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HomeMy WebLinkAboutCONSTRUCTION PLANO FOOTING SCHEDULE SEE PLAN FOR LABELS of ACTUAL FOOTING TflPES BEING USED NRK SIZE TYPE STEEL NOTES M12 12"W X 16"D MONO 2 # 5 Dia. CON'T MONO 0 M12b 12"W X 12"D MONO 2 # 5 Die. CON'T INTERIOR MONO PER DIAGRAM BELOW M16 16"W X 16"D MONO 2 # 5 DID. CON'T MONO 1 M16b 16"W X 12" D MONO 2 # 5 Dia. CON'T INTERIOR MONO PER DIAGRAM BELOW M20 20"W X 16"D MONO 3 # 5 Do, CON'T MONO 2 (USE PLM BCH. CHAIRS) M20b 20"W X 12"D MONO 3 # 5 Die. CON'T INTERIOR MONO PER DIAGRAM BELOW M20t 20"W X 16"D MONO 3 # 5 Did. CON'T (USE PLM BCH. CHAIRS) W/ # 4 X Al TRANSFER BARS 12" O C. M24b 24"W X 16"D MONO 3 # 5 Die. CON'T INTERIOR MONO PER DIAGRAM BELOW MIX "" X "L" / PEN X EXTENSION 8"W - 1 # 5 BAR T/ EXTEND and TIE BARS INTO MAIN SLAB DEPTH of MAIN FTC. 12"W - 2 # 5 BARS FOOTING STEEL. STEEL TO BE at 16"W - 3 # 5 BARS BOTTOM, U.N O. P24 24"W X 241 X 12"D PAD # 5 at 12°O.C.E.W.B. AS INDICATED ON PLAN TYP. P24t 24"W X 241 X 16"D PAD ALLOW FOR STL. COLUMN RECESS P36 36"W X 361 X 12"D PAD AS INDICATED ON PLAN TYP. P36t 36"W X 361 X 16"D PAD ALLOW FOR STL COLUMN RECESS P48 48"W X 481 X 12"D PAD AS INDICATED ON PLAN TYP. P48t d8"W X 481 X 16"D PAD ALLOW FOR STL COLUMN RECESS P60 60"W X 60"1 X 12"D PAD AS INDICATED ON PLAN TYP, P60t 60"W X 601 X 16"D PAD ALLOW FOR STL COLUMN RECESS P72 72"W X 721 X 12"D PAD AS INDICATED ON PLAN TYP. P72t 72"W X 721 X 16"D PAD ALLOW FOR STL COLUMN RECESS S16 16"W X 12"D STEM 2 # 5 Do. CON'T USE PALM BEACH CHAIRS S24 24"W X 12"D STEM 3 5 Dia, CON'T USE PALM BEACH CHAIRS T8 81W X 8"D THICK EDGE 1 # 5 Did. CON'T TYP. at PATIOS and/or 4" RECESS T8b 8"W X 9"-121 THICK EDGE 1 # 5 Dia. CON'T GARAGE CURB and/or > 4" RECESS T8c 8"W X 6"-8"D CURB 1 # 5 Dia. CON'T GARAGE RECESS CURB T12 12"W X >12"D THICK EDGE 2 # 5 Dia. CON'T HOT. AS INDICATED ON PLAN ADD 2 # 5 BARS BOTTOM FOR EVERY 12" OF DEPTH INCREASE AS REQUIRED + PROVIDE # 4 X 601 HOOK BARS AT 16" O.C. TOP NOTES: - TOP of FOOTING to be MIN. 12' BELOW FINISH GRADE - DROP FOOTING/BARS WHERE ANY RECESSES OCCUR ALONG SLAB (LE, TOP of FOOTING DEPTH'D' TO BE MEASURED FROM BOTTOM of RECESS) W/ PAVERS VER. REC. of ENTRY DOOR TRANSVERSE vER,� M_t TRANSVERSE BARS BARS --- 112°�REc n , O — ��W. — w M_ O ry 7� INTERIOR PROFI ALT. SHOWER VARIES W/ ALT. 16"W W/ 2 BARS RECESS, CNTR 4"-g" SLOPE BAR W CURBi�`- M N o o 9 9 r I j • 'A R . °. _ T8 T8b 8' 2a ° GRADE 12 GRJDE� \ \ \ / ,//� PAVERS i TYP. GARAGE D.H. DOOR PAVERS RECESS PER SCHEDULE �AA�\<(STEEL EXTERIOR INTERIOR f 'M' TYPE FM 'P' TYPE FM MX MAIN SLAB L' TYP FOOTING PROTECTION FOOTING PER PLAN O COLUMN SCHEDULE SEE PLAN FOR SYMBOLS of ACTUAL COLUMN TYPES BEING USE IBC SIZE TYPE STEEL NOTES C5 Q 8" X 8" C. M. U. 1 # 5 BAR - C7 Q 8" X 8" C. M. U. 1 # 7 BAR - C25 ■■ 8" X 12" "0" BLOCK 2 # 5 BARS - m C27 8" X 12" "0" BLOCK 2 # 7 BARS - C45 C45d :: 12" X 12" 8" X 16" "0" BLOCK "0" BLOCK 4 # 5 BARS 4 # 5 BARS PROVIDE U.S.P. "WT" TIES at EVERY, OTHER MORTAR JOINT (SEE DIAGRAM) 11 „ ;p P45 "W" X 1` PER PLAN POURED CONC. 4 # 5 BARS # 3 Dia. TIES at 8" O.C. P65 P47 "W" "WC' X "L" PER PLAN X "L" PER PLAN POURED CONC. POURED GONG. 6 # 5 BARS 6 # 7 BARS # 3 Dia. TIES at 8" O C. # 3 Die. TIES at 8" O.C. P67 "W" X °L" PER PLAN POURED GONG, 6 # 7 BARS # 3 Dia. TIES at 10" O.C. 'T_' 0 SEE POST SCHEDULE TUBE STEEL - SEE FLOOR and ROOF LAYOUTS TSb O BOLLARD TUBE STEEL - SEE DIAGRAM BELOW m SEE POST SCHEDULE1 WOOD POST I SEE FLOOR and ROOF LAYOUTS �OO(JO 0 3"D STEEL COLUMN W/ 6" X 6" X 1/4"T STL. 3 1/ " ao Ts n PLATE W/ (4) 1/2" X 31 EMBED. WEDGE ANCHORS to SLAB (VER. EXACT LOCATION PER ARCH. PLAN) 045 y y N NOTES: - ALL C.M.U. CELLS W/ STEEL TO BE CONCRETE FILLED - LAP ALL STEEL MIN. 48 BAR Dia TYP. THROUGHOUT - SEE FLOOR and ROOF LAYOUTS FOR ALL STRUCTURAL POST SPECIFICATIONS IN 13'-4" 7'. I-----Mls PAVERS PAD I � ■ I ■ ■ 1 1■ ■ -,-T— -- 7 V '/' ® MI6" IN -FILL COLUMN u, AS PRO. (NO STEEL) I I/ 0 /l I TSb I I -5" 1'-8" I B'-7" IL L��J�II 1.5" PERIMETER F — — _1I I RECESS TYP. N TYP C5 I rig II MX VARIES TYP 18'-8" -4" P36 -----------------------------I ■ L _IJ I COVERED LANAI w REC. 4", PAVERS N I M20 RESIDENCE P36 ELEV: (0'-0") TOP OF FINISH FLR SLAB ON GRADE CONSTRUCTION 4 THICK 2500 PSI CONCRETE SLAB W/ 6" X 6" / 10 X 10 WELDED WIRE MESH ON 5-MIL VAPOR BARRIER ON CLEAN 95% COMPACTED TERMITE TREATED FILL VER. LOCATION of ALL EQUIPMENT PADS TO BE AT F.F. PER ARCHITECTURALS, TO BE 4' THICK W/ THICKENED EDGES, U.N.O. TT—rT-1—T==p I I.I iI I I I I I I I I I I l I I I I I l I I I I l l I I I L I I I I I I I I I I I I I I I -L1-I-.LJ-LI-I-L�-LJ I I I I I I I I I I I I I I I I I I I I I L M ■ N)I 0 — J ■ �TYP C� M20 6'-0° ENTRYi m _ REC. 1.5' a 7 K, .I I. ■ ■ I PAVERS I ■ • U 8'-6- 14„ ,i`-5" 4'-3" �l I I — ,..... A. I I — — — — ® — — I ■ MASONRY OPNG. TYP. i I a I M I a 1.5" PERIMETER - I RECESS TYP. ■ I C5 ■ ■ ■I TYP( x a If 11 o :B N LJI b I I N N . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4" GARAGE .1.=CAR. REC_E�4", . . SLOPE O ®..... � .2. . . . . .........I. 2"-8" 16"-0" 2'-8" t 6'-6" 1'-4" 6'-2" 6'-6" 4'-5" 6'-6" 6'-6" 4'-5" 21'-4" 65'-O" ELEVATION 111)" ?GANNEL) BY *T Lucie County FOUNDATION / FIRST FLOOR COLUMNS 4 _ 6 VERIFY METER & PANEL LOCATIONS SEE FLOOR PLAN FOR EXACT PLUMBING LOCATIONS REFER TO ARCH PLANS FOR EXACT LOCATIONS OF OPENINGS IN INTERIOR BEARING WALLS FOLLOW PLAN FOR CELL L.O., W1 APPROX. EQUAL SPACING IN WALL SEGMENTS, NOT TO EXCEED MAX. SPACE PER PLAN _ EXTRA DETAIL REFERENCE INTERIOR BRG. WALL BEAM REFERENCE Don THIS SHEET I LOCATIONS ON SHEET "S1" L0 ON SHEET 11S1" THIS FOUNDATION HAS BEEN DESIGNED BY RATIONAL ANALYSIS TRANSFER REINFORCEMENT IS NOT REQUIRED, U.N.O. REVISIONS: SHEET DATA: MODEL: 6511 COMMUNITY: RIVERBEND LOT #: 9 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 12-04-15 SHEET DESCRIPTION: FOUNDATION FIRST FLOOR COLUMNS ELEVATION: D GARAGE: LEFT BRENNAN ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 SHEET: vict0 ILE x (' 4 E.B. # 7686 P.E. 72387 O TRUSS ANCHOR SCHEDULE SEE PLAN FOR LABELS of ACTUAL ANCHOR TYPES TYPES BEING USED OON ECTON TYPE MARK 0 ANCHOR TYPE MANUP MODEL O T Y SIZE NAL. 1xHmue TRUSS HAD SaFIEaaF M Y ) LATERAL. LOAD HUBSAw 1PFARS awAarr 10 TRIM b MASONRY TZ * A l U S P "HTA16" 1 125"W 16 GA. 8- IOD X 1 1 2" N A 590 660 1600 LIPS A l A2 U S P 2 HTA16 2 1.25 W 16 CA, 10-IOU X 1 1 2 STP N A 1180 1320 3230 ITS A2 TRI" b WOOD (TZ)4 MAR( •B 1 ANCHOR TYPE U S P "LSTA18" OTY 1 SIZE 1 1 4"W 20 GA. STRAP to TRW STRAP to WDWL r-1 N.R_ Nl r-2 N.R. N UPLF? 1235 LBS B 1 7 - 10D 7 - 10D 4B2 U S P HTW20 1 1 1 4 W 14 GA. 10 - IOD 10 - 10D N.R N OF N 1530 LBS 192 W U S PI H116A 1 18 GAUGE 9 - 10D X I 1 T 8 - 10D 600 800 1380 LBS 66 w U S P RTS 1 18 GAUGE 4 - 8D 4 - 8D 260 260 540 LBS 137 - PROV ADD'T (3) - 16D TOE -NAILS TO EA. TRUSS to WOOD WALLHDR�GDR) (2 & 1 SIDE) - FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW T MA CH GIRDER WIDTH, GTLO. 500 500 (T) (5 - 1 4 TAPCONS W/ 2 EMBED PER STRAP to MASONRY N A - - 1225 LBS (T EMASKI WOOD b WOOD Cl MOM TYPE 1 U S P "MSTA48" OTY 1 SIZE 1 1 4"W 76 GA. MI C.bWOODABY.ANC.bWD.BELCW 7- lOD x 1 1 2" F-1 N.R. F2 N.R. U7.FT 1050 LBS C 1 7- lOD or S T (WALL or POW C2 U S P MSTA48 1 I 1 4W 76 GA. 11 - IOD x 1 1 2 10 - 10D or 8 T .R. 1635 LBS C2 (TZ)r C4 U S P R,ATT. PBC44 Comer "PBS44" Mlddle 1 14 GA. 8 - 16D 8 - 16D 750 750 1500 LBS C4 2 14 GA 8 - 160 SIDE I 8- 16D SIDE 1015 630 1755 LBS STRP to MSNRY T ALT. - PROVIDE TAPCONS to MASONRY WALL BELOW - 1 4 X 2 EMB. TAPCONS P.R STRAP SEE ABA. T WD.POST to SLAB MARK DI ANCHOR TYPE 1 U S P MP34 0 T Y 1 I ANCHOR to POST 4- BD NAILS ANCHOR to SLAB 2- 1 X 1 1 2 EMB, TAPCONS IIII1PL.Ff N A DI (TZ)* D4 U S P PAU44 1 12 - 16D NAILS 1 - 5 8 X 4 EMB WEDGE -ANCHORS 2535 LBS D4 D8 SIMPSON ABU88 1 18 - 16D NAILS 2 - 5 8 X 5 EMB. LI N HD SCREWS' 2320 LBS D5 D7 U S P HTT22 1 16 - 16D NAILS 1 - 5 8 X 8 EMB. WEDGE -ANCHORS 3695 LBS D7 IDS U S P HTT22 1 32 - 16D NAILS 1 - 5 8 X 10 L -BOLT 5370 LBS D8 It AT RECESS AREAS, "WEDGE -ANCHOR" EMBEDMENT TO BE FROM LOWEST SLAB ELEVATION W0.EEAL1 b (TZ)" MARK 71 ANCHOR TYPE CITY SIZE ANCHORbWOOD ANCIORb LHO GRAVITY 2000 LBS URFT 2000 LBS F1 70SP THD210 2 14 GA. 20 - lOD NAILS 6 - 1 4 X 2L TAPCONS LNGE 12 W ALT. "THD210-2" - AT CORNER APPLICATIONS USE INVERTED FLANGE TYPE _ NGER "THD210-3", "THD26'H -FILL MASONRY SOLID MIN. 16 ALL AROUND ANCHOR FOR WOOD to WOOD 120 - 10D NAILS 1 38 - 160 NAILS ANCHOR to DEL. 2 r 8 S.Y.P. # 2 POST TURN SIDEWAYS IN WALL BETW. STUDS CENTERED on ANCHOR. NAIL TOG. W 2 ROWS of 10D NAILS at 6" U.C. TYP. M^�N�' 3145 LBS 3145 LBS F1 F2 SIMPSON IU210-2 i - 10 - 10D 18 - 1 4 X 1 3 4''L TINED 5085 LBS 1810 LBS FZ F3 SIMPSON HU28-2 1 6 - 1DD 14 - 1 4 X 2 3 4 L TITEN 4350 LBS 1085 LBS F3 F4 SIMPSON HUC210 2 1 6- 10D 14 - 1 4 X 2 3 4L TITER 4350 LBS 1085 LBS F4 Fob SIMPSON 1IMPSON HUC210 2 1 - 10 - 70D 18 - 'I 4 X 2 3 4 T11, 5085 LBS 1810 LBS F3 F41 FGTR 1 7 GA. 18 - 1 4 X 3 L SDS SCRWS 2 - 1 2 ®5 L TTEN ND 5000 LBS F+41 4m SIMPSON FGTR 1 2 7 GA. 36 - 4 X 3 L SUS SCRWS 4 - 1 2 Sr 5 L TURN HD PER MANUFACTU ERS SPECIFICA QNS 9400 LBS WNSTALL ME - FILL MASONRY SOLID BELOW TO SLAB MIN. 4' EACH SIDE AT ANCHOR BOLT LOCATIONS F5 U S PI RFUS 1 1 10 GA. 12 - WS3 SCREWS 4 - 3 4 X 51 WEDGE BOLTS 5500 LBS F5 F8 SIMPSON LGUM210 1 - 8 -1 4 X 2.5 L SUP SCOW S 8 -3 8 X 412HDILBS 3575 LBS F8 PAD -OUT HANGERSAS REQUIRED W 2 X 12 SYP 2 W 4-10D NAILS TO EACH T& WEB M18CELLANE0U8 EFERENCED ON SHEET "SDI'o- DETAIL SEE DETAIL N AS REFERENCED ON SHEET SD1 D- TRS TRUSS to TRUSS CONNECTION TO BE PROVIDED BY TRUSS COMPANY, UNLESS NOTED TRS - HARDWARE SPECIFIED MANUFACTURED BY "U S P" LUMBER CONNECTORS'" A GIHRALTOR COMPANY - - INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS - "TAPCONS" - SPACE MIN, 2" T.O. BEAM "WEDGE ANCHORS"- SPACE MIN. 4" MIN, 3" FROM EDGES - CAPACITIES SHOWN ARE FOR INSTALLATION IN SOUTHERN PINE LUMBER W ASTM A446 G,ADE A STEEL SIDE PLATE W/ NAILS AS INDICATED, U.N.O. -8D - 0.131"D X 21/21 1AD = 0.148"D X 3"L 16D = 0.162"D X 3 1/21 * (TZ) : ALL CONNECTORS AND FASTENERS IN DIRECT CONTACT WITH P.T. LUMBER SHALL BE TRIPLE ZINC COATED FOR CORROSION PROTECTION. WHEN ORDERING PRODUCT WITH TRIPLE ZINC COATING, THE DESIGNATION "TZ" MUST BE ADDED TO THE STOCK NUMBER (i. A., MSTA9-TZ) - ANCHOR "UPLIFT CAPACITY' IS BASED ON THE WORST CASE LOAD COMBINATION BETWEEN UPI IFT and LATERAL LOAD, EITHER PERPENDICULAR or PARALLEL TO THE RIDGE LINE, WHEN CONSIDERING THE "UNITY EQUATION", WHERE APPLIES. - THE MAXIMUM LATERAL LOAD PARALLEL or PERPENDICULAR TO THE WALL IS 180 ELF, UNLESS SPECIFICALLY NOTED ON THE PLANS BOND BEAM SCHEDULE --- (SEE PLAN FOR LINENS of ACTUAL BEAM TYPE BEING USED) MK TOP GIOHD fEW) 818L 1 BOTTOM 01CCA8T) STEEL NOTES BB-1(1) - 8" X B" BEAM BLK 1 # 5 BAR N / A I - I TYP. TIE -BEAM CON"I ♦VER. 12'W PER PUN i ALONG T. of PERIMETER MASONRY WALLS, SUPPORTING ROOF TRUSSES, U_N 0. 9H (2) - 8" X 8" BEAM BLK 1 # 5 CRSE I N A ALT. TIE -BEAM AS NOTED ON PLAN L-0 BEAM ABOVE PER PLAN PER ABOVE 8" X 8" PRECAST"U" AS NOTED ON PLAN L"1 8 X 8 PRECAST U 11 5 BAR L-2 8 X 8 PRECAST U 1f 1 BAR L-4 N A N A 1 5 BAR L-4 N A N A B X 8 PRECAST U 2 5 BARS 1 TOP 1 BOTTOM ' +' ert SEAM CALL -OUT INDCATES POURED ARCH BELOW PER DETAIL 31'L' (SHEET 'SD2') - ALL BEAM HEIGHTS ARE BASED OFF OF FINISHED FLOOR ELEVATION (0'-0") - REFER TO ARCH PLANS FOR EXACT LOCATIONS OF ALL OPENINGS IN WOOD FRAME WALLS - FILL ALL MASONRY SOLID FROM PRECAST "U" BLOCK TO LINTEL BLOCK - AT RAISED ENTRIES, ALL FILLED CELLS SHALL BE POURED TOGETHER W/ BOND -BEAMS AT TOP, TO INCLUDE INTERMEDIATE BOND -BEAMS AS REQUIRED - PROVIDE MIN. 30"L x 301 CORNER BARS PER DETAIL 11 on SHEET SD2 - LINTEL BILK TOP COURSE STEEL ABOVE, IS THAT PART OF CON'T STEEL AS SPECIFIED PER TYP. WALL SECTION (SHEET "SD2") (I,E., NO ADD'T STEEL IS REQUIRED) - FOR 16"H BEAMS, USE PRECAST U In LIEU of LINTEL BILK. O BOL COURSE - LAP ALL STEEL MIN. 48 Bar Dior , of LARGEST STEEL of LAP TYP., THROUGHOUT - PRECAST BEAM STEEL TO EXTEND MIN, 4" PAST EA. SIDE OF OPENING - SEE ROOF PLAN FOR ALL WOOD BEAM SPECIFICATIONS T. o BEAM r� N N �0 m � co 'm' STEEL TD g F-� — RUN ..! < DE ..• ti.. ACCROSSNOPNGFROM EA. SIDE µ STEEL PER Z d SCHEDULE � " a ® ® B. of CANT VER6Y bBL' O STEM PER PER PLAN SCHEDULE O CONCRETE BEAM SCHEDULE (SEE PLAN FOR LABELS of ACTUAL BEAM TYPES BEING USED) MIRK SIZE PN x HB TOPSIEEL MIDL81EEL BOT. SRg OBONROPB REMARKS TB-2 8"W X ll"-19"H PLN 2 A 5 2 5 - I ALT. TIE -BEAM AS INDICATED ON PLAN B-1 16 W X 22 H 4 # 5 - 4 # 5 1 12 O.C. 8WX1 HH 2 5 - 2 # 5 I- B-3 ' t ' at BEAM CALL -OUT INDICATES POURED ARCH BELOW PER DETAIL 31'M' (SHEET 'SD2') O POST SCHEDULE Imou 'SEE PLAN FOR LABELS of ACTUAL POST TYPES HUNG USED MK TYPE NOTES WKI TYPE NOTES WI4 1- 2 X 4 S.Y.P. # 2 W6 6 X 6 S.Y.P. # 2 P.T. W4 4 X 4 S.Y.P. # 2 P.T. W6b 6 X 8 S.Y.P. # 2 P.T. W4b 4 X 6 S.YP. # 2 P.T. W26 2 - 2 X 6 S.Y.P. # 2 *TYP. MIN., U.N.O. W40 4 X 8 S.Y.P. # 2 P.T. W36 3- 2 X 6 S.Y.P. # 2 W24 2- 2 X 4 S.Y.P. # 2 W46 4- 2 X 6 S.Y.P_ 4 2 W34 3 - 2 X 4 SAP_ # 2 RIHTYP. MIN., U.N.O. W'm 2 - 2 X 8 S.Y.P. # 2 RHTYP. MIN., U.N.O_ W444-2X4 S.Y.P.#2 111883-2X8 S.YP.#2 W64 5- 2 X 4 S.Y,P. # 2 W48 4- 2 X 8 S.Y.P. # 2 WOO 5-2X8 S.YP,#2 111178 7- 2 X 8 S.Y.P. # 2 T35 35' X 3.5" X 1/4"T TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN T4 4" X 4" X 1 4"T TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN f PLACED FLAT TO SHEATHING AT OUTSIDE OF WALL, PER DIAGRAM BELOW k PROVIDE BLOCKING SUPPORT TO TRUSS/GDR, PER DIAGRAM BELOW o STEEL COLUMN PAD OUT - REFER TO DETAIL "9" ON SHEET "SD2" P ANCHOR W/ .145" X 1.51 P.A.F. (PINS) TO "T_" COLUMN AT 12" O.C. It ANCHOR TO MASONRY W/ 1/4" W/ 2" EMB, TAPCONS W/ WASHERS at 16" 0_C. w ANCHOR to MASONRY WALL W/ 1/2"X 4" EMB. WEDGE ANCHORS 24" O.C. (6° FRM TOP/BOT) u ATTACH W/ 1/2" THRU-BOLTS W/ 1 1/4 WASHERS at 16" O.C. and MAX. 6 FROM ENDS. NOTE: - B U. POSTS TO NAILED TOGETHER W/ 10D COMMONS at 6' O.C. STAGGERED EA. PLY/EA. FACE. ALL WOOD POSTS TO BE MIN. (3) 2 X 4 or 2) 2 X 6 (2 X 8), SUPPORTING HEADERS/GIRDERS PER 1-7" on SHEET "SD2', U N.O. MATCH WALL, GIRDER/HDR WIDTH) - FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MATCH GIRDER WIDTH, U.N.O. - ALL MULTIPLE PLY POSTS SHALL BE NAILED TOGETHER W/ 16D COMMONS ® 6" O,C. STAGGERED EA. PLY/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE Z - ASSUME POST HGT. TO MATCH BRG WALL HOT„ UNLESS CALLED OUT OTHERWISE - SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS. PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to ERG. WALL BELOW STUD TO'VY : 6° O.G NA%. 2 AS NAILS 8' O.C. GIRDER GIRDER GIRDER B. CHORD 1Y to 24' ---.-91UDS -- -- ---- Var TO TOP/BOT RAZE : PFR PLAN 811OSIO ; 2 X 4 S.Y.P. 2 EA. SIDE OF POST _ -- - (3) 10D TOE -NAILS EA. SIDE W/ (2) "I TOE -NAILS - _ . `T EA ENO TU GOR W/ (4) ) FOR GDR TO WL IOU NAILS TO POST - - '-11' PER PLAN POST TO SA6 : '2-Di' 12%r ANCHORS PER TRUSS —� ANCHOR SCHEDULE PER PLAN TOP SDE WE FRONT BE IS FOR ALL OTHER FRAME WALL SPECIFICATIONS O HEADER SCHEDULE RA SEE N FOR LABELS of ACTUAL HEADER TYPES BEING USED LAC TYPE N0TE8 'H ' - HEADER -W - NAILER, '-L' - LEDGER H310 (3) 2 X 10 S.Y.P. # 2 TYP. HEADER TO BE USED OVER ALL OPENINGS, U.N.O. (SEE D-7F) ALT. (4) 2 X 8 S.Y.P. # 2 IN, 8"W WALLS H212 2 2 X 12 S.Y.P. # 2 ALT, HEADER TO H310 HM 3� 2 X 12 S.Y.P. # 2 ALT. HEADER TO U310" " HN4 2 X 4 S.Y.P. # 2 NAILER ROOF and CLG. CON'T NAILER or BLDG. W/ 16D NAILS at 6" O.C. or 3 - 16D NAILS PER EA, WEB/STUD THAT IT CROSSES or 3 - 10D NAILS EACH END IF BLOCKING, W/ ALTERNATE 1/4" Pro. TAPCONS W/ 1 1/2" EMBED to MASONRY 16" O.C.or (2) PER BLOCK, U.N.O. HNS 2 X 6 S.Y.P. # 2 NAILER ANCHOR W/ 1/4" X 31 TAPCONS 12" 0 C HN26 2 X 6 S.Y.P. # 2 NAILER at TOP and BOTTOM CHORD of TRUSS W/ 1/4" Did TAPCONS W/ 2" EMBED at 8" O.C. to MASONRY W/ 4 - IOD TOE -NAILS FROM TOP and BOTTOM CHORD (2/SIDE) AS REQUIRED Fly (2) 2 X 8 S.Y.P. # 2 P.T, ANCHOR W/ 3/4" WEDGE -ANCHORS W/ 4 EMBED AT 24" NC, NOTE' - ALL OTHER WOOD BEWSTOBEMIN. 2-2XY23.YP.#Z NAL®TOOERBtW/ 2ROW3 OF 10D COMMONS at r 0.0, IIHLE38 CALLED OUT OTHERWISE - ALL WIDOW HEADERS TO BE 2 - 2 X 10 SNIP. 4 2 WI VY FLITCH PLAIl; NAL PER ABOVE - ALL 2 X 12 BULT-UP HEADERS ARE A881AED TO BE CONT TO BRO POHM a1 EA. ME ELEVATION I'D" 1ST LEVEL BEAMS, FLOOR and ROOF TRUSS LOAD DESIGN - 55 P.S.F. HEEL TYPE - I STD. OVERHANG - 16", U.N.O. TYPICAL PROFILE - "D" ELEV. I TYP ROOF PITCH, U.N.O. - TAIL CUT - PLUMB RETURNS - LEVEL U.N.O. ON PLAN HGT. ` HGT. _INDICATES TIE -BEAM STEP LOCATION TYP. PER "D-26" on SHEET "SD2" - 1ST or 2ND FLR, MASONRY BLOCK WALL (HGT. PER PLN) PER "D-7" on SHEET "SD2" 1ST or 2ND FLR. FRAME ERG. WALL (HGT. PER PLN) PER "D-71'" on SHEET "SD2" - BALLOON FRAME WALL (HGT. PER PLN) PER "D-76" on SHEET "SD2" O- TYPICAL BEAM/LINTEL/HDR SPEC - TYPICAL ANCHOR SPEC PER PER SCHEDULE ON THIS SHEET O -TRUSS ANCHOR SCHEDULE' on THIS SHEET BB", B", H", or L" _ TYPICAL POST/STEEL/MASONRY COLUMN A - TYP. MASONRY C,p,E, .. . O SPEC PER SCHEDULE ON THIS SHEET B - EYE.WOOD - MISC. OTHER "P". "T" Or "C"" PER C(`NFDI II F = 1'-0. - TIP. ANCHOR FOR TOP BID CONNECT#ON SPEC PER "TRUSS ANC OR SCHEDULE on THIS SHEET FUPUFT CAPACITY IN POUNDS QUANTITY-�, UPLIFT LBS TYPE $# ORNECTIDNSAID AAS REF RENCEDAL DONESH0ETS DSDt (LAND °SD2° I onmTHIS SHEETA DETAIL REFERENCE I (pS,R Out) �2 wA ANg10R TYPE s an I� u W V z REVISIONS: SHEET DATA: MODEL: 6511 COMMUNITY: RIVERBEND LOT #: 9 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 12-04-15 SHEET DESCRIPTION:I 1ST LEVEL FLOOR, BEAMS & ROOF ELEVATION: D GARAGE: LEFT BRENNAN ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 SHEET: E.B. # 7686 P.E. 723871 O TRUSS ANCHOR SCHEDULE SEE PLAN FOR LABELS IT ACTUAL ANCHOR TYPES TYPES BEING USED CONIECIDONTYPE MUK O ANCHOR TYPE M4Mi. MODE CITY SIZE �SOY�'"� TRUSS NAIESCF®UIE MASONRY MAeoRNIlb LATENAL Eons OBS) IPI.FT F1 F,2 cwAcmr O TN186 b MABOR(Y A l U S P "HTA16' 1 L25"W 16 GA. 8- l OD X 1 1 2" N A 590 0 1600 LBS A l TZ * A2 U S P 2 HTA16 2 L25 W 76 GA. ID-10D X 1 1 2 STP N A 1180 0 3230 LBS A2 MAW ANCHOR TYPE CITY SIZE STRAP to TRUSS STRAP b WDWL F1 UN.FT TRIM b WOOD +MB1 U S P "l STA18" 1 1 1 4'W 20 GA. 7 - 10D 7 - 10D N.R. N N.R,. N 1235 LBS B1 (TZ)* #B2 U S P "HTW2D' 1 1 1 4 W 14 GA. 10 - 10D 10 - 10D N.R. N N.R. N 1530 LBS B2 Be U S P RT16A 1 18 GAUGE 9- 10D X 1 1 2 8- 10D 800 0 1380 LBS BS B7 U S P RT5 1 18 GAUGE 4 - 8D 4 - SD 260 0 540 LBS B7 - PAGO ADD'T (3) - 16D TOE -NAILS TO EA. TRUSS to WOOD (WALL/HDR/GDR) ( 2 & 1/SIDE) - FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MATCH GIRDER WIDTH, U.N.O. 500 '. 0 (T 5 - 1/4" FALCONS W 2 EMBED PER STRAP to MASONRY N A - - 1225 LBS T WOOD to WOOD C 1 ANCHOR TYPE I OTY USP "MSTA48" SIZE 4"W 16 GA. IMIDWOODARKIANCfaVABIRM 7 - TOP x 1 1 2" F4 F2 N R. UY,FT 1050 LBS 01 7 - 10D or 5 T N.R (WAIL or POB7T C2 USP MSTA48 1 11 4 W 16 GA. 11 - 10D x 1 1 2 10 - 10D or 8 Tl N.. N.R. 1635 LBS C2 (TZ)4 C4 I U S P aT ALT. HUC44 Corner) "PBS44" Middle1 1 14 GA. 8 - 16D 8 - 16D 750 750 1500 LBS 04 2 14 GA. I8 - 16D SIDE 8 - 16D SIDE 1015 6S0 1755 LBS STRIP to MSNRY T ALT. - PROVIDE LAROCHE to MASONRY WALL BELOW - 1/4 X 2 EMB. TAPCONS PER STRAP SEE ACV TTY WD POST to BLAB MARKI DI ANCHOR TYPE 1 U S P MP34 0 T Y I ANCHOR to POST ANCHOR to SLAB IIPLFT N A DI 1 4- 8D NAILS 2- 1 4 X 1 1 2 EMB, FALCONS_ (TZ)' D4 USP PAU44 1 12 - 16D NAILS 1 - 5 8 X 4 EMB WEDGE _ 2535 LBS D4 156 BIMPBUNI ABU88 1 1 18 - 16D NAILS 2 - 5 8 X 5 EMB. TITEN HD SCRE 2320 LBS D8 D7 U S P I HTT22 I 1 1 16 - 16D NAILS 1 - 5 8 X 8 EMU, WEDGE-ANCH0 3695 LBS D7 DS U S P I HTT22 I 1 1 32 - 16D NAILS 1- 5 8 X 10 L J-BOLT 5370 LBS DS + AT RECESS AREAS, "WEDGE -ANCHOR" EMBEDMENT TO BE FROM LOWEST SLAB ELEVATION WD.I N to (TZ)* Oi F1 ANCHOR TYPE I OTY 1 80 ANCHORAIIIIIIIII)OD1 ANCHORb Uq USP IHD210 1 12 14 GA. 20 - 10D NAILS 6 - 14 X 2 L TAPCONS FWGE 12 W ALT "THD210-2", - AT CORNER APPLICATIONS USE INVERTED FLANGE TYPE HANGER "THD210-3", "THD26" -FILL MASONRY SOLID MIN. 16 ALL AROUND ANCHOR FOR WOOD to WOOD 20 - 10D NAILS 1 38 - 16D NAILS ANCHOR to DBE. 2 x 8 S.Y.P. # 2 POST TERN SIDEWAYS IN WALL BETW STUDS CENTERED on ANCHOR. NAIL TOG. WE 2 ROWS of ISO NAILS at 6' O.C. TYP. 2 LBS IFLFr 2000 LBS F1 MASONRY LBS 3145 LBS F1 _Lj4§ WOOD F2 SIMPSON 11210-2 1 - 10 - 10D 18 - 1 4 X 1 3 4 L TITEN 50 LBS 1810 LBS F2 I SIMPSON HU28-2 1 6 - 10D 14 - 1 4 X 2 3 4 L TITEN 43 .LBS 1085 LBS FO F4 SIMPSON HUC210-2 1 - 6 - tOD 14 - 1 4 X 2 3 4 L TEEN 4 LBS 1085 LBS F4 Fob SIMPSON HUC210-2 1 - 10 - 10D 18 - 1 4 X 2 3 4 L TITEN 50 1810 LBS F8 I SIMPSo FGTR 1 7 GA. 18 - 7 4 X 3 L SDS SCRWS 2- 1 2 X 5 L TITEN. _LBS 5000 LBS F41 F42 SIMPSON FGTR 2 7 GA, 36 - 1 4 X 3'L SDS SCRWS 4 - 1 2 X 5 L TITEN INSTALL PER MANUFACTURERS SPECIFICATIONS 94DO LBS F42 • - FILL MASONRY SOLID BELOW TO SLAB MIN. 4" EACH SIDE AT ANCHOR BOLT LOCATIONS FS U S P RFUS i 10 GA. 12 - WS3 SCREWS 4 - 3 4 X 6 L WEDGE TS 5500 LBS F8. FS SIMPSON LGUM270 1 - 8-1 4 X 25 L SDS SCRWS 8-3 8' X 4'L TITEN HD 9575 LBS J575 LDS PS PAD -OUT HANGERS AS REQUIRED W 2 X 12 CYP # 2 W 4-100 NAILS TO EACH TOP RIOT. CHORD WEB EMEMENIMARKI 8- MISCELLANEOUS SPECIAL CONNECTION SEE DETAIL AS REFERENCED ON SHEET "SDI" D- DETAIL SEE DETAIL AS REFERENCED ON SHEET SDI D- TR3 TRUSS to TRUSS CONNECTION TO BE PROVIDED BY TRUSS COMPANY, UNLESS NOTED OTHERWISE TRS - HARDWARE SPECIFIED MANUFACTURED BY "U S P" LUMBER CONNECTORS'" A GIBRALTOR COMPANY - - INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS - "TAIDCONS" - SPACE MIN. 2" T.O. BEAM "WEDGE ANCHORS"- SPACE MIN. 4' W' MIN, 3" FROM EDGES - CAPACITIES SHOWN ARE FOR INSTALLATION IN SOUTHERN PINE LUMBER W ASTM A446 GRADE A ST L SIDE PLATE W/ NAILS AS INDICATED, U.N.O. -BD = 0.131"D X 2 1/21 10D = 0.148'b X 31 16D = D,182"D X 3 1/21 * (TZ) : ALL CONNECTORS AND FASTENERS IN DIRECT CONTACT WITH P.T. LUMBER SHALL BE TRIPLE ZINC COATED FOR CORROSION PROTECTION. WHEN ORDERING PRODUCT WITH TRIPLE ZINC COATING, THE DESIGNATION "TZ" MUST BE ADDED TO THE STOCK NUMBER (i.e. MSTA9-TZ) - ANCHOR "UPLIFT CAPACITY• IS BASED ON THE WORST CASE LOAD COMBINATION BETWEEN UPLIFT and LATERAL LOAD, EITHER PERPENDICULAR or PARALLEL TO THE RIDGE LINE, WHEN CONSIDERING THE "UNITY EQUATION", WHERE APPLIES. - THE MAXIMUM LATERAL LOAD PARALLEL or PERPENDICULAR TO THE WALL IS 180 PLF, UNLESS SPECIFICALLY NOTED ON THE PLANS 0 BOND BEAM SCHEDULE --_ BEAM SCHEDULE (SEE PLAN FOR ACTUAL BEAM WED) MK TOP 6YOIDBEALB SIE L 1BOT1011 O'I[CABA S1EL NOTES BS9 (1) - 6" X B" BEAM BLK 1 # 5 BAR N / A - I TYP. 11E-BEAM DON'T {VER. 12"W PER PLAN i ALONG T. of PERIMETER MASONRY WALLS, SUPPORTING ROOF TRUSSES, U.N.O. BEN-2 (2) - 8" X T BEAM BILK 1 # 5 CRSE N A I ALT. TIE -BEAM AS NOTED ON PLAN L-O BEAM ABOVE PER PLAN PER ABOVE 8" X 8" PRECAST "U" I AS NOTED ON PLAN L-1 8 X 8 PRECAST U 1 5 BAR L-2 8 X 8 PRECAST U 1 7 BAR L•3 N A N A 1 5 BAR L-4 N A N A 8 X 8 PRECAST 'U 2 # 5 BARS I 1 TOP 1 BOTTOM ' + ° at BEAM CALL-OUFF INDICATES POURED ARCH BELOW PER DETAIL 31'L' (SHEET 'SOT) • - ALL BEAM HEIGHTS ARE BASED OFF OF FINISHED FLOOR ELEVATION (0'-0") - REFER TO ARCH PLANS FOR EXACT LOCATIONS OF ALL OPENINGS IN WOOD FRAME WALLS - FILL ALL MASONRY SOLID FROM PRECAST "U" BLOCK TO LINTEL BLOCK - AT RAISED ENTRIES, ALL FILLED CELLS SHALL BE POURED TOGETHER W/ BOND -BEAMS AT TOP, TO INCLUDE INTERMEDIATE BOND -BEAMS AS REQUIRED - PROVIDE MIN. 30"L x 301 CORNER BARS PER DETAIL 11 on SHEET SEE - LINTEL BLK TOP COURSE STEEL ABOVE, IS THAT PART OF CON'T STEEL AS SPECIFIED PER TYP. WALL SECTION (SHEET "SD2") (I.E., NO ADD'T STEEL IS REQUIRED) - FOR 16"H BEAMS, USE PRECAST U in LIEU of LINTEL BLK 9 RIOT, COURSE - LAP ALL STEEL MIN 48 Bar CIE. of LARGEST STEEL of LAP TYP, THROUGHOUT - PRECAST BEAM STEEL TO EXTEND MIN. 4" PAST EA. SIDE OF OPENING - SEE ROOF PLAN FOR ALL WOOD BEAM SPECIFICATIONS T. %AM _ FT s �m w "BB' STEEL TD ¢J �(— m o N RUN CON'T 11 ti m •} : m G�SIDE ¢ fABNGUIRM Ir • a STEEL PER i SCHEDULE J O B. of BEAN " ® ® PLC E O sa[Duic PER CONCRETE BEAM SCHEDULE B- (SEE PLAN FOR LABELS .TACTUAL BEAM TYPES BEING USED) MK SIZE (WxFS TOPOT13L MD.8189. BOLSIBSf0UU 1IF R E M A R K S 0 792 87W X 11"-19"H PLN ALT. TIE -BEAM AS INDICATED ON PLAN B-1 nE B3 B•4 " + " at BEAM CALL -OUT 11 1'UP (SHEET 'SD2') O POST SCHEDULE wO o SEE PLAN FOR LABELS of ACTUAL POST TYPES BEING USED MINK TYPE NOTES MK I TYPE NOTES WN I- 2 X 4 S.Y.P. # 2 WS 6 X 6 S.YP. # 2 P.T. W4 4 X 4 S.Y.P. # 2 P,T. WSb 6 X 8 S.Y.P. # 2 P.T W4b 4 X 6 S.Y.P. # 2 P.T. W26 2 - 2 X 6 S.Y.P. # 2 *TYP. MIN., U.N.O. W40 4 X 8 S.Y.P. # 2 P.T. W36 3- 2 X 6 S.Y.P. # 2 W24 2- 2 X 4 S.Y.P. # 2 W46 4- 2 X 6 S.Y.P. 2 WD 2 - 2 X 8 S.Y.P. # 2 TYP. MIN., U.N.O. W84 3 - 2 X 4 S.YP. # 2 iIFTYP. MIN., U.N.O. W44 4- 2 X 4 S.Y.P. # 2 Wffi 3- 2 X 8 S.Y.P. # 2 W64 5- 2 X 4 S.Y,P. # 2 WIN 4- 2 X 8 S.Y.P. # 2 W88 5- 2 X 8 S.Y.P. 1 2 WA 7 - 2 X 8 S.Y.P. #2 T35 3-5" X 3.5" X 1/4 T TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN T4 4" X 4" X 7 4'T TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN Y PLACED FLAT TO SHEATHING AT OUTSIDE OF WALL, PER DIAGRAM BELOW k PROVIDE BLOCKING SUPPORT TO TRUSS/GDR, PER DIAGRAM BELOW 0 STEEL COLUMN PAD OUT - REFER TO DETAIL "9" ON SHEET "SD2" P ANCHOR W/ _145" X 15'L P.A.F. (PINS) TO "T_" COLUMN AT 12" O.C. t ANCHOR TO MASONRY W/ 1/4" W/ 2" EMB. TAPCONS W/ WASHERS at 16" O.C. w ANCHOR to MASONRY WALL W/ 1/2` X 4' EMB WEDGE ANCHORS 24' O.C. (6" FRM TOP/BOT) u ATTACH W/ 1/2" THRU-BOLTS W/ 1 1/4 WASHERS at 16" O.C. and MAX. 6" FROM ENDS. N07Er - B U. POSTS TO NAILED TOGETHER W POD COMMONS at 6" O.C. STAGGERED EA PLY/EA. FACE. '- ALL WOOD POSTS TO BE MIN. (3) 2 X 4 or 2) 2 X 6 (2 X 8), SUPPORNG HEADERS/GIRDERS "D-7" "SD2 PER on SHEET , U,N O. MATCH WALL, GIRDER HDR WIDTH) - FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MATCH GIRDER WIDTH, U.N.O, - ALL MULTIPLE PLY POSTS SHALL BE NAILED TOGETHER W/ 16D COMMONS 0 6" O.C. STAGGERED EA. PLY/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE 2 - ASSUME POST HOT. TO MATCH BRG WALL HGT., UNLESS CALLED OUT OTHERWISE - SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS. iIHiIF - PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to BRG. WALL BELOW 6' O.C. MAX. STUD TO %w ' 2 OR NAILS B° O.C. GIRDER GIRDER GIRDER B. CHORD fY to 24' S7UD5 — 'N'O TO TOP/SOT PULE: X - (3) IOD TOE -NAILS EA. SIDE PER PLAN ROWS ; 2 X 4 A PP. # 2 EA, SIDE OF POST T - W/ QI IDD TOE -NAILS ' - _ ) EA END TO GDR W/ (4) I Fqt GDR TD WL 1ED NAILS TO POST % PER PLAN POSH TO SLAB : "2-D1' 1 1Y to 2d - ' ANCHORS PER TRUSS . . T, >..... . ANCHOR SCHEDULE PER FUN TOP SDE SDE FRONT SEE "D-7F" FOR ALL OTHER � •• FRAME WALL SPECIFICATIONS O HEADER ASCHEDULE NLABELSI ACTUALBHEADER TYPES MK TYPE N 0 T E 8 Tt= - HEADER '-W - NAILER, '-L' - LEDGER H310 (3) 2 X 10 S.Y.P. # 2 TYP. HEADER TO BE USED OVER ALL OPENINGS, U.N.O. (SEE D-7F) ALT. (4) 2 X 8 S.YP # 2 IN 8"W WALLS H212 (2) 2 X 12 S.Y.P. # 2 ALT, HEADER TO H310 " ° HX2 (3) 2 X 12 SYR # 2 ALT. HEADER TO 'L1310" " HiN4 2 X 4 S.Y.P. # 2 NAILER ROOF and CLG. CON'T NAILER or LUNG. W/ 16D NAILS at 6" O,G or 3 - 16D NAILS PER EA. WEB/STUD THAT IT CROSSES or 3 - 10D NAILS EACH END IF BLOCKING, W/ ALTERNATE 1/4' Dia. TAPCONS W/ 1 1/2" EMBED to, MASONRY 16' O.C. or (2) PER BLOCK, U.N.O. NNE 2 X 6 S.Y.P. # 2 NAILER ANCHOR W/ 1/4' X 31 TAPCONS IT 0 C. HN282 X 6 S.Y.P. # 2 NAILER at TOP and BOTTOM CHORD of TRUSS W/ 1/4' DO TAPCONS W/ 2 EMBED at 8" O.C, to MASONRY W/ 4 - 10D TOE -NAILS FROM TOP and BOTTOM CHORD (2/SIDE) AS REQUIRED HLIN (2) 2 X 8 SY.P. # 2 P.T. I ANCHOR W/ 3/4" WEDGE -ANCHORS W/ 4 EMBED AT 24' O.C. NOTE - ALL OTHER WOOD BEAMS TO BE M. 2-2X12 SYP.4Z NAILED TOGETHER W/ 2ROWS OF 10D COMM at S' O.C. UNLESS CALLED OUT OMBERN E - ALL WIHEADERS TO BE2-2 X 10 S.YP. 42 W/VY FLITCH PLATE, MAL PER ABOVE - ALL 2 X>z BU"T-UP HEADERS ARE ASSUMED TO BE CORT TO BROL PONES at EA. RIDE 51'-B" S-10' 51-2° k 5-2" k S-10" U = 1400 U = 1400 L—DL U - 650 CDL U = 600 Al r----------- - DRIP - SET O IF I I I I 11 I I I I I I I I 11 " FRAME I I 94" CLG TYP. (21'8•• AFF) V I I ' I N � I N tD I I 7,_4. 77 I i I I I N I � I I I I = I I I I I I I I I I � I II �M -GDR --------------- FRAME I 2-B2 I -C U = 1500 I 6 2 L-BRACE N ® D-39 21'-8"(F) 14"1 REC 2V-8" L-0 I I I I I I i 21'-8'1 v C5 v v 160H TYP 16"H i6"H L-BRACIE / W-BRACE i 14 I, =� I DRP V - SETT- 7 II -------------- I II II wH GDR a ---------- ------___ --- - I ---- ------ 16"H GDR---- -- L- - - - - - - - - - - - - - - - - - - - - - - - - - - - -. 7'-4" ELEVATION I'D" -6° 9'-2" U=B50 A I I \ L Q J �--� 1 11 a 9 4 CLG TYP. (21'8" AFF) \\ L y w ¢ J/�U == 4\800 LL 7'-5" 4'-2" o I o S II 2 (0 II I I I -1----------------------- I z1'-6' 21'-a" F1 A2 DRP V -ISET L-0 16"H 9'-2" NK39LO MR TYP O I I I I I I I I L— — — — — — - — — — — — — — — — — — — — — — — — — — — — — — — — — — — J TYPICAL TIE -BEAM AROUND TOP o119T or 2ND FLOOR MASONRY AS INDICATED AROUND PLAN U.N.O. BUILDER TO FELD VERIFY ALL LOCATIONS OF ATTIC ACCESS PER CLG AREA REQUIREMENTS ROOFS to be FULLY SHEATHED BELOW ANY OVERFRAME or VALLEY -SET AREAS (SEE 'FASTENER SCHEDULE', SHEET SD1) ALL EXTERIOR WOOD GABLES EXPOSED TO WIND SHALL HAVE STUDS at 16' O.G., TO BE DESIGNED BY TRUSS CO. SEE DETAIL D-31F ON MEET SD2 FOR ARCHES IN FRAMED WALLS SEE DETAIL D-SB ON SHEET SD1 FOR STRONG BACK DETAIL SEE POST & HEADER SCHEDULES FOR ALL MIN. SIZES, U.N.O. USE B2 ANCHORS FOR ALL WOOD TRUSSES THAT CROSS OVER ANY WOOD WALLS, U.N.O. USE Al ANCHORS FOR ALL ROOF TRUSSES THAT CROSS OVER ANY MASONRY WALLS, U.N.O. MAXIMUM DESIGN UPLIFT FOR TRUSSES ( 620 LBS, U.N.O. BB-t TYP. BOND -BEAM AROUND T. of MASONRY WALLS URO.. W/ HGTS. AS LABELED PER PLAN a 0 I N 2ND LEVEL COLLIMNS, BEAMS and ROOF TRUSS LOAD DESIGN - 55 P.S.F. HEEL TYPE - STD. OVERHANG - 16", U.N,O, TYPICAL PROFILE - "D" ELEV. TYP ROOF PITCH, U.N.O. - 4 / 12 TAIL CUT - PLUMB RETURNS - LEVEL U.N.O. ON PLAN A HGT. * SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS OF ALL CLG CHANGES ---� HUT. > - INDICATES TIE -BEAM STEP LOCATION TYP. PER "D-26" on SHEET "SD2" - 1ST Or 2ND FEB. MASONRY BLOCK WALL (HGT. PER PLN) PER "D-7" on SHEET "SD2" �- - EST or 2ND FLR. FRAME BRG. WALL (HGT. PER PLN) PER "D-7F" on SHEET "SD2" 7 - BALLOON FRAME WALL (HGT. PER PLN) PER "D-76" on SHEET "SD2" 1'-4" - TYPICAL BEAM/LINTEL�HDR SPEC OPER SCHEDULE ON THIS SHEET O -_TYPICAL ANCHOR SPEC PER TRUSS ANCHOR SCHEDULE" 'BB°, •B•, '11% Or *L* on THIS SHEET /{ -TYP. MASONRY C, 6,E, . •• _ TYP, ANCHQR FOR TOP/BOT. CONNECTION SPEC PER TRUSS AMCORSCHEDULE" on THIS SHEET TYPICAL POST/STEEL/MASONRY COLUMN O SPEC PER SCHEDULE ON THIS SHEET P°, "T °C' B -TYP. WOOD - MISC. OTHER UPDFT CAPACITY IN POUNDS Or PER SCHEDULE ANCHOR TYPE QUANTITY W(-N TOP. nxcxoR aDR MENO S# TYPICAL "DETAIL", "SPECIAL CONNECTION", DETAILS/ EXTRA DETAIL REFERENCE CONNECTIONS AS REFERENCED ON SHEETS "SDI" AND "SD2" O on THIS SHEET BET. ANCHORANCHOR TYPE (AS REWIRED) REVISIONS: SHEET DATA MODEL: 6511 COMMUNITY: RIVERBEND LOT #: 9 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 12-04-15 SHEET DESCRIPTION: 2ND LEVEL COLUMNS, BEAMS & ROOF ELEVATION: D GARAGE: LEFT BRENNAN ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 S2 Victor WHernnd4 zo E.B. # 7686 P.E. 72387 N O T E S S C H E D u L E S 'IS#-" -SPECIAL CONN ECTION GENERAL NOTES* 1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. AS A MINIMUM, CONSTRUCTION SHALL COMPLY WITH THE 2014 FLORIDA BUILDING CODE: RESIDENTIAL, ASCE 7-10: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES., ACI 318-11: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE., ACI 530-11: BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES., AISI S100: SPECIFICATION FOR THE DESIGN OF COLD -FORMED STAINLESS STRUCTURAL MEMBERS., AISC 360-10: SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS., AND NOS 2012: NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. 2. 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 IS SHOWN, 3. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. 4, THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEERING, TEMPORARY BRACING, GUYS OR TIEDOWNS, 5. THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. DESIGN CRITERIA WAND : DESIGN IN ACCORDANCE W/ F.B.C. 2014, ROOF : LIVE LOAD - 20 PSI FLOOR ; LIVE LOAD - 40 PSf RESIDENTIAL, W/ LATEST SUPPLEMENTS, T. CHORD D. L. - 15 psf DEAD LOAD - 25 psf and ASCE 7-10 B. CHORD D. L. - 10 psf (INCLUDES "GYPCRETE" FLOORING) - BUILDING DESIGN : ENCLOSED TOTAL LOAD : - 45 sf - BASIC WIND SPEED : 170 MPH p - 65 PSf - BASIC WIND PRESSURE : 37 P.S.F. - RISK CATEGORY : II - ASD FACTOR FOR WIND : 0.6 MISC. DEAD LOAD : SEE ARCHITECTURAL DRAWINGS, BY OTHERS, - INTERNAL PRESSURE COEF.: .18 FOR ALL FLOOR COVERING SPECIFICATIONS - WIND EXPOSURE : C. IS A CONTINUOUS LOAD PATH PROVIDED : - YES - MEAN ROOF HGT. 2-STORY S 3V-0" ARE COMPONENTS and CLADDING DETAILS PROVIDED : - YES SHOP DRAWING REVIEW: 1. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO UA Q NTITY LENGTH ELEVATION S, DIMENSIONS ETC. ENGIN EER TO REVIEW. 2. ALL SHOP DRAWINGS H S ALL BE REVIEWED BY THE CONTRACTOR, PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED, TRACT DOCUMENTS ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER, 3. IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER. FOUNDATION / SITE PREPARATION: 1. FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING CAPACITY OF 2,500 psf, FOOTING EXCAVATIONS AND SLAB SUBGRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION. 2. CONTRACTOR SHALL PROVIDE 6 MILL POLYETHYLENE VAPOR BARRIER OVER CHEMICALLY TREATED SOIL UNDER FOUNDATION SLABS. 3. THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEOTECHNICAL ENGINEER TO VERIFY SUCCESSFUL COMPLETION of SITE PREPARATION EFFORTS, LOCATIONS FAILING TO MEET THE GEOTECHNICAL ENGINEER'S REQUIREMENTS SHALL BE REWORKED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ENGINEER. WRITTEN CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE OBTAINED FROM A CERTIFIED AGENCY. CONCRETE: 1. CONCRETE SHALL MEET, AS A MINIMUM, F.B.C. W/ LATEST SUPPLEMENTS, TABLE R402.2 MINIMUM SPECIFIED 2. CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: - 2,500 PSI REGULAR WEIGHT FOR FOOTINGS; AND SLAB -ON -GRADE (SEE PILE PLAN, IF APPLIES, THAT WILL SUPERCEDE) - 3,000 PSI REGULAR WEIGHT FOR BEAMS, AND COLUMNS (SEE "FOUNDATION PLAN", IF OTHER, FOR SPECIFIC REQUIREMENT IN LIEU OF THIS SPECIFICATION) - 3,000 PSI MIN. COURSE GROUT, "BOND BEAM" (BEAMS) and FILLED CELLS (COLUMNS), U.N.O. 3. CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" +/- 1" PRIOR TO THE ADDITION OF PLASTICIZER. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 FOR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL BE DISCARDED, IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPUANCE WITH THE ABOVE. 4. REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: st Is GABLE -END ` CENTER PLATE ON BEAM O 3 �! 33 3 3 3 l y 5 ;S 3 x0 " 4" k4'-'TYP. "NELSON STUDS"�O ° N o; Q° ° O O �� ^\ I I 1° 1 W O G{ o O° O° 12" PER PLAN BEAM F T 1 ' I O 01 O TOP VEW SIDE ° ; O ° O CJ ° e3 CAP : 12"L X 7"W W/ (3) 3/4" X 7"L "NELSON STUDS" 01 -� i iO `1v iJ 2 ° �5 6 W Is I I I, is tl pi �i ° i ° ° 10° --VER=---- • v O 1 p° ° ' ° O ° �° i2 SIDE -A SIDE-B (! O O `� I O CAP : 8"W X 11"H X "W" W/ (2) 3/4" THRU-BOLTS O O I ;0 O° O � O TYPICAL CAP GO ✓�`� O i , - + 1/ OI p,) O ° o .� 1 J ° 2" T.S. COLUMN 1 .� O G ALT. RECESS G OUT 2 .. r Oi. ;o O 2 I •v 0 0 0 O I O � ASE PL : O:. 0 O O 2 Y. �\ 2 O °O �4) ANC HORSI: :: I O ° O T ° ° ° 12 STL.3PLATE + 3" �� VER. V 1 ro 3 ° ° MEN O° ° ?o*2° O° ° 3 TYPICAL BASE / MEN O O TYP. COLUMN : 4" X 4" X 1/4"T TUBE STEEL TYP., FILLED SOLID FRONT SIDE T O P ° TYP. SEAT PLATE : 1/2"T STEEL FOR ALL GIRDER BEARINGS TYP. us HANGER to MASONRY : 6 - WEDGE ANCHORS II " � O I- TYP. BASE PLATE : SIZE ABV. X 3/4"T STEEL TYP. W/ 7/8" HOLES O GIRDER to HANGER : (3) - THRU-BOLTS H I P R O O F ' FOR 3/4" WEDGE ANCHORS TYP. 4" EMB. at BALC. SLABS VER. RECESS REQ.) and 5" EMB.W/ P. ALL OTHER, U.N.O. WEDGE ANCHORS : 3/4" Dia. x 4" EMB. HILT] "KWIK-BOLT II" PROVIDE RECESS FOR FLAT BRG. SURFACE AS REQUIRED) THRU-BOLTS ; 3/4" Dia. W/ NUTS and WASHERS ROOF ZONE UPLIFT DIAGRAM sti STEEL COLUMN DETAIL S2_ GIRDER to MASONRY - ALL STEEL TO BE CON'T 1 �4' FILLET WELD TYP. N. T. S. - ALL STEEL TO BE CON'T 1/4" FILLET WELD TYP, - N. T. S. REVISIONS, (FOR COMPONENTS ABOVE -ROOF SHEATHING) - ALL STEEL TO BE 1/4 ASTM A36 UNLESS NOTED OTHERWISE - ALL STEEL TO BE 1/4" ASTM A36 UNLESS NOTED OTHERWISE - - PROVIDE 13/16" HOLES FOR ALL BOLTS AS REQUIRED - - PROVIDE 13/16 Dia. HOLES FOR ALL BOLTS AS REQUIRED - AT SLOPED ROOFS - PAINT FINAL ASSEMBLY - CONTRACTOR TO VERIFY FIT - PAINT FINAL ASSEMBLY - - CONTRACTOR TO VERIFY FIT - - TRUSS CO. TO PROVIDE ADD'T VERT. FOR BOLTS AS REQ. - - FIELD VERIFY ALL CONDITIONS PRIOR TO FABRICATION - ZONE O - 40 PSF ZONE O2 - 70 PSF ZONE O - iO3 PSF iP -ASSUMES 5 1 GE BOTTOM CHORD (ADJUST ACCORDINGLY) c �+ -ALL WEDGE ANCHORS to BE STAINLESS STEEL - n �-VW A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH B FOR CONCRETE EXPOSED TO EARTH AND OR TH / WEA ER. - 1 1/2" FOR # 5 Dia. BAR AND SMALLER - 2" FOR # 6 Dia. BAR AND LARGER C. FOR CONCRETE NOT EXPOSED TO EARTH OR WEATHER: 3/4" FOR SLABS, WALLS, AND JOISTS 1 1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, AND STIRRUPS FORMWORK: 1. FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE NTH ACI 347,"RECOMMENDED PRACTICE FOR CONCRETE FORMWORK": REINFORCING STEEL: 1. REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST PLACED IN ACCORDANCE W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI-318 STANDARDS AND SPECIFICATIONS. ALL HORIZONTAL and VERTICAL BARS SHALL LAP 48 BAR DIAMETERS of LARGEST STEEL IN LAP for FOOTING, DOWEL and BEAM STEEL TYP., UNLESS NOTED OTHERWISE. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW. TYP. MIN LAPS SHALL BE AS FOLLOWS : # 4 Dia. BAR - 25" # 6 Dia. BAR - 36" # 5 Dia. BAR - 30" It 7 Dia. BAR - 42" 2. PROVIDE 30" X 30" CORNER BARS LAPPED and TIED to EACH BEAM REBAR, TYPICAL AT ALL CORNERS PER DETAIL 11 on SHEET SD2. WELDED WIRE MESH: 1. WELDED WIRE MESH SHALL BE ASTM A-185, GRADE S5, FREE FROM OIL, SCALE, AND SHALL BE PLACED IN ACCORDANCE WITH THE ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. MASONRY: 1. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE "SPECIFICATIONS MASONRY STRUCTURES" (ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES and SPECIFICATIONS FOR MASONRY STRUCTURES and COMMENTARIES), AS PUBUSHED BY THE MASONRY STANDARDS JOINT COMMITTEE. 2. PROVIDE 9 GA. LADDER TYPE HORIZONTAL JOINT REINFORCING at 16' O.C. TYP. (VERIFY WIDTH PER PLAN) & ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE N, Pm = 1500 PSI. BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS UNLESS SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" COARSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP of 8" to 10". USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT. 4. TYPE S MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS OUTUNED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED. ALLOW A MINIMUM 72 HOURS FOR MORTAR TO CURE PRIOR TO GROUTING CELLS. 5. LAP VERTICAL REBAR 6 X BAR NO (48 BAR DIAMETERS)., U.N.O. 6. MASONRY CONSTRUCTION SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A "CERTIFIED STRUCTURAL MASONRY CONTRACTOR'. THE SUPERVISOR OF THE MASONRY PORTION OF THE PROJECT SHALL BE A "CERTIFIED STRUCTURAL MASONRY CONTRACTOR' OR A "CERTIFIED STRUCTURAL MASON" AS RECOGNIZED BY THE FLORIDA CONCRETE AND PRODUCTS ASSOCIATION (FC&PA), THE SENIOR MASONRY SUPERVISOR WILL BE RESPONSIBLE TO ASSURE THAT THE WORK IS ACCOMPLISHED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE MASONRY CONTRACTOR SHALL SUBMIT CREDENTIALS FROM THE FC&PA TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO BIDDING. STRUCTURAL STEEL : 1. THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9th EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36, Fy = 36 ksl FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, Fy = 46 kst. STRUCTURAL PIPE SHALL BE ASTM A-53, GRADE B, TYPE EORS F -35 k' FASTENER SCHEDUL.E APPLICATION SIZE TYPE I SPACING REMARKS GARAGE DOOR BUCK TO CONC. BLOCK COL. SEE ARCHITECTURAL PLANS MTL. STRAP TO CONC. SEE ROOF LAYOUT FOR SPECIFIC ANCHOR SP BLOCK or TIE -BEAM PER TRUSS ANCHOR SCHEDULE NON-BRG. WALL SILL PLATE to CONC. SLAB 1/2" 0 x 4" EMB. W/ EXPANSION 16" O.C. and KNEE -WALLS WASHER ANCHOR METAL LATH and WE FASTENERS i6 GA. W/ 6" APART - W I R E L A T H MIN. 1 1// 4 # 101 - i SIDE LAPS PENETRAf ON 9" APART i6 GA. W// 6" APART 3/8- RIB RIB MTL LATH MIN. 1 1 # 101 - 1 SIDE LAPS 14' PENETRATION 9" APART CEMENT ROOF TILES N / A SEE RCHITECTURALS ROOF/WALL/FLOOR SHEATHIN F L O O R .148" 0 x 3"L 10D GALV. COMMON EDGES - 4" - 3/4" (APA 23/32") T & G 48/24 EXPOSURE - i NAIL FIELD - 6" R 0 0 F .113" 0 x 2 3/8" BD RINK EDGES - 6" FIELD - 6" ZONE 1& 2 PER "ROOF 5 6 (APA 19/32") 40 20 EXPOSURE - 1 SHANK FASCIA - 4" ZONE" DIAGRAM 8D EDGES - 4" ZONE 3 .113" 0 x 2 3/8" RINK FIELD - 4" IN 4' or "a" PER SHANK FASCIA - 4" ROOF ZONE" DIAG. ( ICHEVER IS GREATER) W A L L .131" e x 2 1/2"L 81) GALV. COMMON EDGES - 4" - 5 8 APA 19 32) 40 2C EXPOSUR - 1 NAIL FIELD - 6" FRAMIN4 BUCKS at EXTERIOR WINDOW BUCKS .099" 0 C 0 1 L 12" O.C. ( 1 x 3 P.T. x 1 1 2" LONG TAPCONS 6" FROM ENDS D-20 2 x JAMB11/2" SEE VERIFY W/ PRODUCT APPROVALS 1ALT EMB. ANCHORS THROUGHOUT SLIDING GLASS DOORS .099" 0 C 0 1 L 4" O.C. ( 1 x 4, 1 x 6 P.T. ) x 1 1 2" LONG 1/4" 0 x NAILS THROUGHOUT 12" O.C. SEE D-20 SD ALT 2 x JAMB "C. M. S." VERIFY W/ PRODUCT APPROVALS 1 1/2" EMB. ANCHORS THROUGHOUT EXT. SWING DOORS ( 2 x JAMB WIDTH P.T.) 10 ""0 x C. M. S." 12" O.C. SEE D-20 PER PRODUCT APPROVAL$D 1 EMB. ANCHORS THROUGHOUT NOTES : 1. STAPLES SHALL NOT BE USED FOR THE ATTACHMENT of UN ERLAYMENT, ANCHOR SHEETS, ASPHALT SHINGLES, TIN TABS, or ATTACHMENT of ROOF SHEATHING to FRAMING MEMBERS. 2. FASTENING of GARAGE DOORS, WINDOWS / S.G.D.'s and EXTERIOR SWING DOORS to FRAMING BUCKS SHALL BE PER MANUFACTURERS 3PECS. 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED. 4. ALL NAILS TO BE GALVANIZED - TYPICAL ANCHOR SPECIFICATION TO BE USED, AS REFERENCED M THIS SCHEDULE, to BE INSTALLED "TAPCON' PER MANUF. SPECS': - I T W BUILDER CONCRETE MASONRY SCREW ANCHOR -"WEDGE ANCHOR" - HILT "KWIK-BOLT 3" EXPANSION ANCHOR -'P.A.F." PINS - HILTI "POWDER ACTUATED FASTENER" SHEET DATA: MODEL: 6511 COMMUNITY: RIVERBEND LOT #: 9 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 12-04-15 SHEET DESCRIPTION: STRUCTURAL NOTES, MISC. SCHEDULES & 'IS#-" DETAILS ELEVATION: D GARAGE: LEFT I ALL STEEL FOR SPECIAL CONNECTIONS TO BE GALVANIZED y - sl. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. 2, ANCHOR BOLTS AT COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVEUNG. ALL OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF -THE -NUT METHOD. /\ 3. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL M I S C E L L A N E O LI S B R E N N A N WOOD : 1. WOOD FRAMING STRUCTURAL MEMBERS: # 2 SOUTHERN YELLOW PINE (S.Y:P. # 2) (UNLESS NOTED OTHERWISE) WITH AN ALLOWABLE BENDING STRESS Fb = 1000 PSI AND A MODULUS OF ELASTICITY = 1,600,00 PSI (THIS DOES NOT INCLUDE INTERIOR NON -LOAD BEARING STUD WALLS, U.N.O.). WISE. ENGINEERING INC. 2. ROOF SHEATHING: 19/3Y COX GRADE PLYWOOD, UNLESS NOTED OTHERWISE. 3. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE SHALL BE PRESSURE TREATED. . UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 1600 S. DIXIE HWY. STE 400 TRUSS NOTES : BOCA RATON, FLORIDA 33432 3'-0" 3'-0" lO TOP/BOTTOM PLATE : 2 x 6 SYP # 2 (561) 392-3748 1. ROOF & POOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING DETERMINATIONS, SPLICE AT MID- PAN MEMBERS (6'L) �(/ )�U W/ (3) 10D NAILS TO BLOCKING or TRUSS E.B. # 7686 P.E. # 72387 FEASIBILITY &ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LAYOUT, SPANS & ALL TRUSS/ ----_-___----------- ---- - ----- O ADD 2 X 4 S.Y.P. # 2 NAILER SS SS ABOVE &BELOW TYPICAL (ALT. 10D NAILS ----- ------- HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT AFFECT STRUCTURAL BEARING AS CALLED OUT at EA. TRUSS W 2 16D qe0 qBp TRUSS GIRDER ON THESE PLANS SHALL BE NOTIFIED TO THE ARCHITECT/DESIGNER PRIOR TO THE FABRICATION OF TRUSSES. i / O �F I¢' ALONG TRUSS 6" O.C.) 2. DESIGN, FABRICATE AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-02, "DESIGN NATIONAL STANDARDS FOR NAILS to TOP/BIT TRUSS SHEET: METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION", AND "TPI/WTCA BCSI 1" COMMENTARY and RECOMMENDATIONS CHORD (N/A W/ VERT. WEB) --�� O WALL: 2 X 6 SYP # 2 STUDS i6" O.C. FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED WOOD TRUSSES. 5 xQ W/ (3) 10D TOE -NAILS TO TOP/BOT. 3. METAL STRAPS &ANCHORS FOR ALL WOOD TRUSSES SHALL BE I.A.W. LOCAL MUNICIPALITY STANDARDS &MANUFACTURERS 2 4. 2-0' 2-0" 2 2O 2 X 6 S.Y.P. # 2 "SIRONGBACK" 3 3 O(JT s PLATE TYPICAL LITERATURE TYP, FLOOR TRUSS S LICE AT COMMON VERT. MEMBER (4'L) W/ (21) 10D (ALT. 2-16D) NAILS IN 6 4. ALL METAL STRAPS &NAILS TO BE GALVANIZED' to NAILER "A , or TO VERTICAL OUT 2 3 O SHEATHING SCHEDULE OUTSIDE SDI 5. ALL ENGINEERED HEADERS & TRUSS HANGERS TO in SUPPLIED IS TRUSS COMPANY. NAILER VERT. WEB CHORD "B" AS ALLOWED (PLACE IN OUT 6. ALL HEADERS TO BE MIN. 2 - 2x12, UNLESS SPECIFIED OTHERWCA (SEE BEAM SCHEDULE) A 4 B 2 ANYWHERE BETW. FLR. TRUSSES) 1 4 4 BLOCKING : 2 X 4 SYP 2 at 24I.C. 7. TRUSS BRACING TO BE I.A.W. TRUSS MANUFACTURER & °TPI/WTCA BCSI-1". O O 8. ROOF DESIGN LOADS SHALL BE BASED ON CHAPTER 16 of the FLORIDA BUILDING CODE, LATEST EDITION W/ LATEST _ O AT ENDS, PROVIDE 2 X 6 P.T. ALL W/ (3) 10D TOE -NAILS (2/1 PER SIDE) SUPPLEMENTS & SCE 7 WIND PROVISIONS FOR ENCLOSED, PARTIALLY OPEN or OPEN STRUCTURES for COMPONENTS NAILER W/ (4) 1/4" X 3 112"La �AT EA. END TO TRUSS Victor Herna CieZ & CLADDING and MBOTT M 2 4 TAPCONS to MASONRY or 2 X 4 9. VERIFY ANY ADD'T BOTTOM CHORD BRACING PER TRUSS ENGINEERING SPECIFICATIONS. X" - BRACE BELOW TRUSS BELOW MASONRY WALL @) NAILER 1 : 2 X 4 SYP # 2 W/ (3) 10D ANCHORS : NAILS AT TRUSS TOP/BOT. CHORD & EA. - TYPICAL ANCHOR SPECIFICATION TO BE USED, X REFERENCED THROUGHOUT THIS PLAN, to BE INSTALLED PER MANUF. SPECS ____ ® ROVIDE 2 X 6 S.Y.P. # 2 at P OLAR PARALLEL PLAN WEB IN BETWEEN -"WEDG" - I T W BUILDER "TA3" E CONCRETE MASONRY SCREW ANCHOR PLICES, AS SHOWN ABOVE, W/ -"WEDGE ANCHOR" - HILTI "POWD BOLT U EXPANSION ANCHOR 3) 10D (or ALT. (2) 16D) NAILS ©NAILER 2 : 2 X 4 SYP # 2 P.T. W/ 1/4" -"RA.F," (PINS) - HILTI "POWDER ACTUATED FASTENER" 3 t ENDS & 24" O.C. TYP. O ® 'EPDXY - HILTI "HIT HY 150" TAPCONS W/ 2" EMBED 12 O.C. TOMASONRY *ASL N. T. S. -AML N. T SLLED IN R EXACTBSENCE of REQUIREMENTS FROM THE TRUSS M NUF. CO. - "STRONGBACKS" TO BE LOCATED MIN. 8 f . O.C. COPY - THROUGH FLOOR -TRUSS SPAN. FILE - ADD 2 X 4 "X" - BRACE EVERY 20 FT. L NGTH. E.B. # 768K P.E. 72387 RICAST-CRETEl SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED -LINTELS SAFE LATERAL e" PRECASwT & PRESTRESSED LOADS FOR U-LINTELS SAFE UPLIFT LOADS FOR B" PRECAST &..PRESTRESSED U-LINTELS `A■wGNI■ SAFE LOAD -POUNDS PER LIN AR FOOT km\ �A SAFPLLFOAD � MA SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH ,3U8 8F8-OB BFi R-OB BFI6-OB 8F20-OB 8F24- 8F28-OB BF32-OB TYPE LENGTH BUB RIPS REINF. CMU TYPE LENGTH er8-11 BF8-1T eF12-IT BF12-2t 'aFts-Ir W16-3i 6r20-11 EF20-N eaa-Ir W74-2T ar2e-Ir 8F28-2T 6F}z-Ir BF32-2T 8F8-1B 8F12-IB BFI6-tB 8F20-1B fiF24- 5111-I8 fiF}3-1B Z-10'(340 PRECAST 2231 W69 4605 6113 75,17 8974 10394 11809 V-10'(34'T PRECAST 1293 1642 2135 2'-10" (34' PRECAST 197z 3173 g460 5747 7034 8321 909 .1069 4605 8113 J54] 8974 10394 11809 1972 31]3 /460 574] 70M 8321 9600 3'-6" (42' PRECAST 2231 }069 3719 5163 6607 8051 9502 10951 3'-e• 42 ( ") PREG4ST 1025 1024 1830 3'-6' (421 PRECAST 1569 2524 3547 4569 5591 66Q 7636 3069 4605 6113 7547 8974 10394 11809 1569 2524 35q 4569 5591 6613 763e 4'-0" (4R") PRECAST 1966 2693 7034 8107 2693 4605 M05 6113 6113 754] 7547 8974 8974 10394 11809 4-0" (46'T PRECAST 765 763 1365 4'-0" (46' PRECAST 13M 2192 30]9 3966 4853 57Q .6627 1363 - 2191 :A1I9 3966 4053 5740 662] 4'-6" (54' PRECAST 1599 1969 2110 2931 3753 4576 5400 6224 ( ^) 4'-6' S4 PRECAST 592 591 1057 4'-6" (54� PRECAST 720] 1940 D14 }508 4291 5077 5861 2189 4375 61U ]54] 86J2 10294 11B09 1207 19Q 2724 3508 4292 5077 5661 5'-4" 64 PRECAST ( 1217 1349 1438 1999 2560 3123 3686 4249 5'-4' (64' PRECAST 5-10"(70") PRECAST 411 411 73¢ 5'-4" (64� PRECAST 1016 1632 U90 2949 3607 4265 4924 1603 3090 5355 7547 7342 8733p 10127ps TOTES 1632 2290 2949 3607 4265 4924 5'-10"(70� PRECAST 7062 1105 1173 1631 2090 2549 3109 3470 q V-10"(70/ PRECAST 909 1492 2093 2694 3295 3897 4488 1451 2622 4360 716Bu 6036 7181„ 8328 340 339 607 929 102 2093 2694 3295 389) 4498 6'-6' (781 PRECAST 908 1238 2177 3480 Wit DW 4383 5061 6'-6" (78' PRECAST 507 721 483 6'-6" (7n PRECAST 835 1340 1880 2419 29M 34M 4038 1238 717 3480 5381 8mo 1039 8825 7'-6' 90 PRECAST (' 743 1011 D29 2632 1205 2898 3191 , 3685 7'-6" (901 PRECAST 9'-4' (1121 PRECAST 424 534 357 8}5 1310 18B0 2419 2959 J498 4038 7'-8' (90' PRECAST 727 1021 Ifi31, 2101 , 2571 3039 3508 1011 1729 2661 3898 5881 8467„ 6472" 727 1166 tfi34 2102. 2571 W39 3508 9'-4' (1127 PRECAST 554 699 1160 1625 not 3486 2819 3301 9'-4' (112� PRECAST 591 6s9 n33 147t IBt1, ztsl 2494„ 752 1245 1843 2564 3966 4705, 6390„ 326 512 227 591 851 13M 1705 20M 2463 2842 10'-6"(1261 PRECAST 475 535 890 1247 2093 277 2153 2536 i0-C(1261 PRECAST 284 401 178 10'-6"126 PRECAST ( ' 530. u2 9t4s nas„ 145s, n32, 2Bo7„ 643 1052 1533 2423 3627 S30 No 1183 1526 1865 2204 2544 11'-4" 136 PRECAST ( 362 582 945 1386 IBM 180 2423 3127 M06 4006 11'-4"(136") PRECAST 260 452 152 11'-4'(136� PRECAST 474 485 798 , 1034 1272, ja2S 1749 , 582 945 1254 2423 3127 4006 494 599 1028 1422 1738 2053 2369 12'-0'(144� PRECAST 337 540 873 1254 R84 1894 219} 2805 M52 12'-0' 144 P ( / RECAST 244 402 135 12'-0'(144' PRECAST 470 441 723 „ 936 1151, i366, I581 873 1075 1429 2805 3551 470 543 928 IJ49 1649 1948 2247 13'-4'(1807 PRECAST 296 471 471 755 1075 1428 1838 1838 2316 2883 13'-4" 160 P ( "T 217 324 109 13'-4'(1600 PRECAST 418 J]3 Nia JB} 962 a 1141 , 1311 , 424 755 TOSS u2a teas 2316 2se3 428 455 AO 1165 1464 171E 1993 Ie-U" 168 PRECAST ( 279 424 708 1002 1325 1697 2127 2630 14'-0"(16B") PRECAST 205 293 9B 14'-O'(168� PRECAST 354 346 559 a 723 , B870 1052 ,1 1118 442 706 IW2 1326 1697 212] 2630 410 420 709 1050 1434 1694 1951 14'-8' 176 PRESTRESSED ( N.R. NR NR NR NR NR NR NR 14'-8"(1767 PRESTRESSED N.R. 284 89 14'-8•(1760 PRESTRESSED 239 239- 323 390 519 519 B7I , 968 823 1324 976 p, 1625 , 1129 , 18J9 , 458 783 1370 1902 2245 2517 2712 IV-4"(1841 PRESTRESSED N.R. NR NR NR NR NR NR NR 15'-4" 184 PRESTRESSED ( ) N.R. 259 82 15'-4"(1840 PRESTRESSED 224 230 11 3" 485 No 626 897 767 1224 909 1562, 1051 18016 412 iNR 2058 2320 2513 17'-4'(208� PRESTRESSED N.R. NR NR NR NR Not Not NR NR NR 17'-4"(2081 PRESTRESSED N.R. 194 63 17'-4•(208j PRESTRESSED 187 192 255 30} 404 No 520 732 637 993 754 1268,.. 872 1470 p, 30o s48 9w 1326 1609 1849 2o4J 19'-4'(232') PRESTRESSED N.R, NR NR NR NR NR NR NR 19'-4"(232') PRESTRESSED N.R. 148 51 19'-4" 23.,+, P ( L' PRESTRESSED 1" 1fi6 n2 261 347 In 421 616 „ fiifi wit 811 05 109" 746 ,z 1225 pp 235 420 750 1037 1282 1515 1716 21'-4'(2581 PRESTRESSED N.R. NR NR Not NR NR NR NR 21'-4'(256") PRESTRESSED N.R. 125 42 21'-4' 256 PRESTRESSED ( t42 142 1" 230 306,,, 369 393 , 531 480 „ ]I] 567p, 903 654 „ 1046 180 310 598 615 1114 1359 I468 22'-0'(264� PRESTRESSED N.R. NR NR NR NR NR NR NR 22'-0"(2641 PRESTRESSED N.R. 116 39 22'-0' 264 ( 7 PRESTRESSED t3J 192 295 ,0 378 „ 461 ,o s45 , 629 , 165 315 550 ]84 104] 1285 i399 i}] 721 354 508 681 861 997 24'-0*(2881 PRESTRESSED N.R. NR NR NR NR NR r0 NR 24'-O'(2881 PRESTRESSED N.R. 91 33 24'-0" ( PRESTRESSED 124 124 ns 200 267 316 341 450 a16 600 49i ]56 566 875 1n 250 450 854 BB4 1092 1222 (#) THE NUMBERS IN PARENTHESIS GR40 FIELD ADDED REBAR. ARE PERCENT REDUCTIONS FOR * SEE NOTE 18 (#) THE NUMBERS IN PARENTHESIS FOR GR4D FIELD ADDED REBAR. ARE PERCENT REDUCTIONS - ALL VALUES TAKEN FROM "SAFE LOAD TABLES' by "CASCR - ALL PRECAST PRODUCTS .ARE TO BE INSTALLED YETI MANUF E, JUNE 2003 EDRIGN - - PRECAST PRODUCTS BY OTHERS TO MEET or EXCEED VALUES STATED ABOVE - CTURERS SPECIFICATIONS - - PROVIDE MINIMUM 4" of BEARING PAST EACH SIDE of WINDOW OPENING - ! WALL SECTIONS MISCELLANEOUS TYPICAL DETAILS w ROOF ; BY OTHERS OVER 5/8" TRUSS APP. ENGINEERED WOOD 1rj C.D.X. PLYWOOD (SEE ARCH. PLANS) 12" ,^ of 24 O.C. ALL TRUSS BRACING CONC. BEAM STL CORNER BAR BOND BEAM STL. CORNER BAR BUCK to MASONRY : SEE "PRODUCT APPROVAL" FOR ALL DROP "V-SET" TRUSS SLOPE -- TO BE PLACED AS SHOWN ON TRUSS APPROVED ANCHOR TYPES for OUTLOOET" *TRUSS TO BOND -BEAM : PER ELEV. ��= -- ENGINEPRING (SEE ROOF LAYOUTS FOR ROOF TRUSS OUTER STL ONLY I - A ' LAP LAP GARAGE DOOR _ TRUSS OVERH NG TYPE, CANT or STD.) BUCK : 2 x 6 S.P. fWf 2 P.T. WOOD BY OTHERS ----- ------- MOISTURE7------- ----- - 1____----, BARRIER : AS PART of TRUSS - / (1 /1 I ■ �, I ®FA sIDF nF raR 1r,F nnna 1 I r _- r 3_ _ _s" i o ANCHOR W/ ALT. 30 #FELT PAPER _°=-�;,- BETWEEN ROOF -TRUSS & MASONRY - i' BRACING : PER DTL. 39 AS --� INDICATED ON ROOF PLAN _- j -. _ ~ _ r - -._ ---- ........-- ___ t •r ----- '=---- ------ ------- `_-_----____- - T. of BEAM, B. of TRUSS FASCIA : PER ARCH. PLANS, ` `" GUN -NAILS to ;Typ WALLSSUPPORINGOP of ROOF 1ST or 2ND FLR. TRUSSES tto BE 8"AXO CRYp ° z i .' CROSS INSIDE STL. 1: T.of BM T. of BM a .' t GARAGE DOOR OPNG. 777-� \T\J12D �+ n 1 MASONRY WALL MASONRY C01 I1MN (C R S oR "n" RiK1 cnun irtwa LINTEL BLOCK COURSES W/ STEEL IN POURED %C xW X SLAB I I! CONCRETE, U.N,O. (SEE BEAM SCHEDULE) o ,. : a 8_771" GARAGE "BUCK" DTL. OUTLOOKER : MIN. 2 X 6 S.Y.P. 2 'ItQ1 FOR ROCM: TRUSSES SPANNING UP TO 10'-0"L : �-° !' ; p # 1' USP "HGAM10" TO T. of BEAM W/ (4) WS15 r T : j REINF. TO BE CON'T FROM FTG. TO TIE -BEAM W ALL N. T S. FASCIA : SEE DETAIL 1 SOFFIT :PER ARCH.PLANS o.H. PER I .; „ j ?4" O,C, W/ 3 - 10D TOE -NAILS to 1STs I II II ALT. DROP LINTELS SCREWS TO TRUSS W 4 1 4 X 1 1 4" _ -_-�+a ' DETAILS &DEVELOPMENT LENGTHS ADHEREd T0. TRUSS IN, W U.SP. "MP34" W/ 4 - SD ' \ 4; / O / " / - �- :� �'• NAILS to TR SS & OUTLOOKER 2 LOG. v f n OVER OPENINGS W/ "WEDGE -BOLTS" TAPCONS TO T. of MASONRY ! {` ' 1• -GARAGE DOOR MANOR TO PROVIDE ATTACHMENT TO "BUCK" ( ) T. of WINDOWS PER ELEVATIONS 'L " STEEL PER PLAN a ( ) '' ''' t --------------- „ - F. PROVIDE SAME STEEL IN CORRECT LOCATION PER A : 2 5 BARS DIAGONAL SPACED 2" MIN. to 6" MAX. FROM ARCH EDGE TYP. �OUTLOOKER" to BEAM : U. S. P. BLOCKING : 2 x 4 P.T. BETW, ti PLAN &EPDXY W/ EMBED PER STEEL SIZE ABOVE. ADD W ALT. MID -STEEL Ll___1J ADD W DBL. BOND -BEAM # FOR ROOF TRUSSES SPANNING 10'-0" TO 30'-0 i � , , / / -FOR 13"-20"W BEAM, USE 3 BARS -FOR 21"-24"W BEAM, USE 4 BARS HTA16" W/ 5 - 10D x 1 1/2 ALL OUTLOOKERS" W/ 2 - 16D'111 EXT. WALL : DECORATIVE CEMENTITIOUS Q2 ADD USE O TS", or A (4) 1/4" X 1 3/4"L POWERS B : EXTEND BARS MIN. I MIDDLE A OVERALL BEAM HGT. TYP. NAILS EA. ANCHOR TYP. NAILS EA. END. TYP. FINISH OVR. 8" X 16" C.M.U. W/ # 5 BARS FLOOR : GYPCRETE DECK g WEDGE -BOLTS", or TAPCONS TO MASONRY W/ USE SIMPSON "SET-XP" 2-PART EPDXY, ELEVATION PLAN ELEVATION PLAN C : FOR SINGLE ARCH, DIAGONAL BARS REQUIRED WHERE "C' EXCEEDS i6" 11�, IN FILLED CELLS PER "COLUMN SCHED. OVER 3/4" T & G C.D.X. PLYWD OVER (8) 10D X 1 1/2" NAILS TO TRUSS INSTALLED PER MANUFACTURER'S SPECS D : EXTEND BARS PAST VERTCAL DOWELS at SIDES TYP. -" -A______ _ _____ _______ ___ _ _ 1� FLOOR -TRUSS (SEE FLOOR L.O. FOR z CONCRETE BEAM B O N D -BEAM E : 4" MIN. to VERIFY W/ WINDOW MAUNFACTURER r SIZE & SPACING ANCHOR PER DTL.© MISSED ROOF TRUSS STRA MISSED DOWEL F : FOR MULTIPLE WINDOWS (2 or MORE) DIAGONAL STEEL REQ. AS SHOWN MOISTURE BARRIER : PROV. 30 q FELT 12'-9" T. of "BB-1" - NO MULTIPLE QUANTITY RESTRICTIONS QUANTITY RESTRICTIONS �/ CORNER H PAPER BETW. ROOF-TRS &MASONRY II - - - - o o - NO MULTIPLE QJ' 1 1 r ■ �ASO�R 1 COf11rGR r_ —t • ti SAP AL IN "STRUCTURAL NOTES AS N. T. S. CROSS ARCH ^k } a I. CROSS R/ . z z ANY MISSED GIRDERS ANCHORS TO BE ADDRESS D i SEPARATELY ON A CASE BY CASE BASIS 1 1 _ M I W x 6 Wn 12'_1" T. of "BB-1- - - - - - - - - - -I TES SHEET -SDI-) m x 1 m UL ----- 2 OK ( TACH. "I Q -QUANTITY of CORNER BARS DETERMINED BY ) } - , `<, f,, " a`a BHOGKIPGANEL JOINTS Y2ND 2 at TRUSS MOF TBm. r � TYP. REPAIR DETAILS MIN. -INTERSECTING BEAM STEEL L r• , ( ) o BB-1 PERPENDICULAR ar °BB-2° (PARALLEL) . 't.. _ _ (LE., IF 6-BAR CONCRETE BEAM INTERSECTS W "BB=1" \ FASTEN TO TRUSS TOP CHORD W ( ) Q 00 TYP. at4. of 1ST FUR. MASONRY WALLS SUP- " J V _ NO MUL PLE QUANTITY RESTRICTIONS NLY 1 CORNER BAR WiLL BE REQUIRED, ETC. °F" "E" "D"' 3 - HOD OE -NAILS / PORTING FLR. TRUSSES to BE (1) or (2) 8" X 16 --- ANY MIS ED GIRDERS ANCHORS TO BE ADDRESSED �• I I Q LINTEL BLOCK COURSE/S W/ STEEL IN POURED pgpQp{gR pplyyyg o SEPARA LY ON A CASE BY CASE BASIS 9' i "D" LAT. BRACE /RAT -RUNS ; PER DTL. 39 RAKE BEAM : PER L DETAIL "m" BELOW CONCRETE, U.N.O. (SEE BEAM SCHEDULE) H " I 1 (SEE ROOF .0. FOR LOCATIONS) I I II z � i TIE TIE AOD'T PAD -OUT : (1) ADO 2X S.Y.P. # 2 ALLOWED TO DETAILS BELOW W/ (2) ROWS OF 10D � I i � 1 i : i t" ALT DROP i c NAILS at 12" D.C.STL. COL. MSNRY WALL MSNRY WALL STL. COL. FRAME WALL PER PLAN i; LINTELS OVER o ADD'T PAD -OUT : ADD ADD T 2 X S.Y.P. # 2 AS _ r �''--________-_� MULTIPLE T. of WINDOWS PER ELEVATIONS I Ii OPENINGS W/ z REQUIRED W/ (2) ROWS OF OD NAILS at 12" O.C. i --- ---' ---- - - - - - - - - - - - - - - - - - - STEEL / PLAN i ; WINDOW S.G.D. WINDOW S.G.D. (M J M A S 0 N R Y 2 x 4 S.P. #t 2 NAILER :RUN CON'T ALONG a NAILER TO STEEL : 2 XS.Y.P. # 2 W/ " I n BOT. CHORD LINE, ANCHOR TO MASONRY SILLS : 8" X 8" BOND -BEAM or POURED / (PINS) "' - VERIFY ALL CONDITIONS IN FIELD - W/ 1/4" x 2" EMB. TAPCONS ®24" O,C. f .177" X 1 2" EMB "P A.." PINS at v i i < POUR C 1 # 5 BAR, EMBED 4" INTO 16" O.C. or 1/4" X 2 3 4" SELF -TAPPING ii'i ;, STEEL COLUMN TIEANGLE BRACE : 2 X 6 S.Y.P. 2 at 45 DEG, ANCHOR TO V 1 POURED CELLS AT EA. SIDE. FOR SPANS FOOTINGS : SEE FOOTING SCHEDULE a' SCREWS ° ' "' TYPICAL ROOF OVERHANG GREATER THAN 6'-0", PROV. 5 DOWELS �_ = u 1 x S.Y.P.S.Y<P. pp 2 BUCK : P.T.P.T, FRAME W/ 3 - ARC at EA. END # 'i .1 a;;�ri (FOUNDATION PLAN) FOR SIZE &STL REQ. H=-_ H ❑ 2 X S.Y.P. � 2 NAILER 8D NAILS a'} 6" O,C. (PLACE at FRONT &REAR FOR ARCHWAYS GRm. THAN 6°Y) "P.A.(PINS) OR AS REQUIRED TIED TO SILL EVERY 4'-0" O.C. MAX. n ____i_, } SLAB : SEE FOUNDATION PLAN FOR EXACT S at 16" O.C. to STL COLUMN or 1/4" 2 x S.Y.P. 2 BUCK : ALT. TOP PL to TRUSS : 2 X 6 S.Y.P. # 2 MIN. HGT : 1 1//2" W/ 2 X ��� EXT. WALL : DECORATIVE CEMENTITIOUS SIZE AND STEEL OVER APPROVED VAPOR X 2 3/4" SELF -TAPPING SCREWS 10D NAILS at 6 CID. W/ 3 - 16D NAILS to EACH TRUSS TYP. TOP FRAME MEMBER pX. a ' STEEL COLUMN PAD —OUT ° USP "RT15" W 4 BD NAILS FINISH OVR. CELLS X 16" C.M.U. W/ g 5 BARS Iu BARRIER OVER WELL COMPACTED POISONED N (� ZA ERS PER" OUTLOOKER TO DBL TOP PLATE IN FILLED CELLS PER "COLUMN SCHED." I u (SEE FOUNDATION PLAN for ANY ADD'T STL) 9 ©-STEEL COL, m NAL B9 - O - FRAME WAIL BUCK - / ( ) 1•' OR9® pR RECESS : 1 1/2" TYP. AROUND EXTERIOR EA. END NN11 PERIMETER WALL I ©PAD OUT : MIN. 1 X 6 or 2 X 6 11 C h T of SLAB P.T. MATERIAL AS REQ• r rt 4" MIN., GRADE - a SEE DETAIL "7F" FOR WALL NNEC11ONS AT ROOF TYP.— WNDW BUCK :1 X 2 P T to T. of SLAB FIN. GRADE L ,I� _ >-sroRY 01 NAILER : CDN'T 2 X 4 S.Y.P. # 2 'PAD -OUT" to MASONRY i CON'T W/ 2 - 10D NLS6 I ELMLXTERIOR DOOR 9 III ,III-1I IrI I ITiT-III- PER PLAN W/ (3) 10D NAILS TO EA. STUD at 1 X 2" EMB. TAPCONS TO EA. LOCK TYP. �j� . _ STUD TO TOP PLATE/HEADER 12" MIN., GRADE ll i -III III /' - I' 2X JAMB WIDTH at 12" O.C. STAGGERED R/et 9Y c� USE "RT8A" W/ SD NAILS to B. of FTG. -III-III III=1 it I''� 2-STORY WALL STUDS 1114j WALL : 2 X S.Y.P. # 2 STUDS P.T. BUCK z 4 CIRCLE d (FILL ALL HOLES) REVISIONS. ill_-_-_-_-_ PER PLAN 16" O.C. CON'T FROM BUCK to 2 X 8 P.T. :(STAGGER NLS.) - BLOCKING :MIN. 2 X 4 S.Y.P. # 2 SPACED ' ga" T1-11=I11-1I1-1I I; ,I - B. of FLOOR -TRUSS BRG. - DOOR - 2 X - 10D NAILS at 10 O.C. a wo W," V-4" 6" APART. ANCHOR to SHEATHING W/ 1 X - 8D NAILS at 10" O.C. = 3 - 10D NAILS EA. SIDE ROOF WALL to WALL : U.S.P. "SPT" W/ MASONRY WALL and COLUMN PER PLAN N o o z WALLSECTION I / TRUS (6) 10D X 1:5"L NAILS (3/SIDE) TIESIDES- 2 X B P.T. W/ O.C. X 1 LT. 3za EMB. P.A.F. (PINS) ." 6" O.C. W� ALT. m; 1 24" 0.. •.• WINDOW S.G.D. "� � 3/16" X 1 1/2° EMB. "C.M.S." ANC. at 12 O.C. IN. 3) i �w� -- TIE - REFER TO "TRUSS ANCHOR SCHEDULE" on "FLOOR/ROOF LAYOUT" PLAN" - N. T. S. ROOF ti iIFTOP- 2 X 8 P.T. W/ 3/16" X 1 1/2" EMB. "C.M.S., aC>= o --- TYPICAL HEADER - NAIL ALL SHEATHING PER "FASTENER SCHEDULE" ON SHEET "SDi" TRUSS 1 X 4 t ANC. at 8" O.C. P. at 9EYEBROW & 1/2 CIR:) - SEE ARCHITECTURAL PLANS FOR ALL OTHER INFO - P.T. BUCK No REQ. at RAGE D.H. ooRS 4 OPEN i WAYS at LANAI ATIO AREAS F__________n ___ _ _ _ _ - �. ARCH ___ ��NA 12° O.C. W/ 48" LAPS W 12 110 GUN -NAILS FLOOR i A/C CHASE i / - WIN W S. G D. - 1 JACK STUD LINO HEADER TYP NAIL DBL. TOP PLATE TOGETHER W/ HOD GUN -NAILS ; 1 1 FLOOR 3 11 m M1 W/ (2) FULLIHGT. STUDS A 1-STORY TRUSS to 2ND / O TRUSS CHASE TRUSS Z V ADOW/DOOR "BUCK" DTL. s --- --- gRpy- - b BALL 0 0 N FRAM E FLOOR HEADER WALL to MSNRY ALT. HEADER ; ; 2&20 S DIAGRAM IS A GENERAL DEPICTION of BUCKS AS N. T. S. r' - J H E E T DATA: �\ T. of WALL i �' i • SPECIFIED. VERIFY EXACT AL DEPI of BUCKS PER ALT. 2 X 6/8 BLKG. W/ 3 10D NAILS/BLK/SIDE - SEE "ROOF OVERHANG" ABOVE FOR ALL OTHER REQ. 5b — r__________U • _ MANUFACURERS REQUIREMENTS. SEE ARCHITECTURALS) ALL 1/2" WEDGE ANCHOR W/ 4" EMB. (1/SDE) - SEE "D-7F" ON THIS SHEET FOR ALL OTHER FRAME WALL TIE SEE "FASENER SCHEDULE° on SHEET SDI REQUIREMENTS TO REMAIN THE SAME �— (SEE WINDOW BUCK DTL. FOR TYP. BUCKS) 1 t0 TRs/Jas - to wA L : 24" p� 2 3 MODEL: 6511 2 24" O.C., SEE ROOFHEADER `• oeL PL. w/ - BUCK to MASONRY A CHOR - COIL NAILS or "C.M.S." ANCHORS ' WINDOW OPNG. UP TO 6'-4" OPNG ROOF LAYOUT FOR PER PLAN ° ° 3 PER STENER SCHE L N SHEET SDi N LENGTH RED. for GAR. O.H. DOORS or OPEN ILANAI/PA 10 ARCHWAYS 8"W X 8"H MIN. POURED CONCRETE RAKE BEAM W/ I # 5 BAR COMMUNITY: RIVERBEND 2 16 FLOOR -TRUSS TO �L T. PLATE ANCHOR SPEC �-�� `: � 2'-0" CON'T W/ k 5 VERT. DOWELS W/ STD. HOOK 4'-8" O.C. MAX. r . AI U.S.P. "RT5" CUP W/ 8D NAILS - WINDOW G.D. FR ANCHOR - ANCHOR THIRD BUCK TO O E �- -- • • 2 1°° RAiLs EA. END. (FILL ALL HOLES) MASO Y W C:M:S. CONCRETE/MASONRY SCREW) ANCHORS F FRAME ABOVE P NINGS, TIED TO ONE SIDE OF BEAM STEEL TYP. LOT #: 9 0 3 O TOP PL. to WALL : ^ a 5 - SEE WINDOW MANUFACTURERS SPECIFICATIONS FOR TANCONS - ARCHWAYS ABOVE ASSUMED TO BE 8"W, and INCREASE FILL ALL MASONRY SOLID to DRAWN BY: SM/RC PER PLAN 2 - 2 X S.Y.P. # 2 W/ B O T O M C H 0 R D BRG. SIZE and SPACING FOR ASSEMBLIES TO MEET DESIGN LUMBER SIZE ACCORDINGLY FOR 12" WIDE ARCHES RAKE BEAM ABV. OPENING TYP. # 5 DOWELS FROM . '-•< o U. S. P.E "SST" W/ . ( 10D r 12 ALT. DROPPED ALT. FRAME DOWN W/ DOE AND/OR FLOOR TRUSS PRESSURES AS STATED ON ARCHITECTURAL PLANS. Tk - USE 2 - 2 X 6 MATERIAL FOR i6°W ARCHES 30" x 3LLCORNER BAR, PRECAST to RAKE BEAM CHECKED BY: RC/VH N HN- 12 NAILS EA. SIDE TYP. (6 TOT:) HEADER BEWw HEADER - ATTACH WIRE LATH & 5/8" SHEATHING PER "FASTENER SCHEDULE' (SHEET SDt) TIE TO RAKE BEAM and DOOR FRIME ANCHOR - PER MANUFACTURERS SPECS. - FOR ARCHES IN WOOD FRAMED WALLS, SIMPLY TIE -BEAM STEEL TYP. DATE: 12-04-15 _--¢ O WALL : 2 X S.Y.P. # 2 STUD STUD to STEEL COL: FRONT VAN DISREGARD P.T. WOOD W/ "C.M.S." ANCHOR SPECS /_ OR J L PER PLAN at i6" O.C., U.N. TRUSS TOP CHORD, VER. 2 ifs v : ®.177" X 2"L HILT] RNS WRAP AROUND TOP CHORD ALLOW + 2" BELOW " H (PAF) at 24" O.C. " C PROVIDE HOOK BAR 10" INTO CELLS 12" MIN. -10" i ALr. sn. COLUMN STUD to B. PLATE : ( ) ) , �P SEW STD. or RSD. HEEL SHEET DESCRIPTION: 4 STUD P.T.MASONRY : UP or DOWN (TOP STEEL ONLY W 30 2 X T. W/ 1//4" X MIN. 2 -i6D TOE -NAILS (1/SIDE) 30" LAP TO BOND -BEAM STEEL T. of BEAM PROVIDE SLOT/S 2, i �� 0 2" EMB. TAPCONS + 4 • FOR STEEL & GROUT = at 12" O.C. TYP. B. PLATE to FLOOR : 2ND FLR UPPER BOND -BEAM STEEL TO POUR THROUGH t F - 0 19 16 KIT& 16D NAILS 0 8" O.C. to TRUSS S ) CON'T IN CONCRETE FILLED i� L 0 17 1B 6" f^1 • .:. • GYPCRETE DECK OVER. GYPCRETE DECK OVER. •>,,; ... ,,,,:-: "LINTEL BLOCKS r 5 GYPCRETE DECK OVER. Imo•- ° 3 4" C.D.X. T & G PLYWD 3 4" C.D.X. T & G PLYVA 4 I M:ZS+'2!„ $'.'' / " - y . -:1 " r g 3 a° C.D.X. T & G PLYWD NTT& x , 6 T. Hf FLOOR 2N F.F. r I BE /i I TOP of STD. a n L -ci __ PER _PLAN _ 11-- _ _ _ WALE SECTIONS 8c o -- --- - F .,. - - bo BB 2 sT. DOWEL STEEL in CONCRETE T. OF AM -- I I TiE BEAM N STUD 3 FLOOR TRUSS : U. S. P. T. of BEAM o - FILLED CELL CONTINUOUS v, LINTEL PER PIA I . ' z 1 TYPICAL DETAILS l"J 5 BOT. PL to GDR. IBBON : 2 X S.Y.P. # 2 / "M9TA36° W/ 6 - 10D NAILS to STUD & sTSTEIt t2" As RED. U HOOKED INTO BEAM. gg-i" _ - 1 _ _ ' ) 8 10 W 16D NAILS at /R O.C. TYP. TRUSS or 3 to TOP BOT CHORD 12 TOT. TOP CHORD BRG __ 1 _ _ _ / �° ( / ( ) fL00R TRUSS 'SY.mt 4Y r . STEEL xa V 'Ms+f� , ------ (12 •d. - 7' - -1 P PERPENDICUTAR 6 BOTTOM PL to WALL: 2 - 10D NAILS FROM DIAGONAL BRACE : BY oTHERs� PUN TOP CHORD &tG h. TIE -BEAM STEP DOWN F a �' ;`. 7 PLATE to EA. STUD W/U. S. P. "SPT W/ 2 z 4 S.Y.P. 2 ®24" O.C. W 3 - 16D 1 FIX BEAM FLOOR TRUSS 1 MAX. 6 - 10D NAILS EA. SIDE TYP. (6 TOTAL s Ec 3 BY OTHERS = =+.r "gg_2^ _ 1 D NAILS to TOP/BOT. CHORDS 0 EA. END T. of i T FLR. - - ; OVER OPNG. ELEVATION: D 18 U. S. P• "SPr N A W SLOPE TRS G R TEE EAM 2 11�� o _ S REQ. '� PR BAR HORIZ. I I LINTEL or POURED CONC. BEAM PER PLAN PER PLAN ( / / / ) _-_________ -- - ui� PROVIDE 1 # 4 TYP a STEEL =� 7 2ND FLR STUDS to 1ST FLR. WALL DBL "SYSTEM 24" FLAT TRUSS to MASONRY : � BB-2 _ - A j .. 2 U. S P."HTA20 MI,/l at 18" 0. W 6 - HOD ,, AS REQ. g GARAGE: LEFT - STUDS IN LINE : U S. P. "MSTA48 W - 10D EA. END " / PERPEPIDKx1LAR PARALLEL . I PROVIDE 4 X 4 HOLE TO ALLOW GROUT 1 TYP. FILLED CELLS FROM FOUNDATION GARAGE < w USS t0 1S 0 -STUDS NOT IN LINE : U S. P "LSTA36` Wf 7 -10D to NAILS (or 3 to TOP/BOT. CHORD) AT 1ST FLR ii �;. ° '+ 30" TO FLOW THRWGH (TYP. EA. SIDE) I: TO RAKE BEAM PER PLAN 2ND FLR. STUD & 1ST FLR. DBL. TOP PLATE (WRAP) INSIDE of TRUSS a " FLOOR " 1 BLOCKING 1 : 2 X 4 P.T. W 1 4 TAPCONS W ` '' 4" OPENING �p� ILI/� 12 5 ® 2ND FLR STUDS to GIRDER :U. S. P."LSTA36°W/ 7 - lOD PARALLEL " O 1.5" EMBED 8' O.C. (MIN. 3 PER BLOCK) / "' TYP. STEEL LOCATION PROVIDE 1 # 4 DIAGONAL BAR EA. SIDE 4" ) I: WALL OrENING FOR ARCHWAYS > 12"H NO STEEL REQ. OVER OPENINGS LESS THAN 6' WIDE rON'T IN 12 II 3 o NAILS EA. END TYP. EACH p 9ASand 3 W/ 6 - 10D NAILS to 2O NAILER : 2 X 6 P.T. CON'T W/ 1/2" EXPANSION CCNCRETEFLOOR TRUSS LOWER NFlLLED MLINIELLBLOCK/S" � L I N T E L ' ' IF GRTR THAN 6' PROV 1 AT PEAK & 4'-8" O.C. MAX. 12 9 NOTCHED STUD :MAX. 2" X 2" IN 2 STUDS IN A ROW MAX. EACH STUD and 3 - 10D to TOP & BOT. BOLTS W/ 4" EMBED W/ WASHER AT 24" O.C. •�•�/p (OTHERWISE RUN 6' CON'T FROM LOWER WALL PER PLAN) I'I 6 PROV, 2 X 4 S.Y.P # 2 STUD TURNED SIDEWAYS ("C BRACE) RIBBON (12 TOTAL) 2ND FLR BLOCKING 2 : 2 X 6 S.Y.P. I 1 i BOND -BEAM STEP - APPLICATION IS FOR ARCHWAYS UP TOP 16"W - & ANCHOR FROM "NOTCHED STUD" W/ 10D NAILS at 8" O.C. 3O # 2 AT PLYWOOD 2 B - DO NOT CUT LINTEL STEEL - MASONRY RAKE 11 STUD to B. PLATE ; SEAMS AT 24" O.C., W/ (2) 10D NAILS EA. END - SEE FLOOR/ROOF L0. FOR ALL STEPS IN BOND -BEAMS = N. T. S. u 10 RIBBON : 2 X 4 S.Y.P. # 2 CON'T W/ 3 i6D NAILS to EA. TRS MIN. 2 - 16D TOE -NAILS (1/SIDE) _ 2_N F.F..W/I 1ST TRUSS SPACE W/ U.S.P. "RT5" CLIP SEE PLAN FOR EXACT BOND -BEAM and DOWEL STEEL = /�� O - FILL ALL MASONRY SOLID ABOVE ANY OPENING TYP. T. MSNRY PLACED HORIZONTAL W/ (4) BD NAILS EA. END - LAP ALL STEEL MIN. 48 BAR DIAMETERS, U.N.O. - q P. ARCH OPENIN"" � - NO INTERMEDIATE BOND BEAM SHALL BE REQUIRED or.LA6 F B. PLATE to SLAB 1 /11R X 6" EMB. WEDGE -ANCHOR 2SP O.C. B, PLATE to FLOOR : TO NAILER 3 - VERIFY ALL CONDITIONS IN FIELD - N. T. S. - SEE RAKEOF WALL, U.N.O. ABOVE FOR ALL OTHER REQ. ALT REC. II '�,'•W$HRS. N 9/16" HOLE CENTERED. SPACE i6D NAILS ®8" O.C. to RIBBON BOOR muss W�® 12" FROM EA. CORNER & 6" FROM EA. SIDE OF SPLICES. er onHERs - ®FLOOR -TRUSS TO MASONRY i U.S.P. "HTAi2" W/ ® (EMB. IS FROM LOWEST SLAB ELEV. at RECESSED AREAS) TOP & BOT. RIBBON to TRUSS : (8) HOD X 1.50L NAILS (FILL ALL HOLES) 12 FlRESTOP BLOCKING : 2 X S.Y.P. # 2 AS REQUIRED PER CODE 2 x 6 S.Y.P. ? CON'T W/ 5 -16D r BOTTOM CHORD OF PRE -FA LATERAL BRACE : 1 x 4 S Y.P. # 2, B R E N N A N # m O �_ GABLE —END DETAIL NAILS TO EA. FLOOR TRUSS T TOP CHORD BEARING TRUSSES ®24" O.C., TYP. L FASTEN TO TOP of EA. TRUSS BOT. "p � -WITH "0" O.H., LADDER and NAILER SPEC N A - N. T. S. ® ALT. B. PLATE to MASONRY WALL : 1/4" TAPCONS W/ 3" EMBEDMENT at 6" O.C. (CENTERED) ---- --_ TIE- 1 FLR. (SHOWN IN PLAN VIEW) CHORD W/ 3 - HOD NAILS TYP. / ---- "SYSTEM 4. TRUSS to MASONRY : TIE- EAM -SEE "FASTENER SCHEDULE (SHEET "SDI") FOR ALL NAILING SPECS - ENGINEERING INC. (2) - U. S. P."HTA16" MIN. W/ 8 - 10D „ i I - FlLL ALL MASONRY SOLID ABOVE ANY OPENING TYP. ®1Clr/4" STRAP PER "TRUSS ANCHOR SCHEDULE" ON ROOF/FLOOR LAYOUT W/ NAILS PER EA. STRAP to TRUSS (1/SIDE) IS FLR ii G5 i/4" X 3"L TAPCONS of EACH STUD TYPICAL ° J 1600 S. DIXIE HWY. STE 400 PERPENDICULAR I '` a "1D L,,ofBM_ ® CORNER : TYP. 3 -STUD AS REQ, PER PLAN _ _ BOC 33432 A RATON, FLORIDA T. of LDGR (561) 392-3748 5� HEADER : PROVIDE NO.QANCHORS at TOP of WALL OVER HEADER 24" O.C. (MIN. 3) AS SHOWN W (1) U. S P. 10'-0" MAX. _A_ E.B. # 7686 P.E. # 72387 LSTA18° STRAP FROM HHEEADER TO EA. JACK STUD BELOW (MIN. 2 JACK STUBS EA. SIDE of OPNV.) W/ 7 - HOD 4 # NAILS EA. END TYP. NAIL STUDS TOGETHER W// 16D at 6" O.C. EA. PLY & END -NAIL to TOP/BOL PLATE W/ 2 - 16D. O MASONRY BEARING O srsTly 5 I `SYSTEM 4r iii I " (PROVIDE (1) FULL HGT. STUD FOR OPNGS 5$W or LESS and (2) STUDS FOR OPNGS 55"W and GREATER) SEE PLAN FOR WALL SIZE TO APPLY ABOVE TOP CHORD TOP CHORD BRG. 20'-0" MAX. _ FLDDR OTHERS FLOOR TRUSS �A� CFO SHEET: ALT. DROPPED HEADER : PROVIDE N0. 2 ANCHORS PER ABOVE TO EACH CRIPPLE STUD 16" O.C. W 2 YARY PER 2 BY OTHERS TOP WALL ANCHORS a ® Q / () By oTHtRs REAM MAY ON 7HIS SHEET FOR o TYP. U. S. P. "RT5" CUPS to HEADER (MAY BE PLACED ON INSIDE &OUTSIDE or BOTH PLACED ON INSIDE a OUTSIDE) 6" V. 6 3 PLAN 1 TO REMAIN 'ME SAME o W C L 16 SILL at OPENING :3 - 2 X 4 S.Y.P. 2 NAILED TOGETHER W/ 16D NAILS at 6" O.C. STAGGERED EA. FACE HtROER I o 0 W/ 2 -i6D END -NAILS FROM 1ST JAK STUD to EA. SILL PLATE s� SPAS PERPENDICULAR I PARALLEL FI "Y! BRACE : 2 x 4 S.Y. P. # 2, 17 SILL PLATE ANCHOR at OPNG.:16D NAILS at 4" O.C. THRU-OUT OPNG. & MIN. 36" PAST EA. SIDE TYP. H� - UPLIFT' FLOOR TAB i ii FASTEN TO TOP of EA. TRUSS BOT. (NO BOTTOM > SPLICE ALLOWED FOR 36" PAST EA. SIDE of OPNG. TYP.) FOLLOW D-7F (AT LEFT) WITH ALT. ANCHORS BELOW HOLD 2 X 8 " CHORD W 3 -HOD NAILS TYP.SD2 NAILER : 2 X 6 P.T. CONT'T W/ 1/2" EXPANSION BOLTS W/ 4" EMBED W/ STUD WALL I u ti (PROVIDE AT - INTERVALS) �� 18 MISC ANCHOR : (FLOOR TRUSS & CRIPPLE STUD) - 3 - 10D TOE -NAILS WASHER AT 24" O.C. IN FOR SHEATHING iD FLOOR TRUSS to WALL/GIRDER : 3 - HOD TOE -NAILS (2/1 PER SIDE) 19 SHEATHING : AT 2ND FLOOR, NAIL to ALL "RIBBONS" W/ 8D 0 3" O.C. TYP. or 2 - 16D NAILS THIRD TOP of BOTTOM CHORD, U.N.O. 2� BLOCKING 2 : 2 X 6 S.Y.P. # 2 AT PLYWOOD SEAMS AT 24" O.C., W/ (2) 1OD AS REQUIRED ; SEE "FASTENER SCHEDULE" ON SHEET "SDI" FOR ALL OTHER NAILING REQ. 2 6 BOT. OF DBL. TOP > AND SILL > to WALL ; END -NAIL W/ 2-16D NAILS EA. END WA 1ST TRUSS SPACE W/ U.S.P. "RT5" CUP PLACED HORIZONTAL (VER' SIZE) " Victor Hernandez W/ (4) BD NAILS EA. END TO NAILER ® SHEATHING : AT 1ST FLOOR PER PLAN AS ONLY REQUIRED PER "SHEARWALL" DETAIL � ABOVE 11 B. PLATE to SLAB :.145" X 1 1/2" EMB. HILT "DX" P.A.F.S. � at 160 O.C., 6" FROM ENDS/SPLICES O LEDGER : 2 - 2 x 8 P.T., ANCHOR TOGETHER W/ 2 ROWS of 10D NAILS at 6" O.C., , STUD TO PLATE FRAME BEARING WALL ANCHOR to MASONRY W/_3_/4 WEDGE ANCHORS W/ 5" EMBED at is" o.C., U. N. o., ; 3 - 10D NAILS F CENTERED on LEDGER, (SEE PLAN FOR ALL SPACING) PROVIDE (2) ADD'T (2/1) PER SIDE BOLTS 6" APART, CENTERED at ALL GIRDER LOCATIONS, U.N.O. (SEE NO. 6) ' 'u CATS : 2 x 6 S.Y.P. y#y 2 (FLAT) CATS at 24" O.C. W/ SEE PLAN FOR WALL SIZE TO APPLY ABOVE i, (4) 1/4° x 2" EMB. IAPCONS to BEAM W/ 3 - 16D NAILS S H E A R W A L L ®TRUSS to LEDGER ; (2) - U. S. P. °RT5" CLIPS (t PER SIDE) W/ 4 - 8D NAILS at C NAILS FROM EA. TRUSS TYP. (USE ALT. "AT' ANCHOR at WALL SECTION O FOLLOW D-7F ((AT LE�Fpp W// ADD'T ITEM 19 AS NOTED : EA. END TYP. (16 NAILS TOT.) (INSTALL BOTH CUPS HORIZONTAL) RYWALL OVER 24" O.C. FOR TRUSS THAT RUNS ON TOP of WALL) 7 ALL OTHER SPECIFICAT16NS TO REMAIN THE SAME �"—D DIAGONAL BRACE : 2 x 4 S.Y.P. 2 at 24" O.C., at 45 DEG., STUCCO FINISH 1 X 2 FURRING # - SEE "TRUSS ANCHOR SCHEDULE" ON PLANS FOR ALL OTHER ANCHOR SPECS. N. T. 8. 5O BLOCKING : 2 X 3 P.T. WOOD BLOCKING, ANCHOR to MASONRY W/ 1/4" TAPCOEB W/ �i EQ., EQ. n FASTEN TO TOP of EA TRUSS BOT. CHORD W/ 3 -i6D PER ARCH. PLAN at i6" D.C. IN O -SHEATHING :NAIL to ALL "RIBBONS" W SD at 3" O.C. TYP. 2" EMBED PLACED 1" FROM TOP of BLOCK & AT TOP AT 6" O.C. MIN. 3 PER BLOCK D NAILS, EXTEND to 2ND TRUSS OVER INTERIOR WALL SEE "FASTENER SCHEDULE" ON SHEET "SDi" FOR ALL OTHER NAILING REQ: 19 SHEATHING : RUN 5�6" EXTERIOR PLYWOOD SHEATHING CONTINUOUS to ( ) „ LINE W/ STUDS - - THIS DETAIL SATISFIES ALL "SHEARWALL" CONDITIONS FOUNDATION on (1) ACE of WALL W/ 8D NAILS at 6" O.C. EDGES and ©GIRDERS :NOTCH LEDGER AS REQ. AND PROVIDE (2) ANCHORS , U.N.O. ABOVE (SEE PLAN FOR TYP. LOCATIONS at PATIOS) - SEE FLOOR ROOF FRAMING PLAN FOR DETAIL REFERENCE FIELD. BLOCK andd NAIL ALL SEAMS TRUSS BRACING - SEE A ETA CTURAL PLANS FOR ALL OTHER INFO. LEDGER BEARING A R I N G - THIS DETAIL L DOES NOT APPLY AT "CLERESTORY AREAS © O` CLERESTORY r� L 7 - SEE DETAIL "1" ABOVE FOR ALL OTHER TYP. INFORMATION to APPLY v FRAME TO MASONRY WALL v � -SEE ROOF LAYOUT FOR TYP. LOCATIONS - N. T. S. W P<F,., j 7�7