8 100.0 120.0 40.1 40.1 100.0 120.0 60 108 24 30 36 100.0 120.0 100.0 120.0 100.0 113.9 100.0 120.0 100.0 108.3 100.0 120.0 72 24 30 36 82.2 82.2 100.0 120.0 77.8 77.8 100.0 120.0 73.7 73.7 100.0 120.0 84 24 30 36 59.4 59.4 100.0 120.0 56.0 56.0 100.0 120.0 52.8 52.8 100.0 120.0 96" 24 30 36 44.7 44.7 100.0 120.0 41.8 41.8 100.0 120.0 39.3 39.3 100.0 120.0 ( TRANSOM WITHOUT REINF. TRANSOM WITH REINF. Engr: JAVAD AliN1,4D CIVIL FLA. PE # 70592 C.A.N. 3538 PRODUCT REVISED as complying with the Florida Bnildiilg Code Acceptance No E '.iration Date BY hiiaan a ode Product C co 0 C 0 a. U w .cy U m S 0 o X20 a m c.) • drawing no. W04-91 4" MAX. HEAD /SILL CORNERS 99 3/4" MAX. FRAME WIDTH 94 1/4" AT HEAD /SILL O I � I � I II II II II II Il / IL Z. I / I `/ / I / IN— ACTIVE 37 3/4" MAX. ( O /XX ) TYPICAL ELEVATION D.L. OPG. 48" MAX. a n LEAF WIDTH SUBSTRATE NO. OF ANCHORS AT TRANSOM ENDS WITHOUT REINF. WITHOUT REINF. WOOD 1 / CONCRETE 3 5 METAL 3 4 I � I � I II II II II II Il / IL Z. I / I `/ / I / IN— ACTIVE 37 3/4" MAX. ( O /XX ) TYPICAL ELEVATION D.L. OPG. 48" MAX. a n LEAF WIDTH SUBSTRATE NO. OF ANCHORS AT TRANSOM ENDS WITHOUT REINF. WITHOUT REINF. WOOD 5 a CONCRETE 3 5 METAL 3 4 Engr: JAVAI) As4MAD CIVIL FLA. PE # 70592 C.A.N. 35.35 PRODUCT REVISED as complying with the Florida Building Code Acceptance No » I , .05 Expiration Date ,Mtart DU(0 Dade Product am k3y r;n J to Q 2 N O re t u 0Q O' m 8 oO.4 rl CC N wy LL .1 p) ui r F °o _ rn � M • VinLa O O w FAX. (305) 888 -6289 TEL. (305) 888 -6288 f l a fa UPDATED TO 2007 FPC L1 19st C (IWI 0 •P 0 N 0 b u ) drawing no. W04-91 sheet 4 of 11) DOOR MULLION LOAD CAPACITY NOMINAL DIMS. LOADS -PSF WIDTH (w) FRAME HEIGHT EXT.( +) & INT.( -) 24" 100.0 30" 100.0 36" 100.0 42" 80" 100.0 48" 1 00.0 54" 100.0 60" 100.0 24" 100.0 30" 100.0 36 " 100.0 42" 84" 100.0 48" 100.0 54" 100.0 60" 1 00.0 24" 100.0 30" 100.0 36" 100.0 42" 90 100.0 48" 100.0 54" 100.0 24" 100.0 30" 100.0 36 ". 96" 100.0 42" 100.0 48" 100.0 i 24" 100.0 30" 100.0 36" 102" 100.0 42" 100.0 48" 100.0 24" 100.0 30" 100.0 36" 108" 100.0 42" 100.0 24" 100.0 30" 114" 100.0 36" 100.0 42" 100.0 24" 100.0 30" 100.0 120" 100.0 36" 42" 99.7 DOOR MULLION WIDTH (W) - w1 + W2 2 (SUBSTRATE i WOOD NO. Or ANCHORS AT DOOR MULLION 8 CONCRETE 4 METAL 4 H - - -J WIDTH (W) = 21 + W2 pT = Engr JAVAD AHhIAD CIVIL FLA. PE # 70592 C.A.N. 3538 B 07 2011 PRODUCT REVISED as complying with the Florida Building Code Acceptance No Expiration Date By Miami ado Product Co Z Q Z fis f" W CC o Ow m CC C Ot Cl) o Q o o ro E f11 p t to a c 3 FAX. (305) 888 -6289 TEL. (305) 888 -6288 I-• 4r 0 0 K al O 0 I drawing no. W04 --91 (sheet 5 of 11) DOOR MULLION LOAD CAPACITY DOOR MULLION LOAD CAPACITY DOOR MULLION LOAD CAPACITY DOOR MULLION LOAD CAPACITY NOMINAL DIMS. LOADS-PSF NOMINAL DIMS. LOADS -PSF NOMINAL DIMS. LOADS -PSF NOMINAL DIMS. LOADS -PSF DOOR WIDTH W1 SIOELITE WIDTH W2 DOOR HEIGHT A FRAME SPAN L EXT. ( +) iNT. ( -) DOOR WIDTH W1 SIDELITE WIDTH W2 DOOR HEIGHT A FRAME SPAN L EXT. (4) INT. ( -) DOOR WIDTH WI SIDELITE WIDTH W2 DOOR HEIGHT A FRAME SPAN L EXT. (+) INT. ( -) DOOR WIDTH WI SIDELITE WIDTH W2 DOOR HEIGHT A FRAME SPAN L EXT. (4) INT. ( -) 60" 30" 33" 39" 42" 80" 108" 100.0 60" 30" 33" 39" 42" 84" 108" 100.0 60" 30" 33" 39" 42" 96" 108" 100.0 60" 30" 33" 39" 42" 108" 114" 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 72" 30" 33" 39" 42" 100.0 72„ 30" 33" 39" 42" 72" 30" 33" 39" 42" 100.0 100.0 72„ 30" 33" 39" 42" 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100'0 100.0 100.0 100.0 84" 30" 33" 39" 42" 100.0 84„ 30" 33" 39" 42" 84" 30" 33" 39" 42" 100.0 '.. 100.0 84„ 30" 33" 39" 42" 100.0 100.0 100.0 100.0 100.0 97.3 100.0 100.0 100.0 94.7 97.8 100.0 100.0 96" 30" 33" 39" 42" 96.7 96" 30" 33" 39" 42" 100.0 96" 30" 33" 39" 42" 96" 30" 33" 39" 100.0 100.0 94.2 97.7 100.0 100.0 89.4 92.6 98.3 100.0 87.3 90.3 100.0 60„ 30" 33" 39" 42" 108" 120" 100.0 60" 30" 33" 39" 42" 80" 114" 100.0 60" 30" 33" 39" 42" 84" 114" 100.0 60" 30" 33" 39" 42" 96" 114" 100,0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 99.5 100.0 72„ 30" 33" 39" 42" 100.0 100,0 72" 30" 33" 39" 42" 100.0 72„ 30" 33" 39" 42" 100.0 72" 30" 33" 39" 42" 100.0 100.0 98.4 100.0 98.8 100.0 92.7 95.4 95.5 100.0 90.1 92.6 84 30" 33" 39" 42" 100.0 100.0 84 °' 30" 33" 39" 42" 91.6 84„ 30" 33" 39" 42" 94.7 B4„ 30" 33" 39" 42" 97.4 100.0 89.1 92.0 91.1 100.0 84.4 87.0 88.3 95.6 82.2 84.7 96 30" 33" 92.9 92.8 96" 30" 33" 39" 83.5 96„ 30" 33" 39" 86.5 -� 96" 30" 33" 39" 89.9 96.5 81.4 84.2 93.7 77.4 80.0 88.5 60" 30" 33" 39" 42" 80" 120" 99.7 60„ .30" 33" 39" 42" 84" 120" 100.0 60" 30" 33" 39" 42" 96" 120" 100.0 96.4 99.0 100.0 90.4 92.6 99.8 87.6 89.7 96.5 72" 30" 33" 39" 42" 88.8 72" 30" 33" 39" 42" 91.4 72" 30" 33" 39" 42" 100.0 86.1 88.5 96.8 81.3 83.5 90.7 79.1 81.2 87.9 84" 30" 33" 39" 42" 80.0 $4„ 30" 33" 39" 42" 82.5 84" 30" 33" 39" 42" 91.0 77,9 80.3 88.2 73.9 76.0 83.1 72.1 74.1 80.7 96" 30" 33" 72.7 96„ 30" 33" 75.2 96" 30" 33" 83.3 71.0 73.3 81.0 DOOR MULLION W2 SIDELITE WIDTH DOOR WIDTH Engr: JAVAD ARMAO CIVIL FLA. PE 41 70592 C.A.N. 3538 PRODUCT REVISED as complying with the Florida Building Code Acceptance No (ix iration Date 5 By Miami r ade Product , ( a n drawing no. W04 -91 (sheet 6 of 11) NO. OF ANCHORS AT SUBSTRATE DOOR MULLION WOOD 12 CONCRETE 6 METAL 6 Engr: JAVAD ARMAO CIVIL FLA. PE 41 70592 C.A.N. 3538 PRODUCT REVISED as complying with the Florida Building Code Acceptance No (ix iration Date 5 By Miami r ade Product , ( a n drawing no. W04 -91 (sheet 6 of 11) ) TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING 1BY WOOD BUCK #8 X 5/8" PH SMS AT 2" FROM ENDS & 12" O.C. MAX. OT APPR'D FOR WATER RESIST. 3/4" MIN. THROW '13.OJ.T PENETRATION INTO SILL & SUBSTRATE ME HEIGHT TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING METAL STRUCTURE APPR'D FOR WATER RESIST. 5A I_ I_ a 9-1 TYPICAL ANCHORS SEE ELEV. FOR SPACING REINFORCING CHANNELS OPTIONAL SEE SHEET 3 FOR CAPACITY TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING WOOD BUCKS AND METAL STRUCTURE NOT BY SMITH MOUNTAIN MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS: SEE ELEV. FOR SPACING TYPE 'A'- 1/4" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy =155 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1 -3/8" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN, EMBED INTO CONC. OR MASONRY TYPE ' B'- 1/4" DIA. ULTRACON BY 'ELCO' (Fu". 177 KSI, Fy� 155 KSI) DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN, EMBED INTO MASONRY 1 -3/4" MIN. EMBED INTO CONCRETE TYPE 'C'- #14 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO MIAMI -DADE COUNTY APPROVED MULLIONS (MIN. THK. =1 /8 ") INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063 -T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2" MIN. INTO WOOD STRUCTURE = 1" MIN, INTO METAL STRUCTURE = 3/4" MIN. TYPIrAL CL TO CL DISTANCE INTO CONCRETE AND MASONRY = 3" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 1" MIN. CONCRETE AT HEAD, SILL OR JAMBS f'c = 3000 PSI MIN. C-90 HOLLOW /FIL.t.E0 BLOCK AT JAMBS Cm = 2000 PSI MIN. Engr: JAVAD AHMAD CIVIL FLA. PE # 70592 CAN, 3538 PRODUCT REVISED as complying with the Florida Building Code Expiration No - I .0 ration Date J►t`fY- Miami T, ade Product ' E tro By Mi C Lai W 1 co Lf1 r, co r7-) • i z >2. F,(JW o ro FAX. (305) 888 -6289 TEL. (305) 888 -6288 c C O c scale: 3/8" r drawing no. W04-91 sheet 7 of 1 1) 1/4" MAX. TYPICAL ANCHORS SEE ELEV. FOR SPACING SHIM D.L. OPG. FRAME WIDTH #8 X 5/8" PH SMS AT 5" FROM ENDS & 13" O.C. MAX. 1/4" MAX. ACTIVE LEAF I BY WOOD BUCK Ir =FP' StEICEALLEVAN. ANCHORS • FOR SPACING PANEL WIDTH FRAME WIDTH 0 1/4" MAX. SHIM SPACE #8 X 1" FH 5M5 AT 12" O.C. TYPICAL ANCHORS SEE ELEV. FOR SPACING ACTIVE LEAF IN—ACTIVE LEAF • 1. TYPICAL ANCHORS SEE ELEV. FOR SPACING D.L. OPG. EXTERIOR PANEL WIDTH PANEL WIDTH 1/4-20 X 2" MS 0 4" FROM ENDS & 12" O.C. MAX. FRAME WIDTH SEE SMITH MOUNTAIN STOREF N-T- NOA- - - FOR LO D RATING 4c DETAILS JAVAD AHMAD CIVIL FLA PE # 70592 C.A.N. 3538 METAL STRUCTURE PRODUCT REVISED as complying with the Florida Building Code Acceptance No 9 Expiration Date „ tif, • i r, ade Product Con ci CNI Cf) FAX. (305) 888 -6289 C 0 472. a U 0 z IA a 2 8 csi 0 0 date: 10-25-04 11 In ,t. drawing no. W04-91 (sheet 8 of 1 1 2.500 it .750 <.50� 3.712 1 4.500 3.712 j 25 .187 3.339 .094 1.750 1.875 4.875 3.875 5.000 .125 i 1' 2.086 3.625 FRAME HEAD r--.---- 4.500 3.464 DOOR STILE GLASS STOP (TRANSOM HEAD /SILL) 1.750 L1.784 TOP RAIL 1.784 1.372 ® ASTRAGAL STILE DOOR STOP COVER ALT. FRAME HEAD 4.875 .750 6.500 6.375 2.500 4.500 3.938 3.500 1.444 L 1s DOOR STOP -.188 FRAME TRANSOM BOTTOM RAIL REINFORCING CHANNELS 1.000 -I 1.750 4.125 3.712 L. 1.224 .062 I 1.337 3.686 ---� L 1.784 .125- REINFORCING CHANNELS 250 FRAME JAMB 3.697 2.134 --+g 17 FLAT FILLER --1 1-.281 2.773 _...11.000 L-. 1.760 .062 1.390 BUMPER THRESHOLD -+{ 1.262 .281 STD. THRESHOLD COVER HI -RISE THRESHOLD COVER Engr: JAVAD AtiM 0 CIVIL. FLA. PE rM 70592 C.A.to. 3538 .130 EXTERIOR GLASS STOP (TRANSOM) INTERIOR GLASS STOP (TRANSOM) PRO.tUCT REVISED as complying with the Plorid1 1;aildi g Code i .COW, ?Ante No Ex `ation Date Ey ;r:/ Miami 'Jade Product Contro V z F� w Le 0 0 a C 0 Cho • V' g OO4 0 iv E. GQ • X• 30, atog d 62 COMP- ANL \W04 -91 SM C ALUM OUT -SWING ENTRANCE DOOR W LJ L.6.1 (n c FAX. (305) 888 -6289 N N 0 d a Ca m 0 0 N 0 3 u drawing no. W04 -91 sheet 9 of 1 1 LOCK OPTIONS: OPTION 1: SINGLE LEAF DOORS: ALL SINGLE LEAF DOORS TO BE FITTED WITH 3 POINT LOCK DOUBLE LEAF DOORS: ACTIVE LEAF: THREE POINT LOCK SYSTEM WITH 5 PLY HOOK LOCK BOLT REGENT 2222, KEY OPERATED ON EXTERIOR AND THUMB -TURN ON INTERIOR, LOCATED AT 34" FROM BOTTOM OF PANEL INACTIVE LEAF: TWO POINT LOCK SYSTEM SULLIVAN CH 103 WITH THUMB TURN ON THE INTERIOR, LOCATED AT 34" FROM BOTTOM OF PANEL OPTION 2: SINGLE LEAF DOORS: ALL SINGLE LEAF DOORS TO BE FITTED WITH 3 POINT LOCK DOUBLE LEAF DOORS: ACJ'IVE LEAF: THREE POINT LOCK SYSTEM WITH 4 PLY HOOK LOCK REGENT NO. 206 -3P, KEY OPERATED ON EXTERIOR AND THUMB -TURN ON INTERIOR, LOCATED AT 36" FROM BOTTOM OF PANEL INACTIVE LEAF: TWO POINT LOCK SYSTEM SULLIVAN CH 103 WITH THUMB TURN ON THE INTERIOR, LOCATED AT 36" FROM BOTTOM OF PANEL 3/8" HEX STEEL TIP BOLT GUIDE STEEL ROD WITH -THREADED ENDS t,/,- THRESHOLD BOLT 3/8" HEX STEEL TIP lcBOLT GUIDE HINGES: 4 -1/2 X 4" TWO PIECE STAINLESS STEEL BUTT HINGES AT 8" FROM TOP AND BOTTOM AND 26" O.C. MAX. #12X1/2" FH SELF TAPPING SCREWS 4 PER HASP 1 -1/2" X 1/2" THK. 7 -1/2" LONG ALUM PLATE AT HINGE LOCATIONS s f "!I j IIM 1!1 • STEEL ROD WITH THREADED ENDS THRESHOLD BOLT ITEM # PART # SMIS EXT. # REQD. DESCRIPTION MATERIAL MANF. /SUPPLIER /REMARKS 1 5606 SMI -001 1 FRAME HEAD 6063 -T6 - 1A SMM -006 SMI -006 1 ALT. FRAME HEAD 6063 -T6 - 2 5710 SMI -018 AS READ_ FRAME TRANSOM 6063 -T6 - 3 SMM -6007 SMI -005 2 FRAME JAMB 6063 -T6 - 5A SMM -023 SMI -023 1 BUMPER THRESHOLD 6063 -T5 - 5B SMM -024 SMI -024 1 STO.THRESHOLD COVER 6063 -75 - 5C SMM -025 SMI -025 1 HI -RISE THRESHOLD COVER 606.3-T5 -- 6 SMM -5984 SMI -012 1/ LEAF TOP RAIL 6063 -76 - 7 SMM -5987 SMI -013 1/ LEAF BOTTOM RAIL 6063 -T6 - 8 SMM -5986 SMI -011 2/ LEAF DOOR STILE 6063 -T6 - 9 SMI -030 SMI -030 1/ LEAF ASTRAGAL 6063 -T5 - 11 SMM -5981 SMI -007 4/ LEAF EXTERIOR GLASS STOP (DOOR) 6063 -T5 - 12 SMM -5982 SMI -008 4/ LEAF INTERIOR GLASS STOP (DOOR) 6063 -T5 - 13 SMM --003 SMI -016 - EXTERIOR GLASS STOP (TRANSOM JAMB) - - 14 SMM -004 SMI -017 - INTERIOR GLASS STOP (TRANSOM JAMB) - - 15 SMM -5712 SMI -002 2/ LITE GLASS STOP (TRANSOM HEAD /SILL) - - 16 SMM -002 SMI -014 3/ DOOR DOOR STOP 6063 -T5 - 16A SMM -001 SMI -015 3/ DOOR DOOR STOP COVER 6063 -15 - 17 SMM -5807A SMI -004 OPTIONAL FLAT FILLER 6063 -16 - 18 SMI -003 - AS REDD. INTERMEDIATE SNAP -IN 6063 --T5 - 19 H -63 SMI -G01 AS REDD. WEDGE -IN GASKET NEOPRENE DUROMETER 68 SHORE A 24 - SMI -003 AS READ. BULB W'STRIPPING VINYL OUROMETER 83 SHORE A 26 - - 2/ LEAF 3/8" THREADED ROD WITH NUT STEEL - 27 - - 2/ LEAF FLUSH BOLT GUIDE ST. STEEL - 28 - - AS REDD. PUSH BAR - - 29 - - AS REOD. PULL HANDLE - - 30 - - 2 THRESHOLD CLIP ALUMINUM 2" X 2" X 1/8" X 7/8" LONG 31 - - 4/ LEAF SUPPORT PLATE (1 -1/2" X 3 -3/8" X 3/161 ALUMINUM - 33 #12 X 1 -1/2" - AS REDD. FRAME ASSEMBLY SCREWS - HEX H TEKS 35 #12 X 3/4" - AS REOD. THRESHOLD CLIP SCREWS - FH SELF DRILLING 37 #10 X 5/16" - 2/ GUIDE GUIDE INSTALLATION SCREWS - FH MS 40 - - - REINFORCING CHANNEL (DOOR MULL) STEEL 1" X 3- 15/16" X I" X 3/16" THK, 41 - - - REINFORCING CHANNEL (DOOR MULL) STEEL 3/4" X 3 -1/2" X 3/4" X 1/8" THK. 42 - - OPTIONAL REINFORCING CHANNEL (TRANSOM) STEEL 1" X 4 -1/8" X 1" X 3/16" THK. 43 - - OPTIONAL REINFORCING CHANNEL (TRANSOM) STEEL 3/4" X 3- 11/16" X 3/4" X 1/8" THK. SEALANTS: ALL FRAME AND LEAF CORNERS AND INSTALLATION SCREWS SEALED WITH SILICONE. Engr: JAVAD AHM■D CIVIL FLA. PE 41 "10592 C.A.N. 3538 PRODUCT REVISED +ya complying with the Florida Banding Code Acceptance No ); iration Date MMiam P ade Product C tro iVii G 0 w w w O 3 C) W w 3 fl31- W ax r c U7 h co M Ni u7 w O J r') E3 FAX. (305) 888 -6289 c ai C 0 ,U) a 8 y U a 0 0 ° = v DUROMETER 0 0 vi 0 0 ‘C m 0 U N 0 w c • M W B • 0 drawing no. W04 -91 (sheet 100 11 FRAME TOP CORNER TRANSOM CORNER FRAME BOTTOM CORNER DOOR CORNER DOOR (LEAF CORNER Engr: JAVAO AHIHAD CIVIL FLA. PE # 70592 C.A.N. 3536 q` PRODUCT REVISED as complying With the Florida Building Code Acceptance No Expiration Date By Mia Dade Product 1�0 z reo 0 o OI0tu Q n. • rx.0 < d 11W1 y JV'0) fQ ,” FAX. (305) 262 -6978 8 N 0 C 0 m I 1 W la! Q LI- I-- co CAN z6O 4 J v cn M C O C 0 u NO CHANGE THIS SHEET 4) a 0 0 N O 0 h aa 0 drawing no. W04-91 sheet 11 of 1 1 7 -1/2" X 3" X .120" GALV. STEEL END ROLLER HINGES 1/4" X 3/4" SELF DRILLING SCREWS 4 PER HINGE 1/4" X 5/8" HEX BOLTS WITH LOCK NUTS 4 PER HINGE - COTTER PIN 1/4" X 5/8" HEX BOLTS WITH LOCK NUTS (/ 4 PER HINGE - ALTERNATE LOCK 2/ DOOR / 3/40. W \ LATCH SPRING LOADED SLIDE BOLT LOCK (BOTH SIDES) FASTENED W/ (4) #14 X 5/8" S.M.S. 5/8" MIN. LOCK ENGAGEMENT CONFORMS TO FBC 1012 REGARDING GARAGE DOORS 16 GA. GALV. STEEL MOUNTING PLATE FASTENED W/ FOUR # 10 -24 X 1/2" CARRIAGE BOLT & LOCK NUT., 5 PIN CYLINDER LOCK DIE CAST TEEHANDLE X 3/16" THK. 3/4"W X 3/16" THK. GALV. STEEL LOCK BARS INSIDE SPRING LATCH FASTENED W FOUR # 10 X 1/" S.M.S. .128 DIA. GALV. AIRCRAFT TYPE CABLE & NICO -PRESS SLEEVE W/ MIN. 5 TO 1 SAFETY FACTOR BOTTOM BRACKET END STILE CENTER STILE - OUTSIDE HANDLE B 11" X 4 -1/2" X 0.1" STEEL PLATE WITH _ (2) 1/4 X 5/8" HEX BOLTS W/ LOCK NUTS (5) #14 X 5/8" SMS C- INTERMEDIATE STILES FASTENED TO -PANEL SKIN W/ (6) 3/16" ALUM POP RIVETS \ AND TO TOP & BOTTOM RAIL W/ (4) 3/16" RIVETS A (2) TOP ROLLER BRACKETS SEE SHEET 3 FOR DETAIL T • • 32 11/16" 32 11/16" �� 32 11/16" LOCK BAR GUIDES INSTALLED ON END STILE .1„--2 WITH (4) #14 X 5/8" SMS .15T X .6W LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR OUTSIDE KEYED _ OCK LOCK BAR LOCKING SHOWN ALTERNATE TO LOCKS SHOWN ABOVE 1. 32 11/16" MAX. DOOR WIDTH = 16' -4" INSIDE ELEVATION 32 11/16" Z 0 N 0 1"J a N N 0 z • 0 N 0 L -► A 32 11/16" r THIS PRODUCT IS RATED FOR LARGE MISSILE IMPACT GENERAL NOTES THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004/2007 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). 2, ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 3. ALL BOLTS, NUTS AND WASHERS SHALL BE ZINC PLATED CARBON STEEL. 4. ANCHORING OR LOADING CONDITIONS OTHER THAN THOSE SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. J.B. DOOR MODELS: 16' -4"W X 22'H MAX MODEL DESCRIPTION 724 24 GA. ROLL FORMED STEEL DOOR 720 20 GA. ROLL FORMED STEEL DOOR NOTE: MODEL 724 TESTED. MAXIMUM DESIGN LOAD RATING = + 87.0 PSF (FOR SIZES SHOWN OR SMALLER) — 90.0 PSF Engr: O. HUMAYOUN FAROOG STRUCTURES FLA. PE # 16557 C.A.N. 3538 EC 1 1 2008 Z 0 W • E CC 25 O it Lt CC W CC C7 o M O w O 0• 11 ic'o-� 0 a W w W t!J U. J Z N — Q 0 0 o N U, 0 m w cc O O 0 W 0 N 0 0 0 W 0 J W W I-- • 7 4 J W L 0 1 .o o I s o z I! m . 0 .drawing' no 08-08 Csheet 1 of 4—) 1 -3/8" X 6- 3/16" X 2" X 18 GA. STEEL FORMED END STILE RIVETED TO DOOR SKIN WITH (8) 3/16" ALUM POP RIVETS AND TO TOP AND BOTTOM RAILS WITH (4) ALUM POP RIVETS 2 -3/4" W X 20 GA. STEEL FORMED CENTER STILE RIVETED TO DOOR SKIN WITH (6) 3/16" ALUM POP RIVETS AND TO TOP AND BOTTOM RAILS WITH (4) ALUM POP RIVETS / SECTION D —D 2 -3/4" W X 20 GA. STEEL FORMED CENTER STILE RIVETED TO DOOR SKIN WITH (6) 3/16" ALUM POP RIVETS AND TO TOP AND BOTTOM RAILS WITH (4) ALUM POP RIVETS t 16 GA. GALV, STEEL L— CENTER HINGE FASTENED WITH (4) #14 X 5/8" HH SELF DRILLING SCREWS STOP MOULDING AS REQD. STEEL STRUCTURE BY OTHERS MUST SUPPORT THE LOADS IMPOSED I BY DOOR SYSTEM STEEL TRACK 12 GA. X 3 -5/16° X 1 -1/2" FASTENED TO TRACK PLATES W/ (2) 1/4 -20 X 5/8" CARRIAGE BOLTS & LOCK NUT DOUBLE ROLLER HINGES COTTER PIN_, INSTALLED ON ROLLER SHAFT Z16 GA. GALV. STEEL CENTER HINGE FASTENED WITH (4) #14 X 3/4" HH SELF DRILLING SCREWS SECTION B —B i 12 GA GALV. STEEL FLAT BRACKET t 3" LONG 0 6" O.C. CONNECTED TO CONT. ANGLE W/ (3) 1/4" 0 SPOT WELDS 1 -1/4" X 2 -5/8" X 14 GA CONT. STEEL ANGLE STEEL ROLLERS 2.7" DIA. X .72" STANDARD W/ .62 DIA. X 9 -5/8" STEM Engr: DR. HUMAYOUN FAROOQ STRUCTURES FLA. PE ill 16557 C.A.N. 3536 4. U 0! z O I- FZ Q 2 • O O i N • W O U 4 O 2 O 4o • N O Et ui - Z N d W Q�" TEL. (305) 264 -8100 0 0 0 C0 0 0 w 2 w 0 w w C_ N C 0 .N v r Z N 0 0 6 L, co 0 < J It HN N Z iO CO w 0)0 I Q In C0 on Z= o on rn_ N q --I (4) O 0 c o d 0 cv O w 0 Z 0 )Ln 'drawing no. 08 -08 (heet 2 of 4 1 -3/4" X 2" X 20 GA. TOP RAIL RIVETED TO DOOR SKIN W/ 3/16" ALUM POP RIVETS'' - AT 2" & 20" FROM EACH END AND 42" O.C. TYPICAL SPACING 14 GA. GALV. STEEL ADJUSTABLE SLIDE FASTENED TO BRACKET W/ (2) 5/16 -18 X 3/4" HEX BOLTS WITH LOCK NUTS 3/4" X 2" X .050" THICK ALUM STIFFENER GLUED TO TOP RAIL / AND RIVETED TO VERTICAL STILES -1 W/ (2) 3/16" ALUM POP RIVETS AT TOP AND BOTTOM OF EACH SECTION 20 GA. ROLL FORMED STEEL BOTTOM RAIL I 12 GA. GALV. STEEL 1-- TOP ROLLER BRACKET (DOUBLE) FASTENED W/ (6) 1/4 X 5/8" HEX BOLTS WITH LOCK NUTS PANELS FASTENED TO HORIZ. RAILS WITH 3/16" ALUMINUM POP RIVETS--- - AT 2" & 16" FROM EACH END AND 28" O.C. TYPICAL SPACING OPTIONAL DOOR SKIN FOR DOORS WITH INSULATION ONLY MIN. 24 GA ROLL FORMED STEEL ASTM 653. SQ QUALITY, GRADE 50 MIN. YIELD STRENGTH = 50 KSI GALVANIZED ACCORDING TO ASTM A525 WITH A COATING DESIGNATION OF G90. EXTERIOR AND INTERIOR. 3/4" X 2" X .050" THICK ALUM STIFFENER GLUED TO TOP RAIL AND RIVETED TO VERTICAL STILES\ WITH (2) 3/16" ALUM POP RIVETS 7/8' VINYL GASKET BETWEEN BOTTOM RAIL AND PANEL SKIN 1 -3/4" X 2" X 20 GA. BOTTOM RAIL RIVETED TO DOOR SKIN W/ 3/16" ALUM POP RIVETS --- A` 2" & 16" FROM EACH END AND 28" O.C. TYPICAL SPACING SECTION A —A SEE SECTIONS AT RIGHT FOR LOCATION OF REINFORCING TRUSSES 3/16" 0 ALUMINUM POP RIVETS ' ® PANEL & VERT. STILES OPTIONAL INSULATIQNS @Y 'DYPLAST PRODUCTS LLC' EPS- EXPANDED POLYSTYRENE DENSITY = 1.05 PCF N.O.A. #07-1107.08 OR BY 'INSULFOAM LLC' DENSITY = 0.92 PCF N.O.A. #07- 1016.07 11 GA. GALV. STEEL ROLLER HINGES FASTENED W/ (4) 1/4 -20 X 5/8" HEX HEAD M.S. & LOCK NUTS TWO PIECES DOUBLE PANELS MIN. 24 GA ROLL FORMED STEEL ASTM 653. SQ QUALITY, GRADE 50 MIN. YIELD STRENGTH = 50 KSI GALVANIZED ACCORDING TO ASTM A525 WITH A COATING DESIGNATION OF G90. EXTERIOR AND INTERIOR. 11 GA. GALV. STEEL BOTTOM BRACKET r FASTENED WITH (2) 1/4 X 5/8" HEX BOLTS W/ LOCK NUTS i (5) #14 X 5/8" SMS REINFORCING TRUSS AT 2" FROM TOP OF SECTION 16 GA. X 2-1/4" X 2" GALV. STEEL U.BAR FASTENED TO INTERMEDIATE VERTICAL STILES W/ TWO #14 X 3/4" TEKS AND TO END STILES WITH SIX #14 X 3/4" TEKS TYPICAL REINFORCING TRUSS AT ±2" FROM BOTTOM OF SECTION BOTTOM SEAL .058 ALUM PLATE WITH 1/8" X 1" S.M.S. 42 48" O.C. AND TUBULAR RUBBER W'STRIPPING 1ST SECTION (BOTTOM) REINFORCING REINFORCING TRUSS AT ± 1" FROM BOTTOM OF SECTION ALL INTERMEDIATE SECTIONS REINFORCING REINFORCING TRUSS AT ±1" FROM BOTTOM OF SECTION TOP SECTION REINFORCING Eng�r. OR. HUMAYOUN FAR004 STRUCTURES FLA. PE # tf557 C.A.N. 3538 Dia r 3pdg t70742r z O Z 4 E M Q w aw as O 8 ✓ o M O (ii o Crc'6� Cr 4WD • U) - TEL. (305) 264 -8100 f C> 0 0 Z w Ct 0Q' L�1 W = C9 OC j 0 w Iw- UJl� 0 c C 0 N 5 V 0 O ( drawing no. 1 08-08 j (sheet 3 of 4 CENTER HANGERS REQUIRED FOR DOORS HIGHER THAN 8 FT. 1 -1/4" X 1 -1/4" X 12 GA. STEEL ANGLE HANGER & SWAY BRACE FASTENED TO TRACK W/ 5/16 -18 M. SCREWS & NUTS AND TO BLDG. STRUCTURE W/ 5/16 LAG SCREWS OR BOLTS A HORIZ. TRACK LENGTH = OPENING HEIGHT PLUS 2" 2 -5/8" X 1 -1/4" GALV. CONT. STEEL ANGLE 14 GA. JOINT BRACKET 6" X 2-1/2" X .10" THK. ATTACHED TO VERT. & HORIZ. TRACK W/ (4) 1/4 -20 X 5/8" CARRIAGE BOLT & NUT AND TO VERT ANGLE W/ (3) SPOT WELDS VERTICAL TRACK -� SECTION A -A 2 X 2 X 1/8" HORIZ. ANGLE SPOT WELDED TO HORIZ. TRACK AT 2 -5/8" IN. O.C. I; m fpg -ro▪ w - How IV jfap 0 co N. w m a 0 C • 0� ail a 0 °G w 0 010 CD Z la < MIA fir GALV. STEEL TRACK VERTICAL LIFT HIGH LIFT STANDARD LIFT AVAILABLE TRACK OPTIONS LOW HEADROOM 2 -1/2" X 3 -7/8" X 0.1" STEEL PLATES CONNECTED TO TRACK WITH TWO 1/4 -20 X 5/8" CARRIAGE BOLT & NUT STEEL STRUCTURE BY OTHERS MUST SUPPORT THE LOADS IMPOSED BY DOOR SYSTEM DOOR TRACK AS VIEWED FROM CENTER OF OPENING DOOR HEIGHT NO. OF TRUSSES SECTION HEIGHTS • 1ST 2NDI3RD 4TH 5TH 6TH 7TH 8TH 9TH 1IOTHI1TH 1/2 DYNABOLT BY 'ITW' 7' -0" 16 21" 21" 21" 21" N/A N/A N/A N/A N/A N/A N/A 8' -0" 16 24" 24" 24" 24" N/A N/A N/A N/A N/A N/A N/A 9' -0" 20 24" 21" 21" 21" 21" N/A N/A N /AN /AN /A N/A 10' -0" 20 24" 24" 24" 24 24" N/A N/A N/A N/A N/A N/A 11' -0" 24 24" 24" 21" 21" 21" 21" N/A N/A N/A N/A N/A 12' -0" 24 24" 24" 24" 24" 24" 24" N/A N/A N/A N/A N/A 13' -0" 28 24" 24" 24" 21" 21" 21" 21" N/A N/A N/A N/A 14' -O" 28 24" 24" 24" 24" 24" 24" 24" N/A N/A N/A N/A X15' -0" 32 24" 24" 24" 24" 21" 21" 21" 21" N/A WA N/A 16' -0" 32 24° 24" 24" 24" 24" 24" 24" 24" N/A N/A N/A 17' -O" 36 24" 24" 24" 24" 24" 21" 21" 21" 21" N/A N/A 18' -0" 36 24" 24" 24" 24" 24" 24" 24" 24" 24" N/A N/A 19' -O" 40 24" 24" 24" 24" 24" 24" 21 "i21" 21" 21" N/A 20'-0" 40 24" 24° 24" 24" 24" 24" 24" 24" 24" 24" N/A 21' -0" 44 24" 24" 24" 24" 24" 24" 24" 21" 21" 21" 21 "', 22' -O" 44 24° 24" 24" 24" 24" 24" 24" 24" 24" 24" 24 "�'I *- SECTIONS ARE NUMBERED STARTING AT THE BOTTOM 5/16" DIA. BOLTS AT 6" 0.C. MAX. EDGE DIST. ANCHOR SPACING ANCHORS STRUCTURE EMBED 'SPACING EDGE DIST. 1/2" HLC SLEEVE BY 'HILTI' CONC. 1 -1/2" 6" 2 -1/4" 1/2 DYNABOLT BY 'ITW' CONC. 1 -7/8" 6" 4" 3/8" POWER -BOLT BY 'POWERS' CONC. 2" 6" 2 -1/2" 4-1/2" 1/2" SLEEVE -ALL BY 'SIMPSONS' CONC. 2-1/4" I 6" 1 1/4" X 2 -5/8" X .076" THK. CONT. STEEL ANGLE 0.10" THK. GALV. STEEL FLAT BRACKET t 3 -7/8" LONG AT 6" O.C. IN DOOR OPNG. AT 18" O.C. ABOVE OPNG. CONNECTED TO CONT. ANGLE W/ (3) SPOT WELDS TRACK INSTALLATION 1 -1/2" MIN. STEEL TRACK 12 GA. X 3- 5/16" X 1 -1/2" FASTENED TO TRACK PLATES W/ (2) 1/4 -20 X 5/8" CARRIAGE BOLT & LOCK NUT Engr: DR. MUMAYOUN FAR000 STRUCTURES FLA. FE # 16557 C.A.N. 3538 CONCRETE f'c = 3000 PSI MIN. 0! 0 0 0 0 W 0'_ 0 0 w w U z U) 0 0 W C7 a a 0 ‘.0 sheet 4 of 4