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00-1113
Kolber Residence Renovation ,L The following calculations for wind loading are in accordance with the South Florida Building Code 1994 Edition Section 2309.1, including amendments incorporate Section 6 of ANSI/ASCE 7-93. These calculations include references to Figures and Tables in Section 6 of ANSI/ASCE 7-93, except as noted. This Project is located more than 1500 ft. leeward of the CCCL, therefore it is not considered in the Coastal Construction Zone. All buildings and structures are considered to be at the Hurricane Ocean Line. All buildings and structures not in the Coastal Construction Zone are considered to be in Exposure Category C. . 00000. . .. . . • 6 . 900. 06 0 0000 .6.6 0 • .. . . A. Calculation of velocity pressure q, and g : 0 • . . 0000 0000 • • . 6 6 V:= 110 mph Basic wind speed, 9• •• • 0 0000 . 06 .009.9 .. . := 1.05 Importance Factor , per Table 5,for a Category I structure. ••,• • •• • . 9 6 eave_ht:= 9 ft. ridge •_ht:= 12.0 ft. • 0000 ... .. eave_ht+ ridge 00 _ht • h:= .6000 2 0000 0000 ` • 0000.• h = 10.50 ft. Mean Roof Height, for design . 0 Velocity Pressure Coefficients, per Table 6, for Exposure C K,,, eval. at h = 15.0 ft.: Kz eval at z<= 15 ft Kh :=0.80 Kz:= 0.80 Velocity Pressure Constant C, for calculating design velocity pressure: Cy :=0.00256 Velocity Pressures: g, eval. at h = 15 ft gZ. eval. at z <= 15 ft. qh := CY'Kh-(I-V)2 qz:= Cy.Kz.(1.V)2 qh = 27.32 psf qz= 27.32 psf JOHN H. BUSCHER, P.E. 12805 SW 68TH TERR. . ,, KOLBER RESIDENCE MIAMI FL 33183Y► BII.St� RENOVATION INN •.,•rt•.. i 5861 SW 76TH ST. TEL 305-386-7276 .• 1 F 1 'r„. SOUTH MIAMI, FL PE#41844(STRUCTURAL) PAGE 1 �1 ,,' , +F+o10 DATE: SEPT 22, 2000 B. Design Wind Pressures for Components and Cladding. y; External Pressure Coefficients GC for wind loads on building components or claddin ; For Buildings with Mean Roof Height, h <= 60 ft., and Roof Slope > 10 degrees and <= 30 degrees per Figure 3. For Roof Surfaces which do not lie within areas bounded by edge or corner width, a, referred to as Zone 1 in Figure 3; and for Roof Ridge Zones (incl. overhang width)and Ridge Zones, referred to as Zone 2 in Fig.3; and for Roof Corner Zones (incl. overhang width), referred to as Zone 3 in Fig. 3; and a = distance from building corner = smaller value of 10% of minimum width, or 0.4h. also, a >= 4% of minimum width, and a >= 3 ft. Therefore, since b = 50 ft. (+-) and h = 15 ft a = 5.0 ft Internal Pressure Coefficients for Buildings GCui Per Table 9. • Pressure actin Inward + 9 ( ). Pressure acting Outward (-): .... ,• GCpip:= 0.25 GCpin :=—0.25 An asterisk shown after the tributa ry area ' quantity'tiiy indicates that the"length/3"option is used. : "" •••• . C. a) Roof Component Pressure Coefficients, GCpr, for any roof slope. •• •• Component Zone Area GCp D • esign Pressure"' •• • Typical 2, >= 50 sf.' GCpr2 :=—2.6 pt2:=gh.(GC p r2 + •C pi' • rafter 3 n •••• :....: pt _ —77.86 : P0. .... ..... Typical 1 >= 50 sf." GCpr1 —1.25 pt1 :=gh•(GCpr1 + GCpin) ..:..' rafter pt1 = —40.98 psf. • JOHN H. BUSCHER, P.E. 'A 12805 SW 68TH TERR. F `\'�• d U KOLBER RESIDENCE�'/ ••••.,r �Fx. RENOVATION MIAMI FL 33183 .• Z1F I Cq�.•,• 5861 SW 76TH ST. TEL 305-386-7276 SOUTH MIAMI, FL d .•.� PE#41844(STRUCTURAL) PAGE 2 ,c i-'-5fg •.,}'� ;•".��' ; :F� DATE: SEPT 22, 2000 .`77u t, , �Y Y��4�, • L C. b) Wall Component Pressure Coefficients, GCpw, for any roof slope. ;t Component Zone Area GCp Design Pressure Wall Section, 4,5 >= 20 sf. GCpw4p:= 1.3 Pw4p2:=gh-(GCpw4p + GCpip) Door or Window Pw4p2 = 42.35 psf. 4 GCpw4n :_-1.35 Pw4n2:=qh*GCpw4n + GCpin) Pw4n2 = --43.71 psf. 5 GCpw5n :_-1.8 Pw5n2:=gh,(GCpw5n + GCpin) Pw5n2 = -56.01 psf. Wall Section, 4,5 >= 13 sf. GCpw4p:= 1.35 pw4p2:=qh•(GCp, GCp;p) Door or Window • Pw4p2 = 43.71 :..:At .... 4 GCpw4n :_—1.42 Pw4n2 :=gh•(GCpvj4tti+ (;Cpin; ..�. •.... Pw4n2 = --45.63 psf. •• ...... .... • 5 GCpw5n :_-1.9 Pw5n2:=qh,*p;,�n ;4; pin C ) ..•. .....: Pw5n2 = -58.74 .....psf. •• • . Wall Section, 4,5 >= 10 sf. GC 1.4 *000. •• • pw4p:° Pw4p2:=gh'�GCpw4{S•F•�Cpip�.... Door or Window • Pw4p2 = 45.08 psf. . 4 GCpw4n :_-1.5 Pw4n2:=qh,GCpw4n +GCpin) Pw4n2 = -47.81 psf. 5 GCpw5n :_-2.0 Pw5n2:=gh,(GCpw5n +GCpin) Pw5n2 = -61.47 psf. JOHN H. BUSCHER, P.E. KOLBER RESIDENCE �^, . 12805 SW 68TH TERR. `" (jsC � RENOVATION- MIAMI FL 33183 1N V. 5861 SW 76TH ST: TEL 305-386-7276 �•'���� •¢�•, `'' SOUTH MIAMI,FL PE#41844(STRUCTURAL) PAGE 3 d � K:DATE: SEPT 22, 2000 5:�. i' #•'Rit lgYl.11'YFi1�C��.`%�'"R ... �•{t. D. Design Roof Gravity Loads a) .Roof Dead Loads: •k' 5/8" plywood decking or 1 x6 sheathing wdeck 2.5 psf. 90#mineral cap & 30#felt &Gravel wmem 24.0 psf. 1/2"gypsum board ceiling w :=2.5 psf. gyp p 2 x 10 wood rafters at 16"o.c. wraft 4.0 psf. Insulation, 6" fiberglass batt wins :=2.0 psf. Total Uniform Roof Dead Load •••••• .. . .... .... wrdl wdeck+wmem +wgyp +wraft +wins wrdl = 35.00 • psf. . . .... .... b) _Roof Live Load, for roof. slopes >=1 1/2.12 wrll 20 psf. c Combined Roof Dead and Live Load .... . . • . .... ..... wr grav wrdl +wrll wr grav = 55.00 •• psf. .... • • d) Roof Dead Load for uplift calculations• • wrdl_up wdeck±wgyp +wins +wraft wrdl_up = 11.00 psf. JOHN H. BUSCHER, P.E. KOLBER RESIDENCE 12805 SW 68TH TERR. RENOVATION ;. ;. MIAMI FL 33183 �N. fills 5861 SW 76TH ST. TEL 305-386-7276 .E q�,► ••.., •. �1FICq•. F SOUTH MIAMI, FL PE#41844(STRUCTURAL) ,:; Y 44T` , PAGE 4 •v'. !�' g :fir« ' DATE: SEPT 22 2000 xQ_,�A�, Determine required reinforcing in exist exterior wall 8"x 16"tie-beam to span 20.5'max. ' over new wall opening to resist design gravity and uplift loading. Beam clear span and size: Lc:=20.5 ft.max b:= 7.625 in. t:= 16.0 in. Uniform beam loading,from W uni wr�rav (12 + 14) new and exist. rafters(12'+ 14') 2 wun; = 715.00 plf. Uniform beam loading, 150 b•t Self wt. wself 144 wself = 127.08 plf. 1.5 wu-gr 1000 (wuni +wself� '1-5)-0.5 .•. Determine Ultimate Shear: Vu \\\�wu-gr�•I Lc- 2 Vu = 1�'4'�•• kips. • • • 0000 2 .. 0000 0000 L ' Determine Ultimate Moment: Mu (wu-gr) — Mu = 6P•35 ft-"ps •0000 • • Design Shear stirrups and Longditudinal rebar • •• •o • • 0 00 .000.0 fc:= 3000 psi. fy:=60000 psi. For Shear: 0.85 *000 •• • • .. 000006 d:=t- 2.25 •• d= 13.75 in. , for 1.875" cover over #5 bottom bars. **so 0000.. • � 2 V c 100 Vc V 000900 000000 WC . ••;0• 0 c= . kips. =4.88 • s • P ; 0000. WC 2 = 4.88 kips, < Vu = 12.45 kips., therefore shear reinforcement required For Bending Moment: 0.9 Mu = 66.35 ft-kips 2 Mu•12000 bdfc- (bdfc� - 2•b•fc As,.= As fY p bd p = 0.01157 As = 1.213 in2., therefore existing 2 #5 rebars bottom for gravity loads N.G. Ate = 2x0.31 = 0.62 in? Check Beam for uplift loading wr grav = 55.00 psf, > than calculated uplift pressures, therefore beam is O.K.for uplift. JOHN H. BUSCHER, P.E. KOLBER RESIDENCE 12805 SW 68TH TERR. rz . MIAMI FL 33183 1308 RENOVATION $� 0 r �!p q `n 5861 SW 76TH ST. TEL 305-386-7276 ' o *..F ,Q (• �' SOUTH MIAMI, FL PE#41844(STRUCTURAL) � r 184 PAGE 5 DATE: SEPT 22, 2000 ` Consider adding(2) 1/2"x 12"steel side plates to each side of existing beam 122 0.5 123 Sprov 2• 6 Sprov = 24.00 in.3 Iprov 2 Iprov = 144.00 in.3 12 Service gravity loading, (wuni+ wself) w 1000 w= 0.84 klf. 2 M :=w- c M = 44.24 ft.-kips Fb:=21.6 ksi. 12 Sreq M•Fb Sfeq =24.58 in3 3<= Sprov = 24.00 in , O.K. Check relative stiffnesses of New Plates and existinq beam assume 16"effective beam bt •• •• Es:= 30-10 psi Ec:= 57000-V 'c Ec= 3.12 x 106 psi. " ' "" •see* • b-16 .... .... Is Iprov �n4 Icr.= .6 12 Icr= 1561.60 in 4 ;••• . .. .. Es-Is Ks Ks = 0.47 : portion of total shear carried by steel plates •••.'. '. Es-Is + Ec•Icr . Total Shears Vu_max wu_gr- Lc— 2 0.5 Vt:"Sga 12.2'L...' kips; *00*00 0.... . . Shear carried by concrete: Vu_conc (1.0 — Ks)-Vu _m Vu_conc=6.48 kips,....• Max. allowable shear carried by concrete: �Vc= 9.76 kips. > Vu conc= 6.48 kips, O.K. • For Bending Moment carried by concrete: Mu_conc (1.0— Ks)-Mu Mu_conc= 35.18 kips. Max. allowable moment carried by concrete: Mu—allow 36 ft-kips > Mu conc= 35.18 kips, O.K. Check (3) 3/4"diam.A-307 thru-bolts at end of each ch�nel section at column: Vallow :=4.4 kips shear per bolt Vprov 3 Vallow Lc Vreq:= 2•w Vfeq= 8.63 kips. < Vprov = 13.20 kips, O.K.. JOHN H. BUSCHER, P.E. KOLBER RESIDENCE 12805 SW 68TH TERR. ++ ; *,_; •:A:. RENOVATION MIAMI FL 33183N, ��S'G' " 5861 SW 76TH ST. TEL 305-386-7276 � .•'"F""': � ". SOUTH MIAMI FL PE#41844(STRUCTURAL) "„ PAGE 6 .'�0 • F . . . «�.; ` DATE: SEPT 2 2, 2000 Check Roof Framing over New Roof 1) Check 2 x 12 S. Pine No 2 foists over new living room addition for gravity: s:=24.0 in. CD := 1.0 Ljoist 12.0 ft.(max.) Lover 2.0 ft. Wr rav = 55.00 sf w s 9 p joist �_ �Wr grav�� 12) Wjoist = 110.00 plf. Rint Wjoist-0.5.Ljoist Rint = 660.00 lbs. . 2 Rhdr Wjoist Lj oist + Lover Rhdr = 898.33 lbs. 2-1-joist . . Wjoist' Ljoist) • • • •••• ,, • Mjoist 8 Mjoist = 1980.00 ft-lbs. •,,,,• . . .... .... Check Joist size for Southern Pine No 2 or better: C 1.15 C •• • Mjoist = 1980.00 ft.-Ibs Fb:=975 psi. Fv:= 90 psi. Cy 1.0 •••':• Mjoist-12 • 475-Rint Rint = 660.00 lbs. Sre A • q:_ Fb Cr Cm_� CD feq — FY:CID�fv C�:�rri• �..... Sreq= 21.19 in3 Afeq = 11'.OQ• irk•••' Select 2 x 12 S4S Sprov 31.64 in3, OK Aprov 16.88 inz, OK Check S4S Joist Section for Max. Deflection 4 Max. Deflection Wjoist = 110.00 pif. Ew:= 1.6.10 psi 1prov 178.0 in4 between supports 5-!12 oist •(Ljoist-12)4 Ojoist Ojoist = 0.18 in. < Ljoist 12 384•Ew.lprov 360 = 0.40 in. Therefore, 2 x 12 S4S joists at 24"o.c.may be used for gravity. JOHN H. BUSCHER, P.E. KOLBER RESIDENCE 12805 SW 68TH TERR. u 3 {. RENOVATION MIAMI FL 33183t�,.. .� 5861 SW 76TH ST. TEL 305-386-7276 k� :• A1 ="0 •« k; SOUTH MIAMI, FL W- •r PE#41844(STRUCTURAL) =x �� PAGE 7 A' ,, DATE: SEPT 22, 2000 2) Check 2 x 12 S. Pine No.2 joists over new living room addition for uplift for zones 2 and 3 value: s:=24.0 in. CD := 1.0 Ljoist = 12.00 ft. Lover= 2.00 ft. Wr up Pt2 +Wrdl u psf W. W s _ p foist �_ � r up�� 12 Wjoist = -133.73 plf. Rint wjoist-0.5•Ljoist Rint =-802.37 lbs. (Ljoist + Lover 2 Rhdr wjoist Rhdr = -1092.12 lbs. 2-Ljoist 1w I (Ljoist�2 Mjoist 8 Mjoist =2407.12 ft-lbs. . . 9999.. Check Joist size for Southern Pine No 2, or better: CC= 1.15 Cm fv 1-0 E*000•:= 1.0 ��• Mjoist = 2407.12 ft.-Ibs Fb:= 1250 psi. Fv:= 90 psi. CH;= 1.0',;,-Pp:= r.33..• Mjoist-12 1591 Rint Rint = -802.37 lbs. Sre A •••.•. q := Fb Cr Cm_fb CD req: F14mrfv CD.GH•0 '• 00 0 Sreq = 15.11 in Afeq = 10x05• jn2...' 9999.. 9999 . . Select 2 x 12 S4S Sprov = 31.64 jn3, OK A p rov =X6.88; ijl�,••OK ". 9999 9999 JOHN H. BUSCHER, P.E. KOLBER RESIDENCE 12805 SW 68TH TERR. �,� RENOVATION MIAMI FL 33183 ; 5861 SW 76TH ST. TEL 305-386-7276 SOUTH MIAMI, FL ���•`'�161� '• ,� PE#41844(STRUCTURAL) - •c�" tr ±� � � PAGE 8 > j DATE: SEPT 22, 2000 - 1) Check 2 x 6 S. Pine No.2 splice foists over existing dining room for gravity: 5 +i s:= 16.0 in. CD := 1.0 Ljoist 7.0 ft.(max.) Lover 0.0 ft. w r gray = 55.00 psf wjoist =_ (w r grav)• s 12 I wjoist = 73.33 plf. Rend wjoist•0.5•Ljoist Rend = 256.67 lbs. wjoist•(Ljoist)2 Mjoist 8 Mjoist = 449.17 ft-Ibs. Check Joist size for Southern Pine No 2 or better CC= 1.15 Cm_fv := 1.0 Cm_fb := 1.0 Mjoist = 449.17 ft.-Ibs Fb:= 1250 psi. Fv:= 90 qs9' CH := 1.0 ; . . . .... .. . .. . .... .... Rend = 256.67 Ibs. S Mjoist•12 1.5•Rend •..• req Fb Cr Cm—fb CD ACeq Fv•C6 fv•CD•CH .... .... Sfeq= 3.75 in3 Afeq= 4.28 . inz •,,,,, Select 2 x 6 S4S Sprov 7.56 in3, OK Aprov 8.24, in2, x}14•• •••• • . .... ...... Check S4S Joist Section for Max. Deflection A • • 6 Max. Deflection wjoist = 73.33 plf. Ew:= 1.6.10 psi IproV"47.6 ••••••in4 between supports ..... wjoist • 5 •(Ljoist•12)4 12 Ljoist-12 Ajoist 384E I Ajoist = 0.05 in. < = 0.35 in. w prov 240 Therefore, 2 x 6 S4S joists at 16"o.c.may be used for gravity. JOHN H. BUSCHER, P.E. KOLBER RESIDENCE 12805 SW 68TH TERR. .« RENOVATION MIAMI FL 33183 -* BU � 5861 SW 76TH ST. TEL 305-386-7276 SOUTH MIAMI, FL PE#41844(STRUCTURAL) �: s` PAGE 9 -o •r DATE: SEPT 22, 2000 14 A, ; 2) Check_2 x 6 S. Pine No. 2 splice ioists over exist dining room for uplift using zone 2 and 3 value: J s:= 16.0 in. CD:= 1.33 Ljoist = 7.00 ft. Lover= 0.00 ft. wr up Pt2+wrdl_u psf w" w s wjoist = -89.15 plf. p foist �_ � r up��(12) Rend wjoist,0.5*Ljoist Rend = —312.03 lbs. 1w I .(Ljoist)2 Mjoist 8 Mjoist = 546.06 ft-Ibs. Check Joist size for Southern Pine No 2 or better: Cr:= 1.15 Cm_fv := 1.0 Cm_fb 1.0 Mjoist = 546.06 ft.-Ibs Fb:= 1250 psi. Fv:= 90 psi. CH := 1.0 CD := 1.6 Mjoist•12 i-**jZdl •.......•R end = -312.03 lbs. Sre q Fb-Cr-Cm_fb'CD A req .... Fv•(;m fv.CD.CN .. . . .... .... Sreq=2.85 in3 Afeq= 3.25, in2 Select 2 x 6 S4S S prov = 7.56 in3, OK Aprov = 8.25••..• in 2, QK. . .... ...... ...... .... . . . . .... ..... .... ...• . . JOHN H. BUSCHER, P.E. _ KOLBER RESIDENCE 12805 SW 68TH TERR. RENOVATION MIAMI FL 33183 5861 SW 76TH ST. -. TEL 305-386-7276 �'.. 5(` SOUTH MIAMI, FL .."\f I C,� ' PE#41844(STRUCTURAL) j ;�".0 y<` PAGE 10 &, DATE: SEPT 22, 2000 • F Y A�'� r HUGHES Manufacturing, Inc. Interactive Product Catalog Page 1 of 1 w Return To 97 0547.01 mah Page .Next Page t J3 yy:: MEIi•1�@�P�3k.�A,f,��[7x4II� 'r''���d�4E�1� 31 U l tAOL" Items h : � , �U1t.uy�tt fiQf7�Cf�fAist.lt41�� ,�iC& ; ' •: E. r � ►�(ElidtC#•,(�,�,C�Ft�k�q.B41di.AkMlC FiZ ?�} tC xs���uESr yqy y+ D 3 J? 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K�" z ..... .. .:: :: : .. .:: :.: :: :: .:: .: :. : 1. 11, ::: } < ! q .. � .. 5 - :: .0- ..- : http://www.hughesmfg.com/dc23022b.htm 6 9/5/00 Kolber Residence Renovation ... . . . . . . . . • •• • ••• •.. • • • 0000 • • • 000 000 . • The following calculations for wind loading are in accordance with the South7lotida Sui{dn ; ; Code 1994 Edition Section 2309.1, including amendments incorporate 0•. :00 �•: • Section 6 of ANSI/ASCE 7-93. These calculations include references to Figures and Tables 0 0 00000 ,• .••. in Section 6 of ANSI/ASCE 7-93, except as noted. 0000 • ; 0' - 60•• • 0000. 0 ••• . 0000 This Project is located more than 1500 ft. leeward of the CCCL, therefore it is not considered in the Coastal Construction Zone. All buildings and structures are considered to be at the Hurricane Ocean Line. All buildings and structures not in the Coastal Construction Zone are considered to be in Exposure Category C. A. Calculation of velocity pressure a, a V:= 110 mph Basic wind speed, 1:= 1.05 Importance Factor, per Table 5, for a Category I structure. eave_ht:=9 ft. ddge_ht:= 12.0 ft. h:= — eave ht+ ridge_ht 2 h = 10.50 ft. Mean Roof Height, for design . Velocity Pressure Coefficients, per Table 6, for Exposure C K,_, eval. at h = 15.0 ft.: Kz eval at z<= 15 ft Kh := 0.80 Kz:= 0.80 Velocity Pressure Constant C, for calculating design velocity pressure: Cy :=0.00256 Velocity Pressures: q�,, eval. at h = 15 ft. qZ eval at z<= 15 ft. qh CY.Kh.(I.V)2 qz:= C.y.Kz.(1.V)2 qh = 27.32 psf qz= 27.32 psf JOHN H. BUSCHER, P.E. - � KOLBER RESIDENCE 12805 SW 68TH TERR. $U S C/, RENOVATION MIAMI FL 33183 °°• 5861 SW 76TH ST. TEL 305-386-7276 i �,°•'• Ci 4 '. "> SOUTH MIAMI, FL PE#41844(STRUCTURAL) PAGE 1 t31F DATE: SEPT 22, 2000 ADDENDUM #1 124 0 �41 •••• ••• • • ••••• ••• B. Design Wind Pressures for Components and Cladding. •• •• • • . . ..... External Pressure Coefficients GC for wind loads on building componer►�tsnj c�adding;: : .:.. : : • .. For Buildings with Mean Roof Height, h <= 60 ft., 'f and Roof Slope > 10 degrees and <= 30 degrees per Figure 3. • .. . . . . . . . . . . . . . . . . . . . . . . For Roof Surfaces which do not lie within areas bounded by edge or cornery�i�tlt,�a, :.. • referred to as Zone 1 in Figure 3; and for Roof Ridge Zones (incl. overhang width) and Ridge Zones, referred to as Zone 2 in Fig. 3;•§nd for Roof Corner Zones (incl. overhang width), referred to as Zone 3 in Fxj.'3;•and••.• : : . • • • • .... . ..... . ... . .... . a = distance from building corner = smaller value of 10% of minimum width, or 0.4h. also, a >= 4% of minimum width, and a >= 3 ft. Therefore, since b = 50 ft (+-) and h = 15 ft a = 5.0 ft Internal Pressure Coefficients for Buildings GCai Per Table 9. Pressure acting Inward (+): Pressure acting Outward (-): GCpip:= 0.25 GCpin:_ —0.25 An asterisk shown after the tributary area quantity indicates that the"length/3"option is used. C. a) Roof Component Pressure Coefficients, GCpr, for any roof slope. Component Zone Area GCp Design Pressure Typical 2, >= 10 sf.* GCpr2 :_—3.0 Poll=gh-(GCpr2 + GCpin) Outlooker 3 Po12 = —88.79 psf. JOHN H. BUSCHER, P.E. KOLBER RESIDENCE 12805 SW 68TH TERR. a t '. RENOVATION MIAMI FL 33183 � iE; �_ ., 5861 SW 76TH ST. TEL 305-386-7276 SOUTH MIAMI, FL PE#41844(STRUCTURAL) PAGE 2 4�a x r DATE: SEPT 22, 2000 ADDENDUM#1 ' #' k ! C. b) Wall Component Pressure Coefficients, GCpw, for any Koof stope. Conlgonent Zone Area GCD • • • • ' : •:•• • es�iae•Pressure Wall Section, 4,5 >= 20 sf. GCpw4p:= 1.3 Pw4p:: q:•�GCp;' p �CPin'. . . . . . . . . . . . . Pw4p2: 41�3� :.. 'V;f• '.' :•: 4 GCpw4p -1.35 PW":;gh-(PICpw4n + OLgin • pw42� 43.71... 'p:f:' :...' . 5 GCpw5n:_-1.8 Pw5n qh, G w5n +GCpin Pw5n = -56.01 psf. Wall Section, 4,5 >= 13 sf. GCpw4p:= 1.35 Pw4,p2: Cpw4p+GCpip) Door or Window Pw4p2 = 43.71 psf. 4 GCpw4n:_-1.42 Pw4n2:=qh- GCpw4n +GCpin Pw4n2 = -45.63 psf. 5 GCpw5n :_-1.9 Pw5Cqh--(G n + GCpin) Pw5 psf. Wall Section, 4,5 >= 10 sf. GCpw4p:= 1.4 Pw4p + GCpip) Door or Window pw4p2 = 45.08 psf. 4 GCpw4n :_-1.5 Pw4n2:=qh,GCpw4n + GCpin Pw4n2 = -47.81 psf. 5 GCpw5n :=2.0 Pw5n2� qh•(GCp 5n +GCpin Pw5n = -61.47 psf. JOHN H. BUSCHER, P.E. ° KOLBER RESIDENCE 12805 SW 68TH TERR. � '` YFS. MIAMI FL 33183 RENOVATION 1� �I w - ' 5861 SW 76TH ST. , TEL 305-386-7276 t.•" i I f ly. SOUTH MIAMI FL PE#41844(STRUCTURAL) PAGE 3 DATE: SEPT 22, 2000 Cary FM � ppyy ADDENDUM#1 .... ... . . ..... ... . . . . . . ..... Determine required reinforcing in 8"x 12" concrete sill spanning•1'1.17 16 regist lateral wind loading from = clerestory windows above, and masonry wall below 066 000 . . . . . . . . . . . . . . . . . . . . .. .. . . . Beam clear span and size: Lc:= 11.17 ft.max b:= 12.0 in. •.••t '7.625•• in. tdb:= 5.0 ft., ave. p - 45.08 sf. for wall "" ""' •0• :•• Pw4 2 - p ' zone 4 and 5 • • 000 0 000 Uniform wind loading w 1.3 loading, u_wind 1000 4p2� trib wu-wind = 0.29 plf. Determine Ultimate wind Shear wu_wind Lc Vu �= 2 Vu = 1.64 kips. Lc2 Determine Ultimate wind Moment: Mu wu_wind $ Mu = 4.57 ft-kips. Design Wind Shear stirrups and Longditudinal rebar fc:= 3000 psi. fy:=60000 psi. For Shear: :=0.85 d:=t - 2.25 d= 5.38 in. , to provide 1 1/2" #5 bars V 2 WC W c: 1000 y c-b•d �Vc= 6.01 kips. — = 3.00 kips. 2 WC 2 = 3.00 kips, < Vu = 1.64 kips., therefore shear ties are not required For Bending Moment: := 0.9 Mu = 4.57 ft-kips Mu ,12000 b•d-fc-F(b-djc�- 2-b•fc As:_ � As fy P b d p = 0.00302 As = 0.195 in2., therefore 2 #5 rebars each face are O.K. for lateral wind loads A� = 2x 0.31 = 0.62 in? JOHN H. BUSCHER P.E. e 12805 SW 68TH TERR. KOLBER RESIDENCE a � �� > i RENOVATION MIAMI FL 33183 ,! , ', TEL 305-386-7276 „ � " ' 5861 SW 76TH ST. t ,• SOUTH t MIAMI FL PE#41844(STRUCTURAL) d ,. fie PAGE 4 DATE:SEPT 22, 2000 ADDENDUM#1 :. • • • •• •• • • • • • • • • • ••••• Determine required Tube Steel Beam Section spanning 10'-0 ove?vevhAindows •••' to resist lateral wind loading from clerestory Windows,above, and uplift from roof overhang ^ • .. . . • • . . 000 . . . . . . . . . . . . . . . . • . . . . . . . . . • • • • • . • Beam clear span and size: Lc:= 11.17 ft.max b:= 12.0 in. .•t:=?.625••*in.• tribe:= 1.t ft., ave. Pw4p2 = 45.08 psf.,for wall :000e .600. •••• zone 4 and 5 ••••0 00 • • • • • .... . ..... . ... . .... . Uniform horizontal wind loading wh— 1000 wind 1 (Pw4p2)-trib wh_wind = 0.07 plf. Determine Horiz wind Shear: V wh_wind,Lc h = Vh = 0.38 kips. 2 LC 2 Determine Horiz wind Moment: Mh wh_wind 8 Mh = 1.05 ft-kips. Po12 = —88.79 psf.,for roof zones 2 and 3 Uniform uplift wind loading w 1 upwind �= 1000 (I pol2l)-trib wup_wind = 0.13 plf. Determine Uplift Wind Shear: V wup_wind*Lc up�= 2 Vup= 0.74 kips. L2 Determine Uplift Wind Moment: m c up�=w up wind•$ Mup=2.08 ft-kips. Determine Combined Wind Shear and Moment: Vcomb �Vh 2+Vup2 Vcomb = 0.83 kips Mcomb Mh2 + Mup2 Mcomb = 2.33 ft-kips JOHN H. BUSCHER, P.E. KOLBER RESIDENCE 12805 SW 68TH TERR. °X' �, I I�` r " . RENOVATION MIAMI FL 33183 ��� .•`"� .j '^ ^� s.. 5861 SW 76TH ST. TEL 305-386-7276 3F.F rat i�" . , SOUTH MIAMI, FL PE#41844(STRUCTURAL) E V1 n .; PAGE 5 DATE: SEPT 22, 2000 k' r" ADDENDUM #1 0000. 0000• t. .t 00:00 0000• C) Design tube steel Beam over Windows ... . Fy:=46.0 ksi. Fb:= 0.66-Fy Fb = 30.36 "' Ksi LDFwind :=1.33 • J Fu—weld 70 ksi, for E70xx electrodes Fv:=0.4•Fy; ,•, Fv,=A.40 • Ios . . . . . . . . . . . . . . . . . . . . . . Fv_base := 0.40•FY Fv base = 18.40 ksi. ,;• •,' :.. *so • ••• Fv_weld := 0.30•Fu_weld Fv_weld = 21.00 ksi. •'o' 2g.X46 ;•psi! • . 0000 1) Determine required lateral bending strength of top or bottom raiCuod8r wired 4oading.••• sees • Mcomb-12 Sregd = LDFwind•Fb Sregd = 0.69 in 3 Try a tube steel section 6"X 6"x 3/16" b:=6.0 in. h:=6.0 in. t:= .1345 in., Iprov 23.8 in.4 Sprov 7.93 in3 > Sregd = 0.69 in.3 O.K. 1) Check End Embed Plate 1/2"X 7 1/2"x 71/2"with (4) 1/2"x 4"Headed Studs By inspection, Plate and Shear studs are OX to resist Vcomb = 0.83 kips JOHN H. BUSCHER P.E. KOLBER RESIDENCE 12805 SW 68TH TERR. RENOVATION MIAMI FL 33183 ,�' . 1 i 5861 SW 76TH ST. TEL 305-386-7276 SOUTH MIAMI, FL PE#41844(STRUCTURAL) PAGE 6 •' � '' �'�� 5P i `� ±' DATE: SEPT 22 2000 ADDENDUM#1 0 0000. 900 Mr�tiDaDE 0 . . .. .0 . 0 •0.0 0 MIAMI-ADS C0jNT`,-MQRIDA 000 0 '.aQETitO-DADS FI.�+ICiEER'BUILWNG t BUILDING CODE COMPLIANCE OFFICE o METRO-DA OE FL4(34E$1W1LDING Ito 1vss-1F1!k&iR STrE;T„S1jITE 1603 PRODUCT CONTROL NOTICE OF ACCEPTANCE• (3033755-01901LFAX�(305)375-2908 Simpson Strong Tie Company,Inc. •• CONTRA CTO>;j,jCENSjIYCSECTION 4637 Chabot Drive 0 (106)373:2527•FAX:305)$75-2558 0000 Pledsanton CA 94588 •VONTIACTOR.Et rkQRCEMI§NT6ECIFION (305)375-2966 FAX(305)375-2909 Your application for Product Approval of PRODUCT CONTROL DIVISION Epoxy Anchoring system (305)375-2902 FAX(305)372-6339 under Chapter 8 of the Metropolitan Dade County Code governing the use of Alternate Materials and Types of Construction,and completely described in the plans, specifications and calculations as submitted by: applicant, along with drawing prepared by Simpson-Strong Co.,Inc. and test report prepared by Applied Research Laboratories. has been recommended for acceptance by the Building Cade Compliance office to be used in Dade County, Florida under the specific conditions set forth on pages 2 et. seq. and the Standard Conditions on page 3. This approval shall not be valid after the expiration date stated below. The Office of Code Compliance reserves the right to secure this product or material at anytime from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner,the Code Compliance Office may revoke, modify,or suspend the use of such product or material immediately. The applicant shall re-evaluate this product or material should any ammendments to the South Florida Building Code be enacted affecting this product or material. The Building Code Compliance Office reserves the the right to revoke this approval, if it is determined by the Building Code Compliance Office that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. Acceptance No.:96-0730.04 Expires:12/15/01 Raul Rod iguez Product Control Supervisor THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE COMMITTEE This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above, Uffffffs—Danger, P. Director Building Code Compliance Dept. Approved:12/15/98 -1- Metropolitan Dade County Internet mail address: postmaster @buildingcodeonfine.com ® Homepage: bttp:J/Www.buildingcodeontine.com 0000 000 . 6 00.06 6 6 0000... 666 6 6 6 �. . 606 600 . . . 6666 . . 0 Simpson Strong Tie Co. Inc. ACCkPTQNCEM• 96-0730.04 . 00 . 0 • APPI�Q0& 0•. :.SEC j 5• X98 EXPIRES DEC 15 2001 6066 00006 -..- ---- NOTICE OF ACCEPTANCE: SPECIFIC jO1tDITIIANS 6 0000. 1. SCOPE 1.1 This approves an epoxy anchoring system as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code(SFBC), 1994 Edition for Miami-Dade County. For the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the allowable load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Simpson Epoxy Anchoring System shall be fabricated and used in strict compliance with the following documents: Drawing No SETADHOF,titled"Set and Et adhesives",prepared by Simpson Strong—Tie Co., Inc., dated 11/11/98 sheet I of 1,bearing the Miami-Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami-Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for concrete of 2000 psi.or higher compressive strength . 4. INSTALLATION 4.1 The epoxy anchoring system shall be installed in strict compliance with the installation instructions published by Simpson Strong-Tie Co., Inc. 5. LABELING 5.1 Each box and container of epoxy anchoring system shall have a permanent label with the manufacturer's name or logo,city, state and the following statement:"Miami-Dade County Product Control Approved". 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marled-to show the hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the. installation of these products. andido Font, PE, Sr. Product Control Examiner Product Control Division -2- .... ... . . ..... ... ... ... . . . .... . . . r Simpson Strong-Tie Co. Inc. ACCEPTANCE NO.: 96-0730.04 . APpR0VF .' : : :(xEE :� 1998 ... ... ,OEG 15 2001 EXPIRES :... ..... ... .... NOTICE OF ACCEPTANCE STANDAR&CONDITIONS • ....• .... . ..... . ... . . L Renewal of this Acceptance(approval)shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data,engineering documents,are no older than eight(8)years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name,city,state,and the following statement: "Miami-Dade County Product Control Approved",or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product(identical)as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared,signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials,use,and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested(through the filing of a revision application with appropriate fee)and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales,advertising or any other purpose. 6. The Notice of Acceptance 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 Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents,where it applies,shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1,2 and this last page 3. andido Font, PE,Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE -3- G SIMPSON STRONG-TIE SET & ET ADHESJ-VE 1. • ••; ;`; , ;'; • f • !� ! f • ! • • O. DESCRIPTION: IT IS A TWO-COMPONENT ADHESI - i�pokf) ` • • DESIGNED FOR ANCHORING STAINLESS STEEL'[HREADED ... •••• RODS (ASTM A 193 - 137) INTO 2000 PSI OR H IGF.EI :•• f e A 3. COMPRESSIVE STRENGTH CONCRETE. THE EPDXY TIL;MEE7f&•• • Sees• ASTM C 881-90 STANDARD SPECIFICATION FOR EPDXY RESIN BASE 4. BONDING SYSTEM FOR CONCRETE. Allowable Load in Concreted) Rod Deli Embedment Edge MODEL SET MODEL ET Size Sias Distance Tension Sheer Tension Shear In In In In Lbs Lbs Lbs Lbs 318 7/16 3112 5114 2587 1734 2672 1904 112 9116 41/4 6 318 3719 2779 3993 2818 518 314 . 5 71)2 7073 4875 7133 4890 314 7/8 6314 101/8 9329 6311 9476 6924 1 11/8 9 1312 13885 . 12546 14145 13490 (1) Cdkai Edge Distance Allowable Load in Concrete(2) Rod Dry Embedment Edge MODEL SET MODEL ET Size Size Distance Tension Shear Tension Shear In in M In Lbs Lbs Lbs Lbs 318 7116 31/2 13/4 1693 552 1722 555 1 t 9116 41/4 1 2480 552 2349 555 518 3/4 5 13/4 3410 742 3670 645 3/4 718 83/4 13/4 5118 990 5004 929 1 11/8 9 13/4 7518 1309 7002 1049 (2) Mninuen Edge DbWm e. Z,t�ru-'ll1f '1. *fee • . . . :NERAL NOTES: 000 •" 0 • 0006 w AL VABLE LOADS ARE EQUAL TO ULTIMATE LOAD DIVIDED,BY 4ti•, ,•, .•.dI4•IN OR13ER TO ACHIEVE THE ALLOWABLE LOADS A MINIMUM EprE pfSTA14 JE 1.5 E AND A MINIMUM CENTER TO CENTER DISTANCE OF ?b E-SHALL EtE OBSERVED. "E" IS EQUAL TO EMBEDMENT. ..• •�. ADHESIVE PERFORMANCE IS AFFECTED BY THE TEMPE1tA7`URE OF TIE ' ENVIRONMENT; SEE TABLE BELOW IN ORDER TO ADJUSLAE AIIOWABdZLOADS. ALL INSTALLATIONS SHALL BE MADE IN ACCORDANCE WITH SIMPSON'S PUBLISHED TECHNICAL INFORMATION IN THEIR CATALOG C-SAS98-2. Percent Load vs Temperature MODEL SET Adhesive Temperature %of Original 70-F. -F. Uidmats Tensile Strength 32 100.5 70 100.0 110 96.7 135 80.6 150 61.0 180 22.9 MODEL ET APPROVED AS COMPLYING WITH THE Adhe"Temperature %of 0ri&W 70-F. SOUTH FLORIDA BUILDING CODE •F. UbTu t9 Tensile Strength OATL _ �9 32 97.8 BY 70 100.0 PRODUCT C . ROL OIV�S!O:v 110 97.5 BUILDING CODE COMPLIANCE OFFICE 135 94.9 ACCEPTANCE N0. -0,13o•O! 150 78.8 180 60.8 Metropolitan Dade County- Product Approval TITLE: SET and ET Adhesives DRAWING #: SETADHOF Simpson Stron0e Co., Inc. SHEET #: 1 OF 1 4637 Chabot Drive DATE OF ISSUE & REVISION: 11/11/98 Pleasanton, CA 94588 NAME, DISCIPLINE & REGISTRATION OF P.E.: EVON BALLASH, CIVIL ENGINEER REGISTRATION # PE 0051762 ; kolbe fob# Zone =Entire -House MANUAL!:7th Ed _._.-RIGHTS:- 3;0.1 ..SIN 12221. 1 Nameofltoom Entire House exist act - ` 2 RmrningFt Exposed Wall 147.0 Ft 147.0 Ft 0.0 Ft Ft 3 Room Dimensions,Ft 0.0 t 1476 x 1.0 Ft 2156 x 1:0 Ft x Ft y; 4 Cah4m Ft Condit Option 8.0 d 8.0 heat/cool 0,0 heat/cool TYPE OF CST HTM Area Btuh Area Btuh Area Btuh Arcs Btuh EXPOSURE NO. Htg Clg Length Htg Clg Length Htg Clg Length Htg - Clg Length Htg Clg 5 Gross a 14A 11.7 7:8 1176 rrq aqr 1176 rr+s rrrs p +++r q++ qq arq Exposed b 13C 0.5 1.3 0 rsrr tart 0 •••• srsr p sect rqa cars acre Walla and. c 0.0 0.0 0 sac► qtr p ssr► iris p •+a+ rrrs qq star Partitions d 0.0 0.0 0 •*** •••• 0 r+*+ arcs p cars rrsr qtr rrsr e 0.0 0.0 0 +:ss qar p rrsr rrrr 0 rrri sqr stir. sqr f 0.0 0.0 0 +sss qq 0 rrsr rtes 0 rrrr, tsar rrsr rrr+ 6 Windows and a 1C 26.6 •• 189 5021 •••• 189 5021 •"• 0 0 •••* •••r Glass Doors b 9K 8.3 "• 134 1113 *••• 134 1113 *••* 0 0 •ss► rrrr Heating c 1C 26.6 •• 41 1089 •••* 41 1089 i••• 0 0 rrq sqs d 0.0 q 0 0 s+rs 0 0 sss- 0 0 tars sNa e 0.0 q 0 0 area p p tai p f 0.0 q p p rrrr 0 0 rrq 0 0 :-t ••• •• a•i! • srsr arcs iq0 • •cart • • 7 Windows and Notch 22.4 260 5625 260 5625 0 0 • • • • • Glass Doors NFJNW 0.0 0 •••• 0 0 r••r 0 0 rrM• : p •• •qq •• Cooling E/W .85.0 103 ...'.r••. 8763 103 •*•s;:. 8763 0', ►qs • p rrrr • !. .• • SEISW 0:0 0 srsr 0 0 sqa "0 p rqr i"p i• •rqi" South 0.0 0 *+** 0 0 qri . 0 0 rrs# p • •qtr •••• • Horz 0.0 0 arcs 0 p eirr 0 0 irre• ••• p ••• •star y • 8 Other doors a 10D 10.6 10.4 37 391 385 37 391 385 0 V • 0 r b 0:0 0.0 0 0 0 0 0 0 0 .• 0 0 •• • , o • 9 Net a 14A 11.7 7.8 776 9097 6051 776 9097 6051 0 • 0 • 0 004 • 0.0000 Exposed b 13C 0.5 1.3 0 0 0 0 0 0 0 Q •• 0 004 • • • Walls and c 0.0 0.0 0 0 0' 0 0 0 0 • 0 0 ••i••• Partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 • e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.2 1.9 1476 1799 2738 1976 1799 2738 0 0 0 § b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 18.6 0.0 147 2739 0 147 2739 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 C 0.0 0.0 0 0 0 0 0 0 0 0 0 12 fri lttation a 8.7 3.2 401 3492 r1301 401 3492 ..1301 0 0 0 13 SubtotBtuhLoss=6+8,+ll+12 _ !ts• 24741 rsrr. 24741 aqa rqr p qq qar rgs:1 14 DuctBtuhLoss 5°/ 1237 5°/ 1237 .0 15 TotalBtuhLon 13+14 rrss 25978 cast,,_>" .,25978 rssr qri p ssq qq tsar 16 Int Gains: People® 300 8 r►ra 2400 8 •••i '2400 0 +isr 0 qq Appl. ® 1200 1 .�••• 1200 1 ss••, 1200 0 riii 0 sass 17 SubtotRSHGain-7+8±12+16 a•"r ••r• 28664 iii• sq• . 28664 p araa qq 18 Duct Btuh Gain 10% 2866 10% •••s .2866 '094 0 qtr 19 Total RSHGaina(17+18)rPLF 1.00 •••' 31530 -° 1;00 •••r 31530 1.00 "rr 0 ••q 20 CFM Air Required •••• 1686 1686 rsMr 1 1686 '11686 qq p p aqr rFg Printout certified by ACCA to meet all requirements of Manual J Form , P' (T78T VO SOLANO P.E. ME CAL-ELECTRICAL TING ENGINEER N 34923 FL. W.48TH ST. . MIATAI,FLORIDA 33155 TElf r( 05 5-6151 tt- `"�,.�...: ` FLORIDA ENERGY E0FICIENCY CODE FOR QUILI)INa G0NS`fRUirT10N+ r. ' x SOUTH 7.8 9 x S :FORM 6000-97 Reside0tlal Limited.Appi[Fat)ons Or jzorfptlVe�N(e � } r�A t. gi ri MOM,Qt COti'tili itllty Af81 D#$raft!ddnb Renovattona d sulldin ,3yph ' Complia wilh Method C of Chapter 8 of the Flald1 Enet9V E�t9ency Inay_ damoflat(ated try A Use d �d Ant►ii068 a ' 4d16 Installed oomporlsnl8 l44 i h nce t . of manufactured hones,and renovaHoitb to tingle-ecl�mkt. t�l�rl AltdlhaHWa tdAth&k.ery ptOVidYd PROJECT NAME: Sul LDERi ' '�' AND ADDRESS: r PE MITTING~ „ ` ��` C ATEF= �-`� OFFICE ' v% 20NE'° :7' 8®9 I_J t OWNER: 4 ' PERfVBrNO ? JUgjBbltltONNO: ,. ,- la �� SMALL ADDITIONS TO EXISTING RESIDENCES(800+$ryu8re foot or 160 of txmdRbned area) PrebeflpNVA:?A4ulrementa Iii TAW"8C it 12 aAd 8C•3 apply only to Me t components of the addition,not to the Wall- bundlrtp:Spticb hbtitlrig;cooliny,'add Wet6r heriting 6qul�mlint 6111cibrtcy leveif`R1tut 6�tn6t Gngl t4h6n equlprhent is Installed specilkaity to serve the addition or Is being I&tatled Nt oonitirtotlon wNb the etldigon�gnatrirction:'t",ortlponrint�bepar�lin9 Uri btMlUoned apiit eb froe+cortditbned spaces rnuat'; meet the prescribed minimum Insulalion levels. RENOVATtoNs(R!alderd(bl tiulidinge GndargoMg tenovatldh#'ooatlnp rnbr�tttbn 904G,Sf trte retwebed value of the building). Prescriptive requirements In Tables BC•1 and eC-2 bpply only to the i DhVOnants t)nd equipment being rertiovstad of ieplaced:.tAANUFACTtIREO.HOMES AND BUILDINGS.Orly sae P6*04 pt'Itit - CK „ installed components and features are covered bythis tomti BUiLbINt3 SYSTEMS Comply When complete new system le btelasad _i . r 1.. Renovation,Addltion;New System or Mainufactured jiome 2. Single tamit detached or MultNarrliltittachst 2 3. if Multifamily—No.of units covered by this submission ' .'r.'. 4 - ` •••••• k y • • :• 4.. Conditioned floor area(s , ft,) ' 5. Predominant save overhang(ft.) ' 6. Glass area and type: } Single Pane Double Pane •. • a. Clear giass ' 8a } f 8qt %c a r•;Sq'•" ---errs•. •�j��4: b. Tint,film or solar screen 7. Percentage of glass to floor area 8.. Floor type and Insulation: „ —_ • F a. Slab-on-grade(R-value) b. Wood,raised(R-value) e + A c. Wood,common(R-Value) •.• �.., rt R Y • e i a�21§ d.. Concrete,.raised{R-value) : 8d .!.� ' .... , . � . ----...sq:/:fit: -t ' S .ft�.. RxrM e. Concrete,common(Ar value) go. ' e R q --•a• ,••�•, .{ 9. Wall type and insulation: ' ` {° ”" "•' ,� a�: a. Exterior: Z g x ' 1. Masonry(Insulation R-value) 8a 1 R= 1 sq.ft. 2. Wood frame(Insulation.R•Value) 8a 2 R sq.ft: f A r b. Adjacent: _ 5 4 � 1. Mason Insulation R-value) Masonry( , L` 9b 2 R t , sq•ft � 2. Wood frame(Insulation R-value) x rM f s } C. Marriage Walls of Multiple Units'(Yes/No) 90 i� �✓ drf� i :' 10. Ceiling type and insulation- •"f 1 tea:i H '{r Y-Fb a. Under attic(Insulation R-value). R� = E�; f ' q' a z ti W b. Single assembly.(Insulation R-value) 10b =a R= - � " W� sq ft. E q ,Z, 11. Cooling system* (Types:central,room unit,package terminal A C,gas,existing,none) 11 yType' 12. Heating system*:(Types:heat pump;elec,strip,natural gas,L.P:gall, a existing,tone) FiSPFiCQP/AFtiE; , gas h.p.,room or PTAC, 13. Air Distribution System*. ' ` f —' _ = a. Backflow damper fir single package'sysfems•(YesMo)` Igo b. Ducts on marriage wells adequately sealed•(Yes/No) 63 °� �i3b _(��/� Em 14. Hot water system: :Type (Types:elec.,natural gas;othet,existing,crone) t k.- i *Pertains to manufactured horses with efts htstafted txNnporiertta T f`+`a 7�, I&fit W�°ve,r u a $L�,irjt+ r 5'9 3•Z 6,..' ri}1 I hereby certHy that the pplans d spa RPM=T1 by the calculation are in t Review of plant+ NadNCeBoM covered ihib eti°n�d °°00A1P `a �3 compaance wits the Florida E + �r r i °�; , �� p�BitAIO 1183 90uf1,f.8 } a >. f �.DATM t .' `.,,vss „�- PREPARED By p *d d 1 he Certi that thi Idi, i n com a Do with the Flo Ene OWNER AatzNr D TE jD x < t . "`��• _ �'ri.- k4.4 �' S 'f"LZ s ':+.f6 -x, Climate s ' , Climate Zones 7 8 9 J " TAKE 6C•1:PRESCRIPTIVE REQUIREMENTS fOH SMALL,I�DiNTiOtlS(600 Sq A.and Leer),RENOVATIONS TO EXI61ho t1U1lDIN13S AND SI`114 ALIED FOMPONENTS Of MANUFACTURED HOMES MINIMUM INSTALLED <<.MINIMUM? INSULATION EQUIPMENT f'Y ` xy `EFFICI�iICY EfFIGENCY .. ...r x E-. COMPONENT` INSIN ATiON INSTALLED 1 A/C i SON s° SEER; 0.0 . SEER..*, Concrete ,q-11 1, Central 1 N Frame,2 x 4 Skive Pkg SEER ,_; 9.7 SEER = Frame,2'x 6' R-19 Room unit or PTAC EER: 8.5+ EER = A -Common,Frame 3.r Common,Masonry. ` R-3 Electriq Resistance *• ANY Under Attic R-30 -- --*- Son.... r" HSPF:.c. 6.8 HSPF = Heat pump y Single Assembly;Enclosed /) a Pk . _' 6.6 HSPF = Z Frame R•19 9 HSPF' ; Metal Pans R-13 _ .' Room unit or PTHP COP 2.7* HSPF! _ M Single Assembly;Open R•10 COP Common,Frame R-11 Gas,natural or propane* AFUE _. 78 AFUE = to Slab-on-grade No.Minimum FueIOII AFUE _ .78 AFUE = Cr Raised Wood R 19 O Raised Concrete R-7 j `. " Electric Resistance EF ._ 88 EF = li Common,Frame R 11 .Gas; Natural or.(-P EF ._ 54 EF , • S t. In unconditioned space EF _ EF '• • ED 1'conditloned space. No minimum •' • r SN tabf• 61• • •• �'Y • " '9 ., r •. • • • 't, s TABLE 6C-2: PRESCRIPTIVE.REOUIREMEilft FOR QLASB AREAS IN ADbiTIONS ONLY Installed • Maximum percentage glass to floor afea Glowed is betected ;Overtiah leh Grid shadi ooefHdent;Maxihxlrri96 a; °_ . x GLASS TYPE,OVERHANt3,AND,SHADING.COEFFICIENT REQtJI ED FOR GLASS PERCENTAQE AL10WE0• _ • • "• • k �'•� . UP TO 405'• " °r r s P vo 5Y9'° s UP TO 20% Ul3 TO 30°ie `'' �� 3 'Sin le Doubter Single " Doubl • • Single Double' Single Double 9 OH-SC OH-SC. OHrS' O =SC OH SC'` OH SC s 0 -S O -S� .. t��•��• «. 0'-.90 2 1.0 1'-.90 3 1 0 :. 1 70 . 9 .66 i 2'-.70•• , r •.••i� 1 .86 . 0'-.70 2 86 .S r 2'=.89 1'-.50 •' • _. 0'-.86 0 85 5 0 50 : 0%.40„• • '- ' 1 .45 • +` •o•�4• ' 1:0,,double clear SC= 80 and single tifit SC x.86. S GC+.87 SC $ ,� SHGC or SC may be obtained from the manufacturer Single dear SC= s t� .• �• TABLE 6C.3 MINIMUM REQUIREMENTS FOR ALL OACKAGES CHECK `•'•�` REQUIREMENTS: $ " COMPONENTS 5ECTI0 • , ra Exterior Joints a Cracks 605.1--, To biUtilkdd, asketed,weather-stri -ed or otherwise sealed ? n Exterior Windows d�Doers 506.1 Max 0.3 ai q k window area;.5 cfrn/sq tt door area Sole il<Top Plates 6061 ;, Solo plates and penetfaUons through top plates a"exterior wags thust be sealed rt,X rA tV j Solo& o Lighting 8061,:; Type IO.rated w to 00 pone go (two .tematlVas Multi-story Houses _ 608.1` Air ". eton drnetbt of floor cavity etween ooh,, z b r s Exhaust Fans 6061.: Exhaust fans ventAd to unconditioned space shall heir§damperspt for bombustion ff j L Id devioea wNti rote tai exhaust ductwork tr Combustion 6061.; Combustion:space and water heating syslemti must be provided Nd1h outside combustion air, , �� Heatin exce {for direot vent.a lancas WItl1 efRclencytequlrernents inTable 8 121°SwHch br diati marked circuit breaker(electric) Water Heaters 812.1 ` Co+np t11Df> ' 'rru7 r„ s fntlst be ro vtded Extemai or twill lh heat Fe 1 ed' s Swimming 612.1 ` Spab,d�"hiAtbd pobl!<htuSt tteve covers(except solar heeted)oNo►i-cotnmerclef Pools must have a Pools 6 Spa tinier-t Gas 9'a, 1, `l hooter$must have minlmurrl iherf�tel e�lCiB gf.789t• Hot Water Pipes 612 i Insulgil6h:IS,PegUli'ea,for hot water circltlating systems(Including h9at redove• ,uhlts) , j v 812.1 Water, �vi'rifust bi;tbstddtdd,to no tnore;tharr 2.5 galiorls p6t i NhfA,6 at 80 8113' Shower Heads PA- Duct 610.1 AN duota,'iHtihgs;IttGchanical equfpmerit atxi plenum chambers shah a triectianically attached, xs Construction, sealed;insulated and Installed in accordance with the criteria of SeCtiort 810.1; Ducts in attics must be Insulation aA Inetallatton inaulated.to a minimum oI R 8.•Air handlers than not bd Installed in etdod unless in mechanical closets "VAC Controls 807.1 Separate readily&CC(♦ssible Manuel or automatic tlterrnostet for each system kt� # s t OENERALDIRECTIONS: fr�r t. OnTade6Glhd�abMaR•valueoltheMnJetlotlbdnY�ddedtDeachbanDonrrdendtllesllidemYlASOidMapApneMDAkstaAed ANRv9YindlNldrildelY+betedmUBlliroMaexceedtlMmNltMirYuMtd � Wed.Components end equipmerl txdlrM loop added nor len6vrled maY be loll b18nk : r it Aiw pfae"pm-ell Do ble 9k etae d d ntrF 2. ADDITIONS ONLY.Delemdne lie percMdapO d ner►9ttue b 8lattdtlolied floor mea ld f eddea►as IoWrra Tow the erdas of d t> whdowiip vettksl root pies end add N b the prevlars bbL Yr?ieit ydee M efddYi6 dxledof toile Ii beYq femoved a ertdoadd bji.lhb eddilon en Mrtbiirl equel > Vd able dGY (hdstdPt d t adeeMeaqustedplasaereafoteibyMaean6eonedtbaMeeblMisdellai by100169dlhePercerl FTitlAi&lef6eltpi P Db nleNowedlabped56 At ii.S ; ` are pNen by tlro Mn d daea(Single a Opbb pmre)mid 1rt ovedanp(GFI)O d�d ehaolr�ablldMd(SC).Per i On plaid tpp9 Cnd�1a iAtaleirtiilddrl0 an table OG9 Al I.*r p .t h ihm windws and doors Wedaudy In ens axtada w*of m hubs Mid bbin'p idk.Maf�7Med b ib iddltlal do rnl havb bl ednitiy wph Ob oJad�elg�i d a the ouMNAoMiOdi -11 1ra1ef1t1aal eN aq,I,ememlaoneoll�s Opegn•bfiM QtMat 'Tybowdutl0lONldNgaACiif hNaaUrd * s t�`• •, _ c SL 1*i 4° 4S sly o d tln ordgiq 3. RENOVATIONe fxLY 11epleC6nMxa ireda b meal the taAoYAriO"Ireebnd:Any OW Wi and r an obelklem may b pi t irnwrt w I>uderdi beet a hro bot oveArerq end whobe IanreY renovated Mat do rra4 mtiei aria aped&civet to etMet airgle perte Itmed aoublrtParfi des?a doutla pane&mad• 3`a" 'i, +�a - iY y wipe does nol extend M1rer Men 1 Iasi hom the avedrMq t eteai hekp ' i d. BUA DING$YSTEMS.Comply whBll new syslam b kMtaled kr alfalel.l Ali x , 5. Complete Me irdonnatbn raWWed an the top hall d pope 1: 8 Read Vhman Req kew4ft for Small AO�Alare Mb Rmovdons�Table QC3 end oheok eA appAenbb items � 7. Read.sign and date me"O•merlApera'ce0011loe auderireta on Pape 1* ? D-46 k 2 ri wdt , i s i st,fi 44 � a . 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