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HomeMy WebLinkAboutBLDG1402-0049-Plans0 0 0O RI za 0 F A U GENERAL. LIGHTS AND RECEPTACLE LOAD TOTAL A/C SQUARE FEET GENERAL LTS. & REC. 3 W. / SQ.FT HI -HATS (65) AT 65W/LIGHT AT 100% TOTAL GENERAL LTS. & REC.(Watts) GEN. LTS. & REC. PANEL A GEN. LTS. & REC. PANEL 8 3536 10608 42.25 14833 WATTS/ TOTAL #CKTS. CKT WATTS 11 742 8158 9 742 6675 RENT CALCULATION FPL T NSFQ ERI 100 KVA Fla (100 KVA) s 411 A 240V,1 ; LET THRU 411/Z(I.b) s 42,1194 IT IS: 1 NUMBER QF CONDUCTORS PER PI-4A6IE: CONDUCTOR LENGTH 'L': 40' CONDUCTOR C VALUE: 1,493 C x iw L_, M d ,_L. - 1+f 2x40X.,:L`h 1,4(33 x 240 _.._L 0.3445 1 +- 1. 023 15c,A AVAILA3I..E FROM UTILITY x M = 42119 x 0.3445 = 14,139 AMPS U ^E 22K, A.I.C. FATED AT THE SERVICE USE. 10K, A.I.C. ^A.i44) AT PANELS PANEL 131 150 A. M.1....C7. MAIN •2OF2 MAIN PANEL 13' 150 A. NEMA 3>'q: MAIN 'I OF 2 MAIN 1510 A. M.C.E3, N EM1A 3F:s C) 31 CU,THWN + 14%,(G.) IN 1 I/2' CONDUIT ® 312 CU,THU.N IN 1/2'C. GROUND LINE 02 CU TO C.W.P. WHEN METALLIC WATER PIPING 13 USEr)o 120/240 V. UNDERGROUND ELECTRICAL SERVICE FROM UTILITY COMPANY •4 CU CONTINUOS GROUND. CLAMP TO FOOTING STEEL UJ/AP OVER DIRECT F3URIAL CLAMP D['AGRA WP PANEL MAIN -A PANEL: NEMA 3R VOLTAGE:120 /240 V 1 Ph MAIN: 150 Arnp M.C.B. FEEDER: 3- #1 Cu THWN & 1-#6 Cu (G). in 2" C. FEED THRU TO PANEL A (150A MLO) WIRE POLE1 BKR. (DESCRIPTION :........... . SPACE SPACE SPACE ;SPACE SPACE_ ;SPACE SPACE SPACE PANEL: NEMA 1. DESCRIPTION COOK TOP #12 1 1 20 #12_ 1 20 #12 1 20 #12— #12 17__ 20 20 SMALL APPLIANCE .MICROWAVE ;SMALL APPLIANCE REFRIGERATOR NOOK RC. 'WATTS 1A 18 3A 3B 5A 5B 7A 7878 ATTS CIRC. IDESCRIPTION 2A ; SPACE 28 SPACE 4A 'SPACE 48 (SPACE 6A SPACE SPACE 8A ;SPACE 88 'SPACE PANEL A VOLTAGE.: 120/240V- 1Ph MAIN FEEDER. 3-#1 Cu THWN & 1-#66 Cu (G) in 2" 0. CIRC. WATTS 1 8000 150 AMP. MLO RC. DESCRIPTION DRYER JACUZZI PUMP GFI DINING RM RECEPTACLE GARAGE /CORRIDOR GARAGE RECEPTACLE. FOYER DINING RM LTG KITCHEN LIGHTS SPACE SPACE SPACE SPACE 'LOAD SUBJET TO DEMAND FACTOR DEMAND FACTOR CLACULA TOTAL LOAD SUBJETCT TO 11 13 15 17 19 21 23 25 27 2.9 31 33 BKR. POLE WIRE 30 2 #10 8000 45000 6 WATER HEATER 25 2 #10 1500 12001 10 DISPOSAL_ 18001 1 1500 12 DISHWASHER 1500; 1500 14 WASHER 12001 1600; 16 GARAGE DOOR OPENERS 1500' 800j 18 BATH GFI RECEPTACLE 1200 800 201BATH GPI RECEPTACLE 1500', 300 22 : ALARM, TEL/TV PANEL 800' . 1000 24 LIVING ROOM 8001 800 26 ''BATH 2/CORRIDOR/F.R. 800, mm800 28 FAMILY ROOM 800' 800 800: 0r 0 --- 01 0 30 'FAMILY ROOM / LOGGIA 32 1SPACE SPACE ;SPACE_ SPACE SPACE ................... ... .. AFC(: ARC FAULT CIR FIRST 10000 W. AT 100% REST WATTS AT 40% 200 ION EMAND FACTOR TOTAL CONNECTED LOAD WATTS AMPS PANEL: NEMA 3R WIRE POLE E " BKR. DESCR PTION w A 12 1 20 SPRINKLER SOLENOID 126720 20-- 2 #12-- 800 12 20 1 #12 , 2.0 1 #12 20 1 #12 2.0 1 #12 15 1 #14 15 1 #14 15 1 i...# 14 15 1 #14 15 1 #14 I" UIT INTERRUPTER 4IP PANEL MAIIN-B VOLTAGE: 120 / 240 V -1 Ph MAIN: 150 AMP.M.G.B FEEDER: 3- #1 Cu THWN & 1-#6 Cu (0) in 2" C. FEED THRU TO PANEL 8(150A ML.0) SPACE SPACE SPACE "vrSPACE SPACE SPACE PANEL: NEMA 1 CIRC. WATTS 1A 1800 18 3A. 38 5A 7A 78 WATTSTCIRCT-ESCRIPTION 2A SPACE 28 'SPACE 4A SPACE 48 SPACE 6A SPACE 68 SPACE .__. SPACE 88 SPACE PANEL B VOLTAGE: 120/240V - 1PH MAIN: FEEDER: 3- #1 Cull -101N & 1- #6 Cu (0) In 2" 0, POLE BKR. DESCRIPTION 60 NC ANU #2 (HEATER 10 KWat65%) 50 NC C.U. #2. 15 BEDROOM #2 AFC' 15 BEDROOM #3 AFC( 15 BEDROOM#4AFCI 15 BEDROOM #4 AFC(/BATH 3 20 FOUNTAIN FUTURE SPACE SPACE_ SPACE SPACE SPACE SPACE SPACE __SPACE SPACE SPACE SPACE CRC. WATTS 7800 N.C. 8000 UBJET TO DEMAND FACTOR 7 11 13 15 17 1200 19 21 ' 23 25 27 29 31 33 35 37 39 WATTS CIRC 5600. 5100 N.C. 800 Soo: 800 800, 800 I 800 800 800; 800, 0 0. 0 DESCRIACAH0 #1ON PTI (HEATER 7 5 6 NC C 8 10 M. BEDROOMA-CI 12 'M BEDROOM AFC' 14 BEDROOMAFCI 16 GUEST SUITE AFC( 18 CORRIDOR 2nd FL, 20 SPACE SPACE SPACE 'SPACE SPACE SPACE SPACE SPACE SPACE SPACE SPACE 0Amp MLO 0 24 0 26 0: 28 30 32 34 36 38 40 0 DEMAND FACTOR CLACULATION TOTAL. LOAD SUBJETCT TO DEMAND FACTOR FIRST 10000 W. AT 100% REST WATTS AT 40% TOTAL NC LOAD TOTAL. CONNECTED LOAD WATTS— AMPS. 65%) '......._.. OKR POLE 1M RE BKR. 50 30 OLE WRE 2 #8 AFCI: ARC FAULT CIRCUI T INTERRUPTER 4000 N.C.: NON -COINCIDENT LOAD 10200 10000 80. 14500 24580 102.4 , REVISIONS NO. DE6C. DATE A6 f3UILT I0/1i/16 LC) Ca ^') 1.1 1 RAa, CHECKED 13Y: Ql'1 CI-ECK SET: 09/16/05 PERMIT SET; 09/16/05 10/11/06 YIP M©RTQNIA T TITLE. ELECTRICAL PANELS AND RI6ER ET NO.; 1. THE ENTIRE INSTALLATION SHALL ESE IN ACCO ANCE WITH THE CURRENTE ADOPTED NATIONAL ELECTRICAL CODE (NEC) AND THE LATEST EDITIONS OF ALL. LOCAL COPES, RULES AND O INANCES HAVING JURISDICTION. ALL EQUIPMENT, DEVICES AND ELECTRICAL EQUIPMENT MUST 5E APPROVED 5Y UNDE ITERS LABORATORY (UL.), OR ANY NATIONAL REG NIZED TESTING AGENCY. ALL CONDUCTORS SHALL IEE COPPER TYPE T1 -41N EXCEPT AS OTHERWISE NOTED. 4. CONT CTOR SHALL CO (NATE WITH ELECTRICAL, TELEPHONE AND CAk"3LE UTILITY COMPANY REPRESENTATIVE, SERVICE ENTRANCE LOCATION AND ANY OTHER REQUIREMENT. SERVICE ENT + .,;C'E ELECTRICAL EQUIPMENT SHALL BE. 22K AIC TED. ALL OTHER DEVICES DOWNSTREAM OF MAIN 5REAKER TO 5E I©K AIC RATED UNLESS OTHERWISE NOTED. 6. BEFORE ANY ELECTRICAL EQUIPMENT' INSTALLATION, CONT CTOR SHALL FIELD VERIFY THE SIZE OF THE FEEDERe ,AND OVER CURRENT PROTECTION DEVICES WITH MANUFACTURER'S EQUIPMENT SPECIFICATION. PROVIDE DISCONNECT SWITCHES FOR A/C EQUIPMENT ANL) PUMPS PER MANUFACTURER'S RECOMMENDATIONS. PROVIDE GROUND FAULT CIRCUIT INTE PTER PROTECTION PER NEC 210-5(a). THIS SHALL INCLUDEBAT1-1ROC)MS, GA OUTDOOR RECEPTACLES, KITCHENS AND AT WET BAR SINK PROVIDE AN ARC FAULT PROTECTION CIRCUIT 5IREAKER FOR OUTLETS INSTALLED IN 5EDROOMS AS PER NEC 210.12(b) PROVIDE DEDICATED NEUTRAL WIRE FOR EACH ARC FAULT CIRCUIT BREAKER PROVIDE PRE -WIRED TELEPHONE AND C4I3LE TY OUTLETS A3 SHOWN ON PLAN. 3M TECTORS SHALL HAVE A SELF CONTAINED ESATTERY BACK UP AND BE CONNECTED TO LIGHTING CIRC:U!T 4-4EAD OF SWITCHES. ALL SM DETECTORS WITHIN THE HOUSE SHALL BE INTERCONNECTED FOR SIMULTANEOUS OPERATION, SHALL BE ON AN ARC FAULT CI IT INTE PTER 12. HYDROMASSAGE 5ATHTUE38 SHALL 5E INSTALLED AS PER NEC 6 a. ,ACCESSIBILITY SHALL IEE .OVIDED AS PER NEC: 6 -13 b.ALL METAL PIPE SYSTEM, METAL PARTS OF ELECTRICAL EQUIPMENT, AND PUMP MOTORS A CIATED WITH THE HYDROMASSAGE TUB SHALL BE BONDED TOGETHER USING A COPPER E3ONDING JUMPER, INSULATED, COVERED OR 3ARE, NO SMALLER THAN *5 SOLID AS PER NEC 6 -14 ELECTRICAL_ DEVICE HEIGHT A3OVE FINISH FLOOR UNLESS OTHERWISE NOTED a. GENERAL PURPOSE RECEPTACLES : 12' AFF b. LIGHT SWITCH: 44' AFF 14. LIGHTS LOCATED A13OVE SHOWER OR BATH TUB SHALL BE SUITAE3L E FOR WET LOCATION (SHOWER TRIM). E r” 1 1 1 1 1 1 LI111. t„1 8Il lJJ ___I 1 1 1 1 1 I_ 11111V - i1i1 516 11111111111 EST SITE 516 814 a { 1...t.ilft U TO f3IELOW 814 BUILT-IN DIS _1\ i 1111111.1_11I1 i 111 I �I. I111111111111II C' 1 1 PROJECT NU' LOT: 13 P 5ER: 5'r': Mt p f3Y: DM IC ECK SET: 09/16/05 PERMIT SET: 09/16/05 10/11/06 DAVID MORTON,AIA S+-EET TI LE: SECOND FLOOR ELECTRICAL PLAN SI--EET NO.: 447 I_ FECIEND ram*nno.mmzw.t..m.*****06*. IDE5CFR1PTION .X111111111111MWEINAWRI "X RECEPTACLE, 15 AMF', 120v., (Mi.. 12° A.F.F.) FNGLE REicEFTACLE, 20 AMp., 120v, COoROINATE M.H. WITH EOUIPMEN GROUND FAULT INT: TER DUPLEX NVECEPTACLE, 15 AMP, 120V RoUND FAULT INTE UJEATHE OOF TER DUPLEX R.F.2CEPTACLE, 15 At -IFS, 120v PUPLEx REcEPTAcLE, 15 AMp., 125v., Tor HALF SWITcHEP, 12' APP. UNLESS OT -WE NOTED 20 V. 5FLIT WIRE DUPLEX RECEPTACLE (HA,LF FOR DI54WA5HER AND HALF F GA• DISPO5AL) SPECIAL PURPOSE OUTLET 220 V. CoMBINATIoN Twp140NE OUTLET JuNicrioN Box, MoUNTNG AS SHoW1N1 ELECTRICAL PANEL, SEE PANEL SCHEDULE 5HEET(5) F# EET4IL5 EXHAUST FAN DIScoNNECT SWITCH INGLE (TWO POLE) 5WITC1-4 120V., 15 AMP. (M.H.r144° INGLE (THREE i°0L.E) SWITCH 120v, 15 AJ -1F, (MH..44° AFF), 3-uJAY INGLE (FOUR POLE) 'WITC-1 120v., 15 AMR, (M.H..44' APE), 4 -WAY SH BUTTON GA E DOOR OPENER LIGHTING FIXTURE, SURFACE MOUNTED LIGHTING FIxTURE, 5U5pENDEp MoUNTET;, REcEesED INCANDESCENT LIGH1° FIXTURE LIGHTING PIXTURE, WALL. MOUNTED DouE5L.e FLOOD LIGHT SURFACE MOUNTED BAR LIGHT FIXTURE. 2° x 4 (2 TUBES) FLUORESCENT LIGHT FUTURE I , RIFT" MOUNTED HEIGHT IN F(EIL1C) TAT 5F-'EAKER GLA55 BREAK VOLUME CONTROL eATELLITE LOW vOLTAGE M#: tETECTC SIREN KEY PAD THERMO5TAT NTERcOM MOTION DETECTOR NETWORK vAccUM STROBE LIGHT 0) t \,) ,..„„) 1312 IP1 fH An I I I All 413 cr 777 10 MAST 2 BI2 iTm 1--[-H-111F CEpTACLE ACCESS PANE 'Ca1END,4TICN TQ C PER NEC ,6 JACUZZI PUMP. PER MANUFACToR W/NEC 650-12, . $EE ELECTRICAL NEMA 3R, T SWITCH F 5 INKLER SOLENOID cOO NATE EXACT LOCATION IN FIELD. 51,3 1 I_111111 11111L_ CU.! 4/r A 3R A 3 111111111111111111 TELEPi-IctE TERMINAL BOX MAN PANEL MAN PANEL. 'A" 0 514 E3E1DROOM 510 g 1310 HAS fR- E3ATH 423 52 4 /571 4 423 614 4)423 423 A23 111411111111- I A30 / 416 CLC. MI1/44TD. RECEPTACLE FOR GA E DO NER 2 CAR GAR 416. CL. riNtr). RECEPTACLE FOR GA E DOOR OPENER 1[ I I 1 11I] -----7A I 1 I 1 I I- RAM r ROOM GOLINIDLOQ t.\ ( LAN `-‘) IY) \ , Cr,i: I() 421 42E t910"r69 AR' A26 --C)) 424 1 / I I I I I I I I 1-1- I I I I I iliff JTfiTh (-7)5e REVISIONS NO, TJ -5C. DATE f5U1LT 10M/06 1 PROJECT %MEYER: LOT: 13 r DRAIN E3Y: CkEC<EE BY; C1-4EC‹ SET: 0/1/05 PERMIT SET: 09/16/0F? 5E41- 10/11/0(2 CDAVID MORTON A A SHEET TILE: GROUND FLOOR ELECTRICAL PLAN 51--EET NO.: 1 SIG mooEC. it kit Ot la New Code .31.4 LY,zoo 7 ":1011, tN mabavomagiamat LAND - A RdER 2,6 TON FL 1 riEN$1ONS-H X X sA E (AMPS) TRIP (KW ti REF, LINE SIZE- gip" ., LIQUID EER; EN3IBBLE��'__� ; LATENT eTlf : .D.� SUCTION TOTAL F3'TILl"S: U CA1 61A030 32"X32"X;� 'T6.8 255 N/A t:�as C�v 1) Code 0003 AND - CARR/ER 6.0 TON hw 0} !. DIMENSIONS - H X Vi .MCA MrtX F1.JAMPS) HEP,T S`RIP (KW) REF.•, LINE. ;SIZE- {"(,D-) SUCTION 'REEF, LINE SIZE- (° O.I O. LIQUID ER. NSIBLE [ TL `f3: TEKT 1 BTU'S; TOTA6.... BTU'S: cu 16NAO 4 " X , AHL FX4[)N O6i_. X (�l'7�.�r��22' 5r7` 50 NIA 10 iT4 0 ii11111 11111111111 4,000 i rik FAN ir w,\YO 11111• : 1St,, vo. two mow, a0 lett! 1111111114111itillir 111 1111 002241/4 ' Illiwit opiolitoill 3i . 0 UNa- 4 .- d"5n1d_L1 �a cr,lc etilt Crt$1I, F rig SINC4 "Vit. PFTPARE( UY DOL 3 LAS S. UM TROMif k,ru °.,703 1141",i1 L. 15i\CI NOT 1, ALL WORK SHALL CONFORM TO ALL LOCAL, STATE 4 FEDERAL ORDINANCES, AND BUILDING CODES VERNITs. THE INSTALLATION OF THE PLUMBING SYS'TEM. IF SPECIFICATIONS ARE CONTRARY TO TI4E GOVERNING CODES, ORDINANC.ES, OR REGULATIONS, THE CONTRACTOR SHALL, NOTIFY THE ARCHITECT N wRiT1NG PRIOR TO COMMENCEMENT OF THE wOW., 2. CONT T WILL I3E REQUIRED TO FURNISH, INSTALL AN/CT II -1E 4 IATE SERVICES. ALL PLUMBING ITEMS SI -40U'4 ON ANY OF THE ARCHITECTURAL, AIR CONDITIONING, ELECTRICAL, AND SPRINKLER DRAWINGS SHALL EtE FURNISHED, INSTALLED .4NO/OR CONNECTED AS REQUIRED. 3, INSTALL MATERIAL AND EQUIPMENT IN A NEAT AN WORKMANLIKE MANNER THE OwNFR RESERVES Ti -4E FRIGHT TO REOUEST REMovAL ANP REPLACEMENT OF ITEMS WHICH IN HIS OPINION 1:)0 NOT PRESENT A NEAT AND UJO ANLIKE APPEARANCE AT THE SOLE EXPENSE OF THE CONTRACTOR 4, START OF WORK 13Y CONTRACTOR SHALL BE CONSIDERED 46 ACCEPTANCE OF ALL CLAIMS OR QUESTIONS AS TO THE SUITABILITY OF THE WORK OF OTHER TRADES OR OTHER CONTRACTORS TO RECEIVE HIS WORK, THI6 CONTRACTOR 64 -ALL REMOVE AND REPLACE AT HIS EXPENSES .ALL PLUMING WORK THAT MAY HAVE TO BE REMOVED BECAUSE OF (NTE RENCE WITW OTI-4ER TRADES, 3. THE CONTRACTOR &I -ALL OBTAIN AND PAY ALL INSURANCE, FEE6, PERMITS, OR ANY OTHER PAYMENT ASSOCIATED WITH HIS HE SHALL ALSO PAY ALL INSPECTION FEES AS MAY P..E.GuiRED AND KEEP THE OWNER FROM ANY DAMAGE AND EXPENSE ARISING FROM ANY VIOLATIONS WHAT VER (p. THE CONTRACTOR SHALL OVIDE A C PLTE JOB. HE SHALL SUPPLY 4N.0 INSTALL ALL PATS ANt QUIPMENT AS PART OF TI -IE COMPLETE JOB. T-VERYTHING SHALL ESE CONNECTED AND READY FOR U.E. 1, AT COMPLETION OF THE J OWNER WITI-1 AN AS -BUILT EXACT INSTALLATION. TI -IE T OF TRACTOR 51-IALL PROVIDE THE fRODUCIBLE AWINGS SHOWING THE e, CONTRACT SHALL SSURE TEST ALL PIPING A$ REQUIRED BY CODE. TEST I-IALL BE WITNESSED AND APPROVED BY THE GOVERNING AUTHORITIES. S. CONTRACT HALL WAT ALL WORKMANSHIP MATERIAL ONE YEAR FROM THE DATE OF FINAL. ACCEPTANCE OF TWE WORK BY THE OUk.ER ANY BREAKDOWN OCC -U INC IN THE FIRST YEAR SHALL BE FeEPAIRED AT NO EXPENSE TO THE OWNER 10, #VE SI-IUT-OEP VALVE FOR EACH FIXTURE WHEN IS REQUIRED err CODE. 11. WHEREVER D1SSIMIL METALS, ARE JOINED, A DI -ELECTRIC FITTING SHALL BE PT -VIDE TO CONNECT 4sTI-1 TYPES OF PIPES, 2. 41.1„ TUBS AND SHOWERS SHALL 15E PROvIDED WITH ANTI -SCALDING VALVES 6ETO LIMIT THE MIXED OUTLET WATER TEMPERATUR,E TO A MAXIMUM OF 120 DE":1REES F. 13. MATERIAL$ 4,4:01-C) WATER PIPING DOWNSTREAM OF WATER METER SHALL 'E OLESIDE BELOW GROUND CPVC WITHIN BLDG. b SANITARY WASTE AND VENT 4° AND SMALLER SHALL BE PVC. SCHEDULE 4c SOIL PIPE. c. 1.04TER HEATER PIT RELIEF LINE A L L eE CPVC, 14. ppr..)v1,2E A MINIMUM 1/4' PER FOOT FALL FOR ALL HORIZONTAL DRAIN PIPE 2''...11AMETER OR erlAI-L-FR, IS. PROVIDE MINIMUM VS' PER T FALL FOR ALL L#IIZ DIAMETER OR LARGER. 16). ALL EXPD 0 FIXTURE TRAPS SHALL 5E REMOVABLE, 11, SLEE (E WATER SUPPLY LINE IN BLACK POLY PIPE 3/4" cold water suPP1Y Pipe 3/4" P & T line to 6" above garage floor T N • NIMIONEAMOCIIROM shut-off valve 112" hot water supply pipe ----- Pressure / Temperature relief valve Electric Water Heater. See Floor Plan for size & location Drain valve ELECTRICAL WATER HEATER DETAIL, NOT TO SCALE fY VENT Ir1. t d KIT_CatiN, .cTLI T r3ATI4 3°-4r.u, 2nct,_FLOOR 3.00 2 ' vriR " r , F?„15ER ) f, o LAgN p Frr 3°-11Eu. LT 2"-2r,u, STUPOR VENT h LAV 4* SANITARY BUILDING SEWER TO UTILITY COMPANr SEWER C1 ECTION. COORDINATE EXACT LOCATION IN THE FIELD PRIOR TO INSTALLATION OF IN TOTAL FIXTURE UNIT SCALE: NTS PROJECT NUMER: 04101 LOT: 13C PALL*' CHECKED Err: CHECK SET: PERMIT SET; 4,1 )-20Pon:1 a. 10: ness of the masonry faceshell v.) ci Nominal height of ma nter actual may be much di -a E ind load actu Load and Moment calculation 11 0 8 Moment is based on •S .E 1 .E 11 4) 11 S mortar, Table 6.3.1.1 masonry untsI able flexure tension for concret O.K. Horizontal joint rein CZ .1= a/4' NO. PESC. I.D4TE PROJECT NL.'ER: LOT I3P DR,AwN 5T, CI-4ECKED CHECK. 5ET; PERMIT SET: LOTr")ATE: SHEE,1.T c4LCULATION5 SHEET NO,: a 2 2 (33 23 cs1 a 129 c") re) n only be 3/4 of rnornent ba 1 4) is adequately rei -43 34 dal () CL 4) :3-) ELL. 2 (-3 N _c y) (111 .5..: (.D _a In) a) cC3 „ "•13 4) C a) c,• 0 0 m cr) ct. 0 (14 .13 8 4-9 0 -E -E C C Cr. a. :1-2* e 4 F.) tf1 a) .0 C.) L L o 0 - - 11- 1 I 1 I I 1 1 I I 1 7-c777:77,r- (1) 0 0 :a 0 0. (33 Inv" 0) r ts in co E 0 •-• 34 °04 °. 11 ?•••• L'I[1I1 ss and truss anchor Calculate load i Leeward side 3 4 - co 17. tv. (13 cL,6' 0 Uplift (from se (a o 0 - (3) (33 3.) a) a) cf) .333 84 4-) tn, r-- -.7- a 84 cl For USP HLTPA75 r.1 due to wind. (13 333 reference ACI 318-09 1 al,2 + 44 3 134 (33 51 33 w 00 .9 14) 00 84 co •C 4. a a) )75 a 338 7; 3, 3) c .a a ,E embedded bars in lin I. L. (es:) 84 10 (1) 33 (13 •0, 33.3 (12 ra 0 3)7 Model Client Location Date Calculated by Truss ID T1 T2 T3 G1 G2 G3 33 8 .Y I 33 Heron Bay Mea.dowbrook Plan 4 Iris (Spanish) WC1 Parkland, FL 10/14/04 Gary McDougle, PE #56214 Effective SPAN UNIT width (ft) (ft) LOAD (p f) 13 J5 17 J9 'ACTION (lb) 115 174 237 289 Truss ID (11 2 > 3 0 0 33 o u„ 8 3) 0 f.1.2 cal) o 0 7.1 f11333 p 0 'foS2 0) 3 1313 0 a 30 413 •F1C , 0 ° _a c E 2E 21' 0 3) 1(3 332 (11 0 3) "0" Unit load analysis are caIculated in septa alte spreadsheets/programs Zone I Zone 2 . MWFRS . _ .1plif3 (gross) Uplift (gross) Uplift (gross) Net Uplift _._(P.st psf Reaction (lb) dii -39.5 psf -63.7 psf -38.1 psf -''.723 lb 1348 lb Ti -39.9 psf -66.2 psf -38.1 psf -469 11' 862 lb T2..____. -39.5 psf -63,7 psf _ -38,1,psf ?':'.4558' ii) 2903 lb 61 -39,5 nsf I -63.7 psf -38.1 psf , 605 16: ' j128 10. T3 -39.5 psf -63,7 psf -38,1 psf ,,9371b ..,.._, 1784 lb -----G G3 -39.5 psf -63.7 psf -38.1 Psf,-/.-.957T• lb1 1784 lb C3 G4 -39.5.2s1 - -63,7 p_sf -38.1 psf r'1,5 l•Y58 ,i): , I 2903 10 G4 I G5 -39.9 psf 66.2_psf ' -38.1 osf ''' 0 lb :1-11._ (11!-,, C16 -39.5 psf -63.7 psf -38.1 psf '141102 l') 3 2054 Ib (36 2.0 ft 24.50 ft 110 psf 1318 lb T1 2,0 ft 15.67 ft 110 - s 862 20 - T2 2.00 20.50 ft 110 psf1128 lb T3 4.30 24.50 ft 237 psf 2903 Ib GI 3.2 ft 20,50 ft 174 psf 1784 lb 02 320 20.50 ft 174 psf 1784 l5' 237psf - 2:903 Ib Opsf t.; lb 23 psf 2054 lb G4 410 24.50 ft : 0.0 ft 15.67 ft G6 . 4,3 0 _ 17.33 ft Reaction is calculated as: G width * span * Load / 2 Uplift is calculated as: LI width * span * (Zone I (C&C) - DW)/2 V (mph) 1 Building Category Exposure Length of Building (ft) Width. of Building (ft) Mean Roof height (ft) Kz Kd Kzt 140 1.0 11 78 50 25 0,95 0.85 1 Wind speed Fig 6-1b, pg 37 Importance Factor Table 1-1 pg 4 Page 28 Table 6.5, Case 2, pg 60 Table 6-6 pg 61 Fig 6-2 pg 39 slope of roof 4/12 18,4 degrees ACTION (lb) Truss 11) Cede reference AC i 318-99 and ACI 530-95 qh (psf) 40.315 GCpi 0.18 al 5,00 a2 7.80 a3 10 a 5.00 DW r,10m= Gross uplift pressures are reduced for dead weight by this amount SF 1 G.McD's safety factor (this is not required and may be varied) uplift and gravity 7_98 plan 4A,xls c3.1) N. w 0) le building of all heights method. 0. 5, 9 cr) co oi Z 02. C31) (C5N CV 0;3 434 a 0) 06 013. 3-13 44 . „(:), cok-D 9 6 anl cd Oic C'") 4?3 014 Cr) co rst: 03 (33 (>1 0.87 -0.70 0,18 434 31) 44 Sheeti Wind pressure, @, mean roof height -0.18 Internal pressure coefficients:, ,..0c1of',4,1"oulidi.r.s, 10% of width 1 10% of vvidth 2 0.4*mean roof height End Zone distance 4133 5if 14) ;cc (t3 (33 0.87 -0,70 0.18 0.87 -0.50 0.18 4) - Windward Roof 25.2 co c3), CI 9c? On On at 0.87 -0.57 0.18 0 Leeward Roof 0.87 -0.90 0.18 (33 CZ) 1.0 c:" 'cr 0 6 Tr 'AT •41' (13 c`i 0 3.1) 0 CP C'd 25.2 to 50.0 * from windward edge. 013 33) Copyright © 2000 SDG, Inc. ,find Loads on Structures — [1 17 19 10 41 77340, .ra 30.1 GAData4ErrgineeringtGM 40 00 13 '33 o C.1 330 Cs? LLI 0) Model Clio,,( Location Tlote Calculated by Steel propel -03: Masonry ;ampere:kat E 0 0 8123;EQ1kCiA at. 0' 433 33 20) 03 9 .333 a) 13313. 4,330) .337 0.33 trZ' CT) 0) IP. ctti Cs1 ..C.: o :61 33) 93 a 0 0 01) -573 03 Heron Bay Meadowarook Plan 4 Iris WC1 Parkland, FL I 1310104 Guy McDougle, 42 0562)4 cka T la CMU K F, 0, alLT 85 bo 2 8,34 33 1.00 12,11840(3 39,50111cl 8 lack 1900 psi 60 LW 2560 49.1 pal 3) 2933'-07 pal 60000 poi 240(03*, CV CV E 338 -E -E E a ec Csa 34 (f7 3'9 tA1 bn'arfireilertioal ba.3 ie pm( height of wall rilo.hc0v:fleopi.gett %car tributary arra wield/ for 44104 (it applicable) nominal block aloe • choom 8, 10 or 12 only PreLinfhrT'ingr1.'•,-0,--, 12)0.199P 28°°, 370 tonal axial land applied 00 (10) wind icsati (if applitahle) from Sheet 2 mut tiplitn: for width Of wall • '.oind pripaure 090 10(08 •, „a a. • la V (mph) 1 Buikhag Category Extuture Length of Build(ng (14) Width of Building (0) Mean Roof height (01 6(0 141 Kat 140 l0 11 711 50 35 491 0-85 roof pitch 4'12 theta 1(34110(11015 4800 only vend ealenlation modulus otelatrarty ofsreel,Spetion 35.9) yield 10104 of mat allowable .trtita in the noel, Section 7.2 1.1 b 433 012 Wind apeed Fig 6-1b, pa 37 Importaiwe Factor Tabta 1-1 tog 4 Titbit 6•5, Cam (4 90 Tabk, 6-6 pg 61 Fig 6-2 )139 1500 psi net area compass Iva strength of annizeie ggi„mul- TYPE 84 OA 5 MORTAR ON1.1' 32 4-1-06 psi modulus of alutkity of nikailruy, Section 5,5.2 3 500.0 pal allowable compleasice aims in masonry atie to bending aniline axial loading. S3111 00 7.3.2.2 (1130 i0011 (.7.41 iicvlb of iu,tion for ()90)tr.a1 IX 09' masonry 4,00 inch bar placed al the coma of wall 1.25 imh thicknou ((8.0)4. in. net arca considered for axial loading, floe manared + grouted cores 13183 0)038(138 of Inertia, radius of gyration mid allowable axial Armee raor6G11 of Mania nidius of gyration F.1 F., 07e 33330) 09) (use (4 1111 *99) wind loadlag naalyal. 13.49 b 12.00 inch 0.614 sq M 12,4011bl/4n 0,1111330 0.449 k (.76.-0' 0 853 1 d,,„„„„, 3,41 inch 1an it of IsIto beNea orgrra of compression (104 (04)100 567 in'4 2(9 inch 43 78 330(133 930(133 "99 Not t.t.sarr fisiErn width of ea/more...ion block pa) area of 11.661in per mornent on picr 8(3)0 10304 tributary arca lasviicata 33.0(311(4 0(4(34 anda/ (oho ares of steel to un010:5e11 04)11913 Location of neutral IOW 09119 hie face of Flock Neutral axle kr mot within fuze 4111103 pier 13 (11317 grouted Allowable bandlag a la masonry/460 assuming .13.3(34 33(30*) load( 1370R1 46798) -3 5)3,0, 32_0 Allowable aidal inreas la ossuary( 338 pal Check unity 35)33(10*033 beading wad adul gramma 18onalotary: fa/Fa tb/Fbw 0.590 4-039) 0013.51 MAI psi 3.91413 fa 22(1*) Good • Reodiag compressive sued on num/try OIC Good • Tamale stress la Usti OK Good • Axial load oa tner OK Good • Interaction of bedding tad nalal batting OK Notes. Ds tgn IS 40,4 on 4-43 )30-95 Destgn groutal LC cell for each 0100(03)tar Dr.., I gn 0.4,91.1111Mi dud either Type M or 910011011(1353d Desi)01 corcervittive duo to: () restraintng nation of masonry et1.tea.vit picr abote andthr below Opnin(1is no: COW if/VC,/ 2) effective length factor used cohaccvatively estimate's degree tu which and conditions an fixed ma angry wan 53 0-13(3__thor_.1 t(t5 Steel properties; Masonry grop(:tie.: t sit 111117 d • .° *14 Hcron Bay Marclovitoroolt Plan 4 Ina WCI Parkland, FL 10/14364 Clary MDpagig, PE 856214 riP N7 bar 6,0013 0.&5 400 lack 36.00 boa A Web 3960913 60 ks1 0(8(1 47.9 psi' 48 F, 9 9 4.07 pu 80000 pal F, 240X30pi 1.5] Copyright 2000 SDS, inc. ind Loads on bar tZtO 33 V(o1133) of venial ban tr, pier 1(4-1 height pf wadi roof pitch (481(111(1(1 (0051(3 balm theta 18 44(4(133 length of pier tributary men width foa wind of ap(1licable) n0rvi0.1 block size- chows 8, 10 or 12 only tisk etrength • choose 1250, 1900,2300,3750 of 4800 only reinforcing atcol grade total axial load aarplicd ((1 3(33 wind load (if a(4licable) from :Sheol 2 maliipAier fot Width of wall • wind ploastuo for moment eakulation 140 Wind (speed Flg 6•117, pig 37 (0 (01p0(83010043(C13( 11 Title 1-1 pg 4 76 50 35 3395 485 1 4/12 Table 6-3, Ciao I pg 60 Table 6-5 p50) modulta oleigst3tctry of rutl, acenon 5 5 5.4 yield stress of Neel allowable einem in the ateol, Section 7.2.1.1.b 6-9 pg 39 ci. 1500 poi oat mei. ea/rpm:salvo atrealgth of concrete guanny • TYPE M OR S mokrfA18 ONLY F.,, 2.2 2K/6 pi modulwx dela/deity of masonry, Section 5.5.2.3 I', 500.0 psi allownble compnanive sae:din masonry due to bending and/of axial loading Section 7.3.22 L., 3 00 inch actual depth of amnion for nornical 8', 101 or 12" nutsunry d,.,,,.,, 4 frit inr.b bar placa3 it rhe Mao/ 00 40) 4,.....34 1 25 inch faciathell thickpcsa A, 64.0 sq. in. 661 arca cordiclarrA 40 0013 loading Bee cholla malarial + 5103900 00.91 Pier rampant of Evert* radial of gyratlea and allow alaln natal strota; 0000001 of inertia 3413144 (uru larr x 99) (UM biz a )') radius of wimp,/ Fu F,, Wirkri Loacilas awaysiti (if appaktable): • 13.49 b 8.00401, 0,602 q. nt M 1778(61b0'*, o 0.01882 051,3 a 2 01 inch 0.959 J 3.35101* 15.14111 000 30, 7 arra between cement of conapraid ion and tension 23) inch 35.33 99 351 301 1472 p41 340301301 Falfirn width of compresa ion 04014 9100) area of .thel in pier monicaat or/ pier frorn wind tributary Mali (worries partially fixed coda) ItetiO of,o of veal 16 troCrocketcli4C6Aln 1.01311.1.11 of neutral axit &on) ou6 °Ica htock Netitral akin la not within face - 0.1033 9161 L. fully iron led ALlowahle bend lag U1a lanmary/steet amtiso(ms w lad lateral Loid; 133x0b 667 pal f. 13300, 32.03.,) Allowable mlal 5000 31* masonry; Fa 331 Ind Cheek airily equation for budlei on,) axial irtrouca in masonry; ferF+fbrFbdi 0.995 A50 31 emu: 664 pal 8.918) I8131 - Good • Beading costivelatve alrem Pa masuary OK Good • Tutaikt arm la Meal 082 13. Opal CAvod - Axial kod on pies OK Good • latarectloa af bending addl adal 13134)3 (1013) Nom: Design is based on AC1530-95 Design us wo., grouted O' cell for each venial bar Design assumes that either Type 560350160100.11134)1 Design consanatin doe to: () restraining action of inarpory adjacent to pier above inickor below opening i9 not conaidered 2) effeethe length facto( aseitl corderealively ciatinintes degroe to which and conditionS arc 0x04 manonry 530-85...96*r_2.x1a TIL131 51 3313 13/3 OJCT NU 6/ LOT I3 /13 6,ar Mc I- CLC,'ULAilc)N e)6-4EET NO u.N 5" C-fEOKED CIECK SET: 1::)ER1"1 I T 5ET: PLOT [D 4TE: 5 5 3 3 Z1 I1 II 3 •p, 0 1:3 a) c -02 0 8 0 - a. 0 .2 2 0 0 a Q 0 0 .V2 5) .17.1 0 (5 -a E c: 5 0 .1) 0 07,4 C C 0. oo E 00 05) b5) 1.7. c .S0 t Section 1,8.2.2.1 ACI 530-99 .3.) 0 8 c••4 0 u gi 3, 72 0 01) 12 0 V. •05 0v) 0. ; 0 0 0 cr3 E <1.3 'Z'37 50 (1) 5) 4.2 00) g? 0 Le) 50 05 r- .0 (1,3 05 5) 11; .33 5) 50 0 Consider a 1" tail 0 50 013 77; 50 0 8 )1, '&1 5) o 65< : 0 .92 05. • 0) 50 c), 505 0 ).' 01) (c1 Ca. CI) 05 05. (13 01) 0 0. 0 0 50 0 Q") Plan 4 Iris (Span A ‘t 5 'A 0'C .15. 2 Lo . a., _a ', a; 73 Op I., 8 -01 0 '''''. "•,.1 c '.-.O >, -5) -'01 1..3 5 7l. •a7 'r.rn A cs:!: .41a - 2 .050 ci u...'5 0 ! ! ! ! ! 1 1 ! - - - - 5- -F -10A 03 rn boaoui of lin a°3 50 50 as E 23 .91 n,-1 and in bottom o total area of steel in -7 0 ci 0 0 0 31 0 r - c, ta• a < I T3 a -.., E. e' - - . 0.; R 4 ri n .1 314 of moment based 0) C 7.1 053 F 2 0) E 50 9 csi 'a. 0. n • 0 Masonry Prop 0 0.) cia el 500 te) 0 03) 50 1c7. 01 0 r actual may be much closer 0 01) 50 8 -a E 0 co 0 0 a E ind load actual is 05 Load and Moment calculation 012 0. ..E" 0. -E -5 in "zg c ,r3 50 5 N (01 use the wall is continuous Moment is based on WL 7,Z.ZZL, • )3" 5)0)3 5100 2 8 r‘: -05 0) 1,z3 0 (3 o a 5 0 00 0 . F.4 !I. a ca v a) ci 501 0) 1.-: •-• 0 • -'0 Lc - 8 5, 50 to 05 54 0. 41 0202 tp,c, °. 036 'w) - d 0 3 (50 0 I I ,r3 I Cr Cr) I "9 cl .;:$ 73 1 C I 8 I I I I, I I • . N .0 '0 50 c"--1 re?, LS50 0, 05 > .0 (I3 a) IZ 'E) E' a) 0 0) 0 75..05 cel E 1,3 0 .0 0 ad is due to wind. CD 0 0 0 1...; , ; 0 ra Cr; CO 0 8 r.t) (3.3 05. cr) 50 50 0 cc) 01) T.C2 0.0 0 0 "7) 505 50) -0 03 0 joint reinforcement is not required O.K. Horizo, e AC1 318-99 and ACI 530-9 Cla 5 o) 7j. ',-,5 '0 m ca ,to6 6 c) c (13(5 --6) (3.23 ; L.a : 0 0 0 0 = 205 ,1-3 ::::.: -0 To 0)50 6 •- 0 D ..- al 0 0 0.. 05 c::), ,0 (0 (1> -0 .,° 0 OS 0 = 0 .•-• a.) 01) :0 .- 0 2) 0)0 .5.. (1) E a C. 0_ 0 C -05 c5 .. 05(0 t „0 o cri 0 o a c 0 0 5)00 (015) c 71(01 C (5 5001) .50 C.(1) (5) -- .0501 c: (50 0013 35,23 to (3 1,q 23 1 502 cDougle, PE #56214 0)05 01 0.1, 013.9 -05 0) 50 8 -.73- 0 2 sO 9.8 ;17. .Q3 5 0 5 .-L2 0) cr) 55. '0 00 (550 713 r) O. 50 6 E77771:232 12- 5'5157 7= .2/.7 / .4( , -1 • ,• in bottom of lin Size of embed L. L a) 2 2 6 Ci Q size of addl bar total area of -reinforced 50 0 00,5050 0. a (4) Z ci`-c° ci-1. 0 (3. 0:1i I-- co in r.; r0 " IN CV Oa °1-• 0 € Q. ,v 0."."0 Tcl a '.s.' c 0 5, ;.a) r-- .."?.1 71 0. 6 0. 3 G C 0- c -rr LI! 110-3 Cr: r- .;) 3 - 4.- IS 0 -1" 75 15 r) r= rr r sl 0) GO 0 ve7,1 4) 6 6 az, Cr t...7 50.41 °C! ‘33' ‘31' CV N. (1SN- . 0 V C..) Zt Li!1 t‘.6 a IN 0 0 LC) CC) CV 00 (1) 02 .2 (13 Icn 13 cc) u-) Code reference ACI 318-99 and AC 1 5 00 00 00 fR LUN C4ECKE5'!"" CHECK 6ET; FEtslIT eET, PLOT DATF: i0/0/v5 I CI ?Axial Client Location 1)ate Calculated by FOUNDATION WIDTH (W1) 20 ameltael 211 Heron Bay Mcadowlintaik Plan 4 his (Spanish) Parkland, FL 10/14/04 Gary kfcn. ouglu, Pr, 456214 DEPTH (01) LENGTH 14 4146A of klarkida (Intl) 320 72 43 152 Total Load LQ061100 of I eauhant Eccentricity qua). qmaxa Crarmaba, slope of line height 01 triangle grenaha than 3000 per wkith of triangle greater than 3000 par Soamntation of the force triangle Location of thil force born A Not Applkzble Not Applks3No Not Applicable 20 FCIRCE 33 75 lhf 50 lb( 158 lbf - 2025 lbf 2642 lb? 11.44 Itt 1,44 In 83 ,8 pal 2270.7 psi 2500 paf 08,50 LI L2 L3 4 5 77110KNESS OF SLAB 4 LEVER ARM in 10,0 in -4.0 In 18,0 111 LENGTH WIDTH OF WIDTH OF SLAB OF EAR or WIRE (W2) SLOPE AFTER POINT 9 (W3) 6 0 MOMENT abota A (lbf-in) 3333, Ibtiin -300. Itkin -300, I01 -In 74908, IbEin 32402.1W -1n 30227. 183 -in From polig A Chtscii to ensure that Ws less than Continue ceiculation Continue calculation fr. 80000 psi foe 2500 psi ola 2 In phl benc/Inge 0.9 Not Applicable Moment at pont 6 due (0 (3* cantilevered slab. Critical aitaion 01 3,03101080,1. 4212. inflb With 1.4 load factor for dead dead Inc .016d solving by way of Quadratic eguabon tpa ca Total Area 003 81" Transfer bm size Theoretical Spacing ol transfer sleet Requaori Spacing of tPartrifer steel 70580.235 -12000 4879.430 12 30 4.11 CJ ftlft Volume of footing 3008.3 al lb Moment about paint 3.236, Numbers( or vateas to input Values to transpose to Cad drawing If then statementa 0.03003013.13 Transfer steel is not required use doubts wire Al 0.056 sq. In e3ber Area of bar . Not Applicable -82.803 o,o, raax I osid Info foandation 10toakvIaloci as /allow,' height or span 22,3 15 10 02 Masonry Floor Roo? Point Load 53, -6 00 e 825 2 g rir ‘"o5 0 0. 0 17 4 Unit Load 62 60 55 0 0.11 in"2 Total Load 1382,6 450 162.5 0 2025.1 Plo.od 83 a 6 - L4b ,f LI 1 koi01 May GAData Engineerin81GfAcEnDealgn DatatMreadowbrooke_plan4a1foundation calo plan 4s_2.xla 25 L 11111_ 6 a 01 A E 06 '3' 0-0 8 oo 0 0. 0 0! 100 #j0.t t ' 7433 2 g 13 '10 0.0 00 0) 0 .Z3 0 333 -39 76 9 30 ad' 0303 0) 10 77 04 133 .11.0161111 1.111111111111 Modcl Client Location Date Calculated by FOUNLIATrON WIDTH (W1) 28 - Raton kiey Meoclowbrook Plan 4 Iris (Spanish) Wel Parkland, FL 10/14/04 Gary NIcDougle, .003 33.56214 DEPTH (Di) LENGTH 18 20 AREA of Sexton FORcti 320.333 ibt _ 72 75 lb( 48 50181 192 200 I bf 2303 lhf Totol Load 2961 lbf Location of resultant Eccentricity grrina slope of line holght of triangle greater then 3000 p31 width 01 010339(0 90641380 3960 3000 eel Summation 03 1110 fora') triangle L.Oc.atkm cif this force 330111 A Not Applicable Nol Applicable Not Applicable 10 93 in 0.92 in 1278.8 par 2274.4 pal 2600 paf 49.78 1.6 THICKNESS LENGTH OF SLAB OF BAR or WIRE (W2) 4 70 LEVER ARM MOMENT aqui A L110301n 3333,6,3.6, ________ L2 -4.0 Irt -300. lbfiln . L3 -6 q.n L4 -36.0 In L5 30.03., -300. I63 -in -7200. 36842. 32375, i63 -in From point A Check 10 entura that this less than Continue calcutation Continue calculation fya 50000 pal fca 2500 poi 210 1361 pending. 0.9 Not Applicable Marriott at pont 8 due 10 (3* cantilevered °I8, Critical section Is at trancalton. 6720. InOb With 1,4 load factor for dead load included aoIvIng by way of Quadratic equation a. c. Total Area of steel. Transfer bar size 3 bar Theoretical Spacing of transfer steal 152.8 M 0.0. max /Required Spacing of transfer steel 16 o.o. max„ SPEC rid. 70588.235 -120000 74(8.567 MOTH OF MIK OF SLAB SLOPE AFTER P01031 11 (W3) 12 48 4.09 cu flat Voluna 01 10031339 3 33 In Number03803611 to Input Values to transpose to Cad drawing if than statements 0 0647 in^2./ft Transfer steel Is required Load into foundation Is cakideted ot follows: 1101991 00 spar 22.3 16 16 5015 "3 o" g03 Masonry Floor Roof Point Load Area, of bar s 0,110312 Unit Load 62 60 55 Total Load 1382.6 4e0 440 0 2302.8 In Ib Moment about p01111 13 g 71 E) A r1000 °lc U G; \Qata \ Engineer IVOMet)LOssIgn DatakM0adowbrooke_plen4a1foun43ation iszic plan 48_3.xla .0 f.703 3 -0P- . 032 0 )03)1'0 8 0 2 8 I, k Plan 4 Ins (Spanish) 00 01 3 01 30 00. r2 4 .6 °"' 30 00"I) 0, 8 0. 0 0. 00 a- 0.-070000 7. 33 114 7, J 10,1 `0 03 30 03 t 5 .0 .0 .0 103 '69 .‘ 3330 0 0 "5 03 01 33 .0 04 03 00 3 04 00 110 04 -0 0 ,s3 s 04 2 1 0 0. ,c0 a „.4 3 .0 3(3 -g 04 04 0> 04 01 74, A 03 _.1 0. Lot 1110 0 033 (11 03 Model Client Location Date Calculated by FOUNDATION WIDTH (W1) 16 Section a Heion 03y Mcadowbrook Plan 4 I/16 (Spanish) WCI Parkland, FI, 10/14/04 Gary Mel)engle, PE /56214 DEPTH (01) 18 AREA of Section Ore2) LENGTH 16 hOR(3E (ltf) 125 I 1096 Ibf 1 MON NI 0 95 In .1.05 in 1664.7 par 723.6 pat 2800 pa -5882 120 '11331131 83333 Location of resultant Eccentrictty tank,. (31334(0 Cleativiablea lop 0311330 of line (8012111 0? triangle greater 1146,3 300(3 as) width of triangle) greater than 3000 psi Surnm at loin of the force triangle l_obsUon bilhisidrce from A Nol Applicable Not Applicable Not Appticabie THICKNESS LENGTH OF SLAB OF DAR or wake (/72) 4 LEVER ARM WIDTH OF WIDTH OF SLAB SLOPE AFTER POINT 11(973) 48 12 30 MOMENP about A -6.0 In _ -27.0 In 12.0 In 7300.)bf-42 -3375. 12908.1b1ln i1088 1,44 143341 Valettlei et %OR 1875.0 41 16 Moment about point 9 From point A Check to One UM tbat this ieas than 2,67 In Continue calculation Conttnue calculation rya 60:X50 psi foP 2690 pot da 21n phi bending. 0.9 Not Applicable Moment at pont due to the cantiieyored slab. Ciittical section Is at transisrlon. 2825. 101/ts Wrth 1.4 load factor for (toad 4233 6,0424313 140(4339 53( way of Quadratic equation a. b. c. Totol Area of steel= Transfer bar slzo Theoretical Spacing 01 1,000)10 steal Required 860109 53 transfer 01001 70558.236 .120000 2918.667 Numbers or values to Input Values to transpose to Cad drawing if then atataments 0.0247 in02i11 Transfer steel is not required u5O double wire As 0,058 sq. In # 3 bar Nol Applicable -42.4 In 0.0..11.611 Load Into foundation Is celce/ated es rsoows: height or span Masonly 10.25 Floor 0 Ro 16 Point Load 0.33 17. 2 50 133. ,ct• 40 30 113 .6 3 -g 0 4 a P., 00 00, 13.0', isg Ps' -04 10 0 00 1114 r.) 5, 030 -& tpd 4 ;0 77.7 5, 171 77,03 01 Area of ho-' 0,11 iri^2 Unit Load 62 00 55 0 030 ,1 Twist Load 635.5 0 440 0 1075.6 ?load L5 loud GA0e19kEnsinearingl03M00iDesign 0a1aNeadowbrooko_pl8n458uundation caic plan 4a_1.xle 00 141 4"' 30 07' fr• 'a L. 013 '1 g ci irP• 013,, 0303 00.0 0, '6 0. „, „, 0 0) -/0 .6 P0) 'EL y 2 2 3.3 7, 00 a 4.r ‘..f j 2. ",3 40 00 8 • '5 • Z .2 0004 8 2 ‘..n 0 01 CT „ r,-(30' m 6 6 'A - 003030 ▪ g -6 8 4 ▪ d -03 rt - 1" LI_ .1_1 0 5!' 0303 00030 00 fa) 5 ti -03 on E., 0101 ,t" 30 140 /050 '333 03 0303 03 ) 0- .8 0. e.4 00 1110 '4 8 a 1:4 00 04 10 -17 -39 *F 03 .ra 10 033, 50 0 0 0 < 6 ' 03 0 30 13 1,40 7 E3Nr CECKECD 5`r; C -EG< SET: FE'T SET PLOT [)4TE: I!' SHEET TITLE: CALCUL ATI()NE, E.'"),,--IEF.."r NO.: IT IS THE INTENT UF THIS DETAIL TO PROVIDE SOLID MASONRY FOR A DISTANCE OF APPROXIMATELY 6" BELOW THE WINDOW SILL S0 AS TO FACILITATE A VERTICAL SHUTTER INSTALLATION AND TO MINIMIZE MOISTURE INTRUSION. THIS DETAIL SHALL. BE APPLIED EVERYVVH[RE UNLESS AN ALTERNATE DETAIL (POURED SILL, BOND 8[AW, OR OTHER) IS SPECIFIED, IN ADDITION, THIS DETAIL SHALL BE APPLICABLE IRREGARDLESS OF A SECTION DETAIL BEING SHOWN ON THE PLAN. PRECAST CONC__ WINDOW SILL SILL R} BE SET ON A FULL BED OF N0R1AR iF REQUIRED DAMPEN THE SILL AND/OR CMU-~�' TO MINIMIZE MORTAR SHRINKAGE ° ~ TYPICAL MASO SCALE: 1-1/2" = l`-0" SCALE: 3/4~ = 1'-0" 4 +_ |N i|[U 00 A PRECAST SILL A POURED SILL MAY BE USED SO LONO AS HE DEPTH !C AS SHOWN AND A //5 8,AR P1A.C[D vwwow� ��R A DISTANCE. OF AT LEAST WIDTH - 6" NRY WINDOW vv//v�/\�vv (2)3/4" x 6" N STUDS ` " ^ STEEL COL. Fy = 46 KSI 1. ALL STELL TO BE A36 PLATE 2. ALL ELECTRODES TO BE 70XX 3. ALL WELDS 10 BE CONTINUOUS 4, PAINT w/ A PAINT HAVING A 95% ZINC OXIDE CONTENT, 5. LEFT AND RIGHT CORNER BASE WILL BE: REQUIRED G. ALL HOLE TO BE FOR 3" m x 5" H|0 KW1K U 8007 or 3" 0 A307 GALV, THROUGH BOLT, 7. NOTIFY THIS ENGINEER DF ANY DISCREPANCIES CN 4" PLACE MORTAR INTO CORE 00 MASONRY FOR A DEPTH OF NOT LESS THAN 6". MORTAR SHALL BE PACKED "TIGHTLY". DO NOT INSTALL ANY TYPE OF BONE) BREAKER (CAVITY CAPS) INSTEAD USE AN ALTERNATE METHOD SUCH AS WIRE SCREEN OR OTHER. CONST �V/��| CO :U�`T|��N ��\/ / /�//» mm_ -1\f__ - g~ �T�U��TU�A| �T[�| CO ~�||\��\/|\/i\��� ~>|L -LL- \�\� -n" SCALE: 2 _\/Uw|k�N |v \�/1| ��� AS DEPICTED HEREIN. '_ :[l� DECO-RA- PLACE ���/l��- ��/\ �_�\/ \� 4" A8S. MIN. \ 8^ PREBRED 4~ ABS. MIN. 8" PR[FERE0 NOMINAL WIDTH 0 = FILLED W/ GROUT U = UNFILLED l\/ /» CO��/ 5's IN ND BEAM COURSE /1 OF #5'5' TOP # OF #5's, F1TM BOND BEAM COURSE PLACED IN L/*[EL O IS THIS ENGINEER'S INTENT THAT XFXX -1T/1M/O8 INDICATES A DOUBLE BONE) BEAM and XFX X 1T/OM/OB INDICATES A SINGLE BOND BEA M 8-l0^ J^- _�-�� �LU| REFER TO ARCH, FOR ARCH PROFILE CREATE APPROX. 4x4 HOLE IN FACE OF MASONRY TO ALLOW - GROUT TO FLOW THROUGH ADDITIONAL STEEL. REINF. IS NOT REQUIRED UNLESS SPAN IS GREATER THAN 7'-O''. 10 SPAN > 7'-O" PROVIDE (1) #5. HOR2, EXTEND J" OVER SUPPORT ARCH -]�K�|N� MET �/�/v///v\�� w/L/ SCALE3/4" = 1'-0^ ENGINEERED WOOD I'NUS5E5 tg 24" /0, SUM' SHOP DRAWINGS FOR EVIEW AND AP ROVAL 0 1� 5[[ FRAMING NOTE �8 " _\ OD V� --�---�- -- -- U� � l2'-^\" = 1 o. -- EL: 11'-73" SEE 3/S3 �-- EXCEPT DELETE 2x4 L—�—EL; 0'-33~ �/l��-/�-|| |N� |\\/��- /L'��|L|/n\J S-7 / SCALE: 3/4" = 1'-0^ O" _UD��/ 7��\�|N� |\/� w|�vL7 EL: Q'-103^ 1, ALL STEEL TO BE i^ A36 PLATE 2, ALL ELECTRODES TO EE 7OXX 3ALL WELDS TO BE CONTINUOUS 4, PAINT W/ A PAINT HAVING A 95% ZINC OXIDE CONTENT. | 5, |.EFT AND RIGHT MAY 8[ REQUIRED 6, ALL HOLE TO BE F0R \" x 5" H|0 K#|K U BOLT or 3" 0 A307 GALV THROUGH BOLE ` 7, DESIGN IS PREDICATED UPON 2 -PLY TRUSS SHOULD OTHER BE PR0WDED, NOTIFY THIS ENGINEER FOR REVISED DETAIL. 8. NOTIFY THIS ENGINEER OF ANY DISCREPANCIES 0 Cst 1" 1 ^4 4 [[| BUCKET [/l�) �L� | \� \ SCALE; 2" = 1'-0^ �[[} �L-|\ NOTES 10 THE 1, PLACE LINTEL ACROSS TOP OF OPENING, 2. IF REQUIRED PLACE #5 BAR IN UNTEL, FOR [2 DESIGNATION ONLY. J, PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING HEIGHT, 4, THE LAST COURSE. WILL BE A BOND BEAM WITH (1) #3 BAR CONTINUOUS AROUND STRUCTURE. A DOUBLE BOND BEAM �^Y BE 5PEC|F'ED 3O THAT THEN THE LAST nwO COURSES ARE BOND BB\W3 WITH A #5 BAR IN EACH COURSE, 5, SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE THE BOTTOM COURSE OF BOND HAM IS OMITTED AND A LINTEL IS PLACED, THE STEEL REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE TOP OF THE LINTEL. 6, UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 15" DEEP. 8x8 BOND BEAM 100 OF �/ (1) #5 BAR L3CM BEAM GROUT SOLID FROM L/NTEL 10 TOP 00 BOND BEAM 8x8 PRE -CAST CONCRETE LINTEL wY (1) #5 BAR (02) LENGTH 00 BAR = WIDTH 00 OPENING - 2" 8x8 PRE -CAST CONCRETE UNTEL, W/O STEEL /Ll\ REFER TO PLAN FOR LOCATIONS 0P 00 J� � � OPENING ' 8x16 D8L, BOND BEAM wY (1) #5 BAR EACH COURS[ \ MASONRY ����� �[�|/`N8T|�lk |Y|��`}L/ �|\ | BEAM L/L`}|\J|v�1 | |L/|\ 30,400: 3/4^ y -D~ T0P OF BOND BEAN PROVIDE USP 7A18 W/ (6) lOd x 13" GALV, COMMON NAILS ( NOT SHOWN) _ P0CKB FOR FLOOR TRUSS FORMED w/ / STYROFOAM OR OTHER mr, -@� 11'-l13v -- EL; 1l'-73^ ..-- \ 83 �-SE[ SCHEDULE CONC. BAC. D SCALE: 3/4" = }'O^ 7" CONC. DECK �/ #3's � 12" n/r BIM. RE1NF, .' ~~/. ��� 'I: -ION _\^,\ ���\� /U/v #.3'5 4^ 0/0 TOP REIN IN/ 10" HOOK /‘/l�/`. �0v� SCALE: J/4^ = /-O' �-�— J/4^ = /-O' PROVIDE V�P 1516 W/ (5) 1Od x i�" GALV, COMMON �\ NAILS (NOT SHOWN) "4- -**1 ----- - _ POCKET FOR FLOOR TRUSS FORMED W/ STYROFOAM --- OR 0R 0TH[R Ko 12" 0/C - TEMP, RE|NF, PLACED ON TOP ^ \ PROVIDE 8x8 CONC. CAP 7_—+__ \ . W/ (2) �5o CONT. | VERIFY HEIGHT ItY/ ARCH. } I 8 - '� ll'n\" 4/ �---1- 00PII IMM� #3's 12" 0/0 B4 BTM, REINF, SEE SCHEDULE ��� �L`u cX) ] —'~r #3.s 12" 0/0 \ -J TEMP, RBNF, PLACED ON TOP 00 BTM. RE|%F. < SECTION `)L\, | |\}|V STYROFOAM OR OTHER #J'o © 8" 0/0 TOP REINF. PITCH 1" rS. C0NC, DECK W #3's 4 12" O/ 84 BTM. RBNF SEE SCHEDULE #J's 12" 0/C TEMP, REINF. PLACED ON TDP -- 0F BIM. REINF, CONC. DEC BALC. J�� SCALE: 3/4" L DRIP RECESS <� ��`T|(�N `�_`/||\//x /'-Et 11'-81/2" --- DRIP RECESS [------ /ALLOWABLE CKAI,,|it' & 0IFUF7 ~ 2500 LBS ..--- 2 -PLY ____2-PLY GIRDER OR 1 -PLY + (2) 1x 8's x 12" EACH SIDE NAILED TOGETHER WI/ lOd GALV. COMMON NAILS, 2 ROWS, 8" 0/0 o " �. o INSTALL TAPCONS ONLY IN �[THESE HOLES — L) S|MPSON HGUS210-2 JO\SJ HANGER \ SECURED TO WALL W/ (12) �-TV 0 x 2" 0APC0N5 (6) EACH SIDE AND (6) 16d OALV, COMMON NAILS INTO GIRDER GIRDR TO k���/\W�V WAL |V|��.���|� \ | CONC. IN --FILL VII/ (3) -- SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY �VT[�}|0[� N/�\/\_[[\/\T(KP _/` | L -u/\//\ w \/ �\/ \ \�\/ | //�\� ~~~ SCALE: 3/1" = l' -D^ EXTENSION OF MONOLITHIC FOUNDATION TO SUPPORT WALL EXTENSION, SEE PLAN FOR SIZE / -k� �� 1�� - w/--^�^r�� / u ADDITIONAL STEEL REINFORCING 10 EXTEND INTO EXTENSION AND BACK / INTO MAIN FOUNDATION, SEE PLAN FOR S|ZE, LENCJH, AND QUANTITYY MAIN STEEL REINFORCING — EXTENT OF MONO. END, k�0N[\ [T�|n �/lUN��Ti(\N w�\//v\�[�)/ � ! \���|v�y�||`�x SCALE: 3/4^ ' Y -O" JC^ W|W. EACH WAY MONOLITHIC FOOTING CORNER BARS REQUIRED BUT NOT SHOWN �VT�K'�|/\ _/\| _/���`L/ mm mW mmI wmmmmw mmmmmm wm mm m$ m$ mm mmwM mm mwmm mm mem wm ma wmmw wM WM MM ww .IX1 m$ KM o�—mf Iv* mat ~^om saM MIM -~man me Maa ma, mgm�~~--�~ | � \ FW CORNER BARS, SAME SIZE AS BAR IN FOUNDATION WITH 30" LEG EACH WAY 41 ALL CHANGES IN DIRECTIONS 00 THAT THE STEEL REINF IS CONTINUOUS MATCH AMOUNT 00 CONTINUOUS BARS CONTINUOUS S7E00. MONOLITHIC FOOTING REINFORCEMENT, SEE SCHEDULE WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO �/lN/�| |T�|/` v/\�|v\/u | | |)\, 3/4" S-7 SCALE: -[lU\DKT|[l� ���[�k�� ���� �[T�[ \/�� ��/r\||\/|v \�L/|\/��_|\ L�r\|�^� ��L_|�1/_ CURB FOR MASONRY UNITS SEE AT ELEV: (-)13* ]-CESS A-R\D GAR/NG: DOOR 0 SCALE: 3/4" = l' -O^ N|N/� |�|N\J D FRAU\��� Ci-iE(KE[D tan CHECK 5ET; 'z'FR'M|T 5ET; PLOT []ATE; NOTES, `. THIS REPAIR IS FOR SINGLE MISSING STRAP 2, ALLOWABLE: UPLIFT SHALL NOT EXCEED 750 LBS J. TAPCONS SHALL BE: \ Ar/ 1~ EMBEDMENT B) SPACED NOT LESS THAN 2" O/C C) SHALL HAVE 2" MIN, EDCE DISTANCE 0) SHALL HAVE A SLOTTED HEX HEADED WASHER HEAD 4, THIS DETAIL 00E,S ND APPLY WHEN THERE ARE MORE THAN (2) TRUSSES IN A ROW IN WHICH THE EMBEDDED ANCHORS ARE DISPLACED, 5, NAJL. STRAP TO TRUSS W/ (7) 10d CALM, x CALM. COMMON NAILS 4P,1FT EX|Q�NG WAAA / TRUSS USP N24112TW TWIST STRAP MASONRY /0_�__�� 1�~ MIN. EMBED BUND ' - BEAM CMU WALL SIDE VIEW /�[ SINGLE k�|�O| ��`�� \�| .�||v`�+L w/!.�| �J�`�L�� SCALE: .v` ~ l'-0" (5) TAPCONS TO BE INSTALLED IN THESE HOLES THERE. ARE ADD'L HOLES BUT THESE HAVE BEEN I DELETED FOR CLARITY. UPLIFT < 750 LBS USP RAFER DE RT241zrw NEW - 0 � U FRONT VIEW (INSIDE FACE) (4) NEW O^ 9) T'AftEM W/ 13~ EMBEDMENT ��\D[F\ TRUSS �N�� _L/��L/ mv\'// 2x6 or 2x8 PT SCAB APPLIED TO SIDE OF TRUSS VV/ (5) 10d x 3"GALV NAILS [}UTS|DE VIEW 6'-0" NAAX SEE PLAN FOR LOCAPON � |\ IT IS THE INTENT OF THS REPAIR TO PROVIDE POSITIVE CONTACT B[nmEw THE EMBEDDED TRUSS ANCHOR AND THE w000 TRUSS. BLOCKING SHALL BE INSTALLED SO THAT LATERAL LOADS CAN BE TRANSMITTED THROUGH THE TRUSS AND INTO THE STRAP, UPLIFT RESTRAINT IS ALSO PROVIDED FOR BY m}S POSITIVE ATTACHMENT, CUT AND RT BLOCING NEATLY, 7~. EMBEDDED TRUSS ANCHOR SECURED W/ 10c COMMON NAILS_ SAME QUANTITY AS SPEQR[D ON kANI EMBEDDED TRUSS -- ANCHOR CONCRETE OR MASONRY BEAM -- S VILW REPAIR OF MISPLAC SC�I� J/f 7|'-0` USP LUGT2 w/ HEAD OF CONNECTOR SLIGHTLY BENT SO AS TO BE UNDER THE ROOF. SECURED w/ TAPCONS INTO -- HOLES SPECIFIED, SEE ELEVATION NAILED TO TRUSS & BLOCKING wY (16) 10d x 3" CALV. COMMON NAILS, 8 EACH SIDE )x4 RTW, CHORD BRACING /2^ 0/0 MAX,, S[LURO} KV (2) 10d COMMON NAILS AT EACH CHORD INTEIRSEOTION, TYP. � r �[l ik� /v/ LATERAL LOADS »VP TOP VIEW\ 2x8 OR 1x8 P1 SCAB SECURED TO TRUSS W/ (4) 16d COMMON NAILS MONO CANNOT EXCEED 13' w angle ° FRONT VIEW 3[DDED -RUSS ANCHOR UP NOTES. 1. THIS REPAIR i5 FOR CONNECTION OF UP TO 1.800 POUNDS OR MULTIPLE MISPLACED ANCHORS 2. AL4}w*E3LE UPLIFT SHALL NOT EXCEED 1.800 LD.5 J. TAPCONS SHALL BE: A)�`' Dm. x %)12" LENGTH B) SPACED NOT LESS THAN 2" O/C 0) SHALL HAVE 2" MIN. EDGE DISTANCE D) SHALL HAVE A SLOTTED HEX HEADED WASHER HEAD 4, THIS DETAIL 0US APPLY WHEN THERE ARE MORE THAN (2) TRUSSES IN A ROW IN WHICH THE EMBEDDED ANCHORS ARE DISPLACED, 5. ALL NAILS TO BE HOT DIPPED GALVANIZED V. ALL BLOCKING TO BE PRESSURE TREATED. USP JHA218 OR JHA418 FOR 1 OR 2 PLY TRUSS SECURED wy (4) TAPCONS \� INTO HOLES SPECIFIED, ' SEE ELEYAT0N, NAILED TO TRUSS W/ (4) l0d x ^ GALV COMMON NAILS, 2 EACH SOF 1x4 DIAGONAL BIM. [HDRD UTW. CH0RD TOF USES BRACING, -_- PLAN F00 LOC,ATION �---ENf) VAtt70 OTHER - END pfc CONDITION, IF DEPICT C LINTEL OR CONC. BEAM LINTEL OR_ CONC. BEAM �-K� /`LJ[\�� ����iNp iJ N|. L/| |\/ \U L> \/�\^||V\� --- : 3/0 = 2x4 PI BUCK TO LINTEL/BEAM & JAMB W/ 1'10 x J° TAPCONS 12" 0I. MAX, PLACE FIRST TAPCDW 4` MAX. FROM ENDS, TYPICAL 1' -4" 2x6 ON THE FLAT © 16" 0.C. INTEL 00 2x6 ON THE FLAT �-'1'-0"'-� �- RADIUS OF ARCH, NAIL TO PLYWOOD ATEACH END WITH (3) 10d x 13" NAILS EX|s�NG OWE WALL (4) TAPCONS TO BE INSTALLED IN THESE HOLES THERE ARE ADD'L HOLES BUT THESE HAVE BEEN DELETED FOR CLARITY, '�r��|� /l[ / 'REPAIR. ` \�/ SCALE: 1" = Y' -O^ _ USP JHA418 vU[T>[ MISPLACED :M BEDDED T( .`� � u p | � _ (2) 2n8 � � A USP EHUH26 G < 1200 L83 U < 1200 LBS W/ (1) i” m HILT! KWIK U BOLT, 5^ MIN. E!,,,IBED (20) 16d GAU/. COMMON NAILS AND (10) 10d x 13^ CALM. COMMON NAILS O - USP [HUH26 < 2385 LOS, U < 1200 LBS W/ (2) :^ 0 HILTI KWIK U BOLT, 5" MIN. EMBED (20) 16d CALV. COMMON NAILS AND (10) lOd x |'^ CALV. COMMON NAILS C - USP EHUH20-2 C < 2400 LBS, U < 2155 LBS (2) i" 0 H10 KWIK U BOLT, 5" MIN. EMBED (28) 16d CALV. COMMON NAILS AND (16) lOd x 3" GALK COMMON NAILS D - USP EHUH28-2 G < 4185 LOS, U < 2155 LBS (4) i~ 0 HILTI KWIK U BO[[ 5" W/N, EMBED (28) 16d OALV. COMMON NAILS AND (16) 10d x 3" CALM, COMMON NAII.S 1. ENSURE THAT EXP, BOLTS ARE PLACED INTO GROUTED CELLS, 8" ALL AROUND 800T 2. ALL BOLTS 10 HAVE WASHERS 3, EXP, BOLTS SHOULD NOT BE ANY CLOSER THAN 6" 0/C 2x6 PI BUCK FASTENED TO & JAMB -#/ i^o x 3" TAPCONS l2" 0.0. MAX. PLACE FIRST: TAKON 4" MAX. FROM ENDS, TYPICAL 2x6 ON THE FLAT © 16" O.0 PRECAST LINTEL OR CONC. BEAM 2x6 ON THE FLAT © 16" 0.C. [ WOOD |-�� L_UQ 50405: 3/4^ 1'-0^ 1� � � A || L �N/��O ��� x��� ��� 2x6 P.T. BUCK FASTENED TO LINTEL/BEAM & JAMB WI/ ;1^0 x 3" TAPCONS )2" 0.0. MAX. I PLACE FIRST TAPCON 4" MAX, FROM ENDS, TYPICAL 2x4 BLOCKS 4 6" O.[, CUT TO FORM RADIUS OF ARCH, NAIL TO PLYWOOD AT - EACH END WITH (3) 10d x 13" NAILS gu CDX PLYWOOD NAILED WITH 10W NAILS g.) 6" 0.C. SEE ARCHITECTURAL PLANS / FOR RADIUS AND 4|NDOW --/ SPECIFICATIONS TYPICAL WOOD ACHED RAMING 8[TA|| SCALE: J/4_. ---1. -O. GENERAL NOTES: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAW}NCS, CONSULT ARCU||FCIR6| 0EA:W|NC3 FOR SLEEY[S, DEPRES8OH5, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DR3W|NGS, APPLICABLE BUILDING CODE STANDAR[`S: 080-R2004 (HVHZ) ACI 3l802. BUILDING CODE REQUIREMENTS RR STRUCTURAL CONCRETE, ^C| 530-95/AS00 5-95, A0 3P[CE/CATlON FOR TU0 DESIGN 00 COLD-F0RWED SILEL STRUCTURAL MEMBERS 1986. ASCE 7-02 AND AISC SPECIFICATIONS ALL DETAILS AND SECTIONS SHOWN ON THE. DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL 16 SHOWN. ALL NW[NSION5 AND CONDITIONS MOST BE V[K|HLD IN NE HELD. 00 NOT SCALE HE DRAWINGS; FOLLOW YVR|TTEN DIMENSIONS ONLY; ANY DISCREPANCIES SHALL HE BROUGHT TO THE ATTENTION OF THE EVCIN[[R PR/OR TO PROCEEDING VU THE AFFECTED PART 00 THE WORK. THE STRUCTURE |\ DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING 0 COMPLETE. |T IS THE CONTRACTOR'S RESPONSIBILITY 10 DETERMINE ERECTION PRO- CEDURES AND SEQUENCES TO INSURE 5xF[H 00 THE BUILDING AND |T5 COMPONENTS DURING ERECTION, THIS WORK INCLUDES THE ADDITION 00 NECESSARY SHORING, SH[[T|NG, TEMPORARY BKACINC, GUYS OR T|[0OWHS. THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM R[0DRED FOUNDATION AND SITE PREP- ARATION D��|�� LOADS: DESIGN PO0F: LIVE LOAD DEAD 1040 JU ps/ ps[ FLOOR: |N[ LOAD DEAD LOAD BAI CONY 005 LOAD WIND: DESIGN WIND SPEED ~l40mph(62.8m/s) J-SECOND(UST (ASCE 7-02 (F00 02004) EXPOSURE C, CATEGORY II) SHOP DRAWING REVIEW: SHOP DRAWINGS WILL BE. 'REVIEWED FOR GENERAL COMPLIANCE *0|H THL ULS|CN UO[N[ 00 TUE C0N[RACE DOCUMENTS 0NIJ. |T SHALL BE THE RESPOHS'8\L;Y OF THE G0NTKAC'' TOP TO VERIFY COwPL!A1',;C( CONTRACT DOCUMENTS AS TO 0UANOIY, 01 NOM, EL8A[|8NS, D|MENU0NS, 8C, ALL SH05 DRAWINGS SHALL HE RDxEW8} BY THE C0|4RAC0K PH0K TO SUUWUTA0 TO THE. ARCHITECT/ENGINEER, DRAWINGS 3V8M11100 W1H001 REVIEW WILL BE 001U6N0 UNCHECKED, SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF S|RUCTURAI DRAWINGS (CON- TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERN|S9OH FROM THE [NC|NE.ER. !N ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS ChECKED, UNLESS OTHERWISE. SPECIFIED IN WRITING BY THE ENGINEER, FOUNDATION/SITE P��P��4 ..`�.',` ION: FOOTINGS WERE DESIGNED FOK AN ALLOWABLE 50L BEARING PRESSURE OF 2.500 p50, FOOTING EXCAVATIONS AND SLAB SU8CRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 580 OF THE 0001F}[D 809CT0R *^X|wUW DR» �[h�!TY' DRERu/h[D /N ACCORDANCE WITH ASlN 0-1557. TREAT ALL SOIL FOR TERMITE PR0TECli0N. TUE OWNER SUN' RETAIN THE 3LRf1L3 U| AN INDEPENDENT [E_0|LCHH|CAL ENGINEER TO VERIFY SUCCESSFUL COMPLETION 0F SITE PREPARATION E010053, LOCATIONS FAILING 70 MEET THE CEO|[CMN|CAL ENGINEER'S R[UU|KEWEN8 SHALL. BE RECOMPACTED AND RETESTED Al THE CONTRACTOR'S EXPEVSE, AND AS DIRECTED BY THE ENGINEER. WRIT TIN CLhT|[|C0NN MK THE MINIMUM DESIGN 136\R|N0 CAP6C|TY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE MICH. ENGINEER. CONCRETE: ��.....�.�. CONCRETE SHALL 'ACHIEVE uWAN 28 DA/ COMyk[S`DI05 [HNC AS E0LLOv8: 2.508 PSI REGULAR' WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE 3,000 P8| REGULAR WEIGHT FOR DEAM3, COLUMN3, AND 5" STRUCTURAL TERRACE S(AD C�4RACTOR SHALL SUBMIT PROPOSED MIX D[S|GNS, 011M HISTORICAL STRENGTH DATA FOR EACH SEPARATE 017 P8100 TO CONCRETE PLACEMENT. C0H;R8E SLUMP SM/LL NOT [a1LD 5^ �/� �^ PHOK to THE ADDITION OF PLA'SDC|ZL� CONCRETE SHALL 000807 WITH ALL N[ REQUIREMENTS OF ACI 301 AND A5T0 0-94 FOR FAFASUR|NG' MIXING, TRANSPORTING, [TC CONCRETE TICKETS: SHALL 8E T!YF-STAMPED WHEN CONCRETE IS BATCHED, [h[ MAX/MVM TIME ALLOWED 5000 WHEN WATER /S ADDED TO THE MIX UNTIL O IS DEPOSITED IN ITS FINAL POSITION SHALL NOT ExC[[D 90 MINUTES. IF FOR ^XY R[P.;O% THERE. IS A DELAY SUCH HAT A BATCH [OR 0H6[THAN 90 [NOTES, THE. CONCRETE SMALL NOT BE PLACED, IT 0540i BE THE RESPONSIBILITY 00 [HE TESTING LABORATORY. TO NOTIFY THE, OWNER'S REPRESENTATIVE AND THE CONTRAC- R[0U|R[D CONCRETE 000EB^GE 0008 REBAR SHALL HE AS FOLLOWS: A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ( F0UNDAT|0NS): D FDR CONCRETE EXPOSED TO [X7Fo|0R WEATHER: 1-I/2^ FOR #5 AND SMALLER 2" FOR #6 AND LARGER C FOR CONCRETE NOT EXPOSED TO WEATHER: I/4'-o)����a�-uuLLS:._umIL FORMWORK: FCR!.1NCKK, 3HOF AND FOOTINGS SF "RECOMMENDED F ---�CT[\ /�`� / � � �n� ��� APPLICATION GARAGE DOOR BUCK TO MASONRY/CONC. GARAGE DOOR BUCK 10 MASONRY/CONIC, < • METAL STRAP 10 8 MASONRY OR CONC. l NON-BEARING ^- 3" WALL TO CONC. SLAB W/ WASHER ~7�1 | �~.~ 40 psf 25 of 68 prf %.]7Z���� REINFORCING STEEL: REBAR SHALL BE ASTM A615 GRAD[ 60 DEFORMED BARS, FR[L FROM OK. SCALE, AND RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPEC|F|CAJONS, CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABR|CAT|ON, HORIZONTAL AND VERTICAL BARS SHALL k\P 5 x BAR NO., 3E[ LAP 5500E SCHEDULE, UNSCHEDULED HUD LAPS ARE SUBJECT TO ENGINEER'S REVIEW. '[fNSION [4)0 351.10,5 SCHIDUL: PLAN REINFORCEMENT MASONRY OTHER [SAN 500 E3ARS TOP BARS 3 16" 16" 4. 24^ 22" 19" 5 30" 27^ 23" 6 JU" 35" 31" 7 42" 48" 42" 21" 28" 35" 46" 6,3" PROVIDE 36" x CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TL) EACH BEAM REBAR, SB DETAILS FOR ADDITIONAL INFORMATION. WELDED WIRE MESH: WELDED WIRE M[3H, SHALL BE ASTM A185, GRADE 65, FREE FROM O|L, SCALE, AND RUST, AND SHALL BE PLACED IN ACCORDANCE WITH THE ACI TYPICAL DETAJLS, MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES, WIRE MESH FOR SLABS SHALL BE SUPPORTED W/ 2" CHAIRS SPACED 3'-O" 0C, EACH WAY MASONRY; ALL 8LUCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE. 8000K MANUFACTURED IN CONFORMANCE WITH ASTM C-90' GRADE N. f'm ~ 1500 psi BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS 0ThFRWISE NOTED. WY -UP MASONRY Wm -LS TO BOTTOM OF [|[ BEAMS BEFORE PLACING CONCRETE FOR |N -WALL COLUMNS, GP0UT USED TO FILL MASONRY CELLS SH4L! COMPLY WITH ASTM C-476. AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3.000 psi AT 28 EATS. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8^ COARSE AGCREGAJ[, AND SHALL BE PLACED mT|i A SLUMP OF 8" TO lD^ PLACE GROUT IN ACCORDANCE W/ 4C| 530-95. TYPE 5 MORTAR SHALL BE USED EXCLUSIVELY ON THIS PR0J[CT, MORTAR SHALL BE PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM 0-270, HORIZONTAL AND V[RT. MORTAR JOINTS SHALL BF j/H" THICK UNLESS OTHERWISE NOTED, REMOVE MORTAR PRO1KUQ0NS THAT EXTEND INTO CELLS TO BE RLLED, 18" 24" JD^ 48: 54^ WHEN R8JWR[D, HORIZONTAL MORTAR j0|NT5 ShAL0 BE &DNF0R(10 WIN STANDARD 9 GAG[ ',ADO -TYPE DUR-D-WAL (ASTM CLASS 8-2, HOT -DIPPED GALVANIZED) AT ALTERNATE COURS[S (lS^ ON CENT[R), UNLESS OTHERWISE NOTED, JOINT REINFORCEMENT SHALL BE CONTINUOUS WND 5541.0 LAP A MIN|NUM 8", LAP VERTICAL. REBAR 6 x BAR NO, U.O.N. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS ;F THE "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1-85/ASCF 6-g5/ WS 502-$5). AS PV8L|SH[D BY THE MASONRY STANDARDS JOINT COMMITTEE, WOOD TRUSSES TO BE DESIGNED AND FABRICATED IN A.CC9RDANC[ WITH THE "NATIONAL DESIGN SPEC- IFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTEN|NCS' BY THE NEPA. TRUSS DESIGNS SHALL DE SIGNED AND S[xL[D BY x PROFESSIONAL ENGINEER REG!5lEPFD IN FLORIDA, SE[ NOTES FOR SHOP DRAWINGS. C0NNiCT0R PLATES SHALL BE A MilsiA1N THICKNESS 00 00M. AND DE MANUFACTURED FROM STEEL MEETING THE REQUIREMENTS OF ASTM A440, GRADE A. AND SHALL BE HOT -- DIPPED GALVANIZED. HANDLING, ERECTION AND BRACIk.; TRUSSES SHALL BE IN ACCORDANCE WITH TRUSS PUT[ INSTITUTE RECOMMENDATIONS rPi'a H1B-91. HURRICANE STRAPS SHALL BE iNYALLED ACCORDING TO MANUFACTURER'S iNSTRUCTIONS, CONTRACTOR 01140SUBMIT 5|CkEU AND PEALED DRAWINGS 0E ALTERNATE CONNECTION DETAILS AS THU8S[5/0RO[K3 TO AND WALLS FOR APPROVAL THE LOCATIONS OF GIRDERS AND TRUSSES SHOWN ON THE ROOF FRAMING PLAN WERE USED [0 FACILITATE D[SK;N 00 R}UNCiT/CNS, WAU'S, AND BEAMS, THE CONTRACTOR SHALL SU8011 TRUSS SHOP DR&W/N�^ RJR R[Y|[W BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION. 1115 TRUSS FABRICATOR SHALL PROVIDE ENGINEERED SHOP DRA�|N:3 OF EACH INDIVIDUAL TRUSS AND A FULLY' D|N[NS|OMED ERECTION PLAN SHOWING COMPONENT LAYOUT, SHOP DRAw'NC.:, SHALL BE SIGNED AND SEALED BY A FLORIDA LICENSED PROFESSIONAL ENGINEER. TUE HURRICANE STRAPS SPEC|REn ON TII WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE 111E CONSTRUCTION 3CHEDUL[, AND MAY CHANGE PREDICATED ON TUE TRUSS AND C|RCER REACTIONS PROVIDED BY THE TRUSS ENGINEER. THE lRU3s TO STRUCTURE CONNECTIONS AND LOANS SPECIFIED ON THIS PLAN SHALL SUPERC[DE THOSE OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE_ BEEN BASED ON ASCE 7-02 COMPONENT AND CLADDING WIND LOAD PRESSURES, THE DELEGATE TRUSS ENGINEER SHALL BE RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. WOOD ER C/` -I[ lU|[ FOR ALL K/ HOMES IN POC/` AND HRON 3AY �' D ON THE 200L ,HUH7 S -L -|DNS FASTENER SCHEDULE - FASTENERS - - ROOF FLOOR SHEATH SIZE NO WASHER 3.w W/ WASHER CONTACT' THIS ENGINEER FOR SPECIFIC REQUIREMENTS 3 T h \I C. � L51 ��` NO[[� � �[�TL � �|B �- � * 1 - HAND NAILING MAY BE USED IN LIEU OF POWER DRIVEN FASTENERS. 2 - STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS.. • 3 - FASTENING OF GARAS[ DOQRS, WINDOWS AND ExTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER • 4 - ALL FASCIA MATERIAL SHALL BE HAND FRAMED,�5 - PAF SHALL BE *|0 X-Zr HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN_ 6 - FASTENER SPACING FOR THE BUCKS SHALL THE STRICTER REQUIREMENT OF THE NOAOR THE SPACING DETAILED ABOVE 7 - WimuoW AND DOOR BUCKS SHALLBE AS WIDE OP WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SW/NG DOOR WITH A WOOD DOOR FRAME. 1x MEMBERS ARE NAILED AND 2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE. APPLICATION WIRE LATH ROARKS rYPE SPACING 8" 0/C, "APCON~ WASONR( S[[ NOT 8 FASTENER` BELOW 24'' 0/C, IEE NOT[ 8 BOLT BELOW EXPANSION BOLT 24" 0/C ETAL LATH @ WIRE FASTENERS SIZE TYPE SPACING 16 GAUGE W/ #11 GAGE 5" APART & SIDE 1)i" MIN. EMBED .)6" HEAD LAPS 9" 16 GAUGE W/ #11 GAGE 3" APART & SIDE MIN, EMBED 54i"^ HEAD LAPS 9" q" EMBED, 4" END. )IST., 13. EDGE DIST, 4^ EMBED4" END, DIST., 3" EDGE DIST. 4" EMBED, 4" END. REMARKS FBC R4411 TABLE 4411.1,3,2 FBC 04411 TABLE *411.1.3,2 APPLICATION _ FLOOR SHEATHING i^ (ii] T&G ROOF / SHEATHING 4Q^ EXP. 1 APPLICATION 1x2 PT FURRING TO MASONRY/CONC. SIZE ------------- 0.1310 x 23" 0,113 16-20 RINGS/INCH NG TYPE SPACING REMARKS 8d SMOOTH SHANK 8d RING SHANK SEE PLAN FBC R4409,9.1,8.1 SEE PLAN WINDOW AND DOOR BUCK FASTENERS SIZE CASE HARDENED 0NL NAIL 13" LONG. IOD. 4L 0� CASE [0L 1x P� S[E NOT DOOR5 �7 ��LHARD/�^ LONCNEDC _ BUCK �oD0L 1x PT. S[E N0T[ 7 NAIL �LARDLmLD 1�^ LDNO. TYPE SPACING BUCK 2x PT, SEE NOTE 7 NO WASHER FASTENER 2x n W/wuuVI uucw 0,138 0 PAF x �~ PT TO STEEL COL.,5[[-" AY WASHER ROW 7 MANUFACTURER'S SPECS AND/OR NOA 8" 0/0 REMARKS F9C 04409.10.1 WINDOW/DOOR FASTEN -ET) - STAGGERED INTO MASONRY/CONC, 9^ O/C WINDOW/DOOR FASTENED STAGGERED INTO MASONRY/CONC. z `"~`, - ~~^ DIST„ 13" EDGE 017 9" 4" END. D1ST.13" STAGGERED EDGE DIST, 12" O/C 6R[0TE�TDRE� ����& LA��DP�/\y��|�� \�{ maeno o'2,5115 1101 A W6 RASS. CORPORATE pxmuvAxsVnswo SUNRISE, FLORIDA 333',,,3 1G' LEDC[R5 1200 P3|. iEARD. PCF OF A D FOR rENT|0N 15 PRO ECT 1\ILME3F ] LoT>3,:) 1:14LON�� CHFC<E)B1"` CHEC.< SET` PERMIT 5ET` PLOT DATE; � 5HEET[|�| _ GENERAL NOTE5 AND DETAIL5 51.--IEETNO.: 2x4 BLOCK{NG, FLAT, BETWEEN TRUS3ES, NAIL SHEATHING TO BLOCKING w/ 8d COMMON NAILS 4" 0/0, 1 or 2 USP HLTPTA75 TRUSS ANCHOR WITH (18) 1OU x WAILS TO TRUSS. ' PROVIDE 5" MINIMIM CONCRETE EMBEDMENT, 1x2, 2x4, 2x8 WOOD FASCIA 3[[ ARCHKEC[URALS 2x8 SECURED W/ (2) 16d CXLV, COMMON NAILS, 2x4 SECURED W/ 1Od GALV, NAILS 12" - 1o4 UPPRRA Wi 108 COMMON NAILS 12" O/C, 1u ALLOWABLE UPLIFT = 2125 LBS (l STRAP) lb ALLOWABLE UP LIF = 3500 LOS (2 STRAPS) 19/32" CDX PLYWOOD SHEATHING WITH 8d RING SHANK NAILS 0 O'' O.C. RELD, EDGES AND 4" 0,0, DIAPHRAGM BOUNDARIES (FASCIA) 2x4 Pl, CUWT., SECURED WY H<LT| X-ZF. POWDER ACCTUAT[D FASTENER, ZF 72 P8536./ .177^ 0' 27^ LONG, WITH WASHER @ 24" 0/C ENGINEERED WOOD TRUSSES 0 24" 0/0, SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL, MASONRY BOND BEAM 3[E SCHEDULE U TVOC|AL TRUSS CONNECTO SCALE: 3/4" = 7'-8" 2x4 BLOCKING, FLAT, BETWEEN TRUSSES, NAIL SHEATHING TO BLOCKING w/ 8d COMMON 1 USP HLIPTA75 TRUSS ANCHOR WITH (18) 1Od x 1�^ NAILS TO TRUSS, ~ \ . � PROVIDE 5" u/^u.0 CONCRETE EMBEDMENT. ` \ * ."u..,� ~.=~ ^"',^'.u� ^. � S` zo ALLOWABLE UPLIFT - 6170 LOS (2 BOLTS IN TOP HOLES) 21:;, ALLOWABLE UPLIFT ~ 12340 (4 BOLTS) 1x2, 2x4, 2x8 WOOD FASCA SEE ARCHKECTURALS 2x8 SECURED W/ (2) 16d CALV. COMMON NAILS, 2x4 SECURED W/ l0d CALV NAILS 12" 0/C 1x2 SECURED W/ 1Od GAiV, COMMON NAILS 12" O/C. 19/32" CDX PLYWOOD 3HEATH'NG WITH 8d RHC SHANK NAILS (§ 6" D.C. FIELD: EDGES AND 4" 0,0, DIAPHRAGM BOUNDARIES (FASCIA) 2x4 PT, CONT, SECURED W/ HILT! X -2F, POWDER ACC7UATED FASTENER, ZF 72 P8535. ENGINEERED WOOD TRUSSES 24" O/C, SUBMIT SHOP DRAWINGS� R REVIEW 1, AND APPROVAL USP USC43 STEEL CONNECTOR WITH i H\UT| KWIK || BOLTS 'N/ 5" CONCRETE EMBEDMENT MIN. AND (8) 16d COMMON NAILS MASONRY BOND BEAM SEE SCHEDULE IF 4 BOLTS ARE USED �-[NSURE THAT CELLS ARE GROUTED S0LID, O~ EACH WAY OF BOLTS TVO�~|�| TRUSS CONNECTOR / || \^m�- \��/|v/�L 2x6 PT SECURED TO BTM. OF DECK W/ x 4^ TAPCON3, 12^ 0/C NAIL "PLYWOOD TRUSS" TO 2x MEMBERS W// lOd COMMON NAILS, 4" O/C ALL MEMBERS k,2x4,PT0 FA WALL.S[CUREOF W/ 13/1'8^ 0 x 4" ONS, 12" 0/C STAGGERED SIMILAR 'PLYW0OO TRUSSES" SH0WN, - WINDOW OPENING SIMPSON HGU3210-2 JOIST HANGER SECURED TO WALL W/ (12) 0 x 2" TAPCONS (6) EACH SIDE AND (6) 16d GALV. COMMON NAILS INTO TRUSS SEE 8/S7 �V- ARCH �_/� . ��/\\// / 5CNr; J/f^ = 1' -0^ 7��K�|N�� HON }\/�w///v��^ / \\�/v [|�U� L��-v/� ------------ *o ALLOWABLE. UPLIFT = 8310 LBS (FOR 1 -PLY GIRDER + 2x8 SCAB 4* ALLOWABLE UPLIFT ~ 8310 LBS (FOR 2 -PLY GIRDER) SIMPSON HDOA SECURED (1) 3/41." x 0" Ag07 THIO:A0F,17) ROO_ AND 2 -PART EPDXY AND (3) 3/4" 0 A307 GALV. THROUGH BOLTS � IF 1 -PLY GIRDER PROVIDE 2x8x36 SCAB NAILED W/ (12) 16d COMMON NAILS, 2 ROWS \|DF'R O L-|:- CONN- _ SCALE: 3/4 |'-O^ _ = � 2x6 8x8x3/4" PLYWOOD GUSSET ONE SIDE ONLY 5/8" PLWOOD SHEATHING ACROSS FRONT FACE NAILED TO ALL MEMBERS W/ 8d COMMON NA|LS, 6" 0/0 BLOCK ALL S[KMS, VERT, SEAMS TO OCCUR AT --!,1^n0D TRUSS", FOAM ELEMENT BY OTHERS ON 3/4" PLYWOOD SHEATHING wy 2x MEMBER AROUND PERIMETER AND 2x4 D{ASONAL, [7AM|WG NS U,N,O. S|/' STRAPS FOR ROOF IRUSSES 70 HE CONCRETE TO WOO.) ROOF: USP ML1PTA75 WITH (18) lOd x q^ GALVANIZED NAILS. SMALL JACKS S' MAY 8E NAILED W/ (10) lOd x 1 3" NAILS WOOD TO WOOD: U';P RT16 OR RT16-2 W/ 108 x l/^ GALVANIZED NAILS, FILL ALL HOLES 1�^ 2 -- ALL PLiA0OD FOR WALL AND 5000 SnE4[H/hG IS )0 8E �o APS RA7ED EXPOSURE 1 CD0, J ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE 2I/32^ APA RATED EXPOSURE 1 CDX GLUED AND NAILED TO TOP 05 1.RU33 W!|!i ADHESIVES MEETING THE |/[OU|REgLNTS 00 AFC -O| AND APPLIED IN ACCUR[ANCL WIT H MANUFACTURER'S SPEC|RC4|0NS. 4 4LL NAILS FOR TRkS8 TO BEAM AND TRVSS TO TRUSS METAL CONNECTORS ARE TO BE GALVAW/ZED, 5 LINTELS AND MAS0NRY BEAMS WERE DES|GNED BASED ON CAST -CRETE CONCRETE LINTELS. 6 BOTTOM OF L!NTEH ARE TO 85 PLACED Al [DP OF W|NDOW, DOOR AND CLEAR SPANS OPEN|NGS, 7 LII IT SHALL HAVE 4" NOMINAL BEARING (|''). 8 TUE TRUSS FRAMIN D SHOWN IS SCHEMATIC IN NATURE, UCA",'EVER [HE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER HE A5SUNP|0N THE FRAMING SCHEME. SHOWN WILL CLOSE L.1' PARALLEL. FINAL TRUSS DESIGNERS LA/OU|, SUBMIT F|:A0 TRUSS DRAWINGS FOH [HIS [NG|hLLR'5 REVIEW AND APPROVAL, 9 PLACE ;?.x4 PT 10 /N,UGH WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES 500556 2x MIN8[RS TO WALL WITH HILTI X -0F/ POWDER ACCTUATEU FASTENER, .ZE 72 P8530, .177" 0, 2.-" LONG, WITH WASHER g 24" 0,0, |0 - NAIL. SPEC|F|CATUJ9: ad COMMON NAILS - 0.1.31" 0 x 4^ LONG, R|NC 3|4,n:x - 0,1/3^ n ' 2"100 XS 7.14M^ 108 STRAP MAILS 0]48^ 0 / q^ GALVANIZED \|- TRUSS REACTIONS ;,,ND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN D|FFERENT, 12-- WOOD HEARING WAL LS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANADS|S. 1J- N| ELEVATIONS AF, REFERENCED FROM U' -U`', [lN|SH FLOOR UNLESS NO TED /)THERW}S[, U= 1600 |bs 0= 2905 lbs !" iON3' AND y U= 19'4 11:4 �-� U= 650) 0= 945 |bs 5 U. 1500 lbs G= 2251 lbs U= 1000 lbs U= 1600 lbs 0= 1430 lbs 0= 2905 Ibs\,-5 -�------7'-O"------°- T-1177- [ `� | .� /� = 957 lbs 1784 lbs1784 lbs 957 |h* "77 3173 '~ U.--= /o 16, }b ALIGN TRUSS W .�� a INSPECTOR/CONTRACTOR NOTE ' THE 'BC 2004 AVA7 7EOUiRES 8d RIV SHANK NAILS FOR THF MAJOR Ty OF THE ROOF SHEATHING. 8c COMMON NAILS MAY N0_ BF USED. INDICATES lx4 0 16" 0/0 TO UNDERSIDE OF WOOD " TRU3SES \ `3ECUR0 (2) lOd x " COMMON NAILS AT EACH CHORD INTERSECTION TYP, WHERE SHOWN BY HATCH PATTERN E5T: CAECXFDFl1”; CAEC‹ SET: F^FIR1-11T SET: 10^0/10: F1 0T 101(2)/05 1 BAR/CE.LL. 1 BAR/CELL 2 BARS/CELL 1 BAR/CELL 12" ---- 6 BARS 117 BARS CMU UNIT DIMENSIONS ARE NOMINAL SIZES MASONRY SYMBO S-4 .i SCALE: 3/4" = 1'-O" MARK DESCRIPTION BB1 RIASONRY 382 MASONRY MASONRY 181 CONCRETE LO L1 L2 ' L3 RSI 612x3' 61 92 63 64 285 96 MASONRY MASONRY PG (0 3000 _S ROOF W N I P SU.Rf.. NET (0R095) ASCE 7--02 ZONE:. 1 = 29.5 PSF (39.5) ZONE 2 = 45,6 PSF (55.6) ZONE "; 77.9 PS8 (87.9) a= 5'-0", END ZONE DISTANCE BASIC WIND SPEED: 140 mph (82.6 m/s) IMPORTANCE FACTOR (I): 1.0 WIND EXPOSURE.-.: 'C BUILDING CATEGORY II APPLICABLE INTERNAL PRESSURE COEFFICIENT: ± 0,18 BEAM SCHEDULE SIZE REEF x H" 9T4, TOP 8x16 (1) 15 (1) 15 3000 12x16 (1) 15 (1)/5 3000 8x12 (2) #5 (2) /5 3000 8x8 - 3000 8x8 8x8 12x8 3000 8x8 MASONRY 3000 MASONRY 3000 ('ONCRETE MASONRY 3000 CONCRETE 3000 CONCRETE 3000 CONCRETE 3000 8x16 12x36 (1 5 (1) 5 8x18 (2) 16 (2) 15 8x55 (2) 15 (2) 15 (4) #5 (2) /5 (2) 15 - (2)f5 ) MID SIZE N/A N/A _ N/A N/A N/A N/A N/A N/A N/A N/A (2) /5 CONCRETE 3000 8x16 CONCRETE 3000 8x20 (2) 15 CONCRETE 3000 8x24 (2) 15 (2, 5 (2) 1/6 (2) 15 STIRRUPS SPACING FRAMING NOTES 1 U.N.0. ALL `[RAPS FUR ROOF ERUSSE:S TO BE CONCRETE 10 W000 ROOF: USP f-ILI P TA75 WITH (1 8) 1 Ud 1 " (:GALVANIZED NAIL.`.. SMALL JACKS < 9' MAY 8E NAILED W/ (10) 101 x 1 1" NAILS W000 TO WOOD; USP RT16 OR 81-16--2 W/ 104 .; 1 " GALVANIZED NAILS, FILL_ AL. HOLES AL L, PLYWOOD FOR WALT_ AND ROOF SHEATHING IS TO BE " APA RATED EXPOSURL 1 CDX, ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE 23/32" APA RATED EXPOSURE 1 CDX CLUED AND NAILED TO [00 OF TRUSS WITH ADHESIVES MEETING THE" REQUIREMENTS OF AFG-C1 AND AF1 L.IE•..L1 IN At;.CURDANC : WITH MANVACTLIRFN`I5FF' G;!N°Ic)A110N , 4 AlL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED, 5 LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST -CRETE CONCRETE LINTELS, 1 M 01 O ii TOP ,,, 'INI�r'�,,� DOOM 9 CLEAR SPANS f;-�, Tc��, ,_ L!r.rl�L_, ;� �.F ;c BE [-�.��,c: �.- A , cE ,,. , ."�,� ANL . _i -.A . �.l ;,�,.� OPEN!' :c.S. 7 LINTELS SHALL HAVE 4" NOMINAL BEARING (4"), F3 THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE, HOWEVER THE SUPPORTING SIRUCT[JRE HAS BEEN DESIGNED UNDER T1-11--. ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THIS ENGINEER'S REVIEW AND APPROVAI. 9 PLACE 2x4I PT TO ALIGN WITH TOP AND 601 LOM 'CHORDS GE ROOF TRUSSES `_,ECT RE 2: MEMBERS E0 WALL WITH HILTI X--38, - '%.'DER A.CCTUATED FAS1ENER, 7.8 72 P8536, ,1 /7" 0, 2:" LONG, WITH WASHER 24" 0,0, 1(1) - NAIL SPECIFICA110N5: 84 COMMON NAILS -- 0.1.E 1 " x 2 " LONG, 04 RING SHANK NAILS -- 0.113" 0 x 2*/" 104 i;OMMON NAILS -- 0.148" 0 x 3" LONG, AND 104 STRAP NAILS -- 0148" 0 x 1F" GALVANIZED 1RUSS REACEIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT, WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS, 1.3 Al L ELENA I IONS ARE REFERENCED FROM 0' -0", FINISH FLOOR, UNLESS NOTED OTHERWISE, REL4ARKS 3 (5) 7" 0/C, E,E, 12° 0/C, T.O. (5) 7' 0/C, EE, 13 7' 0/C, T.0. 24" 0/C, T,O. /3 13 2< 0/C, To. UNFILLED GROUTED SOLI© GROUTED SOLID GROUTED SOLO RAKED SEAM INDICATES OPENING BELOW / L.O.B.= TOP OF BEAM / B.01.= BOTTOM OF LINTEL / T.O.A.= 100 0E' ARCH / T,O.S.- TOP OF SLAB M824 882 24" 16" Ii LJ L, I MII848 48 MB12x24 24" �• L1 8131 MB24 1312 MB48 MB12x24 818 \1T\013 8F24\10,1M\0B 8F16 \11\113 8F48\1T\1M\08 8F24\1T\1M\OB 6132 51 96 U PROVIDE B92 WHERE ROO TRUSSES BEAR 91 WHERE FLOC) TRUSSES HAP CN N CO CLt CD t 8F.30/1T/1M/OB 8824/11/1M/OB 824 T/1M/OB 8824/11/1M 8F24/1T/1M/OB 1 8F24/1T/1M/0E3 CJ _ CO 8824/1T/1M/OB 8F24,/1T/1M/0B m� 24/1T/1M/0B 8F24/1T/1M/06 8F24 1 M/06 8F /1T/1M/OE3 8824/1T/1M/f`. BB2 L1 1 BB2 L1 CN En STEEL COLUMN 285, AROUND OUTSIDE OF BALL, 8824/1T/1M/0 8F24/1-1/1M/OB 2D Li =T SCALE: 1/4" = 1'-0" fa DFAUJN EY: CE-+ECK &ET: FEE f'1117,' SET: PLOT DATE: 51-1L-±1 TM_