The URL can be used to link to this page

795 NE 95 St (9)LISTING AGENCY APPROVAL 114ESE PRINTS COMPLY WITH 'ME FLORIDA MANUF'AC'TURED SUMO ACT OF 1979 CONSTRUCTION CODES AND ADHERE TO Tuff FOLLOWING CRll'ERIA: Q9 sr Vt OCCUPANCY LAWN STORAGE AU.04VABI.E # oa: AoORS 1. }*4Np N 110 M.Pi t. FIRE: WING OF • g:LEA LLS I eVANO. . •2i3 -001 ALLOWABLE fLCOR LO D P.S.F. -^ AP?RO L DATE '` t " MMLAMER TW'S VW. . CC"" HoTCs. 1. 4' WNDL' 4ULDiNG moat SPAN Is 3• WiTtt G' OVi RMANG9 ON EAi:it SLOE. 2. G' W1D 1lULPMG CENTER SPAN iS 4'-0° WITH 1'-0° OVERHANGS Oil EACH WE. 3. 3• WIDE: VI.DtNG OZNTER SPAN 13 5'-84 Wilts t•-3° OVERHANGS ON EACH 81St. 4. 10 WlD MALMO CENTER SPAN IS G•-•G• WtTH r-4 OVERHANGS ON EACH SIDE. NOTES. L 4• WI 2. G WIDE 3. 6' WOE 4. 10' WIDE rcrrp) SLRL.DING CENTER SPAN 1S 3'.4' van G. OVEiRHANG$ ON EACH sot. DL►LbNG CENTER SPAN IS 4'-0• Vitt 1'-O OVERHANGS ON EACH Sag. WILDNCI CENTER SPAN IS t3•-4. WITH r- a° OVERHANGS ON EACH SOX. SLUING CENTER SPAN I8 G•'-d• Mitt r.-tr OVERHANGS oN EACH Slot. 1••-4' r 1 G' TO 5O' -O• 2• x G• SU RAA..) 2'4 C arm' HoTE6. 10 4' WIDE sLILDING OZHTER SPAN is 3•-4' WON V° oVERHANG6 on EACH stns. 2 . •' BUILDING CMNtER VAN IS 4'-o• VY11'tt r-o' OVERHANGS ON CACfi SiLK. t.DIN 3. b' g sUO OOUR SPAN 16 6'.• min 1• - -• OVERHANGS ON LEACH SIX 4. 10' BUILDING CENTER $PAN is G'-4 INIM 1'-1 OVERHANGS oN EACH sltg. 8. 12' WOE BULDt A CENTER SPAN is r-o' MN r-G• OVERHANGS ON MN ert/Y4. G. rOR 1 • WIDE A1UM& U6E POUR NODS Wl71 A MAKIN CCNttR SPAN or 7-0° AND A MAXIMUM OVERMAN° or 2' CN LAGS a. N,1'.5. • 2•_ 2._O. 20 WAGS MY. RAFTER tiB MTH 104 COMMON NA! MON END OF STRAP PlionC,Q MLA:AN RESIDENTIAL LAWN STORAGE istJILOG SCALE _ 1/4' t'-4 ?• FOR CONNECTING FLOOR JOISTS TO MAiN BEAM dUR CLIPS NTS CONTMJOU4 OVER 2 ,';PANS t tt. AIMINILEAM rOIZ ROOFING AK. S OfNO /..4* 6WtioiN0 DOOR oFttio 4• TO 30'-0• No c : k SX .20 OVAOE ( A VANtZED Ott Vitt 4 ( -. 6d OOH N OH JOISTS A "r'0' l fiAIN BEAM '1.F . u .. U.R• ALL FLOOR. -4' 0 .1.- --,,,, ;, • uu OoNNI:OTICNS •ktt'_ T AND LFST OUP . Notts USSEO ON EVERY WAt3, $ UD T,4 COI4t4EOT WALL TO ROOF ANW ALL TO FLOOR AT END f' M'L.O© AN " 141001a TIE N.T.S. 2' x4'Vet WALL. STUD 12• 6tV VARIOUS MO WALL $COTTON$ Wilts GOOKS AND V�TiOAAL WALL t ox STUD LOCATION 4 • 20 WAGE GALV. Teat f I. RA Fi1rR wI NOlEt USED ON EVERY WALL %W ON O $1uD 1tA O N N oy 1 TO CONNECT WALL TO FLOOR EACH END OF AP TYPICAL. EACI4 9108 WALL 4 G_ NI AL NO.T� 1. Ties: PLANS Aid IN 04MPLiMNCE NM THE 1,4611 OMR or THE $IANPARD. • !ltt.Di*G C0DG SECTION 1205 fOR W140 VtLOCITY or uo MAK 2. tIAX101 VOWS UVS LOADS* ri.00R - !f0 P.61. ROOT 20 PAS. 3.44. LiMUR To Br SOIiT1iEiN rte NO. 2 6URYACE9 AT letX MAXNU11 •M.4» MOOR WOOS SHALL DC PR1$61JFE MATEO. 4. MLYWOOD YLOOtt To OE 6/6' OR 3/4• 'MX $01/14RN fat ERPOSURIF 1. APA RAT[O 611..D -2- 1'1.00* PANCLS. PLYWOOD IS G01 fTTD Wfl DA $Aae AT G' 0.C. AT EDGiS AND 12 O.G. 21 Ttie rgLD. • 5. Alt $ t.IG AND ROONTiG PANELS TO DE 3003.444 ALUHNI t1 ALLOY GMT TMIOR 16$1 AtLD WALL. DE CONNtOTED TO rift . StIVD f RAttlid WO A titai.IM *6 x 3/4• GOALVANZED 6CRtW Wlttf A Kt fy • 33 KSi b?ACN¢ 6CittW$ A$ rOLL0Vtej sit** co O.0.AT AU. SUPPORT Mt110CR5• ?ittRIOR AND MX 12. O.C. AT DOTTOII CM. R0014 1' 0.0. AT AU. 61.PrOAD MEt1EERO. NTL11044 AND END. We LAI• ?ASTUNG NOT Rt0.15;gD acre/ AD 6VP?ORT Mt c9 AND ZOTTOM WGds. 0. WO, AND ROPr/WALL GONNLCiiONO MAIL MAYr ON [AGIt bale 20 G. Gt GA$YANQgP Vr t. YRLtb9 PLATCS aY //Yr31 N .. MOACL Nos MXAXOM 20. oR• C491-litt AM'PftOVZP VA A . 7. rt.00n AND ROOT 7108 Mg hAt ACA NI ow* * ARC MANMJ'AOTURtD !!Y '60UTHEAGTERN _ .. btsTALS MANIXACTUWG 0O» M. MOAT:{. NO.'6 RtP2os R1P2os1,2!' AND Hog. 'NMJMES fl,(iNUr'A0111,1040. 1.10.• MOM. NO.'S RT'2020 AND MCRtt. a NURRIOArac 0.VG CAN b% UDED'A1 PLAalt or *oor 71CS AT r.Nflwm. ROOT QONNEDV0N8 •L GARAGE DOOR 000iti0 67.x9 ARE 6 *Gtorwati cG'A'rG.B AND a'x7. OARA0E DOOR$ DMALl. DE 1.00MX0 H *NNWALL6. 10. OWING EHT*Y DOOR Otete408'VAitY t4 $IZE MOM 3'44' TO YXG. DOORS 941M4. DE LOCATtU N NDR AND EHOWAS,I.S. It t'1t4. 914A4t4G SOMA. DE A MAXMIN or 64' ADOVE ft'*0R OH WALLS AND A t+A.)5441 Or Gq• 04. TMCRCArTQt. A2 V ROWS. 0004!6 AND LOOKS TO 00I1PLY MU GIOAPItR 34 Or 1HE 6001 'LOMOA !RUNG CoDt;. t3� ELEOTRRCAL I8 0110 SAL. ELECTRICAL ?Uttt*E9 MAY VARY PEtc PLAN AND PER 0L1J N% NL1D. As f1Xt $ t o A t U L, TO DE �0V MAX. W AT T PM TRICA R N� O ROM. EXCEED WO WATTS (20 AMP ORM ALL Ei,MCTt;1CA. WORK TO OE fN ACCORDANCE With THE 1'14t NIA SHIT N TALL P 1 ti 1. FOUNDATION AND CONNECTION Or, UNIT TO SITE 2. ELECTRICAL CONNECTIONS Mkt err£ POWER SOURCE TO UNIT. (W ELECTRICAL la PROVIDED IN UNIT) 3 P `°'t , . CERT. NO. APPROVED BY 10311 I O A ROA' I3ONltA SPRINGS, P1.OtiII A 39°.1$9 M4Q 4Es t- $00.1t1t -f a DATR 3»13 -46 SCAM AS SRO* DRAWN a rst liASTER PLANO STANDARD MB $RFD 11OO1 AND mg was DRAWING NO. sxEE1 1 OF COLLAR' /V DIAE roll ALL IMO DtDG. worn •H• cum QFLOQRS 1 0. 8' 0 ALLOWABLE FIS 01. 30 P.S.P. 6 10' 10• tit 12• VP lib • 15• mit r'., t I S J Y L THESE PRINTS COMPLY WITH THE KORIOA MANUFACTURED BUILDING ACT Of 1979 CONSTRUCTION C00ES AND AOHERE TO THE FOLLOWING CRITERIA: ' CON$T, lY_E ' VI OCCUPANCY LAWN STORAGE.. QFLOQRS 1 wino ocITY 110;11:1_6,_.P: FIRE' Xt>tRIGR NWAl.LB O 1 NO. 273 --OQ1 ' ALLOWABLE FIS 01. 30 P.S.P. APPROVAL, DATA 31 61 • MANIJFAQLl1RER TED'S. SflE'17. l • 3•*D• 1 W$$ PLATE ON 001H $!K$ CM') NOTE• V A 3' DOOR 16 USED. THAN DOOR 2 x A'S AIRS T 1YM MO'I;R or BLDG. AS DOOR WIDENS. Tt! D Oft 2x•'$ MOVE TO MINIM or BLDG. STUD ACM Not To EXCEED 24° O.C. 1•x9• 20 WAGE 1V6 (fYP) OR CUPS OPT. HURRICANE 3•x3' 1*us$ PLATE 0N DOM ellace Mr) gk w � w+� COUAR SS KAU otl DOM 2026 214" vtKT. " $TLO 1 20 WAGE R'x4' M -- GA1.d. n ooR T1t $QLC FL P!: INt 20 WAGE GLIM 1.014 (tYP) OR ....,. - aM �....rw..+.. 3'• T1tu$$ PLATE M ON 150M G CUP) %'lO.N...A 't'1fi'. t OR 4' ThRU '� 4' 111Pip BLDG NT$ w 0•x-0• NTS . NT$ 1•x4 tutu TYp NOM $TED SPADING NOT To ETWEED 24. O.C. 7 J4iU 'V, G ' !M' 7 N(N'iH `Jb r'Nfi': `r A...,:tr.111LS'L�P:+. ^!m'!aro .` %:111 241111S MMUca yt,.i + n Wtr : ;r.,. ,:'M*::A�`s%i.ur.. ?X:s ON 0 %to MP) 3.4i• OM SS do (rot) NOTmm r A 3' POOR 16 U62.0. THAN DOOR, 2 x 4•$ ARE TOWARD CENTER or 5t.no A$ DOOR WIDEN$. T'HE DOo* 2x41$ MOW, f**¶ER or DLOG. STUD VAGINA Not Tb 2xcEED 24• o.C. I NOM* it A 3' 000tt is USW. THAN DooR a x 411. ARE TOWARD cENTER Or MOD. A$ DOOR WIDENS.. TIM DOOR 2x4`• MOVE TO PERM CER or ELDG. 8`r1D SPADING NOT TO EXCEED 24 0.0. Ll WAL� w1Trt„_ 4,- p Q$ 1101' 20 WAG MS (MO OR Ol'1. HtJRRJCANC CLIPS ixri• 20 WAGS MS MP) oR OFT. HURRICANE CLIPS HDTV STUD *PACING NOT TO EXCEED 24. O.G. r cstg" ifo.rgt. ;::i25Z'Stk ' s: I" + . hz;:.. � ...., ... D' iztai WAL,* wim WW2? 31(5° TRUSS PLATE • ON 190TH bt1>x8- .(TYP) NTS NT$ 11N 20 OuAGf TIES (1'1'P) OR OM HUMANS NO1 STUD SPACING NOT TO EXCEIxD 24' O.G. a MI WALL �wj�Trt_W1NDaw NOT>r• STIV 'a NOT TO EXCEED 24 O.G. I-. iit2 WAL rWiftiSt lrC & NTS NO. REVISIONS LISTING AGENCY Tm It I,ONI SO4 SONITA SPRINCIS, FLORIDA MSS 1°140NEs t- 800411 *08+06 MASER PLANS STANDARD SHED DA1t: 1+1D 'WALL SECTIONS S -18-18 CC/1.0 AS SHOWN ORAWN 9Ys TSI 8 9:4. ..... PRQ4. NO. DRAWING N0. SKEET 2OF2 ANCHOR AND BLOCKING SCHEDULE SIZE WIDTH 1 LEA TH TOTAL M. OF SOIL MOMS TOTAL M. OF COMC. PADS 8' x 4' 4 4 8' x 8' 4 4 8' x 8' 4 4 8' x 10' 4 4 8' x 12' 6 6 0' x 14' e 0 8' x 18' 0 0 8' x 4' 4 4 8' x 8' 4 4 8' x 8' 4 4 8'x10' 4 4 8' x 12' 6 0 8' x 14' 6 8 8' x 19' 6 6 8' x 18' 6 6 8'x20' 8 8 8' x 22' 8 8 8' x 24' 8 8 8' 10 10 8' x 28' 10 10 8'X30' 10 10 10' x 4' 4 4 10' x 0' 4 4 10' x 8' 4 4 10' x 10' 4 6 10' x 12' 0 0 10' x 14' 8 0 10' x 1e' e 6 10' x 18' 8 6 10'x20' 8 8 10' x 22' 8 8 10' x 24' 8 • 8 10' x 2e' 10 10 10' x 28' 10 10 10'x30' 10 10 10'x 32' 12 t 10' x 34' 12 12 10' x 38' 12 12 10' x 38' 14 14 10'x40' 14 14 12' x 4' 4 4 12' x 0' 4 4 12' x 8' 4 4 12' x 10' 4 4 12' x 12' 6 8 12' x 14' 0 6 12' x 18' 0 e 12' x 18' 6 6 12'x20' 8 8 12' 8 8 12' x 24' 8 8 12' x 28' 10 10 12' x 28' 10 10 12'x30' 10 10 12' x 32' 12 12 12' x 34' 12 12 12' x 36' 12 12 12' x 38' 14 14 12' x40' 14 14 12' x 42' 14 14 12'x44' 16 10 12' x 46' 16 18 12'x48' 16 16 12' x 60' 18 18 • • REF: C: \TEDSHED \SHEDS 16 "x16 "x4" CONCRETE PAD OR (2) 8'x16" CONCRETE PADS (TYPICAL) NOTES: 1. ANCHORS AND BLOCKS FOR THE BUILDING CORNERS MUST BE WITHIN 2' FROM THE BUILDING CORNERS. 2. ANCHORS AND BLOCKS CAN BE A MAXIMUM DISTANCE OF B' APART ANCHOR AND BLOCKING PLAN (SEE TABLE BELOW) NTS ANCHOR AND BLOCKIN SCHEDULE SIZE TOTAL NO. G>F TOTAL NO. pF WIDTH x LEN8T11 SOIL ANCHORS MC. PADS 14' x 20' 14' x 22' 14' x 24' 14' x 20' 14' x 28' 14' x 30' 14' x 32' 14' x 34' 14' x 36' 14' x 38' 14' x 40' 14' x 42' 14' x 44' 14' x 40' 14' x 48' 14' x 60' 20' x 20' 20' x 22' 20' x 24' 20' x 26' 20' x 28' 20' x 30' 20' x 32' 20' x 34' 20' x 38' 20' x 38' 20' x 40' 20' x 42' 20' x 44' 20' x 46' 20' x 48' 20' x 60' 20' x 62' 20' x 64' 20' x 66' 20' x 68' 20' x 60' 24' x 20' 24' x 22' 24' x 24' 24' X 28' 24' x 28' 24' x 30' 24' x 32' 24' x 34' 24' x 36' 24' x 38' 24' x 40' 24' x 42' 24' x 44' 24' x 46' 24' x 48' 24' x 60' 24' x 62' 24' x 64' 24' x 66' 24' x 68' 24' x 60' 8 8 8 10 10 10 12 12 12 14 14 14 18 18 16 16 8 8 8 10 10 10 12 12 12 14 14 14 16 to le 18 18 18 18 20 20 8 8 8 10 10 10 12 12 12 14 14 14 18 16 18 16 18 18 18 71 L:J 20 20 1 16 16 16 20 20 24 24 24 28 28 28 32 32 32 32 16 16 16 20 20 20 24 24 24 28 28 28 32 32 32 32 36 30 38 40 40 16 16 16 1 20 20 24 24 24 24 28 28 28 32 32 36 36 40 40 2"x4" WALL STUD 1 "x9" 20 GAUGE GALVANIZED STEEL STRAP 2 "x4" P.T. SOLE PLATE 2 "x6" P.T. BASE PLATE EXISTING CONCRETE SLAB P.T. SIDE RAIL CONT. 1 /8"x7/8"x4" ALUM. STRAP GRADE - 3" MIN. tco TYPICAL SECTION FOR BUILDING INSTALLATION ON AN EXISTING CONCRETE SLAB . 1 � �Sm_� In�Im�wnnumn 11 m I CAULK ALTERNATE ANCHORING DETAIL FOR CONCRETE PAD 20 GUAGE X 1 1/4" GALV. STEEL STRAP (ALTERNATE STRAP) (OR) 1/8" RE AIf2- CRAFT CAN "HUGHES" #ANSH, CONC. AN 't W/5/8" X 3" RAWL LOK /BOL (SEE SCHEDULE) 8" 2" X 4" STUDS 7 P.T. SOLE PLATE CONT. 3/8"x2 1/2" BOLT, W /WASHER — 3/4" P.T. PLYWOOD d NTS . O NTS 2" X 4" 2" X 4" PLATE 2" X 6" PLATE (P. T.) 4 4" CONC. SLAB (3,000 W /6X6 10/10 W.W.M. a NTS 1/2 "0 ANCHOR BOLT ON 4' CEN TERS (MAX) NOTE: 4- 3/4" CONCRETE PROVIDED BY OTHERS. • n - #5 CONT. HEAD P.T. 'LOO R JOIS BEYOND (2) 2 x f .T. OR (2) 2 x 4r. T. OR (1) 4 X O.T. SKID. EXI G C PAD v 1/4 TYPICAL SECTION FOR BUILD)INq INSTALLATION ON A CONCRETE SB T EMBEDDED 6" I N ON( AT 4' - 0" O.C., . 1/ DYI(A8OLT EMBEDDED 6 ":'.iN C C, AT 4' -0" O.C., N 1" WISHER. 1/2 "0 x 30" LO. TEEL ROD H LIX: 9 G. x 4"0 WITH 2" PITCH NTS GRADE -\ As Monufoctured By Ted's Sheds, Inc. Bonito Springs, Florida 33923 1 -800- 771 -0866 2 x 4 STUDS P.T. SOLE PLATE CONT, P.T. SIDE RAIL CONT. SINGLE HELIX GROUND ANCHORS 60' 1" MAX. NO �1 4 w_uInnm uum11unn1nm 11 11111 REV. CODE DAT REVISED REVISED REVISED REVISED REVISED 77 SINGLE HELIX OR CORAL ROCK ANCHOR (SEE DETAIL) CHOR /BUILDI NOTES: 1. THESE PLANS ARE IN COMPLIANCE WITH THE BROWARD COUNTY EDITION & DADE COUNTY 2. THESE PLANS ARE IN COMPLIANCE WITH THE CODE, SECTION 1606 FOR WIND VELOCITY OF REV. Cc. DA. REV. CODE DAT REV. CODE DAT RE 8.9•f ER GLENN CAUDILL R.E. 12 -17 -98 ER GLENN CAUDILL R.E. 1 -21 -98 ER GLENN CAUDILL NS ERARD J. FERRARA! £G. FLA. ENGINEER NO. 18 3/4" P. T. PLYWOOD NTS 20 GUAGE x 1 1/4" GALV. STEEL STRAP OR 1/8" WIRE AIR- CRAFT CABLE ONNECTION 1/2"o x 30" LG. STEEL ROD CORAL ROCK ANCHORS R.E. R.E. R.E. R.E. R.E. R,E BY DRAWING VALID UNLESS EMBOSSED WITH GINEER'S SEAL AND ORIGINAL SIGNATURE NTS SOUTH FLORIDA BUILDING CODE 1999 EDITION. WIND LOADS PER ASCE 7 -88. 1997 EDITION OF THE STANDARD BUILDING 110 M.P.H• 12 -10 -97 4 -2 -97 3 -19 -97 2 -19 -97 1 -23 -97 8 -7 -96 DATE P. T. FLOOR JOIST BEYON (2) 2 x 6 P.T. OR (2) 2 x 4 OR (1) 4 x 4 SKID 2 -4 "x8 "x16" CONC. OR 4 "x16 "x16" CONC. 2,300 PSI, PAD (SEE SCHEDULE) FERRARA ENGINEERING, INC. 200 W. WISCONSIN AVE. - DeLAND, FLORIDA 32720 P.O. BOX 2978 904/734 -8792 MASTER PLANS TYPICAL BLOCKING AND ANCHORING DETAILS DATE: 1 -27 -94 SCALE: AS SHOWN DRAWN BY: TS{ PROJ. NO. DRAWING NO. SHEET 3 OF 3 r T C . {I1 L f I y U y m/ 1 Z 1 4 1 . , y I 4 A. N 47/ 6 N.E. S• 9G LOCATION MAP SCALE I" = zoo' SKETCH OF SURVEY o' CO W ST SURVEY of the East half (1/2) of Lot 19 and all of Lot 20, Block 68, of "MIAMI SHORES, SECTION NO. 3 ", according to the Plat thereof recorded in Plat Book 10 at Page 37 of the Public Records of Dade County, Florida; being situated in the Village of Miami Shores. ORDER NO. 10433 DATE: April 14, 1993 Field Book #403 pages 7, 8 SCALE: As shown WE HEREBY CERTIFY: that the attached SKETCH OF SURVEY is true and correct to the best of our knowledge and belief as surveyed and platted under our direction in April, 1993. We further certify that this survey complies with the Minimum Technical Standards for Land Surveying in the State of Florida, Chapter 472 of Florida Statutes. cn O A. R. TOUSSAINT & ASSOCIATES INC. LAND SURVEYORS 620 N.E. 126 Street, North Miami, Florida 1 W By: C. V. Pres. Y HOWARD C. GAMBLE 0) Registered Land Surveyor No. 1683 STATE OF FLORIDA 2 U 1— O N 11 w J 4 N S WOOD }tNCI • 0 d 9.10 PAVE.CD P.LLEY 0 W.M. P'p 36 • 2• 1 • Q • 's. t>d W.v. I S . Co' as 9-51 ST 19.S' PVIN • Opening No. Size Style Proj. Conet. 1. 65" X 71 ") Catalina 66" Aluminun 2. 65" X 71") 66" n . 3. 65" X 71 " ) n to look as one, 66" " Owner: r4 R E S I D E N C E Dr. Sheffield Wright 795 N. E. 95th Street ?Liam Shores, Florida. Contractors JALCO, INC. r PJp_r% & VA_=N1 J;IJE2.! r,34E01;.E PRA MU iI V'o x ILtX'N:r! P:•IA S N3 Ric. - H TC •r5E.To 4:06?_ y SE ; 7r' 1 .040' 1 le' 1 L T S4' 1 91' I .040' I 16' • le 12' 7I' 1 T Z' o 40' d r m•m■ re es' .OG3' d Is' . Tr 91' . 063 • 1 ALUMINUM ALLOY Of AWNING COMPONENTS ROOF SLATS 5001•:34 BOLTS 2024 -T4 VALANCES 300 M14 ARMS 3003• :1S PVRLINS SOOS-MI/ ALL AWNNG SIZES SHOWN ARE MAX LESSER SiZES MAY BE USED THE JALCO SUNMASTER CATALINA AWNINGS WERE DE- SIGNED AND TESTED IN ACCORDANCE WITH THE METRO- POLITAN DADE COUNTY BUILDING AND ZONING DEPART- MENT POLICY FOR PLANT PRODUCED PREFABRICATED RIGID AWNINGS, CANOPIES AND CANOPY SHUTTERS, DATEO OCT lc,1960. BASED ON SO FLA BLDG. CODE AWNING ARMS MAY SE MOUNTED OVERHEAD USING SAME FITTINGS MD DIMENSIONS THE FOLLOWING LABEL SHALL BE ATTACHED TO ALL AWNINGS: - JALCO INC. CERTIFIES THAT THE ALLOY AND NLAT TREATMENT OF ALL METAL IN THIS PRODUCT CON- FORMS TO THE SPECIFICATIONS CONTAINED IN T :E PLANS SUBMITTED FOR PERMIT COVERING THIS IN- STALLATION. THIS AWNING MUST BE CLOSED AND SECURED TO THE WALL DURING A HURRICANE WARMS OR ALERT. , ANCHOR SCHEDULE , CONCRETE HOLLOW WALL *000 lie x F 114' OIAMow hAMMER DRIVE NAL LIR A" SUPER - G JUPOAM lab x w l 4' x 20 LONG 4 WING TOGGLE SCREW NO. H}- Ii2' L6. W000 SCREW .. ,... - «. . JALCO INC. 745 N.W. 54th STREET MIAMI, FLORIDA CARR SMITH & ASSOCIATES .l• I. 21 Avg . •• 211•1111. FLO•I�• CONSULTING E N G I N E E R E! «.1 - } w-- AK. .••■• E C17. — ......ITT .. - ..... r w.*.. ''A •..... ...L / ..ar:: ..... "" 6 4 3 9 I OF 1 SUNMASTER CATALINA ?I • ANCHOR SEE SOIDULL • I ANGLE 35' I x 2 ; x L)90 F5CJEG L E _ HEADER hiNGE 4 VALANCE SUPPORT ARM BUT TOM CAL BACK AWNING OPEN TO LOCK AWNING IN STORM PCSIT10N, REMOyE CAMEL BACK P N OR BOLT. RELOCATE ARMS, 101.0 AWNING DOWN AND REPLACE CAMEL BACK PIN OR BOLT THRU VALANCE AWNING CLOSED 1• I!9' . C6dLxTRUS10N1 1 — �_ - • - i- I19S.M.SCREW EA. SLAT w:ICPJR SCE SCE47CLE 1/5' i 3/ I • ALnosn: Er_ .r;¢DL• TE ST)RE LOGE U51 C.6 P011 stud Ed UR CREATE". •10 S.M. SCREW 71' 56' WING DETAI <s� -t T s ►.. 9E '.= +1T EC A: 5 E I.PT A. NINGS ta71L: 'r'•; C. - ±:A'LJ "n :-1 ••C N. H: G4EATEA •.:.A Sr s,_ Kul i A>` 1:.Pi A LAD. Ll;. C;_ kW. x T O X � • 7W • O • IY 1_ ADJUSTMENT HOLES �1 IN' BUT TON — 1 * 7/S TUBE .049 WALL CAMEL BACK .0 Be FOLDED M. 114'01A. PIN OR BOLT T*0 ANCHORS EA. CAMEL BACK CAMEL BACK DETAIL V ROLL ROOF SLATS 2 4 SMS EA. Tl. 4A0 GUSSET PLATE 4 -•4 SMS TYPICAL PURLIN 2• ANGLES "SEE PURLIN DETAIL ) / STRAP HINGE I' x .040' 4 -'B SIAS • L RJIS 3i414 r' :a S7 3! i t .S • I .1. .It . l Ii44Ta4 I4 . I a fa v s•a1 mix. 1 PLAN OF AWNING LM - 20 BOLT AT EA Pu. RLI/ ? 5/8' 50 BUTT JOINT TUBE C40 WALL 1 - ; * ' �l r CEE "1. –i Y ^_A a ? -FR LOOT. G TAO! T- 1'tl > \ cFL •' J I.J. :F. A: 6);. DTTLS --2. _ 2, s c _ . - l - -C 4C Gu'SE T PATE 4. 4 SMS ✓i \ _ •V; OE SLAT 1 EVERY 3 FE) SLAT ) 4' HOLE FOR CLOSED POSITION l,4- -20 BOLTS SECTION 'x-x' .o41 vIALL Ti'I e BOLTN: ROOF SLATS � J I - SM SCRE \Y EA SLAT STAGGERED. ALL PURLINS. t_♦ 0 3 T6• \ \ � 2- • iOSM SCREWS S1'xlX 11S'x v z' PURLIN LSHOWING CONNECTION AT EA END OF NOSE PURLIN SLAT DETAIL vALENCE • 6 SEE SCMEDUIL - FOR TMCKNES! ROOF SLAYS PURLIN VALANCE SEE SCHEDULE FOR THICKNESS SECTION 'Y-Y' 0- v fl * -, ' , :- • ' 1 ' • • ' - • . • • • • *. . • r i ••• •• • .'.•.•fl J•• VI • 'f r. 1 -.1* s. •• I w•.. I c•-••• 'of ".7" •• »Yt4t..we,aEtz. k•' gEYD8E .o -ro A Nal LOC ex►4T'G oh4c -- -r I L • �XIy7'G �IN' L. C-0 1.1 E t - 7,4 5•ruCGo C- I 1- -4 I \XAt -V..} 1N 111 t 9 s `[•.- ( r-ot r Lour. U4• 4 } L ., i.I : . t ... t lam . -`- ti �n- i(4 St. f7 DE - 1 - A Of; 4 n ¢ ,t , „ //tIRRoIt 4 cldur, _, .,,r,. -` . P 9P -1 -� W A if i i * ,, glit914 ' Mt: tltEllrgp. td ; AlkaXto .s 41 to co t torl�. w .ihd R. tDL L 4' CoNC, c: r' yet" nary ist.L. Ov >;tZ. Ix2 P.T. Fuer! t NGS tti• L &11ou - NEB W cork. 130c.. 4 U! 0. rs55. 14r = N : T)2. 5 1L1 1vto?.r.-. 2y IQFL• 51S. /i 'r G ao LT 5 . :4a of Cy ER�17� Hr/ SCI, r5 (14 Cot- l -'e.cT \V / /IN ASaK2("Te3 7; n��SS uP.Er) 1 EA'1EQ 'Ex 1, r'G 4.'I GONG. - To S TA `f • �¢•xlSTG IO'�,c t6" CONE• Foo rar,le Le) UV F oo - PL2H 1 /4." t 1.. p. 1 - 1 `=i 2___° annmolimst N t s . \ V 4" PA. rt•'r r Tt a N 1.X16 -TlNc 4" pz.rlr•r17-1014 14.Ew P7 r :C NC. EXtei-r►ur PbsCartC. PjLIC. \V1Lt.•L. ti ALL. CAp"r'E-r Ovatt 1-4r; 4s1/4a t of" r) O H - TO K 1 t 1 1YAlagt.E. n0YBR IN rj1 (..�Ct}t 1G APPLtArjGE‘:* 12 VAS u5 tora Fl2 1 j1 t; WO AAlP Muse., 142.1.4>3 L. I rc� Cr. P.s' , cov13A A Lactca -r7 't// .s a Co 1 J (7. . rs t.,a C'4 5 t • 4 O 74..1 L. • 1 - r'c: t Cep fZ . EX1 )TIriG JiSPNbI -r -raL - ctoo { Fl • � j O 1 NS V4E• IJ1 a ! �'� ' ' ` 4 ) c.c. 1. E.: 1 /u = I'- o" PQR•.G I-A 1. L EV I NQ R.6 •• 1 1 I I , 1 1 1 i 4 '' rvc vi roe- YO ( sar. Th L 1 , L .! t!rts1'a s1£e .1 sr. la tun H.E TN si-: PL.. mr PLAN 4 i N 4l to u1 r_ A . II 12 • 1"3D R /l` . G' c -r. t3 14 t5 • 4 1.n.. 915 JP S7: Loc.1�.T'Io)-J lAAFP 02 2001 - 1 1 0 § . • 1•> a V. SGQt P`r:c t-1 1-12.LF (A) 4F Lcrr 19 AN*2 ALL OF Lo 20, 13Ltc Goa, of '%A)A/41 54312.5 t SEcr(o u° 3 ; isccorzuma 6 -rr4r- rte.oF 26Cb4.O1f f7 ItZ Pt.e. Paoo e. la b•r Pa GE- 31 OF - rNE. PurJLIC 12.e.co4r)r r.2doE. CCU MT • ( s 1LO2 1/71s . L� C. SY /Ar.Qx. 110 Y` t?ec. 7 r1NCI_E_ ou'11_c17 U "1 L � T' \VALL LIGN_r CEILI L.161-4-r Uu•rLE'r "TELMr>I•4Ot`1E. 4 - r r. v. 'ouTLE-•r =�= cAr..ou1117 FAuL"r I Z`I"TERCLUr "1`L_R. & t. : to t-i (sue.. rr�•r�a< Lr� L.7tl`� Ft1 iNjrd I" LGO!?.., -) L • • NEW /3 gruc(o -. OyE - sulk• Art: al. t Itir4 FIut; Er7 F LO0 1 at A7E .. • E/AODELtH • 1 R.ESIDEhICE. FOR /AR. 1:2.01?) 12:r , LE.WIN AT 795 N.E. 75` -" ST., //CIA /r`! SHORES, DAD COUNTY, F 1 - Qfa'�r • l•__ ____ -. It Z • • 1 ExIST'd GAR. -A E 000E. To G6 E f.&ovan 9(..ociet7 TALI, axt f rG coric.:6eI) - re. sref SOUTH _ELENA - riot ' oR.*'H E. Lav, - - 10 4 Ago. DkA CesPr?.T L/XI��1'Si 1J_ - - 1.1_-_- 1 1- �n•r C yt t lr' 1 r e.ir_tA . -rt Lt;. IzaoF Ey 51' • L x l tr'G x r } r'a rNb I`.R.a L. , - nue- P�.c:■F r = .11*/ L;X t��rG 041KRE.L. 7ttt. 12430� • • \V �r Evrioi -i V s " t'- 0" ,- EXt s1'r r�sv T ILL tr ooF . ^, • • • A s -r .E. L.. E v4. I o IA 1 /4.x' l'-o" **an.. .. _.___...,__._... ��. ��_........ ..._....,... -.._.... .•...■••"••w.r •-__ •.....•..••• KEY. . 3 /2 4/93 • C P.a S./AO ,x12..c H 1 T.. ..G-r 12.E6. 11° 50 vAY� : 'L r Rt:v. 4 /tt /13 4trit 1 • 2,, C7 .• e • 1 1 0 A 3 v E.. .ro • ISEr - rA 1.4 I, I _41 o V. 'e4 to ce)s. r2. ES • r EX t 74c-I t. P.,00 z -7 • •4 4 - r ' 1 5 Li - e - 0 0 — r 2 a t 4/44.(.4.1.4.01.44444:44. \ ( j \ / nc)\ H LEVA 1 0 ye, 1.-o" Kvrctft e-f-FEG VAT E. ft.. .511rE e To S. 2.E.ASO \ea r7 •TO & N a N LrkM 2 P./A. Lkythicl RA• gx1•5 voog. 1-0 am. /^ove...* LOG 4ES, `tv/ LZJC 1 1 PLANNING BOARD AGENDA OF . '/G 4 /,/9f3 ITEM NO. *//) Name of Owner/Applicant 6 E Phone No. 7�- Sys Address of Property, and /or Legal Description Nature of Request f,.,,, /V/ Present Zoning of Present Building Area with Proposed Addition Parking Spaces Provided Parking Spaces Required with Addition Setbacks as per Code Setbacks Provided VariancesAMMOMMOInoning Change Council Action Required /i22 Date of Applicant Notification ll Planning Board Action ��P+'LA Council Action atiami cihores9fIlage F L O A 1 O A 4-/r41. Director of BuiTding and Zoning ¢ d __ �d-► O tt 1 1 ( 1 O f 1 11 I o 1. e . „gc. 1 -`ro X4 f4 r � -, rizr.0 -1" 1 t .SAP. r1.tipt.. �r . "ita.ist rRi Yt.0 1 b ra f.^f 1/ h( l i o " z Q c4 2 9 06-9E61 1115 ■ t o -ot 7 2¢r Ge ate, Po:KL1 Dti — t _G- N,c. K1 Tc— H. . fir; , veT N =d r s To G. R E.xo - To .. NEN L -. rfr IHI Hr7 P JA • SNCtSTitic 6,112 F 'ODOR, tv/ s,, caNC, r��lcw�� TT 1 SOUTH ELEVATION o" Ficis. tLE.Y4T VI_. v-0" T 'a a I 1-4451tri-i LV,flCH V' V- 0" WEs fiLaVr V4*. ro• 1T: Li 11 Ifl _FLIT 1 n .ffAs LE.vi.vr to IA RA" :_tiE.YAraocr AFtri. FL. cdS. • 0 o 144, . ! f �_ ! 5'.. so" 3 co cs Exi•i A57p14.4.t_T tI1 „ - , rvc V 0 k ,„.1 1PE. - rc. SEP, 10_2 i,, 1 J 4./t4% 4 - 1)oll& 1Rstii t3 1 � • � ," j 15 -2 • 7. or P o P 1-4 1 �t �� r 0 tr Q tNi 2 • ; t \Y. •-; ir • • , • ■ • Tcp v N tv f< "rc:: pcDP_c_. d 2 0 ',de3r Pexic4.1 17/ D. 4. N fici ps/A . LIv1Hci RA• -CY V- E2p ir.) Pi .- A s 1 . 11 1 7. bar) P.4\ e".4.1-14 Scjk t " HOTI", V.Z.\ - 10 H t Hog E . L.. a vA o H t 0 - r LEvT r-o• 7 i J - MS I' 4. - • EXH. FAN SCHEDULE 031. FAN No. E F 1, CU -1 UNIT LOCATION EF-3, 2ND FLOOR UNIT YtE]OHT (Les) UNIT - NO INACUARCTONSy — AREA %Rwu BATH MATCHING AHU NT*tBER — LOCATION UNDER C.,BNET MODEL c 30 31;800 STATIC PRESSURE 1/4 135 TYPE ORtyE DIRECT 0.16 AVA LE VOLTAGE — UNIT N - CIRCU Ta A 1Ps I oroR AIAPs 11ECTRI0 CHARACT, tto -1 -eo 50 378" MANUFACTURER NUPONE 7 MOEEL NUMBER LS60 UNIT 111E1OHT (LBS) REMARKS B.C.D E.F.HJ CU- UNIT SCHEDULE CONDENSING UNIT SCHEDULE UNIT NUMBER CU -1 UNIT LOCATION OUTSIDE UNIT YtE]OHT (Les) UNIT - NO INACUARCTONSy 208 2 MATCHING AHU NT*tBER — ]WO= AnR . UANUFACTURER — MODEL SKJ481A --- SENS COO CCALBTU) 31;800 TOTAL COOTJNf; cAF(BTUr — A IBIEN IIER'ATURE! 44;000 135 — UHI7`S SEER f2:00 AVA LE VOLTAGE — UNIT N - CIRCU Ta A 1Ps 20872'30=1 6O 20 — D1Q1rS $AXFUSE - sizE — 50 378" IIQUID LINE - D0. — SUCTTON — CAT. SENKTOOE(BTUy- CAT. TOT. (BTUy 7 30:325 4085/ AHU UNIT SCHEDULE AIR HANDLING UNIT SCHEDULE u)jr NUMBER AHU -1 tsr LOCATION CLOSET u14T TYPE VER11CLE ENTERING AIR 1 E 1 0(db /0) 80/e7 MATCHING LNG uNir cu -1 MANUFACTURER JANITROL MoDn. NUMBER A48-10 EVAPORAPOR -C/14 1620 EXTERNAL STATIC PRESS, 0.30 3YA . FAH MOiuR -H? 1/2 u1.1 MIN. SEER 1200 208 /230 -1 -60 AVM-ABLE VOLTAGE "KM! I-EATING CAP. foil Nuk1 FILTER TYPE PEjENr UNIT 111E1OHT (LBS) 178LBS AC DESIGN REQUIRES: YES NO CT SMOKE DETECTOR ✓ 'E DAMPER(S) SMOKE DAMPER(S) FIRE RATED ENCLOSURE FIRE RATED ROOF /FLOOR (LING ASSEMBLY ✓ FIRE STOPPING SMOKE CONTROL REVISIONS `� ISC. )\AL ENGII\ - STRUCTUI 167TH STf 33169 (30 A/4 fro , LL_ Pa io5) DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN SHEET A 6 4 XYDEEP CONC PAD 3/4 SUCTION 1N SD 3/8 LIQUID PACE NEW -TON CU 30 CA SHT -MTL DRYER EXH. VENT 4 I.D. NO PROTRUSION INSIDE DUCT 2 CONDENSATE UNE TO OUTSIDE Or BLDG. UNDER SLAB IN 4S4.EEYE UNE OF 12 OFF E TERIOR WALL BEFORE TURNING DOWN r • L I L —I L - I u D w AHU OL STA 111111 EXIST CLOSET PROPOSED LAUNDRY zONE 10X8 6 LEX 175 CFM BATH ROOM 1 W 10 X EXST M 1 REF. EX EXIST BEDROOM R -A REF 1 W V' 10 X 8 175 CFM EXIST zoNE -1 8 "k8" �I1� r 1-VI- \T EXAUST FAN STOR. R -A EX 0 sin 4W I/\ 10 X 8 175 cFM ZONE - 2 OVEN Sc MICRO ZONE -2 4W 10 X 8 175 CFM PROPOSE DINING ZONE - 4 • X8 175 CFM 10 X 8 175 CFM ZONE -1 EXIST DISTR EXIS ' 8" LEX P OPOSE THEN 8 "FLEX CAP OFF BU tit ON SITE OBSERVATION INDICATES A SOIL CONDITION OF SAND CAPABLE OF SUPPORTING A DESIGN LOAD OF 20C BREAKING, A LETTER ATTESTING THAT THE SITE HAS pE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON BASED SHALL BE SUBVITTED. STRUBUTION 0 n PER FMC SEC". 307.2.3 REQUIRES AHU TO BE PROVIDED W1T11 AN AUXILIAR`j' DRAIN PAN PER FMC SEc. 603.1.3 REQUIRES AHU CLOSET TO BE PROVIDED A MIN. 4' CL ARANCE ON ALL SIDES OF AH DISTRUBUTIO. 1-11i AC PLAN SCALE: 1/4' =1' -0" CONDENSATE DRAIN. III PROPOSED FAMILY ROOM PROVIDE LOUVERED CLO DOORS AT AHU CLOSET 3W 10 X 8 175 CFM zoNE -2 DISTR PROPOSED TERRA(1 14 zoNE -2 4W / 10 X 8 176 CFM JBU1ON EXIST LIVING ROOM LIQIUD LINE SUCTION LINE SUPP DUCT FT CAP OFF 8 "FLEX r-r 8 "X8 C� 1W 10 175 EXI 1111 R -A L /1 4 LY f1 TRUSS SPACE. TYPICAL A/C PQbHV N.T.S. X8 75 CFM ZON -1 ROO MAS 'R EXIST 4 "0 UP TO ROOF FINISH CLG. FILTER WD OR STL CH. SUPPORT VIBRATION INSOLATOR A.H.U. DISC TO COMPLY W /NEC 110 -16 PARTITION CONC. SLAB. f 4- W 10 X 8 176 CFM ZONE -1 PROPOS MASTER EDROOM 4W 10 X 8 176 CF ZONE -1 2 8 FLEX 10 X 8 B ONE -1 FLEX ISTRUBUTIONW -1N CLOSET ■ 1 CONVE _ 11 ii 4"0 • tl UP TO R) _. _ I ___ T u ■• F75 • iik ION ulk 9 'FEE EXIST BEDROOM DUCT 8 cFM E -1 O E -1 10 X 8 175 CFM EXIST fil 1 I I 1 IN • 7 1 1 XIS" ■A'T1I 2 CONDENSATE UNE T OUTSIDE OF. S DER SLAB IN 4 El LI OF E 12 O EXTERIOR WALL BEFORE TURNING DOWN 3/4" SUCTION AND 3/8" LIQUID UNES 111R ATI1C SPACE \T CLOSET TYP. WIC SCALE: 2 " =1' -0" DOW BUC POURED CONC. B ASM LINTEL �TYP.) x4 P.T. 3 LGK W/ APCONC OR EQUIV. (1 @ 4" 1 �, E.E. U -OUT O.C. SOLID FILLED C.M.U. OR EA. SIDE COLUMN OW OPENING �TYP. POUR D CONC. SILL (TYP.) -(2) # 8 TEK SCREWS CO \ DE\ CONDENSER UNIT. CONC. BASE 1N/ 6X6 10/10 WWF. SER FASTEN HOLD DOWN STRAPS TO C.0 AND C .SL TO 1?4 �H SEE DE SAME SHEET. BACK DRAFT DAMP CEILING ----� N. T.S. COND UNIT. GRILLE SCALE: i " =1' -0" CONCRETE SLAB. 1/2" HILTI SLEEVE \-16 GA. X 1--1 /4 GALV ANCHORPENETRATIO, MIN N (4 y 2 - 2' STRAP. IT v MASON INDUSTRIES 2" X 2" X 3/4" SUPER "W' PAD TYP EACH CORNER. oL \ n\ G ID LOPED ROOF CAP. -- "M ETAL DUCT AIR IN O O F EXHAUST FAN DETAIL HAILS POWER at CONT CONNECTORS —LIQIUD LINE LINE POURED CONC. BEAM OR PRE- CAST LINTEL (TYP.) 2x4 P.T. BUCK W/ " N x 31" LG. TAPCONCS OR EQUIV. (1) © 4" E.E. & 12" 0.C. THRU -OUT (TYP.) SOLID FILLED C.M.U. OR CONC. COLUMN EA. SIDE OF WINDOW OPENING (TYP.) POURED CONC. FLR. (TYP.) Maya/ ?TU€4/ �Bo4fr Manufacturers of Engineered. Roof Trusses 9500 N.W. 79th Ave. - Hialeah Gardens, FI, 33016 ►`�►i►�►111rr r rr r 822- 0020/21 BUILDER'S NAME PATRICIA DUBOFF OWNER MR.& MRS. PATRICIA DUBOFF SITE 795 NORTHEAST 95Th STREET MIAMI SHORES, FLORIDA LEGAL PERMIT#/ 'ob !Truss Truss Type � 10353 HG5 HIP Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3.00',12 5 -0 -0 9 -14 5 -0 -0 4 -3 -4 5x12 2 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2ND WEBS 2 X 4 SYP No.3 5 -1 -12 9 -3 -4 5 -1 -12 4 -1 -8 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina NO Code FBC2001 CSI TC BC WB 3x5 3 0.96 0,77 0.56 1 (optional) 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:36 2003 Page 1 13 -4 -12 17 -8 -0 4 -1 -8 4 -3 -4 T2 Qty Ply 1x4 4 4x5 = 11 10 9 8 2x4 I 3x5 = 5x6 = 5x8 = REACTIONS (lb /size) 1= 2193/0 -8 -0, 6= 1736/0 -8 -0 Max Uplift 1=- 1553(load case 2), 6=- 1220(Ioad case 2) FORGES (Ib) - First Load Case Only TOP CHORD 1 -2= -7763, 2- 3=- 11066, 3 -4= -9272, 4 -5= -9272, 5-6= -5955 BOT CHORD 1 -11 =7518, 10 -11 =7571, 9 -10= 11066, 8 -9 =11066, 7 -8 =5780, 6 -7 =5769 WEBS 2 -11 =438, 5 -7 =90, 3- 10 =36, 4 -8= -373, 2 -10 =3631, 3 -8= -1868, 5 -8 =3627 2 DUBOFF 13 -4 -12 17-6 -4 4 -1 -8 4 -1 -8 DEFL in (loc) Vdefl Vert(LL) 0.69 10 >385 Vert(TL) -0.76 10 >347 Horz(TL) 0.09 6 n/a 1st LC LL Min I/defl = 360 BRACING TOP CHORD BOT CHORD 4x8 = 5 7 2x4 NOTES 1) Special hanger(s) or connection(s) required to support concentrated load(s) 321.01b down and 233.61b up at 5 -1 -12, and 912.0Ib down and 663.71b up at 9 -3 -4 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 2) 2 -ply truss to be connected together with 0.131 "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 -9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Special hanger(s) or connection(s) required to support concentrated load(s) 321.0Ib down and 233.61b up at 5 -1 -12, and 912.01b down and 663.71b up at 9 -3 -4 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL =5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1553 Ib uplift at joint 1 and 1220 Ib uplift at joint 6. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 321.0!b down and 233.6Ib up at 5 -1 -12, and 912.01b down and 663.7Ib up at 9 -3 -4 on bottom chord. Design for unspecified connection(s) is r delegated to the building designer. LtiBLe/iS (gniandard PLATES M1120 22 -8 -0 5 -0 -0 22 -8 -0 5 -1 -12 Weight: 219 Ib NOV 0 6 2003 Scale = 1:39.7 3x4 GRIP JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 249/190 Plate Offsets (X,Y): [1:0- 2- 8,0- 2- 4],[2:0- 6- 0,0 -2- 2],[5:0 -5- 12,0 -2 -4], [6:0- 8- 1,0 -1 -8] Sheathed or 3 -1 -2 oc purlins. Rigid ceiling directly applied or 5 -8 -8 oc bracing. Job I Truss 10353 HG5 Truss Type HIP Qty II1 Ply DUBOFF 2 Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:36 2003 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1 -2= -90.0, 2 -3 =- 143.0, 3 -5= -90.0, 5-6= -90.0, 1 -11= -20.0, 10 -11= -32.0, 6 -10= -20.0 Concentrated Loads (lb) Vert: 11= -321.0 10= -912.0 (optional) JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 NOV 06 2003 'Job Truss 10353 Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:36 2003 Page 1 HG5A 3.5x5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 5 -0 -0 5 -0 -0 2 -5 -8 2 -5 -8 3.00 12 4x4 = T 5-1-12 5 -1 -12 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 Truss Type HIP B1 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 2 REACTIONS (Ib /size) 1= 1277/0 -8 -0, 5= 1265/0 -3 -8 Max Uplift1=- 848(load case 2), 5=- 840(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2= -3841, 2- 3= -3775, 3- 4= -3853, 4 -5= -3914 BOT CHORD 1 -8 =3703, 7 -8 =4124, 6 -7 =4124, 5-6 =3786 WEBS 2 -8 =640, 4 -6 =598, 3 -8= -398, 3-6= -309 7 -5 -8 9 -11 -0 0.02 12 3x4 3 T2 8 7 6 3x4 = 3.5x4 = 3x4 = CSI TC BC WB 0.94 0.96 0.21 9 -9 -4 4 -7 -8 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2= -90.0, 2-4=-142,5, 4 -5= -90.0, 1 -8= -20.0, 6 -8= -31.7, 5 -6= -20.0 Concentrated Loads (Ib) Vert: 8= -320.8 6= -320.8 Qty 1 Ply 1 1 5x4 4 W4 DUBOFF (optional) Plate Offsets (X,Y): [1:0- 2- 4,0 -1- 121[5:0- 3- 8,0 -1 -12] DEFL in (loc) Vdefl Vert(LL) 0.31 6 >566 Vert(TL) -0.37 6 -8 >465 Horz(TL) 0.09 5 n/a 1st LC LL Min Vdefl = 360 BRACING TOP CHORD Sheathed. BOT CHORD B2 14 -11 -0 5 -0 -0 14 -11 -0 5 -1 -12 PLATES M 1120 Weight: 55 Ib NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL= 5.Opsf; BCDL= 5.Opsf; occupancy category II; exposure C; enclosed;C -C interior zone;Lurnber 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 848 Ib uplift at joint 1 and 840 Ib uplift at joint 5. 5) Girder carries hip end with 5 -0 -0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 320.81b down and 212.21b up at 9 -11 -0, and 320.8Ib down and 212.21b up at 5 -0 -0 on bottom chord. Design for unspecified connection(s delegated to the building designer. NOV 0 6 2003 Scale = 1:25.5 3x7 = GRIP 249/190 Rigid ceiling directly applied or 3 -5 -5 oc bracing. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD. WESTON, FL 3333' c `6 Job ITruss 10353 Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 3.5x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 HG5B HIP 3.00 12 5 -0 -0 5 -0 -0 5 -1 -12 5 -1 -12 Truss Type SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 4x12 = 2 1x4 CSI TC 0.78 BC 0.73 WB 0.14 REACTIONS (Ib /size) 1= 1123/0 -8 -0, 4= 1123/0 -8 -0 Max Uplift 1=- 754(load case 2), 4=- 754(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -3259, 2 -3= -3205, 3- 4 = -3274 BOT CHORD 1 -6 =3142, 5-6 =3189, 4 -5 =3158 WEBS 2 -6 =420, 3 -5 =413, 2 -5 =17 Qty Ply DUBOFF H 1 1 (optional) 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:38 2003 Page 1 8 -4 -0 3 -4 -0 0.02 12 4x4 = 3 13 -4-0 5 -0-0 Scale = 1:22.9 8 -2 -4 3 -0 -8 3x4 = DEFL in (loc) Vdefl Vert(LL) 0.22 6 >698 Vert(TL) -0.26 5-6 >596 Horz(TL) 0.07 4 n/a 1st LC LL Min Vdefl = 360 13 -4 -0 5 -1 -12 PLATES M 1120 Weight: 48 Ib 3.5x4 = GRIP 249/190 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2 -8 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4 -0 -10 oc bracing. WEBS 2 X 4 SYP No.3 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;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 754 Ib uplift at joint 1 and 754 Ib uplift at joint 4. 5) Girder carries hip end with 5 -0 -0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 320.8Ib down and 215.OIb up at 8 -4 -0, and 320.81b down and 215.0Ib up at 5 -0 -0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (p10 Vert: 1 -2= -90.0, 2 -3 =- 142.5, 3 -4= -90.0, 1-6= -20.0, 5-6= -31.7, 4 -5= -20.0 Concentrated Loads (Ib) Vert: 6= -320.8 5= -320.8 JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 NOV 06 1003 Truss�i6 russ Type 10353 H7 ; / / / / qj/f // HIP Royal Truss C PIi3te- ardens, FL 33016, Eddie Davies ,Job 3.5x5 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LOAD CASE(S) Standard Qty 3 Ply DUBOFF 1 4 -0 -5 7 -0 -0 4 -0 -5 2 -11-11 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES Code FBC2001 11 3x4 11 -4 -0 4 -4 -0 7 -1 -12 11 -4 -0 7 -1 -12 4 -2 -4 CSI TC 0.82 BC 0.81 WB 0.24 o•tional 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:35 2003 Page 1 15 -8 -0 4 -4 -0 10 9 8 3x8 = 3x4 = 3x4 = LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 REACTIONS (lb /size) 1= 1210/0 -8 -0, 7= 1210/0 -8 -0 Max Upliftl=- 819(load case 2), 7=- 819(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2= -3621, 2 -3= -3235, 3 -4= -3732, 4 -5= -3732, 5 -6= -3247, 6 -7= -3644 BOT CHORD 1 -11 =3483, 10 -11 =3155, 9 -10 =3166, 8 -9 =3166, 7 -8 =3507 WEBS 3 -11 =208, 5 -8 =212, 4 -10 =386, 2 -11= -359, 3 -10 =625, 5 -10 =612, 6 -8= -372 18 -7 -8 2-11-8 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;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 819 Ib uplift at joint 1 and 819 Ib uplift at joint 7. 15-6 -4 22 -8-0 4 -2 -4 7 -1 -12 NOV 0 6 2UO3 22 -8 -0 4 -0 -8 DEFL in (Ioc) Vdefl PLATES Vert(LL) 0.48 10 >553 M1120 Vert(TL) -0.54 10 >490 Horz(TL) 0.12 7 n/a 1st LC LL Min Vdefl = 360 Weight: 97 Ib { Scale = 1:40.9 7 3.5x5 = { GRIP 249/190 Sheathed or 2 -6 -11 oc purlins. Rigid ceiling directly applied or 3 -7 -9 oc bracing. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 Truss Truss Type Qty Ply I DUBOFF 10353 T1 COMMON 8 11 (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:42 2003 Page 1 IJob y' ,T 1 u7 I 3x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LOAD CASE(S) Standard 4 -3 -0 7 -5 -5 4 -3 -0 3 -2 -5 3.00 12 1.5x4 2 B1 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 FORCES (Ib) - First Load Case Only TOP CHORD 1- 2= -2064, 2- 3= -1560, 3- 4= -1560, 4- 5 = -2131 BOT CHORD 1-6 =1987, 5-6 =2060 WEBS 2-6= -493, 3-6 =443, 4- 6 = -569 CSI TC 0.46 BC 0.61 WB 0.17 REACTIONS (Ib /size) 1= 794/0 -8 -0, 5= 794/0 -3 -8 Max Upliftl=- 520(Ioad case 2), 5=- 520(Ioad case 2) 4x4 3 6 5x8 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 10 -7 -11 14 -11 -0 3 - 2 - 5 4 - 3 - 5 1.5x4 4 DEFL in (loc) Vdefl Vert(LL) 0.15 6 >999 Vert(TL) -0.17 6 >995 Horz(TL) 0.05 5 n/a 1st LC LL Min Vdefl = 360 7 -5 -5 14 -11 -0 7 -5 -5 7 -5 -11 Plate Offsets (X,Y): [5:0 -0- 12,0 -1 -8], [6:0- 4- 0,0 -3 -0] NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 520 Ib uplift at joint 1 and 520 Ib uplift at joint 5. PLATES M 1120 Weight: 58 Ib NOV 9 1 Scale = 1:25.2 GRIP 3x4 = 249/190 Sheathed or 3 -10 -8 oc purlins. Rigid ceiling directly applied or 4 -8 -8 oc bracing. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 Job Truss Truss Type Qty I Ply ' DUBOFF 10353 I T2 I COMMON 14 ,1 1 (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:42 2003 Page 1 3x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3 -10 -4 3 -10 -4 3.00 12 Plate Offsets (X,Y): [5:0 - 12,0 - 1 - 8] LOAD CASE(S) Standard 1.5x4 2 6 -7 -13 6-7-13 SPACING 2-0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 6 -7 -13 9 -5 -7 2 -9 -9 3 -10 -9 2 -9 -9 REACTIONS (Ib /size) 1= 707/0 -8 -0, 5= 707/0 -3 -8 Max Uplift1=- 469(load case 2), 5=- 469(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2= -1814, 2 -3= -1381, 3 -4= -1381, 4 -5= -1880 BOT CHORD 1-6 =1745, 5 -6 =1816 WEBS 2 -6= -423, 3-6 =392, 4-6= -497 4x4 = 3 w 2, 1 6 3x8 CSI DEFL in (loc) >999 TC 0.39 Vert(LL) 0.12 6 >999 BC 0.52 Vert(TL) -0.14 6 WB 0.15 Horz(TL) 0.04 5 n/a 1st LC LL Min IVdef1= 360 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 1.5x4 4 13 -4-0 6-8-3 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL= 5.0psf; BCDL= 5.Opsf; occupancy category II; exposure C; enclosed;C -C interior zone,Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 469 Ib uplift at joint 1 and 469 Ib uplift at joint 5. C \ PLATES M 1120 13 -4 -0 Weight: 52 Ib JOHN A. ILTER, R.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD. WESTON, FL 33331 N 0 V 0 6 2003 Scale = 1:22.4 5 3x4 = GRIP 249/190 Sheathed or 4 -2 -4 oc purlins. Rigid ceiling directly applied or 5 -1 -0 oc bracing. { Job 10353 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss 1 Truss Type MG1 3x4 Plate Offsets (X,Y): 11:0- 1- 8,0 -1 -8] FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =0, 2- 3 = -203 BOT CHORD 1 -3 =0 MONO TRUSS Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:41 2003 Page 1 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina NO Code FBC2001 REACTIONS (Ib /size) 1= 912/0 -8 -0, 3= 912/0 -8 -0 Max Horz 1= 116(load case 2) Max Upliftl=- 618(load case 2), 3=- 648(load case 2) LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -3 =- 313.3, 1- 2 = -90.0 CSI TC 0.46 BC 0.71 WB 0.00 3.00112 5 -0 -0 5 -0 -0 T1 B1 5 -0-0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 6 SYP No.2ND BOT CHORD WEBS 2 X 4 SYP No.3 Qty Ply DUBOFF 1 1 (optional) DEFL in (loc) Vdefl Vert(LL) -0.02 1 -3 >999 Vert(TL) -0.02 1 -3 >999 Horz(TL) 0.00 n/a 1st LC LL Min Vdefl = 360 NOTES 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 618 Ib uplift at joint 1 and 648 Ib uplift at joint 3. 3) Girder carries tie -in span(s): 13 -4 -0 from 0 -0 -0 to 5 -0 -0 PLATES M 1120 Weight: 21 Ib GRIP JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 NOV 0 6 2003 1.5x4 '+ 2 Scale = :8.3 EV2 5 -0 -0 2x4 249/190 Sheathed or 5 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 9 -3 -9 oc bracing. Job ' Truss 10353 J1 Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No 2ND BOT CHORD 2 X 4 SYP No 2ND Truss Type JACK SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES Code FBC2001 2x5 = CSI TC 0.08 BC 0.02 WB 0.00 (Matrix) REACTIONS (Ib /size) 1= 105/0 -8 -0, 2= 86/0 -3 -8, 3= 19/0 -3 -8 Max Horz 1= 52(load case 2) Max Uplift1=- 69(load case 2), 2=- 93(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =18 BOT CHORD 1 -3 =0 Qty `Ply DUBOFF 110 11 (optional) 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:38 2003 Page 1 2 -0 -0 3.00112 2 -0 -0 T1 B1 2 -0 -0 2 -0 -0 DEFL in (loc) Vdefl Vert(LL) n/a - n/a Vert(TL) -0.00 1 >999 Horz(TL) -0.00 2 n/a 1st LC LL Min Vdefl = 360 BRACING TOP CHORD BOT CHORD N NOTES 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL= 5.0psf; BCDL= 5.Opsf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 1 and 93 Ib uplift at joint 2. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard 3 PLATES M1120 Weight: 6 Ib GRIP 249/190 Sheathed or 2 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 NO L, fj /Q8 Scale = 1:5.1 Truss Job (Truss Type Qty Ply I DUBOFF JACK Ho I1 10353 J3 ; (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:39 2003 Page 1 2 1 2x5 = 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 Ina YES BCDL 10.0 Code FBC2001 CSI TC 0.15 BC 0.03 WB 0.00 (Matrix) REACTIONS (lb/size) 1= 139/0 -8 -0, 2= 113)0 -3 -8, 3= 25/0 -3 -8 Max Horz 1= 75(load case 2) Max Uplift1=- 90(load case 2), 2=- 125(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2 =26 BOT CHORD 1 -3 =0 3 -0 -0 3 -0 -0 3.00 12 T1 B1 3 -0 -0 3 -0 -0 LUMBER BRACING TOP CHORD 2 X 4 SYP No. 2ND TOP CHORD BOT CHORD 2 X 4 SYP No 2ND BOT CHORD NOTES 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category 11; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 1 and 125 lb uplift at joint 2. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard DEFL in (loc) Vdefl PLATES Vert(LL) n/a - n/a MI120 Vert(TL) -0.00 1 -3 >999 Horz(TL) -0.00 2 n/a 1st LC LL Min Vdefl = 360 Weight: 9 lb GRIP 249/190 Sheathed or 3 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOHN A. ILIER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 NU V v LOA Scale = 1:6.0 Job 10353 J5 JACK Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 REACTIONS (Ib /size) 1= 249/0 -8 -0, 2= 203/0 -3 -8, 3= 45/0 -3 -8 Max Horz 1= 125(Ioad case 2) Max Upliftl=- 164(load case 2), 2=- 221(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1 -2 =43 BOT CHORD 1 -3 =0 LOAD CASE(S) Standard Truss Truss Type SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 CSI TC 0.48 BC 0.10 WB 0.00 (Matrix) Qty I Ply DUBOFF 9 I1 (optional) 5.000 s Jul l 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:39 2003 Page 1 3.00 12 5 -0 -0 5 -0 -0 T1 B1 2x5 = 5 -0 -0 5 -0 -0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 4 SYP No.2ND BOT CHORD DEFL in (loc) Vdefl Vert(LL) n/a - n/a Vert(TL) -0.03 1 -3 >999 Horz(TL) -0.00 2 n/a 1st LC LL Min Vdefl = 360 NOTES 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 1 and 221 Ib uplift at joint 2. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. PLATES M 1120 Weight: 15 Ib JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 NOV 0 6 2U0U Sheathed or 5 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. GRIP 249/190 8.3 Job 1 Truss I Truss Type MONO TRUSS 12 ' 1 10353 CJ5 (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 5.000 s Jul 23 2002 MiTek Industries, Inc. Wed Nov 05 22:37:34 2003 Page 1 6 -10 -14 71-0 -114 4-0-8 0 -2 -0 2 -10 -6 4 -0 -8 Scale = 1:11.9 1 2.5x4 4 -0 -8 4 -0 -8 REACTIONS (lb /size) 1= 214/0 -8 -0, 5= 399/0 -3 -8 Max Horz 1= 2(load case 2) Max Uplift1=- 138(load case 2), 5=- 299(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1 -2= -685, 2 -3 = -0, 3 -4 = -0, 3 -5 =0 BOT CHORD 1 -6 =672, 5-6 =672 WEBS 2 -6 =320, 2 -5= -697 2.12 12 T1 B1 1 Qty 1 Ply DUBOFF 2 I n I 3x4 W NN A 6 1x4 5 6 -10 -14 7A -1{2 2 -10-6 0-1-14 DEFL in (loc) ;999 MI PLATES 249 90 Vert(LL) 0.03 6 Vert(TL) -0.03 6 >999 Horz(TL) 0.01 5 n/a I Weight: 271b 1st LC LL Min Vdefl = 360 LOADING (psf) SPACING 2 -0 -0 1 CSI TCLL 30.0 I Plates Increase 1.33 1 TC 0.09 TCDL 15.0 Lumber Increase 1.33 B 0, 1 BCDL i BCLL 0.0 Rep Stress Incr NO Code LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8 -2 -7 oc bracing. WEBS 2 X 4 SYP No.3 1) Wind: ASCE 7 -98 per FBC2001; 146mph; h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; occupancy category II; exposure NOTES C; enclosed;C -C interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 1 and 299 lb uplift at joint 5. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (plf) Vert: 1=- 9.0 -to -5= -181.6 1.5x4 II 3 4 EV2 3x5 = JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 NOV 06 2(03 fl 1 GRADE OF LUMBER 10 PSF SOFFIT 2 PSF SOFFIT 2X4 2X6 2X4 2X6 No 2ND 19 SP 2 -8 -3 3 -10 -11 2- $ - 1-2 -9 No.2 19 SP 2 -9 -15 4-0 -11 2 -40 4 -4 -11 No.20 19 SP 3 -0 -2 4 -4 -7 3 - 0'0 4 -8 -12 No 1ND 19 SP 3 -0-2 4 -5 -6 3 -0 -0 1 - 8 -11 No,1 19 SP 3-1 -11 4 -7 -15 3 -0 -Q R -9.13 No O 19 SP 3 -'3-0 4 -9-10 3- - 8 4 NDSS 19 SP 3-2-A 5 -0-Q 3 -0 A-9 -0 SS 19 SP 3 -3-0 5-1 -5 • 3 -1. 8, A- 10--15 Oss 19 SP :H3 -I1 5 -2 -6 ''.2-15 4 - 11 - 15 CAsc -7 !g T.C, B.C, \-i e D s vAXI v LOADING (PSF) L D [OP 30 15 DOTTOM 0 10 SPACING 21 Inc 0.0 OVERHANG WITHOUT RETURN MINIMUM GRADE OF LUMBER 2X4 No :2ND 19 SP 2X4 No :2ND 19 SP 2X4 No 3 19 SP DEN..< Li2:{0 TP1 -95 Crtt, 5F STR, INCR, 33 DRA\ BY U.A. CHECKED BY 1 JAI REP. STRESS YES v 0 l l0 MPk WIND@ t5 CAT C: ,3 Ph ? TD'PCLl .DFADI , , 33/. Ott ERHANGS, Q OPTIONAL RETURN MITek Industries Inc, 12 6,0 Cam' Md RT�.v U r f 1Lti1 LEDGER BOLTED TO THE TIE BEAM BY BLDR) (MA`( P�€ OMITTED i=OR. O.N. OVERHANG WITH RETURN No. 36205 TA . T . Approved for M - uslries 1 `APR 2 REV. 4I /% JAT CF2 �.fi F> REV io/2,3/96 JAS ( A7�C.7/0 � � D.C. 1 LOADING TOP GOTTOM SPACING T OF CF10130 Comr,:.0 i 1011' 5 JACKS - •.,c•0 RAILS 3'3' 1 1'0' JACKS - 7..A t;;, il.`. MIN. P - 2.54 50T TOM CHC1'O Cljl„4_r :T?0 / .0 , 3. 0 1, rt / 1 3X1 f MINIMUM GR /tOE 0r LUI•10ER T C. 2X1 Nat 19 SP 2X1 146.2'19 5? 2X1 140.3 19 Si' (P5 r) L 0 30 15 0 10 2 0C• 12 COI1I JACKS REAL 1011 1-•5e3 1- -129 - 103 51ZE. :35 1.5 1.5 5 - 5 - 0 1PI- -2 Call. 5517E-91 51R, I !CR. I 33 X DRAwr BY I 1 All CHECI C0 01 , JAI PCP. S•Iit[SS, 110 T' 0) " CORNER SET 2X3. 5 9-10-12 T 3X 1 i •IIIn >\ >,. -- LIOUDLC Ur\'F1_ CUT AT 4119 I.ND 01: "Of' I AND DOTT011 CI10DS. 2 OPTIONAL VERT. COMJ(_R JACK ' 1-5 -0 11);E, TICS O:SIG1 HAS 0E5. cJEU.E-O t-i 11l 1:0 It'll VP!) 10 'All IL I! 10 I r Ilti X. rRot'IQ r -Cn I.I LI BSA -RD/5 '..'N1 Cu'•r_:TI ISO L °S A I CO'tti)Ir JACLS L G =L-- -J hllT l InJuSIrlCS Inl, PARTIAL ioJO(= LAYOUT CORtiLl1 C011 li!I I JAL;' : I T 1P 1 3 2X3 G`RSI r )o, 136513 •• :� to ,IC A •• i ,• i4. I \\\.) ,.I�I.rL%el1 �T��`` \ tr;lu�lr les Inc. 1,I0- L) NAILS sur r0RTlrifi 1�us5Es VALLEY TRUSSES LOADING L (PS9 TOP 30 45 3O1 TOM 0 10 \SPACING24 In 0.0 AHJA PARTIAL ROOF LAYOUT Supporting Truss 2INIKSUM GRADE OF LUMBER T C. 2x4 No. 2ND 19 SP B.C. 2X4 No. 2ND 19 SP Webs 2X4 No. 3 19 SP 12 --- pitch 4 to 7 TPI -92 Crit. i BC -95 Revised: 7/7/94 STR, INCR.: 33% DRAWN BY: P.G. CHECKED BY J.A.I REP, STRESS:YES UU1 • VALbL" JH. A VALLEY AREA 2x3 (typ) Strop 0 48" o.c, see note (c) below 3x Volley trusses ot 2'--0" 0,0. maX. 6" wedge nailed to truss w /2 -8d to nails or bevel cut bottom chord of volley truss. 5x6 spl. (typ) RCV. 4 10/ 96 JAI ( >Z 5#a" 1 L E C.P CD BY ulhul Cfr1 See note (o)- -- 4x4 3.x6 spl, (typ) Supporting trusses at 2' -0" o,c, max NOTES: (o) Provide continuous brocing on verticals over 6' -3 ", Connect bracing to verticals w /2 -8d nails and bracing must be tied to o fixed point ot each end. (b) Max, spacing for vertical studs= 8'--0" On trusses with spans over 24' --0" the vertical should be spaced at 6' -0" o.c. max. (c) Conn. fc wind uplift w/ min. 1 1/4 ", 16 go. 'twist strap at 4'--0" intervols w /4, 10d nails each side of strap, Max 120 mph wind speed, 20' -0" max .. wall height. Note; Plysvocd sheat_h.ing may be extended below valley trusses. Provide opening for straps to colin to trusse below. 1t STATC OF G �Srt R. I Approved for MiTek Industries Inc. F Joints Spans up to , JJ 30'0'! 36•'0' 42'0" _: A 3x4 3x5 4x5 - B 5x4 5x6 5x6 C 2x3 2x3 2x4 D 5x4 5x6 5x6 Web Bracing Chart Web Length gracitlgIRec'd To 4-c: No No Bracing To i3=45" • ._ 2,c4. T - Brace (Sane grade and length as veb attach %VS •ne:1s-3" c.c. o� i ti1 i 1 1 0 ! II 1212 ;571 RI: re! ?w.4 V :15 aF T Y o l n Piggy Back .Lumber Chords: 2x4 # 2 So. Pine Webs: 2x4 1 3 Sd. Pine ° Use 3xb nail. on plates on each face w /66, 1 1/2" long, 11 Gage Nails per plate,es L1- rnc; . ,jonrrt e.. 2x4 continoas- bracing spaced at 2'0" p.c. rya._. Attach to top or botto= chord of surpo.rti;.g':t-. with 2-110d . nails bG era . Lr� �:p�.a��• : C�4 r� �► t1:7 ,1 eAzziAcGP c)r GrG.-)C6' t, LC,'Lc I TCP TOP DE).: ECTTI> i 0 Tro • SCALE -�, a. ± . SPACING 24;- 'LC _ Tri'�5 CSt CR T ALLC1 ;EL E S T H ESS INC. SS a la_ 2x3'r1R ly' . 21,4 Ca;:T:tiUous a 1c:oCs c` G C !P•r1 ✓ = A!t I L MAX. RI ! - I,. t . : Z N � S DEEIGNE6 CHECKED EY - ATE_ -!2 -_f 8? DRK: # DSGN. F£u'L'EST r M I A M I•DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEP'T'ANCE (NOA) MIAS1I -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 United Steel Products Co. 703 Rogers Drive. Montgomery, NLNN 56069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AID). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the MU (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AIII may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the high velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors EHUII & VII Series. APPROVAL DOCUMENT: Drawing No.MD0603A, titled "EHUH SERIES & MI SERIES" sheet 1 & 2, with no revisions, dated 06/09/03, prepared by United Steel Products Company signed and sealed by R W. Lutz, PE, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: None LABELLNG: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically temunate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA #000822.01 and consists of this page 1, evidence page & approval document mentioned above. The submitted documentation was reviewed by Candic n F,Font PE. /1072 NOA No: 03 -0611.05 Expiration Date: August 21, 2008 Approval Date: October 2, 2003 Page 1 United Steel Products Company. A 1. DRAWINGS Drawings prepared by United Steel Products Company, titled "EHUII SERIES & UH SERIES ", Drawing No. MD0603A, sheets No. 1 & 2, dated 06/09/03 with no revisions, signed and sealed by R W. Lutz, PE. B TEST Test reports on wood Caudel, PE. Report No. 1. PT # 96 -0904 2 PT # 96 -0905 3 PT #96 -0907 2. PT # 96 -0901 3. PT # 96 -0902 4. PT # 96 -0903 5. PT # 96 -0908A 5. PT # 96 -1009A 6 PT # 96 -1015 NOTICE OF ACCEPTANCE: EVIDENCE PAGE connectors per ASTM D1761 by Kleinfelder, signed and sealed by C. R. Wood Connector UH 26 UH 28 UH 210 ST 201 ST 201 ST2 -202 EHUH 26 EHUH 28 EHUII 210 C CALCULATIONS Report of Design Capacities prepared for Hughes Manufacturing., Inc, Product Model No. of Pages Date 1. EHUH Series 1 through 24 02/28/96 2 UH Series 1 through 27 12/15/96 3 ST Series 1 through 15 12/15/96 D STATEMENTS 1. No Change letter issued by United Steel Products Company. on 04/26/00 and signed by R. C. Brunson. 2. No interest letter issued by Thomas F. Devening Consulting Engineer, on 01/28/97, signed and sealed by T. F. Devening, PE. 3. Certificate of Merger between Hughes Manufacturing Inc. and United Steel Products Co. by The Secretary of the State of Minnesota, on 02/14/2000 E - 1 Direction Down & Up Down & Up Down & Up Down &Up Down & Up Down & Up Down & Up Down & Up Down & Up Date 09/30/96 09/30/96 10/02/96 09/30/96 11/05/96 11/06/96 11/06/96 01/29/97 03/04/97 Signature T. F. Devening, PE T. F. Devening, PE. T. F. Devening, PE C • . dido F. Font PE. Sr. Product Control E.aminer NOA No 03- 0611.05 Expiration Date: August 21, 2008 Approval Date: October 2, 2003 PRODUCT CODE JOIST SIZE DIMENSIONS FASTENER DESIGN LOADS W H A HEADER JOIST DOWN UPLIFT EHUH26 2X6 1 5/8 5 1/4 3 1/2 20 -16d 10 -10d X 1 1/2 2385 1200 EHUH26N 2X6 1 5/8 5 1/4 3 1/2 20 -HN20A 10 -HN20A 3160 1730 EHUH28 2X8 1 5/8 7 1/4 3 1/2 28 -16d 14 -10d X 1 1/2 3470 1845 EHUH28N 2X8 1 5/8 7 1/4 3 1/2 28 -HN20A 14 -HN20A 4110 2515 EHUH210 2X10 1 5/8 9 1/4 3 1/2 32 -16d 16 -10d X 1 1/2 3965 2110 EHUH210N 2X10 1 5/8 9 1/4 3 1/2 32 -HN20A 16 -HN20A 4700 2875 EHJH26-2 (2) 2X6 3 1/8 5 3/8 3 1/2 22 -16d 11 -10d X 1 1/2 2875 1690 EHUH26 -2N (2) 2X6 3 1/8 5 3/8 3 1/2 22 -HN20A 11 -HN20A 3285 2195 EHUH28 -2 (2) 2X8 3 1/8 7 3/8 3 1/2 32 -16d 14 -10d 4185 2155 EHUH28 -2N (2) 2X8 3 1/8 7 3/8 3 1/2 32 -HN20A 14 -HN20A 4775 2790 EHUH28 -3 (2) 2X8 5 1/8 6 13/16 3 1/2 40 -16d 16 -10d 5190 2645 EHUH28 -3N (2) 2X8 5 1/8 6 13/16 3 1/2 40 -HN20A 16 -HN20A 5335 2850 EHUH210 -2 (2) 2X10 3 1/8 9 3/8 3 1/2 40 -16d 16 -10d 5190 1645 EHUH210 -2N (2) 2X10 3 1/8 9 3/8 3 1/2 40 -HN20A 16 -HN20A 5335 2850 EHUH46 4X6 3 9/16 5 1/8 3 1/2 22 -16d 11 -10d 2875 1690 EHUH46N 4X6 3 9/16 5 1/8 3 1/2 22 -HN204 11 -HN20A 3285 2195 EHUH48 4X8 3 9/16 7 1/8 3 1/2 32 -16d 14 -10d 4185 2155 EHUH48N 4X8 3 9/16 7 1/8 3 1/2 32 -HN20A 14 -HN20A 4775 2790 EHUH410 4X10 3 9/16 9 1/8 3 1/2 40 -16d 16 -10d 5190 2715 EHUH410N 4X10 3 9/16 9 1/8 3 1/2 40 -HN20A 16 -HN20A 5335 2850 EXTRA GENERAL NETES EAVY C NNECT NOTE 1.) PENETRATION OF FASTENER IN HEADER IS 2' FOR 16d NAIL & 1 3/4' FOR HN20A NOTE 2) PENETRATION OF FASTENER IN JOIST IS 1 1/2' 1) STEEL SHALL CONFORM TD ASTM A653 STRUCTURAL GRADE 33) U. 0 N. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 33X FOR WIND LOAD CONDITIONS, NO FURTHER INCREASE IS ALLOWED. 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR. R 1/ GAUGE Dsdc e c* Gge1 Dividoo NAME' EHUH SERIES DATE1 6/9/03 SHEET 1 OF 2 DRAWING ND. MD0603A EHUH26 - 2 SHOWN NTS UNITED STEEL. PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN 56069 PHONE (507) 364 -7333 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO 55409 MDADE PRODUCT CODE JOIST SIZE DIMENSIONS FASTENERS DESI3N LOAD A B H W V HEADER JOIST 1 6d Y. UPLIFT 00 UPLIFT UH210' 2X10 3 1 9 1/4 1 5/8 3 3/4 16 5 2320 900 2800 1440 UH24' 2X4 3 1 3 1/4 1 5/8 3 3/4 4 2 580 - - -- 700 - - -- UH26' 2X6 3 1 5 1/4 1 5/8 3 3/4 8 3 1160 720 1400 785 UH28' 2X8 3 1 7 1/4 1 5/8 3 3/4 12 4 1740 735 2100 1110 UH36 3X6 3 1 4 3/4 2 5/8 4 3/4 8 3 1160 - - -- 1400 700 UH46 4X6 3 1 5 1/4 3 5/8 5 3/4 10 3 1450 - - -- 1750 700 =\ =RAL \ T UH28 SHOWN 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G60, 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1997 EDITION FOR SOUTHERN YELLOW PINE (G= 055 DR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM 01761, 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 33Z FOR WINDLOAD CONDIT :ON, NO FURTHER INCREASE IS ALLOWED, JDIST HANGER U -TYPE 18 GAUGE NOTES 1. NAILS ON JOIST SHALL BE LONG ENOUGH TO BE DRIVEN THROUGH BOTH PLATES & CLINCHED. 2, PENETRATION OF FASTENERS IN HEADER & JOIST SHALL BE 2' FOR 16d NAILS & 2 3/8' FOR 20d NAILS. =S UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, N,, N. 56369 PHONE (507> 364 -7333 NAME: UH SERIES DATE' 6/9/03 SHEET; 2 CF 2 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 DRAWING NO camp gecg with the r @s•s id s Cod(' DLO. OZ IBC- MIsr5i Dude •, ct Contra I3rvEsia� t MD0603A MDADE HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is tha responsibility of the installer (builder, buildinu contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as supariorto the project Architect's or Engint cr's design specification (or handling, installing and bracing wood trusses fora parti . ular roof or floor. These recommendations are based upon the collective experie.1 ;e of leading technical This safety alert symbol is use to attract your attention! PERSONALSAFETYIS! 'VOLVED! When you see this symbol BECOME ALERT - HEED ITS MESSAGE, CAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is ad- vised to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling & Bracing Metal Plate Connected Wood Trusses, HIB -91" from the Truss Plate Institute. Trusses stored horizontallyshould besup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. A WARNING: Do r:ot break banding until installa- tion begins or lit, bundled truss by the bands. WARNING: Do rot use damaga:: trusses. TRUSS STORAGE CAUTION: Trusses should not be unloaded on rough terrain or uneven surfaces which could cause damage to the truss. Frame 1 DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ing will most likely result In serious personal injury or doath or damage to structures. WARNING: A WARNING describes a condition wherefailure tofollow instructions could result in severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel Inthe woodtruss Industry, but must, duetotha nature of responsibilities involved, be presented as a guide for the use of a qualified building designar cr installer.Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility' for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: Alltemporary bracing should be no Tess than 2x4 grade marked lumber. All connections should be made with minimum of 2.16d nails. All trusses assumed 2' on- center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. Trusses stored vertically should be braced to prevent toppling or tipping. DANGER: Do not store bundles upright unless properly braced. DANGER: Walking on trusses which are lying flatis extremely dangerous andshould prohibited. WARNING: Do not attach cables, chains, or hooks to the web members. Tag Line 60° / or less JS 7 1 A Ya truss length Spreader Bar Spreader Bar Toe In -- lt trues of braced g oup of trusses nd brace (EB)' Toe In Truss spans less than 30'. Approximately Va tot!) truss length Less than or equal to 60' Less than or equal to 60' floor 60° f or less Approximately Va truss length The In Tag Line Toe in Approximately '/a to V3 truss length Tag Line CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TP1's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB -89, and in some cases determine that a wider spacing is possible. GROUND BRACING:BUILDING INTERIOR Ground brace /vertical (GBq) Ground orate — diagor a e (GB0) Note: 2nd floor system shall have adequate capacity to support ground braces. __. lot floor Lifting devices should be connected to the truss top chord with a closed - loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line MECHANICAL WSTALLATION Frame 2 WARNING: Do not lift single trusses with spans greater than 30' by the peak. Backup ground - slake Tag Line At or above t mid - height Tag Line mo m Strongback/ SpreaderBar Strongback/ Spreader Bar CAUTION: Ground bracing required for all installations. Approximately 1/210 Y.1 truss length Greater than 60' __align NI Approximately i') to Y4 truss length Greater than 60' Typical vertical attachment ;' / 3 St ut (ST) 10 1 Plan Typical horizontal tie member with Driven ground *takes // t multiple stakes (HT) GROUND BRACING: BUILDING EXTERIOR End Wall } Side Blocking Ground Brace Vertical* (GBv) Ground braes 1°tlruee of braced lateral (LB& group of truaaes - End brace (EB) SPAN MINIMUM PITCH • DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LB& TOP CHORD ;.. DIAGONALBRACE SPACING (DBs) (*trusses]` SP,DF SPF /HF _ Up to28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' • 60' 3,0 5' 5 3 Over 60' See a registered professional engineer SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (Dies) [# trusses] SP /DF 20 $PF /HF 15 Up to 32' 4/12 8' Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer Top chords that are laterally braced can buckle logetherand cause collapse it there la no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. DF • Douglas Fir -Larch HF • Hem -Fir Continuous Top Chord Lateral Brace Required WARNING: Failure to follow these recommendations could result In severe personal Injury or damage to trusses or buildings, SP - Southern Pine SPF - Spruce- Pine -Fir 12 —� 4 or greater All lateral braces lapped at least 2 trusses. Frame 3 DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses, �ry 12 \' r<e 5 I-- SP • Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace — Required 10" or Greater PITCHED TRUSS Top chords that fire laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should ba nailed to the underside of the lop chord when purlins are attached to the topside of the top chord. SCISSORS TRUSS SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP /QF 20 $pF HF 15 to 32' 4/12 15' Over 32' - 48' 4/12 1 5' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer , Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. WEB MEMBER PLANE 12 --� 4 or greater DF - Douglas Fir -Larch HF • Hem -Fir WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. r— Permanent - continuous te a, lateral bracing •� as specified by the truss engineering. Frame 4 SP - Southei n Pine SPF • Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE Cross bracing repeated at each end of the building and at 20' intervals. -- `1 \ � / i \ 415 ___'\ SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DB le trusses Sp /DF SPF /HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 46' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF • tfem -Fir SPF - Spruce- Pine -Fir - i The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 4x2 PARALLEL CHORD TRUSS:TOP CHORD I Top chords that are laterally braced can bucl_le logetherand cause collapse if there is no dieg:.- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purtins ara attached to the topside of the top chord All lateral braces lapped __ at least two trusses. All lateral braces lapped at least two t; usses, End diagonals are essential for stability and must be duplicated on both ends of the truss system. End diagonals are essential for stability and must be duplicated on -- both ends of the truss system. Frame 5 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can bucide together and cause collapse if there k nodiago- nal bracing. Diagonal bracing bhould be nailed to the underside of the top chord when purline are attached to the topside of the top chord. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Continuous —\ Top Chord Lateral Brace Required 10" or Greater I I Attachment Required "— f- - 30" or greater Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required - -- r ,a ' - - fi -- 3/z Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. D(in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 - 1/2' 6' 84" 1-3/4' 7' 96' 2" 8' 108" 2" 9' L(In) L/200 L(f1) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(in) L/200 L(ft) 50" 1/4' 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL SPA pc trusses] BRACE (DBg) SPF /HF 12 SPiDF 17 U to 24' 3/12 8' Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer OF • Douglas Fir -Larch HF - Hem -Fir Top chords that are laterally braced can buck!., togelherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailc.l to the underside 01 the lop chord when purllr.; are attached to the topside of the top chord. LMONO TRUSS Maximum Misplacement PLUMB Truss Depth 0(in) Diagonal brace also required on end verticals. SP - Southern Pine SPF - Spi uce- Pine -Fir Lesser of D /50 or 2" \ Plumb Lino / c WARNING: Failt.lreto follow these recommendations could result in severe persorun injury or damage to trusses or buildings. INSTALLATION TOLERANCES OUT- OF-PLUMB INSTALLATION TOLERANCES. WARNING: Do not cut trust 1.s. 1 ±' /' 1 Frame 6 L(in) 12 13 or / greater / 2 t � \ / N\ / Length L(in) Lesser of L/200 or 2" B• Continuous Top Chord Lateral Brace—� Required 10" or Greater l Attachment Required - L(in) BOW OUT -OF -PLANE INSTALLATION TOLERANCES. All lateral braces lapped at least 2 trusses. Lesser of L'200 or 2" DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. ' 4UMBER WEBS LOCAT I ON — _ ..-.......4 _ .....*.... ______ ,.....-.*.*......--- ,.». .*--- ., s.— .. ..—.—...... R, 11 4 u' 4?i, t r (1. 1 3 - ■ BRAC I NG REOU [RED > 6X /ade 7"--6 7'2 &/(ti ef /1 _e3 - 1g/,5 .A.,_ /4 ‘Z JOHN A. 1LTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 NOV 0 6 2003 CU UNIT SCHEDULE CONDENSING UNIT SCHEDULE UNIT NUMBER CU -1 LOCATION OUTSIDE ',4 r 9'f1r (us) 208 Elm UNIT rr r101pi1 ',c 4 ton 1,0, roi ?OE o min - NiJ iBER AHU -1 1,4AKFACTURER ,IANITRa. V'ODEL NUMBER SK4481A ENSTC0 CAP:(CALBTU) TOTACCGOUNG"CA1s(BTU)"" 31;800 44;000 AMBTa T TEMPERX11J RE S5 vlilr -SEER 1 2013721(P1=80 VACABLF VOLTAGE , r M1WCIRCUITS P3 29.1 V FUSE ZE 60 - DTAV. UQUIT INE 3/8 - DIAM. F T'S C1101E T /8" C`AT: Sit 30 CAT MT. 40.857 /AC DESIGN REQUIRES: YES NO AHU -1 DUCT SMOKE DETECTOR CLOSET ✓ Yuma RE DAMPER(S) 00/67 ✓ cu -1 SMOKE DAMPER(S) Car ✓ A48 --10 RE RATED ENCLOSURE 1920 ✓ 0.30 RE RATED ROOF /FLOOR ILING ASSEMBLY 1/2 V/ 1200 RE STOPPING 208/230-1-60 ✓ sc. NAL ENGIf\ - STRUCTUI 167TH STf 33169 (30 SMOKE CONTROL 2 ✓ % REVISIONS AIR HANDLING UNIT SCHEDULE LOU I,UI,I&iR AHU -1 ■ CLOSET u. rs Yuma E! 1 o ritw.(cAw) 00/67 I.Crailiop;tisl$o UNIT cu -1 Car 1 111 )4I' R A48 --10 '. ( 1f -p1.1 1920 EXILvViliz FREss, 0.30 EY ` ..�F 1;4TGR -HP 1/2 U )bi. SSA 1200 '1 , ,' E, W(TAUE 208/230-1-60 - itTr CAP. sc. NAL ENGIf\ - STRUCTUI 167TH STf 33169 (30 61 EI.E T`3 2 rtli ift1 t I I 1 3I`�tPr 41 / 01 cr 41gS) 1791BS 0.0.0.E.F.HJ I I 12 n / 1 ( 1 I I PA1 >Q5) DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN SHEET 7 :) ) /\HG' (NIT SCHEDULE AIR HANDLING UNIT SCHEDULE LOU I,UI,I&iR AHU -1 IT 10c.A CLOSET u. rs Yuma E! 1 o ritw.(cAw) 00/67 I.Crailiop;tisl$o UNIT cu -1 Car 1 111 )4I' R A48 --10 '. ( 1f -p1.1 1920 EXILvViliz FREss, 0.30 EY ` ..�F 1;4TGR -HP 1/2 U )bi. SSA 1200 '1 , ,' E, W(TAUE 208/230-1-60 - itTr CAP. fcK* 61 EI.E T`3 2 rtli ift1 t RAIMENT 1 3I`�tPr 41 / 01 cr 41gS) 1791BS '''' ' r-- :)I FAN SCHEDULE lh E3LN EF-1, EF--3, 21y0 FLOOR r AREkall BATH Lock ' UNDER CARNET Car 50 S t Tt�: 1 _ E 1/4' T(PE DRIVE iR 7 DIRECT i+.Vci. 0.13 110 -1 -90 War .° C WI ,CTtiR NUTOIiE '90t?. I R LS50 nth +KS 1 0.0.0.E.F.HJ 1 PROPOSED FAMILY ROOD EXIST BEDROOM DISTR BU 4W ►J 10 X .8 175 CF STOR. ZONE -2 4W 10 X 8 175 CFM PROPOSED DINING 4 10 X 175 CF ZONE -2 OVEN MICRO CAP OFF 10 8 175 CFM ZONE - 1 EXIST DISTR PROVIDE AT AHU PROPOSED TERRA( t, 1a JOU -ION EXIST LIVING' ROOM • CAP OFF 4-W 10 X 8 176 CFM ONE -1 OSED 'ER BE 10 8 17 »' FM ZQ.E -1 EXIST BEDROOM fl E-1 10 X 8 175 CFM EXIST 1,XIS'1 1 IATH vi CONC PAD LI N ED 3/8* UQUID THRU ATTIC SPACE 3-TON CU 30 GA SHT -1 DRYER EXH. VENT 4' I.D. NO PROTRUSION INSIDE DUCT CONDENSATE UNE I OUTSIDE OF BLDG. UNDER SLAB IN SLEEVE 4'. LINE 1 2 OFF EX W ALL :FORE TURNING DOWN � l SOL S TATE V ENT ON SITE OBSERVATION INDICATES A SOIL CO DITION SAND CAPABLE OF SUPPORTING A DESIGN LO D OF 2 BREAKING, A LETTER ATTESTING THAT THE SITE HAS FOUNDATION CONDITIONS ARE SIMILAR TO TH ' SE UPO BASED SHALL BE SUBMITTED. PER FMC SEC. 07.2.3 REQUIRES AHU TO BE PR VIDEO WITH AN AUXILIARY RAIN PAN PER FMC SEC. ¢03.1.3 REQUIRES AHU CLOSETS O BE PROVIDED A MIN. 4' CLE ANCE ON ALL SIDES OF A.H'J I-I V 1C PLAN SCALE: 1/4 1 --0" F LY A.H.0 LIQIUD LINE SUCTION LINE CONDENSATE DRAIN. SUPP DUCT TRUSS SPACE. FINISH CLG. FILTER WD OR STL CH. SUPPORT VIBRATION INSOLATOR A.H.U. DISC TO COMPLY W /NEC 110 -16 PARTITION c CONC. SLAB. iYPicnL a/c EQR N.T.S. V 2" CONDENSATE LINE TO OUTSIDE OF Bl U SUB 71 4 MIN. OF 12 INV OFF E }HALL BEFORE TURNING DOWN L\T CLOSET jyp --3,5TON CU 3/4" SUCTION AND - 3/8 * UQUID LINES T1tRU AMC SPACE • • \DOW BUCK. • • •c . • • • • POU ED CONC. BEAM OR PRE— AST LINTEL �TYP.) x4 P 3I'�3 LC W/ APCONC OR EQUIV. (1 © 4" 1 , E.E. U -OUT ( TYP.) SOLID FILLED C.M U,. OR CONC. COLW�I,DOW .OPE�NING (TYP.) D CONC. SILL (TYP.) •• •.• • • • • • •- • • • u • • • • • • • .• • •••• • • • • . • . . . . • .... • • • • • • .. • 000 • • • • • • • • • • • • ., • • • • • • • • • 00 -(2) # 8 TEK SCREWS COND CONDENSER UNIT. CONC. BASE W/ 6X6 10/10 WWF. FASTEN OLD DOWN STRAPS TO C.0 AND D CONC. �SLAB TO SAME SHEEO gR � MPH DE COND UNIT. \SE UNIT TYP. 411.61111316111/21.41.11/ ^ SCALE: 1 " =1' -0" CONCRETE SLAB. �OCi'Z 1/2" HILTI SLEEVE 16 GA. X 1-1/4 GALV PENETRATION (4 TYP.) MASON INDUS RIES 2" X 2" X 3 - " SUPER "If y' PAD TYP EACH CO NER. V10U \TI \G DETAILS TTd O & CONT CONNECTORS LIQIUD LINE SUCTION LINE POURED CONC. BEAM OR PRE — CAST LINTEL (TYP.) 2x4 P.T. BUCK W/ " N x 3I" LG. APCONCS OR EQUIV. (1) CO 4" E.E. & 12" O.C. THRU —OUT (TYP.) SOLID FILLED C.M.U. OR CONC. COLUMN EA. SIDE OF WINDOW OPENING (TYP.) POURED CONC. FLR. (TYP.) 11•1111 ,...w... K 1 • • • • • • • • • • • • • • • • • • • • • • • * • II • • • • • • • • • • • • • • • • • • - • • • • • • • • • • • • • • • • - • • • • • • • 4 4 • • I r • d77d5 4 /2 7r-)k 6ai2) Jo JZY • 1 U 5 8 Co S 4 3 Z ss=zy `' 141.'7 SO r Y „ R- h Y 11 y M I .s- -i..: f0 t N 11 la 13 14 13 IC. 17 18 / fCQ h U „ �• ,• M 11 PLAN T ECY 74.S S' Federal Flood Data Community Number: 120652 Panel No, 0093 Suffix "J" Date of Firm Ind es: 3/2/94 Firm Zone: X 500 yr, Base Flood Not Determined 47/ N.E. gS� LOCATION MAP SCALE : I" n ZOO' SKETCH OF SURVEY A. R. TOUSSAINT & ASSOCIATES INC. LAND SURVEYORS 620 N.E. 126 Street, North Miami, Florida 9G+h Q ST. GO u1 1 By: C. V. Pres. HOWARD C. GAMBLE Registered Land Surveyor No. 1683 STATE OF FLORIDA ST SURVEY of the East half (1/2) of Lot 19 and all of Lot 20, Block 68, of "MIAMI SHORES, SECTION NO. 3 ", according to the Plat thereof recorded in Plat Book 10 at Page 37 of the Public Records of Dade County, Florida; being situated in the Village of Miami Shores. ORDER NO. 10433 DATE: April 14, 1993 Field Book #403 pages 7, 8 SCALE: As shown WE HEREBY CERTIFY: that the attached SKETCH OF SURVEY is true and correct to the best of our knowledge and belief as surveyed and platted under our direction in April, 1993. We further certify that this survey complies with the Minimum Technical Standards for Land Surveying in the State of Florida, Chapter 472 of Florida Statutes. NOTE t ELEVATIONS SHOWN ARE BASED ON N. G.V. D, OF 1929. ORDER NO. 10502 REVISED 6- 15 -93, F.B. 404 PG. 33 -34. ORDER NO. 11583: REVISED 3 -21 -97 TO SHOW RELOCATED DRIVEWAY SLAB F.B. 403 ,PG. 7,8 AND UPDATE SURVEY. ORDER NO. 13115: REVISED 10 -02 -02 TO SHOW PATIO F.B. 403 PG 8 UPDATE ELEVATION CERTIFICATE. F. B. 49 1 PG. CERTIFY TO: Andrew D. Tarr, Esq, Patricia Calandra Dow Guarantee Corporation Flagstar Bank 8 40 S' Woo. rtr+cs Ho1Q 0 9.0' PA V W W cr 0 • O • 9.50' co' T ' ,1 ,o - .Pi - e 30' sLA£). 5o. 10.93' o 'C Pape w,v. IS.co 30' 9-526 S�F 1915' Pv1NT • `� ; � New 4,vv ol-D c CI �i�, 5 9ASEF�ENT 3 2 1 / � 13 12 Y / 10 11 14 15 16 17 18 �j REVISIONS ; � New 4,vv ol-D c CI 1 Li_ LL. DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN SHEET A 1 EXIST. EAST ELEVATION SCALE: " =1 -0" 23 SH EXIST. WEST ELEVATION SCALE: 4 " =1' -0" 2 -23 SH EXIST. S0111 ELEVATION SCALE: 4 " =1' -0" SCALE: 4 " -1' -0" 1 0 1 1 33 SH EXIST. NOR TI ELEVATION I II 0 1 11 I ,.•..try., 3'?..� ..,, -- +,....42 0 1 SCALE: 1"=100' N.E. 96TH STREET N.E. 95TH S1REE "1' LOCATION SKETCH ZO ROOOF LOAD ANAL, SIDE z w CO W z SINGLE FAMILY Sc DUPLEX ZONING: HEIGHT ( TO RIDGE OF ROOF ) SETBACKS: FRONT 2 ">x 10" RAF. 0 16" O.C. S 22.56 w := 45 PSF x 1.33= 60PLF M = 60 x (17.5) = 2218.8 FT -IB = 26625,6 IN -LB. 8 R = 512# R2 = 512# fb = 26625.5/22.6 = 1180.2 PSI <. 1400 PSI DEESIGN CRITERIA : TWPE OF STRUCTURE : ENCLOSED TYPE OF ROOF : FLAT BLT -UP HIT. TO BOTT. OF SOFFIT : 0 -15' BLDG CATEGORY : "I" EXPOSURE CATEGORY : "C" GIUST RESPONSE FACTOR, Gh = 1.32 (TABLE 8 DIESIGN VEL. PRESSURE : q = 0.00258 x Kz (VI) 2 WHERE Kz =.8, I = 1.05, V = 150MPH q I = 0.00256 x 0.8 x (110 x 1.053 = 27.3 PSF PRESS. & FORCE COEFF. , Cp & GCpf Cp (COMPONENT AREA - RAFTER) ZONE 1 = -1.28 Cp (OVERHANGS = -1.5 (ASCE 6.7,2.1) G;CpI = 0.25 Cp (COMPONENT AREA - RAFTER) ZONE II = -1.84 Cep (OVERHANGS = -1.5 (ASCE 6.7.2.1) FACTORED WIND LOAD: cq roof = q(GCp + GCp1) = 27.3(1.84 + 0.25) = 57.1 PSF ZONE II q1 roof = q(GCp + GCp1) = 27.3(1.28 + 0.25) = 41.8 PSF ZONE I /ACTUAL ROOF DEAD LOAD: FROOF JOIST = 2.0 PSF :SHEATHING = 2.0 PSF FROOF FINISH = 6 PSF (CEIL FINISH = 5 PSF 1TOTAL D/L = 15 PSF \G LHC Min D/L =10 PSF LEGAL DESCRIPTION EAST HALF ( 2 ) OF LOT 19 AND ALL OF LOT 20, BLOCK 68 OF "MIAMI SHORES SECTUIN NO. 3 ", ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, AT PAGE 57 OF THE PUBLIC RECORDS OF DADE \D. INET UPLIFT LOAD I roof = q ROOF -DL = 57.1 -10 = 47.1 PSF ZONE it I U roof = q ROOF -DL = 41.8 -10 = 31.8 PSF ZONE 'TOTAL GRAVITY LOADS, "G" = q ROOF + DL = 31 + 15 = 46 x ILL + DL = 30 + 15 = 45 PSF 0.75 34' -0" 10 SIDE 10' -11" REAR 54' -6" 14' -9" SITE TO BE FILLED TO COUNTY FLOOD CRITERIA ELEVATION N.G.V.D. OR AN ELEVATION NO LESS THAN THE HIGHEST APPROVED CROWN ELEVATION OF THE ROAD ABUTTING THE PROPERTY. AREA ADJACENT TO LAKE OR CANAL TO BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER INTO LAKE OR CANAL. LOT WILL BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER ONTO ADJACENT PROPERTY. APPLICANT WILL PROVIDE CERTIFICATION PRIOR TO FINAL INSPECTION. 10 tiTER • .. Asig"i!ir '' fa { 'e • M U "W E TEP, N.E. 95111 STREET RIB® ® ®m 11®0®® 20' ASPHALT PAVEMENT ;I, gliEN rINIO ` • ER 12 / � T NEW 1a•x18" coNc PRE -FAB PAVERS 0 5. OC �® A MIN. OF 1/2" & BOLTS HAVING A 1" MIN. THROW. 74.95' 4' PyC PIPE TO SEP11C TANK 5' SIDEWALK SWALE AREA DRA N FIELD NEW L • 110N EXISTING 1600 sf ONE STORY CBS RES. #795 74.95' 0 NEW 18"x18 CONC PRE -FAB PAVERS 3 5" OC SITE PLAN SEP11C TANK NEW LOCA11ON 3LFCLAR \TRUSO\ HARIWAFT 0 M N.E. 95'FFi STREET 20' ASPHALT PAVEMENT 1. ALL LOCKS ON EXTERIOR DOORS SHALL BE CAPABLE OF RESISTING A FORCE OF 300Ibs. APPLIED IN ANY MOVABLE DIRECTION, & IN ACCORDANCE WITH RESISTANCE STANDARDS SET FORTH IN CHAPTER 36 OF THE SOUTH FLORIDA BUILDING CODE. 2. ALL SINGLE EXTERIOR SWING DOORS SHALL HAVE A LOCK TO BE KEY OPERATED FROM EXTERIOR WITH A MINIMUM OF 6000 POSSIBLE KEY CHANGES OR LOCKING COMBINATIONS O.K. IF KEY -IN- THE -KNOB -LOCK IS USED, THERE SHALL BE AN AUXILIARY SINGLE DEAD BOLT WITH HARDENED BOLT OR INSERTS. 3. THE ACTIVE LEAF OF PAIRS OF EXTERIOR SWING DOORS SHALL HAVE SAME LOCKS REQUIRED FOR SINGLE EXTERIOR SWING DOORS. THW INACTIVE LEAF OF THESE PAIRS OF DOORS SHALL BE PROVIDED WITH MULTIPLE POINT LOCKS WITH INSERTS. 4. SLIDING GLASS DOORS SHALL BE PROVIDED WITH SLIDING DOOR DEAD BOLTS,OR BOLT, OR PIN NOT REMOVABLE OR OPERABLE FROM THE EXTERIOR, AT THE JAMB, HEAD, SILL, OR AT MEETING MULLIONS. THESE DOORS SHALL BE REINFORCED AT THE STRIKE & LOCK AREA TO MAINTAIN BOLT STRENGTH EFFECTIVENESS, IF NECESSARY, & SUCH DOORS SHALL HAVE NO SCREWS REMOVABLE FROM THE OUTSIDE WHICH WOULD FACILITATE READY ENTRY FROM THE OUTSIDE. 5. OVERHEAD DOORS SHALL BE PROVIDED WITH MULTIPLE POINT LOCKS OR BE LOCKED AT MORE THAN ONE POINT, WITH HARDENED BOLTS, OR BOLTS WITH INSERTS ENGAGING AT AT LEAST TWO OPPOSITE POINTS, A MIN. OF 5/8 ". OTHER LOCKING DEVICES SHALL NOT BE REQUIRED WHERE SUCH DOORS ARE CONTROLLED & LOCKED BY ELECTRIC POWER 6. HINGES ON EXTERIOR OUT- SWINGING DOORS SHALL HAVE NON- REMOVABLE PINS. 7. JAMBS OF ALL EXTERIOR OFFSET TYPE IN- SWINGING DOORS SHALL BE RABBATTED OR OF SIMILAR FABRICATION, TO PREVENT DEFEATING THE PURPOSE OF INTEGRITY OF LOCKS & LATCHES. 8. SINGLE -SWING EXTERIOR DOORS , IF WOOD, SHALL BE SOLID CORE OR NOT LESS THAN 1 -3/8" THICK. 9. VISION PANELS ON EXTERIOR DOORS, OTHER THAN GLAZING , WITHIN 40" OF THE INSIDE LOCKING ACTIVATING DEVICE OF LOOSE & SWINGING GLASS DOORS, SHALL COMPLY WITH "AMERICAN NATIONAL STANDARDS INSTITUTE" STANDARD 297.1. 10. SLIDING GLASS DOORS & WINDOWS SHALL BE INSTALLED & CONSTRUCTED SO THAT NO PANEL CAN BE LIFTED FROM THE TRACKS WHEN IN THE LOCKED POSITION & SO AS TO COMPLY WITH THE ARCHITECTURAL ALUMINUM MANUFACTURERS ASSOC. STANDARDS FOR FORCED ENTRY RESISTANCE, AAMA 1303.3. .. ... • • • • • • 11. GLASS & EXTERIOR DOORS SHALL COMPLY WITH THE AMERICAN NATIONAL 'STANDAF 5 INSTITUTE - STANDARD 297.1. • • • ... 12. SINGLE -SWING EXTERIOR & SWING DOORS CONNECTING LIVING AREAS WITH (34RAO€ ;ARE SHALL BE MINIMUM 1 -3/8" THICK SOLID CORE & SHALL BE SECURED WI 1H A LATCH & SINGLE DEAD BOLT WITH A 1" MIN. THROW OR A COMBINATION OF DEAD BOLT SETS WITH LATCH THROW • • • .. ••• .. • .' • .. . e e • • REVISIONS 'C I II P A )5) t\ DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN SHEET A 1 , SCALE: i " =1' -0" 23 SH 2 -23 SH EXIST. EAST ELEVATION EXIST. WEST ELEVATION SCALE: / " =1' -0" 11 EXIST. SOUTH ELEVATION SCALE: " =1' -0" 33 SH 1 EXIST. NORTH ELEVATION SCALE: " =1' -0" 1 1 111 1 L I 0 1 N.E. 96TH STREET N.E. 95TH STREE LOCATION SKETCH SCALE: 1 " =100' SINGLE F ZONING: ROOF LOAD ANAL. SIDE 2 "x 10" RAF. ® 16" O.C. s = 22.56 W = 45 PSF x 1.33= 60PLF ACTUAL ROOF DEAD LOAD: ROOF JOIST = 2.0 PSF SHEATHING = 2.0 PSF ROOF FINISH = 6 PSF CEIL FINISH = 5 PSF TOTAL D/L = 15 PSF I\C C AMILY & DUPLEX HEIGHT ( TO RIDGE OF R00 SETBACKS: FRONT LEGAL DESCRIPTION EAST HALF ( 2 ) OF LOT 19 AND ALL 01 LOT 20, BLOCK 68 OF "MIAMI SHORES SECTUIN NO. 3 ", ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, PAGE 57 OF THE PUBLIC RECORDS OF DA 10'-0" SIDE 10, -11" REAR 54' -6" SITE TO BE FILLED TO COUNTY FLOOD CRITERIA ELEVATION N.G.V.D. OR AN ELEVATION NO LESS THAN THE HIGHEST APPROVED CROWN ELEVATION OF THE ROAD ABUTTING THE PROPERTY. AREA ADJACENT TO LAKE OR CANAL TO BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER INTO LAKE OR CANAL. LOT WILL BE GRADED SO AS TO PREVENT DIRECT OVERLAND DISCHARGE OF STORMWATER ONTO ADJACENT PROPERTY. APPLICANT WILL PROVIDE CERTIFICATION PRIOR TO FINAL INSPECTION. M = 60 x (17.5) = 2218.8 FT -IB = 26625.6 IN -LB. 8 R =512# R, =512# fb = 26625.5/22.6 = 1180.2 PSI DESIGN CRITERIA : TYPE OF STRUCTURE : ENCLOSED TYPE OF ROOF : FLAT BLT -UP HT. TO BOTT. OF SOFFIT : 0 -15' BLDG CATEGORY : "1" EXPOSURE CATEGORY : "C" GUST RESPONSE FACTOR, Gh = 1.32 (TABLE 8 DESIGN VEL. PRESSURE : q = 0.00256 x Kz (VI) 2 WHERE Kz =.8, I = 1.05, V = 150MPH q = 0.00256 x 0.8 x (110 x 1.053 = 27.3 PSF PRESS. & FORCE COEFF. , Cp & GCpr Cp (COMPONENT AREA - RAFTER) ZONE 1 = -1.28 Cp (OVERHANGS = -1,5 (ASCE 6,7,2.1) CCp! = 0.25 Cp (COMPONENT AREA - RAFTER) ZONE 11 = -1.84 Cp (OVERHANGS = -1.5 (ASCE 6.7.2.1) FACTORED WIND LOAD: q roof = q(GCp + GCp1) = 27.3(1.84 + 0.25) = 57.1 PSF q roof = q(GCp + GCpi) = 27.3(1.28 + 0.25) = 41.8 PSF Mtn D/L =10 PSF 1400 PSI O.K. ZONE 11 ZONE 1 NET UPLIFT LOAD : U roof = q ROOF -DL = 57.1 -10 = 47.1 PSF ZONE 11 U roof = q ROOF -DL = 41.8 -10 = 31,8 PSF ZONE I TOTAL GRAVITY LOADS, "0" = q ROOF + DL = 31 + 15 = 46 x 0.75 LL + DL = 30 + 15 = 45 PSF y 1- cAt LC) AT 0 "W ATE ft� :it 1 NEW Fa " CONc PRE -FA9 PAVERS c� 5'(0C ) ZFIREA 1 N.E. 95TH SIRE T 20' ASPHALT PAVEMENT r 10/ '7// EXISTING ONE STORY CBS RES. #795 1 ' ,lq0 • • REM ED rAEI'1�r1s1 ®K EMI S® ®®© 1111E:I .w r 74.95' 4' PVC PIPE TO SEPTIC TANK DRA N FIELD NEW LO411ON IltW -18!x18 =C0a1c PRE- FAB-PAVERS " OC 74.95' 5' SIDEWALK SWALE AREA SITE PLAN SEPTIC TANK NEW LOCA11011 UROLAR \TRUSIO\ HARDWAR f O LC) Zoning Approved s/ c a gy '' ' 4 e-ti 4 '1 N.E. 95TH STREET 20' ASPHALT PAVEMENT 1 ALL LOCKS ON EXTERIOR DOORS SHALL BE CAPABLE OF RESISTING A FORCE OF 300Ibs. APPLIED IN ANY MOVABLE DIRECTION, & IN ACCORDANCE WITH RESISTANCE STANDARDS SET FORTH IN CHAPTER 36 OF THE SOUTH FLORIDA BUILDING CODE. 2. ALL SINGLE EXTERIOR SWING DOORS SHALL HAVE A LOCK TO BE KEY OPERATED FROM EXTERIOR WITH A MINIMUM OF 6000 POSSIBLE KEY CHANGES OR LOCKING COMBINATIONS IF KEY -IN- THE -KNOB - LOCK IS USED, THERE SHALL BE AN AUXILIARY SINGLE DEAD BOLT WITH HARDENED BOLT OR INSERTS. 3. THE ACTIVE LEAF OF PAIRS OF EXTERIOR SWING DOORS SHALL HAVE SAME LOCKS REQUIRED FOR SINGLE EXTERIOR SWING DOORS. THW INACTIVE LEAF OF THESE PAIRS OF DOORS SHALL BE PROVIDED WITH MULTIPLE POINT LOCKS WITH INSERTS. 4. SLIDING GLASS DOORS SHALL BE PROVIDED WITH SLIDING DOOR DEAD BOLTS,OR BOLT, OR PIN NOT REMOVABLE OR OPERABLE FROM THE EXTERIOR, AT THE JAMB, HEAD, SILL, OR AT MEETING MULLIONS. THESE DOORS SHALL BE REINFORCED AT THE STRIKE & LOCK AREA TO MAINTAIN BOLT STRENGTH EFFECTIVENESS, IF NECESSARY, & SUCH DOORS SHALL HAVE NO SCREWS REMOVABLE FROM THE OUTSIDE WHICH WOULD FACILITATE READY ENTRY FROM THE OUTSIDE. 5. OVERHEAD DOORS SHALL BE PROVIDED WITH MULTIPLE POINT LOCKS OR BE LOCKED AT MORE THAN ONE POINT, WITH HARDENED BOLTS, OR BOLTS WITH INSERTS ENGAGING AT AT LEAST TWO OPPOSITE POINTS, A MIN. OF 5/8 ". OTHER LOCKING DEVICES SHALL NOT BE REQUIRED WHERE SUCH DOORS ARE CONTROLLED & LOCKED BY ELECTRIC POWER 6. HINGES ON EXTERIOR OUT- SWINGING DOORS SHALL HAVE NON- REMOVABLE PINS. 7. JAMBS OF ALL EXTERIOR OFFSET TYPE IN- SWINGING DOORS SHALL BE RABBATTED OR OF SIMILAR FABRICATION, TO PREVENT DEFEATING THE PURPOSE OF INTEGRITY OF LOCKS & LATCHES. 8. SINGLE -SWING EXTERIOR DOORS , IF WOOD, SHALL BE SOLID CORE OR NOT LESS THAN 1 -3/8" THICK. 9. VISION PANELS ON EXTERIOR DOORS, OTHER THAN GLAZING , WITHIN 40" OF THE INSIDE LOCKING ACTIVATING DEVICE OF LOOSE & SWINGING GLASS DOORS, SHALL COMPLY WITH "AMERICAN NATIONAL STANDARDS INSTITUTE" STANDARD 297.1. 10. SLIDING GLASS DOORS & WINDOWS SHALL BE INSTALLED & CONSTRUCTED SO THAT NO PANEL CAN BE LIFTED FROM THE TRACKS WHEN IN THE LOCKED POSITION & SO AS TO COMPLY WITH THE ARCHITECTURAL ALUMINUM MANUFACTURERS ASSOC. STAND FOR FORCED ENTRY RESISTANCE, AAMA 1303.3. ••• •• • • • 11. GLASS & EXTERIOR DOORS SHALL COMPLY WITH THE AMERICAN NATIONAL 'STA4D S INSTITUTE - STANDARD 297.1. •••• • • • • • • • ••• • • • • • •••••• . • •__ • • 12. SINGLE -SWING EXTERIOR & SWING DOORS CONNECTING LIVING AREAS WITI! (AR'AG� ' AREAS SHALL BE MINIMUM 1 -3/8" THICK SOLID CORE & SHALL BE SECURED WITH A LA'1 I1' & SINGLE DEAD BOLT WITH A 1" MIN. THROW OR A COMBINATION OF DEAD BOLT SETS WITH LATCH THROW A MIN. OF 1/2" & BOLTS HAVING A 1" MIN. THROW. WI\DOW SCHEDULE. DOOR SCHEDULE. MARK SIZE TYPE MATERIAL WIND PRESSURE MULTI MUFTI PANE PANE REMARKS. POS. NEG + 42 PSF 44 PSF + 42 PSF 44 PSF A 84 "X48" FIXED CENTER OPER SIDES (2) SIDE LITE ALUM. ALUM. 5 42 "X76" B CONCEALED SEE DETAIL 36 "X24" SINGLE HUNG ALUM. + 42 PSF 44 PSF MULTI PANE C NOTE: ALL DOORS TO BE PAINT GRADE 24 "X24" SINGLE HUNG ALUM. + 42 PSF 44 PSF MULTI PANE D W RR DOOR SCHEDULE. SIZE 6 -0" X 6' -8" 3' -0 "X 6' -8 MATERIAL TYPE METAL FRENCH ULTI PANE METAL FRENCH MULTI PANE 1 2 3 2' -10" X 6'- 8' CORE 4 2' -0" X 6' -8" SOLID CORE 5 3' -0 "X 6 SOLID CORE CONCEALED SEE DETAIL 6 3' -0 "X 6' -8" LOUVERED NOTE: ALL DOORS TO BE PAINT GRADE REVISIONS C PR Lam. Pa )5> t\ DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN SHEET A 2 1 CLOSErI I'. BEDROOM twommatinmorsammutuismaiDari FOOTI\G & COLU V NEW KI'I'CFIEN EXIST. EXIS'I DINING LIVING 'OOM EXISTING FLOOR PLA\ SCALE: 1/4 " =1 - 0 " \ SCHEDULE. VERTICAL IN BLOCK CELL FILLED W/ CONCRETE AS SHOWN. l assgasimmovisetodi CONCRETE COLUMN W/ 4 # 5 VERTICAL & # 3 TIES © 12" O.C. MAX. 16" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL 5 X 5' -0" CORNER BARS AT EACH CORNER TYP. CONCRETE STARTER COLUMN W/ 4 #5 VERTICAL TIES © 12" 0.C. MAX. 2"X8" CONCRETE COLUMNS W/7 #5 VERTICAL BARS 1 2" HIL1� , TIES ©12" O.C. MAX. 4�En� CONCRETE SLAB W/ 6X6 10/10 W W.M. OVER VAPOUR BARRIER & CLEAN, WELL COMPACTED FILL. 42" X18" DEEP PAD FDN W/5 #5 EACH WAY SOIL STATE VENT ON SITE OBSERVATION INDICATES A SOIL CONDITION OF UNDISTURBED ROCK& SAND ABLE OF SUPPORTING A DESIGN LOAD OF 2000PSF. AFTER GROUND A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED SHALL BE SUBMITTED. 2 4 TYP.) 1 -1/4 GALV 14ErAL LINE CONCEAL VENT CONCRETE SLAB. HALL WAY 1 1/2 ARMAFLIBK INSUL do VApoR BARRIER. QUID LJ E / IN suun o 1 COLD 2' D X 2 X 3 441I SUPER ' PAD TW EACH -� CONC. TIE COL. W/ VERT: 7 #5 TIES: #3 © 8" 0.C. BEDROOM CLO. BEDROOM —rr SCALE: 1 " =1' -0" A'ITI TIE COLUM\ 12 16" SECTION THRU A/C WALL y 12" NEW 8 "X12" CONC. COL \V 4 45 VERTICLE BARS & # 3 TIES ,@ IT OC. DETAILS 30 GA SHT -MTL DRYER EXH. VENT 4" I.D. NO PROTRUSION INSDE DUC --� A/C WALL HEIGHT 48" — /t— o L l �+I I CONC. TIE COL. W/ VERT: 4 #5 TIES: #3 © 12" 0.C. W AHU EXIST CLOSET 8'- 6" 7, PROPOSE?, LAIUNDRYN) 7 BATH ROOM REF. 0 EXIST BEDROOM SAIL STATEVE P.T. 1' X DDD NAILER AND FURRING STRIPS GYPSUM BCYRD FIN. INSUATION (TYP 011/1t6. 0 X 5• LANG SCREWS i l D STAGGERED AND COUNTERSUNK D4TO P,T. WA 2' DUCK SET LAD ND ' B• x 3/4' RAISED — SMOOTH STUCCO FD1 ACCENT BAND TYP. IsTING srucc0 F REF. 3 00 A \T 13' -4" a 12' -0" PROPOSED DINING 12' -0" % Malft JAMB 13' -0" PROPOSED KITCHEN fc7 cosm R SErmNT AND BAC_KE ROD. Id FILL x NYt . V/ F]L ED BLO(7K ' L W/ 1 - i 5 VERT GLASS 6 AWN FRAMED WSW UNIT. CONT, SEALANT AND BACKER ROD. .—J B SCALE: 1/4 " =1' -0" FLOOR PLA ON SITE OBSERVATION INDICATES A SOIL CONDITION OF UNDISTURBED ROCK& SAND CAPABLE OF SUPPORTING A DESIGN LOAD OF 2000PSF. AFTER GROUND BREAKING, A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED SHALL BE SUBMITTED. 44 21'-O" 8' -0" 18' 1 II ri= NEW G "X6 "X$" STEEL COL FILLIED W/ CONC NEW W12X14 STL BM WELDED TO STL COL.(TYP) 16' - n n n n -F 11 i II -FT I 0 I I I4 6' -0 16' -54" ), 1 PROPOSED FAMILY ROOM EXIST LIVING ROOM T I � PRO „ 11 I� I TERRA(: 0 F '4 f REMOVE EXIST CONC TIE -BEAM AND REPLACE WITH STEEL BEAM FF 1 B NEW 8 "X12" CONC. COL W/4 #5 VERTICLE BARS & # 3 TIES @12'OC. RELOCATE DOOR AS SHOWN EXISTING STUCCO B' X 3/4' RAISE FIN ACCENT B/ TYP. CONT. SEALANT AND SACKER ROD. 3/16' 0 X 5' LONG (AIN) •TAPCON• CtiNC SCREWS 112. O.C. STAW:RED AND COIdtTERSUNK INTO P.T. WD. 2. X 4• BUCK SET r CONT. SEALANT AND BACKER ROD. M I R ING ST ING STUCCO FINIS L� f 1 to CONT. 1!2 ROUND DRIP. GLASS t. ALUM. FRAMED WINDOW UNIT. n © Cl © 0 11111' 11 111Nk1 lay 13' -5 "+ © PROPOSED V) HEAD B• x 3/4' RAIS SMOOTH STUCCO ACCENT BAND TYP. �. L : •� 8• x 8• CONC. CAP +— – , • SILL 14' -11" MASTER BEDROOM BEDROOM CONVER MASTER BATH EXIST A/C J EXIST BEDROOM 10' -0 "+ WALK-IN S'ISZSFJ -_ - F ST BATH J EXISING B• 12' c T c. TIE GYPSUM BOARD FIN• INsUI.ATIL1 (TYP.) 5' -0" P k; AIND FZIRRIING STRIPS x/ O X 5' LONG (M 41 •TAPCON. CONC SCREWS f 18• OG sTAGGERED AND INTO P.T. WA 2'X4' BlRK SET LIQUID B HEAD AND SILL CONT. SEALANT AND BACKER ROD. GLASS 6 ALUM. FRAMED WINDOW UNIT. T R ID. AND CONT. MUD SET MARBLE SILL. AND 1 1LRRING STRIPS EXISTING B. NJ WALL T BN. x 1 ' Ctfac. 1 - J - L 1_1 en • • •••• • • • • • • • • • .•. • • • A/C D NEW 8 "X12" CONC. COL W/ 4 #5 VERTICLE BARS & # 3 PIES ,a 12' O(2. • • Y .. • • .. • • • • • • • • • 0 • • • •• •. • • • J • • • /REVISIONS P PA iC5) DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN Net 3950Ib Reaction = 41401 b 1 . Nails NEW L2" CONC. COL WI 4 45 ERTICLE BARS & z 12' OC. LONG EXPANSION BOLTS U =800# G =660# )r Net Uplift =756Ib USP —HTAl2 W/7N0.10dx12 Nails 9 ,_ 3 ,, - NEW - TRbSSE' - 8) 1- TRUSS MANUFACTURE 2 "X8" PT WOOD JOIST ®16" OC SIMPSON RAFTER CLIP # H3X2 SIMPSON MASONARY HANGER # MBHA NEW W12)_:14.. _SJ ] .9114 XISTI Net Uplift =300Ib USP —HTAl2 W /7N0.10dx12 ails �G ROOF 2 -2 "X8" PT WOOD BEAM WALL SECTION D -D NTS JO BLE 2 " " 3IR ER 0 REMAIN 1/2" X 6" LONG EXPANSION B SIMPSON MASONARY HANGER TS # MBHA NEW 2 "X6" © 16 NEW V\ NEW 0 0 • 4 2 L X8" NEW W12X14 STL B WELDED TO 6 "x6" S COL.(TYP) SEE STL G AT S. HT A-8 —0--0 45' OOD TRELLIS L J4 11 L 12 DOUBL SKYLI G JOIST DOUBL / SIM NC CONN. „ „ OC l 00 2 "XU' T SUP TTACHE 2 "X8" SON J T T TO IRDER 1ST HANGR D01 2'X GIRT IOOF FRAMING PLAN SCALE: 4 " =1' -0" BLE ER 1— #5 PIN © 24" O.0 © INTERFACE OF EXIST. WALL & NEW T.B. N.T.S. NEW TRUSSES BYTRUSS -01 FAETU N EYJ_Y12X14_ s]L BM._ NEW 8 "X12" CONC. COL \N'' 4 45 VLR'1'IC LE BARS & .1 TIES 12' OC. Net Uplift =300Ib USP—HTA 2 W/7N0.10dx1 i Nails HI ACINC; Net Uplift =882# GRAVITY = 770# Net Uplift =882# Reaction = 770# USP —HTAl2 W/7N0.10dx11 Nails z NOTE: PROVIDE MIN. 1/8" SPACING BETWEEN PLYWOOD SHEATING TYPICAL SCALE: 1/2" = 1'— 0" 3" 26 GAGE METAL DRIP. 2 "X8" WOOD FASCIA TRELLIS 2 9 X8 9 0 16' OC WOOD JOIST DI T NEW STUCCO FINISH NEW 8" CONCRETE BLOCK WALL. # 9 TRUSS TYPE REINF EVERY SECOND COURSE OF BLOCK PARTIAL ROOF SHEATING DIAGRA METAL STRAP ANCHOR W /SEAT EACH TRUSS W/ SIMPSON META22 2 "X8" 0 12 "OC SIMPSON FACE MOUNT HANGER CONNECTED A307 OR GREATER 3-1/2" 4-3/4 EMBE MENT LAP # 5 REINF BARS 30" HOOKED END 6" BEND ® FTG. 3/4" RECESSED TILE OVER 30 LBS FELT TIN TAGGED TO 5/8" CDX PLYWOOD SHEETING NAILED TO 2 "X4" WOOD TRUSSES 24 OC. PLYWOOD TO BE NAILED 0 6" OC IN THE FIELD AND 4. OC ON THE JOINTS. 30LBS FELT TO BE TIN TAGGED 12" OC IN THE FIELD AND 4" OC ON THE LAPS. ALL EVE DRIPS AND VALLEY METAL TO BE NAILED 0 4" OC. USE 8d GALV COMMON NAILS FOR THE PLYWOOD SHEETING AND 11/4" GALV. ROOFING NAILS FOR THE EVE DRIP AND VALLEY METAL METAL STRAP ANCHOR W /SEAT EACH TRUSS W/ SIMPSON META22 3" 26 GAGE METAL DRIPTh 2 "X8" WOOD FASCIA EXISTING STUCCO FINISH NEW 8" CONCRETE BLOCK WALLS TO REMAIN. E 9 TRUSS TYPE REINF VERY SECOND COURSE OF BLOCK 6" BATT INSULATION R= 19 MIN. LAP 5 REINF BARS 30" LOOKED END 8" BEND 0 FTG. FINISH GRADE. 3/4" RECESSED #8d AILS AT 6" 0,C, TYP. AT I ERMEDIATE SUPPORTS. viii i�� - nr . - 1 • SCALE: S /4 "■1' #8 d NAILS AT 4" 0.0. TYPICAL AT END SUPPORTS. V 3 PLY BUILT UP MEMBRANE ROOF ON 5/8" C.D.X. PLYWD SHEATING. NEW 16 "X16" FTG W/2 -#5 CONT. 1 5/8" GYPSUM WALLBOARD CEILING FINISH TYPICAL 8 " X 12" CONCRETE TIE BEAM A # OO CB FOR 4'-0" &EACH 3 STIRRUPS WAY EA. AT CORN RS AND 48" 0.0 ELSEWHERE 1 1 X2 "P.T.FURR 3/4" RIGID INSUL.,R. FINISH GRADE. 16" 1 LAYER 1/2" GYPSUM WALLBOARD TYPICAL. STEEL CO FIRE RATI\ N.T.S. WALL SECTION B -B LU J 000. 6, 12 16'X16" 4N0.24 "X1 "A307 STL ANCHOR BOLTS AT EA. FTG. PRE —FAB D. TRUSSES 24" O.C. MAX. 9' BATT. INSULATION. R -30 MIN. 1 "X3" CROSS FURR 16" O.C. TYPICAL 1 LAYER 1/2" GYPSUM WALL BOARD. 1 "X3" WO. FIRE STOP. CONT. 1"X2" P.T. FU RR 0 16" 0.C. 3/4" RIGID INSUL,R. 5.0 MIN. 1 LAYER 1/2" GYPSUM WALLBOARD TYPICAL SOIL STATEMENT ON SITE OBSERVATION INDICATES A SOIL CONDITION OF UNDISTURBED ROCK& SAND CAPABLE OF SUPPORTING A DESIGN LOAD OF 2000PSF. AFTER GROUND BREAKING, A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED SHALL BE SUBMITTED. MONOLYTHIC FTG W/2 —#5 CONT. 3 "X6" LONG X i' THICK STEEL (L) BRACKETATTACHED TO 12X14 STEEL BEAM W/ 2 -" DIA X 3" LONG THRU 3OLTS. ALL HOLES ARE PRE - DRILLED. NEW 2 "X8" WOOD JOIST © 12 "OC NEW 2 "X68" JOIST ATTACHED TO STEEL (L) BRACKET W/ 2-' DIA BOLTS 3" LONG. v\ DET. C -C 8" X 12" CONCRETE TIE BEAM 1 4, 5 BARS CONT.& # 3 STIRRUPS AT CORNERS AND448� "O.CAC WAY EA. AELSEWHERE 4" WOOD BASE 4" CONCRETE SLAB W/ 6X6 10/10 WWM ON VAPOR BARRIER OVER CLEAN COMPACT FILL 0 0 0 0 EXISTING 2 "X8" CONVENTIONAL FRAMING ROOF SYSTEM ATTACHED TO STEEL BRACKET W/ 2 -" DAI BOLTS 3" LONG. W12X14 STL BM WELDED TO STL COL (11'P) NEW 6 "X6 "XI "STL COL.FILLED W /CONC. 5/8' STUCCO ON GALV. MET. LATH ON 6'- STL. COL. FILLED W /CONC. 6 "X6 "X6 "STL COL.FILLED W /CONC. 10 "x10 "PLATE NEW 18 "X48 "RAD .. FTG. W- -4 -15: attdr3 WA TOP do BOTI'0 : ••• • .• • • • • • .•. • • • • • • • • • •• •• .•• . • • • • • • • • • • (REVISIONS ES C. >NAL ENGII\ - STRUCTUI 167TH STf 33169 (30 L� PAH . DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN SHEET A 4 4=P CIRCUIT # LOAD 1 -5 SMALL APPLIANCES GAS HOT-WATER GAS COOK TOP 6 SPARE 7 SPARE 8,9 DRYER 10 WASHER 11 REFRIGERATOR 19 ELECTRICAL SCHEDULE SMOKE DETECTORS w/ both circuit 13 -25 GEN. LIGHTING /RECEPT. 26 GARBAGE DISPOSAL 27 HOOD W/LIGHT 28 OVEN 29,30 EXIST S , h TON AHU 31,32 33,34 NEW.1 TON AHU 35,36 NEW.1 TON CU 37 DISH WASHER 38,39 40 GFI BATH EXIST 3.5 TON CU BEDROOM ARC FAULT LOAD CALC. TOTAL LOAD = 41000 1ST 10000 4 100% = 10000 REM 31000 40% = 12400 SUB -TOTAL 22400 A/C LOAD 13500 TOTAL 35900 35900/240 = 149.6 A EXIST. 150 AMP SERVICE IS OK. #12 #6 RECESSED MOUNTED FIXTURE VAPOR PROOF TELEVISION ANTENA BRACKET LIGHT EL.EC1RIC PANEL FLUSH MOUNT 0 SMOKE DETECTOR UGHT SWITCH 0 FLOOR OUTLET HIGH VOLTAGE RECEPTACLE 'e' DUPLEX RECEPT. */ ONE RECEPT. SNITCHED SURFACE MOUNTED FLOURESENT FIXTURE WIRE COND. 1 / 2" #10 3/4 1" #12 1/2" #12 1/2" #10 3/4" #12 1/2 #12 1/2" #12 1/2" #12 #12 #12 1/2" # # # # # #12 #12 #12 1/2" 1/2" 1 " 1" 3/4" 1" 3/4" 1 /2 " 1 /2 " 1/2" ThECTRICAL SCOPE OF WOR 0 JUNCTION Box RECESSED F1X1URE VAPOR PROOF TELEPHONE - RECEPTACLE -MOUNT 12" A.F.F. UNLESS OTHERWISE NOTED • GARBAGE DISPOSAL RECESSED FIXTURE BREAK a 6' -0" 20 3000 30 4500 50 12000 20 1500 20 1500 30 5000 20 1500 20 1500 20 3000 20 7500 20 3000 20 3000 50 12000 50 10000 40 3500 50 10000 40 3500 20 1500 20 1500 20 1500 - 3/0 THWN IN 1-1/2" C 150A 150A MCB PNL #4 SOLID CU. TO CWP Sc 2- 5/8" x 10 GRD. RODS ATTACHED TO STRUCT. STL. IN BLDG. FOUNDATION VA REMARKS . CHECK EXISTING ELECTRICAL WIRING /CONNECTIONS , REWIRE AND OR NEW RECEPTACLES AS REQUIRED SEE PLANS FOR LOCATION AND SPA 2. INSTALL NEW SMOKE DECTECTORS IN BEDROOMS AND HALLWAYS OUT BEDROOMS AS SHOWN ON PLANS. 3. BATHROOM RECEPTACLE TO BE ON SEPERATE/ INDIVIDUAL CIRCUIT. S E ELECTRICAL PANEL SCHEDULE ON SAME SHEET. 4. INSTALL NEW RECEPTACLES, SWITCHES AND LIGHT FIXTURES AS SHOW ON PLANS. CHECK FOR CODE COMPLAINCE. 5. INSTALL OUTSIDE LIGHT FIXTURE AND RECEPTACLE AT REAR OF BUILDI G AS SHOWN ON PLANS AND THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE. . CONTRACTOR TO FURNISH ALL LABOR AND MATERIAL NECCESSARY FO ALL ELECTRICAL WORK AS SHOWN ON PLANS. STALL ING.. SIDE THE THE COMPLETION LFCTHCAL \OTS. THIS WORK SHALL BE DONE AS PER REQUIUREMENTS OF THE NATIONAL ELECTRICAL CODE (NFPA 70) & ALL OTHER ALL ELECTRICAL MATERIALS & EQUIPMENT SHALL BE APPROVED BY UNDERWRITERS LABORATORIES & SHALL BEAR THE U.L. LABEL. RULES OF THE LOCAL UTILITY COMPANIES SHALL BE COMPLIED WITH. THE DRAWING INDICATES THE EXTENT & GENERAL ARRANGEMENT OF EQUIPMENT & WIRING SYSTEMS. THE ELECTRICAL CONTRACTOR SHALL COORDINATE HIS WORK WITH THE WORK OF OTHER TRADES ALL WIRES #8AWG & SMALLER SHALL BE SOLID COPPER ALL WIRES #6AWG & LARGER SHALL BE STRANDED COPPER. ALL CONDUIT SHALL BE E.M.T. WHERE CONSEALED IN WALLS OR CEILING. IT SHALL BE I.M.C. WHERE EXPOSED OR IN CONCRETE. CONTRACTOR IS TO VERIFY THAT THE EXISTING ELECTRICAL PANEL & ELECTRICAL FEED ARE ADAQUATE TO RECEIVE NEW ELECTRICAL DEMAND LOAD PRIOR TO CONSTRUCTION. CONTRACTOR IS TO MODIFY EXISTING ELECTRICAL PANEL & ELECTRICAL FEED AS REQUIRED TO RECEIVE NEW ELECTRICAL DEMAND (LOAD. ALL EXTERIOR, BATHROOM & GARAGE RECEPTICLES & EXTERIOR LIGHTS WITHIN 16' OF POOL & LESS THAN 12' IN HEIGHT SHALL BE ON GROUND PRIOR TO INSTALLATION OF ROUGH ELECTRICAL WIRING, CHECK NAMEPLATE �/ OF A/C EQUIPMENT & OTHER EQUIPMENT TO OBTAIN CORRECT WIRE SIZES/ � 30 GA sHT MTt DRYER EXH. VENT 4" 1.). NO PROTRUSION INSIDE DUCT . �� A/C METER PL ANE GAS LINE FOR COOK TOP L 1 u EXIST CLOSET EXIS'. Bt H REF. 019 EXIST BEDROOM VAULTED CEILING 0 REF. -I 1 0 � 0 Qpq 3 1 14 STOR. 14 \ 1 1a- \ BAGS POSA 1 ISL PROPOSED DINING CEILING HEIGHT 8'- 4" 1 1 1 &� -1� 'O1 \ \ � / / ..... 1 , . i \ � � I I \4/ 1 "-._ 1 / 1 1 1 I I 4 t 1 -��_ 1 1 / , —II- I / GFI 14 - T- aw J r• 3 4 II5 "H EXIST DEN CEILING HEIGHT 8' -4" 11 8 GFI (tt 0 \ \ PROPOSED �/ KITCHEN - %EILING / • - HEIGHT 1 8' -4" i 1 1,1 0 "H 2" S �� LAMA TV,' 15 1 / / 1 i n / / / / 2- 48 "x48" sky Itgh is If® 1• 1 \ PIk)POSED ; \\ FAMILY I�OOM \\ HEIGHT 8' -4" 1 n FOR STEREO (4PLEX) 24 "H FI H PROPOSED TERRA( t. 14 FLOOR 15 OU T 15 / 2- 48 "x4$ sky Iighys EXIS "1' LIVING ROOM CEILING HEIGHT FLOOR ciSt \ \ \ 16 1 Ff jswitc 9Q CF\FRAL \OTHS. 1. CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS, UTILITY LOCATIONS & BUILDING DIMENSIONS & SHALL RESOLVE ANY DISCREPANCIES WITH THE ARCHITECT /ENGINEER PRIOR TO COMMENCING WORK 2. CONTRACTOR SHALL APPROVE ALL SHOP DRAWINGS PRIOR TO SUBMITAL FOR ARCHITECTS /ENGINEERS APPROVAL. 3. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE. 4. ALL EXTERIOR DOORS & WINDOWS SHALL COMPLY WITH CHAPTER 36 OF THE SOUTH FLORIDA BUILDING CODE. 5. FIXEC GLASS & /OR OPERABLE WINDOWS WITHIN 24" OFF FINIS-1 FLOOR SHALL BE SAFETY GLASS. 6. ALL SIDING GLASS DOORS & WINDOWS SHALL BE FABRICATED BY A METRO DADE COUNTY APPROVED SERIES MANUFACTURER 7. SLAB )N FILL: FILL & BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE, AS DETERMINED BY TI- PROCTOR TEST. COMPACTED LAYERS NOT TO EXCEED 6 " 8. REINFOCING STEEL: ASTM A -305, A -615, GR60. 9. CONCRETE SHALL ACHEIVE 3000 P.S.I. IJN 28 DAYS. 10.IF EXISINNG SEPTIC TANK HAS TO BE ABBANDONED FOR ANY REASOI', IT SHALL BE COMPLETELY PUMPED OUT, HOLES KNOCKED OUT IN THE BOTTOM & FILLED WITH SAND OR OTHER APPROVED 21 II II II II II 1 1 1 / 38 1 1 1 / 1 1 1 / 1 / \ \ Qi 9 \ 39 1 11 I 38 1 X19 8 -4 PRIOSED 1 1'ER BEDROOM Gil I -40 EILING \ >j v HEIGHT I \, L 010 MASTER BAT 1EElII�� A li (1) 29 ; 4 CEIUN,G HEIGH1‘ \\ (U 39 (MVO HEIGHT 8 CEILING HEIGHT 8' -4 "F1 sT BATE I 1 {1ST 'DRO N CEILING HEIGHT,: 8' -4" R 17 39 it# 39 U A/C •. 0•• • • • • • • .• •00 •• • • • • •• •••• • • • • • • • • • • • • • • • • • • • • • • • • ••• • 0• • • • • •40 • • • • 00 07 0 •0 •• • • • 000 • • • • 0040 • 0 • • • • • • • 0 • • • ••• • • O 0 • . • • • • • • 0 , •• •. . • • •• 00 0,0 • • • O 0 O 0 O 0 0 (REVISIONS E SC ANAL ENGIN - STRUCTUI 167TH STF 33169 (30 N.N. R.n 5 /1/ g' fiff P A C5; DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN SHEET A 5 30 GA sH DRYER DM. VENT 4' I.D, NO PROTRUSION 1 NSI DE DUCT 3" WASTE STACK 1 11\0 RD so \OTE: NO JOINTS UNDER CONCRETE SLAB SLOP 2" AND SMALLER LINES AT i" PER FOOT. 3" AND LARGER LINES AT A' PER FOOT. AHU 1 EXIST CLOSET PROPOSED LAUNDRY REF. BATH ROOM Lto EXIST BEDROOM L STS L REF. 0 0 STOR. I- V' 2 PROPOSED DINING J. i OVEN MICRO PROPOSED KITCHEN EXIST DEN PVC TO STRHC TA\ 99 L 0 n 41 31 31 PLUMBING SCALE: 1/4 " =1' -0" SAND CAPABLE OF SUPPORTING A DESIGN LOAD 0 BREAKING, A LETTER ATTESTING THAT THE SITE H FOUNDATION CONDITIONS ARE SIMILAR TO THOSE U BASED SHALL BE SUBMITTED. 1:1 14 13 ON SITE OBSERVATION INDICATES A SOIL CONDITION OF PROPOSED 'T E.RRAC n n IT PROPOSED FAMILY ROOM EXIST LIVING ROOM ) PLA\ 20C S BE ON 0 I 11 11 I I ti I — ' I I � _ =4 I t ilk n PROPOSED MASTER BEDROOM WALK -IN CLOSET BEDROOM CONVER MASTER BATH AHU EXIST BEDROOM F, S'1' BATII 15 TUB SCA INTO (2 FL) � 1 A/C 3" WASTE STACK & 2" VTR 30 GA SHT - MTL DRYER EXH. VENT 4 10. NO PROTRUSION INSIDE DUCT A/C 50 GALLON ELECTRIC .89 EF. MP RELIEF R 3/4 A 1" SUPPLY LINE L f1TT t 1 NIIU =GE \D PLUMBING NOTES: 1. ALL PLUMBING SHALL BE DONE IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE, STATE AND LOCAL ORDINANCES. 2. PLUMBING CONTRACTOR SHALL PAY ALL FEES, INSPECTION AND CONNECTION CHARGES REQUIRED. 3. PLUMBING CONTRACTOR SHALL GORANTEE ALL WORK FREE OF DEFECTS IN 1NA1ERIAL AND WORKMANSHIP FOR A PERIOD OF ONE YEAR FROM DATE OF ACCEPTANCE. 4. SUBMIT SHOP DRAWI G S TO ARCHITECT ENGINEER FOR APPROVAL OF ALL EQUIPMENT, MATERIALS AND LAYOUTS PRIOR TO INSTALLATION. 6. OFFSET PIPING AS REQUIRED TO CLEAR BUILDING STRUCTURE, DUCT1�fORK, ETC, AS REQUIRED BY FIELD CONDITIONS. COORDINATE WITH ALL EXISTING AND NEW WORK. 6. PLUMBING CONTRACTOR SHALL VERIFY ALL SPACE CONDITIONS AND DIMENSIONS AT JOB SITE PRIOR TO FABRICATION AND INSTALLA11ON OF MATERIALS AND EQUIPMENT. 7. COORDINATE WORK WITH OTHER TRADES. 8. FURNISH AND INSTALL PLUMBING FIXTURES AS SPECIFIED IN FIXTURE SCHEDULE, OR EQUAL EXIST CLOSET PROPOSED LAUNDRY BATH — ROOMM --- ExIsT BEDROOM REF SANITARY SEWER LINE r 0 0 COLD WATER SUPPLY LINE HOT WATER SUPPLY, HOSE BIBB ra STOR. O s1 k OVEN & MICRO PROPOSED DINING PROPOSED KITCHEN EXIST DEN n n n ;i; r 41 a 1 1 1 1 1 4 1 Fl F; F I 1 1 PROPOSED TERRACI =F 11 il R FF 1 II II II PROPOSED FAM:11LY ROOM EXIST LIVING ROOM WATER SUPPLY PLAN SCALE: 1/4 " =1' -0" 1 — 1I111ii 1 BEDR MAST • HOSE BIBB -fIEE1 1 +1 1 PRO POSED MA STER BEDROOM )CM COVE BATH AHU WALK -IN CLOSET EXIST BEDROOM F, 1ST BATH INTO • • • • r A/C •. ....• • • • • • • • • • •• C • • JJ0• • • ••• : .. • •• 0 0 • • • • •• • • J J 1 • •• • • . . • • J . • • • • • • • J02 • • • • ••• • • 3 • • • • • • • • • • ••• 3 •• •• • • • •• •• VAC DESIGN REQUIRES: YES NO DUCT SMOKE DETECTOR \/ =IRE DAMPER(S) \V SMOKE DAMPER(S) \V =IRE RATED ENCLOSURE \V FIRE RATED ROOF /FLOOR CEILING ASSEMBLY FIRE STOPPING SMOKE CONTROL ✓ EP CONC PAD TON CU EXIST CLOSET 4 10 X 175 CF ZONE -2 CAP OFF STOR. OVEN MICRO 10 8 175 CFM ZONE -1 EXIST DISTR 4 W 10 X 175 PROPOSED FAMILY ROOM OUVERED CLO DOORS LOSET DISTRUBU11ON EXIST LIVING ROOM CAP OFF PROVIDE AT AHU MAS 30 GA SHT -fart DRYER EXH. \€NT 4' I.D. NO PROTRUSION 1NSIDE DUCT >' CONDENSATE UNE OUTSIDE BLDG. JNDER SLAB I 4SLEEYE ) 12 OFF EXTERIOR WALL BEFORE TURNING DOWN 501 STATE REF. ZONE -2 4 W � 10 X 8 175 CFM PROPOSED DINING 4 W IG 10 X 8 175 CF KITCHEN 1 PROPO�SD 1 'I'ERR.A(� PER FMC SEC. 307,2.3 REQUIRES AHU TO BE PROVIDED WITH AN AUXILI(RY DRAIN PAN PER FMC SEC. 603.1.3 REQUIRES AHU CLOSETS TO BE PROVIDED A MIN. 4' CLEARANCE ON ALL SIDES OF AHU I-IVAC PLAN ON SITE OBSERVATION INDICATES A SOIL CONDITIO OF SAND CAPABLE OF SUPPORTING A DESIGN LOAD OF 20C BREAKING, A LETTER ATTESTING THAT THE SITE HA BE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON BASED SHALL BE SUBMITTED. 1POSED 'ER BE VFLE-X� EXIST BEDROOM LIQIUD LINE - SUCTION LINE CONDENSATE DRAIN. SUPP DUCT TRUSS SPACE. �CONC. SLAB. TYPICAL A/C HUPV N.rs. FILTER WD OR STL CH. SUPPORT VIBRATION INSOLATOR A.H.U. DISC TO COMPLY W /NEC 110 -16 PARTITION 4-W 10 X 8 175 CFM ZONE -1 4W 10 X 8 176 CFM zONE -1 ROOM WALK -IN CLOSET 2W 10 X 8 2» CONDENSATE LINE T DEUTSID OF II IN 4 OF E 12 VSOFF BE RIOR WALL BEFORE TURNING DOWN CU- UNIT SCHEDULE CONDENSING UNIT SCHEDULE UNIT NUMBER CU -1 UNIT LOCATION OUTSIDE UNIT *cow ass) 208 UNIT (O AE cAP:('T0Ns) 4 ton — tr1 ZING NUMBER AATF1 — #ANUFACTURER JAI* NUMBER Mgt — sEN�C60T~.�A{s(0ALB1U� ,8 TOTA�C0WflG OAP:(BTU) 00 A81ENT TEMISEITATUR Ss UNITS MOO — AVAILABLE - VOLTAGE 2087230 =F 60 — UNIT L9R0UITTAMPS 291 UNI1 VA FUSLE 50 -- MID UNE D1�M. 378 - sUC1T0N - TJ E - DTAM. T/8 — (`XT: E s; c60L(OTU) 30.125 — (:AT: TOT. CO0L 1U) 46.857 AHU UNIT SCHEDULE AIR HANDLING UNIT SCHEDULE UNIT NUMBER MU-1 LocAnoN CLOSET UNr TYPE yERTICLE Ei(1ER114G AIR TW.(�/SW) 8 O/e 7 WATCH�Io c ij iISING uN1r CU-1 I�»f wAciURER - --- DEl U1�BE3t A48-1 o EyAPORATOR -Cr111 1020 tTERNAL STATIC PRESS, 0.30 EYAP. FAN I4oit -Hi 1/2 UI�T'S VIN. SEER 12.00 AVAILABLE VOLTA 208/230 -1 -00 TOTAL HEATING CAP. fury! OF E1E1� 4TS 2 FILTER TYPE PE]i�U1lyEilT r 1T S 170LBS H. FAN SCHEDULE F; -- 1. FAN N0. EF -1, E7 2ND FLOOR AREA SERVED BATH LOCATION WIDER Gahm' aG STATIC PRESSURE 1/4` TYPE ORiVE DIRECT U0TcA AMPS 0.16 I1ECIRIC OHARACT. 110 -1 -00 �1A1�UFACTURFR 1lUTONE OFFL JT�9ER L$60 Rd�ARKS B.C.D.FJ.HJ �3,6TON CU CLCSLT TYP. wi SCALE: 1 " =1' -0" \DOW BUC SOLID FILLED C.M.U. OR CONC. COLUMN EA. SIDE F W VDOW OPENING �TYP.� POUR D CONC. SILL (TYP.) CONDENSER UNIT. FASTEN HOLD DOWN STRAPS TO C.0 AND CONC. SLAB TO Wy�IT�HpSTQN�40 � DEVON SAME SHEET. SCALE: 4 " =1' -O" DOOR E3UC V fl DETAILS POWER & CONT CONNECTORS J - - ---- LIQIUD LINE SUCTION LINE SOLID FILLED C.M.U. OR CONC. COLUMN EA. SIDE OF WINDOW OPENING (TYP.) POURED CONC. FLR. (TYP.)• • •• • • • • • • • • • • • • • i . • • • . • • • • • • • J • REVISIONS �� LL_. DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN SHEET A 6 REVISIONS -.13 KERRY ?LANE 1 WO pr6 ?-G t.► g MAY 02 SCALE SHOWN SHEET A / DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN SHEET A / NEW 8 "X12" CONC. COL W/ 4 #5 VERTTC LE BARS & 43 TIES @ 12' OC. SEE COL. DETAIL PAGE (8) POSTING s11MG STUCCO FINISH a tTOORRETAAIN. BLOCK EVERY SECOND COURSE OF BLOCK LAP # 5 ROW BAR 30' HOOKED END B BEND 0 FTG. • NOTE: REINF. STEPS W /#3 ® 6 E.W. 16" 1 111 1 1• Illl IiII NEW 16" x 16 CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL W/2 # 5 X 5' -0" CORNER BARS AT EACH CORNER TYP. L ex 12• x j " Tl W/(2) 5/8' HOOK BARS X 8" LG. EMBED PLATE NEW 8" X12' CONCRETE COLUMNS W/4 #8 VE3i 11CAL BARS &13 TIES 012' O.C. MAX. NEW FLOOR ELEVATION TO MATCH EXISTING 10,42 F.F. E 36 "X36 "X12" DEEP PAD FTG. W/ 3 -#5 I EACH WAY UNDER EA PLANTER \ r - TYP. r2• P.T.FURR0 18 0.C. 3/4" RIGID INSUL,R. 5.0 MIN. 1 LAYER 1/2' GYPSUM WALLBOARD TYPICAL 8 "X8" TIE COL W/2/#5 NEW 6W9 STL BM BOLTED TO CONC COL SEE SECTION 12' -11" YX8"LONG XI 4 IO( (L) ATTACHED TO p(12 STD3. / 2- 1 /YDIA X 31.C120 MANUFACTURED DRILL HOLES 8" x 12' CONCRETE TIE BEAN >(V1 ARS NT / PS A i42.#0508. FOR 4 CQ -O� do EACH 3 Y AT CORNERS AND 48" aC 7fiERE SOIL ON, ,� STATEMENT 4" WOOD BASE. 4 CONCRETE SLAB W 8 1 / 8X0 10 Weil ORF RIER OVER ON SITE 36 "X36 "X12" DEEP PAD FTG. W/ 3 - #5 EACH WAY UNDER EA PLANTER TYP. • • • • b �ONT — — ro F ( L 1 H NEWT - T6 z ¶6" - CO RC FTG - W / Gj ® s ■ ■■■■■■■■■■■■■■ ■■ r CC 1 OBSERVATION INDICATES 4' H ('H LATER • • • • X ' 16 "X16f BLOCK COL. W/1 -#5 EACH GH CELL TYP. TER Il TTT E liTTT i t cIFl I I 11! I I ITT I In NI NEW 16" x '8" CONCRETE FOOTING W/ 2 #5 CONT. TYPICAL v/2 # 5 X 5' -0" CORNER BARS AT EACH CORNER TYP. 48 "X48 " X16 DEEP P AD FTG. W/4 - #5 EA WAY UNDER €XIST FTG. TOP & BOTTOM ■■ t6 t6 " CONC - Wt 2 mo • ■ d ' NEW W12X14 STL BM WELDED TO 6 "X6" STL COL.(TYP) E FOOTI UL2 _ T.— TYPICAL_ __ — EXIST xJ8 F )OTEG _4]_2 .o _caT.— IC L — REMOVE - am IST ONC TIE -BEAM AND REPLACE WI STEEL BEAM R MOVE EXIST CONC TIE -BEAM AND REPLACE WITH STEEL BEAM r�" C_ONCREI F�QIIN� ' ,/_ 2 .44d _ COtU._ JYP1 T - NEW W1D(14 STL BM WE' GED TO 4 "X4" STL COL. (TYr 17— FOUNDATION PLAN SC ' LE: 1/4' =1' EXISTING TUCCO FINISH 8 ' —O " NEW FLOOR ELEVATION TO MATCH EXISTING 1! EXIST 8" CONCRETE BLOCK WALLS TO REEIi,AiAIN. 1 9 TRUSS TYPE REINF EVERY SECOND COURSE OF BLOCK LAP 8 REINF BARS 30' HOOKED END 8 BEND 0 FTO. — 3/4• RECESSED • 1 16" HIGH I- PLANTER 16 "X16" BLOCK -� COL W/1 - #5 EACH CELL TYP. 1 35(6 LONG X1/4" THICK (L) ATTACHED TO 02 STEEL BEAM 2- 1 /2"0IA X 310NG MANUFACTURED PRE -DRILL HOLES r N a �t ) 5/V HOOK BAR X a LG. 36 "X36 "X12" DEEP PAD FTG. W/ 3 - #5 EACH WAY UNDER EA PLANTER 1 4' HIGH ~ g • PLANrEF 1 r 111111 \--1/ NEW 12 "X12 "X8" CONC. COL 1 7 #5 VERTICLE BARS & it 3 TIES (« 12' OC. SEE COL IDE 1L PAGE (8) a (.4 1- in w r 8 "X8" 11E COL W/2/#5 NEVI FLOOR ELEVATION TO ATCH EXISTING 10.42 F.F.E REMOVE EXIST CONC TIE -BEAM AND REPLACE WITH STEEL BEAM 48 "X48 "X16 DEEP PAD FTG. W/4 -#5 EA WAY UNDER EXIST FTG. TOP & BOTTOM 3'Xt"LONG X1/4 THICK (1) ATTACHED TO ��11 STEEL BrAI '/ 2- 1 /2 "DIA X 3"LCNG / MAI.JFACTURED PRE-C4011 HOLES NEW 12'X12 "X8' CONCRETE COLUMNS W/7 1 VERTICAL BARS &13 TIES 012" 0.0. MAX. 8" X 12 CONCRETE 11E BEAM V 12 4 j 5 0_C BARS , FOR C94 -Q NTr& 1 CH Y 3 TiRRUEA. PS A AT CORNERS AND 48 0,C ERE 1X2'P,T.FURR0 18" 0.0. 3/4" RIGID INSUL.,R. 5,0 MIN. 1 LAYER 1 {2' GYPSUM WALLBOARD TYPICAL. SOIL STATEMENT 36 "X36 "X12" DEEP PAD FTG. W/ 3 - #6 EACH WAY UNDER EA PLANTER 13' -5" C 1= NEW W12X14 STL BOLTED TO CONC COL SEE SECTION J , W12X14 STL BM WELDED TO STL COL.(TYP) " WOOD BASE. 4" CONCRETE SLAB W/ 8x8 t0/10 WMM O ONNVAPOR B OVER CLEAN =0 11 IN(; BM 1 L a r ON SITE OBSERVATiONN INDICATES A SOIL CONDITION OF UNDISTURBED ROCK& SAND CAPABLE OF SUPPORTING A DESIGN LOAD OF 2000PSF. AFTER GROUND BREAKING. A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON VIHICH THE DESIGN iS BASED SHALL BE SUBMITTED. EXIST 18"X18" FTG VI /2 -18 CONT CONT. NEW 8 "X12" CONC. COL 1W/4 #5 VERTICLE BARS & it 3 TIES c 12' OC. SEE COL DETAIL PAGE (8) W12X14 STL BM WELDED TO STL COL(TYP) 4N0.24 "X1 "A307 STL ANCHOR BOLTS AT EA. FTG. • 4 1 TYPICAL WALL SECTION A —A N.T.s. 3'XB"LOHG X11/4 THICK (1) ATTACHED TO x�I((1�2 STEEL BEAM 2 -1/ "DIA X 3"LONG MANUFACTURED PRE -DRILL HOLES i" STUCCO ON GALV. MET. LATH ON 4 "0 STL COL. LAP # 5 REINF BARS 30" HOOKED END 6" BEND ® FTG. REIF EVERY SECOND COURSE OF BLOCK . . A v, ,, #v,,,, �"' 0 0 V FINISH GRADE. 3/4" RECESSED W12X14 STL BM WELDED TO STL COL(TYP) NEW 6 "X6"X &STL COL.FILLED W /CONC. WELDED TO STEEL BEAM /8• STUCCO ON GALV. MET. LATH FILLED V/ COL. v6"X6 COL.FILLED W /CONC. "x 10 "x10 "PLATE NEW 48 "X48 "PAD FTG. W EACH WAY TOP & BOTTOM 0 16" NEW 8" CONCRETE BLOCK WALLS TO REMAIN. 0 J STRUCTURAL NOTES CODES AND STANDARDS SECTION AND DETAILS FOUNDATION CONCRETE TIMBER EXISTING STUCCO FINISH SOIL STATE PLANTER WALL SECTION SCALE: 3/4" =1' ATTACHED 10 N(1 Astoria X1 4" THICK 12 `1/YDIA X rum M ACiURED P DRILL HUES ACTURED PHI� Wind loads as per Florida Building Code, 2001 Edition. The project was designed in accordance with the building code requirements for reinforced concrete (ACI 318 /Latest Edition) (American Institute of Steel Construction) AISC ASD /Latest Edltton. Building Code Requirements and Specifications for Masonry structures (ACI 530 -92 /ASCE 5 -92 /TINS 402 -92). Building Code Requirements and National Design Specifications for Wood Construction (ANSI /NFoPA NDS- 1991). All details, sections and notes shown on the drawinga ore Intended to be typical and shall opply to similar situations elsewhere unless otherwise noted. Bottom of footings to bear on soil capable of safely supporting 2,000 psf. Concrete shall be ready mix and have a minimum compressive strength of 2600 PSI for foottngs and slabs on grade and 3000 PSI for beams, columns at 28 days. All concrete work shall comply With the requirements of the ACI Building Code (ACI 318 /Latest Edition), the ACI Detailing Manual (ACI 315 /Latest Edition), and the specifications for structural concrete for buildings (ACI 301/Latest Edition). Concrete cover for reinforcing steel shall be as required by the latest ACI specifications. Welded Wire fabric shall comply with ASTM A -185, unless otherwise specified. Place fabric 2" clear from top of the slab in slab on grade Lop all WWF a mtnlmum of 8 inches unless otherwise noted. All reinforcing steel shall be manufactured from high strength billet steel conforming to ASTM Designation A -615 Grade 60. Lap all bars minimum 48 diameters unless otherwise noted on drawings. All hooks shown in reinforcement shall be ACI recommended hooks unless otherwise noted. Structural timber to be Douglas Fir or SP #2 (minimum) stress grade lumber or opproved equal. The minimum allowance properties are as follows: Fb = 1,160 PSI Fv = 90 PSI E 1,600,000 PSI and pressure treated for use against concrete and masonry. All timber and timber construction shall comply with specifications and codes as specified below: American institute of Timber Construction, Timber Construction Manual; National Forest Products Association, National Design Specification for Wood Construction; American Plywood Association, Plywood Design Specification; American Wood Preservers Assoclatton Standards; National Lumber Manufacturers Association, National Design Specification for Stress Grade Lumber and Its Fastenings. All timber connections are to be made using prefabricated connectors. Toe nailing will not be permitted. Submit manufacturer's date for approval. Fasteners to be as manufactured by Hughes. Simpson or Semco. - ON SITE OBSERVATION INDICATES A SOIL CONDITION OF UNDISTURBED ROCK& SAND CAPABLE OF SUPPORTING A DESIGN LOAD OF 2000PSF. AFTER GROUND BREAKING, A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED SHALL BE SUBMITTED. 12 "X16" MONOLYTHIC FTG W/2 -#5 CONT. 8" X 12• CONCRETE TIE BEAM w/ 4_ J 5 BARS CQNT 3 11RRUPS AT 12" OA FOR 4-0 EACH Y EA. AT CORNERS AND 48' 0.0 ELS ERE 1"X2' P.T, FURR O 3/4' RIGID INSUL,R, 1 LAYER 1/2- GYPSUM *AL.LBOARO TYPICAL. VENT 4 "_WOOD BASE. 3"XB'LONG X1/4• C K (1) ATTACHED TO 8X12 STEEL BEM / 2- 112 x 3'LONG MANUFACTURED PR -DRILL HOLES • 3/4' RECESSED If/(2) 5/8' HOO B exit 8 i L G. EMBED PLATE EXIST 16"X18" FTG W/2 - #5 CONT. WOOD TRUSSES Wood roof trusses are to be designed for the Wood fabricator by a professional specialty engineer registered in the State of Florida. Truss fabricator to provide pre - fabricated hangers as required. Design, fabrication, and installation of wood trusses and sheet metal connectors shall be In accordance with the following standards. Design specifications for metal plate connected wood trusses (roof)(TPI 85); Design specifications for metal plate connected parallel chord roof trusses (floor)(PCT 80); Bracing wood trusses: Commentary and Recommendations (BWT 76); Handling and erecting wood trusses: Commentary and Recommendations (HET 80). STRUCTURAL STEEL All structural steel shall be fabricated and erected in accordance with the latest AISC code. Structural steel shall conform to ASTM Specification A36. All steel tubing shall conform to ASTM Specification A -500 Grade B (FY= 46KS1). All steel to have a shop coat of rust inhibitive paint. All shop and fleld welding shall be performed by welders qualified, as described in "American Welding Society's Standard Qualification Procedure" (ASW D1.1), to perform the type of work required. All steel welding rods shall be E70XX electrodes. MASONRY This project is designed as engineered unit masonry. FBC 2705.2 (a) structural design shall be in accordance with ACI 530 -95 /ASCE 5- 95 /TMS 402 -95, building code requirements for masonry structures and the commentary on building code requirements for masonry structures. FBC 2705.2(b) to satisfy this sub - section all. Masonry units shall be ASTM C -90 Type II with minimum compressive strength of 1500 psi on net area of individual units, All CMU shall be laid in a full bed of mortar in running bond U.O.N. All reinforcing steel shall be manufactured from high strength billet steel conforming to ASTM Designation A -615 Grade 80. All mortar shall be Type S in accordance with ASTM Specification C -270 with a mtnlmum compressive strength of 1800 PSI at 28 days. No testing for mortar strength is required for this project. Grout shall be a high slump mix (8 " -11 ") in accordance With ASTM Specification C -478 having a minimum compressive strength of 2000 PSI. No testing for grout strength is required for this project. Provide 9 gauge horizontal Joint reinforcement (ladder type only) at every second course for all exterior walls. All concrete masonry bearing and shear walls must be inspected by a qualified engineer Just prior pouring of the foundation, 1st and 2nd floor ttebeam. Construction shall be in accordance with the * Specification for the Design and Construction of Load Bearing Concrete Masonry" published by National Concrete Masonry Association. NEW 8 "X12' CONCRETE COLUMNS W/4 # VERTICAL BARS &13 11E5 012 0.0. MAX. EXISTING STUCCO FINISH EXIST e' CONCRETE BLOCK WALLS TO REMAIN. # 9 TRUSS TYPE REINF EVERY SECOND COURSE OF BLOCK LAP # 5 REINF BARS 3o' HOOKED END e' BEND 0 FTO. FINISH GRADE. a • • • .. • •• • • • • Y• • • • • • • •• • • • • • • • • • • • • ••• . • • O LJ 1— I L_ 0 m n L1J z 6) O V) /sa ISIMMI ■■fuuaa ■ rM■ ■ ■■■■ ■■■■■■■■■■ raft nimmam.� ■■ 1.111 11 1111 11111 11 1 1 11 1 1111111111 11111 1111' 1 1 111111 111111111111111 1111 EXISTING 2 "X8" CONVENTIONAL FRAMING ROOF SYSTEM ATTACHED TO STEEL BRACKET W/ 2-" DAI BOLTS 3" LONG. 3"X6" LONG X i" THICK STEEL (L) BRACKETATTACHED TO 12X14 STEEL BEAM W/ 2 -" DIA X 3" LONG THRU 3OLTS. ALL HOLES ARE PRE - DRILLED. NEW 2"X8" JOIST ATTACHED TO STEEL (L) BRACKET W/ 24" DIA BOLTS 3" LONG. STEEL COLUMN FIRE RATING DET. C -C N.T.S. 3 W12X14 STL B� WELDED TO STL COL(TYP) NEW 6 "X6 "X1 "STL COL.FILLED W /CONC. W 12X14 STEEL I -BEAM II •. 41'. • 11 . .1r II 1 •. , • • I. • 4I • El.— J) , a A. •1 .< 8" x 12" x }" THK.- W/(2) 5/8" HOOK BARS X 8" LG. EMBED PLATE 1 /4" J 0 U 1/4" L1J 0 0 TYPICAL STEEL I -BEAM SECTION OVER CONC. COLUMN SCALE: N.TS. n TYP. N LAS1 SCALE: ELEVATION 1111■ 1111■■ ■■ ■■■ 1111111111111111111111011 .� ■ ■ ■ ■ � ■ � - i■ ■■■■ ■■■ ■■ ■■ ■■■ ■ ._ 1111■■ ■ ■ ■ ■ ■ ■ ■ ■ ■�' �� ■ ■ ■ ■■ mum 1111 ■� ■ ■ ■ ■ ■� ■■■ ■� �� ■ ■ ■ ■■ ■■ ■ ■� ■ ■ ■ � 1111 � � , � __ ■ 1 IIIIII 1111■■ ■■■NI. ■ �■ ■� �� ■■ Z l� 1 111■ '■ ■■ - ra 11 1 1 11 11111/11 1 II N■■ 111 ■■1 1■■ a PILO III 01 1111 111 111111 I 1111 1 11111.1171= II 11111 1 11111111 11 11 1 1 1 11 11 11111111 1 111 1 11 MIN ■ N 1I■ 111 NEB NORTH ELEVATION SCALE: 4 " =1' -0" 1111 111111 11111111 1111111111 1 I 1111011111111111 I I 111111111111111111 11111111111111 1 111111 1111111111111 11111111 1 111111 11=.11.3111 1"1 11 111 �/r�� ■■ �� ■ ■: � ■ ■ ■ yam ■ _..�� ■ ■ ■■ /_�m/I■■■■■ _ ■■■■■■ ■ ■ ■ ■■ B `VEST ELEVATION SCALE: 4" =1' -0" • • • • • • • • • • • .. • .0 .... .. • • • .. • .. • .. • • • • .. • • • O • • • • • • • O ... • .. • • ...... .. • • ... • • .. • • .. • • • Y pH.l.l a.sfa.lW 81•nll )NS t►: N L L J z L1 z LLl 0 (1) (/) LiJ 0 \V\ L1 LL 0 m n 0 0 Ln LC) (0 LL 5 LC) O V) LL 0 U) DRAWN KERRY CHECKED C.C.M. DATE MAY 02 SCALE SHOWN SHEET A -8 llvaur • tr _TIC_: rIt l g ivyf? 0 t r.),.1 Nfglo p Zc.f4 A:'A / i e I- 4. kl� '��.a�tl , r �3^ IF 4r ` r ■`,1{lt t.,k1' t l., ( 1 �j (1• • P lL ►_ f ; 51 l,� S }:4�)5t L } j 111 .i'[1 ■\c .2 ••:aI 4 GENEVit. SPECIFICW 17 1 -‘ eo w Irt A QEsCa1PTtON Yt`S 7 140 1 a 4 L 1 i__J FtL1IQ SYS r I'. HGuL1NG � � __�' T1 LE ( a 5 CootNC3' HANDRAIL , / t G ? LAMGGR `v2aL IV:. C; I V C( 16041'41? si 'i T O N Y , t• 8 r {5QrK r, 0 9 r PF_Ctt.1L. FtTTo • . 17 1 51 P►1ON at?GdK rLP 1- II 13,..._ r l 2 1 14 I t, 1(4, -7 L►Gitr5 r NAG T E V-. t_ PUMV 6CCc5e. Y_ettiiov4LS 1/ - , D'MUUC( ceO 7 wroeQ e>.L1 F . VSGUUM Ci.EbN?it � 4. I t 1 t/5 I r to t" at t rest K 1T I C D9cucas V MECLOC 1"2Nrjt; • FENCE °; Gt i- j�-µEIL rc.� f 5. sceeEN E4 LOs0 0 t. a 0 • L t .8•YsYes w &T POOL PLAN • 1 . G L A N N GRAIN • VJM.t. THICKNES " s : Qou LO CONG. -- co " c3 tJ 11 4 FLOOSA TNIC ct s : PO ego CONC...., G.' GUNITCD (o t • • - POOL 17 -o �'-- 1+ e P.V.C. LINE TO PUMP NOTE.: 2EL1Er VM.vS. ONLY WHEN eEQ'O. TY PI C L C12025 SECTI WATER L -LVEL TYPICAL Jir 4012 DE CAPSC 1TY ERFAKING POINT t •y- I + rattly C EE NM a OECING IN 0Q1s4� �`.•r✓ G---.c-. ��--- �-- -'- 4r« tv_�1 PeFCesT cor,c, 4rEGt. BE.INrtORCING iN vALLI..iik R'JSTP200ts P14EQat.eS4 No11 0211∎IN GTION WITH DIVING 80WL • K 4 L TR.- HP-PUMP F1LVE12 f-- f , 1=- ' - �I o -0' > t+ -- -',V •U • j ---'•' i ENCASE MAIN 02411.1 LINE IN GONG• SIGHT GLess Io r >: 1 : ill Cj TO POO %V2 VACUUM &ND SKtt'dMEtt LINE t%t McIN OWN UNE • RETURN _ S btND G.RAVE.L FILTER _f DETAIL '• 11/4 4) WASTE LINE +fl/ 5.c3• MULTI-902.T VALVE (09110iJe1.) SEE SGNEM. >QOti gTSNOo8D Y►LVING D GB RaMIC TI%. t • WAT LEVEL f\R _ . R 11t1°ttir' PIA &tN Rttt 4Ao ' . ' r 't` Q EO gEt FO lS. Q i et �tE G S 0 �N R pF; �8� t ;, a4� L� vke 0 E 0R0ttlAttC�S Nl 1 �� "1E • a rtt n ER �p J 4 S• t;1�•• f 9L©P� 1U s t . w/ •xC, OW"' .� E p,PPRO 8)46 0Nc. >c 14 vr I��ryE T. IN IMUM • lt3rf+ pF OetC G / .r SL M, DETAI L 5EE OECKQtr. S t;0 "E 6th i p� t a . t� Qt`.0 !3'• ? •;,ti,11x C f pl u� t �•� L ,�„ •s K ,1!`� 1��` 0 ` ittr S1',01 t;R to gU3 � ; � t \ jy WO is A"I;�E� `� `,C lttra RL�'�� TYPIC&L WA41. SECTION S TO W LE`s STEEL. 1 trt • wive. e, G... s14AI -' i \• I� ER DEMI c alla RELIED _: r v11T 1 _-- 1 F &Np ' �� t To 4 S6NO t . DAEWJEE (GCE, If • 4 - COARSE Si140 TO 1/2`GV.LVEL f+(2TO 1• Gt2AVEL coca - t o /to W W P O L DATd pQo _ CdPDGITY i iiibutYGL ptt•TE� ".4 tt.e.. I - 1 l , t� FILTRATION Rwre 5o GP BtCKWAc,H RATE• � QGT"E FRUMP SILL~ 4 , r .>e 4 t# 5 SOT r (3 "cov R) +- PAPER. 02 SrEEt_ Tex 5. FOR G' rE e,etC■Ctnlc3 y TO I" GQGvCL eLecr QALIIIL 4 #u.-rw iN feL- ----i -to PAUL PUMP � E p w► !vs .540 t•et 11. MAIN P A I W O i l s " " / GOPtt•JG Pout, ZOT *v �ratu>rdcS= =4. g E� HbH _ III, • „ - Y.t r s 3 /``<ti 9ke.,`� TEPe � , Ht 1 dl L. DET4s11. r s • r .' t - O 14 1 `� y 31 00) N ` c � N IL)POOL 15 0'1'0 ez Lae. T111C1 4 3 . (IN! FO MVLla © 4 C1-4 QRT I^Oi POOL.._ E3OTT, SLd2' WIT H NYDI!ZOSTL\,TIC UPLIFT t,N SPIN- O-MLTIC FILTER LPIPIUC DETAIL eI.TEQN&TE ECTION /DP OF PQOL t I_SV. 4in .0 i=os. POO Le, ov ? DS- -tea pget7, &Dv* 3 COV . 2, tws e Lt. Dg SN 0 ' 44N ^- LOo.1a__CeVIT t s -t• "1+0 POOL ._L POJ114r_. _ G 2o55 Less H Q¢.0 .EU V% _ N GT_ - V P LLF1' 2 ' a .. III is TN•J IN) ` /i , 6 . tro OANtt. 2OAH1 Iv..ItY4t4 W.►'• 2. 9. PUMP P orzo o e. tl,. : q G RM. NOTE Ds2awING NO. '1 , FC2 PLO-. LLYOVT, PECK. Pt MEN51ONr,, PLOT PLON, ' � .- 1 E0 1 JLES, POOL LOCATION, ANO SPECIAL. OBTAILS S.= SHEET lJo. 2 . A'_L S5/l1MMiN /0 L5 `'WALL Qsf QZ Oti 20GK. OIL I) ttf; 5 A■0 • • ALL`VALLcr btNO sHtivt,. EE Gt1•ITEO 02 QOUV -E.O CON.. cONCe6Tw 91.1ALI• •, • to E A c•-omP LEGSStVE STS?.H•■TH OP 3000 P51 414: :. G 28 GN'- G _ 3. AL'. FZE:tNF:tRGt•G caTEE.I. SHALL 1J6 INTERNQ016.111•y<..:=,, BR8 %E ci EF_L C- ONFORMING to AS, X .) D- '3Q1. .+ s-=�l e �1r+GLt. et2 EeCNT, Lb ?PBtit 6NV PLOG.ti?v .'.K r IN AccpP.pANe e. WITH T14E A.c.1, 41'104 tr4O '3PE.CI i=1CA.TtONS, At.t POOL. PIPING SHALL es P.V.G. ' CN$O .�C .:. ANO titjEG1: THtr N • S. F• OF APPROVdt. >a4G1Cw45N S1•+0.4.1. t ro AN Li ki t)e.e. f?vot. B LIMP Ox y'I SG . Fr. MIN. AeEaD Oc WA.I;EO O2AtN 14 GK., t.eY1)$ I ?Qt rlof4, wATE�WQr' t: 1 G.. IN 4G<42GA11G4 w I T i4 t.O C,1. D iL D N h NC.Te, _5'ec:: G' o / �'� /3 c • S. o+ ;P0sto. OC POOL V .1 E2- gHStt. cos :ottM TO )CG.:' 500•1• OC rNE y.F, 1,C. ., GizaDtNCs ei1181.L. CO•CtN,, VOiJDI•G OG POOI. Werssa, TO w%1'-4 tN 1.01' LINES ►Np Such PONOiNCt Sti;eLt. NOT PER_ j4r Fps_ MT141.4 o2T141.4 N tZ -1- Otl APTEE. DISCHARGE. ., 7, 0 Rt.T er Mtt'J Cstbut' 4 L 1-4/we 402.EE A2Ets Ir4utt. TI 1.4E4 TIIE AREA OF THE SUCTION LINE 8, WGrat? SUPPLY AND O15DO 51461-1- at"s 1NSr4l.t.EC� . Ir: 1 /a 50 TWAT TI•IEZE Ie. NO c?oc CoNNEcrtot4 4./11.t. A i7 '...1 jT1c_ WAT .0 . utPLY OtZ W&1 .I'V,POSAI. 5Y51 E M 11N STRAINER 9•ttLL HAVERES:A /ABLE SCEIttr, -: .Wt -1+ b FQEr 42G/4 3 TIMES TNq A2i;0"0FTrIE SUCTION 10. GN2 tslLrere. .HALL we a F.I.r2ATt(5N r bra I.1.- IC ExCCrE17 3 G. P. ts.A . PER. S',2. Fr. OF FtLr»2. AaEA . Kt' ecc<wA514 React 126© 11. Gt_L ►+' FTALL1C. CONt7U1T, PIPING SYSTEM,t2E1NFORCIE4 iTc =_ LIGs:TING FIK'rUI2_ .c ANC) P11.1,J HOUSiWS, 1.1E^i'_ Qptz."ri 0P LLB ©DeCe ., DiVINv 8,08¢0$ 6.t' o ,. T:: •� SUPPOOr BANDED TOGETHER AN; GC?OUNDED b COMMON 3ZoUNO. TH�t' eCIvotivG CQIVDUCTO 'ro . 's 4 LL. NpT 8E SMAl.LHSL T,itiN 8 copoere 12. t-10 OvE2YtS.A0 W1(210c. w►ttat/...to VT o POOL'. • J c.W V %V %t l S. S01L.. S"TAXFs1 1 1"" :. AcFT'eZ. VIbJAte tW %PIC tot4 o'r t,01 Soli. 0;�A -•. .�� (, . LF .;1:k4 - i± C20f1 / U1 1 0_ - V . t] U �.. .. 1 Yr 1 . F >♦ . 1� F�: [J.I C.... � !..w.. �L.. ra Yom. l' '�.� -1.. 1 Via' [. . 1 '0 0 A r • D o lv f c l f • • SWIMMING POOL MASTER DEY•Il. 'SHEET -. • ENG. JOSQU%N VA1Q EZ,. ?P. E. - I toq 1 • it • Easement Rea'tf. yes � No Q Surrey /�to.kei Req'd. Yes K# No (T Tree Rel d, Yee KV No C] Pennissiort Req' Yss X t' f Covnty Air a,} pA/t Dr. Oist. fi ri , Yes CI No 0, Tel, A1f2cfimeot Pet t" Yes PO No `o r,fy County'_R to FCC RR ?Croy ReTr.est tel. Co. Set Po1ee ReT.es! Ter: Co. Tfonsret L I . N4 pEH TRCNCH RT.. N LIN - pr, ?N duct TRAt,SA ? OLE1 - ' HANK FT. W QVRIea 6GQV 1SKV KV d lrBVARIN - KV 15KV KV —r: — — - - - - -- )T11 . 600,V ISKV' ' KV 5 rixi-e<mG, 'ME =. t )caR1C s 1 — ! RD f\Q.C . T[ "C? ". f-W _K`3 i / FLORIDA POWER & LIGIHT COMPANY - r {� 1�F.� aI ( fto (bR' p� p / VCR *" {V { `0 1' En o_t g.tv/ii 0 mkt) f Date '1 t ( „--��.3 Yf . ORA INN BY • _ CEC H O BY S,. R._ E. 1Pri. Map No. u`d��eaa_ FOIMA 14513 REV. taie4 Rural Location sec> TWP. Lt. Mao No. S10/ [ yo too. f ER No _L ' W.ir yy' • r e7; 0 Jr� : 44r E 8 f � ;ti I749 61" ► 3 W+•Liiai..d.RVbl.l ' wiFNK. .1**••• • �].ty„•*, _...y... .w... .,..r...�.�.aav !► s■. -.e......a..... v... • • - ji ,y�.a✓Yo... rv.+�.J w 41). r 7 u ► G• 3 OD Z`T' J ti 1� rdt1 Ugh 4 t� f �.w ..:tom. .•A,....:.,1 Tin= ifrf g J i c t3 r . i x C);J f6, , f32 0 : s'! J A J3 ;6 J ( _Y w.YwrYM a'v4.y1.+Wt'a�.artsw•.T'ra' I t ., w. 4._.a_ .. .....•...r. - : ..1,r . 1..acv..44.se....+as+ A 1 A ti fife ; t ), . � k) V .,a, ft. `1;4jAte 51., k r ! !r. t`i0 7.ai fit •'t , ►z,a.MMhJ t. el? !lion �t 'r r � 0 4 !it)Ci.ii't rf' �� j lR,i� :�,:sk.jYt1 "i1�5 it' }ropy`:- J �' 113 �xj�f �w ' ,�4,i� r *4* r c4 � . ts.•s ')tF 1'digtyo'T.ti car l M� C p pOL.GUTION CO N'I1ft MBTRG,POLITIlN DADS COUNTY > SEWAGE pl$PggAI, Facilities ONLY taw!, By 4 - - — ( d r.PRA 44.1 tt tt 2.4.A A 1Z r vY� (SAC? \V/ �#= rte A {ry u X v: t Q/ to w. 1 $ ov C.L.- /\ \V .1: L. 1 5, Alr 444 Tom,fpOVb vi Os) tf: WOO P`iVit:1 � 1`I., �/(��•. _l.Ar \14 ?`. _. t tqstUt, %o Mp tc s .R " r i < • ..: ` i% ( c f 3 4 / \v f•i ?yam ° (0tJV, 204 Aktip .'`•4` <•t c1 F2� • t - p�Ct�:eC 04 - \�J/ CiRC; Pale ) e / z et 13 ycstes. : . • Lt irfi+etb.1IW' 0 I � '? 11XI 1W1 TRUSS LENGTHS GIRCRS SINGLE DOUBLE t TRIPLE LEN tO —SCAB 1—SCAB 2 —SCA3 :O —SCAB 1 —SCAB 2 —SCA3 :0 —SCAl 1 —SCAM 2 —SCAB 14' 15' 16' 1 7' 1a 19. 2.0' 21' 22' 23' 24' 25' 25' 27' 2V 29' 30' 31' 32' 33' 34' GIRDERS IMPRACTICAL 20'8" 23'0" 23'0" 1 21'0" 21'0•' t 17'4" 19'0" t 15'8" 1'7' • 14'8" 16'0., s 13'4" t 12'4" s 1 1 ' 8" 11'0" 10'4" 9' 9'0" : 8'8" : 8'0" t 7'4" t 6'4" 5'8" 5'C" r 15'0" 13'8" 12'8" 11'8" 11'0" 10'0" 9' 8' 8" 8'0" 7 , 4 " § e 3111 6'4" 5 4' 6" Tn/ S ett: 19'0" :7' 8" 16'_ I5'3" 13'8" 12'8" 11'8" 11'0" 10'0" 9'4" 8'6" 8'0" 7, 5 , 8 " 5'0 " 5'0" 4'8" TO BUILD— INSUFFICIENT 2 40'0 40'0" 40'0" 33'4" 40'0' 40'3' : 27'4" t• 23'4" t 23'8" 35'0" 3 29'5' 22'0" 20'8" 19'4" 18'4" 17'4" 16'4" • s 13'4" s 1 : 12'4" 33 36'3" L3'4" 31'0" 29'0" 27'4" 25' 8" 24'0" 22'6" 21'4" 20'4" : 15'8" 18'4" 6'8" s 14'8" 17'8" 6'4" : 14'0" 16'8" 16'0" 15' 14'8" 40'0" C7'6" ✓5'0" 32'8" 30'8" 28'8" 27'0" 25'8" 24'0" 23'0" 21'8" 20'8" SPACE FOR WEB MEMBERS s 40'0" 40'0" 40'0" s 40'0" 40'0" 40'0" 40 0' '0' 411' t 40'0" : 40'0" t 37'4" s 35'0" t 32'8" s 30'8" 29'0" 27'4" 26'0" 19'8" : 24'8" 18'8" : 23'4" 17'8" : 22'4" 16'8" t 21'4" 15'8" t 20'4" 15'0" : 19'4" O e, 0 " 40'0" „ 40'0" 4 40'0' 40'0" 40'0" 40'0" 40'0" 40'0" 4 :0.'0" 37'8" 39'8" 35'4" 37'4" 33'4" 35'4" 31'8" 33'4" 30'0" 31'6" 28'4" 30'0" 27'0" 28' 8" 25'8" 27'4" 24'4" 26'0" 23'4" .25'0" 22'4" • 24'0" 21 ' 2 3' 0 " IA1`�r FASTEN GIRDERS AND SCABS TOGETHER AS FOLLOWS: Bottom Chords: Nails for the VIKING RANGER are sufficient.to fasten first member to second. Third member shall be attached to second with the following number of nails for each supported truss: 2 -16d nails for tresses up to 16' span, 4 -16d to 32', and 6 -16d to 40'. For four or more members use (1) ---T" thru —liolt for truss spans up to 32' and (2) 4" thru— bolts to 40'. Bolts require washers both ends. Top Chords 1; Webs shall be fastened with 16d nails @ 12" o.c. throughout, (from both faces if three members). Fasten truss to girder with VIKING TRUSS HANGER using £ -16d common nails. For single member girder, nails should be clinched. Attach truss to hanger with 3 -16d nails, clinched. Bottom chords may be reinforced with scabs to provide additional load capacity as shown in table at left. Scabs mist be of same size and grade as bottom chord and shall be attached in the shop to girder truss as per '_h.dule at left. If splice is r'q'd in scab, it is preferable to locate spice 4' or more from bottom chord splice. Cc,-,nr_wtor plates are req'd ; i on both faces of scab at splice and shall be a I —b . 1 • Top Chord Bot Chord Webs 7 -9.9 4 -3.6 4 -3.6 6L 12 i' � 4 -8.1 9 -9.9 7 -8.1 2x6 #1 Southern Pine or Fir -Larch 2x8 #1 Southern Pine or Fir -Larch 2x4 #2 MG Southern Pine or 2x4 #2 Fir -Larch See Drwg. 13000 on reverse side of this sheet for bearing details. * Not req'd with 8 Nom. Brg. or 6" Nom. Heel Ht. eenneeters ar. 20 tog* galvanised steel end stall be applied to both facts of truss at each joint. tJJ B a...11 to Located as them either centered. or located by tireless (e) or dteeas,ons. Telsranc, ef[s• �ssd up to 1cl of given area is perettted. C1/TINS and tk" ?ICATIYi requires *quip-sent which will produce snug- fitting joints •rd plates. , IStiP.ALL LET;n:iS stasis. a" burins tech *rd. bearing widths up to 6" say t, tied, pet-exiting as tncresae to oe,rall Teegtb up to 6 ". CCS :6V STA. \. ^.AOTS confer. ritb applicable provietors rf "National sign Speeif:cation for Stress - Grade evictor .cd Tu Taeteotegs" ( VyVA ) and - Cosign Specifications for Light "teal Plate Connteted rood Trusses" t TPI ). fiT..D BP.ACrla is not the rupetelbiltty of the truss desttter, plate asoufacturer, nor trust fabricator. tiric-tsireetirg trusser u• cautscr.d to seek prefesetrcal .dvtt■ regarding erection treceng vbeth is always requited to prevent topp'int and do :inetct dcring mottoes. and p.reanent bracing vtich say to required in tpeetfic appllsstione. Truuu shall to erected and fattened to a etratght and plumb position. Yter. no ahestht; is appltei directly to try chords, they vial! lit traced at )' -0" ,.e. tax. Where no rigid ceiling is applied dtreetly to bettca chord's, they shall tel braced at 10•-0" e.c. ass. Trusses shall be handled with rtatrtable taro dcrirg fabrication, shipping, aad erection to pr.,tet extortive donate. TYPE GIRDER 68P r L".:s...� . _.........__....... _.... -. ......._,,....�....�..,..a..... ....-...,..��.......,. ......- •.r_<_c�_s,:.. ?..., .,..,...«....._.... -i '.yam " ::Z.i'Z`Ti'.•.�...t W'..it,..� '.�T,.tT:Y"..af i 12 5 -18.0 411 Nom. GIRDER LENGTH A1t7t Chkd e By owing Top Chord 45 psf of Chord 10 psf Tot. Load 55 psf ur. Factor331% Spac ing SEE CHART .`.:e::.' +.'^.•.YS s �is+.c RWB Date 8/22/72 LENGTH 34'0" s•.tvacss- as�acsamirrmr� trr.>.caoerasa, ITCH 3/12 sarrsrcase+-armaas ►Z� VIKING CONNECTORS • • • • • . • 1 U L 1 4 , ••.u•j..••uu•■•■•uuuuwuuuuu • ■I■■■ ■••■ ■■••i••••■■■■■■■ ■ ■l• ■•••r ■■■ ■ ■l• ■ ■ ■ ■ ■ ■ ■ ■ ■ ■• ■• ■l'I IMO ■ ■ ■■ ■■••• ■ ■ /■■a ■l■ ■■ /!i■■ mum ■■ ■■■■//■■•■■■ ■ ilor drill ■A■■■■■■■■■■■u■■■■■ ►.mil/■■■ ■////■■ 1 ■•■ /■■■■■ // /■ ■•r■■ _ ■■■■■ ■•■ ■■fir► ■• ■ . ■■■■. ■■■■ u ■■■_■!.■_ ■•■R. MOON ■ ■aaaPi ■ ' 0G? ai� • ■ ■ ■■ ■lull ■ ■• /4■ ,11,r • uu uu uuaa ■ a ■ iii x ri ; ° • aaaaia ■. Di ti `Al • ■■■■ ■■ =■►.l•■■ ■u x .a ,. ■■■■ ■■■ ■■•■ ■ .. ,‘ ./ ' gs 11•110 ■■•�� ■l•■ l'i Di A•■ ■ ■■■■■l■G• ■••■ 'AIM AIM ■■ Graphs show limitations of common bearing conditions for various combinations of girder and truss lengths. The line below each bearing condition is the maximum for that particular type of support. Bearing blocks are used to increase the bearing surface; their method of attachment is shown at left. Scabs used to reinforce bottom chords as shown on girder drawing will also serve as bearing blocks. These graphs are for use with girders fabricated from Southern Pine or Fir — Larch. C•maettors are 20 gap galvanised steel sad shall be 'pilled to bath faros of truss at sack joist. hates shall be located as ahoy', either centered, or located by circles (e) or limitations. Telerasco of up to 1011 of given atsa is permitted. CU INO l requires stuipant which will produce snug- fitting joints and plates. OYILLL LUI assume ear n` cock end. Searing widths up to 6" may be used, permitting an ' is over. 1 en`tk up to 6•. D B�t4YD�lg� conform with applicable provisions of "National Design Specification for S - Grade um sr as • Sae•s" ( W ) and Design Specifications for Light Metal Plate Cona.etd food Trusses" ( t?1 ). P ELD .LCINO i■ net the responsibility of tbo trues designer, plats nanutactur•r, or truss fahricater. Potions erecting trusses are csutiosel to seek professional advice regarding erection bracing which is always requitd to p toppling sea/ dominoiag during erection, and permanent bracing which ay b. required is spesifie applications. trusses shall be *rooted and fastened in a straight and plumb position. Where ■e chestking is appIjed directly to top chords, they shall b• braced at 3' -0" ..e. max. mote no rigid ceiling 1s applied directly to bottom chords, they shall be braced at 10'-0" e.c. sax. trustee skill be handled with reesonable care during fabrication, shipping, and erection to p t ivo damage. Dr : Lt �.• oa. ng Top Chord 45 psf Bot Chord 10 psf Tot. Load 55 psf Dur. Factor 33+% Spacin TYPE Drwg. No. 13000 LENGTH PITCH to 9 GIRDER 1 4 15 20 0 4 25 30 Attach nails. attach on far Length of Supported Truss 0 ■ �■U•//� •• milm.mmumummom u!i ■■■■•■■•■■e!: / ■ ■■Il••■•usd■• ► .1■ ■■uM•P■m/•/• ■ / C' •■'A■■a■ ■a■■ 20 ti MP: ■ ■■ ■■ '`0.■•KA■ Mari : :•■ G 1. ' ■ M W' l r x w ti ° ■ � re G AS 0 Eh Wai ■/ 4NU x , ■• ■ ■OVAMME �■►.■■ '■_ . will ■■■ ■■I.i■ ■ ■■ ■I /•/ ■l WA x ■■•l■ ■■ ►I ■ ■ ■ ■ ■O'/■ ■ ■•U' ■A .• ■ ■ ■■ ■ ■■ ■ ■• ■•■••Pi= ■• ■• ■P'A <b ■ u ■lul■ Will•■ ■c.■ ■■■■■; I•■ •■l•l■■■■ 1 e . • A•■•■ ■r , , 4011111•11 4011111•11 4011111•11 , Q� I•■■■•• 'j• /■•■■ s 0 OMMOMM MOM G am' i ce ■ MUM 0 OM V ■ x _ !4■■ SINGLE AMP BEARING BLOCK DETAIL 2x6 x 12" Block in shop with 9.ae10d If 2 Blocks are req'd, the other one likewise face of far girder. 15 25 30 BEARING REQUIREMENTS FOR GIRDERS 1 20 2 30 40 10 15 I •///■ ■ ■■■m■■ ■ / ■wma /•�/ ■ ■•// hill ■■ •■■•••■■I' ••■■ ■••■ ■■•ll■/1■ ■■■■• ■'i••l•■•■U ■ /w: mu ■•■■■ ■•/ ■■■•■ ■■•■AndUU ■ ■ ■■ •■■•■ // ■ ■■u■U ■■OP ■ ■■ . ■■ •■ /■s•/ A ■ ■ /:/ OM OM ■l ■■� / /■■ ev UP ■p ■■■■ ■■ AS o ■ . • mm., ■•••■ ■WA■■ ti WAN, ,�i /■ ',.••• ■• ro WO A ./ ■• IOMMEN AM x FAN r iii ■/■ yi■■ �� ■ �o ./■ o o • NW MN R'IU■ '' IN y ■■ ■uu i ■/■■ •A/ •'.•■ ^ o mar !■ ■••or ■■ x ■•■■ Amm MUM :�::::. AIU• .aaaaaa tx x ti o� DOUBLE 20 25 30 TRIPLE t ti •: + • r.:.*,,.t r! Mt e?:r -.c st • r :. �s+v.:. a:.r aet:e: >z.4 a.rp -R... .: , �. .... ...yi a.rt. w..�.v: k., ava;. :;s..wr.v 2x4 To. 2x4 Bot 1 HEM -FIR .r r. -•.n sv 2x4 To 1 �e:. rY:.,�r. r .. id; 2x4 Bot .. V rc: t- , z «..,. FIR - LARCH . ::..cra: 2x4 To 2x4 Bot SOUTHERN PINE Sel. Str. MC -15 33'0" 32'0" Sel. Str. Dens MC -15 37'4" 37'4" Sel. Str. Dense KD 37'4" 37'4" ' 37'4" 37'4" 36'4" Sel. Str. Dr 32'0" 30'0" Sel. Str. Dense Dry 36'4" 35'8" 3 37'4" 37'4" 35'8" Sel. Str. Dens Dry Sel. Structural KD 36'4" 35'8" '1 MC -15 '1 Dr 30'4" 28'4" 28'0" 26'0" Sel. Str. MC -15 Sel. Struct. Dr Sel. Str. Dr 34'8" #2 MC -15 #2 Dr • ' ; 11 25'0" '8" 22'0" #1 Dense MC -15 36'0" 37'4" 7 1 Dense KD 36'0" 35'0" 34'4" 32'4" 33'8" 31'4" 30'8" 28'8" 37'4" __. 35'4" 1411 30'8" 32'0" 30'8" 28'8" 26'8" 1Dense Dry 35'0" 35'8" ,1 Dense Dry #1 KD • 1 MC -15 34'.4" 34'0" Webs to be 2x3 #2 Hem -Fir, Fir- Larch. 'or Southern Pine; . or 2x4 #3 Hem -Fir, Fir- Larch, or Southern Pine. !1 Dr 32'8" 32'0" 32'8" 30'8" ;1 Dr ;2 Dense KD ;2 Dense Dry #2 MG KD , #2 MG Dr -'2 Dense MC -15 33'8" 7 2 Dense Dry 31'4" #2 MC -15 30'8" 28'8" 26'8" #2 Dry 28'8" '2 KD 2 Dr 28'0" 26'4" 25'0" 23'811 5 -6.3 37' 5-5.4 37'4„ �-/ 5 -5.4 5 -4.5 30 29'4" 2 11 5 -4.5 3 4'8„ ► / x = 1x4 Continuous Lateral Bracing 5 -3.6 28 ' 8 1� 3 -5 4 ;: 4 " ` R M ` required on spans over 26'0" , .. .. y for 2x3 & 27'8" for 2x4 webs. 3-3.6 27'4" .>t CVt1yXJiT( A h1o.6 • U ¢ M cdJp g [ u tN�' \ ? _-------1 3 itt --- _. 12 f1 1 , —= --�_l 3 3 �--__ `' � Size S .Pin e Fir -Lar Hem -Fir 12 12 I �_1 3 -12.6 37'4" 33'0" T 11 for 6 -8.1 37'4" 3 -4.5 37'4" 3 -10.8 36'8" 29'4" 6 -6.3 33'0" 3 -3.6 34'8" 3 -9.9 33'8" 26'8" 2414" 22'0" 19'4" 5 -6.3 28'4" 3 -9.0 30'`4" 5 3 -8.1 27'4" -6.3 only 37'4" Max 3 -7.2 24'4" . i tP � � 3 ID �. i f�a v lg f( ® g i # Edl g i . •• VIbING eonmeetors are 20 gage gsly ani sed steel and shall be applied to both foes of truss at each joint. PiTTei eball to located as shown. either centered, or located by circles (o) or dimensions. Tolerance of up to 104 of green area is permitted. OCTTUNG and FABRICATING requites equipment wbtcb will product 11 26 r •B MJ • N Chkd.B . WR'`L Date 26/71 .. .. .. ,. ._ ..,_ .. -,. ._ _ -.. ,•` _... .. .. „._ _... Q'a, i i r /'� POP CI 45 o t Chord 10 psf Tot • Load 55 psf . Factor t ) u r • 3 3 it Spacing 2'0" o.c. . Dr - - . V10824 aoug- fitting joints and plates. OVERALL LE '. TNS assume e " tearing each end, Peering widths up to 8" m•, be used, permitting an increase in overall length up to 8 ". DESIGN St ASDARDS conform with applicably ,_. ,.. .. _, _ ITCH 3/12 1 provisions of "National Design Specification for Strum - Grade Lumter sod Its Fastenings" ( %FLA I line Design Specifications for Light Metal Plate Connected Wood Trusses" ( TPI ), FIELD BRACING is not tht rs.poosibslrty of the truss designer, plate manufacturer, nor truss fabricator.�ersons erectirg truasen are taut io and to sink professional advice regarding erection bracing which is .trays required to preimoi tppl and ruin g during erection, and permanent bracing which may to n. iri in o h,tth u., Trusses shall to erected and fastened in s straight and plumb pu.itton Where no •tetEir,p spplicat tcat w T • applied directly to top chords, they shall to braced at )' -O" o.c. man. Where no rigid ceiling u • lied directly to bottom chords, the stall to braced •t 10' -0" o.c. max. Truuas shall be handled vitt reesurable care dunrg fabrication, shipping, and erection to preteot esuesivo demerit,. .x;.. - -imulLr".$.'S'mr t i" a77Fi ,!","f°JP .c. -i_3. 17 it 1yl PF MOD. HHOWEri mumarzamEardamweamr HEM —FIR 'u 2x4 Top_2x4 28'4" Fe 'As ' S' AA Bot 32'0" 4t 9,Y-." 0:,;.e., Y: r...✓ W.: r . 1.":: let. .'. 1.• r .}., , - - , , .y FIR —LARCH Sel. Str. Dens MC-15 Sel. Str. Dense Dry Sel. Str. MC- -15_____ Sel. Struct. Dry #1 Dense MC-15 s .ML'.1 �- 2x4 Top 31 ' 8" t./J: 2x4 Bot 32'0" 4ti° e':' f. u4.:_ 4?.t• is NC_i'iN.:i /i•Y' +:uK'::ik'bi9'05: 3;e,.."4,,4 i,d•,t' i• SOUTHERN PINE 2x4 Top 2x4 Bot be'. Str. Dense KD X 32' 0" 32'0" ___ Sel. Str. MC-15 Sel. Str. Dry 27'0" 32'0" 31'0" 30'8" 30'0" 31 ' 0" 32,'0'! 32'0" 32'0" i 32'0" 32'0" 32'0" Sel. Str. Dens Dry_ _31'0" 32'0" # MC-15 25'4" 30'4" Sel • Structural KD 30' 8" ,_ 32' 0 "_ _ Sel. Str. Dry 30'0" 32'0" #1 Dense KD 31'0" 1 32'0" Dry 23'8" 28'4" ,'1. 2 MC-15 22'0" 25'8" #2 Dry 20'4" 24'4" Dense Dry_ 30'0" 1--- Dense Dry 29'8" 32.0"_ -#1 #1 MC -15 29'4" ------ -__ -_a #1 KD 29'0" 32'0" i Webs to be 2x3 #2 Hem—Fir, Fir — Larch, or Southern Pine; or 2x4 #3 Hem —Fir, Fir— Larch, or Southern Pine. #1 Dry 27'4" 32'0" '1 Dry . 27'0" 32'0" '2 Dense MC -15 2.8'0" 32'0" 2 Dense KD 28'4" 32'0" #2 Dense Dry 1 6'0" 1 32. , 0 72 Dense Dry 26'0" 32'0" 31'4" 29'O" — #2 MC -15 25'8" 31'0" #2 MG KD 25'4" 4 2 NG Dr 23'8" #2 Dry 23'8" _ 29'0" . . 5 -4.5 2 KD 23'0" 27'4" 2 Dry 21'8" 25'8" 111 11 2 2 5 -4.5 32'0" 1 7 — * = 1x4 Cont. Lat. Bracing required on spans _ over 26'0" for 2x3 & 27'8" for 2x4 web. i 5 -3.6 30'8" -r- — 3 3.6 a CV, 1/10 ATE r . PS.% 61111 a '' ; : • i f, ° o- .: 12 Size South. Pine or Fir— Larch Hem - Fir _ --/ 3 12 . _�_'�3 f *f0 ESC) N �'. 3 -10.8 32'0" 32'0" Y � —' Size . Pine Fir —Larch Hem— Fir Z -5 , 3-9.0 32'0" 27'8" 3 -8.1 31'4" 25'0" " 5 -7.2 32'0" 32'0" 3 -7.2 27'8" 22'4" 5 -6.3 30'8" 26'8" 3 -6.3 24'4" 19'8" 32'0" Max. , r r£ .' .) CONNECTORS ". N. . -- ."xt'a 4 ,:.k. a!10 JvX £] ':' 1/1K1NG connectors are 20 gage galvanised steel and shall be applied to both faces of truss at each ;hint. 1 r•B MJM Chkd.B WRM Date 6 25 71 Plates shall be located as shown, either centered, or located by circles lo! or dimensions. Tolerant ot. up to 10i of given area is permitted, CITING and FABRICATING requires equipment which will prod cr -...- ... _. _.. -... j� O acing To P p Chord q -5 psf /'� I Ot C 1 O psf 1 ll ,,1 Tot. Load 55 psf fl1� F 7v y imr• actor 33 I 11 J Spacing 2 O o • � . w • t: .. .. _.... ,. ..._ .- ._. _... _. _._., .. .. Drwg • - V1082U - LENGTH 3210t snug— fitting joints and plates, OVERALL LENGTHS assume 4' bearing each end. Bearing widths up to 8 may be used, permitting an increase in overall length up to 8 ". DESIGN STANDARDS conform with applicahl, provisions of 'National Design Specification for Stress — Grade Lumber and Its Fastenings" ( SFFA 1 ane , "resign Specifications for Light .etal Plate Connected Wood Trusses' ( TPI i. FIELD BRACING is not th, responsibility of the truss designer, plate manufacturer, nor truss fabricator. Persona erecting trusses are cautioned to seek professional advice regarding erection bracing which Is always required to prove, topp'icg and dumiaoirg during erection, and permanent bracing which may be required in specific applications. Trusses shall be erected and fastened in a straight and plumb position, Where nu sheathing is applied directly to top chords, they shall be braced at 1' -0" u.c, mar. Where no rigid ceiling is applied directly to bottom chords, they shall to braced at 10' -0" o.c. max. Trus cos shall to handled with reasonable care during fabrication, shipping, and erection to prevent excessive damage. ,1 4... av C:: d 1.T. -i ',. ..',,,,,417%, - " "..k. '. -."" -" ,. •.",..m.AN'. :w :it; .t. v., - .44'. " 2.L PITCH 3/i 2 �_�.��.�.. _. .. ,. .. ..... __... .. ... TYPE tl 1 l I-PJ HOWL .• ?[•.: ,Yi se. 0.,.•.iaei - "'^._� "J _�". ..:: �.� , =_.a: .1. .14. ='� S ,,=....,.-.....e....7.•. `i.�:':.�.,ar:T - . " - .—vca [; - 3,..,, Ix 1M �._..._.__ r ; f r PINE 1 2x4 Top 2x4 Bot HEM-FIR ,2x4 Toj2x4 Boti FIR-LARCH ._. 12x4 fo 2x4 13ot , SOUTHERN I I. ; qtr. `1( -13 . 36'4' • 36',0" Sel. S Dens '1C -15 x'42'4" ' 42'4 Sel. Str. Dense Klli 42'_4" 12'.1a del. _ __� " 33 8 Sl St Dense _Dry 41'4" -12'_4 "_ 'Sete Str. llens_Dry+ -11' , 42'4" �tr. Dry i_ 33'0" 1 1, e. re � " 1 NC-15 30'8" 31 31 '0" Sel . Str. . MC-15 , 41' __ i X12' 4" So1 . Structural KD 41'0" 42'4" ,� r 0 2) ��-- • - : 38'8" 5 Sel . Str, Dry , 38'8" 41'8" _ - -1 Drt: Sel . Struct.. Dr _ - - - -( r - 2C ' 4 ; 26' 0" �`1 Dense SIC -1 5 `10' 4" 42' " _.. t f1 Dense Kll i 410 4 ". 42 ' 4 1 2 . 3 r 8 " ! , 24' X4,1 c1 Dense Dry 1 a.• r ' 01' 40' 8" t �r 1 Dense Dry • 36' 8" .40' `4,t Fir-Larch, or Hem -Fir. ,',1 �}C -15 36'.,1" 38'4" a 36'0 37'8",....w It }:ern Pine; "1 - - ---- _ 33 1 36' wr ) llr\ . Fir- Larch, , 2 Dense__MC -15 3J1' !" 1 37 Dense KD __ 3 or Southern Pine. Use only ? llense Dry 1 31 4 34 4 2 Dc nee Dry 1 „ 7 MC-1 � � 31'0" 32'.0' #2 MG Kll � 30'8" , 32'4" 2x4 webs for is over 38 0 ` = _ c - - - - -- +- - -- �..__ 1 ; 30'0" 42 ' 4 ,t; t � #2 D 1 28' 0" ! 30' 0" J 2 MG Dry_ 1 223 0 15_7,2142,,411 �r2 KD i 27 . 2 3 3 I t' /2 llry 25' 0" 26'0" 3` , 8 ,, 5 -6.3 136' 8 "; _ _.... -- 15-5.4_131'4"; 1 4- 4.5.42'4" • 1 .1 _ 2 _� 3-5.4'40'8".1, �'� 1.--- _ -__- -� % 1 3 — 4. ! 36'811 `\ >_-�1 :: -- art r t 4-7 i _6 -8.1 42'4 ,6 -6.3 36'8 "' r j6 12 1 T�� li Splice , No Splice . 6 -9 9;42 8 "! L6 -8 - ' 8''i !,37.5.4!.4(7) ' 8" 3 -4.5 36'8"j •12 '-- --__ 12 -] 3 ;4 Max 3 -2.7 Note: Spans greater than 32'0" require 6" nom. brg• for Hem -Fir Bottom Chords. _>.ssar..r. _.._ auso,e., e-..sa.acr_. vf..e.. , p.<trtrst tu n t __ C hkd By W , w - .a :'•' ennnee Ctrs are :0 Rage ga Iran, uA steel and still to applied tr to to ...CPS of truss +t ear , nt. Dr. BY �i•ht . :'urea Stall be l located sLuv aed a• .A L melon l rc s ln or d ah rns, i row <• „f . .... � :- - ., a�e�..r : ss+m+_ - •ran-• -�. ▪ a t, t al of located a ttttor J oints and r ! ra n ;er:tt :rd. etttrr •Toter d <r Inc +t , and rt t im, lon l o• e di nt •etch 1,11 s.. p'oduer a • LU tI(Iln� Drb f X ii 1 , nt R- fLt.s, _t' .1 IFS assn.,. ' t•r ,a A erd, Y an R `a vt th oral rd•.hs tp to R' ♦ Y• LL ` _' 4 re us d. permtlttrR s lte..aa to , era11 1 ,{ h .r u N •+ ;11`.'11 re a rr_.tst - lop Chord `43 p.�,f Y :`• � • � '�°'�`��'fe' Y 4,: '5 . 1� J•1V •.• -f '\•:coral ,m n for ..ra •r+ ..er and ;..a i t tral" all any :Rn 'rertft<att..r ,r °•lel tlate t tress Connected sold a 1 T1.1 r'L'i "'el."? nt ".. r iot Chord 10 psf LENGTH 42' 4" aponstDtlttr of tt• designer, plate saoufa <turer, ,t. s tru r. fafrc <atnr. Ters. er•< true sec _ 4 �......rr _ h n �� C r'-• `��!'a are Cast:nt.eA o slit prefes•tutal advt<r re;srdtrg ertretnr. 'Tar, :,( rl t o S e+r e • r I t: pttnnotrir '., nd pel•.rel .] v.0 Crr•d to a stra, a •.t J a strt d Ltf1 �t1J° y to t l crses s1s11 be erne led a ••o r. g spd :tree b • ste l er Cafe to L <nrrds, .11 " e :.raced . :e .. r R •La1 to :..d e. 'Pacing 2' 0" o . e "r1I'I: KK .a reasonable care , '�r.r (t r•Cr tra c.•, - trs• and . •t't fr..e A_ .;.r _ ... _... ...:......".._....... -..- _ _...... :. __-�..�..-.e ..1.'-' 1,.:: :la.: 1.'2:°=7G.....1',VS:I .aa`..':. 1x4 Cont. Lat. Bracing req'd. on spans over 35'0" for 2x3 & 38'0" for 2x4 webs. 1x4 Cont. Lat. Bracing req'd. on spans over 37'8" for 2x3 & 40'0" for 2x4 webs. S. Pine `_- Size . Fir- Lar_t_Hem -'ir ; 14 10_•81 -_42'4 " 36`'4 »1 1 f 3-12.6; 42'4" L_34'4" 13 -10.8; 37'0" '3 -9.9 34'0" 27'0" i3-9.0 : 30'8" 1 24'8" 75 27'8" 1 29'4" r,+tyrxtsr ..a'f r. -a :l erY ,w:m64,, dns'L .F ..::?.Ma. a.+.,• F- . a,0xk:.n1u.. . ":f13.•7L,Y::nK .h.:..:T3 t..Y;:$r:. terra. rte`. r.B MJM Chkd.B RWB Date 2 24% 2 Drwg. V10004 LENGTH PITCH Varies CONK CTO S VIKING connectors are 20 gage galvsniaed steel and shall be applied to both faces of truss at each joint. Pii ea shs11 be located as shown, either centered, or located by circles (o) cr dimensions. Tolerance of VG end FABRICATING requires equipment vbich will up to 10' of given area is permitted. CUTTING Q roduce p snug - fitting ;clots and plates. CSERALL LENGTHS assume 4" bearing each end. Bearing widths up to 8" ma■ be used, permitting en increase in overall length up to B ". DESIGN STANDARDS conform with applicable provisions of 'National Design Specification for Stress - Grede Lumber and Its Fastenings" ( NFPA ) •nc "Design Specifications for Light Metal Plate Connected Wood Trusses" ( TP1 ). FIELD BRACING is not the responsibility of the truss designer, plate manufacturer, ner truss fabricator. Persons erecting trusser are cautioned to seek professional advice regarding erection bracing which is always required to prevent toppling and dominotrg during erection. and permanent tracing vhtch may be required in specific applications. Trusses shall he erected and fastened in a straight and plumb positron. Where no sheatbiGF is applied directly to top chords, they shall be braced at 1 -0" o.e. mar. Where no rigid ceiling 1, applied directly to bottom chords, they shall be braced It 10' -0" o.c. mar. Trusses shall be handled vitt resson•ble cars during fabncstion, shipping, and erection to preieot excessive damage. tqa 20, :.a.ocrt t, Top Chord : 2x4 #2 So. Pine, Fir -Larch or Hem -Fir *Bot Chord : 2x3 #3 So. Pine, Fir -Larch or Hem -Fir Webs : 2x3 or 2x4 #3 So. Pine, Fir-Larch or Hem -Fir '4'011 1 3 -3.6 Cut from 2x6 or larger as required 3 -3.6 8'0" 1 5 -3.6 Z -5 5 -3.6 Z -5 3 -3.6 16'0" 3 -3.6 3 -3.6 A 2'011 o .'c. 20'0" A Girder truss or bearing wall 16d toe -nail into each truss SECTION A -A — For longer valley members, max. web spacing is 6' 12 oa ing Top Chord 45 psf of Chord 10 psf Tot. Load 55 psf ur. Factor 33' -,0 Spacing 2'0" o.c. TYPICAL FRAMING PLAN *2x3 cut from nominal 2x6 same slope as roof TYPE VALLEY DET. Common TrusE.es { / ;ALLEY S s 1 Common Trusses j r,+tyrxtsr ..a'f r. -a :l erY ,w:m64,, dns'L .F ..::?.Ma. a.+.,• F- . a,0xk:.n1u.. . ":f13.•7L,Y::nK .h.:..:T3 t..Y;:$r:. terra. rte`. r.B MJM Chkd.B RWB Date 2 24% 2 Drwg. V10004 LENGTH PITCH Varies CONK CTO S VIKING connectors are 20 gage galvsniaed steel and shall be applied to both faces of truss at each joint. Pii ea shs11 be located as shown, either centered, or located by circles (o) cr dimensions. Tolerance of VG end FABRICATING requires equipment vbich will up to 10' of given area is permitted. CUTTING Q roduce p snug - fitting ;clots and plates. CSERALL LENGTHS assume 4" bearing each end. Bearing widths up to 8" ma■ be used, permitting en increase in overall length up to B ". DESIGN STANDARDS conform with applicable provisions of 'National Design Specification for Stress - Grede Lumber and Its Fastenings" ( NFPA ) •nc "Design Specifications for Light Metal Plate Connected Wood Trusses" ( TP1 ). FIELD BRACING is not the responsibility of the truss designer, plate manufacturer, ner truss fabricator. Persons erecting trusser are cautioned to seek professional advice regarding erection bracing which is always required to prevent toppling and dominotrg during erection. and permanent tracing vhtch may be required in specific applications. Trusses shall he erected and fastened in a straight and plumb positron. Where no sheatbiGF is applied directly to top chords, they shall be braced at 1 -0" o.e. mar. Where no rigid ceiling 1, applied directly to bottom chords, they shall be braced It 10' -0" o.c. mar. Trusses shall be handled vitt resson•ble cars during fabncstion, shipping, and erection to preieot excessive damage. tqa 20, :.a.ocrt t, Top Chord : 2x4 #2 So. Pine, Fir -Larch or Hem -Fir *Bot Chord : 2x3 #3 So. Pine, Fir -Larch or Hem -Fir Webs : 2x3 or 2x4 #3 So. Pine, Fir-Larch or Hem -Fir '4'011 1 3 -3.6 Cut from 2x6 or larger as required 3 -3.6 8'0" 1 5 -3.6 Z -5 5 -3.6 Z -5 3 -3.6 16'0" 3 -3.6 3 -3.6 A 2'011 o .'c. 20'0" A Girder truss or bearing wall 16d toe -nail into each truss SECTION A -A — For longer valley members, max. web spacing is 6' 12 oa ing Top Chord 45 psf of Chord 10 psf Tot. Load 55 psf ur. Factor 33' -,0 Spacing 2'0" o.c. TYPICAL FRAMING PLAN *2x3 cut from nominal 2x6 same slope as roof TYPE VALLEY DET. art ✓s05 > :: .. .:aa...:. 1 w, ,azn:% WR R$ `ti`arS104 J(h '9- +i:...•gA ut.v".T.+YCt i '0.rRJ4:.Ay 5 ,1.16, zs: ,.. _re's, <a t {tit: _xs x..r:trea.o r t:.•n,`".. �..A.s' i:sn„u�:iGV S..:• Drwg. V10006 LENGTH Varies 'ITCH Varies Top and Bottom Chords = 2x4 #3 Southern Pine, Fir —Larch or Hem —Fir Verticals = 2x4 #3 Southern Pine, Fir —Larch or Hem —Fir; or 2x3 #2 Southern Pine, Fir —Larch or Hem —Fir CONNECTORS Peak Plate to match common trusses Vertic Splice Plate to match common trusses Z -5 or 3 -2.7 (TYP.) Z -5 or 3- 2a7(TYP.) Span to match common trusses Heel Plate to match common trusses DROPPED GABLE END c1TV�CA1 t tso 6911 RWB Date 2 WIH1NG connectors are 20 gage galvanised steel and shall be applied to both faces of truss at each jotnt. PriTea shall be located as shcvn, either centered, or located by circles (o) or dimensions. Tolerance of up to 101 of gireo area is permuted. CUTTING sod FABRICATING requires equipment rbtch well produce song- fitting Joints and plates. CVERALL LENGTHS assume 4" bearing each end. Hearing vtdtts up to H" may to used, permitting ao increase to overall length up to H ". DESIGN S1A_VDARDS conform with applicable provisions of "National Design Spectficstioa for Stress - Grade Lumber sod Its Fastenings" ( \PFA ) and "resign Specifications for Light Metal Plate Connected Wood Trusses" ( TPI 1. FIELD HRACING is not the responsibility of the truss designer, plate manufacturer, ncr truss fabricator. Persons creche( trusse, are cautioned to seek professional advice regarding erection bracing vbtch is always requ red s o prevent toppling and domiaotng during erection, and permanent bracing which may be required in specific applications. Trusses shall be erected and fastened in a straight and plumb position. s'F.ere no shrathtrp is applied directly to top chords, they shall to braced at 1' -CJ" o.c. vas, Where no rigid ceiling 15 applied directly to bottom chords, they shall be braced at 10' -0" o.c. max. Trusses shell be handled vitl reasonable care durirg fabrication, shipping, sod erection to present excessive damage. a MJM Chkd oa ing Top Chord 45 psf of Chord '10 psf Tot. Load 55 psf ur. Factor 33+% Spacing TYPE DROPPED GAB r N-i r =-? t r -- `` `rlv -e'at 1 _ u r.. .�.r..0 +a�.�r•�.oar.�...rr+.e.a w..��wy s�rr.^e w � •.n�,�.+.T'� ao ATTENTION 131111.0 ..ALL DIMENSIONS SYM MMS, PITCH, ETO. •• TO 1E IHECKEB • . `;. :. IEfORE 0111E111118 TBUSSE$ IT IS YOUR RESPONSIBILITY TO CYECK OUR TAM &UX FIELD BRACING is not the responsibli'y of e truss fabrkatcr, tw designer, %br plate rnanufact,rr?r. Persons erect.rg trusses ara caAi,rted to seek professie1a4 advice regard;ag erection bracng .which is 314 6' req.tred to prevent toppling and dornti,00ing durir+g erer.tc ar4 perm nest bracing x hich may be required in specific applic3t!ons. Triad S" shalt be erected and fastened in a straight and plumb position, Whoa sheathi ig is app;;ed dIrectty to tcp chords, ti shall be braced at 3".7'� 0. c . rrax. IYh,e;e no rigid ceiling is app'ied directly to bo"tty*r c 'yot$s, they sha11 be braced at 10. • 0 o. c max. Trusses shad be h3rdied reascnatde care dur,rg ere toi to preen excess;;e damege. 4 NOTE: Outing erection Loa tcsnpO1t rf tk $ as tci ows: Across Top Cixtds 6 foct ors center. Across Bottom Owls — 12 toot on center. e.� to ' 1.4300 N. W. 27th Av E +VUE PHONE 63$05:53 . .. .. 4,241, r= ' Lr , ;,�.�,— .- s - .R.:.v -�+. +s- ..�.:,,rc. ;,r: :mac... -..-« .4" . �r�.- �.._ ...+r^.+':.f-ei'w,�- �.- r`w`."'. •w gyvt..sr? a ,n.�r' . .>. ' . 'T!.e.T• +yf=- :.r,�{+5,...r•isr. _ .. .... r f "�.- .A _.�� .. _.... T - ...«....:...�..+s ",.. «: e.= � �. p.", vd' � �. .- ..'...o..« a.m.x- �.•i�- ...,o�:�,;,, - .:.�,.a .�+....a.�. - ; ...a. . - - - +�.. n-.....•+. t A.. a...,.: rrw r. s..' w. ..• �K..g. „r,..,,,,>•,., . ..w.,.....,.are=i}e . ` - .....,,.-.. --- , -•^ 4- 4444-4-44--‘44•4t4' , -. _- ..b...;.,..__ _._.,..._,. 04tikoj. BY: .. a a a . . +. 1-. w Y 4 ♦ f t t �. ro, r . x.. ., : ^.' .' $ i . �l” .kr4^ . t . 1. � � 4 k I ( ..nP,..w.� e` + ,}�: t' . Ia ..+: • ex ; ,zw :s ,. .�:a - •a " i.' - • . -r. "- j�...'-- a�.•+.t -^t J s - E i :,. : r y x.;.'. .r. a..-. - s.- .'.,.., rt ., }.,.. .'?. , .,f„' ... r�•�.�n.�. -w,. w.�;, t } ---. --► Y - r r � � _� r." - �` +,��.w��s. - r..yCr. - r.�.�r...y..�+ - Y.�• - r�� - .._wC. _....J..Y,�.....a. ,+n..r .�.. .f� r4 47,.7 .: .'.+ 4--._4--- v +r'4 - °'.4�' Fmw. - - P' : � - ww.+nr.T ti..:. -. . -. .�y� 1.ew].��.Y'r!1� . vR� <ye W -.. a �� wyy.. `w . ....r�,�... -:.. - _tea �.�_;��. r - +.:.. ....• - ... _ -. sf. ^.^e'^dT 'r^al.�f <�'Y" A .+r 'Yr. . . '^ . .. vw .-}' '! !": ..f _ ?.. r c..: . �arv� .. . .. "-� r' r _ _ ._ y - .�... .. - .. ...a..• - ..�<. .•._ _ `1. 'Y 5' 77 x W .. ...7r«. q"A'T- c: .twe"+Y+ .- v =..•- ..5,�.:.y.Y ... ' r... . - ,---w, _ - _ . .... ....... .�..,,...«d..•. ........ 4 ....•... . ter. .. -- ". .. - .. � •o . . `"?. .- 3r.."`t .. .., , 'p"" �.� w.� •�a� - + .-e.+n vw. � «.°:..`,. .... ., -.... � �,t ...._....'+,.- � . .�. "^"C .. �+` tw -»y �� ;� � �� .7 , `.' Y°.''�,' ' " s'"� - !f ... -• Y- ., .. . 5.. . .- Y. . .:. ��.. , , . A � id M . - .. { ' v ��w+�+p w9"1 4 � rT+W- :" � - ink:.. 1t: )" .44 - . t :..�.. .. _ f S . ,r,,,y.. _ . _ y T ``. ;. " C - - „` - -s-: s'*'r 'YF + - Y •'S- .r.� TY f ,.rr w�a... -+c.”. »,+.. r ' r • ' ,. ;: "__•. :' -�'.. ,'< to .] f 'NI Ts Y, at : '# :mow :� = #4.i0-14t0ya ,�,Y."1" -4;._ y'.t °, ,. „ y.a .'''' • "r L ,...- -. .� : ' °-.." --.'" - t _ - _ _ .>•. S-.�. ; �'we•; :-_T-. ,. •7- c..: Uzi..- a. w-..- �w-.+-==. i' �1e. ir'0.J :s.".aL'S.as_,,�..,- ... _ � .:. . ..•-,., i ...-, e - • -.. -7. - y --_.. — r.- . --- -w= Ewa..:. 1#. Y + . ` .'! , . ° '- - I -w -*r- . - . . r'.. - - e-rr-- �:., -.. p •..,stns•rr,... ,.. �._.�„r.. •<. -... ,a, A DORUK ASSOCIATE CONSULTING ENGINEERS - MIAMI, FLORIDA