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Home My WebLink AboutBuilding Plans 7-15-160 TRUSS ANCHOR SCHEDULE (SEE PLAN FOR LABELS of ACTUAL ANCHOR TYPES TYPES BEING USED) CONNECTION TYPE MARK ANCHOR TYPE O T Y _ __ MtANUF. MOD EL NAIL SCHEDULE ANCHOR to TRUSS 1- PLY UPLFT 2-PLY or GRTR UPLIFT NAL SCHIMULE ANCHOR to MASONRY LATSIAL LOAD U O F-1 F-2 MARK TRUSS to MASONRY (T7)* Al SIMPSON "META" 2 CMU CONC 10-IOD X 1.5" 1 1985 LBS 14 - 16D i900 LBS 2565 LBS N/A EMBED 1210 1160 Al A2 SIMPSON "HETA" 2 CCONC 10-10D X 1.5" 2035 LBS 12 - 16D 2700 L6S N/A, EMBED 1225 1520 A2 A3 SIMPSON "HHETA" 2 CMU CONC 10-10D X 1.5" 2035 LBS 12 - 16D 14 - 16D 2500 LBS 3350 LBS N/A, EMBED 1225 1520 A3 WRAP STRAP OVER TOP CHORD OF TRUSS AS ALLOWED MARK ANCHOR TYPE O T Y SIZE I STRAP to TRUSS I STRAP to WD WL F-1 F-2 I UPLIFT TRUSS to WOOD *B 1 SIMPSON "LSTA18" 1 20 GAUGE 7 - 10D 1 7 - 10D N.R. N N.R. N 1235 LBS *B 1 ( Z)*82 SIMPSON HTS20 1 14 GAUGE 0 - lOD 10 - 100 N.R. N N.R. N 1450 LBS *B2 66 SIMPSON H6 STRP 1 2 1 4 W 8 - 8D 8 - 8D N.R. N N.R. N 950 LBS B6 B7 SIMPSON H3" (CLIPJ 1 1 19 16 W 4 - 8D 4 - 8D 125 160 455 LBS B7 - PROV. ADD'T (3) - 16D TOE -NAILS TO EA. TRUSS to WOOD (WALL/FIDR/GDR) 2 & 1/SIDE) - FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MATCH GIRDER WIDTH, U.N.O. 500 500 ( T } 5 - 1/4- TAPCONS W 2 EMBED PER STRAP to MASONRY N A - - 1225 LBS ( T } MARK ANCHOR TYPE O T Y SIZE I ANC. to WOOD ABV. ANC. to WD. BELOW F-1 F-2 UPLIFT WOOD to WOOD C 1 SIMPSON "MSTA24" 1 1 1 4"W 18 GA. 6 - 10D 6 - 10D N.R. N.R. 1265 LBS C 1 (WALL or POST) C2 SIMPSON MSTA48 1 1 1/4-W, 16 GA. 7 - 10D 7 - 10D N. R. 1400 LBS C2 (TZ)* C4 SIMPSON or ALT. LCE Corner 2 "AC4" (Middle I N A 1 14 - 16D 8 - 16D HEADERS MUST BE MITERED WITH THIS ANCHOR N / ,A 1 14 - 16D 10 - 16D N.R. 1500 LBS C4 N.R. N.R. 985 LBS STRIP to MSNRY ( T ) ALT.PROVIDE TAPCONS to MASONRY WALL BELOW - 1/4" X 2 EMB. TAPCONS PER STRAP SEE MARK ANCHOR TYPE O T Y I ANCHOR to POST ANCHOR to SLAB UPLIFT` WD. POST to SLAB D1 SIMPSON A34 4 - 8D NAILS 2 - 1/4" L X 2 TAPCONS N A D1 (TZ)* D4 SIMPSON ABU88 12 - 16D NAILS 1 - 5 8 X 4 FMB. WTDCE-ANCHORS 2200 LBS D4 D7 SIMPSON HTT5 1 1 26 LOD_NAILS 1 - 5/8" X 6 EMB. LBS D7 + _ AT RECESS AREAS, "WEDGE -ANCHOR" _WEDGE-ANCHORS4350 EMBEDMENT TO BE FROM LOWEST SLAB ELEVATION MARK ANCHOR TYPE O T Y WE ANCHOR to WOOD ANCHOR to WOOD/MSNRY BRG WD. BEAM to MSNR (TZ)* F 1 SIMPSUN HUC28 W/ AL1. "HUC28-2" 1 14 GA. 4 - 10D NAILS f3 - 1/4" X 1 3 4 L TITEN FLNGE 6 575 LBS F 1 2 AT CORNER APPLICATIONS, USE INVERTED FLANGE TYPE HANGER - FILL MASONRY SOLID AROUND AND ABOVE ANCHOR PER 'FS" COLUMN SPEC IN COLUMN SCHEDULES ON SHEET "SO" - ADD 2 X 4 X 161 S.Y.P. #2 SPACER FOR 1-PLY MEMBERS GRAVITY 4350 LBS UPLIFT 1085 LBS 1=2 SIMPSON_ HUC210-2 1 -___ 6 - 10D X 2 3 4 TITEN 14 _=_1L 4350 LBS- 1085 LBS F2 F2b SIMPSON 'HUC210-2 1 - 10 - 10D .4 18 - 1/4" X 2 3/4 L TITEN 50d5 L65 1810 LBS F2b 4-F41 SIMPSON "FCTR" 1 7 GA. 18 - 11,4" X 31SDS SCRWS 2 - 1/2 X 51 TIT N HD IbOOU LBS F41 WF-42 SIMPSON 'FGTR" 2 7 GA. INSTALL 36 - 1'/4" X 31 SDS SCRWS 4 - 1/2" X 5"L TITFN HD PER MANUFACTURERS SPECIFICATIONS 9400 LBS F42 FILL MASONRY SOLID BELOW TO SLAB MIN. 4" EACH SIDE AT ANCHOR BOLD LOCATIONS MARK MISCELLANEOUS S- SPECIAL CONNECTION I SEE DETAIL # AS REFERENCED ON SHEET "SDI" S- D- DETAIL SEE DETAIL AS REFERENCED ON SHEET SD1 D- TRS IlRUSS to TRUSS CONNECTION I TO BE PROVIDED BY TRUSS COMPANY, UNLESS NOTED OTHERWISE TRS - INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS - "TAPCONS" - 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 STEFI- SIDE PLATE W% NAILS AS INDICATED U.N.O. - 8D = 0.131'D X 2 1/21 10D = 0.148"D X 31 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.e., MSTA9-TTZ - ANCHOR "UPLIFT CAPACITY" IS BASED ON THE WORST CASE LOAD COMBINATION BETWEEN UPLIFT and LATE ?AL OAG, EITHER PERPENDICULAR or PARALLEL TO THE RIDGE LINE, WHEN CONSIDERING THE 'UNITY EQUATION", WHER= APPLIES. - THE MAXIMUM LATERAL LOAD PARALLEL or PERPENDICULAR TO THE WALL IS 180 PLF, UNLESS SPECIFICALLY NOTED GIN THE PLANS ___] BOND BEAM SCHEDULE --= BEAM SCHEDULE (SEE PLAN of ACTUAL BEAN USED) MRK TOP (BOND BEAM) STEEL BOTTOM (PRECAST) STEEL NOTES BB-1 (1) - 8" X 8" BEAM BILK 1 # 5 BAR i N / A - 1 TYP. TIE -BEAM CON'T NEVER. 12"W PER PLAN * ALONG T. of PERIMETER MASONRY WALLS, SUPPORTING ROOF TRUSSES, U.N.O. BB-2 (2) - 8" X 8" BEAM BLK 1 # 5 /CRSE 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 "U" 1 5 BAR AS NOTED ON PLAN L-2 BEAM ABOVE PER PEA - PER ABOVE 8' X 8� --- PRECAST - ' 1 BAR AS NOTED ON PLAN L-3 N A__ N TA 8 X 8 PRECAST U _7 1 # 5 BAR AS NOTED ON PLAN L-4 N A N A 8 X 8 PRECAST U 2# 5 BARS 1 TOP 1 BOTTOM ' + ' at BEAM CALL -OUT INDICATES POKED ARCH BELOW PER DETAIL 31 "L' (SHEET 'SD2') NOTES : -- ALL BEAM HEIGHTS ARE BASED OFF OF FINISHED FLOOR ELEVATION (0'-0") REFER TO ARCH PLAN FOR EXACT LOCATIONS OF ALL OPENINGS IN WOOD FRAME WALLS - FILL ALL MASON" I 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 ELK. @ BOT. COURSE - LAP ALL STEEL MIN. 48 Hor 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 _ �m T. oj�IBEAM r �. rl I "BB" STEEL TO ¢ I O I RUN CON'TACRO- — - .l .. S OPNG¢ SEA. FROM SIDE w cl- H, ( STEEL PER = o SCHEDULE •` o L Oak 8. of 8EAM BB-1 Wv-c VERIFY "DBL" STFEI PER 1-J O PER PLAN SCHEDULE OB- CONCRETE BEAM SCHEDULE (SEE PLAN FOR LABELS of ACTUAL BEAM TYPES BEING USED) MRK SIZE (W x H) TOP STEEL MID. STEEL BOT. STEEL "STIRRUPS STIRRUPS R E M A R K S U. N. 0. TB-2 8"W X 11"-19"H PLN 2 # 5 - 2 # 5 - SEE PLAN FOR EXACT HEIGHT B-1 16"W X 22"H 4# 5 - 4 # 5 12" O.C. B-2 8"W X 16"H 2 # 5 - 2 # 5 B-3 8"W X 34"H 2# 5 2# 5 2# 6 12" O.C. - B-4 8 W X 1fi'H 1 2# 5 - 2# 5 1- -- - ' + " at BEAM CALL -OUT INDICATES POURED ARCH BELOW PER DETAIL 31 'M' (SHEET 'SD2') 0 SCHEDULE ® o 0 (POST SEE PLAN FOR LABELS of ACTUAL POSY TYPES BEING USED MRK TYPE NOTES MRK TYPE NOTES W14 1-2X4S.Y.P.#2 W6 6 X 6 S.Y.P.#2P.T. W4 4 X 4 S.Y.P, # 2 F.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. W4c 4 X 8 S.Y.P. # 2 P.T. W36 3- 2 X 6 S.Y.P. # 2 W24 2 - 2 X 41 S.Y.P.#2 W46 4 - 2 X 6 S.YP. # 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 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 1/4"T ITUBE 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 P STEEL COLUMN PAD OUT - REFER TO DETAIL 9 ON SHEET "SD2" 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 W/ WASHERS at 16" O.C. w u ANCHOR to MASONRY WALL W/ 1/2 X 4' EMB. WEDGE ANCHORS 24 O.C. (6 FIRM TOP/BOT) I 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. ilk - ALL WOOD POSTS TO BE MIN. (3), 2 X 4 or 2) 2 X 6 (2 X 8), SUPPORTING HEADERS/GIRDERS PER "D-7F" 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 E.A. PLY/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE 2. - ASSUME POST HOT. TO MATCH BRG WALL HOT., UNLESS CALLED OUT OTHERWISE - SEE FOUNDATION PLAIN FOR ALL MASONRY COLUMN SPECS. ilFk - PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to BRG. WALL BELOW STUD TO "W281" : 6" O.C. NAx. 2 �tOD NAILS 8" D.C. STUDS -- ---- "W28f" TO TOP/80T PLATE : (3) 10D TOE -NAILS EA. SIDE GIRDER GIRDER GIRDER B. CHORD I It2" PER PLAN I I BLOCKING : 2 X 4 S.Y.P. 12 LA. SIDE OF POST W/ (2) IOD TOE -NAILS J EA END TO GDR WL1 (4) FOR GDR TO WL\Y'*y ► � OD NAILS O POST w/ PER PLAN SOFFI PFR PLAN POST TO SLAB : "2-DI" ANCHORS PER TRUSS " ANCHOR SCHEDULE T O P SIDE SIDE FRONT 28 SEE "D-7F" FOR ALL OTHER FRAME WALL SPECIFICATIONS O HEADER SCHEDULE SEE PLAN FOR LABELS of ACTUAL HEADER TYPES BEING USED MRK TYPE NOTES '111 - HEADER '-W - NAILER 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. 12 IN 8"W WALLS " H212 (2) 2 X 12 S.Y.P. # 2 ALT, HEADER TO H310 " H312 (3) 2 x 12 S Y,P. # 2 ALT HEADER TO "H310" HI 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 - 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. HN6 2 X 6 S.Y.P. # 2 NAILER ANCHOR W/ 1/4" X 3"L TAPCONS 12° O.C. FIN26 2 X 6 S.Y.P. # 2 NAILER at TOP and BOTTOM CHORD of TRUSS W/ 1/4" Dia. TAPCONS W% 2" EMBED at T O.C. 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 S.Y.P. # 2, NAILED TOGETHER W/ 2 ROWS OF 10D COMMONS at 6" O.C., UNLESS CALLED OUT OTHERWISE. - ALL WINDOW HEADERS TO BE 2 - 2 X 10 S.Y,P. 12 W; 1/2' FLITCH PLATE, NAIL PER ABOVE - ALL 2 X 12 BULT-UP HEADERS ARE ASSUMED TO BE CON'T TO BRG. POINTS at EA SIDE U = 62D Al w d _4 o O N N = 34"H �_� »v SEE SHEET "S2" FOR A /_ FILLED CELLS ABOVE _ - -- SEE "s2" w I L-1 ° ° ° ° ° e-412 m 12'-0„ o I P ° D15'-6 Q z <i R — 12'-4" ° o � m 32 H vA Ids° HK-412 = - - --- - ° o- ---- a ------------ -----./ �$j� BUL-412 N C_ m `� 6 I m 77 D L-1 TYP Q 5'-D" n BALCONY N 10 8 L_ o o- 1 ----------- ------ _ _ - C co \ 32 H � ----- >p —, AEC. 4", SLOPE 1/4"/FT f- RE ESS — _SEE "S2" — w > 6"T MIN., 20"D GDR J 1 HN4 20"D GDR ° �, , �„ OOO P.S.I. CONC. 7, ■ , LLA , w o B. at 8'0" o L-0 L-0 N° a L a1 D D< KNEEWALL ABOVE 1 A2 D ° D-7F S2-u6 S2-u6 D-7F 1D'-8„ 32"H 30"H 6i/ — ° ° LV — 7 \=U 3000 T. at 12'4"1 2'-4"T. at 12'4"lV'" D-7H 7'-8"(F 1D'-8"(F) 4cc I I MH-62 2-B1 2-D1 I I I 10'8' ' 8' ULU 20"D FLOOR24" TYPICAL � 24" o.c. 16"H 20"D FLOOR -TRUSS � 24 O.C. �I FRAME DWI CLG'S AS REQUIRED, PER ARCH PLANS 20"D FLOOR -TRUSS 24" O.C. 10 8 CLG �� .717 0-slIcc TYPICAL I // 1 9�1_JzO"D GDR \ 38 = I 1 U o -- x x A/H I � I L 48/, L-BRACE I OHN4 11 I I II I D-39 I W-BRACE ACCESS ' I LLJ 1 > \ j I ` tit//H � L, ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 0■ z• ®A ■ ■I T �� - DRAFTSTOP 1/ 00 0 o Q °ram° 0 9 o = I� 20 D GDR + +'� + +� — �� + + + — + — + —+ m I + I I +I r + a � !' �—�I�:{ HI 14 � L + i + I +I = — 1 CLLRESOR1+ + I + I + 1 + 1 + -I + H- z J.—L 1—I—L—.----- --J O 20"D GDR r 6"W, T. at 10'8" 12'-4" = Y 26 (D-7 - - - -- c`"n d� L-3 8"H L-4 8"H BETW. - HN4 20"D GDR DR. JFG. - m I I m 10'8" CLG_ _ 19"H v g-2 , 101 77Cl G 12' 4" L-BRACE RECESS; F2 a a"H, DETw. a'H aE1w. L z D-39 a _-4 D2./FG. ° N SL%H-6'2 U= 1200 BALCONY #1 4" HK-412 L-0 32"H Y 32"H HK-- -- z AEC. 4", SLOPE 1/4"/FT ---- W-BRACE / \ _ — — — — — — — — — — — _ _ a cv B'512eW 6"T MIN., / - w o v 3000 P.S.I. CONC. nl ` / \T w� z 4 10'8° CLG '� 4 n DRIP- V-SET \ ■ ■ ■ ----- —— -- 3' - — --- — — 12'-0" I N L O-1 G I B-1 OB-1 22 H 22 22"H - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- .._ -------------------------_--- / / \ f10" ABOVE ROOF -- 4„ 'ACCESS IST LEVEL BEAMS, FL and ROOF 1/4" = 1'-0" �CSS LOAD DESIGP: 45 D.S.F. HEE_ TYPE - STD. OVERHANG - 16", U.N.O. TYPICAL PROFILE - "D" ELEV. P rIOF PITCH J IJ - 4 T 12 r I'rllT - PLUMB RETURNS -I EVEL U.N.O. ON PLAN ' SEE AKCHTECTJR.AL F'LA,IS FOR EXACT LOCATIONS OF .ALL CLG CHANGES HST. HGT -INDICATES :_IXB-AM STEP LOCATION TYP. PER 1-26" on SHEET "SD2" - 1ST or 2ND F-=;. MASONRY BLOCK WALL (HGT. PER PLN) PER "D-7" on SHEET "SD2" - 1ST or 2ND F-R. -RAME BRG. WALL (HGT. PER PLN) PER "ID-7E" on SHEET "SD2" \\ - BALLOON FRAME WALL (HGT. PER PLN) PER "D-7B" on SHEET "SD2" - TYPICAL BEAM/LINTEL/HDR SPEC PER SCHEDULE ON THIS SHEET nBF,W7 W, Or V A- TYPICAL ANCHOR SPEC PER "TRUSS ANCHOR SCHEDULE" on THIS SHEET TYPICAL POST/STEEL/MASONRY COLUMN A - TYP. MASONRY C,D,E, .. . O SPEC PER SCHEDULE ON THIS SHEET Tv, "T" Or °C" -TYP. WOOD - MISC. OTHER PER SCHEDULE #_ TYPICAL- "DETAIL", "SPECIAL CONNECTION", DETAILS/ EXTRA DETAIL REFERENCE CONNECTIONS AS REFERENCED ON SHEETS "SD1" AND "SD2' X on THIS SHEET - TYP. ANCHOR FOR TOP/BOT. CONNECTION SPEC PER "TRUSS ANCHOR SCHEDULE" on THIS SHEET UPLIFT CAPACITY IN POUNDS OUANTITY UPLIFT LBS ANCHOR TYPE TOP. ANCHOR 2-BI (N) _AN HORQTE TYPE R DOT. ANCHOR NCHOR TYPE (AS REQUIRED) 2_C1 A 20"D FLOOR. CT 0 24" O.C. FRAME DWN CLG'S AS REQUIRED, PER 12 ARCH PLANS I O'-8"(F) 19"H 12'-4" D-7H TB-' r7- { n oI I it d W 04o1T O57< z p O I L----- U)U� w SEE SHEET " 2" FOR BALCONY COLUMNS KNEEWALL ABOVE F ALLOW RECESS FOR BASE PLATE ELEVATION 'I II '8" CLG1 + RECESS t0i I I I I I I I I I I H-6'2 / / D P - V-SET --2"-H 32'H- L-p N L-p DIRECTION of BALCONY LONG SPAN INSIDE FACE of CONC. DECK/BF-AM 1 3 4 5 (4} (� J TRACK 1 to MASONRY : 1" x 3 5/8" x 6"I- 20 GA, CHANNEL W, - (2) - 1/4" - x 2" EMB. TAPCONS to MASONRY TRACK 2 to MASONRY : 1" x 3 5/8" CON'T 20 GA. CHANNEL W/ . 145" - x 1 1/21 P.A.F. 12" O.C. STAGGERED to MASONRY VERTICAL SUPPORT : 1" x 3 5/8" 20 GA. CHANNEL 32" U.C. W/ (2) # 8 STAINLESS METAL SCREWS (S.M.S.) to TRACK (1 / SIDE) HORIZONTAL SUPPORT : 1" x 3 5/8" 20 GA. CHANNEL 16" O.C. W/ (2) # 8 S.M.S. to TRACK (1 / SIDE) and VERTICAL SUPPORT. aFINISH CEILING : 3/8" MIN. RIB, LATH SECURED W/ # 8 x 1"L S.M.S. 4' O.C. ALONG EA. SUPPORT. SEE ARCHITECTURAL PLANS FOR ALL 07;7_R EXTERIOR REQUIREMENTS �(_ OLG FRAI IF -DOWN at s ' IN. T. S. B� `- - TYPICAL TIE -BEAM AROUND TOP of 1ST or 2ND FLOOR _ MASONRY AS INDICATED AROUND PLAN, U.N.O. { BUILDER TO FIELD VERIFY ALL LOCATIONS OF ATTIC ACCESS PER CLG AREA REOUIREMENTS 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. SE DETAIL D-31F ON SHEET SD2 FOR ARCHES IN FRAMED WALLS SEE DETAIL D-SB ON SHEET SD1 FOR STRONG BACK DETAIL DRAFT STOPPING -- PROVIDE DRAFT STOPPING PARALLEL TO MAIN FRAMING MEMBERS AND AT ALL PERIMETER FLOOR GIRDERS AN, TO ROOF TRUSSES. - REFER TO ARCHITECTURAL PLANS FOR REQUIREMENTS - E:lSLAB STEEL SCHEDULE " -) "T-", "BB-I',11HK-" (SEE PLAN FOR LABELS of ACTUAL SLAB STEEL TYPES BEING USED) HK-412 # a D13. TEE_ PER PLAN SPACED 12' O.C. (TOP UPPER LAYER) B-412ew # 4 D"3 ATE L X "C' PER PLAN SPACED 12" D.C. EACH WAY BOTTOM HOOK INTO BEAMS ALL AROUND B-512ew # 5 Da STEEL X "L" PER PLAN SPACED 12" O.C. EACH WAY BOTTOM HOOK INTO BEAMS .ALL AROUND) BUL-412 # 4 Dia S-EEL X "L" PER PLAN SPACED 12" D.C. (BOTTOM UPPER LAYER BLL-412 # 4 Dia S-EEL X "L" PER PLAN SPACED 12" O.C. BOTTOM LOWER LAYER BUL-512 # 5 Do S-EEL X "L" PER PLAN SPACED 12" O.C. BOTTOM UPPER LAYER BLL-512 5 Dia S--EL X I" PER PLAN SPACED 12" D.C. BOTTOM LOWER LAYER ED. EQ. ALT. FULL LENGTH T " SPACE T HOOK STEEL SHALL EMBED INTO l BEAM TO 1.5" FROM OPPOSITE FACE a TO ACHIEVE PROPER EMBEDMENT F ' $ TIL-'TLL- T- (TOP UPPER/ LOWER) W/ 1 # 5 BAR CON'T INSIDE HOOK 1 1/2' CLEAR HK- (TOP) SPACED PER SPEC (HOOK) SPACED PER SPEC Q SPACE " V cy d SPACE BU- " U B- BUL- B-/BUL- ° m BILL - (BOTTOM) (BOTTOM UPPER) (BOTTOM LOWER) ALL STEEL LABELED ON PLAN IS ASSUMED TO BE THROUGH -OUT ENTIRE SLAB IN y� �F DIRECTION SHOWN W/ PLACEMENT PER DETAILS SHOWN THIS SCHEDULE HEDULES FOR ALL MIN. SIZES, U.N.D. SEE POST & HEADER SC USE ARICHORS FOR ,ALL ROOF TRUSSES THAT _ 7,,) CROSS OVER ANY MASONRY WALLS, U.N.O. MAXIMUM DESIGN UPLIFT FOR TRUSSES ( 620 LBS, U.N.O. BB_1 TYP. BOND -BEAM AROUND T. of MASONRY WALLS Ilnlr� VAII HG'TS. AS LABELED PER PLAN REV SONS; SHEET DATA; MODEL: 6511 COMMUNITY: RIVERBEND LOT #: 23 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 07-07-16 HEFT DESCR PT Of' - ST LFVFL FLOOR, BE,AM k ROLE EEEVAT ON; D GARAGE; LEFT i 1600 S. DIXIE HWY. STE 400 I BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 SHEET .lctor Hernandez Al Y 0 TRUSS ANCHOR SCHEDULE (SEE PLAN FOR LABELS of ACTUAL ANCHOR TYPES TYPES BEING USED) CONNECTION TYPE MARK O ANCHOR TYPE CITY Y NAIL SCHEDULE ANCHOR to TRUSS 1- PLY UPLIFT 2-PLY or GRTR UPLIFT NAL SCHEDJJ ANCHOR to MASONRY LATERAL LOAD US) F-1 F-2 MARK O _ MANI MODEL TRUSS to MASONRY (771" A 1 SIMPSON "META" 2 CMU CONC 10-10D X 15' 1985 LBS 14 - 16D 1900 LlbS 2565 LBS N/A, FMBFC, 1210 1160 Al A2 SIMPSON "HETA" 2 CMU CONC 10-10D X 1.5" 2035 LBS 12 - 16D 270000 I.BS LB5 2 N/A, EMBER} 1225 1520 A2 A3 SIMPSON "HHETA" 2 CMU coNC 10-10D X 1.5" 2035 LBS 12 - 16D 14 - 16D 2500 LBS 3350 LBS N/A, EMBED 1225 1520 A3 WRAP STRAP OVER TOP CHORD OF TRUSS AS ALLOWED MARK ANCHOR TYPE CITY SIZE STRAP to TRUSS I STRAP to WD WL F1 F-2 UPLIFr TRUSS to WOOD81 MPSON "LSTA18" 1 20 GAUGE 7 - 10D 7 - 10D N.R. N N.R. N 1235 LBS B 1 (IZ)• B2 HTS20 1 14 GAUGE 10 - 10D 10 - 10D N.R. N N.R. N 1450 LBS *B2 66 !SIMPSON MPSON H6 STRP 1 2 1 4 W8 - BD 8 - 8D N.R. NN.R. N 950 LBS B6 B7 MPSON H3 CLIP 1 1 19 16 W 4 - 8D 4 - 8D 125 160 455 LBS B7 - PROV. ADD'T (3) - 16D TOE -NAILS TO EA. TRUSS to WOOD (WALLlHDR/GDR) ( 2 & 1/SIDE) - FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MA CH GIRDER WIDTH, U.N.O. 500 500 (T) 5 - 1/4- TAPCONS W 2 EMBED PER STRAP to MASONRY N A - - 1225 LBS ( T ) MARK ANCHOR TYPE CITY SIZE ANC. to WOOD ABV. ANC. to WD. BELOW F-1 F-2 UPLIFT WOOD to WOOD Cl SIMPSON "MSTA24" 1 1 1 4"W 18 GA. 6 - 10D 6 - 10D N.R. N.R. 1265 LBS C 1 (WALL or POST) 02 SIMPSON MSTA48 1 1 1 4 11W 16 GA. 7 - 10D 7 - 10D 1400 LBS C2 (TL) C4 SIMPSON or ALT. LCE Corner "p.C4" Middle 2 1 N A 14 - 16D 8 - 16D HEADERS MUST BE MITERED WITH THIS ANCHOR N A 14 - 16D 10 - 16D 1500 LBS C4 N.R. N.R. 985 LBS STRP to MSNRY ( T) IALT - PROVIDE TAPCONS to MASONRY WALL BELOW - 1/4" X 2 EMB. TAPCONS PER STRAP SEE ABV. (T) MARKI ANCHOR TYPE 1 0 T Y I ANCHOR to POST ANCHOR to SLAB UPLIFT WD. POST to SLAB D1 SIMPSON A34 1 4 - BD NAILS 2 - 1 4 X 2 11 L TAPCONS N A D1 (TZ)* D4 SIMPSON ABU88 1 2 - 15D NAILS - 5 8 X 4 EMB. WEDGE -ANCHORS 2200 LBS D4 D7 SIMPSON HTTS 1 26 - 10D NAILS 1 - 5 8 X 6 EMB. WEDGE -ANCHORS 4350 LBS D7 + AT RECESS AREAS, 'WEDGE -ANCHOR" EMBEDMENT TO BE FROM LOWEST SLAB ELEVATION MARK ANCHOR TYPE CITY SEE JANCHOR to WOODI ANCHOR to WOOD/MSNRY BRG WD. BEAM to MSNRY (TZ)* F 1 SIMPSON HUC28 W/ ALT. °HUC28-2" 1 14 GA, 1 4- 10D NAILS 3- 1/4" X 1 3 4 L TITEN FLNGE 6 575 LBS F 1 2 AT CORNER APPLICATIONS, USE INVERTED FLANGE TYPE HANGER - FILL MASONRY SOLID AROUND AND ABOVE ANCHOR PER "FS" COLUMN SPEC IN COLUMN SCHEDULES ON SHEET "SO" - ADD 2 X 4 X 161 S.Y.P. #2 SPACER FOR 1-PLY MEMBERS GRAVITY 4MO LBS UPLIFT 1085 LBS F2 SIMPSON HUC210-2 1 - 6 - 10D 14 - 1 4 X 2 3 4 L TITEN 4350 LBS 1085 LBS F2 F2b SIMPSON HUC210-2 I - 10 - 10D 8 - 1 4 X 2 3 4 L TITEN 5085 LBS 1810 LBS F2b F41 SIMPSON "FGTR' 1 7 GA. 18 - 1 '4" X 3"L SO 5 SGRWS 2 - 1 `2' X 5"L TITEN D 5000 LBS F41 1-* F42 SIMPSON I "FGTR" 2 7 GA. 36 INSTALL - 1/4" X 3"L SDS SCRW5 4 1/2" X 5"L TITEN HD PER MANUFACTURERS SPECIFICATIONS 9400 LBS F42 - FILL MASONRY 50L@ BELOW TO SLAB MIN, 4" EACH SIDE AT ANCHOR BOLT LOCATIONS MARK MISCELLANEOUS S- ISPLCIAL CONNECTION SEE DETAIL 4 AS REFERENCED ON SHEET "SD1" S- D- IDETAIL SEE DETAIL # AS REFERENCED ON SHEET"SD 1r D- TRS ITRUSS to TRUSS CONNECTION TO BE PROVIDED BY TRUSS COMPANY, UNLESS NOTED OTHERWISE TRS - INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS - "TAPCONS' - 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 STEEL SDF PLATE W% NAILS S INDICATED, U.N.O. - SD = 0.131"D X 2 1/21 IOD = 0.148"D X 31 16D = 0.162"D X 3 1/21 * (TZ) : ALL CONNECTORS AND FASTENERS IN DIRECT CONTACT WITH P.1. 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., MSTS-TZ)- - ANCHOR "UPLIFT CAPACITY" IS BASED ON THE WORST CASE LOAD COMBINATION BETWEEN UPLIFT and LATERAL_ TOAD, 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 NOTFID ON_THE PLANS_ BOND BEAM SCHEDULE --- (SEE PLAN FOR LABELS c� ACTUAL BEAM TYPES BEING USED) MRK TOP (BOND BEAM) STEEL BOTTOM (PRECAST) STEEL NOTES BB-1 (1) - 8" X 8" BEAM BLK 1 # 5 BAR IN / A - I TYP. TIE -BEAM CON'T +IF VER. 12'W PER PLAN * ALONG T. of PERIMETER MASONRY WALLS, SUPPORTING ROOF TRUSSES, U.N.O. BB-2 (2) - 8" X 8" BEAM BLK 1 # 5 /CRSE 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 PFR PLAN PER ABOVE 8" X 8" PRECAST "U" 1 5 BAR AS NOTED ON PLAN L-2 BEAM ABOVE PER PLAN PER ABOVE 8" X 8' PRECAST 'U 1 7 BAR AS NOTED ON PLAN L-3 N A N A 8' X 8 PRECAST U 1 # 5 BAR AS NOTED ON PLAN L-4 N A N A S X S PRECAST U 2 # 5 BARS 1 TOP 7 1 BOTTOM ' + "I at BEAM CALL -OUT INDICATES PONIED ARCH BELOW PER DETAIL 31 "L' (SHEET '021 _ NOTES: - ALL BEAM HEIGHTS ARE BASED OFF OF FINISHED FLOOR ELEVATION (0'-011) - 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 3O% CORNER BARS PER DETAIL 11 on SHEET SD2 - 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 161 BEAMS, USE PRECAST U In LIEU of LINTEL BLK. @ BOT. 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 _ T. BEAM '■: m = -�I cc "BB" STEEL TO ¢ I RUN CON'T ■ ; ¢ Ll O m IN : ACROSS OPNG. FROM EA. SIDE w I I • 1 El- STEEL PER = I ME SCHEDULE ` I 4=1CD F-- v � �\ B. of BEAMT BB y7p-U VERIFY "DBL" (L } STEEL PER �! PER PLAN SCHEDULE CONCRETE BEAM SCHEDULE (SEE PLAN FOR LABELS of ACTUAL BEAM TYPES BEING USED) MIRK SIZE (W x H) TOP STEEL MD. STEEL BOT. STEEL # 3 STRRUPS R E M A R K S U. N. D. TB-2 8"W X 11"-19"H PLN 2 # 5 - # 5 - SEE PLAN FOR EXACT HEIGHT B-1 -2 B-3 B-4 " + " at BEAM CALL -OUT INDICATES POURED ARCH BELOW PER DETAIL 31 "M' (SHEET 'SD2') POST SCHEDULE ®� SEE PLAN FOR LABELS of ACTUAL POST TYPES BEING USED MRK TYPE NOTES MRKI 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 W464-2X6 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 4-2X8S.Y.P.#2 W58 5 - 2 X 8 S.Y.P.#2 W78 7-2X8 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" X 4" X 1/4"T ITUBE 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"L 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" 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. 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 HEAD ERS/GIRDEP,S PER "D-71" an SHEET "SD2 , U.N.O. ((MATCH WALL, GIRDER/HDR WIDTH) - FOR GIRDERS 2-PLY or GREAiF, 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 HGT. TO MATCH 8RG WALL HGT., UNLESS CALLED OUT OTHERWISE - SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS. PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to BRIG. WALL BELOW STUD TO "W28f" : 6" O.C. MAX. r STUDS 2 tOD NAILS 8° J.C. I GIRDER GIRDER GIRDER B. CHORD 112" fo . I Is LPLAN "W281" TO TOP/801 PLATE : (3) 10D TOE -NAILS EA. SIDE PFR BLOCKING : 2 X 4 S.Y.P. # 2 EA. SIDE OF POST W/ (2) 10D TOE -NAILS EA. END TO GDR W/ (4) 0 o FOR GDR TU 0D NAILS TO POST 8"-11" PER PL POST TO SLAB : "2-D1" SOFEI I ANCHORS PER TRUSS —y' 12" to 24" PER PLAN ANCHOR SCHEDULE 7- 0 P SSIDEFRONT qT 2 SEE "D-7F" FOR ALL OT KW41Ci FRAME WALL SPECIFICATIONS 0 HEADER SCHEDULE SEE PLAN FOR LABELS of ACTUAL HEADER TYPES BEING USED MRK TYPE I NOTES 'H -" - HEADER '-If - NAILER 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 11" H312 3 2 X 12 S.Y.P. # 2 ALT, HEADER TO "H310" " HN4 2 X 4 S.Y.P. # 2 NAILER ROOF and CLG. CON'T NAILER or BLKG. W/ 16D NAILS of 6" O.C. or 3 - 16D NAILS PER EA. WEB/STUD THAT IT CROSSES or 3 - LOD 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. HN6 2 X 6 S.Y.P. # 2 NAILER ANCHOR W/ 1/4 X 31 TAPCONS 12" O.C. HN26 2 X 5 S.Y.P, # 2 NAILER at TOP and BOTTOM CHORD of TRUSS W/ 1/4" Dia. TAPCONS W/ 2" EMBED at 8" O.C. to MASONRY W/ 4 - 1OD TOE -NAILS FROM TOP and BOTTOM CHORD (2/SIDE) AS REQUIRED NOTE: - ALL OTHER WOOD BEAMS TO BE MIN. 2 - 2 X 12 S.Y.P. # 2, NAILED TOGETHER W/ 2 ROWS OF 10D COMMONS at 6" O.C., UNLESS CALLED OUT OTHERWISE. - ALL WINDOW HEADERS TO BE 2 - 2 X 10 S.Y.P. # 2 W/ 1/2' FLITCH PLATE, NAIL PER ABOVE - ALL 2 X 12 BULT-UP HEADERS ARE ASSUMED TO BE CONT TO BRG. POINTS at EAL SIDE SEE POST & HEADER SCHEDULES FOR ALL USE(Al ANCHORS FOR ALL ROOF CROSS OVER ANY MASONS USE B2 ANCHORS FOR ALL WOOF CROSS OVER ANY WOOD MAXIMUM DESIGN UPLIFT FOR TRUSSES gg_1 TYP. BOND -BEAM AROUND T. of I U.N.O.. W/ HGTS. AS LABELE I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I _ - I I I i I i I I I I I I I i I I I I I I I I I I L ----- SHEA VAk BB-1 BB-2j - TYPICAL TIE -BEAM AROUND TOP of 1ST or 2ND FLOOR MASONRY AS INDICATED AROUND PLAN, U.N.O. BUILDER TO FIELD VERIFY ALL LOCATIONS OF ATTIC ACCESS PER CLG AREA REQUIREMENTS ROOFS to be FUG Y SHEATHED BELOW ANY OVERFRAME or VALLEY -SET AREAS (SEE 'FASTENER SCHEDULE", SHEET SD1) ALL EXTERIOR MOO GABLES EXPOSED TO WIND SHALL HAVE STUDS at 1fi' C. TO BE DESIGNED BY TRUSS CO. SEE DETAIL D-31F ON SHEET SD2 FOR ARCHES IN FRAMED WALLS SEE DETAIL D-SB N SHEET SD1 FOR STRONG BACK DETAIL 2ND LEVEL COWMNS, BEAlViS TRUSS LOAD DESIGN - 45 P.S.F. HEEL TYPE - STD. OVERHANG - 16", U.N.v. TYP ROOF PITCH, U.N.O. - 4 / 12 TAIL CUT - PLUMB RETURNS - LEVEL * SEE .ARCHITECTURAL PLANS FOR EXACT LOCATIONS OF ALL CLG CHANGES INDICATES TIE -BEAM STEP LOCATION TYP. PER "D-26" on SHEET "SD2" HOT. - 1ST or 2ND FLR. MASONRY BLOCK WALL (HGT. PER PLN) PER "D-7" on SHEET "SD2" - 1ST or 2ND FLR. FRAME BRG. WALL (HGT. PER PLN) PER "D-?F" on SHEET "SD2" - BALLOON FRAME WALL (HGT. PER PLN) PER "D-713" on SHFFT "SD2" - TYPICAL BEAM/LINTEL/HDR SPEC PER SCHEDULE ON THIS SHEET - TYPICAL ANCHOR SPE� PER �, nBa} AHD or V A "TRUSS ANCHOR SCHERLE" on THIS SHEET TYPICAL POST/STEEL/MASONRY COLUMN A -TYP. MASONRY G O SPEC PER SCHEDULE ON THIS SHEET B -TYP. WOOD �r�,Ef "Pff, °� or °C° MISC. OTHER TYPICAL AIL", "SPECIAL CONNECTIONSS REFERENCED OONESHIO TS DSDD1" AND "SD2" ��' or TRA DETAIL REFERENCE THIS SHEET TYPICAL PROFILE - "D" ELEV. U.NI n — ni 1 - TYP. ANCHOR FOR TOPQQT. CONNECTION SPEC PER "TRUSS ANC OR SCHEDULE' on THIS SHEET UPLIFT CAPACITY IN POUNDS QUANTITY UPLIFT LBS ANCHOR TYPE �� «MISC. NOTE FOR 70P. ANCHOR 2-61 (N) _ _ANGiOft 7YPE _ DDT. ANCHOR -Cl2 ANCHOR TYPE AS REQUIRED) REiI S ONS; SHEET DATA - MODEL: 6511 COMMUNITY: RIVERBEND LOT #: 23 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 07-07-16 SHEET DESCR PT ON: 2ND LEVEE COLONS, BEAVS & ROOF- ELEvATioN: D GARAGE: LEFT B R E N N A Nq ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 IQ) HEET- S2 A, ictor Her cif dez { r l �a J.�. II_ _- _ t E.B. # 7�P.E.7?387 IF NOTE S GFNFRAI- 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., ACT 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 NDS 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 DIMFNSIONS 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- SU PPORTIN C 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 SI-AB-ON-GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. DESIGN CRITERIA : WIND DESIGN IN ACCORDANCE W/ F.B.C. 2D14, ROOF : T. CHORD L. L. - 20 psf FLOOR : LIVE LOAD - 40 psf RESIDENTIAL, W/ LATEST SUPPLEMENTS, dIE B. CHORD L. L. - 10 psf DEAD LOAD - 25 psf and ASCE 7-10 (NON -CONCURRENT) (INCLUDES GYPCRETE" FLOORING) - BUILDING DESIGN ENCLOSED T. CHORD D. L. - 15 psf - BASIC WIND SPEED : 170 MPH B. CHORD D. L. - 10 psf - BASIC WIND PRESSURE : 37 P.S.F. TOTAL LOAD : - 45 psf - 65 pst - RISK CATEGORY : II - ASD FACTOR FOR WIND 0.6 dIE 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 FOR ALLURAL COVERING AW SPECBY IFICATIONS OTHERS, - MEAN ROOF HGT. 2-STORY < 30'-0" IS A CONTINUOUS LOAD PATH PROVIDED : - YES 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 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 WITI-OUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. 3. IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWNGS 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 DPY DENSITY, DETERMINED IN ACCORDANCE WITH ASIM 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 GEOTECHNICAI_ ENGINFFR'S RFQUIPFMENTS SHALL BE REWORKED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ENGINEER. WRiITEN 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: SUPERCEDE} - 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE (SEE PILE PLAN, IF APPLIES, THAT WILL - 3,000 PSI REGULAR WEIGHT FOR BEAMS, AND COLUMNS (SEE "FOUNDATION PLAN", IF OTHER, FOR SPECIFIC REQUIREMENT IN I-IEU OF THIS SPECIFI(-ATION) - 3,00 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 MIY PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" +/- 1" PRIOR TO THE ADDITION OF PLASTICIZER. c - MIXING, f R ANS, OR .NG OF ACI 301 AND ASTM C 94 FOR MEASURING M CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS, 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 9C MINUTES, THE CONCRETE SHAH BE 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: 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. Al,_ HORIZONTAL and VERTICAL BARS SHALL LAP 48 BAR DIAMETERS of LARGEST STEEL IN LAP for FOOTING, DOWEL arc 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 e, S-iEET SD2. WELDED WIRE MESH: 1. WELDED WIRE MESH SHALL. 8E 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 RFQUIREMENTS FOR MASONRY STRUCTURES and SPEC'IFIC.ATIONS 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) BLOCK MANUFACTURED URED IN - BETE MASONRY REGULAR SIZE E TWO CELL HOLLOW CONIC WALLS SHALL B 3 ALL BLOCK W CONFORMANCE WITH ASTM C-90, GRADE N, f'm - 1500 PSIL BLOCK SHALL ALL BE PLACED USING RUNNING BOND JNLECC 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 SHALT_ PROVIDE A MINIMUM OTHERWISE ON FOUNDATION PLAN. T UNLESS SPECIFICALLY NOTED H OF 3000 PSI AT 28 DAYS COMPRESS IVE STRENGTH THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" COARSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP of r" 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 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 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 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-5.3, 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 IF ASTM A307 BOLTS WITH 111,91..E-1UT 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-CF-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 OTHERWISF) 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" CDX 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. TRUSS_ NOTES 1. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING DETERMINATrNS, 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 OJT 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 WIN 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 MANUF. SPECS - 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 HY 150" SCHEDULE S FASTENER SCHEDULE APPLICATION SIZE TYPE I SPACING REMARKS GARAGE DOOR BUCK SEE ARCHITECTURAL PLANS TO CONIC. BLOCK COL. MTL. STRAP TO CONC. SEE ROOF LAYOUT FOR SPECIFIC ANCHOR SPEC BLOCK cr 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 WIRE 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 SEE N / A ARCHITECTURALS ROOF/WALL/FLOOR SHEATHING F L 0 0 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 3/81 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 8D EDGES - 4" ZONE 3 MIN 4' or "a" PER .113" 4 x 2 3,la"L RINK FIELD - 4" "ROOF ZONE" DIAL. SHANK FASCIA - 4" (WHICHEVER IS GREATER) W A L L 131" 0 x 2 1/21 8D GALV. COMMON EDGES - 4" FIELD - 6" 5/8" (APA 19/32") 40 20 EXPOSURE - 1 I NAIL FRAMING SUCKS at EXTERIOR WINDOW BUCKS .099" 0 C 0 1 L 12" D.C. (1 x 3 P.T. x 1 1/2" LONG 1/4° 0 x TAPCONS 6" FROM ENDS 12" O.C. SEE D-20 SD2 ALT 2 x JAMB "C. M. S." VERIFY W/ PRODUCT 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 $D2� 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.) 1/4" D x "C. M. S." 12" Q.C. SEE D� 1 1/2" EMB. ANCHORS THROUGHOUT SD2 PER PRODUCT APPROVAL NOTES : 1. STAPLES SHALL NOT BF 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. 1 3. ALL FASCIAMATERIAL SHALL BE HAND FRAMED. 4. ALL NAILS TO BF GALVANIZED - TYPICAL ANCHOR SPECIFICATION TO BE USED, AS REFERENCED IN THIS SCHEDULE, to BE INSTALLED PER MANUF. SPECS -"C.M.S." - I T W BUILDEX "TAPCON" CONCRETE MASDNRY SCREW ANCHOR -"WEDGE ANCHOR" - HILTI "KW% -BOLT 3" EXPANSION ANCHOR -"P.A.F." (PINS; - HI_ -I "PC'✓o'CER ACTUA-ED FASTENER" r J rr yC 0 �� 2 ` 2 G O r ) x . O 00 J y �3 1�Cr-,1C 0LC22��C�� 3 tr�� - �� 1 F L� _. I P ROOF - F ZONE UPLIFTC)"IAGRAM (FOR COMPONENTS ABOVE ROOF SHEATHING) AT SLOPED ROOFS ZONE — 40 PSF ZONE O — 70 PSF ZONE @) — 103 PSF Ina11 1— " - "CAST-CRETE" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL 8" PRECAST & PRESTRESSED �Isrn -� TYPE LENGTH ___ LOADS FOR U-LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS C�4R� SAFE LOAD -POUNDS PER LINEAR FOOT SAFE LOAD PLF `jAsr-�Rrn SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 SF8-06 aF12-9B 8F16-OB 8F2D-OB 8F24-OE 8F26-OE 8F3 OB OF 1293 1025 8F8 REIN �. CMU 164212135 1024 1 g3a TYPE LENGTH �2'-10" (34") PRECAST 3'-6" (42") PRECAST 8Ffl-1T 8F12-IT 8F76-iT SF20-1T 8F24 1T 8F2B-1T 8F32-1T 8F8-16 BF12-iB fiFl6-1B 8F2D-1E 8F24-1B 8F28-1B 8F32-10 8F8-2T 1972 8F12-2T 8F16-2T 3173 4460 BF20-2 _ 5747 8F24-2T 8F26-2T 7034 8321 8F32-21 9608 2'-10" 34' PRECAST ( 2231 3069 4605 61.3 754? 8974 10394 i1809 - 2'-10" (34" PRECAST } 3089 46M 6113 7547 8974 10394 118D9 1972 1569 3n3 -60 2524 3547 s747 4569 o3a 6321 5591 6813 9606 763fi - 3'-6` ;42';' PRECAST 223'' 3069 3719 5163 6607 8054 9502 10951 3 6" (43") PRECAST 4'-0" (4§" PRECAST ) 4'-6" �, (5#") PRECAST 5'-4" (61") PRECAST - 5'-10"(70' PRECAST 6'-6" (79") PRECAST 7'-6" (9fJ") PRECAST 9 -4" 0 12") PRECAST 3069 4605 6113 7547 8974 lC394 1809 1569 2524 3547 4569 5591 fi613 7636 4'-D" (48") PR=C.AST - 966 2561 2751 3820 4890 5961 7034 8107 765 763 1365 4'-0" (48") PRECAST 1363 2192 3079 3966 4853 5740 6627 2693 4605 6113 7547 8974 tU384 11869 1363 2192 3079 3966 4853 5740 6627 4'-6" (54") PRECAST S99 1969 2110 2931 3753 4576 5400 6224 592 591 1057 4'-fi" (54") PRECAST 1207 1940 2724 3508 4292 5077 5861 2189 4375 8113 7547 8672 10294 71809 n17 940 2724 3soe 4292 so77 sesl 5-4" (64"j PRECAST 1217 1349 1435 1999 2560 3123 3686 4249 411 411 ', 734 5-4' (54") PRECASJ 1016 1632 2290 2949 3607 4265 4924 1663 3090 5365 7547 (x} 7342 b9 6733 ( to 10127 s t f ) D1s 632 z290 2949 3607 4265 4924 5'-'0"(70') PRECAST 1062 1105 1173 1631 2090 1 2549 3009 3470 340 339 607 5' 1C"(70") PRECAST 909 1492 2093 2694 3295 3897 4498 1451 2622 4360 7165(45 6036py 7181(1 8328 929 1492 2v93 2694 329s 3897 4498 6'-6" (78") PRECAST 908 1238 2177 3480 30.31 3707 4383 5061 507 721 483 C-C (78") PRECAST 835 p2l 1340 168D 2419 2959 3498 403$ 1236 2177 3450 5381 6360 1039 RI 8825 835 34a eeD 241s 2959 3498 4D3s 7'-6" (90'� PRECAST 743 1011 1729 2632 2205 2698 3191 3685 424 534 357 7'-6" (90") PRECAST 727 (m., 1021 16... 2102 p,1 - 2571pu) 3039(,at 3508 pq 1011 1729 2661 3896 5681 8467 e 6472�m 727 1166 1634 2102 2571 3o39 350B 9'-4" 112° PRECAST ( ) 554 699 1160 1625 2564 3486 28 6 3302 7,26 512 227 9'-4° (112°) PRECAST 591 680 1133ps) 1471 ps) 1811 ps) 2152ps) 24-- psi ?52 - 1245 1843 2564 3486 4705( 6390( 591 651 1326 1705 2084 2463 2842 10'-6" 026") PRECAST 530 552 914 ps} 1185p5 1458(,,Il 1732ps1 2007(,,) 10'-6" (126") PRECAST 475 535 890 1247 2093 2717 2163 2536 10'-6" f 1 'b) PRECAST 284 401 178 530 688 1183 1526 1865 2204 2544 643 1052 1533 2093 2781 3643( 4754 (,6 11'582 -4" (136°) PRECAST 362 945 1366 1846 2423 3127 4006 11 -4 1136°) PRECAST 26D 452 152 1'-4" (136") PRECAST 474 485 _ 798(s) 10341s1 1272(,57 1510(,, 1749ps) 582 945 1366 1646 2423 3127 4006 494 599 1028 1422 1738 2053 2369 - PRECAST 12' U" I � ( 44' PKtCA51 ) - 244 402 135 '- - "`44" PRECAST 2' 0' 1 l ) 470 123 447 4 ) 936 u 366 1751 s ,N 15B2 s ) - - - "A"I 12' U''"144" PRE(PST l ) - - 3J/ S40 8.3 1254 i6B4 2193 2805 3552 rat 470 - 543 92 8 1349 1649 1 948 2247 - 540 873 - 1254 1664 2193 2605 3552 13'-4" (160") PRECAST 418 373 606 783 962 (,A 1741(u1 1321 (",) 13'-4" (160") PRECAST 296 471 755 1075 1 1428 1838 2316 2883 13'-4" (160" PRECAST _ ) 217 324 109 psf 428 (a 455 770 (v)- 1145 1444 T1718 1993 471 755 - 1075 - 1428 - 1838 2316 2863 r - 8 PRECAST 14' 0' 16 ( ) 384 346 559 ryq 723 p41 887 UU 1052 pq 1218 pq - 14' 0° (168°) PRECAST ,9 27 424 706 1002 1326 1697 2127 2630 - 4' 0" 1 " T 1 68 PRECAST ( ) 205 293 98 psi 410 420 709 - 1050 1434 1694 (N W1 1954 ) 442 706 - 1002 13ffi 1697 2127 263U 14'-8" (176°) PRESTRESSED N.R. NR NR NR NR NR NR NR 14'-8' 176" PRESTRESSED ( ) N.R. 284 89 14'-8" (176'} PRESTRESSED 1 323 11,9 (,>) 5 671 (13) 823 (,N 976 (ui 1129p4) 458 783 — 1370 1902 -- 22A5 2517 2712 246 390 655 968 1324 (a) 1625 (n) 1874 p,) r 15'-4" (184') PRESTRESSED N.R. NR MR NR MR NR NR NR NR NR 15'-4" (184") PRESTRESSED N.R. 259 82 15'-4" (184") PRESTRESSED 224 302 485 , 626 , 767 ,y 909 ,s 1952 ,s 450 733 2056 2320 2MR 230 364 1 609 897 1224 1562p,1 1601 (1°) 17'-4"(20C) PRESTRESSED N.R. NR NR NR NR NR NR NR 17'-4"(208") PRESTRESSED N.R. 194 63 17'-4"(208°) PRESTRESSED 16 255 404 „ s2D , , ,: e72 ,2 300 548 950 1326 1609 1849 2047 192 303 500 732 993&37 126 993 (e1 1268 p, 1470 pal 19'-4"(232") PRESTRESSED N.R. NR NR NR NR NR NR NR 9'-4"(732") PRESTRESSED N.R. 1 48 51 9'-4"(232"} PRESTRESSED 162 222 347 pp 446 p,7 546 (,y 646 (,2) 746 p2) 235 420 750 1037 1282 1515 1716 166 281 1 424 616 831 (N 1057 (14) 1225 pay 21'-4" (256") PRESTRESSED N.R. NR NR NR NR NR NR NR 2l'-4" (256") PRESTRESSED N,R, 125 42 21'-4" (256") PRESTRESSED 142 196 369 p,j 393 (n) („ (11�,s 64 pp 180 340 599 945 1114 1359 1468 - 142 23D 3fi9 -531 - 713 903 713 01 903 p� 1046 pal - 22'-0"(264") PRESTRESSED N.R. NR NR - NR NR -- NR NR NR — 22'_a'+ 2 (_64") PRESTRESSED N.R. 11 6 39 22'-0"(264") PRESTRESSED 137 192 295 , 376 a 461 ,0 545 a 629 p, 765 315 550 784 1047 1285 1399 137 227 354 508 681 (p 867 psf 997 05) - .- 24'-0" (288°) PRESTRESSED -- N.R. NR — NH NR _ NR NR NR NR 24 -0 (9$8 )PRESTRESSED N.R. 91 33 24 0" (28$ j PRESTRESSED 124 175 287 r 341 , 476 ,0 491 ,a 566 ,o 12s 2 0 450 s54 884 222 124 200 316 450 600 m 756 (,2) 875 pz) _17to92 (#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR ' SEE NOTE 18 (#} THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS CR40 FIELD ADDED REBAR. TOR GR40 FIELD ADDED REBAR. - ALL VALUES TAKEN FROM "SAFE LOAD TABLES" by "CASCRETE, JUNE 2003 EDrE0N - - PRECAST PRODUCTS BY OTHERS TO MEET or EXCEED VALUES STATED ABOVE - - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURERS SPECIFICATIONS - - PROVIDE MINIMUM 4" of BEARING PAST EACH SIDE of WINDOW OPENING - 2 4 3'-0" 3'-a" SPLICE AT MID- PAN MEMBERS (6'L) � -- 2'-a" _ � +1 /4" 3 lo —VER_---- SIDE -A SIDE -B 4f i ) nn "ut ',!"IT"Vi' „ (2) ' -r r-Ui GHr 8 vv X X va rW/ lZ) 3/4' iHRU-Bv�TS CAP 12"L X 7"W W/ (3) 3/4" X 7" L "NELSON STUDS" TYPICAL CAP /2,, i P W,� ALT .RECESS — R CESS l 0 1 t o I� TYPICAL BASE PL >� -. (4) ANCHORS o 1L" 2 T35/T4/W46 (3) ANCHORS w/ CORNER coL "T" COLUMN PER PLAN ALT. RECESS GROG r z *L �1i .STL. PLATE + TYPICAL BASE TYP. COLUMN . 4" X 4" X 1/4"T TUBE STEEL TYP., FILLED SOLID T 7" GIRDER BEARINGS V P. A LATE : 1 _T S TEES FOR ALL TYP. SEAT PLATE / TYP. BASE PLATE : SIZE ABV. " 3/4"T STEEL TYP. W'/ 7/8" HOLES FOR 3/4" WEDGE ANCHCRS TYP, W/ 4" EMB. at BA.LC. SLABS VER. RECESS REQ.) and 6" EMB. TYP. ALL OTHER, U.N.G. PROVIDE RECESS FOR FLAT BRG. SURFACE AS REQUIRED; STEEL COLUMN DETAIL .ALL STEEL TO BE '/4", ASTM A36 UNLESS NOTED OTHERWISE - PROVIDE 13/16 HOLES FOR AI_L BOLTS AS REQUIRED - - PAINT FINAL ASSEMBLY - CONTRACTOR TO VERIFY FIT - TRUSS CO. TO PROVIDE ADD'T VERT. FOR BOLTS AS REO. - i�E - ASSUMES 5 1/2"11 BOTTOM CHORD (ADJUST ACCORDINGLY) - ALL WEDGE ANCHORS to BE STAINLESS STEEL - C) h 0 ._a VER. a 5" wry FRONT HANGER to MASONRY SIDE TOP : (6) - WEDGE ANCHORS GIRDER to HANGER (3) - THRU-BOLTS °. / - T O-P l � 5" FRONT SIDE (�4) r HANGER to MASONRY 4 _ WED GE ANCHORS GIRD to HANGER ER 2 - THRU-BOLTS 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 UNLESS NOTED OTHERWISE - _ALL 13/16" Dia. HOLES FOR ALL BOLTS AS REQUIRED - - PAINT FINAL ASSEMBLY - - CONTRACTOR TO VERIFY FIT - - FIELD VERIFY ALL CONDITIONS PRIOR TO FABRICATION - ALL 'STEEL FOR SPE CAE CONNECTIONS TO BE GALVANIZED � M I S C E L L A N E O U S -_= 10 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) 77STRO CSACK" DETAIL N. S. SB - "STRONGBACK" SPEC. ABOVE IS TO BE INSTALLED IN ABSENCE of REQUIREMENTS FROM THE TRUSS MANUF. CO. - "STRONGBACKS" TO BE LOCATED MIN. 8 FT. O.C. THROUGH FLOOR -TRUSS SPAN. - ADD 2 X 4 "X" - BRACE EVERY 20 FT. LENGTH. TRUSS BELOW PERPENDICULAR G 10 TOP/BOTTOM PI ATE : 2 X 6 SYP # 2 W/ (3) 10D NAILS TO BLOCKING or TRUSS ABOVE & BELOW TYPICAL (ALT, 10D NAILS TRUSS/GIRDER_ ALONG TRUSS 6" O.C.) �2 WALL : 2 X 6 SYP # 2 STUDS 16" O.C. 5 W/ (3) 10D TOL-NAILS TO TOP/BOT, OUT PLATE TYPICAL 6 3 T SHEATHING : APPLY TO OUTSIDE PER FASTENER SCHEDULE" ON SHEET "SD1" ® BLOCKING : 2 X 4 SYP # 2 at 24" G.C. W/ (3) 10D TOF-NAILS (2/1 PER SIDE) AT EA. END TO TRUSS �I MASONRY WALL NAILER 1 : 2 X 4 SYP # 2 W/ (3) 10D TRUSS BELOW NAILS AT TRUSS TOP/BOT. CHORD & EA. PARALLEL P L A N WEB IN BETWEEN NAILER 2 : 2 X 4 SYP # 2 P.T. W/ 1/4" 1) TAPCONS W% 2" EMBED 12" O.C. TO MASONRY I I -FILL FRAME WALL N. T. SEE PLAN FOR EXACT LOCATIONS - (BUSS OUT REV S OHSa SHEET DATA- MODEL: 6511 COMMUNITY: RIVERBEND LOT #: 23 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 07-07-16 SHEET DESCR PT Of TRUCTHRAE NOTES, SC° SCHEDULE'___') 99 99 G DETA S ELF G D GARAGE; LEFT B R E N N A N ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATAN, FLORIDA 33432 (561) 392-3-48 E.B. # 7686 P.E. #E 72387 SHEET JUL 1 1 1 E.B. # 7686 P,E° 72387 WALL SECTIONS ROOF : BY OTHERS OVER, 5/8" TRUSSES : APP. ENGINEERED WOOD 12 C.D.X. PLYWOOD (SEE ARCH. PLANS) of 24" 0 C. ALL TRUSS BRACING SLOPE - ' TO BE PLACED AS SHOWN ON TRUSS *TRUSS TO BOND -BEAM : PER ELEV.;= ENGINEERING (S--F ROOF LAYOUTS FOR TRUSS OVERHANG TYPE, CANT or STD.) MOISTURE BARRIER : AS PART of TRUSS ANCHOR W/ ALT. 30 # FELT PAPER A ROOF &MASONRY ' / BRACING : PER DIE. 39 AS BETWEEN -TRUSS - INDICATED ON ROOF PLAN T. of BEAM, B. of TRUSS FASCIA : PER ARCH. PLANS, "1313-1" : TYP. at TOP of 1ST or 2ND FLR, MASONRY W/ 3 - 121) GUN -NAILS to. WALLS SUPPORTING ROOF TRUSSES to BE 8" X 16" EACH TRUSS - " LINTEL BLOCK COURSE/S W/ STEEL IN POURED CONCRETE, U.N.O. (SEE BEAM SCHEDULE) o SOFFIT : PER ARCH. PLANS O.H. PER 1� 1 7 FILE V's I I II I ALT. DROP LINTELS OVER OPENINGS W/ T. of WINDOWS PER ELEVATIONS "STEEL PER PLAN I EXT. WALL DECORATIVE CEMENTITIOUS / FINISH OVR, 8" X 16" C.M.U. W/ # 5 BARS FLOOR : GYPCRETE DECK OVER 3/4" o o IN FILLED CELLS PER "COLUMN SCHED." T & G C.D.X. PLYWD OVER FLOOR --TRUSS, ALL FLOOR SHEATHING TO EXTEND MIN. 1/2" z u FROM MASONRY WAIL (TYP.) MOISTURE BARRIER PROV. 3D # FELT 11 12'-9" T. "BB-1 ° PAPER BLEW. ROOF-TRS & MASONRY I ' II of - - - - II z o z z 12'-1" T. of "BB-1'I — — — — — — — — — — — — — — —{ d O "BB4, (PERPENDICULAR) or "1313-2" (PARALLEL) TYP. of T. of 1ST. FLR. MASONRY WALLS SUP- o PORTING FLR. TRUSSES to BE (1) or (2) 8" X 16" -- _ - - - - - - _ LINTEL BLOCK COURSE/S W/ STEEL IN POURED 1wlcu PARALLEL CONCRETE, U.N.O. (SEE BEAM SCHEDULE) '' 1 O cc T. of WINDOWS PER ELEVATIONS SILLS : 8" X 8" BOND -BEAM or POURED CONC. W 1 5 BAR EMBED 4" INTO POURED CELLS AT EA. SIDE. FOR SPANS GREATER THAN 6'-0", PRO'd. # 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 BARS IN FILLED CELLS PER "COLUMN SCHED." RECESS : 1 1/2" TYP. AROUND EXTERIOR PERIMETER WALL 4" MIN., GRADE to T. of SLAB FIN. GRADE =1 11=1 11=1 I 1=1 12" MIN., GRADE 17—%—III—III—III- to B. of FTG. -III III III -I ALL 1. "I 3 1 ALT. DROP i o I' ,• II cc LINTELS OVER r� OPENINGS W/ z �I - - I IF STEEL / PLAN 73 �I �I k FOOTINGS : SEE FOOTING SCHEDULE u (FOUNDATION PLAN) FOR SIZE & STL F'E0. 1 Ik I Ik P SLAB : SEE FOUNDATION PLAN FOR EXACT o SIZE AND STEEL OVER APPROVED VAPOR It BARRIER OVER WELL COMPACTED POISONED " (SEE FOUNDATION PLAN for ANY ADD' STL.) ' '1•' II $' T. of SLAB 1.... _-rF F-=rFM= t 1-STORY .» ' ' I �I 11-1 I i-1 I-1-1-111- c2-STORY I r II 111-III-III, ,I I' „W» SECT10 CIE - REFER TO "TRUSS ANCHOR SCHEDULE" on "FLOOR/ROOF LAYOUT" PLAN" - - NAIL ALL SHEATHING PER "FASTENER SCHEDULE" ON SHEET "SD1" - SEE ARCHITECTURAL PLANS FOR ALL OTHER INFO - N. T. S. /"NAII- DBL. TOP PLATE TOGETHER W/ 10D GUN-NAII-S 1-STORY TRUSS to 2ND AT 12" O.C. W/ 48" LAPS W/ (12) 10D GUN -NAILS a �-- ' FLOOR - -- HEADER WALL to MSNRY ALT. HI - � �_ T. of WALL =ADER �1 f 24"_ a a 10 TRS/JOIST to WALL : Is � %// 24" O.C., SEE ROOFHEADER a ( _ DBL. PL. w/ ROOF LAYOUT FOR -PER PLAN P 2 jg ANCHOR SPEC TD Wy,: C)3 TOP PL. to WALL : 5 " PER PLAN 2 - 2 X S.Y.P. # 2 Wj v 9 �J / 12 ALT. DROPPED ALT. FRAME DOWN C U. "SPT' W 3 - 10D S. P. N HN- 12 _ NAILS EA.. SIDE TYP. (6 TOT.) � z HEADER 3ELO+x HEADER STUD to STEE_ COL O WALL Z X S Y P # 2 STUDS TRUSS �1 FOR ROOF TRUSSES SPANNING UP TO 10'-0"1- USP "HGAM10" TO T. of BEAM W/ (4) WS15 SCREWS TO TRUSS W/ (4) 1/4" X 1 1/4" "WEDGE -BOLTS" (TAPCONS) TO T. of MASONRY FOR ROOF TRUSSES SPANNING 10'-0" TO 30'-0"L ADD USP "HTWM20" W/ (4) 1/4" X 1 3/4"L POWERS WEDGE-B01-TS", or TAPCONS TO MASONRY W/ (8) 10D X 1 1/2" NAILS TO TRUSS MISSED ROOF TRUSS STRAP EXT SLAB PROVIDE SAME STEEL IN CORRECT LOCATION PER PLAN & EPDXY W/ EMBED PER STEEL SIZE ABOVE -XP" 2-PART EPDXY, USE SIMPSON "SET INSTALLED PER MANUFACTURER'S SPECS MISSED DOWEL - NO MULTIPLE QUANTITY RESTRICTIONS ( - NO MULTIPLE QUANTITY RESTRICTIONS - ANY MISSED GIRDERS ANCHORS TO BE ADDRESSED SEPARATELY ON A CASE BY CASE BASIS TYP. REPAIR DETAILS ✓ 6„ "'HALL 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 _41__ ---- REQUIRED W/ (2) ROWS OF 10D NAILS at 12" O.C. I`�H NAILER TO STEEL : 2 X S.Y.P. # 2 W/ �r .177" X 11/2" EMB. "P.A.F." (PINS) at- 16" O.C. or 1/4" X 2 3/4" SELF -TAPPING Irr ii k; SCREWS �r� - I I ll F=--_a L= — STEEL COLUMN PA --OUT �CNRY 'WALL _ER (3) 2 X S.Y.P. # 2 AT CMU) W/ 1/4" X LG TAPCONS AT 8" O.C. EXl MASONRY WALL 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/ 10d NAILS at 6" O.C. AS SHOWN -WOOD STUDS 1 (2) 2 x 8 S. `r F 4 2 ". Cd "I r LS at .�. EXT ! INT ,% wooD STUDS : (6) 2 x 6 EXT INT WOOD STUDS 2 : (4) 2 x 6 S.Y.P, # 2 Wj 10d NAILS S.Y.P. # 2 W/ 10d NAILS at 6" O.C. AS SHOWN _ it 6' O.C. AS SHOWN _j _< r �I WOOD WALL : SEE PLAN FOR WIDTH WOOD TO MASONRY 5„ ;HALL A. WOOD WALL : SEE PLAN FOR WIDTH WOOD TO WOOD -�, CORNER WALL CONNECTION TAILS n N. T. S. CONC. BEAM STL. CORNER BAR BOND -BEAM STL. CORNER CAR LAP OUT STL. ONLY LAP - IL ;L. e - CROSS INSIDE STL. .1 T._of BM Q T. of BM I Q - - - �, - U =-r-r ADD W/ ALT. f 11D-STEEL I i___i I ADD W/ DBL. BOND -BEAM I .I .►rn-renni P L n KI M r-WA 10N P 1 A N CONCRETE BEAM 130 N D- B E A M 1 1 TYP. MA NRY CORNER - - LAP ALL STEEL PER MIN. REQUIREMENTS AS P' 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.) iIE�IEADD'T PAD -OUT : (1) ADD'T 2X S.Y.P. # 2 ALLOWED TO DETAILS BELOW W/ (2) ROWS OF 'CID 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 2 X S.Y.P. # 2 P.T. NAILER Wj 8D NAILS at 6" O.C. .177" X 1/2" EMB. "P.A.F." (PINS) OR AS REQUIRED at 16" U.C. to STL. COLUMN' or 1/4' 2 x S.Y.P. # 2 BUCK X 2 3/4" SELF -TAPPING SCREWS d1OD NAILS at 6" O.C. - STEEL COLUMN NAILER - Op - FRAME WALL BUCK - OBPADOUT: MIN. 1 X 6 or'' X 67 P.T. MATERIAL AS REQ. EXTERIOR DOOR "PAD -OUT" to MASONRY 1/4" X 2" EMB. TAPCONS 2X JAMB WIDTH at 12" O.C. STAGGERED P.T. BUCK BUCK to 2 X 8 P.T. (STAGGER NLS.) DOOR - 2 X- 10D NAILS at 10 c.G. I 1 X - 8D NAILS at 10, 0-C• MASONRY WALL and COLUMN PER PLAN s WINDOW / S.G.D. 1 X 4 -P.T. BUC< - WINDOW / S.G.D WINDOv`�`DOI UC4, , L. 20 - THIS DIAGRAM IS A GENERAL DEPICTION of BUCKS AS T. S. SPECIFIED. VERIFY EXACT LOCATION of BUCKS PER MANUFACTURERS REQUIREMENTS. (SEE ARCHITECTURALS) CIE SEE °FASTENER SCHEDULE" on SHEET SD1 - BUCK to MASONRY ANCHOR - COIL NAILS or "C.M.S." ANCHORS PER FASTENER SCHEDULE ON SHEET SDI - WINDOW /S.G.D. FRAME ANCHOR - ANCHOR THRU BUCK TO MASONRY W C.M.S. CONCRETE/MASONRY SCREW) ANCHORS SEE WINDOW MANUFACTURERS SPECIFICATIONS FOR TAPCONS SIZE and SPACING FOR ASSEMBLIES TO MEET DESIGN PRESSURES AS STATED ON ARCHITECTURAL PLANS. - DOOR FRAME ANCHOR -PER MANUFACTURERS SPECS. PER PLAN at 16" O.C., U.N.U. /®•177' X 2'- HILT PINS / (PA') at 24" O.C, -- Q i ALT. srL. COLUMN GYPCRETE DECK OVER. ( SEE DETAIL "IF" 10R WALL CONNECTIONS AT ROOF TYP. NAILER : CON'T 2 X 4 S.Y.P. # 2 4 STUD to MASONRY : ` ( 3/4° C.D.X. T & C PLYWD j 2 X P.T. W/ 1/4" X - r - i = T. of BM - PER PLAN W� (3) 10D NAILS TO EA. STUD g s� 4 II i 2" EMB. TAPCONS 3B---,. ( - ° -- 1g at 12" O.C. TYP. 16 NLs - WALL STUDS HN4 WALL : 2 X S.Y.P. # 2 STUDS 17 1$ 6„ n " n / // 1 _ _____ __ ____ TT __ __ __ f ---- BE ofPFLOOR6'TRLISSCBRGT FROM GYPCRETE DECK AVER. Ni a n " " 6 °SYSTEM 42' "SYSTEM 42" 1' 4" - - - �� r 3 4' C D.X. T & G PLYWD 9 9 a o TOP CHORD BRG. TOP CHORD BRG. W -=- --- PFR PLA rr .__,,.,- -- — T, f — POOR FLOOR TRUSS - • • FLOOR TRUSS RUUF WALL t0 WALL U.S.P. "SPT" W/ o ---- fi - - BY OTHERS SEE PLAIN BY OTHERS 'TRUSS (6) 10D X 1.5"L NAILS (3/SIDE) 5 BOT. FL. to GDR./RIBBON : 2 X S.Y.P. # 2 �_ FOR BEAM i 24" O.C. "' 8 10 I W/ 16D NAILS at 8" O.C. TYP. / TYPE 4 - v_ _, C PARALLEL PERPENDICULAR g BOTTOM PL. to WALL: 2 — IOD NAILS FROM 3 PERPENDICULAR i PARALLEL — f-- � TRUSS 4 PLATE to EA. STUD W/U. S. P. "SPT" W/ �' = o I --- - - - --- ~ Z ] i 6 - 10D NAILS EA. SIDE TYP. (6 TOTAL) E_-------- ' ( (lJ. S. P. "SPT" N/A W/ SLOPED TRS/GDR) BLOCKING 1 : 2 X 4 P.T. WOOD BLOCKING, ANCHOR to MASONRY W 1 4 TAPCONS W �\ ,'� Q PER PLAN 1$ — / j j 1 FLOOR ] 2ND FLR STUDS to 1 T FI_R. WAI.1_ 2" EMBED AT MIDDLE OF BLOCK (MIN. 3 PER BLOCK) % 1 _ FLOOR- III A�,CHASE A/C TRUSS II -' - _ -STUDS IN LINE : U. S. P "MSTA48" W/ 7 - 1DD EA. END r TRUSS (I %� CHASE z w TRUSS t0 1ST 2 BLOCKING 2 : 2 X 6 S.Y.P. # 2 AT PLYWOOD SEAMS AT 24" O.C., W/ (2) 1DD r t v r -STUDS NOT IN LINE : U. S. P. "LSTA36' W/ 7 -10D to � � � �„ � I � \ I 2 0 2ND FLR. STUD & 1ST FLR. DBL. TOP PLATE (WRAP) NAILS EA. END WTI 1. T TRUSS SPACE W/ U.S.P. "RTC CLIP PLACED HORIZONTAL FLOOR W/ (4) 8D NAILS EA. END TO NAILER 12 L (2ND FLR STUDS to GIRDER :U. S. P.'LSTA36°W/ 7 - 10D A L'_____ _ `j C, NAILS EA. END TYP. TRUSS to MASONRY : SIMP50N "HU48" Wj (6} 10D NAILS TO TRUSS (3jSIDE) W,/ o ii 3 z (14) 1/4" X 2 3/4"L TITEN 2 9 NOTCHED STUD : MAX. 2" X 2° IN 2 STUDS IN A ROW MAX. / 1 6 PROV. 2 X 4 S.Y.P # 2 STUD TURNED SIDEWAYS ("L" BRACE} ®NAILER 2 X 6 P.T. CON'T WY` 1/2" EXPANSION BOLTS W/ 4" EMBED W/ & ANCHOR FROM "NOTCHED STUD" W 10D NAILS at 8" O.C. WASHERS AT 24" O.C, FLOOR -TRUSS TO DBL. T. PLATE 1 1 / 2-0 U.S.P. "RT5" CLIP W/ 8D NAILS 10 RIBBON : 2 X 4 S.Y.P. # 2 CON'T W/ 3 16D NAILS to EA. TRS. HANGER BEARING EA. END. (FILL ALL HOLES) jL T. S MSNRY ` or SI AB T m B. PLATE to SLAB :1/2" X 6" EMB. WEDGE -ANCHOR 24" O.C. nH BOTTOM C H O R D BRG, ALT. REC.) al W W/ 3 X 3" X 1/4" WSHRS. IN 9/16" HOLE CENTERED. SPACE o b. OB _ 12" FROM EA. CORNER & 6" FROM EA. SIDE OF SPLICES, W1 ROOF AND/OR FLOOR TRUSS (EMB. IS FROM LOWEST SLAB ELEV. at RECESSED AREAS) STUD to B. PLATE w - ---- MIN. 2 16D TOE -NAILS (1/SIDE) 12 FIRESTOP BLOCKING : 2 X S.Y.P. # 2 AS REQUIRED P=R CODE B. PLATE to FLOOR 2ND FLR � 16D NAILS @ 8" O.C. to TRUSS GYPCRETE DECK AVER ALT. B. PLATE to MASONRY WALL 1/4" TAPCONS W/ 3" EMBEDMENT at 6" O.C. (CENTERED) 3/4" cDx & G PLYND - - - - T. of FLOOR 2ND F.F.. -- - - - "C1T" STRAP PER "TRUSS ANCHOR SCHEDULE" ON ROOF/FLOOR LAYOUT W% ( STUD to FLUOR TRUSS U. S. P. WR.FRONDTOP VIEWaRD 1/4" X 3"L TAPCONS at EACH STUD TYPICAL I "MSTA36" W/ 6 - 10D NAILS to STUD & I TRUSS (or 3 to TOP/BOT CHORD (12 TOT.) 14 CORNER : TYp PER . 3 - STUD AS REQ. PLAN I, HEADER :PROVIDE N0. ANCHORS at TOP of WALL OVER HEADER 24° O.C. (MIN. 3) AS SHOWN W/ (1) - U. S. P. DIAGONAL BRACE LSTA18" STRAP FROM HEADER TO EA. JACK STUD BELOW (MIN, 2 JACK STUDS EA. SIDE of OPNG.) Wj 7 - 10D 2 x 4 S.Y.P. # 2 @ 24" O.C. W/ 3 - 16D NAILS to TOP/BOT. CHORDS @ EA. END T. of 1ST FLR. NAILS EA. END TYP. NAIL STUDS TOGETHER W� 16D at 6" O.C. EA. PLY &END -NAIL to TOP BOT.LATE Wj 2 - 16D.----------- = TIE -BEAM GYPCRETE DECK OVER. (PROVIDE (1) FULL HGT. STUD FOR OPNGS 54 W or LESS and (2) STUDS FOR OPNGS 55 W and GREATER) 3/4 cox T & G PLYWD 4 DBL "SYSTEM 24' (FLAT TRUSS) to MASONRY 5b ALT. DROPPED HEADER : PROVIDE N0. ANCHORS PER ABOVE TO EACH CRIPPLE STUD 16' O.C. W/ (2) U. S. P."HTA20" MIN. at 18 O.C. W/ 6 - 10D U. S. P. "R15" CLIPS to HEADER (MAY BE PLACED ON INSIDE & OUTSIDE or BOI-H PLACED ON INSIDE or OUTSIDE) NAILS (or 3 to TOP/BOT. CHORD) AT 11 T. of BEAM _ INSIDE of TRUSS 1ST F L R n . ;'< FLOOR TRUSS to WALL/GIRDER 3 - 10D 'SYSTEM 42" ri 16 SILL at OPENING :.3 - 2 X 4 S.Y.P. # 2 NAILED TOGETHER Wj 16D NAILS of 6" O.C. STAGGEREH EA. FACE TOP CHORD BRG. W/ 2 - 16D END -NAILS FROM 1ST JACK STUD to EA. SILL PLATE P A R A L L E L TOE -NAILS (2/1 PER SIDE) or 2 - 16D NAILS FLOOR TRuss "sysTEM 42" - STUD to FLOOR TRUSS - THRU TOP of BOTTOM CHORD, U.N.C. BY OTHERS SEE PLAN Top CHORD BRG. I] SILL PLATE ANCHOR at OPNG.:16D NAILS at 4" O.C. THRU-OUT OPNG. & MIN. 36" PAST EA. SIDE TYP, 1 FLOOR TRII'S U. S. P. M.�TA36" W/ 6 - 10D NAILS to / I \ FOP. BEAM OTHERS (NO BOTTOM > SPLICE ALLOWED FOR 36" PAST EA. SIDE of OPNG. TYP.) / SPEC 3 Bt� EACH STUD and 3 - lOD to TOP & DOT.2 BOT, OF DBL. TOP > AND SILL > to WALL : - 1$ MISC ANCHOR : (FLOOR TRUSS CRIPPLE STUD) - 3 - 10D TOE -NAILS RIBBON (12 TOTAL) 2ND FLR 2 g END -NAIL W/ 2-16D - 1g SHEATHING : AT 2ND FLOOR, NAIL to ALL "RIBBONS" W/ 8D @ 3" O.C. TYP. STUD to B. PLATE SEE "FASTENER SCHEDULE" ON SHEET "SD1" FOR ALL OTHER NAILING REQ. MIN. 2 - 16D TOF_-NAILS (1/SIDE) y PERPENDICULAR PARALLEL s — L _ 2ND ,FF.F. 1 4 B. PLATE to SLAB A45" X 1 lit EMB. HILTI 20 SHEATHING : AT 1ST FLOOR PER PLAN AS ONLY REQUIRED PER "SHEARWALL" DETAIL ABOVE B. PLATE to FLOOR : 70 DX" P.A. F.S. at 16" O.C., 6" FROM ENDS/SPLICES BLOCKING 1 : 2 X 4 P.T. IN/ 1/4" TAPCONS W/ o 16D NAILS @ 8" O.C. to RIBBON FLOOR TRUSS LDu \, BY OTHERS 1.5" EMBED 8" O.C. (MIN. 3 PER BLOCK) ON -D UPLIFT FLOOR TRUSS BRG. F R A M E B E A R I N G W A L L TOP & HOT. RIBBON to TRUSS --- -o�� C��FOL � NAILER : 2 X 6 P.T. CON'T W/ 1/'2" EXPANSION 2 u C 4" 5 - �� m LOW -7F (AT LEFT) WITH ALT. ANCHORS ABOVE o SEE PLAN FOR WALL SIZE TO APPLY ABOVE x 6 S.Y.P. 4 2 CON'T J, u ( �'m BOLTS W/ 4" EMBED W/ WASHER AT 24" O.C, NAILS TO EA. FL-OOR TRUSS WALL SECTION ---------- SYSTEM - T of 1ST FLR, BLOCKING 2 : 2 X 6 S.Y.P # 2 AT PLYWOOD - - - SEAMS AT 24" O.C., W/ (2) 1 OD NAILS EA. END "42" TRUSS to MASONRY : - TIE -BEAM (2) - U S P "HTA16"MIN W/ 8 - 10D SHEATHING . RUN 5/8" EXTERIOR PLYWOOD W/I 1ST TRUSS SPACE W/ U.S.P. "RT5" CLIP SEE "TRUSS ANCHOR SCHEDULE" ON PLANS FOR ALL OTHER ANCHOR SPECS. 2�p - SHEATHING :NAIL to ALL "RIBBONS" W/ 8D at 3" O.C. TYP. 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 NAILS PER EA. STRAP to TRUSS (1/SIDE) 1 S T F L R ii SHEATHING CONTINUOUS to FOUNDATION on (1) PLACED HORIZONTAL W/ (4) 8D NAILS EA. END PERPENDICULAR " FACE of WALL W/ 8D NAILS at 6" O.C. EDGES TO NAILER � and FIELD. BLOCK and NAIL ALL SEAMS 0 FLOOR -TRUSS TO MASONRY : U.S.P. "HTA12" W/ MASONRY R E A R I N G S H E A R W A L L (8) 10D X 1.51 NAILS (FILL ALL HOLES) l- TOP CHORD BEARING SEE PLAN FOR WALL SIZE TO APPLY ABOVE S FOLLOW D-7F (AT LEFT) W/ ADD'T ITEM 19 AS NOTED ALL OTHER SPECIFICATIONS TO REMAIN THE SAME 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 fGA ,1 . RAGE DOOR CPNG. k MASONRY WALL - MASONRY COLUMN (C.B.S. OR "0" BLK) A :NIE "BUCK" DTL. REINF. TO BE CON'T FROM FTG. TO TIE BEAM W/ ALL N. T. S. i-.r °ACI" DETAILS & DEVELOPMENT LENGTHS ADHERED 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" o DOWEL STEEL in CONCRETE T. OF BEAM BB-2 STL. _ FILLED CELL CONTINUOUS AS REQ 11 HOOKED INTO BEAM."s "BB-1>' ka - STEEL = I i1 TIE -BEAM STEP DOWN Ia J a _j --- _- o-- 1:� STEEL "BB-2" STL. AS REQ. 11 t �__ _ AS REQ. ,( al , 30" ' YP. STEEL LOCATION LOWER BOND -BEAM STEEL CON'T IN CONCRETE FILLED "LINTEL BLOCK/S" TYP. BOND -REAM 'TER � � -SEE FLOOR/ROOF L.O. FOR ALL STEPS IN BOND -BEAMS - N. T. 5. - SEE PLAN FOR EXACT BOND-BEA,M 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 B EXTEND BARS MIN. to MIDDLE of OVERALL BEAM HGT. TYP. C : FOR SINGLE ARCH, DIAGONAL BARS REQUIRED WHERE "C" EXCEEDS 16" D : EXTEND BARS PAST VERTICA'. DOWELS at SIDES TYP. E 4" MIN. to VERIFY W/ WINDOW MAUNFACTURER F : FOR MULTIPLE WINDOWS (2 or MORE) DIAGONAL STEEL REQ. AS SHOWN CROSS W/ �, CROSS Wj MAIM T m III T n IvI IJIL , ARCH ,;r--�., °,,,�.... .';I.• m = =m -' ; MI'�I nlR.CHa- i II ��„ b r D„ a� II i i i I 5T_. COL MULTIPLE MSNRY WALL MSNRY WALL SINGLE STL. COL. �M1 MASONRY - VERIFY ALL CONDITIONS IN FIELD - *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 &REAR FOR ARCHWAYS GRTR. THAN 8"W) ALT. TOP PL. to TRUSS :2 X 6 S.YP. # 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. 1/2 CIRCLE z = BLOCKING : M, N. 2 X 4 S.''.P. a SPACE' nc a 6' A.PAR-. ANCHOR to SHE -HI`1G W/ �t o 3 - 107 NAILS EA. SIDE L_"' L/I/ iIESIDES- 2 X 8 P.T. W/ 145" X'1 1/2"I Li oz o `f1B. P.A.F. (PINS) at 6" O.C. t"'/ ALT. Ln 3/16 ,. 1 1/2" EMB. "C.M.S." ANC. at 12" D.C. (MIN. .)� * -OF - 2 X 8 P.T. W/ 3/16" X ' 1,i2" EMB. G ' ANC. at 8" O.C. TYP. at EYEBROW & 1/2 IR.I 140- REQ. at G.A AGE O.H. DOORS or OPEN ' '< - --EYEBROW ------ I, ALT. 2 X 6/8 BLKC W/ 3 - IOD NAILS,iBLK,•`SIDEi l —ALT. 1/2" WEDGE ANCHOR W/ 4" EMB. (1/SUE)— (SEE WINDOW BUCK DTL. FOR TYP. BUCKS)y WINDOW OPNG, UP TO 6'-4" DENG Ni5'LENGTH REQ. for GAR. O.H. DOORS or OPEN 'LANAI/PATIO" ARCHWAYS F R A M E - ARCHWAYS ABOVE ASSUMED TO BE 8"W, aid INCREASE LUMB P SIZF ACCORDINGLY FOR 12" WIDE ARCHES * - USE 2 - 2 X 6 MATERIAL FOR 16"W .ARCHES - ATTACH WIRE LAM & 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 TOP VIEW 12" MIN. 8"-10" T. of BEAM tw� PROVIDE SLOT/S FOR STEEL & GROUT . TO POUR THROUGH I cV I 1 I a I i I LINTEL PER PLAN _ za ' PROVIDE 1 # 4 BAR HORIZ. TYP. _ - PROVIDE 4 X 4 HOLE TO ALLOW GROUT \ ` _ TO HOW THROUGH (TYP. EA. SIDE) 4„ PROVIDE 1 # 4 DIAGONAL BAR EA. SIDE 4» FOR ARCHWAYS > 12"H L INT E L - APPLICATION IS FOR ARCHWAYS UP TOP 16"W - - DO NOT CUT I_INTFL STEEL - P. ARCH OPENINGS 31 — VERIFY ALL CONDITIONS IN FIELD — N. BOTTOM CHORD C'r- PRE-FAB TRUSSES @ 24" O.C., TYP. (SHOWN IN PLAN VIEW) — 5A L LATERAL BRACE 1 x 4 S.Y.P. # 2, FASTEN TO TOP of EA. TRUSS BUT. CHORD W/ 3 - IOD NAILS TYP. Ir 10'-0" MAX. / 20'-0" MAX. / o TYP. �G L ALT. HN4 o "W" BRACE ; 2 x 4 S.Y. P. # 2, '� PER PLAN FASTEN TO TOP of EA. TRUSS BOT. !l _ o CHORD W/ 3 - 10D NAILS TYP. (PROVIDE AT 20' INTERVALS) 45 CATS : 2 x 6 S.Y.P. # 2 (FLAT) CATS of 24" O.C. W/ (4) 1/4" G TAPCONS to BEAM Wj 3 - 16D NAILS NAILS FROM EA. TRUSS TYP. (USE ALT. "Al" ANCHOR at 24" O.C. FOR TRUSS THAT RUNS ON TOP of WALL) DIAGONAL BRACE : 2 x 4 S.Y.P. # 2 at 24" O.C., at 45 DEG., FASTEN D TO TOP of EA. TRUSS BOT. CHORD W/ 3 - 16D NAILS, EXTEND to 2ND TRUSS OVER INTERIOR WALL (SEE PLAN FOR TYP. LOCATIONS at PATIOS) - SEE ROOF LAYOUT FOR TYP. LOCATIONS - DROP "V-SET" TRUSS for OUTLOOKER =t _-----__--__ -- --- X 6 CUT OOKFR N. T. S. OUTLOOKER MIN, 2 X 6 S.Y.P. # 2 at 24" O.C. W/ 3 - 10D TOE -NAILS to 1ST FASCIA SEE DETAIL 1 TRUSS IN, W/ U.S.P. MP34-" W/ 4 - 8D NAILS to TRUSS & OUTI OOKER (2 LOC.) "OUTLOOKER" to BEAM . U. S. P. BLOCKING : 2 x 4 P.T. BETW. "HTA16" Wj 5 - 10D x 1 1/2" .ALL "OUTLOOKERS" W/ 2 - 16D NAILS EA. ANCHOR TYP: \NAILS EA. END. TYP. J = r -- ------------- -2 6OUTLOOKER 'J - BLOCKINC : 2 X 4 S.Y.P. # 2 at ROOF 8" 11 SHTG. PANEL JOINTS (2ND TRUSS IN), TYP. FASTEN TO TIRU`;S TOP CHORD W/ 3 - 10D TOE -NAILS RAKE BEAM PER LAT. BRACE / RAT -RUNS : PER DTL 39 DETAIL "m" BELOW (CFF ROOF L.O. FOR LOCATIONS) ,a, I --------- _ I --- ---- 2 x 4 S.P. # 2 NAILER :RUN CON'T ALONG BOT. CHORD LINE, ANCHOR TO MASONRY W/ 1/4" x 2" EMB. IAPCONS @ 24" O.C. TYPICAL ROOF OVERHANG 2A MPX p R ' AVOUYF�' `aG' OUTLOOKER TO DBL TOP PLATE U� NENP /— USP "RT15" W/ (4) 8D NAILS EA. END STUD TO TOP PLATE/HEADER USP "RT8A" Wj 8D NAILS (FILL ALL HOLES) REV S ONS; SHEET DATA; MODEL: 6�11 COMMUNITY: RIVERBEND LOT #: 23 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 07-07-16 SHEET DESCR PT N- WALL SECTO S � TYP CAL DETAILS ELEVAT OR. D TYPICAL HEADER - - GARAGE, LEFT (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 R"'N 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, 71FD TO ONE SIDE OF BEAM STEEL, TYP. -ILL ALL MASONRY S,)! ID to 1 RAKE BEAM ABV, OPENING TYP. # 5 DOWELS FROM y -30" x 30" CORNER BAR, PRECAST to RAKE BEAM 1 TIE TO RAKE BEAM and TIE -BEAM STEEL TYP. Zte A' -LOW +/- 2" BELOW -TRUSS TOP CHORD, VER. 2 Wit! T SFD. or RSD.` HEEL • -. 1 Sri 1 TOP of STD. i 1 TIE BEAM I 1 717 _ MAX. 4'-8" -- j OVER O"rNG. 1 I LINTEL or POURED CONC. BEAM PER PLAN 1 I I 1 TYP. FILLED CELLS FROM FOUNDATION 11 {- 1 TO RAKE BEAM PER PLAN 1 I WALL OPENING NO STFF.I. REQ, OVER OPENINGS ILESS THAN 6' WIDE IF GRTR THAN 6' PROV1 AT PEAK & 4'-B" O.C. MAX. (OTHERWISE RUN STFft COWT FROM LOWER WALL PER PLAN) MASONRY RAKE - FILLISM ALL MASONRY SOLID ABOVE ANY OPENING TYP. - NO INTERMEDIATE BOND BEAM SHALL BE REQUIRED ALO��G RAKE WALL, U.N.O. SEE "ROOF OVERHANG" ABOVE FOR ALL OTHER REQ, 45 "'ABLE - END DETAIL _ WITH - SEE "F 0 O.H., LADDER and NAILER SPEC N/A - N. T. S. - FILL AASTENER SCHEDULE" (SHEET "SD1") FOR ALL NAILING SPECS - 1L MASONRY SOLID ABOVE ANY OPENING TYP. B R E N N A N ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561' 392-3748 E. B. 7686 P.E. # 72387 SHEE-I dez j 4 E.B. # 708`\.- P1- 12387 14' All 1dt R" DATE C" _ i d o, o •- without previous written = e o _ W approval from an A-1 Roof o — - - — -- Trusses representative. REVIEWED BY a o HATCH LEGEND S n V a= 3 p PLAN DATE ARCH: 03 j 15/2016 STRUCT: 05/ 16/2016 N CUSTOMER CALATLANTIC HOMES 42 _ TOE @ 101 8 C3 JON j JOB NAME RIVERBEND H i N C O — -a - .— TOE @ 12'1' 25, a LOCATION MARTIN -a y $CD .CD as TOE 21 8 LQT # C: NTY RI ERDENDI LOT 23 � v d a O N a — -g O a 6.7 _.___ BLDG _ BLDG o 3 o -a as •� o •3 0 TYPE CD C3 ^' 79 JOB 65019 MASTER o a e ,� o c o DRAWN SCALE o o -a E: IRST FLOOR FRAMING PL Digitally signed by AnthonyT. /� o c a DATE 05i/2016 -a •� }� { y Ai IthonY Tombo,lll s i DN: c=US, st=Florida, I=Fort MCA N T s3— DIlv1ENSIONS TO I Z ERIOR BEARING WALLS ARE TO C/L Pierce, o=Whole House ,_ as CL'Ii Engineering, I + N 3 `o g _4z yk T. Tam b o ,_ 64 Tombo, III, �- d as o o ;_ •. email=Anthony.Tombo@whe �;i = : Z.o °*�� • z ngine@Fing.net M 4�` �.* �® T-k Date: o NLJq a m b16.06.0915:38:40 a o �+ N +e'"► nr #'-04'001 c w o o e Z a AREACALC_ «� — ? . ;:.. , _.. a�x , a ' o� rn _ .. .- FLOOR _-_.._.: �, 1786.63 ft2_s .> - A=1 R ROOF o 4807.86 itz mm _ o e ..................FASCIA TRUSS�- . . .. . .......... . .... 560.69 ,t a .................... a HIP LINE P 218.03 ft _.............. o t VALLEY LINE 150.14 ft is ' _ .� a ........_..._..._._........._._. � SHEETING AREA Ph 772-409-1010 1 Fax 772-409-1015 —_ h VALLEY TRUSSES AND = as u p O h ttC Ilwww. a 1 truss. coo � +/� WASTE MATERIAL NET INCLUDED YT1 G.' ��.. `., Ba;'.A2 { +C>C'v C} ! .. BLDR TO VERIFY CALEULATIONS f_ ' a