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HomeMy WebLinkAboutBUILDING PLAN PAGE 30-374" TO SELUER 34 DFU Ill 2" VTR 2' VTR STCK U1/D 2" LD i LAV 2 we BATH s°I aV lllGi U, 3 2° 2" VTR J;l i i 3" VTR i i i TU5 3 2" VTR J i i i i i i 2" VTR ;i • PWDR. LAV MASTER pN ! BATH 2" 2" VTR Dl F 3 3" 2" VTR 2" LAUNDRY N.T.5. KS V V 2 LAV BATH 1 3 SHwR. I I VACUUM RELIEF VALVE CRATE VALVE v (TYP.) = cui H4EAT TRAP - - - "-- I I EXPANSION TANK I I TEMP 6 PRESS. RELIEF I VALVE- A.S.ME. ROUTE ROUTE PIPING TO FULL SIZE TO DRAIN ON GRADE DDRAINRAINS PAN. —DISCI4ARGE SHALL 5E INSTALLED IN A MANNER THAT DOES NOT CAUSE PERSONAL INJURY TO OCCUPANTS IN THE IMMEDIATE AREA OR STRUCTURAL DAI" fAG= TO THE 5UILDING. TEMP. CONTROL VALVE DETAIL N.T.5. PLUMBING SECOND FLOOR PLAN ELEVATION "A„ SCALE: 1/4" = I'-0" G/ Design ro u ifinc. 1 N. RONALD REAGAN BI LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com A.B. DESIGN GROUP DRAFTING INC. 1191 EAST NEWPORT CENTER DRIVE, SUITE 207 DEERFIELD BEACH, FL 33442 (954)482-0957 OFFICE r SUHDIV. & LOT: RIVERBEND LOT #13 170 MPH EXPOSURE "C" PROJECT# 03303.013 MODEL: ALEXANDRIA 6512 ELEVATION A GARAGE SWING: LEFT PAGE: PLUMBING SECOND FLOO PLAN 170 MPH EXPOSURE Cl ARCHITECT STATE OF FLORIDA 7 PRINT DATE: SCALE: AS NOTED SHEET NO: P2 SUHDIV. & LOT: RIVERBEND LOT #13 170 MPH EXPOSURE "C" PROJECT# 03303.013 MODEL: ALEXANDRIA 6512 ELEVATION A GARAGE SWING: LEFT PAGE: PLUMBING SECOND FLOO PLAN 170 MPH EXPOSURE Cl ARCHITECT STATE OF FLORIDA 7 PRINT DATE: SCALE: AS NOTED SHEET NO: P2 CEILING SUPPLY i AIR DUCT STRUCTURE ___._ __._ _ y WATER SENSOR SWITCH ATTACHED REF. AHU TO SECONDARY DRAIN OF AHU. LINES SF44SOR SWITCH IS WIRED INTO -SYSTEM CIRCUIT TO SHUT SYSTEM OFF IF ALERTED BY SENSOR, THAT WATER LEVELS ARE HIGH. CONE), �5 RETURN AIR . ..... _, ALUMINUM LINE TRAP METAL STAND T- SWITCH_ TER NSO SER DETAIL 4"MIN, II AHU PROVIDE 4" MIWIUM CLEARACE ON ALL. SIDES OLD ALIU CLOSET INT DIM TO BE 12" WIDER THAN AHU A5 PBR M1905.1.1 IU TIE DOWN T COMPLY WITH BMP CLIP 2X4 "Q', GALV. CLIPS FLA PRODUCT APPX FL14239 C.,, U_AR-OU,,,�IVQ�3ETTAIL ._. rr4z-Cr y-Y i4�7 '7 1 tax;p :3w LOr IL fExib 1 U'' III ' ,r_:] z 1- Rj.. oil T 1 - ._..._..__._._._.._.._.... Z2 REDk hl ll i A(c I A/C 2 AC-1 EQUIPMENT SCHEDULE CARRIER 5 TON C.U. - CA14NA06000G A.H.U. - F84CNP061L HEAT -10 KW TOTAL CAP. - 57,000 ELECT - 208-230-1 BRKR CU- 40 AHU-60 REF. LINES - 718 & 318 S.E.E.R. -14.0 AC-2 EQUIPMENT SCHEDULE CARRIER 4 TON C.U. - CA14NA0480OG A.H.U. - FB4CNP061 L HEAT-10KW TOTAL CAP. - 47,000 ELECT - 208-230-1 BRKR CU- 40 AHU-60 REF. LINES - 314 & 318 S.E.E.R. -14.50 l E AIR CONDITIONING & MECHAN I CAL, Inc. CAC1817665 General Notes 1643 DONNA ROAD WPB, FL. 33409 5 6 1 — 6 8 9— 1 0 9 3 831 S. KINGS HWY FT. PIERCE, FL. 34945 7 7 2— 8 7 8— 7 5 7 7 No. R sign/I s Date ALL IDEAS, DESIGNS, ARRANGEMENTS, AND PLANS INDICATED OR REPRESENTED BY THIS DRAWING ARE OWNED BY AND PROPERTY OF THIS OFFICE, AND WHERE CREATED, EVOLVED, AND DEVELOPED FOR US ON, AND IN CONNECTION WITH THE SPECIFIED PROJECT. NONE OF SUCH IDEAS, DESIGNS, ARRANGEMENTS, AND PLANS SHALL BE USED BY, OR DISCLOSED 10 ANY PERSON,FIRM,OR CORPORATION FOR ANY PURPOSE WITHOUT WRITTEN PERMISSION OF PREFERRED AIR CONDITIONING & MECHANICAL, INC. NEW . RESIDENCE FOR: CAL ATLANTIC HOMES R1, VzMaffAj MODEL 6512 LOT _ p.4e(leat VA 1y k✓ Shunt Data Saala N.T.S. FA O FOOTING SCHEDULE SEE PLAN FOR LABELS of ACTUAL FOOTING TYPES BEING USED MRK SIZE TYPE STEEL NOTES M12 12"W X 16"D MONO 2 # 5 Dia. CON'T MONO 0 MI 12"W X 12"D MONO 2 # 5 Dia. CON'T INTERIOR MONO PER DIAGRAM BELOW MI6 16"W X 16"D MONO 2 # 5 Dia. CON'T MONO 1 MI 16"W X 12"D MONO 2 # 5 Dia. CON'T INTERIOR MONO PER DIAGRAM BELOW M20 20"W X 16"D MONO 3 # 5 pia. CON'T MONO 2 (USE PLM 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 W/ # 4 X 7'6"L TRANSF-R BARS 12" O.C. M24 24"W X 16"D MONO 3 # 5 Dia. CON'T MONO 3 (USE PLM BCH. CHAIRS) M24 24"W X 12"D MONO 3 # 5 DID. CON'T INTERIOR MONO PER DIAGRAM BELOW MX "W" X "L" / PLN X EXTENSION 8"W - 1 # 5 BAR T/E EXTEND and TIE BARS INTO MAIN SLAB DEPTH of MAIN FTG. 12"W - 2 # 5 BARS FOOTING STEEL STEEL TO BE at 16 "W - 3 # 5 BARS BOTTOM, U.N.O. P24 24"W X 241 X 12"D PAD # 5 at 12"O.C.EW.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 12D PAD AS INDICATED ON PLAN IYP- P36t 36"W X 361 X 16"D PAD ALLOW FOR STL COLUMN RECESS P48 48"W X 481 X 12"D PAD AS INDICATED ON PLAN TYP. P481 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 IYP. P60t 60"W X 60"L X 16"D PAD ALLOW FOR STL COLUMN RECESS P72 72"W X 721 X 12"D PAD AS INDICATED ON PLAN IYP. P72t 72"W X 721 X 16"D PAD ALLOW FOR STL COLUMN RECESS $16 16'W X 12"D STEM 2 # 5 Dia. CON'T USE PALM BEACH CHAIRS S24 24"W X 12"D STEM 3 # 5 Dia. CON'T USE PALM BEACH CHAIR`_. S42 42"W X 16"D STEM 4 5 Dia. CON'T # 4 TRANSVERSE BARS 0 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 1­8b 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, COOT GARAGE RECESS CURB T12 12 "W X >12"D I THICK EDGE 2 # 5 US CON'T BOTU AS INDICATED ON PLAN ADD 2 # 5 BARS BOTTOM FOR EVERY 12' OF DEPTH INCREASE AS REQUIRED + PROVIDE # 4 X 601 HOOK BARS AT 16" O.C. TOP 1101138: - TOP of ALL SUB -SURFACE FOOTNQS to be MINE 12' BELOW FINISH GRADE, U.N.O. - FOR ALL RECESSES, EXCEPT PERIMETER BLOCK RECESS OR STEEL COLUMNS, FOOTING DEPTH "D' SHALL BE MEASURED FROM BOTTOM OF ANY RECESS U.N.O. W/ PAVERS REC. at ENTRY DOOR TRANSVERSE M TRANSVERSE 1 1/2" BEG 3R4' BARS BARS --- 11 -- \� .. •'...�-■.R,t..�o'i ADD FOR _ „W„ — �i F ORIiNG „W„ M_ a W., PROFILE ALT. SHOWER ALT. 16"W W/ 2 BARS RECESS, GETS 8" VARIES W/ EARN CURB i� SLOPE 8" 8 O 0 o� -_-- •� O � • T8 T8b O 6 I O 2" ' III GRADE PAVERS ' GRADE \ �� i� " V>> %" " \ \ x / '' • " �%A TYP GARAGE 0 F. DOOR PAVERS RECESS o • S(FF1 PER SCHEDULE EXTERIOR INTERIOR -6-. ' ✓fir " - 'M' TYPE FIGS 'P' TYPE FIGS MX TYP FOOTING PROTECTION FOOTING PERBPLAN O COLUMN SCHEDULE SEE PLAN FOR SYMBOLS of ACTUAL COLUMN TYPES BEING USED III SIZE TYPE STEEL NOTES C5 8" X 8" C. M, U. 1 # 5 BAR - C7 13 8" X 8" C M U. 1# 7 BAR - C25 ■■ 8" X 12'' "0" BLOCK 2 # 5 BARS - C27 8" X 12'' "0" BLOCK 2 # 7 BARS - m C45 12" X 12' "0" BLOCK 4 # 5 BARS PROVIDE U S.P "SDT' TIES at EVERY OTHER MORTAR JOIN P45 W" X "L" PER PLAN POURED CONC. 4 # 5 BARS # 3 Dia, TIES at 5" O.C. P65 "W" X T" PER PLAN "W" "L" POURED CONC. 6 # 5 BARS # 3 Dia, TIES at 8" O.C. P47 X PER PLAN POURED GONG. 6 # 7 BARS # 3 Dia, TIES at f';" O.C. P67 W" X "L" PER PLAN POURED GONG. 6 7 BARS # 3 Dia TIES at 10 O.C. P65r ® DIAMETER PER PLAN POURED GONG. 6 5 BARS # 3 Dia. TIES at 10° O.C. SEE DIAGRAM BELOW 'T_ 0 SEE POST SCHEDULE TUBE STEEL - SEE FLOOR and ROOF LAYOUTS TSb O BOLLARD TUBE STEEL - SEE DIAGRAM BELOW SEE POST SCHEDULE I WOOD POST - ISEE FLOOR and ROOF LAYOUTS 0 0 ;0 YD STEEL COLUMN W/ 6" X 6" X 1/4"T STL. BEAa�'�' ' -O� .`�i PLATE W/ (4) 1/2" X 3"L EMEND AND HOOK I "1 MIN- (3) BARS INTO EMBED, WEDGE ANCHORS COL. i ' L Bp AM ABOVE AND Sb 777/ to SLAB (VER. EXACT LOCATION PER ARCH. PLAN) 65r SLAs� SLAB BELOW NOTES: - ALL C,M.U. CELLS W/ STEEL TO BE CONCRETE FILLED - LAP ALL STEEL MIN. 48 BAR Dia. TYP. THROUGHOUT - SEE FLOOR and ROOF LAYOUTS FOR ALL STRUCTURAL POST SPECIFICATIONS O POST SCHEDULE mp 13 SEE PLAN FOR LABELS of ACTUAL POST TYPES BEING USED LfK TYPE NOTES km TYPE NOTES WW 1- 2 X 4 S.YP. # 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 SIB TYP MIN , U.N O. W4c 4 X 8 SY-P.#2PT. W36 3 - 2 X 6 S.YP,#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. W8 8 X 8 S.Y.P. # 2 P.T. W44 4- 2 X 4 S.Y.P. # 2 W28 2- 2 X 8 S.Y.P. # 2 *TYP- MIN., U.N.O. W54 5 - 2 X 4 SYP. #2 W38 3 - 2 X 8 S.Y.P. #2 W48 4 - 2 X 8 S.Y.P.#2 W58 5-2X 8 SY_P. #2 T35 3.5" X 3.5" X 14"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 c 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 W/ WASHERS at 16" O.C. w ANCHOR to MASONRY WALL W/ 1/2 X 4" EMS WEDGE ANCHORS 24 OC (6" FOR. TOP/BOT) u ATTACH W/ 1/2" THRU-BOLTS W/ 1 1/4 WASHERS at 16' O.C. and MAX. 6 FROM ENDS. NOTE: - B, U. POSTS TO NAILED TOGETHER W/ 10D COMMONS at 6" O.C. STAGGERED EA. PLY/EA FACE. ALL WOOD POSTS TO BE MIN. (3), 2 X 4 or 2) 2 X 6 (2 X 8), SUPPORTING HEADERS/GIRDERS PER "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, II.N O. - ALL MULTIPLE PLY POSTS SHALL BE NAILED TOGETHER W/ 16D COMMONS 0 6" O.C. STAGGERED EA. PLY/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE 2. - ASSUME POST HST. TO MATCH BRG WALL HGT., UNLESS CALLED OUT OTHERWISE - SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS. �filF - PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to BRG. WALL BELOW 6' O.C. W28f : MAX.,.*28 IRS NAILS 8" O,C. GIRDER GIRDER ORDER B. CHORD STUDS ___----W28P TO TOP/BOT PLATE :N : 2 X 4 S YP 2 EA. SIDE OF POST (3) 10D TOE -NAILS EA. SIDEW/ (2) 10D TOE NAIL<EA.10D q12't024'BLOCKNG GDR TO WL 1i6 NAILS TO POSTFOR , 11"PER PLAN '�POST TO SLAB : 2 Ut"-12" to 24" ORB =� i ANCHORS (U.N 0 ONPE PLANS) PER TRUSS ' 7A R PLAN ANCHOR SCHEDULE_FRONT TOP SIDE SIDE SEE "D-7F" FOR ALL OTHER s SAE <4> FRAME WALL SPECIFICATIONS El F 9'-2" MASONRY GREG TYP. 15' PERIMETER RECESS T'fP. TYP 13'-0" 4'-3 E3 24'-2" 11'-10 1 /2" M18 PAVERS �Q P36 F_ Ew VARIES O 24'-9" TYP P48 (— � � ----------------- I ■ ■ 1 L_tJ COVERED LANAI w o REC. 4.25", PAVERS TYP OC7 I � I P36 M2o I I I I 4'-0" — Mt6i N T8b L L LL Jl —JII — JII� I 3'-10" 11'-6" �.� .. 1 - — P48 7 21'-10" _J RESIDENCE 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 ARCHITECTURALS, TO BE 4" THICK W/ THICKENED EDGES, U.N.O. MI 1 ENTRY N REC. 4,25" 1 PAVERS I P36 I wl r- 0 5-6" 4" 1, r ..._.._.._ . MI6 �. ... . ■ � ■ ■ I. .. .■■ 0.1.. ..__.I�20... L. CD . +. . . . . . . . . . .. T6C _ ■ ■. ■ 1 N — — P72 P36 — S24 P36 2' 8" _O. 2'-4" -4" 8'-0" '-4" 2'-8" 16'-0" 2'-8" 2'-4" 5'-10" 7 10'-8" wLX1ti:4" 8'-6" 8'-2" ELEVATION NAII oo, W-4!' +F ■ Q c,A �o q2 I ■ =F_ —J I I � h� ■ II I I IL- -1 . L tvt 7'-6" 1 ■ MASONRY 1 OREG. TYP. 1.5" PERIMETER RECESS TYP. C5 — ■ TYP FOUNDATION / FIRST FLOOR COLUMNS 1/4. = 1'_0" 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 �XJ DD EXTRA DETAIL DETAIL REFERENCE INTERIOR BRG. TYPICAL POST/STEEL MASONRY REFERENCE WALL LOCATIONS O COLUMN SPEC PER SCHEDULE on THIS SHEET ON SHEET "SD1" ON SHEET "Sl" ON THIS SHEET 'P','r or 'C' THIS FOUNDATION HAS BEEN DESIGNED BY RATIONAL ANALYSIS TRANSFER REINFORCEMENT IS NOT REOUIRED, U.N.O. REVISIONS: SHEET DATA: MODEL: 6512 COMMUNITY: RIVERBEND LOT #: 13 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 12-05-17 NIEMEN SHEET DESCRIPTION: FOUNDATION XXX FIRST FLOOR COLUMNS ELEVATION: A GARAGE: LEFT BRENNAN ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 SHEET: Victor Hernandez 4,0 o; > f.''1m i N 1,GIV�O (, \ E.B. # 7686 P.E. 72387 O TRUSS ANCHOR SCHEDULE SEE PLAN FOR LABELS of ACTUAL ANCHOR TYPES TYPES BEING USED CCME011IONTYPE YANK O ANCHOR TYPE OTY NAIL SCHEDU ANCHOR to TIE 1-PLY UPLPT 2-PLYarM UPLPT NAL. SCFL1F UTTBEE ANCHOR] F1 YW80NIY LOAD LES) F2 O MANUF MOM 7NA� b MASONRY •(Z-MAX) Al SIMPSON "META24" 2 CMU CONC 1D-10D X 15' 1985 LBS 14 - 16D 1900 LBS 2565LBSA2 N/A, EMBED 1210 Al SIMPSON "HETA24" 2 CONC10-IOD X 1.5cmu-" 2035 LBS 12 - 16D 2�N/A, EMBED 1225 20A2CMU SIMPSON "HHETA24" 2 CONC 10-IOD X IS" 2035 LBS 1I6D2,A3 14 - 16D 3350 LBS NZ A, EMBED 1225520 �15160 Al WRAP STRAP OVER TOP CHORD OF TRUSS AS ALLOWED - TOM b WOOD YAIK B 1 ANCHOR TYPE SIMPSON "LSTA18" OTY SIZE STRAP b TOM SRIAP b ND WL F-1 F2 MI 12P5 LBS BIT 1 20 GAUGE 7- IDD 7- 10D N.R. N N R N •(Z-MAX) 02 SIMPSON HTS20 14 GAUGE 10 - 10D 10 - 10D N.R. N N R N 1450 LBS B2 - PROV ADD'T (3) - 16D TOE -NAILS TO EA TRUSS to WOOD (WALL I1DR/GDR ( 2 & 1 SIDE) - FOR GIRDERS 2-FLY or GREATER, PROVIDE POST BELOW TD MA�CLI GIRDE� WIDTH, I N0, 500 500 ! 86 SIMPSON H6 STRP 1 2 1 4 W 8- 8D 8- 8D N.R N N R N 950 LBS B6 B7 SIMPSON H3 CLIP 1 1 19 16 W 4 - SD 4 - 8D 125 160 TES LED B7 T 5- 1 4 TAPCONS W 2 EMBED PER STRAP to MASONRY N A - 1225 LBS T WOOD b WOOD MARK C1 ANCHOR TYPE SIMPSON MSTA24 OTY I SIZE AND.to WOOD ASK AICbWOLB3OIN F-1 F2 UPLFT 12i,.� LBS C 1 1 1 4"V! 18 GA. 6 - 10D 6 - 1DD OR FIR (WALL or PI C2 SIMPSO N MSTA48 1 1 1 4 W 6 G . 1 A 7 - 16D 7 - 160 N.. N 10 LBS 14) C2 •(Z-MAX) C4 SIMPSON m ALt LCE Comer "AC4° Middle 2 1 N A E MITERED HEAD RS MU T BE MITERED WITH N A 14 - 16D 8 - 16D THIS ANCHOR 10 - 16D N, N 15(10 LBS C4 N.R. N R 985 LBS STRIP to MSNRY (T) ALT. - PROVIDE TAPCONS to MASONRY WALL - W 1 4" X 2" EMB. TAPCONS PER STRAP SEE ABV. (T) WD.POST b SLAB MARK DI ANCHOR TYPE SIMPSON A34 OTY 1 AOFIOR b POST 4- 8D NAILS ANCHOR b SLAB 2- 1 4 X 2 L TAPCONS UN1R N A DI • (Z-MAX) D4 SIMPSON ABU88 1 12 - 16D NAILS 1 - 5 8 X 4 EMB, WEDGE -ANCHORS 2200 PS D4 D7 SIMPSON HTTS 1 26 - tOD NAILS 1 - 5 8 X 6 EMB. WEDGE -ANCHORS 4J( LBS D7 } Al RECESS AREAS, WEDGE -ANCHOR EMBEDMENT TO BE FROM LOWEST SLAB ELEVATION WDBEAY b ww in Fl ANCHOR TYPE SIMPSON HU28 OTY 1 SE 14 GAUGE ANCHOR to WOOD 6 -NOD NAILS ANCHOR 10 WOODARNTRY HRO OIUYIIY UA.FT I(185 LBS F t 3 - 1 4 X 2 3 TITEN LNGE 6 2400 LBS • (Z-MAX) alt. HU28-2 1 14 GAUGE 6 - 10D NAILS ,41 7 - 1 4 X 2 3 4L THEN FWGE 74 4350 BS 1085 LBS alt. F2 SIMPSON HU210-2 I 14 GAUGE 6 - 100 NAILS 14 - 1 4 X 2 3 4 L TITEN 4350 LQS IhI LBS F2 FILL MASONRY SOLID F'lb SIMPSON HU210-2 1 14 GAUGE T - .0 10D NAILS - "—� T 18 - 1 h X 2 3 4 L TIT_N SOBS LBS I n10 LBS Fib FOR (2) COURSES ali. HU 8 -FOR F1 F2 or F'1 W SAME ANCHORS ABV. PE CA L-OUT ON PL N PER ANC Fff2 ANC. alt. MIN. nROUND & ABOVE AN TYP. U. N. 0. # - FOR 1-PLY MEMBERS, ADD 2 X 8 S.Y.P. p 2 VERT. BLK, 16'H MAXOR FULL OF OF TRUSS LEG, W 6-10D NAILS TO TRUSS, EQUALLY SPACED - USE "CONCEALED'/(C FLANGE FOR CORNER APPLICATIONS, OR AS NOTED ON PLANS !: FW1 SIMPSON FGTR 1 7 GAUGE 18 - 1 4 X 3 L SDS SCRWS 2 1 2 X 5'L TITEN HD 'rf00 LBS F41 F42 SIMPSON FGTR 2 7 GAUGE 36 - 1 4 X 3 L SbS SCRNIS 4 1 2 Y, 5 L TITEN HD TOM LBS F42 +A - HILL MASONRY SOLID BELOW TO SLAB MIN. 4 EACH SIDE Ai ANCHOR BOLT LOCATIONS 4M SIMPSON LGUM210- 1 12 GAUGE 8 -1 4 X 25 L SOS SCRWS 8 -3 8 X 4 C 11TEN H^ 9575 LBS 'C75 LBS FS FS SIMPSON HGUM FL25 1 7 GAUGE 24 1 4 X 2-5 L SDS SCRWS 8 -5 8 X 5 L TITEN HD 7025 LBS t100 LBS FB FOR SIMPSON "HGUM7.00" 1 7 GAUGE 24 -1 4" X So IF SDS SCRWS 8 -5 8 X 5'L 11TEN UB /025 LQS 31U0 LBS FBs ! - USE 'CONCEALED" FLANGE FOR CORNS APPLICATIONS OR AS NOTED ON PLANS W 6- Y10CELLANE0U8 SPECIAL CONNECTION SEE DETAIL AS REFERENCED ON SHEET "SD1" 6- D- DETAILISLE DETAIL AS REFERENCED ON SHEETS SDr AND 'SD2" D- THE TRUSS to TRUSS CONNECTION TO BE PROVIDED BY TRUSS COMPANY UNLESS NOTED OTHERWISE VERIFY STRAP LENGTH TO GO OVERT CHORD W - TA A NS INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS ^ - S APCONS - SPACE MIN. 2" T.O. BEAM WLGE ANCHIXRS -PACE MIN. 4" W/ MIN. "T 'WEDGE - 3" FROM EDGE 3' MIN. (2) NAILS TO TRUSS - CAPACITIES SHOWN ARE FOR INSTALLATION IN SOUTHERN YELLOW PINE (S Y.P.) LUMBER W/ AST11 A446 GRANTS A STEEL SIDE PLATE W NAILS AS INDICATED, U.N.O. LAN 8D = O.i31"D X 2 1 2'L i6D = 0.162 D X 3 1 2 L FDA = 0.14E"D X 3"L • Z-MAX ALL METAL FASTENERS AND ANCHORS USED IN WET SERVICE CONDITION OR AGAINST PRESERVATIVE TREATED WOOD REOARE A MINIMUM OF AS1M A153, CLASS D "HOT -DIPPED" GALVANIZED OR EQUIVALENT ALL CONNECTORS IN CONTACT W/ PRESERVATIVE TREATED WOOD REQUIRE A MINIMUM OF ASTM A653 TYPE G185 ZINC COATED GALVANIZED STEEL OR EQUIVALENT. THE DESIGNA110N °Z-MAX" MUST BE ADDED TO THE ;HOCK NUMBER r� ANCHOR "UPLIFT CAPACITY IS BASED ON THE WORST CASE LOAD COMBINATION BETWEEN UPLIFT and LATERAL LOAD, EITHER PERPENDICULAR or PARALLEL TO THE RIDGE LINE, WHEN CONSIDERING THE "UNITY EQUATION", WHERE APPLIES. - THE MAXIMUM LATERAL LOAD PARALLEL or PERPENDICULAR TO THE WALL IS 180 PLF UNLESS SPECIFICALLY NOTED ON THE PLANS BB- 0 BOND BEAM SCHEDULE _-- BEAM (SEE PLAN of ACTUAL BEAM TYPES BEING USED) MH( TOP SONDE" STEB BOTTOM 11'R<CABT) SIEa NOTES 136-1 ('1) - 8" X 8' BEAM BLK 1 # 5 BAR N / A - TYP. TIE -BEAM DON'T BI RIVER. 12*W PER PUN HM (2) - 8" X 8° BEAM BLK ALONG T of PERIMETER 1 # 5 /CRSE MASONRY WALLS, I N / A SUPPORTING I ROOF TRUSSES, U NO I ALT, TIE -BEAM AS NOTED ON PLAN L-0 BEAM ABOVE PER PLAN PER ABOVE 8" X 8" PRECAST "U" I -I AS NOTED ON PLAN L-t BEAM ABOVE PER PLAN PER ABOVE 8 X 8 PRECAST U 1 5 BAR AS NOTED ON PLAN L-2 BEAM ABOVE PER PLAN PER ABOVE I 8 X 8 PRECAST U I I 4 7 BAR I 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 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 311' (SHEET '81G2') . - 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 ULI 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 SIDE - LINTEL BLK TOP COURSE STEEL ABOVE, IS THAT PART OF CENT STEEL AS SPECIFIED PER TYP. WALL SECTION (SHEET "SD2") (I.E., NO ADD'T STEEL IS REQUIRED) - FOR 16"H BEAMS, USE PRECAST V' in LIEU of LINTEL OLD. @ HOT COURSE - LAP ALL STEEL MIN. 48 Hot 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 BEA 2 T `NI'm-�' _UP FCROOROM S a " o m MDCE STEEL PER SCHEDULE . B. of Go- ° �-1 ® VERIFY AN O STEEL HEEDULE PER PLAN B- CONCRETE BEAM SCHEDULE AT PLAN FOR LABELS "f ACTUAL BEAM TYPES BEING USED) YK SIZE (W2H8 STEEL MD. RIM WT.SI®^#SD R E Y A R K 8 TB-2 8"W X 11"-ITH PW 2 5 - 2 5 - SEE PLAN FOR EXACT HEIGHT B-1 8"W X 35" 1d 2 5 2 2 5 2 6 12" O.C. 6.3 B-4 ° } ° at BEAM CALL -OUT INDICATES POURED ARCH BELOW PER DETAL 31'M' (SHP_ET 'SDI O POST SCHEDULE .o E3 SEE PLAN FOR LABELS of ACTUAL POST TYPES BEING USED RA9K TYPE NOTES YIK TYPE NOTES WM 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.#2P.T. W6b6X8 GY,P, #2PT. W& 4 X 6 S.Y.P. # 2 P.T. W26 2 - 2 X 6 S.Y.P. # 2 RIH TYP. MIN., U.N.O. W& 4 X 8 S.Y.P.#2P.T. WS6 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 iIF TYP. MIN., U.N,0. W8 8 X 8 S.Y.P. # 2 IS 1. W44 4- 2 X 4 S.Y.P. # 2 W28 2- 2 X 8 SAP, # 2 *TYR MIN., U.N.O. W64 5- 2 X 4 S.Y.P. # 2 W38 3- 2 X 8 S.Y.P. # 2 W48 4- 2 X 8 S.Y.P. # 2 W58 15- 2 X 8 S.Y.P. # 2 T36 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 TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN f PLACED FLAT TO SHEATHING AT OUTSIDE OF WALL, PER DIAGRAM BELOW BLOCKING SUPPORT TO TROSSESESDR, PER DIAGRAM BELOW 0 STEEL LUMN PAD OUT - REFER TO DETAIL '9" ON t / " W(PINS) MASONRY WEE 1/4"2S EMB, TAFCONSU W" atF16IRM ANCCVIDE HORtOT MASORY FOR. WEDGE 3EWASHER TOP/DOT) ) O ATTACH W/ 1/2 TI1RU-BOLTS W/ 1 1/4 WASHERS at 16 O.C. and MAX. 6 FROM ENDS. NOTE r - E U. POSTS TO NAILED TOGETHER W/ 10D COMMONS at 6' O.C. STAGGERED EA. PLY/EA. FACE. - ALL WOOD POSTS TO BE MIN (3) 2 X 4 or 2) 2 X 6 (2 X 8), SUPPORTING HEADERS/GIRDERS PER "D-71" on SHEET "SD2', U N.O. MATCH WALL, GROWLER 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 9 6" O.C. STAGGERED EA. PLY/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE 2 - ASSUME POST HGT. TO MATCH BRG WALL HGT, UNLESS CALLED OUT OTHERWISE - SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS iIH HIE- PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to BRG. WALL BELOW 6` O.C. MAX S1W TO NW 2 10D NAILS 8" QC GIRDER GIRDER GIRDER B- CHORD 12" to 24' SIDS TOD TCHdAILS EA SIDEO 'IY78F' TO 117P/8DT PLATE :?PANSU BLOFJ(IIG:2X43 (2)1OD TOE-NAILSENDToGDR W/(4)ON GDR TO WL-ir NALSToPOSFOR PER PLAN VP05T TO SUB 1 "4-D1`12' l0 24' SOFF7- ; `ANCHORS (PLAN IF N.ORR PER TRUSS 7 . ANCHOR SCHEDULE TOP SIDE SIDE FRONT -SEE FOR ALL OTHER WALL FRAME WALL SPECIFICATIONS 0 HEADER SCHEDULE EANFOR E, ACTUALHRPEBUs My TYPE N O T E S 'H - HEADER '-N - NAILER H310 (3) 2 X 10 S. FEE # 2 TYP. HEADER TO BE USED OVER ALL OPENINGS, U.N.O. (SEE D-7F) ALT__NES (4) 2 X 8 S Y.P 2 IN 8 W WALLS H212 _ 2 2 X 12 S.Y.P 2 "# _ ALT. HEADER TO TRIP _ ALT, HEADED TO "H310 _ ROOF and/oF CLG. CONPLINGULM or BLKG W 16D NAILS at 5" O.C. Fi312 _3 2 X 12 S, Y.P N 2 HN4 2 X 4 S.Y.P. # 2 NAILER or 3 - 16D NAILS PER EA WEB/STUD THAT IT CROSSES or 3 - 10D NAILS EACH END IF BLOCKING W/ ALTERNATE 1/4 DUE. TAPCONS W/ 1 1/2 EMBED to MASONRY 16' OC or (2) PER BLOCK U.N.O. H 146 2 X 6 S.Y.P. # 2 NAILER ANCHOR Wj 1/4 X_3 L TAPC01�2 0 C at TOP ona BOTTOM CHORD of TRUSS W7T/4 Dio TAPCONSW/- FN26 2 X 6 S.Y.P. # 2 NAILER 2 EMBED at 8" O.0 to MASONRY W/ 4 - IDD TOE -NAILS FROM TOP and BOTTOM CHORD (2/SIDE) AS REQUIRED NOTE - ALL OTHER WOOD BEAMS TO BE MN 2 - 2 X 12 S.YP. 4 z NALED TOOETHM WI 2 ROWS OF 1OD COMMONS at e' O.C, UNLESS CALLED OUT OTHE RIBA - ALL WHOOW FEADEAS TO BE 2 - 2 X 10 &YP. # 2 WI VY FLITCH PLATE, NAL PER ABOVE - ALL 2 X 12 BUILT-UP HEADERS ARE ASSUMED TO BE CONT TO BROE POINTS E4 EA SIDE L-1 L _ O N 32"H - �+ + + F IF2t SOF+ + F + I - — 4 r -1 _I to+I-I -rI 7V8vC6F 1+ I fi ++[++I ++I'I to + J I- 7 + *- Q I� +I I+ + 1 +I + It I I + I 1 +I + + C + + + + I++l ++II+ 1 +I + + +I ■ +L-,_-_-�T---ram-� + �+ + + + + + + > J M I 10177 -- D. RAKE SiSSRSS1�86/tSSSSi9i®liiSiSSSS I gg_t TYP. BOND -BEAD AROUND T. of MASONRY WALLS U.N.O.. W/ HGTS. AS LABELED PER PLAN USEDANCHORS FOR ALL ROOF TRUSSES THAT Al CROSS OVER ANY MASONRY WALLS, U.N.O. "DESIC�J UPLIFT FOR TRUSSES OVER C.MU. (1300 LBS, UN.O � L-0 :2 Al 32"H co U = 800 / I I ' ! I J rANj \ I 10'8" CLG TYPICAL # 'I o J M I MH — 62 o = o n MN W N W i m lm y o0 Qo¢,_ = N O N co Q oo Ro, U I J v d Li ft I I I L O N cV - - - - - - - -- - - - - -- 35"H of 0 B-1 SEE SHEET "S2" FOR +III FILLED CELLS ABOVE L-0 P P ° ,SEE "S2" N 32"H 12'-4"'HK-412 lil�-412 I, ° }15'-6" ' VAR ES' °° co --------------- W O n BUL-412 r s� m ----------- z a i LL BALCONY O TYP m o J G > 0 N .J °D O w � K m m o RED. 4", SLOPE 1/4"/FT. C5 , ., o m, O `o, --- - .'may' B. at 8'0" _12'-Do r n Lit I 1 12'-4" 10 SEE "S2" \ 12'-4" - o 12 4 - - "' 12 1" 10._8" D 7H — KNEEWALL ABOVE (� t2"H Coo J a L-BRACE D 39 W-BRACE (n FS [L' 0 U = 3800 `V � F41 EL - I I I o 0 AN. 12" CONC. CAP N/ 2 # 5 TOP & BOER Q 10'8n CLG TYPICAL 20'D FLOOR -TRUSS 24" O.C. 20"D GDR 20"D FLOOR -TRUSS 2 X S.Y.P. 2 �� - C 20 D GDR o 24" O.C. B. PLATE W/ N WALL ABOVE PER I ! I I Fm L-BB-RAACCE\\ � +1-j7Fat , ,II N _ �!_LJ'-L 1+-1—L 04 io'=s' CLEf�ESTORY LE . FRAME DOWN CLG'S AS REQUIRED, PER 5"W, T. at 10'8" 20 D FLOOR -TRUSS iI� I ARCH PLANS 24" O.C. 10' CLG TYPICAL �Y a /I� _ 2 Dj TYPICAL — -� �_� --_ --------- DRAFTSTOP K b ( X �)I oN� 0 0 L-3 B"H, TOP Z BB-1 10'8� CLG x W a FRAME DWN CLG'S B H BETW N x AS REQUIRED, PER L 4 DQFG. 0) 71 n z ARCH PLANS \ a (o + RECESS �v= + + + + J _ 20=D FLOOR -TRUSS 24" O.C. D-7T L-1 62"H + + + + + - a +' 11F4" DLO B H RECESS + + + + + + + 10'-8"(F) L41-"0H 10' 8'r -1L1 -"0H 1'-9D-7T B T2'-+9F2T + + + + t 10'8" CLG DBL, 16 O G L I o M D. RAKE ELEVATION "A1l �tblf L1771 L-0 OUTER, D_ B. at 109 a 20"D FLOOR -TRUSS 24" O.C. D-7T 41"H D. RAKE BRG. HGTS 10,-8" �`F 12 -1" 12'-9" 13'-8" D. RAKE SLAB STEEL SCHEDULE "B-" 'T " "BB-11"HK-" (SEE PLAN FOR LABELS If ACTUAL SLAB STEEL TYPES BEING USED) HK-412 # 4 Dia. STEEL X 1" (SEE DIAGRAM BELOW) SPACED 12- O.C. (TOP UPPER LAYER) B-41I # 4 DID STEEL X "L" PER PLAN SPACED 12 O.C. EACH WAY BOTTOM (HOOK INTO BEAMS ALL AROUND) 13-512e111 E 5 Die STEEL X "L" PER PLAN SPACED 12" O.C. EACH WAY BOTTOM (HOOK INTO BEAMS ALL AROUND) SUL-4P2 # 4 Dia STEEL X "L" PER PLAN SPACED 12" O.C. BOTTOM UPPER LAYER) BLL-4P2 # 4 Dia STEEL X "L" PER PLAN SPACED 12" O.C. BOTTOM LOWER LAYER))) BUL-612 # 5 DIAL STEEL X "L" PER PLAN SPACED 12 O.C. BOTTOM UPPER LAYER BLL-612 5 DID STEEL X "L" PER PLAN SPACED 12" O.C. BOTTOM LOWER LAYER EO. E0. ALT, FULL 4 = 26WN LENGTH 5 = 30 WIN :L- I Z L I SPACE HOOK STEEL SHALL EMBED INTO - BEAM TO 1.5^ R OPPOSITE FACE TO ACHIEVE PROPER EMBEDMENT I TUL-/TLL- W/ 1 Y 6 BAR CON'T INSIDE HOC( T- (TOP UPPER/ LOWER) HI 1.5` LEAR (TOP) SPACED PER SPEC (HOOK) SPACED PER SPEC SPACE 1" EI SPACE BU- 1` 1 B- BUL BLL- (BOTTOM) (BOTTOM UPPER) (BOTTOM LOY+fR�° * ALL STEEL LABELED ON PLAN IS ASSUMED TO BE THROUGH -OUT ENTIRE SLAB IN y� Ic �F DIRECTION SHOWN W/ PLACEMENT PER DETAILS SHOWN THIS SCHEDULE TYPICAL BOND -BEAM AROUND TOP of 18T 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 FULLY SHEATHED BELOW ANY OVERFRAME or VALLEY -SET AREAS (SEE 'FASTENER SCHEDULE", SHEET SIA 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 DRAFT STOPPING ---- PROVIDE DRAFT STOPPING PARALLEL TO MAIN FRAMING MEMBERS AND AT ALI. PERIMETER FLOOR GIRDERS ADJ. TO ROOF TRUSSES- - RLFER TO ARCHITECTURAL PLANS FOR REQUIREMENTS - 1ST LEVEL BEAMS, FLOOR and ROOF , 4" _ V-D„ TRUSS LOAD DESIGN - 45 P.S.F. TYP ROOF PITCH, U.N.O. - HEEL TYPE - STD. OVERHANG - i6", U.N.O. TAIL CUT - PLUMB I RETURNS - RAKED TYPICAL PROFILE - "A" ELEV. U.N.O. ON PLAN , -' * SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS OF ALL CLG CHANGES HGT. INDICATES TIE -BEAM STEP LOCATION TYP. PER "D-26" on SHEET "SD2" - 1ST or 2ND FUR. MASONRY BLOCK WALL (HGT. PER PLR) PER "D-7" on SHEET "SD2" y"GO T - 1ST or 2ND PER. FRAME BRG. WALL (HGT. PER PEN) PER "D-7F" on SHEET "SD2" \�\ - BALLOON FRAME WALL (HGT. PER PEN) PER "D-713" on SHEET "SD2" 1'-4" \� O- TYPICAL BEAM/LINTEL IS SIT SPEC TYPICAL ANCHOR SPEC PER PER SCHEDULE ON T IS SHEET" O -TRESS ANCHOR SCHEDULE" on THIS SHEET Or L TYPICAL POST/STEEL/MASONRY COLUMN SPEC PER SCHEDULE ON THIS SHEET A - MASONRY C,D,E, , , , 0 , B - TYP. WOOD - MISC. OTHER 71, T OP C PER SCHEDULE TYPICAL "DETAIL", "SPECIAL CONNECTION", DETAILS/ EXTRA DETAIL REFERENCE D ` CONNECTIONS AS REFERENCED ON SHEETS "SD1" AND "SD2" O on THIS SHEET -TYP. ANCHOR FOR TOP/BOT. CONNECTION SPEC PER "TRUSS ANCHOR SCHEDULE" On THIS SHEET FUPUFT CAPACITY IN POUNDS WANPTY �UPLIFi LBS ANCH oTY E� TOP. ANCHOR_ 2-131 (N) ANCHOR TYPE SOT. ANcxat 2_C, - ANCHOR TYPE - (A$ REWIRED) REVISIONS: SHEET DATA: MODEL: 6512 COMMUNITY: RIVERBEND LOT #: 13 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 12-05-17 SHEET DESCRIPTION: 1ST LEVEL FLOOR, BEAMS 8c ROOF ELEVATION: A GARAGE. LEFT BRENNAN ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 SHEET: Victor Hernandez kq b ;0. -O t- tmf+ STq�, p Q`17 e L3��r\�\�\ E.B. # 7686 P.E. 72387 O TRUSS ANCHOR SCHEDULE SEE PLAN FOR LABELS of ACTUAL ANCHOR TYPES TYPES BEING USED' CONECRON TYPE MAW O ANCHOR TYPE OTY NAIL SCHEDULE ANCHOR to TRUSS 1-PLY LIPIFF TPLYvaRR UPLPT I NAL Sc EPM.E AW LATFFVL LOP➢ LBS) F"1 F•2 Iumw 0 MM L1CDa TRI b MASONRY •(Z-MAX) Al SIMPSON "META24" 2 CMU CONC 10-IOD X 1.5" 1985 LBS 14 - 16D 1900 LBS 2565 LBS N/A, EMBED 1210 1160 Al A2 SIMPSON "HETA24" 2 BONG 10-1 DD X 1.5° 2035 LBS 12 - 16D 27� lBS N/A, EMBED T225 1520 A2 A3 SIMPSON "HHETA24" 2 CMU CONE 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 TRIES b WOOD MAHC 81 ANCHOR TYPE O T Y SIZE STRAP b TRUSS WRAP to WD WL F-1 F-2 N.R. N '1235 11PHFF LBS B1 SIMPSON "LSTAiB" 1 20 GAUGE 7 - 10D 7 - IDD N.R. N • (Z-MAX) 82 SIMPSON- HT 1 l4 GAUGE l0 - IOD 10 - 10D N.R. N 14R- N 1450 LBS 82 FRov ADD'T (3) - 16D TOE -NAILS To EA TRUSS to WOOD (WAN HDR/GDR ( 2 & 1 SIDE) - FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MACH GIRDE WIDTH, G.N.O. 500 500 ¢ BB SIMPSON . Hfi (STAFF1 2 i 4 VJ 8 - 8D 8 - BD N.R. N N.R. N 950 LBS B7 SIMPSON H3 CLIP i 1 19 16 W 4 - 8D 4 - 8D 125 I60 455 LBS B7_ T 5 - 1 4 TAPCONS W 2 EMBED PER STRAP to MASONRY N A - - 1225 [RIGHT) MAX ANCHOR TYPE OTY SIZE ANC.b WOOD AN. ANC b VID. SBAW F1 F-2 IIII WOOD b WOOD 01 SIMPSON "MSTA24" 1 1 1 4"W 18 GA. 6 - 1OU 6 -'IOD N_R N.R. 1265 LBS C1 (WALL or POSt) C2 SIMPSON MSTA48 1 1 1 h W 16 GA. 7 - 10A 7 - 10D NR N_R. 1400 LBS 02 • (7-MAX) C4 SIMPSON LCG Corner or ALT AC4" Middle 2 I N A 14 - 16D HEAD AS DI BE MITERED WI H N A 14 - 16D 8 - 16D THIS ANCHOR 10 - 1RD N.. _ N.R. I50U LBS C4 N.R. N.R. 985 LBS STRIP to MSNRY (T) ALT. PROVIDE TAPCONS to MASONRY WALL - W 1/4" X 2" EMB. TAPCONS PER STRAP SEE ABV_ IT) WD. POSH b BLAB NIARIC DI ANCHOR TYPE SIMPSON A34 OTY 1 ANCHOR b POSY h - SD NAILS ANCHOR b SLAB mu-7 N A D1 2 - 1 4 X 2 L TAPCO rs • (Z-MAX) D4 SIMPSON ` ABU88 1 12 - 16D NAILS 1 - 5 8 X 4 EMB, WEDGE -ANCHORS 2200 LBS D4 D7 SIMPSON HTT5 1 26 -NOD NAILS 1 - 5 8" X fi EMB WEDGE-ANf,HORS 4350 LBS D7 + Al RECESS AREAS, WEDGE -ANCHOR EMBEDMENT TO BE FROM LOWEST SLAB ELEVATION ID.B3W1 b IBIW MARK F1 ANCHOR TYPE SIMPSON HU28 0 T Y 1 ME 14 GAUGE ANCHOR b WOOD 6 - 10D NAILS ANCHOR to WOOD 3 - 1 4 X 2 3 4 L ➢TEN BIRCH CUWIY UPLFT 1085 LBS F1 FLNGE 6 24DO LBS • Z-MAX Dlt. U28-2 H 1 14 G GE AU 6 - 0 N i D ALS 4 i 7- 1 4 X 2 3 L 71 EN FLNGE 14 4350 LBS ID85 LBS alt. SIMPSON HU210-2 1 14 GAUGE 6 - 10D NAILS 14 - 1 4 X 2 AND L 11 IL h350 LBS 1085 LBS F2 ALL MASONRY SOLID F2b SIMPSON HU210-2 1 14 GAUGE 10 IUD NAILS 18 - 1 4 X 2 3 4 L TITEN 285 LBS 1810 LBS F2b FOR (2) CWRSES alt. HI - FOR 11 F2 or F26 W SAME ANCHORS A8V. PER CALL -OUT ON PLAN PER ANC. PER ANC. all. MIN. AROUND g ABOVE ANCHOR TYR U. N. 0. * - FOR 1-PLY MEMBERS, ADD 2 X 8 S.Y.P. q, 2 VERT RINK, MAX 16 H OR FULL HT. OF TRUSS LEG, W 6-10D NAILS TO PRO S, EQUALLY SPACED - USE "CONCEALED' (C) C FLANGE FOR CORNER APPLICATIONS, OR AS NOTED ON PLANS • F41 SIMPSON FGTR 1 7 GAUGE 18 - 14 X 3'L SDS SCRWS 2 - 1 2 X 5'L H EN HE 5000 LBS F41 F42 SIMPSON FGTR 2 7 GAUGE 36 - 1 4 X 3 L UPS SCRWS 4 - 1 2 X 5 L TI ILN HD 9400 LBS F42 W - FILL MASONRY SOLD BELOW TO SLAB MIN,4 EACH SIDE AT ARCH R BOLT LOCATIONS 4t FS SIMPSON LGUM210- 12 GAUGE 8 -7 4 X 2.5 L SDS SCRWS 8 -3 8 X 4 L iIIEN NO ;"" LBS 3575 LBS F5 FB SIMPSON HGUM5.25 1 7 GAUGE 24-1 4 H 25 L 5DA SCRWS 8-5 B X 5 L ➢TEN HD 7025 LBS 3100 LBS F6 Fes SIMPSON HGUM7,C" T 7 GAUGE 24-1 4 X 25 L SDS SCRWS 8-5 8" X 5"L ➢TEN HD S025 LBS 3100 LBS F6a 4t - USE 'CONCEALED FLANGE FOR CORNER APPLICATIONS OR AS NOTED ON PLANS 4F S= NISC E LL AN EO US SPECIAL CONNECTION °EE DETAIL AS REFERENCED ON SHEET "SDI" 6- D- DETAIL SEE DETAIL AS REFERENCED ON SHEETS SD1 AND TAB TRUSS to TRUSS CONNECTION TO BE PROVIDED BY TRUSS COMPANY UNLESS NOTED ONTO LWISE VERIFY STRAP LENGTH TO GO OVER T. CHORD W/ - INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURERS' SPECIFICATIONS - "TAPCONS" - SPICE MIN 2" TO BEAM WEDGE ANCHORS" - SPACE MIN 4" W/ MIN 3" FROM EDGES BIN. (2) NAILS TO TRUSS - CAPACITIES SHOWN ARE FOR INSTALLATION IN SOUTHERN YELLOW PINE (S.Y.P.) LUMBER W/ AS1M A446 GRADE A STEEL SCE PLATE W NAILS AS INDICATED, U.N.O. - BU = D,131 b X 2 1 7L 16D = 0.762 D X 3 1 2 I. 1DD = 0.148"D X 3"L ;- • Z-MAX ALL METAL FASTENERS AND ANCHORS USED IN WET SERGE CONDITION OR AGAINST PRESERVATIVE iREAfflI W000 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 ASTM A653, TYPE G185 ZINC COATED GALVANIZED STEEL, OR EQUIVALENT. THE DESIGNATION Z-MAX" MUST BE ADDED TO THE STOCK NUMBER - ANCHOR "UPLIFT CAPACITY" IS BASED ON THE WORST CASE LOAD COMBINATION BETWEEN UPLIFT antl LATERAL LOAD, EITHER PERPENDICULAR or PARALLEL TO THE RIDGE LINE, WHEN CONSIDERING THE "UNITY EQUATION", WHERE APPLIES. - THE MAXIMUM LATERAL LOAD PARALLEL or PERPENDICULAR TO THE WALL IS 180 PLF UNLESS SPECIFICALLY NOTED ON THE PLANS ee- BOND BEAM SCHEDULE (SEE PLAN FOR LABELS of ACTUAL BEAM TYPES DOING USED) NRK TOP MOHD BEALQ SIEli BOTTOM 07ECA4T) SIB NOTES BB-1 (1) - 8" X 8" BEAM BUD 1 # 5 BAR N / A - I TYP. TIE -BEAM CONT B" M1RR_ 12)w PER PUN • (2) - 8" X 8" BEAM BLK ALONG T of PERIMETER 1 # 5 /CASE MASONRY WALLS, N / A SUPPORTING ROOF TRUSSES, U N.O. 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 15 BAR AS NOTED ON PLAN L-2 BEAM ABOVE PER PLAN PER ABOVE 1 8 X 8 PRECAST 'U I 1 7 BAR I 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 1 8 X 8 PRECAST U 1 2 # 5 BARS I 7 TOP 1 BOTTOM ' + °I at BEAM CALL -OUT INDICATES POURED ARCH BELOW PER DETAIL 31'L' (SHEET 'SD2') • - ALL BEAM HEIGHTS ARE BASED OFF OF FINISHED FLOOR ELEVATION (0'-0") - REFER TO ARCH PLANS FOR EXACT LOCATIONS OF ALL OPENINGS IN WOOD FRAME WA.I.> - 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 A 301 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 'S02") (LE., NO ADD'T STEEL IS REQUIRED) - FOR 16"H BEAMS, USE PRECAST U' in LIEU of LINTEL BILK. RP BOT. COURSE - LAP ,ALL STEEL MIN, 48 Bar DUD. 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. BEAN EBB" STEEL TO mC_ rl ,r •, RUN DON'T FACCOAOPE C ¢ ~ m w 4 STEEL PER ? o SCHEDULE of B— B. EANTo BB 1 ® CBIDBL" t EDULLE e- CONCRETE BEAM SCHEDULE (SEE PLAN FOR LABELS of ACTUAL BEAM TYPES BEING USED) III SIZE (1111x H) TOP STEEL MD. MM BOT. SIi$ 18OSTRRI P6 R E M A R K S TEiT 7 w X 11"-19"H PLN 2 # 5 2 # 5 - SEE PLAN FOR EXACT HEIGHT B-1 B-4 " RE" at BEAM CALL-OUF INDICATES POURED ARCH BELOW PER DETAIL 31'M' (SHEET 'SD2') OPOST SCHEDULE ■ o o SUK FDLABEL4 "f ACTUAL POSTYPES BEIU ASK TYPE NOTES LfK TYPE NOTES WN 1-2X4S.Y.P.#2 W6 6 X 6 S.Y.P. #2P.T . W4 4 X 4 SY.P. # 2 P.T. W6b 6 X 8 SY.P. # 2 P.T. WAD 4 X 6 S.Y.P. # 2 P.T. W26 2 - 2 X 6 S,Y.P. # 2 *TYP. MIN., U.N.O. W40 4 X 8 5,Y.P. # 2 P.T. W38 3- 2 X 6 S,Y.P. # 2 W24 2- 2 X 4 S.Y.P. # 2 W40 4- 2 X 6 S.Y.P. # 2 W34 3 - 2 X 4 S. Y.P, # 2 TYP. MIN„ U.N.O. W8 8 X 8 S.Y.P. # 2 P.T. W44 4- 2 X 4 S.Y.P. # 2 W28 2- 2 X 8 S.Y.P. # 2 *TYP. MIN., U.N.O. W54 5- 2 X 4 S.YC # 2 W38 3- 2 X 8 A TYR # 2 W48 4 - 2 X 8 S.Y.P. #2 W56 15-2X8 S.Y.P. #2 736 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 TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN Y PLACED FLAT TO SHEATHING AT OUTSIDE OF WALL, PER DIAGRAM BELOW INC PROVIDE BLOCKING SUPPORT TO TRUSS/GDR, PER DIAGRAM BELOW 0 STEEL COLUMN PAD OUT - REFER TO DETAIL "9" ON SHEET 'SD2" P ANCHOR W/ .145" X 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.0 w ANCHOR to MASONRY WALL W/ 1/2" X 4 EVE. WEDGE ANCHORS 24" O.C. (6" FRM TOP/BOT) ED ATTACH W/ 1/9" THRU-BOLTS W/ 1 1/4" WASHERS at 16" O.C. and MAX 6" FROM ENDS. NOTE: - B. U. POSTS TO NAILED TOGETHER W/ 10D COMMONS at 6" O,C. STAGGERED EA. PLY/EA. FACE. ALL WOOD POSTS TO BE MIN (3) 2 X 4 or 2) 2 X 6 (2 X 8), SUPPORTING HEADERS/GIRDERS PER "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 EA. PLY/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE 2. - ASSUME POST HGT TO MATCH BRG WALL HGT., UNLESS CALLED OUT OTHERWISE - SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS. �H- PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to BRG. WALL BELOW 6. O.C. MAR SIU7 TO'WW : 2 10D NAILS 8° O.C, STUDS ....... ............ ..... -- -- %W TO TOP/BOT PLATE : GIRDER GIRDER GIRDER B. CHORD tY to 24" PFR PLPN BLOC8R0 : 2 X 4 S Y P. _ .. .. _ 0 2 EA. SIDE OF POST -- (3) IOD TOE -NAILS EA. SIDE MISS) IOD TOE -NAILS I EA. END TO GDR W/ (4) _ FOR GDR TD W_IOD -71' PERPL NAILS TD POS T POST TO SlA6:"2-01°SDFF1- 722" t N _ j ANCHORS (U,RO,N 7 PUNS) PER TRUSSTOP ANcnOR seHEou SIDE SIDE FRONT21SEE "D-7F" FOR ALL OTHER FRAME WALL SPECIFICATIONS 0 HEADER SCHEDULE SEE PLAN FOR LABELS of ACTUAL HEADER TYPES BEING USER LfK TYPE NOTES 'H= - HEADER ° 11 - NAILER H310 (3) 2 X 10 S.Y P # 2 TYP. HEADER TO BE USED OVER ALL OPENINGS, U PLO (SEE D-7F) - _ALT. H48'.(412 X 8 S Y.P, # 2 IN 8 W WALLS _ H212 - 2 2 X 12 S.Y�G ALT. HEADER TO H310- H312 3 2 X 12 S.Y.P — ALT HEADER TO H310 HiN4 22 2 X 4 S YP 2 NAILER ROOF and/or CLG. CON T NAILER or BLKG. W% 16D FAILS —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 DIG TAPCONS W 0 /_ _ 1 1/2" EMBED to -MASONRY 16' C or (2) PER BLOCK, US .O. HN6 2 X E S-Y.-P. N 2 NAILER ANCHOR W 1 4 X 3 TAPCONS 12 O.C. HN28 2 X 6 S.Y.P. # 2 NAILER _ at TOP and BOTTOM CHORD of TRUSS W 1/4 Dia. TAPCONS WJ- Y 2" EMBED at 8" O.C. to MASONRY W/ 4 - 10D TOE -NAILS FROM TOP and BOTTOM CHORD (2/SIDE) AS REQUIRED NOTE r - ALL OTHER WOOD BEARS TO BE MN 2 - 2 X 12 SYP.12, NAILED TOGETHER WI 2 ROWS OF 100 COMM at T O.C, UNLESS CALLED OUT OTIONSE - ALL WINDOW HEADERS TO BE 2 - 2 X 1D S.YP.12 1W V7 R ITCH PLATE, NAL PER ABOVE - ALL 2 X 12 BULTIIP HEADERS ARE ASSIAJED TO RE CONT TO BRL'i POINTS M EA SIDE F a I oL oDID I I o m I I I I I I I I II 'Co, 'C',1 1 I I I I I I I I II II I I ',) I N I I I I I I I U = 2300 2-B2 II -C I I I I I I I 18'-4 SEE POST & HEADER SCHEDULES FOR ALL MIN. SIZES, U.N.O. USE B2 ANCHORS FOR ALL WOOD TRUSSES THAT CROSS OVER ANY WOOD WALLS, U.N.O. U = 1500 Q ' 94" CLG\ (21'-8" A.F.F.I)E-- _TA A/H N'T. 1 V 6" U = 900 Qro l I <c -c -4" 1. 19'-6" J'-4" \ A�\ \\\cq I \ \ \ H —� \ \ V 1'I' �1" Noo ■ ■USE T, \ ■ ■ y - II lI2 X 6 S.Y.P. 2 (FLAT) CATS at ? o I NN 30" O.C. W/ (4) 1/4" X 2" EMB. X_2 `O TAPCONS to BEAM W/ 3 - 16D NAILS FROM EA. TRUSS TYP. III li I NY I N FRAME I I I � I I I I I II II I I I I I � f � , I I L-BRACE I NY 974n CLG D-39 OP (I \ U I M A GDR I 11W CLG ({23'-8'+A.F.F.j� - F I BL U _ 800 - - � MV ® SET SO SIR T - NNNY M-GpR N N J C \ M C-D N N 974" CLG FRAME \ N I 6'-2" L-BRACE B, at 20'4 21'-8" F -------------- On RAKE 4'-8„ IN ca Lu No' c�> / Cfj NNY L e MV - SET CH \CO 16"H C - GDR - B. at 20'4 L I . f I I i IN Cool I,I CooI (I ' I N X-1 5' 10" 21'-4" \ (21'-8" A.F.F.) An No L-BRACE D-39 W-BRACE / MV - SET -0 L C - GDR `2 O Boo J O 0 o �Doo o T � I an � :11 1 1 1 . , :.ii`J�� 7Li � 11OB�11P1Ie*mod 4'-3" T-41/2" 53'-4" _ ELEVATION "AIL S-0 1 /2" 21 -B" 21'-8" / (FRAME) 23'-8" v (FRAME) r D. RAKE a I m 0 M u NAILER : 2 X 6 P.T. CON'T W/ 1/4" TAPCONS W/ 2" EMU, at 12" O.C. "L2„ ROOF : MATERIAL TO MATCH MAIN HOUSE T& G TO NAILER/RAFTER : 1 X 6 W/ ED NAILS AT 4" O.C. TO NAILER W/ (2) SD NAILS EA. PLANK TO RAFTER SHEATHING TO NAILER/RAFTER : 5/8" C.D.X. W/ 10D COMMON or 12D GUN -NAILS 4" O.C. RAFTER : 3 X 6 at 24" O.C. W/ (4) IOD TOE -NAILS to NAILER (2 PER SIDE) { U , -� FASCIA : PER V� L� ARCH PLAN RAFTER TO HEADER :1/2" LAG -BOLTS COUNTERSUNK W/ 3" MIN. EMBED. INTO HEADER HEADER : MIN. 4 X 8 S.Y.P. # 2 or BETTER W/ 1/2" LAG -BOLTS COUNTERSUN W/ 4" MIN. 1 EMBED. INTO JOIST EACH END. n ' X BRACKET TO JOIST : 3/4" LAG -BOLT 1 W/ MIN. 3" EMBED. T WOOD JOIST : MIN. 4 X 6 P.T. S.Y.P. # 2 r JOIST TO MASONRY : SIMPSON "HUC46" _ N, / ( ANDD NAILS ((6� IODNAILSEND. SCREWS �. WOOD BACK 2 INW/ 1/4SOTAPCONS W/ rMIS f 3/4" 2" MIN. EMBED at 12" D.C. STRUCTURAL WOOD BRACKET : 4 X 3" \ I MIN S.Y.P. # 2 OR BETTER , "' BRACKET to MASONRY : 3/4" EXP. BOLTS COUNTERSUNK MIN. 3/4" W/ 5" MIN. EMBED. INTO MASONRY WALL. BRACKE X 1 T DETAIL SEE PLAN FOR LOCATION N. T. S. ADJUST AS REQUIRED TO MEET MIN. SPECS ABOVE SEE ARCHITECTURAL PLANS FOR EXACT STYLE & SPACING of BRACKETS AND FOR "H-" (HGT) Ae "L-" (LENGTH) i DIAGONAL BRACE to NAILER 2: NAILER 2: 2 : 2 x 6 S.Y.P. # 2 5 - 16D NAILS, TYP.--- ---NAILED to 1/2" C.D.X. and 2 X 6 P.T. W/ 16D NAILS 6" O.C. HGT PER PLA�----� IF_ DIAGBRACE PER ON BR NUI NAILER 2 TO MASONRY: 1/2" DIED X 4" EMB. WEDGE EFN NAILER 1: 2 X 4 S.Y.P. N 2 ANCHORS 24" O.C. --- W/ 3 - 16D NAILS to EA. TRUSS WEB X_2 BRACE at LANAI WALL SEE PLAN FOR LOCATION N. T. S. gg-t TYP. BOND -BEAM AROUND T. of MASONRY WALLS U.N.O. W/ HGTS. AS LABELED PER PLAN USE Al ANCHORS FOR ALL ROOF TRUSSES THAT CROSS OVER ANY MASONRY WALLS, U.N.O. #X DESIGN UPI FOR TRUSSES OVER C.M.U. ( MO LBS, UNO -t - - 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 ACCESS PER CLG AREA REQUIREMENTS ROOFS to be FULLY SHEATHED BELOW ANY OVERFRAME or VALLEY -SET AREAS (SEE 'FASTENER SCHEDULE', SHEET SDi) 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 RIAMED WALLS SEE DETAIL D-SB ON SHEET SDI FOR STRONG BACK DETAIL 2ND LEVEL COLUMNS, BEAMS and ROOF 1/4" = V-0" TRUSS LOAD DESIGN - 45 P.S.F. I HEEL TYPE - STD. OVERHANG - i6", U.N,O. TYPICAL PROFILE - "A" ELEV. TYP ROOF PITCH, U.N.O. - 4 / 12 TAIL CUT - PLUMB RETURNS - RAKED U.N.O. ON PLAN , HGT IT SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS OF ALL CLG CHANGES { - INDICATES TIE -BEAM STEP LOCATION TYP. PER "D-26" on SHEET "SD2" HCT " - - 1ST or 2ND FLR. MASONRY BLOCK WALL (HGT. PER PLN) PER "D-7" on SHEET "SD2" ^ - 1ST or 2ND FLR. FRAME ERG. WALL (HGT. PER PLN) PER "D-71" on SHEET "SD2" I X' - BALLOON FRAME WALL (HGT. PER RUN) PER "D-78" on SHEET "SD2" \\ �- TYPICAL BEAM/LNTEL/HDR SPEC PER SCHEDULE ON IS SHEET A_ - TYPICAL ANCHOR SPEC PER "TRUSS ANCHOR THIS SHEET - TYP. ANCHOR FOR TOP/BOT. CONNECTION "TRUSS `BB° °B` `H` Or °L° SCHEDULE"on TYPICAL POST/STEEL/MASONRY COLUMN /� -TYP. MASONRY C,D,E, .. " O SPEC PER SCHEDULE ON THIS SHEET 13 - TYP_ WOOD SPEC PER ANCHHOR SCHEDULE" on THIS SHEET CAPACITY IN POUNDS MISC. OTHER "P`, `T OY C° t-UPLIFT PER SCHEDULE DUANnTY �ucuFr Les ANCHOR TYPE O S#- TYPICAL "DETAIL" "SPECIAL CONNECTION", DETAILS/ EXTRA DETAIL REFERENCE CONNECTIONS AS REFERENCED ON SHEETS "SD1" "SD2" x- MISC.NOTE FOR TOP. ANCHOR_ 2-Bl (N - ANCHR TYPE ANCHOR TYPE AND on THIS SHEET _ `../ ps REWREO) 2-C1 REVISIONS: SHEET DATA: MODEL: 6512 COMMUNITY: RIVERBEND LOT #: 13 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 12-05-17 SHEET DESCRIPTION: 2ND LEVEL FLOOR) COLUMNS, BEAMS & ROOF ELEVATION: A GARAGE: LEFT BRENNANI ENGINEERING INC. 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 SHEET S2 Victor Hernandez Qt If ®' STgT ONtp.VT.�017i°oR7DA�EIG�111I �% \` E.B. # 7686 P.E. 72387 NOTES I SCHEDULE S 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 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 15 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 : WIND : DESIGN IN ACCORDANCE W/ F.B.C. 2014, ROOF : T. CHORD L. L. - 20 psf FLOOR : LIVE LOAD - 40 psi RESIDENTIAL, W/ LATEST SUPPLEMENTS, dIE B. CHORD L. L. - 10 psf DEAD LOAD - 25 psi 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 : 36.07 P.S.F. TOTAL LOAD : - 45 psf - 65 psf - RISK CATEGORY : II *TRUSS SHOULD BE DESIGNED FOR A LIVE LOAD OF 20 psf. ON THE - ASO FACTOR FOR WIND : 0.6 - 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. 2-STORY <30'-O" FOR ALL FLOOR COVERING SPECIFICATIONS IS A CONTINUOUS LOAD PATH PROVIDED : - YES SHOP DRAWING REVIEW: ARE COMPONENTS and CLADDING DETAILS PROVIDED : - YES 1. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILTY 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 WTHOUT 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 PROADE 6 MILL POLYETHYLENE VAPOR BARRIER OVER CHEMICALLY TREATED SOIL UNDER FOUNDATION SLABS. 3. THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEOTECHNICAL ENGINEER TO VERIFY SUCCESSFUL COMPLETION of SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEOTECHNICAL ENGINEER'S REQUIREMENTS SHALL BE REWORKED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ENGINEER. WRITTEN CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE OBTAINED FROM A CERTIFIED AGENCY. CONCRETE: 1. CONCRETE SHALL MEET, AS A MINIMUM, F.B.C. W/ LATEST SUPPLEMENTS, TABLE R402.2 MINIMUM SPECIFIED 2. CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: - 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE (SEE PILE PLAN, IF APPLIES, THAT WILL SUPERCEDE) - 3,000 PSI REGULAR WEIGHT FOR BEAMS, AND COLUMNS (SEE "FOUNDATION PLAN", IF OTHER, FOR SPECIFIC REQUIREMENT IN UEU 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 WTH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 FOR MEASURING, MIXING, TRANSPORTING, ETC, CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WTH 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 / R FORMWORK: 1. FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTH ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK". REINFORCING STEEL: 1. REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST PLACED IN ACCORDANCE W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI-318 STANDARDS AND SPECIFICATIONS. ALL HORIZONTAL and VERTICAL BARS SHALL LAP 48 BAR DIAMETERS of LARGEST STEEL IN LAP for FOOTING, DOWEL and BEAM STEEL TYP., UNLESS NOTED OTHERWISE, UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW. TYP. MIN LAPS SHALL BE AS FOLLOWS : # 4 Dia. BAR - 25" # 6 Dia. BAR - 36' 5 Dia. BAR - 30" # 7 Dia. BAR - 42" 2. PROVIDE 30" X 30" CORNER BARS and TIED LAPPED 2. P ED to EACH BEAM REBAR, TYPICAL AT ALL CORNERS PER DETAIL 11 on SHEET SD WELDED WIRE MESH: 1. WELDED WIRE MESH SHALL BE ASTM A-185, GRADE S5, FREE FROM OIL, SCALE, AND SHALL BE PLACED IN ACCORDANCE WTH 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" D.C. TYP. (VERIFY WIDTH PER PLAN) 3. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN CONFORMANCE WTH ASTM C-90 GRADE N I'm = 1500 PSI. BLOCK SHALL E P G BOND UNLESS B LACED USING RUNNING OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIER IN -WALL BEAMS BEFORE PLACING CONCRETE FO COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS UNLESS SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN, THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" COARSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP of 8" to 10". USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT. 4. TYPE S MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS 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-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) WTH 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 WTHOUT WOODEN TOP PLATES. TRUSS NOTES : 1. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING DETERMINATIONS, 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 SCSI 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 - 202, 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 MANDF. SPECS -"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 HY 150" FASTENER SCHEDULE APPLICATION SIZE TYPE I SPACING REMARKS GARAGE DOOR BUCK TO CONC. BLOCK COL. SEE ARCHITECTURAL PLANS MTL. STRAP TO CONC. SEE ROOF LAYOUT FOR SPECIFIC ANCHOR SPEC BLOCK or TIE -BEAM PER TRUSS ANCHOR SCHEDULE NON-BRG. WALL SILL 1/2" 0 x EXPANSION PLATE to CONC. SLAB 4" EMB. W/ ANCHOR 16" O.C. and KNEE -WALLS WASHER 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 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" DIAL. (WHICHEVER IS GREATER) W A L L .131" 0 x 2 1/2"L BD GALV. COMMON EDGES - 4" FIELD - 6" WHERE DBL. SHEATHING IS REQUIRED, USE 10D NAILS 5 8" (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 t 2" LONG 1/4" 0 x C 0 1 L TAPCONS 12" O.C. 6" FROM ENDS 12' O.C. SEE D-20 SD ALT 2 x JAMB "C. M. S." VERIFY W/ PRODUCT APPROVALS 1 1/2" EMB. ANCHORS THROUGHOUT SLIDING GLASS DOORS ( 1 x 4, 1 x 6 P.T.) .099" 0 x 1 1 2" LONG 1/4" 0 x C 0 1 L NAILS 4" O.C. THROUGHOUT 12' O.C. SEE D-20 SD ALT 2 x JAMB "C. M. S." VERIFY W/ PRODUCT APPROVALS 1 1/2" EMS. ANCHORS THROUGHOUT EXT. SWING DOORS ( 2 x JAMB WIDTH P.T.) 1/4", 0 x 1/2' "C. M. S." 12" O.C. SEE D-20 PER PRODUCT APPROVA 1 EMB. ANCHORS THROUGHOUT SD2 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 MANDF. SPECS -"C.M.S." - I T W BUILDEX "TAPCON" CONCRETE MASONRY SCREW ANCHOR -"WEDGE ANCHOR" - HILTI "KWIK-BOLT 3" EXPANSION ANCHOR -"P.AF." PINS - HILTI "POWDER ACTUATED FASTENER" GABLE -END HIP ROOF ^o a ROOF ZONE UPLIFT DIAGRAM (FOR COMPONENTS ABOVE ROOF SHEATHING) AT SLOPED ROOFS ZONE 1J - 39 PSF ZONE O - 68 PSF ZONE O - 100 PSF raw = Gr—Gn "CAST-CRETE" 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 SAFE LOAD -POUNDS PER LINEAR FOOT � CSCMp SAFE LOAD PLF SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 BFB—OP 8F12—OB 8Fi6—OB AF20—OB BF24—OB 0F28—OB EF32-0B TYPE LENGTH 8U8 8F8 P.EINF. CMU TYPE LENGTH nre-1r aF12-rt aFls-IT nfza-1r aF2a-lr Brze-tT aF}z-1T 8F8-1B BFt2-1B BF16-1B 8F20-18 BF24�B 8428—iB 8F32-1B 8F8-2T 8F12-2T nF16-2T SF20-21 BF24-2T 8F28-2T BF32-2T 2'-10"(34' PRECAST 2231 3069 4605 1 6113 7547 8974 1094 11809 2'-l0' 34 PRECAST ( 1293 1 642 21 35 2'-10" 34 PRECAST ( "] 1972 3173 4460 5747 7034 8321 960E 3069 4605 6i13 7sw 8974 10394 11809 i72 3173 4460 5747 7034 8321 9608 3'-6" (42'� PRECAST 2231 3069 3719 5163 6607 8054 9502 1D951 1 Y-6" (42' PRECAST 1025 1024 1830 S-6" (42") PRECAST 1569 2524 3847 4569 5591 6613 763e 3069 4605 6113 7547 8974 10394 11809 1569 2524 3547 4569 7591 6613 7636 4'-0' (48' PRECAST 1966 2561 2751 3820 4890 5961 7034 8107 4'-0' (48'� PRECAST 765 763 1365 4'-0" (48' PRECAST ll63 2192 3079 3966 4853 5740 6627 2693 4605 6113 754-1 8974 10394 11809 1363 2192 3079 3966 a8'3 5740 6627 4'-6" (54'� PRECAST 1599 1969 2110 2331 3753 4576 5400 6224 4'-6" (54") PRECAST 592 591 1057 4'-6" (541 PRECAST 1207 1940 2724 3508 4702 5077 5861 218. 43.5 6113 754] 0 00 2 10294 11809 1207 1940 2724 3508 4^_92 5077 5861 64 5'-4" PRECAST ( � 1217 1349 1438 1999 9 2560 3123 3686 4249 5-4" (84� PRECAST 411 411 734 5'-4' (641 PRECAST IOIfi 1632 2290 2949 36W 4265 4924 166} 3090 sass 1 75471„ 73e20o 8763„a 1012707 1m6 1652 2290 2949 5607 4265 4924 5'-10'(70' PRECAST 1062 1105 1173 1631 2090 2549 3009 3470 5'-10'(70' PRECAST 340 339 607 V-10"(70� PRECAST 909 1492 2a93 2694 3205 3a97 4498 1451 2622 436D 11 fi0 " 6036 r 7181 , 8328 929 1492 2W3 2654 3R5 3037 4498 B'-B" (76'� PRECAST 908 1238 2177 3480 3031 3707 4383 5061 6'-6" (787 PRECAST 507 721 483 C-6" (78' PRECAST 1340 1ad0 2419 2959 3498 4039 II38 21A 34B0 5361 0360 1039 8825 n 8350, 0}5 1340 1B80 2419 2959 3498 4038 T-6" (90'� PRECAST 743 101i 1729 2632 2205 2698 3191 3685 T-6' (90� PRECAST 424 534 357 T-6' (90� PRECAST 727 m 1021 1634„y 2102 „ 2571po 303940 3508 ,1 1011 1729 2661 3898 5681 8467 " 6472 e 727 1166 1634 2102 2571 3039 3508 9'-4" (1121 PRECAST 554 699 1160 1625 2564 3486 281E 3302 9'-4" (112� PRECAST 326 512 227 9'-4" IT 127 PRECAST 591 680 11330, 1471, 18n0, 21521, rz494 „ 752 1245 1843 2564 3485 4705 m 6390 0 591 851 1328 1705 2084 2463 2842 10'-6'(1261 PRECAST q3g s35 890 1247 2093 D77 2163 2536 10'-6'(126� PRECAST 284 401 178 10'-6"(726j PRECAST 530 552 914 „ 11E505 1468,e T732 „ 2007 „ 643 1052 1533 2093 2781 36431 47641p 530E45 1183 1526 1865 2204 2544 11'-4"(136�PRECAST 362 562 945 ll66 1846 2423 3127 400fi 1V-4" 136 PRECAST ( 26U 452 152 1V-4" 136 PRECAST ( °]° 79a„ 1034 ,: 1272„ 1510, 1749„ 504 945 ll66 1846 2623 312] 4006 494 1648 1422 E38 2053 2369 12'-0' 144 PRECAST 337 540 873 1254 1684 2191 2805 3552 - 12' 0' 144 PRECAST ( 7 7. 44 h02 135 - 12' 0" 144 PRECAST ( T 47D , 72301, 936 p, 11510s 1366„e 1582pe 540 8» 1254 1684 2193 2805 3552 q0 32d I}q9 1649 t948 2247 13'-4'(1607 PRECAST 296 4]I 755 1075 1428 1039 2316 2993 13'-4' 1609 PRECAST 21 7 324 109 13'-4" 180q PRECAST 41B o 606 a 783 " 962 04 1141 a 1321 , 471 755 1075 1428 1838 2316 288 426 n0 na5 1444 nta 1993 14'-0"(168� PRECAST 279 424 IOfi 1002 1326 1697 212 22630 14'-0'(168'� PRECAST 205 293 98 14'-0"(168'� PRECAST 3P41„ 559 a 723 a 887 p, 10521,4. 1218 p, d4z 706 10D2 laxs 1s97 '2 2s}o 410 709 16so w34 , 1694 1954 1 14'-e'(176� PRESTRESSED N R. NR NR NR NR NR NR NR 14'-8"(1761 PRESTRESSED N.R. 284 89 14'-8"(1761 PRESTRESSED z39 v9 671 p, 6231„ 97s0, 11z9r„1458 783 1}70 1902 2245 2517 D12 246 655 968 1324, 1625 „ 1874p, 15'-4"(184� PRESTRESSED N P NR NR NR NR NR NR NR 15'-4' 184 PRESTRESSED ( 7 N.R. 259 82 15'-4" 164 PRESTRESSED ( ") 224 302 485 , 626 „ 767 „ 964 „ 1052w 412 710 1250 1733 2058 2320 2513 230 364 609 897 1224 1e 1562 a 1801(io 1T-4'(268� PRESTRESSED N-R. NR NR NR NR NR NR HR 17'-4"(208') PRESTRESSED N.R. 194 63 17'-4"(208'T PRESTRESSED 187 255 404 e 520 1, 631 754 a 872„rz 30o 548 950 ❑26 1609 1849 7047 112 303 ROO 732 913 a 1268 „ 14700,1 19'-4'(232'T PRESTRESSED N R NR NR NR NR NR NR NR 19'-4"(232� PRESTRESSED N.R. 1 48 51 19'-4"(232") PRESTRESSED 162 222 FIE 4460, 54e0, 648 N 7460e z35 42o no 1m7 12V Is5 1716 i66 261 424 616 831 . 1a570, 1225py 21'-4"(256� PRESTRESSED N R NR NR NR NR NR NK NR 21'-4. 256' PRESTRESSED ( ) N.R. 1 25 42 21'-4`(256� PRESTRESSED 142 198 3060; 3930, 4800, 567„ 654 „ IV 340 598 645 1114 1359 1468 142 230 369 531 713 , 903 ,p 1046 q� 22'-O'(264'0 PRESTRESSED N R NR NR NR NR NR NR NR 22'-0"(264°) PRESTRESSED N.R. it 6 39 22'-O'(2641 PRESTRESSED 137 192 29s , 37e „ as1 ," sa5 „ 629 „ 165 315 SW 784 1047 12B5 1399 137 221 354 508 681 p 8n1 , 997 24'-0'(288'T PRESTRESSED N,R NR NR NR NR NO NR NR pq'_0'(288°) PRESTRESSED N.R. 91 33 24'-O'(2881 PRESTRESSED 124 175 267 , 341 E, 416,1 491 ,e sse Bae ID92 1222 3,REDUCTIONS 600 75b „ 8I5 (#) THE NUMBERS IN PARENTHESIS GR40 FIELD ADDED REBAR. ARE PERCENT REDUCTIONS FOR « SEE NOTE 18 (�) THE NUMBERS IN PARENTHESIS FOR GR40 FIELD ADDED DEBAR. ARE PERCENT - ALL VALUES TAKEN FROM °SAFE LOAD TABLES" Ny °CASCRETE, JUNE 2003 EDITION - - PRECAST PRODUCTS BY OTHERS TO MEET aT EXCEED VALUES STATED ABOVE - - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURERS SPECIFICAIIONS - - PROVIDE MINIMUM 4" of BEARING PAST EACH SIDE of WINDOW OPENING - 3'-0' 1. 3'-0" SPLICE AT MID- PAN MEMBERS (61) 2 4 2'-0" 2'-C TYP. FLOOR TRUSS S LICE AT COMMON VERT. MEMBER (41) NAILER VERT. WEB O (�) I O "S#-" -SPECIAL CONNECTION "W" PLATE +1 /4 +1/4" BEHIND D GDR .... .-::. ... .... HVY GDR 0. .._ GDR ." �n - GDR N A ..... . 1 1 VER B SEE PLAN FOR COLUMN- "HEAVY" GIRDER LOC. OL4 SIDE -A SIDE-B T O P CAP : 12"H x WIDTH AS SHOWN 90 Deg. CONFIGURATION W/ (4) - 3/4" THRUBOLTS (FIELD VERIFY) 1 +1/4" , ¢ ALT. 6-BOLTS v W/ 2 GIRDERS .......... (VER/PLAN) _VEER. _ ___ ALT. OFFSET Ito AVOID ADJ. GIRDER SIDE -A SIDE-B Oi3 CAP : 10"W X 16"H X "W" W/ 3/4' THRU-BOLTS (3 or 6 IF SPLIT GDR) TYPICAL CAP W/ ALT .RECESS T" COLUMN PER PLAN — RECESS_ '- ' 1a .I-. IF - ALT. RECESS I `I GROU Q - TYPICAL ....1 ;::.. f ,"; BASE PL �. (4) ANCHORS o -_... T a 1 1 12 T35 T4 W46 (W/ TYPICAL BASE N TYP. COLUMN : TUBE STEEL, SIZE PER PLAN, TYP., FILLED SOLID TYP. SEAT PLATE : 1/ 2"T STEEL FOR ALL GIRDER BEARINGS TYP. TYP. BASE PLATE : SIZE ABV. X 3 4"T STEEL TYP. W1 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 - 41F- ASSUMES 5 1/2"H BOTTOM CHORD (ADJUST ACCORDINGLY) - - TRUSS CO. T 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 GDR 1/4 . \ Q TN _ / o o1 TOP FRONT SIDE Ou4 HANGER to MASONRY ( : 4 - WEDGE ANCHORS GIRDER to HANGER : (2)) - THRU-BOLTS S2 WEDGE ANCHORS : 3/4 DID. x 4 LMB. 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: ►l.I»m1P". MODEL: 6512 COMMUNITY: RIVERBEND LOT #: 13 DRAWN BY: SM/RC CHECKED BY: RC/VH DATE: 12-05-17 SHEET DESCRIPTION:I STRUCTURAL NOTE S, MISC. SCHEDULES & "S#-" DETAILS ELEVATION: 77 GARAGE: LEFT M I S C E L L A N E O U S I BRENNAN ENGINEERING INC. _= 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 2O 2 X 6 S.Y.P. # 2 "STRONGBACK" W/ (3) 10D ALT. 2-16D) NAILS to NAILER "A', or TO VERTICAL CHORD "B" AS ALLOWED (PLACE 2 ANYWHERE BETW, FLR. TRUSSES) O3 AT ENDS, PROVIDE 2 X 6 P.T. NAILER W/ (4) 1/4" X 3 1/2"L TAPCONS to MASONRY or 2 X 4 "X" - BRACE a7o ® 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. *"STRONGBACKW DETAIL N. T. S. - "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. PER TRUSS O TOP/BOTTOM PLATE : 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.) 22 WALL : 2 X 6 SYP # 2 STUDS 16" O.C. S x W/ (3) 10D TOE -NAILS TO TOP/BOT. OUT PLATE TYPICAL ti 3 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 her MASONRY WALL O NAILER 1 : 2 X 4 SYP # 2 W/ (3) 10D NAILS AT TRUSS TOP/BOT. CHORD & EA. PLAN WEB IN BETWEEN O NAILER 2: 2 X 4 SYP # 2 P.T. W/ 1/4" 2 TAPCONS W/ 2" EMBED 12" O.C. TO MASONRY �M���LN. T. S.- 1600 S. DIXIE HWY. STE 400 BOCA RATON, FLORIDA 33432 (561) 392-3748 E.B. # 7686 P.E. # 72387 SHEET: SDI Victor Hernandez 1CTOR /ZZZii �O% =N;� 6, i7z �\ E.B. # gi g it\\�N"E. 72387 V WALL SECTIONS ROOF : BY OTHERS OVER 5/8" i?» TRUSSES : APP. ENGINEERED WOOD C.D.X. PLYWOOD (SEE ARCH. PLANS) -^ at 24" O.C. ALL TRUSS BRACING SLOPE - TO BE PLACED AS SHOWN ON TRUSS *TRUSS TO BOND -BEAM : PER ELEV. =N-=-" ENGINEERING (SEE ROOF LAYOUTS FOR TRUSS OVERHANG TYPE, CANT or STD.) MOISTURE BARRIER : AS PART of TRUSS ANCHOR W/ ALT. 30 p FELT PAPER BETWEEN ROOF -TRUSS & MASONRY C - % / RACING: PER DTL. 39 AS --- k�MIA ON ROOF PLAN T. of BEAM, B. of TRUSS ' -:%' ' %-, FASCIA : PER ARCH. PLANS, - W/ 3 - 12D GUN -NAILS to n--- ------ "BB-1' : TYP. at TOP of 1ST or 2ND FUR. MASONRY i n WALLS SUPPORTING ROOF TRUSSES to BE 8" X 16' EACH TRUSS t LINTEL BLOCK COURSES W/ STEEL IN POURED n o CONCRETE, U.N.O. (SEE BEAM SCHEDULE) SOFFIT :PER ARCH. PLANS O.H. PER � I.; �� � ELEV S 4 . ii ► h u i h ALT. DROP LINTELS t OVER OPENINGS W/ T. of WINDOWS PER ELEVATIONS ---- L - STEEL PER PLAN EXT. WALL : DECORATIVE CEMENTITIOUS FINISH OVR. B" X i6" C.M.U. W/ #g 5 BARS FLOOR : GYPCRETE DECK OVER 3/4" g N FILLED CELLS PER "COLUMN SCHED." T & G C.D.X. PLYWD OVER FLOOR -TRUSS, ALL FLOOR SHEATHING TO EXTEND MIN. 1/2" I' N FROM MASONRY WALL (TYP.) MOISTURE BARRIER : PR30 gg FELT l t n 12'-9" T. of "BB-1" & PAPER BETW. ROOF-TRS MASONRY , u o 0 u z z z u o 12'-1" T. of 'BB-1" N O "BB-1" (PERPENDICULAR) or 'BB-2" (PARALLEL) TYP. at T. of 1ST. FLR. TAASONRY WALLS SUP- G PORTING FUR. TRUSSES to BE (1) or (2) 8' X 16" LINTEL BLOCK COURSE/S W/ STEEL IN POURED PAPAi& r CONCRETE, U.N.O. (SEE BEAM SCHEDULE) LT DROP i o j^ iiii #. II LINTELS OVER o N T. of WINDOWS PER ELEVATIONS I OPENINGS W/ ---------------- STEEL / PLAN SILLS : PRECAST or 8" X 8" POURED CONC. W/ 1 5 BAR, EMBED 4" INTO POURED CELLS AT EA. SIDE. FOR SPANS i '0. i FOOTINGS :SEE FOOTING SCHEDULE GREATER THAN 6'-0", PROV. # 5 DOWELS (FOUNDATION PLAN) FOR SIZE & STL REQ. TIED TO SILL EVERY 4'-0" O.C. MAX. I iIOU I SLAB : SEE FOUNDATION PLAN FOR EXACT EXT. WALL : DECORATIVE CEMENTITIOUS SIZE AND STEEL OVER APPROVED VAPOR FINISH OVR. 8" X 16" C.M.U. W/ 5 BARS i Y, ii BARRIER OVER WELL COMPACTED POISONED IN FILLED CELLS PER "COLUMN SAED." p. is (SEE FOUNDATON PLAN for ANY ADD'T STL.) MISCELLANEOUS IGltls7 Q 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 I MISSED DOWEL - ANY MISSED GIRDERS ANCHORS TO BE ADDRESSED - NO MULTIPLE QUANTITY RESTRICTIONS SEPARATELY ON A CASE BY CASE BASIS - INSTALL AS PER MANUF. SPECIFICATIONS TYPO G REPAIR DETAILS 8 - 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 -T -------- REQUIRED W/ (2) ROWS OF 10D NAILS at 12" O.C. �� A NAILER TO STEEL : 2 X S.Y.P. # 2 W/ I .177" X 1/2" EMB. "P.A.F." (PINS) at w 16" O.C. or 1/4" X 2 3/4" SELF -TAPPING l ni SCREWS qr- r„"N STEEL COLUMN PAD -OUT RECESS : 1 1/2" TYP. AROUND EXTERIOR ' MASONRY WALL PERIMETER WALL N f MASONRY WALL T. of SLAB EXT INT F NAILER : (1) 2 X S.Y.P. # 2 P.T. 4" MIN., GRADE ., to T.M _ 1-$TORT SLAB AN. GRADE i, l = TO CMU WALL W/ 1/4" X 6" LG _ _ = 1 ! =) ( 11-111-111, 111=111- 12" MIN., GRADE II=IIII d 1=U' NAILER : (3) 2 X S.Y.P. # 2 TAPCONS AT 8" O.C. to B. of FTG. III=III III II I=11' 2-STORY P.T. AT CMU) W/ 1/4" X STUD : (4) 2 x S.Y.P. # 2 W/ II 1-1P 6" LG TAPCONS AT 8" O.C. 10d NAILS at 6" O.C. AS SHOWN WALL SECTION 1/2 ni WOOD WALL : SEE PLAN FOR WIDTH 41e - REFER TO "TRUSS ANCHOR SCHEDULE" on "FLOOR/ROOF LAYOUT" PLAN" - N. T. S. " - NAIL ALL SHEATHING PER "FASTENER SCHEDULE" ON SHEET SDi" WOOD TO MASONRY - SEE ARCHITECTURAL PLANS FOR ALL OTHER INFO - 8" WOOD STUDS 1 : (2) 2 x 8 WALL WALL S.Y.P. # 2 W/ 10d NAILS at 4" 0 C. -'NAIL DBL. TOP PLATE TOGETHER W/ 10D GUN -NAILS EXT i; IfNT j ,AT 12' O.C. W/ 48" LAPS W/ (12) 10D GUN -NAILS /- -�� WOOD STUDS 2 : (4) 2 x 6 1-STORY TRUSS to 2ND HEADER WALL to MSNRY ALT. HEADER iOOD S.Y.P # STUDS DW/ 10d NAILS S.Y.P. g 2 W/ tHd NAILS FLOOR T. of WALL at 6" O.C. AS SHOWN at 6" O.C. AS SHOWN 0 0 10 TRS/JOIST to WALL : 3 2 24" O.C., SEE ROOF —HEADER DBL. PL. W/ ROOF LAYOUT FOR PER PLAN- �� 2 n WOOD WALL : SEE PLAN FOR WIDTH ANCHOR SPEC .. ? , • ° 2 TDo NALS WOOD TO WOOD 2 TOP PL. to WALL : 1 �9 �- 3 2- 2 X S.Y.P. 2 W/ 1 CORNER WALL CONNECTION DETAILS gg 12 ALT. DROPPED ALT FRAME DOWN SIMPSON "SPH" W 5 - 10D 12 NAILS EA. SIDE TYP. (10 TOT.) HEADER BELOW HEADER Is O3 WALL : 2 X S.Y.P. p 2 STUD STUD to STEEL COL .177" PER PLAN at 16" O.C., U.N.. - X 2"L HILT] PINSO I ) � (PAF) at 24" D.C. I ALT. STL. COLUMN GYPCRETE DECK OVER. STUD to MASONRY : , 3 4 C.D.%. T & G PLYWD 2"X P.T. W/ 1/4" X T. of BM- 9 0 2 EMB. TAPC NS" 4 0- - - - 19 at 12" O.C. TYP. FLFtt 9 17 18 n 5 GYPCRETE DECK OVER. I � -{ / 1 ' y F, __ 3 $ COX T & G PLYN9 i i Nrs 6 � � 1 �D4B `SYSTEM HORD4BR < ,/ i� ==,` -- PER -- - - _ -----_ 0 TRUSS N �( BF Y SEE PLAN 2 BY OTHERS J 5 SOT. PL. to GDR /RIBBON : 2 X S.Y.P. # 2 / / FOR BEAM 8 10 W/ 16D NAILS at 8 O.C. TYP ��/ TYPE 4 ff PMAt1 L PER PEN ICULAR 6 BOTTOM PL to WALL' 2 - MOD NAILS FROM $PERPENDICULAR 3 I PARALLEL J 7 1 PLATE to EA. STUD W/ SIMPSON "SPH"W/ 5 - MOD NAILS EA SIDE TYP 10 TOTAL PER PLAN 18 (SIMPSON 'SPH" N/A W/ SLOPED TRS/G R) O 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 : 2 EMBED AT MIDDLE OF BLOCK (MIN. 3 PER BLOCK) 2 - STUDS N LINE : SIMPSON 'MSTA49* "LST 3 7 - 7 - EA. END � � to � - STUDS NOT IN LINE :FUR.SIMPSON "LSTA 6" 7 -MOD to O BLOCKING 2 : 2 X 6 S.Y.P. # 2 AT PLYWOOD SEAMS AT 24" O.C., W/ (2) 10D "H3" � 0 2ND FLR. STUD & 1ST FLR. DBL. TOP PLATE (WRAP) PLATE NAILS EA. END W/I 1ST TRUSS SPACE W/ SIMPSON CUP PLACED FLOOR "LSTA36"W/ HORIZONTAL W/ (4) SD NAILS EA. END TO NAILER ® 2ND FLR STUDS to GIRDER : SIMPSON 7 - 10D 12 c NAILS EA. END TYP. Q TRUSS to MASONRY : SIMPSON "HU48" W/ (6) 10D NAILS TO TRUSS (3/SIDE) W/ o o ii 3 (14) 1/4" X 2 3/4"L TITEN it 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 ("L" BRACE) ® NAILER : 2 X 6 P.T. CON'T W/ 1/2" EXPANSION BOLTS W/ 4" EMBED W/ it & ANCHOR FROM "NOTCHED STUD' W/ MOD NAILS at 8" O.C. 11 WASHERS AT 24" O.C. n 10 RIBBON : 2 X 4 S.Y.P. # 2 CON'T W/ 3 - 16p NAILS to EA. TRS: �I HANGER BEARING T. of MSNRY --- or SLAB ) j B. PLATE to SLAB :1/2" X 6" EMB. WEDGE -ANCHOR 24" O.C. � ALT R. W/ 3" X 3" X 1/4' W HRS." IN 9/16" HOLE CENTERED, SPACE �J 1 FROM EA. CORNER & 6 FROM EA. SIDE OF SPLICES. STUD to B. PLATE MIN. 2 - 16D TOE -NAILS (1/SIDE) (EMB. IS FROM LOWEST SLAB ELEV. at RECESSED AREAS) 12 FlRESTOP BLOCKING : 2 X S Y.P. # 2 AS REQUIRED PER CODE FL R 2ND B. PLATE to FLOOR ® ALT. B. PLATE to MASONRY WALL : 1/4" TAPCONS W/ 3" EMBEDMENT at 6" O.C. (CENTERED) _ _ _ _ - 16D NAILS 0 8" D.C. to TRUSS GYPCRETE DECK OVER. 34 aD x r & G PL ND T. of FLOOR _ _ 2ND F.F.. ® "CiT" STRAP PER "TRUSS ANCHOR SCHEDULE" ON ROOF/FLOOR LAYOUT W/ 1 X 3"L TAPCONS EACH STUD TYPICAL 1� _ _ _ _ _ _ _ _ STUD to FLOOR TRUSS SIMPSON i/4" at "MSTA36" W 6 - 10D NAILS to STUD & 1 CORNER : TYP. 3 - STUD AS REQ. PER PLAN TRUSS (or 3 to TOP/BOT CHORD (12 TOT.) �. 5® HEADER : PROVIDE NO. 2 ANCHORS at TOP of WALL OVER HEADER 24" O.C. (MIN. 3) AS SHOWN W (1) - SIMPSON DIAGONAL BRACE 2X4S.Y.P. #2 024" O.C. W/3-16D LSTAiB" STRAP FROM H ADER TO EA. JACK STUD BELOW (MIN. 2 JACK STUDS EA. SIDE of OPNG. W 7 - 10D NAILS EA. END TYP. NAIL STUDS TOGETHER WA 16D at 6" O.C. EA. PLY & END -NAIL to TOP/SOT. LA W/ 2 - i6D. NAILS to TOP/BOT. CHORDS ® EA. END T. of 1ST A.R. TIE -BEAM (PROVIDE (i) 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 "META20" ® ALT. DROPPED HEADER : PROVIDE NO. ANCHORS PER ABOVE TO EACH CRIPPLE STUD 16" O.C. W/ (2) SIMPSON "H30CUPS to HEADER (MAY BE LACED ON INSIDE & OUTSIDE BOTH PLACED ON INSIDE OUTSIDE) SIMPSON MIN. at 18" D.C. W/ or or 6 - MOD NAILS (or 3 to TOP/BOT. CHORD) AT INSIDE of TRUSS 18T FLR In , 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 D 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 ED FOR (NO BOTTOM > SPLICE ALLOWED FOR 36" PAST EA. SIDE of OPNG. TYP.) EACH STUD and 3 - 10D to TOP & BOT. 13 MISC ANCHOR : FLOOR TRUSS &CRIPPLE STUD - 3 - MOD TOE -NAILS Q ( ) RIBBON 12 TOTAL ( ) 2ND FLR 19 'SHEATHING : AT 2ND FLOOR, NAIL to ALL "RIBBONS" W/ 8D 0 3" O.C. TYP. SEE "FASTENER SCHEDULE" ON SHEET "SDi" FOR ALL OTHER NAILING REQ. STUD to B. PLATE MIN. 2 - 16D TOE -NAILS (1/SIDE) - 2ND F.F.. ©0 SHEATHING : AT 1ST FLOOR PER PLAN AS ONLY REQUIRED PER "SHEARWALL" DETAIL O ABOVE B. PLATE to FLOOR : 16D NAILS 0 8" O.C. to RIBBON FLOOR TRUSS �d 6. S,Ca O By OTHERS m F FRAME BEARING WALL TOP &SOT. RIBBON to TRUSS m�� SEE PLAN FOR WALL SIZE TO APPLY ABOVE 2 x 6 S.Y.P. # 2 CON'T W/ 5 -16D wm NAILS TO EA. FLOOR TRUSS m WALL SECTION 3 - T.af -BALK. "SYSTEM 42" TRUSS to MASONRY : TIE -BEAM (2)-SIMPSON "META20"MIN. W/ 8 - 10D - SEE "TRUSS ANCHOR SCHEDULE" ON PLANS FOR ALL OTHER ANCHOR SPECS. N. T. S. NAILS PER EA. STRAP to TRUSS (1/SIDE) 1ST FLR ©0 - SHEATHING :NAIL to ALL "RIBBONS W/ 8D at 3" O.C. TYP. SEE "FASTENER SCHEDULE" ON SHEET "SD1 FOR ALL OTHER NAILING REO, PERPENDICULAR 11 - THIS DETAIL SATISFIES ALL "SHEARWALL" CONDITIONS - SEE FLOOR ROOF FRAMING PLAN FOR DETAIL REFERENCE - SEE ARCHITECTURAL PLANS FOR ALL OTHER INFO. O MASONRY B E A R I N G - THIS DETAIL DOES NOT APPLY AT 'CLERESTORY" AREAS SEE PLAN FOR WALL SIZE TO APPLY ABOVE - SEE DETAIL "1" ABOVE FOR ALL OTHER TYP. INFORMATION to APPLY CONC. BEAM STL. ONLY I TYPICAL DETAILS BOND -BEAM STL. CORNER BAR BOTTOM CHORD OF PRE-FAB LAP TRUSSES ® 24" O.C., TYP. 1 BUCK to MASONRY : SEE "PRODUCT APPROVAL" FOR ALL (SHOWN, IN PLAN VIEW) — tisiti�rz7..1' . .r ®sm mi. �I mm CROSS INSIDE STL. I` T. of BM W T. of BM ADD W/ ALT. MID -STEEL �i___i� ADD W/ DBL. BOND -BEAM ELEVATION PLAN ELEVATION PLAN CONCRETE BEAM BOND -BEAM 11 TYP" MASONRY CORNER LAP ALL STEEL PER MIN. REQUIREMENTS AS N. T. S. STATED IN "STRUCTURAL NOTES (SHEET "SD1") - 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.) 41L * 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 WINDO9NAILER WINDOW / S.G.D. STEEL 1 x S.Y.P. N 2 BUCK 2 X S.Y.P. # 2 P.T. 8D NAILS dt B" D.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. CO STEEL COLUMN NAILER - © - FRAME WALL BUCK - ® PTD MATERIALO S RE. W/ 1/4 *X TAPCONS EXTERIOR DOOR W/ 2" EMBED 12" O.C. STAGGERED 2X JAMB WIDTH © PAD -OUT 2 TO "PAD -OUT 1" : iX or 2X P.T. BUCK SYP # 2 W/ TAPCONS PER ABOVE or 10D DOOR - NAILS 2X) or 8D NAILS (1X) t0" O.C. STAGG RE MASONRY WALL and COLUMN PER PLAN 110*1NIOWI.I.D. NDE JAMB ALT. TDB JpMg BUCK to PAD OUT : 10D or bD NAILS PER WINDOW / S. G D• - ABOVE (NOT STAGGERED) WINDOW/DOOR "BUCK' DTL. 2 O - 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 Amb. FRAM ANCHOR - ANCHOR THRU BUCK TO MASONRY W1 L;X:i. CONCRETE/MASONRY SCREW ANCHORS SEE WINDOW MANUFAC RERS SPEECIFICATIONS FOR APCONS SIZE and SPACING FOR ASSEMBLIES TO MEET DESIGN PRESSURES AS STATED ON ARCHITECTURAL PLANS. - DOOR FRAME ANCHOR - PER MANUFACTURERS SPECS. ^^^NS AT ROOF TYP PER PLAN © BOTTOM CHORD BRO W/ ROOF AND/OR FLOOR TRUSS O FLOOR TRUSS to WALL/GIRDER : 3 - 10D TOE -NAILS (2/1 PER SIDE) or 2 - i6D NAILS THRU TOP of BOTTOM CHORD U.N.O. 2 BOT. OF DBL. TOP > AND SILL > to WALL 6 END -NAIL W/ 2-16D 1 1 B. PLATE to SLAB : .145" X 1 1/2' EMB. HILT] DX" P.A.F.S. of 16" O.C., 6" FROM ENDS/SPLICES 9- SHEATHING : RUN 5/8" EXTERIOR PLYWOOD SHEATHING CONTINUOUS to FOUNDATION on (1) FACE of WALL W/ BD 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 O NAILER : CON'T 2 X 4 S.Y.P. # 2 W/ (3) 10D NAILS TO EA. STUD WRAP A�ROUNrD TOP CHORD GYPCRETE DECK OVER.F4 34"C,DX T&0P4 -� T. OT BY O7HERS I SEE PLAN TOP CHORD BR( 1 FOR BEAM FLOOR TRUSS SPEC +3 BY OTHERS 2 PERPENDICULAR PARALLEL t�1 BLOCKING 1 : 2 X 4 P.T. W/ 1/4" TAPCONS W/ 1.5" EMBED 8" O.C. (MIN. 3 PER BLOCK) 2� 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. END W/I 1ST TRUSS SPACE W/ SIMPSON 'HY CLIP PLACED HORIZONTAL W/ (4) 8D NAILS EA. END TO NAILER O W0(8) 0DSX 1.05"L1ANAAILS (FILL ALLOHOLES)A1G" OTOP CHORD BEARING APPROVED ANCHOR TYPES GARAGE DOOR BUCK : 2 x 6 S.P. 12 P.T. woo BY OTHERS ® EA. SIDE OF GARAGE DOOR , GARAGE DOOR OPNG. MASONRY WALL J L MASONRY COLUMN (C.B.S. OR "0" BLK) 21 GARAGE "BUCK" DTL. - REINF. TO BE CON'T FROM FTG. TO TIE -BEAM W/ ALL N. T. "ACI" DETAILS & DEVELOPMENT LENGTHS ADHERE d 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 yy.a w.; "LINTEL BLOCK/S" oL II w II O 6 x RACE : 2 x 4S. EA.D EN TO TOP F W/ 3 - 10D NA VIDE AT 20' INTERS LATERAL BRACE : 1 x 4 S.Y.P. # 2, FASTEN TO TOP of EA. TRUSS SOT )CHORD W/ 3 - 10D NAILS TYP. 45Al�_, V141 / ALT. O PER PLAN CATS : 2 x 6 S.Y.P. # 2 (FLAT) CATS at 30" O.C. W/ (4) 1/4" x 2" EMB. DOWEL STEEL in CONCRETE T. OF BEAM C TAPCONS to BEAM W/ 3 - 16D NAILS NAILS FROM EA. TRUSS TYP. (USE BB-2 S1L FILLED CELL CONTINUOUS ALT. "Al" ANCHOR at 24" O.C. FOR TRUSS THAT RUNS ON TOP of WALL) AS RED. d:: HOOKED INTO BEAM, r'.,._ BB-i" STEEL DIAGONAL BRACE : 2 x 4 S.Y.P. # 2 at 24" O.C., at 45 DEG., FASTEN o ? I TO TOP of EA. TRUSS SOT. CHORD W/ 3 - 16D NAILS, EXTEND to 2ND r... TIE -BEAM STEP DOWN 1 ° TRUSS OVER INTERIOR WALL (SEE PLAN FOR TYP. LOCATIONS at PATIOS) "BB-2" - STEEL TRUSS BRACING -II- es z sTL - - _ AS REQ. 3 9 a AS RED.°I`" " - SEE ROOF LAYOUT FOR TYP. LOCATIONS - N. h... DROP "V-SET" ° for OUTLOOKER SUSS TYP. STEEL LOCATION LOWER BOND -BEAM STEEL CON'T IN � _]___--r _---------------- ------';__--- "i___--- CONCRETE FILLED "LINTEL BLOCK/S" c TYP. BOND -BEAM STEP 2 X 6 OUTL00'ER " 2 6 - SEE FLOOR/ROOF L.O. FOR ALL STEPS IN BOND -BEAMS - N. T S. F ----- - SEE PLAN FOR EXACT BOND -BEAM and DOWEL STEEL - I R. - LAP ALL STEEL MIN. 48 BAR DIAMETERS, U.N.O. - i TYP A : 2 # 5 BARS DIAGONAL SPACED 2" MIN. to 6" MAXI 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 T. S. B : EXTEND BARS MIN. to MIDDLE of OVERALL BEAM HGT. TYP. 24 O.C. W/ 3 - IOD 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 TR SS & OUTLOOKER (2 LOC.) E : 4" MIN. TI VERIFY W/ WINDOW MAUNFACTURER 'OUTLOOKER" to BEAM : SIMPSON BLOCKING : 2 x 4 P.T. BETW. F : FOR MULTIPLE WINDOWS E or MORE) DIAGONAL STEEL REQ. AS SHOWN "METAi6" W/ 5 - 10D x 1 1 2 G : SONOTUBE STEEL TO EXTEND INTO BEAM Q / " ALL "OUTLOOKERS" W/ 2 -i6D NAILS EA. NCHOR TYP. NAILS EA. END. TYP. D L A it F . . '. ROSS W/ IhT a Ffh CROSS W/ . ----" �- _------ ---'-" 1- - AULT. ARCH < I Li m = .% I m % :MOLT. ARCH. -- {'r,�� _ - -. � I Ind' _ �' •_ -_� �% 2 X 6 OUTLOOKER��' »F» »E» -- A aIF 91! v it COL MSNRY MULTIPLE SONOTUBE L MSSNNOTURY BE L SINGLE STL. MASONRY - VERIFY ALL CONDITIONS IN FIELD -OIL'� iIP - SEE "' 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 8"W) ALT. TOP PL to TRUSS :2 X 6 S.Y.P. #g 2 MIN. HGT : 1 1/2' W/ 2 X W/ 3 - 16D NAILS to EACH TRUSS TYP. rTOP FRAME MEMBER / WNDW BUCK : 1 X 2 P.T. CON'T W/ 2 - 10D NLSd'. `71 TO EA. BLOCK TYP. lj 1/2 CIRCLE o Z BLOCKING :MIN. 2 X 4 S.Y.P. # 2 SPACED a 6" APART. ANCHOR to SHEATHING W/ o 3 - 10D NAILS EA. SIDE oaz *SIDES- 2 X 8 P.T. W/ .145" X t i/2" EMB. P.A.F. (PINS) at 6" O.C. W/ ALT. "C.M.S." �zN 3/16" X 1 1/2" EMB. ANC. of t2 O.C. (MIN. 3) Jwwm *TOP- 2 X 8 P.T. W/ 3/16" X 1 1/2" EMB. M.S. ¢oti ANC;,at 8" O;C.,,(1YP._at EYEBROW_ 1/2 CIR.) ALT. 2 X 6/8 BLKKG.. W//73Jt-� 1DO NAILS/BLK/SIDE i ALT. 1/2" WEDGE ANCHOR W/ 4" EMB. (1/SDE) ii { — (SEE WINDOW BUCK DTL. FOR TYP. BUCKS)ii f WINDOW OPNG. UP TO 6'-4" OPNG N LENGTHEQ, Rfar GAR. O.H. DOORS or OPEN 'LANAI/PATIO" ARCHWA S (&FRAME - ARCHWAYS ABOVE ASSUMED TO BE BOW, and INCREASE LUMBER SIZE ACCORDINGLY FOR 12" WIDE ARCHES 4IE - USE 2 - 2 X 6 MATERIAL FOR 16"W ARCHES - ATTACH WIRE LATH & 5/8" SHEATHING PER "FASTENER SCHEDULE" (SHEET SDi) - FOR ARCHES IN WOOD FRAMED WALLS, SIMPLY W DISREGARD P.T. WOOD W/ "C.M.S.' ANCHOR SPECS TOP VEIN It>rsr3�1,� PROVIDE SLOT/S FOR STEEL & GROUT TO POUR THROUGH LINTEL PER P1AN , c X N " -. , 00 ------- PROVIDE 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 4" FOR ARCHWAYS > 12"H QLINTEL - APPLICATION IS FOR ARCHWAYS UP TOP i6"W - - DO NOT CUT LINTEL STEEL - 41t41F - SEE "F" ABOVE FOR ALT. APPROVED ARCHWAY AS REQUIRED - TYP. ARCH OPENINGS - VERIFY ALL CONDITIONS IN FIELD - N. T. S. REVISIONS: BLOCKING : 2 X 4 S.Y.P. # 2 at ROOF ' 8" SHTG. PEJOINTS 2ND TRUSS IN m. FASTEN TOTRUSSTOP(CHORD W/ ) •�.I 3 - 10D TOE -NAILS I SHEET DATA: LAT. BRACE /RAT -RUNS :PER DTL. 39 RAKE BEAM : PER (SEE ROOF L.O. FOR LOCATIONS) DETAIL "m BELOW MODEL: 6512 __ 47177mCOMMUNITY: RIVERBEND 2 x 4 S.P. 2 NAILER :RUN CON'T ALONG it i LOT #: 13 BOT. CHORD LINE, ANCHOR TO MASONRY W/ 1/4" x 2" EMB. TAPCONS ®24" o.c. DRAWN BY: SM/RC TYPICAL ROOF OVERHANG CHECKED BY: RC/VH DATE: 12-05-17 Mx. N — R 2p0o�RRPNG' OUTLOOKER TO DBL TOP PLATE: SHEET DESCRIPTION. SIMPSON "Hi" W/ (6) 8D NAILS 0RO F SIMPSTO TRUSS W/ (4) 8D NAILS TO PLATE STUD TO TOP PLATE/HEADER : WALL SECTIONS (D( / SIMPSON "HOLES BD NAILS TYPICAL DETAILS ELEVATION: - TYPICAL HEADER. I —� GARAGE: LEFT WJACK i/ (2) FULLUHGT. STUDHSADER TYP. ®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"11 MIN, POURED CONCRETE RAKE BEAM We 1 # 5 BAR CON'T W// gg 5 VERT. DOWELS W/ STD. HOOK 4'-8 O.C. MAX. ABOVE 6PENINGS, TIED TO ONE SIDE OF BEAM STEEL TYP. FILL ALL MASONRY SOLID to RAKE BEAM ASV. OPENING TYP. # 5 DOWELS FROM j B R E N N A N 30" x 30" CORNER BAR, PRECAST to RAKE BEAM •� TIE TO RAKE BEAM and TIE -BEAM STEEL TYP. ENGINEERING INC. ALLOW +/- 2" BELOW TRUSS TOP CHORD, VER.� f ! STD. or RSD. HEEL 1600 S. DIXIE HWY. STE 400 ✓ Fes, \ BOCA RATON, FLORIDA 33432 �t����% 1 1 — (561) 392-3748 E.B. # 7686 P.E. # 72387 TOP of STD. _ TiE BEAM SHEET. 1 —r b _ MAX 4 -8 �I OVER OPNG. 1 LINTEL or POURED CONC, BEAM PER PLAN SD2 I I I TYP. FILLED CELLS FROM FOUNDATION TO RAKE BEAM PER PLAN ��pp������ Victor Hernandez i WALL OPENING NO STEEL ROPENAN 6' WIDE 1 r (OTHERWISE RUN RUN STEEL CON'TIFROMPLOWER WALLS"PEER PLAN) \0'/ t1n MASONRY RAKE No - FILL ALL MASONRY SOLID ABOVE ANY OPENING TYP. Z - NO INTERMEDIATE BOND BEAM SHALL BE REQUIRED _ m m ALONG RAKE WALL, U.N.O. N : N= = SEE "ROOF OVERHANG" ABOVE FOR ALL OTHER REQ. � GABLE — END DETAIL 41 5 L ENG1N����\\ WITH "0" O.H., LADDER and NAILER SPEC N/A - N. T. S. ///r I'll'1�\\\ = SEE "FASTENER SCHEDULE"NRY (SHEET "SDi") FOR ALL NAILING SPECS - E.B. # 7C7Sl".E. %Z�H% = FILL ALL MASOSOLID ABOVE ANY OPENING TYP. USTFLOOR FRAMING PLAIN Cm 9 Truss Load Alert Box * NOTE: ALL TRUSS TO WALL AND/OR TRUSS TO Truss I.D. LEDGER CONNECTIONS BY BUILDER d o d Gravity (> 5,000#) / Uplift (>-1,000#) (UNLESS NOTED OTHERWISE) Horizontal (> 350#) Q -.E > ,t r FA c s O d * NOTE: ALL CEILING DROPS BELOW BEAM ARE — rn ECOND FLOOR FRAMING PL HATCH LEGEND 12' 4" A.F.F. > 1 12' 1" A.F.F. EV i"10'-8" A.F.F. /4 '. 13' 8" A.F.F. --... 12'-9" A.P.F. AKE WALL Rti + 21'-8" A.F.F. . 23'-8" A.F.F. i 11 141iABBQ}tyr��& 7 OUR OFFICE Wq 11-4 A.:'i h. MUSS PLACE EVI E�,. �, °k °� D kallyslgnetll Mhory T. Tor A D IND THE STRUCTURE NT PLANS 11 a'°o `k N Afi,t Tombo IR' _ y l:�amb0,l hia �L-F A E UATELY CARRY THE LOAD ,, T,,b zD,' ..� s o' S ERIMP SED _ f�— — THE T SYSTEnA ' USS 036 �� . , ©8 S vl ` 638 DEC 2017 :.. Y t , r `*. t HIP 160 FI II ��� VALLEY LINE 80 k ipD4� SERI L # . SHEETING AREA UNDER VALLEY TRUSSES AND WASTE MATERIAL NOT INCLUDED -i:R Rf- 67 7T M M M M Rr" I U R 7 h1C RLDR TO VERIFY CALCULATIONS BY BUILDER (UNLESS NOTED OTHERWISE) a * NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW o Fo a y Fo d a a , TRUSS I.D. AND TRUSS LOCATION OMJY. THE BUILDING DESIGNER IS REPSONSIBLE FOR THE E Ea E STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE. = _ > > REFER TO THE INDIVIDUAL TRUSS ENGINEERING DRAWINGS o e ' FOR GRAVITY AND UPLIFT LOADS. FF ¢ = 3 c .- FOR BRACING & ERECTION DETAILS REFER O C L O � � d~ O „ s TO BCSI-03 AND/OR ENGINEER OF RECORD oo = o c c c N — C d o I H y Y 6f � REPRESENTS THE LEFT SIDE OF c c y •o, n EACH TRUSS DRAWING d = n = Fo W M VI F. _ Q O O G N r m A� JUS24 H� THD46 79 o e m B� JUS26 (`J j SKH26LjR =" = �) THD26 MUS26' > N Flo. Fo Q O Q y to (D > THD28 (L, HJC26 d a N % o L N ri a c •~ � C n F. " E o E o E THD26-2 <,* THDH46 F THDH26-2 THDH28-3 a �G JUS46 MBB) HANGER BY BUILDER _ o =9 * NOTE: UPLIFT CONNECTIONS FOR ALL COMMON TRUSSES BEARING ON ANOTHER TRUSS TO BE LSTA12 s zs d STRAP (BY OTHERS) UNLESS NOTED OTHERWISE F. d `_ (EXCLUDES VALLEY AND PIGGYBACK TRUSSES) LOADING ROOF FLOOR WIND LOAD = d LIVE LOAD 20 40 ASCE 7-10 EL O 0 d E E cc DEAD LOAD 15 20 170 MPH EXP C a '•, rn ~ c H o � , LIVE LOAD 10* 0 CATEGORY 11 0 = Q F 0 �_ _. M v DEAD LOAD 10 5 ENCLOSED Egg E- 1 y TOTAL LOAD 45 65 FBC - 2014 n � _ a E c c Es_'o � Z DURATION FACTOR 1.25 1.00 TPI - 2007 REV DATE BY REMARKS E c .- p d~ E a m o n Flo 0 2 F. O L — 3 dff L _ o - a o~ v c Y o a m O y •= It is understood that above conditions have been reviewed APPROVED c _N > � o _ & are acceptable for the m fabrication at trusses, APPROVED AS NOTED elevations, pitches, overhangs, _ = _; fascias,ceiling ' REVISE AND RESUBMIT o a o elevations/pitches, bearing Fo E conditions &all detail pertaining ��-� REJECTED to this truss placement plan. No „ back charges will be accepted o o = d without previous written DATE " � eo_ °= g o -�j approval from an A-1 Roof ~ o = o Trusses representative. REVIEWED BY 5 N o o c� N o c N iv � _ > PLAN DATE ARCH: 06/27/16 STRUCT: 11/15/17 - __ ff. CUSTOMER CALATLANTIC o � .o m = o = m JOB NAME 6512 A dd= ' E E o=== LOCATIONFlo - s E o = c `m o o >.- - m .o.. v o rn G COMMNTY e V N o m / LOT # RIVERBEND / LOT 13 O Y 9 C FF > c p. F c E c c d — E c o o = c - BLDG BLDGFo— d TYPE # O O O N O :a= dam o s JOB # 69115 MASTER XCAS6512AMBL s :a E ._ O r DRAWN SCALE _ s a s d DATE 12/01/17_ MK N.T.S. �a O ' =o ;, d 2 w G C O G F•y •1'e,1 vu o o E!nq d F an MA-1 RUCIF swoom TRUSSES o c z��=00d`� o c AFLORIDA CORPORATION 0. o rn N a o m Ph 772-409-1010 / Fax 772-409-1015 _ httpJ/www.aItruss.com H ` E o s o