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1135 NE 100 St (11)• •;0IuNECT .101SI S TO LEDGER W/ SMPSON LU26 W /(4)1O& 1 -1/2" TO THE JOIST AND (6) 10dx 1-1/2" TO THE LCG.;ER MIN. 2 "0' P.T. LEDGER AT 4 SIDES ANCHOR TC WALL W/ 3/8" EXP. BOLTS AT 24" O.C. MAX. MIN EMBEDMENT 4" 1)132" PL- )y�OD GLUED 'AND l� /NAILED 133 EA. 0 24"/ • \� �\ , AT 24" F... SCUilLE' .,.. / �( Tom/ /\ / � /4 \ ` / ' /24 x48" SCUytLE 1 Q \ . / L�ADD PULL WN/ \/ STORAGE MEZZANINE SCALE : 1 /4" = 1' -0" 38' -2 3/4' 8' -8 3/4" BEDROOM 1 BEDROOM 3 STORAGE MEZZANINE ABOVE PROJECTION OF TOWER ABV. 4" PARTI STDS. 1/2" G.W.B. WALL UNIT BATH ROOM 43 "x48" MI 36" TOWEL HOLDER 12" DIA. FAUX KEYSTONE COLS. ON 4" DIA. MTL COLS. SEE STRUCT. DWGS. TYP OF 4 .LC. WOOD TO MA MAIERIAL ` HIGH WALL 12' -11 CORATTVE FAUX STONE FIN. ON 4" REINF. C.M.U. BLOCK. STUCCO RN. ON ALL EXT. C.M.U. WALLS. 2" G.W.B. ON 3- :" 1L STUDS. OPEN TO F0113t c OF TOWER ABV. 68' -3 1/4" 12' -10 1/2" 19' -6 1/2" 5' -9 1/2" 42" A.F.F. DECORA RAIUNG. VERT. PI BOTTOM RAIL 0 2" DWGS. FOR APPRO 5/8" STUCCO RN. ON ALL EXT. CM.U. WALLS, 7 -3 1/2" i1 VE CAST ALUM. 'ETS 0 4" O.C. MAX., A.F.F. SUBMIT SHOP S AL I T 1/4' 14' -11" DECORATIVE CAST ALUM. RAUNG. TOP HANDRAIL 0 34" ABV. NOSING 18' -8 1/4" LINE OF WALL BELOW 15 -5" 16' -9" MASTER BEDROOM COVE CEUNG ABV. 18 "X18 "CERAMIC FL SET ON VULKEM 560 CONCRETE SLAB 42" HIGH A.F.F. DE ALUM. RAILING 5/8" G.W.B. ON 1 "x 2" P.T. FURRING 0 16" O.C. ON 8" C.M.U. WALL TYP TO ALL S TIVE CAST 18 "X18" CERAMIC 11LE ON THIN SET ON SINGLE PLY ROOFING MEMBRANE ON CONC. SLAB SEALED W/ VULKEM 360 00NT. GALV. MTL FLASHING AND COUNTER - FLASHING SPANISH "S" TILE ON #330 FELT PAPER ON 5/8" CDX EXT. PLYWOOD ON PRE -MFG. WOOD TRUSSES 0 24" O.C. MIN Fc 1,200 PSI SECOND FLOOR PLAN STAIR CALCULATION: 24 <2(R) +T <25 2(6.95) +11 =24.9 SCALE : 1/4" = 1'-0" STAIR DTL. PLAN SCALE : 1/2" = 1' -0" architectureplanning &design planning and architecture 450 N. Park Road, ste 502 Hollywood, fl 33028 tel(954)9668808 fax(954)9669747 seal revisions A 07 -14 -03 BLDG OPT. COMMENTS A 03 -10-05 OWNER REVISION date drawn job 1011 sheet A -2 of • 11 -27 -02 II' 11 1111 1 I111 1111111 1 l II 7 I 44■44.... �i�i�i�i�i�i�i�i�i�i�i� STER ON Mir LATH ON 11 MTL. RUNNERS 0 16" AC THRESHOLD DECORATIVE CAST ALUM. RAILING STUCCO FIN ON INSIDE C.M.U. FACES A -5 1"x6" P.T. PLATE 2" CONT. VENT FAUX KEYSTONE ON 8" C.M.U. WALL W/ EPDXY SEE 6/A -10 FOR MOLDING DTL. GALV. MTh. RAIN GRIP ON 1 "x 2" P.T. NAILER ON 1"x 8" CEDAR FASCIA / GROUTED TILE END W/ 1/2" WEEP HOLD. EAVE DTL. 12 51 R -30 BATT INSULATION. SEE ENERGY CALCS. 7-0" HIGH GARAGE DOOR PARTIAL SECTION 12 "x12" CERAMIC TILE ON THIN SET ON SINGLE PLY MEMBRANE ON VILKEM 360 NF. SEALED CONC. SLAB 1"=1'-0" 18 "x18" CER. TILES ON THIN SET ON SINGLE. PLY ROOFING MEMBRANE ON CONC. SLAB SEALED W /VULKEM 360 BRING MEM. 6" DOWN ON ALL SIDES 8" DQORA.TIVF MOEDIWG. FAUX KEYtTOI(1E 4. 1 Imo _. 9 . - 1 . 1 1 /2 " =1' -0" +11' -0" TOP 2ND SLAB , 2 "x8" P.T. LEDGER 3/8' EXP. BOLTS 0 16" O.C. MAX. MIN. EMBEDMENT 4" 3/4" GLUED AND NAILED ON 2 "x8" D. JOISTS 0 16" 0.C. MAX. 2O' -O" OTTOM rF BEAM MIRROR Bl' OWNER DECO FIXT / C ARPET ON CONC. MASTER :1D SLAB 5/8" INST. 2" P.T. W.B. RT. 0 D FLOOR N CONC. SLAB 1 x• \..........•..•• •• ••• 1 1 ._ . .......................,....... "...........414.4):., .:..i4. 1 . .i....q:......«- 4.410.... 1 `„„ .„„ �........•.•.•.s. i4. ..... ............................... i >A ■• MINIM MIN. TO EDGE OF POOL RET. WALL POOL NOT IN THIS PERMIT +24' -8" • T.O.B. di,+21'-0" • T.O.B. CONNECT JOISTS TO LEDGER W/ SIMPSON W26 W /(4)10dx 1 -1/2" TO THE JOIST AND (6) 10dx 1 -1/2" TO THE MIN. 66+11'-0" TOP 2ND SLAB 5/8" SAND STUCCO FIN ON 8" C.M.U. WALL GRADE SLOPE AWAY FROM BLDG. +20' -0 "k T.O.B. N A -5 d 12 �I �* 12 CAST ALUM DECORATIVE TOP RAIL MIN 2" WIDE DECORATIVE RING BETWEEN PICKETS. D1k EQ. TO CLR. OPENING BETWEEN PICKETS CAST ALUM DECORATIVE RAILING. VERT. PICKETS AT MAX. 4" O.C. SUBMIT SHOP DWGS. FOR APPROVAL CONC. PAVERS ON 2" SAND BED ON WELL COMPACTED SOIL FIRST ROW SOLDIER RUN CONC. PAVER SECURED TO SLAB W/ ORTAR GARAGED R BEYOND N CONC. FOOTING. ON 6 -MIL VAPOR BARRIER. SEE S • UCT. PLANS DTL. GARAGE SECT. 1"=1'-0" SLAB ON GRADE ON 6 -MIL VISQUEEN UNDERLAYMENT ON WELL - COMPACTED SOIL , 5/8" SAND STUCCO FIN ON 8" C.M.U. WALL CONT. GALV. MTL FLASHING AND COUNTER FLASHING. CRIKETT BY BUILDER AS NEEDED CEMENT TILE ROOF OVER 1 LAYER 90# FELT HOT MIPPED TO 1 LAYER 30# FELT TINTAGGED TO 5/8' CDX. PLYWOOD SHEATHING ON PRE —ENG. WOOD TRUSSES 0 24" O.C. a LOWEER WALKWAY SEE SITE PLAN CONC. SLAB 6'MIL VAPOR BARRIER ON WELL COMPACTED SOIL TERMITE TREATED CEMENT TILE ROOF OVER 1 LAYER 901¢ FELT HOT MIPPED TO 1 LAYER 30# FELT TINTAGGED TO 5/8" CDX. PLYWOOD SHEATHING ON PRE —ENG. WOOD TRUSSES 0 24" O.C. 12 51 1/2" G.W.B. ON 3 -5/8" 2 GA. TL FRAME 16" 0. ..4.4...4.4.4.4..4.4.4.0 R -30 BATT INSUL SEE MECH. CALCS. 4141 4141.... 4141 FAUX KEYSTONE COLS. / 6" CONC. SLAB SEE DWGS. WOOD STEP 5/8" G.W.B. ON 1 "x " P.T. PARR INST. VERT. ON 8" C .U. WALL 6" WD. BASE BOARD TYP. DINING ROOM OPEN TO BEYOND - o T.O.B. CEDAR TONGUED AND GROOVED PLANKS - UNDER STAB CAST ALUM. LIGTH 12" CONC. COL. W/ STUCCO FIN 12 12 15 CONC. PAVERS ON 2" SAND BED DECORATIVE CAST -ALUM. RAILING 0 ON 3/4" CRUSHED STONE BASE 34" ABV. NOSING. VERT. PICKETS 0 MAX. 4" O.C. SUBMIT SHOP DWGS. FOR APPROVAL 12 1 A -A SECTION A -A A -5 R 30 BATT INSUL TYP. SEE ENERGY CALCS. GALV. MTL. DRIP ON 1 "x2" P.T. NAILER ON 1"x 12" SMOOTH FIN. CEDAR FASCIA CONT. GALV. MTL. FLASHING AND COUNTER FLASHING 4* G.W.B. PARTITION UNDER STAIR 12 5' -O" 1 45c1 LOAD BEARING TRIANGLE 12 GALV. MTL DRIP ON 1 "x2" P.T. NAILER ON 1 "x 12" SMOOTH FINN. CEDAR FASCIA WOOD FASCIA 5/8 "STUCCO FIN ON REINF. 8" C.M.U. WALL 5/8" G.W.B. ON 1 "x 2" P.T. FURRING INSTALLED VERT. PROVIDE FOIL- BACKED INSUL. ON EXT. WALLS TYP. SEE ENERGY CALCS +0' -0 ",1 TOP 1ST LEVEL SLAB 1/4"=I-0" GALV. MTh. DRIP ON 1 "x2" P.T. NAILER ON 1 "x 12" SMOOTH FINN. CEDAR FASCIA WOOD FASCIA +20' -0" T.O.B. 5/8" SAND STUCCO FIN ON 8" C.M.U. WALL CEDAR TONGUED AND GROOVED PLANKS UNDER SLAB +11-0" TOP 2ND SLAB 1 ! TINTED GLAZING ON WHITE ALUM. FRAME E.S.P. FIN PRE -CAST CONC. MOLDING. TYP. +O' -0 "k / TOP 1ST LEVEL SLAB w U Z W D W W O z co (f) w seal architectureplanning &design planning and architecture AA - 0003655 450 N. Park Road, suite 502 Hollywood, fl 33021 tel(954)9668808 fax(954)9669747 revisions date drawn job 1011 sheet A -5 of A 07 -14 -03 ! ` mg, DPT. COMMENT O - 4 - 05 / 2 L OWNER CHANGES 11 -06 -02 P1 CONT_ #5 R —BAR ON U —BLOCK CAP. 5' HIGH C.M.U. WALL W/ SMOOTH STUCCO FIN. BO,A9' L, SIDES. PROVIDE HORZ V. V ("A WIRE BRACING ® 16' O.C. `— (1) #5 ON RUED CELL AT MIN. 48" O.C. 36" x 18" CONT. WIDE , FOOTER WU lid AT , BOTTOM i T-AWAY FROM WALL (2) #5 R —BAR ON 8" POURED CAP. 16 "x 16' C.M.U. COL W/ (4) #5 R —BARS ON EA. FILLED CELLS (1) #5 ON FILLED CELL AT TYP. OF 4 44" x 32' FOOTER W /(4) i5 AT BOTTOM SL AWAY FROM WALL G 0 N SEPTIC TANK' 1050 GAL. TERRACE BELOW 3' 0" WIDE x 5' -0" HIGH GATE W/ AUTO CLOSER 5' -0" HIGH ALUM. FENCE &_ N FLOW MASONRY BBQ BY 'PARRILLADA ARGENTINA' (305)968 -1025 SUBMIT SHOP DWGS. FOR APPROVAL w 2 STORY 3 252 SQ.FT. OF 37 852.43 CU 4 BEDRO FIRST FLOOR SLAB AT LE AREA. -4" FIN. DECK 7 PAVER DECK S 3 BATH LEVEL SLA 5' s�= FLOW POOL BY OTHERS N IN THIS PE MIT GARBAGE CANS AREA 5' HIGH C.M.0 WALL W/ STUCCO SIDES 44 qqBB pp��V!NN pp CROWNV ORDRIVEWAY D 'x3' ONC. P BOTTOM OF STAIRS ABV. CROWN OF 79'-6 1/2" BALCONY ON 2ND LEVEL EDGE OF DRIVEWAY PROPERTY LINE Z 1 ; - -. -1- - , A 4- 1- —•_ —.•— T z PRIVACY WALL DETAIL 4 SL AWAY FROM WALL SL AWAY FROM WALL II 1I1 =III III I 1 I— I I —III III III III IIII - 111 -111 III III— III —III 1 . -1 II III III — III III I I I III III III — III III - I 111 —III III —III . ' li, l lll III III — l ,, I111�� IIIII I III III III II I Illi�llll III III III SCALE : 1/2" = 1' -0" -I 11-2.— 11 111 III I I III =111= q___11 H I I I II I I 111 -11 111„ Ili ,,111 ,111„1111111 III III III 111 11 •d _ III -1� SCALE : 1/2" = 1' -0" • PRiVACY WALL COL. DETAIL / +8.7' N_G V 0 y� 24' -6" 5' HIGH C.M.U. Y;A L W STUCCO F'. J. 540. �o DRAINFIELD AREA (570.0 SQ.FT. MIN. UNOBSTRUCTED) 74' -10" . / r F LOW / +8 5' N_G V n 3'x3' COOK. PAD --------- FLOW (TYP.) N.E. 1 00TH TFEET ' • i / /---- 5' -0" HIGH WOOD FENCE +8 0' N_G_V_n O* N planning and architecture 450 N. Park Road, ste 502 Hollywood, fl 33028 tel(954)9668808 fax(954)9669747 seal revisions A 07 -14 -03 BLDG DPT. COMMENTS A 01 -31 -05 WALL DETAIL LU U Z LU D LU LU 0 (/) z w 4 date drawn job 1011 ;sheet SP -1 11 -27 -02 of / 2 s'y ROOF TRUSS 3/16' z• 1 . 5-8:0 ), ‘c 5-9-6 F.a.c. 2315.17.2.4.2. FOR TRUSSES HAVING AN OVERALL LENGTH OF THE B011 IN excess OF 36 FEET (10.7 rn.). OR 6 FEET (1623 mm) OVERALL HEIGHT ERECTION SHALL BE SUPERVISED BY EITHER A REGISTERED PROFESSIONAL ENGINEER OR REGISTERED ARCHITECT RETAINED BY THE CONTRACTOR. 16-10-0 18-10-0 SPAN 27-11-0 ALL TRUSSES SPACED 26"O.. UNLESS OTHERVASE SPECIFIED k0716. LALIEUNGT 'so; SERVICE, NOT A REOUlkEkThiENT. ENG.% NEE.RED DRA,VANG,S SUPERSEDE:SLADE:LING OFTRUSSUS? IT I ThE RESPONSIBILITY OF THE LOC-Ft TO Lint.= ENGINEERED DRAWINGS WREN ERECTING THE TRUSSES. :AA kt / 11-8-0 z- /2 / ..../ ' // .-7 ,. -,- " ; i 1 UPLIFT CONNECTIONS TO TRUSSES AND GIRDER ', TRUSSES IS THE RE 'SPtSIILITY OF ThE ENGINEER, : ARCHITECT OR G.C., NOT Tile- FAbRiCATOR. DO NOT CUT OR ALTERTRUSSES BEFORE NOTIFYING ANOIOR .;.; APPROVAL IN WRITTING SY SEST TRUSS CO. 0 F8 ALL====r- K•;:;:;:•" ALL NECESSARY REPAARS TOTRUSSLS MUST LiE. REPORTED TO WEST TRUSS CO. VVITHiN 48 HOURS OF DISCOVERY TRUSS LAYOUT IS A PLACEMENT PLAN ONLY. ROOF AREA:2608.87 SQ. FT. 20'-C" 24'-6" 2T-4" 14 APPROVED TRUSS ANCHOR BY BUILDER HEEL HEIGHT = 2x6 STD. BOTTOM = 2x4 MIN. TOP = 2x4 MIN. HANGER MANUF. w1 REViSiON OF THIS SHOP DRAWING 51' PROFESSIONAL ENGINEER 15 IN COMPLIANCE OF POLITY P.C. 5 METRO DADS cot; ry 61.1-LOING At■iD ZONiNG DEPARTMENT EXCEPT FOR ALL I:if:A.08W. COMPONENTS NOT FAMRICATEO BY REST TRESS CO. REFER TO ARCHITECT OR ENGINEER FOS COMPLETE CORRELATION OF THE INFORMATION PROVIDED IN THIS SHOP DRAWING WITH ALL OTHER TRADES. STRUCTURAL BEAMS, WAL S AND FOUNOATION REGUIREMENTS OF THE F.B C 5.0 2-0 a" CANT CORNER SET SPACING I S TRUSS END DETAIL TOP CHORD LIVE: 30.0 TOP CHORD DEAD: 15 0 BOTTOM CHORD DEAD: • 10.0 TOTAL LOAD (PSF) 55,0 LUMBER STRESS INCREASE: 1.33 PLATE STRESS INCREASE: 1 33 EXPOSURE CATEGORY BUILDING CATEGORY WINO DESIGN VELOCITY IMPORTANCE FACTOR WIND LOAD DURATION FACTOR EidkNGER LIST " HANGER I.D. + N/A . 1.■■■■■■ TRUSS I.D. ASCE 7-98 TRUSS LOADING CON ROOF T FLOOR TRUSSES TOP CHORD LIVE: TOP CHORD DEAD: BOTT011,4 CHORD DEAD: TOTAL LOAD (PSF) LUMBER STRESS INCREASE: PLATE STRESS INCREASE: "r 4 2.40 T t, r N7A NIA NIA NIA • N/A Ni C 146 MPI-1 1.00 •)-1 W TTELVIVC& atjiLL:etER" ALL SS OVER, TO tati ci-LacKtaz ti.a OROERIKCI, 1TiL:SSS 1 iS YOUR ReSsj<46,SISLUTY TO ChtECK OUR 'muss SHEATHING UNDER ALL — 1 VALLEY SETS BY BLDR. NOTE: ALL TRUSSES ARE SPACED 24" O.C. UNLESS NOTED. ALL UPLIFT CONNECTION TO TRUSSES ANO GIRDER TRUSSES IS THE RESPONSIBILITY OF ENG., ARCH., OR GENERAL CONTRACTOR. SPECIAL HANGERS BY CC 0 PURCHASER OF TRUSS PACKAGE. E (3 o 0> /75 o At w w ' IMPORTANT NOTE !I! ERECTING ROOF TRUSSES IS A COMPLEX TASK TO BE 1 PERFORMED 8Y EXPERIENCED PROFESSIONALS. BEST TRUSS CO. EXPECTS THE TRUSS ERECTION PERSON TO THOROUGHLY PREP THESE TRUSSES BEFORE ERECTING THEM. NO CONSIDERATION WILL BE MADE BY BEST TRUSS CO. FOR LOSS OF TIME OR ADDITIONAL CRANE USAGE. BEST TRUSS CO. WILL BE ;PLEASE REFER TO INDIVIDUAL ENGINEERING — - TRUSSES ARE DESIGND IN ' SHEETS FOR NUMBER OF PLIES AND ACCORDANCE WITH F.B.C. CODE NAILING/BOLTING PATTERN RECUIRED FOR UNLESS OTHERWISE SPECIFIED GIRDER TRUSSES, SET-BACK FOR HIPS, ETC. Ca_ -47) LL. 0 •c-.: I-- --- --- ‘..-- 7.".: ,.,. < '-'-- 7 i...-; C.; L; — !_ 7„ — _ :, ,--- - 1--, ‘ r . , , - : ,...., ---,' -.=,. — , :,, • — L.._ -.,- .1 — ,— = " ,-."'" il- Z < C.: 0 0'; C C. L+ i:.. 0 i— n z ,,... I-- o < — - ...,, .... ■--- , . .)._ ..„... ,--- ; , ; 8 i c? "' C c::: , 4, ;` . lh ' ''- Cr ---. 6EZ 0 Z Q Z LI > 0 1.L1 Er W • rra _I 7 ■,7); Q) ;.- 7 : °C. C):‘ „c16: 4i 1 :52: t* I .. Z77) 0- L. -1 CI . „ L L'j < 4 42.; V." t o .' c q ! D . =-' )-- - Z E:".'j21 , t4 v) 2 * tr c4F- i t (;):1 4 , v : 96 1 8 .c - f; 4 , i- p 0 0 a: • +42.0 -63.5 +46.5 -50.3 EGRESS EGRESS +42.0 - 63.5 EGRESS -615 +46.5 - 50.3 EGRESS +40.0 -50.3 inn IN +49.5 -66.7 +41.2 -45.5 +49.5 -66.7 +41.2 -45.5 +11' -0 " 2ND LEVEL , 12 12 GALV. MTL. DRIP ON 1 "x2" -Add WOOD FASCIA SMOOTH FINN. CEDAR FASCIA P.T. NAILER ON 1 "x 12" i 12 1111 lay., All +44.5 -66.2 +44.5 -66.2 +44,2 -55.9 +47.2 -61.8 +43.3 +47.2 -61.8 +46.5 -62.1 +46.5 -62.1 +46.5 -62.1 +54.5 -71.2 CONT. GALV. MTL. FLASHING AND COUNTER- FLASHING -55.5 +44.2 5' -0" C.M.U. PRIVACY WALL W/ STUCCO FIN. 'III +20' -0" T.O.B. +14' -4" T.O.B. 12 CEMENT TILE ROOF OVER 1 LAYER 90# FELT HOT MIPPED TO 1 LAYER 30# FELT TINTAGGED TO 5/8" CDX. PLYWOOD SHEATHING ON PRE -ENG. WOOD TRUSSES 0 24" O.C. DECORATIVE CAST ALUM. RAILING. SEE DTL. HURRICANE RESISTANT GARAGE DOOR. SUBMIT SHOP DRAWINGS FOR APPROVAL PROJECTION OF POOL BEYOND 5 12 TEMPERED GLASS ON ALL DOORS W/ GLAZING. TYP. SMOOTH FIN. STUCCO ON 12" DIA. CONC. COLUMN TINTED GLAZING ON WHITE ALUM. FRAME E.S.P. FIN FAUX KEYSTONE ON 4" C.M.U. BLOCK CEMENT TILE ROOF OVER 1 LAYER 90# FELT HOT MIPPED TO 1 LAYER 30# FELT TINTAGGED TO 5/8" CDX. PLYWOOD SHEATHING ON PRE -ENG. WOOD TRUSSES ® 24" O.C. GALV. MTL. DRIP ON 1 "x2" P.T. NAILER ON 1 "x 12" SMOOTH FIN CEDAR FASCIA WOOD FASCIA SMOOTH FIN. MOLDING TINTED GLAZING ON WHITE ALUM. FRAME E.S.P. FIN PRECAST CONC. W/ STUCCO FIN. WIDNOW MOLDING 12 12 12 TEMPERED GLASS ON ALL DOORS W/ GLAZING. TYP. -0" YP. O.H. NORTH ELEVATION +20' -0" , T.O.B. WOOD FASCIA FAUX KEYSTONE FIN. +14' -4" T.O.B. 4" PRE -CAST CPNC. WALL CAP. SEE DTL. 5-0" C.M.U. PRIVACY WALL W/ STUCCO FIN. PRIVACY C.M.U. WING WALL I PROJECTION OF POOL BEYOND SOUTH ELEVATION +27' -4" T.O.B. +21' -6" T.O.B. DECORATIVE CAST ALUM. RAILING DECORATIVE 8" FAUX KEYSTONE MOLDING +11' -O" 2ND LEVEL 3/16 " =1' -0" 3/16 " =1' -0" +20'-0" T.O.B. dt T.O.B. DECORATIVE CAST ALUM. RAILING +14' -4" T.O.B. 12 +48.2 -63.5 +44.5 -66.2 +49.5 -66.2 +49.5 -66.2 +44.5 -66.2 5' -0" HIGH C.M.U. PRIVACY WALL 12 +48.2 -63.5 PROJECTION OF PDOL BEYOND +49 -53.7 +46. -50.3 J 1 FAUX KEYSTONE FIN. A lJ CD PRE -CAST CONC. WINDOW SILL GALV. MTL. DRIP ON 1 "x2" P.T. NAILER ON 1 "x 12" SMOOTH FIN. CEDAR FASCIA WOOD FASCIA TINTED GLAZING ON ALUM. FRAME. WHITE E.S.P. FIN. SAND FIN. STUCCO ON 8" C.M.U. WALL. TYPICAL +43.3 -58.0 +47.2 -61.8 +46.5 -62.1 SAND FIN. STUCCO ON C.M.U. WALL CEMENT TILE ROOF OVER 1 LAYER 90# FELT HOT MIPPED TO 1 LAYER 30# FELT TINTAGGED TO 5/8" CDX. PLYWOOD SHEATHING ON PRE -ENG. WOOD TRUSSES 0 24" O.C. GALV. MTL. DRIP ON 1 "x2" P.T. NAILER ON 1 "x 12" SMOOTH FINN. CEDAR FASCIA WOOD FASCIA FAUX KEYSTONE FIN. +49.5 - 66.2 +46.5 - 50.3 © EGRESS © +46.5 -62.1 EAST ELEVATION TEMPERED GLASS ON ALL DOORS W/ GLAZING. TYP. WEST ELEVATION c es OPEN TO �BEYON4i >< +46.5 TYP. OH. -62.1 3/16 " =1' -0" 3/16 " =1' -0" +29' -2" MAX. MEDIAN HOT. +27' -4" T.O.B. +21' -0" T.O.B. 42" A.F.F. DECORATIVE CAST ALUMINUM RAILING +11 -0" 2ND LEVEL SMOOTH STUCCO ON HIGH IMPACT MOLDING +0' -0" 1ST LEVEL uu i\ +20' -0" T.O.B. +11' -0" 2ND LEVEL +0' -0" 1ST LEVEL architecture e i T planning and architecture AA - 0003655 450 N. Park Road, suite 502 Hollywood, fl 33021 tel(954)9668808 fax(954)9669747 revisions w U z w D (I) W date drawn job 1011 sheet A -4 of 11 -06 -02 D W Sr-,, R S - D .__, 1- D, - O �mc IM. TYPE L CCATI -N D- -R MAT JAMB MAT. THR -S. MAT, HRDWRE GROUP DOOR NOTES RCMAR <S ;PCSURE CC - -R oi " x 8' -0" PANE I XTERIOR FIRST WOOD WOOD BRONZE 1 C SOLID DOOR/ TYPE "K" TRANSOM ABV. 50 -5/8" 8' -0" FLUE INTERIOR FIRST WOOD WOOD MARBLE 3 35 S.H. • . 8' -0" BI-FOLD INTERIOR FIRST WOOD FIXED FAN TRANSOM ABV. WINDOW TYPE A OR C F 97" LOUVERED BI -FOLD/ CLOSET ALUM /GLASS 7' -0" GARAGE EXTERIOR GARAGE 6' -4" 26" - FIXED PROVIDE SCREENED VENTS 60 SO IN. MIN. /SUBMIT SHOP DRAWINGS H 6' -8" FLUSI ALUM /GLASS FIRST MTL. MTL. ALUM. 37 -3/4" 38 -3/8" "C" -CLASS FIRE RATING GARAGE DOOR 06 3' -0" x 6' -8" FLUSI K FIRST WOOD WOOD - 2 ELLIPTICAL TRANSOM ABV.DOOR # 1 L 07 2' -6" x 8' -0" BI-FOLD INTERIOR FIRST WOOD M - 50 -5/8" ALUM /GLASS LOUVERED BI -FOLD/ CLOSET 08 (2)3' -0" x 8' -0" ALUM FIRST ALUM METAL ALUM. 1 \ FRENCH DOOR 09 (2)3' -0" x 6' -8" ALUM FIRST ALUM METAL ALUM. 1 FRENCH DOOR/ TRANSOM ABV. 10 8' -0" x 6' -8" SLIDING SECOND _ CLOSET DOOR 11 2' - -8" x 6' -8" 1 -PA SECOND WOOD 2 12 (2)3' -0" x 6' -8" ALUM SECOND L ALUM. 1 FRENCH NO LITES 13 8' - -O" x 6' -8" SLIDING SECOND CLOSET DOOR 14 2' - -8" x 6' -8" 1 -PA SECOND WIND -W SCH =DUEE N -TES 1. CONTRACTOR TO VERIFY ROUGH OPENINGS AND DEPTH OF EXTENSION JAMBS PRIOR TO ORDERING. 2. PROVIDE PERMA CLEAN INSECT SCREENS ON ALL OPERABLE WINDOWS. UNLESS NOTED OTHERWISE WOOD 2 15 2' -8" x 6' -8" 1 -PA SECOND MARBLE 3 16 2' -6" x 6' -8" 1 -PA SECOND - POCKET DOOR 17 2' -8" x 6' -8" 1 -PA SECOND WOOD 2 18 5'- 0" x 6' -8" SLIDING SECOND - CLOSET DOOR 19 (2)3' -0" x 8' -0" ALUM /GLASS EXTERIOR SECOND WOOD - 1 FRENCH DOOR /NO LITES 20 3' - - 0" x 6' -8" BI -FOLD INTERIOR SECOND WOOD WOOD WOOD A/C DOOR 21 (2)2' -6" x 6' -8" 1- PANEL/ S.C. INTERIOR SECOND WOOD WOOD WOOD 2 22 5' -0" x 6' -8" SLIDING INTERIOR SECOND WOOD WOOD - CLOSET DOOR 23 2' -8" x 6' -8" 1- PANEL/ S.C. INTERIOR SECOND WOOD WOOD - 24 2' -8" x 6' -8" 1- PANEL/ S.C. INTERIOR SECOND WOOD WOOD MARBLE 3 25 2' -4" x 6' -8" 1- PANEL/ S.C. INTERIOR SECOND WOOD WOOD - 2 PANELS 26 (2)3' -0" x 6' -8" ALUM /GLASS EXTERIOR SECOND ALUM METAL ALUM. 1 FRENCH DOOR NO LITES 27 3' -0" x 6' -8" BI -FOLD INTERIOR FIRST WOOD WOOD A/C DOOR W \D W Sr-,, \ - D .__, SCI - O SIZ= MATERIAL MEDEL NUMB -R TYPE REMAR <S WI T- HEIGHT A 37 -3/4" 63" ALUM /GLASS 25 S.H. CASEMENT ON DEN 1ST LEVEL B 26 -1/2" 63" ALUM /GLASS 1/2 35 S.H. • 1 • • •• •' • • • • 1 C 37 -3/4" 50 -5/8" ALUM /GLASS 24 S.H. CASEMENT ON M.B. 2ND LEVEL (FACING STREET ONLY) D 53 -7/8" 63" ALUM /GLASS 35 S.H. • . E 37 -3/4" 16" ALUM /GLASS \ FIXED FAN TRANSOM ABV. WINDOW TYPE A OR C F 97" 20" ALUM /GLASS FIXED FAN TRANSOM ABV WINDOWS TYPE L G 6' -4" 26" ALUM /GLASS FIXED FAN TRANSOM ABV.DOOR # 9 H 53 -7/8" 18" ALUM /GLASS FIXED FAN TRANSOM ABV.WINDOW TYPE D J 37 -3/4" 38 -3/8" ALUM /GLASS 23 FIXED TEMPERED © BATHROOMS K 6' -4" 20" ALUM /GLASS FIXED ELLIPTICAL TRANSOM ABV.DOOR # 1 L 97" 64" ALUM /GLASS (3) 2853 S.H. CASEMENT M 37" 50 -5/8" ALUM /GLASS 24EH S.H. CASEMENT \ / WIND -W SCH =DUEE N -TES 1. CONTRACTOR TO VERIFY ROUGH OPENINGS AND DEPTH OF EXTENSION JAMBS PRIOR TO ORDERING. 2. PROVIDE PERMA CLEAN INSECT SCREENS ON ALL OPERABLE WINDOWS. UNLESS NOTED OTHERWISE ARDWAR GR UPS 1. CYKINDER BOLT+ PULL HANDLE W /LATCH BOLT 2. PRIVACY LOCK. LATCH BOLT PUSH LEVER BUTTON. 3. PRIVACY LOCK, PUSH LEVER BUTTON I WINDOW TYPES A- 8' -1° TYPE L GROUPED SUBMIT SHOP DRAWINGS FOR APPROVAL. FOLLOW CLOSER STD. DIM. FOR MANUFACTURING. TINTED GLASS SUBMIT SHOP DRAWINGS FOR APPROVAL. FOLLOW CLOSER STD. DIM. FOR MANUFACTURING. 6' -4" \ / SEE ELEV. AND SCHEDULE FOR TRANSOM LOCATIONS DOOR 1 MAIN ENTRANCE DOOR TYPES 37 -3/4" TYPE A CASEMENT WHEN NOTED 3/8 " =1' -0" 8" PRECAST LINTEL W/ (1) #5 IN GROUTED CELL SOLID WOOD DOOR DADE COUNTY APPROVED BY 'OWNER, SUBMIT SHOP DRAWINGS FOR REVIEW 3/8 " =1' -0" y 6' -4" DOORS: 8,19 y TYPE C CASEMENT WHEN NOTED y 6' -4" 37 -3/4" DOORS: 12, 26 #5 REBAR VERT. IN FILLED CELL 1/2 TEXTURED STUCCO FINISH ANCHORED W/ 3 1 /4 "x 1/4" TAP CONS THRU FRAME 2"x4" WOOD BUCK 1"x3 P.T. WOOD BUCK CAULK BEAD ALUM. WINDOW FRAMED WINDOW ALUM. WINDOW CAULK BEAD 1/2" STUCCO FIN. (2 COATS) R -4.2 RIGID INSUL W/ MOISTURE PROTECT. CAULKING ANCHOR W/ 1/4" TAPCONS, 1 -1/2" MIN. PENETRATION © 14" O.C. 1ST. 6" FROM END MIN. 3 TAPCONS PER SIDE ifot 1/2" DRYWALL ON 1 ° x2" P.T. WOOD FURRING STRIPS ©24" O.C. 1 "x4" P.T. FURRING CORNER BEAD RETURN DRYWALL AT WINDOW WINDOW JAM B /MEAD DTL. JAMB/MEAD � � SLOPE WINDOW SILL DTL. DOOR: 9 ANCHOR W/ 1/4" TAPCONS, 1 -1/2" MIN. PENETRATION ®14" O.C. 1ST. 6" FROM END MIN- 3 TAPCONS PER SIDE MA'. E ON GROUT P.T. 1x4 ® SILL PRE CAST SILL 1/2" DRYWALL ON 1 "x2" P.T. WOOD FURRING STRIPS @ 24" O.C. - 8" CONC. BLOCK 3/8"=1' 0" R -4.2 RIGID INSUL. W/ MOISTURE PROTECT. A -9 3/8 " =1' -0" arc &design planning and architecture AA - 0003655 450 N. Park Road, suite 502 Hollywood, fl 33021 tel(954)9668808 fax(954)9669747 sea revisions 07 -14 -03 BLDG DPT. COMMENTS date drawn job 1011 sheet A -9 of 01 -15 -03 WENSJOE LOT E 100TH N.E. STREET - \ SF- SCI = D�,L / / / FLOORS WALLS COUNTER TOPS CEILINGS BASE \ I Z Lv Lv H J La F-- U Z Li W Q .- XI() W.. wQ, v Q w o' er U L o '3 L: o L` z - TD O O =I Z •I ¢ U O O p w 'w N 1- l U O ,. V O U I< z a v U w \ CO Q (n � 3 uL J CO w m Q V- Q v) U Q.w oc� j � z � ° o !U z E FS g er 0 , e a0' p D wUI1- z Q' a cnwl J w F= H Z O UQQ � LLJ -.It CD CI_ CD ____I � ' ROOM No. NAME REMARKS 100 101 102 103 104 _ 105 106 107 108 109 ENTRY FOYER LIVING ROOM DINING ROOM KITCHEN FAMILY ROOM STUDIO BATHROOM 1 GALLERY LAUNDRY GARAGE • 1 • • •• •' • • • • 1 • •'• ••• • • • • . - -- • ' • • • • • •1• • • • • • • • I' • • • 1 DIAMOND FLOOR PATTERN • \ 201 202 203 204 205 206 207 LOFT MASTER BEDROOM MASTER BATHROOM BEDROOM 2 BEDROOM 3 BEDROOM 4 BATHROOM 2 • . \ / • • • ARDWAR GR UPS 1. CYKINDER BOLT+ PULL HANDLE W /LATCH BOLT 2. PRIVACY LOCK. LATCH BOLT PUSH LEVER BUTTON. 3. PRIVACY LOCK, PUSH LEVER BUTTON I WINDOW TYPES A- 8' -1° TYPE L GROUPED SUBMIT SHOP DRAWINGS FOR APPROVAL. FOLLOW CLOSER STD. DIM. FOR MANUFACTURING. TINTED GLASS SUBMIT SHOP DRAWINGS FOR APPROVAL. FOLLOW CLOSER STD. DIM. FOR MANUFACTURING. 6' -4" \ / SEE ELEV. AND SCHEDULE FOR TRANSOM LOCATIONS DOOR 1 MAIN ENTRANCE DOOR TYPES 37 -3/4" TYPE A CASEMENT WHEN NOTED 3/8 " =1' -0" 8" PRECAST LINTEL W/ (1) #5 IN GROUTED CELL SOLID WOOD DOOR DADE COUNTY APPROVED BY 'OWNER, SUBMIT SHOP DRAWINGS FOR REVIEW 3/8 " =1' -0" y 6' -4" DOORS: 8,19 y TYPE C CASEMENT WHEN NOTED y 6' -4" 37 -3/4" DOORS: 12, 26 #5 REBAR VERT. IN FILLED CELL 1/2 TEXTURED STUCCO FINISH ANCHORED W/ 3 1 /4 "x 1/4" TAP CONS THRU FRAME 2"x4" WOOD BUCK 1"x3 P.T. WOOD BUCK CAULK BEAD ALUM. WINDOW FRAMED WINDOW ALUM. WINDOW CAULK BEAD 1/2" STUCCO FIN. (2 COATS) R -4.2 RIGID INSUL W/ MOISTURE PROTECT. CAULKING ANCHOR W/ 1/4" TAPCONS, 1 -1/2" MIN. PENETRATION © 14" O.C. 1ST. 6" FROM END MIN. 3 TAPCONS PER SIDE ifot 1/2" DRYWALL ON 1 ° x2" P.T. WOOD FURRING STRIPS ©24" O.C. 1 "x4" P.T. FURRING CORNER BEAD RETURN DRYWALL AT WINDOW WINDOW JAM B /MEAD DTL. JAMB/MEAD � � SLOPE WINDOW SILL DTL. DOOR: 9 ANCHOR W/ 1/4" TAPCONS, 1 -1/2" MIN. PENETRATION ®14" O.C. 1ST. 6" FROM END MIN- 3 TAPCONS PER SIDE MA'. E ON GROUT P.T. 1x4 ® SILL PRE CAST SILL 1/2" DRYWALL ON 1 "x2" P.T. WOOD FURRING STRIPS @ 24" O.C. - 8" CONC. BLOCK 3/8"=1' 0" R -4.2 RIGID INSUL. W/ MOISTURE PROTECT. A -9 3/8 " =1' -0" arc &design planning and architecture AA - 0003655 450 N. Park Road, suite 502 Hollywood, fl 33021 tel(954)9668808 fax(954)9669747 sea revisions 07 -14 -03 BLDG DPT. COMMENTS date drawn job 1011 sheet A -9 of 01 -15 -03 WENSJOE LOT E 100TH N.E. STREET / / / / / / / / / / / \ ARDWAR GR UPS 1. CYKINDER BOLT+ PULL HANDLE W /LATCH BOLT 2. PRIVACY LOCK. LATCH BOLT PUSH LEVER BUTTON. 3. PRIVACY LOCK, PUSH LEVER BUTTON I WINDOW TYPES A- 8' -1° TYPE L GROUPED SUBMIT SHOP DRAWINGS FOR APPROVAL. FOLLOW CLOSER STD. DIM. FOR MANUFACTURING. TINTED GLASS SUBMIT SHOP DRAWINGS FOR APPROVAL. FOLLOW CLOSER STD. DIM. FOR MANUFACTURING. 6' -4" \ / SEE ELEV. AND SCHEDULE FOR TRANSOM LOCATIONS DOOR 1 MAIN ENTRANCE DOOR TYPES 37 -3/4" TYPE A CASEMENT WHEN NOTED 3/8 " =1' -0" 8" PRECAST LINTEL W/ (1) #5 IN GROUTED CELL SOLID WOOD DOOR DADE COUNTY APPROVED BY 'OWNER, SUBMIT SHOP DRAWINGS FOR REVIEW 3/8 " =1' -0" y 6' -4" DOORS: 8,19 y TYPE C CASEMENT WHEN NOTED y 6' -4" 37 -3/4" DOORS: 12, 26 #5 REBAR VERT. IN FILLED CELL 1/2 TEXTURED STUCCO FINISH ANCHORED W/ 3 1 /4 "x 1/4" TAP CONS THRU FRAME 2"x4" WOOD BUCK 1"x3 P.T. WOOD BUCK CAULK BEAD ALUM. WINDOW FRAMED WINDOW ALUM. WINDOW CAULK BEAD 1/2" STUCCO FIN. (2 COATS) R -4.2 RIGID INSUL W/ MOISTURE PROTECT. CAULKING ANCHOR W/ 1/4" TAPCONS, 1 -1/2" MIN. PENETRATION © 14" O.C. 1ST. 6" FROM END MIN. 3 TAPCONS PER SIDE ifot 1/2" DRYWALL ON 1 ° x2" P.T. WOOD FURRING STRIPS ©24" O.C. 1 "x4" P.T. FURRING CORNER BEAD RETURN DRYWALL AT WINDOW WINDOW JAM B /MEAD DTL. JAMB/MEAD � � SLOPE WINDOW SILL DTL. DOOR: 9 ANCHOR W/ 1/4" TAPCONS, 1 -1/2" MIN. PENETRATION ®14" O.C. 1ST. 6" FROM END MIN- 3 TAPCONS PER SIDE MA'. E ON GROUT P.T. 1x4 ® SILL PRE CAST SILL 1/2" DRYWALL ON 1 "x2" P.T. WOOD FURRING STRIPS @ 24" O.C. - 8" CONC. BLOCK 3/8"=1' 0" R -4.2 RIGID INSUL. W/ MOISTURE PROTECT. A -9 3/8 " =1' -0" arc &design planning and architecture AA - 0003655 450 N. Park Road, suite 502 Hollywood, fl 33021 tel(954)9668808 fax(954)9669747 sea revisions 07 -14 -03 BLDG DPT. COMMENTS date drawn job 1011 sheet A -9 of 01 -15 -03 WENSJOE LOT E 100TH N.E. STREET / \ / \ \ / _, / / / ARDWAR GR UPS 1. CYKINDER BOLT+ PULL HANDLE W /LATCH BOLT 2. PRIVACY LOCK. LATCH BOLT PUSH LEVER BUTTON. 3. PRIVACY LOCK, PUSH LEVER BUTTON I WINDOW TYPES A- 8' -1° TYPE L GROUPED SUBMIT SHOP DRAWINGS FOR APPROVAL. FOLLOW CLOSER STD. DIM. FOR MANUFACTURING. TINTED GLASS SUBMIT SHOP DRAWINGS FOR APPROVAL. FOLLOW CLOSER STD. DIM. FOR MANUFACTURING. 6' -4" \ / SEE ELEV. AND SCHEDULE FOR TRANSOM LOCATIONS DOOR 1 MAIN ENTRANCE DOOR TYPES 37 -3/4" TYPE A CASEMENT WHEN NOTED 3/8 " =1' -0" 8" PRECAST LINTEL W/ (1) #5 IN GROUTED CELL SOLID WOOD DOOR DADE COUNTY APPROVED BY 'OWNER, SUBMIT SHOP DRAWINGS FOR REVIEW 3/8 " =1' -0" y 6' -4" DOORS: 8,19 y TYPE C CASEMENT WHEN NOTED y 6' -4" 37 -3/4" DOORS: 12, 26 #5 REBAR VERT. IN FILLED CELL 1/2 TEXTURED STUCCO FINISH ANCHORED W/ 3 1 /4 "x 1/4" TAP CONS THRU FRAME 2"x4" WOOD BUCK 1"x3 P.T. WOOD BUCK CAULK BEAD ALUM. WINDOW FRAMED WINDOW ALUM. WINDOW CAULK BEAD 1/2" STUCCO FIN. (2 COATS) R -4.2 RIGID INSUL W/ MOISTURE PROTECT. CAULKING ANCHOR W/ 1/4" TAPCONS, 1 -1/2" MIN. PENETRATION © 14" O.C. 1ST. 6" FROM END MIN. 3 TAPCONS PER SIDE ifot 1/2" DRYWALL ON 1 ° x2" P.T. WOOD FURRING STRIPS ©24" O.C. 1 "x4" P.T. FURRING CORNER BEAD RETURN DRYWALL AT WINDOW WINDOW JAM B /MEAD DTL. JAMB/MEAD � � SLOPE WINDOW SILL DTL. DOOR: 9 ANCHOR W/ 1/4" TAPCONS, 1 -1/2" MIN. PENETRATION ®14" O.C. 1ST. 6" FROM END MIN- 3 TAPCONS PER SIDE MA'. E ON GROUT P.T. 1x4 ® SILL PRE CAST SILL 1/2" DRYWALL ON 1 "x2" P.T. WOOD FURRING STRIPS @ 24" O.C. - 8" CONC. BLOCK 3/8"=1' 0" R -4.2 RIGID INSUL. W/ MOISTURE PROTECT. A -9 3/8 " =1' -0" arc &design planning and architecture AA - 0003655 450 N. Park Road, suite 502 Hollywood, fl 33021 tel(954)9668808 fax(954)9669747 sea revisions 07 -14 -03 BLDG DPT. COMMENTS date drawn job 1011 sheet A -9 of 01 -15 -03 WENSJOE LOT E 100TH N.E. STREET / \ / \ / \ \ / / 1 / \ / \ / ARDWAR GR UPS 1. CYKINDER BOLT+ PULL HANDLE W /LATCH BOLT 2. PRIVACY LOCK. LATCH BOLT PUSH LEVER BUTTON. 3. PRIVACY LOCK, PUSH LEVER BUTTON I WINDOW TYPES A- 8' -1° TYPE L GROUPED SUBMIT SHOP DRAWINGS FOR APPROVAL. FOLLOW CLOSER STD. DIM. FOR MANUFACTURING. TINTED GLASS SUBMIT SHOP DRAWINGS FOR APPROVAL. FOLLOW CLOSER STD. DIM. FOR MANUFACTURING. 6' -4" \ / SEE ELEV. AND SCHEDULE FOR TRANSOM LOCATIONS DOOR 1 MAIN ENTRANCE DOOR TYPES 37 -3/4" TYPE A CASEMENT WHEN NOTED 3/8 " =1' -0" 8" PRECAST LINTEL W/ (1) #5 IN GROUTED CELL SOLID WOOD DOOR DADE COUNTY APPROVED BY 'OWNER, SUBMIT SHOP DRAWINGS FOR REVIEW 3/8 " =1' -0" y 6' -4" DOORS: 8,19 y TYPE C CASEMENT WHEN NOTED y 6' -4" 37 -3/4" DOORS: 12, 26 #5 REBAR VERT. IN FILLED CELL 1/2 TEXTURED STUCCO FINISH ANCHORED W/ 3 1 /4 "x 1/4" TAP CONS THRU FRAME 2"x4" WOOD BUCK 1"x3 P.T. WOOD BUCK CAULK BEAD ALUM. WINDOW FRAMED WINDOW ALUM. WINDOW CAULK BEAD 1/2" STUCCO FIN. (2 COATS) R -4.2 RIGID INSUL W/ MOISTURE PROTECT. CAULKING ANCHOR W/ 1/4" TAPCONS, 1 -1/2" MIN. PENETRATION © 14" O.C. 1ST. 6" FROM END MIN. 3 TAPCONS PER SIDE ifot 1/2" DRYWALL ON 1 ° x2" P.T. WOOD FURRING STRIPS ©24" O.C. 1 "x4" P.T. FURRING CORNER BEAD RETURN DRYWALL AT WINDOW WINDOW JAM B /MEAD DTL. JAMB/MEAD � � SLOPE WINDOW SILL DTL. DOOR: 9 ANCHOR W/ 1/4" TAPCONS, 1 -1/2" MIN. PENETRATION ®14" O.C. 1ST. 6" FROM END MIN- 3 TAPCONS PER SIDE MA'. E ON GROUT P.T. 1x4 ® SILL PRE CAST SILL 1/2" DRYWALL ON 1 "x2" P.T. WOOD FURRING STRIPS @ 24" O.C. - 8" CONC. BLOCK 3/8"=1' 0" R -4.2 RIGID INSUL. W/ MOISTURE PROTECT. A -9 3/8 " =1' -0" arc &design planning and architecture AA - 0003655 450 N. Park Road, suite 502 Hollywood, fl 33021 tel(954)9668808 fax(954)9669747 sea revisions 07 -14 -03 BLDG DPT. COMMENTS date drawn job 1011 sheet A -9 of 01 -15 -03 WENSJOE LOT E 100TH N.E. STREET LINE OF SECOND FLOOR ABV. / PROJ. GAR DOOR ---- / 5/8" G.W.B. ON 1 "x 2" P.T. FURRING c 16" O.C. ON 8" C.M.U. WALL. PROVIDE R -42 RIGID INSUL. ON EXT. WALL STUDY 3'- 0 "x3' -0" G.U. CONC. PAD ENTERTAINMENT CENTER N.I.C. 4" NON LOAD BEARING PARTITION W/25 GA MTL 96 SIDS. o24 "O.C. W/I LAYER I/2" G.W.B_ EA. SIDE / / 112" G.W.B. ON 1 5/8" MTL. / STUDS FURRING 9 24 "0.C. PROVIDE E -1 FOIL BACK INSULATION R -42 9 PERIMETER WALL (TYP) FAMILY TOP OF SLAB I/2" ALUM. THRESHOLD 4' -6" DECK PRECAST CONC. PAVERS ON 2" MIN. SAND BED ON ON WELL COMPACTED SOIL. 5' -2" SECOND FLOOR ABV. 6' -4" I/2" ALUM. THRESHOLD 2' -10" 36" TOW HOLDER 4' -0" , 1' -2" , HOO ABV. KITCHEN 8 "x 16" CO 4" T HOLDER CORA RAILING_ T TREAD N GRANITE COUNT BRAKFAST x 16" CONC. COLUMN T5 ABV. 5' -0" WOOD FENCE EDGE OF PAVER DECK. SOLDIER RLN ON EDGE SECURED WI MORTAR TO 8 "x 8" CONT. CONC. FOOTER WYI)'3 R -BAR 8 -8 3/4" 11' -0 3/4" 12' -10 1/2" 26' - 3/4" l9' -5 1/4" RTITION 5/8" STUCCO ON PRE -MFG_ MOLDING AROUND 4" DIA. MTL. COL. PRECAST CONC. PAVER STEPS_ PRECAST CONC. PAVERS ON 2" MIN_ SAND BED ON WELL COMPACTED SOIL. AIR 0 "(.10' -0" NCs.VP) TOP OF SLAB 6' -2 3/4' EDGE OF WALL ABOVE 6' -4 3/4" 4' -I 1/2" TION OF COVE CEILING 5/8" STUCCO FIN. ON ALL EXT. CM.U. WALLS. 8' -I" PROJECTION OF CO CEILING ABV. PROJECTION OF 2ND LEVEL WALL ABV. 5/8" GWD. ON 1 "x 2" P.T. FURRING 9 16" O.C. ON 8" C1 WALL. TYP TO ALL EXT. WALLS PROJECTION OF BALCONY ABV. 2l' -II" 2l' -11" 5 -l" LIVING ROOM 14' -4" 8' -1" 2' -0 1/2" KEEP MIN. 5' -0" FROM EDGE OF HOUSE FOUND. TO EDGE OF POOL RET. WALL WATER FEATURE POOL NOT IN T-4[S PERM IT 34 "x 34" C.U. CONC. PAD 19 49' -4 1/2" 5 -0" HIGH CM.U. PRIVACY WALL FIRST FLOOR PLAN I archite &design planning and architecture 450 N. Park Road, ste 502 Hollywood, fl 33028 tel(954)9668808 fax(954)9669747 sea revisions A\ 02 -20 -04/ OWNER CII.ANOES EZ -at- 055/ &Au/ w v z w 0 ( w I7Zw w o LIU� � o 0 � = W m o o LLI w Q o date 11 -27 -32 drawn job 1011 sheet A_1 18 "X18" CERAMIC TILE ON THIN SET ON SINGLE PLY ROOFING MEMBRANE ON CONC. SLAB SEALED W/ VULKEM 360 8' -8 3/4" 38' -2 3/4" 12" DIA. FAUX KEYSTONE COLS. ON 4" DIA_ MTL. COLS. SEE STRUCT. DIGS. TYP OF 4 LOAD BEARING 'ION W/25 GA MTL "O_C. W/1 LAYER SIDE ECORATIVE FAUX STONE FIN. ON 4" REINF. BLOCK- 5/8" STUCCO FIN. ON ALL EXT. G.M.U. WALLS. OF WALL BELO 5 /S" G.WB. ON I "x 2" P.T. FURRING e 16" OC. ON 5" C.M.U. WALL. TYP TO ALL EXT. WALLS IS "X18" CERAMIC TILE ON THIN SET ON SINGLE PLY ROOFING MEMBRANE ON VULKEM %0 NE SEALED CONC_ SLAB 42" APR DECORATIVE CAST ALUM. RAILING. VERT. PICKETS e 4" O.G. MAX, BOTTOM RAIL e 2 AFF_ SUBMIT SHOP DW sS_ FOR APPROVAL 5/8" STUCCO FIN. ON ALL EXT. CP1.U. WALLS. 18 "x18 "CERAMIC FL SET ON VULKEM 560 CONCRETE SLAB 42" HIGH ARE. DECO' ALUM. RAILING 68' -3 1/4" 14' -11" DECORATIVE GAST ALUM. RAILING. TOP HANDRAIL e 34" ABV. TREAD NOSING 11' -2" NT. GALV. MTL. FLASH G AND COUNTER- FLASHI SPANISH "5" TILE ON '30 FELT PAPER ON 5/8" CDX EXT. PLYWOOD ON PRE -MFG. WOOD TRUSSES a 24" O.C. MN Fc 1,200 PSI SECOND FLOOR PLAN STAIR CALCULATION: 24 <2(R) +T <25 2(6.95) +11 =24.9 SCALE : 1/4" = 1-0" STAIR DTL. PLAN SCALE : 1/2" = 1' -0" architecture . &design • planning and architecture 450 N. Park Road, ste 502 Hollywood, fl 33028 tel(954)9668808 fax(954)9669747 seal revisions l� 01 -14 -03 BLDG DPT. COMMENTS A 02 -14 -04 STRUCT. CHANGES LU 0 (i) z LU date 1i-27-02 drawn job 1011 sheet 0 0 LL W 0 PREVIOUS REF.: SNOlSA321 J ORDER No DATE DESCRIPTION DRAWN BY / MAP OF BOUNDARY SURVEY A — ARC CONC.— CONCRETE AVE — AVENUE CT.— COURT BLDG. — BUILDING D.M.E — DRAINAGE AND BM.— BENCHMARK MAINTENANCE EASEMENT. C.— CURVE E.— EAST C.B.— CATCH BASIN ENC.— ENCROACH C.B.S — CONCCRETE BLOCIESMT.— EASEMENT STRUCTURE. F.D.H — FOUND DRILL HOLE CH. — CHORD F.F.E— FINISHED FLOOR CHB.— CHORD BEARING ELEVATION CL— CLEAR F.I.P— FOUND IRON PIPE C/. — CENTER LINE 0 — DIAMETER / SCALE : 1" = 20' / THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITLES NAMED HEREON AND THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. ELEV.— ELEVATION F.N.— FOUND NAIL F.N.D.— FOUND NAIL & DISC. FT.— FEET. LN.— LANE. MEAS.— MEASURE. M/L— MONUMENT LINE. M /S.— METAL SHED. N.— NORTH. No.— NUMBER. O.R.B. — OFFICIAL RECORDS BOOK. LEGAL DESCRIPTION: LOT "E" OF WEEKS SUBDIVISION, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 71 AT PAGE 91 OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. O.V.H.— OVERHANG. O.W.— OVERHEAD WIRES. P.B.— PLAT BOOK. P.C.— POINT OF CURVATURE. P.O.B.— POINT OF BEGINNING. P.O.C.— POINT OF COMPOUND CURVE. P.G.— PAGE. PKWY. — PARKWAY. PL— PLACE. BEARINGS ARE BASED ON AN ASSUMED MERIDIAN C/L OF N F 1f)fltb ST REARS FAST AS SHOWN IN PLAT BOOK 71 AT PAGE 91 . MIAMI —DADE COUNTY, FLORIDA. P.C.P.— PERMANENT CONTROL POINT. P.O.C.— POINT OF COMMENCEMENT. P.R.M.— PERMANENT REFERENCED MONUMENT. R.— RADIUS. RAD.— RADIAL RD.— ROAD. REC.— RECORD. RES.— RESIDENCE RGE.— RANGE. R/W.— RIGHT OF WAY. S.— SOUTH. SEC.— SECTION. S.I.P.— SET IRON PIPE. S.N.D.— SET NAIL & DISC. SWK.— SIDEWALK T.— TANGENT. TERR.— TERRACE. TWP.— TOWNSHIP. U.E.— UTILITY EASEMENT. W.— WEST. W/F.— WOOD FENCE. — CENTRAL ANGLE. � / 20' ASPHALT z7 F.I.P 1/2 "2 (no cop) 13.40' 6.76 TWO STORY C.B.S. RES. # 1135 NE 100 MIAMI, FL UNDER CONSTRUCTION 40' PARKWAY V.E. 100th ST. cnI -4I A`� 7 ST. 9 s.� o v. 14.38' 99.20' EAST 0 F.I.P. 1/2 0 (no cap) / ORDER No.: 0501 -103 DATE: 01/28/2005 DRAWN BY: LOCATION SKETC • 4 ya ti �N L 32.14— SCALE : 1" FOUNDATION AND UTILITIES NOT LOCATED. FOR: THOMAS WENSJOE = 100' N.E. 100th ST. g g r4 a a+■0 DATE OF FIELD SURVEY 01/26/2005 I FLOOD ZONE: AE COMMUNITY No. 120652 PANEL: 093 SUFFIX: J DATE OF FIRM: 07/17/95 F1ASE (FLOOD: 8.00 EXAMINATION OF THE ABSTRACT OF TITLE HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY AFFECTING THE PROPERTY. LOCATION AND IDENTIFICATION OF UTIUTIES ON AND /OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. OWNERSHIP IS SUBJECT TO OPINION OF TITLE. UNDERGROUND 'WALTER E. VEIIGA. PROFESSIONAL SURVEYOR AND MAPPER No.3106 STATE OF FLORIDA NOT VALID UNLESS SIGNED & EMBOSSED SEAL. CARIBBEAN LAND SURVEYORS, INC. 11865 SW 26th ST. BLDG. I, SUITE 13, MIAMI, FL 33175 TELEPHONE: (305) 227 -6967 FAX: (305) 227 -7142 E -MAIL: CARIBBEANSURVEY®AOL.COM ; EVIOU5 REF.: stkt,s441d ORDER No DATE DESCRIPTION DRAWN BY 0507 - 129 08/05/05 FINAL D&Y 0509 -93 09/23/05 FINAL D.B.A. 0509 -93 11/07/05 CHEKING EXISTING WALL D.B.A. l A - ARC CONC - CONCRETE AVC. - AVENUE CT - CrIURT BLDG.- BUILDING D M r - DP SIN "GE ANC HM.- BENCHMARK MAIT'1ENPVr'L EASC'AEf'T, C.- CURVE C. - EA C.B.- CATCH BASIN ENC - ENCI OA.H C.D.S - CONCCRET BLOC, SM..- E.•'.c MEN. STRUCTURE. F O.N - FOUND ORIEL HOLE CH. - CHORD F-f. E- FINISHED FLOOR CNN.- CHORD BEARING ELEVATION CL- CLEAR FIR- FOUND IRON PIPE C/L - CENTER LINT m - DIAM4 TER MAP of BOU FLEV - ELEVATION '- N - FOUND NAIL F.N.O -- FOUND NAIL A DISC FT.- FEET. N. LANE ML AS - MEASURE. M /L.- MONUMENT LINE. M /S.- ME1 Al SHED. N - NORTH No- NUMBER. 0. T.5. OFFICIAL RECORDS BOOK. THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITLES NAMED HEREON AND THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. - OVENHANC;. O. W - OVERHEAD WIRES. P.B.- PI AT BOOK. P.C.- POINT OF CURVATURE - P.O.B.- POINT OE BEGINNING. P.O.C.- POINT OF COMPOUND CURVE. P.0 - PAGE. PKWY- PARKWAY. PL. - PLACE. N DARY SURV SCALE : 1" = 20' / 1 / F.I P. 1 ta 11 (no / /D =128° R =25.00 A= 56.19' T=52.14' 52.14 L I P.C.P.- PERMANENT CONTROL PUINT. P.O.C.- POINT OF COMMENCEMENT P.R.M.- PERMANENT REFERENCED MONUMENT. k. RADIUS RAD. - RADIAL RD - ROAD NEC. - RECORD RCS.- RESIDENCE RGE.- RANGE R /W.- RIGHT OF WAY. BEARINGS APE BF.SED DN AN ASSUMED MERIDIAN C/L OF BISCAYNE BOULEVARD BEARS N38 E AS SHOWN IN PLAT BOOT! 71 AT PAGE. 91 . MIAMI -DADE COUNTY, FLORIDA. WOOD POLE ( ( Z) SOUTH SEC - SECTION S.I.P.- SET IRON PIPE. S.N.D.- SET NAIL & DISC SWK.- SIDEWALK T - 1ANGENI TERR.- TERRACE TAR- TOWNSHIP U.0 - UTILITY EASEMENT - W - WEST W /F.- WOOD FENCE LI - CENTRAL ANGLE 5. -1' P (o„ 1 /2 c n U) BRICK 6'00" 1 ♦b jw .4) f � - j0 . 1 Lo ,, I I I t L 1 I I- -l am l I I I I F.I. 1/2 0 (no cop) f; -r - I RES. 1135 N.E. 100 STREET 6 «�\ 0 --F lo I ' I , 1 V) h' - T C F.F.E. 10.07 L L � 9 I I 5 .20 POOL 0 '•ti �- A/C El. 11.79 C L • I . 9 5 C, -L S 13.40 CO TWO STORY C.B. o S. I1 . \ Cy, ▪ ✓ T I � i t BRICK DRIVE WAl' -- -L � 40.00 PARKWAY GRASS 20' ASPHALT PAV. R - M. EAST 99.20' \T, - - T. 100th STREET U. �6C 1 =, L JI I 75' 27.96 0 4' C.B.S. WALL ? oar 6.40' I u 22.65' y'ooh-. ` £N F.I.P. 1/2 0 (no cop) SPA 6'0 L 17 . 0. 5.25 C, q Pool F 9g- : - . Ulthr CT F• LEGAL DESCRIPTION: THOMAS NENSJOE ORDER No.: 0501 -103 DATE: 01/28/2005 1 BY: D.B.A. A TT ON S ''= :,7-14 BLOCK: CORNER N.E. 100th S MEET SCALE • 1" = 100' 0 BENCH MARK USED: LOCATOR NAME ELEVATION 3100 N- 397 9.80 NE 103 ST - -- 33' NORTH OF C/L NE 2 AVE - -- 65' WEST OF C/1, PK NAIL AND BRASS WASHER IN TOP OF CATCH BASIN. LOT "E" OF WEEhS SUBDIVISION, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 71 AT PAGE 91 OF .'THE PUBLIC RECORDS OF MIAMI —DADE COUNTY, FLORIDA. .' 'DATE OF FIELD SURVEY 01/26/2005 4 . FLOOD ZONE: AE COMMUNITY No. 120652 PANEL: 093 SUFFIX: J DATE OF FIRM: 07/17/95 BASE FLOOD: 8.00 F 6 , EXAMIN'A.T1ON OF THE ABSTRACT OF TITLE HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS. IF ANY AFFECTING 0 THE PROPERTY. LOCATION AND IDENTIFICATION OF UTILITIES ON AND /OR ADJACENT TO THE PROPERTY WERE NOT SECURED E-■ "� SUCH INFORMATION WAS NOT REQUESTED. OWNERSHIP IS SUBJECT TO OPINION OF TITLE. UNDERGROUND FOUNDATION AND UTILITIES NOT LOCATED. ArA.LTER E. VENEGA. PROFESSIONAL SURVEYOR AND MAPPER No.3106 STATE OF FLORIDA NOT VALID UNLESS SIGNED & EMBOSSED SEAL. CARIBBEAN LAND SURVEYORS: INC. 11865 SW 26th ST. BLDG. 1, SUITE 13, MIAMI, FL 33175 TELEPHONE: (305) 227 -6967 FAX: (305) 227-7142 E —MAIL: CARIBBEANSURVEY@AOL.CGM THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITLES NAMED HEREON AND THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. A - ARC CONC - CONCRETE AVE. - AVENUE C1.- CCN)R1 BLDG.- BUILDING U.M.• - DRAINAGE AND BM.- BENCHMARK MAINTENANCE EASEMENT. C- CURVE E.- EAST C.B.- CATCH BASIN ENC - ENCFOACH C.D.s - CONCCRET 910C17.7 \f" - E "°"MEN - STRUCTURL. F.D.H - FOUND DRILL HOLE CH. - CHORD F -F.E- FINISHED FLOOR CHB.- CHORD BEARING ELEVATION CL- CLEAR ELI FOUND IRON PIPE C/L - CENTER LINO Q - DIAMETER MAP OF BO FLEV - ELEVATION F.N. FOUND NAIL F.N.D.- FOUND NAIL & DISC. Fl. - FEET. N.- LANE. ACAS.- MEASURE. -4 /L.- MONUMENT LINE M /S- METAL SHED. N.- NORTH No.- NUMBER. 0 R.R -- OFFICIAL RECORDS BOOR. SCALE : 1" = 20' .� 6 IC -fi -1 t -, i_T -o .d i � ' ' I� l 6e. 40 • J WOOD 1 --1 S Two STORY C.B.S. �C � ' J _1 1_rL BRICKL 1 - ��� ° 1 � I 1� � :c: / ,, RES. 1135 N.E. 100 STREET 6; L y � �'� << Mali,' FL y 73v ' '- p F_F.[. 70.07 �/'j 14.3b - I .. - r ��1�� . . 9 C;,. 0 5 20' POOL 6 0 e • G 4 1 p0'11' . J n ti JO. E / I v h' o 5.75' 0' b E. C ° • 27.9G 1 - O ) c- ▪ I 1 1 _l� 1 ;_ � H. 1 I -1 L � 1 i , l -,_I_ , BRICK DRIVE WA) 1 < 1 , 1 _ 1 1 13.40' F.I.F. 1 /2" 0 (no cop) O.V-H. - OVERHANG. O.W - OVERHEAD WARES. P.B.- PLAT BOOK. P.C.- POINT OF CURVATURE. P.0.6 - POINT OF BEGINNING. P.O.C.- POINT OF COMPOUND CURVE. P.G.- PAGE. PKWY.- PARKWAY. PL.- PLACE_ o • F.I. 1/2` 0It / (no cop) O.C.P.- PERMANENT CONTROL PON1. P.O.C.- POINT OF COMMENCEMENT. P.R.M. PERMANENT REFERENCED MONUMENT. R.- RADIUS. HAD - RADIAL. - ROAD NEC- RECORD. RES.- RESIDENCE. RGE- RANGE. R /W.- RIGHT OE WAY. BEARINGS ATE Bt ON AN ASSUMED MERIDIAN C/L OF BISCAYNE BOULEVARD BEARS N3F'96 "E AS SHOWN IN PLAT BOOK 71 AT PAGE 91 MIAMI —DADE COUNTY. FLORIDA. . f\ZAR`' SURV // 0.5(1' , /D =128 R =25.00 A= 56.19' T=52.14' 521 4' -__ - I L I � •I WOOD POLE ,O O Cb A. • \� -SOU1H SEC.- SECTION S.LP. - SET IRON PIPE. S.N.D.- SET NAIL & DISC. SWK.- SIDEWALK 1 - 1ANGENI. TERN- TERRACE. TWP. - TOWNSHIP. EKE .- UTILITY EASEMENT. W.- WEST. W /F. - WOOD FENCE. LI - CENTRAL ANGLE. < F.II - 1 /2 0 (no cop) 40.00' PARKWAY GRASS 2 0' ASPHALT PAV. Hc' V / wm EAST 99.20 N E 100th STREET Pool r Equipmenl LOr 4' C.B.S. WALL e T 17.0 '0 ? .. 1 ° 1 00' Z, `o) O r-, DATE: 01/28/2005 DRAWN BY: D,B.A. P REF.: 0 ORDER No 0509=43 DATE OF HELD SURVEY 01/26/2005 F OC ULOCI< CORNER o FOUNDATION AND UTILITIES NOT LOCATED. 0 FOR: THOMAS WENSJOE .,� 1; ORDER No.: 0501 -103 1 N.E. 100th 5 h r . = ION S SCALE : 1" = 100' 0 0 S BENCH MARK USED: LOCATOR NAME ELEVATION 3100 N -397 9.80 NE 103 ST - -- 33' NORTH OF C/L WL, CIO OLL ; / % NE 2 AVE - -- 65' WEST OF C/L PR NAIL AND BRASS WASHER IN TOP OF CATCH BASIN. LEGAL DESCRIPTION: LOT "E" OF WEEES SUBDIVISION, ACCORDING TO THE PLAT .'N'1 HEREOF AS RECORDED IN PLAT BOOR 71 AT PAGE 91 OF TJ-IE PUBLIC RECORDS OF MIAMI -DADS COUNTY, FLORIDA. 4, « I FLOOD ZONE: AE COMMUNITY ,No. 120652 PANEL: 023 SUFFIX: J DATE OF FIRM: 07/17/95 BASE FLOOD: 8.00 s EXAMINATION OF THE ABSTRACT OF TITLE HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, THE PROPERTY. LOCATION AND IDENTIFICATION OF UTILITIES ON AND /OR ADJACENT TO THE PROPERTY AS SUCH INFORMATION WAS NOT REQUESTED. OWNERSHIP IS SUBJECT TO OPINION OF Ai - ALTER E. VENEGA. PROFESSIONAL SURVEYOR AND MAPPER No.3106 STATE OF FLORIDA NOT VALID UNLESS SIGNED & EMBOSSED SEAL. CARIBBEAN LkND SUi F _ ALTS, INC. 11865 SW 26th ST. BLDG. I, SUITE 13, MIAMI, FL 33175 TELEPHONE: (30 5) 227 -6967 FAX: ( 305: 227-7142 E -MAIL: CARIBBEANSURVEY @AOL.CCM IF ANY AFFECTING WERE NOT SECURED TITLE. UNDERGROUND W 0509 -93 DATE 08/05/05 FINAL 09/23/05 DESCRIPTION FINAL 11 /07/05 CHEKING EXISTING WALL DRAWN BY D&Y D.B.A. D.B.A. 74 r I 0 05 - 1-cR 24' -6" ao 6 s a a) TERRACE BEL0.0 // // // // // / / 3,252 SQ.FT. OF L I 31 852.43 CU. 4 5EDRO FIRST FLOOR 814 MS /3 5At IB" ASV. AVE BALCONY ON 2ND LEVEL ADDITIONAL DRAINFIELD AREA SEPTIC T 1050 GAL DRAINFIELD AREA (5100 5OFT. MIN. UNOBSTRUCTED) FLOW (TYP.) GAR5AGE OMB A ,07 l4' -10" +8.5' N4.V.D. N.E. 100TH STREET +S.m' N.C.VD. Z./ 7u PE? RAQUEL LOPEZ MY COMMISSION I DD 269290 EXPIRES: November 20, 2007 Boasted Nu Budget Notary Services L���P LJP�V MAP OF BOUNDARY SURVEY F.I.P. 1/2 (no cap) 13.40' Cn l •4I 1 4 ' . -0 TWO STORY C.B.S. `,1; RES. # 1135 NE 100 ST. �s�°i5 I. E MIAMI, FL s.� 1 UNDER CONSTRUCTION � "'5 14.38' F.I.P. 1/2 (no cap) / / A - ARC CONC.- CONCRETE AVE - AVENUE CT.- COURT BLDG.- BUILDING D.M.E - DRAINAGE AND BM.-- BENCHMARK MAINTENANCE EASEMENT. C.- CURVE E.- EAST C.B. - CATCH BASIN ENC.- ENCROACH C.B.S - CONCCRETE BLOCIESMT.- EASEMENT STRUCTURE. F.O.H - FOUND DRILL HOLE CH. - CHORD F.F.E- FINISHED FLOOR CHB.- CHORD BEARING ELEVATION CL- CLEAR F.I.P- FOUND IRON PIPE CA - CENTER UNE 0 - DIAMt ILK / SCALE : 1" = 20' / / LEGAL DESCRIPTION: LOT "E" OF WEEKS SUBDIVISION, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 71 AT PAGE 91 OF THE PUBLIC RECORDS OF MIAMI —DADE COUNTY, FLORIDA. THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITLES NAMED HEREON AND NE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. REV.- ELEVATION F.N.- FOUND NAIL F.N.D.- FOUND NAIL & DISC. FT.- FEET. LN.- LANE. MEAS.- MEASURE. M/L- MONUMENT LINE. M /S.- METAL SHED. N.- NORTH. No.- NUMBER. O.R.B.- OFFICIAL RECORDS BOOK. O.V.H.- OVERHANG. O.W.- OVERHEAD WIRES. P.B.- PLAT BOOK. P.C.- POINT OF CURVATURE. P.O.B.- POINT OF BEGINNING. P.O.C.- POINT OF COMPOUND CURVE. P.G.- PAGE. PKWY.- PARKWAY. PL- PLACE. BEARINGS ARE BASED ON AN ASSUMED MERIDIAN C/L OF N F Thoth 5T. REARS FAST AS SHOWN IN PLAT BOOK 71 AT PAGE 91 . MIAMI -DADE COUNTY, FLORIDA. / P.C.P. - PERMANENT CONTROL POINT. P.O.C.- POINT OF COMMENCEMENT. P.R.M.— PERMANENT REFERENCED MONUMENT. R.- RADIUS. RAD.- RADIAL RD.- ROAD. REC.- RECORD. RES.- RESIDENCE. RGE.- RANGE. R/W.- RIGHT OF WAY. / S.-SOUTH. SEC. - SECTION. S.I.P.- SET IRON PIPE. S.N.D. - SET NAIL & DISC. SWK.- SIDEWALK T.- TANGENT. TERR.- TERRACE. TWP.- TOWNSHIP. U.E.- UTILITY EASEMENT. W.- WEST. W/F.- WOOD FENCE. - CENTRAL ANGLE. / 20' ASPHALT E. 100th ST. LOCATION SKETCH 7 / . ..2'0 n0 Cop) DATE OF FIELD SURVEY 01/26/2005 FOR: THOMAS WENSJOE ORDER No.: 0501 -103 DATE: 01/28/2005 DRAWN BY: D.B.A. SCALE : 1" = 100' ?o 4/ 4,„ p / • Q0, (4 1 4 'i, • 4 0/ L _32.14 N.E. 100th ST. H 0 E 0 0 g Zoning Approved FLOOD ZONE; AE COMMUNITY No. 120652 PANEL.: 093 aUF1:1X: J DATE OF FIRM; 07/17/95 BASE F LOOD: 8.00 EXAMINATION OF NE ABSTRACT OF TITLE HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY AFFECTING NE PROPERTY. LOCATION AND IDENTIFICATION OF UI1UTIES ON AND /OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. OWNERSHIP IS SUBJECT TO OPINION OF TITLE. UNDERGROUND FOUNDATION AND UTILITIES NOT LOCATED. -4 - 'WAL E. VE PROFESSIONAL SURVEYOR AND MAPPER No.3106 STATE OF FLORIDA NOT VALID UNLESS SIGNED & EMBOSSED SEAL. PREVIOUS REF.: N 6 ORDER No DATE DESCRIPTION DRAWN BY J CARIBBEAN LAND SURVEYORS, INC. 11865 SW 26th ST. BLDG. I, SUITE 13, MIAMI, FL 33175 TELEPHONE: (305) 227 -6967 FAX: (305) 227 -7142 E -MAIL: CARIBBEANSURVEY @AOL.COM PREVIOUS REF.: SNOtSVON j ORDER No DATE DESCRIPTION DRANK BY J 13.40' TWO STORY C.B.S. RES. # 1135 NE 100 MIAMI, FL UNDER CONSTRUCTION MAP OF BOUNDARY SURVEY A — ARC CONC.— CONCRETE AVE — AVENUE CT.— COURT BLDG.— BUILDING D.M.E — DRAINAGE AND BM.— BENCHMARK MNNTENANCE EASEMENT. C.— CURVE E.— EAST C.B.— CATCH BASIN F1 C.— ENCROACH 0.8.5 — CONCCRETE BLOCCSMT.— EASEMENT STRUCTURE- F.D.H — FOUND DRILL HOLE CH. — CHORD F.F.E— FINISHED FLOOR CHB.— CHORD BEARING ELEVATION CL— CLEAR FIR— FOUND IRON PIPE CA — CENTER UNE 0 — DIAMEIFR SCALE : 1" = 20' THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITLES NAMED HEREON AND THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. ELEV.— ELEVATION F.N.— FOUND NAIL F.N.D.— FOUND NAIL do DISC. FT.— FEET LN.— VINE MEAS.— MEASURE. MA— MONUMENT UNE M /S.— METAL SHED. N.— NORTH. No.— NUMBER. O.R.B.— OFFICIAL RECORDS BOOK. LEGAL DESCRIPTION: LOT "E" OF WEEKS SUBDIVISION, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 71 AT PAGE 91 OF THE PUBLIC RECORDS OF MIAMI —DADE COUNTY, FLORIDA. O.V.H.— OVERHANG. O.W.— OVERHEAD %%RES. P.B.— PLAT BOOK. P.C.— POINT OF CURVATURE. P.0.8.— POINT OF BEGINNING. P.O.C.— POINT OF COMPOUND CURVE. P.G.— PAGE PKWY.— PARKWAY. PL PLACE. BEARINGS ARE BASED ON AN ASSUMED MERIDIAN C/L OF N F 100th ST REARS FAST AS SHOWN IN PLAT BOOK 71 AT PAGE 91 MIAMI —DADE COUNTY, FLORIDA. P.C.P.- PERMANENT CONTROL POINT. P.O.C. — POINT OF COMMENCEMENT. P.R.M. — PERMANENT REFERENCED MONUMENT. R - RADIUS. RAD.— RADIAL. RD.— ROAD. REC.— RECORD. RES.— RESIDENCE RGE.- RANGE. R/W.- RIGHT OF WAY. S. -SOUTH. SEC. SECTION. S.I.P.— SET IRON PIPE. S.N.D.— SET NAIL 44 DISC. SOUK.— SIDEWALK T.— TANGENT. TERR.— TERRACE. TWP.— TOWNSHIP. U.E. UTILITY EASEMENT. W.- WEST. W/F.- WOOD FENCE. - CENTRAL ANGLE. cb 20' ASPHALT *00, F.I.P- /2 "0 (no cop) 0 5.55 POOL PIT 1r tT1E- N SELF - CLOSING/ SELF - LOCKING GATES REOUIFtED FENCE: 4' HIGH (MIN.) AND NON- CLIMBABLE IF NEIGHBORS REMOVE FENCE/ OWNER MUST REPLACE WITH A 4' FENCE ON WNER'S PROPERTY i 99.20' EAST 40' PARKWAY I.E. 100th ST. Lp T 13" i Zoning Approved F.I.P. 1 2 (no cap) FOR: THOMAS WENSJOE ORDER No.: 0501 -103 DATE: 01/28/2005 DRAWN BY: D.B.A. LOCATION SKETCH SCALE : 1" V cp 4*/.\ r k L . 2.1ti— ./p (4 O 1/20 c Op) = 100' N.E. 100th ST. Zoning Approved, ap G o►Oy /�D DATE OF FIELD SURVEY 01/26/2005 I FLOOD ZONE: AE COMMUNITY No. 120652 PA : 093 ,EUFF1X: J DATE OF FIRM; 07/17/95 BASE LOOD: 8.00 EXAMINATION OF THE ABSTRACT OF TITLE HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY AFFECTING THE PROPERTY. LOCATION AND IDENTIFICATION OF UTIUTIES ON AND /OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. OWNERSHIP IS SUBJECT TO OPINION OF TITLE. UNDERGROUND FOUNDATION AND UTILITIES NOT LOCATED. "VAL'i'i f E. VEI GA. PROFESSIONAL SURVEYOR AND MAPPER No.3106 STATE OF FLORIDA NOT VALID UNLESS SIGNED & EMBOSSED SEAL. CARIBBEAN LAND SURVEYORS, INC. 11865 SW 26th ST. BLDG. I, SUITE 13, MIAMI, FL 33175 TELEPHONE: (305) 227 -6967 FAX: (305) 227 -7142 E -MAIL: CARIBBEANSURVEY ®AOL.COM PREVIOUS REF.: SNO Sih3J ORDER No DATE DESCRIPTION DRAWN BY J MAP OF BOUNDARY SURVEY TWO STORY C.B.S. \'2oso RES. # 1135 NE 100 ST. MIAMI, FL UNDER CONSTRUCTION 13.40' 5.55 0 97,46' SCALE : 1" = 20' LEGAL DESCRIPTION: LOT "E" OF WEEKS SUBDIVISION, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 71 AT PAGE 91 OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITLES NAMED HEREON AND THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. A — ARC CONC.— CONCRETE AVE — AVENUE CT.— COURT BLDG.— BUILDING D.M.E — DRAINAGE AND BM.— BENCHMARK MAINTENANCE EASEMENT. C.— CURVE E.— EAST C.B. — CATCH BASIN ENC.— ENCROACH C.B.S — CONCCRETE BLOCICSMT.— EASEMENT STRUCTURE. F.D.H — FOUND DRILL HOLE CH. — CHORD F.F.E— FINISHED FLOOR CHB.— CHORD BEARING ELEVATION CL— CLEAR F.I.P— FOUND IRON PIPE CA — CENTER UNE A — DIAMETER ELEV.— ELEVATION F.N.— FOUND NAIL F.N.D.— FOUND NAIL & DISC. FT.— FEET. IN.— LANE. MEAS.— MEASURE M/L— MONUMENT UNE M /S.— METAL SHED. N.— NORTH. No.— NUMBER. O.R.B.— OFFICIAL RECORDS BOOK. O.V.H.— OVERHANG. O.W.— OVERHEAD WIRES. P.B.— PLAT BOOK. P.C.— POINT OF CURVATURE P.O.B.— POINT OF BEGINNING. P.O.C. — POINT OF COMPOUND CURVE. P.G.— PAGE. PKWY.— PARKWAY. PL— PLACE. BEARINGS ARE BASED ON AN ASSUMED MERIDIAN CA OE N F 100th ST. REARS FAST AS SHOWN IN PLAT BOOK 71 AT PAGE 91 MIAMI -DADE COUNTY, FLORIDA. P.C.P.— PERMANENT CONTROL POINT. P.O.C.— POINT OF COMMENCEMENT. P.R.M.— PERMANENT REFERENCED MONUMENT. R.— RADIUS. RAD.— RADIAL RD.— ROAD. REC.— RECORD. RES.— RESIDENCE. RGE— RANGE. R/W.— RIGHT OF WAY. S.— SOUTH. SEC.— SECTION. S.I.P.— SET IRON PIPE. S.N.D.— SET NAIL 4 DISC. SIN(.— SIDEWALK T.— TANGENT. TERR.— TERRACE. TWP.— TOWNSHIP. U.E.— UTILITY EASEMENT, W.— WEST. W/F.— WOOD FENCE. — CENTRAL ANGLE. 20' ASPHALT F.LP; 1/2 "0 (no cop). 0 99.20' EAST 40' PARKWAY N.E. 100th ST. SELF - CLOSING/ SELF -LOCK , GATES REQUIRED FENCE: 4` HIGH (MIN.) AND NON- CLIMBABLE IF NE HBOR S REMOVE FENC WALL, OWNER MUST REPLA_ WITH A 4' FENCE ON OW'NER'S PROPERTY f-( woo) F 2z g Lop %'\,ning Aorraved fiw F.LN. 1/2 q J (no cop) FOR: THOMAS WENSJOE ORDER No.: 0501 -103 DATE: 01/28/2005 DRAWN BY: D.B.A. LOCATION SKETCH SCALE : 1" / ? e, / 4 G'/ 4 4 ; 4' c , 4\7 4 O / J/ 4,4 L .12.1. ./P (n 1, Co N.E. 100th ST. = 100' DATE OF FIELD SURVEY 01/26/2005 I FLOOD ZONE: AE COMMUNITY No. 120652 PAt11„: 093 SUFFIX: J DATE OF FIRM: 07/17/95 BASE LOOD: 8.00 EXAMINATION OF THE ABSTRACT OF TITLE HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY AFFECTING THE PROPERTY. LOCATION AND IDENTIFICATION OF U1IUTIES ON AND /OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. OWNERSHIP IS SUBJECT TO OPINION OF TITLE. UNDERGROUND FOUNDATION AND UTILITIES NOT LOCATED. WALTER E. VEI GA. PROFESSIONAL SURVEYOR AND MAPPER No.3108 STATE OF FLORIDA NOT VALID UNLESS SIGNED & EMBOSSED SEAL. CARIBBEAN LAND SURVEYORS, INC. 11865 SW 26th ST. BLDG. I, SUITE 13, MIAMI, FL 33175 TELEPHONE: (305) 227 -6967 FAX: (305) 227 -7142 E —MAIL: CARIBBEANSURVEY @AOL.COM 100' TOTAL R/W MECHANICAL INSPECTION TYPE PJSPECIOri DATE Undgr A/C Pipe DATE Ground Rough Slab condensate Top Out Slab Jenn -Aide t + • a 2nd Floor Rough R Rough Duct . - Rodgh Pipe Condensate , t� Exhaust Fan Rough Drainfield flood Roh µ.. Suppression Test Pot! Real Whip Septic Fire Dampers Sewer Fireplace Vent . t Water Service Vacuum Pipe Rough LPTank Vacuum Pipe Final Gas Rough Equipment Anchor Gas Final Suppression Test Irrigation Int: >xt: Tuct Detector Well Ventilation Interceptor Pressure Test Pressure Test Fire Sprinkler Final FINAL Pool Maindrain PLUMBING INSPECTION TYPE "SPECTOR DATE Ground Rough Top Out 2nd Floor Rough 3rd Floor Rough Condensate Drainfield Suppression Test Septic Sewer Water Service LPTank Gas Rough Gas Final Irrigation Int: >xt: Well Interceptor Pressure Test Fire Sprinkler Final Pool Maindrain Pool Piping FINAL WORK MUST BE COMPLETED PRIOR TO REQUESTING INSPECTIONS 24 HOUR NOTICE FOR ALL INSPECTIONS offing Slab Columns / Poured Cells Tie Seam Rake Beam 2nd Floor Slab 2nd Floor Columns 2nd Floor Tie Beam Root Sheating Wall Sheathing Floor Sheating Truss, Roof ruse, Floor Store Front Buck Lath STRUC URAL INSPECTION TYPE Window Installation Door Installation Tin Cop Mop In Prog Tile irl Progress Shingle In Progress Framing Insulation rywail Sidewalk riveway Form / Rock Storm Shutter Anchors ool Steel Pool / Patio Deck NO INSPECTION WILL BE MADE UNLESS PERMIT CARD IS DISPLAYED AND APPROVED PLANS ARE READILY AVAILABLE 4 FINAL INSPECTION RECORD 'SPECTOR DATE Work is allowed Monday through Saturday 7:30 A.M. to 6:00 P.M. Ni work is allowed on Sundays or Holidays • u R • t! t ELECTRICAL INSPECTION TYPE Temporary Pole Footer Grounding Slab Service Rough B. Alarm Prewire T.V. Prewire Intercom Prewlre Phone Prewire B. Alarm Final T.V. Final Intercom Final Phone Final 30 Day Temp Power Pool Grounding Pool Slab NSPECIOR DATE FOR INSPECTIONS CALL 305 - 795 -2204 INSPECTION REQUESTS ARE ACCEPTED DURING THE HOURS OF 8:30 AM TO 3:30 PM FOR INSPECTIONS THE FOLLOWING BUSINESS DAY. CERTIFICATE OF OCCUPANCY MUST BE SECURED BEFORE THIS BUILDING CAN BE USED FOR ANY PURPOSE DO NOT REMOVE THIS CARD BEFORE COMPLETION OFFICE PHONE NUMBER: 305- 795 -2204 inrinItiVerFrrnirps 0NI!l3A00 3AI1031011d H1IM ONIOlIf18 d0 33V4 NO aHVO NO a3 LVDIaNI Sd ONINDVB 01 N3ISVi 4- U0 H3N3ISV1 HuIM dVl1 N33f1OSIA UO 30031 3AI10310ad .,8x..1 N011Vd13N3d 81 NIW 3aVW 38 11IM NOI133dSNI ON HO SaOH13W ONIMO11O3 3H1 JO 3NO A8 801 3H1 JO 1NOH3 3H1 NO a3AV1dSla 38 1Sf1W aHVO 111A1H3d SIH1 „Z1 '09 0NIN3V8 1111 x .,ZL 'NM DISPLAY THIS CARD ON FRONT OF JOB MIAMI SHORES VILLAGE BUILDING PERMIT PERMIT N BPZ Was ” 1q61 DATE 8/4/ .„ OWNER THOMAS WENSJ0E ADDRESS 1135 NE 100 ST CONTRACTOR KAWR LE K 1 PAUL R ICH4 PERMIT TYPE ROOF "WARNING TO OWNER:YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." rEPTnrrfM' 1IWH3d 9NIH3AO3 3AI1O31OHd H11M JNIO1Ifl8 JO 33Vd NO auvo NO a31voIaNI Sv' DNINOVB 01 N31SVI - HO H3N31SVd HuIM dVld N33flOSIA aO 39431 3AI1O31OHd „@ x „k I NOI1VH13N3d 'XVW .b 'MW 3aVV1 38 111M NOI103dSNI ON HO Sa0H13IN DNIMO11O: 3H1d0 3NO AS 80r 3H1dO INOUd 3H1 NO a3AV 1dSIa 38 ISf1W auvo 1I1A1U3d SIH1 '08 9NI)13V8 @t X.LI NIW BUILDING PERMIT ADDRESS /a0/ CONTRACTOR DISPLAY THIS CARD ON FRONT OF JOB MIAMI SHORES VILLAGE "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." <J, WORK MUST BE COMPLETED PRIOR TO REQUESTING INSPECTIONS 24 HOUR NOTICE FOR ALL INSPECTIONS STRUCTURAL MATOINEATMEI WNW, mum FINAL WRINIFA INSPECTIO i ideWalk riveWay Form / Rock orm Shutter Anchors Sinai ck PLUMBING INSPECTION TYPE - • r Aft Ground Rough` op Out 2nd Floor Roug - 3rd Floor Rough Condensate Grainfield Suppression Test Septic Sewer Water Servic FINAL • IONE L P Tank • Gas Rough Gas Final Irrigation Well Interceptor Po Piping Pressure Test Int: xt: Fire Sprinkler Fin Pool Maindrain 6 V DATE -' 7 Shingle in Framing insulation Storm Shutter Final Pa / D F inal Fenc Pool Steel Pool / Patio D Screen End Final Pool Final H, Roof Final NO INSPECTION WILL BE MADE UNLESS PERMIT CARD IS DISPLAYED AND APPROVED PLANS ARE READILY AVAILABLE ress INSPECTION RECORD • tindgr A/C Pi Pool Heat Po ELECTRICAL T.V. Prewire intercom Prewire Phone Prewir B. Alarm Final TN, Final Intercom Final Phone Final 10'Day k* Pow Pool Groundin Pool Slab FOR :tt;SPECTI NS CALL 305 - 795 -2204 INSPECTION REQUEST ARE ACCEPTED DURING T,'E HOURS OF 8:30 AM TO \3:30 PM FOR INSPECT( • NS THE FOLLOWINb :USINESS DAY. CERTIFICATE OF OCCUPANCY MUST BE SECURED BEFORE THIS BUILDING CAN BE USED FOR ANY PURPOSE DO NOT REMOVE THIS CARD BEFORE COMPLETION OFFICE PHONE NUMBER: 305 - 795 - 2204 FLOTATION ANALYSIS . WATER LEVEL ELEVATION 9.78' POOL DEPTH 5.00' LOW POINT POOL LEVEL 4.78' FLOOD CRITERIA 8.00' F.C. DEPTH LEVEL 3.22' LESS HYDROVERTICAL -2.00' HYDROSTATIC UPLIFT 1.22' POOL DATA . POOL CAPACITY (IN GALLONS) 11191 FILTER CARTRIDGE 75 (SQ.FT) 21" FILTRATION RATE (GAL/MIN &PM) 35 POOL TURNOVER (HRS) 5.33 5' -G" 5' -O" 4' -G" 4' -O" 3' -G" 3 ' O" 2' -9" lD - N �- - Co cO b N N /— / INLET STEPS SEE DETAIL CERAMIC HANDHOLD (EA. SIDE) LIGHT INLET DEPTH 5 FT DEPTH 3 FT VACUUM WITH SAFETY VAC LOCK COVER 1 19 4: 8 „ Q SKIMMER d 1 1 1/2" VENT SPA MAIN DRAI LINE (SEE DETAIL) LIVING ROOM RESIDENCE. 1 1/2" VENT POOL MAIN DRAIN LINE (SEE DETAIL) POOL EQUIPMENT 5-0' HIGH CM.0 ALL W STUCC (Br OTHERS DRAINFIEID AREA (570.0 SG FT. MIN. UNOBSTRUCTED) PAVER DECK 619 SG- FT FENCE M 20 OUCHES ATER EDGE PAVER DECK NEW 2 STORY RESIDENCE 3.252 SQ.FT. OF LIVAELE AREA 7 H5243 CU FT (CUBAGF) 4 BEOROOMV3 BATHS VAC FIN. \ CO 3' -0' MIRE • 5 -0' HIGH GATE W,/ AUTO CLOSER MID I RUNE PERMANENT ANCH POST AS PER SEC 424.2.17.1.2 FBC LEGAL DESCRIPTION: LOT "E" OF WEEK SUBDIVISION. ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 71, AT PAGE 91 , OF THE PUBLIC RECORD OF MIAMI DADE COUNTY, FLORIDA. INFORMATION FOR SITE PLAN AND FLOOD CRITERIA WAS TAKEN FROM A -1 SURVEYORS AND MAPPERS CORP. 12375 SW 34 STREET , MIAMI FL 33175 (305)221 -3663 DATED 11/06/2004 CONTRACTOR SHALL VERIFIED ALL DIMENSIONS AND CONDITIONS ON THE DRAWING AT THE JOB SITE REPORTING ANY INCONSISTENCY TO THE ARCHITECT /ENGINEER PRIOR TO ANY CHANGE REQUIRED, OTHERWISE THE CONTRACTOR SHALL BEAR FULL RESPONSIBILITY OF SUCH CHANGES AND ANY REQUIRED REVISION TO THE PLAN. POOL GENERAL NOTES. 1. SWIMMING POOL WAS DESIGNED ACCORDING TO F.B.C. 2001 STANDARDS 424 AND ANSI /NSPI -8, ANSI/NSPI -5 2. REINFORCING BARS TO BE NEW BILLET GRADE CONFORMING TO ASTMA -615. GRADE 60 3. POOL BUILDER TO FOLLOW FLOTATION ANALYSIS AS INDICATED. 4. ALL POOL PIPING TO BE PVC SCHEDULE 40 AND BEAR THE NFS APPROVAL. 5. DISPOSAL OF POOL WATER WITHIN LOT LINES AND SUCH POUNDING SHALL NOT PERSIST FOR MORE THAN ONE HOUR DISCHARGE. 6. WATER SUPPLY AND DISPOSAL SHALL BE INSTALLED IN A WAY SO THA THERE IS NOT CROSS CONNECTION WITH A DOMESTIC WATER SUPPLY OR WATER DISPOSAL SYSTEM. 7. GRATE AT MAIN DRAIN SHALL HAVE A FREE AREA FOUR TIMES THE AREA OF SUCTION LINE. 8. HAIR AND LINT STRAINERS SHALL HAVE REMOVABLE SCREEN WITH A FREE AREA THREE TIMES THE AREA OF THE SUCTION LINE (4"DIA. MIN.). 9. POOL BARRIER: (424.2.17.1.1) ELECTRICAL NOTES. 1. INSTALL WIRING AND DEVICES AS INDICATED IN POOL DATA SHALL FURNISHED ELECTRICAL SERVICE AT EXISTING ENTRY. INSTALL DISCONNECT SWITCH AT MOTOR IF NOT WITHIN 50' OF FUSED SWITCH AT SERVICE POINT. ELECTRICAL LIGHT CONNECTION TO COMPLY WITH NEC 660 -1575 ART. 680. 2. ALL METALLIC CONDUITS, PIPING SYSTEM, REINFORCING STEEL, LIGTHTING FIXTURES AND FIXTURE HOUSING, METAL PARTS OF LADDERS, AND THEIR SUPPORTS, SHALL BE BOUNDED TOGETHER AND GROUNDED TO A COMMON GROUND. BOUNDING CONDUCTORS SHALL NOT BE SMALLER THAN #8 COPPER. 3. NO OVERHEAD OPEN WIRE OVER POOL WATER. RECEPTACLES WITH 10' OF WATER. HYDROSTATIC RELIEF VALVE 6" (MIN) CONC. ALL AROUND DRAIN SUMP. # 3 AROUND DRAINS @ 10 0/C E.W. W/18" MIN LAP TO FLOOR REINFORCING 2" PIPE — SUCTION LINE N 3' -0" (M DOUBLE MAIN DRAIN (DETAIL) ACCORDING TO (424.26.6.3)(424.26.6.4) (424.221.2) 0 a. O I- SITE PLAN HIGH . 00D FENCE SAFETY CHILD N " FEN (BY OTHERS) P ME 9V -7C scale 1 X16 " =1' I 0 N 0) 0) W i 1 1/2" J VARIABLE LENGHT 40 FT MAX >f 1 1/2" MAIN DRAIN VENT. � (J2 z — LU J LU J water line JUNCTION BOX PRE- CAST COPING 5' -0" MIN. 1" PVC TOP OF FIXTURE — STAINLESS STEEL LIGHT NICHE (12 VOLT) TO COMPLY WITH S.F.B.C. AND NEC 680 (SEE PLAN FOR LOCATION) SECTION UNDER WATER LAMP. 0 water line 8" MIN. to wateq line J 12" � 12" � 12 " R m C A ) (12" MAX). RISER HEIGHT MUST BE UNIFORM. B ) t 2" FROM THE UNIFORM RISER HT. C ) CONTRASTING TILE AT EDGES. D ) 240 SQ IN. MINIMUM AREA OF FIRST STEP. TYPICAL STEPS DETAIL varies see TYPICAL WALL AND DECK SECTION nts. STEEL TO RUN CONTINUOUS @ AREA OF STEPS FOR SPACING SEE TYP WALL SECTION THIS STEP TYPICAL POOL SECTION nts 1/411=1' MAIN DRAIN SEE DETAIL THIS POOL IS NOT INTENDED FOR DIVING 3'-0" RADIUS DEEP END water line N III = !111111- Ti_11IWTIII =111 1 I I I_1 f�- �- 11I -T -1 i r T— N N N N N N FOR THICKNESS SEE NOTE # 1 7 8" I 1= varies see PLAN water line — % % � /O� %/ GFI / WP 10'MIN/ 20'MAX FROM WATER EDGE PRE -CAST CONC. COPING OR ALTERNATE COPING INTERLOCKING PAVERS ON COMPACTED SAND WELL COMPATED FILL 3 @ 10" EA. WAY SIDE & BOTT. TYPICAL. STEEL TEXT FORM OR KRAFT BOARD A a -11±411 TYPICAL WALL AND DECK SECTION nts POOL SURFACE 374.02 SQ.F. POOL PERIMETER 80' -0" SPA SURFACE 33.18 S.F. SPA PERIMETER 20'-6" 1 1/2" POOL RETURN 2" VACUUM LINE 2" SKIMMER UNE 2" DUAL MAIN DRAIN UNE 2" DUAL SPA DRAIN LINE 2" SPA RETURN LINE 2" OVERFLOW LINE R 3' -0" Ar Aar N z J varies see TYPICAL WALL AND DECK SECTION nts. 1 18" to 24 "MAX water tine COLOR — CONTRAST TILE S Afjil # 3 @ 10 "0/C _ TYPICAL I � -- SWIMOUT DETAIL not to exceed 10% of pool perimeter N COPING III • • 11 -111 — III -11 11 - I • I�I 11= Ln 11 „!II „II -1!I 11!1111,! G' - O” ADJUSTABLE COLLAR SPA CAPACITY (IN GALLONS) 450 SPA /POOL PUMP SIZE CHALLENGER 1.5 HP SPA TURNOVER (HRS) 0.17 NOTE #1 PNEUMATICALLY PLACED CONC. TOP BOTT. WALL THICKNESS 6" 6" FLOOR THICKNESS 6" 6" BEARING CAPACITY 2000 P.S.F. OF SOIL. CHART FOR POOL BOTTOM SLAB WITH HYDROSTATIC UPLIFT WEIR PERFORATED BASKET 2" TREAD SKIMMER DETAIL ACCORDING TO (424.221.2) 6" water line SPILL WAY GLASS BLOCK ANTIVORTEX DOUBLE SPA DRAIN water line 1' -8" 10" 10" DROP WALL 6" FOR OVERFLOW , 2 1 . L I „ _ 11111111 � 1 ! I - ' ' I ITLETT ! 11 1 ! 11 1 1 1 TTIE111 ! 1111111 ! I I LI I I I I I l 1 I_I11 =1I : r III =111 =111 =111 "III - III -- II! - III - III - Air III =11 Imo' I I I I I -III I h I- : [ i , 1 1 - L1 - i�� - ill - = J=- l L- - 1� I 11 . - � I! -11111 �11 I } 1L 1 111 i 1 1 1L I 1 111 1 J11 TO PUMP 1 1 1 1 1 _ I T"1 1 /2" 1 111 - 1 ! I- 1 I 1 -1 !�I 1 1 = 1 I 1 - =f=i 1 1! ll1 I - _! ! ! -1 I -1 1— I I I —� " ater line SPA SECTION nts. JUNCTION BOX & PUMP SWITCH GFI RECEPTACLE 10' MIN 20' MAX. FROM WATER UNE N POOL PUMP 1.5 HP, 230V 3 FEET MIN. SPACING a- c a 0 I- 300 W TRANSFORMER TIMER COMBINATION JB TIMER 7' -6" 6' -6" POOL COPING SW. 0 JB a 300 W POOL LIGHT TIMER 1.5 HP POOL WITH HAIR & UNT STRAINER MODEL DYNA GLASSAT 60' - 35 8.52 VELFT.PER SEC. z% o ff , p, __ PERFORATED GALVANIZED STEEL STRIPS GLASS BLOCK 1 3/4 Wx16" L x 20 GA W 2 #14x1 1/2 L A.B. 2 12 THHN 2P 20 AMP 2# 12THHN 1P 15 AMP 1 #12THHNCVGROUN 300 W TRANSFORMER X JB a 75 W SPA LIGHT EP / tai / 100 W TRANSFORMER POOL ELECTRICAL SCHEMATIC A. ALL POOL ELECTRICAL WORK SHALL COMPLY WITH NEC. B. NO OVERHEAD ELECTRICAL WIRING SHALL BE LOCATED WITHIN 10' OF POOL'S WATER EDGE UNLESS IT 18' OR HIGHER. C. PRIOR TO ELECTRICAL ROUGH, ELECTRICAL CONTRACTOR SHALL SUBMIT A REVISION TO THIS DRAWING SHOWING EXISTING SERVICE WITH ADDITIONAL LOADS, CALCULATIONS AND EXPECTED AS BUILD CONFIGURATION IF DIFFERENT FROM THIS DRAWING. D. GROUND ALL BOXES, LIGTHS, MOTORS, LADDERS, ETC WITH #8 GROUND WIRE. PRESSURE GAUGE & PRESSURE REUEF VALVE H - ./ �P -c \5#/ 2- POOL FILTRATION SYSTEM EQUIPMENT SCHEMATIC 6" i VARIABLE LENGHT 40 FT MAX TYPE "S" MORTAR SHALL COMPLY W/ SEALANT & ASPHALT EMULSION TYPICAL @ POOL WALL water line EXIST. 200 A PANEL 1 #4 TW CU IN /4" COND. TO CWP. 200 A MAIN DISC. 10' -0" DEEP GROUNDING --Cr) ROD - 5B' DIAMETER (spa to swimming pool wall) HOLD DETAIL 31,2/0 THW CU. - 1 It 4 THNN CU. GRND. IN 2" C. EXIST METER CAN CARTRIDGE FILTER MODEL STA RITE 85 SOFT. ABOVE GRADE 1 1/2" DRAIN VENT. 2 1/2" PIPE SUCTION LINE 6" x 6" CERAMIC HAND HOLD ON MAX. 4' -0" CENTER. water line POOL WALL 2 PARALLEL GALV. STEEL POOL ' SPA WIRE #9 2" APART IN LADDER PATTERN GLASS BLOCK ANCHORING DETAIL CERAMIC HAND 0 #4 CONDUCTOR T020FOOT SECTION OF FOUNDATION STEEL 1 1/2" DRAIN [ r � , EXIST FPL SERVICE 2' RGC FROM POWER COMPANY TRANSFER PAD *5 FOUNDATION REBAR MIN. 20 FT. LONG HOUSE CONCRETE FOUNDATION 0 J 0 J 0 w 0 Ii o_ P/N z w w 0 w I- z } a- O z _J J d vj w a.z C H z O $ tJ O 2 J 2 Q I , J o ¢ w } LL w J � eL - N O w 0 0 1 of FLOTATION ANALYSIS . WATER LEVEL ELEVATION 9.78' POOL DEPTH 5.00' LOW POINT POOL LEVEL 4.78' FLOOD CRITERIA 8.00' F.C. DEPTH LEVEL 3.22' LESS HYDROVERTICAL -2.00' HYDROSTATIC UPLIFT 1.22' POOL DATA . POOL CAPACITY (IN GALLONS) 11191 FILTER CARTRIDGE 75 (SQ.FT) 21" FILTRATION RATE (GAL/MIN &PM) 35 POOL TURNOVER (HRS) 5.33 PAVER D 619 SQ. INLET 1 1/2" VENT SPA MAIN DRAI ANTIVORTEX DOUBLE MAIN DRAIN DEPT 5 DEPTH 3 FT LIVING ROOM RESIDENCE. LINE (SEE DETAIL) 1 1/2" VENT POOL MA� LINE (SEE DETAIL) DETAIL VACUUM WITH SAFETY VAC LOCK COVER ./ Allard/AVAGOT/ /Or SEPTIC TAr 1050 G DRAINFIED AREA (570.0 SOFT. MIN. UNOBSTRUCTED) PAVER DEC( PAVER DECK 619 SD FT. NEW 2 STORY RESIDENCE ,32.2 SQ.FT. OF LIVABLE AREA 37.85243 CU.FT (CUBAGF) 4 BEDROOMS /3 BATHS 12' -6" N / 7 -0' NIDE , 5 -0 HIGH GATE U/ AUTO CLOSER MD / NONE CUNBABLE N (O CO PERMANENT ANCH POST AS PER SEC 424.2.17.1.2 FBC 8 \N N N N N N HIDROSTATIC RELIEF VALVE N., 6" (MIN) CONC. ALL AROUND DRAIN SUMP. # 3 AROUND DRAINS @ 12 0/C I E.W. W/18" MIN LAP TO FLOOR REINFORCING 2" PIPE SUCTION LINE DOUBLE MAIN DRAIN (DETAIL) ACCORDING TO (424.26.6.3)(424.26.6.4) (424.221.2) 3' -0" (M 5% 11/2 5 -D HI POOL EQUIPMENT D FENCE SITE PLAN / scale 1/16' N Y OTHERS) ER 90' -7" N VARIABLE LENGHT 40 FT MAX N N POOL REQUIREMENTS: S= LF- CLOSING! SELF - LOCKING GATES REQUIRED FENCE: 4' HIGH (MIN.) AND NON - CLIMBABLE IF NEIGHBORS REMOVE FENICEi V∎r _L, OWNER MUST REPLACE WITH A 4' FENCE ON rn OWNER'S PROPERT' W LEGAL DESCRIPTION: LOT "E" OF WEEK SUBDIVISION. ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 71, AT PAGE 91 , OF THE PUBLIC RECORD OF MIAMI DADE COUNTY, FLORIDA. INFORMATION FOR SITE PLAN AND FLOOD CRITERIA WAS TAKEN FROM A -1 SURVEYORS AND MAPPERS CORP. 12375 SW 34 STREET , MIAMI FL 33175 (305)221 -3663 DATED 11/06/2004 CONTRACTOR SHALL VERIFIED ALL DIMENSIONS AND CONDITIONS ON THE DRAWING AT THE JOB SITE REPORTING ANY INCONSISTENCY TO THE ARCHITECT /ENGINEER PRIOR TO ANY CHANGE REQUIRED, OTHERWISE THE CONTRACTOR SHALL BEAR FULL RESPONSIBILITY OF SUCH CHANGES AND ANY REQUIRED REVISION TO THE PLAN. POOL GENERAL NOTES. 1. SWIMMING POOL WAS DESIGNED ACCORDING TO F.B.C. 2001 STANDARDS 424 AND ANSI/NSPI -8, ANSI /NSPI -5 2. REINFORCING BARS TO BE NEW BILLET GRADE CONFORMING TO ASTMA -615. GRADE 60 3. POOL BUILDER TO FOLLOW FLOTATION ANALYSIS AS INDICATED. 4. ALL POOL PIPING TO BE PVC SCHEDULE 40 AND BEAR THE NFS APPROVAL. 5. DISPOSAL OF POOL WATER WITHIN LOT LINES AND SUCH POUNDING SHALL NOT PERSIST FOR MORE THAN ONE HOUR DISCHARGE. 6. WATER SUPPLY AND DISPOSAL SHALL BE INSTALLED IN A WAY SO THA THERE IS NOT CROSS CONNECTION WITH A DOMESTIC WATER SUPPLY OR WATER DISPOSAL SYSTEM. 7. GRATE AT MAIN DRAIN SHALL HAVE A FREE AREA FOUR TIMES THE AREA OF SUCTION LINE. 8. HAIR AND LINT STRAINERS SHALL HAVE REMOVABLE SCREEN WITH A FREE AREA THREE TIMES THE AREA OF THE SUCTION LINE (4 "DIA. MIN.). 9. POOL BARRIER: (424.2.17.1.1) ELECTRICAL NOTES. 1. INSTALL WIRING AND DEVICES AS INDICATED IN POOL DATA SHALL FURNISHED ELECTRICAL SERVICE AT EXISTING ENTRY. INSTALL DISCONNECT SWITCH AT MOTOR IF NOT WITHIN 50' OF FUSED SWITCH AT SERVICE POINT. ELECTRICAL LIGHT CONNECTION TO COMPLY WITH NEC 660 -1575 ART. 680. 2. ALL METALLIC CONDUITS, PIPING SYSTEM, REINFORCING STEEL, LIGTHTING FIXTURES AND FIXTURE HOUSING, METAL PARTS OF LADDERS, AND THEIR SUPPORTS, SHALL BE BOUNDED TOGETHER AND GROUNDED TO A COMMON GROUND. BOUNDING CONDUCTORS SHALL NOT BE SMALLER THAN #8 COPPER. 3. NO OVERHEAD OPEN WIRE OVER POOL WATER. RECEPTACLES WITH 10' OF WATER. w J W J CO 1 1/2" MAIN DRAIN % ^ VENT. water line O JUNCTION BOX PRE- CAST COPING 5' -0" MIN. TOP OF FIXTURE - STAINLESS STEEL LIGHT NICHE (12 VOLT) TO COMPLY WITH S.F.B.C. AND NEC 680 (SEE PLAN FOR LOCATION) SECTION UNDER WATER LAMP. 1" PVC 12" water line 1 12" 1 8" MIN. I to wateq line . 12 "R varies see TYPICAL WALL AND DECK SECTION nts. T STEEL TO RUN CONTINUOUS @ AREA OF STEPS FOR SPACING SEE TYP WALL SECTION THIS STEP A ) (12" MAX). RISER HEIGHT MUST BE UNIFORM. B ) t 2" FROM THE UNIFORM RISER HT. C ) CONTRASTING TILE AT EDGES. D ) 240 SQ IN. MINIMUM AREA OF FIRST STEP. TYPICAL STEPS DETAIL I tA11 I I- 3' -0" RADIUS DEEP END water Nne FOR THICKNESS [SEE NOTE # 1 - I I _ Il = 1L - I1 1 - X111 1 I 1 -1 I I' - 1 ICI varies see PLAN 7 i I Ri f 1- 1 111` II _ 117- water line N N AIN N L I POOL EQUIPMENT TYPICAL POOL SECTION nts 1/411=1' MAIN DRAIN SEE DETAIL - THIS POOL IS NOT INTENDED FOR DIVING PRE-CAST CONC. COPING OR ALTERNATE COPING INTERLOCKING PAVERS ON COMPACTED SAND f ,_4` I WELL COMPATED FILL 3 @ 10" EA. WAY SIDE & BOTT. TYPICAL. STEEL TEXT FORM OR KRAFT BOARD TYPICAL WALL AND DECK SECTION nts R 3' -0" N e 1 I L-2" OVERFLOW LINE + 2" SPA RETURN LINE I 2" DUAL SPA DRAIN LINE + 1 1/2" POOL RETURN 1 I 2" DUAL MAIN DRAIN LINE I I 2" VACUUM LINE 2" SKIMMER LINE GFI /WP 10'MIN/ 20'MAX FROM WATER EDGE 8" N 12' -6' N N POOL SURFACE 374.02 SQ.F. POOL PERIMETER 80' -0" SPA SURFACE 33.18 S.F. SPA PERIMETER 20' -6" water line COLOR - CONTRAST TILE N N #3 @10 "0 /C TYPICAL W z N N N N. varies see TYPICAL WALL AND DECK SECTION nts. 18" to 24 "MAX COPING ADJUSTABLE COLLAR - I 11- 111111 =11 1 = 1 111_ 1 =1 El IE 1 =1 -III - 1 -1 - III - I1- 111 = 11ICI -1 1 T IEEE SWIMOUT DETAIL not to exeed 10% of pool perimeter SPA CAPACITY (IN GALLONS) 450 SPA /POOL PUMP SIZE CHALLENGER 1.5 HP SPA TURNOVER (HRS) 0.17 NOTE #1 PNEUMATICALLY PLACED CONC. TOP BOTT. WALL THICKNESS 6" 6" FLOOR THICKNESS 6" 6" BEARING CAPACITY 2000 P.S.F. OF SOIL. C' -O" CHART FOR POOL BOTTOM SLAB WITH HYDROSTATIC UPLIFT 2" TREAD WEIR PERFORATED BASKET SKIMMER DETAIL ACCORDING TO (424.221.2) DROP WALL 6" FOR OVERFLOW _ = 111 7 E1 11- 11 '- -,111:-_-_1111=411L--=_1111 I 1) l- l 1 =1 I I -1 I I -1 I water line 6" I I I AEI I ! 11= ll1 =111=1 I =1 11= - II III; II ll1 11 =111E1' =11 I_ 1' SPA SECTION nts. 0 GFI RECEPTACLE 10' MIN 20' MAX. FROM WATER UNE IN r d m 7 N JUNCTION BOX & PUMP SWITCH - POOL PUMP 1.5 HP, 230V 3 FEET MIN. SPACING A. ALL POOL ELECTRICAL WORK SHALL COMPLY WITH NEC. B. NO OVERHEAD ELECTRICAL WIRING SHALL BE LOCATED WITHIN 10' OF POOL'S WATER EDGE UNLESS IT 18' OR HIGHER. C. PRIOR TO ELECTRICAL ROUGH, ELECTRICAL CONTRACTOR SHALL SUBMIT A REVISION TO THIS DRAWING SHOWING EXISTING SERVICE WITH ADDITIONAL LOADS, CALCULATIONS AND EXPECTED AS BUILD CONFIGURATION IF DIFFERENT FROM THIS DRAWING. D. GROUND ALL BOXES, LIGTHS, MOTORS, LADDERS, ETC WITH #8 GROUND WIRE. 0- 1 � a 0 I' 1.5 HP POOL WITH HAIR & UNT STRAINER MODEL DYNA GLASSAT 60' - 35 GPM - 8.52 VELFT.PER SEC. 7' -6" 6' -6" 300 W TRANSFORMER TIMER COMBINATION JB TIMER POOL COPING PERFORATED GALVANIZED STEEL TIES GLASS BLOCK 1 3/4 Wx16" L x 20 GA W 2 #14x1 1/2 L A.B. S W. 300 W POOL LIGHT 2 #12 THHN 2P 20 AMP 2 #12THHN 1P 15 AMP 1 # 12 THHN CV GROUND 300 W TRANSFORMER POOL ELECTRICAL SCHEMATIC TIMER PRESSURE GAUGE & PRESSURE REUEF VALVE N 1 TX a .15 a 75 W SPA LIGHT N 1 , 00 / ` \a °j � a/ 2f \R I P/ : : / ; i -‘-'4"- / �> \ 0 /�\ / < 9 f , ' 0. \0. / / 4 I o\1 ut -- i ' 2 Jp'/ / 1 0" 10" -I! 1 - III -1 1 =111 I` I I _--I_ � I! I I� .1 =1 I ! 1 ---111111-1=_=ll I- 11 11 - 11 I llll� li 2 • -1 1 1 1 �1 III III -III 11 - I t 111 ! 11 111 III -III III III -III III III - I II I� - 1I - II I�"I1 1 1 - 1 - 11 - 11 - 11 - 111 7- I 1 11 2 1/2" PIPE • SUCTION LINE III =1 I =1 I =1 ! ! I !!=! ! - TO PUMP 1 1/ VARIABLE LENGHT 40 FT MAX TYPE "S" MORTAR SHALL COMPLY W/ SEALANT & ASPHALT EMULSION TYPICAL @ POOL WALL 2 PARALLEL GALV. STEEL WIRE #9 2" APART IN LADDER PATTERN '4 J 04 / 0.j/ POOL FILTRATION SYSTEM EQUIPMENT SCHEMATIC 6" x 6" CERAMIC HAND HOLD ON MAX. 4' -0" CENTER. 100W TRANSFORMER 6" i * water line POOL EXIST. 200 A PANEL 1 # 4 TW CU IN /4" COND. TO CWP. l v 10' -0" DEEP GROUNDING ROD - 5/8" DIAMETER CARTRIDGE FILTER MODEL STA RITE 95 SOFT. N / N GLASS BLOCK ANCHORING DETAIL CERAMIC HAND (spa to swimming pool wall) HOLD DETAIL 3 #2ATHWCU. - 1 # 4 THNN CU. GRND. IN 2' C. EXIST METER CAN 200 A MAIN DISC. ABOVE GRADE 1 1/2" DRAIN VENT.\ water line POOL WALL SPA # 4 CONDUCTOR TO 20 FOOT SECTION OF FOUNDATION STEEL _1 1/2" DRAIN I VENT. r I EXIST FPL SERVICE 2" RGC FROM POWER COMPANY TRANSFER PAD # 5 FOUNDATION REBAR MIN. 20 FT. LONG HOUSE CONCRETE 1 ■ FOUNDATION 1IIUIIII=IiII111 - Wi t - LU 0 J a a- a Z_ J 5 C`3 z z O N p w cc Z W w m rn 2 O m as J J W I_ rn 0 0 r In 0 w O a U- O w w CC V) J < 0 O W W 1- I- , co M P/N Z 0 Q Z csi O vv 3 o p � 0 w z 0 1 of 1 w� W O U) U) 0 w U Z o 0 0 5' -O" 4' -O" Z 3' -6" 3' -0' 2' -9" / l0 O N -4- lD c0 b N 'cr al PAVER D 619 SQ. INLET 1 1/2" VENT SPA MAIN DRAI ANTIVORTEX DOUBLE MAIN DRAIN DEPT 5 DEPTH 3 FT LIVING ROOM RESIDENCE. LINE (SEE DETAIL) 1 1/2" VENT POOL MA� LINE (SEE DETAIL) DETAIL VACUUM WITH SAFETY VAC LOCK COVER ./ Allard/AVAGOT/ /Or SEPTIC TAr 1050 G DRAINFIED AREA (570.0 SOFT. MIN. UNOBSTRUCTED) PAVER DEC( PAVER DECK 619 SD FT. NEW 2 STORY RESIDENCE ,32.2 SQ.FT. OF LIVABLE AREA 37.85243 CU.FT (CUBAGF) 4 BEDROOMS /3 BATHS 12' -6" N / 7 -0' NIDE , 5 -0 HIGH GATE U/ AUTO CLOSER MD / NONE CUNBABLE N (O CO PERMANENT ANCH POST AS PER SEC 424.2.17.1.2 FBC 8 \N N N N N N HIDROSTATIC RELIEF VALVE N., 6" (MIN) CONC. ALL AROUND DRAIN SUMP. # 3 AROUND DRAINS @ 12 0/C I E.W. W/18" MIN LAP TO FLOOR REINFORCING 2" PIPE SUCTION LINE DOUBLE MAIN DRAIN (DETAIL) ACCORDING TO (424.26.6.3)(424.26.6.4) (424.221.2) 3' -0" (M 5% 11/2 5 -D HI POOL EQUIPMENT D FENCE SITE PLAN / scale 1/16' N Y OTHERS) ER 90' -7" N VARIABLE LENGHT 40 FT MAX N N POOL REQUIREMENTS: S= LF- CLOSING! SELF - LOCKING GATES REQUIRED FENCE: 4' HIGH (MIN.) AND NON - CLIMBABLE IF NEIGHBORS REMOVE FENICEi V∎r _L, OWNER MUST REPLACE WITH A 4' FENCE ON rn OWNER'S PROPERT' W LEGAL DESCRIPTION: LOT "E" OF WEEK SUBDIVISION. ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 71, AT PAGE 91 , OF THE PUBLIC RECORD OF MIAMI DADE COUNTY, FLORIDA. INFORMATION FOR SITE PLAN AND FLOOD CRITERIA WAS TAKEN FROM A -1 SURVEYORS AND MAPPERS CORP. 12375 SW 34 STREET , MIAMI FL 33175 (305)221 -3663 DATED 11/06/2004 CONTRACTOR SHALL VERIFIED ALL DIMENSIONS AND CONDITIONS ON THE DRAWING AT THE JOB SITE REPORTING ANY INCONSISTENCY TO THE ARCHITECT /ENGINEER PRIOR TO ANY CHANGE REQUIRED, OTHERWISE THE CONTRACTOR SHALL BEAR FULL RESPONSIBILITY OF SUCH CHANGES AND ANY REQUIRED REVISION TO THE PLAN. POOL GENERAL NOTES. 1. SWIMMING POOL WAS DESIGNED ACCORDING TO F.B.C. 2001 STANDARDS 424 AND ANSI/NSPI -8, ANSI /NSPI -5 2. REINFORCING BARS TO BE NEW BILLET GRADE CONFORMING TO ASTMA -615. GRADE 60 3. POOL BUILDER TO FOLLOW FLOTATION ANALYSIS AS INDICATED. 4. ALL POOL PIPING TO BE PVC SCHEDULE 40 AND BEAR THE NFS APPROVAL. 5. DISPOSAL OF POOL WATER WITHIN LOT LINES AND SUCH POUNDING SHALL NOT PERSIST FOR MORE THAN ONE HOUR DISCHARGE. 6. WATER SUPPLY AND DISPOSAL SHALL BE INSTALLED IN A WAY SO THA THERE IS NOT CROSS CONNECTION WITH A DOMESTIC WATER SUPPLY OR WATER DISPOSAL SYSTEM. 7. GRATE AT MAIN DRAIN SHALL HAVE A FREE AREA FOUR TIMES THE AREA OF SUCTION LINE. 8. HAIR AND LINT STRAINERS SHALL HAVE REMOVABLE SCREEN WITH A FREE AREA THREE TIMES THE AREA OF THE SUCTION LINE (4 "DIA. MIN.). 9. POOL BARRIER: (424.2.17.1.1) ELECTRICAL NOTES. 1. INSTALL WIRING AND DEVICES AS INDICATED IN POOL DATA SHALL FURNISHED ELECTRICAL SERVICE AT EXISTING ENTRY. INSTALL DISCONNECT SWITCH AT MOTOR IF NOT WITHIN 50' OF FUSED SWITCH AT SERVICE POINT. ELECTRICAL LIGHT CONNECTION TO COMPLY WITH NEC 660 -1575 ART. 680. 2. ALL METALLIC CONDUITS, PIPING SYSTEM, REINFORCING STEEL, LIGTHTING FIXTURES AND FIXTURE HOUSING, METAL PARTS OF LADDERS, AND THEIR SUPPORTS, SHALL BE BOUNDED TOGETHER AND GROUNDED TO A COMMON GROUND. BOUNDING CONDUCTORS SHALL NOT BE SMALLER THAN #8 COPPER. 3. NO OVERHEAD OPEN WIRE OVER POOL WATER. RECEPTACLES WITH 10' OF WATER. w J W J CO 1 1/2" MAIN DRAIN % ^ VENT. water line O JUNCTION BOX PRE- CAST COPING 5' -0" MIN. TOP OF FIXTURE - STAINLESS STEEL LIGHT NICHE (12 VOLT) TO COMPLY WITH S.F.B.C. AND NEC 680 (SEE PLAN FOR LOCATION) SECTION UNDER WATER LAMP. 1" PVC 12" water line 1 12" 1 8" MIN. I to wateq line . 12 "R varies see TYPICAL WALL AND DECK SECTION nts. T STEEL TO RUN CONTINUOUS @ AREA OF STEPS FOR SPACING SEE TYP WALL SECTION THIS STEP A ) (12" MAX). RISER HEIGHT MUST BE UNIFORM. B ) t 2" FROM THE UNIFORM RISER HT. C ) CONTRASTING TILE AT EDGES. D ) 240 SQ IN. MINIMUM AREA OF FIRST STEP. TYPICAL STEPS DETAIL I tA11 I I- 3' -0" RADIUS DEEP END water Nne FOR THICKNESS [SEE NOTE # 1 - I I _ Il = 1L - I1 1 - X111 1 I 1 -1 I I' - 1 ICI varies see PLAN 7 i I Ri f 1- 1 111` II _ 117- water line N N AIN N L I POOL EQUIPMENT TYPICAL POOL SECTION nts 1/411=1' MAIN DRAIN SEE DETAIL - THIS POOL IS NOT INTENDED FOR DIVING PRE-CAST CONC. COPING OR ALTERNATE COPING INTERLOCKING PAVERS ON COMPACTED SAND f ,_4` I WELL COMPATED FILL 3 @ 10" EA. WAY SIDE & BOTT. TYPICAL. STEEL TEXT FORM OR KRAFT BOARD TYPICAL WALL AND DECK SECTION nts R 3' -0" N e 1 I L-2" OVERFLOW LINE + 2" SPA RETURN LINE I 2" DUAL SPA DRAIN LINE + 1 1/2" POOL RETURN 1 I 2" DUAL MAIN DRAIN LINE I I 2" VACUUM LINE 2" SKIMMER LINE GFI /WP 10'MIN/ 20'MAX FROM WATER EDGE 8" N 12' -6' N N POOL SURFACE 374.02 SQ.F. POOL PERIMETER 80' -0" SPA SURFACE 33.18 S.F. SPA PERIMETER 20' -6" water line COLOR - CONTRAST TILE N N #3 @10 "0 /C TYPICAL W z N N N N. varies see TYPICAL WALL AND DECK SECTION nts. 18" to 24 "MAX COPING ADJUSTABLE COLLAR - I 11- 111111 =11 1 = 1 111_ 1 =1 El IE 1 =1 -III - 1 -1 - III - I1- 111 = 11ICI -1 1 T IEEE SWIMOUT DETAIL not to exeed 10% of pool perimeter SPA CAPACITY (IN GALLONS) 450 SPA /POOL PUMP SIZE CHALLENGER 1.5 HP SPA TURNOVER (HRS) 0.17 NOTE #1 PNEUMATICALLY PLACED CONC. TOP BOTT. WALL THICKNESS 6" 6" FLOOR THICKNESS 6" 6" BEARING CAPACITY 2000 P.S.F. OF SOIL. C' -O" CHART FOR POOL BOTTOM SLAB WITH HYDROSTATIC UPLIFT 2" TREAD WEIR PERFORATED BASKET SKIMMER DETAIL ACCORDING TO (424.221.2) DROP WALL 6" FOR OVERFLOW _ = 111 7 E1 11- 11 '- -,111:-_-_1111=411L--=_1111 I 1) l- l 1 =1 I I -1 I I -1 I water line 6" I I I AEI I ! 11= ll1 =111=1 I =1 11= - II III; II ll1 11 =111E1' =11 I_ 1' SPA SECTION nts. 0 GFI RECEPTACLE 10' MIN 20' MAX. FROM WATER UNE IN r d m 7 N JUNCTION BOX & PUMP SWITCH - POOL PUMP 1.5 HP, 230V 3 FEET MIN. SPACING A. ALL POOL ELECTRICAL WORK SHALL COMPLY WITH NEC. B. NO OVERHEAD ELECTRICAL WIRING SHALL BE LOCATED WITHIN 10' OF POOL'S WATER EDGE UNLESS IT 18' OR HIGHER. C. PRIOR TO ELECTRICAL ROUGH, ELECTRICAL CONTRACTOR SHALL SUBMIT A REVISION TO THIS DRAWING SHOWING EXISTING SERVICE WITH ADDITIONAL LOADS, CALCULATIONS AND EXPECTED AS BUILD CONFIGURATION IF DIFFERENT FROM THIS DRAWING. D. GROUND ALL BOXES, LIGTHS, MOTORS, LADDERS, ETC WITH #8 GROUND WIRE. 0- 1 � a 0 I' 1.5 HP POOL WITH HAIR & UNT STRAINER MODEL DYNA GLASSAT 60' - 35 GPM - 8.52 VELFT.PER SEC. 7' -6" 6' -6" 300 W TRANSFORMER TIMER COMBINATION JB TIMER POOL COPING PERFORATED GALVANIZED STEEL TIES GLASS BLOCK 1 3/4 Wx16" L x 20 GA W 2 #14x1 1/2 L A.B. S W. 300 W POOL LIGHT 2 #12 THHN 2P 20 AMP 2 #12THHN 1P 15 AMP 1 # 12 THHN CV GROUND 300 W TRANSFORMER POOL ELECTRICAL SCHEMATIC TIMER PRESSURE GAUGE & PRESSURE REUEF VALVE N 1 TX a .15 a 75 W SPA LIGHT N 1 , 00 / ` \a °j � a/ 2f \R I P/ : : / ; i -‘-'4"- / �> \ 0 /�\ / < 9 f , ' 0. \0. / / 4 I o\1 ut -- i ' 2 Jp'/ / 1 0" 10" -I! 1 - III -1 1 =111 I` I I _--I_ � I! I I� .1 =1 I ! 1 ---111111-1=_=ll I- 11 11 - 11 I llll� li 2 • -1 1 1 1 �1 III III -III 11 - I t 111 ! 11 111 III -III III III -III III III - I II I� - 1I - II I�"I1 1 1 - 1 - 11 - 11 - 11 - 111 7- I 1 11 2 1/2" PIPE • SUCTION LINE III =1 I =1 I =1 ! ! I !!=! ! - TO PUMP 1 1/ VARIABLE LENGHT 40 FT MAX TYPE "S" MORTAR SHALL COMPLY W/ SEALANT & ASPHALT EMULSION TYPICAL @ POOL WALL 2 PARALLEL GALV. STEEL WIRE #9 2" APART IN LADDER PATTERN '4 J 04 / 0.j/ POOL FILTRATION SYSTEM EQUIPMENT SCHEMATIC 6" x 6" CERAMIC HAND HOLD ON MAX. 4' -0" CENTER. 100W TRANSFORMER 6" i * water line POOL EXIST. 200 A PANEL 1 # 4 TW CU IN /4" COND. TO CWP. l v 10' -0" DEEP GROUNDING ROD - 5/8" DIAMETER CARTRIDGE FILTER MODEL STA RITE 95 SOFT. N / N GLASS BLOCK ANCHORING DETAIL CERAMIC HAND (spa to swimming pool wall) HOLD DETAIL 3 #2ATHWCU. - 1 # 4 THNN CU. GRND. IN 2' C. EXIST METER CAN 200 A MAIN DISC. ABOVE GRADE 1 1/2" DRAIN VENT.\ water line POOL WALL SPA # 4 CONDUCTOR TO 20 FOOT SECTION OF FOUNDATION STEEL _1 1/2" DRAIN I VENT. r I EXIST FPL SERVICE 2" RGC FROM POWER COMPANY TRANSFER PAD # 5 FOUNDATION REBAR MIN. 20 FT. LONG HOUSE CONCRETE 1 ■ FOUNDATION 1IIUIIII=IiII111 - Wi t - LU 0 J a a- a Z_ J 5 C`3 z z O N p w cc Z W w m rn 2 O m as J J W I_ rn 0 0 r In 0 w O a U- O w w CC V) J < 0 O W W 1- I- , co M P/N Z 0 Q Z csi O vv 3 o p � 0 w z 0 1 of 1 w� W O U) U) 0 w U Z o 0 0 FLOTATION ANALYSIS . POOL CAPACITY (IN GALLONS) WATER LEVEL ELEVATION 9.78' 21" POOL DEPTH 5.00' ./ LOW POINT POOL LEVEL 4.78' ." FLOOD CRITERIA 8.00' F.C. DEPTH LEVEL 3.22' ✓ LESS HYDROVERTICAL -2.00' ✓ HYDROSTATIC UPLIFT 1.22' POOL DATA . POOL CAPACITY (IN GALLONS) 11191 FILTER CARTRIDGE 75 (SQ.FT) 21" FILTRATION RATE (GAL/MIN &PM) 35 POOL TURNOVER (HRS) 5.33 5' -G" 5' -O" 4' -G" 4' -O" 3' -G" 3' -O" 2' -9" l0 l0 c0 0 N N f PAVER DECK PAVER DECK NEW 2 STORY RESIDENCE x.252 SOFT. OF LIVABLE AREA. 7.85'.43 CU FT. (CUBAGF) 4 BEDROOMS /3 BATHS ORAINFIEID AREA (570.0 SQ.FT. MIN. UNOBSTRUCTED) SEPTIC TA 1050 G 20 X 20 5' -0' RICH POOL EOUIPMENT 24" HG VA\SO DECORAT N! R Y WA L_ v1ASO \RY BBQ INLET STEPS SEE DETAIL ANTIVORTEX DOUBLE MAIN DRAIN 1 1/2" LIGHT VENT SPA MAIN DRAI LINE (SEE DETAIL) DEPT 5 F DEPTH 3 FT r LIVING ROOM,. RESIDENCE. G LINE (SEE DETAIL) SEEDETAIL VACUUM WITH SAFETY VAC LOCK COVER Q SKIMMER (9 N N I 8 -0 WIDE x 5' -0 NCR GATE W/ AUTO CLOSER N PERMANENT ANCH POST AS PER SEC 424.2.17.1.2 FBC N LEGAL DESCRIPTION: LOT "E" OF WEEK SUBDIVISION. ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 71, AT PAGE 91 , OF THE PUBLIC RECORD OF MIAMI DADE COUNTY, FLORIDA. INFORMATION FOR SITE PLAN AND FLOOD CRITERIA WAS TAKEN FROM A -1 SURVEYORS AND MAPPERS CORP. 12375 SW 34 STREET , MIAMI FL 33175 (305)221 -3663 DATED 11/06/2004 CONTRACTOR SHALL VERIFIED ALL DIMENSIONS AND CONDITIONS ON THE DRAWING AT THE JOB SITE REPORTING ANY INCONSISTENCY TO THE ARCHITECT /ENGINEER PRIOR TO ANY CHANGE REQUIRED, OTHERWISE THE CONTRACTOR SHALL BEAR FULL RESPONSIBILITY OF SUCH CHANGES AND ANY REQUIRED REVISION TO THE PLAN. POOL GENERAL NOTES. 1. SWIMMING POOL WAS DESIGNED ACCORDING TO F.B.C. 2001 STANDARDS 424 AND ANSI /NSPI -8, ANSI /NSPI -5 2. REINFORCING BARS TO BE NEW BILLET GRADE CONFORMING TO ASTMA -615. GRADE 60 3. POOL BUILDER TO FOLLOW FLOTATION ANALYSIS AS INDICATED. 4. ALL POOL PIPING TO BE PVC SCHEDULE 40 AND BEAR THE NFS APPROVAL. 5. DISPOSAL OF POOL WATER WITHIN LOT LINES AND SUCH POUNDING SHALL NOT PERSIST FOR MORE THAN ONE HOUR DISCHARGE. 6. WATER SUPPLY AND DISPOSAL SHALL BE INSTALLED IN A WAY SO THA THERE IS NOT CROSS CONNECTION WITH A DOMESTIC WATER SUPPLY OR WATER DISPOSAL SYSTEM. 7. GRATE AT MAIN DRAIN SHALL HAVE A FREE AREA FOUR TIMES THE AREA OF SUCTION LINE. 8. HAIR AND LINT STRAINERS SHALL HAVE REMOVABLE SCREEN WITH A FREE AREA THREE TIMES THE AREA OF THE SUCTION LINE (4 "DIA. MIN.). 9. POOL BARRIER: (424.2.17.1.1) ELECTRICAL NOTES. 1. INSTALL WIRING AND DEVICES AS INDICATED IN POOL DATA SHALL FURNISHED ELECTRICAL SERVICE AT EXISTING ENTRY. INSTALL DISCONNECT SWITCH AT MOTOR IF NOT WITHIN 50' OF FUSED SWITCH AT SERVICE POINT. ELECTRICAL LIGHT CONNECTION TO COMPLY WITH NEC 660 -1575 ART. 680. 2. ALL METALLIC CONDUITS, PIPING SYSTEM, REINFORCING STEEL, LIGTHTING FIXTURES AND FIXTURE HOUSING, METAL PARTS OF LADDERS, AND THEIR SUPPORTS, SHALL BE BOUNDED TOGETHER AND GROUNDED TO A COMMON GROUND. BOUNDING CONDUCTORS SHALL NOT BE SMALLER THAN #8 COPPER. 3. NO OVERHEAD OPEN WIRE OVER POOL WATER. RECEPTACLES WITH 10' OF WATER. HIDROSTATIC RELIEF VALVE 6" (MIN) CONC. ALL AROUND DRAIN SUMP. # 3 AROUND DRAINS @ 12 0/C E.W. W/18" MIN LAP TO FLOOR REINFORCING 2" PIPE SUCTION LINE N 3' -0" (M DOUBLE MAIN DRAIN (DETAIL) ACCORDING TO (424.26.6.3)(424.26.6.4) (424.221.2) a_ 0 I– Nom N 1 SITE PLAN I scale 1/16' N QTHERS) Eli 90' -7" N 1 1 /2" VARIABLE LENGHT 40 FT MAX N 1 1/2" MAIN DRAIN [ rT � 2 ` Q water line I- TOP OF FIXTURE JUNCTION BOX PRE- CAST COPING 5'-0" MIN. STAINLESS STEEL LIGHT NICHE (12 VOLT) TO COMPLY WITH S.F.B.C. AND NEC 680 (SEE PLAN FOR LOCATION) SECTION UNDER WATER LAMP. 1" PVC 12" 12" ,. 12 " R water line 8" MIN.T to wateq line . varies see TYPICAL WALL AND DECK SECTION nts. C A ) (12" MAX). RISER HEIGHT MUST BE UNIFORM. B ) ± 2" FROM THE UNIFORM RISER HT. C ) CONTRASTING TILE AT EDGES. D ) 240 SO IN. MINIMUM AREA OF FIRST STEP. TYPICAL STEPS DETAIL STEEL TO RUN CONTINUOUS @ AREA OF STEPS FOR SPACING SEE TYP WALL SECTION THIS STEP 3' -0" RADIUS DEEP END - - j�T � � IT 7� I I I I!1.111I -I I1- I- water line FOR THICKNESS SEE NOTE # 1 varies see PLAN 8" water line — TT� fI N N N N N N N TYPICAL POOL SECTION nts 1/4'1=1' MAIN DRAIN SEE DETAIL — THIS POOL IS NOT INTENDED FOR DIVING STEEL TEXT FORM OR KRAFT BOARD AIN N N _J ( / // . / . //1/ / i%i r A 1 i OVERFLOW LINE i-- 2" SPA RETURN LINE r 1 1 I I / I I I I MENT PRECAST CONC. COPING OR ALTERNATE COPING WELL COMPATED FILL )7 U 2" DUAL SPA DRAIN LINE 1 1/2" POOL RETURN 2" DUAL MAIN DRAIN LINE 2" VACUUM LINE 2" SKIMMER LINE GFI / WP 10'MIN/ 20'MAX FROM WATER EDGE 3 @ 10" EA. WAY SIDE & BOTT. TYPICAL. E/ TYPICAL WALL AND DECK SECTION nts N N <) ' 9 0, 4 , RT N INTERLOCKING PAVERS ON COMPACTED SAND f IT1 1 1 � � 4 _I „ r Ill ((( 111= II- III - -III I CH WOOD 1 2'-6" N N water line INC COLOR — CONTRAST TILE N POOL SURFACE 374.02 SQ.F. POOL PERIMETER 80' -0" SPA SURFACE 33.18 S.F. SPA PERIMETER 20' -6" 18" to 24 "MAX N W z -I varies see TYPICAL WALL AND DECK SECTION nts. II I I I -III I I� 1 =1 I I —! I I — I I I !- -11I— 11I III — I =1 VIII = 1 =1 J =111 « . . — 1 -1 I I — I Ill I ! — 111 1�1 1 !I1�1 11 !1�1 111 1 1 111 i ll = 1=1 I11 -7 • HIE HIE 111 - =111 SWIMOUT DETAIL not to exeed 10% of pool perimeter #3 @10 "0 /C TYPICAL N N N i COPING G' - O" ADJUSTABLE COLLAR SPA CAPACITY (IN GALLONS) 450 SPA /POOL PUMP SIZE CHALLENGER 1.5 HP SPA TURNOVER (HRS) 0.17 NOTE #1 PNEUMATICALLY PLACED CONC. TOP BOTT. WALL THICKNESS 6" 6" FLOOR THICKNESS 6" 6" BEARING CAPACITY 2000 P.S.F. OF SOIL. CHART FOR POOL BOTTOM SLAB WITH HYDROSTATIC UPLIFT WEIR PERFORATED BASKET 2" TREAD SKIMMER DETAIL ACCORDING TO (424.221.2) DROP WALL 6" FOR OVERFLOW water line / GLASS L II I II TH I1 =1II r . f 1t1- !11= '1�1y��1 FBI= 1�f -1�1! =111=1.11=111=111 1ll =111 III- I ! III III— III -11'— 1_111_ 1 == I =1T = 111 =111 — I 111 I 1 =1 i 11 1 111- 111= 111- SPA SECTION nts. 0 GFI RECEPTACLE 10' MIN 20' MAX FROM WATER LINE f� 11 AIN ii/zoo io JUNCTION BOX & PUMP SWITCH - - -� POOL PUMP 1.5 HP, 230V A. ALL POOL ELECTRICAL WORK SHALL COMPLY WITH NEC. B. NO OVERHEAD ELECTRICAL WIRING SHALL BE LOCATED WITHIN 10' OF POOL'S WATER EDGE UNLESS IT 18' OR HIGHER. C. PRIOR TO ELECTRICAL ROUGH, ELECTRICAL CONTRACTOR SHALL SUBMIT A REVISION TO THIS DRAWING SHOWING EXISTING SERVICE WITH ADDITIONAL LOADS, CALCULATIONS AND EXPECTED AS BUILD CONFIGURATION IF DIFFERENT FROM THIS DRAWING. D. GROUND ALL BOXES, LIGTHS, MOTORS, LADDERS, ETC WITH #8 GROUND WIRE. 3 FEEL MIN. SP ACING N �• Y $ ; ;f 5 4E� ANTIVORTEX DOUBLE SPA DRAIN 15 HP POOL WITH HAIR & LINT STRAINER 1 1/2 MODEL DYNA GLASSAT 60' - 35 GPM - 8.52 VELFT -PEN SEC. 7' -6" 6' -6" 300 W TRANSFORMER TIMER COMBINATION JB TIMER POOL COPING GLASS BLOCK ANCHORING DETAIL (spa to swimming pool wall) 0 JB SW. a 300 W POOL LIGHT 2 # 12 THHN 2P 20 AMP 2 # 12 THHN 1P 15 AMP 1 # 12 THHN CV GROUND 300 - Ni TRANSFORMER TIMER N N PERFORATED GALVANIZED STEEL TIES GLASS BLOCK 1 3/4 Wx16" L x 20 GA W 2 #14x1 1/2 L A.B. POOL ELECTRICAL SCHEMATIC PRESSURE GAUGE & PRESSURE RELIEF VALVE N 0 J5 a 75 W SPA LIGHT N I / . , s e , � �� / .. N / N .0 ,P j e• "--- d- / / POOL FILTRATION SYSTEM EQUIPMENT SCHEMATIC ^I . II —_ E Iii 0 1 111— 1:::-I BLOCK :till 111= , V III SPA 3' -0" (MIN)) 1 ' 1 n 2 - - 1. • . L ' 1 . I -1 � III -�1I , I I —, I —III .I I -- III -- . : .. I• I I 1 = 1 I I III TITI — III III1 � I I —I Tf I I !_! ! I r I 1 I I 1 =1 I M ITI � —�II = I I I 1 M 1-'1 M = 1 11 = 111 — I II1 III — I 1 I —! 11111: 2 SUCTION 1/2 LINE " PIPE 'I ( I- - m m —m —I i I C= 1 h_ � f 1 1 111 = 1 I I ! 1 � !!I I = = III -I 1 1-111 -11 IN:I =111_ 4 � ' 1L l' ' TYPE "S" MORTAR SHALL COMPLY W/ SEALANT & ASPHALT EMULSION TYPICAL @ POOL WALL TO PUMP 100 W TRANSFORMER 6" 4 1 #4 TW CU IN /4' COND. TO CWP. 10' -0" DEEP GROUNDING ROD - 5B" DIAMETER VARIABLE LENGHT 40 FT MAX water line 2 PARALLEL GALV. STEEL POOL WIRE #9 2" APART IN LADDER PATTERN EXIST. 200 A PANEL 3 # 2/0 THW CU. - 1 # 4 THNN CU. GRND. IN 2" C. EXIST METER CAN 200 A MAIN DIs0. CARTRIDGE FILTER MODEL STA RITE 95 SOFT. v ocv – N . N 1 1/2" DRAIN VENT.N ABOVE GRADE 6" x 6" CERAMIC HAND HOLD ON MAX. 4' -0" CENTER. water line POOL WALL SPA CERAMIC HAND HOLD DETAIL 1 1/2" DRAIN VENT. r EXIST FPL SERVICE 2" RGC FROM POWER COMPANY TRANSFER PAD # 4 CONDUCTOR T020 FOOT SECTION OF FOUNDATION STEEL # 5 FOUNDATION REBAR MIN. 20 FT. LONG I ' FOUNDATION CONCRETE 'VIII- 1111VII�IVI�IsIIIIIIP 0 J LL.I P/N z 0 U Q EL w O O tais. .cu U) 1 of 1 a 0 J LLU O w - An w 3 N H O • w O (,z 2 (Y cf) I- 0 EC w W z z 0 0 PREVIOUS REF.: ■ SNOtSIn321 / ORDER No DATE DESCRIPTION DRAWN BY I MAP OF BOUNDARY SURVEY / A — ARC CONC.— CONCRETE AVE. — AVENUE CT.— COURT BLDG. — BUILDING D.M.E — DRAINAGE AND BM.— BENCHMARK MAINTENANCE EASEMENT. C.— CURVE E.— EAST C.B.— CATCH BASIN ENC.— ENCROACH C.B.S — CONCCRETE BLOCIESMT.— EASEMENT STRUCTURE. F.D.H — FOUND DRILL HOLE CH. — CHORD F.F.E— FINISHED FLOOR CHB.— CHORD BEARING ELEVATION CL— CLEAR F.I.P— FOUND IRON PIPE CA — CENTER LINE 0 — DIAMETER / SCALE : 1" = 20' / THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITLES NAMED HEREON AND THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. ELEV.— ELEVATION F.N.— FOUND NAIL F.N.D.— FOUND NAIL do DISC. FT.— FEET. LN.— LANE. MEAS.— MEASURE. M/L— MONUMENT LINE. M /S.— METAL SHED. N.— NORTH. No.— NUMBER. O.R.B.— OFFICIAL RECORDS BOOK. \J / � � U� 4 29 . LEGAL DESCRIPTION: LOT "E" OF WEEKS SUBDIVISION, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 71 AT PAGE 91 OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. O.V.H.— OVERHANG. O.W.— OVERHEAD WIRES. P.B.— PLAT BOOK. P.C.— POINT OF CURVATURE. P.O.B.— POINT OF BEGINNING. P.O.C.— POINT OF COMPOUND CURVE. P.O.— PAGE PKWY.— PARKWAY. PL— PLACE. BEARINGS ARE BASED ON AN ASSUMED MERIDIAN C/L OF N F 100th ST REARS EAST AS SHOWN IN PLAT BOOK 71 AT PAGE 91 MIAMI —DADE COUNTY, FLORIDA. P.C.P.— PERMANENT CONTROL POINT. P.O.C.— POINT OF COMMENCEMENT. P.R.M. PERMANENT REFERENCED MONUMENT. R.— RADIUS. RAD.— RADIAL RD.— ROAD. REC.— RECORD. RES.— RESIDENCE. RGE.— RANGE. R/W.— RIGHT OF WAY. S.— SOUTH_ SEC. — SECTION. S.I.P.— SET IRON PIPE. S.N.D.— SET NAIL do DISC. SWK.— SIDEWALK T.— TANGENT. TERR.— TERRACE. TAP.— TOWNSHIP. U.E.— UTILITY EASEMENT. W.— WEST. W/F.— WOOD FENCE. A — CENTRAL ANGLE. / 13.40' cnI vI TWO STORY C.B.S. ` - 2,;d RES. # 1135 NE 100 ST. 7N \91. MIAMI, FL UNDER CONSTRUCTION 97.96' 14.38' 20' ASPHALT F.I.P. 1/2 (no cap) 0 99.20' EAST 40' PARKWAY N.E. 100th ST. 1/2"0 (no cap) ORDER No.: 0501 -103 LOCATION SKETCH SCALE : 1" = 100' /6,, DATE OF FIELD SURVEY 01/26/2005 FOR: THOMAS WENSJOE DATE: 01/28/2005 DRAWN BY: D.B.A. Fo (Go 1/2' Co FOUNDATION AND UTILITIES NOT LOCATED. N.E. 100th ST. S FLOOD ZONE; AE COMMUNITY No. 120652 PAKEI_: 093 2./FFIX: J DATE OF FIRM: 07/17/95 BASE -LOOD: 8.00 EXAMINATION OF THE ABSTRACT OF TITLE HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY AFFECTING THE PROPERTY. LOCATION AND IDENTIFICATION OF UTILITIES ON AND /OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. OWNERSHIP IS SUBJECT TO OPINION OF TITLE. UNDERGROUND -- IWALTER E. VEGA. PROFESSIONAL SURVEYOR AND MAPPER No.3106 STATE OF FLORIDA NOT VALID UNLESS SIGNED & EMBOSSED SEAL. CARIBBEAN LAND SURVEYORS, INC. 11865 SW 26th ST. BLDG. I, SUITE 13, MIAMI, FL 33175 TELEPHONE: (305) 227 -6967 FAX: (305) 227 -7142 E — MAIL: CARIBBEANSURVEY ®AOL.COM 4 lIVIU3d ONI/13A00 3AI103108d RUM ONIOlIl9 AO 30V3 NO aat/D NO a31voiaNI SV ONINOVEI 01 N31SVJ --HO 83N31SVi HuIM dVld N33f1OSIA ao 30031 3AI10310lid „8 X „1 rn I NOIIVH13N3d ..8I NM � i 81 3aVIN 38 h1IM NOIIO3dSNI ON QO SCIOH131AI ONIMO110d 3H.1. AO 3NO A8 801' 3H1 dO 1NO8d 3H1 NO a3AVhdSla 38 1Sf1W aIVO 111/1183d SIH1 «L1 '00 ONI)10V8 x.81 X ,21. 'NM PERMIT # OWNER ADDRESS CONTRACTOR PERMIT TYPE DISPLAY THIS CARD ON FRONT OF JOB MIAMI SHORES VILLAGE BUILDING PERMIT e•-• 9/407-- DATE 1 /oo s Lo RI veto "WARNING TO OWNER:YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." At Prepared By: FORD LAND SURVEYORS, INC. 5851 West Flagler Street Miami, Florida 33144 Phone: 264 -0085 / LEGAL DESCRIPTION: Lot E, of WEEKS SUBDIVISION, according to the plat thereof as recorded in Plat Book 71, at Page 91, of the Public Records of Dade County, Florida. FORD LAND SURVEYORS, INC. OMAR ARMENTEROS Reg. Land Surveyor No. 3679 State of Florida. Dated: August 22, 1985 SURVEYORS CERTIFICATE: I HEREBY CERTIFY that the sketch as shown represents a recent BOUNDARY SURVEY made under my direction in compliance with the minimum technical standards for Land Surveying in the State of Florida, chapter 21 -HH -6 F.A.C., and is true and correct to the best of my knowledge and belief. Note: Elevations are based on National Geodetic Vertig`1 Datum. FOR: DAVID CRAVEN Order No.: I . f. ,4 NO 4 A .., / Yl yi J 1Z s N' N . t d Scale: 1 " =40' F.B.: A18 -59 O/k e4. PREVIOUS REF.: F SNOGIA3N J ORDER No DATE DESCRIPTION DRAWN BY J MAP OF BOUNDARY SURVEY ! 1 F.I.P. 1/2 (no cap) 13.40 �I Al TWO STORY C.B.S. \ � RES. # 1135 NE 100 ST. '-.1,;;°p MIAMI, FL -� o UNDER CONSTRUCTION 14.38' 77.96 F.I.P. 1/2 (no cop) / / / / SCALE : 1" = 20' LEGAL DESCRIPTION: LOT "E" OF WEEKS SUBDIVISION, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 71 AT PAGE 91 OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITLES NAMED HEREON AND THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. A - ARC AVE. - AVENUE BLDG.- BUILDING 8M.- BENCHMARK C.- CURVE C.B.- CATCH BASIN C.B.S - CONCCRETE STRUCTURE. CH. - CHORD CHB.- CF:JRD BEARING CL- CLEAR CA - CE "TER LINE CONC.- CONCRETE CT.- COURT D.M.E - DRAINAGE AND MAINTENANCE EASEMENT. E.- EAST ENC.- ENCROACH BLOCIESMT.- EASEMENT F.D.H - FOUND DRILL HOLE F.F.E- FINISHED FLOOR ELEVATION F.I.P- FOUND IRON PIPE 0 - DIAMETER ELEV.- ELEVATION F.N.- FOUND NAIL F.N.D.- FOUND NAIL & DISC. FT.- FEET. 1.N.- LANE. MEAS.- MEASURE. M/L- MONUMENT LINE. M /S.- METAL SHED. N.- NORTH. No.- NUMBER. O.R.B.- OFFICIAL RECORDS BOOK. tx� O.V.H.- OVERHANG. O.W.- OVERHEAD WIRES. P.B.- PLAT BOOK. P.C.- POINT OF CURVATURE. P.O.B.- POINT OF BEGINNING. P.O.C.- POINT OF COMPOUND CURVE. P.G.- PAGE. PKWY.- PARKWAY. PL- PLACE. BEARINGS ARE BASED ON AN ASSUMED MERIDIAN C/L OF N.F. 100th ST. BEARS AS SHOWN IN PLAT BOOK 71 AT PAGE 91 . MIAMI —DADE COUNTY, FLORIDA. P.C.P. - PERMANENT CONTROL POINT. P.O.C. - POINT OF COMMENCEMENT. P.R.M.- PERMANENT REFERENCED MONUMENT. R.- RADIUS. RAD.- RADIAL RD.- ROAD. REC.- RECORD. RES.- RESIDENCE. RGE.- RANGE. R/W.- RIGHT OF WAY. EAST / / S.- SOUTH. SEC.- SECTION. S.I.P.- SET IRON PIPE. S.N.D.- SET NAIL & DISC. SWK.- SIDEWALK T.- TANGENT. TERR.- TERRACE. TWP — TOWNSHIP. U.E.- UTILITY EASEMENT. W.- WEST. W/F.- WOOD FENCE. A - CENTRAL ANGLE. cb- eb / 20' ASPHALT Zoni A P r ove d l we /p O N.E. 100th ST. FOR: THOMAS WENSJOE ORDER No.: 0501 -103 DATE: 01/28/2005 DRAWN BY: D.B.A. LOCATION SKETCH SCALE : r° = 100' (no � '/2 i opt N.E. 100th ST. 0 0 DATE OF FIELD SURVEY 01/26/2005 1 FLOOD ZONE:—AE COMMUNITY No. 120652 PAM.: 093 ,SUFFIX: J DATE OF FIRM: 07/17/95 D$SE FLOOD: 8.00 EXAMINATION OF THE ABSTRACT OF TITLE HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY AFFECTING THE PROPERTY. LOCATION AND IDENTIFICATION OF UTILITIES ON AND /OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. OWNERSHIP IS SUBJECT TO OPINION OF TITLE. UNDERGROUND FOUNDATION AND UTILITIES NOT LOCATED. 'ALTER' E. VE A. PROFESSIONAL SURVEYOR AND MAPPER No.3106 STATE OF FLORIDA NOT VALID UNLESS SIGNED & EMBOSSED SEAL. CARIBBEAN LAND SURVEYORS, INC. 11865 SW 26th ST. BLDG. I, SUITE 13, MIAMI, FL 33175 TELEPHONE: (305) 227 -6967 FAX: (305) 227 - 7142 E —MAIL: CARIBBEANSURVEY ®AOL.COM GLASS BLOCK CALCULATIONS: NOTES: 1. POOL EMPTY AND SPA FOR MAXIMUM P. 2. GLASS BLOCK - 8X8X3i PITTSBURGH CORNING "THICKSET BLOCK" (3 ROWS MAXIMUM) DADE COUNTY APPROVAL N° 95- 090813. 3. REINFORCEMENT - STAINLESS STEEL LADDER TYPE #9 GAUGE WIRES 2" APART IN ALL HORIZONTAL JOINTS AND EXTENDED 4" MIN. INTO ADJACENT GUNITE WALL Fx =50xsi 4. MORTAR MIX - (1 -1 -4) 1PART PORTLAND CEMENT 1 PART LIME 4 PARTS SAND 5. USE "HYDROZO CLEAR 16" TO SEAL JOINT MORTAR THEN APPLY A THIN COAT OF "DOW CORNING 795" SEA LAND TO PROTECT SEAL. SPILLOUT water line 111 =111 =1 1 1=11 I 11- 111 -111711 i -11 SECTION L PROJECT: THOMAS WENSJOE PROJECT ADDRESS: 1 135 NE 100 ST, MIAMI SHORES, FL 33138 OWNER PHONE: OWNER: THOMAS WENSJOE OWNER ADDRESS: 1 135 NE 100 ST, MIAMI SHORES, FL 33138 LOT: E BLOCK: SCALE AS SHOWN DRAWN BY: A.M DATE: 11-26- 2004 VICTOR SOMOHANO PROFESSIONAL ENGINEER uc:00 52 774 ADDRESS: 12380 SW 130 ST,MIAMI FL 331 (305) 260 -9555 86 GeniePools M i a m i PROJECT: OWNER PRESSURE: THOMAS WENSJOE f'c= 2500 psi (PITTSBURGH CORNING'S SPEC'S GUIDELINES) Fc= 0,4 fc = 1000psi Fy= 42 000 psi (S.S A 304) Fs= 24 000 psi Es= 29 000 ksi Eg= 9000 ksi WALL THICKNESS= 4" d= 0.75 d= 0,75x 4= 3.0IN MAXIMUM BLOCK HEIGHT, h= 3.0FT W= 62,4 PCF. P= (3.0- 0.67) 62.4= 145,6 PSF FOR 9 GAUGE STEEL WIDE: b = 8" 0.1495 = 0.0176 4 p= 2t,= 0.0176 = 0.0007 P° bxd 8x3 145.6 PSF GLASS f 'm= 1000 n= Es = 29 000 = 3.22 Eg 9.00 u ALLOWABLE BENDING Fb= f 'm = 250 psi 4 Fb= 150 (CONTROLLED BY MORTAR) ALLOWABLE MOMENT. \Chp) + 2np - np= ?(0.0022) (2x 0.0022) - 0,0022= 0.066 j= 1- k= 1- 0.066 =0.978 3 3 Mn= bd (k x j) Fb= 8 x3 2 (0.066x 0.978) (150)= 350 (GLASSY F 2 2 Ms= d Fs= 0.0176x 0,978x 3.0x 24 000= 1236 (STEEL) IN- F THUS ALLOWABLE MOMENT FOR GLASS CONTROLS MA= 350 CHECK STRESSES: THOMAS WENSJOE PROJECT ADDRESS: 1 135 NE 100 ST, MIAMI SHORES, FL 33138 M= (Pxb) L (145.6 x 0.67) (1.20) = 210 <MA 81c 8 8 OWNER PHONE OWNER ADDRESS: 1 135 NE 100 ST, MIAMI SHORES, FL 33138 np= 3.22x 0.0007= 0.0022 LOT: BLOCK: SCALE: AS SHOWN DRAWN BY: A.M DATE 1 1 -26 -2004 VICTOR SOMOHANO PROFESSIONAL ENGINEER uc:00 52 774 ADDRESS: 12380 SW 130 ST,MIAMI FL. 33188 (305) 260 -9555 IN- F GeniePoolS ( Owner's Side 5'-0" MPX 2'-0' 71 v AI • • a f 1=I I -11-- ifill l liI Il I — NO" — I " X6 "or1 "X8" Wand pickets 4" X 4" Wood post 2" X 4" Wood pail Ccricrete II f-1 WOOD FENCES 2915 Fences Wood Posts 2915.1 Wood fences, so located on a property that by zoning regulations they cannot be used as a wall of a building, shall be constructed to meet the following minimum specifications. 4' -0' High or Less = 6' -0' O.C. 5' -0' High or Less = 5' -0' O.C. (a) Fences not exceeding 5 feet in height shall be constructed to meet the following minimum requirements: from nominal 4 inch by 4 Inch by 8 feet -0 inch long posts spaced 5 fee -0 inches on centers, having a fiber stress of 1200 p.s.i. in bending, and shall be embedded 2 feet -0 inches into a concrete footing 1 fcot -0 inches in diameter and 3 feet -0 inches deep. Other components shall be designed to comply with the provisioqs of. this Chapter and Chapter 23. (b) Fences not exceeding 5 feet and 4 feet in height respectively shall be constructed as provided In paragraph 2915.1 (a) herein, except that the spacing of posts may be increased to 5 feet -0 inches and 6 feet -0 inches on centers for these heights. 5'-O' MAX Owner's Side • 4 4 s 4 I — I i I — u WOOD FENCES 2" X 4" Woad Rail III X6"cr "XS" Wood PIcket5 cncrete 4 1 =1II_ I11 =1II - III — III - 3'-O" 2915 Fences Wood Posts 2915.1 Wood fences, so located on a property that by zoning regulations they cannot be used as a wall of a building, shall be constructed to meet the following minimum specifications. (a) Fences not exceeding 5 feet in height shall be constructed to meet the following minimum requirements: from nominal 4 inch by 4 inch by 8 feet -0 inch long posts spaced 5 fee inches on centers, having a fiber stress of 1200 p.s.i. in bending, and shall be embedded 2 feet -0 inches into a concrete footing 1 fcot -0 inches in diameter and 3 feet -0 inches deep. Other components shall be designed to comply with the provisiops of. this Chapter and Chapter 23. (b) Fences not exceeding 5 feet and 4 feet In height respectively shall be constructed as provided In paragraph 2915.1 (a) herein, except that the spacing of posts may be increased to 5 feet -0 inches and 6 feet -0 inches on centers for these heights. 4 _High or Less = 6' -0' O.C. or Less = 5' -0' O.C. BEST 'TRUSS CO. 7035 SW 44 ST. ML1MI, FL 33175 Phone: 305-667-6797 Fax: 305-667-0592 Project: Model: Contact: Name: Phone: Fax: Site: Tentative Delivery Date: Block No: Lot No: Office: 893 -5463 Profile: Qty: 1 V3 Truss Id: T9 158 lbs. each Span: 27 - 4 - 1 Truss Type: Slope: LOH ROH 77 BF -Ea 77 Total Built By: • 6 -3 -11 c1 -0 -0 ROOF TRUSS 5.00 0 -0 -0 0 -0 -0 0.00 0 - 10 - 0 t 6 BF -Ea 6 Total 4 - - ROOF TRUSS 5.00 ,0 -0 -0 0 -0 -0 10 lbs. each 0.00 1 -8 -0 r ROOF TRUSS 5.00 0 -0 -0 0 -0 -0 0.00 V7 8 - 0 - 0 24 lbs. each To: THOMAS WENS JOE 1701 NE 115 ST M. SHORES FL., DA Deliver To: 1135 NE 1000 ST. Production List Job Number: Page: Date: Project 1D: Account No: Designer: Salesperson: Quote Number: tntin 12 BF -Ea 12 Total 5 07 -16 -2004 - 2:22:19 PM 4g27 REMBERTO CONTRERAS, PE Consulting Engineer Civil /Structura 30 N.W. 87 Avenue, #C -101 Miami, FL 33172 Phone: (305) 667 -6797 (Florida P.E. 21522) 07-110°04 Job Truss Truss Type 4G27 J1 ROOF TRUSS Best Truss C6.; Mi3mT FE 33155 JMM 1 1 -0 -0 Qty Ply THOMAS WNESJOE 122 1 0020 Job Reference (optional) 5.100 s Mar 25 2003 MiTek Industrie, Tnc. Fri 2004 Page 1 2 Scale = 1 -0 -0 LOADING (psf) SPACING 2 -0 -0 I CSI DEFL in (loc) I /defl Lid 1 PLATES GRIP �! TOLL 30.0 Plates Increase 1.33 I TC 0.04 Vert(LL) -0.00 1 >999 240 M1120 249/190 TOOL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.00 1 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 I Code FBC2001 /ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 6OT CHORD 2 X 4 SYP No.2 REACTIONS (lb /size) 2= 99/0 -1 -8, 3= 10/0 -1 -8 Max Horz 2 = -149 (load case 2), 3= 209(load case 2) Max Uplift2= -155 (load case 2), 3=- 70(load case 2) FORCES (lb) - First Load Case Only TCP CHORD 1 -2 =121 SOT CHORD 1 -3 = -86 BRACING TOP CHORD BOT CHORD NOTE::: 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposeu :Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection by others) of truss to bearing plate at joint(s) 2, 3. 3) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 2 and 70 lb uplift at joint 3. • 4 Non Standard bearing condition. Review required. 5 Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6 This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 1- 3 = -20,0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf Vert: 1- 2 =A.5, 1 -3 =141.9 Horz: 1 -2= -96.5 Weight: 3 lb Sheathed or 1 -0 -0 oc purlins. Rigid ceiling directly applied or 6 -0 -0 oc bracing. Rob Truss Truss Type 4027 J3 ROOF TRUSS s-t CC r COT; Miami, F B T331557JMM LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 3x4 LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANSI95 1 -0 -0 1 -0 -0 2 CSI TC 0.11 BC 0.11 WB 0.08 (Matrix) 3 -0 -0 5.00 r1 2x4 1 -3 -1 9x4 0 -3 -10 REACTIONS (lb /size) 3 =41 /Mechanical, 4=- 8/Mechanical, 5= 290/0 -7 -4 Max Horz5= 139(load case 2) Max Uplift3=- 45(load case 2), 4=- 8(load case 1), 5=- 418(load case 2) Max Grav3= 41(load case 1), 4= 40(load case 2), 5= 290(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1 -2 =50, 2 -3 = -41 BOT CHORD 1 -5 = -0, 4 -5 =0 WEBS 2- 5 = -206 3 - 0 - 0 BRACING TOP CHORD BOT CHORD Qty I Ply THOMASWNESJOE 21 3 - 0 - d 1 4 1 -8 -6 DEFL in (loc) I /deft L/d Vert(LL) 0.01 1 >999 240 Vert(TL) 0.01 1 >999 180 Horz(TL) 0.01 3 n/a n/a I Sheathed or 3-0 -0 oc purlins. Rigid ceiling directly applied or 10 - - oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3, 8 lb uplift at joint 4 and 418 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 1- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.5, 1 -5= 141.9, 4 -5= -10.0 Horz: 1 -3= -96.5 Job Reference (optional) 5.100 s M5r 25 2003 MiTekln usTnes, lnc Fri JUI 1514:24:56 2004 a eg 3— Scale = 1:8.71 PLATES M 1120 Weight: 10 lb GRIP 249/190 0029. Job 4G27 Truss J4 Best Truss CO., Miami, Fl. 33155, JMM LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 3x4 = -- 1 -0 -0 1 -0 -0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS 2x4 11 2 1 -3 -�4 1L 0 -3 -10 CSI TC 0.22 BC 0.13 WB 0.12 (Matrix) REACTIONS (lb /size) 3= 139 /Mechanical, 4 =36 /Mechanical, 5= 369/0 -7-4 Max Horz5= 219(load case 2) Max Uplift3=- 161(load case 2), 5=- 421(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2 =64, 2 -3 =41 BOT CHORD 1 -5 = -0, 4-5 =0 WEBS 2- 5 = -317 5.00112 5 -0 -0 5 -0 -0 BRACING TOP CHORD BOT CHORD Qty Ply THOMAS WNESJOE 17 1 Job Reference (optional) 5.100 s Mar 25 2003 MiTek Industries, nc. Fri Jul 16 Page 1 5 -0 -0 3 -8 -6 DEFL in (loc) I /defl Vert(LL) -0.02 1 >901 Vert(TL) -0.02 1 >999 Horz(TL) -0.01 3 n/a L/d 240 180 n/a 4 1 PLATES MI120 Weight: 16 lb Sheathed or 5 -0 -0 oc puffins. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 3 and 421 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-3=-90.0, 1-4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.5, 1 -5= 141.9, 4-5= -10.0 Horz: 1 -3= -96.5 Scale: 1"=1' GRIP 249/190 0030 'Truss Truss Type 4G27 CJ7 ROOF TRUSS ' BesfTruss CO., Miami F1 33755, JTviivi LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 0 N- LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 3 -5 -14 3 -5 -14 2x4 1 -4 -4 , 1-9-6 1 -4 -4 0 -5 -2 SPACING 2 - Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANS195 REACTIONS (lb /size) 6= 284/0 -10-4, 5= 387 /Mechanical Max Horz 6= 180(load case 2) Max Uplift6=- 428(load case 2), 5=- 320(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2 =39, 2 -3 =54, 3 -4 = -12 BOT CHORD 1 -6 =0, 5 -6 =0 WEBS 2 -6 =- 313, 3-5= -307 BRACING TOP CHORD BOT CHORD NOTES 1) Wind: ASCE 7-98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2 Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 lb uplift at joint 6 and 320 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1= 0.0- to -4 =- 157.8, 1= 0.0 -to -5= -35.1 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1=- 8.2 -to -3= 148.2, 3= 250.2 -to -4= 256.5, 1= 150.0 -to -6= 145.4, 6=- 4.6 -to -5= -17.5 Horz: 1= 8.2 -to -2= -37.5, 2 =- 37.5- to -3 =- 165.0, 3 =- 267.0 -to -4= -274.0 `Oty Ply THOMAS WNESJOE 0004 8 1 I Job Reference (optional) 5.100 s' Mar 252003 MiTek lndustnes, Inc. Fri Jul16 (4:24:47 2004 Page 1 7 -0 -2 3 -6 -4 Scale = 1:14.5 3 2x4 2x4, 7 -0 -2 5 -2 -12 CSI DEFL in (loc) 1 /deft L/d PLATES TC 0.49 Vert(LL) -0.06 1 >387 240 M1120 BC 0.21 Vert(TL) 0.09 1 >225 180 WB 0.13 Horz(TL) 0.00 n/a n/a (Matrix) L Weight: 25 lb Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. GRIP 249/190 Jcib Truss Truss Type - Qty Ply THOMASWNESJUE 0018 4G27 HG3 ROOF TRUSS 1 I 1! Job Reference (optional) Best Truss CO., Miami, 1. 33155, JMM ' 5.100 s Mar 25 2003MiTek in Inc-Fn Jul 16 14:2T53 Page 1 i 1 -3 -10 1-3-10 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3x6 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 5 -0 -0 9 -4 -0 13 -0 -6 14 -4 -0 3 -8 -6 4x9 3x6 1-0-013-10 5 -0 -0 9 -4 -0 1-0-00-3-10 3 -8 -6 4 -4 -0 Plate Offsets (X,Y): 130- 5- 8,0 -2 -0], 14:0- 5-8,0 -2 -0], 18:0 -2- 12,0 -1 -81 j10_0-2. 12,0 -1 -8] CSI TC 0.51 BC 0.37 WB 0.44 (Matrix) REACTIONS (lb /size) 11= 1250/0 -7 -4, 7= 1250/0 -7 -4 Max Uplift11=- 1025(load case 2), 7=- 1025(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2 = -79, 2 -3= -1686, 3 -4= -1512, 4 -5= -1686, 5 -6 = -79 BOT CHORD 1- 11 =75, 10- 11 =75, 9 -10 =1512, 8 -9 =1512, 7 -8 =75, 6 -7 =75 WEBS 2 -11= -1132, 2 -10 =1456, 3 -10 =130, 4 -8 =130, 5 -8 =1456, 5 -7= -1132 4 -4 -0 3x4 - DEFL in (loc ) 1 /deft L/d Vert(LL) -0.05 10 >999 240 Vert(TL) -0.07 8 -10 >999 180 Horz(TL) 0.01 7 n/a n/a BRACING TOP CHORD BOT CHORD 3x6 3 -8 -6 13 -0 -6 3 -8 -6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5 0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1025 lb uplift at joint 11 and 1025 lb uplift at joint 7. 5 This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6 Girder carries hip end with 5 -0 -0 end setback 7 Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320.8lb down and 231.8lb up at 9 -4 -0, and 320.8lb down and 231.8Ib up at 5 -0-0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -4 =- 143.9, 4 -6= -90.0, 1 -10= -20.0, 8 -10= -32.0, 6 -8= -20.0 Concentrated Loads (Ib) Vert: 10= -320.8 8= -320.8 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =79.0, 3 -4= 135.6, 4 -6 =79.0, 1 -11= 134.4, 10- 11= -10.0, 8 -10= -16.0, 7 -8= -10.0, 6 -7 =134.4 Horz: 1 -3= -89.0, 4 -6 =89.0 Concentrated Loads (Ib) Vert: 10 =231.8 8 =231.8 3) 1st unbalanced Regular Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -4 =- 143.9, 4 -6= -30.0, 1 -10= -20.0, 8 -10= -32.0, 6 -8= -20.0 Concentrated Loads (Ib) Vert: 10= -320.8 8= -320.8 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-3=-30.0, 3 -4 =- 143.9, 4 -6= -90.0, 1 -10= -20.0, 8 -10= -32.0, 6 -8= -20.0 Concentrated Loads (Ib) Vert: 10= -320.8 8= -320.8 PLATES M 1120 3x6 Weight: 62 lb 1 -3 -10 Scale = 1:25.3 14 -4 -0 13 -4 -0 0 -3- 101 -0 -0 GRIP Sheathed or 4 -7 -8 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: 6 -8 -6 oc bracing: 8 -10. 249/190 rJob 4G27 Best Truss CO., Miami, Fl. 33155, JMM 1 -3 -10 1 -3 -10 1 co to 3x4 2 3x4 2x4 Truss I Truss Type H3 ROOF TRUSS 5.00 1 7 -0 -0 5 -8 -6 7 -0 -0 1- 0 -01 -10 1 -0 -0 0 -3 -10 5 -8 -6 - Plate Offsets (X,Y): 13 :0- 5- 0,0 -0- 8],18:0 -1- 12,0- 3- 0],fi0 :0- 345,0 -2 -0J LOADING (psf) 1 SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANS195 . LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 CSI TC 0.51 BC 0.21 WB 0.20 (Matrix) REACTIONS (lb /size) 11= 788/0 -7 -4, 7= 788/0 -7 -4 Max Uplift/ 1=- 683(load case 2), 7=- 683(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2= -193, 2 -3= -811, 3 -4= -658, 4 -5= -811, 5 -6= -193 BOT CHORD 1 -11 =223, 10 -11 =223, 9 -10 =658, 8 -9 =223, 7 -8 =223, 6 -7 =223 WEBS 2 -11= -702, 2 -10= 440, 3- 10 = -1, 4 -9 = -1, 5 -9 =440, 5 -7= -702 74-F 0 -4 -0 6x10 3 4 10 9 8 4x9 5x8 7 0 -4 -0 BRACING TOP CHORD BOT CHORD Oty Ply THOMASWNESJOE 1 11 Job Reference (optional) 5.1 M 5 2003 fvliTek Industries, Inc. Fri Jul 16 14:24:bf Page 1 13 -0 -6 5 -8 -6 13 -0 -6 5 -8 -6 DEFL in (loc) //deft L/d Vert(LL) 0.02 10 >999 240 Vert(TL) -0.04 7-9 >999 180 Horz(TL) 0.00 7 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Provide adequate drainage to prevent water ponding. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 683 lb uplift at joint 11 and 683 lb uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-3=-90.0, 3- 4= -90.0, 4 -6= -90.0, 1 -6= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =79.0, 3 -4 =79.0, 4 -6 =79.0, 1 -11= 134.4, 7.11= -10.0, 6 -7 =134.4 Horz: 1- 3= -89.0, 4 -6 =89.0 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3- 4= -90.0, 4- 6= -30.0, 1- 6 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-3=-30.0, 3- 4= -90.0, 4 -6= -90.0, 1 -6= -20.0 PLATES MI120 3x4 5 6 L Weight: 70 lb 14 -4 -0 1 -3 -10 Scale = 1:25.3 3x4 - 2x4 14 -4 -0 13 -4 -0 0 -3- 101 -0 -0 Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. GRIP 249/190 0015 F? 2 Job I Truss Truss Type Qty I Ply I THOMAS WNESJOE 0075 I 4G27 I T3 I ROOF TRUSS [ 1 1 ' Job Reference (optional) �e russ C;O l�T amt, - F - 1 31 M J M — a 1-00 s WTar 252003 TMTiTeek industries, Inc. Fn Jul 16 14:25;T2 2004 Page 1 6 -2 -0 `Pal Te Offse s ' j/4 7 -11J, [5:0- 4- 0,0 -3-0J, [6:Edge,0 -7 -11 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 6 -2 -0 12 -4 -0 6 -2 -0 6 -2 -0 REACTIONS (lb /size) 6= 662/0 -7 -4, 4= 662/0 -7 -4 Max Uplift6=- 423(load case 2), 4=- 423(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1- 2 = -888, 2- 3 = -888, 1- 6 = -598, 3- 4 = -598 BOT CHORD 5 -6 =445, 4 -5 =445 WEBS 2 -5 =48, 1 -5 =282, 3 -5 =283 4x9 5 5x8 - BRACING TOP CHORD BOT CHORD 6 -2 -0 12 -4 -0 6 -2 -0 SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP Plates Increase 1.33 TC 0.86 Vert LL 0.02 5 >999 240 MI120 249/190 Lumber Increase 1.33 i BC 0.16 ' Vert(TL) -0.03 5 -6 >999 180 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a Code FBC2001 /ANS195 (Matrix) Weight: 61 lb Sheathed or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf, BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint 6 and 423 lb uplift at joint 4. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2- 3= -90.0, 4- 6 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =80.2, 2 -3 =80.2, 4 -6= -10.0 Horz: 1 -2= -90.2, 2 -3 =90.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2- 3= -30.0, 4 -6= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert. 1 -2= -30.0, 2- 3= -90.0, 4- 6 = -20.0 Scale = 1 :21.0 10x10 - Job 4G27 Truss J5A Best l russ C iami, FI: 33f55, JMNI LOADING (psf) TOLL 30.0 TCDL 15.0 BOLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No 2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1 - 0 - 0 Truss Type ROOF TRUSS 1 -3 4Q4 1 -0 -0 0 -3 -10 SPACING 2 -0-0 I CSI Plates Increase 1.33 I TC 0.22 Lumber Increase 1.33 BC 0.13 Rep Stress Incr YES WB 0.12 Code FBC2001 /ANSI95 (Matrix) REACTIONS (lb /size) 3= 139 /Mechanical, 4 =36 /Mechanical, 5= 369/0 -7 -4 Max Horz5=219(load case 2) Max Uplift3=- 161(load case 2), 5=- 421(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2 =64, 2 -3 =41 BOT CHORD 1 -5 = -0, 4 -5 =0 WEBS 2- 5 = -317 Qty Ply — THOMASWNESJOt 1 1', 'Job Reference(optional) b.f s ar 5 003TJfiTek Industries, Inc. Fn Jul 16 14:24:58 - Page 1 5 -0 -0 3 -8 -6 DEFL in (loc) Vdefl L/d Vert(LL) -0.02 1 >901 240 Vert(TL) -0.02 1 >999 180 Horz(TL) -0.01 3 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 3 and 421 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 1- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.5, 1 -5= 141.9, 4 -5= -10.0 Horz: 1- 3 = -96.5 PLATES MI120 Weight: 16 lb BRACING TOP CHORD Sheathed or 5 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale: 1"=1 GRIP 249/190 0038 Job 4G27 ` 3esfTruss COT Miiami, fit. 33155, JMM LAJ Plate Oftse LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3x4 Truss CJ9 3 -5 -2 3 -5 -2 &Se :1 I SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO I Code FBC2001 /ANSl95 I Truss Type ROOF TRUSS REACTIONS (lb /size) 6= 668 /Mechanical, 7= 656/0 -10-4 Max Horz7= 349(load case 2) Max Uplift6=- 491(load case 2), 7=- 935(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2= -135, 2 -3= -292, 3 -4= -144, 4- 5 = -17, 4 -6= -537 BOT CHORD 1 -7 =148, 6 -7 =148 WEBS 2- 7 = -572, 2 -6 =33 2x4 3 -0 -0 3 -5 -2 3 -0 -0 0 -5 -2 -W 0-� 12 , 4 0- 3- 0.0 -f-• LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 *Except* 4 -6 2 X 4 SYP No.2 Oty Ply 71FrOfviRSWNESJOE 11 I 1 Job Reference (optional) 5.. 00 s Md 25 - 2003 Mil In ustries, Inc/FrTTuT16 14:2 1 9 -10 -1 6 -4 -14 9 -10 -1 6 -4 -14 CSI I DEFL in (loc) Udefl L/d TC 0.81 1 Vert(LL) -0.04 6 -7 >999 240 BC 0.33 Vert(TL) -0.07 6 -7 >999 180 WB 0.24 Horz(TL) 0.00 6 n/a n/a (Matrix) NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 6 and 935 lb uplift at joint 7. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1=- 0.0- to -4 =- 215.3, 4=- 215.3- to -5 =- 221.4, 1= 0.0 -to -6= -49.2 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1=- 8.0 -to -4= 207.2, 4= 311.8 -to -5= 317.9, 1= 147.4 -to -7= 138.5, 7=- 8.8 -to -6= -24.6 Horz: 1= 8.0 -to -2= -77.7, 2=- 77.7- to -4 =- 231.1, 4 =- 335.7 -to -5= -342.5 PLATES MI120 Weight: 44 lb Sheathed or 6 -0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 00 07 1 6 3x8 = GRIP 249/190 Tob Truss Truss Type 4G27 J2 ROOF TRUSS - Best Truss Ca; Miami, P: 33155, JMM LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANS195 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.2 1 2x4 2x4 2 -5 -0 CSI TC 0.15 BC 0.14 WB 0.00 (Matrix) 2 -5 -0 2 -5 -0 5.00 fT2 REACTIONS (lb/size) 4= 121/0 -7 -4, 2 =94 /Mechanical, 3 =27 /Mechanical Max Horz 4= 89(load case 2) Max Uplift4=- 12(load case 2), 2=- 132(load case 2), 3=- 25(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1- 4 = -105, 1 -2 =29 BOT CHORD 3-4 =0 2 - 5 - 0 BRACING TOP CHORD BOT CHORD Qty Ply THOMAS WNESJOE 1 1 Job Reference (optional) 5.100 s'Mar 25 2003 MiTek Industries, Inc. Fn Jul 15 1 Page 1 3 DEFL in (toc) Udefl L/d PLATES Vert(LL) 0.01 3-4 >999 240 M1120 Vert(TL) - 0.00 3-4 >999 180 Horz(TL) -0.02 2 n/a n/a Sheathed or 2 -5 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 4, 132 lb uplift at joint 2 and 25 lb uplift at joint 3. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-2=-90.0, 3-4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =86.5, 3- 4 = -10.0 Horz: 1 -2= -96.5 Weight: 9 lb 0024 Scale: 1"=1" GRIP 249/190 Job 4G27 — BestTruss CO Truss V3 Miami, FI 331 55,7MNI 2 -0 -0 2 -0 -0 Truss Type ROOF TRUSS 5.00 f2 4x9 2 4 -0 -0 2 -0 -0 • Ws. +mos sx..wli ‘7 3:1fir w 444MWO*06 NOOK — Plate O se s LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 2x4 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 CSI TC 0.04 BC 0.01 WB 0.03 (Matrix) 4 -0 -0 4 -0 -0 2x4 DEFL in (loc) 1 /deft L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a BRACING TOP CHORD BOT CHORD Sheathed or 4 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 71/4 -0-0, 3= 71/4 -0 -0, 4= 138/4 -0-0 Max Upliftl=- 58(load case 2), 3=- 58(load case 2), 4=- 78(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1- 2 = -28, 2 -3 = -28 BOT CHORD 1 -4 =9, 3 -4 =9 WEBS 2- 4 = -107 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Gable requires continuous bottom chord bearing. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1, 58 lb uplift at joint 3 and 78 lb uplift at joint 4. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -3= -90.0, 1 -3= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =86.5, 2.3 =86.5, 1 -3= -10.0 Horz: 1 -2= -96.5, 2-3=96.5 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2- 3= -30.0, 1 -3= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -30.0, 2- 3= -90.0, 1- 3 = -20.0 Qty Ply THOMAS WNESJOE 1 1 Job Reference (optional) -- 571001 a - 25 2003 MiTekTndusfries, lnc. Fn Jul 16 14:25: 1 PLATES MI120 GRIP 249/190 0082 Scale = 1:6.4 Weight: 10 lb lob Truss Truss Type Qty Ply t HUMASWNESSOE 0083 4G27 iV7 ROOF TRUSS 11 1 Job Reference (optional) `Best Truss CO., Miami, F 55TJMM 5.100 s Mar 25 2003 MiTek Industries. Inc. Fn TUF16 T4:25:T5 2004 Page 1 I 2x4 4-0 -0 4 -0 -0 2 LOADING (psf) ! SPACING 2 -0-0 CSI TOLL 30.0 Plates Increase 1.33 TC 0.24 TCDL 15.0 Lumber Increase 1.33 BC 0.05 BOLL 0.0 ! Rep Stress Incr YES WB 0.07 BCDL 10.0 ! Code FBC2001 /ANS195 (Matrix) L LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 1= 182/8 -0 -0, 3= 182/8 -0 -0, 4= 356/8 -0-0 Max Uplift 1=- 145(load case 2), 3=- 145(load case 2), 4=- 192(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1- 2 = -71, 2 -3 = -71 BOT CHORD 1 -4 =24, 3 -4 =24 WEBS 2- 4 = -274 4x9 2x4 H 8 -0 -0 8 -0 -0 DEFL in (loc) l/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a BRACING TOP CHORD BOT CHORD 8 -0 -0 4 -0 -0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 1, 145 lb uplift at joint 3 and 192 lb uplift at joint 4. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -3= -90.0, 1 -3= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =83.6, 2 -3 =83.6, 1- 3 = -10.0 Horz: 1- 2= -93.6, 2 -3 =93.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -3= -30.0, 1 -3= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -30.0, 2- 3= -90.0, 1- 3 = -20.0 PLATES MI120 Weight: 24 lb 2x4 Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. Scale = 1:12.7 GRIP 249/190 TY Truss 14G27 J4C — Best I russ CO., Miami, F1: 33155, JMM Lc) M Truss Type ROOF TRUSS 3x4 REACTIONS (lb /size) 4= 231/0 -7 -4, 2= 176 /Mechanical, 3 =55 /Mechanical Max Horz 4= 169(load case 2) Max Uplift4=- 71(load case 2), 2=- 223(load case 2), 3=- 28(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1- 4 = -203, 1 -2 =53 BOT CHORD 3 -4 =0 Qty Ply 4 1 THOMAS WNESJOE Job Reference (optional) 5.100 s'Mar 25 2003 MiTek Industries, inc. Fri JuT 16 T4:2457 2004 Page 1 3 4 -5 -0 4 -5 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl L/d TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.05 3 -4 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.35 Vert(TL) 0.04 3 -4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.10 2 n/a n/a BCDL 10.0 Code FBC2001 /ANS195 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD DOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.2 Sheathed or 4 -5 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 4, 223 lb uplift at joint 2 and 28 lb uplift at joint 3. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 3- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-2=86.5, 3- 4 = -10.0 Horz: 1 -2= -96.5 0033 Scale = 1:15.1 PLATES GRIP M1120 249/190 Weight: 16 lb 7 0� Truss Truss Type 4027 J6 ' ROOF TRUSS it BesfTruss CO., iFvliami, Ft. 33�55,JMM M 3x4 2 5 2x4 1 -0 -0 1 -3 -10 1 -0 -0 0 -3-10 LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 2x4 I I 5.00 F1 CSI TC 0.55 BC 0.37 WB 0.17 (Matrix) REACTIONS (lb /size) 3= 224 /Mechanical, 4 =69 /Mechanical, 5= 470/0 -7 -4 Max Horz5= 293(load case 2) Max Uplift3=- 253(load case 2), 4=- 5(load case 2), 5=- 456(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2 =93, 2 -3 =67 BOT CHORD 1 -5 =0, 4 -5 =0 WEBS 2- 5 = -468 7 - 0 - 0 Qty BRACING TOP CHORD BOT CHORD Ply THOMAS WNESJOE 3 1 Job Reference (optional) b 00 sTvTar 25 2003 Industries. Inc. Fn' JuTTE 14:24:59 2004 7 -0 -0 3 p, 7 -0 -0 5 -8 -6 4 DEFL in (loc) I/deft Lid PLATES Vert(LL) -0.11 1 >141 240 MI120 Vert(TL) -0.10 1 >163 180 Horz(TL) -0.07 3 n/a n/a Weight: 23 lb Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1,33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 3, 5 lb uplift at joint 4 and 456 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (ptf) Vert: 1 -3 =84.6, 1 -5= 140.0, 4 -5= -10.0 Horz: 1 -3= -94.6 GRIP 249/190 0040 Scale = 1:16.2 Tob 4G27 -- Be - St - Truss COMiiami, FI- 331 JMM LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss Truss Type J4B ROOF TRUSS 0 4 1 M 0 3x4 1 -0 -0 1 -0 -0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 2 2x4 � CSI TC 0.14 BC 0.09 WB 0.10 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 REACTIONS (lb /size) 3= 110 /Mechanical, 4 =24 /Mechanical, 5= 339/0 -7 -4 Max Horz5= 193(load case 2) Max Uplift3=- 128(load case 2), 5=- 412(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =58, 2 -3 =32 BOT CHORD 1 -5 =0, 4 -5 =0 WEBS 2 -5= -276 5.00 rT2 4 -4-6 4 -4 -6 Qty Ply TFTOMTASWNESJOE 0032 1 1' Job Reference (optional) 5.100 M s 52D03 MiTek In ustnes, Inc. Fn Jul 16 14:24:5 ( 2004 -age 1 4 -4 -6 3-0 -12 DEFL in (loc) I/defl L/d Vert(LL) -0.00 1 >999 240 Vert(TL) -0.00 4 -5 >999 180 Horz(TL) -0.00 3 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.Opsf; Category II; Exp C; enclosed,C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 3 and 412 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-3=86.5, 1 -5= 141.9, 4 -5= -10.0 Horz: 1 -3= -96.5 4 r7 PLATES MI120 Weight: 14 lb Sheathed or 4 -4 -6 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. Scale = 1:10.9 GRIP 249/190 Jo Truss Truss Type 4G27 J1C ROOF TRUSS Best Truss GU., fvliiami, - F1 331 JMrvf LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 3x4 - REACTIONS (lb /size) 2= 139/0 -1 -8, 3= 14/0 -1 -8 Max Horz 2 = -242 load case 2), 3 =318 (load case 2) Max Uplift2= -219 load case 2), 3=-99(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2 =180 BOT CHORD 1- 3 = -135 CSI TC 0.06 BC 0.11 WB 0.00 (Matrix) 1 -4 -14 1 -4 -14 5.00 F 1 -4 -14 1 -4 -14 Oty Ply 1HUMAS WNESJOt 2 1 Job Reference (optional) 5100 svfa125 - 2003 MTTek Indus nes, nc. En Jul 16 14724'.54 1 2 DEFL in (loc) 1/defl Lid Vert(LL) -0.00 1 >999 240 Vert(TL) -0.00 1 >999 180 Horz(TL) 0.00 n/a n/a PLATES M 1120 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1 -4 -14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 2 and 99 lb uplift at joint 3. 4' Non Standard bearing condition. Review required. 5' Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6, This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 1 -3= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-2=86.5, 1 -3 =141.9 Horz: 1 -2= -96.5 Scale = 1:6.2 GRIP 249/190 0022 Jcb Truss Truss Type 4G27 CJ8 ROOF TRUSS B4fTruss Fl: 33155, - L 1 -6 -6 1 -6 -6 1 -2 -0 1 -6 -6 1 -2 -0 0 -4 -6 Plate O se s ,Y): 0 1-10,D - 0 - Uj 4 -9 -10 3 -3 -4 LOADING (psf) SPACING 2 -0 -0 CSI TCLL 30.0 Plates Increase 1.33 TC 0.86 TCDL 15.0 Lumber Increase 1.33 BC 0.41 BCLL 0.0 Rep Stress Incr NO WB 0.16 BCDL 10.0 Code FBC2001 /ANS195 (Matrix) REACTIONS (lb /size) 5 =585 /Mechanical, 6= 372/0 -8 -12 Max Horz 6= 295(load case 2) Upllft5=- 523(load case 2), 6=- 380(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1- 2 = -135, 2- 3 = -285, 3- 4 = -16, 3-5= -446 BOT CHORD 1 -6 =192, 5 -6 =192 WEBS 2 -6= -429 Oty ,, Ply I HOMASWNESJOE 0006 1 1 Job Reference (optional) 5.T00 srtvTa 5 003M,Tek Industries, Inc. Fr Jul 16 14:24:4(2004 Page 1 8 -4 -6 6 -10 -0 8 -4 -6 3 -6 -12 DEFL in (loc) 1 /deft L/d Vert(LL) -0.08 1 >227 240 Vert(TL) -0.07 1 >268 180 Horz(TL) -0.00 5 n/a n/a NOTES 1) Wind: ASCE 7-98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 5 and 380 lb uplift at joint 6. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1=- 0.0- to -3 =- 182.2, 3=-182.2-to-4=-188.3, 1= 0.0 -to -5= -41.8 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1 =- 11.1 -to -3= 179.8, 3= 283.2 -to -4= 289.6, 1= 148.6 -to -6= 144.7, 6=- 4.0 -to -5= -20.9 Horz: 1= 11.1 -to -2= -28.8, 2 =- 28.8- to -3 =- 200.0, 3 =- 303.4 -to -4= -310.5 PLATES MI120 Weight: 31 lb 'LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SYP No.2 'Except" 2-6 2 X 4 SYP No.3 Scale = 1:18.0 GRIP 249/190 Tot Truss I Truss Type 4G27 J4A ROOF TRUSS L Best Truss CO7Miami, FF 33T55,J 3x4 11 LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1- 3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.5, 1 -5= 141.9, 4- 5 = -10.0 Horz: 1 -3= -96.5 REACTIONS (lb /size) 3= 138 /Mechanical, 4 =35 /Mechanical, 5= 368/0 -7 -4 Max Horz 5= 188(load case 2) Max Uplift3=- 148(load case 2), 5=- 439(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2 =59, 2 -3 =35 BOT CHORD 1 -5 =0, 4 -5 =0 WEBS 2 -5= -315 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 Qty Ply THOMAS WNESJOE 1 11 NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2 Refer to girder(s) for truss to truss connections. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 3 and 439 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 1 Job Reference (optional 5.100 s Mar 2b 2 003 MiTe In nc z004 1 4 -11 -11 4 0031 Scale = 1:10.6 1 -0 -0 1-3 4 L 1 -0 -0 0 -3 -10 3 -8 -1 I LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert LL -0.01 1 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.10 Vert(TL) -0.01 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 3 n/a n/a i BCDL 10.0 Code FBC2001 /ANS195 (Matrix) Weight: 16 lb Sheathed or 4 -11 -11 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. Job 4027 rEies russ aFn I. G3T55,'JMM LOADING (psi) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 Truss i Truss Type Qty Ply - THOMAS W ESJOE 0042 1 1 J68 ROOF TRUSS 1 Job Reference optional bT60-s ar 52003T�iiTek In us nes, nc. Fn Jul 16 14.24.59 age 1 -3-10 6 -9 -5 I 1 -3-10 1 1 -0 -0 1 -0 -0 2 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 2x4 REACTIONS (Ib /size) 6= 447/0 -7 -4, 5= 293 /Mechanical Max Horz6= 256(load case 2) Max Uplift6=- 457(load case 2), 5=- 276(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =94, 2 -3 =53, 3-4 = -8 BOT CHORD 1 -6 =0, 5-6 =0 WEBS 2- 6 = -466, 3 -5= -231 CSI TC 0.42 BC 0.27 WB 0.17 (Matrix) 4.22 rT2 5-5 -11 6-9 -5 5 -5 -11 BRACING TOP CHORD BOT CHORD NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone: cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 457 Ib uplift at joint 6 and 276 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 1 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =84.9, 3- 4= 186.6, 1 -6= 140.2, 5 -6= -10.0 Horz: 1 -3= -94.9, 3 -4= -196.6 2x4 4 3 5 2x4 DEFL in (loc) I/defl L/d PLATES Vert(a) -0.07 1 >225 240 M1120 Vert(TL) 0.06 1 >260 180 I Horz(TL) 0.00 n/a n/a Weight: 25 Ib Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale = 1:15.7, GRIP 249/190 Job 4G27 - Best I russ C iami, I: 33155, M LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss Truss Type J6A ROOF TRUSS LUMBER ' TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1 -3 -10 1 -3 -10 Oty Ply — THOMAS WNESJOE 1 1 Job Reference (optional) 5.100 s MaT25 2003 MiTek Industries, Inc. Fri 16 14:24:59 - Page 1 6 -4 -14 5 -1 -4 2x4 4 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.36 BC 0.22 WB 0.16 (Matrix) DEFL in (loc) 1 /deft L/d Vert(LL) -0.05 1 >302 240 Vert(TL) 0.04 1 >351 180 Horz(TL) 0.00 n/a n/a BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) 6= 428/0 -7 -4, 5= 271 /Mechanical Max Horz6= 245(Ioad case 2) Max Uplift6=- 449(load case 2), 5=- 259(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =86, 2 -3 =49, 3 -4 = -8 BOT CHORD 1 -6 =0, 5 -6 =0 WEBS 2- 6 = -431, 3 -5= -215 NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 Ib uplift at joint 6 and 259 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 1 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =85.3, 3 -4= 186.6, 1 -6= 140.7, 5- 6 = -10.0 Horz: 1- 3= -95.3, 3- 4= -196.6 PLATES MI120 Weight: 24 Ib Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. Scale = 1:15.1 GRIP 249/190 0041 Job Truss Truss Type 4G27 ' J4D ROOF TRUSS L 13es - tTruss - COT iami, 1 33T55JMNT i r 3x4 - 1 -3 -10 1 -3 -10 1 -0 -0 0 -3-10 LOADING (psf) 1 SPACING 2 -0-0 1 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress {nor YES BCDL 10.0 Code FBC2001 /ANSI95 l ' LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 2 1 -0 -0 1_3 -f4 REACTIONS (Ib/size) 4= 131 /Mechanical, 5= 337/0 -7 -4 Max Horz5 =165 (load case 2) Max Uplift4=- 96(oad case 2), 5=- 428(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =31, 2- 3 = -72, 3- 4 = -110 BOT CHORD 1 -5 =22, 4 -5 =22 WEBS 2 -5= -266 Y' 4 2x4 CSI TC 0.15 BC 0.06 WB 0.10 (Matrix) 4.22 F1 DEFL in (oc) Udefl L/d PLATES Vert(LL) 0.01 1 >999 240 M1120 Vert(TL) 0.01 1 >999 180 Horz(TL) 0.00 4 n/a n/a BRACING TOP CHORD BOT CHORD ty Ply THOMAS WNESJOE 1 1 Job Reference (optional) - 3. - 00 s Mar 2003-MiTek Industries, fn> n TUTf6T4T24T5T2004 Page 1 4 -4 -14 3 -1 -4 4-4 -14 3-1 -4 NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category II; Exp C enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 4 and 428 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -3 =86.5, 1 -5= 141.9, 4 -5= -10.0 Horz: 1 -3= -96.5 2x4 —3 I 4 ?x4 _LI Weight: 16 Ib Sheathed or 4 -4 -14 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale = 1:9.9 GRIP 249/190 0034 - Job 4G27 Truss CJ4 Best Truss (;OT 1VI "ami, Ff. 33T55, JMItJ LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress 'nor NO 1-- BCDL 10.0 Code FBC2001 /ANS195 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 Truss Type ROOF TRUSS REACTIONS (Ib /size) 6= 115/0 -8 -12, 5= 121 /Mechanical Max Horz6= 76(load case 2) Max Uplift6=- 318(load case 2), 5=- 86(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =14, 2 -3 =18, 3-4= -8 BOT CHORD 1 -6 = -0, 5 -6 =0 WEBS 2 -6= -100, 3- 5 = -101 CSI TC 0.13 BC 0.12 WB 0.05 (Matrix) 4 -2 -0 4 -2 -0 BRACING TOP CHORD BOT CHORD Qty `Ply -- THOMAS WNESJOE I 1 1 Job Reference (optional) 5 00 s Mar 15 - 2003MiTek Industries, Inc. Fri Jul 161 - Page 1 2x4 4 DEFL in (oc) Udefl Lid Vert LL 0.02 1 >999 240 Vert(TL) 0.02 1 >999 180 Horz(TL) 0.00 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2 Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 Ib uplift at joint 6 and 86 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (pif) Vert: 1= 0.0 -to -4= -93.8, 1= 0.0 -to -5= -20.8 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1 =- 11.5 -to -3 =84.0, 3= 184.1 -to -4= 190.7, 1= 151.9 -to -6= 147.8, 6=- 4.1 -to -5= -10.4 Horz: 1= 11.5 -to -2= -29.8, 2 =- 29.8 -to -3= -93.7, 3 =- 193.8 -to -4= -201.1 3 PLATES M1120 Weight: 16 Ib Sheathed or 4 -2 -0 oc purtins. Rigid ceiling directly applied or 10 -0-0 oc bracing. 0002 Scale = 1:9.4 GRIP 249/190 jJob 4G27 Bes1Truss CO., - Miami, Pl. 33155, JMM 1 -3 -10 4 -1 -13 1 -3 -10 2 -10 -3 4x9 i I c , 2 - ro csi co 3x4 -22 5.00 T12 1 -3 -10 1 -0 -0 4 -1 -13 1 -0 -0 2 -10 -3 0 -3 -10 Truss Truss Type Qty , Ply THOMAS WNESJOE 0008 'GR1 ROOF TRUSS 1 1 1 Job Reference (optional) 5.100 s'Mar 25 200 M Tek [ Industries, Tnc. Fri J6 14 :24:482004 Pag 3 3x6 4x9 - 3x4 21 7 -0 -0 11 -0 -10 14 -11 -9 19 -0 -3 21-10-12 { 24 -9 -5 27 -0 -7 28- 4 -1, 2 -10 -3 4 -0 -10 3 -10 -14 4 -0 -10 2 -10 -9 2 -10 -9 2 -3 -2 1 -3 -10 Scale = 1:51. 7 -0 -0 2 -10 -3 8x15 M1116- 4 2.98112 3x6 5x8 - 6x10 MI116- 5 6 7 3x4 8 {} �_ 20 19 18 17 16 15 14 4x9 - 3x8 - 2x4 11 5x8 - 3x6 - 5x8 - 5x8 WB - >' P Z L C -4-3c) = 9 G REACTIONS (Ib /size) 22= 3342/0 -7 -4, 12= 3685/0 -7 -4 Max Horz22= 1(load case 2) Max Uplift22=- 2622(load case 2), 12=- 2825(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -286, 2 -3= -4779, 3 -4= -5769, 4 -5= -7118, 5 -6= -711 6 -7= -7180, 7- :=- 7403,b -9=.- 1816,- 9--1 -0 =302•, 10-11= -253 BOT CHORD 1 -22 =276, 21 -22 =276, 20-21 =4337, 19 -20 =5329, 18 -19 =5329, 17 -18 =7718, 16 -17 =7718, 15 -16 =6564, 14 -15 =6564, 13 -14 =4478, 12 -13 =224, 11 -12 =224 WEBS 2 -22= -3103, 2 -21 =4201, 3-21=-1138 3-20=1169, 4 -20 =232, 4 -18 =2260, 5 -18= -745, 6 -18= -771, 6 -17 =164, 6 -16= -691, 7 -16 =1077, 8 -16 =724, 8 -14 =- 1038, 9 -14 =2422, 9 -13= -1284, 10-13 =4573, 10- 12 = -3412 1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 14e. nph; h =27ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 1 Provide adcquate drainage to prevent water ponding. A11 plates are MI120 plates unless otherwise indicated. 5, Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2622 Ib uplift at joint 22 and 2825 Ib uplift at joint 12. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 940.11b down and 754.2Ib up at 19 -0 -3, and 705.8Ib down and 566.3Ib up at 7 -0 -0, and 121.0Ib down and 84.21b up at 24 -9 -5 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 4 -7 =- 188.9, 7 -9 =- 188.9, 9 -11= -90.0, 1 -20= -20.0, 13- 20= -42.0, 11- 13 = -20.0 Concentrated Loads (Ib) Vert: 20= -705.8 16= -940.1 13= -121.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Ve;t 1 -4 =77.6, 4 -7= 200.0, 7.9= 146.4, 9 -11 =77.6, 1 -22= 105.7, 20 -22= -10.0, 16- 20= -21.0, 13- 16 =5.3, 12- 13= -10.0, 11-12-105.7 Horz: 1-1=-87.6, 7 -9 =87.6, 9 -11 =87.6 Drag: 4- 5 = -0.3, 6 -7 =0.1 Concentrated Loads (lb) Vert: 20 =566.3 16 =754.2 13 =84.2 [ Continued or pale 2 4x9 9 13 12 3x8 - 3x6 27 -4 -1 --- - - - + -7 -- 11 -0 -10 14 -11 -9 1 19 -0 -3 21-10-12 27-0-7 _28-4-1 4 -0 -10 3 -10 -14 4 -0 -10 2 -10 -9 2 -10 -9 2 -3 -2 1 1 -0 -0 0 -3 -10 Plate Offs s YJ: [4:0- 1T-0,0112] 16:0- 4- 0,0- 2 -12], [7:0- 5- 8,0 -2 -4], [9:0- 6- 0,0 -2 -4], 110::0-4- 8,0 -2- 4],112: 3- 8,Edge],113:0- 2- 4,0- 1= 8T[16:0- 4-0,0- 30]jib 0- 2-12,0- 1 -8j,,- L19:0- 4- 8,Edge], [20:0- 3- 8,0- 2 -12], [21:0- 3- 8,0 -2 -8], [22:0- 3- 8,Edge] LO.ADING(psf %', SPACING 2 -0 -0 CSI T DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 30. Plates Increase 1.33 TC 0.82 Vert LL) 0.54 17 -18 >571 240 MI120 249/190 TCDL ' . Lumber Increase 1.33 BC 0.98 Vert(TL) -0.57 17 -18 >538 180 MI116 174/126 BCLL 0. Rep Stress Incr NO WB 0.79 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 155 Ib LUMBER : RACING TOP CHORD 2 X 4 SYP SS 'Except" TOP CHORD Sheathed or 2 -3 -9 oc purlins. 9 -11 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or2- 8 -16 bracing. BOT CHORD 2 X 4 SYP SS *Except* 1 -19 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except" 2 -21 2 X 4 SYP No.2, 10- 132X4SYP No.2 Job Truss Truss Type Qty Ply f ROfvMAS WNESJOE 0008 4G27 I GR1 ROOF TRUSS 1 1 Job Reference ( optiona) 6esfTrus CO:; fvliam FI. 33T55,7MM b71 s Mar 25 20O3MTek Industries,in 16 14:24:48 2 LOAD CASE(S) 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -4= -90.0, 4 -7 =- 188.9, 7 -9 =- 128.9, 9 -11= -30.0, 1 -20= -20.0, 13 -20= -42.0, 11 -13= -20.0 Concentrated Loads (lb) Vert: 20 =- 705.8 16 =- 940.1 13= -121.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -30.0, 4 -7 =- 188.9, 7 -9 =- 188.9, 9 -11= -90.0, 1 -20= -20.0, 13- 20= -42.0, 11- 13 = -20.0 Concentrated Loads (lb) Vert: 20 =- 705.8 16 =- 940.1 13= -121.0 7d6 Truss Truss Type 4G27 I T4 ROOF TRUSS `BestTrus COT; IGTiam1, H7 1 -3 -10 5 -1 -13 9 -0 -0 1 -3 -10 3 -10 -3 3 -10 -3 2x4 2 3x4 5x8 5.00 T2 3 4x9 4x9 4 15 14 3x8 = 3x4 = 13 -4 -0 17 -8 -0 4 -4 -0 4 -4 -0 1 - 3 - 10 1 -0 -0 9 -0 -0 17-8-0 1 -0 -0 7 -8 -6 8 -8 -0 0 -3 -10 Plate Offse s ,Y) [ UY5- 8, 0 2 0T,17:1F5 G,0 2 0LT11:0 - 3-8 0 2 1, - [ 6.0 3 - 8,U - 0] 3x4 = 4x9 = 5 6 / 7` Qty I Ply THOMAS WNESJOE 0076 1 11 Job Reference (optionall 5T00 — Mar - 25 003 MTek lndustnes, Inc. Fn Jul 16 14:25 2004 Page 1 `J 13 3x8 - 21 -9 -13 27 -0 -7 4 -1 -14 5 -2 -10 2.98 4x9 7 21 -9 -13 27 -0 -7 4 -1 -14 5 -2 -10 REACTIONS Ib /size) 16= 1559/0 -7 -4, 10= 1559/0 -7 -4 Max Upliftl6=- 1149(load case 2), 10=- 1144(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-212, 2 -3= -298, 3 -4= -2186, 4 -5= -1975, 5 -6= -2160, 6 -7= -2267, 7 -8 =- 2297, 8-9= -287 BOT CHORD 1 -16 =208, 15 -16 =1915, 14 -15 =2269, 13-14 =2269, 12 -13 =2022, 11 -12 =2022, 10 -11 =304, 9 -10 =304 WEBS 2 -16= -327, 3 -16 =- 2010, 3- 15 =51, 4 -15 =418, 5 -15= -405, 5 -13= -151, 6 -13 =161, 7 -13 =160, 7 -11= -193, 8 -11 =1744, 8 -10= -1411 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1149 Ib uplift at joint 16 and 1144 Ib uplift at joint 10. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 4 -6= -90.0, 6 -7= -90.0, 7 -9= -90.0, 1 -9= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4 =77.6, 4-6 =86.5, 6 -7 =77.6, 7 -9 =77.6, 1 -16= 105.7, 10-16= -10.0, 9 -10 =105.7 Horz: 1 -4= -87.6, 6 -7 =87.6, 7 -9 =87.6 Drag: 4- 5 = -0.1, 5 -6 =0.0 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -90.0, 4 -6= -90.0, 6- 7= -30.0, 7-9=-30.0, 1- 9 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -30.0, 4 -6= -90.0, 6 -7= -90.0, 7 -9= -90.0, 1-9=-20.0 28 -4 -1 1 -3 -10 Scale = 1:51.7 3x4 8 1 4 M �X4= - 12 11 10 3x4 = 4x9 = 3x6 28 -4 -1 27 -4 -1 0 -3 -10 1 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TTCCLDL L 15.0 30.0 Plates Increase 1.33 Lumber Increase 1.33 TC 0.52 BC 0.52 Vert(LL) 0.15 13 -15 >999 240 Vert(TL) -0.26 13 -15 >999 180 MI120 249/190 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2001 /ANS195 (Matrix) Weight: 147 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4 -0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5 -5 -5 oc bracing. WEBS 2 X 4 SYP No.3 Job I Truss 'Truss Type ' Qty 'Ply THOMAS WNESJOt 0077 j 4G27 , T5 ROOF TRUSS 1 1 ' Job Reference (optional) BestTruss iami, i. 331 - 55 JMM b 100 s Ia 25 2003 1�TiTeek Industnes,lnc Fri7uT'fb 14:251 LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 1 -3 -10 6 -1 -13 1 -3 -10 4 -10 -3 IM O I, ;-, 2x4 2 3x4 =17 5x8 = I I 1 -3-10 1 -0 -0 1 -0 -0 0 -3 -10 I f - Plate Offsets [XYj - [50- 3- 8,0 -2- 1LUMBER I TOP CHORD 2 X 4 SYP No 2 BOT CHORD 2 X 4 SYP No .2 WEBS 2 X 4 SYP No .3 [7: 3x4 4x9 4 3 11 -0 -0 9 -8 -6 a -1 -. SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 11 -0 -0 16 -3 -12 4 -10 -3 5 -3 -12 5.00 J2 4x9 = 16 3x4 = 5 15 3x4 = CSI TC 0.52 BC 0.56 WB 0.80 (Matrix) 16 -3-12 5 -3 -12 12:0 3 8,0= 3�,�i4:� 4x9 = 14 5x8 = 18 -10 -5 2 -6 -9 2.98, 12 13 18 -10-5 2 -6 -9 3x4 = 22 -11 -6 DEFL in (loc) Udefl Ud Vert LL 0.13 14 -15 >999 240 Vert(TL) - 0.23 15 -17 >999 180 Horz(TL) 0.07 12 n/a n/a 4 -1 -1 4 -1 -1 1 -3 -10 Scale = 1:51.7 27 -0-7 8 -2 -2 REACTIONS (Ib /size) 17= 1559/0 -7 -4, 12= 1559/0 -7 -4 Max Upliftl7=- 1133(load case 2), 12=- 1131(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -367, 2 -3 =- 473, 3-4= -2059, 4 -5= -1902, 5-6= -1851, 6 -7= -1928, 7 -8= -2067, 8 -9= -2141, 9 -10= -343, 10-11= -258 I BOT CHORD 1 -17 =358, 16 -17 =1983, 15 -16 =1983, 14 -15 =1833, 13-14 =1912, 12 -13 =1943, 11 -12 =250 WEBS 2 -17= -361, 3 -17= -1877, 3 -15= -178, 5 -15 =247, 5- 14 =24, 6 -14 =107, 7 -14= -117, 7 -13 =148, 9- 13 = -42, 9 -12= -1983, 10-12= -313 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1133 Ib uplift at joint 17 and 1131 Ib ' uplift at joint 12. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1- 5= -90.0, 5 -6 =- 90.0, 6-7= -90.0, 7- 11= -90.0, 1- 11 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -5 =77,6, 5 -6 =86.5, 6 -7 =77.6, 7 -11 =77.6, 1 -17= 105.7, 12 -17= -10.0, 11 -12 =105.7 Horz: 1 -5= -87.6, 6 -7 =87.6, 7 -11 =87.6 Drag: 5- 6 = -0.1 ' 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -5= -90.0, 5 -6= -90.0, 6 -7= -30.0, 7 -11= -30.0, 1 -11= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33. Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -5= -30.0, 5 -6= -90.0, 6 -7= -90.0, 7 -11= -90.0, 1 -11= -20.0 27 - 0 - 7 F8 -4 -1 PLATES MI120 Weight: 155 Ib BRACING TOP CHORD Sheathed or 4 -2 -3 oc purlins. BOT CHORD Rigid ceiling directly applied or 5 -9 -3 oc bracing. WEBS 1 Row at midpt 3 -17 28 -4 -1 27 -4 -1 0 -3 -10 1 -0 -0 GRIP 249/190 4G27 Truss IT6 — Best Truss COTTami, FI. 331557JMM ch I 0 1 -3 -10 7 -1 -13 1 -3 -10 5 -10 -3 3x4 2 3x4 -.18 3x6 1 -3 -10 1 -0 -0 , 7 -1 -13 1 - 0 0 5 - 10 - 0 -3 -10 Truss Type 5x8 17 16 3x4 4x9 - ROOF TRUSS 5.00 `T2 13 -0 -0 5 -10 -3 15 -10 -13 14 -11 -9 1- 11- 90 -11 -5 2.98',12 4x9 - 4x9 4x9 - 4 5 6 15 3x8 �Pfate Offsets Q YY 'J3:0- 4- 0,0 -3 -0J, [4:0- 5- 8,0 -2 -0j, j12:0- 3- 8,0- 2- 0J,717 :0 -3 - 80=2 =0] LOADING (psf) SPACING 2 -0-0 CSI TCLL 30.0 Plates Increase 1.33 TC 0.58 I TCDL 15.0 Lumber Increase 1.33 BC 0.42 BCLL 0.0 Rep Stress Incr YES WB 0.63 BCDL 10.0 Code FBC2001 /ANS195 (Matrix) 1413 3x8 - 3x4 - LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 Qty I Ply THOMAS WNESJOE 1 1 Job Reference (optional) 5100 sTI 25 MiTec tndustnes, Inc. Fri Jul 161 Page TH 21 -5 -10 27 -0 -7 28 -4 -1 5 -6 -13 5 -6 -13 = 1 : 5 1 . 7 3x4 3x4 8 12 4x9 - 28 -4 -1 13-0 -0 15 -10 -13 21 -5 -10 27 -0 -7 27 7 4 -1 5 -10 -3 2 -10 -13 1 5 -6 -13 5 -6 -13 0 -3 -10 1 -0 -0 DEFL in (loc) 1/deft L/d Vert(LL) 0.1312 -14 >999 240 Vert(TL) -0.17 15 -17 >999 180 Horz(TL) 0.05 11 n/a n/a PLATES M 1120 Weight: 165 Ib Sheathed or 3 -11 -3 oc purlins. Rigid ceiling directly applied or 5 -10-15 oc bracing. REACTIONS (Ib /size) 18= 1559/0 -7 -4, 11= 1559/0 -7 -4 Max Upliftl8=- 1117(load case 2), 11=- 1117(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -306, 2 -3= -2333, 3 -4= -1864, 4 -5= -1631, 5 -6= -1789, 6 -7= -1896, 7 -8= -1912, 8 -9= -2325, 9 -10= -280 BOT CHORD 1 -18 =332, 17 -18 =332, 16 -17 =2060, 15-16 =2060, 14-15 =1590, 13 -14 =2057, 12 -13 =2057, 11 -12 =301, 10 -11 =301 WEBS 2 -18= -1425, 2 -17 =1743, 3 -17 =- 121, 3-15= -493, 4 -15 =203, 5 -15 =130, 5 -14 =545, 6 -14 =- 252, 8-14= -436, 8 -12= -141, 9 -12 =1772, 9 -11= -1425 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1117 Ib uplift at joint 18 and 1117 Ib uplift at joint 11. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -90.0, 4 -5= -90.0, 5- 6= -90.0, 6 -10= -90.0, 1.10= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4 =77.6, 4 -5 =86.5, 5 -6 =77.6, 6 -10 =77.6, 1 -18= 105.7, 11- 18= -10.0, 10-11 =105.7 Horz: 1- 4= -87.6, 5 -6 =87.6, 6 -10 =87.6 Drag: 4- 5 = -0.3 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 4 -5= -90.0, 5 -6= -30.0, 6 -10= -30.0, 1 -10= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -30.0, 4 -5= -30.0, 5 -6= -90.0, 6 -10= -90.0, 1 -10= -20.0 3x4 9 10 GRIP 249/190 0078 M O Jo Truss Truss Type ' Qty Ply I1 H0MASVWNESJOE 0079 '4G27 T7 ROOF TRUSS 2 1 1 1 Job Reference (optional) b.100s NfaT25 - 2003 MiTeTc fndustnes,lnc. Fn Jul 16 14:25:14 2004 - Page 1 1 e UTruss C iami, Fr. 33 f55, JMNT 1 -3-1 0 7 -8 -13 1 M 1 -3-10 6 -5 -3 2x4 2 3x4 -15 5x8 1 -3-10 1 -0 -0 r r 1 -0 -0 0 -3-10 - Plate Offsets =710 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 9 -10 -9 8 -6 -15 8 - 0 - 4 . : - 4 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Inc( YES Code FBC2001 /ANS195 4x9 3 14 13 3x4 - 3x4 14 -2 -1 6 -5 -3 5.00 J2 4x9 3x4 5 3x4 6 \ 4x9 \\\ \' \\ 18 -5 -8 8 -6 -15 0 ,0 0 0),[10:0 - 3 - 8,0 01, 0- 0 0J[15:0 3 8,0 - 3 - 0j 20 -7 -4 6 -5 -3 12 11 3x4 - 3x4 27 -0 -7 8 -6 -15 27 -0 -7 6-5 -3 2x4 8 10 5x8 CSI DEFL in (loc) I /deft Lid I PLATES TC 0.66 Vert(LL) 0.15 12-13 >999 240 M1120 BC 0.52 Vert(TL) - 0.2412 -13 >999 180 WB 0.69 Horz(TL) 0.07 10 n/a n/a 1 (Matrix) I Weight: 143 lb REACTIONS (Ib /size) 15= 1559/0 -7 -4, 10= 1559/0 -7 -4 Max Uplift15=- 1108(load case 2), 10=- 1108(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2 = -429, 2 -3=- 609, 3-4= -2107, 4 -5 =- 1990, 5-6 =- 1991, 6-7= -2107, 7 -8=- 610, 8-9= -430 BOT CHORD 1 -15 =460, 14-15 =2040, 13-14 =2040, 12 -13 =1516, 11 -12 =2040, 10-11 =2040, 9 -10 =460 WEBS 2 -15= -534, 3 -15 =- 1792, 3-13= -358, 5 -13= 570, 5-12 =571, 7 -12= -358, 7 -10 =- 1792, 8-10= -534 BRACING TOP CHORD Sheathed or 4 -0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5 -11 -4 oc bracing. WEBS 1 Row at midpt 3-15, 7 -10 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1108 Ib uplift at joint 15 and 1108 Ib uplift at joint 10. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =- 90.0, 5-9= -90.0, 1- 9 = -20.0 2) C-C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =77.6, 5 -9 =77.6, 1 -15= 105.7, 10 -15= -10.0, 9 -10 =105.7 Horz: 1 -5= -87.6, 5 -9 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1- 5= -90.0, 5 -9= -30.0, 1 -9= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1- 5=- 30.0, 5-9= -90.0, 1 -9= -20.0 28 -4 -1 1 -3 -10 Scale = 1:50.6 3x4 28 -4 -1 27T4-1 0 -310 1 -0 -0 GRIP 249/190 kb Truss Truss Type Qty Ply THOMAS WNESJOE 0080' 4027 S I TS �ROOFTRUS � 1 ' Job Reference (optional) �Bes ., fTruss CO iami, 1- 33155, JMTvT bi0 s ar 25 2003 MtTek Indus nes, fn. Fri Jul 16 14 -2b:14 2004 — Page 1 M_ O late Offsets LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 -3 -10 7 -8 -13 1 -3-10 6 -5 -3 2x4 3x4 - 14 5x8 - 1 -3 -10 1 -0 -0 1 -0-0 0 -3 -10 eau • LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 9 -7 -15 8 -4 -5 3 :0 1 - 120T $JTT4 0 3 8,0 - 3 - 0] 4x9 13 12 3x4 - 3x4 - 14 -2 -1 6 -5-3 3x4 SPACING 2 -0-0 CSI Plates Increase 1.33 TC 0.80 Lumber Increase 1.33 BC 0.51 Rep Stress Incr YES WB 0.68 Code FBC2001 /ANS195 (Matrix) 5.00 FT 4x9 - 5 18 -0 -4 8 -4 -5 REACTIONS (Ib /size) 14= 1534/0 -7 -4, 9= 1384/0 -3-0 Max Horz 14= 85(load case 2) Max Uplift14=- 1100(load case 2), 9=- 848(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -420, 2 -3= -601, 3 -4= -2074, 4 -5= -1957, 5 -6= -1854, 6 -7= -1962, 7 -8= -558, 8 -9= -437 BOT CHORD 1 -14 =452, 13 -14 =1995, 12 -13 =1995, 11 -12 =1466, 10-11 =1466, 9 -10 =1890 WEBS 2- 14=- 536, 3-14 =- 1750, 3-12 =- 358, 5-12 =585, 5 -10 =460, 7- 10 = -288, 7- 9 = -1699 20 -7 -4 6 -5-3 11 10 3x4 - 3x4 - DEFL in (loc) t/defl lid Vert(LL) 0.14 10-12 >999 240 Vert(TL) - 0.22 10 -12 >999 180 Horz(TL) 0.06 9 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1100 Ib uplift at joint 14 and 848 Ib uplift at joint 9. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5 -8= -90.0, 1 -9= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= 77.6, 5-8 =77.6, 1 -14= 109.1, 9-14= -10.0 Horz: 1 -5= -87.6, 5 -8 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5- 8= -30.0, 1 -9= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -30.0, 5 -8= -90.0, 1-9=-20.0 26 -8 -1 8 -7 -13 26 -8 -1 6-0 -13 PLATES M 1120 Weight: 138 Ib BRACING TOP CHORD Sheathed or 4-1 -4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5 -9 -8 oc bracing. WEBS 1 Row at midpt 3 -14, 7 -9 Scale = 1:46.7 GRIP 249/190 Job I Truss Truss Type —0ty Ply I TROMASWNESJOE 4G27 T9 ROOF TRUSS 1 1 1 Job Reference (optional) IF Best Truss OZ7., iami, 1- 331 -- b. s ar 5 M 1ek In ustnS, Tnc 1 -3 -10 1 -3-10 6 -11 -1 5 -7 -7 1 -3 -10 1 -0 -0 , 6 -11 -1 1 -0 -0 5 -7 -7 5 -7 -7 0 -3 -10 Plate Offsets (X,Y) j5:0- 5- O,U- 2- Ojj6:0- b- 4,0 -2 -0J, 3- 8,0 -2 -0) LOADING (psf) 1 SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANS195 17 16 3x4 = 4x9 = 5.00 Iris 12 -6 -8 , 14 -5 -6 18 -7 -13 5-7 -7 1 -10-14 4 -2 -6 3.54 FIT 12 -6 -8 CSI TC 0.59 BC 0.56 WB 0.82 (Matrix) 4x9 ; 4x9 6 15 14 3x4 = 3x8 = 14 -5 -6 1 -10 -14 LUMBER BRACING 1 TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 20 -9 -0 6 -3 -10 13 12 3x4 = 3x4 = DEFL in (loc ) Vdefl Lid Vert(LL) 0.1415 -17 >999 240 Vert(TL) -0.19 12 -14 >999 180 Horz(TL) 0.06 11 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1121 Ib uplift at joint 18 and 869 Ib uplift at joint 11. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 5= -90.0, 5- 6= -90.0, 6 -10= -90.0, 1 -11= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =77.6, 5 -6 =77.6, 6 -10 =77.6, 1 -10=107.7, 11 -10=-10.0 Horz: 1- 5= -87.6, 5 -6 =- 87.6, 6-10 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5 -6= -90.0, 6- 10= -30.0, 1 -11= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase=1 33 Uniform Loads (plf) Vert: 1 -5= -30.0, 5- 6= -30.0, 6 -10= -90.0, 1 -11= -20.0 22 -10-3 27 -4 -1 4 -2 -6 4 -5 -14 0081 Fri Jul 16 14 1 , 4x9 REACTIONS (lb /size) 18= 1571/0 -7 -4, 11= 1420/0 -3 -0 Max Horz 18= 61(load case 2) Max Upliftl8=- 1121(load case 2), 11=- 869(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -283, 2 -3= -2353, 3 -4= -1926, 4 -5 =- 1912, 5-6= -1665, 6 -7= -1749, 7 -8=- 2123, 8-9= -2257, 9 -10= -572, 10-11= -403 BOT CHORD 1 -10=305, 17 -18 =305, 16 -17 =2082, 15 -16 =2082, 14 -15 =1691, 13 -14 =1933, 12 -13 =1933, 11 -12 =2073 WEBS 2 -18= -1436, 2 -17 =1793, 3 -17 =- 140, 3-15= -453, 5 -15 =272, 5 -14= -411, 6 -14 =877, 7 -14= -546, 7 -12 =193, 9- 12 = -82, 9 -11= -1874 27 -4 -1 27 -4 -3 6 -7 -2 0 -0 -2 PLATES MI120 Weight: 159 Ib Sheathed or 3 -11 -5 oc purlins, except end verticals. Rigid ceiling directly applied or 5 -7 -5 oc bracing. Scale = 1:48.9 GRIP 249/190 7bb Truss 4G27 GR2 BesfTruss CO., Miami, FI. 33T55 J1VM -- LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 -3 -10 r 5 -1 -15 1 -3 -10 3 -10 -5 5x12 2 1 5.00 FIT 3x4 3 Truss Type Qty Ply — TROTTAS WNESJOE 0009 ROOF TRUSS 1 1 1 Job Reference (optional) b. s ar 52003 - MiTek Industnes, lnb Fr ul 16 1414749 04 Yage 1 9 -0 -4 12 -0 -7 15 -0 -10 3 -10 -5 3 -0 -3 3 -0 -3 4x9 4 SPACING 2 -0 -0 CSI Plates Increase 1.33 TC 0.63 Lumber Increase 1.33 BC 0.69 Rep Stress {nor NO WB 0.82 Code FBC2001 /ANSI95 (Matrix) 3.54 TT2 3x4 5 1 -3 -10 1 -0 -0 5 -1 -15 9 -0 -4 15 -0 -10 1 -0 -0 3 -10 -5 3 -10 -5 6 -0 -6 0 -3-10 - Prate Offsets (X,Yy :0 - 20 :0 6 4,0 2 ULTiTO :6 6]Tf8:0 3 8,0 - 1 - 12 4x9 6 3x4 3x4 7 8 19 18 17 16 15 14 13 3x4 - 4x9 — 3x8 - 4x9 — 3x8 - 4x9 - 3x4 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD 7 -11 2 X 4 SYP SS BOT CHORD BOT CHORD 2 X 6 SYP No.2 *Except* 11-14 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 6 SYP No.2 2 -3 -10 19 -0 -10 23 -0 -10 27 -4 -1 4 -0 -0 4 -0 -0 4 -3 -7 DEFL in (loc ) I/defl L/d Vert(LL) 0.18 12-13 >999 240 Vert(TL) - 0.23 12 -13 >999 180 Horz(TL) 0.06 11 n/a n/a Sheathed or 2 -6 -8 oc purlins. Rigid ceiling directly applied or 5 -3 -9 oc bracing. REACTIONS (Ib /size) 19= 1893/0 -7 -4, 11= 3113/0 -7 -4 Max Upliftl9=- 1306(load case 2), 11=- 1832(toad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -512, 2 -3 =- 2812, 3-4= -2919, 4 -5= -2789, 5 -6= -2566, 6 -7= -2546, 7 -8= -2671, 8 -9= -3728, 9 -10= -4579, 10 -11= -4650 BOT CHORD 1 -19 =478, 18 -19 =478, 17 -18 =2528, 16 -17 =2581, 15 -16 =2581, 14 -15 =3416, 13-14 =3416, 12 -13 =4102, 11 -12 =4102 WEBS 2 -19= -1524, 2 -18 =2082, 3 -18= -433, 3 -17 =120, 4- 17 = -12, 5 -17 =101, 5 -15= -289, 6 -15 =1386, 8 -15= -1416, 8 -13 =962, 9- 13 = -795, 9 -12 =724 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1306 Ib uplift at joint 19 and 1832 Ib uplift at joint 11. 4 This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Girder carries tie -in span(s): 2 -0-0 at 15 -0-10 to 14 -0-0 at 27 -4 -1 LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -90.0, 4 -6= -90.0, 6 -11= -90.0, 1 -15= -20.0 Trapezoidal Loads (plf) Vert: 15 =- 16.2- to -11= -345.4 2) C-C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4 =77.6, 4 -6 =77.6, 6 -11 =77.6, 1 -19= 107.7, 15 -19= -10.0 Horz: 1- 4= -87.6, 4- 6= -87.6, 6 -11 =87.6 Trapezoidal Loads (plf) Vert: 15 =- 12.2 -to -11 =175.1 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -90.0, 4 -6= -90.0, 6 -11= -30.0, 1- 15 = -20.0 Trapezoidal Loads (plf) Vert: 15 =- 16.2- to -11= -345.4 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -30.0, 4- 6= -30.0, 6- 11= -90.0, 1- 15 = -20.0 Trapezoidal Loads (plf) Vert: 15 =- 16.2- to -11= -345.4 19 -0 -10 23 -0 -10 27 -4 -1 4 -0-0 4 -0 -0 4 -3 -7 Scale = 1:49.3 3x4 9 12 6x10 2x4 4x9 PLATES MI120 Weight: 180 Ib GRIP 249/190 ob Truss Truss Type 4G27 J2A ROOF TRUSS rBesCTruss C,OTvliam, F1733155, JMM LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 3x4 2 CSI TC 0.11 BC 0.12 WB 0.08 (Matrix) 2 -10 -12 5.00 - 1'f 2x4 REACTIONS (Ib /size) 3 =34 /Mechanical, 4 = -11 /Mechanical, 5= 288/0 -7 -4 Max Horz5= 134(load case 2) Max Uplift3=- 37(load case 2), 4=- 11(load case 1), 5=- 421(load case 2) Max Grav3= 34(load case 1), 4= 44(load case 2), 5= 288(1oad case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =50, 2 -3 = -40 BOT CHORD 1 -5 = -0, 4 -5 =0 WEBS 2 -5= -203 1 Ply 1 HDWS WNESJOE 1 2 -10 -12 3 1 -0 -0 1 -3 -19 2 -10 -12 1 -0-0 0 -3-10 1 -7 -2 BRACING TOP CHORD BOT CHORD NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 3, 11 Ib uplift at joint 4 and 421 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-3=86.5, 1 -5= 141.9, 4 -5= -10.0 Horz: 1 -3= -96.5 0025 Job Reference (optional) 5.100 s a 25 2003TvhTek Industries, Inc. Fri 7ul 16 14: Page 1 DEFL in (loc) l/defl L/d Vert LL 0.01 1 >999 240 Vert(TL) 0.01 1 >999 180 Horz(TL) 0.01 3 n/a n/a 4 PLATES M 1120 Weight: 10 Ib Sheathed or 2 -10 -12 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. Scale = 1:8.5 GRIP 249/190 Job Truss 4G27 T15 `Best Truss CO., Mami, Fl. 33155, JMNT LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 I LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1 -3 -10 1 -3 -10 1 -0 -0 1-3 -10 1 -0 -0 0 -3 -10 Plate Offsets (X,Y): [3:0- 4- 8,0 -0 -01 Truss Type ROOF TRUSS REACTIONS (lb/size) 5= 421 /Mechanical, 6= 588/0 -7 -4 Max Horz6= 355(load case 2) Max Uplift5=- 348(load case 2), 6=- 508(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1- 2 = -288, 2- 3 = -453, 3- 4 = -85, 4 -5 =90 BOT CHORD 1 -6 =318, 5 -6 =227 WEBS 2- 6 = -506, 3 -6 =104, 3 -5= -481 7 -6 -13 6 -3 -3 BRACING TOP CHORD BOT CHORD NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 5 and 508 lb uplift at joint 6. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =- 90.0, 3-4= -90.0, 1 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =82.4, 3 -4 =82.4, 1 -6= 137.8, 5- 6 = -10.0 Horz: 1- 3= -92.4, 3- 4 = -92.4 Qty Ply TROMASWNESJOE - 0065 1 1 i Job Reference (optional) 5.100 s MaT25 2003 MiTe1 Industnes, lnc: F'ri Jul 16 1 9 -3 -13 8 -0 -3 9 -3 -13 1 -9 -0 3.5411 4x9 2x4 4 SPACING 2 -0 -0 CSI DEFL in (loc) l/defl L/d PLATES Plates Increase 1.33 TC 0.48 Vert LL 0.01 5 -6 >999 240 MI120 Lumber Increase 1.33 BC 0.20 Vert(TL -0.08 5 -6 >999 180 Rep Stress Incr YES WB 0.20 Horz(TL) -0.00 5 n/a n/a Code FBC2001 /ANSI95 (Matrix) Weight: 50 501b Sheathed or 6 -0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale = 1:21.1 GRIP 249/190 Jot I Truss Truss Type Oty Ply — TTROMAS WNESJOE 4G27 T14A ' ROOF TRUSS I 1 1 Job Reference optional —u�0 s ar 5 2003TJfiTekTn us nes, Inc. Fri Jul 16 14.25:08 2004 - Page 1 ' BestlrussL07, iami, 3155 JMAVI - PTate 0 1 LOADING (psf) TCLL 30.60 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 -3 -10 1 -3 -10 2x4 3x4 1 -3 -PO 1 -0 -0 5x8 = x- 1-0-0 0 -3 -10 • se s LUMBER ' TOP CHORD 2 X 4 SYP No,2 1 BOT CHORD 2X4 SYP No.2 WEBS 2 X 4 SYP No.3 6 -4 -13 5 -1 -3 1.12,0 - 3 - 8T - T0/0 3 8,0 - 2 - 12j 11 -6 -0 10 -2 -6 SPACING 2 -0-0 1 CSI Plates Increase 1.33 I TC 0.34 Lumber Increase 1.33 BC 0.37 Rep Stress Incr YES WB 0.42 Code FBC2001 /ANSI95 (Matrix) REACTIONS (lb /size) 10= 936/0 -7 -4, 7= 780 /Mechanical Max Horz 10= 291(load case 2) Max Upliftl0=- 743(load case 2), 7=- 509(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -324, 2 -3= -414, 3 -4= -652, 4 -5= -560, 5 -6= -618, 6 -7= -767 BOT CHORD 1 -10 =306, 9 -10= 913, 8- 9=913, 7 -8=20 ' WEBS 2 -10= -328, 3 -10= -699, 3 -8= -450, 5- 8 = -22, 6 -8 =638 9 3x4 5.00 1 11 -6 -0 5 -1 -3 4x9 = 5 8 3x8 = 15 -8 -15 4 -2 -15 15 -8 -15 4-2 -15 DEFL in (loc) Vdefl Lid PLATES Vert LL 0.02 8-1 >999 240 M1120 Vert(TL) - 0.18 8-10 >928 180 Horz(TL) 0.01 7 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCOL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 743 Ib uplift at joint 10 and 509 Ib uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5 -6= -90.0, 1 -7= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =78.3, 5 -6 =78.3, 1 -10= 133.7, 7.10= -10.0 Horz: 1 -5= -88.3, 5 -6 =88.3 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5- 6= -30.0, 1 -7= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 5= -30.0, 5 -6= -90.0, 1 -7= -20.0 Weight: 86 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. 3x4 6 7 2x4 GRIP co m 249/190 0064, Scale = 1:29.9' Job I Truss I Truss Type ' Qty Ply t HONIASV9NESJOE 0063 4G27 T14 ROOF TRUSS 1 1 I Job Reference ( o tional i BesCTruss ami, T55; J1Ul0f -j- 571 - 00 $Ma(25 2003 - MTe rdustnes, nc. Fri Jul 18 14:7508 — Pages 1 -3 -10 6 -4 -13 Ic 2x4 i\ 2 �___.-- 0 Plate 0 3x4 1 -3-10 5 -1 -3 14 5x8 1 -3 -10 1-0-0 1 -0 -0 0 -3-10 'se s MEI •: oi - 5- 9,0- 1- 7jj14:0- 3- 8,0 -3 -0j 11 -6 -0 10 -2 -6 11 -6 -0 5 -1 -3 5.00 ' 13 3x4 -r- 4x9 5 12 4x9 11 3x4 19 -4 -13 7 -10-13 3x6 3x4 4x9 4 \ I \\ 3 3x4 7 C� \ 19 -4 -13 7 -10 -13 10 3x6 22 -2 -1 2 -9 -4 Scale = 1:38.5 3x8 4x9 22 -2 -1 2 -9 -4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lox ) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 1 TC 0.81 I Vert(LL) 0.04 12 >999 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.19 12 -14 >999 180 BCLL 0.0 Rep Stress Incr YES I WB 0.61 I Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2001 /ANS195 (Matrix) Weight: 111 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5 -2 -3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 6 SYP No.2 1 -7 -12 REACTIONS (Ib /size) 14= 1107/0 -7 -4, 10= 1421/0 -10-4, 9 = -89 /Mechanical Max Uplift14=- 841(load case 2), 10=- 968(bad case 2), 9=- 98(bad case 4) Max Grav14= 1107(load case 1), 10= 1421(load case 1), 9= 143(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -351, 2 -3 =- 462, 3-4= -1056, 4 -5 =- 892, 5-6 =- 964, 6-7= -1122, 7 -8= 233, 8 -9=227 ' BOT CHORD 1 -14 =344, 13-14 =1193, 12 -13 =1193, 11- 12 = -104, 10- 11 = -104, 9- 10 = -104 WEBS 2 -14= -374, 3 -14= -977, 3 -12= -323, 5 -12 =119, 7 -12 =1036, 7-10=-1312 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 Ib uplift at joint 14, 968 Ib uplift at joint 10 and 98 Ib uplift at joint 9. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5 -9= -90.0, 1- 9 = -20.0 2) C-C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =77.6, 5 -9 =77.6, 1.14= 119.4, 9 -14= -10.0 Horz: 1- 5= -87.6, 5 -9 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5- 9= -30.0, 1- 9 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -30.0, 5 -9= -90.0, 1 -9= -20.0 b 0 Job 4G27 IpBes co Truss GR3 Truss 1;OT, Miami, FT 7MM 0 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 ,1 -3 -10, 6 -4 -13 1 -3-10 5 -1 -3 3x4 = 15 5x8 = Truss Type ROOF TRUSS 11 -6 -0 10 -2 -6 11 -6 -0 5 -1 -3 5.00 i F12 2x4 7 2x4 3x4 8 14 3x4 = 1 -3 -10 1 -0 -0 1 -0 -0 0 -3-10 I — Plate Offsets (X,Y): [6:0-2-4,0-3-UT j11: 0- 4- 0,0- 2- 12J,11b :0- 3- 8,0 -2 -12j SPACING 2 -0-0 CSI Plates Increase 1.33 TC 0.47 Lumber Increase 1.33 BC 0.45 Rep Stress Incr NO WB 0.60 Code FBC2001 /ANS195 (Matrix) 4x9 = 5 13 3x8 ty Ply AS WNESJOE 1 Job Reference (optional) 5.10 S ar 252003 MiTek Industries,1nc. Fri Jul 16 age 1 15 -3 -3 19 -0 -6 3-9 -3 3-9 -3 12 3x4 = 5x8 19 -0 -6 REACTIONS (Ib /size) 15= 1088/0 -7 -4, 11= 1337/0 -7 -4, 10=105/0 -10-4 Max Upliftl5=- 831(load case 2), 11=- 817(load case 2), 10=- 283(load case 2) Max Grav15= 1088(load case 1), 11= 1337(load case 1), 10= 189(bad case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -333, 2 -3= -428, 3 -4= -988, 4 -5= -896, 5 -6= -950, 6 -7 =316, 7 -8 =311, 8 -9 =210 BOT CHORD 1 -15 =318, 14 -15 =1181, 13 -14 =1181, 12 -13 =703, 11 -12 =703, 10- 11 = -151, 9- 10 = -151 WEBS 2 -15= -339, 3 -15= -993, 3 -13= -402, 5 -13 =259, 6 -13 =167, 6 -11= -1271, 7 -11= -326, 8- 11 = -91, 8- 10 = -93 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCOL =5.0psf; Category 11; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 831 lb uplift at joint 15, 817 Ib uplift at joint 11 and 283 Ib uplift at joint 10. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -5= -90.0, 5- 9= -90.0, 1- 9 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -5 =77.6, 5 -9 =77.6, 1 -15= 117.3, 10-15= -10.0, 9 -10 =117.3 Horz: 1 -5= -87.6, 5 -9 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1.5= -90.0, 5- 9= -30.0, 1- 9 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -5= -30.0, 5- 9= -90.0, 1- 9 = -20.0 11 5x8 = DEFL in (loc) Vdefl Lid PLATES Vert(LL) 0.04 13 >999 240 MI120 Vert(TL) -0.19 13-15 >999 180 Horz(TL) 0.02 11 n/a n/a LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins. j BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SYP No.3 21 -4 -1 23 -0 -0 2 -3 -11 1 -7 -15 Scale = 1:41.0 Weight: 117 lb 7 -6-6 2 -3-11 1 -7 -15 21 -4 -1 23 -0 -0 GRIP 249/190 0010 Job Truss -- Truss Type 4G27 J13 1 ROOF TRUSS BesfTruss C" iami, FL JMM 1 -9 -14 1 -9 -14 5.00 T2 2 \ i L 3x4 1 -7 -4 1 -7 -4 REACTIONS (Ib /size) 3=- 70/0 -1 -8, 4 =- 86/0 -1 -8, 5= 355/0 -7 -4 Max Horz5= 93(load case 2) Max Uplift3=- 70(load case 1), 4=- 86(load case 1), 5=- 609(load case 2) Max Grav3= 105(load case 2), 4= 168(load case 2), 5= 3550oad case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =48, 2 -3 = -44 BOT CHORD 1 -5 =0, 4 -5 =0 WEBS 2 -5= -210 Qty Ply [THOM S WNESJOE 1 1j Job Reference (optional 5 00 s Mar 25 MiTe6k Industnes, Inc. Fr T 24 54 Page 1 3 2x4 2x4 1-9 -14, 0 -2 -10 LOADING (psf) 1 SPACING 2 -0-0 1 CSI DEFL in (loc) I /defl Ud i PLATES GRIP TOLL 30.0 Plates Increase 1.33 I TC 0.12 Vert(LL) 0.01 1 >999 240 M1120 249/190 TCDL 15.0 I Lumber Increase 1.33 BC 0.16 Vert(TL) 0.01 1 >999 180 BCLL 0.0 I Rep Stress Incr YES WB 0.09 I Horz(TL) 0.01 3 n/a n/a BCDL 10.0 1 Code FBC2001 /ANSI95 (Matrix) I Weight: 7 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1 -9 -14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SYP No.3 NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection by others) of truss to bearing plate at joint(s) 3, 4. 3) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 70 Ib uplift at joint 3, 86 Ib uplift at joint 4 and 609 Ib uplift at joint 5. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 1- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.5, 1 -5= 141.9, 4 -5= -10.0 Horz: 1- 3 = -96.5 0021 Scale = 1:6.8 Best I russ CO., Miami, - P(- 33155, JMM LOADING (psf) 1 TOLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 7oT Truss Truss Type 4G27 1 710 1 ROOF TRUSS LUMBER TOP CHORD 2 X 4 SYP No.2 1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 5.00 1^1 5 -6 -10 5 -6 -10 - Plate Offsets (X,Y): [2:0- 4- 8.0 -1 -8j, [b:0 -1- 12.0 -1 -8J SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 6-11 -6 6 -11 -6 REACTIONS (Ib /size) 8= 748/0 -3 -0, 5= 748 /Mechanical Max Horz 8=- 76(load case 2) Max UpliftB=- 484(load case 2), 5=- 458(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =12, 2 -3= -727, 3- 4 = -57, 1 -8= -256, 4 -5 = -60 BOT CHORD 7 -8 =540, 6 -7 =628, 5 -6 =628 WEBS 2 -7 =169, 3- 7 = -50, 2 -8 =-622, 3 -5= -855 CSI TC 0.54 BC 0.20 WB 0.57 (Matrix) 4x9 - Scale = 1:29.0 2 • BRACING TOP CHORD BOT CHORD Oty Ply 1 1 Job Reference (optional) L 5.100 - 5 Ufa(25 - 200 ekTndu-STnes, nc. Fri Jul 1b1 1 11 -3 -5 5 -8 -11 MAS 13 -10 -13 6 -11 -6 - NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 484 Ib uplift at joint 8 and 458 Ib uplift at joint 5. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (ptf) Vert: 1- 2= -90.0, 2.3 =- 90.0, 3-4 =- 90.0, 5-8= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =79.3, 2 -3 =79.3, 3 -4 =79.3, 5 -8= -10.0 Horz: 1.2= -89.3, 2 -3 =89.3, 3 -4 =89.3 3) 1st unbalanced Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2- 3=- 30.0, 3-4 =- 30.0, 5-8= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -30.0, 2- 3= -90.0, 3- 4= -90.0, 5 -8= -20.0 13 -10 -13 2 -7 -7 DEFL in (loc) Vdefl L/d PLATES Vert LL 0.02 5 -7 >999 240 M1120 Vert(TL - 0.04 5-7 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 79 Ib Sheathed or 6 -0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9 -8-3 oc bracing. GRIP 249/190 0059 Job Truss 4G27 T11 Best Truss CO., ami, Fl - 33155; JMivl LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No,2 WEBS 2 X 4 SYP No.3 �Piafe Offsets (X 12:0=4-8,0-1-121 Truss Type Oty • Ply THOMAS 00601 ROOF TRUSS 1 1 Job Reference (optional 5100 s Mar 2b20031ViTek Industnes, nc. Fn JuTT614:25:072004 age LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 1 Code FBC2001 /ANS195 3 -6 -10 3 -6 -10 5.0012 4 -5 -6 REACTIONS (Ib /size) 5= 528 /Mechanical, 7= 528/0 -3 -0 Max Horz7=- 47(load case 2) Max Uptift5=- 329(load case 2), 7=- 362(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =35, 2 -3= -406, 3 -4= -391, 1 -7= -155, 4 -5= -469 BOT CHORD 6 -7 =248, 5 -6 =71 WEBS 2 -6= 378, 3-6= -427, 4 -6 =279, 2- 7 = -396 CSI TC 0.53 BC 0.09 WB 0.24 (Matrix) 4 -5 -6 Q-10-12 4x9 -12 BRACING TOP CHORD BOT CHORD 9 -10 -13 5 -5 -6 5 -5 -6 DEFL in (loc ) I /deft L/d Vert(LL) 0.01 6 >999 240 Vert(TL) -0.01 5 -6 >999 180 Horz(TL) 0.00 5 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 Ib uplift at joint 5 and 362 Ib uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-2=-90.0, 2.3= -90.0, 3 -4= -90.0, 5 -7= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =81.9, 2 -3= 81.9, 3-4 =81.9, 5 -7= -10.0 Horz: 1- 2= -91.9, 2 -3 =91.9, 3 -4 =91.9 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2- 3= -30.0, 3 -4= -30.0, 5- 7 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -30.0, 2- 3= -90.0, 3- 4= -90.0, 5 -7= -20.0 PLATES M 1120 Weight: 70 Ib Sheathed or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0 -0 oc bracing. Scale =1:27.7 GRIP 249/190 Job Truss Truss Type 4G27 T12 ROOF TRUSS Best I russ CO., f. JMM Plate U "se s LOADING (ps TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 1 - . • 1 -, LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 REACTIONS (Ib /size) 5= 309/0 -3 -0, 4= 309 /Mechanical Max Horz S=- 16(load case 2) Max Uplift5=- 225(load case 2), 4=- 201(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =29, 2- 3 = -36, 1- 5 = -94, 3- 4 = -159 BOT CHORD 4 -5 =62 1 WEBS 2 -5= -171, 2- 4 = -113 2 -2 -12 5 -10 -13 2 -2 -12 4x9 ; 3 -8 -1 5.001 3.54 12 2 Qty Ply I HUNfAS WNESJOE 1 1 1 Job Reference (optional) 57160 - Slaw 25 MiTek Indusfnes, Inc. Fri Jul 1614:25:07 2004 5 -10 -13 5 -10 -13 CSI DEFL in (loc) I /defl L/d PLATES TC 0.26 Vert(LL) n/a - n/a 999 MI120 BC 0.15 Vert(TL) -0.05 4 -5 >999 180 WB 0.10 Horz(TL) 0.00 4 n/a n/a (Matrix) Weight: 47 lb BRACING TOP CHORD BOT CHORD Kv 4 Sheathed or 5 -10 -13 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 Ib uplift at joint 5 and 201 Ib uplift at joint 4. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -3= -90.0, 4 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =85.9, 2 -3 =85.9, 4 -5= -10.0 Horz: 1 -2= -95.9, 2 -3 =95.9 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1.2= -90.0, 2 -3= -30.0, 4 -5= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -30.0, 2 -3= -90.0, 4 -5= -20.0 Scale = 1:29.4 GRIP 249/190 0061 70� 4G27 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss T13 - B Truss CO Miami, F1. 331 b511TI•MM - Plate Offs s , [2:0- 6 -4,0 2 2 - -01 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 REACTIONS (Ib /size) 5= 88/0 -3 -0, 4 =88 /Mechanical Max Horz 5= 17(oad case 2) Max Uplift5=- 3(load case 2), 4=- 120(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =13, 2 -3 = -7, 1- 5 = -41, 3 -4 = -31 BOT CHORD 4 -5 =5 WEBS 2- 5 = -32, 2 -4 = -41 Truss Type Qty j Ply ROOF TRUSS 1 1 2x4 !11-1?-13 3 J 5.00iT2 -3.54112 Job Reference (optional) 5.1U0-Mar 25'2003 MTek Industries, Tnt r7uT1 T4:25:/0T20CF4 - Page 1 4x9 1 -10 -13 2x4 Scale = 1:24.8 4 r _3x4 1033x4 _F 1 -10 -13 ROMASVVRESJOt CSI DEFL in (loc) 1/deft L/d TC 0.03 Vert(LL) n/a - n/a 999 BC 0.01 Vert(TL) -0.00 5 >999 180 WB 0.03 Horz(TL) -0.00 4 n/a n/a (Matrix) BRACING TOP CHORD Sheathed or 1 -10-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; encosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib uplift at joint 5 and 120 Ib uplift at joint 4. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2- 3= -90.0, 4- 5 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =86.5, 2 -3= 86.5, 4-5= -10.0 Horz: 1 -2= -96.5, 2 -3 =96.5 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -3= -30.0, 4- 5 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -30.0, 2 -3= -90.0, 4 -5= -20.0 PLATES M 1120 Weight: 37 Ib GRIP 249/190 0062 Jos Truss Truss Type Oty Ply I HOICTAS WNESJOE 4G27 IHG1 I rBes1 Truss CO., Miami Fl. 33155, JMM LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 4 1 -3 -10 5.00;12 3x6 1 -0 -0 } i 5 -0 -0 1 -0 -0 3 -8 -6 0 -3 -10 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 ROOF TRUSS 5 -0 -0 9 -10 -0 14 -10 -0 5 -0 -0 4 -10 -0 5 -0 -0 4x9 3 2 3x4 3x4 10 3x6 3x6 - 3x4 — 3x6 — 3x6 'I t Plate Offsets (X,Y): 12:0-2-8,0 - 1-8],13 0- 5 -8,0 -X 140=5- 8,U2-0I, 15:0 2 -8,0 1- 87,17:0 D�,0 0 01 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.60 BC 0.40 WB 0.41 (Matrix) REACTIONS (lb /size) 11= 1294/0 -7 -4, 7= 1294/0 -7 -4 Max Upllftl 1=- 1051(load case 2), 7=- 1051(load case 2) 1 9 8 BRACING TOP CHORD BOT CHORD 2 1 Job Reference (optional) b..00 ar 52003 MjTek Industnes, Inc. Fr Jul 1 ¶4:24:52 2004 Page fJ 4x9 4 9 -10 -0 13 -6 -6 4 -1 0 -0 3 -8 -6 DEFL in (loc) 1 /deft L/d Vert LL -0.05 8 >999 240 Vert(TL) -0.08 8 -10 >999 180 Horz(TL) 0.01 7 n/a n/a FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =54, 2 -3= -1777, 3 -4= -1606, 4 -5= -1777, 5 -6 =54 BOT CHORD 1- 11 = -9, 10-11 =261, 9 -10 =1606, 8 -9 =1606, 7 -8 =261, 6 -7 = -9 WEBS 3 -10 =119, 4 -8 =119, 2 -10 =1372, 2 -11= -1213, 5 -8 =1372, 5 -7= -1213 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1051 Ib uplift at joint 11 and 1051 Ib uplift at joint 7. 5 This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6 Girder carries hip end with 5 -0-0 end setback 7 Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320.81b down and 230.91b up at 9 -10 -0, and 320.81b down and 230.9Ib up at 5 -0 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 3 -4 =- 143.9, 4 -6= -90.0, 1.10 =- 20.0, 8-10= -32.0, 6- 8 = -20.0 Concentrated Loads (Ib) Vert: 10= - 320.8 8= - 320,8 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =78.8, 3 -4= 135.2, 4 -6 =78.8, 1 -11= 134.2, 10 -11= -10.0, 8 -10= -16.0, 7 -8= -10.0, 6 -7 =134.2 Horz: 1 -3= -88.8, 4 -6 =88.8 Concentrated Loads (Ib) Vert: 10 =230.9 8 =230.9 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -4 =- 143.9, 4 -6= -30.0, 1 -10= -20.0, 8 -10= -32.0, 6 -8= -20.0 Concentrated Loads (Ib) Vert: 10= -320.8 8= -320.8 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -30.0, 3 -4 =- 143.9, 4 -6= -90.0, 1 -10= -20.0, 8 -10= -32.0, 6 -8= -20.0 Concentrated Loads (Ib) Vert: 10= -320.8 8= -320.8 PLATES M 1120 3x6 5 Weight: 64 Ib Sheathed or 4 -4 -9 oc purlins. Rigid ceiling directly applied or 6 -0 -0 oc bracing. 14 -10 -0 13-1Q-0 0 -3 -10 1 -0 -0 Scale = 1:26.2 GRIP 249/190 0016 Job 4027 Bemis Truss C farm, C 33155, JMM 1 CO, 3x4 = 2 2x4 1 -3 -10 1 -0 -0 I 3x4 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 ITruss Truss Type H1 ROOF TRUSS 5.00 T2 7 -0 -0 7 -0 -0 7 -0 -0 REACTIONS (Ib /size) 11= 816/0 -7 -4, 7= 816/0 -7 -4 Max Upliftl1=- 698(load case 2), 7=- 698(load case 2) FORCES (Ib) First Load Case Only TOP CHORD 1 -2= -213, 2 -3= -860, 3 -4= -702, 4 -5= -860, 5 -6= -213 BOT CHORD 1 -11 =245, 10-11 =245, 9 -10 =702, 8 -9 =245, 7 -8 =245, 6 -7 =245 WEBS 3 -10 =2, 4 -9 =2, 2 -10 =461, 2 -11= -725, 5 -9 =461, 5 -7= -725 7 -10 -0 0 - 10 - 0 5x16 = 3 4 10 9 8 4x9 - 5x8 = 7 -10 -0. 0 -10 -0 Qty Ply I HON1AS WNESJOE 2 1 1 -0 -0 5 -8 -6 0 -3 -10 — Plate Offsets (X,Y): [3:0- 8- 0,0- 2- 4j,[5:0- 0- 0,0 -0- 0],[7:0- 0- 0,0 -U ,T1 0 0- 3- 8,0 -2=0] 1 1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert LL -0.03 7 -9 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.25 Vert(TL -0.05 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) BRACING TOP CHORD BOT CHORD NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698 Ib uplift at joint 11 and 698 Ib uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -3= -90.0, 3 -4= -90.0, 4 -6= -90.0, 1 -6= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =78.8, 3 -4 =78.8, 4 -6 =78.8, 1 -11= 134.2, 7 -11= -10.0, 6 -7 =134.2 Horz: 1 -3= -88.8, 4 -6 =88.8 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -3= -90.0, 3- 4= -90.0, 4- 6= -30.0, 1 -6= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -3= -30.0, 3 -4= -90.0, 4 -6= -90.0, 1 -6= -20.0 Job Reference (optional) b.T00 s Mar 25 2003TvTITeeTc n us nes, nc. ri Jul 1 2004 Page 13 -6 -6 5 -8 -6 14 -10 -0 7 -0 -0 PLATES M 1120 3x4 5 2x4 Weight: 73 Ib Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. Scale = 1:26.2 3x4 14 -10 -0 13-1Q-0 0 -3 -10 1 -0-0 GRIP 249/190 0013 Job l Truss Truss Type Qty Ply THOMAS WNESJOE 0058 4027 1 1T1 ROOF TRUSS 1 1 Job Reference (optional) best l russ G0- Miami,t1 33 JMM 5T00 Tvia 5 2003 - Mi I ek Industnes,lnc. Fri Jul 16 14TZ5: - 2004 Page - Plate 0 s s 1 -3-10 1 -3 -10 1 -0 -01 340 1 -0-00 -3-10 4 0,O- 0- DIj lb so es 1 • -$.III LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES Code FBC2001 /ANS195 7 -5 -0 6 -1 -6 7 -5 -0 6-1 -6 -01 REACTIONS (lb /size) 8= 816/0 -7 -4, 6= 816/0 -7 -4 Max Uplift8=- 698(load case 2), 6=- 698(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2 = -223, 2- 3 = -861, 3- 4 = -861, 4 -5= -223 BOT CHORD 1 -8 =257, 7 -8 =257, 6 -7 =257, 5 -6 =257 WEBS 2- 8 = -727, 2-7=447, 3 -7 =12, 4 -7 =447, 4- 6 = -727 CSI TC 0.47 BC 0.14 WB 0.21 (Matrix) 4x9 3 BRACING TOP CHORD BOT CHORD 13 -6 -6 6 -1 -6 13 -6 -6 6 -1 -6 DEFL in (loc) /deft L/d Vert(LL) 0.02 7 >999 240 Vert(TL) -0.03 6 -7 >999 180 Horz(TL) 0.00 6 n/a n/a Sheathed or 6 -0-0 oc puriins. Rigid ceding directly applied or 10 -0 -0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698 Ib uplift at joint 8 and 698 Ib uplift at joint 6. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 3- 5= -90.0, 1 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =78.8, 3 -5 =78.8, 1 -8= 134.2, 6 -8= -10.0, 5 -6 =134.2 Horz: 1 -3= -88.8, 3 -5 =88.8 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -5= -30.0, 1 -5= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -3= -30.0, 3- 5= -90.0, 1 -5= -20.0 PLATES MI120 Weight: 70 Ib 14 -10 -0 1 -3 -10 Scale = 1:25.7 14 -10 -0 13-1Q-0 0- 3- 101 -0 -0 GRIP 249/190 Jdb Truss Truss Type 4G27 GR4 ROOF TRUSS — 13 - 6 - §f - Truss GO Miami, 1-r331S5, JMM c L 1 -4 -9 6 -11 -3 1 -4 -9 5 -6 -10 2 5x12 1 -4 -9 1 -0 -12 1 -0 -12 0-3-13 6 -11 -3 12 -5 -14 5 -6 -10 4.43 12 15 14 13 12 6x10 - 5x8 - 6x10 - 4x9 12 -5 -14 5 5 -6 -10 5 -6 -10 3 -8 -12 LUMBER BRACING TOP CHORD 2 X 4 SYP No 2 TOP CHORD BOT CHORD 2 X 6 SYP SS *Except* BOT CHORD 12 -14 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 *Except' 8 -11 2 X 4 SYP No.2 Qty Ply I HO1TAS WNESJOE ,Plate Offse -6-6,0 :4j; 110 0- 5- 0,0- 1- 8j,j11:0- 3- 8, - 3-4], [f3:0- 5- 0,0 -481, [1b:0 -3-8,0 0] LOADING (ps SPACING 2 -0 -0 CSI DEFL in (loc) I/defl ltd TCLL 30.0 Plates Increase 1.33 TC 0.69 Vert(LL) 0.16 13 -15 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(TL) -0.20 13-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) REACTIONS (Ib /size) 16= 3819/0 -7 -9, 10= 11624/0 -7 -9 Max Upliftl6=- 2345(load case 2), 10=- 7245(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -1755, 2 -3 =- 6694, 3-4= -4790, 4 -5= -4774, 5-6= -4779, 6 -7= -3612, 7 -8 =- 3721, 8-9 =4320 BOT CHORD 1 -16 =1663, 15 -16 =1663, 14 -15 =6189, 13 -14 =6189, 12 -13 =3367, 11 -12 =3367, 10- 11= -3863, 9- 10 = -3863 WEBS 2 -16= -2625, 2 -15 =4556, 3 -15 =1061, 3 -13= -1967, 5 -13 =2881, 6 -13 =1395, 6 -11= -1506, 8 -11 =8002, 8 -10= -6982 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -6 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2345 Ib uplift at joint 16 and 7245 Ib uplift at joint 10. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Girder carries tie -in span(s): 2 -0-0 at 0 -0 -0 to 22 -0-0 at 24 -0-13; 2 -0-0 at 0 -0-0 to 22 -0 -0 at 24 -0 -13 LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5- 9 = -90.0 Trapezoidal Loads (plf) Vert: 1 =- 20.0 -to -9=- 1083.3 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -5 =77.6, 5 -9 =77.6 Horz: 1 -5= -87.6, 5 -9 =87.6 Trapezoidal Loads (plf) Vert: 1= 114.8- to -16= 149.5, 16= 24.7- to -10= 491.3, 10= 616.1 -to -9 =719.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 • Uniform Loads (plf) Vert: 1- 5= -90.0, 5- 9 = -30.0 Trapezoidal Loads (pif) Vert: 1 =- 20.0- to -9 =- 1083.3 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Continued orFfe5 30.0, 5-9=-90.0 2 Job Reference (optional) b. T00 s Mar2520037vTiTek Indusbfnes, Inc. Fn Jul f6 16 -2 -10 19 -11 -6 3 -8 -12 3 -8 -12 4x9 4.77 12 16 -2 -10 3x4 11 3x4 5x8 6 7 4x9 8 3x8 19 -11 -6 24 -0 -13 3 -8 -12 4 -1 -7 PLATES MI120 Weight: 281 Ib Sheathed or 5 -0-8 oc purlins. Rigid ceiling directly applied or 6 -0-0 oc bracing. 0011, 24 -0 -13 4 -1 -7 Scale = 1:41.5 3x4 - GRIP 249/190 Jot Truss ' Truss Type 4G27 GR4 ROOF TRUSS I— Best Truss CO , Mf L Fr. 33155, JMM LOAD CASE(S) Trapezoidal Loads (plf) Vert: 1 =- 20.0- to -9 =- 1083.3 Qty Ply THOMAS WNESJOE 1 2 Job Reference (optional) 5.100 s Mar 25 2003 MiTek industries, Inc. Fri Jul f4:24:50 2004 Page 2 0011 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 Job Truss 4G27 J1 D BesTTruss CO., farm, 3T55; J M LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress 'nor YES BCDL 10.0 Code FBC2001 /ANS195 Truss Type ROOF TRUSS REACTIONS (Ib /size) 3 = -64 /Mechanical, 4 = -81 /Mechanical, 5= 347/0 -7 -4 Max Horz5= 94(load case 2) Max Uplift3=- 64(load case 1), 4=- 81(load case 1), 5=- 594(load case 2) Max Grav3= 97(load case 2), 4= 159(load case 2), 5= 347(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =48, 2 -3 = -43 BOT CHORD 1 -5 =0, 4 -5 =0 WEBS 2 -5= -207 1 -10 -3 1 -10 -3 2x4 5.00 [T2 2 3 3x4 CSI TC 0.12 BC 0.16 WB 0.09 (Matrix) 1 -7 -4 1 -7 -4 Qty Ply THOMAS WNESJOE 0023 1 1 Job Reference (optional ) 5.T00 s'Mar 25 -2003TvTiTeTc Tndustrles,Tnc7Frl Jul 16 14:24T54 2004 Page 1 DEFL in (loc) I /defl L/d Vert(LL) 0.01 1 >999 240 Vert(TL) 0.01 1 >999 180 Horz(TL) 0.01 3 n/a n/a BRACING TOP CHORD BOT CHORD x4 tt 1-10-3 0 -2 -15 NOTES 1) Wind: ASCE 7-98; 146mph; h =27ft; TCDL= 5.0psf, BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2 Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint 3, 81 Ib uplift at joint 4 and 594 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 1- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.5, 1- 5= 141.9, 4 -5= -10.0 Horz: 1 -3= -96.5 PLATES M 1120 Weight: 7 Ib Sheathed or 1 -10 -3 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. Scale = 1:6.9 GRIP 249/190 Job Truss Truss Type 4G27 J4E MONO TRUSS ` es cuss iami,Ff- 33 -- LOADING (psf) TCLL 30.00 TCDL 15.0 BCLL 0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 r 3x4 1 -0 -0 1 - -0 1 -4 -0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 CSI TC 0.15 BC 0.08 WB 0.10 (Matrix) 1 Qty Ply TFfO] XASWNESJOt 0035 1 1 Job Reference (optional) b7f00 5 NTa�5 2003 MTek Industries, Inc. Fri Jul 16 1 1 4 -5 -7 4 -5 -7 3 -1 -7 DEFL in (loc) I /deft L/d Vert(LL) -0.00 1 >999 240 Vert(TL) - 0.00 4-5 >999 180 Horz(TL) -0.00 4 n/a n/a REACTIONS (Ib /size) 4= 131/0 -2 -0, 5= 343/0 -8 -0 Max Horz 5= 194(load case 2) Max Uplift4=- 111(load case 2), 5=- 421(load case 2) FORCES (Ib) First Load Case Only TOP CHORD 1 -2 =65, 2 -3 =32, 3- 4 = -109 BOT CHORD 1 -5 = -6, 4-5 = -6 WEBS 2- 5 = -280, 2 -4 =6 NOTES 1) Wind: ASCE 7-98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category I1; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection by others) of truss to bearing plate at joint(s) 4. 3) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 4 and 421 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 1 -4= -20.0 2) C-C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.5, 1 -5= 141.9, 4 -5= -10.0 Horz: 1 -3= -96.5 4 3x6 2x4 PLATES M1120 Weight: 21 Ib BRACING TOP CHORD Sheathed or 4-5 -7 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. Scale = 1:11.0 GRIP 249/190 4G27 LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss T22 I 1- Bs Trusses iami F. 33155, JlvM 2x4 1 1 1 -0 -0 1 -3 -1 1 -0 -0 0 -3 -10 6 -11 -8 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 3x4 -- 1 -3 -10 1 -3 -10 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001/ANSI95 REACTIONS (Ib /size) 5= 379 /Mechanical, 6= 525/0 -7 -4 Max Horz6= 353(load case 2) Max Uplift5=- 368(oad case 2), 6=- 462(oad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2 = -431, 2 -3 =70, 3 -4 = -9, 3 -5= -267 BOT CHORD 1 -6 =483, 5 -6 =483 WEBS 2- 6 = -384, 2 -5= -486 Truss Type Qty Ply — TROMAS - WNESJOE 0073 ROOF TRUSS 1 1 1 Job Reference (optional) O s — 5.1U /lar 2b - 2003 Ind In n Jul 16 14:25:11 2004 Page 11 CSI TC 0.76 BC 0.22 WB 0.39 (Matrix) 8 -3 -2 6 -11 -8 8 -3 -2 DEFL in (loc) I /deft L/d PLATES Vert(LL) -0.02 1 >657 240 MI120 Vert(TL) -0.04 4 >78 180 Horz(TL) -0.01 5 n/a n/a BRACING TOP CHORD Sheathed or 6 -0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8 -4 -8 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 Ib uplift at joint 5 and 462 Ib uplift at joint 6. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3=- 90.0, 3-4= -90.0, 1- 5 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =83.3, 3 -4= 186.6, 1 -6= 138.7, 5 -6= -10.0 Horz: 1- 3= -93.3, 3- 4= -196.6 4x9 2x4 4 5 Weight: 41 Ib Scale = 1:20.0 GRIP 249/190 Job Truss !Truss Type 4G27 T21 ROOF TRUSS B s4 Truss CO Miami, Fr 33155; JMM 3x4 1 -3q'( 1 -0 -0 3x4 - 1 -0 -0 0 -3 -10 Pia4e Offsets (X,YT 15:0 0 2- OF LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1 -3 -10 6 -0 -8 1 -3 -10 2 4 -8 -14 i Qty Ply THOMAS WNESJOt 0072 1 Job Reference (optional) 5.100 s Mar 25 2003 Mire. FrfoliTsirfri. Fn Turf 6 2004 Pager 10 -9 -6 4 -8 -14 5.00 - 12 12 -0 -13 1 -3 -7 4x9 3.54 12 5 3x4 6 2x4 LOADING (psf) SPACING 2 -0 -0 CSI TOLL 30.0 Plates Increase 1.33 TC 0.28 TCDL 15 0 Lumber Increase 1.33 BC 0.29 BCLL 0.0 Rep Stress Incr YES WB 0.26 BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) REACTIONS (Ib /size) 10= 736/0 -7 -4, 7= 575iMechanical Max Horz 10= 396(load case 2) Max Uphif110=- 591(load case 2), 7=- 438(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -246, 2 -3= -320, 3 -4= -273, 4 -5= -185, 5 -6= -150, 6 -7= -671 BOT CHORD 1 -10 =227, 9 -10 =585, 8 -9 =585, 7 -8 =8 WEBS 2 -10= -294, 3 -10= -414, 3 -8= -468, 5 -8= -254, 6 -8 =698 3 4x9 10 -9 -6 9 -5 -12 3x4 9 3x4 DEFL in (loc) I /deft Lid Vert(LL) 0.02 8 -10 >999 240 Vert(TL) -0.14 8 -10 >929 180 Horz(TL) -0.01 7 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 591 Ib uplift at joint 10 and 438 Ib uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated, LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -5= -90.0, 5-6= -90,0, 1 -7= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =80.4, 5 -6 =80.4, 1 -10= 135.8, 7 -10= -10.0 Horz: 1 -5= -90.4, 5 -6 =90.4 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1 -5= -90.0, 5 -6= -30.0, 1 -7= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -30.0, 5- 6= -90.0, 1 -7= -20.0 8 7 3x82_-0-1Z;4 1 -3-7 PLATES MI120 Weight: 73 Ib BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8 -5 -5 oc bracing. Scale = 1:26.8 GRIP 249/190 T6 Truss Truss Type 4G27 T20 ROOF TRUSS i Be C L.0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 -3 -10 5 -8 -2 1 -3 -10 2 2x4 T LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 4 - 4 - 8 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 3 4x9 CSI TC 0.47 BC 0.33 WB 0.59 (Matrix) 10 -0 -10 4 -4 -8 5.00 3x4 10 BRACING TOP CHORD BOT CHORD Qty Ply - THOMAS WNESJOE 1 1 Job Reference (al) QUO s'M T 5 2003Tv1TeTTn� Inc Fr TuT16 14:75T1 - 2004 Page 1 9 10 -7 -6 0 -6 -12 5x12 DEFL in (loc) l/defl L/d Vert(LL) 0.03 9 -11 >999 240 Vert(TL) -0.11 9 -11 >999 180 Horz(TL) 0.02 8 n/a n/a 5 6 3x4 REACTIONS (Ib /size) 11= 943/0 -7 -4, 8= 787 /Mechanical Max Horz 11= 235(load case 2) Max Upliftl1=- 759(load case 2), 8=- 502(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -226, 2 -3= -302, 3 -4= -799, 4 -5= -723, 5-6= -740, 6 -7= -145, 7 -8= -250 BOT CHORD 1 -11 =213, 10 -11 =937, 9 -10= 937, 8-9 =674 WEBS 2 -11= -297, 3 -11= -844, 3 -9= -309, 5 -9 =343, 6- 9 = -49, 6 -8= -769 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed,C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 759 Ib uplift at joint 11 and 502 Ib uplift at joint 8. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5 -6= -90.0, 6 -7= -90.0, 1 -8= -20.0 2) C-C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =78.2, 5 -6 =78.2, 6 -7 =78.2, 1 -11= 133.6, 8-11= -10.0 Horz: 1 -5= -88.2, 5 -6 =88.2, 6 -7 =88.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-5=-90.0, 5 -6 =- 30.0, 6-7= -30.0, 1- 8 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -30.0, 5- 6= -90.0, 6- 7= -90.0, 1 -8= -20.0 15 -10 -8 5 -3 -2 1 -33104 = 3x4 = 3x8 = 3x4 = 1 -0 -0 10 -0 -10 1 -0 -0 8 -9 -0 0 -3 -10 Mate Offsets (X,y): [8 0 1 T2,0 - 1 - 8J 15 -10 -8 5 -9 -14 3,54, PLATES M 1120 Weight: 90 Ib Sheathed or 6 -0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 7 -6 -8 oc bracing. 8 GRIP 249/190 0071, Scale = 1:28.6 Job Truss Truss Type Oty Ply `THOMAS WNESJOE 00691 4G27 'T19 ROOF TRUSS 1 1 Job Reference (optional) Best Truss C farm, . - 33T55,71MfM — 5.100 s7Jfar 25 2003 s nes, nc. FrfTT16 V[251 Page 1 1-3-10 5 -8 -2 1 -3 -10 4 -4 -8 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 5x8 1 -3 -10 1 -0 -0 10 -0 -10 1 -0 -0 8 -9 -0 0 -3 -10 10 -0 -10 4 -4 -8 5 -4 -11 2 -3 -1 5.00 1 4x9 5 13 12 11 3x4 = 3x8 = 3x4 = - Plate Offsets , Y): [TOTO- 4- 0,0- 3- UIji4�3=8,6 -2-T2I - LOADING (psf) SPACING 2 -0-0 CSI 1 DEFL in (loc) I /defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.38 Vert(LL) 0.03 12 >999 240 M1120 249/190 TCDL 15.0 ! Lumber Increase 1.33 BC 0.33 Vert(TL) -0.10 12 -14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) 1 Weight: 1001b BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) 14= 1005/0 -7 -4, 9 =- 307 /Mechanical, 10= 1451/0 -7 -4 Max Horz 14= 84(load case 2) Max Upliftl4=- 797(load case 2), 9=- 307(load case 1), 10=- 903(load case 2) Max Grav14= 1005(load case 1), 9= 203(load case 2), 10= 1451(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -225, 2 -3 =- 309, 3-4= -945, 4 -5 =- 804, 5-6= -964, 6 -7 =480, 7 -8= 465, 8-9 =260 BOT CHORD 1 -14 =217, 13 -14 =1035, 12 -13 =1035, 11 -12 =565, 10-11 =565, 9- 10 = -33 WEBS 2 -14= -315, 3 -14= -953, 3 -12= -260, 5 -12 =193, 6 -12 =261, 6 -10= -1362, 7 -10= -152, 8 -10= -435 15 - 5 - 5 17 - 8 - 6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 Ib uplift at joint 14, 307 Ib uplift at joint 9 and 903 Ib uplift at joint 10. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 5= -90.0, 5- 6= -90.0, 6 -8= -90.0, 1- 9 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-5=77.6, 5 -6 =77.6, 6 -8 =77.6, 1 -14= 126.0, 9 -14= -10.0 Horz: 1 -5= -87.6, 5 -6 =87.6, 6 -8 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5 -6= -30.0, 6 -8= -30.0, 1.9= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 5= -30.0, 5- 6= -90.0, 6 -8= -90.0, 1- 9 = -20.0 3.54112 2x4 7 3x4 8 x� 0 9 5x8 = 2x4 17 -8 -6 19 -8 -4 7 -7 -12 1 -11 -14 Sheathed or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -0 -0 oc bracing. 19 -8 -4 1 -11 -14 Scale = 1:35.01 Job Truss Truss Type !Qty Ply THO1VIAS WNES3OE 0068 4G27 T18 ROOF TRUSS 1 I 1 Job Reference (optional) El (Truss GOT H. 331 5.100 5 F a 25 2003 MiTeTi Industnes, Inc. Fri Jul 16 14:25T09 Page 1 Pa 1 -3 -10 1 r 1 -3 -10 5x8 1 -3 -10 1 -0 -0 I 1 -0 -0 0 -3 -10 se s 3:0 -3 -8,0 2 T2J • LOADING (pps TCLL 30.� TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 5 -8 -2 4 -4 -8 10 -0 -10 8 -9 -0 10 -0 -10 4 -4 -8 5.00 rT2 4x9 3x4 SPACING 2 -0 -0 CSI Plates Increase 1.33 TC 0.73 Lumber Increase 1.33 BC 0.34 Rep Stress Incr YES WB 0.52 Code FBC2001 /ANSI95 (Matrix) 5 4x9 - REACTIONS (Ib /size) 13= 1031/0 -7 -4, 9= 1180/0 -7 -4 Max Uplift13=- 792(load case 2), 9=- 1066(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -239, 2 -3= -335, 3 -4= -1022, 4 -5= -881, 5 -6= -931, 6 -7= -1102, 7 -8= -105 BOT CHORD 1 -13 =236, 12 -13 =1063, 11 -12 =1063, 10-11 =125, 9 -10= 125, 8 -9=125 WEBS 2 -13= -341, 3 -13= -963, 3 -11= -194, 5 -11 =138, 7-11=778, 7 -9= -1074 DEFL in (loc) 1/deft Lid Vert(LL) 0.04 11 >999 240 Vert(TL) -0.11 11 -13 >999 180 Horz(TL) 0.01 9 n/a n/a BRACING TOP CHORD BOT CHORD 3x4 17 -8 -6 7 -7 -12 17 -8 -6 7 -7 -12 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 792 Ib uplift at joint 13 and 1066 Ib uplift at joint 9. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5 -8= -90.0, 1 -8= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =77.6, 5 -8 =77.6, 1 -13= 124.8, 9 -13 =- 10.0, 8-9 =124.8 Horz: 1- 5= -87.6, 5 -8 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -5= -90.0, 5 -8= -30.0, 1 -8= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -5= -30.0, 5 -8= -90.0, 1 -8= -20.0 3x6 PLATES M 1120 18 -0 -0 20 -1 -4 0 -3 -10 2 -1 -4 Weight: 96 Ib 20 -1 -4 2 -4 -14 Scale = 1:35.0 GRIP Sheathed or 5 -3 -8 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 8 -8 -9 oc bracing: 11 -13. 249/190 LO Job 4G27 3x4 = 1 -3 -10 1 -0 -0 1 -0 -0 0 -3 -10 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 2x4 5x8 Truss T17 BesfTruss CO., iami, 1:33155 JMfvT 11 1 -3 -10 5 -8 -2 1-3-10 4 -4 -8 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 5.0012 3 Truss Type ROOF TRUSS 4x9 2 6 10 - - 8 -9 -0 Plate 0' se s 6: 4- 4,0 -2 -8j; 1 a- 0-2- 0 12j 10 -0 -10 4 -4 -8 3x4 - SPACING 2 -0 -0 CSI Plates Increase 1.33 TC 0.74 Lumber Increase 1.33 BC 0.34 Rep Stress Incr YES WB 0.44 Code FBC2001 /ANS195 (Matrix) 4x9 4 ri 13 12 11 4x9 = BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) 14= 1036/0 -7 -4, 10= 1139/0 -7 -4, 8= 35/0 -1 -8 Max Horz 14 =2(load case 2) Max Upliftl4=- 808(load case 2), 10=- 801(load case 2), 8=- 18(load case 2) Max Grav14= 1036(load case 1), 10= 1139(load case 1), 8= 38(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -241, 2 -3= -336, 3 -4= -1032, 4 -5= -1112, 5 -6= -162, 6 -7 =21 BOT CHORD 1 -14 =237, 13 -14 =1072, 12 -13 =1072, 11 -12 =214, 10 -11 =214, 9- 10 =17, 8 -9 =0 WEBS 2 -14= -340, 3 -14= -972, 3 -12= -194, 4 -12 =149, 5 -12 =696, 5 -10= -1057, 6 -10 =209, 6 -9 = -69 i Qty , Ply - THOMAS WNESJO 0067 1 1 Job Reference (optional) b T00 sVfar 200 3lvTiTek Tn3"usfnes, Inc. Fn Jul 1614 - 25:09X004 Page 1 3x4 = 17 -8 -6 7 -7 -12 17 -8 -6 7 -7 -12 DEFL in (loc) I/defl L/d PLATES Vert(LL) 0.04 12 >999 240 M1120 Vert(TL) -0.11 12 -14 >999 180 Horz(TL) 0.02 8 n/a n/a NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0psf; BCDL =5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection by others) of truss to bearing plate at joint(s) 8. 4) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 808 Ib uplift at joint 14, 801 Ib uplift at joint 10 and 18 Ib uplift at joint 8. 5) This truss design conforms with Florida Building Code 2001, based on parameters Indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 4- 6= -90.0, 6 -7= -90.0, 1 -8= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4 =77.6, 4 -6 =77.6, 6 -7= 186.6, 1 -14= 124.8, 8 -14= -10.0 Horz: 1 - 4= - 87.6, 4 - 6 =87.6, 6 - =196.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 4- 6= -30.0, 6 -7= -30.0, 1 -8= -20.0 4) 2nd unbalanced Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -30.0, 4 -6= -90.0, 6- 7= -90.0, 1- 8 = -20.0 5x8 = Weight: 99 Ib 19 -3 -3 20 -1 -4 1 -6 -13 0 -10 -1 Scale = 1:35.1 3.54112 3x4 5 5x12 7 TO 9 g 19 -3 -3 20 -1 -4 1 -6 -13 0 -10 -1 GRIP Sheathed or 5 -3 -6 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 8 -6 -0 oc bracing: 12 -14. 249/190 Job_ Truss Truss Type 4G27 T16 1ROOFTRUSS Best Truss CO farm, - rT3.3155, JTMTiv1 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 -3 -10 1 -3 -10 5x8 Plate Offset (X,Y): [9:0- 4- 00- 2 -11TF3 0=3- 8,0 -2 -12] LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 5 -8 -2 4 -4 -8 5.00 FT2 SPACING 2 -0 -0 Plates lncrease 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 4x9 10 -0 -10 8 -9 -0 10 -0 -10 4 -4 -8 CSI TC 0.32 BC 0.34 WB 0.44 (Matrix) 4x9 4 12 11 10 3x4 - 3x8 - 3x4 Qty ; Ply 1 HUMvTAS WNESJOE 0066 11 1 Job Reference (optional) b.100 1v1aT25 003TvTiT7c Inc. Fri JuT6 1 4:25:091004 Page 1 14 -5 -4 4 -4 -10 17 -8 -6 7 -7 -12 DEFL in (loc) I/defl Lid Vert(LL) 0.04 11 >999 240 Vert(TL) -0.11 11 -13 >999 180 Horz(TL) 0.02 9 n/a n/a REACTIONS (Ib /size) 13= 1009/0 -7 -4, 8 =- 179/0 -1 -8, 9= 1366/0 -7 -4 Max Horz 13= 83(load case 2) Max Uplift13=- 798(load case 2), 8=- 179(load case 1), 9=- 851(load case 2) Max Grav13= 1009(load case 1), 8= 124(load case 2), 9= 1366(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -221, 2 -3= -303, 3 -4= -947, 4 -5= -941, 5 -6 =370, 6 -7 =369, 7 -8 =152 BOT CHORD 1 -13 =212, 12 -13 =1047, 11 -12 =1047, 10 -11 =711, 9 -10= 711, 8 -9 = -27 WEBS 2-13=-308, 3 -13= -972, 3 -11= -276, 4 -11 =243, 5 -11 =109, 5 -9= -1309, 6 -9= -287, 7 -9= -313 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection by others) of truss to bearing plate at joint(s) 8. 4) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 798 Ib uplift at joint 13, 179 Ib uplift at joint 8 and 851 Ib uplift at joint 9. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 4 -5= -90.0, 5 -7= -90.0, 1 -8= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4 =77.6, 4 -5 =77.6, 5 -7 =77.6, 1 -13= 124.8, 8 -13= -10.0 Horz: 1- 4= -87.6, 4 -5 =87.6, 5 -7 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 4 -5= -30.0, 5 -7= -30.0, 1 -8= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert. 1- 4= -30.0, 4 -5= -90.0, 5- 7= -90.0, 1 -8= -20.0 17 -8 -6 3 -3 -2 4x9 ; 3.54 12 5 2x4 PLATES M 1120 Weight: 103 Ib BRACING TOP CHORD Sheathed or 6 -0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. 20 -1 -4 2 -4 -14 Scale = 1:35.81 20 -1 -4 2 -4 -14 GRIP 249/190 Bt CUT Fl 33T55, UMW 1 - 3 - 10 5 - 8 - 9 Job I Truss Truss Type 4G27 S4 ROOF TRUSS 1 -3 -10 4 -4 -15 2x4 2 •o' Plate Offsets 3x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0 0 BCDL 10.0 16 5x8 = 0 -3 -10 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 5.001 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 4x9 3 10 -1 -9 8 -9 -15 10 -1 -9 11 -5- 1112 -5 -6 17 -8 -6 4 -4 -15 CSI TC 0.36 BC 0.35 WB 0.47 (Matrix) Qty 1 1 -4 -2 0 -11 -12 4x9 4 2x4 5 3x4 6 1 I2 15 14 11 3x8 =2x4 2x4 7x12 5x12 - 11 -5- 1112 -5 -6 1 -4 -2 0 -11 -12 • T4)- 6- 4,u- =f0:0:6=0 CF3 [f2:0- 6- Da= 4= 0r,TT3 0=6 ,0- 2 -12j, [16:0- 3- 8,0 -2 -12j BRACING TOP CHORD BOT CHORD Ply 1 HO1 AS WNESJOE 00501 Job Reference (optional) b71 s Mar 25 2003 MTe1 lnd Inc. Fri Jul 16 14 25/£2004Page 1 1 5 -3 -0 3.54 12 17 -8 -6 5 -3 -0 DEFL in (Ioc) I /deft Lid Vert(LL) 0.04 13 >999 240 Vert(TL) -0.12 15 -16 >999 180 Horz(TL) 0.03 10 n/a n/a 3x4 7 3x4 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 790 Ib uplift at joint 16 and 1039 Ib uplift at joint 10. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4=- 90.0, 4-8= -90.0, 1- 14= -20.0, 12 -13= -20.0, 9 -11= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4 =77.6, 4 -8 =77.6, 1 -16= 124.8, 14 -16= -10.0, 12 -13= -10.0, 10 -11= -10.0, 9 -10 =124.8 Horz: 1 -4= -87.6, 4 -8 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 4 -8= -30.0, 1 -14= -20.0, 12 -13= -20.0, 9 -11= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -30.0, 4 -8= -90.0, 1 -14= -20.0, 12 -13= -20.0, 9 -11= -20.0 10 5x12 = 18 -0 -0 20 -1 -4 0 -3 -10 2 -1 -4 PLATES MI120 REACTIONS (lb /size) 16= 1034/0 -7 -4, 10= 1162/0 -7 -4 Max Horz 16= 135(load case 2) Max Upliftl6=- 790(load case 2), 10=- 1039(load case 2) 1 FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -230, 2 -3 =- 310, 3-4= -984, 4 -5= -939, 5 -6= -1039, 6 -7= -1176, 7 -8 =79, 8-9 = -5 BOT CHORD 1 -16 =219, 15 -16 =1091, 14- 15 =82, 13- 14 = -97, 5 -13 =186, 12 -13 =1053, 11- 12 =47, 6- 12 = -138, 10- 11 =88, 9- 10 = -15 WEBS 2 -16= -305, 3 -16= -1015, 3 -15= -289, 4 -15= -133, 13 -15 =887, 4 -13 =337, 6 -13= -250, 10- 12 = -115, 7 -12 =1130, 7 -10= -1031, 8- 10 = -13 20 -1 -4 2 -4 -14 Weight: 129 Ib 9 Sheathed or 5-7 -7 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -0 -0 oc bracing. 2x4 Scale = 1:37.9 GRIP 249/190 Jot Truss Truss Type 4G27 S3 ROOF TRUSS Best Truss CO., Miami; P. 33155, JMM 1 -3 -10 1 -3 -10 3x4 2 / 3x4 - 22 1 -3) II 5 -4 -10 4 -1 -0 3 3x4 14 3x10 - 1 -0 -0 5 -4 -10 1 -0 -0 0 -3 -10 Plate Offsets (X,Y): j6: 0- 6= 4, 0- 2- 0], j12 ::0- 2- 8,0- 2- 8];114:0- 3= 8;0 -1 -8J I LOADING (psf) SPACING 2 - - CSI TCLL 30.0 Plates Increase 1.33 TC 0.28 TCDL 15.0 Lumber Increase 1.33 BC 0.34 BCLL 0.0 Rep Stress Incr YES WB 0.30 BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) i LUMBER 1 TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 4 - 1 - 0 4 - 1 - 0 REACTIONS (Ib /size) 9= 856 /Mechanical, 15= 1011/0 -7 -4 Max Horz 15= 264(toad case 2) Max Uptift9=- 544(load case 2), 15=- 790(load case 2) 9 -5 -11 4 -1 -0 5.00; 12 2x4 3x4 5 9 -5 -11 Qty 1 6 \\ 2x4 7 8 ro 05 ro 11 5x12 - 3x4 — '1J n 13 2x4 DEFL in (loc) I/defl Lid Vert(LL) 0.06 11 -12 >999 240 Vert(TL) -0.08 11 -12 >999 180 Horz(TL) 0.04 9 n/a n/a BRACING TOP CHORD BOT CHORD Ply 1 10 -11 -8 1 -5 -13 4x9 HUTMTAS WNESJOE 14 -5 -6 3 -5 -15 FORCES (Ib) - First Load Case Onl TOP CHORD 1 - - 111, 2 -3= -1236, 3 -4= -1144, 4 -5= -1071, 5 -6= -1094, 6 -7= -664, 7 -8= -557, 8 -9= -891 BOT CHORD 1 -15 =112, 14 -15 =112, 13 -14 =103, 12- 13 =58, 5- 12 = -219, 11 -12 =775, 10-11= -541, 7- 11 = -291, 9 -10 =11 WEBS 2 -15= -901, 2 -14 =980, 3 -14= -297, 12 -14= 986, 3- 12 = -96, 6 -12 =585, 6 -11= -278, 8 -10 =795 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category H; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 Ib uplift at joint 9 and 790 Ib uplift at joint 15. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -6= -90.0, 6- 8= -90.0, 1 -13= -20.0, 11 -12= -20.0, 9 -10= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6 =77.7, 6 -8 =77.7, 1 -15= 133.1, 13-15= -10.0, 11- 12= -10.0, 9- 10 = -10.0 Horz: 1 -6= -87.7, 6 -8 =87.7 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -6= -90.0, 6 -8= -30.0, 1 -13= -20.0, 11 -12= -20.0, 9 -10= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -6= -30.0, 6 -8= -90.0, 1.13= -20.0, 11 -12= -20.0, 9 -10= -20.0 Job Reference (optional) 5.100 s Mar iTek Industries, [i Fri Ji.11 14:252 - Page 1 3.54 12 17 -1 -6 2 -8 -0 3x4 10 9 3x4 - 2x4 14 -5 -6 17 -1 -6 4 -11 -12 2 -8 -0 PLATES M 1120 Weight: 108 Ib GRIP Sheathed or 5 -7 -5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 8 -11 -14 oc bracing: 11 -12 6 -0 -0 oc bracing: 10 -11. 249/190 0049 Scale: 3/8 " =1 Job _ Truss 4G27 S2 Best Truss CO., Miami FL 331b5, JMMV LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 L LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1 -3 -10 1 -3 -10 3x4 7 -5 -11 6 -2 -1 1 -0 -0 3x10 - 1 -0 -0 0 -3 -10 Plate Offsets (X,Y): jb:0- 2- 8,0- 0- 2],[9:0- b -8,E= gd e],Jf1 :D-3 O =1=8] SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type — Qty Ply I FTOMASWNESJOE 0048 ROOF TRUSS .1 1 Job Reference (optional) 5.700 s Ma 25 - 2OC3 - MiTek — FndusTnes, Tn> n Jut 1614/25:01 200 age 7 -5 -11 6 -2 -1 CSI TC 0.41 BC 0.21 WB 0.31 (Matrix) REACTIONS (lb /size) 7= 595 /Mechanical, 11= 739/0 -7 -4 Max Horz 11= 451(load case 2) Max Uplift7=- 468(load case 2), 11=- 569(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -221, 2 -3= -836, 3 -4= -648, 4 -5= -148, 5 -6= -122, 6 -7= -270 BOT CHORD 1 -11 =259, 10- 11 =91, 9- 10 =62, 4 -9= 128, 8-9 =666, 7 -8 =50 WEBS 2 -11= -677, 9 -11 =169, 2 -9 =418, 4 -8= -720, 5 -8 =92 3x4 3x4 4 9 , 4x9 10 2x4 BRACING TOP CHORD BOT CHORD 5.00112 11 -8 -3 4 -2 -9 11 -8 -3 4 -2 -9 DEFL in (loc ) I /deft L/d Vert(LL) 0.03 8-9 >999 240 Vert(TL) -0.04 8 -9 >999 180 Horz(TL) -0.01 7 n/a n/a 12 -1 -7 0 -5 -3 4x-53 12 12 2x4 56 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL =5 Opsf; Category I1; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 Ib uplift at joint 7 and 569 Ib uplift at joint 11. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5= -90.0, 5 -6 =- 150.0, 1 -10= -20.0, 7 -9= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =80.3, 5 -6 =96.4, 1 -11= 135.7, 10-11= -10.0, 7 -9= -10.0 Horz: 1- 5= -90.3, 5 -6 =106.4 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 5= -90.0, 5 -6= -90.0, 1- 10= -20.0, 7 -9= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) 1 Vert: 1 -5= -30.0, 5 -6= -90.0, 1 -10= -20.0, 7 -9= -20.0 8 7 2x4 3x4 12 -1 -7 0 -5 -3 PLATES M1120 Weight: 79 Ib Scale = 1:28.4 GRIP Sheathed or 6 -0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 8-3 -15 oc bracing: 8 -9. 249/190 Job Truss Truss Type 4G27 Si S ROOF TRUSS `�esfTruss c;07 iami, r. 331 1 -3 -10 1 -3 -10 3x6 1-0-0 1 -3 -10 1 -0 -0 0 -3 -10 — Plate O se s 4,Edgej,T8 0- 120 - LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No 2 WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 5= 296 /Mechanical, 8= 472/0 -7 -4 Max Horz 8= 295(load case 2) Max Uplift5=- 259(load case 2), 8=- 456(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2 = -58, 2- 3 =- 350, 3- 4 = -50, 4 -5 = -19 BOT CHORD 1 -8 =66, 7 -8 =18, 6 -7 =31, 3 -6 =85, 5 -6 =268 WEBS 2- 8 = -392, 6 -8 =49, 2-6 =191, 3 -5= -390 5 -5 -11 4 -2 -1 5 -5 -11 4 -2 -1 BRACING TOP CHORD BOT CHORD Oty Ply THOMAS WNESJOE 1 1 , Job Reference optional bJ00 s Thar 252003MiTek fnd nc. Fn Jul 16 :25D62004 image 1 2x4 7 -1 -8 1 -7 -13 7 -1 -8 1 -7 -13 NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5,0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2 Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 Ib uplift at joint 5 and 456 Ib uplift at joint 8. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 1- 7= -20.0, 5- 6 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-4=84.5, 1 -8= 139.9, 7- 8= -10.0, 5-6= -10.0 Horz: 1 -4= -94.5 00451 Scale = 1:18.1 LOADING (psf) I SPACING 2 -0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 1 TC 0.20 Vert(LL) -0.00 7 >999 240 M1120 249/190 TCDL 15.0 I Lumber Increase 1.33 1 BC 0.08 Vert(TL) -0.01 7 -8 >999 180 BCLL 0.0 i Rep Stress Inc( YES WB 0.13 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2001 /ANS195 (Matrix) Weight: 44 Ib Sheathed or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Job LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss 4G27 J28 Bet rviiam (. - 33T55, - JMIVT LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 Truss Type ROOF TRUSS 2 -1 -8 2 -1 -8 5.00T2 3 3x4 SPACING 2 -0-0 CSI Plates Increase 1.33 TC 0.12 Lumber Increase 1.33 BC 0.15 Rep Stress Incr YES WB 0.08 Code FBC2001 /ANS195 (Matrix) 1 -7 -4 1 -7 -4 REACTIONS (Ib /size) 3 = -29 /Mechanical, 4 = -51 /Mechanical, 5= 308/0 -7 -4 Max Horz 5= 103(load case 2) Max Uplift3=- 29(load case 1), 4=- 51(load case 1), 5=- 508(load case 2) Max Grav3= 47(load case 2), 4= 105(load case 2), 5= 308(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=48, 2 -3 = -38 BOT CHORD 1 -5 = -0, 4 -5 =0 WEBS 2 -5= -193 2 Qty Ply TROMA3 WNESJOE 0026 1 1 Job Reference (optional) b.100 sTviar25 2003Tv(iTeek industries, In ri Jul 16 14: 2435 - 2004 - Page 1 I 2x4 x4 4 2 -1 -8 0 -6 -4 DEFL in (loc ) Udefl Lid Vert(LL) 0.01 1 >999 240 Vert(TL) 0.01 1 >999 180 Horz(TL) 0.01 3 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2 Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 Ib uplift at joint 3, 51 Ib uplift at joint 4 and 508 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular; Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.5, 1- 5= 141.9, 4 -5= -10.0 Horz: 1 -3= -96.5 PLATES MI120 Weight: 8 Ib BRACING TOP CHORD Sheathed or 2 -1 -8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. Scale = 1:7.3 GRIP 249/190 .30b Truss Truss Type Qty 1 Ply OMAS WNESJOE 0056 4G27 SG1 'ROOFTRUSS 1 Job Reference (optional) b .T00 s /faT25 - 2003 MiTek Indu`sUries, Inc. Fri J 1 6T4- 25:052004 Page - 1 — B0 fTruss C07,1/14riTF1733T55,,7fvMM M a I O 1 -4 -5 4 -1 -9 1 -4 -5 2 -9 -4 1 -4 -5 1 -0 -7, 1 -0 -7 4 -1 -9 8 -3 -3 12 -4 -14 4 -1 -11 4 -1 -11 4.60 - T2 3x4 3x4 ; 5 13 -11 -15 -r 1 -7 -1 1.9712 4x9 6 4x9 7 16 -6 -0 3x6 i 3 1 1 2 � ___ 5x8 - 17 16 15 14 3x4 - 20 19 5x8 - 3x8 - 3x4 - 13 2x4 2x4 7x12 5x12 8 -3 -3 12 -4 -14 13 -11 -15 16 -6 -0 19 -0 -3 22 -5 -15 3 -5 -12 2 -9 -4 4 -1 -11 4-1-11 1 -7 -1 2 -6 -1 2 -6 -4 0 -3-14 a iOffsets (X,Y)T_[2..- 6 -0,0- -i2L 2- - T,j6:o=o,0 :01, 'TO- D,, - )1Tjf2:0- 6 - D ,O- 4- 1.4 -6 -0,0 4 0JJ17 ;D- 3- 8,0- 2 -T2j,TT8:0- b- 8,0 -2 -8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 I TC 0.52 Vert(LL) 0.15 17 -18 >999 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 ! BC 0.71 Vert(TL) -0.17 17 -18 >999 180 BCLL 0.0 Rep Stress Incr NO B 0.77 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2001 /ANS195 (Matrix) Weight: 3171b r- LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4 -11 -0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. 3-19 2 X 4 SYP No.2, 8-13 2 X 4 SYP No.3 WEBS 2X4 SYP No.3 REACTIONS (Ib /size) 20=3146/0-7-13, 12= 8122/0 -7 -14 Max Horz 20= 252(load case 2) Max Uplift20=- 2141(load case 2), 12=- 5713(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-1004, 2 -3= -6625, 3 -4= -6245, 4 -5= -6148, 5-6= -3942, 6 -7= -3721, 7 -8= -3615, 8 -9= -2386, 9 -10 =1489, 10 -11 =1013 BOT CHORD 1-20=955, 19 -20 =1143, 18- 19 =-6, 3 -18 =230, 17 -18 =6714, 16 -17 =5789, 15 -16 =3308, 14 -15 =2349, 13 -14 =270, 8 -14= -1757, 12- 13 = -192, 11 -12 =152 WEBS 2 -20= -2401, 18- 20 = -195, 2 -18= 5130, 3-17= -950, 5 -17 =1758, 5 -16= -2548, 6 -16 =1646, 7 -16 =1071, 7 -15= -402, 8 -15 =1544, 12- 14= -1229, 9 -14 =4361, 9- 12= -4279, 10-12= -1616 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows. Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc, 2 X 6 - 2 rows at 0 -8 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2141 Ib uplift at joint 20 and 5713 Ib uplift at joint 12. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Girder carries be -in span(s): 2 -0 -0 at 0 -0 -0 to 17 -0-0 at 22 -5 -15; 2 -0-0 at 0 -0 -0 to 17 -0 -0 at 22 -5 -15 LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 6= -90.0, 6- 7= -90.0, 7 -10= -90.0 Trapezoidal Loads (plf) Vert: 1 =- 20.0- to -19 =- 160.5, 18 =- 160.5- to -14 =- 607.1, 13 =- 607.1- to -11= -808.3 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1 -6 =77.6, 6 -7 =86.5, 7 -10 =77.6 Horz: 1 -6= -87.6, 6 -7 =96.5, 7 -10 =87.6 Trapezoidal Loads (plf) Vert: 1= 118.5- to -20= 149.7, 20= 21.2 -to -19 =81.3, 18= 81.3- to -14= 371.6, 13= 371.6- to -12= 426.0, 12= 554.5 -to -11 =631.0 Horz: 15=-428.5-to-14=-515.0 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -90.0, 6 -7= -30.0, 7- 10 = -30.0 Trapezoidal Loads (plf) ae Continued � 10.0- to -19 =- 160.5, 18 =- 160.5- to -14 =- 607 -1, 13_607.1- to -11= -808.3 19 -0 -3 22 -5 -15 2 -6 -1 2 -6 -4 3 -5 -12 Scale = 1:40.7 3x6 r 12 9 3x4 10 11 2x4 Q Job Truss 4G27 SG1 " russ C ., 1am1, I. 331 - 55 JMM LOAD CASE(S) 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -6= -30.0, 6 -7= -90.0, 7 -10= -90.0 Trapezoidal Loads (plf) Vert: 1=- 20.0- to -19 =- 160.5, 18 =- 160.5- to -14 =- 607.1, 13 =- 607.1- to -11= -808.3 Truss Type Qty Ply 1 HUMASESSOE _ 0056 ROOF TRUSS 1 2 Job Reference (optional) b7T00 s FJfa 520037vliTek Indstries, nc. Fn Jul 16 14:15:05 - 2004 - Page 2 7o Truss Truss Type 4G27 J2C ROOF TRUSS I C;O., M amj L33f55, JM11f LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 3x4 - LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pIf) Vert: 1 -3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pIf) Vert: 1-3=86.5, 1 -5= 141.9, 4 -5= -10.0 Horz: 1- 3 = -96.5 CSI TC 0.12 BC 0.15 WB 0.08 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 3 = -39 /Mechanical, 4 = -59 /Mechanical, 5= 317/0 -7 -4 Max Horz5= 100(load case 2) Max Uplift3=- 39(load case 1), 4=- 59(load case 1), 5=- 529(load case 2) Max Grav3= 61(load case 2), 4= 119(load case 2), 5= 317(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =48, 2 -3 = -39 BOT CHORD 1 -5 =0, 4 -5 =0 WEBS 2 -5= -196 2 -0 -10 2 -0 -10 5.00112 2 — 5 Qty 2x4 Ply f HUMS WNESJOE 1 1 Job Reference (optional) 5T0fl i 52003 - MiTek In ustnes, Inc 3 4 1 -7 -4 2x4 2 -0 -10 1 -7 -4 0 -5 -6 DEFL in (loc) Udefl L/d Vert(LL) 0.01 1 >999 240 Vert(TL) 0.01 1 >999 180 Horz(TL) 0.01 3 n/a n/a PLATES M 1120 Weight: 7 Ib Sheathed or 2 -0-10 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 Ib uplift at joint 3, 59 Ib uplift at joint 4 and 529 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 0027 Fri Jul 15 14:24352004 aP ge 1 Scale = 1:7.2 GRIP 249/190 Jo !Truss Truss Type Qty Ply i NOVAS WNESJOE 4G27 S10 ROOF TRUSS 1 1 HBestTruss C imi,T1- 33T55JIV IV Job Reference (optional) — Prate U sets (X,Y): d;Edgej LOADING (psf) TOLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1 -3-10 1 -3 -10 3-8 -0 2 -4 -6 5 -0-12 1 -4 -12 2x4 4 1 -0 -0 1 -0 -0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 3x4 1 -3 -10 0 -3 -10 REACTIONS (lb /size) 5= 173 /Mechanical, 8= 368/0 -7 -4 Max Horz 8= 218(load case 2) Max Uplift5=- 153(load case 2), 8=- 421(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =99, 2- 3 =- 220, 3 -4 =14, 4 -5 = -49 BOT CHORD 1- 8= -46, 7 -8 =16, 6 -7 =14, 3 -6 =32, 5 -6 =182 WEBS 2 -8= -288, 6- 8 =-66, 2 -6 =210, 3 -5= -222 CSI TC 0.09 BC 0.07 WB 0.10 (Matrix) 3 -8 -0 2 -4 -6 BRACING TOP CHORD BOT CHORD 5 00 s VfaT25 0031UiTeek fndustnes, Inc. Fri Jul 16 14:25T01 - 2004 Page 1 5 -0 -12 1 -4 -12 DEFL in (loc) I/defl L/d PLATES Vert(LL) -0.00 7 >999 240 M1120 Vert(TL) -0.00 7 >999 180 Horz(TL) -0.00 5 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 5 and 421 Ib uplift at joint 8. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -4= -90.0, 1 -7= -20.0, 5 -6= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -4 =86.5, 1 -8= 141.9, 7 -8= -10.0, 5 -6= -10.0 Horz: 1 -4= -96.5 1 Weight: 29 Ib GRIP Sheathed or 5 -0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 1 -8. 249/190 0046 Scale = 1:14.3 70b 4G27 :S9 Best Truss CO., iam1, 1-33T55,7NMM Pa CO; crS e • 'se tam 1 3x4 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 russ ' Truss Type ' •t Ply THOMAS WNESJOE 1 -3 -10 1 -3-10 r 1 -0 -0 0 -3-10 :0- 2 -0,,0 =8]T(6 5- ,Edge] rLOADING (psf) SPACING 2 -0-0 ' TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 i Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANSI95 ROOF TRUSS 3 -8 -0 2 -4 -6 REACTIONS (Ib /size) 5= 444 /Mechanical, 8= 610/0 -7 -4 Max Horz 8= 387(load case 2) Max Uplift5=- 374(load case 2), 8=- 508(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =76, 2- 3 = -816, 3- 4 = -202, 4- 5 = -230 BOT CHORD 1- 8 = -30, 7 -8 =135, 6 -7 =10, 3 -6 =41, 5 -6 =1052 WEBS 2 -8= -473, 6- 8 = -175, 2 -6 =749, 3 -5= -977 2 -4-6 7 2x4 3-8 -0 9 -8 -12 CSI TC 0.70 BC 0.36 WB 0.65 (Matrix) 0055' I1 1 Job Reference (optional ` - 51 - 00 sTvTa 25 2003-MiTek In. ustries, JUT 1 14:25 200 a� g 1 9 -8 -12 6 -0 -12 6 -0 -12 4x9 DEFL in (loc) Udefl Lid PLATES Vert LL 0.05 5 -6 >999 240 M1120 Vert(TL) -0.06 5 -6 >999 180 Horz(TL) -0.03 5 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 Ib uplift at joint 5 and 508 Ib uplift at joint 8. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 1 -7= -20.0, 5 -6= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4 =82.0, 1- 8= 137.4, 7 -8 =- 10.0, 5-6= -10.0 Horz: 1 -4= -92.0 3x6 Scale = 1:23.0 4 Weight: 53 Ib BRACING TOP CHORD Sheathed or 6 -0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. GRIP 249/190 -55 Truss Truss Type Qty Ply TF{O ASVWNESJOE 4G27 I S8 I ROOF TRUSS 1 1 Job Reference (optional best IrussGO7Tiamirt1733155, -- JMM -- 3x4 1 1 a e LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 4 -4 -14 4-4 -14 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 4x9 2 10 9 2x4 3x10 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 CSI TC 0.57 BC 0.43 WB 0.86 (Matrix) REACTIONS (Ib /size) 10= 705 /Mechanical, 6=863/0-7-4 Max Horz 6 = -391 (load case 2) Max Upfiftl0 = -49 (load case 2), 6=- 673(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -10= -679, 1 -2= -619, 2 -3= -792, 3 -4= -1431, 4 -5 =40 BOT CHORD 9- 10 =16, 8 -9 =1712, 7 -8 =6, 3 -8 =70, 6 -7 =193, 5 -6 =8 WEBS 1 -9 =813, 2-9=-286, 3-9= -1093, 6 -8= -197, 4 -8 =1271, 4- 6 = -707 10 -8 -13 6 -3 -15 b71 0/ar 25 2003TviiTek In.ustnes, non Jul 1614:25:042004 Page 1 BRACING TOP CHORD BOT CHORD 5.00112 4x9 3 2x4 DEFL in (loc ) I /defl L/d Vert(LL) 0.11 8-9 >999 240 Vert(TL) -0.13 8 -9 >999 180 Horz(TL) 0.05 10 n/a n/a 4x9 - 1 7 12 -9 -9 2 -0 -12 NOTES 1) Wind: ASCE 7-98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category I1; Exp C; enclosed;C -C interior zone; cantilever right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2 Provide adequate drainage to prevent water ponding. 3 Refer to girder(s) for truss to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 Ib uplift at joint 10 and 673 lb uplift at joint 6. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2 -5= -90.0, 8 -10= -20.0, 5 -7= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =79.0, 2 -5 =79.0, 8 -10= -10.0, 6 -7= -10.0, 5 -6 =134.4 Horz: 2 -5 =89.0 Drag: 1 -2 =0.1 13 -1 -3 14 -4 -13 2 -4 -6 1 -3 -10 3x4 3x4 4 4 -4 -14 10 -8 -13 4 -4 -14 6 -3 -15 13-1- 314 -4 -13 0-3-10 1 -3 -10 PLATES MI120 Weight: 80 Ib 3x4 GRIP Sheathed or 5 -3 -6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 5 -1 -8 oc bracing: 8-9. 00541 Scale = 1:26.0 249/190 - Job Truss Truss Type 4G27 S7 ROOF TRUSS - BesFTruss CO., Miami, FI. 33755, JMtiM 1 -6 -8 3 -3 -15 3 -10 -14 1 -6 -8 1 -9 -7 0 -6 -15 4 -3 -15 5.00 [12 3x4 3x4 ; 2 18 2x4 5x8 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 3x4 5x12 3 4 2x4 1 -6 -8 1 -2 -14 3 -3 -15 3 -10 -14 8 -2 -13 8 -2 -13 9 -7 -14 1 -2 -14 1 -9 -7 0 -6 -15 4 -3 -15 0 -3-10 — Plate Offse s ,YJ-j3 0-3- 0,0 -2 -8J72 0- 3- 5,0 -3 -6), [f7:0- 3- 8,0 -2-2J 1 Qty I Ply 1 -5 -1 5 -9 -0 4x9 0053 1 1 Job Reference (optional) 5. s ar 52003 - TATek tn.ustnes, J / Tri JuT T6 f42504 2004 Page 1 BRACING TOP CHORD BOT CHORD 15 -4 -14 7 -2 -1 1 FfOMAT WNESJOE 15 - 4 - 14 17 - 9 - 4 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl L/d TCLL 30.0 Plates Increase 1.33 TC 0.57 Vert(LL) 0.10 12-13 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.17 12 -13 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2001 /ANS195 (Matrix) 3x4 7 2x4 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 882 Ib uplift at joint 17 and 812 Ib uplift at joint 10. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -5= -90.0, 5 -6= -90.0, 6 -9= -90.0, 15- 18= -20.0, 12 -14= -20.0, 9 -11= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -3 =77.6, 3 -5 =86.5, 5 -6 =77.6, 6 -9 =77.6, 17 -18= 127.7, 15- 17= -10.0, 12 -14= -10.0, 10- 11= -10.0, 9 -10 =127.7 Horz: 1- 3= -87.6, 5 -6= -87.6, 6 -9 =87.6 Drag: 3- 4 = -1.4, 4 -5 =0.1 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (p11) Vert: 1 -3= -90.0, 3 -5= -90.0, 5 -6= -90.0, 6 -9= -30.0, 15- 18= -20.0, 12- 14= -20.0, 9 -11= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (p1f) Vert: 1 -3= -30.0, 3 -5= -30.0, 5 -6= -30.0, 6 -9= -90.0, 15 -18= -20.0, 12 -14= -20.0, 9 -11= -20.0 2 - 4 - 6 REACTIONS (Ib /size) 17= 1047/0 -7 -4, 10= 1035/0 -7 -4 Max Horz 17=- 194(load case 2) Max Uptiftl7=- 882(load case 2), 10=- 812(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =50, 2 -3= -443, 3 4 442, 4 -5= -1221, 5-6= -1324, 6 -7= -2037, 7 -8= -1647, 8- 9 = -37, 1 -18 =8 BOT CHORD 17-18=12, 16- 17 = -35, 15 -16 =434, 14- 15 = -85, 4- 14 = -76, 13-14 =578, 12 -13 =1085, 11- 12 = -1, 7- 12 = -456, 10-11 =176, 9 -10=26 WEBS 2 -17= -987, 2 -16 =881, 3 -16= -596, 4 -13 =772, 5 -13= -640, 6 -13 =408, 6 -12 =819, 10-12= -157, 8 -12 =1451, 8 -10= -889, 1- 17 = -89 3x4 17 -9 -4 19 -0 -14 2 -4 -6 1 -3 -10 PLATES M 1120 3x4 Weight: 118 Ib Sheathed or 4 -1 -10 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -0 -0 oc bracing. 1 19-0-14 1 -3 -10 Scale = 1:35.4 8 3x4 GRIP 249/190 cop LIS p? Vi I Job Truss Truss Type 14G27 S6 ROOF TRUSS Best I russ CO., Miami, PI. 33155, JMM 3 -0 -6 3 -0 -6 5.00,12 4x9 - 4 3x4 — 4x9 - 2 3 4 1 3 x4; cam, 1 o 6 5x8 19 2x4 18 5 -7 -6 7 -11 -5 10 -11 -5 11 -9 - 17 -1 -6 19 -5 -12 20 -9 -5 2 -6 -15 2 -3 -15 3 -0 -1 0-10-0 5 -4 -0 2 -4 -6 1 -3 -10 � Scale = 1 :38.I. 17 5x8 - 2x4 15 3x4 - 5x16 5 6 14 13 3x4 - 3x6 - Qty Ply THOMAS WNESJOE 20 -9 -5 3 -0 -6 3 5 -7 -6 7 -11 -5 10 -11 -5 11 -9 - 17 -1 -6 19 -5 -12 19 -9 -6 3 -0 -6 0 -2 -9 2 -4 -6 2 -3-15 3 -0 -1 0-10-0 5 -4 -0 2 -4 -6 0 -3 -10 0 -11 -15 - Pfafe Dffsels fX [2_0 -5 -E,0 :0J, 15:0- 8- 0,0 -2-4], f7:0- 2-0,0 -1 -8J, [12:0- 5- 8,Edge], 113:0-7-12,0-1 116:0-5-8,0-4-0J, [18:0 - 4-0,0 -3 -0J LOADING sf) SPACING 2 -0 -0 CSI DEFL in (loc) l /deft L/d PLATES GRIP TCLL ( 30.0 I Plates Increase 1.33 TC 0.46 Vert(LL) 0.10 12-13 >999 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) -0.14 12 -13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) -0.07 18 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 122 Ib - -- — - -- -- --------------- -- LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4 -8 -2 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: WEBS 2 X 4 SYP No.3 8 -1 -1 oc bracing: 14 -15 8 -7 -14 oc bracing: 13-14 5 -8 -13 oc bracing: 12 -13. REACTIONS (Ib /size) 18= 1255/0 -7 -4, 10= 1014/0 -7 -4 Max Horz 10=- 132(load case 2) Max Upliftl8=- 1252(load case 2), 10=- 769(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =201, 2 -3 =-692, 3 -4= -1244, 4 -5= -1192, 5 -6= -1077, 6 -7= -1257, 7 -8= -1788, 8- 9 = -39, 1 -19 =22 BOT CHORD 18- 19 =32, 17- 18 =35, 16 -17 =7, 3- 16 = -643, 15 -16 =751, 14 -15 =1280, 13-14 =1077, 12 -13 =1986, 11 -12 =4, 7- 12 =87, 10-11 =218, 9 -10 =37 WEBS 2 -18= -1012, 16- 18 = -240, 2 -16= 1108, 3-15 =666, 4 -15= -510, 4 -14= -260, 5 -14 =347, 6- 13 =53, 7 -13= -924, 10- 12 = -193, 8 -12= 1562, 8-10= -856, 1 -18= -186 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph; h =27ft; TCDl= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1252 Ib uplift at joint 18 and 769 Ib uplift at joint 10. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -4= -90.0, 4 -5= -90.0, 5 -6= -90.0, 6 -9= -90.0, 17 -19= -20.0, 12 -16= -20.0, 9 -11= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-2=77.6, 2 -4 =86.5, 4 -5 =77.6, 5 -6 =86.5, 6 -9 =77.6, 18 -19= 123.0, 17 -18= -10.0, 12 -16= -10.0, 10- 11= -10.0, 9 -10 =123.0 Horz: 1- 2= -87.6, 4 -5= -87.6, 6 -9 =87.6 Drag: 2- 3 = -0.2, 3 -4 =0.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -4= -90.0, 4 -5= -90.0, 5 -6= -90.0, 6 -9= -30.0, 17 -19= -20.0, 12 -16= -20.0, 9 -11= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -30.0, 2 -4= -30.0, 4 -5= -30.0, 5 -6= -90.0, 6 -9= -90.0, 17 -19= -20.0, 12 -16= -20.0, 9 -11= -20.0 1 1 Job Reference (optional) 5.100 s Mar 25 2003 MiTek lndustries; Inc. Fri Jul 16 14:25:03 1 3x6 7 3x4 8 - 1 4x9 2 -, 3x4 - 11 10 2x4 II 3x4 - 0052 Sob Truss 4G27 S5 ROOF TRUSS , 1 1 Job Reference (optional Truss CO ., iami, 3T55,JMV1 bJ00 S - 7JIa� 25 003 Wre11/ dustnes, � e4 nc. Fri JUT16 14:25:03 2004 - Page ¶ 1 -0 -6 3 -3 -0 5 -7 -6 5 -11 -5 8 -11 -5 1 -0 -6 2 -2 -9 2 -4 -6 0 -3 -15 3 -0 -1 5.00112 4x9 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3 -3 -0 3 -3 -0 Plate Ufpse s , -5-O0- LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 3x4 = 5 -7 -6 2 -4 -6 2x4 =8,0:2:0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES Code FBC2001 /ANSI95 Truss Type Qty Ply 11TOMAS WNESJOE 4x9 = 3 4 5 �r 5x8 = 18 17 5x8 = 2x4 8 -11 -5 3 -4 -0 1.1 12,0 -1 -8 CSI TC 0.36 BC 0.41 WB 0.46 (Matrix) REACTIONS (Ib /size) 18= 1261/0 -7 -4, 11= 1009/0 -7 -4 Max Horz 11= -132 Toad case 2) Max Upllftl8= -129 (load case 2), 11=- 776(load case 2) 4x9 = 6 13 -9 -5 17 -1 -6 4 -1 0 -0 3 -4 -0 4x9 = 7 15 14 3x8 = 5x8 = DEFL in (loc) I /deft L/d Vert(LL) 0.07 13 -14 >999 240 Vert(TL) -0.09 13 -14 >999 180 Horz(TL) -0.06 18 n/a n/a BRACING TOP CHORD BOT CHORD 3x4 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =S 0psf; BCDL= 5,Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Provide adequate drainage to prevent water ponding. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1290 Ib uplift at joint 18 and 776 Ib uplift at joint 11. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2 -5= -90.0, 5-6=-90.0, 6 -7= -90.0, 7 -10= -90.0, 17 -19= -20.0, 13 -16= -20.0, 10-12= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-2=77.6, 2 -5 =86.5, 5 -6 =77.6, 6 -7 =86.5, 7 -10 =77.6, 18- 19= 123.0, 17- 18= -10.0, 13- 16= -10.0, 11-12=-10.0, 10 -11 =123.0 Horz: 1 -2= -87.6, 5- 6= -87.6, 7 -10 =87.6 Drag: 2- 3 = -0.3, 4 -5 =1.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= -90.0, 2- 5= -90.0, 5- 6= -90.0, 6- 7= -90.0, 7-10=-30.0, 17- 19= -20.0, 13- 16= -20.0, 10- 12 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -30.0, 2 -5= -30.0, 5 -6= -30.0, 6 -7= -90.0, 7 -10= -90.0, 17- 19= -20.0, 13- 16= -20.0, 10- 12 = -20.0 8 19 -5 -12 20 -9 -5 2 -4 -6 1 -3 -10 Scale = 1:38.7 4-3 12 2x4 PLATES M 1120 3x4 11 3x4 = 9 Weight: 117 Ib Sheathed or 4 -8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -0 -0 oc bracing. 10 3x4 = 20 -9 -5 13 -9 -5 17 -1 -6 19 -5 -12 19 -9 -6 4 -10 -0 3 -4 -0 2 -4 -6 0 -3 -10 0 -11 -15 13:0 -58;;E sd ,T14 0-470;0- - 3-0J, [16 :0- 2- 4,U [18:0- 4- 0,0 -3 -0j GRIP 249/190 0051 sh p Ko s° ito FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =26, 2 -3= 225, 3-4= -938, 4 -5= -1024, 5 -6= -1375, 6 -7= -1256, 7 -8= -1450, 8 -9= -1750, 9- 10 = -46, 1- 19 = -15 BOT CHORD 18- 19 = -16, 17- 18 =92, 16 -17 =1, 4- 16 = -140, 15 -16 =1247, 14 -15 =1320, 13 -14 =1744, 12 -13 =5, 8- 13 =78, 11 -12 =203, 10 -11 =48 WEBS 2-18=-273, 3 -18= -903, 16 -18= -330, 3 -16 =1328, 5 -16= -610, 5 -15 =2, 6 -15 =120, 7- 15 = -73, 7 -14 =158, 8 14 449, 11- 13 = -166, 9 -13 =1510, 9 -11= -865, 2 -19 =38 4G27 Be russ C ami, L 33T55, JMMGT r 3x6 19 2x4 I LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss Truss Type SG2 ROOF TRUSS 4 -7 -14 4 -7 -14 1 2 'rl N m A 3-7 -15 rLUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 6 -3-15 7 -7 -15 1 -8 -1 1 -4 -0 5.00 r1� 4x9 - 4x9 - 3 3x4 4 15 18 175x12 5x8 - 3x4 3x8 4 -7 -14 6-3 -15 7 -7 -15 12 -0-15 3 -7 -15 0 -11 -15 1 -8 -1 1 -4 -0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina NO Code FBC2001 /ANSI95 CSI TC 0.66 BC 0.84 WB 0.80 (Matrix) 12 -0 -15 16 -5 -15 4 -5 -0 4 -5 -0 4 -5 -0 $�2=O [8:0 - 2 - 4,01 - 8 3x8 - 5 Qty Ply 1 HOMAS 9VNESJOE 0057 1 1 Job Reference (optional) 571 s�Ta 5 2003l7TiTek Indusfies, lnc: Fn Jur 16 4x9 - 6 3x4 7 14 13 12 2x4 3x8 — 3x4 - 11 10 2x4 5x8 - 5x8 - �- •a 16 -5-15 17 -9 -15 4 -5 -0 1 -4 -0 T2:0-5- 8,Edl -e ,, :0- b -U,0-4 -owe 0= 2 -8,0-34J DEFL in (loc) I /deft L/d PLATES Vert(LL) 0.17 14 >999 240 M1120 Vert(TL) -0.24 13 -14 >780 180 Horz(TL) -0.14 18 n/a n/a BRACING TOP CHORD Sheathed or 3-2 -15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4 -4 -0 oc bracing. REACTIONS (lb /size) 10= 1569/0 -7 -4, 18= 2170/0 -7 -4 Max Horz 10=- 93(load case 2) Max Upliftl0=- 1128(load case 2), 18=- 2111(load case 2) Max Grav10= 1587(load case 4), 18= 2170(load case 1) FORCES (Ib) - First Load Case Only 1 TOP CHORD 1 - 19 =23, 1 -2 =750, 2 -3=- 1913, 3-4 =- 2629, 4-5= -2514, 5 -6 =- 2921, 6-7= -3049, 7 -8 =- 3064, 8-9= -138 BOT CHORD 18 - 19 =75, 17 -18 =119, 16- 17 = -48, 3- 16 = -444, 15 -16 =1831, 14 -15 =3670, 13 -14 =3670, 12 -13 =2920, 11- 12 = -2, 7 -12 =163, 10 -11 =366, 9 -10 =141 WEBS 1 -18= -849, 2 -18= -1487, 16- 18 = -752, 2 -16 =2215, 3 -15 =770, 4 -15 =447, 5 -15= -1239, 5 -14 =106, 5 -13= -803, 6 -13 =594, 7- 13 = -58, 10- 12 = -240, 8 -12 =2606, 8- 10 = -1380 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1128 Ib uplift at joint 10 and 2111 Ib uplift at joint 18. 5 This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6 Girder carries tie -in span(s): 2 -0 -0 from 0 -0 -0 to 7 -4 -14 7 Girder carries hip end with 5 -0 -0 end setback 8 Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320.81b down and 208.5Ib up at 16 -5 -15, and 491.61b down and 319.51b up at 7 -7 -15 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2 -4= -90.0, 4 -6 =- 143.9, 6 -9= -90.0, 17- 19= -20.0, 15- 16= -20.0, 13-15= -32.0, 12- 13= -20.0, 9 -11= -20.0 Concentrated Loads (Ib) Vert: 15= -491.6 13= -320.8 1 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-2=86.5, 2 -4 =77.6, 4 -6= 138.3, 6-9 =77.6, 18-19= 121.1, 17- 18= -10.0, 15- 16= -10.0, 13- 15= -16.0, 12 -13= -10.0, 10 -11= -10.0, 9 -10 =121.1 Horz: 2- 4= -87.6, 6 -9 =87.6 Drag: 1- 2 =0.1, 4- 5 = -0.2, 5 -6 =0.3 Concentrated Loads (Ib) Vert: 15=319.5 13=208.5 3) 1st unbalanced Regular: Lumber Increase =1,33, Plate Increase =1,33 Uniform Loads (plf) Continued Y! a 2 90.0. 2 -4= -90.0, 4 -6 =- 143.9. 6 -9= -30.0, 17- 19= -20.0, 15- 16 = -20.0, 13 -15= -32.0, 12 -13= -20.0, 9 -11= -20.0 17 -9 -15 20 -2 -5 21 -5 -15 1 -4 -0 2 -4 -6 1 -3 -10 Scale = 1:40.0 3x6 8 21 -5 -15 20 -2 -5 20 -5 -15 2 -4 -6 0 -3 -10 1 -0 -0 Weight: 112 Ib GRIP 249/190 so ko 9 lob- Truss 4G27 SG2 LT 7 COT, Miami; FIT 33155 JMM LOAD CASE(S) Concentrated Loads (lb) Vert: 15= -491.6 13= -320.8 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -30.0, 2 -4=- 30.0, 4-6 =- 143.9, 6 -9= -90.0, 17-19=-20.0,15-16=-20.0 13-15= -32.0, 12 -13= -20.0, 9-11=-20.0 Concentrated Loads (lb) Vert: 15= -491.6 13= -320.8 ' Truss Type Qty Pty 1 THOMAS WNESJOE 0057 I ROOF TRUSS 1 1 Job Reference (optional) 5.100 s l Mar 25 2003 MiTekTdusTris, T Fn`lul16 14:25:0ff 2004 P2 Job_ 4G27 Best Truss GO., iTvTiami, - FI 33T55 J MM Truss CJ7A 1 -9 -6 1 -9 -6 3x4 2 1 -4 -4 1 -9 -6 Truss Type ROOF TRUSS 3x4 3x6 1 -4 -4 0 -5 -2 Plate OffseTs (X,Y [6 0 T 8 0 -1 8j, [9:0- 2- 8.0 -1 -8f LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2001 /ANS195 [ LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 CSI TC 0.11 BC 0.13 WB 0.09 (Matrix) 5 -0 -12 3 -3 -6 3.54 12 5 -0 -12 3 -3 -6 Qty BRACING TOP CHORD BOT CHORD 2 Ply 7THOMAS WNESJOE 1 i i Job Reference optional b..00 J fa(252003 - MiTek1n us rtes, 177 Jul Tb 14:24:4/ 2004 - Page 1 Scale = 1:14.6 3 8 2x4 LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1=- 0.0- to -5 =- 157.8, 1= 0.0 -to -8= -25.6, 7 =- 25.6 -to -6= -35.1 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1=- 8.2 -to -4= 148.2, 4= 250.2 -to -5= 256.4, 1= 150.0 -to -9= 145.4, 9=- 4.6 -to -8= -12.8, 7 =- 12.8 -to -6= -17.5 Horz: 1= 8.2 -to -2= -37.5, 2 =- 37.5- to -4 =- 165.0, 4=- 267.0 -to -5= -274.0 3x4 2x4 6x10 7-0-2 7 -0 -2 1 -11 -6 7 -0 -2 1 -11 -6 2x4 5 4 6 3x4 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.01 8 >999 240 M1120 249/190 I Vert(TL) 0.01 1 >999 180 Horz(TL) 0.00 6 n/a n/a Weight: 37 Ib Sheathed or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 9= 284/0 -10 -4, 6= 387 /Mechanical Max Horz 9= 180(load case 2) Max Uplift9=- 427(load case 2), 6=- 320(ioad case 2) FORCES (lb) - First Load Case Only TOP CHORD 1- 2 = -55, 2- 3 = -403, 3 -4 =21, 4 -5 = -12 BOT CHORD 1 -9 =56, 8 -9 =44, 7 -8 =25, 3 -7 =47, 6 -7 =388 WEBS 2- 9 = -241, 7 -9 =13, 2 -7= 303, 3-6= -443, 4- 6 = -145 NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2 Refer to girder(s) for truss to truss connections. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 Ib uplift at joint 9 and 320 Ib uplift at joint 6. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 9 T CD 0005 Tb Truss 1 1 Truss Type 4G27 1 S11 ROOF TRUSS Best I russ CO ►/Tiam 1. 33f55 7MMVf a e se s Y 6T0- 5- 4,Edge) I TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1 -0 -0 1 -0 -0 1 -3 -10 1 -3 -10 1 -3 -10 3x4 0 -3-10 REACTIONS (Ib /size) 5= 169 /Mechanical, 8= 365/0 -7 -4 Max Horz 8= 216(load case 2) Max Uplift5=- 149(load case 2), 8=- 420(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =99, 2- 3 = -212, 3 -4 =13, 4 -5 = -46 BOT CHORD 1- 8 = -46, 7 -8 =15, 6 -7 =14, 3 -6 =31, 5 -6 =174 WEBS 2 -8= -285, 6- 8 = -66, 2 -6 =203, 3 -5= -215 Qty Ply THOMAS WNESJOE 0047 6 1I Job Reference (optional) 5.1x0 s 76TaT25 MiiTek In ustnes, Inc. FrT 7DTT6T4T - 25TO f 2004 Page 1H 3 -8 -0 5 -0-0 2x4 2 -4 -6 1 -4 -0 4 Scale: 1"=11 2 -4 -6 BRACING TOP CHORD BOT CHORD 3x4 ; j 2x4 LOADING (psf) SPACING 2 -0-0 ■ CSI I DEFL in (toc) 1/deft L/d TCLL 30.0 Plates Increase 1.33 I TC 0.09 Vert LL -0.00 6 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 I (Matrix) LUMBER 1 - 4 - 0 NOTES 1) Wind. ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 Ib uplift at joint 5 and 420 Ib uplift at joint 8. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -90.0, 1 -7= -20.0, 5 -6= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4 =86.5, 1 -8= 141.9, 7 -8= -10.0, 5 -6= -10.0 Horz: 1 -4= -96.5 PLATES M1120 3 - 8 - 0 5 - 0 - 0 Weight: 28 Ib GRIP Sheathed or 5 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: 6 -0-0 oc bracing: 1 -8. 249/190 Job Truss 4G27 ; M1A ROOF TRUSS Best OO: :Miami, FL331- 557JMMf I LUMBER TOP CHORD 2 X 4 SYP No.2 11 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 F LOADING (psf) SPACING 2 -0-0 TOLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANSI95 Truss Type 2 -0 -0 2 -0 -0 5.00 72 2 3x4 CSI TC 0.12 BC 0.15 WB 0.08 (Matrix) 1 -7 -4 1 -7 -4 BRACING TOP CHORD BOT CHORD Qty Ply f HOMTASWNESJOE REACTIONS (Ib /size) 3 = -39 /Mechanical, 4 = -59 /Mechanical, 5= 317/0 -7 -4 Max Horz 5= 100(load case 2) Max Uplift3=- 39(load case 1), 4=- 59(load case 1), 5=- 530(load case 2) Max Grav3= 61(load case 2), 4= 119(load case 2), 5= 317(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =48, 2 -3 = -39 BOT CHORD 1 -5 =0, 4 -5 =0 WEBS 2 -5= -196 NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 Ib uplift at joint 3, 59 Ib uplift at joint 4 and 530 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 1- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.5, 1 -5= 141.9, 4 -5= -10.0 Horz: 1 -3= -96.5 0044 i1 • Job Reference (optional 5. 00 s Ffa(252003 MiTek Industries, nc. En Jul 16 14:25.00 P T 2x4 2x4 3 4 2 -0 -0 0 -4 -12 DEFL in (loc) /deft L/d Vert LL 0.01 1 >999 240 Vert(TL) 0.01 1 >999 180 Horz(TL) 0.01 3 n/a n/a PLATES M 1120 Weight: 7 Ib Sheathed or 2 -0 -0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. Scale = 1:7.1 GRIP 249/190 I3 St - Truss CO M am FL 33T55 JMM 7oT Truss 4G27 M1 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 Truss Type ROOF TRUSS 3x4 - 1 -8 -0 1 -8 -0 REACTIONS (Ib /size) 3=- 25/0 -1 -8, 4= 7/0 -1 -8, 6= 236/0 -8 -0 Max Horz6= 100(load case 2) Max Uplift3=- 25(toad case 1), 6=- 363(toad case 2) Max Grav3= 36(load case 2), 4= 13(load case 2), 6= 236(toad case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =43, 2 -3 = -32 BOT CHORD 1 -6 =0, 5 -6 =0, 4 -5 =0 WEBS 2 -5= -170 LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.5, 1- 6= 141.9, 4 -6= -10.0 Horz: 1 -3= -96.5 2 -0 -0 2 -0 -0 5.00 rT2 2 BRACING TOP CHORD BOT CHORD Qty Ply TFTOrlAS VVNES 0043, 1 1 Job Reference (optional) 5.1.0 s ar 5 - 2003 MiTek In ustnes, Inc. Fri Jul 16 Page 1 2x4 3 4 2 -0 -0 0-4 -0 Scale = 1:7.1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.08 Vert LL 0.01 1 >999 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.13 Vert(TL 0.01 1 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a I BCDL 10.0 Code FBC2001 /ANS195 (Matrix) Weight: 7 Ib Sheathed or 2 -0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection by others) of truss to bearing plate at joint(s) 3, 4. 3) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 3 and 363 Ib uplift at joint 6. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. Job Truss Truss Type 4G27 J2D ROOF TRUSS `t3esf Truss CO Miami, 1 331 JTV1Vf L LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANSI95 L LUMBER TOP CHORD 2 X 4 SYP No.2 I BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 3x4 CSI TC 0.11 BC 0.14 WB 0.08 (Matrix) REACTIONS (Ib /size) 3 = -9 /Mechanical, 4 = -37 /Mechanical, 5= 294/0 -7 -4 Max Horz 5= 111(load case 2) Max Uplift3=- 9(load case 1), 4=- 37(load case 1), 5=- 471(load case 2) Max Grav3= 20(load case 2), 4= 81(load case 2), 5= 294(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =48, 2 -3 = -36 BOT CHORD 1 -5 = -0, 4 -5 =0 WEBS 2 -5= -191 2 -3 -12 2 -3 -12 1 -7 -4 2x4 t 2 -3-12 1 -7 -4 0 -8 -8 DEFL in (loc) I /defl L/d PLATES Vert(LL) 0.01 1 >999 240 MI120 Vert(TL) 0.01 1 >999 180 Horz(TL) 0.01 3 n/a n/a Weight: 8 lb BRACING TOP CHORD BOT CHORD Qty Ply j TROMASWNESJOE 16 1 Job Reference optional 5. f00 Fla 25 - 2003 MiTek Industries, n.-Fn Jul - 161 - 4724 - : - 56 2004 Page 1 3 4 Sheathed or 2 -3 -12 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 3, 37 Ib uplift at joint 4 and 471 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -3 =86.5, 1 -5= 141.9, 4 -5= -10.0 Horz: 1-3=-96.5 0028 Scale = 1:7.6 GRIP 249/190 Sd5 Truss .Truss Type 4G27 CJ3 ROOF TRUSS ' - Best Truss CO., Tvliarni, FI. 33155, JTMM LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 H 3x4 -. LOADING (psf) SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 I BCLL 0.0 Rep Stress Incr NO BCDL 10.0 1 Code FBC2001 /ANSI95 1 -0 -11 1 -0 -11 CSI TC 0.10 BC 0.12 WB 0.04 (Matrix) 3 -3 -4 3 -3 -4 4.62 72 2x4 1 - 41x4 II 0 -3 -15 Qty Ply 1 FfOMRS WNESJOE 4 1 Job Reference (optional) 571001 Mar 25 203 - JIiTek - Tnd Ir Fn Jul 16 14:24467004 - Page 1 2x4 4 3 -3 -4 1 -10 -10 5 DEFL in (loc) 1/deft L/d Vert(LL) 0.01 1 >999 240 Vert(TL) 0.01 1 >999 180 Horz(TL) 0.00 n/a n/a 2x4 PLATES M 1120 Weight: 13 Ib BRACING TOP CHORD Sheathed or 3 -3 -4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 6= 76/0 -7 -14, 5 =69 /Mechanical Max Horz6= 50(load case 2) Max Uplift6=- 282(load case 2), 5=- 31(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =10, 2 -3 =11, 3-4 = -7 BOT CHORD 1 -6 = -0, 5 -6 =0 WEBS 2- 6 = -61, 3 -5 = -60 NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 lb uplift at joint 6 and 31 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1=- 0.0 -to -4= -73.6, 1= 0.0 -to -5= -16.4 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1 =- 14.3 -to -3 =61.3, 3= 161.4 -to -4= 168.2, 1= 151.9 -to -6= 148.1, 6=- 3.8- to- 5 = -8.2 Horz: 1= 14.3 -to -2= -24.0, 2 =- 24.0 -to -3= -68.8, 3=- 168.9 -to -4= -176.4 Scale = 1:8.7 GRIP 249/190 0001, Job 4G27 Truss J4F Best Truss CO.;1vTami, 1=1: 33155; JMM N LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 3x4 Truss Type ROOF TRUSS 2 2x4 1 -0 -0 1-3-140 u 1 -0 -0 0 -3 -10 LOADING (psf) SPACING 2 -0 -0 1 CSI TCLL 30.0 Plates Increase 1.33 TC 0.17 TCDL 15.0 Lumber Increase 1.33 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC2001 /ANS195 (Matrix) REACTIONS (Ib /size) 6= 352/0 -7 -4, 5= 178 /Mechanical Max Horz 6= 227(load case 2) Max Uplift6=- 399(Ioad case 2), 5=- 201(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1.2 =65, 2 -3 =36, 3-4 = -9 BOT CHORD 1 -6 = -0, 5 -6 =0 WEBS 2 -6= -302, 3 -5= -148 5.001 12 4 -10 -6 4 -10 -6 BRACING TOP CHORD BOT CHORD Oty Ply THOMASVONFSJOE 0036 4 1 Job Reference optionall - 5:1 S Maf 25 2003 - MiiT& Tnd Inc. Fn Jul 16 Page 1 4 -10 -6 3 -6 -12 3 DEFL in (loc) I /defl L/d PLATES Vert(LL) -0.01 1 >999 240 M1120 Vert(TL) -0.01 1 >999 180 Horz(TL) 0.00 n/a n/a Sheathed or 4 -10 -6 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 Ib uplift at joint 6 and 201 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4= -90.0, 1 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= 86.5, 3-4= 186.6, 1 -6= 141.9, 5 -6= -10.0 Horz: 1 -3= -96.5, 3- 4= -196.6 2x4 4 2x4 � Scale = 1:11.7 Weight: 19 Ib GRIP 249/190 Jo Truss 4G27 J56 - 136 - St - Truss GO Miami, FI-33T55,JMM LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 2x4 1 -0 -0 1-3-1P 1 -0 -0 0 -3 -10 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 Truss Type Qty ROOF TRUSS 4 REACTIONS (lb/size) 6= 375/0 -7 -4, 5= 209 /Mechanical Max Horz6= 247(load case 2) Max Upllft6=- 407(load case 2), 5=- 229(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2 =73, 2 -3 =43, 3 -4 = -9 BOT CHORD 1 -6 =0, 5 -6 =0 WEBS 2 -6= -341, 3 -5= -170 CSI TC 0.23 BC 0.15 WB 0.13 (Matrix) 5 -4 -5 5 -4 -5 Job Reference (optional) b7T00 s FJfa S 2003 M Tek Industnes, Inc. Fri Jul ¶6 14:24:59 Page 1 5 -4 -5 4 -0 -11 Ply I 71-TOMAS WNESJ"OE 1 DEFL in (loc) 1/deft Lid Vert (LL) -0.03 1 >621 240 Vert(TL) -0.02 1 >687 180 Horz(TL) 0.00 n/a n/a BRACING TOP CHORD BOT CHORD 2x4 4 2x4 NOTES 1) Wind: ASCE 7-98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 407 lb uplift at joint 6 and 229 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= -90.0, 1 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =86.2, 3 -4= 186.6, 1 -6= 141.6, 5 -6= -10.0 Horz: 1 -3= -96.2, 3- 4= -196.6 PLATES MI120 Weight: 21 lb Sheathed or 5 -4 -5 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 0039 = 1:15.0 GRIP 249/190 'Job - 4G27 BestTruss CO. Miami, FT. 33155, JIM LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 Truss Truss Type 1 Oty Ply ( THOMAS WNESJOE 0003 CJ6 ROOF TRUSS 4 1 • Job Reference (optional -- 5:100 s Mar 25 2003 M/Tek Tdustnes, nc. Fn JUTJ6 14:24:47 2004 Page 1 u7 • 1 r LOADING (psf) 1 SPACING 2 -0 -0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2001 /ANS195 2x4 11 2x4 1 -0 -11 1-4-10 1 -0 -11 0 -3 -15 REACTIONS (Ib /size) 6=226/0-7-14, 5= 341 /Mechanical Max Horz 6= 195(load case 2) Max Uplift6=- 282(load case 2), 5=- 329(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =47, 2 -3 =60, 3 -4 = -14 BOT CHORD 1 -6 = -0, 5 -6 =0 WEBS 2 -6= -276, 3- 5 = -269 CSI TC 0.43 BC 0.26 WB 0.11 (Matrix) 6 -5 -5 6 -5 -5 6 -5 -5 5 -0 -11 DEFL in (loc) l/defl L/d Vert(LL) -0.07 1 >252 240 Vert(TL) 0.06 1 >268 180 Horz(TL) 0.00 n/a n/a BRACING TOP CHORD BOT CHORD NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2 Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 Ib uplift at joint 6 and 329 lb uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1= 0.0- to -4 =- 145.0, 1= 0.0 -to -5= -32.2 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1 =- 14.1 -to -3= 139.2, 3= 240.6 -to -4= 247.3, 1= 150.6 -to -6= 147.0, 6=- 3.6 -to -5= -16.1 Horz: 1= 14.1 -to -2= -23.7, 2=- 23.7- to -3 =- 154.7, 3=- 256.0 -to -4= -263.4 5 2x4 I PLATES M 1120 Weight: 24 Ib Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. Scale: 3/4 " =1 GRIP 249/190 Job 4G27 Truss J5 Best Truss CO. ; fVliami, l=l. 33155, JMM r LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2X4SYPNo.3 2 Truss Type ROOF TRUSS 2x4 I\\ 2x4 1 -0 -0 1 -3 -1 1 -0 -0 0 -3 -10 SPACING 2 - - Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 CSI TC 0.37 BC 0.23 WB 0.14 (Matrix) REACTIONS (Ib /size) 3= 182 /Mechanical, 4= 53/Mechanical, 5= 418/0 -7 -4 Max Horz5= 257(Ioad case 2) Max Uplift3=- 209(load case 2), 5=- 438(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =77, 2 -3 =54 BOT CHORD 1 -5 =0, 4 -5 =0 WEBS 2 -5= -388 5.001 6 -0 -0 6 -0 -0 BRACING TOP CHORD BOT CHORD Qty Ply THOMAS WNESJOE NOTES 1) Wind: ASCE 7.98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category 11; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint 3 and 438 Ib uplift at joint 5. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 1 -4= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =85.8, 1 -5= 141.2, 4 -5= -10.0 Horz: 1 -3= -95.8 4 1 Job Reference (optional) 5:100 s Mar 2003 MiTek industries, Inc. Fri JUT 16 14 - 2004 Page 1 6 -0 -0 4 -8 -6 4 YV DEFL in (loc) I /defl L/d PLATES Vert(LL) -0.05 1 >286 240 M1120 Vert(TL) -0.05 1 >327 180 Horz(TL) -0.03 3 n/a n/a Weight: 20 Ib Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. Scale = 1:14.5 GRIP 249/190 0037 Job 4G27 GR5 Best IrussGO., FJfi FC 331 — 5.0012 3x4 Truss 3 -2 -3 7 -2 -0 3 -2 -3 3 3x6 2 5 3x6 1 -3-10 1 -0 -0 3 -2 -3 1 -0 -0 1 -10 -9 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 4x9 14 3x4 - Truss Type ROOF TRUSS 3.54 12 3 -11 -13 CSI TC 0.48 BC 0.61 WB 0.54 (Matrix) 4x9 — 4 4x9 — 5 13 12 11 5x8 - 3x4 - 5x8 BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) 15= 1755/0 -7 -4, 9= 1755/0 -7 -4 Max Upliftl5=- 1337(load case 2), 9=- 1337(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =66, 2 -3= -2092, 3 -4= -2801, 4 -5= -2662, 5 -6= -2801, 6 -7= -2093, 7 -8 =66 BOT CHORD 1- 15 = -25, 14 -15 =259, 13 -14 =1857, 12 -13 =2662, 11 -12 =2662, 10 -11 =1858, 9 -10 =259, 8 -9 = -24 WEBS 3 -14= -550, 3 -13 =833, 4 -13 =462, 5 -11 =462, 6 -11 =832, 6 -10= -549, 2 -14 =1796, 2 -15= -1682, 7 -10 =1797, 7 -9= -1682 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1337 Ib uplift at joint 15 and 1337 Ib uplift at joint 9. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 591 3Ib down and 421.91b up at 8 -9 -13, 591.31b down and 421 91b up at 7 -2 -0, and 69.01b down and 42.81b up at 3 -2 -3, and 69.01b down and 42.81b up at 12 -9 -9 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -4= -90.0, 4 -5 =- 166.4, 5 -6= -90.0, 6 -8= -90.0, 1 -14= -20.0, 11- 13= -37.0, 8 -10= -20.0 Concentrated Loads (Ib) Vert: 14= -69.0 13= -591.3 11= -591.3 10= -69.0 Trapezoidal Loads (plf) Vert: 14 =- 22.4- to -13= -88.3, 11 =- 88.3- to -10= -22.4 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =78.2, 3 -4 =78.2, 4 -5= 157.6, 5 -6 =78.2, 6 -8 =78.2, 1 -15= 133.6, 14- 15= -10.0, 11- 13= -18.5, 9 -10= -10.0, 8 -9 =133.6 Horz: 1- 3= -88.2, 3- 4= -88.2, 5 -6 =88.2, 6 -8 =88.2 Concentrated Loads (lb) Vert: 14 =42.8 13 =421.9 11 =421.9 10 =42.8 Trapezoidal Loads (plf) Vert. 14=- 8.6 -to -13 =29.2, 11= 29.3- to- 10 = -8.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -4= -90.0. 4 -5 =- 166.4, 5 -6= -30.0, 6 -8= -30.0. 1 -14= -20.0, 11- 13= -37.0, 8 -10= -20.0 Concentrated Loads (Ib) Vert: 14 = -69.0 13= -591.3 11= -591.3 10= -69.0 Trapezoidal Loads (plf) Continued Vert 11=- 88.3- to -10= -22.4 on Qty Ply TROMAS WNESJOE 2 1 0012 ob Referen (oponal 5.100 sTvTa 5 20 1V Tnce ti dusfnes, nc. Fri Jul 16 1 2004 Pagel 8-9-13 12 -9 -9 1 -7 -13 3 -11 -13 DEFL in (loc) l/defl L/d Vert(LL) 0.08 10 -11 >999 240 Vert(TL) -0.10 10 -11 >999 180 Horz(TL) 0.03 9 n/a n/a 4x9 6 10 3x4 15 -11 -13 PLATES M 1120 3 -2 -4 3x6 7 3x6 15 -11 -13 7-2-0 i 8 -9 -13 12 -9 -9 14 -8 -3 14- , 11 -13 3 -11 -13 1 -7 -13 3 -11 -13 1 -10 -9 0 -3 - 0 -3 -10 1 -0 -0 — Plate Uf se s , :: 303D,D- 2- UT , 0- 0-0; (6 :0 =5 0D- 2= 0J; 0 -0,0- 001,,11:0 -3=U 72]; [l3 :0=3 =8, [LOADING (psf) SPACING 2 -0-0 TCLL 30.0 Plates Increase 1.33 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2001 /ANS195 Weight. 79 Ib Sheathed or 3 -7 -10 oc purlins. Rigid ceiling directly applied or 5 -0-0 oc bracing. Scale = 1:29.6 3x4 - GRIP 249/190 P ro I +O . lob 4G27 Truss GR5 Truss Type ROOF TRUSS 0012 I Job Reference (optional) Best I russ CO TvliamT FI. 33155 JTJ M 5.100 I ek Industnes. Jul 161 200 aP ge 2 LOAD CASE(S) 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -30.0, 3 -4= -30.0, 4 -5 =- 166.4, 5 -6= -90.0, 6 -8= -90.0, 1 -14= -20.0, 11- 13= -37.0, 8 -10= -20.0 Concentrated Loads (lb) Vert: 14= -69.0 13= -591.3 11= -591.3 10= -69.0 Trapezoidal Loads (plf) Vert: 14 =- 22.4- to -13= -88.3, 11 =- 88.3- to -10= -22.4 Qty Ply - THOUMAS WESJOE 2 1 M 6 3x4 2 3x4 4 6 O 3x4 7 5x8 = 14 -11 -13 3x4 = .- 2x4 1 1 -3 -10 1 -0 -0 7 -11 -14 e= . 2x4 15 -11 -13 1 -0 -0 6 -8 -4 0 -3 -10 — Place 6 -11 -14 1 -0 -0 0 se s , mi • :I -c 0,D 0 -I 5 •: i 0 0-e I :0- 4- 0,0 -3-01 LOADING (psf) r SPACING 2 -0 -0 CSI TCLL 30.0 Plates Increase 1.33 TC 0.55 TCDL 15.0 Lumber Increase 1.33 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 0.23 BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) DEFL in Vert(LL) 0.02 Vert(TL) -0.04 Horz(TL) 0.01 (loc) 7 6 -7 6 I/defl L/d >999 240 >999 180 n/a n/a PLATES GRIP M1120 249/190 Weight: 75 Ib Job Truss Truss Type Qty 0074 4G27 T23 ROOF TRUSS 1 1 Job Reference (optional Best Truss (.U�viiami, FI: 33T55, JMIC� 5.1 U0 s7v1ar�5�0031vTiTeTc Industries, nc. Fn'TuI�T4 2b:11 20 a ge 1 -3 -10 , 7 -11 -14 1 -3 -10 6 -8 -4 i LUMBER 11 TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 5.0012 4x9 = 3 Ply I HOMAS WNESTOE 14 -8 -3 REACTIONS (Ib /size) 8= 879/0 -7 -4, 6= 879/0 -7 -4 Max Uplift8=- 732(load case 2), 6=- 732(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2 = -284, 2- 3=- 966, 3-4= -966, 4- 5 = -284 BOT CHORD 1 -8 =329, 7 -8 =329, 6 -7 =329, 5 -6 =329 WEBS 2 -8= -787, 2 -7= 463, 3 -7 =31, 4 -7 =463, 4 -6= -787 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf, Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 732 Ib uplift at joint 8 and 732 Ib uplift at joint 6. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -5= -90.0, 1 -5= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =78.2, 3 -5 =78.2, 1 -8= 133.6, 6 -8= -10.0, 5 -6 =133.6 Horz: 1 -3= -88.2, 3 -5 =88.2 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -5= -30.0, 1 -5= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -30.0, 3 -5= -90.0, 1- 5 = -20.0 15 -11 -13 6 -8 -4 1 -3 -10 Scale = 1:27.7 BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. Job ' Truss 4027 T2 I ^Be — sTfruss LO., iami, 1733T55; JfvWUf lc? `Plate 0 se s 1 -3 -10 4 -11 -13 1 -3 -10 3 -8 -3 'i 2x4 r 2 3x4 = 3x4 = 1 -3 -10 1 -0 -0 1 -0 -0 0 -3 -10 O- U- -00-0 =0 tom% 1• 1 1u - 1 - 1 , I • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 I BOT CHORD 2 X 4 SYP No.2 WEBS 2X4 SYP No.3 5.0011Z 0=0 -0,0- 3 SPACING 2 - Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES Code FBC2001 /ANSI95 Truss Type I Oty PI /OTMTAS WNESTOE ROOF TRUSS 4x9 8 -8 -0 7 -4 -6 - 0j 8 -8 -0 3 -8 -3 4x9 - 4 10 9 3x4 = 3x8 = 2 1 Reference optional) 5.100 s ir 25 TviTe1 h us nes Lnc. Fri Jul 1B T4:25:10 2004 Page T 12 -4 -3 3 -8 -3 4x9 5 16 -4 -0 7 -8 -0 REACTIONS (Ib /size) 11= 953/0 -7 -4, 8= 953/0 -7 -4 Max Upliftl1=- 772(load case 2), 8=- 772(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -133, 2 -3= -200, 3 -4= -939, 4 -5= -939, 5 -6= -200, 6 -7= -133 BOT CHORD 1 -11 =127, 10 -11 =947, 9 -10 =947, 8 -9 =947, 7 -8 =127 WEBS 2 -11= -276, 3 -11= -971, 3 -9= -159, 4 -9 =304, 5 -9= -159, 5 -8= -971, 6 -8= -276 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL =5.0 sf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 772 Ib uplift at joint 11 and 772 lb uplift at joint 8. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -4= -90.0, 4 -7= -90.0, 1.7= -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -4= 77.6, 4-7 =77.6, 1 -11= 133.0, 8-11= -10.0, 7 -8 =133.0 Horz: 1- 4= -87.6, 4 -7 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -4= -90.0, 4 -7= -30.0, 1- 7 = -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1- 4= -30.0, 4 -7= -90.0, 1.7= -20.0 16 -0 -6 3 -8 -3 2x4 6 BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9 -1-6 oc bracing. 17 -4 -0 1 -3 -10 Scale = 1:30.1 3x4 3x4 17 -4 -0 1 -0 -0 CSI DEFL in (loc) Vdefl LJd PLATES GRIP TC 0.26 Vert(LL) 0.03 9 >999 240 MI120 249/190 BC 0.27 Vert(TL) -0.06 9 -11 >999 180 WB 0.33 Horz(TL) 0.02 8 n/a n/a (Matrix) I Weight: 85 Ib 0070 Job 4G27 M M ' M - O 1 -3 -10 LOADING (psf) TCLL 30. TCDL 15.0 BCLL 0.0 BCDL 10.0 2 3x4 Truss H2 Bes Truss GO., ami, C 33T55, JMM 1 -3 -10 7 -0 -0 5.00'72 5 -8 -6 3x4 10 9 2x4 4x9 - 3x4 - 1 -3 -10 , 1 -0 -0 1 -0 -0 0 -3 -10 rP a e se s 3 0 - 5 8 2 -0J, [4 D3= 8,0 -2 -0J, 0- 3- 8�0 -2 -0j, [10:0 3 8,U - 2 - 0) 7 -0 -0 5 -8 -6 SPACING 2 - - Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANS195 Truss Type Oty Ply I HUMAS WNESJOE 0014 ROOF TRUSS 1 1 Job Reference (optional) b.1 s�Jfa� 25 2003 - MiTe1 Tndusfnes, Inc. Fn7uTT6 14,24312004 Page 1 4x9 3 CSI TC 0.44 BC 0.33 WB 0.24 (Matrix) 10 -4 -0 3 -4 -0 10 -4 -0 3 -4 -0 4x9 - 4 8 4x9 16 -0 -6 5 -8 -6 16 -0 -6 5 -8 -6 DEFL in (loc) I /defl L/d PLATES Vert(LL) -0.07 10-11 >999 240 M1120 Vert(TL) -0.10 7 -8 >999 180 Horz(TL) 0.01 7 n/a n/a 3x4 2x4 REACTIONS (Ib /size) 11= 953/0 -7 -4, 7= 953/0 -7 -4 Max Upliftl1=- 787(load case 2), 7=- 787(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -250, 2 -3= -1118, 3 -4= -935, 4 -5= -1118, 5 -6= -250 BOT CHORD 1 -11 =284, 10-11 =214, 9 -10 =935, 8 -9 =935, 7 -8 =284, 6 -7 =284 WEBS 2 -11= -853, 2 -10 =656, 3- 10 = -2, 4 -8 = -2, 5 -8 =656, 5 -7= -853 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 Ib uplift at joint 11 and 787 Ib uplift at joint 7. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 3- 4= -90.0, 4- 6= -90.0, 1 -6= -20.0 2) C-C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =77.6, 3 -4 =86.5, 4 -6 =77.6, 1 -11= 133.0, 7 -11= -10.0, 6 -7 =133.0 Horz: 1- 3= -87.6, 4 -6 =87.6 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -90.0, 3 -4= -90.0, 4 -6= -30.0, 1 -6= -20.0 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 3= -30.0, 3- 4= -90.0, 4 -6= -90.0, 1 -6= -20.0 Weight: 80 Ib 5 r LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5 -7 -14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9 -6 -11 oc bracing. WEBS 2 X 4 SYP No.3 17 -4 -0 1 -3 -10 Scale = 1:30.7 3x4 17 -4 -0 16-4-0 0 -3 -10 1 -0 -0 GRIP 249/190 "Job Truss Truss Type 4027 HG2 ,ROOF TRUSS Best Truss CO., Miami; Fr 30155, JMM 1 -3 -10 { 5 -0 -0 8 -8 -0 12 -4 -0 16 -0 -6 17 -4 -0 1 -3 -10 3 -8 -6 3 -8 -0 3 -8 -0 3 -8 -6 1 -3 -10 Scale = 1:30.7 1 -3 -10 1 - 0 - 0 5 -0 -0 1 -0 -0 3 -8 -6 0 -3 -10 4x9 12 -4 -0 7 -4 -0 Oty REACTIONS (Ib /size) 12= 1514/0 -7 -4, 8= 1514/0 -7 -4 Max Upliftl2=- 1268(load case 2), 8=- 1268(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2 = -91, 2 -3= -2161, 3 -4= -1959, 4 -5= -1959, 5 -6= -2161, 6 -7 = -91 BOT CHORD 1- 12 =95, 11- 12 =95, 10-11 =2379, 9 -10= 2379, 8 -9 =94, 7 -8 =94 WEBS 2-12=-1438, 2 -11= 1874, 3-11 =395, 4 -11= -503, 4 -9= -503, 5 -9 =395, 6 -9 =1874, 6 -8= -1438 Ply f HUMAS WNESJOE 1 1 Job Reference (optional)) 5.100 s'fv1ar2520031v1iTek Industries, Inc. Fri Jul 1614:24:b22004 Page 1 Plate Offsets1Xl): 13:0 -5 -8, - 2- 0j ,J5:D-5- 8,0- 2-0I,I9:0- 3- 8,0 -1- 8),[11:0- 3- 8,, -T-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d TCLL 30.0 Plates Increase 1.33 TC 0.49 Vert(LL) 0.11 9 -11 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.58 Vert(TL) -0.19 9 -11 >936 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2001 /ANS195 (Matrix) NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33. 3 Provide adequate drainage to prevent water ponding. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1268 Ib uplift at joint 12 and 1268 Ib uplift at joint 8. 5 This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6 Girder carries hip end with 5 -0-0 end setback 7 Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320,81b down and 257.41b up at 12 -4 -0, and 320.81b down and 257.41b up at 5 -0 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -5 =- 143.9, 5 -7= -90.0, 1 -11= -20.0, 9 -11= -32.0, 7-9=-20.0 Concentrated Loads (Ib) Vert: 11= -320.8 9= -320.8 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =77.6, 3 -5= 148.3, 5 -7 =77.6, 1 -12= 133.0, 11- 12= -10.0, 9 -11= -16.0, 8 -9= -10.0, 7 -8 =133.0 Horz: 1- 3= -87.6, 5 -7 =87.6 Drag: 3- 4 = -0.3, 4 -5 =0.3 Concentrated Loads (Ib) Vert: 11 =257.4 9 =257.4 3) 1st unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -90.0, 3 -5= -83.9, 5 -7= -30.0, 1 -11= -20.0, 9 -11= -32.0, 7 -9= -20.0 Concentrated Loads (Ib) Vert: 11= -320.8 9= -320.8 4) 2nd unbalanced Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3= -30.0, 3 -5 =- 143.9, 5 -7= -90.0, 1 -11= -20.0, 9 -11= -32.0, 7 -9= -20.0 Continued on page 2 16 -0 -6 3 -8 -6 PLATES M 1120 Weight: 83 Ib 17 -4 -0 1 6 -4 -0 0 -3 -10 1 -0 -0 GRIP LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4 -2 -13 oc purfns. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2 X 4 SYP No.3 4 -9 -12 oc bracing: 9 -11. 249/190 0017 Job ! Truss I Truss Type � Qty Ply THOMAS W ESJOE ' 0017 4G27 HG2 ROOF TRUSS T 1 'Job Reference optional Best Truss CO7iI11 1, E(. 33T ,71CTM f0O s Var 25200 i e n ustnes, . JuTIZ 52 2004 - Paged LOAD CASE(S) Concentrated Loads (lb) Vert: 11= -320.8 9= -320.8 ,Job - Truss ssType 4G27 1 1J IROOFTRUSS Be (Truss CD lU ami, f 17331-55 JMNT LOADING (psf) 1 SPACING 2 -0 -0 • TCLL 30.0 Plates Increase 1.33 TCDL 15.0 1 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 /ANS195 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.2 CSI TC 0.01 BC 0.01 WB 0.00 (Matrix) REACTIONS (Ib /size) 4= 14/0 -1 -8, 2= 12/0 -1 -8, 3 =2 /Mechanical Max Horz 4= 10(load case 2) Max Uplift2=- 39(load case 2), 3=- 28(laad case 2) Max Grav4= 47(load case 2), 2= 12(load case 1), 3= 2(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1- 4 = -11, 1 -2 =4 BOT CHORD 3 -4 =0 I Qty Ply 1 H WAS WNESJOt 1 1 BRACING TOP CHORD BOT CHORD DEFL in (loc) I/defl L/d Vert LL) 0.00 4 >999 240 Vert(T -0.00 4 >999 180 Horz(TL) -0.00 2 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph; h =27ft; TCDL= 5.0psf; BCDL= 5,0psf; Category 11; Exp C; enclosed;C -C interior zone; cantilever left and right exposed ;Lumber DOL =1 33 plate grip DOL =1.33. 2)) Refer to girder(s) for truss to truss connections. 3 Provide mechanical connection by others) of truss to bearing plate at joint(s) 4, 2. 4 Provide mechanical connection by others) of truss to bearing plate capable of withstanding 39 Ib uplift at joint 2 and 28 Ib uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-2=-90.0, 3- 4 = -20.0 2) C -C Wind: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =86.5, 3- 4 = -10.0 Horz: 1 -2= -96.5 Job Reference (optional 5 slMfar 252003 MTekTndustnes, nc. Fn Juf 15 2004 PLATES M 1120 Weight: 3 lb Sheathed or 0-5 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0 -0 oc bracing. GRIP 249/190 0019 Scale = 1:8.7 Best Truss Company 7035 SW 44 ST Miami FL 33155 Project: Model: Block No: Lot No: Contact Name: Phone: Fax: Truss 0001 CJ3 0005 CJ7A 0009 GR2 0013 H1 0017 HG2 0021 J13 0025 J2A 0029 J3 0033 J4C 0037 J5 0041 J6A 0045 S1 0049 S3 0053 S7 0057 SG2 0061 T12 0065 T15 0069 T19 0073 T22 Site Office 893 -5463 0002 CJ4 0006 CJ8 0010 GR3 0014 H2 0018 HG3 0022 J1C 0026 J2B 0030 J4 0034 J4D 0038 J5A 0042 J6B 0046 S10 0050 S4 0054 S8 0058 T1 0062 T13 0066 T16 0070 T2 0074 T23 To: Truss List THOMAS WENS JOE 1701 NE 115 ST Job M. SHORES Page: 1 of 2 FL. DA Date: 7/16/04 Project 4g27 Deliver To: Account No: 1135 NE 1000 ST. Designer: btc MIAMI SHORES,FL. Salesperson Delver To Address3 Quote Tentative Delivery Date: Material Summary Includes the following The truss drawing referenced below, have been prepared under my direct supervision based on parameters by Arch. or Eng. of record using MiTek 2000 software Pages or sheets covered by this seal: 0001 thru 0083 Total: 83 drawings With my seal affixed to this sheet. I hereby certify that this serves as index sheet in conformance with the required building code Chapter 61 G15 -31 section 003 of The Florida Board of Professional Regulations. Biulding code being used is ASCE 7 -98 as per FBC 2001. Wind speed 146 mph. Exp. -C; Category II; Importancefactor = 1.00. Truss Truss 0003 CJ6 0007 CJ9 0011 GR4 0015 H3 0019 J 0023 J1D 0027 J2C 0031 J4A 0035 J4E 0039 J5B 0043 M1 0047 S11 0051 S5 0055 S9 0059 T10 0063 T14 0067 T17 0071 T20 0075 T3 REMBERTO CONTRERAS, P.E. Consulting Engineer Civil /Structural 30 N.W. 87 Avenue, #C -101 Miami, FL 33172 Phone: (305) 667 -6797 (Florida P.E. 21522) Truss 0004 CJ7 0008 GR1 0012 GR5 0016 HG1 0020 J1 0024 J2 0028 J2D 0032 J4B 0036 J4F 0040 J6 0044 MIA 0048 S2 0052 S6 0056 SG1 0060 T11 0064 T14A 0068 T18 0072 T21 0076 T4 07-/6-491 Best Truss Company 7035 SW 44 ST Miami FL 33155 Project: Model: Block No: Lot No: Contact Name: Phone: Fax: Site Office To: Truss List THOMAS WENS JOE 1701 NE 115 ST Job M. SHORES Page: 2 of 2 FL. DA Date: 7/16/04 Project 4g27 Deliver To: Account No: 1135 NE 1000 ST. MIAMI SHORES,FL. Designer: btc Salesperson Delker To Address3 Quote Tentative Delivery Date: Material Summary Includes the following The truss drawing referenced below, have been prepared under my direct supervision based on parameters by Arch. or Eng. of record using MiTek 2000 software Pages or sheets covered by this seal: 0001 thru 0083 Total: 83 drawings With my seal affixed to this sheet. I hereby certify that this serves as index sheet in conformance with the required building code Chapter 61G15-31 section 003 of The Florida Board of Professional Regulations. Biulding code being used is ASCE 7 -98 as per FBC 2001. Wnd speed 146 mph. Exp. -C; Category 11; Importancefactor = 1.00. Truss Truss Truss Truss 0077 15 0078T6 0079 T7 0080 18 0081 T9 0082 V3 0083 V7 ltivibERT O CONTRERAS, F.E. consulting Engineer Civil /Structural 30 N.W. 87 Avenue, #C -101 Miami, FL 33172 Phone: (305) 667 -67 (Florida P.E} 07 -/b -0¢ BEST TRUSS CO. To: 7035 s«' 44 ST. MIAMI, FL 33175 THOMAS WENS JOE Phone: 305- 667 -6797 Fax: 305- 667 -0592 1701 NE 115 ST Production List Job Number: Page: 1 Project: Block No: Model: Lot No: M. SHORES Date: 07 -16 -2004 - 2:22:16 PM FL., DA Project ID: 4g27 Contact: Site: Office: Deliver To: 1135 NE 1000 ST, Account No: Designer: mtm Salesperson: Quote Number: Name: Phone: Fax: 893 -5463 Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: I.OH ROH Built By: 4 CJ3 -- iiiiii 12 lbs. 3 -3 -4 ROOF TRUSS 1 -9 -5 4.62 0.00 c1 -0 -11 0 -0 -0 0 -0 -0 7 BF -Ea 29 Total 1 each 1 CJ4 15 lbs. each 4 -2 -0 1 - 11 - 7 ROOF TRUSS 4.14 0.00 - - - 0 0 -0 -0 0 0 0 -0 -0 9 BF -Ea 9 Total 4 CJ6 24 lbs. 6 -5 -5 ROOF TRUSS 2-11-15 4.62 0.00 01- -1I o - o -o o - o - o 13 BF -Ea 51 Total each 8 CJ7 25 lbs. each 7 -0 -2 ROOF TRUSS 2 -7 -0 3.54 0.00 'c1 -4 -4 0 -0 -0 0 -0 -0 13 BF -Ea 101 Total _J 2 ' CJ7A 7 -0 -2 2 -7 -0 'c1 -4 -4 ROOF TRUSS 3.54 0.0 -0 0 -0 -0 0.00 19 BF -Ea 39 Total 37 lbs. each 1 CJ8 8 -4 -6 ROOF TRUSS 3 - 4 - 14 c 1 - 2 - 0 4.14 0 -0 -0 0 -0 -0 15 BF -Ea 15 Total - 30 lbs. each 0.00 1 CJ9 44 lbs, each 9- 10- 1 ROOF TRUSS 3 -5 -0 c3 -0 -0 3.54 0 -0 -0 0.00 0 -0 -0 21 BF -Ea 21 Total 1 GRl 154 Ibs. each 28 -4 -1 ROOF TRUSS 3 -5 -3 c1 -0 -0 5.00 0 -0 -0 c1 -0 -0 0 -0 -0 76 BF -Ea 76 Total RIE 0.00 � �� 1 GR2 179 lbs. each 27 -4 - 2 ROOF TRUSS 6 -0 -10 c1 -0 -0 5.00 0 -0.0 0.00 0 -0.0 86 BF -Ea 86 Total 1 GR3 116 lbs. each 23 -0 -0 ROOF TRUSS 5 -3 -11 c1 -0 -0 5.00 0 -0 -0 0.00 c1 -7 -15 0 -0.0 55 BF -Ea 55 Total ''\ 2 (1) 2-Ply 'GR4 24 -0 -13 140 lbs. each 1 2X42X6 5 -1 -8 c 1 - 0 - 12 ROOF TRUSS 4.43 0 -0 -0 0.00 c 4 - 1 - 7 66 BF -Ea 133 Total 0 -0 -0 °�6■- 1 1 2 3 -0 -3 c1 -0 -0 c1 -0 -0 ROOF TRUSS 5.00 0 -0 -0 0 -0 -0 �, 0.00 40 BF -Fa 80 Total I �'" GR5 79 lbs. each 15 -11 -13 1 2 111 14 -10 -0 ROOF TRUSS 3 -5 -3 c1 -0 -0 'c1 5.00 0 -0 -0 0.00 -0 -0 0 -0 -0 35 BF -Ea 69 Total 72 lbs. each -0 -0 1- 39 39 BF -Ea 39 Total 17 -4 -0 ROOF TRUSS -0-3 0- '01 1 A2 80 lbs. each 13 5.00 0 -0 0 -0 0.00 0 -0 -0 1 113 70 lbs. each 14 -4 -0 ROOF TRUSS 3 -0-3 0- -0 5.00 0 -0 -0 0.00 0-00 -0 0 -0 -0 35 BF -Ea 35 Total Ui IIIGI 14 -10 -0 ROOF TRUSS 2 -7 -3 c1 -0 -0 c1 -0 -0 32 BF -Ea 64 Total tl *�' r vj �p ti ." ' 2 • � 1 63 lbs. each 5.00 0 -0 -0 0.00 0 -0 -0 1 2 -7 -3 c1 -0 -0 1c1 -0 -0 41 BF -Ea 41 Total " 1: 4 ' Gi [� U C M tt0 Q 32 BF -Ea 32 Total C / 1 11G2 17 -4 -0 ROOF TRUSS 5.00 0 -0 -0 0 -0.0 I /� - _ 83 lbs. 0.00 each I 2 -7 -3 c1 -0 -0 c1 -0 -0 I 1 11G3 14 -4 -0 'ROOF TRUSS 5.00 : �� �� 1 1 0 -0 -0 0 -0 -0 p cQ 'Env- * 62 lbs. each 0.00 1 J 3 Ibs. each 0 - -0 i ROOFTRUSS 0 15.910: 3 .0 0 -0 -0 0 -0 -0 L 3 BF -Ea 3 Total Q� i OZ u1-- z +, --- -5 O 2 BF -Ea 44 Total 2 yt cn w G ° j 0- 3 2 2 JI �1 -0 -0 ROOF 5.00 1 c 1- 0- 0 0 -0 -0 I0 -0 -0 �� 3 lbs. each 0.00 � �1. U 4 07-lb -D4 BEST TRUSS CO. 7035 SW 44 ST. MIAMI, FL 33175 Phone: 305- 667 -6797 Fax: 305- 667 -0592 To: THOMAS WENS JOE 1701 NE 115 ST Production List Job Number: Page: 2 Project: Block No: M. SHORES Date: 07 -16 -2004 - 2:22:17 PM Model: Lot No FL., DA Project ID: 4g27 Contact: Site: Account No: Office: Deliver To: Name: Phone: Fax: ' 1135 NE 1000 ST. 893 -5463 Designer: mtm Salesperson: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: i Slope: LOH ROH Built By: 1 J13 6 lbs. each 1 - 9 - 14 ROOF TRUSS '1 - 3 -5 5.00 c1 -0 -0 0 -0.0 0 -0 -0 4 BF -Ea 4 Total 1 0.00 !1 -1 -3 5.00 c1 -4 -14 0 -0 -0 0 -0 -0 3 BF -Ea 5 Total J1C 1 - 4 - 14 ROOF TRUSS 4 lbs. each , 0.00 / 1 J1D 6 lbs. each 1 - 10 - 3 ROOF TRUSS 1 -3 -7 5.00 0.00 c1 -0 -0 0 - - 0 - - 4 BF -Ea 4 Total u / 1 J2 9 Ibs. 2 - 5 - 0 2- 7- 3 ROOF TRUSS 1 5.00 0.00 0 -0 -0 0 -0 -0 5 BF -Ea 5 Total each 1 J2A 2 - 10 - 12 ROOF TRUSS 1 -0-11 5.00 0.00 0- 0 0 -0 0 - - 0 0 -0.0 5 BF -Ea 5 Total 9 lbs. each 1 J2B 2 - 1 - 8 1 -0-13 ROOF TRUSS 5.00 010-05 0 -0 0 -0 0 -0 - BF -Ea 5 Total ' 0.00 u u 7 lbs. each 1 J2C 2 - 0 - 10 ROOF TRUSS 1 -4 -7 c1 -0 -0 5.00 0 -0 -0 ' 5 BF -Ea 5 Total 0 -0 -0 0.00 ■ 7 lbs. each ji 16 J2D 8 lbs. each 2 - - ROOF TRUSS 1 -5 -12 5.00 0.00 c1 -0 -0 0 -0.0 0.0 -0 5 BF -Ea 75 Total 21 J3 10 lbs. each 3 - 0 0 ROOF TRUSS 1 - 9 - 3 c 1 - 0 - 0 5.00 0 -0.0 0 -0 -0 0.00 5 BF -Ea 112 Total , 17 J4 16 lbs. each 5 - 0 - 0 2 -7 -3 ROOFTRUSS 5.00 � 0.00 c1 -0 -0 0 - 0 - 0 0 - 0 - 0 I8 BF -Ea 136 Total 1 J4A 16 lbs. each 4 - 11 - 11 12 -3 -3 ROOF TRUSS 1 4.22 0.00 c1 -0 -0 0 - 0.0 0. - 0 8 BF -Fa 8 Total L � . 1 I J4B 4 - 4 - 6 ROOF TRUSS '2 - 4 - 0 5.00 0.00 c 1- 0- 0 0 -0 -0 0 -0 -0 r 7 BF -Ea 7 Total 14 lbs. each // 4 J4C 15 lbs. each 4 - 5 - 0 ROOF TRUSS 3- 5- 3 5.00 0.00 1 0 -0 -0 I 0 -0 -0 t 8 BF -Fa 32 Total 1 J4D 4 - 4 - 14 ROOFTRUSS 2 -0 -12 c1 -0 -0 4.22 X1 0 -0 -0 9 BF -Fa 9 Total I0.0 - L 16 lbs. each 0.00 1 J4E 4 - 5 7 1 2 -4 -7 MONO TRUSS 5.00 0.00 c1 -0 -0 0 -0 -0 0 -0 -o 11 BF -Ea 11 Total LL 1 co 21 lbs. each I ►- 4 J4F 18 lbs. 2 - 6 -8 :c 4 - - ROOF TRUSS 5.00 0.00 -0.0 0 -0 -0 10 -0 -0 19 BF -Fa 37 Total ' 3. - I V) 2, ° each 4 IJ5 6 - - 19 lbs. each 3 -0 - 3 lc1 -0 -0 ROOF TRUSS 1 5.00 I 0.0 - 0 0.00 1 1 BF -Fa 37 Total W- * 0 - 0 - 0 frU j .. G CO i 1 J5A 16 Ibs. 5 - 0 - 0 2 -7 -3 c1 -0.0 ROOF TRUSS 1 5.00 0 -0 -0 I0 - -0 0.00 8 BF -Ea 8 Total 0 0 - P� E each 1_0 r 1 4 J5B 20 lbs. 2 - 9 -0 i c1 -0 -0 I 11 BF -Fa 43 Total F- rt7 1 5 - - ROOFTRUSS , 5.00 0 -0 -0 0 -0 -0 W 107 0.00 1 . E each m .3-5-3 Ic1 -0 -0 111 BF -Ea 32 Total yQ 3 J6 17 - - ROOF TRUSS 1 5.00 0 -0 -0 10 -0 -0 ' p 22 lbs. each 0.00 1 1 C U fi r'""` 1 07-16-64 BEST TRUSS CO. 7035 SW 44 ST. To . Production List MIAMI, FL 33175 THOMAS WENS JOE Job Number: Phone: 305- 667 -6797 Fax: 305- 667 -0592 1701 NE 115 ST Page: 3 2:22:18 PM Project: Block No: M. SHORES Date: 07 -16 -2004 - Model: Lot No: FL., DA Project ID: 4g27 Contact: Site: Office: Deliver To: Account No: Designer. Name: Phone: Fax: 893 -5463 mtm 1135 NE 1000 ST. Salesperson: Quote Number: Tentative Delivery Date: I Profile: Qty: Truss Id: Span: Truss Type: i Slope: LOH ROH Built By: - 1 J6A 23 lbs. each 6 -4 -14 2 - 2 - 4 ROOF TRUSS 4.22 0.00 0 - 0 -0 - - 0 0 12 BF -Ea 12 Total 0 -0 -0 � 1 J6B 6 24 lbs. each ROOF TRUSS 10 - 13 c 1 - 0 - 0 4.22 0 -0 -0 0 -0 -0 0.00 13 BF -Ea 13 Total �I ��I �� 1 MI 2 -0 -0 7 lbs. each ROOF TRUSS 1- 4- 3 c l- 0- 0 5.00 0 -0 -0 0.00 0 -0 -0 4 BF -Fa 4 Total 1 MIA 2 -0 -0 ROOF TRUSS 1 - 0 - 3 5.00 0.00 0- 0 -0 - - 0 0 0 -0 -0 4 BF -Ea 4 Total 7 lbs. each - � 1 SI 43 lbs. each 7 -1 -8 3 -5 -13 ROOF TRUSS 5.00 0.00 c1 -0 - 0 -0 -0 0 -0 -0 23 BF -Ea 23 Total OA ' i' S10 28 lbs. each 5 -0 -12 ROOF TRUSS 2 -7 -8 5.00 0.00 c1 -0 -0 0 -0 -0 0 -0 -0 15 BF -Fa 15 Total . 6 Sil 28 lbs. each 5 -0 -0 ROOF TRUSS 2 - 7 - 3 c 1- 0- 0 5.00 0.0 -0 0.00 0 -0 -0 15 BF -Ea 92 Total I . 1 S2 79 lbs. each 12 -1 -7 ROOF TRUSS 5 - 4 - 10 5.00 0.00 c l - 0 - 0 0 -0 -0 0 -0 - 39 BF -Ea 39 Total 1 S3 17 -1 -6 ROOF TRUSS 5- 1- 0 5.00 0.00 c 1- 0- 0 0 -0 -0 0 -0 -0 53 BF -Ea 53 Total 107 lbs. each '� J 1 VI S4 128 lbs. each 20 -1 -4 ROOF TRUSS 4 -8 -14 5.00 0.00 c1 -0 -0 0 - 0 -0 c 2 -1 -4 163 BF -Ea 63 Total 0 -0 -0 20 -9 -5 ROOF TRUSS 3 -5 -3 c 3 -3 -0 c0 -11 -15 60 BF -Ea 60 Total 1 S5 5.00 0 - 0 -0 0.0 -0 'N �. 0.00 116 lbs. each 1 S6 122 lbs. each 20 -9 -5 ROOF TRUSS 0 -3 -3 5.00 0.00 c 3 -3 -0 0 - 0 -0 c0 -11 -15 0 -0.0 63 BF -Ea 63 Total , - > 19 -0 -14 ROOF TRUSS 4 -5 -5 5.00 c1 -2 -14 0 - 0 -0 c1 -3 -10 0 -0 -0 58 BF -Ea 58 Total 1 S7 117 lbs. each � 0.00 IN , 1 S8 14 -4 -13 4 -8 -3 c1 -7 -4 39 BF -Ea 39 Total ROOF TRUSS -5.00 0 -0 - 0 -0 -0 ,,-� 80 lbs. each 0.00 , 0 1 S9 52 lbs. each 9 -8 -12 ROOF TRUSS q 0 - 14 1 5.00 0.00 0 - - - 0 0 -0 -0 0 -0.0 26 BF -Ea 26 Total m 6 r-- A 0 � 2 ' (1) 2 -Ply SGI 22 -5 -15 ROOF TRUSS 5 -3 -4 c 1 - 0 - 7 4.60 0 - -0 0.00 c 3 - 5 - 12 0 -0 -0 79 BF -Ea 159 Total ?� 56 �� �� 158 lbs. each 2X4'2X6 1 SG2 2 -7 -3 c3 -11 -9 21 - 5 - 15 ROOF TRUSS 5.00 0 - 0 - 0 c1 -0 -0 0 - 0.0 58 BF -Ea 58 Total l '-- jM � cl 1 L. r M c > �� _� , 112 lbs. each 0.00 � LL 1 TI T 69 lbs. 14 -10 -0 3 -7 -5 c1 -0 -0 ,ROOF TRUSS 5 0 -0 -0 0.00 c1 -0 -0 0 -0 -0 34 BF -Ea 34 Total O.1-s 0 O [ coo E f m� each Cr �st� 1. --C--$.? �� 5 -3 -11 � 1 TIO 13 -10 -13 ROOF TRUSS 5.00 0 -0 - k ' �- 79 lbs. each 0.00 0 -0 -0 38 BF -Ea 38 Total 1.11 CO › c7 .2 I Q. 0 2 P )>A .5 - 3 - 11 1 T11 9 -10 -13 ROOF TRUSS ' 5.00 0 -0 -0 0 -0 - 0 70 1hs each 1 1 0.00 34 BF -Fa 34 Total [LJ frC ....-." 07 -/b - D¢ BEST TRUSS CO. To: 7035 SW 44 s Production List ST. � MIAMI, FL 33175 THOMAS WENS JOE Phone: 305 -667 -6797 Fax: 305- 667 -0592 1701 NE 115 ST Job Number: Page: 4 Date: 07 -16 -2004 - 2:22:18 PM Project: Block No: Model: Lot No: M. SHORES FL., DA Project ID: 4g27 Contact: Site: Office: Deliver To: Account No: Designer: mtm Salesperson: Quote Number: Name: Phone: Fax: 893 -5463 1135 NE 1000 ST. Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: i Slope: LOII ROII Built By: 1, 1 112 47 lbs. each 5 - 10 - 13 ROOF TRUSS 5 - 7 - 1 5.00 0.00 0 -0 -0 0 -0 -0 23 BF -Ea 23 Total 1 113 37 lbs. each 1 - 10 - 13 ROOF TRUSS 5 - 11 - 4 5.00 0 0 -0 -0 19 BF -Ea 19 Total 0 -0 -0 \ 1 114 111 Ibs. each 22 - 2 - 1 5 - 3 - 11 ROOF TRUSS 5.00 0.00 c 1 - 0 - 0 0 -0 -0 0 -0 -0 53 BF -Ea 53 Total 1 T14A 85 Ibs. each 15 - 8 - 15 ROOF TRUSS 5 - 3 - 1 1 5.00 0.00 c 1 - 0 - 0 0 -0 -0 0 -0 -0 41 BF -Ea 41 Total T15 ,9 - 3 - 13 50 lbs. each ROOFTRUSS 4- 2- 4 5.00 0.00 c 1- 0- 0 0 -0 -0 0 -0 -0 25 BF -Ea 25 Total i 1 116 102 lbs. each 20 - 1 - 4 ROOF TRUSS 4 -8 -7 5.00 0.00 c 1 - 0 - 0 0 -0 -0 50 BF -Ea 50 Total 0 -0 -0 l 1 T17 99 Ibs. each 20 1 4 ROOF TRUSS 4- 8- 7 5.00 0.00 c 1- 0- 0 0 -0 -0 0 -0 -0 49 BF -Ea 49 Total I� !. 1 118 96 lbs. each 20 - 1 - 4 ROOF TRUSS 4 -8 -7 5.00 0.00 c1 -0 -0 0 -0 -0 c2 -1 -4 0 -0 -0 47 BF -Ea 47 Total 1 119 100 lbs. each 19 - 8 - 4 ROOF TRUSS 4 -8 -7 5.00 0.00 c 1 - 0 - 0 0 -0 -0 0 -0 -0 49 BF -Ea 49 Total 1A1 '_ 2 T2 85 Ibs. each 17 - 4 - 0 ROOF TRUSS 4 -1 -9 5.00 000 c1 -0 -0 0 -0 -0 c1 -0 -0 0 -0 -0 43 BF -Ea 85 Total �/ , 1 T20 89 lbs. each 15 - 10 - 8 ROOF TRUSS 4 -8 -7 5.00 0.00 c 1 - 0 - 0 0 -0 -0 0 -0 -0 43 BF -Ea 43 Total � Aiiiiih, 1 T21 12 - 0 - 13 73 lbs. each 5- 0- 2 ROOF TRUSS 5.00 0.00 c 1- 0- 0 0 -0 -0 0 -0 -0 37 BF -Ea 37 Total T22 40 lbs. each 8 - 3 - 2 ROOF TRUSS 3 -11 -8 5.00 0.00 0-0 0 -0 0 - - 0 0 0 -0 -0 21 BF -Ea 21 Total 1 T23 75 lbs. each 15 - 11 - 13 3 -10 -3 ROOF TRUSS 5.00 0.00 c1 -0 -0 0 -0 -0 c1 -0 -0 36 BF -Ea 36 Total 0 -0 -0 - - 1 T3 12 - 4 - 0 61 lbs. each 3 - 6 - 1 ROOF TRUSS 5.00 0.00 0 -0 -0 0 -0 -0 30 BF -Ea 30 Total Ili : [1 *- - 28 - 4 - 1 4 -3 -3 TRUSS 5.00 c1 -0 -0 0 c1 -0 -0 0 -0 -0 71 BF -Ea 71 Total U � �Y r - r ) 0 N �_ �'�' A�� 1 T4 147 Ibs. each ROOF -0 -0 0.00 I T5 5- 1- 3 c 1- 0- 0 c 1- 0- 0 75 BF -Ea 75 Total • j n T• giMr � 1 154 lbs. each 28 - 4 - 1 ROOF TRUSS 5 0 - 0 -0 1 Row Lat Brace 0.00 0 -0 -0 U� ct _ Z X42 J �. �.' 1 T6 28 164 Ibs. each 5 -11 -3 ROOF TRUSS 5.00 0 . 00 ',,_ c1 -0 -0 0 -0 -0 c1 -0 -0 0 -0 -0 80 BF -Ea 80 Total �CQ C U' ^ • E`' tp 2 17 ,,% 143 Ibs. each 28 4 - 1 ROOF TRU 4 Rows Lat Brace 6 -5 -1 c1 -0 -0 5.00 �0 -0 -0 0.00 c1 -0 -0 0 -0 -0 67 BF -Ea 135 Total �j� C W-C d CO 7 O / i 3 T8 26 - - 137 lbs. each 6 - 5 - 1 c 1 - 0 - 0 ROOFTRUSS 5.00 0 -0 -0 6 Rows Lat Brace 0.00 65 BF -Ea 194 Total �c ( 0 -0 -0 Er 0 fi. 1 07-/b -04 N N uli a tC 0 O lL