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CC-12-1069 (2)• pa�t I� PiGXO L"Mr 60/aoosr�sy Eastern Engin =r 3401 NW 82nd Avenue Suite a. fla T. 305399.8133 • F. 305.599. Barry Univ Flood Hall Job No: 12 -143 SUBJECT TO COMPLIANCE WITH ALL FEDERAL • Aluminum Railing 11300 N.E. 2nd Avenue Miami Shores, FL 33161 LINTY RUI ES AND REGULATIONS CI 7, Cep STRUCTUMt CALCULATIONS ,011 I s0‘44 4t Q'1�•.• °' '•••M�e0 #0 Q : •.tiC;. :z o w o: • r" ,5 z cAQ'Gj +� � ...•• G b es 6,0/, n n ii�Oo Prepared y sa Prepared By: ❑ Raissa Lopez, PE ❑Gonzalo Paz , PE Lic. No. 59399 Lic. No. 60734 CAN #26655 CAN #26655 Job No 12 -143 1 of 18 O NO. OF PAGES 18 • • MINIMUM. DESIGN LOADS Other Structures All Heights Figure 29.5 -2 1 Force Coefficients, C1 Open Signs & Lattice Frameworks e Flat -Sided Members Rounded Members D qZ <_ 2.5 (D qz <5.3) D qZ > 2.5 >5.3) (D NZ- < 0.1 2.0 1.2 0.8 0.1 to 0.29 1.8 1.3 0.9 0.3 to 0.7 1.6 1.5 1.1 Notes: 1. Signs with openings comprising 30% or more of the gross area are classified as open signs. 2. The calculation of the design wind forces shall be based on the area of all exposed members and elements projected on a plane normal to the wind direction. Forces shall be assumed to act parallel to the wind direction. 3. The area Af consistent with these force coefficients is the solid area projected normal to the wind direction. 4. Notation: E: ratio of solid area to gross area D: diameter of a typical round member, in feet (meters); q2: velocity pressure evaluated at height z above ground in pounds per square foot (Nlm2). Job No 12 -143 2 of 18 313 12.5831 • Project Name:12 143 Barry University / Flood Hall Date:06 /04/12 ie le' t .Date:. 175.00 Kzt:= Kd := 0.85 = 0.8 Cf: zg := 900.001 :U Wind Velocity (mph) 7! AS 7 Miami Dade Broward Category 1 V =165 mph V =156 mph Category II V =175 mph V =170 mph Category ill & IV V =186 mph V =180 mph Topographic Factor Wind Directionality Factor (see table 26.6 -1) ASCE 7 -10 .... Kd =0.85 Gust Factor Net Force Coefficients Cf (see Figure 29.5 -2) Flat -Side Members for s<41.1 for 0.1 to 0.29 for 0.3 to 0.7- 2.0 1.8 1.6 Values for Terrain exposure constants a and zg: Exposure B— Value a =7 , Value zg =1200 Exposure C— Value a =9.5 , Value zg =900 Exposure D— Value a =11.5 , Value zg =700 ILI j 25.00 Z := if (Z < 15,15,Z) 2 Z a Kz:= 2.011 -1 zg f Height of Sign or Roof Mean Height of a Building (ft) Solidity Ratio of Sign ( %) qz = 0.00256. Kz• Kzt• Kd. V2 ral Design Wind Loa pz' 0'6(gz GCf) pz.EQ := maxpz 100 ,10 Eastern nNiMq Group 3 of 18 psf Rounded Members 1.2 0.8 1.3 0.9 1.5 1.1 Gross Wind per Actual Solid Area (psf) Equivalent Wind in Overall Area (psf) Fvw = 5000.01 • • Project Name:12 143 Barry University / Flood Hall Date:06 /04/12 ne taj := 19000.01 Fbw 9000.00 FvN:= 12000.01 psi Allowable bending stress for non welded members. psi Allowable bending stress for weld - affected members. psi Allowable Shear stress for non welded members. Allowable Shear stress for weld- affected members. psi Partial Welding, As per Aluminum Cope 2005, section 7 Fpw = Fn - (An /A) *(Fn -Fw) Awelo = woEtw A = (2sioes)x(5c) (tw)+ A = C3 c +o) tw c := 0.75 Ac:= 4•c +b 3 (times thickness ) in wd = p max at each face topJ rail post picket wo = 2 max at each face weld- affected cross sectional area distance from neutral axis to extreme comp fiber. width. net cross sectional area of the compression flange of a beam, consisting (times thickness) of the portion of the section farther than 2c/3 from the neutral axis, where c is the distance from the neutral axis to the extreme fiber. d -af Job No 12 -143 FbPR, := FbN — (FbN — FbW) Fvpw := FvN — - • (FvN — Fvw) 4 of 18 psi psi = 19000.00 Fvw := 5000.001 b =2:001 • • Project Name:12 143 Barry University / Flood Hall Date:06 /04/12 general j := 9000.001 Fv := 12000.01 psi psi psi psi Allowable bending stress for non welded members. Allowable bending stress for weld - affected members. Allowable Shear stress for non welded members. Allowable Shear stress for weld- affected members. Partial Weloing, As per Aluminum Cooe 2005, section 7 Ppw = Fn - (An /A)x(Fn -F-w) Awelo = (2 *(wd)) *tw Aweld = 2 )Kwo" tw A = (2sioes)x(3c)x(tw)+ A = C3 c + o) tw -51 c := 0.75 Ac:= 4.c +b 3 L v__ ,,. post picket oott, rail o(tw) wo = welo length at each eno (times thickness) weld- affected cross sectional area in distance from neutral axis to extreme comp fiber. in width. net cross sectional area of the compression flange of a beam, consisting (times thickness) of the portion of the section farther than 2c13 from the neutral axis, where c is the distance from the neutral axis to the extreme fiber. .... ............................... i-affectE Job No 12 -143 FbPw := FbN — %(FbN — Fbw) Aw Fvpw := FvN — FvN — Fvw) Ac of 18 psi psi • Top Chord 2 -5/8" x 1.5" Hollow Dixie Cap Area = 0.59 in ^2 Centroid = 2246.15, - 1072.36 Ixx Iyy Jz Pxy rxx ryy Sxx Sxx Syy Syy = 0,10 in ^4 0,45 in ^4 0,55 in ^4 = 0.00 in ^4 = 0.42 in 0.87 in Max = Min = Max Min Bottom Chord 2 "x1 "x1/8 0.14 in ^3 0.13 in ^3 0.34 in ^3 0,34 in ^3 j- 0,1250 h-2A000-1 } L Loom Area = 0,47 in ^2 Centroid = 12,47, 6,75 in = Ixx Iyy Jz Pxy rxx ryy Sxx Sxx Syy Syy 0.04 in ^4 0.28 in ^4 = 0.32 in ^4 _ -0,00 in ^4 0,30 in = 0.77 in Max = Min = Max Min = 0.15 in ^3 0.06 in ^3 0.28 in ^3 0,28 in ^3 Pickets 0.75" x 0.75" x 1/16" 0,7500 0,7500 Area = 0,17 in ^2 in Centroid = 23.42, 20,99 in Job No 12 -143 6 of 18 Ixx = Iyy = Jz = Pxy = rxx = ryy = Sxx Max = Sxx min Syy Max Syy Min Posts 2 "x2 "x3/16 0.01 in ^4 0.01 in ^4 0.03 in ^4 0.00 in ^4 0.28 in 0.28 in 0,04 in ^3 0.04 in^3 0,04 in^3 0.04 W3 2,0000 -1 2,0000 01875-1 Area = 1,36 in ^2 Centroid = 22.10, 8.76 in Ixx Iyy Jz Pxy rxx ryy Sxx Sxx Syy Syy = 0,75 in ^4 = 0,75 in ^4 1,50 in ^4 -0,00 in ^4 = 0.74 in 0.74 in Max = Min = Max Min = 0.75 in ^3 0,75 in ^3 0.75 in ^3 0,75 in ^3 • Project Name:12 143 Barry University / Flood Hall Date:06 /04/12 it Rallln in Allowable Stresses for Aluminum 6063 -T6 (psi) 6063 -T5 (psi) 6061 -T6 (psi) 6005 -T5 (psi) Fb (Tubes & Shapes) 15000 9500 19000 19000 Fb (Round & Oval) Fv Tubes, Shapes & Round E 18000 8500 10100 ksi 11500 5500 10100 ksi 24000 1:0 12000 10100 ksi 24000 °91 12000 10100 ksi White bars apply to nonwelded members and to welded members at loc. fathers than 1.0 in from a weld Shadded bars apply to within 1.0 in of a weld Allowable Stress for Aluminum Welding: Aluminum Filler Alloy 5356 Fv =7000 psi Allowable Stress for Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb =23760 psi, Fv=14400 psi for Fy =36 ksi E =29000 Ksi Fb =33000 psi, Fv=20000 psi for Fy =50 ksi E =29000 Ks Allowable Stress for Steel Welding: Welding: E -70)O( Fv=21000 psi Allowable Stress for Stainless Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb =16216 psi, Fv=9189 psi for (SS 304) Fy =30 ksi Fb =24325 psi, Fv=13514 psi for (SS 3041/16 Hard) Fy =45 ksi Fb =40540 psi, Fv =22702 psi for (SS 3041/4 Hard) Fy =75 ksi Fb =59460 psi, Fv=30270 psi for (SS 304 1/2 Hard) Fy =110 ksi Allowable Stress for Steel Welding: Welding: E318 or E309 E =28000 Ksi E =28000 Ksi E =28000 Ksi E =28000 Ksi Fv=19200 psi Allowable Stress for Wood Strong and Weak Axis Allowables Stress for Lumber No.2 Non Dense (2 "-4" thick): Fb =1350 psi, Fv=175 psi for 2 "-4" Wide E =1400 Ksi Fb =1150 psi, Fv=175 psi for 5 "-6" Wide E =1400 Ksi DESIGN INFORMATION: Florida Building Code 2007 AISC Manual of Steel Construction, NDS -ASD for Wood Construction, ASCE 08 -07 Specification for the Design of Cold- Formed Stainless Steel Structural Members, Aluminum Design Manual 2005 Wind Loads, ASCE 7 - 05 DESIGN LOADS: Handrail Design Loads: Concentrated Load = 200 lbs. applied at any point in any direction. Uniform Load = 50 plf applied in any direction (other than dwelling units). Guardrail System Loads: Concentrated Load = 200 lbs. applied at any point in any direction at the top of the guardrail (other than dwelling units include a load of 100 Ibs applied vertically downward at the top of guardrail). Concentrated horizontal load of 50 Ibs applied on a 1 sq ft. area at any point in the system. Job No 12 -143 7 of 18 := 17333.31 FbgT:= 9000.01 Fv$T := 5000.01 SYBT := 0.41 [1 A k L 46�t = 42:00 A A Railing Span (in) Post Height (in) Load gwind 12.98 P200 := 200.01 q50 = 50.00 P50 := 50.00 L L A 1 Vertical Load Horizontal Load Wind Pressure (psf) Single Concentrated Load (Ibs) Railing P= 200.00, Fence P =0.00 Uniform Distributed Load (plf) Railing q= 50.00, Fence q =0.00 Single Concentrated Load (Ibs) Railing P= 50.00, Fence P =0.00 p Rin FvTR := 10833.33 SxTR::= Sy .11 0.11 Job No 12 -143 Ps1 Psi Vertical Loads in3 .2 m Horizontal Loads in3 D ABT := 0.28 psi Psi in 3 .2 m := 14000.00 psi Fvvr := 8500.01 SxPT := 0.75 :__ 131 8 of 18 psi .3 m .2 m kc = 95' .00 FvnK := 2800.01 SXPK : ApK 0.17 Psi psi 3 in .2 m nser := 15000.01 FvIT 8500.01 SxIT := 0.01 AIT ;01 Psi psi .3 m .2 m • UM Concentrated Load = 200 Ibs. P200• L MTR.200 = 5 Uniform Load = 50 nil MTR.50 = 0.1012. ( 9 . L2 For Wind Pressure ( l MTn.wind 0.1012•I d I HPost L2 144 2 MTR := maxr;M112.200, MTR.50, MTR.wind) Concentrated Load = 200 Ibs. VTR.2oo P2adbs Uniform Load = 50 pif VTR.50 := 0.6•I J• L For Wind Pressure gwind Hpost VTRwind := 0.6' L 144 2 VTR := max(Vn00, VTR.50, VTR.wind) -on Recii Bending Design: Section Modulus Required STR.nnn MTR FbTR Shear Design: Area Required 1.5. VTR ATRmm :— �eictivn rc�vr FVTR BENDINGtop := if(STp•,, jn >— SxTR, Sys ) , "N.G" , "OK" SHEAR", := if (An i:Qin ? Ate, "N.G" , "OK" Job No 12 -143 9 of 18 1 in3 in2 Ibs Ibs lbs Ibs in — lb in— lb in — lb in — lb • • gn: a MPT.max := SXpT• FbPT APT• FvpT VPT.max 1.5 Inset of ed: HI :_ x4-0.1 2 while max 200.x,1.0• qso •L•x,1.0 �`v'nd L• x <— MPT.max 12 144 2 x4 —x +0.1 Him := if(H — HI < 1, "NO INSERT NEEDED, Post OK" ,His — H Iti ... .._.__......_.._......._..__... action. Concentrated Load = 200 Ibs. RIT.2oo P200 Uniform Load = 50 pif Rum := 1.0•( o�•L For Wind Pressure ind Rff.wind := 1.0 g 14w4 J Hp• L RIT := max(Rff200 , RIT,50, Rff.wind) 11 MIT := Job No 12 -143 VIT := RIT Rff.zoo, Rrf.5o) Hpost, RIT wind' 2 Hpost 10of18 in in - Ib Ibs. Ibs Ibs Ibs Ibs in - Ib lbs. Design: Loaded Area 1 ft ^2 Loaded Area 25 PSF (MIN) 4.0000 4.0000 2.0000 Assume three pickets acting simultaneously P5o 1 w picket 12 3 gpicket := max(25 , c1 • id) MPK := max 6•hpk• w picket — CO picket • 18, H.pos h k 2" gpicker4.hpk 144.8 V max( 12. o • �lpckef72 gpicket•4•hpk PK ` picket — hpk ' 144.2 e> uifi :da Bending Design: Section Modulus Required: MPK SPK.mm :- FbPK Shear Design: Area Required: 1.5• VpK APK.mm :- FVpK BENDINGpicket if(SPLmin > SxpK, "N.G" , "OK" ) • SHEARpicket if(APLmin > ApK, "N.G" , "OK" ) Job No 12 -143 11 of 18 4.0000 4.0000 2,0000 hpk := Hpcst — 2 lbs in psf in-lb lb In3 in2 • • en' Uniform Load = 50 pif MBT.SO:= 0.1012 3 .L2 For Wind Pressure gwind Hpost 2 MBT.wind 0.125• 144 2 L MBT m3X(MBT.50, MBT.wind) _____.... _.. Uniform Load = 50 pif C150 VBT.50 := 0.6• 12 •L For Wind Pressure V 1 gwind) Hpost BT.wind 2 144 /I 2 VBT := max(VBT.50, VBT.wind) u Bending Design: Section Modulus Required: MBT SBT.mm :- uBT Shear Design: Area Required: VBT ABT.mm FVBT BENDINGbottom := if (SBT.min > SYBT , "N.G" , "OK" SHEARbottom if(ABT.min ? ABT, "N.G" , "OK" Job No 12 -143 12 of 18 lbs Ibs T. in3 in2 lbs in — lb in — lb in — 1b • • Veld and on ;ld :_ 700C b:= 0.751 te := Allowable Stress of Welding (psi) Width of Tube Aluminum (in) x F- 0.00001 max while (VBT) >_ FVweld 0.707•b•x x -x +0.0625 Aweld = b'te he k heaii max(VBT) "weld Aweld STRESS :_ I "N.G." "OK" if FVaeld > "weld Wweld te if e <_ 0.1250 0.707 t e "3/16" if 0.1250 < <_ 0.1875 0.707 t e " 1/4" if 0.1875 < <_ 0.25 0.707 Job No 12 -143 13 of 18 in m .2 .01 .01 f clout • 8000.01 fc:= 3000.001 • Bpost := D : =2.0 Cal := An 0t P.vertical P.horizontal B.g D.grout B.post out } �. D.post Post Width (in) Post Depth (in) Post Embedment (in) Minimum Edge Distance (in) Grout Size 1 := 3. Equivalent Grout Width (in) Equivalent Grout Depth (in) Grout Strength (psi) nc .............. ___..... __...... _._._. dab Data: do := 3.0C ha := 80C Concrete Strength (psi) Hold diameter (Grout Diameter) (in) Concrete Slab Deep (in) Job No 12 -143 14 of 18 • Equivalent zon Q Railing d) Pd :— Mrf Hpost 2•hef2 + 3•Hpost•hef a :_ 3•hef+ 6.Hpost P 2 — Pd. a2 her (2•a — het) PI := P2 — Pd Mextemal:= Pd. (Hp, Minternal = P2.3 - a + Pl' 3 (hef — a� lbs in 285 lbs lbs lbs — in lbs — in Vu := 1.6• (max(Pi, P2)) ' �« : lbs Job No 12 -143 15 of 18 • • Stress Ana 2• P2 f2.grout := 1.6• a Bpost fl.grout := 1.6• (hef — a). Bpost 2.P1 Grout Fpgro It = [0.65•(0.85fcgrout)]• 1.5 Stressg ut :_ I "N.G." "O.K." i fl.grout, f2.grout) < Fpgrout f2.concrete := 1.6 a Bgrout 2•P2 fl.concrete 1.6• (hef — a).Bgrout 2.P1 Stress Fp „nom:= [0.65.0.85. fcconcre4.1.5 Stress eon := I "N.G.” "O.K." i 1.concrete, f2.concrete) S Fpconcrete Job No 12 -143 16 of 18 2? 86 psi psi psi psi psi psi =0.75) • • S 1S.Concr Aveo := 4.5• Cal 2 Ave := 2•(1.5•Cai)•ha if ha < 1.5. Cal 2•(1.5•Cai) (1.5•Co) if ha? 1.5. Cal Wea.v: We.v := 1.40 Modification factor for edge effect in2 in2 Modification Factor in No cracked concrete at service Toads Wc.v =1.4 Modification Factor in cracked concrete with yrc.v =1 w/ No supplementary reinforcement. Wc.v =1.2 w/ Supplementary reinforcement of a No 4 Bar between the anchor and the edge. Wc.v =1.4 w/ Supplementary reinforcement of No 4 Bar and stirrups spaced at not more than 4 in. le := if (hef > 8. do, 8 • do, hef) )0.2 Vb := 7. [ij d e F• feconcrete.Cai 1.5 0 Ayo Vcb Wed.V'Wc.V'Vb Ave, Conditions =0.75 w/ Supplementary reinforcement are crossing concrete failure prism. 4 =0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BREAKOUTsi1m := if (Vu > tp• Vcb, "N.G." , "OK" Job No 12 -143 17 of 18 in lbs. lbs. lbs • • Shear Anal )nc Calc := I Cal "N /A" if ha < Cal Acone.total V i'Calc'Tt• Cala Dgrout + Bgroutl 2 2 2 r B Acone post = Y G' J 7t 2 e Area for Fa1lu1 Acone.final 2 Acone.total — Acone.post ©t Failure Platt Vcone.cb 4• fcconcrete'Acone.finsl Conditions 4)=0.75 w/ Supplementary reinforcement are crossing concrete failure prism. 4 =0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BURSTOUTahm.:= if(Vu > Q). Vcone.cb, "N.G." , "OK") Job No 12 -143 18 of 18 in • 2 • 2 • 2 lbs lbs GENERAL NOTES: 1. ALL WORK 51-1ALL CONFORM TO FLORIDA BUILDING CODE 2010. 2. IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. It 514ALL BE THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL UNDER - GROUND FACILITIES PRIOR TO THE BEGINING OF CONSTRUCTION. ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT THAT EXISTING UTILITIES ARE DAMAGED, IT 51-1ALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR OR REPLACE ALL DAMAGES. 4. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT 15 OBTAINED. 5. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. 6.00 NOT SCALE DRAWINGS, DIMENSIONS GOVERN. 1. ENGINEER'S VISITS TO THE SITE, AS PER GC OR OWNER'S REQUEST DURING CONSTRUCTION SHALL BE SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. 8. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, ENCLOSURES, AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES. 9. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER. 10.T 4E CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND FOR THE SEQUENCES AND PROCEDURES TO BE USED. 11. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT ACCURATELY REFLECT PRESENT CONDITIONS. CONTRACTOR SHALL 13E RESPONSIBLE FOR FAMILIARIZING WITH CURRENT SITE CONDITIONS, AND SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO STARTING WORK. 12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE J05 SITE. ANY DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. 13. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND PROPER DISPOSAL OF ANY EXTRA MATERIALS 4 GARBAGE FROM THE SITE AFTER COMPLETION OF WORK 14. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. EASTERN ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OP THE SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST. 15.1:)0 NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN UJ?IT1NG BY THE OWNER ALUMINUM 1. ELEMENTS WILL BE AS DESIGNED BY EASTERN ENGINEERING GROUP AND AS APPROVED BY ARCHITECT AND /OR OWNERS, TO CONFORM GENERALLY WITH THE ARCHITECTURAL DRAWING AND SPECIFICATIONS. 2. ALUMINUM 514ALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE ON THE DRAWINGS: TYPE 6063- T5(1U5ES 4 514APES) 6063- T5CROUND 4 OVAL) 6063- T6(TUBES 4 SHAPES) 6063- T6(ROUND 4 OVAL) 6005- T5CTUBES 4 514APES) 6005- TSCROUND 4 OVAL) 6061- T6(TUBES 4 SHAPES) 6061- T6CROUND 4 OVAL) Fb 95 KSI 11.5 KSI 15.0 KSI 18.0 KSI 19.0 KSI 24.0 KSI 19.0 KSI 24.0 KSI Fb(WELDED) 4.8 K5I 55 KSI 4.8 KSI 55 KSI 8.0 K5I 9.0 KSI 9.0 KSI 10.5 KSI 3. CODE FLORIDA BUILDING CODE ,2010 EDITION LOADS: Pv 5.5 K5I 55 KSI 85 KS 85 KSI 12.0 KSI 12.0 KSI 12.0 KSI 12.0 KSI Fv(WELDED ) 2.8 KSI 2.8 KSI 2.8 K5I 2.8 KSI 45 KSI 45 1(51 5.0 KSI 5.0 KSI RAILING: P =CONCENTRATED LOAD OF 200 * IN ANY DIRECTION AT ANY PLACE OF TOP MEMBER • W= DISTRIBUTED LOAD OP 50 PLF AT TOP MEMBER WIND LOAD AS PER ASCE 1 -10 KD =0.85 WIND VELOCITY A5 PER ASCE 1 -10 MIAMI -DADE CATEGORY 1 165 mph CATEGORY 2 115 mph CATEGORY 344 186 mph BROWARD 156 mph 110 mph 180 mph 4. THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER ON RECORD OF THE BUILDING SHALL VERIFY THE STRUCTURE FOR SUCH LOADINGS. 5. THE QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE ARCHITECTURAL DRAWINGS. 6. ALL DIMENSIONS TO 8E SITE VERIFIED. 1. ANCHORING GROUT TO HAVE A COMPRESSION STRENGTH OF 8,000 PSI AT THE END OF 1 DAYS. 8. ALUMINUM NOTE: WELDING: ALUMINUM ALLOY 5356 o u® tiGLEANING: 5SPC -5P2 'HAND TOOL GLEANING° NOTE: Q +Ps ...........41, ® PAINT ALUMINUM AND STEEL HOT GALVANIZED SURFACES A41r WITH . CONCRETE WITH ALKALI - RESISTANCE COATINGS, SUCH ASiI -,, tr- *DIED 41.. 40 BITUMINOUS PAINT OR WATHER -WHITE MOTHACRYLATE t °' R(D *. 0 p; Z & _ •,: •• * • • ................ f v��,. ®o� "4,„ PRO` `' teen 1 O y 1 B 6 BALCONY RAILING GENERAL NOTES BACHILLER IRON WORK SD -1 EASTERN ENGINEERING GROUP 3401 NW 82 AVE SUITE 370 Miami, Roiida 33122 Tel. (305) 599 -8133 Fax. (305) 599 -8078 www.eastemeg.com t I 1 �I �� �1 �MM I1111 III I I_'� i II1 I ill 11 1 1111 1 11111111 �1 INF I I SEE A/SD -4 LUST ST ELEVATION (4-5D..2 SCALE: 1 /S1= I' -0' RAW BARRY UNIVERSITY FLOOD HALL AC TwE „ BALCONY RAILING PROJECr ELEVATIONS 11300 NE 2nd AVENUE, MIAMI SHORES, FL 33161 IW • BACHILLER IRON WORK I 11 _ I - _ �' - I _ 11 11 moil II (IIIIIIII -- I 1 1111111 �IIII, iii IIIIIIII I 1 I - IIIIIIIIII IIIIIIIIII !f - 1 - �III'III -- 11111111111 IIIII�,� - �_� - ,_�_ -- �11111IIII IIIIIIIIIII� -- ?IIIIII1IIIIIII 111111111111111 - - E■I �' - - n I �IIIIII' -- IIIIPI IIIIII IIIIII� IIIII11111I EIIIIIIIII ll �� ■I ' 11IIlII 1 IIIIIIIIIIII III I1 111111111111 I I IIVIIIIIIIR II n �! ,�, mi IiIIIII1111II' III, lk! 111 III I1 I pi a 4 1 i CI ii i:411 6f'� :0 :a 4101/I1 et B pp@ ,,.. ;3:60 s•` 0 ` +" ro ° (- SOUTH ELEVAT . Z SO ! � I ON „ ,9\ %.'�, 6/7/2012 �pROFE® It,eee®e®�.S.D/ SCALE: 3/32 ° =I' -0' SD -2 11111illgfill1111111111111 SEE A/SD -4 / j 1111111111!iiii illl • !RI 11111111 111111111111 111111 • 111111111111111111111111111111 SEE A/SD -5 (--,67t past ELEVATION SCALE: 1/8' =1' -0' 1 11300 NE 2nd AVENUE, MIAMI SHORES, FL 33161 BACHILLER IRON WORK 111111111111111 111111111111 11111111111111 III MA 111111 111111 111111111111 1111111 111111 1111111 111111 II11ii1111�'.l, NORTH ELEVATION SCALE: 3/32 ° =1' -0' SEE AlZt ®� Ctittiri F ; d ,, ®PROF t'o SD -3 4'-0° (MAX.) 41-01 (MAX.) =1/4- TOP RAIL DIXIE CAP 2 5/8' x 1 1,2'- --34"x34 ALUMINUM PICKET (TYP) 2'x2"x3/16' ALUMINUM POST (TYP) F, 3454345(1/18' ALUMINUM PICKET (TYP) EXISTING 2 5/8' PICKETS 3/4.1x3/4"x0.0931 STEEL. TUBE MR-NED El' ECAMI-Mr DEPARIKAT DG. PERMIT. MAX. WELD WELDED TO RAIL AND SCREWED TO POSTS W/ (2) '4'-14 TECK SCREWS 150TTOM RAL CONNECTED TO POST 5Y UJELD UJIT1-1 34' LENGTH OR Y 2542°x1/41 CLIP ANGLE 113' FILLET (TYP) ' TO 1= %AIL HOLLOW PN-SITERIXIE GAP 2 5/8541 1/2' ALUMINUM ALLOY 0 0 0 LL w >- ce BALCONY RAILING cO A BACHILLER IRON WORK 4,3', 4' EDGE DIST. 4.5° EMBEDMENT (TYP) DETAIL POSTS 48' MAX. 2'x2 "x3/16° ALUMINUM ALLOY 6061-T8 (Tyco) SCALE: 3"=1'-0° SD-4 --C= a S eg MAX. =1/4- TOP RAIL DIXIE CAP 2 5/8' x 1 1,2'- --34"x34 ALUMINUM PICKET (TYP) 2'x2"x3/16' ALUMINUM POST (TYP) F, 3454345(1/18' ALUMINUM PICKET (TYP) EXISTING 2 5/8' PICKETS 3/4.1x3/4"x0.0931 STEEL. TUBE MR-NED El' ECAMI-Mr DEPARIKAT DG. PERMIT. MAX. WELD WELDED TO RAIL AND SCREWED TO POSTS W/ (2) '4'-14 TECK SCREWS 150TTOM RAL CONNECTED TO POST 5Y UJELD UJIT1-1 34' LENGTH OR Y 2542°x1/41 CLIP ANGLE 113' FILLET (TYP) ' TO 1= %AIL HOLLOW PN-SITERIXIE GAP 2 5/8541 1/2' ALUMINUM ALLOY 0 0 0 LL w >- ce BALCONY RAILING cO A BACHILLER IRON WORK 4,3', 4' EDGE DIST. 4.5° EMBEDMENT (TYP) DETAIL POSTS 48' MAX. 2'x2 "x3/16° ALUMINUM ALLOY 6061-T8 (Tyco) SCALE: 3"=1'-0° SD-4 4' -0' MAX. (TYP) 4' -0' MAX. (TYP) 1 1/2 SCHD40 ALUMINUM HANDRAIL (TYP) SEE DETAIL ` —SEE DETAIL EXISTING C /SD -5 B /SD -5 STAIR 4 cn .4 e. • 4 e ° 4 APPROVED BY Ori ! -CAi3E CEPirY FIRE D PA FISPK 4 �BiA E ATE • HAND IRA IL ELEVATION SCALE: 1' =1' -0' 4 SD -5 1 1/2 SCHD 40 ALUMINUM HANDRAIL (TYP) 1/4 14 KWIK -FLEX SELF DRILLING SCREW OR SIMILAR WALL MOUNT BRACKET ATTACH W/ (1) 3/8' DIAM. CARBON STEEL KUJIK BOLT EMD. 2 1/2' MIN. 4 FILL CONCRETE MASONRY UNIT W/ GROUT (TYP) EXISTING BLOCK WALL CONNECTION DETAIL SCALE: 6 ° =1' -0' er 41:41 „4, 4 11/2 SCI-ID 40 ALUMINUM HANDRAIL (TYP) 4' DIAM. PAD ATTACH W/ (3) 1/4' D IAM. CARBON STEEL KWIK CON 2 WITH 2' MIN EM 3. •y a O� k •ir • N 0 ``:z= —Q * o; - • • ALL CONNECTION DETAIL SCALE: 6' =1' -0' 1 a 1 BALCONY RAILING MIAMI SHORES, FL 33161 BACHILLER IRON WORK g51 SD -5 PLAN nEviEw FINAL APPROVAL DEPARTMENT OF ENVIRONMENTAL RESOUR MANAGEMENT .t *so.. ,erst.14,EEMIZaRati v- Add ress: co REVIEW Disapp Not Applicable tol.i:visitm Process o: ate Approved Li Disapp Not Applicable 17. • •