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HomeMy WebLinkAboutConstruction PlanFOOTING SCHEDULE SEE PLAN FOR LABELS of ACTUAL FOOTING TYPES BEING USED MRK SIZE TYPE I STEEL NOTES M12 12"W X 16"D MONO 2 # 5 Dia. CON'T MONO 0 M12i 12"W X 12"D MONO 2 # 5 Dia, CON'T INTERIOR MONO PER DIAGRAM BELOW M16 16"W X 16"D MONO 2 # 5 Dia. CON'T MONO 1 M161 16"W X 121 MONO 2 # 5 Dia, CON'T INTERIOR MONO PER DIAGRAM BELOW M20 20"W X 16"D MONO 3 # 5 Dia. CON'T MONO 2 (USE ELM BCH. CHAIRS) M20i 20"W X 12"D MONO 3 # 5 Dia. CON'T INTERIOR MONO PER DIAGRAM BELOW M20t 20"W X 16"D MONO 3 # 5 Dia. CON'T ((USE PLM BCH. CHAIRS V # 4 X 7'6"L TRAPPE R BARS 12" O.C. M24 24"W X 16"D MONO 3 # 5 Dia. CON'T MONO 3 (USE PLM BCH, CHAIRS) M24i 241 X 12"D MONO 3 # 5 Dia. CON'T INTERIOR MONO PER DIAGRAM BELOW MX "W" X "L" / PER X EXTENSION 8"W - 1 # 5 BAR T/E EXTEND and TIE BARS INTO MAIN SLAB DEPTH of MAIN FTC. 12"W - 2 # 5 BARS FOOTING STEEL STEEL TO BE at 6"W - 3 # 5 BARS BOTTOM, U.N.O. P24 24"W X 241 X 12"D PAD # 5 at 12 D 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"WX 481 X 12"D PAD AS INDICATED ON PLAN TYP. P48t 48"W X 481 X 16"D PAD ALLOW FOR STL COLUMN RECESS P60 60"W X 601 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 Na. CON'T USE PALM BEACH CHAIRS S24 24'W X 12"D STEM 3 # 5 Dia. CON'T USE PALM BEACH CHAIRS 842 42'W X 16"D STEM 4 # 5 Dia. CON'T 4 4 TRANSVERSE BARS @ 24" O.C., U.N O. T8 8 W X 8 D THICK EDGE 1 # 5 Dia. CON T TYP. at PATIOS and or 4 RECESS T8b 8"W X 9"-12"D THICK EDGE 1 # 5 Dia. CON'T GARAGE CURB and/or > 4" RECESS T8c 8"W X C-8"D CURB 1 # 5 Dia. CON'T GARAGE RECESS CURB T12 12"W X >12"D THICK EDGE 2 # 5 Dia. CORT DOT, AS INDICATED ON PLAN TIP ADD 2 # 5 BARS BOTTOM FOR EVERY 12' OF DEPTH INCREASE AS REQUIRED H- PROVIDE # 4 X 601 HOOK BARS AT 16" O.C. TOP NOTES: TOP of ALL SUB -SURFACE FOOTINGS to be MIN. IT BELOW FINISH GRADE, U.N.O. - FOR ALL RECESSES, EXCEPT PEtlMREi BLOCK RECESS OR STEEL COLUMNS, FOOTING DEPTH "D' SHALL BE MEASURED FROM BOTTOM OF ANY RECESS U.N.C. W/ PAVERS VER. REC. at ENTRY DOOR TRANSVERSE Mi TRANSVERSE _"-VER.' I, BARS BARS ---�12„iREG 'Il. -_--- -�. •fir , , -- � -- N_s \ / Pe '.� swat-� . a7.. PFOOTING ROFILE �I M_L ALT. SHOWER ALT, 16"W W/ 2 BARS RECESS CNTR 8' VARIES W/ BAR IN CURBi� SLOPE 8' r 6- OT8b 8" ® I TI2 2" 12" GRADE iU PAVERSGRADE \/A \i• ' - �% TYP. GARAGE O.H. DOOR PAVERS RECESS �A Y o %A !STEEL PER SCHEDULE 7+.9 ✓/,//ice//�//n� � � EXTERIOR INTERIOR 'M' TYPE FM 7 TYPE FAGS MX MAIN SLAB O TYP FOOTING PROTECTION FOOTING PER PLAN O COLUMN SCHEDULE SEE PLAN FOR SYMBOLS of ACTUAL COLUMN TYPES BEING USED km SIZE TYPE STEEL NOTES C5 El 8" X 8" C, M, U. 1 # 5 BAR - C7 13 8" X 8" C, M. U. 1 # 7 BAR - C25 F ■ 8" X 12" "0" BLOCK 2 # 5 BARS - C27 m 8" X 12" "0" BLOCK 2 # 7 BARS - C45 ;; 12" X 12" "0" BLOCK 4 # 5 BARS PROVIDE U.S.P. "WE" TIES at EVEPY OTHER MORTAR JOINT P45 W" X "L" PER PLAN POURED GONG. 4 # 5 BARS # 3 Dia. TIES at 8" O.C. P65 "W" X "L" PER PLAN "IN" "L" POURED CONIC. 6 # 5 BARS # 3 Dia. TIES at 8" O.C. P47 X PER PLAN POURED GONG. 6 # 7 BARS # 3 Dia. TIES at 8" O.C. P67 "W" X 1" PER PLAN POURED GONG- 6 7 BARS # 3 Dia. TIES at 10" O.C. P65r ® DIAMETER PER PLAN POURED CONC. 6 5 BARS # 3 Dia. TIES at 10" O.C. 11111 SEE DIAGRAM BELOW 'T_' O SEE POST SCHEDULE TUBE STEEL - SEE FLOOR and ROOF LAYOUTS TSb O BOLLARD TUBE STEEL - SEE DIAGRAM BELOW SEE POST SCHEDULE WOOD POST - SEE FLOOR and ROOF LAYOUTS O O. 0 3"D STEEL COLUMN W/ 6" X 6 X 1/4"T STL BEAM���" �� EXTEND AND HOOK.n I PLATE W/ (4) 1/2" X 3"L dt MIN. (3) BARS INTO TSb EMBED: WEDGE ANCHORS to SLAB (VER. EXACT 65r SLAB COE. �� k BEAM ABOVE AND SLAB BELOW LOCATION PER ARCH. PLAN) NOTES: - ALL C.M.U. CELLS W1 STEEL TO BE CONCRETE FILLED - LAP ALL STEEL MIN. 48 BAR Dia. TYP. THROUGHOUT - SEE FLOOR and ROOF LAYOUTS FOR ALL STRUCTURAL POST SPECIFICATIONS O POST SCHEDULE SEE PLAN FOR LABELS of ACTUAL POST TYPES BEING USED MIRK TYPE NOTES WK TYPE NOTES W14 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.Y.P. # 2 P.T. W26 2 - 2 X 6 S.Y.P. # 2 *TYP. MIN., U.N O. W4c 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 _ W34 3 - 2 X 4 S.Y.P. # 2 *TYP, MIN., U.N.O. W28 2 - 2 X 8 S.Y.P. # 2 TYP. MIN., U.N.O. W44 4- 2 X 4 S.Y.P. # 2 W38 3- 2 X 8 S.Y.P. # 2 W54 5 - 2 X 4 S.Y.P #2 W48 4 - 2 X 8 S.Y.P. #2 W58 5- 2 X 8 S. Y. P. # 2 W78 17-2X8 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" ) 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 a 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. t ANCHOR TO MASONRY W/ 1/4" W/ 2" EMB. TAPCONS WEE WASHERS at 16" O.C. w ANCHOR to MASONRY WALL W1112 X 4" EMB. WEDGE ANCHORS 24 O.C. (6" FIRM TOP/BO1) u I ATTACH W1 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/GIRDER5 PER "D-7F" on SHEET "SD 2 , 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 2. - ASSUME POST HOT TO MATCH BUG WALL HOT., UNLESS CALLED OUT OTHERWISE - SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS. PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to BRG. WALL BELOW 6' O.C. NA%. STUD TO "W28f : 28 100 NAILS 8" 0.0 GIRDER GIRDER GIRDER B- CHORD 12' to 24" _ . SNDS ,/ -�- 'W28f TO TOP#BOT PLATE.. PER PLAN BLODONG : 2 X 4 S Y.P. X 2 EA. SIDE OF POST = - (3) LOS TOE -NAILS EA. SIDE _ W/ (2) 1OD TOE NAILS EA END TO GDR W/ (4) (D o FOR GDR TO WL BOB NAILS TO POST I -11" PER PLAN POST TO SLAB : "241"�� SOFFIT" 12! ANCHORS (U.N.O. ON •, v �• PLANS) PER TRUSS PER PLAN ANCHOR SCHEDULE TOP SIDE SEE 1-7F" FOR AL OTHER SIDE FRONT _ <6> FRAME WALL SPECIFICATIONS 0 I p F_ u in F T8b MASONRY OLGA TYP. W 21'-0" I, 22'-0" 10'-6" I. ii'-O" I. 11'-O" F t P36 F ■■ � 7 P36 ■ ■ ----- -- r ■ a — — — — — — — — ■ ■ — - ■ MI6 VARIES j w COVERS LANAI o vn'kll e l �j REC. 4", PAVERS I I ■ ■ ■ N ■ ■ r C C5 L N TYP I' TF I, J tALf1,,n, I +11 Ij —� ■ I C5 TYP I x 1.5" PERIMETER O = RECESS TYP. 'I I- — — — — a 11'-3" 20'-8" O —� L� -' I 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 6-MIL VAPOR BARRIER ON CLEAN 95% COMPACTED TERMITE TREATED FILL VER. LOCATION of ALL EQUIPMENT PADS TO BE AT F.F. PER ARCHIFECTURALS, TO BE 4" THICK W/ THICKENED EDGES, U.N.O. 22'-8" 22'-0" m F= - �I -8" 15'-2" 1.5" PERIMETER RECESS TYP. MASONRY OPNG. TYP. N I M JL cV I TYP C5 ■ T8b I - — — — — — — — — — — — — — — T Ei �. . . . . . . . . . . . . . . ��. '\LL T8 . ....... ...... ......... N . �. , /- �. • . ■ �. z. . . . . . . . . . . . .;-4" . I...ps......... ................. ... I.. ■ 1 3.GAR . ............ 1 GARAIGE m .RECESS 4. SLOPE 2° .O o ■ 1................ N �_ . � O ry N 2'-1rr ....................� o .... ............ ...... ■.1. .........I.. ■ . I ............................... T .�.I/ns �. T . v . . . . . . . . . . . . . . . . . . — — — � ) CONCRETE ON : PROVIDE 8"N — —� . � �r oNCRE caP W/ ff s 1 TI 1 �I 0 —1 L_ �0 L— ■ -I 4'-0' I 11'-4" ENTRY REC. 1.5 , PAVERS 7'-2" 1' 0 MINlMAIN � , N _JO-JI cV u' MI6 ■ BARS "O.C.E. CA ■ � TO ■ - ■ ■ ■ T. at 46" A.E GRADE 48 ■ ■ ■ ■ ■ N N ® LF P36 P36 �J N WALL : 8"W C.M.U. W/ 8" X 8° Tt — BEAM BLK CAP W/ 1 15 BAR CONT i T. at 41" A.F. GRADE (TIP. EAGH 2' 4" 1 4" 4" 2' 4" SIDE OF ENTRY) 2'-6" i6'-0" 2'-6" 1' 4" 8,4' 1' 4" 65'-0"�- ELEVATION IICII FOUNDATION J FIRST FLOOR COLUMNS ,4. = r_D" 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., W APPROX. EQUAL SPACING IN WALL SEGMENTS, NOT TO EXCEED MAX. SPACE PER PLAN OEXTRA DETAIL REFERENCE INTERIOR BRG, WALL O BEAM REFERENCE X on THIS SHEET LOCATIONS ON SHEET "S1" LO ON SHEET "S1" THIS FOUNDATION HAS BEEN DESIGNED BY RATIONAL ANALYSIS TRANSFER REINFORCEMENT IS NOT REQUIRED, U.N.O. REVISIONS MODEL: 6519 COMMUNITY: RIVERBEND LOT #: i 6 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 03-10-17 SHEET DESCRIPTION: FOUNDATION / FIRST FLOOR COLUMNS ELEVATION: c BRENNAN ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 SHEET: DY s 0 Victor Hernandez N 72387 ZZ o SE l 2Q17 i O STAFF OF �Fs' cC0 OP•' AILI\\\o E.B. # 7686 P.E. 72387 O TRUSS ANCHOR SCHEDULE SEE PLAN FOR LABELS of ACTUAL ANCHOR TYPES TYPES BEING USED CONECRON TYPE MARK Q ANCHOR TYPE OTY NAIL SCHEDULE ANCHOR to TRUSS 1-FLY URFF 2iLTatlRR UPLIFT NAL SCHEDULE ANCHOR b MASONRY LATHW. LOAD Bay) F1 FZ O NANUP Now TRUSS to MABONR' •(Z-MAX) Al SIMPSON "META24" 2 CMU CONC 10-1 OD X 1.5" 1985 LBS 1900 T4 - 16D 2565 LBS LBS N/A, EMBED 1210 1160 Al A2 SIMPSON "HETA24" 2 C MU 10-10D X 1.5' 2035 LBS 12 - 16D 27� LBS N/A, EMBED 1225 1520 A2 A3 _ SIMPSON "HHETA24° 2 GOLD CONC 10-IOD X 1.5" 2035 LBS 12 - 16D 2500 14 - 76D 3350 LBS LBS N/A, EMBED 1225 1520 A3 WRAP STRAP OVER TOP CHORD OF TRUSS AS ALLOWED TRIBB to WOOD Ell ANCHOR TYPE SIMPSON I "LSTA18" OTY1 SIZE I STRAP to TRIM BNIIP to WD VL I F1 r-s I N.R. N 11".11FT 1235 LBS B 1 1 1 1 20 GAUGE 1 7 - RED 7 - 10D N.R. 'N • (Z-MAX) B2 SIMPSON I ITS20 1 1 1 14 GAUGE 1 10 - 10D 10 - 10D N.R. N N.R. N 1450 LBS B2 - PEER ADOT 13) - 16D TOENAILS TO EA. TRUSS to WOOD (WALL/HDR/GDR) ( 2 At 1/SIDE) - FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MATCH GIRDER WIDTH, U.N.O. 500 COG f BF SIMPSON H6 STRP 1 1 2 7 4 W 8 - &D 8 - 8D NK N N.k N 950 LBS 67 SIMPSON H3 CLIP 7 1 79 76 W 4 - 8D 4 - 8D 125 160 455 LBS B7 T 5 - 1 4 TATTERS W 2 EMBED PER STRAP to MASONRY N A - - 1225 LBS T WOOD b WOOD C 1 ANCHOR TYPE SIMPSON "MSTA24" OTT 1 SIZE ANCiDl 1 1 4"W IS GA. Or ANK 6 - 10D ANRbW0.®AW 6 - 10D F1 F2 N.R. (PHFr 1265 LBS Cl N.R. (WALL or POBT) C2 SIMPSON MSTA48 1 1 1/4 W 16 GA. 7 - IUD 7 - 10D N.R- N... 1400 LBS C2 • (Z-MAX) C4 SIMPSON LCE (Corner) or All. "AC4° Middle 2 1 N A 14 - 16D HEAD�RA MUST BE MITERED WITH N A 14 - 16D 8 - 16D THIS ANCHOR 10 - 16D N.R. N.. 1500 LBS C4 N.R. N.R 985 LBS STRIP to MSNRY (T) ALL - PROVIDE TAPCONS to MASONRY WALL - W 1/4" X 2" EMB. TAPCONS PER STRAP SEE ABV. (T) WD.POST b BLAB D1 ARTIER TYPE SIMPS N A34 1OTY 1 ANCFtOp b POBr 4- 8D NAILS ANCHOR b BLAB IPLFT N A Di 2- 1 4 X 2 L TAPCONS • (Z-MAX) D4 SIMPSON ABU88 1 12 - 16D NAILS 1 - 5 8" X 4' EMB, WEDGE -ANCHORS 2200 LBS 1>4 D7 SIMPSON HTT5 1 26 - 10D NAILS 1 - 5 8 X 6 EMB. WEDGE -ANCHORS I 43W LBS D7 + AT RECESS AREAS, "WEDGE -ANCHOR" EMBEDMENT TO BE FROM LOWEST SLAB ELEVATION MD. FM to MNW MARK F1 ANCHOR TYPE SIMPSON HU28 CITY 7 BE 14 GAUGE ANODRbWOODANC10RloWOOD)MBNWBRGI 6 - tOD NAILS 3 - 1 4 X 2 3 4L MIEN FtNGE CE QMWIY 2400 LBS I tPLFT 1085 LBS F1 • (Z-MAX) F2 SIMPSON HU210-2 1 14 GAUGE 6 - 100 NAILS 14 - 1 4 X 2 3 4 IFTITEN 435D LBS 1085 LBS F2 F2b SIMPSON I HU21 o-2 7 114 GAUGE ID - DID NAILS 78 - 1 4 X 2 3 4 L TITEN 5085 LBS 1810 LBS F2b # - FILL MASONRY SOLID MIN. 8 BELOW AND MIN. 4 EACH SIDE AT TAPCON ANCHOR LOCATIONS - FOR 2-PLY MEMBERS, USE "HU28-2" I.L.O."HUGE" - FOR 1-PLY MEMBERS, ADD 2 X 8 S.YP. 2 VERT_ BLK, MAX 16"H OR FULL HT. OF TRUSS LEG, W -1 OD NAILS TO TRUSS, tQUALLY SPACED - FOR ALL "F1 2" ANCHORS, USE "CONCEALED" C FLANGE FOR CORNER APPLICATIONS #F SIMPSON FGTR 1 7 GAUGE 18 - 1 4 X 3 L SDS SCRWS 2- 112 X 5 L TITEN HD 5000 LBS F41 F42 SI PSON 'FGTR" 2 7 GAUGE 36 - 7 4 X 3 L SDS SCRWS 4 - 1 2' X 5"L TITEN I P 9400 LBS F42 ! - FILL MASONRY SOLID BELOW TO SLAB MIN. 4 EACH SIDE AT ANCHOR BOLT LOCATIONS • FT SIMPSON I %GUM210" 1 1 112 GAUGE (8)-1/4" X 2,51 SDSSCRWS (8)-3/8" X 41 THEN HD I 9575 LBS 3575 LBS F6 r- MISCELLANEOUS SPECIAL CONNECTION ISEE DETAIL # AS REFERENCED ON SHEET "SDP" g D- DETAIL SEE DETAIL AS REFERENCED ON SHEETS SD1 AND SD2 D TRB TRUSS to TRUSS CONNECTION 1 TO BE PROVIDED BY TRUSS COMPANY, UNLESS NOTED OTHERWISE TRS VERIFY STRAP LENGTH TO GO OVER T. CHORD W/ - INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURERS' SPECIFICATIONS - "TAPCONS" - SPACE MIN. 2" TO BEAM "WEDGE ANCHORS" - SPACE MIN. 4" W/ MIN. 3" FROM EDGES MIN. (2) NAILS TO TRUSS - CAPACITIES SHOWN ARE FOR INSTALLATION IN SOUTHERN YELLOW PINE (S.Y.P.) LUMBER W/ ASTM A446 GRADE A STEEL SIDE PLATE W/ NAILS AS INDICATED, U.N.O. - 8D = 0.131"D X 2 1/2"L 16D = 0.162 D X 3 1/2°L tOD = 0.148"D X 3"L y Z MA ;ALL METAL FASTENERS AND ANCHORS USED IN WET SERNCE CONDITION OR AGAINST PRESERVATIVE TREATED WOOD REQUIRE A MINIMUM OF ASTM A153, CLASS D 'HOT -DIPPED" GALVANIZED OR EQUIVALENT. ALL CONNECTORS IN CONTACT W/ PRESERVATIVE TREATED WOOD REQUIRE A MINIMUM OF AS1M A653 TYPE G185 ZINC COATED GALVANIZED STEEL OR EQUIVALENT. THE DESIGNATION 'Z-MAX' MUST BE ADDED TO THE STOCK NUMBER 111 - 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 PILL UNLESS SPECIFICALLY NOTED ON THE PLANS BB- BOND BEAM SCHEDULE _-- (SEE PLAN FOR LARELS of ACTUAL BEAM TYPES BEING USED) MK TOP 01IOIDBEW 8TEEL mom rIECA8T) BTU NOTES BB-1 (1) - 8" X 8` BEAM BIT 1 # 5 BAR N / A - I TYP. TIE -BEAM CON'T •WR_ 12'W PER PLAN s ALONG T. of PERIMETER MASONRY WALLS, SUPPORTING ROOF TRUSSES, U.N.O. RB-2 (2) - 8" X 8" BEAM BUD 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 BEAM ABOVE PER PLAN PER ABOVE 8 X 8 PRECAST O 1 5 BAR AS NOTED ON PLAN L-2 BEAM ABOVE PER PLAN PER ABOVE 1 8 X 8 PRECAST U 1 1 1 BAR AS NOTED ON PLAN L-3 ETA N A 1 8 X 8 PRECAST U 1 1 5 BAR _ AS NOTED ON PLAN L-4 N A N A 1 8" X 8" PRECAST "U"1 2 # 5 BARS I 1 TOP 1 BOTTOM I at BEAM CALL -OUT INDICATES POURED ARCH BELOW PER DETAIL 3112 (SHEET 'SOY) . - 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. 301 x 301 CORNER BARS PER DETAIL 11 on SHEET SD2 - LINTEL BUD TOP COURSE STEEL ABOVE, IS THAT PART OF CON'T STEEL AS SPECIFIED PER TYP. WALL SECTION (SHEET "SD2") (LE, NO AOD'T STEEL IS REQUIRED) - FOR 16"H BEAMS, USE PRECAST U in LIEU of LINTEL BLK. 0 GOT. COURSE - LAP ALL STEEL MIN. 48 Bar Dia. 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 BEAN '6B' STEEL TO ml Q [o • ,�•. FRONON SAOSpE STEEL PER Z — �" scxeoDUE (v ) o E of K J 4ER 'C t. O EDULLE PLAN PER PE O CONCRETE BEAM SCHEDULE (SEE PLAN FOR LABELS of ACTUAL BEAM TYPES BEING USED) IRK SIZE (Will) TOPMEEL Mx81L BOL81ES. 3D.N.o. R E M A R K 8 TB-2 8"W X ll"-19°H PLN 2 A 5 2 # 5 - SEE PLAN FOR EXACT HEIGHT B-1 B-2 B-3 B-4 ° +' at BEAM CALL -OUT INDICATES POURED ARCH BELOW PER DETAIL 31'M' (SHEET •SD2) O POST SCHEDULE ®o t3 SEE PLAN FOR LABELS of ACTUAL POST TYPES BEING USED MIRK TYPE NOTES MIRK TYPE NOTES WI4 1- 2 X 4 S,Y.P_ # 2 WE 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.Y.P. # 2 P.T. W26 2 - 2 X 6 S.Y.P. # 2 *TYP. MIN_, UN 0, W40 4 X 8 SY.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 W34 3 - 2 X 4 S.Y.P. # 2 *TYP. MIN., U.N.O. W28 2 - 2 X 8 S.Y.P. # 2 TYP. MIN., U.N.O. W44 4- 2 X 4 S.Y.P. # 2 W38 3- 2 X 8 S.Y.P. # 2 W64 5- 2 X 4 S.Y.P. # 2 W48 4- 2 X 8 S.Y.P. # 2 W58 5 - 2 X 8 S.Y.P.#2 " W78 7- 2 X 8 S.Y.P. # 2 TO 35' 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 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 1.5% 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.0 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/ IOD COMMONS at 6" 0_C_ STAGGERED EA. PLY/EA. FACE. TIE- ALL WOOD POSTS TO BE MIN. (3) 2 X 4 or (2) 2 X 6 (2 X 8), SUPPORTING HEADERS/GIRDERS PER "D-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 0 6" O.C. STAGGERED EA. PLY/EA. FACE, UNLESS NOTED OTHERWI E, PER NOTE 2. - ASSUME POST HGT. TO MATCH BRG WALL HGT, UNLESS CALLED OUT OTHERWISE - SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS. tIEdIF- PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to BEG. WALL BELOW d' at MAX S� TO "N2� 2 10D NAILS 8" O.0 GIRDER GIRDER GIRDER B. CHORD 12' to 24' STUDS - --- ---- -- -- --- - 'WtBP TO TOP/BOf RATE : PER PLAN BLOOONG : 2 X 4 S.Y.P. 4', l B 2 EA. SIDE OE POST_- % U) 10D TOE -NAILS EA. SIDE W/ (2) MOD i0E-NAILS - -_ ! EA END To GOR w/ (a) I') EA FOR GDR TO PIL ` NAILS TO POST - '-N PER PLAN POST TO SLAB:'2-It' �� SOFA ) r TY M 24 - 1 I ANCHORS (UNO. ON - -Ar PLANS) PER TRUSS PER PLAN ANCHOR SCHEDULE TOP SIDE SIDE FRONT SEE 'D-7F" FOR ALL OTHER , FRAME WALL SPECIFICATIONS O HEADER SCHEDULE -_ SEE PUN FOR LABELS of ACTUAL HEADER TYPES BEING USED MIRIC TYPE NOTES 'H ' HEADER Ir NAILER H310 (3) 2 X 10 SYP # 2 TYP (HEADER TO BE USED OVER ALL OPENINGS, U.N.O. (SEE D-7F) ALL H48 4) 2_ X 8 S Y P.,# 2 IN tfW WALLS HIII 2 2 X 12 SYP 2 ALT.HEADER TO H310" tki12 AL 1, HEADER TO "H310'�—'� 3 2 X 12 S.Y.P #2 ---- FiN4 2 X 4 S.Y.P. # 2 NAILER ROOF and CLG. CON'T NAILER or BLKG. W 16D NAILS at-6—O.C, or 3 - 16D NAILS PER EA. WEB/STUD THAT IT CROSSES or 3 - MOD NAILS EACH END IF BLOCKING, W/ ALTERNATE 1/4' DIa TAPCONS W/ _HNX 1 1 1Z EMBED to MASONRY 16" O.C. or (2) PER BLOCK, U N_.0_. ANCHOR W 1 4 X 3"L TAPC0�1 S 12 0 C - at TOP and BOTTOM CHORD of TRUSS WE 114 Dla TAPCONS W _ _ 6 2 6 S tE SAILER FN26 2 X 6 S Y.P. # 2 NAILEB 2" EMBED at 8" O.0 to MASONRY W/ 4 - 10D TOE -NAILS FROM TOP and BOTTOM CHORD (2/SIDE) AS REQUIRED NOTE:: - ALL OTHER WOOD BEAMS TO BE MIN. 2 - 2 X 12 SYP. # Z NAILED TOGETHER W/ 2 ROWS OF IOD COMMONS of 6' O.C, UNLESS CALLED OUT OT1HERWISE. - ALL WINDOW HEADERS TO BE 2 - 2 X 10 3.YP. # 2 W/ VZ BITCH PLATE, NAL PER ABOVE - ALL 2 X 12 BULT-UP HEADERS ARE ASSUMED TO BE CENT TO BRCk POINTS at EA SIDE Co 0 u U = 1000 UPPER OPENING DIAGONAL BRAG to NAILER 2: NAILER 2: 2 : 2 x 6 S.Y.P. # 2 5 - 1BD NAILS, TYP.- -- I r---NAILED to 1/2" C.D.X. and 2 X 6 P.T. W/ 16D NAILS 6" O.C. HGT PER PLAN DIAGONAL BRACE PER NAILER 2 TO MASONRY: 1/2" Dia. X 4" EMB. WEDGE ANCHORS 24" O.C. -- - - - NAILER 1: 2 X 4 S.Y.P. # 2 W/ 3 - 16D NAILS to EA. TRUSS WEB BRACE at PATIO WALL SEE PLAN FOR LOCATION N. T. S. B13-1 - - TYPICAL BOND -BEAM AROUND TOP of 1ST or 2ND FLOOR MASONRY AS INDICATED AROUND PLAN U.N.O. BUILDER TO FIELD VERIFY ALL LOCATIONS OF ATTIC ACCEIES 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.C. TO BE DESIGNED BY TRUSS CO. SEE DETAIL D-31F ON SHEET SD2 FOR ARCHES IN FRAMED WALLS SEE DETAIL D-SB ON SHEET SDI FOR STRONG BACK DETAIL 1ST LEVEL BEAMS, FLOOR and ROOF 1/4" = 1'-0„ TRUSS LOAD DESIGN - TYP ROOF PITCH, U.N.O. - 45 P.S.F. 7 / 12 HEEL TYPE - 1 TAIL CUT - STD. OVERHANG - PLUMB I RETURNS -s 16", U.N.O. LEVEL TYPICAL PROFILE - "C" ELEV. U.N.O. ON PLAN O 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 FUR. FRAME BRG. WALL (HGT. PER PLN) PER "D-7F" on SHEET "SD2" - BALLOON FRAME WALL (HGT. PER PLN) PER "D-713" on SHEET "SD2" O- TYPICAL BEAM LINTEL/HDR SPEC TYPICAL ANCHOR SPEC PER �L PER SCHEDUL ON THIS SHEET O -.TRUSS ANCHOR SCHEDULE` on THIS SHEET BB", B', H�, Or 'L° - TYP. ANCHOR FOR TOP&. CONNECTION TYPICAL POST/STEEL/MASONRY COLUMN A - TYP. MASONRY C, SPEC PER TRUSS ANCHOR SCHEDULE" O SPEC PER SCHEDULE ON THIS SHEET SCE, •• • on THIS SHEET or, "r Or 'V B - T P. WOOD - MISC. OTHER UPLIFT CAPACITY IN POUNDS _. SCHEDULE .,.�.,�w.., aollrT oRsl ANCHOR TYPE J S#- TYPICAL "DETAIL", "SPECIAL CONNECTION", DETAILS/ I O EXTR)q DETAIL REFERENCE CONNECTIONS AS REFERENCED ON SHEETS "SDI" AND *SD2 on T4S SHEET -ANCHOR TYPE REVISIONS: SHEET DATA: MODEL: 6519 COMMUNITY: RIVERBEND LOT #: 16 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 03-10-17 SHEET DESCRIPTION: 1ST LEVEL BEAMS & ROOF ELEVATION: C GARAGE: RIGHT BRENNAN ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 SH IS Victor Hernandez \ \\\\, L r1 E\lIIIRAR t t��1/ No 2387 p % SEFTATA fl17 - h, i0A, 41tC t0 A l 11 1111 "N L` t \\\\\\\\\ E.B. # 7686 P.E. 72387 N OT ES 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 : AND : DESIGN IN ACCORDANCE W/ F.B.C. 2014, ROOF : T. CHORD L. L. - 20 psf RESIDENTIAL, W/ LATEST SUPPLEMENTS, TIE B. CHORD L, L. - 10 Psf and ASCE 7-10 (NON -CONCURRENT) - BUILDING DESIGN : ENCLOSED T. CHORD D. L. - 15 psf - BASIC WIND SPEED : 170 MPH B. CHORD D. L. - 10 psf - BASIC WIND PRESSURE : 32.83 P.S.F. TOTAL LOAD : - 45 psf - RISK CATEGORY : II - ASD FACTOR FOR WIND : 0.6 4IE TRUSS SHOULD BE DESIGNED FOR A LIVE LOAD OF 20 psf. ON THE - INTERNAL PRESSURE COEF, : .18 BOTTOM CHORD IN ALL AREAS WHERE A RECTANGLE 42"H X 24"L WILL FIT - WIND EXPOSURE : C" MISC. DEAD LOAD : SEE ARCHITECTURAL DRAWINGS, BY OTHERS, - MEAN ROOF HGT. 1-STORY <20'-0" FOR ALL FLOOR COVERING SPECIFICATIONS IS A CONTINUOUS LOAD PATH PROVIDED : - YES SHOP DRAWING REVIEW: ARE COMPONENTS and CLADDING DETAILS PROVIDED : - YES L SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBIUTY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ENGINEER TO REVIEW. 2. ALL SHOP DRAWINGS SHALL 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-2487. 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 ENGINEERS REQUIREM ENTS 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 SVPERCEDE) - 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 HE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE. 4. REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER: - 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 WITH ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK". REINFORCING STEEL: I. 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" # 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 PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. 2. PROVIDE 9 GA. LADDER TYPE HORIZONTAL JOINT REINFORCING at 16" O.C. TYP, (VERIFY WIDTH PER PLAN) 3. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN - f - 1 PSI. BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS CONFORMANCE WITH ASTM C 90 GRADE N m 500 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" 10 10 USE ONLY MECHANICAL VIBRATION TO CONSOUDATE GROUT. 4. TYPE S MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS OUTLINED 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 ALL 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 : I. 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 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A-53, GRADE B, TYPE E OR S, Fy = 35 ksi. 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 LEVELING. 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 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.). 2. ROOF SHEATHING: 19/32" COX GRADE PLYWOOD, UNLESS NOTED OTHERWISE. 3. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE SHALL BE PRESSURE TREATED. 4. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT AFFECT STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE ARCHITECT/DESIGNER PRIOR TO THE FABRICATION OF TRUSSES. 2. DESIGN, FABRICATE AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-02, "DESIGN NATIONAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION", AND "TPI/WTCA BCSI 1" COMMENTARY and RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED WOOD TRUSSES, 3. METAL STRAPS & ANCHORS FOR ALL WOOD TRUSSES SHALL BE I.A.W. LOCAL MUNICIPALITY STANDARDS & MANUFACTURERS LITERATURE 4. ALL METAL STRAPS & NAILS TO BE GALVANIZED. 5. ALL ENGINEERED HEADERS & TRUSS HANGERS TO BE SUPPLIED BY TRUSS COMPANY. 6. ALL HEADERS TO BE MIN. 2 - 2x12, UNLESS SPECIFIED OTHERWISE. (SEE BEAM SCHEDULE) 7. TRUSS BRACING TO BE I.A.W. TRUSS MANUFACTURER & "TPI/WTCA BCSI-1". 8. ROOF DESIGN LOADS SHALL BE BASED ON CHAPTER 16 of the FLORIDA BUILDING CODE, LATEST EDITION W/ LATEST SUPPLEMENTS & ASCE 7 WIND PROVISIONS FOR ENCLOSED, PARTIALLY OPEN or OPEN STRUCTURES for COMPONENTS & CLADDING and M.W.F.R.S. 9. VERIFY ANY ADD'T BOTTOM CHORD BRACING PER TRUSS ENGINEERING SPECIFICATIONS. ANCHORS : - TYPICAL ANCHOR SPECIFICATION TO BE USED, AS REFERENCED THROUGHOUT THIS PLAN, to BE INSTALLED PER MANUE. SPEC -"C.M.S." - I T W BUILDEX "TAPCON" CONCRETE MASONRY SCREW ANCHOR -"WEDGE ANCHOR" - HILTI "KWIK-BOLT 3" EXPANSION ANCHOR -"P.A.F." (PINS) - HILTI "POWDER ACTUATED FASTENER" "EPDXY' - HILTI "HIT HOE 150" SCHEDULE S FASTENER SCHEDULE APPLICATION SIZE TYPE I SPACING REMARKS GARAGE ODOR BUCK TO CONC. BLOCK COL. SEE ARCHITECTURAL PLANS MTL. STRAP TO CONC. SEE ROOF LAYOUT FOR SPECIFIC ANCHOR SPEC BLOCK or TIE -BEAM PER TRUSS ANCHOR SCHEDULE NON-BRG. WALL SILL i/2" 0 x EXPANSION PLATE to CONC. SLAB 4" EMB. W/ ANCHOR 16" O.C. and KNEE -WALLS WASHER METAL LATH and WARE FASTENERS 16 GA. W/ 6" APART - W I R E L A T H MIN. 1 1/4' # 101 - 1 SIDE LAPS PENETRATION 9" APART 16 GA. W/ 6" APART - 3/8" RIB MTL. LATH MIN. 1 1/4" # 101 - 1 SIDE LAPS PENETRATION 9" APART CEMENT ROOF TILES N / A SEE ARCHITECTURALS ROOF/WALL/FLOOR SHEATHING F L O O R .148" 0 x 31 10D GALV. COMMON EDGES - 4" FIELD - 6" - 3/4" (APA 23/32") T & G 48/24 EXPOSURE - 1 NAIL R 0 0 F .113" 0 x 2 3/8" 8D RINK EDGES - 6" FIELD - 6" ZONE 1& 2 PER "ROOF 5/8" (APA 19/32") 40/20 EXPOSURE - 1 SHANK FASCIA - 4" ZONE" DIAGRAM .113' 0 X 2 3/8-L 8D RINK EDGES - 4" FIELD - 4" ZONE 3 MIN 4' or "a" PER SHANK FASCIA - 4" ROOF ZONE" DIAG. (WHICHEVER IS GREATER) W A L L .131" 0 x 2 1/2"L 8D GALV. COMMON EDGES - ' FIELD - 6" WHERE DEL. SHEATHING IS REQUIRED, USE 10D NAILS 5 6" (APA 19/32") 40 20 EXPOSURE - 1 NAIL SPACED AS NOTED FRAMING BUCKS at EXTERIOR WINDOW BUCKS ( 1 x 3 P.T. ) .099" 0 x 1 1/2' LONG 1/4" 0 x C 0 1 L TAPCONS 12" O.C. 6" FROM ENDS 12" D.C. SEE W20 ALT 2 x JAMB "C. M. S." VERIFY W/ PRDDUCT APPROVALS 1 1/2" 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 1/4" 0 x C. M. S.' 12" O.C. x JAMB WIDTH P.T.) 11/2" EMB. ANCHORS THROUGHOUT WD-202 SEEPER PRODUCT APPROVA NOTES : 1. STAPLES SHALL NOT BE USED FOR THE ATTACHMENT of UNDERLAYMENT, 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 SPECS. 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED, 4. ALL NAILS TO BE GALVANIZED - TYPICAL ANCHOR SPECIFICATION TO BE USED, AS REFERENCED IN THIS SCHEDULE, to BE INSTALLED PER MANUE. SPECS -"C.M.S.° - I T W BUILDEX "TAPCOW CONCRETE MASONRY SCREW ANCHOR -"WEDGE ANCHOR" - HILTI "KWIK-BOLT 3" EXPANSION ANCHOR -°P.A.F." PINS - HILTI "POWDER ACTUATED FASTENER" HIP ROOF ROOFR ZONE UPLIFT DIAGRAM COMPONENTS ABOVE ROOF SHEATHINC� AT SLOPED ROOFS ZONE O 36 PSF ZONE O - 62 PSF ZONE O - 91 PSF 77a77 = 67-611 "CAST-CRETEl SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL 8" PRECAST & PRESTRESSED LOADS FOR U-LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS CMFGMI� SAFE LOAD - POUNDS PER LINEAR FOOT SAFP LE C~4MIA SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 BFB-OB 8F12-0B BF16-OB 8F20-08 8F24-OB SF28-OB BF32-OB TYPE LENGTH 8U8 8F8 REINF, CMU* TYPE LENGTH 8F0-IT 8F12-H %A -II 8F20-1T OF24-1r 8F28-11 8F32-iT era-1e eriz-1e eF1 s-1e 8F20-1a 8r24-1n erza-IB aF}z-IB aFa-zT aF12-2T aF16-2T BF20-2i ern-zr aF2a-2T aF32-2T 2'-ID"(34) PRECAST 2231 3069 46os 6113 7sn 8974 18394 11809 2•_iD•(34") PRECAST 1 293 1 642 2735 2'-10"(34� PRECAST Isn }n3 946E 5]4] 7o3a 83zi 9608 3065 4605 6113 ]547 8974 10394 11009 1972 3173 448E 5747 7034 8321 960E 3'-6" (42) PRECAST yy31 M69 3719 5163 6607 8054 9502 10951 3'-6" 42q PRECAST ( 1025 1024 1830 Y-6" (42h, PRECAST 1569 2524 3547 4569 5591 6613 7806 }069 4605 6113 7547 8974 10394 1209 1569 2524 3547 4569 5591 6613 ]636 4'-0" (48) PRECAST 1966 2561 2751 3820 4890 5961 7034 8107 R 4'-D" (48 / PRECAST 765 763 1365 4'-0" (48 ` PRECAST 1363 2192 W9 3966 4853 5740 6627 269} 4605 6113 ]547 8974 10394 11809 1363 2192 M79 3966 4853 5740 6627 4'-6" 54 PRECAST ( 1599 1969 2110 2931 3753 4576 5400 6224 4'-6" (54) PRECAST 592 591 1057 4'-6" (54) PRECAST 1207 1940 2724 3508 4292 5077 5861 2189 43]5 6113 ]547 p 0672 ID294 11009 120] 1944 'G724 }508 4292 SOA SBfi1 5'-4' (84) PRECAST 1217 1349 1438 1999 256E 3123 3888 4249 5'-4" (64) PRECAST 411 471 734 5'-4" (64) PRECAST IOi6 1832 229E 2949 3807 426E 4924 1653 3090 5365 7547, 7342E 8733pe I9127ps 1016 1632 290 2949 3607 4265 4924 5'-10"(70) PRECAST 1062 11➢5 1173 1631 2090 25a9 4009 M70 5'-10'(70) PRECPST 340 339 607 5'-10'(70) PRECAST 909 1492 zos3 2694 3z95 3E9] a49a 1451 4622 436E 71601s 60360a 7181, g 8328 929 1492 209E 2694 3295 3897 4498 6'-6" 76 PRECAST ( ) 908 1238 2177 34BO 3031 3707 AB3 Wei 6'-6" (78) PRECAST 507 721 483 6'-6' (78) PRECAST 835 F, 1340 18aD 2419 2959 349E 4038 1238 21T1 348E 5301 836E i0.19q MAL 835 1340 1880 2419 1 2A9 349R 038 7'-6- (90) PRECAST 743 IOU 1729 2632 2205 2698 5191 3685 7'-6" (90) PRECAST 424 534 357 7'-6- (90) PRECAST 727 o 1021 1634 „ 2102 „ 291,E 5039p 3509 1011 1]29 2661 389E 5601 89$/ 9 8472 i 727 116E 1634 2102 2571 W39 350E T-4" IT 12) PRECAST 554 699 1160 1625 AGA 3486 2819 3302 9'-4" (112') PRECAST 326 512 227 9'-4" (112) PRECAST 591 680 1133,111 1471 : 1811ps 2152, 2494 , 752 1245 1843 25M VO6 4705 6390 , 591 851 1326 1705 2084 2463 2842 10'-6"(126) PRECAST 475 535 890 1247 2093 277 2163 2536 10'-6'(126") PRECAST 284 401 178 10'-6'(126) PRECAST 5W 552 914 Ill 1165p, 14589y 1732py 2007 ,e 643 1052 1533 2093 27B11 35431x 47541u 530 686 1185 1 1526 1965 2204 25a4 11'-4"(136") PRECAST 362 582 945 1366 1846 2423 3127 4006 11'-4'(136) PRECAST 260 452 152 1V-4"(136) PRECAST 474 485 ]98 ,s 1034 m 1ZJ2 ,a I510 ,y 17491,4 582 945 136fi 184E 242} 312> 400E 494 599 102E 1422 173E 2053 2369 12'-0' 144 PRECAST ( ) 337 540 873 1254 1604 2193 2605 3552 1 '- " 144' . 2 0 ( )PRECAST 244 402 i 35 - 12' 0"(144) PRECAST 470 o 723 „ t u , ur 1649 136E ny n51 540 873 izsa 16Ba 2193 2e05 355 470 543 s43 sza O 1349 I6as 1948 2247 zzv 13•-4' 160 PRECAST ( ) 296 471 755 1075 1428 183E 231E 2BB3 q 73'-4" (160I PRECAST 2l 7 324 109 13'-4'(160) PRECAST 418 n 373 606 a 783 a 962,1 11411" 1321 u1 471 755 1075 1428 18M 2316 2883 428 455 DO 1145 1 1444 1718 1993 14'-0"(168) PRECAST 279 424 JOB TOOL 1328 1E97 21D 263E 14'-0"(168"j PRECAST 205 293 98 14'-0"(168) PRECAST 384 pyE25E 559 p1 723 U, REV, 1052p, 121E u 442 706 1002 1326 1697 22 263E 410 709 1059 14341e 169o- 1954 14'-8-(176) PRESTRESSED N.R. NR NR NR NR NR NR NR 14'-B-(176") PRESTRESSED N.R. 284 89 14'-8"(176) PRESTRESSED 239 519, 67I pe 823 ,y 978 p, 1129 p4 458 783 1370 1902 2245 2517 2712 246 655 968 1324 e 1625, 1874 ,i 15'-4'(184) PRESTRESSED N.R. NR NR NR NR NR NR NR 15'-4"(484") PRESTRESSED PLR, 259 82 15'-4"(184) PRESTRESSED 224 485 e 626 fn 767 ,1 909 , 1052, 125E 1MR 2MR 232E 2NO 609 137 Is 154, I62 ,, 17'-4*(208) PRESTRESSED N R NR MR MR NR NR NR NO 17'-4"(208") PRESTRESSED N-R. 194 63 17'-4'(208) PRESTRESSED 157 192 a04 520B97 „ „ B72J00 548 95 950 132E 1609 1849 O 2647 192 500 732 ]32 993 993 le 126 1268p, 147Ep.1 19'-4" 232 PRESTRESSED ( ) N.R. NR NR NR NR NR NR 19'-4"(232) PRESTRESSED N.R. 148 5 19'-4'(232) PRESTRESSED235 162 347 p, 446 p, 546 pa 646 p 746 pq 42L ]50 lOJ7 1282 1515 186 424 616 8J1 l09„ 122E „1 21'-4"(256) PRESTRESSED NR NR NR NR NR NR NR 21'-4°(256') PRESTRESSED N.R. 125 42 21'-4'(256) PRESTRESSED 142 142 230 WB p, 369 3931„ 531 480 p, 713 5671„ 903 6541„1 104E ,122'-0"(264) 180 340 598 845 1114 1359 PRESTRESSED N R "R NR NR NR NR NR d1716 -0"(264") PRESTRESSED N.R. 116 39 22'-0-(264) PRESTRESSED 137 192 z95„o 3]e s, 461 ,y s451„ 62s165 315 550 734 1R47 1285 137 221 354 500 681 861 p 997NR 24'-O'(288) PRESTRESSED N.R. NR NR NR NR NR 24'-0*(288") PRESTRESSEDN.R. 91 33 24'-0"(288) PRESTRESSED129 l24 l]5 26] 341 ,4 4160 491 566 250 a50 654 804 1092 124 200 316 950 600 756 ,0 875 v ((f) THE NUMBERS IN PARENTHESIS GR40 FIELD ADDED REBAR- ARE PERCENT REDUCTIONS FOR * SEE NOTE 18 THE NUMBERS IN PARENTHESIS FOR GR40 FIELD ADDED REBAR- ARE PERCENT REDUCTIONS - ALL VALUES TAKEN FROM "SAFE LOAD TABLES" by °CASCRETE JUNE 2003 COINED - - PRECAST PRODUCTS BY OTHERS TO MEET or EXCEED VALUES STATED ABOVE - - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFAdTURERS SPECIFICATIONS - - PROVIDE MINIMUM 4" of BEARING PAST EACH SIDE 0f WINDOW OPENING - w 3'-0" 3'-0" --- SPLICE AT MID- .------------------- PAN MEMBERS (61) -------- ----------- O ADD 2 X 4 S.Y.P. # 2 NAILER at EA. TRUSS W/ (2) 16D NAILS to TOP/BOT TRUSS - CHORD (N/A W/ VERT. WEB) 2} 4 2'-0" 2'-0" 2 2O 2 X 6 S.Y.P. # 2 "STRONGBACK" FLOOR TRUSS S LICE TYP.to AT COMMON VERT. MEMBER (4'L) W/ (3) 10D (ALT. 2-16D) NAILS "A", NAILER or TO VERTICAL NAILER VERT. WEB CHORD "B" AS ALLOWED (PLACE A 4 B 2 ANYWHERE BETW. FLR. TRUSSES) .W C)AT ENDS, PROVIDE 2 X 6 P.T. 2 NAILER W/ (4) 1/4" X 3 1/2"L - TAPCONS to MASONRY or 2 X 4 �'• "X" - BRACE PROVIDE 2 X 6 S.Y.P. # 2 at SPLICES, AS SHOWN ABOVE, W/ (3) 10D (or ALT. (2) 16D) NAILS 3 at ENDS & 24" O.C. TYP, °STRONGBACK" DETAIL N. SB T. S. "STRONGBACK" - SPEC. ABOVE IS TO BE INSTALLED IN ABSENCE of REQUIREMENTS FROM THE TRUSS MANUE. CO. - "STRONGBACKS° TO BE LOCATED MIN. 8 FT. O.C. THROUGH FLOOR -TRUSS SPAN. - ADD 2 X 4 "X" - BRACE EVERY 20 FT. LENGTH. S C E L L A TRUSS BELOW TRUSS BELOW PERPENDICULAR PARALLEL T MASONRY WALL „W" 5" „ 311 "W" + 1/4' TIP. .TYP_ + 1/4" Y7_ O -_ � o a o m GDR AA GDR. PLATE CON'T VER. -- B COLUMN LG SIDE -A SIDE-B T O P CAP : A - 20"H x WIDTH AS SHOWN 90 Deg, CONFIGURATION W/ (6) - 3/4" Dia. THRUBOLTS (FIELD VERIFY) 10 W O G ALT. 6-BOLTS W/ 2 GIRDERS (VER/PLAN) 5 46 o. VER. _______ ALT. OFFSET to AVOID ... All, GIRDER 0 SIDE -A SIDE-B CAP : 10"W X 16"H X "W" W/ 3/4" THRU-BOLTS (3 or 6 IF SPLIT GDR) +t/4"O 3 VER_ i2 SIDE -A SIDE-B CAP : 8"W X 11"H X "W" W/ (2) 3/4" THRU-BOLTS CAP : 121 X 7"W W/ (3) 3/4" X 71 "NELSON STUDS" TYPICAL CAP 2" P. W/ ALT .RECESS "T" COLUMN PER PLAN — — RECESS_ ALT. RECESS GROUT TYPICAL m BASE PL M N (4) ANCHORS -, :C�.: 12" 2 STL. PLATE + 3" T35 T4 W46 (3) ANCHORS W/ CORNER COL TYPICAL BASE TYP. COLUMN : TUBE STEEL, SIZE PER PLAN, TYP., FILLED SOLID TYP. SEAT PLATE : i/ 2"T STEEL FOR ALL GIRDER BEARINGS TYP. TYP. BASE PLATE : SIZE ABV. X 3/4"T STEEL TYP. W/ 7/8" HOLES FOR 3/4" WEDGE ANCHORS TYP. BALCONY SLAB : 2" RECESS W/ 4" EMBED, U.N.O. ALL OTHER SLAB : 4" RECESS W/ 6" EMBED, U.N.O. STEEL COLUMN DETAIL ALL STEEL TO BE CON'T 1/4" FILLET WELD TYP. - N. T. S. ALL STEEL TO BE 1/4", ASTM A36 U.N.O. - - PROVIDE 13/16" HOLES FOR ALL BOLTS AS REQUIRED - - PAINT FINAL ASSEMBLY - - CONTRACTOR TO VERIFY FIT - ilE- ASSUMES 5 1/2"H BOTTOM CHORD (ADJUST ACCORDINGLY) - - TRUSS CO. TO PROVIDE ADD'T VERT. FOR BOLTS AS RED. - - GDR "W" IS DEPENDANT ON NUMBER OF PLIES PER TRUSS CO - - ALL WEDGE ANCHORS to BE STAINLESS STEEL - ALL STEEL FOR SPECIAL N E O U S O TOP/BOTTOM PLATE : 2 X 6 SYP # 2 W/ (3) 10D NAILS TO BLOCKING or TRUSS ABOVE & BELOW TYPICAL. (ALT. 10D NAILS ALONG TRUSS 6" O.C.) O2 WALL : 2 X 6 SYP # 2 STUDS i6" O.C. W/ (3) 10D TOE -NAILS TO TOP/BOT. PLATE TYPICAL O SHEATHING : APPLY TO OUTSIDE PER FASTENER SCHEDULE" ON SHEET "SD1" ® BLOCKING : 2 X 4 SYP # 2 at 24" O.C. W/ (3) 10D TOE -NAILS (2/1 PER SIDE) AT EA. END TO TRUSS O5 NAILER 1 : 2 X 4 SYP # 2 W/ (3) 10D NAILS AT TRUSS TOP/BOT. CHORD & EA. WEB IN BETWEEN © NAILER 2 : 2 X 4 SYP # 2 P.T. W/ 1/4" TAPCONS W/ 2" EMBED 12" O.C. TO MASONRY I F IN—FILLLAFRAXMEDDWALL N. T. s. VER. -,, 1, GDR_ 1_ +1/4"11 e / 1 SIDE -A SIDE-B TOP CAP : 7 1/2"W X 121 W/ 1 2" THICK BASE PLATE W/ 2 _ 4"W X 14 L X 1X THICK SIDE PLATES W/ 3 - 3/4" X 81 "HEADED STUDS to MASONRY All 3 - 3/4" THRU-BOLTS to GIRDER GIRDER to MASONRY - ALL STEEL TO BE CON'T 1/4" FILLET WELD TYP. - N. T. S. - ALL STEEL TO BE 1/4" ASTM A36 U.N.O - - PROVIDE 13/16" Dia. HOLES FOR ALL BOLTS AS REQUIRED - - PAINT FINAL ASSEMBLY - - CONTRACTOR TO VERIFY FIT - - FIELD VERIFY ALL CONDITIONS PRIOR TO FABRICATION - - ALL WEDGE ANCHORS to BE STAINLESS STEEL - - GDR "W" IS DEPENDANT ON NUMBER OF PLIES PER TRUSS CO - FRONT SIDE TOP OL6 HANGER to MASONRY : 4 - WEDGE ANCHORS GIRDER THRU - T 2 - BOL S to HANGER WEDGE ANCHORS : 3/4" Dia. x 4" EMB. HILTI "KWIK-BOLT II" THRU-BOLTS : 3/4" Dia, W/ NUTS and WASHERS GIRDER to MASONRY ALL STEEL TO BE CON'T 1/4" FILLET WELD TYP. - N. T. S. - ALL STEEL TO BE 1/4" ASTM A36 U.N.O. - - PROVIDE 13/16" Dia. HOLES FOR ALL BOLTS AS REQUIRED - - PAINT FINAL ASSEMBLY - - CONTRACTOR TO VERIFY FIT - - FIELD VERIFY ALL CONDITIONS PRIOR TO FABRICATION - - GDR "W" IS DEPENDANT ON NUMBER OF PLIES PER TRUSS CO - CONNECTIONS TO BE GALVANIZED REVISIONS: SHEET DATA: MODEL: 6519 COMMUNITY: RIVERBEND LOT #: 16 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 03-10-17 STRUCTURAL NOTES, MISC. SCHEDULES & "S-" DETAILS ELEVATION: C GARAGE: RIGHT BRENNAN ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 SHEET: SDI Vigor Hernandez SEa�C) Bot7 , =_ STAT OF %� v %lgv n _ G E.B. # 7686 P.E. 72387 WALL SECTIONS ROOF : BY OTHERS OVER 5/8" C.D.X. PLYWOOD (SEE ARCH. PLANS) 4IF TRUSS TO BOND -BEAM MOISTURE BARRIER : AS PART of TRUSS ANCHOR W/ ALT. 30 # FELT PAPER BETWEEN ROOF -TRUSS & MASONRY r FASCIA : PER ARCH. PLANS, W/ 3 12D GUN NAILS to EACH TRUSS - SOFFIT : PER ARCH. PLANS — O.H. PER ELEV'S T. of WINDOWS PER ELEVATIONS _ SILLS : 8" X 8" BOND -BEAM or POURED CONIC. W/ 1 # 5 BAR, EMBED 4" INTO POURED CELLS AT EA. SIDE. FOR SPANS - GREATER THAN 6'-0" PROV. # 5 DOWELS TIED TO SILL EVERY 4'-0" O.C. MAX. EXT. WALL : DECORATIVE CEMENTITIOUS FINISH OVR. 8" X 16" C.M.U. W/ # 5 BARSI- IN FILLED CELLS PER "COLUMN SCHED." ti RECESS : 1 1/2" TYP. AROUND EXTERIOR PERIMETER WALL s 4" MIN., GRADE to T. of SLAB FIN. GRADE 12" MIN., GRADEIII=1111 to B. of 12" TRUSSES : APP. ENGINEERED WOOD at 24" O.C. ALL TRUSS BRACING SLOPE - TO BE PLACED AS SHOWN ON TRUSS PER ELEV. = ENGINEERING (SEE ROOF LAYOUTS FOR TRUSS OVERHANG TYPE, CANT or STD.) BRACING : PER DTL. 39 AS INDICATED ON ROOF PLAN i T. of BEAM, B. of TRUSS p: "BB 1" : TYP. at TOP of 1ST or 2ND FUR. MASONRY WALLS SUPPORTING ROOF TRUSSES to BE 8" X 16" " LINTEL BLOCK COURSE(SES W/ STEEL IN POURED I CONCRETE, U.N.O. �BEAM SCHEDULE) � I i I" ALT. DROP LINTELS o OVER OPENINGS W/ z f STEEL PER PLAN 0 0 FOOTINGS : SEE FOOTING SCHEDULE (FOUNDATION PLAN) FOR SIZE & STL RED. a SLAB : SEE FOUNDATION PLAN FOR EXACT SIZE AND STEEL OVER APPROVED VAPOR o BARRIER OVER WELL COMPACTED POISONED n (SEE FOUNDATION PLAN for ANY ADD'T STL.) T. of �! r-I�,111-III-IIITlll-11E WALL SECTION I aIF - REFER TO "TRUSS ANCHOR SCHEDULE" on "FLOOR/ROOF LAYOUT" PLAN" - N. T. S. - NAIL ALL SHEATHING PER "FASTENER SCHEDULE" ON SHEET "SD1" - SEE ARCHITECTURAL PLANS FOR ALL OTHER INFO - NAIL DBL. TOP PLATE TOGETHER W/ 10D GUN -NAILS 1-STORY TRUSS to 2ND �/ ,AT 12" O.C. W/ 48" LAPS W/ (12) 10D GUN -NAILS FLOOR � T. of WALL �'/ HEADER WALL to MSNRY ALT. HEADER / O TRS/JOIST to WALL F/ 2 24" O.C., SEE ROOF --HEADER '„ \ DBL. PL. W/ "i ROOF LAYOUT FOR -\PER PLAN- 216 ANCHOR SPEC 1 W ISO NAILS 00 2O TOP PL. to WALL : % 5 5b! 3 ` PER PLAN 2 - 2 X S.Y.P. # 2 W/ -� - - ' 12 ALT. DROPPED ALT FRAME DOWN 12 SIMPSON "SPH" W/ 5 - 10D N HN- NAILS EA. SIDE TYP. (10 TOT.) z HEADER BELOW HEADER 0 STUD to STEEL COL WALL : 2 X S.Y.P. # 2 STUD , x 4b ,177" X 2"L HILT] PINS PER PLAN at 16" O.C., U.N. „, , e (PAF) at 24" D.C. ® STUD to MASONRY : ALT. Su. COLUMN 9 2XP.1. W/1 4"X-- 0 2" EMB. TAPCONS 36 4 19 ` at 12 Q.G. TYP. 16 F 17 18 6" n 5 \ GYPCREIE DECK OVER. ` F---{ N.T.S. " 6 d F 4 E 4" C.D.X. T& G PLYWD ••° L of FLOOR ��6 \ tl BOT. PL. to GDR./RIBBON 2 X S.Y.P. # 2 ; I W/ 16D NAILS at 8" 0 C TYP MISCELLANEOUS ROOF TRUSS Ot FOR ROOF TRUSSES SPANNING UP TO 10'-0"L : SIMPSON "HGAM10" TO T. of BEAM W/ (4) SOS 1/4" X 1-1/2" SCREWS TO TRUSS W/ (4) 1/4" X 2-3/4" TITEN SCREWS TO T. Of MASONRY FOR ROOF TRUSSES SPANNING 10'-0" TO 30'-0"L Q2 ADD SIMPSON "HTSM20" W/ (4) 1/4" X 2-1/4" TITEN SCREWS TO MASONRY W/ (8) 10D NAILS TO TRUSS MISSED ROOF TRUSS STRAP PROVIDE SAME STEEL IN CORRECT LOCATION PER PLAN & EPDXY W/ EMBED PER STEEL SIZE ABOVE. USE SIMPSON "SET-XP" 2-PART EPDXY, INSTALLED PER MANUFACTURER'S SPECS - NO MULTIPLE QUANTITY RESTRICTIONS MISSED DOWEL - ANY MISSED GIRDERS ANCHORS TO BE ADDRESSED I - NO MULTIPLE QUANTITY RESTRICTIONS SEPARATELY ON A CASE BY CASE BASIS - INSTALL AS PER MANUF. SPECIFICATIONS TYP. REPAIR DETAILS 8 - NO MULTIPLE QUANTITY RESTRICTIONS - ANY MISSED GIRDERS ANCHORS TO BE ADDRESSED SEPARATELY ON A CASE BY CASE BASIS ADD'T PAD -OUT : ADD ADD'T 2 X S Y P # 2 AS ram_ -_ mr REQUIRED W/ (2) ROWS OF 10D NAILS at 12' O.C. NAILER TO STEEL : 2 X S.Y.P. # 2 W/ .177" X 1/2" EMB. "P.A.F." (PINS) at 16" O.C. or 1/4" X 2 3/4" SELF -TAPPING ni SCREWS_' STEEL COLUMN PAD -OUT MASONRY WALL EXTW NAILER : (3) 2 X S.Y.P. # 2A1 6" LGTAPCONS AT 8" O.C. MASONRY WALL EXT NT /NAILER : (1) 2 X S.Y.P. # 2 P.T. TO CMU WALL W/ 1/4" X 6" LG TAPCONS AT 8" O.C. STUD : (4) 2 x S.Y.P. # 2 W/ ,A 10d NAILS at 6" O.C. AS SHOWN WOOD WALL : SEE PLAN FOR WIDTH WOOD TO MASONRY WOOD STUDS 1 : (2) 2 x 8 "I � 8" S.Y.P. # 2 W/ 10d NAILS WALL �WALL at 4" 0 C. EXT IHT % WOOD STUDS 2 : (4) 2 x 6 ,WOOD STUDS : (6) 2 x 6 EXT INT — i � S.Y.P. # 2 W/ 10d NAILS S.Y.P. # 2 W/ 10d NAILS , at 6" O.C. AS SHOWN at 6" Q.C. AS SHOWN a- �a WOOD WALL : SEE PLAN FOR WIDTH WOOD TO WOOD ,CORNER WALL CONNECTION DETAILS n LJ BY O7HQt5 ....__ : ��/�I 8 10 1 / � IIA R PARALLEL PERF 10CULAR 6 BOTTOM PL to WALL: 2 IOD NAILS FROM 9 7 PLATE to EA. STUD W/SIMPSON "SPH"W( PERPENDICULAR 3 PARALLEL 5 - 10D NAILS EA SIDE TYP (to TOTAU PER PLAN t8 " _ _ (SIMPSON "SPH" N/A W/ SLOPED TRS/G R) 1O BLOCKING 1 : 2 X 4 P.T. WOOD BLOCKING, ANCHOR to MASONRY W/ 1/4" TAPCONS W/ _ =�' 7 2ND FLR STUDS to 1ST FLR. WALL : "MSTA49"W/"7 2" EMBED AT MIDDLE OF BLOCK (MIN 3 PER BLOCK) STUDS IN LINE :SIMPSON - 1OD EA. END IBM 1G - STUDS NOT IN LINE : SIMPSON "LSTA36 W/ 7 -10D to O BLOCKING 2 : 2 X 6 S.Y.P. # 2 AT PLYWOOD SEAMS AT 24" O.C., W/ (2) 10D "H3" 2ND FLR. STUD & 1ST FUR. DBL. TOP PLATE (WRAP) NAILS EA END W/I 1ST TRUSS SPACE W/ SIMPSON CLIP PLACED a� �u FLOOR i// s HORIZONTAL HORIZONTAL W/ (4) 8D NAILS EA. END TO NAILER a 12 5 ® 2ND FLR STUDS to GIRDER :SIMPSON W/ 7 - 10D o NAILS EA. END TYP. O TRUSS to MASONRY : SIMPSON "HU48" W/ (6) 10D NAILS TO TRUSS (3/SIDE) W/ o �u z 3 (14) 1/4" X 2 3/4"L TITEN 9 NOTCHED STUD : MAX. 2" X 2" IN 2 STUDS IN A ROW MAX. „ 6 PROV. 2 X 4 S.Y.P # 2 STUD TURNED SIDEWAYS (V BRACE) ® NAILER : 2 X 6 P.T. CON'T W/ 1/2" EXPANSION BOLTS W/ 4" EMBED W/ & ANCHOR FROM "NOTCHED STUD" W/ 1OD NAILS at 8" O.C. WASHERS AT 24" O.C. 11 10 RIBBON : 2 X 4 S.Y.P. # 2 CON'T W/ 3 - 16D NAILS to EA. TRS. HANGER BEARING T. of MSNRY -- - - -- or SLAB F j B. PLATE to SLAB :1/2" X 6" EMB. WEDGE -ANCHOR 24" O.C. • ` L _REC 'w - W/ 3" X 3" X 1/4" WSHRS.IN 9/16" HOLE CENTERED. SPACE SPLICES. STUD to B. PLATE 1 FROM EA. CORNER & 6" FROM EA. SIDE OF (EMB. IS FROM LOWEST SLAB ELEV. at RECESSED AREAS) 12 FlRESTOP BLOCKING : 2 X S.Y.P. # 2 AS REQUIRED PER CODE MIN. 2 - 16D TOE -NAILS (1/SIDE) B. PLATE to FLOOR : 2ND F L R *ALT. B. PLATE to MASONRY WALL : 1/4" TAPCONS W/ 3" EMBEDMENT of 6° O.C. (CENTERED) 16D NAILS ®8" O.C. to TRUSS G PCRE E DECK OVER. 34"CDX T&GPLYVID � T.ofFLOOR 2ND.F.F_ 3b STRAP"TRUSSSCHEDULE"ON ROOF/FLOOR LAYOUT W/ P31 SEAANCHOR _ STUD to FLOOR TRUSS SIMPSON TPER %a"X atCH L "MSTA36" W/ 6 - 10D NAILS to STUD & ® CORNER : TYP. 3 -STUD AS REQ. PER PLAN TRUSS (or 3 to TOP/BOT CHORD (12 TOT.) 5® HEADER : PROVIDE NO. (D ANCHORS at TOP of WALL OVER HEADER 24" O.C. (MIN. 3) AS SHOWN W/ (1) -SIMPSON DIAGONAL BRACE 2 x 4 S.Y.P. # 2 0 24" O.C. W/ 3 - 16D LSTA18" STRAP FROM HEADER TO EA. JACK STUD BELOW (MIN. 2 JACK STUDS EA. SIDE of OPNG.) W/ 7 - 10D NAILS EA. TYP. O.C. PLATE W/ 2 16D. NAILS to TOP/BOT. CHORDS 0 EA. END T of 1ST END NAIL STUDS TOGETHER W/ 16D at 6" EA. PLY & END -NAIL to TOP/BOT. - TIE-BEAM (PROVIDE (1) FULL HGT. STUD FOR OPNGS 54"W or LESS and (2) STUDS FOR OPNGS 55"W and GREATER) DBL "SYSTEM 24" (FLAT TRUSS) to MASONRY : n 5® ALT. DROPPED HEADER : PROVIDE NO. 2 ANCHORS PER ABOVE TO EACH CRIPPLE STUD 16" O.C. W/ (2) "H3"CLIPS SIMPSON "META20" MIN. at 18 O.C. W/ SIMPSON to HEADER (MAY BE LACED ON INSIDE & OUTSIDE or BOTH PLACED ON INSIDE or OUTSIDE) 6 - 10D NAILS (or 3 to TOP/BOT. CHORD) iii AT INSIDE of TRUSS 1ST F L R N ; 16 SILL at OPENING :3 - 2 X 4 S.Y.P. # 2 NAILED TOGETHER W/ 16D NAILS at 6" O.C. STAGGERED EA. FACE : P A R A L L E L W/ 2 - 16D END -NAILS FROM 1ST JACK STUD to EA. SILL PLATE 17 SILL PLATE ANCHOR at NAILS at 4" O.C. THRU-OUT OPNG. &MIN. 36" PAST EA. SIDE TYP. STUD to FLOOR TRUSS SIMPSON "MSTA36" W/ 6 - 10D NAILS to LOPNG.OWED OR NO BOTTOM > SPLICE ALLOWED FOR 36" PAST EA. SIDE of OPNG. TY ( G. P.) EACH STUD and 3 - 10D to TOP & BOT. ' 18 MISC ANCHOR : (FLOOR TRUSS & CRIPPLE STUD) - 3 - 10D TOE -NAILS RIBBON (12 TOTAL) 2ND F L R 19 SHEATHING : AT 2ND FLOOR, NAIL to ALL "RIBBONS" W 8D 0 3" O.C. TYP. STUD to B. PLATE SEE 'FASTENER SCHEDULE" ON SHEET "SD1" FOR ALL OTHER NAILING REQ. MIN. 2 - 16D TOE -NAILS (1/SIDE) - = 2ND F.F. SHEATHING : AT 1ST FLOOR PER PLAN AS ONLY REQUIRED PER "SHEARWALL" DETAIL O ABOVE B. PLATE to FLOOR : 16D NAILS 0 8" Q.C. to RIBBON FLOOR TRUSS �o ® FRAME BEARING WALL SEE PLAN FOR WALL SIZE TO APPLY ABOVE WALL SECTION 3 - SEE "TRUSS ANCHOR SCHEDULE" ON PLANS FOR ALL OTHER ANCHOR SPECS. N.T.6. LO - SHEATHING :NAIL to ALL "RIBBONS" W/ 8D at Y O.C. TIP. SEE "FASTENER SCHEDULE" ON SHEET "SD1" FOR ALL OTHER NAILING REQ: - THIS DETAIL SATISFIES ALL "SHEARWALL" CONDITIONS - SEE FLOOR ROOF FRAMING PLAN FOR DETAIL REFERENCE - SEE ARCHITECTURAL PLANS FOR ALL OTHER INFO. - THIS DETAIL DOES NOT APPLY AT "CLERESTORY" AREAS - SEE DETAIL "1" ABOVE FOR ALL OTHER TYP. INFORMATION to APPLY BY OTHERS zmN TOP & BOT. RIBBON to TRUSS 2 x 6 S.Y.P. # 2 CON'T W/ 5 16D NAILS TO EA. FLOOR TRUSS m _ T. of 1ST FLR. "SYSTEM 42" TRUSS to MASONRY : --- '- TIE -BEAM (2)-SIMPSON "META20"MIN. W/ 8 10D „ �', NAILS PER EA. STRAP to TRUSS (1/SIDE) 18T FLR PERPENDICULAR III,. MASONRY BEARING ® SEE PLAN FOR WALL SIZE TO APPLY ABOVE N. T. S. TYPICAL DETAILS CONIC. BEAM STL. CORNER BAR BOND -BEAM STL. CORNER BAR LAP OUTER STL. ONLY LAP CROSS INSIDE STL. ,.#• T._of BM T._of BM f � 7 �) T ® , •�It ADD W/ ALT. MID -STEEL Li --- -j ADD W/ DBL. BOND -BEAM ELEVATION P L A N ELEVATION P L A N CONCRETE BEAM BOND -BEAM 11 TYP. MASONRY CORNER LAP ALL STEEL PER MIN. REQUIREMENTS AS N.T.& Q STATED IN "STRUCTURAL NOTES SHEET "SDI" QUANTITY of CORNER BARS DETERMINED BY ) MIN. INTERSECTING BEAM STEEL (I E,, IF 6-BAR CONCRETE BEAM INTERSECTS W "BB-1" ONLY 1 CORNER BAR WILL BE REQUIRED, ETC. alEalE ADD'T PAD -OUT : (1) ADD'T 2X S.Y.P. # 2 ALLOWED TO DETAILS BELOW W/ (2) ROWS OF 10D NAILS at 12" O.C. FRAME WALL PER PLAN WINDOW / S.G.D. WINDOW / S.G.D. STEEL COLUMN 1 x S.Y.P. 2 BUCK # K: 2 X S. 2 P.T. NAILER W # N / 8D NAILS at 6" &C. 177" X 1/2" EMB. "P.A.F." (PINS) OR AS REQUIRED at 16" O.C. to STL. COLUMN or 1/4" 2 x S.Y.P. # 2 BUCK X 2 3/4" SELF TAPPING SCREWS 10D NAILS at 6 O.C. ©- STEEL COLUMN NAILER - OD - FRAME WALL BUCK - ®PAD -OUT 1 TO MASONRY : 1 X or 2 X P.T. MATERIAL AS RE. W/ 1/4" TAPCONS EXTERIOR DOOR W/ 2" EMBED 12" O.C. STAGGERED 2X JAMB WIDTH C PAD -OUT 2 TO "PAD -OUT 1" : 1X or 2X P.T. BUCK SYP # 2 W/ TAPCONS PER ABOVE or IOD DOOR - NAILS (2X) or 8D NAILS (1X) 10" O.C. STAGGERED MASONRY WALL and COLUMN PER PLAN j"W11DOWS.G.D. SIDE JAMB ALT. TOP JAMB BCKOUT 10D - WINDOW / S. G. D. - AABOVEt(NOTDSTAGGERED) or BD NAILS PER WINDOW/DOOR "BUCK" DTL. 2 0 - THIS DIAGRAM IS A GENERAL DEPICTION of BUCKS AS N. T. S. SPECIFIED. VERIFY EXACT LOCATION of BUCKS PER MANUFACTURERS REQUIREMENTS. (SEE ARCHITECTURALS) ilE SEE "FASTENER SCHEDULE" on SHEET SDI - BUCK to MASONRY ANCHOR - COIL NAILS or "C.M.S." ANCHORS PER FASTENER SCHEDULE ON SHEET SD1 _WINDOW G.D. FRAME ANCHOR - ANCHOR THRU BUCK TO MASO Y W C.M.S. CONCRETE MASONRY SCREW) ANCHORS SEE WINDOW MANUFAC RERS SPECIFICATIONS FOR TAPCONS SIZE and SPACING FOR ASSEMBLIES TO MEET DESIGN PRESSURES AS STATED ON ARCHITECTURAL PLANS. DOOR FRAME ANCHOR - PER MANUFACTURERS SPECS. 11, 111., 1111, "'" ^^""­^NS AT ROOF TYP. PER PLAN ROOF TRUSS Ol NAILER : CON'T 2 X 4 S.Y.P. # 2 W/ (3) 10D NAILS TO EA. STUD WALL : 2 X S.Y.P. 12 STUDS PER PLAN 16" O.C. CON'T FROM B. of FLOOR TRUSS BRG. O WALL to WALL : SIMPSON "SP" W/ (6) tOD X 1.5"L NAILS (3/SIDE) 0 J 1 FLOOR 3 TRUSS � O SIMPSON"H3FLOOR-TRUS5 CLIP W/ 8DPNA LS EA. END. (FILL ALL HOLES) © BOTTOM CHORD BRG. W/ ROOF AND/OR FLOOR TRUSS O FLOOR TRUSS to WALL/GIRDER : 3 - 10D TOE -NAILS (2/1 PER SIDE) or 2 - 16D NAILS THRU TOP of BOTTOM CHORD U.N.O. 2 BOT. OF DBL. TOP > AND SILL > to WALL 6 END -NAIL W/ 2-16D 11 B. PLATE to SLAB : .145" X 1 1/2" EMB. HILTI "DX" P.A.F.S. at 16" O.C., 6" FROM ENDS/SPLICES NON - UPLFT FLOOR TRUSS BRG. V FOLLOW D-7F (AT LEFT) WITH ALT. ANCHORS ABOVE 19 SHEATHING : RUN 5/8" EXTERIOR PLYWOOD SHEATHING CONTINUOUS to FOUNDATION on (1) FACE of WALL W/ 8D NAILS at 6" O.C. EDGES and FIELD. BLOCK and NAIL ALL SEAMS SHEAR WALL S FOLLOW D-7F (AT LEFT) W/ ADD'T ITEM 19 AS NOTED ALL OTHER SPECIFICATIONS TO REMAIN THE SAME FRONTWRAP .• CHORD GYPORETE DECK OVER r r e ° =Ail=_ PERPENDICULAR I H_ PARAL O BLOCKING 1 : 2 X 4 P.T. W/ 1/4" TAPCONS W/ 1.5" EMBED 8" O.C. (MIN. 3 PER BLOCK) O NAILER : 2 X 6 P.T. CON'T W/ 1/2" EXPANSION BOLTS W/ 4" EMBED W/ WASHER AT 24" O.C. O BLOCKING 2: 2 X 6 S.Y.P. # 2 AT PLYWOOD SEAMS AT 24" O.C., W/ (2) 10D NAILS EA. ENE W/I 1ST TRUSS SPACE W/ SIMPSON "HY CLIP PLACED HORIZONTAL W/ (4) 8D NAILS EA. ENd TO NAILER ® FLOOR -TRUSS TO MASONRY : SIMPSON "META1 OW/ (8) 10D X 1.51 NAILS (FILL ALL HOLES) -r TOP CHORD BEARING BUCK to MASONRY : SEE "PRODUCT APPROVAL" FOR ALL APPROVED ANCHOR TYPES GARAGE DOOR BUCK : 2 x 6 S.P. # 2 P.T. WOOD BY OTHERS ® EA. SIDE OF GARAGE DOOR r GARAGE DOOR OPNG. MASONRY WALL J L MASONRY COLUMN (C.B.S. OR "0" BLK) GARAGE "BUCK" DTL. `21 - REINF. TO BE CON'T FROM FTG. TO TIE -BEAM W/ ALL N. T. S. "ACI" DETAILS & DEVELOPMENT LENGTHS ADHERE IS TO. — - GARAGE DOOR MANUF. TO PROVIDE ATTACHMENT TO "BUCK" PROVIDE HOOK BAR 10" INTO CELLS (UP or DOWN) (TOP STEEL ONLY) W/ 30" 30" LAP TO BOND -BEAM STEEL - UPPER BOND -BEAM STEEL CON'T IN CONCRETE FILLED _ "LINTEL BLOCK S" S� S / 0 Z 3 g DOWEL STEEL in CONCRETE T. OF BEAM FILLED CELL CONTINUOUS - AS REo. tl ;- HOOKED INTO BEAM. "6B-1" r STEEL TIE -BEAM STEP DOWN j _ "BB-2" __ o I.° Sir EEL o BB 2 sn. - AS REQ. BOTTOM CHORD OF PRE-FAB TRUSSES & 24" O.C., TYP. L (SHOWN IN PLAN VIEW) 'E : 1 x 4 S.Y.P. # 2, )P of EA. TRUSS BOT. - 10D NAILS TYP. a w � r o TYP, a o. AL W TO 0 0 "W BRACE : 2 x 4 S.Y. P. # 2, PER PLAN FASTEN TO TOP of EA. TRUSS BOT. CHORD W/ 3 - 10D NAILS TYP. N (PROVIDE AT 20' INTERVALS) 45� -\-� U 6 S.Y.P. # 2 (FLAT) CATS at 30" O.C. W/ (4) 1/4" x 2" EMB. BEAM W/ 3 - 16D NAILS NAILS FROM EA. TRUSS TYP. (USE NCHOR at 24" O.C. FOR TRUSS THAT RUNS ON TOP of WALL) RACE : 2 x 4 S.Y.P. # 2 at 24" O.C., at 45 DEG., FASTEN EA. TRUSS BOT.CHORD W/ 3 - 16D NAILS, EXTEND to 2ND R INTERIOR WALL (SEE PLAN FOR TYP. LOCATIONS at PATIOS) 3 9 TRUSS BRACING F O T FOR TYP LOC TIONS NI T S _ EI M> rtcv. - SEE ROO LAY U A - ;i 30" DROP "V-SET" TRUSS for OUTLOOKER TYP. STEEL LOCATION LOWER BOND -BEAM STEEL CON'T IN CONCRETE FILLED "LINTEL BLOCK/S" TYP CBOND-BEAM STEP � � � _ - � � i2 X 6 OUTLOOKER - SEE FLOOR/ROOF L.O. FOR ALL STEPS IN BOND -BEAMS - N. T. S. - SEE PLAN FOR EXACT BOND -BEAM and DOWEL STEEL - LAP ALL STEEL MIN. 48 BAR DIAMETERS, U.N.O. - A : 2 # 5 BARS DIAGONAL SPACED 2" MIN. to 6" MAX. FROM ARCH EDGE TYP. - FOR 13"-20"W BEAM, USE 3 BARS - FOR 21"-24"W BEAM, USE 4 BARS OUTLOOKER : MIN. 2 X 6 S.Y.P. # 2 at B : EXTEND BARS MIN. to MIDDLE of OVERALL BEAM HGT. TYP, 24" O.C. W/ 3 - 10D TOE -NAILS to 1ST FASCIA : SEE DETAIL 1 C : FOR SINGLE ARCH, DIAGONAL BARS REQUIRED WHERE "C" EXCEEDS 16" TRUSS IN, W/ SIMPSON"A34" W/ 4 - 8D D : EXTEND BARS PAST VERTICAL DOWELS at SIDES TYP. NAILS to TRUSS & OUTLOOKER (2 LOC.) E : 4" MIN. to VERIFY W/ WINDOW MAUNFACTURER F : FOR MULTIPLE WINDOWS (2 or MORE) DIAGONAL STEEL REQ, AS SHOWN "OUTLOOKER" to BEAM : SIMPSON BLOCKING : 2 x 4 P.T. BETW. G : SONOTUBE STEEL TO EXTEND INTO BEAM "META16" W/ 5 -- 10D x 1 1/2" ALL "OUTLOOKERS" W/ 2 - 16D NAILS EA. ANCHOR TYP. NAILS EA. END. TYP. CROSS W' CROSS W/ I hI a [f G MOLT. ARCH.------ MULT+ ARCH < 1 Ili. m f1.1 m % ---- u N I i a - �2 x "s ounoouER7 c „F„ „E" I I "p�A„ - I,(�� ------- -r COL. MSNRY MULTIPLE SONOT BELL SONOT BEMSNRY LL SINGLE STL. MASONRY - VERIFY ALL CONDITIONS IN FIELD - 31Ei1E - SEE "L" or "F" BELOW FOR ALT. ARCH IF BEAM POURED STRAIGHT - - SEE PLAN FOR DETAIL SUGGESTED TO USE - *ANGLE BRACE : 2 X 6 S.Y.P. # 2 at 45 DEG, ANCHOR TO P.T. FRAME W/ 3 - 10D at EA. END (PLACE at FRONT & REEAR FOR ARCHWAYS GRTR. THAN S"W) ALT. TOP PL. to TRUSS : 2 X 6 S.Y.P. # 2 MIN. HGT : 1 1/2" W/ 2 X W/ 3 - 16D NAILS to EACH TRUSS TYP. /TOP FRAME MEMBER WNDW BUCK : 1 X 2 P.T. CON'T W/ 2 10D NLS6+ TO EA. BLOCK TYP. 4iy� 1/2 CIRCLE o w BLOCKING :MIN. 2 X 4 S.Y.P. # 2 SPACED ��� 6" APART. ANCHOR to SHEATHING W/ awo 3 10D NAILS EA. SIDE ooz 41FSIDES 2 X 8 P.T. W/ .145" X 1 1/2" a EMB. P.A.F. (PINS) at 6" D.C.WALT. �zvi 3/16" X 1 1/2" EMB. "C.M.S." ANC. at 12 O.C. (MIN. 3) rw� *TOP- 2 X 8 P.T. W/ 3/16' X 1 1/2" B. "C.M.S." Qom AND at 8 O.C. (TYP. at EYEBROW & i/2 CIR.) X EYEBROW ALT. 2 X 6/8 BLKG. W/ 3 - 10D NAILS/BLK/SIDE, 7�_ALT. 1/2" WEDGE ANCHOR W/ 4" EMB. (1/SDE) h� (SEE WINDOW BUCK DTL. FOR TYP. BUCKS) —T WINDOW OPNG. UP TO 6'-4" OPNG NO LENGTH REQ. for GAR. O.H. DOORS or OPEN "LANAI/PATIO" ARCHWAY: n FRAME - ARCHWAYS ABOVE ASSUMED TO BE 8"W, and INCREASE LUMBER SIZE ACCORDINGLY FOR 12" WIDE ARCHES TIE - USE 2 - 2 X 6 MATERIAL FOR 16"W ARCHES - ATTACH WIRE LATH & 5/8" SHEATHING PER 'FASTENER SCHEDULE" (SHEET SD1) - FOR ARCHES IN WOOD FRAMED WALLS, SIMPLY DISREGARD P.T. WOOD W/'C.M.S." ANCHOR SPECS aIE91E - SEE "L" BELOW FOR ALT. APPROVED ARCHWAY AS REQUIRED - TOP VIEW i2" MIN. 6"-10" T. of BEAM PROVIDE SLOT/S 4 FOR STEEL & GROUT TO POUR THROUGH LINTEL PER PLAN X N ---------- I E 1 # 4 BAR HORIZ. TYP. PROVIDE 4 X 4 HOLE TO ALLOW GROUT TO FLOW THROUGH (TYP. EA. SIDE) 4" PROVIDE 1 # 4 DIAGONAL BAR EA. SIDE FOR ARCHWAYS > 12"H Q LIN T E L - APPLICATION IS FOR ARCHWAYS UP TOP 16"W - - DO NOT CUT LINTEL STEEL - NIE41E - SEE "F" ABOVE FOR ALT. APPROVED ARCHWAY AS REQUIRED - (_ TYP. ARCH OPENINGS - VERIFY ALL CONDITIONS IN FIELD - N. 1. S. REVISIONS: II BLOCKING • 2 X 4 S.Y.P. # 2 at ROOFkRATKELBEAM SHTG. PANEL JOINTS (2ND TRUSS IN),FASTEN TO TRUSS TOP CHORD W/ SHEET DATA: 3 - IOD TOE-NAILSLAT. BRA - :PER Q RAT RUNS :PER DTL. 39E /I WSEE ROOF L0. FOR LOCATIONS DE m" BELOW _ (_ _) _ MODEL: 6519 ___ -- ---- COMMUNITY: RIVERBEND 2 x 4 S.P. # 2 NAILER :RUN CON'T ALONG LOT #: 16 BOT. CHORD LINE, ANCHOR TO MASONRY I, W/ 1/4" x 2" g, TAPCONS ®24" o.c. '' : `- DRAWN BY: Si TYPICAL ROOF OVERHANG CHECKED BY: RC/VH 7- DATE: 03-10-17 2AMRPER„ /�..pOAE NN�O OUTLOOKER TO DBL TOP PLATE Ro©F ONER SIMPSON "H," W/ (6) SD NAILS SHEET DESCRIPTION: TO TRUSS W/ (4) 8D NAILS TO PLATE STUD TO TOP PLATE/HEADER : WALL SECTIONS & SIMPSON "H8" W/ 8D NAILS (FILL ALL HOLES) TYPICAL DETAILS - " ELEVATION: c /- — TYPICAL HEADER GARAGE: RIGHT I s (1) JACK STUD UNDER HEADER TYP. W/ (2) FULL HGT. STUDS ®BALLOON FRAME SEE "ROOF OVERHANG" ABOVE FOR ALL OTHER REQ. SEE "D-7F" ON THIS SHEET FOR ALL OTHER FRAME WALL REQUIREMENTS TO REMAIN THE SAME 8"W X 8"H MIN. POURED CONCRETE RAKE BEAM W/ 1 # 5 BAR CON'T W/ # 5 VERT. DOWELS W/ STD. HOOK 4'-8" O.C. MAX. ABOVE OPENINGS, TIED TO ONE SIDE OF BEAM STEEL, TYP. FILL ALL MASONRY SOLID to RAKE BEAM ABV. OPENING " TYP. # 5 DOWELS FROM _ �7 ,• 30" x 30" CORNER BAR, PRECAST to RAKE BEAM 1' TIE TO RAKE BEAM and TIE -BEAM STEEL TYP, w, ALLOW +/- 2" BELOW TRUSS TOP CHORD, VER it" STD. or RSD. HEEL ACOP . - SSA 7 TOP of STD. rr.7 BEAM _ I I -r =-i- 17_ ' I MAX. 4,_8,. I OVER OPNG. 1 1 LINTEL or POURED CONIC. BEAM PER PLAN 1 II 1 TYP. FILLED CELLS FROM FOUNDATION i) TO RAKE BEAM PER PLAN WALL OPENING NO STEEL REQ. OVER OPENINGS LESS THAN 6' WIDE IF GRTR THAN 6' PROV, 1 AT PEAK & 4'-8" O.C. MAX. (OTHERWISE RUN STEEL CON'T FROM LOWER WALL PER PLAN) O_ MASONRY RAKE = FILL ALL MASONRY SOLID ABOVE ANY OPENING TYP. NO INTERMEDIATE BOND BEAM SHALL BE REQUIRED ALONG RAKE WALL, U.N.O. SEE "ROOF OVERHANG" ABOVE FOR ALL OTHER REQ. 45 GABLE - END DETAIL WITH "0" O.H., LADDER and NAILER SPEC N/A - N. T. S. _ SEE "FASTENER SCHEDULE" (SHEET "SDI") FOR ALL NAILING SPECS - FILL ALL MASONRY SOLID ABOVE ANY OPENING TYP. BR,ENNAN ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 T - SD2 y Victor Hernandez 0 �`h1Ef2TX�%�i ® �= ?J `, STAT OF a E.B. # 7686 P.E. 72387