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Home My WebLink AboutPGA CLUB0Margate-Coral Springs, Florida 33063 phone: (305) 345 5744 T Viorel Florea, professional Association, 92 Marion Avenue ", E C T 11 R E , R C " Viorel FloreaY P•AA• MV 7/19/95 9501 B To: MJ• Anderson, Inc. + General Contractorsan Blvd., s e 202 2100 S FL 3 ce Stu 4996 +, - Norm Anderson Attn: PGA Comfort 5tati n Structural Change , Ref • . , currents may be replaced with pTemanufactured approved permit do on each ' shown on e appr 't The roof -framing <`St• ucie Truss Company orted with a 5"x12" Lam Beam ~ 1 trusses f eengineered by h area shall be.supp 3"x1T, Lam le across the front. " The "roof structure over the dr ve-t roug side and with a - o Thank you, r Viorel Florea, NCARB, Pr sident Viorel rlorea, P. A•, A Cl CTURE A 0011592 Florida Registration Coo1969 Ap, Florida Corporation C - Ce t.# 41014 l N.C•A•R•B- „ prchite turn! Registration Boards Certified National Council of ---- -- - -- • � !. _ - .f,"j3 c - � � — • M - ., .. t VC .� ; jL A Y . ?} 1 .7 vLY K d �A` J •:p- - 15I;r ,% i l ' . - I • - , %r �i 4%, I -,-, I : " - . . , I I , . , � �, , I , , .1 , - . , I " " , , , . � . I . " .� , * , ,.' - '! " � �. , .I 1 . . '. .. � I I .. : -: , : ". , , � � .., .. . . , -. . t I . r V .. 'V �V ., .. r - i r .,r .. S r .. ..- .. ` i t _ . , .. r s� 1. r j ` . t + I 5 \ II _ 4, -, . i. -, .. • • { J -I. . r . r .- -I r II r . f \ , r ll. ! L - ,',, Y I } - ` � , t 1 +,Y 1 i4 r F t 1 f r .3 1 - l , . ,— , ,.J _ .r _. r "• - - !' � . l,, j : ' J ;y l I. 4 1x f. F ;♦ �. &- kY.' i' -. ': I.t ^ h r 1. r i Viorel Florea, Professional Association, 3092 Marion Avenue, Margate -Coral Springs, Florida 33063 phone: (305) 345 5744 Viorel Flores: P.A. A R C H I T E C T U R E SCANNED 7/19/95 � P# 9501 B To: M.J. Anderson, Inc1 General Contractors 2160 SE Ocean Blvd., ste 202 Stuart, FL 34996 Attn: Norm Anderson Ref. PGA Comfort Station Structural Change The roof -framing shown on the Approved permit documents may be replaced with premanufactured trusses preengineered by "St. Lucie Truss Company". The roof structure over the drivel through area shall be supported with a 5"x12" Lam Beam on each side and with a 3"x12" Lam Be �m across the front. a Thank you, Viorel Florea, NCARB, President Viorel Florea, P. A., ARCHI Ei Florida Registration AR 00111,92 Florida Corporation AA C001968 N.C.A.R.B. Cert.# 41014 RE I National Council of Architectural Registration Boards Certified Viorel Florea, Professional Association, 3092 Marion Avenue, Margate -Coral Springs, Florida 33063 phone: (305) 345 5744 Viorel Florea, P.A. A R C. H I T E C T U R E 7/19/95 9501 B To: M.J. Anderson, Inc! General Contractors 2100 SE Ocean Blvd., s e 202 Stuart, FL 34996 Attn: Norm Anderson Ref. PGA Comfort Station Structural Change P# The roof -framing shown on the pproved permit documents may be replaced with premanufactured trusses preengineered by "St. L4cie Truss Company". The roof structure over the drive' through area shall be supported with a 5"x12" Lam Beam on each side and with a 3"x12" Lam Beai across the front. Thank you, 4 ow Viorel Florea; NCARB, Presiden� Viorel Florea, P. A., ARCHITECTURE Florida Registration AR 0011592 Florida Corporation AA COO 191 8 N.C.A.R.B. Cert.# 410,14 National Council of Architectural Registration Boards Certified ===<f-< ,.ALeC . E . S Version 7 . 0»»====-==� 015 510 ]========««ST . LUCIE . TRUSS»»=== Customer M.J.ANDERSON=COMFORT.STA ION Fri Jun 30 13.17:27 1995 Project #: 8001MG Truss ID : Al Family # : 104 Span 18-4 I Quantity : 7' Top Pitch : 1./12 ------------------------- ----- FORCES - GRAVITY LOADS 1-2=-1401 5-6= 1178 2-7=-324 2-3=-1363 6-7= 750 3-7= 630 3-4=-1363 7-1= 1178 3-6= 630 1 4-5=-1401 4-6=-324 I PROVIDE FOR 602-LBS UPLIFT AT JOINT 1 (0.5�1) PROVIDE FOR 602 LBS UPLIFT AT JOINT 5 (0.5 ) PROVIDE FOR 448 LBS HORIZ. REACTION AT JOI T 1 (SYMMETRIC PLATING TURNED ON) - - I 2-13 4-2-4 9-2 4-2-4 - 4-11-12 r - - i 3" 1 2x 2 3 REACTIONS - SIZE 1=-1192 8.00 5=-1192 8.00 _ 14-1-12 ,- 18-4 2-0 4-11-12 - 4-2-4 4x4 3 2x4 4 3x4 5 6 6x8 4-2-4 14-1-12 4-2-4 I 9-11-8 L. HL TO PH:18-7-6 LEFT HEIGHT:0-4-5 S IAN�18_4----- RISE:5-8_7 -- 18-4 , 4-2-4 -' R. HL TO PH :10-7-6 ]RIGHT HEI GH T : 0_4 =5_ ---------------------------- --- LOADING (PSF) MAX STRE SES MINIMUM GRADE OF LUMBER L D TOP 2- =0.439 TOP CHORD:2*4 No.2D 19 SP TOP 30 15 BOTT '7- =0.495 BOT CHORD:2*4 No.2D 19 SP _ BOTI' _ 0 10 LL_ DEFL_. 7=0 _03 < L/ 3 60 WEBS : 2 *4 No . 3 19 SP ---------------------------------------------------------------- STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD WALL HEIGHT 15 FT, ENCLOSED BLDG. TYPE, ASSUMING 15 PSF TOTAL D.L. (SBC). PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NOS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. r. __=<�«»» :A.C.E.S Version 7.0----===_ - � 015511 ]________« « ST.LUCIE.TRUSS»»=== Customer M.J.AND-ERSON-COMFbRT.STA ION Fri Jun 30 13.17:34 1995 Project #: 8001MG JTruss ID : A2 Family # : 104 Span 18-4------------- Quantity ---=2Top -Pitch =_=7- --=== -------------------------- FORCES - GRAVITY LOADS 1-2=-1401 5-6= 1178 2-7=-324 -2-3=-1363 6-7= 750 3-7= 630 3-4=-1363 7-1= 1178 3-6= 630 4-5=-1401 4-6=-324 PROVIDE FOR 602 LBS UPLIFT AT JOINT 1 (0.51) PROVIDE FOR 602 LBS UPLIFT AT JOINT 5 (0.51) PROVIDE FOR 448 LBS HORIZ. REACTION AT -JOINT 1 (SYMMETRIC PLATING TURNED ON) - -2-4 4-2-4 3x4 1 4-2-4 � 2-4 L. HL TO PH:10-7-6 LEFT HEIGHT:0-4-5 ------------------- LOADING L (PSF) D TOP 30 15 - R077 2x4 2 7 3x 4-11-12 REACTIONS - SIZE 1 -1192 8.00 5=-1192 8.00 434 14-1-12 18-4 2-(3 4-11-12 4-2-4 14-1-12' 9-11-8 )N:18-4 RISE:5-8-7 2x4 4 6 6 x8 3x4 5 18-4 4-2-4 R. HL TO PH :10-7-6 RIGHT HEIGHT:0-4-5 ---------------- MAX STR SSES MINIMUM GRADE OF LUMBER TOP 273=0.439 TOP CHORD:2*4 No.2D 19 SP BOTT 7 1=0.495 BOT CHORD:2*4 No.2D 19 SP T T TT TT - L 360 WEBS • I *A Mn 1 1 Q qp STR.INC.: LUMB = 1.33 PLA REPETITIVE STRESSES USED TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND l PLATES ARE MITEK M20-258,216 MANUFACTURED FF PLATE MUST BE INSTALLED ON EACH FACE OF JOIF THIS DESIGN IS FOR TRUSS FABRICATION ONLY.F( = 1.33 SPACING • 24.0 in. o. c. NO. OF MEMBERS = 1 IID, WALL HEIGHT 15 FT, ENCLOSED BLDG. TYPE, ASSUMING 15 PSF TOTAL D.L. (SBC). IM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NOS DESIGN SPECS, SSBC,TPI-91 (PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS RE00)CONSULT BLDG ARCHITECT OR ENGINEER. C . E . S Version 7. 0>>J==== =_[, 015512 ]========<<<<ST . LUCIE . TRUSS»»=== Customer : M.J.ANDERSON-COM ORT.STAi'ION Fri Jun 30 13:17:40 1995 Project #: 8001MG Truss ID : A3 Family # : 314 Span 18-4 Quantity 2 Top Pitch : 7./12 ------------------------- FORCES - LOAD CASE #1 1-2=-3359 6-7= 2805 2-8=-105 2-3=-3152 7-8= 2715 3-8= 1005 3-4=-2715 8-1= 2805 3-7= 0 4-5=-3152 4-7= 1005 5-6=13359 5-7=-105 REACTIONS - SIZE . 1=-2277 8.00 6=-2277 8.00 LOADING COND. # 2, 3, 4, 5, PROVIDE FOR 1376, 777, 1254, 1041, LBS UPLIFT AT JOINT 1 (0.60) LOADING COND. # 2, 3, 4, 5, PROVIDE FOR 1254, 041, 1376,. 777, LBS UPLIFT AT JOINT 6 (0.60) PROVIDE FOR 345 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 2-0 3-6 7-0 11-4 - 14-18 18-4 - 3-6 3-6 -4-4 3-6 _ 3-6 4x6 1 L. HL TO PH:8-1-4 LEFT HEIGHT:0-4-5 -------------- LOADING L (PSF) D TOP 30 15 BOTT, .....-._- 0.._- .10 4XIS 4x4 3 4 2x4 2x4 g 5 _ 8 7 4x4 6x8 7-0 11-4 7-0 I 4-4 :18-14 R I SE : 4-5-5 18-4 7-0 2-0 4x6 6 R. HL TO PH :8-1-4 RIGHT HEIGHT:0-4-5 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2D 19 SP BOT CHORD:2*4 No.2D 19 SP WEBS :2*4 No.3 19 SP ------=------__----- SPACING : 24.0 in. o. c. REPETITIVE STRESSES NOT USED II NO. OF MEMBERS = 1 LOADING"STRESS INCREASE LOADING PANEL(PF) / JOINTS(LBS) LUMBER PLATE TYPE II 1 1.33 1.33 UNIFORM 1- 3= 90 3- 4= 203 4- 6= 90 6- 7= 20 7- 8= 45 8- 1= 20 CONCENTRATED 7= 787 8= 787 2 1.33 1.33 UNIFORM 1- 3= 20 3- 4=-55 4- 6= 20 6- 7= 10 7- 8=-7 8- 1= 10 NORMAL 1- 4=40 4- 6=-51 CONCENTRATED 7=-525 8=-525 3 1.33 1.33 UNIFORM 1- 3= 20 3- 4=-55 4- 6= 20 6- 7= 10 7- 8=-7 8- 1= 10 NORMAL 1- 3= 32 3- 4=-90 4- 6=-51 CONCENTRATED 7=-525 8=-525 4 1.33 1.33 UNIFORM 1- 3= 20 3- 4=-55 4- 6= 20 6- 7= 10 7- 8=-7 8- 1= 10 NORMAL 1- 3=-b1 3- 6=-90 CONCENTRATED 7=-525 8=-525 5 1.33 1.33 UNIFORM 1- 3= �O 3- 4=-55 4- 6= 20 6- 7= 10 7- 8=-7 8- 1= 10 NORMAL 1- 3=- II1 3- 4=-90 4- 6= 32 CONCENTRATED 7=525 8=-525 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICAL LY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NOS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHI'CH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. MAX STR SSES TOP 3 4=0.989 BOTT 7 8=0.795 LL.DEFL.@8=0.07 < L/360 ===««A'. C.E. S Version 7. 0»»===_=== 015513 ]========««ST. LUCIE-. TRUSS»»=== Customer M.J.ANDERSON-COM ORT.STA�ION Fri Jun 30 13:17:47 1995 Project #: 8001MG Truss ID EJ7 Family # 201 Span 7-0 Quantity _ 6 Top Pitch : 7. 12 -------------------------------------------- --------------=------------ FORCES - GRAVITY LOADS 1-2= 0 3-1= 0 2-3= 0 _ PROVIDE FOR 278 LBS UPLIFT AT JOINT 1 (0.48) PROVIDE FOR 341 LBS UPLIFT AT JOINT 2 0.15) PROVIDE FOR 362 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED -ON) 3x4 L. HL TO PH:8-1-4 LEFT HEIGHT:0-4-5 REACTIONS SIZE 1=-583 8.00 3=-66 1.50 2=-297 1.50 3 7-0 7-0 AN:7-9 RISE:4-5-5 RIGHT HEIGHT:4-5-5 ---------------------------- - LOADING (PSF) MAX STRESSES MINIMUM GRADE -OF LUMBER L D TOP 1-2=0.881 TOP CHORD:2*4 No.2D 19 SP TOP 30 15 BOTT 3�1-0.167 BOT CHORD:2*4 No.2D 19 SP BOTT 0 10 LL.DEFL.� < L/360 WEBS :2*4 No.3 19 SP STR.INC.- LUMB = 1.33 PLATE = 1.33 SPACING • 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD, WALL HEIGHT 15 FT, ENCLOSED BLDG. TYPE, ASSUMING 15 PSF TOTAL D.L. (SBC). PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. _==<, «A.C. E. S Version 7 . 0>>>1>=======r 015514 ]========««ST. LUCIE. TRUSS»»=== Customer': M.J.ANDERSON-COMFORTFri Jun 30 13:17:53 1995 Project #: 8001MG Truss ID : CJ5 Family # : 201 Span 5-0 J- Quantity--_-8------------Top-Pitch-_-7_/12------- ---------------------------- FORCES - GRAVITY LOADS -- REACTIONS - SIZE 1-2= 0 3-1= 0 1=-473 8.00 2-3= 0 3=-46 1.50 2=-207 1.50 PROVIDE FOR 249 LBS UPLIFT AT JOINT 1 (0.53) PROVIDE FOR 241 LBS UPLIFT AT JOINT 2 (1.16) PROVIDE FOR 257 LBS HORIZ. REACTION AT JOINT (SYMMETRIC PLATING TURNED ON) - 5-0 5-0 3x4 5-0 L . HL TO PI(: 5-9-7 LEFT'HEIGHT:0-4-5 S AN:5-0 RISE:3-3-5 3 RIGHT HEIGHT:3.-3-5 --------------------------- LOADING (PSF) MAX STR ------- SSES MINIMUM GRADE OF LUMBER L D TOP 1-2=0.418 TOP CHORD:2*4 No.2D 19 SP TOP 30 15 BOTT .3-1=0.082 BOT CHORD:2*4 No.2D 19 SP BOTT 0 10 LL.DEFL.�. < _L/360 WEBS :2*4 No.3 19 SP ---------------- STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING 7 24.0 in. o. c. REPETITIVE STRESSES USED I NO. OF MEMBERS = 1 TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOAD, WALL HEIGHT 15 FT, ENCLOSED BLDG. TYPE, ASSUMING 15 PSF TOTAL D.L. (SBC). PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETR I CALLY (EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. ===<f<,<A.C. E. S Version 7 L 0'»»======= [ 015515 ]========««ST. LUCIE. TRUSS»»=== Customer M.J.ANDERS09-COMFORT.STATION Fri Jun 30 13:17:59 1995 Protect #: 8001MG I Truss.ID : CJ3 Family # : 201 ---------- FORCES-- GRAVITY LOADS 1-2= 0 3-1= 0 2-3= 0 REACTIONS - SIZE 1=-363 8.00 3=-26 1.50 2=-117 1.50 PROVIDE FOR 219 LBS UPLIFT AT JOINT 1 (0:60) PROVIDE FOR 141 LBS UPLIFT AT JOINT 2 (1120) PROVIDE FOR 153 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED ON) 3-0 _ 3x9 3-0 3-0 L . HL TO PI(: 3-5-11 LEFT HEIGHT:0-4-5 SPAM:3-0 RISE:2-1-5 RIGHT HEIGHT:2-1-5 --------------------------------------- ----------------------------------- LOADING (PSF) MAX STRESSES MINIMUM GRADE OF LUMBER L D TOP l-2=0135. TOP CHORD:2*4 No.2D 19 SP TOP 30 15 BOTT 3--1=0..027. BOT CHORD:2*4 No.2D 19 SP -_BOTT 0 10 LL.DEFL.I < L/360 WEBS :2*4 No.3 19 SP STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING • 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOADi, WALL HEIGHT 15 FT, ENCLOSED BLDG. TYPE, ASSUMING 15 PSF TOTAL D.L. (SBC). PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICAL LY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ===<hG<A:C.E.S Version 7�0»»======= 015516 ]========««ST.LUCIE.TRUSS»»=== Ctstomer M.J.ANDERSON-COMFORT.STA;ION Fri Jun 30 13:18:06 1995 Project #: 8001MG I Truss ID CJ1 Family # : 201 Span 1=0 Quantity 8 Top Pitch 7.=--/12 ------------------------------------------------------------------------------ FORCES - GRAVITY LOADS 1-2= 0 3-1= 0 2-3= 0 PROVIDE FOR 188 LBS UPLIFT AT JOINT 1 (0174) PROVIDE FOR 43 LBS UPLIFT AT JOINT 2 (1.57) PROVIDE FOR 48 LBS HORIZ. REACTION AT JOINT 1 (SYMMETRIC PLATING TURNED -ON) L. HL TO PH:1-1-14 LEFT HEIGHT:0-4-5 -------------- LOADING (PSF) TOP 30 15 BOTT 0 10 REACTIONS - SIZE 1=-253 8.00 3=-6 1.50 2=-27 1.50 2-0 1-0 i-e :1-0 HISE:0-11-5 ---------------- MAX STRESSES TOP l-2=0.008 BOTT 3-1=0.002 LL.DEFL. < L/360 STR.INC.: LUMB = 1.33 PLATEI= 1.33 REPETITIVE STRESSES USED 3 RIGHT HEIGHT:O-il-5 MINIMUM GRADE OF LUMBER TOP CHORD:2*4 No.2D 19 SP BOT CHORD:2*4 No.2D 19 SP WEBS :2*4 No.3 19 SP SPACING • 24.0 in. o. c. NO. OF MEMBERS = 1 TRUSS HAS BEEN CHECKED FOR 120 M.P.H. WIND LOADI, WALL HEIGHT 15 FT, ENCLOSED BLDG. TYPE, ASSUMING 15 PSF TOTAL D.L. (SBC). PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. ===«-_<A:C.E.S Version 7�.0»»======-[[ 015517 ]========<<<<ST.LUCIE.TRUSS»»=== Customer M.J.ANDERSON-COMFORT.STATION Fri Jun 30 13:18:12 1995 Project #: 8001MG I Truss ID : HJ7 Family # : 205 Span 9-10-1- Quantity : 4 Top Pitch 4.95/12 --------------- FORCES - LOAD CASE #1 I REACTIONS - SIZE 1-2=-668 4-1= 608 2-4=-661 1=-849 8.00 2-3= 0 I 4=-380 1.50 - 3-4= 0 3=-402 1.50 LOADING COND. # 2, 3, PROVIDE FOR 756, 657, LBS UPLIFT AT JOINT 1 (0.89) LOADING COND. # 2, 3, PROVIDE FOR 329, 258, LBS UPLIFT AT JOINT 4 (0.39) LOADING COND. # 2, 3, PROVIDE FOR 473, 401, LBS UPLIFT AT JOINT 3 (0.56) PROVIDE FOR 363 LBS HORIZ. REACTION AT JOINT 1 - (SYMMETRIC PLATING TURNED ON) - 2-10-11 4-11- I 11 2x4 2 3x4 1 4 3x4 I 9-10-1 L. HL TO PK:10-7-11 LEFT HEIGHT:0-4-5 SPAN:9-10-1 RISE:4-5 RIGHT HEIGHT:4-5 LOADING (PSF� MAX STRESSES MINIMUM GRADE OF LUMBER L TOP 2-I3=0.619 TOP CHORD•2 4 No.2D 19 SP TOP 30 15 BOTT 4-1=0.594 BOT CHORD•2 4 N0.2D 19 SP ,.�..... ,• / r1 � T.TT T1 C+ T 7 ... 1 � BG11' 0 lU Ll,.U�rL.�V•"`u.OG � L �oG rvnyu .c.••4 -No "-` - - '-- -------------------'---------- --------------------------_______________ SPACING • 24.0 in. o. c. REPETITIVE STRESSES NOT USEDII NO. OF MEMBERS = 1 LOADING STRESS INCREASE LOADING PANEL(PLF) / JOINTS(LBS) LUMBER PLATE TYPE 1 1.33 1.33 UNIFORM 1- 2= 59 2- 3= 165 4- 1= 25 2 1.33 1.33 UNIFORM 1- 2=-19 2- 3=-90 4- 1= 10 NORMAL 1- 3=-90 3 1.33 1.33 UNIFORM 1- 2=-19 2- 3=-90 4- 1= 10 NORMAL 1- 3=-64 PLATES ARE MITEK M20-258,216 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYIMMETRICAL LY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NOS DESIGN SPECS, SSBC,TPI-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. FN7r.7 VarZi)-Prude'il Buildings DATE: 07/19/95 A United Dominion Company (Project Name: STEIER CONSTRUCTION, INC.) TE%M: 13:50 (VP Quote No.: ED95013875-001) PAGE: 01 of 15 Built On Superior Service (VP Order No.: ) 10697 1 GOLF CART STORAGE Version 2.83 f STAR-O-PRUDEN -BUILDINGS STRUCTURAL DESIGN DATA Project Name: STEIER CONSTRUCTION, INC... Building Name: GOLF CART STORAGE Custdmer ,Na1ne: M.J. ANDERS ON Projecttion: PORT ST.LUCIE,FL Builder Ref No.: 86681 Builder Name: Eastern Division Direct Sales - Non -Di Builder Location: Winston-Salem, NC TABLE OF CONTENTS Letter of Certification 2 Building Reactions 4 0'0 6 GENERAL CONTRACTOR 11382 Prcsoorilty Farms Road, St6-1,30. A. A. P-11'.-l'- Pralryi Beach Gardens, Florid 334-j'-Q' Consuliing Engineer Arta Lauderdale, Florida J o L N 00 N u Yn, b a r 3 to (=z '7" c6V 9 d r _3 Disapproved A D ii nr rj ws d as n ot P, d /d � Cy , L:�:� :c::,.3 i)f sii�!� dra�riing is limitad to genera! design ens! cs•an�;ral arrangement only 2^r is tio^ ,; to be " varification of the ilNnn.s ot tc-lai rn3teriud required, unless . C!t rIP.",""I'„S. "PTOW. S, a , 110 9 Varco-Pruden Buildings A United Dominion Company Built On Superior Service Contact: LARRY PERKINS Name: Eastern Division Direct Address: P. 0. Box 2858 City/State: Winston-Salem NC 27102 -2858 Job Disposition : Schedule for Fabrication (D) MBMA End Use Code: 1 - Commcl Agri Commd Stor Project Name : STEIER CONSTRUCTION, INC. VP Job No.: Customer Name: M.J. ANDERSON Street: X City/State: PORT ST.LUCIE, FL 34952 ( County : St. Lucie ) This is to certify that the above referenced VARCO-PRUDEN BUILDING System project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental Loads and conditions: ' Overall Width: 96/7/6 Overall Length: 112/10/6 Max/Min Eave Height: 13/6/12 9/6/7 Roof Pitch: 0.500/ 12 BLDG CODE or STD: 91SBC - 1991 Sta Roof Live Load = 20.00 PSF Reduced Live Load = Yes, Ground Snow Load = 0.00 Psf Roof Snow Load (flat) = 0.00 PSF nd Load Velocity = 110.00 MPH nd Load Pressure = 25.41 PSF nd Exoosure Cateqory = C rd Building Code w/1993 Revs. Seismic Hazard Group 1 Performance Category B Av = 0.05, Aa = 0.05 Building Use Category = 1 Rf Sht+Scndry Dead Ld = 2.45 PSF Add'L Gravity CoLLateraL = 3.00 PSF Add'L Uplift CoLLateraL = 0.00 PSF (User Imoosed Loads) Distance to Coast = 0 Mile Bldg Enclosure Category = Enclosed Bldg Base Elevation = 0/0/0 Snow Exposure Category = 1 Thermal Category = 1 Snow Load % for Seismic = 0.0 Built-up Plate Spec. = 1989 AISC rnlri-Fnrm Gaae Soec. = 1989 AISI The steel design is in accordance with VARCO-PRUDEN BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations American Institute of Steel Construction (AISC), 9th Edition American Iron and Steel Institute (AISI), 1986 Edition w/ 1989 Addendum American Welding Society (AWS) ED1.11 American Society for Testing and Materials (ASTM) Metal Buildings Manufacturers Association (MBMA) i AISC Category!MB Manufacturer Certification. This certification DOES NOT apply to the design of the foundation or other on -site structures or components not supplied by VARCO-PRUDEN BUILDINGS, nor does it apply to -unauthorized modifications to framing systems provided by VARCO-PRUDEN BUILDINGS: Furthermore, it is understood that certification is based upon the premise that all components furnished by VARCO-PRUDEN BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VARCO-PRUDEN BUILDINGS. Sincerely, I P. E. VARCO-PRUDEN ILDINGS Prepared by: (1,� Reviewed by: L N';7]Varco-Pruden Buildings A United Dominion Company Built On Superior Service LETTER OF CERTIFICATION (Project Name: STEIER CONSTRUCTION, INC.) (VP Quote No.: ED95013875-001) (VP Order No.: , ) DATE: 07/19/95 TEME: 13:50 PAGE: 03 of 15 The Structural Design and/or Manufacture of this VARCO-PRUDEN BUILDING will be or has been at one of the following Varco-Pruden Locations: Pine Bluff, AR - V-P Central Division [Design and Manufacture] St. Joseph, MO - V-P'Central Division [Design and Manufacture] Kernersville, NC - V-P Eastern Division [Design and Manufacture] LaGrange,'GA - V-P Eastern Division [Design Only] RainesviLLe, A - V-P Eastern Division [Manufacture Only] Evansville, WI - V-P Northern Division [Design and Manufacture] VanWert, OH - V-P Northern Division [Design and Manufacture] Turlock, CA - V-P Western Division [Design and Manufacture] Additional Structural Material may be fabricated and provided for use in a Varco-Pruden Building 'by one of the following fabricators: BAR JOISTS- SMI, Inc. Hope, AR Hancock Salem, VA Vulcraft Gra eland, TX Canam Washington, MO NorIfolk, NE Florence, SC Bri ham City, UT ISP EL Paso, TX Socar Florence, SC (This information is presented in compliance with Varco-Pruden's AISC Certification responsibilities.) Varco-Pruden Buildings A United Dominion Company Built On Superior Service Building: GOLF CART STORAGE ACTIONS REPORT (Project Name: STEIER CONSTRUCTION, INC.) (VP Quote No.: ED95013875-001) (VP Order No.: I ) EVP Order No. ] DATE: 07/19/95 TEk1E: 13:50 PAGE: 04 of 15 (10697,1) 91SBC - 1991 Standard Building Code 1/1993 Revs. - Bldg. Use Category: 1 (MBMA Enduse= CommcL Agri Commd Stor Ell Roof Live Load = 20.00 PSF Building Code/Year = 91SBC Distance to Coast = 0 Mile Reduced Live Load (BLdg)= Yes E1991 Standard Building Code w/1993 Revs. I Bldg Enclosure Category = Enclosed Seismic Hazard Group 1 Ground Snow Load = 0.00 PSF Performance Category B Bldg Base Elevation = 0/0/0 Av = 0.05, Aa = 0.05 Roof Snow Load (flat) = 0.00 PSF Building Use Category = 1 Snow Exposure Category = 1 Rf Sht+Scndry Dead Ld = 2.45 PSF Thermal Category = 1 Wind Load Speed = 110.00 MPH Add'l Gravity Collateral = 3.00 PSF Snow Load Y for Seismic = 0.0 Wind Load Pressure = 25.41 PSF Add'L Uplift Collateral = 0.00 PSF Built-up Section Spec. = 1989 AISC Wind Exposure Category = C (User Imposed Loads) Cold -Form Spec. = 1989 AISI RainfaLL Intensity = 11.0 Inches per Hour Allow Overstress Ratio = 1.030 FRAMES: 1 (1.000) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Live 2 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Right 3 (1.333) 1.00 Dead Weight + 1.00 Wind 1 Left 4 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Right 5 (1.333) 1.00 Dead Weight + 1.00 Wind 2 Left 6 (1.333) 1.00 Dead Weigh + 1.00 Collat Grav + 1.00 Seismic Right 7 (1.333) 1.00 Dead Weight + 1.00 Collat Grav + 1.00 Seismic Left ENDPOSTS: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left BRACING: 1 (1.333) 1.00 Wind 1 Right 2 (1.333) 1.00 Wind 1 Left 3 (1.333) 1.00 Wind 2 Right 4 (1.333) 1.00 Wind 2 Lef 5 (1.333) 1.00 Seismic Right 6 (1.333) 1.00 Seismic Left PLN PLN PLN LOAD LOAD START/END ID TYPE NAME TYPE CASE LD MAGNITUD 10 WALL SOUTH Point Ld Wind 1 Right 4.00 KIP 10 WALL SOUTH Point Ld Wind 1 Right 4.00 KIP 10 WALL SOUTH Point Ld Wind 1 Riight 4.00 KIP 10 WALL SOUTH Point Ld Wind 1 Right 4.00 KIP 10 WALL SOUTH Point Ld Wind 2 Right 4.00 KIP Y-REF X-DIST LOCN To Load 21/10/6 0/0/0 40/l/6 0/0/0 66/7/6 0/0/0 83/10/6 0/0/0 21/10/6 0/0/0 X-REF Y-DIST -LOAD APPLICATION- SPT LO LOCN To Load Frm Brc Grt PrL PnL CODE D 13/5/12 Y N N N N No -Y 13/5/12 Y N N N N No -Y 13/5/12 Y N N N N No -Y 13/5/12 Y N N N N No -Y 13/5/12 Y N N N N No -Y Varco-Pruden Buildings A United Dominion Company Built On Superior Service ACTIONS REPORT DATE: 07/19/95 (Project Name: STEIER CONSTRUCTION, INC.) TAM 13:50 (VP Quote No.: ED95013875-001) PAGE: 05 of 15 (VP Order No.: ) j10697,11 (GOLF CART STORE PLN ID PLN TYPE PLN NAME LOAD TYPE LOAD CASE START/END LD MAGNITUDE Y-REF X-DIST LOCN To Load X-REF Y-DIST LOCN To Load -LOAD APPLICATION- Frm Brc Grt PrL Pnl SPT LOA CODE DI 10 WALL SOUTH Point Ld Wind 2 Right 4.00 KIP 40/116 0/0/0 13/5/12 Y N N N N No -Y 10 WALL SOUTH Point Ld Wind 2 Right 4.00 KIP 66/7/6 0/0/0 13/5/12 Y N N N N No -Y 10 WALL SOUTH Point Ld Wind 2 Right 4.00 KIP 83/10/6 0/0/0 13/5/12 Y N N N N No -Y 10 WALL SOUTH Point Ld Wind 1 Left 4.Ob KIP 21/10/6 0/0/0 13/5/12 Y N N N N No +Y 10 WALL SOUTH Point Ld Wind 1 Left 4.00 KIP 40/1/6 0/0/0 13/5/12 Y N N N N No +Y 10 WALL SOUTH Point Ld Wind 1 Left 4.00 KIP 66/7/6 0/0/0 13/5/12 Y N N N N No +Y 10 WALL SOUTH Point Ld Wind 1 Lelt 4.00 KIP 83/10/6 0/0/0 13/5/12 Y N N N N No +Y 10 WALL SOUTH Point Ld Wind 2 Left 4.00 KIP 21/10/6 0/0/0 13/5/12 Y N N N N No +Y 10 WALL SOUTH Point Ld Wind 2 Leit 4.00 KIP 40/1/6 0/0/0 13/5/12 Y N N N N No +Y 10 WALL SOUTH Point Ld Wind 2 Left 4.00 KIP 66/7/6 0/0/0 13/5/12 Y N N N N No +Y 10 WALL SOUTH Point Ld Wind 2 Left 4.00 KIP 83/10/6 0/0/0 13/5/12 Y N N N N No +Y 11 ROOF ROOK Point Ld Collat Grav 6.90 KIP 21/10/6 6/5/15 13/3/8 Y N N N N No -Z 11 ROOF ROOK Point Ld Collat Grav 6.90 KIP 40/1/6 6/5/15 13/3/8 Y N N N N No -Z '11 ROOF ROOK Point Ld Collat Grav 6.90 KIP 66/7/6 6/5/15 13/3/8 Y N N N N No -Z 11 ROOF ROOF1 Point Ld Collat Grav 6.90 KIP 83/10/6 6/5/15 13/3/8 Y N N N N No -Z 11 ROOF ROOF1 Point Ld CoLLat Grav 6.90 KIP 111/10/6 6/5/15 13/3/8 Y N N N N No -Z 11 ROOF ROOK Line Ld Collat Grav 300.00 PLF 106/4/6 0/0/0 13/6/12 Y N N Y N No -Z 300.00 PLF 106/4/6 95/11/0 9/6/13 _ 11 ROOF ROOF1 Line Ld Collat Grav 300.00 PLF 6/6/0 6/5/15 13/3/8 Y N N N N No -Z 300.00 PLF 6/6/0 49/11/8 11/5/12 11 ROOF ROOF1 Line Ld Collat.Grav 300.00 PLF 13/4/0 96/7/6 9/6/7 Y N N N N No -Z 300.00 PLF 13/4/0 49/11/8 11/5/12 • +Hyy �I V =kips Vzz =in -kips :EACTIONS REPORT (Project Name: STEIER CONSTRUCTION, INC.) (VP Quote No.: ED95013875-001) (VP Order No.: ) �+Vzz Vzz Frame ID / Seg. No.--> Column Type ---------> Grid 1 / Grid 2 -----> Base Plate (W x L) --> A. Bolt Qty./ Diam.--> Co(m Base Elevation--> S1 / 2012 Ext.Co(m D/ 4 8.0 x 27.0 ( 4)- 0.750 100/0/0 S1 / 2002 Int.CoLm 4/ C 8.0 x 8.0 ( 2)- 0.750 100/0/0 S1 / 2001 Int.COLm 4/ B 8.0 x 11.0 ( 4)- 0.750 100/0/0 S1 / 2000 Ext.Colm U2/ 4 8.0 x 22.0 ( 4)- 0.750 100/010 Load Type Description H- V-zz V-zz V-zz H- V-zz Dead Weight Framing 0.4 1.1 2.0 3.1 -0.4 1.1 Col(at Grav Framing 2.8 8.0 5.0 14.6 -2.8 5.0 Live Framing 2.2 5.1 8.0 13.6 -2.2 5.2 Wind 1 Right Framing 0.0 -9.0 -23.5 -33.3 9.9 -12.1 Wind 1 Left Framing -6.4 =7.6 -10.1 -23.0 -6.0 -3.7 Wind 2 Right Framing 0.2 -5.9 -17.5 -23.0 10.3 -9.2 Wind 2 Left Framing -6.2 -4.6 -4.1 -12.7 -5.6 -0.8 Seismic Right Framing 0.7 0.3 -0.4 0.5 1.2 -0.4 Seismic Left Framing -0.7 -0.3 0.4 -0.5 -1.2 0.4 Wind 1 Right. Bracing - - - - - - - - - - - - Wind 1 Left Bracing - - - - - - - - - - - - Wind 2 Right Bracing - - - - - - - - - - - - Wind 2 Left Bracing - - - - - - - - - - - - Seismic Right Bracing - - - - - - - - - - - - Seismic Left Bracing - - - - - - - - - - - - Wind 1 Right Endpost - - - - - - - - - - - - Wind 1 Left Endpost - - - - - - - - - - - - Grid 1 / Grid 2 -----> D/ 4 4/ C 4/ B U2/ 4 Ldg Comb (Strs Incrs)r-6�. V-zzl V-zz V-zz H- V-zz Frmg Cmb No. 1 (1.00) 14.2 14.9 31.3 -5.4 11.3 Frmg Cmb No. 2 (1.33) -7.8 -21.5 -30.2 9.5 -11.1 Frmg Cmb No. 3 (1.33) -6.5 -8.1 -19.9 -6.4 -2.7 Frmg Cmb No. 4 (1.33) -4.8 -15.5 -19.9 10.0 -8.1 Frmg Cmb No. 5 (1.33) -5.9 -3.5 -2.1 -9.7 -5.9 0.2 Frmg Cmb No. 6 (1.33) 3.9 9.4 6.5 18.2 -2.0 5.6 Frmg Cmb No. 7 (1.33) 2.5 8.8 7.4 17.2 -4.4 6.4 Post Cmb No. 1 (1.33) - - - - - - - - - - - - 0-4. Pad. u., 7 11 zzt DATE: 07/19/95 TEME: 13:50 PAGE: 06 of 15 GRID [Values shown are U2/4 resisting forces OF the Foundation] +Hyy �"I �+Vzz Varco-Pruden Buildings A United Dominion Company Built On Superior Service Grid 1 / Grid 2 ----- >1 D/ 4 l_dn Comb (Strs Incrs) H-YY V-z Varco-Pruden Buildings A United Dominion Company B 'lt On Su erior Service REACTIONS REPORT (Project Name: STEIER CONSTRUCTION, INC.) (VP Quote No.: ED95013875-001) (VP Order No.: ) DATE: 07/19/95 TBIE: 13:50 PAGE• 08 of 15 10697 1 GOLF CART STORAGE uap ::.....:::::::::::::::::::::::::::::::::::.:::::.:::.::.;:;.;;:::.::.;:.::.:; i� Frm Pln= GRID GRID GRID 5/B GRID (Values shown are U2/5 forces D/5 5/C resisting FL5 OF the Foundation) (P1n=13) y +H_� +Hyy > +Hxx �+Vzz �+Vzz +Hx ;/tVzz H, V =kips Vzz M=in-kips .t3i�NS::)��':1��:`•�`:�')�,'::lt:��*�A:#!#:.:.•'�.:.:.�1E�. .....�t3d ...... Frame ID / Seg. No.--> S2 / 2016 S2 / 2005 S2 / 2004 S2 / 2003 Column Type ---------> Ext.Colm Int.Colm Int.Colm Ext.Colm Grid 1 / Grid 2 -----> D/ 5 5/ C 5/ B U2/ 5 Base Plate (W x L) --> 8.0 x 2110 8.0 x 11.0 8.0 x 11.0 8.0 x 20.0 A. Bolt Qty./ Diam.--> ( 40- 0.750 ( 4)- 0.750 ( 4)- 0.750 ( 4)- 0.750 Colm Base Elevation--> 100/0/0� 100/0/0 100/0/0 100/0/0 Load Type Description H-xx H- V-zz V-zz V-zz H-xx I H- V-zz Dead Weight Framing 0.0 0.3 1.1 2.4 2.5 0.0 -0.3 1.1 Collat Grav Framing 0.0 1.5 6.7 3.6 1.7 0.0 -1.5 1.4 Live Framing 0.0 1.1 3.4 9.1 9.7 0.0 -1.1 3.7 - Wind 1 Right Framing 0.0 0.3 -9.1 -28.5 -27.2 0.0 7.5 -12.2 Wind 1 Left Framing 0.0 -5.4 -7.4 -13.4 -18.9 0.0 -4.6 -4.3 Wind 2 Right Framing 0.0 0.0 -6.2 -20.8 -18.9 0.0 7.4 -9.0 Wind 2 Left Framing 0.0 -5.8 -4.5 -5.7 -10.7 0.0 -4.6 -1.1 Seismic Right Framing 0.0 0.5 0.2 -0.3 0.3 0.0 0.6 -0.2 Seismic Left Framing 0.0 -0.5 -0.2 0.3 -0.3 0.0 -0.6 0.2 Wind 1 Right Bracing -3.8B O.OB -1.8B - - - - -3.4B 0.7B -1.4B Wind 1 Left Bracing O.OB -0.6B 3.OB - - - - O.OB -1.OB 2.2B Wind 2 Right Bracing -7.6B O.OB -3.7B - - - - -6.9B 1.4B -2.8B Wind 2 Left Bracing O.OB -0.3B 1.1B - - - - O.OB -0.4B 0.8B Seismic Right Bracing -1.5B O.OB -0.8B - - - - -1.1B 0.1B -0.4B Seismic Left Bracing O.OB -0.1B 0.8B - - - - O.OB -0.1B 0.4B Wind 1 Right Endpost - - - - - - - - - - - - - - - - Wind 1 Left Endpost - - - - - - - - - - - - - - Grid 1 / Grid 2 --_--> D/ 51 1 5/ C 5/ B U2/ 5 Comb (Strs Incrs.) H-xx H- i V-zz V-zz V-zz H-xx H- V-zz -Ldq Frmg Cmb No. 1 (1.00) 0.0 2.9 11.2 15.1 13.9 0.0 -2.9 6.2 Frmg Cmb No. 2 (1.33) 0.0 0.6 -8.0 -26.1 -24.6 0.0 7.2 -11.1 Frmg Cmb No. 3 (1.33) 0.0 -5.11 -6.3 -10.9 -16.4 0.0 -4.9 -3.2 Frmg Cmb No. 4 (1.33) 0.0 0.3 -5.1 -18.4 -16.4 0.0 7.1 -8.0 Frmg Cmb No. 5 (1.33) 0.0 -5.5 -3.4 -3.3 -8.1 0.0 -4.9 0.0 Frmg Cmb No. 6 (1.33) 0.0 2.3 8.0 5.7 4.5 0.0 -1.1 2.3 Frmg Cmb No. 7 (1.33) 0.0 1.3 7.6 6.2 3.9 0.0 -2.4 2.7 Post Cmb No. 1 (1.33) - - - - - - - - - - - - - - - - Post Cmb No. 2 (1.33) - - - - i - - - - - - - - - - - - Varco-Pruden �7 Buildings REACTIONS REPORT DATE: 07/19/95 A United Dominion Company (Project Name: STEIER CONSTRUCTION, INC.) TEME: 13:50 (VP Quote No.: ED95013875-001) PAGE: 09 of 15 Built On Superior Service (VP Order No.: ) 10697 1 GOLF CART STM .REAT1q�$Y�AI s�G Grid 1 / Grid 2 ----- >1 D/ 5 5/ C J 5/ B U2/ 5 1do Comb (Strs Incrs) H-xx H-YY IV-Zz V-zZ I V-zz I H-xx I H-YY V-zz Varco-Pruden REACTIONS REPORT DATE: 07/19/95 Buildings (Project Name: STEIER CONSTRUCTION, INC.) TEVIE: 13:$0 A United Dominion Company (VP Quote No.: ED95013875-001) PAGE: 10 of 15 Built On Superior Service (VP Order No.: r10697, 1 GOLF CART STORAGE N. Frm Pln= GRID GRID 6/C GRID 6/B GRID [Values shown are U2/6 resisting forces FL6 D/6 OF the Foundation] [Pln=14l +Hyy� +Hy- y> +Hxx t Vzz t Vzz +Hxx t Vzz H, V =kips Vzz M=in-kips Frame ID / Seg. No.--> S3 / 2020 S3 / 2008 S3 / 2007 S3 / 2006 Column Type ---------> Ext.Colm Int.Colm Int.Colm Ext.Colm Grid 1 / Grid 2 -----> D/ 6 6/ C 6/ B U2/ 6 Base Plate (W x L) --> 8.0 x 21.0 8.0 x 11.0 8.0 x 11.0 8.0 x 20.0 A. Bolt Qty./ Diam.--> ( 4)- 0.75I0 ( 4)- 0.750 ( 4)- 0.750 ( 4)- 0.750 Colm Base Elevation--> 100/0/0 100/0/0 100/0/0 100/0/0 Load Type Description H-xx H- V-zz V-zz V-zz H-xx I H- V-zz Dead Weight Framing 0.0 0.3 1.1 2.4 2.5 0.0 -0.3 1.1 Collat Grav Framing 0.0 1.4 6.7 3.5 1.7 0.0 -1.4 1.4 Live Framing 0.0 1.1 3.4 8.9 9.5 0.0 -1.1 3.6 - Wind 1 Right Framing 0.0 0.3 -8.9 -27.8 -26.6 0.0 7.3 -11.9 Wind 1 Left Framing 0.0 -5.2 -7.2 -13.0 -18.6 0.0 -4.6 -4.1 Wind 2 Right Framing 0.0 0.0 -6.1 -20.3 -18.6 0.0 7.3 -8.8 Wind 2 Left Framing 0.0 -5.6 -4.4 -5.6 -10.5 0.0 -4.7 -1.0 Seismic Right Framing 0.0 0.5 0.2 -0.2 0.3 0.0 0.6 -0.2 Seismic Left Framing 0.0 -0.5 -0.2 0.2 -0.3 0.0 -0.6 0.2 Wind 1 Right Bracing O.OB O.OB 2.OB - - - - O.OB 0.1B 1.2B Wind 1 Left Bracing 6.1B O.OB -3.2B - - - - 5.6B O.OB -2.OB Wind 2 Right Bracing 0.0B O.OB 3.9B - - - - 0.0B O.OB 2.4B Wind 2 Left Bracing 2.3B 0.08 -1.2B - - - - 2.OB O.OB -0.7B Seismic Right Bracing O.OB 0.08 0.8B - - - - O.OB O.OB 0.4B Seismic Left Bracing 1.5B O.OBI -0.8B - - - - 1.1B O.OB -0.4B Wind 1 Right Endpost - - - - - - - - - - Wind 1 Left Endpost - - - - - - - - - - - `��'#)NS::I� •<:��(l�::: >... '''•• :1Li�f!I�# :)� <; . , : : •;Y?'rA •. :.:; ..:::� . Grid 1 / Grid 2 ----- >1 D/ 6 6/ C 6/ B U2/ 6 Ldq Comb (Strs Incrs) H-xx H- V-zz V-zz V-zz H-xx H- V-zz Frmg Cmb No. 1 (1.00) 0.0 2.8 11.1 14.8 13.7 0.0 -2.8 6.0 Frmg Cmb No. 2 (1.33) 0.0 0.6 -7.8 -25.4 -24.1 0.0 7.0 -10.9 Frmg Cmb No. 3 (1.33) 0.0 -5.0 -6.2 -10.7 -16.1 0.0 -4.9 -3.1 Frmg Cmb No. 4 (1.33) 0.0 0.3 -5.0 -17.9 -16.1 0.0 7.0 -7.8 Frmg Cmb No. 5 (1.33) 0.0 -5.3 -3.3 -3.2 -8.0 0.0 -4.9 0.0 Frmg Cmb No. 6 (1.33) 0.0 2.2 7.9 5.6 4.4 0.0 -1.1 2.2 Frmg Cmb No. 7 (1.33) 0.0 1.2 7.6 6.1 3.9 0.0 -2.4 2.7 Post Cmb No. 1 (1.33) - - - - - - - - - - - Post Cmb No. 2 (1.33) - - - - - - - - - - - - - Varco-Pruden �•� Buildings A United Dominion Company Built On Superior Service Grid 1 / Grid 2 ----- >1 D/ REACTIONS REPORT (Project Name: STEIER CONSTRUCTION, INC.) (VP Quote No.: ED95013875-001) (VP Order No.: ) DATE: 07/19/95 TEME: 13:50 PAGE: 11 of 15 Marco -Pruden Buildings A United Dominion Company Built On Superior Service =rm Pln= GRID FL7 D/7 [P1n=15] +HYY V =kips �+Vzz in -kips REACTIONS REPORT DATE: 07/19/95 (Project Name: STEIER CONSTRUCTION, INC.) TMEE: 13:50 (VP Quote No.: ED95013875-001) PAGE: 12 of 15 (VP Order No.: ) [10697,11 (GOLF CART STOR GRID GRID GRID [Values shown are 7/C 7/B U2/7 resisting forces OF the Foundation] +Hy_y I tvzz t Vzz t Vzz Frame ID / Seg. No.--> Column Type ---------> Grid 1 / Grid 2 -----> Base Plate (W x L) --> A. Bolt Qty./ Diam.--> Colm Base Elevation--> S4 / 2024 Ext.COLm D/ 7 8.0 x 21.0 ( 4)- 0.750 100/0/0 S4 / 2011 Int.COLm 7/ C 8.0 x 11.0 ( 4)- 0.750 100/0/0 S4 / 2010 Int.Colm 7/ B 8.0 x 11.0 ( 4)- 0.750 100/0/0 S4 / 2009 Ext.COlm U2/ 7 8.0 x 21.0 ( 4)- 0.750 100/0/0 Load Type Description H- V-zz V-zz V-zz H- V-zz Dead Weight Framing 0.3 1.1 2.4 2.6 -0.3 1.1 Collat Grav Framing 1.8 7.5 5.6 3.8 -1.8 2.2 Live Framing 1.1 3.4 9.3 9.8 -1.1 3.7 Wind 1 Right Framing 0.5 -9.1 -28.9 -27.3 8.0 -12.5 Wind 1 Left Framing -5.6 -7.5 -13.6 -19.2 -5.2 -4.2 Wind 2 Right Framing 0.1 -6.2 -21.1 -19.0 8.0 -9.3 Wind 2 Left Framing -6.0 -4.5 -5.8 -10.9 -5.2 -1.0 Seismic Right Framing 0.5 0.2 -0.3 0.3 0.8 -0.3 Seismic Left Framing -0.5 -0.2 0.3 -0.3 -0.8 0.3 Wind 1 Right Bracing - - - - - - - - - - - - Wind 1 Left Bracing - - - - - - - - - - Wind 2 Right Bracing - - - ' - - - - Wind 2 Left Bracing - - - - - - - - - - - - Seismic Right Bracing - - - - Seismic Left Bracing - - - - Wind 1 Right Endpost - - - - Wind 1 Left Endpost - - - - Grid 1 / Grid 2 -----> D/ 7 7/ C 7/ B u2/ 7 Ldg Comb (Strs Incrs) H- V-zz11 V-zz V-zz H- V-zz Frmg Cmb No. 1 0.00) 3.2 12.Oi 17.3 16.2 -3.2 7.0 Frmg Cmb No. 2 (1.33) 0.8 -8.0il -26.5 -24.7 7.7 -11.4 Frmg Cmb No. 3 (1.33) -5.3 -6.4 -11.1 -16.7 -5.5 -3.1 Frmg Cmb No. 4 (1.33) 0.4 -5.1 -18.7 -16.4 7.7 -8.2 Frmg Cmb No. 5 (1.33) -5.7 -3.4 -3.3 -8.4 -5.6 0.1 Frmg Cmb No. 6 (1.33) 2.6 8.8 7.7 6.7 -1.3 3.0 Frmg Cmb No. 7 (1.33) 1.5 8.4 8.3 6.1 -2.8 3.6 Post Cmb No. 1 0.33) - - Post Cmb No. 2 (1.33) - - Varco-Pruden Buildings A United Dominion Company Built On Superior Service rid 2 ---- Strs Incrs REACTIONS REPORT (Project Name: STEIER CONSTRUCTION, INC.) (VP Quote No.: ED95013875-001) (VP Order No.: ) DATE: 07/19/95 TEA& 13:50 PAGE: 13 of 15 Varco-Pruden Buildings REACTIONS REPORT DATE: 07/19/95 (Project Name: STEIER CONSTRUCTION, INC.) TEVIE: 13:50 A United Dominion Company (VP Quote No.: ED95013875-001) PAGE: 14 of 15 Built On Superior Service (VP Order No.: ) [10697.11 GOLF CART STORAGE :.». Frm Pln= GRID GRID D l D GRID l GRID l GRID [Values shown are resisting forces FL8 D/8 OF the Foundation] [Pln=i5] +HYy +Hyy �+Vzz +Hxx ��+Vzz +Hxx/ ✓ �+Vzz +Hxx �+Vzz Vzz H, V =kips M=in-kips :;A;It7S::�37�:I:4t�:i!�,'�:::>�:��ielii�0w':l'I�A�s:;..•�.::::�1�ti... >�:.::.1�t3t) .. i . t ..? "EEE `kk ?2''is `E�':E`EEE?'t` ` :? '5� ``E'��%E: Frame ID / Seg. No.--> S5 / 4000 55 / 4001 S5 / 4003 S5 / 4004 Column Type ---------> Ext.Colm Endpost Endpost Ext.Co(m Grid 1 / Grid 2 -----> U2/ 8 U1/ A U1/ C D/ 8 Base Plate (W x L) --> 8.0 x 10.0 8.0 x 9.0 8.0 x 9.0 8.0 x 10.0 A. Bolt Qty./ Diam.--> ( 2)- 0.750 ( 2)- 0.750 ( 2)- 0.750 ( 2)- 0.750 Co(m Base Elevation--> 100/0/0 100/0/0 100/0/0 1 100/0/0 Load Type Description H- V-zz I H-xx V-zz H-xx V-zz H- V-zz Dead Weight Framing 0.0 0.6 0.0 1.5 0.0 1.7 0.0 0.8 Col[at Grav Framing 0.0 3.0 0.0 8.3 0.0 11.1 0.0 8.7 - Live Framing 0.0 2.7 0.0 6.8 0.0 7.2 0.0 3.0 Wind 1 Right Framing 0.7 -5.9 -2.9 15.2 -3.5 16.2 1.6 -6.7 Wind 1 Left Framing -1.1 -3.5 2.6 -8.7 3.2 -9.2 -1.1 -3.7 Wind Z Right Framing 1.4 -4.2 0.0 10.9 0.0 11.5 0.7 -4.8 Wind 2 Left Framing -0.4 -1.7 0.0 -4.4 0.0 -4.6 -2.0 -1.9 Seismic Right Framing - I - - - - - - - - 0.1 0.0 Seismic Left Framing - - - - - - - - - - - - -0.1 0.0 Wind 1 Right Bracing - - - - - - - - - - - - - Wind 1 Left Bracing 0.4B -0.26 Wind 2 Right Bracing -0.4B 0.26� Wind 2 Left Bracing - - - - Seismic Right Bracing - - - - Seismic Left Bracing - - - - Wind 1 Right Endpost - - - - -2.9E 15.2E -3.5E 16.2E - - - - Wind 1 Left Endpost - - - - 2.6E -8.7E 3.2E -9.2E - - - - . Grid 1 / Grid 2 -----> UZ/ 8 U1/ A U1/ C D/ 8 Ldq Comb (Strs Incrs) H- V-zz! H-xx V-zz H-xx V-zz H- V-zz Frmg Cmb No. 1 (1.00) 0.0 6.3i 0.0 16.7 0.0 20.1 0.0 12.5 Frmg Cmb No. 2 (1.33) 0.7 -51 -2.9 -13.7 -3.5 -14.4 1.6 -5.9 Frmg Cmb No. 3 (1.33) -1.1 -2.8 2.6 -7.2 3.2 -7.5 -1.1 =2.9 Frmg Cmb No. 4 (1.33) 1.4 -3.6 0.0 -9.4 0.0 -9.8 0.7 -4.0 Frmg Cmb No. 5 (1.33) -0.4 -1.1 0.0 -2.8 0.0 -2.9 -2.0 -1.1 Frmg Cmb No. 6 (1.33) 0.0 3.71 0.0 9.8 0.0 12.8 0.1 9.5 Frmg Cmb No. 7 (1.33) 0.0 3.1 0.0 9.8 0.0 12.8 -0.1 9.5 Post Cmb No. 1 (1.33) - - - - -2.9E -15.2E -3.5 -16.Z - - -JPost Cmb No. 2 0.33) - - E - - E 2.6E -8.7E 3.2 -9.2 - - Damiwa 2160 Reserve Park Trace Port St. Lucie, Florida 34986 (407) 468-4604 Date: Callaway Land and Cattle Company hereby assigns from its oad Impact Fee Credit Agreement 93-02, to: i for the purposeslof constructing: (Check One) Single -Family Dwelling ltiple-Family Dwelling (# of Units: ) Commerciaall//Industrial (square feet ) 1� Other This credit shall) be for the following specific property: Subdivision: Block: (attach separate �egal description if necessary) Property Tax ID# :1 7 ` 111 - 000 1 Assigned by: laway Land & Cattle Co., Inc. TO BE COMPLETED BY ST. LUCIE COUNTY Received Date: Credit Assign dumb: CAL--93-02- O D g.% Last Assign.Number: CAL-93-02- D b ?to i Credit amount available: Credit used this assignment: Remaining credit amount: Building Permit Number: �'5 - 0,3 3 O l�T —6�6e7 Reviewer: Date entered into Master Log: Approved: Date: 10 hole 3uilding Performexice Method for Commercial Buildings Form a00�294 ENERGY EFFICIENCY Florida Depar FLA/ ROJECT NAME PGA CLUBHOUSE DDRESS: -r%o FL WNER: _PGA .GENT: UILDING TYPE: _Restaurant > ONSTRUCTION CONDITION: New c ESIGN COMPLETION: _Finished ONDITIONED FLOOR AREA: _8550 AX. TONNAGE OF EQUIPMENT PER `OMPLIANCE CALCULATION: JETHOD A WHOLE BUILDING RESCRIPTIVE REQUIREMENTS: dGHTING EXTERIOR LIGHTING LIGHTING CONTROL REQUIREM :VAC EQUIPMENT COOLING EQUIPMENT 1. EER IPLV HEATING EQUIPMENT 1. Et AIR DISTRIBUTION SYSTEM I 1. With Insulated Roof_ ?ATER HEATING EQUIPMENT 1. Et. SL 2. Et SL PIPING INSULATION REQUIRE 1. Circulating ---------------------------- 'OMPLIANCE CERTIFICATION: : hereby certify that the p Specifications covered by t .ation are in' comphlan .wi 'lorida Energy C ?REPARED BY: -� )ATE: - - _ hereby certify that this in compliance with. the Flor FOR BUILDING CONSTRUCTION of Community Affairs -94 Version 2.1A PERMITTING � OFFICE: f i _S � . ct C IL MATE ZONE: _ PERMIT NO: JURISDICTION NO: 531400 00 People_ nstruction NUMBER OF ZONES: 1 SYSTEM: 55 DESIGN CRITERIA RESULT 59.87 100.00 PASSES 162.00 192.00 PASSES PASSES 9.10 8.50 PASSES 7.50 7.50 PASSES 1.00 N/A TION LEVEL 6.00 4.20 PASSES 0.90 0.78 0.00 0.02 PASSES 0.79 0.78 0.03 0.04 PASSES 1.50 1.00 PASSES ----------------------------------------------- ns and Review of the plans and specifica- s calcu- tions covered by this calculation the indicates compliance with the e. Florida -Energy Efficiency Code. Before construction is completed, this building will be inspected for compliance in accordance with ilding is Section 553.908, Florida Statutes. a Energy BUILDING OFFICIAL: fficidncy Code. a WNER/AGENT: ATE: DATE:' ` hereby certify(*) that the nergy Efficiency Code. SYSTEM DESIGNER RCHITECT : ECHANICAL: LUMBING LECTRICAL: -IGHTING *) Signature is required wh ;y registered design profess e used where all relevant i design is in compliance with the Florida REGISTRATION/STATE e Florida law requires design to be performed nals. Typed names and registration numbers may ormation is contained on signed/sealed plans. Tyx_� ------------------ 1. Electric Resistance 09.------VENTILATION -------- Ventilation Criteria in 4 10------ AIR DISTRIBUTION SYS AHU Type -------------------- 1. Split / PTAC Air Conditio 11------ PUMPS AND PIPING-ZON Type ------------------------ 1. Circulating . 12------ WATER HEATING SYSTEM Type ------------------------ 1. > 75,000 Btuh 2,. > 75,000 Btuh 13.-----ELECTRICAL POWER DIS No "Effsbiency BTWhr,' ------ --i 1.0 204000 ------------------------------------------ ICHECK 9.1.ABC.1 have been met. EM---------------------------------------- Duct Location R-value 7 7- er With Insulated Roof 6 1----- --------------------------------- R-value/in Diameter Thickness 4 2 1.5 -ZONE 1 ---------------------------------- fficiency StandbyLoss InputRate Gallons) 0.9 0.0 4.5 150 0.79 0.03 98000 40 RIBUTION---------------------------------- ICHECK Metering criteria in 413.1.ABC.1 have been met. Transformer criteria in 413.1.ABC.2 have been met. 14------ MOTORS -------------- Motor efficiencies in 414 15.-----LIGHTING SYSTEMS-ZOZ pace Type No Control Type ype D(Gen 1 Continuous D: eception 1 Continuous D: eisure Di 1 Continuous D: :itchen 1 Stepped-3 Lei 'eisure Di 1 Continuous D: oilet and 1 Stepped-3 Lei Lighting criteria in 415 ---------------------------- 6. HVAC load sizing has bees ---------------------------- 7. Duct sizing and design hi 8. Testing and balancing will 9_-Operation/maintenance-mal i------------------------------------- E.1.ABC.1 have been met. I----- iE1 --------------------------------------- 1 No Control Type 2. No Watts Area(Sgft) •- m --- 1 -------------- --- ------ Continuous Dim 1 6060 ---------- 2112 m 1 1090 1024 !m 1 4300 1760 �e 1 1500 1152 .m 1 4100 1710 re 1 400 576 Total Watts for Zone 1 = 17450 Total Area for Zone 1 = 8334 Total Watts = 17450 Total Area = 8334 1.ABC have been met. •------------------------------------- i performed. (407.1.ABC.1) •------------------------------------ ive been performed. (410.1.AB6.1.2) •------------------------------------ .1 be performed. (410.1.ABC.4) •------------------------------------- ival will be provided to owner.(102.1) ICHECK BUI'LDING INFORMATION COMPLIANCE ` CHECK 01.------GLAZING--ZONE 1------------------------------------------------ v- levation Type I U SC VLT Shading Area(Sgft) ---------------------------- ----------------------- - --- orth Commercial 1.26 _ 71 .73 Continuous Ove 86 ortheast Commercial 1.26 .71 .73 Continuous Ove 86 ast Commercial 1126 .71 .73 Continuous Ove 214 outheast Commercial 1�26 .71 .73 Continuous Ove 471 outh Commercial 1�26 .71 .73 Continuous Ove 43 outhwest Commercial 1126 .71 .73 Continuous Ove 257 est Commercial 1 26 .71 .73 Continuous Ove 43 orthwest Commercial 1 26 .71 .73 Continuous Ove 385 Total Glass Area in Zone 1 = 1584 Total Glass Area = 1584 02.------WALLS--ZONE 1---------------------------------------------- --- levation Type U Added R Gross(Sgft) ----------------------- --------------------------------------- orth Hvywt. Concrete Wa 1 + 12" Concr 0.421 0 2220 ortheast Hvywt. Concrete Wa 1 + 12" Concr 0.421 2044 ast Hvywt. Concrete Wall + 12" Concr 0.421 0 408 outheast Hvywt. Concrete Wall + 12" Concr 0.421 0 900 outh Hvywt. Concrete Wa�ill + 12" Concr 0.421 0 120 outhwest Hvywt. Concrete Wall + 12" Concr 0.421 0 2436 est Hvywt. Concrete Wall + 12" Concr 0.421 0 408 orthwest Hvywt. Concrete Wall + 12" Concr 0.421 0 552 Total Wall Area in Zone 1 = 9088 Total Gross Wall Area = 9088 03------- DOORS --ZONE 1----------------------------------------------- --- ;levation Type U Area(Sgft) -- ---------------------------------- ---------- �------------ -�---- :orthwest 1-3/8 Panel door with 7 16-in. panels 0.57 40 -outheast 1-3/8 Panel door �ith 7/16-in. panels 0.57 40 Total Door Area in Zone 1 = 80 Total Door Area = 80 04.------ROOFS--ZONE 1----I------------------------------------------- --- lype Color U Added R Area(Sgft) ------ ---------------------- •-------------------------------- :oof terrace system Dark 0.106 20 5400 :oof terrace system Dark 0.106 20 1156 :oof terrace system Dark 0.106 20 1904 Total Roof Area in Zone 1 = 8460 Total Roof Area = 8460 ',05------- FLOORS -ZONE 1------------------------------------------------ --- lype R Area(Sgft ) •lab on Grade/Uninsulated 0 8549 Total Floor Area in Zone 1 = 8549 Total Floor Area = 8549 ,06.------INFILTRATION------------------------------------------------- --- CHECK Infiltration Criteria in 406.1.ABC.1 have been met I _07------- COOLING SYSTEMS --=-------------------------------------------- --- Type 'No Efficiency IPLV Tons -----------�- ---�------------_-- --------------------- --�---- 1. Air Cooled ( >= 65,000 Btu/h 1 9.1 07.5 55.00 108.------HEATING SYSTEMS -=;----------------------------------=--------- --- ST. LUCIE COUNTY -FT PIERCE FIRE DISTRICT..: BUILDING PLAN REVIEW P. O. BOX 3030 Telephone: 407-462-2312 Ft. Pierce, FL 34948-30301 FAX: 407-462-2325 JURISDICTION: PROJECT NAME: CONTRACTOR: ARCHITECT: BUILDING OWNER: BUILDING LOCATION: OCCUPANCY TYPE: GROSS SQ FOOTAGE: OCCUPANT LOAD: CONSTRUCTION TYPE: NEW CONSTRUCTION _X-TE The Fire Marshal requires Stl Lucie County. FPB #: 6498 PGA Clubhouse BLDG DEPT #: 51542 MIJ Anderson PHONE #: 407-627-4744 Viorel Nlorea PHONE #: 305-345-5744 Calloway .Land & Cattle_ REVIEW DATE: 9-15-95 1916 Perfect Dr '. # OF STORIES: 'I Mixed: Assembly/Mercan AUTO SPKLS: 'Yes No X 16,230 sq ft NET SQ FT: A-2769 M-1118+ A1ssem: 179 Merc: 37_ BASED ON: 15/30 sq ft per person C FPA #220 _III, (200) SBCCI ( ) NANT�IMPROV RENOVATION. ADDITION _.__SHELL ONLY hour notice on all inspections. OCCUPANT LOAD: -Banqu'et = 88 Restaurant=95 Pro Shop=37 :- 1. Though not required, we'strongly recommend this occupancy be protected b an P Y approved automatic sprinkler system. 2. This building is considered a mixed occupancy: Assembly 'C' and Mercantile in.. accordance with NFPA 101. 3. A two (2) hour fire rated partition shall be required. between the Pro Shop and the Assembly portion of the building. The fire barrier shall extend from the floor to the underside of the roo deck above or to a rated ceiling having a fire resistance rating equal to the partition. SS . C 702.1.4 4. All openings in the above rated partition shall be protected with a Class B 1 1/2hour rated door and jamb assembly. 5. This wall section indicates that the masonry wall- extends to the bottom cord of the wood trusses.. Sheet S-3 and S-3.4.1 I could no:f find any indication that this wall extends to the roof de,!ck above. 6. The corridor leading from the Bookkeeping to the -Office shall be a minimum width of 44". 7. Confirm with the Building Official regarding the recessed lobby area. This area must be free of barriers for the handicapped. Ramps might be required. REVIEWED BY: DATE: Sheet / oft„?L 0 PGA CLUBHOUSE/RESERVE #6498 8. Exit Doors. a. Banquet Room: Two (2) remote exit doors are required for the entire wing. If all of the doors indicated as 001 are utilized as exit door at least one of the doors shall provide a minimum 32" clear width opening. b. The same holds true for the restaurant area, if these doors are operable. C. Table and chair seating shall meet the requirements of NFPA 101, 8-7.6.5.3 and 8- 2.5.7 1 9. Approved illuminated exit signs are required above each exit door. 10. Emergency lighting isl required for all means of egress: exit, exit access, and exit discharge. Because emergency lighting is required, a 90 minute battery back-up is required for each exit) sign unless the exit signs are self illuminating. 11. Heating, Ventilation, Air Conditioning. HVAC a. Ducts penetrating the required two (2) hour rated fire barrier between the Pro Shop and Lobby area shall be equipped with listed fire dampers. b. HVAC systems shall meet the requirements of NFPA #90A, #90B, and the Southern Standard Mechanical Code. C. A/C units mare up a system with regard to the movement of environment air. Because the A/C system serves spaces in excess of 25,000 cubic feet of air volume, compliance to NFPA #90A will be required. e. Automatic Fan Shut Down requirements. NFPA #90A 1. NFPA #90A requires listed duct type smoke detectors to be installed in the SUPPLY SYSTEM of greater than 2000 cfm capacity. 2. Listed! duct type smoke detectors are required down stream of filters and ahead! of any branch connections in air supply systems greater than 2000 cfm capacity. 3. S detectors shall automatically stop their respective fan or fans. REVIEWED BY: DATE: l SHEET _� OF ,,3 PGA CLUBHOUSE/RESERVEI #6498 f. Installation. 1. Smoke detectors shall be installed according to NFPA #72, National Fire Alarm Code. 2. When listed duct type smoke detectors are installed in a building not equipped with an approved protective signaling system (fire alarm): a. It shall cause a visual and audible signal in a normally occupied area. b. Detector trouble conditions shall be indicated visually and audibly in a normally occupied area and shall be identified as air duct detector tro l ble. g. Because of thelrequired supervisory and/or trouble signals that are required, the fire alarm control panel shall be located in a continuously occupied area. This is a small panel not a fire alarm panel. 12. Kitchen Hood and Duct System. a.. Compliance to NFPA #96 is indicated. This must include a fixed fire protection system. I b. A separate pirmit from the Fire Marshal is required for the installation of the fixed fire protection system. NOTE: Duct and hood clearances shall meet the requirements of NFPA #96 . 13. The occupant load for each assembly area will be posted at the time of final inspection. 14. Provide a minimum of a 40BC rated fire extinguisher for the kitchen area. 15: Provide a 2A-1 m OBC rated fire extinguisher- for the Pro Shop, Restaurant, and Banquet areas. 16. Standard Building Code, Chapter 719.2 Concealed insulation shall have a flame spread rating of not more than 25 and a smoke development rating of not more than 460 or the insulation facing ishall be in contact with the unexposed surface of ceiling or walls. REVIEWED BY: DATE: Sheet, of,_3 s 16 4' TtJW AT N OG DaPT AS NOTED TNS TRO LAYpIT (S FQt PilIfFTE(ti ff IRLISM IOff CQrQm FQt ll0$ NWT®N EIECTIQI IT SNOT FTIC RM FESOMUTY ff THE DAM ff R Wj I ff TO IT I3' TW tESVMTY OF TAWE TM ST. =TRH 10 m PtOWE A til[TA9E PPEA mtt0A0 flit I!$ MO MAMMA x0 ETiE3i mst m Aqu AfiiiQYAL " W" OF TM LAVE 15 NnSW M E FXWXTOA CAN MW WWY SNAP$ PITM OYFfi41 M LOe0I1 E1EW' 1" APO fEMiIO C" 06 • YQ.R ITt�91i.L ff dLi N /CCGRAPCE N1111FL5 LAYQR. Il AS P0TM WE 0111E SAM TRLE sme, VW • i !Z TCLL 302 DATE 29 .m 93 TCOL Pi • m" W, DO BL1 L 0, TEVW6 Bm 10 I TOTAL "it OMTON FALi'Qt -U'Zx ' _. 120 MPH uae Av"ovw ruPiRPcnne a ar, wP Pw - - - - --- ---- - --- - -- - --•--••-- - - - -- TYF4dL END OET11L - - - - --- OU HANGER TYPE KEY NORMAL UPLIFT HEA❑ER JOIST 2 U-126L YL 1080 464 8-16d 3-16d 2 UH26R YR low 454 8-16d 3-16d 4 «« TOTALS rST. LUCIE RUSS CORP. WF..'STLQLuc�'0ie FP. �z 14071 335-320? 1)B6I69 LAgOUT Ta[t ANDER50N, MJ TTT[t WWORT :TATION 9 CP ❑ O1rN[It FW ❑ itow P6A 601-A W-R`e RE4ERVe OFM ❑