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2349 SEMINOLE REACH CT - NEW HOME STRU. DWGS THING REQUIREMENTS TABLE 7: METAL CONNECTOR SCHEDULE SHEET INDEX DESIGN CRITER A AND LOADS TABLE 2. WOOD STRUCTURAL PANEL SHEATHING ST-0.........................STRUCTURAL SPECIFICATIONS NOTES 3,4 USP & SIMPSON CONNECTORS IN CORRESPONDING ROWS BELOW ARE EQUAL ST-1................... ....AUGER CAST PILE PLACEMENT PLAN ST-1.1......................SLAB&GRADE BEAM PLAN Building Code to O z MIN 15/32"32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICALLY OR(7/6"24/16 ALTERNATIVES AND MAY BE CONSIDERED INTERCHANGEABLE ST-1.2......................MASONRY PLAN Florida Building and Residential Codes,5 Edition(2014) w = STUCCO(NOTE 6) INSTALLED HORIZONTALLY) W/8d COMMON: 6"O.C.AT PANEL EDGES, 12"O.C. IN THE ~ FIELD. 2x_BLOCKING IS REQUIRED AT UNSUPPORTED PANEL EDGES. SIMPSON ST-2.........................1ST LEVEL STRUCTURAL PLAN Code for Design Loads W w SIMPSON SIMPSON FASTENERS USP USP FASTENERS SIMPSON USP USP FASTENERS ST-2.1......................1ST LEVEL FLOOR FRAMING PLAN ANSI/ASCE 7-10 Lu FASTENERS ST-3.........................2ND LEVEL STRUCTURAL PLAN TAL "x 1 "WS15-GC MIN z/6"24/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZON (8)Y4'x 1 Y2"SDS SCREWS (8) a 2 ST-3.1......................2ND LEVEL FLOOR&ROOF FRAMING PLAN ROOF LOADING!......................... .....................Cd= 1.25 a ¢ ALL OTHER VENEER W/8d COMMON: 6"O.C.AT PANEL EDGES, 12"O.C. IN FIELD;2x_BLOCKING IS 1,2,3 IN STUD 1.2.3 WOOD SCREWS IN STUD (9)10d COMMON (9) 10d COMMON REQUIRED AT HORIZONTAL PANEL EDGES DTT2Z DTB-TZ 1 �� 1 �� CS18 CS20 EACH END OF ST-4.... ....................3RD LEVEL STRUCTURAL PLAN TOP CHORD LIVE LOAD............ ............ .........20 PSF a %"O x 4 YZ'EMBED EPDXY /2 O x 4/ EMBED EPDXY EACH END OF ST-4.1............. ........3RD LEVEL ROOF FRAMING PLAN TOP CHORD DEAD LOAD.......... ............ .........7 PSF OR SCREW ANCHOR OR SCREW ANCHOR STRAP STRAP BOTTOM CHORD LIVE LOAD ROOF DECK SHEATHING MIN 15/32"32/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH LONG DIMENSION ST-5.........................TYPICAL WALL SECTION SHEET ATTICS WITH LIMITED STO GE....... ........20 PSF(PER FRC) PERPENDICULAR TO SUPPORTS W/8d RING SHANK NAILS: 6"O.C.AT PANEL EDGES, 12" (18)0.162"x 2 Y2"IN (18)0.162"x 2 Y2"IN ST-6.........................SECTIONS AND DETAILS (NOTES 1,2) O.C. IN THE FIELD. 1,2.3 1,2,3 STUD/BEAM/TRUSS 1 7 1 O x 1 Y2" ST-7.........................SECTIONS AND DETAILS ATTICS WITHOUT STORAGE. ..................... 10 PSF HTT4 5 STUD/BEAM/TRUSS HTT45 5 MTS12 (7) 10d x 1 /" MTW12 ( ) (NON-CONCURRENT) FLOOR DECK SHEATHING: /a O x 6"EMBED ANCHOR /e"!7J x 6"EMBED ANCHOR EACH END EACH END ST-8.........................SECTIONS AND DETAILS BOTTOM CHORD DEAD LOAD.. ............ .........5 PSF 23/32"T&G OSB OR PLYWOOD W/1 Od COMMON: 6"O.0 AT PANEL EDGES, 12"O.C. IN THE IN CONCRETE IN CONCRETE LEGEND (NOTE 5) FIELD. (26)0.162"x 2 Y2'IN (26)0.162"x 2 Y2"IN N MIN 3%"OSB OR PLYWOOD OR CDX INSTALLED PERPENDICULAR TO SUPPORTS W/8d 1,2,3 STUD/BEAM/TRUSS 1,2,3 STUD/BEAM/TRUSS (9) 10d COMMON (9) 10d COMMON UNO UNLESS NOTED OTHERWISE ON PLAN OR DETAIL WIND LOADING.......................... ...................... Cd=1.60 PORCH CEILING BOARD SHEATHING: COMMON: 3"O.C.AT PANEL EDGES, 12"O.C. IN THE FIELD: a) HTT5 5/8 O x 6"EMBED ANCHOR HTT45 a/a O x 6"EMBED ANCHOR MSTA24 EACH END MSTA24 EACH END EOR ENGINEER OF RECORD ASCE 7-10,3S GUST........................................ 130 MPH IN CONCRETE IN CONCRETE EW EACH WAY BASIC WIND SPEED MIN z/6'OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL W/8d COMMON: 3" OSB ORIENTED STRAND BOARD N EXPOSURE CATEGORY............ ..................... D "SW"DESIGNATED SHEAR WALLS: O.C.AT PANEL EDGES,12"O.C. IN FIELD(2x_BLOCKING IS REQUIRED AT HORIZONTAL (20)IN x 3"SDS SCREWS (24)3"WS IN STUD WSP WOOD STRUCTURAL PANEL O PANEL EDGES). HDQ8-SDS3 �„ IN STUD GROUP PHD8 7 GROUP MSTA36 (13) 10d COMMON MSTA36 (13) 10d COMMON SYP SOUTHERN YELLOW PINE BUILDING CATEGORY............... ..................... 11 0') • g OJ x 12"EMBED ANCHOR g QJ x 12"EMBED ANCHOR EACH END EACH END SPF SPRUCE-PINE-FUR ENCLOSURE CLASSIFICATION ..................... ENCLOSED NOTES: INTERNAL PRESSURE COEFF. ...................... 0.18 15 IN CONCRETE IN CONCRETE CONT CONTINUOUS 1. FOR SHEATHING THICKNESS GREATER THAN /2"CATEGORY(32/16 SPAN RATING), USE 10d RING SHANK NAILS IN LIEU Of:8d RING SHANK (38)16d SINKERS INTO (38) 16d SINKERS INTO ' O.C. ON CENTER Cn It C&C DESIGN PRESSURES....... ...................... (SEE TABLE 1) NAILS. (0.148"x 3"LONG). STUDS STUDS (7) 10d COMMON IN 04 2. COMMON NAILS IN WALL SHEATHING MAY BE SUBSTITUTED W/8d GALVANIZED BOX NAILS. STHD14 STAD14 WOOD FRAMING LSL 1.55E TIMB"WIDE SL LSA ENGINEERED LUMBER, 1 3/4"WIDE, "BE N WET EMBED IN WET EMBED IN 3 1/2"WIDE LSL BEAMS ARE EQUIVALENT TO 2-PLY 1 3/4"BEAM) N FLOOR LOADING....................... ......................Cd=1.00 3. ZIP WALL SHEATHING IS AN ACCEPTABLE ALTERNATE FOR APA RATED WOOD STRUCTURAL PANEL. CONCRETE CONCRETE MSTAM36 (4)Y4"x 2 Y4"TITEN ( V) (D TOP CHORD LIVE LOAD........... ...................... 40 PSF 4. ALL WOOD STRUCTURAL PANEL SHALL CONFORM TO THE MOST CURRENT APPLICABLE SPECIFICATION AND SUPPLEMENTS OF CURRENT SCREWS IN LVL 1.9E MICROLLAM LVL ENGINEERED LUMBER, 1 314"WIDE ..................10 PSF APPROVED STRUCTURAL SPECIFICATIONS. 2 (10) 10d STUD IN (8)10d x 1 Y2"NAILS IN MASONRY PSL 2.0E PTIE BLUE, PSL ENGINEERED LUMBER, 3 1/2"WIDE, UNO. J TOP CHORD DEAD LOAD......... . 2 STUD QTB QUICKTIE BLUE,SEE TABLE 6:UPLIFT ANCHORS LL BOTTOM CHORD LIVE LOAD.......................... OPSF 5. FLOOR FASTENERS ARE MINIMUM REQUIRED FOR DIAP HRAGM DESIGN. FOR INCREASED FLOOR PERFORMANCE AND TO HELP REDUCE LTT20B LTS19 %"0 x6"EMBED EPDXY 3/4'O x6"EMBED EPDXY QTO QUICKTIE ORANGE,SEE TABLE 6:UPLIFT ANCHORS L BOTTOM CHORD DEAD LOAD. ...................... 5 PSF SQUEAKING,8d RING SHANK NAILS OR 8d SCREW NAILS ARE RECOMMENDED. OR SCREW ANCHOR OR SCREW ANCHOR (26) 10d COMMON IN 6. 15/32'32/16 SPAN RATED OSB OR PLYWOOD WITH BLOCKED PANEL EDGES IS AN APA RECOMMENDATION PER APA TECHNICAL BULLETIN Q370 WOOD FRAMING INTERIOR ROOF LOAD BEARING WALL,SPECIFICATIONS OUTLINED ON TYPICAL WALL SECTIONS, DETAIL SHEETS J = WHEN STUCCO LATH IS ATTACHED DIRECTLY TO OSB OR PLYWOOD..SHOULD BUILDER SPECIFICATIONS ALLOW, MIN STRUCTURAL 12) 16d COMMON HALLS 1 (12) 16d COMMON NAILS MSTCM60 (14)Y4"x 2 Y4"TITEN INTERIOR BEARING WALL WITH NO UPLIFT. NO UPLIFT ANCHORS REQUIRED. MINIMUM BOTTOM PLATE Z SPECIAL FLOOR GAME ROOM LOADING....Cd 1.00 TOP CHORD LIVE LOAD........... ...................... 60 PSF REQUIREMENTS ARE /6"24/16 SPAN RATING INSTALLED HORIZONTALLY OR VERTICALLY PER FLEXIBLE VENEER WALL SPECIFICATIONS. SCREWS IN ABU44 5/6�O x 7"EMBED EPDXY PAU44 5/��O x 7"EMBED EPDXY ANCHORAGE IS Y2"ANCHOR @ 8'O.C. (UNO ON FRAMING PLAN OR SW SPECIFICATIONS) O TOP CHORD DEAD LOAD......... ...................... 10 PSF INCLUDES FULL AND PARTIAL HEIGHT VENEER APPLICATIONS . MASONRY BOTTOM CHORD LIVE LOAD... .......................0 PSF �+ STRUCTURAL WOOD BEAM � BOTTOM CHORD DEAD LOAD. ...................... 5 PSF TABLE 3: MAXIMUM EXTERIOR WALL STUD SPACING (IN O.C.) (12) 16d COMMON NAILS (12) 16d COMMON NAILS (11)1Odx1 Y2"IN (11)1Od x1 Y2"IN Y 5/a"f1�x 7"EMBED EPDXY 1 5/a"P1 x 7"EMBED EPDXY TRUSS/RAFTER TRUSS/RAFTER MAXIMUM FLOOR TRUSS SPA ING...............16' O.C. ABU66 PAU66 HTS20 1 HTW20 1 FOUNDATION KEYNOTE CALLOUT �! (12"EMBED AT GARAGE (12"EMBED AT GARAGE (11) 10d x 1 /"IN (11)10d x 1 /"IN 2X6 N O.2 SPF @ MAX 16 O.C. DOOR RETURNS) DOOR RETURNS) STUD STUD co DEFLECTION CRITERIA HU48, HD48, 5 N 14 16d COMMON IN O 8d x1 %"IN (5)8d x1 Yz"IN STUD COLUMN KEYNOTE CALLOUT O (14) 16d COMMON IN ( ) It ROOF TRUSSES....................... ............._...... LL/240 HUC48, HD481F, H2.5T/ TRUSS RT7/ TRUSS TL/180 TABLE 4: NAIL SIZE LEGEND TABLE 5: FASTENERS IN HD28-2, HEADER HD282 HEADER HA8 1 NUMBER OF STUDS BELOW BEAM/GIRDER TRUSS. STUDS w (6) 10d COMMON IN BEAM (6) 10d COMMON IN BEAM (5)8d x 1 /"IN TOP RT7AT (5)8d x 1 T IN TOP TO MATCH WALL FRAMING SIZE AND GRADE, UNO. TL MAX 1"UP TO HUC28-2 HD28-21F PLATE PLATE � 40'SPAN NOTES 1,2,3,4 PRESSURE TREATED LUMBER HU410, (18) 16d COMMON IN HD410, (18) 16d COMMON IN (5)10d x1 %"IN (5)10d x1 Yz"IN 2 STUDS w DIAMETER LENGTH HUC410, HEADER HD4101F, HEADER TRUSS TRUSS p p ADDITIONAL CLARITY FOR THE LOCATION OF THE STUD COLUMN (n OPEN WEB FLOOR TRUSSES BEAMS.......... LL/360 NOTE 1 H8 (5) 10d x 1 /"IN RT8A (5)10d x 1 /"IN DTT2Z -TL/240 8d COMMON 0.131" 2%2" HU210-2, (10) 10d COMMON IN HD210-2, (10)10d COMMON IN 1 1 O BOTTOM OF STUD COLUMN CONNECTION TL MAX 3/a" PRESERVATIVE FASTENER TYPE HUC210-2 BEAM HD210-21F BEAM TOP PLATE TOP PLATE •1ST LEVEL STUD COLUMN: HOLDDOWN REQUIRED AT BASE OF COLUMN CIO 8d RINGSHANK 0.113" 2 3/" 1 1 4 1 1 1 1 " 2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL COLUMN TO 1ST LEVEL ACZA STANDARD CARBON STEEL (4)/4'x 1 / SDS SCREWS O/4 x 1/2 WS15 SCREWS (9)1 Od x1 / IN (8)8d x1 / IN -• 0 WOOD I JOISTS........................ ...................... LL/480 1 O x 1%2' 0.148" 1%2' IN TRUSS/RAFTER IN TRUSS/RAFTER STUD STUD Ise TL/240 SILL PLATE w/SODIUM NOT RECOMMENDED. HGA10KT 1 „ HGA10 1 „ TSP LFTA6 STUDS/HEADER/BEAM. (� 1 10d 0.131" 3" STAINLESS CONNECTORS AND (4)Y4 x 3 SDS SCREWS IN (4)/4 x 3 WS3 SCREWS IN (6) 10d x 1 Y2"IN (8)8d x 1 Y2"IN TL MAX/" BORATE(NOTE 1) TOP PLATE TOP PLATE PLATE PLATE HEADER STRAPPING KEYNOTE CALLOUT Y 1 Od COMMON 0.148" 3" FASTENERS REQUIRED. **NOTE: HEADER STRAP MAY BE INSTALLED ON EITHER FACE OF WALL NOTES: 12d COMMON 0.148" 3 Ya' CONNECTORS MUST HAVE (6) 10d COMMON (6) 10d x 1 Y2"IN Q 1. CONCURRENTLY LOADED LIVE LOAD MAY BE REDUCED PER Z-MAX,G120 OR TRIPLE ZINC DIA. &EMBED SPECIFIED WEDGE DIA. &EMBED SPECIFIED IN TOP PLATE TOP PLATE NUMBER OF STRAPS CONNECTING HEADER TO JACK STUD d 16d SINKER 0.148" 3%4' ALL OTHER PT TITEN HD ON PLAN BOLT+ ON PLAN DSP (8) 10d COMMON RSPT6-2 (8) 1 O x 1 Y2" Z FBC 1605.3.1.1. COATED FINISH. TYPE OF STRAP CONNECTING HEADER TO JACK STUD 1 (INCLUDING ACQ& MCO) IN STUD/HEADER STUD/HEADER 1 MSTA24 O 16d COMMON 0.162" 3-/2' ALL FASTENERS MUST BE HOT DIPPED GALVANIZED. (26) 16d SINKER IN (28)16d SINKER IN 1 DTT2Z KING/JACK GROUP BOTTOM CONNECTION TABLE 1 : COMPONENT AND NOTES: WALL FRAMING WALL FRAMING .1ST LEVEL STUD GROUP: HOLDDOWN REQUIRED AT BASE OF STUD GROUP 1. INSTALL 10d NAILS UNLESS OTHERWISE SPECIFIED. NOTES: SDWC14500,SDWC15600 NO USP EQUIVALENT LGT3 LUGT3 2. COMMON WIRE NAILS AND THREADED HARDENED STEEL NAILS SHALL 1. SILL PLATES BEARING ON CONCRETE OVER VAPOR BARRIER (12)SDS Ya"x 2 Z'IN (12)WS25 Ya"x 2 2 •2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL STUD GROUP TO 1ST LEVEL (n LO CLADDING DES GN PRESSURES CONFORM TO THE NOMINAL SIZES SPECIFIED IN ASTM F1667. ARE NOT DIRECTLY EXPOSED TO EARTH OR WEATHER AND TRUSS IN TRUSS STUDS/HEADER/BEAM. NOMINAL DIAMETER SIZES APPLY TO FASTENERS BEFORE SODIUM BORATE TREATMENTS HAVE BEEN PROVEN TO BE NOTES: a 4 • 0 0 N P LIGATION OF PROTECTIVE COATING. NON-CORROSIVE TO CARBON STEEL FASTENERS. NUMBER OF HOLDDOWNS/STRAPS AT BASE OF KING/JACK GROUP ti W w WINDOW AND DOORS A P 1. EPDXY ANCHOR EMBED FOR HOLD-DOWN CONNECTORS ANCHORED IN CMU TO BE 12-INCHES. OPTIONAL SIMPSON Y"x12"TITEN HD OR USP HEADER FRAMING KEYNOTE CALLOUT �' Q 0 N 0 0 W � 4 Z 3. WHEN A BORED HOLE IS REQUIRED TO PREVENT SPLITTING OF A WEDGE BOLT+IS AN ACCEPTABLE ALTERNATIVE ANCHOR INTO TOP OF MASONRY STEMWALL IN ALL CASES EXCEPT GARAGE RETURN d~ o Z = n chi F p ❑ j 0 EFFECTIVE ZONE DESIGNATION WOOD DUE TO FASTENER PENETRATION,THE BORED HOLE SHALL HOLDDOWNS. (2)2x10-1 /2 —NUMBER OF KING STUDS EACH SIDE OF OPENING � In 0 0 - F- Z 0 w a w o N m WIND AREA IZ-Int rior Zone(psf) EZ-End Zone(psf) NOT EXCEED 75%OF THE NAIL OR SPIKE DIAMETER. 2. REFER TO FRAMING NOTES THIS SHEET FOR ACRYLIC-TIE INSTALLATION SPECIFICATIONS. 2 + 4. THE NOMINAL DIAMETER AND LENGTH OF TYPICAL FASTENERS 3. PRODUCTS SELECTED USING SIMPSON 2015-2016 CATALOG AND USP PRODUCT CATALOG 57TH EDITION. PRODUCTS MAY BE SUBSTITUTED NUMBER OF JACK STUDS EACH SIDE OF OPENING 4 Ir W w Z 0 In 4 0 4 ❑ w a 0-20 ft +29.3 -31.8 29.32 39 3 SPECIFIED FOR THIS PROJECT ARE AS LISTED IN TABLE 4. WITH EQUAL OR BETTER APPROVED ALTERNATES. REFER TO RESPECTIVE CATALOG FOR ADDITIONAL INSTALLATION INSTRUCTIONS. -SIZE OF HEADER(ALL HEADERS TO BE N0.2 SYP UNLESS DESIGNATED AS LSL, LVL, PSL,OR WSP) Z D a w a - M H D ED W LU O w N 0 0 21 -50 ft2 +27. -30.39 +27.9 -36.4 AUGER CAST PILES 4. IF CONNECTOR IS NOT LISTED ABOVE, CONTACT EOR FOR SPECIFIC FASTENING REQUIREMENTS. 0 0 m a } w W I- W J m 0 Z n 51 -100 ft2 - - THE MINIMUM DIAMETER OF 5000 PSI AUGER CAST PILE IS 16 INCHES.THE MINIMUM TIP ELEVATION OF THE PILE IS-15.OFT NAVD.THE PILE 5. POSITIVE PLACEMENT GUN NAILS,2 Y2"LONG,WITH EQUIVALENT DIAMETER TO COMMON NAILS SPECIFIED ABOVE MAY BE USED FOR ABU - -NUMBER OF PLIES IN HEADER W Q 0. 0 4 [7 N F w w N 0 N U M +26. 28.7 +26.2 33.0 POST BASE ANCHORS,CS18,AND MSTA FLAT STRAPS. +24. -27.4 +24.9 -30.4 REINFORCEMENT CONSISTS OF(7)#5 FULL DEPTH STEEL REBAR w/#3 TIES @ 6"O.C.THE COLUMN BUCKLING OF THE PILES DUE TO W 101 -200 ft2 COMPRESSION LOADS SHALL BE BASED ON THE LATERAL LOAD CARRYING CAPACITY OF THE SOIL AS DETERMINED BY THE GEOTECHNICAL ENGINEERED LUMBER HEADER FRAMING KEYNOTE CALLOUT Z 4 2 EO Q 0 a a Z N 1 Z W w TABLE 8: SPECIFIED SHEARWALLS c2>9 1/2°LSL-1/2 - NUMBER OF KING STUDS EACH SIDE OF OPENING D p W Z a Z a O 0 w J 0 4 ENGINEER. M W I p 0 0 I+I VINYL SOFFIT MAX PRESSURE(psf) +29.3 -39.3 NOTES 1,2,3,4 NUMBER OF JACK STUDS EACH SIDE OF OPENING m ❑ 4 4 a w 0 w F 0 N 14 I Z_ METAL CONNECTORS W Z , x � - GARAGE DOOR PRESS RE SEE FRAMING PLAN ALL METAL CONNECTORS SHALL BE SIMPSON STRONG-TIE PRODUCT OR EQUIVALENT. FOR TYPICAL FASTENING OF METAL CONNECTORS,' END STUDS TO TOP PLATE CONNECTION HEADER MATERIAL (ALL HEADERS TO BE DESIGNATED AS LSL, LVL, PSL, OR SYS42) W Ei W 0 W X Q W - Q w to - LL z M a SEE TABLE 7 SW TYPE CONNECTION -- DEPTH OF HEADER Ll) U IY (Wil � Qa' wMFOV � N W W DEP DESIGN CRITERIA CORROSION RESISTANCE FOR BEACH CONSTRUCTION: GALVANIZED. CORRESPONDING FASTENERS MUST SWI,SW2,SW3,SW4 QTB/OTO -NUMBER OF PLIES IN HEADER{1 3/4"WIDE UNO) Z Z I } Z Q 0 Z a 0 0 0 Q w 0 DUVAL COUNTY MONUMENT R040 1. NON EXPOSED AREAS: ALL CONNECTORS SHALL BE MINIMUM Z-MAX OR TRIPLE GAL BE OF SAME GALVANIZED TREATMENT. 1. CONNECTION ONLY REQUIRED FOR ROOF LOAD BEARING WALLS. � W w � Z � t,, to w a � N Z 2 � F 100 YEAR STORM ELEVATION - AX OR TRIPLE GALVANIZED FINISH W/CORRESPONDING GALVANIZED FASTENERS III HEADER FRAMING w Z Z 0 >_ m _ 1110 Q N W Q w f- LL � WAVE CREST 17.3 FT NGVD (16.2'NAVD) 2. EXPOSED AREAS,NO SEA SPRAY: ALTHOUGH Z M 2. QTB/OTO MAYBE SUBSTITUTED W/(2)MSTA24/MS24, (2)H8,OR(2) 0 [7 w [7 f- � � LL ARE SUFFICIENT OWNER MAY USE STAINLESS STEEL CONNECTORS&CORRESPONDING STAINLESS FASTENERS. \ III DSP. 1. ALL HEADER JACK AND KING STUDS SHALL BE FASTENED TO EACH OTHER WITH(2)ROWS 10d COMMON @ 8"O.C.STAGGERED. Q I Q Z z Z I 4 ri w w - 0 4 100 YEAR STORM DESIGN ELE ATION 3. EXPOSED AREAS,SEA SPRAY: STAINLESS STEEL CONNECTORS&FASTENERS. \ \ Z U 4 i_ U M ❑ IOW 0 Z 4 ADDITIONAL QTA REQUIRED PER TYPICAL WALL SECTION, SHEET ST-5. 2. WSP HEADERS ARE WOOD STRUCTURAL PANEL HEADERS AND HAVE THE FOLLOWING REQUIREMENTS: _ (SCOUR) 5.2 FT NGVD (4.4'NAVD) `., I ( I • SHEATHING TO MATCH SPECIFICATION FOR E;TERIOR WALLS, SEE TABLE 2. 0 w 4 I.- I 0 J DEP PERMIT 57-�� STEEL (QTA REQUIRED FOR ROOF LOAD BEARING WALLS ONLY) � LlI- 3 N a to 4 0 M F ? n L3 III • ATTACH TO ALL FRAMING MEMBERS(KING STUD,TOP PLATE, HEADER SILL,CRIPPLES, ETC.)W/8d COMMON @ 3"O.C. Q ALL STRUCTURAL STEEL DESIGNED PER A.L.S.C.ASD 9TH EDITION AND IS TO BE FABRICATED OF THE FOLLOWING STRENGTHS: (2)ADDITIONAL WALL STUDS REQ. FOR QTO BOTTOM PLY OF DBL TOP PLATE MUST BE CONTINUOUS OVER OPENING END ZONE KEY MAP \ III END STUD GROUPS N0.2 SPF HEADER SILL INSTALLED ABOVE OPENING W/(1)CRIPPLE STUD AT EACH END � SHEET NO.: WIDE FLANGE SHAPES AND CHANNELS ASTM A992, OR ASTM A572(GRADE 50) I I WALL SHEATHING ABOVE OPENING MUST BE CONTINUOUS(OR PROPERLY SPLICED PER TYPICAL WALL SECTION SHEET)FROM TOP OF Z END ZONE: END ZONES SHALL BE TAKEN STEEL TUBES ASTM A500, GRADE B(46 KSI) SW TYPE NUMBER OF STUDS PLATE TO HEADER BELOW OR SILL PLATE ABOVE OPENING ST-0 AS THE 1ST 4.0'PER IRC FIGURE R301.2(7) ALL OTHER STEEL ASTM A36 III 3. TOP PLATE TO HEADER CONNECTION PER ONE OF THE FOLLOWING(NO CONNECTIONREQUIRED FOR OPENINGS 3 FT OR LESS OR AT FIRST III SW1,SW2,SW3 2 FLOOR HEADERS WHEN A 2Nf�LEVEL FLOOR SYSTEM IS ABOVE): ALL CONTINUOUS HORIZONTAL REINFORCEMENT SHALL HAVE 90 DEGREE BENDS AT CORNERS AND SHALL HAVE 25"LAP AT SPLICES. SW# STRUCTURAL � SW4 3 HTS16 W/(10) 10d x 1-z"@ 16"O.C. ALL REINFORCING BARS SIZE#3 OR GREATER SHALL BE ASTM A615 GRADE 60 REBAR \ III 1. KING/JACK STUDS MAY BE INCLUDED FOR STUD GROUP • MIN 18 GA. COIL STRAP WRAPPED OVERTOP PLT W/MIN(5)10d x 1-Y2"INTO EACH SIDE OF HEADER OR a- SPECIFICATIONS REQUIREMENT. • FASTEN TRUSS DIRECTLY TO HEADER W/MTS OR HTS W/(14)10d x 1- Y2"(OR EQUAL APPROVED BY EOR) III 5. FASTEN ALL MULTI-PLY HEADERS TOGETHER WITH(2)ROWS 10d COMMON @ 8"O.C.ALONG EACH EDGE. 0 JOB NO.: WELDED DOWEL BAR REINFORCING SHALL BE ASTM A706 WELDABLE STEEL I (I END STUDS CONNECTION(NOTES 5,6,7) V 6. FASTEN ALL HEADERS TO KING STUDS WITH(3)8d TOE NAILS PER SIDE. WELDED WIRE FABRIC TO BE ASTM A 185. III III 1ST LEVEL 2ND LEVEL STRAPPING 7. IF HEADER NOT SPECIFIED, CONTACT ENGINEER OF RECORD. Q AT4546 SW TYPE HOLDDOWN (IF QT-NOT APPLICABLE) TRUSS HANGERS, CONNECTORS,STRAPS, AND THE LIKE SHALL BE HOT DIPPED GALVANIZED IN A MANNER CONSISTENT WITH THE I III01 TABLE 9: PLANK-ORIENTED HEADER REQUIREMENTS SUBDIVISION: SW1 QTB QTB/MSTA36 �+ CORROSIVE SALT ENVIRONMENT OF THE OCEANFRONT. ( III b 2349 Seminole III SW2 QTO QTO/(2)MSTA36 CONTINUOUS ROUGH STUCCO FINISH-U360 FLEXIBLE FINISH-U180 J CORROSION PROTECTION SHALL FOLLOW RECOMMENDATIONS OF FEMA TECHNICAL BULLETIN 8. SEE TB-8 TABLE 1 BELOW III III SW3 QTO QTO/(3)MSTA36 OPENING WIDTH MAXIMUM 11' MAXIMUM 11' U_ Reach Court III SW4 HDQ8 (4)MSTA36 (NOTES 1,2) PLATE HEIGHT PLATE HEIGHT Q SHOP DRAWINGS TO BE SUBMITTED TO EOR FOR REVIEW OF ALL FABRICATED STEEL CONNECTORS PRIOR TO FABRICATION III III LOT No.: GREATER THAN 48"UP TO 75" (NOTE 3) (3)2x4 (2)2x4 0 FEMA TECHNICAL BULLETIN 8 TABLE 1 BOTTOM PLATE ANCHOR SPACING(NOTE 7) � z - - GREATER THAN 75"UP TO 111" (2)2x6* (2)2x6' TABLE 1: RECOMMENDATIONS FOR CORROSION-RESISTANT MATERIALS AND METHODS* SW TYPE MAX ANCHOR SPACING O p GREATER THAN 111" SEE FLOOR PLAN SEE FLOOR PLAN FLOOR PLAN: 1 ST FLOOR 4.0 FT END ZONE LOCATION OCEANFRONT BUILDINGS INTERMEDIATE ROWS OF BUILDINGS IN BUILDINGS FARTHER LANDWARD SW1,SW2 3�"DIA. @ 24"Q.C. OR Y2"DIA. @ 24"O.C. (TYP) CORROSION-PRONE AREAS 3 „ 1 „ � GREATER THAN 48"UP TO 75" (NOTE 3) (3)2x4 (2)2x4 Custom DESIGNATION CLASS OF (300 FT OR LESS FROM THE SHORELINE)— (300 TO 3,000 FT FROM THE SHORELINE)*** .(GREATER THAN 3,000 FT FROM THE SW3 /8 DIA.@ 16"Q.C. OR DIA:@ 24"Q.C. Z EXPOSURE** SHORELINE)- SW4 3/8"DIA.@ 12"O.C. OR Y2"DIA.@ 16"O.C. � GREATER THAN 75"UP TO 111" (3)2x6* (2)2x6* Z O DESIGNED: PARTIALLY 1. AVOID SHEET METAL CONNECTORS WHERE POSSIBLE. USE CONNECTORS WITH THICKER GALVANIZING. USE CONNECTORS WITH STANDARD NOTES: GREATER THAN 111" SEE FLOOR PLAN SEE FLOOR PLAN DAEIJ M L SHELTERED z. USE STAINLESS S WITH THICK TORS. (OPTIONAL:STAINLESS STEEL) GALVANIZING. 1. THE EXTERIOR WALLS ARE FULLY SHEATHED WITH OSB OR PLYWOOD. ALL TYPICAL EXTERIOR WALLS ARE SHEAR WALLS AND ARE PART OF THE V EXTERIORS 3. USE CONNECTORS WITH THICKER GALVANIZING AND (OPTIONAL:THICKER GALVANIZING) 1. LANK HDR TO STUD GROUP W/MIN(6)10d TOENAILS, EACH END. IjJ REPLACE THEM WHEN NECESSARY. BUILDING'S MAIN WIND FORCE RESISTING SYSTEM. ADDITIONAL FRAMING AND HOLD-DOWNS ARE REQUIRED ONLY AS NOTED ON THE PLAN OR IF 2 WINDOWS WITH INTERMEDIATE JACK STUDS MAY BE TREATED AS SEPARATE OPENINGS. {- REVIEWED: BOLDLY 1. AVOID SHEET METAL CONNECTORS WHERE POSSIBLE. USE CONNECTORS WITH THICKER GALVANIZING. USE CONNECTORS WITH STANDARD WALL SEGMENT IS IDENTIFIED AS SW1,SW2,SW3, SW4, OR SWB ON THE PLAN. _ EXPOSED 2. USE STAINLESS STEEL CONNECTORS. (OPTIONAL:STAINLESS STEEL) GALVANIZING. 3. FOR OPENING WIDTHS LESS THAN 48",A SINGLE 2x PLATE IS SUFFICIENT. X EXTERIORS 3. USE CONNECTORS WITH THICKER GALVANIZING AND REPLACE THEM (OPTIONAL:THICKER GALVANIZING) 2. ALL SW SHEATHING TO BE FASTENED TO FRAMING PER TABLE 2:WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS. 4. FOR PLATE HEIGHTS ABOVE 11',SEE FLOOR PLAN FOR PLANK-ORIENTED HEADER REQUIREMENT. Wa D BM WHEN NECESSARY. 3. SHEARWALLS INDICATED ON PLAN WITH WINDOW AND DOOR OPENINGS WITHIN THE SHEARWALL REQUIRE STUD GROUP AND HOLD DOWNS ONLY AT VENTED 1, USE CONNECTORS WITH THICKER GALVANIZING.(OPTIONAL 1. USE CONNECTORS WITH THICKER GALVANIZING USE CONNECTORS WITH STANDARD EXTREME END OF DESIGNATED WALL OR PORTION THEREOF AS NOTED ON STRUCTURAL PLAN. 5. (*) HEADERS DESIGNATED WITH AN ASTERISK REQUIRE MIN 2x6 WALL FRAMING. ENCLOSURES STAINLESS STEEL) NEAR VENTS. GALVANIZING. 4. SWB-SEE"SWB-SPECIAL SHEAR WALL DETAIL", LOCATED ON THE DETAIL SHEET. CONCRETE AND FOUNDATION NOTES Q REVISIONS DATE 2. USE TPI PAINTS ON TRUSS PLATES. (OPTIONAL FOR TRUSS 2. USE TPI PAINTS ON TRUSS PLATES NEAR VENTS. (OPTIONAL:THICKER GALVANIZING) PLATES:THICKER GALAVANIZING,TPI PAINTS OVER THICKER (OPTIONAL:THICKER GALAVANIZING FOR ALL 5. 2ND LEVEL SW'S-END STUDS OF SHEAR WALL TO BE ANCHORED PER ONE OF THE FOLLOWING: GALVANIZING,OR STAINLESS STEEL) CONNECTORS) • HOLD DOWN WITH FULL-HEIGHT QT TO SLAB. END STUDS TO BE CONTINOUSLY SUPPORTED THROUGH FLOOR SYSTEM TO SLAB. 1. CONCRETE COMPRESSIVE STRENGTH FOR FOOTINGS= PSI PSI AT 28 DAYS(UNO). UNVENTED 1. USE CONNECTORS WITH THICKER GALVANIZING. USE CONNECTORS WITH STANDARD GALVANIZING, USE CONNECTORS WITH STANDARD • 2ND LEVEL END STUDS TO MATCHING IST LEVEL STUD GROUP BELOW W/STRAPPING AS NOTED. 1ST LEVEL STUD GROUP TO SLAB WITHHOLD 2. CONCRETE COMPRESSIVE STRENGTH FOR SLAB=2,500 PSI AT 28 DAYS(UNO). ENCLOSURES 2. USE TPI PAINTS ON TRUSS PLATES. (OPTIONAL FOR TRUSS PLATES: (OPTIONAL:THICKER GALVANIZING) GALVANIZING. 3. ALL REINFORCING STEEL#3 AND BIGGER SHALL BE ASTM A615 GRADE 40 DEFORMED BARS(UNO). m THICKER GALAVANIZING) (OPTIONAL:THICKER GALVANIZING) DOWN, INTERIOR USE CONNECTORS WITH STANDARD GALVANIZING. USE CONNECTORS WITH STANDARD GALVANIZING. USE CONNECTORS WITH STANDARD 6. DESIGNATED SVVS WITH A COMMON CORNER REQUIRE(1)HOLDDOWN,WHICH IS TO BE LARGEST OF THE TWO HOLDOWNS SPECIFIED, UNO. 4. ALL REINFORCING STEEL SHALL HAVE 90 DEGREE BEND AT CORNERS WITH A 24"LAP.24"LONG#4 BAR IS RECOMMENDED TO BE Q LIVING (OPTIONAL:THICKER GALVANIZING) (OPTIONAL:THICKER GALVANIZING) GALVANIZING. 7. ACCEPTABLE BOTTOM PLATE ANCHORS INCLUDE QUICK TIE CONNECTOR OR THREADED ROD IN EPCON G5 EPDXY, OR SIMPSON. SCREW IN INSTALLED AT ALL REENTRANT CORNERS w SPACE (OPTIONAL:THICKER GALVANIZING> 5. FIBERMESH IS AN ACCEPTABLE ALTERNATIVE AND SHALL NOT REQUIRE WWF. FIBER LENGTHS SHALL BE 1/2 INCH TO 2 INCHES IN LENGTH. Z ANCHORS ALLOWED IN MONOLITHIC FOOTINGS ONLY. EPDXY ANCHORS MUST BE USED IN STEMWALL FOUNDATIONS. L- I RECOMMENDATIONS ARE BASED ON THE AVAILABLE RESEARCH AND ARE SUBJECT TO CHANGE IN FUTURE TECHNICAL BULLETINS. DOSAGE AMOUNTS SHALL RANGE FROM 0.75 TO 1.5 POUNDS PER CUBIC YARD IN ACCORDANCE WITH THE MANUFACTURER'S L- SEE FIGURE 5 FOR CORROSION CLASSES. *** DISTANCES MAY VARY CONSIDERABLY DEPENDING ON LOCAL CLIMATE. THE WIDTH OF THE CORROSION HAZARD AREA RELATIVE TO THE OCEAN SHOULD BE FRAMING NOTES RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C1116. THE MANUFACTURER OR SUPPLIER SHALL PROVIDE O "` DETERMINEDSTANCES ACHMAY COMMUNITY FROM FIELD ENDING ON LO AL ANY EXISTING CORROSION STUDIES. CERTIFICATION OF COMPLIANCE WHEN REQUESTED BY THE BUILDING OFFICIAL. TIE CONNECTORS 1. POWERS AC100 TEAL, GOLD,OR EQUIVALENT SHALL BE USED FOR ALL QUICKTIE AND BOTTOM PLATE ANCHORING. QUICK TIE CONNECTOR 6. EARTH AND EARTH FILL SUPPORTING SLABS ON GRADE IS ASSUMED TO HAVE A MINIMUM BEARING CAPACITY OF 2,000 psf IN w ' TABLE 6: QUICK w 4.0 FT OR THREADED ROD MAY BE EMBEDDED TO THE SPECIFIED DEPTH, IN A HOLE %6"GREATER THAN THE DIAMETER OF THE ANCHOR. ACCORDANCE WITH FRC 5th EDITION(2014)TABLE R401.4.1,AND SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS. COMPACT Q a 2ND FLOOR ENDZONE Z (TYP) DESIGNATION NOTES 1,2,3,4, 5 ADHESIVE MUST FILL THE HOLE IN THE CONCRETE AND WOOD BOTTOM PLATE. MANUFACTURER'S SPECIFICATIONS MUST BE FOLLOWED THE FILL IN 12"LIFTS TO AT LEAST 95%OF MODIFIED PROCTOR MAXIMUM DRY DENSITY. IT IS THE OWNER'S OR CONTRACTOR'S CONCRETE/ MIN. EDGE DISANCE FOR PROPER INSTALLATION. RESPONSIBILITY TO CONFIRM THESE ASSUMPTIONS. MASONRY TENSION CAPACITY 2. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY, UNO. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE 7. CONCRETE FLOOR SLABS ON GRADE SHALL BE INSTALLED OVER A MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS D SYMBOL DESCRIPTION �MONOLITHIC SLAB CMUEMBEDMENTRESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHER. LAPPED 6"AND SEALED OVER CLEAN,COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF O QTB( TIE BLUE) 3. ALL METAL CONNECTORS SPECIFIED ON PLAN ARE IN ADDITION TO FRAMING FASTENER REQUIREMENTS LISTED IN FLORIDA BUILDING SUBTERRANEAN TERMITES. © ONE STORY 1 CODE TABLE 2304.9.1. 8. TO CONTROL CRACKING,CUT 1"SAWCUTS IN THE SLAB IN A 15'x15'GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT. CONTACT EOR 1PEX s"WIRE ROPE-8"STEEL STUD 4"/4" 1,527 LB. 1 3/" 2/" 4. BEAMS IDENTIFIED BY NUMBER ON PLAN ARE TO BE PROVIDED BY TRUSS MANUFACTURER. FOR ALTERNATIVE METHODS.CONTROL JOINTS ARE NOT REQUIRED WHEN WWF OR FIBERMESH ARE INCLUDED WITH CONCRETE WORK. C a -I B TWO STORY 2Y4"x 2Y4'x Y8"WASHER @ TOP PLT 5. FASTEN SW,AND LOAD BEARING WALL STUDS TO BOTTOM AND TOP PLATES WITH(4)8d TOE NAILS OR(2)16d COMMON END NAILS. 9. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. DO NOT DETERMINE FOOTING LOCATION FROM V OTO(QUICK TIE ORANGE) 6. FASTEN ALL TRUSSES AND RAFTERS TO TOP PLATES WITH(3)8d TOE NAILS. ONE STORY ARCHITECTURAL PLANS OR FRAMING PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINATE FROM USE OF FOUNDATION PLAN V- O 16'-WIREROPE-$"STEEL STUD 6-/6" 4,455 LB. 3" 3" 7. ALL MULTI-PLY TRUSS GIRDERS AND BEAMS TO HAVE SOLID STUD GROUP BELOW MATCHING GIRDER OR BEAM THICKNESS AND MATCHING ALONE, CONTACT THE ENGINEER OF RECORD. Q TWO STORY 3"x 3' x /6 WASHER @ TOP PLT WALL STUD SPECIFICATIONS AS NOTED ON STRUCTURAL PLAN, UNO. PRE-ENGINEERED TRUSSES 8. FASTEN ALL MULTI-PLY STUD COLUMNS AND CORNERS TOGETHER WITH(2)ROWS 10d COMMON @ 8"O.C. STAGGERED, UPPER LEVEL ���,� E�IN� ��� NOTES: MULTI-PLY STUD GROUPS TO BE CONTINUOUS THROUGH FLOOR SYSTEM TO FOUNDATION. 1. ROOF OR FLOOR TRUSSES FABRICATED TO ACHIEVE THE ROOF PLANES DEPICTED ON THE ARCHITECTURAL PLANS SHALL BE DESIGNED 1. POWERS AC100 TEAL OR GOLD EPDXY SHALL BE USED FOR ALL QT ANCHORAGE. UNDER THE SUPERVISION OF A REGISTERED FLORIDA PROFESSIONAL ENGINEER. ENGINEERING SHOP DRAWINGS SHALL BE PREPARED O :.�" .........EOF+ 2. REFER TO FRAMING NOTES THIS SHEET FOR EPDXY INSTALLATION SPECIFICATIONS. MASONRY NOTES IN ACCORDANCE WITH ANSI/TPI-2002 AND SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICATION. DESIGN 3. QUICK TIES SHOWN ON FRAMING PLAN AT FIXED LOCATIONS ARE DESIGNATED BY SYMBOLS SHOWN ABOVE. REFER TO TYPICAL WALL SECTION FOR ADDITIONAL REQUIRED QTA LOCATIONS. 1. ALL MASONRY UNITS SHALL HAVE fm= 1,500 PSI AND SHALL ERECTED IN RUNNING BOND WITH TYPE M OR S GROUT OVER FULL CRITERIA IS LOCATED ON SHEET ST-1 OF THE PLAN SET. TEMPORARY BRACING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR o � xA AND SHALL BE LEFT IN PLACE AFTER CONSTRUCTION IS COMPLETE. � •-� 4 *' I 4. ADDITIONAL STUD REQUIREMENTS PER WALL WIDTH: BED. EVERY OTHER COURSE SHALL BE EQUIPPED WITH 9 GAGE LADDER TYPE JOINT REINFORCEMENT. 2. TRUSSES SHALL BE DESIGNED TO MATCH THE ORIENTATION,SPAN DIRECTION,SPACING, BEARING LOCATION AND NAMING L� • EXTERIOR 2x4 WALLS: 2. ALL GROUT TO MIXED PER ASTM C476 STANDARDS. fc=2,500 PSI. TB MUST HAVE 2 STUDS WITHIN 3" IF QT IS LOCATED WITHIN 3"OF DBL STUDS AT OPENINGS OR SHEATHING SPLICES, NO ADDITIONAL 3. VERTICAL WALL REINFORCING TO BE ASTM A615 GRADE 60 REBAR. CONVENTION OF THE SHALL.SHOWN HERE. V Q O ( 3. THE TRUSS ENGINEER SHALL PROVIDE ALL TRUSS TO TRUSS CONNECTION DESIGN AND SPECIFICATIONS AND SUBMIT THEM UNDER � �° e' Op STUDS ARE REQUIRED) 4. LAPS BETWEEN VERTICAL REINFORCING AND DOWELS TO BE 30". INSTALLED EACH SIDE OF OTO. THIS IS IN ADDITION TO STANDARD WALL FRAMING STUDS). 5. VERTICAL REINFORCING TO HAVE 10"STANDARD HOOK INTO BOND BEAM. DOWEL TO HAVE 10"STANDARD HOOK INTO FOOTING SIGN AND SEAL WITH THE TRUSS SHOP DRAWINGS. QTO MUST HAVE(2)STUDS INS ( 4. TRUSS UPLIFTS HAVE BEEN CALCULATED BY THE ENGINEER OF RECORD AND TAKEN INTO CONSIDERATION DURING THE DESIGN OF THE X I y' ` 4.0 FT EXTERIOR 2x6 WALLS: 6. PRE-CAST MASONRY LINTELS:SEE"TYPICAL PRECAST LINTEL"DETAIL ON MASONRY PLAN,ST-1.2. &� UPLIFT RESTRAINT SYSTEM FOR THIS STRUCTURE. AS SUCH,THE REPORTED UPLIFTS ON THE TRUSS SHOP DRAWINGS MAY BE LJ.I ��� '��, �� �� �pw� 3RD FLOOR (�.p) FDESGNA ENZONE -NO ADDITIONAL STUDS REQUIRED AT QTB/QTG LOCATIONS. 7. PROVIDE MOISTURE BARRIER FOR ALL UNTREATED LUMBER IN CONTACT WITH MASONRY OR CONCRETE. DISREGARDED. Q Der k�B urr fir, F . TION -(ATO MUST HAVE{Z)STUDS INSTALLED EACH SIDE OF OTO. (THIS IS IN ADDITION TO STANDARD WALL FRAMING STUDS) 5. REFER TO APPROVED PRODUCT APPROVAL DOCUMENTS FOR INSTALLATION REQUIREMENTS OF QUICK TIE CABLE. 5. CONNECT ALL TRUSSES TO TOP PLATE AS SPECIFIED ON THE TYPICAL WALL SECTION SHEET. P.E.,20-01 57 11-20-2015 FOUNDATION DESIGNED FOR MAX.AUGER CAST PILE CAPACITY OF 94 KIPS FOR PIERS INSTALLED PER SOILS REPORT. BASED ON LOAD TESTING IN FIELD IN ACCORDANCE WITH SPECS ON SHEET ST-0. • DENOTES LOCATION OF 16"0 AUGER CAST PILE INSTALLED WITH TOP @ EXISTING GRADE BELOW CMU FOUNDATION STEMWALL. SEE GENERAL NOTES AND SPECIFICATIONS ON SHEET ST-0. O O N LON 00 O ■ � O N N N C'7 J LL W J J O Y Q C N O It W U) O 1 2 3 4 6 7 8 9 10 3'-31.� 6��1 � 9'-4.. 10'-0" 10'-0" 10'-0" 8'-8" 10'-0" 2 2 Q d Z A _ _ -..:_ _ z 20 Nt w U 0 Q Z N \: QO NWY0wU. z LL 0 I p _ U) D0Z HZ0 J13WC] NM a. O W W � > pU1wwL La) � p 0 W W <L - Z 0 M w E � � p w pM pOma Zw f: >- 0 o W Qa0Qf9UlIWWNEUIw � w 0 W F I I w 0 Z U Z QII' WJ � � FF � ZWQIL O Q d pE Z d Z W a X p p O w O wJpQ � E3 Z fy Z Q Q X w D O W O _ LL p Z_ W R W p W X Q Z Q Q N- C7 U ix L BZ Za0QE9 E9 Z } ZN � QMZZZ �UjO W w J m _ I- 3 i Q LU W H ...... ---.._ _.. .................................... M Cl) C) HZUQF U 0I wwZ \ i O O w Q P J E • I p O J � Li� ? 3Na (n4OM El El C? LL .......................... Z SHEET NO.: STr I -- FOUNDATION \\\ a PLAN 0 JOB NO.: IRV _ Q AT4546 _ — . � SUBDIVISION _... oSeminole ourt .. � ILLReach C 'X V TN : O O L Z - - _ ✓' w n V - _ \ ... OJ FLOOR Custom...... O J, Z DESIGNED: : � DAE/J M L W I— REVIEWED: w DBNI a Q REVISIONS DATE m W s e< Z �>. . � �E v �„ C s } j Z3 U) O I- x . U) S UCTURAL E dEROP x®' t C , f4S �.. W AUGER CAST PILE PLACEMENT PLAN1101111411 w Q Dere ftR ter? % P 11-20-2015 INSTALL NO.4 TOP BAR TEMPERATURE AND SHRINK REINFORCING AT 16"O.C.TRANSVERSE TO SLAB STRENGTH REINFORCING SPECIFIED ON PLAN. TYPICAL ALL SLAB SURFACES. TOP BARS MAY SIT ON TOP OF NO.5 BAR SLAB STRENGTH REINFORCING FOUNDATION DESIGNED FOR MAX.AUGER CAST PILE CAPACITY OF 94 KIPS FOR PIERS INSTALLED PER SOILS REPORT. BASED ON LOAD TESTING IN FIELD IN ACCORDANCE WITH SPECS ON SHEET ST-0. CONCRETE GRADE BEAM SCHEDULE BEAM SIZE REINFORCING STIRRUPS OR TIES MARK x DEPTH) BOT TOP BAR SPACING CRITICAL STIRRUP p SPACING LOCATIONLO N GB-1 24"x16" 445 445 #3 8" 36"EACH SIDE O.C. � OF 6" SUPPORT 00 GB-2 24"x20" 4-#5 4-#5 #3 8"O.C. 36"EACH SIDE 00 OF SUPPORT ■ — GB-3 24"x12" 3-#5 345 #3 8"O.C. 36"EACH SIDE MIN OF SUPPORT i 16"x12" 36"EACH SIDE N GB 4 (MIN) 2-#5 2-#5 #3 8"O.C. OF SUPPORT GB-5 16"x20" 2-#5 2-#5 #3 8"O.C. 36"EACH SIDE N OF SUPPORT Ch GB-6 I 12"x12" 345 3-#5 #3 8"O.C. 36"EACH SIDE J OF SUPPORT LL- � 1. SEE ARCH DRAWINGS FOR ALL DIMENSIONS AND ELEVATIONS. L J J 2. 0 DENOTES LOCATION OF 16"O AUGER CAST PILE INSTALLED WITH TOP @ EXISTING GRADE BELOW CMU FOUNDATION Z STEMWALL. SEE GENERAL NOTES AND SPECIFICATIONS ON 0 SHEET ST-0. U) 3. GB-1 DENOTES GRADE BEAMS. SEE CONCRETE GRADE BEAM Y SCHEDULE THIS SHEET. GRADE BEAM DEPTH INDICATED IN GRADE Q BEAM SCHEDULE IS MINIMUM DEPTH REQUIRED. -7 4. #5 STRENGTH REINFORCMENT @ MAX 12"O.C., LOCATED AT MID-DEPTH N OF SLAB POUR, LAP ALL SPLICES MIN 30" 0 5. 24"SQUARE X MIN.24"THICK CONCRETE PILE CAP W/#5 @ 6"O.C. EACH W WAY,TOP AND BOTTOM,@ EACH AUGER CAST PILE LOCATION �- 6. MIN 6"THICK 3000 PSI STRUCTURAL CONCRETE SLAB W/STRENGTH D REINF LOCATED @ 3"ABOVE, BOTTOM;TEMP SHRINKAGE REINF PERPENDICULAR INSTALLED ON TOP OF STRENGTH STEEL 7. SLIDING GLASS DOOR FRAMES MUST BE RECESSED INTO THE SLAB IN CID ACCORDANCE WITH THE FLORIDA BUILDING CODE. CONSULT 0 ARCHITECTURAL PLANS FOR LOCATION OF SLIDING GLASS DOORS. U V-31" 1TYPICAL REINFORCING 10'-0" 8'-4 ¢ 50'-0" 2 BARS AT GRADE BEAM, n- I ( SEE PLAN Z I MIN 24"LONG#4 OR#5 I I I BAR SET AT MID-DEPTH ~ NOTE 5,TYP I I I OF SLAB,TYP ALL ■ ■ ■ ■ ® ® ■ ■ ■ ■ - - - - - - - - - � ■ E1 I— - - - - - -- —I I I RE-ENTRANT CORNERS � ® I GB-1 I I GB-1 I I GB-1 I I GB-2 I I GB-2 I - - - - -GB- - - - 1 ■I I I G I I 1- w o a o 0 - - - B-6— II — - - - - - - ti ww - - - —L-- - - - - - - �,�- - - - - - - - - —I- - - - - - - - -L—J - - - - - - — � �I — � � — �L_-- —_ - - - - - - - � QO m0 0wU. aZ M I I HOUSE SLAB JLO ED ❑ ELz Zwj � mJzz0 NOTE4 >- EL - aM < 0wLL r I RE-ENTRANT CORNER DETAIL Z ° awQ� F ML >. wZ ° c� ■ I RE ENT cn Owma zwFwimozo 1 SLOPE m l I 100 (m� ®I I ) w a ° a0NlwwN � Nw � LI? 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IFL ¢ U) TR4 W' t'j1/tj >� 0 Oce O41 71m ? W . 11 1 11 I— .� � "�� SLAB & GRADE BEAM PLAN 1 /4 = 1 0 W #_.o ¢ Derek l3 Ii�rc P P.E. No. 71457 11-20-2015 BOND BEAM REINFORCEMENT (SEE WALL SECTION) W J � FILL SOLID TO 2 BOND BEAM L7 U W W (1)#5 CONTININUOUS 0 IN PRECAST LINTEL O 8FX-1 B/1 T LO N PRECAST LINTEL NOTES: 00 4 1.ALL PRECAST LINTELS ARE TO HAVE ON#5 REBAR AT 4 BOTTOM OF LINTEL o • - 2.AREAS OF BLOCK ABOVE MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM N 3.BOND BEAM TO BE CONTINUOUS THROUGH OUT CnN INCLUDING ABOVE MASONRY OPENINGS. SEE TYPICAL C4 WALL SECTION FOR REINFORCEMENT. 4.CONSULT FLOOR PLAN & ELEVATIONS FOR EXACT J LL COURSE COUNT ABOVE LINTEL 5.CONSULT CAST-CRETE INSTALLATION SPECIFICATIONS J FOR ADDITIONAL REQUIREMENTS. J 6.UNLESS APPROVED OTHERWISE,ALL LINTELS TO HAVE 5 MIN 4" BEARING AT EACH END. Z O TYPICAL PRECAST LINTEL v LINTEL SCHEDULE CIO N CAST-CRETE REINFORCED CONCRETE BEAM LINTELS (OR EQUIVALENT) MAX. CLEAR LINTEL LINTEL NO. COMMENTS SPAN DESCRIPTION w L-1 2'-4" 8F12-1B/1T O L-2 3'-4" 8F12-1 B/1 T U Y L-3 9'-3" 12F12-1B/1T NOTE 5 L-4 6'-10" 8F12-1B/1T d L-5 8'-8" 8F12-1B/1T Z 4'-10" 6'_0„ 6-0,: 6._0, 6'-0" 6-0" 6'-0" T-6" V-8" O L-6 4'-0" 8F12-1B/1T o L-7 16'-8" 8F12-1B/1T PRESTRESSED z 20 ■ L-5 aLl o az � � rri \ — QO = U OQLLQZ L-6 NOTES moot I- z � u�, ow � N � Z ■ 1. NO. 5 BAR VERTICAL DOWEL REQUIRED, TYP AS SHOWN r: Q w w ? o ® Q M a 0 W o c� .. LL 2. ALL DIMENSIONS ARE APPROXIMATE, MAX SPACING OF 6'-0" O.C. z a w 0 w W rn N ❑ x a o M2 ■ 3. 8" WIDE x 12" DEEP 5000 PSI FORM/ POUR CONC. TIE BEAM @ TOP u� o ❑ m a z W ��-. w m o z a oQN L-3 ST-7 ■'' OF MASONRY SEE DETAIL M1 ST-7. w as ° Q � NIwWN ►- �, w � �, o Ij o 1: 1 o ' ' w 0 w E I I w 0 Z4 Wiz + 4. 12" WIDE DEEP 5000 PSI FORM/ POURCONC. TIEBEAM@TOP Z � IOQ � a � � � � ZwIL J OF MASONRY, SEE DETAIL M2, ST-7. = owLL wa = � o � ° w � oaw 5. PROVIDE #3 TIES @ 6" O.C. FOR 24" IN EITHER DIRECTION OF STEEL m ° Q e 0 w o °w o �' ° Q o z � cn O ZZ WI- - OQpwN�` x - �iN = w BASEPLATE, CENTER TIES AROUND ANCHOR BOTLS. SEE DETAIL W E w ° x Q W v Q w z CD Q SP1, SHEET ST-6. Z wwcwa � zZ � I°- ZOFwZ a � W — ZI } ZQO - _ am00 < w0 co 0 [7 0 Z } LL m w a 0 N Z Z I - � � w Ww ° 4mZW � a �EO WQ � � a w U - r o Q = Q Z Z I Q [�] w p a U ui Q HIZ -i- SeOZw0 H � ~ Z - w Z v Q F ❑ ❑ I w w Z Z ' O O Ow QI- JI- I ❑ 0 � � � z " L-7 O nl- ? 3cv0. ED < 0 - ? E30 Uj a M J <=IN ry, o pcn Z_ SHEET NO.:N NOTE 5 LUJO ST -1 .20Z + 0 - 0 MASONRY PLAN co O JOB NO.: AT4546 � ��o _._ _._; . ....._....._- _.._........ _..._ `�`� _LO _ SUBDIVISION: r { o2349 Seminole cn _ LLw Reach Court ST-7 / Q w Q LOT NO.: w / m O \ - - Z W .' \'` Cfl Z 4 L-2 L2 L1F LU OOR PLAN O _ \ 0 LCustom ■ ■ ■ No O Z DESIGNED: M1 v DAE/J M L W ST-7 H REVIEWED: 4'-8" 3'-0" 4'-6" 4'-0" 5'-5" 6'-0" 2'-7" 4'-0" 6'-0" 2'-7" T-0" 3'-8" a DBM '-8" Q NOTE 3 0REVISIONS DATE FORMED TIE BEAM SEGMENT SEE"WOOD FRAME WALL CONNECTION DETAIL,"ST-7 Cal W >0 W . Q Cl) PEX � S UCT }- EN WEE*,,,,, � U 11 11 op /4 MASONRY PLAN 1 - 110 W � e1 CL erek Q P.E. No�1`45Ir 11-20-2015 FRAMING KEYNOTES NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN 1. MIN(2)INTERMEDIATE JACK STUDS REQUIRED BETWEEN OPENINGS. 2. SEE INTERIOR SHEARWALL DETAIL ON DETAIL SHEET. IN LOCATIONS WHERE INTERIOR SHEARWALLS HAVE VAULTED TOP PLATES,ALSO SEE INTERIOR SHEARWALL AT VAULTED TOP PLATE ON DETAIL SHEET. 3. 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PLANK-ORIENTED HEADER FRAMING Y A. FASTEN PLANK ORIENTED HEADER TO JACK KING GROUP W/(2)A35 U EACH SIDE OF OPENING,SEE PLANK HEADER FRAMING DETAIL,ON DETAIL SHEET. B. FASTEN PLANK ORIENTED HEADER TO JACK/KING GROUP WIT H N CIO HORIZONTAL HTS16 STRAP EACH SIDE OF OPENING . 0 C. PLANK-ORIENTED HEADER NOT REQUIRED,THIS LOCATION ONLY. LLI STRUCTURAL HEADER HAS BEEN CALCULATED TO RESIST THE OUT OF PLANE WIND LOAD. D 7. PACK STUDS SOLID BETWEEN OPENINGS. 07 8. BALLOON FRAME WALL W/2x8 N0.2 SPF @MAX 16"O.C. CIO0 9. INTERIOR SHEARWALL FRAMING: C) •SHEATH WALL W/OSB PER TABLE 2 •ANCHOR BOTTOM PLATE TO BEAM/GIRDER/FRAMING BELOW W/(2) ROWS 10d @ 3"O.C.,STAGGERED Q •ANCHOR DBL STUD @ EACH END TO BEAM/GIRDER BELOW W/ NUMBER OL ST -5 OF MSTA36 STRAPS PER TABLE 8, ST-0 Z 10.HORIZONTAL BLOCKING&STRAPPING REQUIRED ABOVE AND BELOW �— OPENING FOR FULL LENGTH OF SWB/SWB1. j - - _ Z 0 0 ww 11 rj o � � N Q ❑ WW ❑ WLLL4Z Lf) ED JO0Z FWOJOW0 41}- ww zaM4M40w ❑ w LL O WWit > pNww � wN � p Z paw0 ww � p p � GARAGE DOOR DESIGN (n pima . ZWPwjm � ZcO] WIND LOQAO(37F): ? W QwOQ0w � I2w � ZUIx - W OZ Z QIOaJa � I- I- MZW71L 3 p W a I a 0 ❑ W j p Q W Z XW p Iw ST-5 w w LU � ZQW� FZEj LL QOWwLL m 2 W W R Q 0 W W W U) � Z z wIMZ_ ZUOOF- wZ _ LL LL L3STUDS w Z � O � ZQOwWa ❑ NZZI ❑ o __ m W Ww ❑J � mzw0Q � W3 � 1, 4 W W UL ® D X14- IZz� YjZWO0Wl4-- � FLUSH BEAM 2 Ow4 � 0M01 I0z ST-5 O � n� ? 3NarnQOc7l- ? n0 GARAGE DOOR DESIGN 3 STUDS Q WIND LOAD(PSF): M ch LLJ __ m __ Z SHEET NO.: +27.02/-30.37 z O ST-2 5S TUDS Q o STRUCTURAL QTB a FRAMING PLAN FLOOR GIRDER oc JOB NO.: g Q (z)2x8-v1 AT4546 Q 3STUDS Q __. _ SUBDIVISION: QTO m / \. o Seminole M1 / _ U- Reach Court ST-7 i Q \ / M w M C') O = �LU LOT NO� �2)2x6 ~O ~O - - O �. Z Z OJ LL } FLOOR PLAN: 0 - I _ J custom Z DESIGNED: w DAE/J M L _ M1 REVIEWED: ST-7 •EXTERIOR WOOD FRAMED 2x6 NO.2 W DBM SPF WALL @ MAX 16"O.C. •RIP STUDS TO 5"TO MATCH INSIDE d FACE OF STUDS ABOVE 4 a REVISIONS DATE •SHEATH PER TABLE 2,SHEET ST-0, ST-6 �QQ( FOR STUCCO WALL } m W &, W Z D O F- PEX Vrr C)) STR CT' RAL } ENGI EERING ICEF _ 4 0 sC s W FIRST LEVEL STRU BTU RAL PLAN 1 /4 ® 1 011r LU � QDereks r[ Po �� ROOF FRAMING KEYNOTES NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN 1. PRE-MAUNFACTURED SHEAR PANEL • INSTALL AS SHOWN ON LAYOUT ABOVE SW SPECIFIED ON FRAMING PLAN • SHEAR PANEL TO SW DBL TOP PLT W/10d @ 3"O.C. • FLOOR DECK TO SHEAR PANEL W/1 od @ 3"O.C. 2. TYPICAL BEARING BLOCK • BEARING BLOCK TO BE NO.2 SYP, MIN 48"LONG AND TO MATCH DIMENSION OF TRUSS MEMBER. • ATTACH BEARING BLOCK TO TRUSS VERTICAL OR TRUSS BOTTOM CHORD W/(3)ROWS 10d @ 4"O.C. STAGGERED. 3. LEDGER FRAMING NOTES: O • FASTEN LEDGER TO FRAMING/TRUSS VERTICALS AT N EVERY SUPPORT WITH FASTENING SHOWN BELOW(MAX � 24"O.C. SPACING) LO • ADDITIONAL FASTENERS MAY BE REQUIRED AT SPECIFIED N LOCATIONS ON PLAN 00 • SEE TABLE 3 ON SHEET ST-1/S1 FOR FASTENER O — PROTECTION AGAINST CORROSION 0) • IN ACCORDANCE W/FRC 502.2.1, EXTERIOR DECK I LEDGERS SHALL BE SECURE TO WALL FRAMING WITHCn WOOD SCREWS AS INDICATED ABOVE. COMMON NAILS AT N FLOOR FRAMING LEDGERS ARE FOR INTERIOR USE ONLY. N M a ROOF FRAMING LEDGER: _I 2x6....................(4)12d COMMON LL 2x8....................(6)12d COMMON 2x10..................(8)12d COMMON w 2x12..................(10)12d COMMON J FLOOR FRAMING LEDGER(W/NAILS): z Z PT 2x6................(3)16d COMMON 0 PT 2x8................(5)16d COMMON (n PT 2x10..............(7)16d COMMON Y PT 2x12..............(9)16d COMMON Q FLOOR FRAMING LEDGER(W/SCREWS): PT 2x6................(3)Y4'x 4-%"LONG#14 WOOD SCREWS cs i co PT 2x8................(5)Y4"X 4-%"LONG#14 WOOD SCREWS � PT 2x10..............(7)Y4"X 4-Y2"LONG#14 WOOD SCREWS w PT 2x12..............(9)Y4'X 4-Y2"LONG#14 WOOD SCREWS H 4. OVERFRAMING NOTES • ALL RAFTERS TO BE MIN.2x6 NO.2 SYP @ 24"O.C. MAX. • ALL"SLEEPERS"TO BE PLANK-ORIENTED 2x8 NO.2 SYP MIN. co • FASTEN"SLEEPERS"TO EACH TRUSS/RAFTER W/(3)16d 0 COMMONS MIN. (� • EACH RAFTER TO"SLEEPER"W/SIMPSON H3 UPLIFT Y CONNECTOR. • ALL RIDGE BOARDS TO BE 2x8 NO.2 SYP MIN. Q •2x12 NO.2 SYP PT FLOOR JOISTS @ 16"O.C. • FASTEN 2x6 NO.2 SYP COLLAR TIES FROM RAFTER TO •BUILDER TO RIP JOISTS TO ESTABLISH RAFTER WHERE APPLICABLE W/(5)10d COMMONS MIN. z EACH 2x12 JOIST TO RIM BEAM W/ INVERTED LUS210 HANGER, (13)TOTAL - SLOPE RAFTER SPAN SCHEDULE O �Y�'t g t LO €C3 M o •ATTACH TO BEAM W/LUS210 F- £ q'" r- x- T- r a r r e r - C� L LL. LL LL LL LL Lice LL Ll. LLI LL L Lm.. _. m __... N SPACING LUMBER SIZE _ _ § 2x6 2x8 2x10 2x12 ._- _.._. - - - ,. �e 12" W W Z 2 0 F2� 4 (2)HTSM20 0 „ a n Q - ° � ui LO € € g 14' S" 18' 3" 21' 8" 25'6" ti a 16 0 1 - - - - - 0 .. ( � Q N W Z r r -.,. 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DRAFT STOPPING AT FLOOR TRUSSES TO BE PR VIDED BY ❑ [7 Z Q 0 - a 0 z Q = C14: ! _ O o Z } W m W a N _ Z - ST5 z OQmz aQ � z — FF x r BUILDER IN ACCORDANCE WITH FRC R302.12. Z w w W _ w E Q p - •2x12 N0.2 SYP PT FLOOR JOISTS @ 16"O.C. W Z p m W [7 uJ cwc a D U_ 0_ 0 1 ).F ; . BUILDER TO RIP JOISTS TO ESTABLISH 6. 2x8 x MIN 9'LONG PT SCABBED RAFTER/OVERHANG ATTACH TO Q I Q Z Z 2 Q [] w a - Q _ TRUSS TOP CHORD W OWS 10 O. STAGGERED O @ - LL .ATTACH TO LEDGER W/LUS210` Q p Q / 2 R d 6" C. S Z ❑ UaOI w Z _ y ( o � vlw- ? 3NauFiQ0I�1I=- ? � v h I L a.� a � - - - - r NOTES NXD. r 1. FLASHING&WATERPROOFING ARE OUTSIDE U_ BEAM SCHEDULE _ (NOF STRUCTURAL ENGINEERS SCOPE&SHALL Z SHEET NO.: U F _ BE DESIGNED&SUPPLIED BY BUILDER 0 _ 2. BUILDER TO SUBMIT SHOP DRAWINGS OF — . Q r ST 1 H G US—,1 PROPOSED HANDRAIL CONSTRUCTION FOR BEAM NO. BEAM SIZE AND TYPE NOTES 6 ,_ Y2" APPROVAL BY EOR PRIOR TO CONSTRUCTION FLOOR FRAMING _ -y MAx e WOL NIZED PSL &INSPECTION o OR 6 3/a"x 12"PT TIMBERSTRAND LSL $ t` -(2)HT B01 i NOTE 3 PLAN HTS20- SYP GLULAM 1.55E-(2)3/x 16" o JO .. JOB U # TIMBERSTRAND LSL Q AT4546 2 HTS20 (2)HTS20 602 ...,a E 1. -3/z x 16" SUBDIVISION: L 55E _ - _;, r_ TIMBERSTRAND LSL 0 2349 Seminole P PER �. �.. — •2x12 N0.2 SYP PT FLOOR JOISTS 24"O.C. B03 __ J RIP SLOPE IN TO - ARCHITECTURAL DETAIL - ! : •BUILDER TO RIP JOISTS TO ESTABLISH 55 '� Reach Court L . z ' r 1 r SLOPE Q •ATTACH TO LEDGER W/LUS210 B04 MICROLLAM LVL LOT NO.: 2.0 - 13/4x16" NOTE3 E (4) - - D. r —� z 2x12 NO.2 SYP PT EXTERIOR L J L FLOOR LEDGER,ATTACH W/ MICROLLAM LVL r SCREWS PER NOTE 3. B05 } FLOOR PLAN: 2. -2)13/4x16" NOTE O _. ......_. - -_ custom - -- BEAM SCHEDULE NOTES 0 T- 1. FASTEN EACH PLY W/(3)ROWS 10d @ 12"O.C.STAGGERED. Z DESIGNED: " LL LSL.. U_ LL HTSM20 HTS20 2. FASTEN EACH PLY W/(3)ROWS 10d @ 6"O.C.STAGGERED. _ L w DAE/J M L 3. FASTEN PLIES W/(2)ROWS %"DIA.THRU BOLT W/NUT AND WASHER @ 16"O.C.STAGGERED. PROVIDE 2"EDGE DISTANCE. REVIEWED: LL �� LL w DBM 2x10 NO.2 SYP RIBBON BOARD, FASTEN TO EACH FLOOR TRUSS END VERTICAL W/(6)1 od a Q REVISIONS DATE .......... -A } m w >Z ,j0> W z W I I I xo 1— ILL W S UCTURAL 1- EN If4EVM TRUSS ENGINEERING NOTES: NO ®� •• °'• icN �'' �. • UNLESS SPECIFICALLY NOTED ON TRUSS FRAMING PLAN, ALL = 45y . k . TRUSS TO TOP PLATE CONNECTIONS SHALL BE ACCORDING w FIRST LEVEL FLOOR FRAMING PLAN 1 /4" = 1 ' 0" TO THE TYPICAL WALL SECTION SHEET. X , hoc Op w ° ,� � Q Durrfk 11-20-2015 FRAMING KEYNOTES NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN 1. MIN(2)INTERMEDIATE JACK STUDS REQUIRED BETWEEN OPENINGS. 2. SEE INTERIOR SHEARWALL DETAIL ON DETAIL SHEET. IN LOCATIONS WHERE INTERIOR SHEARWALLS HAVE VAULTED TOP PLATES,ALSO SEE INTERIOR SHEARWALL AT VAULTED TOP PLATE ON DETAIL SHEET. 3. 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PLANK-ORIENTED HEADER FRAMING Y A. FASTEN PLANK ORIENTED HEADER TO JACK KING GROUP W/(2)A35 U EACH SIDE OF OPENING,SEE PLANK HEADER FRAMING DETAIL, ON DETAIL SHEET. B. FASTEN PLANK ORIENTED HEADER TO JACK/KING GROUP WIT H N CIO HORIZONTAL HTS16 STRAP EACH SIDE OF OPENING . � C. PLANK-ORIENTED HEADER NOT REQUIRED, THIS LOCATION ONLY. W STRUCTURAL HEADER HAS BEEN CALCULATED TO RESIST THE OUT �. OF PLANE WIND LOAD. 7. PACK STUDS SOLID BETWEEN OPENINGS. CIO D 8. BALLOON FRAME WALL W/2x8 N0.2 SPF @MAX 16"O.C. D 9. INTERIOR SHEARWALL FRAMING: 0 •SHEATH WALL W/OSB PER TABLE 2 •ANCHOR BOTTOM PLATE TO BEAM/GIRDER/FRAMING BELOW W/(2) ROWS 10d @ 3"O.C., STAGGERED Q •ANCHOR DBL STUD @ EACH END TO BEAM/GIRDER BELOW W/ NUMBER CL OF MSTA36 STRAPS PER TABLE 8,ST-0 z 10.HORIZONTAL BLOCKING&STRAPPING REQUIRED ABOVE AND BELOW O OPENING FOR FULL LENGTH OF SWB/SWB1. U) LO IL U 0 Q ❑ ❑ SW1 Q ° In ❑ WLLaz 2 STUDS w 3 STUDS 0O o 2 STUDS z p 1 MSTA24 6x6 N0.2 SYP PT POST, LO N 0 0 Z F Z G�7 N p J fn M o (4)TOTAL W U •6x6 NO.2 SYP PT POST, QTO � TO QTB - -- ~ Q F w w Z 0 m Q Q j W LL ❑ o w W ❑ w W w W LL N � p HUC212-2 NOT 4 •(POST OTO RIM BEAM 0 B r�� " _ ® _ B�_ - BQ i Z 11 La _ ❑ ❑ (2)2x12 U) pima WW � w _jm0Z � BELOW W/MSTA36 (2)2x8 2 STUDS o o ZSTUDS Y j (2)2x10-2/?� (2)2x12-1/2 } N U1 w B UO NOTE Z_ 4w OLL 21- wwzNQW O NOTE 6A W QI ° W � = Fa ❑ WU QTO Lf QTB Q 1 N x' � Q H Z E z W � - w X ° ° ❑ (2)2x6-1/2 ST-5 N p � wa = � ❑ w ? pQw 00 N m UQ � (wjtiZWWZUI ❑ Q � W ROOF GIRDER Z wool-. 0 - 11, 0z F- ° W ° z w W - pW I- za1- W to — DC7 = Z z w a W a � z z J LL F z U1 F W Z L3 0 in o CJ E9ZaOrn a0cnZz = ° Z LLLI Z W W °J m w M a N W Q i F Q mCp sP1 w SPECIAL FRAMING za ° W ° F � oWULL U w (2)2x6-1/2 rn STEEL PORTAL *** *** H I Z Y > Z W D w Fa U �, 06 FRAME ST-6 z STEEL PORTAL FRAME Z u Fr Q m ° F x ° z < '^ 3 U) Z Q W d O rVI- ? � N 0. U3 Q ❑ � � ? VU ST-5 B U) z SEE"TYPICAL PORCH SHEATHING DETAIL." O SHEET NO.: O g ST-3 SEE"TYPICAL PORCH J x tL MTv D SHEATHING DETAIL." (2)2x6-1/2 ; o o STRUCTURAL 0 v } ST-5 11..OFL SHING&WATERPROOFINGAREOUTSIDE a FRAMING PLAN C7 0 OF STRUCTURAL ENGINEERS SCOPE&SHALL VOOR GIRDER O NOTE 6A BE DESIGNED&SUPPLIED BY BUILDER O JOB NO.: 2. BUILDER TO SUBMIT SHOP DRAWINGS OF (,) - 2 STUDS 0O w w - PROPOSED HANDRAIL CONSTRUCTION FOR Q AT4546 `' APPROVAL BY EOR PRIOR TO CONSTRUCTION SUBDIVISION: &INSPECTION. N 2STUDS owo (2)2x6-1/2 2349 Seminole c2>CS18 Reach Court LL (2)2x6-1/2 Q • LOT NO.: / 1 MSTA24 Z FLOOR GIRDER (2)2x8 - -- FLOOR GIRDER - Ur FLOOR PLAN: 777 custom ROOF GIRDER J � � 1 MSTA24 N Z DESIGNED: C7r- - N (V cin � c U) LLj N o N DAE/J M L \ z N w (2)2x6-1/1\ p N ( z z 3 STUDS wo C7 H REVIEWED: / l _ o (2)2x12-3/2 QTO _ (2)2x8-,/2 (2)2x8-v2 w o W D B M B \ i FLOOR GIRDER (2}2x12 Q n p n B © C� D - - - © © ® v REVISIONS DATE _❑ ❑ 1 MSTA24 HUC212-2 1 MSTA24 2 STUDS C7 4 STUDS o - -- - Q O d. NOTE 8 QTB o QTO LL } SW3 m 1 MSTA24 NOTE 1 W 1 QTO 4 0 � ST-6 W . Q Z DD OPEX. H Q ST UCTURAL FFRING K M�'' �� 'G, m, .• • � ewe • a, if 1111 In LEVEL STRUCTU L PLAN 11-20-2015 ROOF FRAMING KEYNOTES NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN - 1. PRE-MAUNFACTURED SHEAR PANEL • INSTALL AS SHOWN ON LAYOUT ABOVE SW SPECIFIED ON FRAMING PLAN • SHEAR PANEL TO SW DBL TOP PLT W/10d @ 3"O.C. • FLOOR DECK TO SHEAR PANEL W/10d @ 3"O.C. Q) 2. TYPICAL BEARING BLOCK • BEARING BLOCK TO BE NO.2 SYP, MIN 48"LONG AND TO MATCH 0 DIMENSION OF TRUSS MEMBER. • ATTACH BEARING BLOCK TO TRUSS VERTICAL OR TRUSS BOTTOM CHORD W/(3)ROWS 10d @ 4"O.C.STAGGERED. 3. LEDGER FRAMING NOTES: • FASTEN LEDGER TO FRAMING/TRUSS VERTICALS AT N EVERY SUPPORT WITH FASTENING SHOWN BELOW(MAX LO a) 24"O.C. SPACING) r �0 • ADDITIONAL FASTENERS MAY BE REQUIRED AT SPECIFIED N LOCATIONS ON PLAN 0 • SEE TABLE 3 ON SHEET ST-1/S1 FOR FASTENER IRt PROTECTION AGAINST CORROSION 0') • IN ACCORDANCE W/FRC 502.2.1, EXTERIOR DECK 1 LEDGERS SHALL BE SECURE TO WALL FRAMING WITH ' ch (n . WOOD SCREWS AS INDICATED ABOVE. COMMON NAILS AT N FLOOR FRAMING LEDGERS ARE FOR INTERIOR USE ONLY. N M ROOF FRAMING LEDGER: J a) 2x6....................(4)12d COMMON LL 2x8................_.(6)12d COMMON - 2x10..................(8)12d COMMON W 2x12..................(10) 12d COMMON J FLOOR FRAMING LEDGER(W/NAILS): z PT 2x6................(3) 16d COMMON O PT 2x8.................(5)16d COMMON w PT 2x10..............(7)16d COMMON Y PT 2x12..............(9)16d COMMON U 11) FLOOR FRAMING LEDGER(W/SCREWS): C4 CIO PT 2x6................(3)%"x 4-Y2"LONG#14 WOOD SCREWS PT 2x8................(5) %4"X 4-%"LONG#14 WOOD SCREWS d PT 2x10..............(7) %4"X 4-%2 LONG#14 WOOD SCREWS W PT 2x12..............(9) %4"X 4-%2'LONG#14 WOOD SCREWS I_ Z) 4. OVERFRAMING NOTES U) • ALL RAFTERS TO BE MIN.2x6 NO.2 SYP @ 24"O.C. MAX. w • ALL"SLEEPERS"TO BE PLANK-ORIENTED 2x8 NO.2 SYP MIN. Z • FASTEN"SLEEPERS"TO EACH TRUSS/RAFTER W/(3)16d O COMMONS MIN. 0 • EACH RAFTER TO"SLEEPER"W/SIMPSON H3 UPLIFT Y CONNECTOR. 113� • ALL RIDGE BOARDS TO BE 2x8 NO.2 SYP MIN. Q to FASTEN 2x6 NO.2 SYP COLLAR TIES FROM RAFTER TO 11 - 50 . --- -...- - -1111. ___ _- ......11...11._ 1_.111 ........- .........10' ._. _........_ W/(5)10d Z ._:_.___ .....111. -....... RAFTER WHERE APPLICABLE COMMONS MIN ,�.... ___5'7 10-1111 .,, _ O RAFTER SPAN SCHEDULE E_ 2x4 STRUCTURAL FASCIA; O.C. 2x6 N0.2 SYP ROOF SPACING LUMBER SIZE W FASTEN TO EACH OVERHANGA 2x10 NO.2 SYP RIBBON BOARD, LEDGER,SEE NOTE 3. 2x6 2x8 2x10 2x12 } a WITH 2 Y4"O x 4%2 LONG FASTEN TO EACH FLOOR WOOD SCREWS TRUSS END VERTICAL W/(6)10d -- NOTE 6; SCAB FULL LENGTH OF 12" 14'-5" 18'-3" 21'-8" 25'-6" ti W W a Z 0 0 TOP CHORD IF ADEQUATE BACK d• a U p Q Z M a W . .- 16,. kl) ti � "g / SPAN IS NOT AVAILABLE 12'-6" 15'-10" 18'-9" 22'-1" ° Q 0 N p W W Q Z G O 24" d' LL IUUP ❑ ❑ J0 L � _ I ' a I _ LL LI_ j' 10'-2" 12'-11' 15'4" 18'-0" J ❑ - I- Z p J ❑ W U W \ 1� 'w_„ HTS20 f `s O ).' 20 L.L./15 D.L.#2 SYP o W ; Z❑ W J E 0 U Z 0 Xoo 10) CD 0,., I- CD L tt_ LL LL LL H FGE - r' _ - TS20 VK, L� € L L1 L LL i s € 1111... $ -- IN JOIST SPAN SCHEDULE ❑ a w w J ❑ N ❑ .. CEILING J a H . . , - __ : --- - W ❑ ,. - - ... _ __- p - I- A - F- U _. . . _ a' m W ❑ , , ': r , OC a } W N Z L MBER SIZE fA Z 0 N _ w ;: I U a N I W H W PA ING 1- Q tJ W W to F9 S C 0 EJ rY „� w Q g a I : : __...... ___ ........___-. ... ..._._.. ......... __-.- ��-.� : 2 HTS20 : : ..._ \ i'; wZzQ � 11� : -1111.. 2x8 2x10 Z J I- I , ,: 2x4 2x6 _ Q I a H a W T RAL FASCIA 0 Q \. I ;i 2x4 STRUC U �- p a a 0 IA42 o i Z a I W ❑ Q z uIIIa ' FASTEN TO EACH OVERHANG - - 26'-0" H Z t, - x J - C9 ❑ W a m ❑ W ❑ Q � W I : F I WITH 2 / O x 4/ LONG W ❑ ❑ 12" 11' 10" 18'8" 24' 7 3 :: ......... ._.......-1111.111.1. _......... 1111__ - 7" a Z Z W 16" 10'-9" 16' 11" 21' 7" 25 19 Q U W W N 0 Q . WOOD SCREWS - : „ Z Q W ❑ ro I pz I 104 x _ ❑ - w �A 1111_- 1111_ -_ _ z - - _ w �- QFwm _ a 1. - _ t - .- 24., 9'3" 13' 11" 1T 7" 20' 11„ \, -- W aW ❑ x ZWQIr LLp .11: w z _ Qw _ z : W N . ; H 1 U2 10 L.L./5 D.L.#2 SYP W U 0 ; I 1,3,,8 T W WQRa � F- ❑ - FZNW W .; _........ + __. - W a Z J P Z .' Z Z 3 p - I 1 Z Q ❑ a Q p FT STOPPING A BE PROVIDED B - , 5 <L N W a 0 W z Z I Z DRA T FLOOR TRUSSES TO Y O Z ❑ 0 Z } Z 0 Z ST57* Qm C ITH FRC R302 12 1 ....._1 ; ! '� '- BUILDER IN ACCORDAN E W W H Q e,._ ..... s� W J - W p W W Q F U �_ I Z a . , : - -- $ W w _ 0 0Wt7F � a U - ."' W L _. & - - W - . : 6 2x8 x MIN 9' LONG PT SCABBED RAFTER/OVERHANG;ATTACH TO Q I Q z } Z I Q U ❑ H Q _ ; ; : NOTE . iiiiiI ZF� �[ 0ZW® wF- a NO , : RUSS TOP CHORD W OWS 10 @ O. TAGGERED , : : i� Z U Q - U a 0 2 W ❑ z Q TYP _ - : . w J J P a --� \ k [� 0 Z Q I- I- I Z 0 u .x,..x .._ „. ,1111... .,. ; - _.-._.._ - 1111._ UH _ 3N a UI Q 0L*] t _ U U :1 I T 2 2 " �,' '` 4 o 0 J , SHEET N .. . _ N Q S O _..:..... O v T19 ; 11: - - - . �a ---- --- _ m o:� - � O ' ST N z w -- •2x12 NO.2 SYP PT FLOOR JOISTS 16"O.C. -... , , i O = Q • DER TO RIP JOISTS TO ESTABLISH . ; ; ; :' mQ � SLOPE : FLOOR & ROOF ; . : - ----- --- -w oG g - - - _ •BUILDER TO LEDGER W/LUS210 i _ a - W ATTACH r '- ST-5 d FRAMING PLAN : U) Z � _......... N W z Q_ 19 : , : W JOB NO.: 2v r F02 q .rr . ; - - - --- U � U) U) U F E o u 2x12 NO.2 SYP PT EXTERIOR 2 HTs2: AT4546 (fl ( ( > I L OR LEDGER ATTACH W/ Q -:: : CSI _ . I CV f— T# dIr SCREWS PER NOTE 3. f/ 1 : - SUBDIVISION: T17 . „ Q .:: _ ci as ' = _ _ -:_ HA N0.2 SYP ROOF : Y -� 5 O 2349 Se minole 2x6 tV LL:. , aY ..V ---__ ._. __._. q 1111._ LEDGER, SEE NOTE 3. ! W M r - NOTESReach Court Q : , : H - --- __ ---- : 1 c 1. FLASHING&WATERPROOFING ARE OUTSIDE Q 99 C� 1 . - s<r--- W . . LL 1 4” ; TA ? F STRUCTURAL ENGINEERS SCOPE&SHALL .- N O LOT NO.: __ _ - ' U 2 -- 2 THA BE DESIGNED&SUPPLIED BY BUILDER � ii „ ; . 1- : - r a Z i J08 «„ : : }� . -- - . 11 ___._--- 1111-- -_-_-_- FQ 2. BUILDER TO SUBMIT SHOP DRAWINGS OF .. -_ -__._........ , PROPOSED HANDRAIL CONSTRUCTION FOR ii_ _---_ 1111_ 1'8"12 , HTS20 ,:.. C4 ��'� APPROVAL BY EOR PRIOR TO CONSTRUCTION FLOOR PLAN: 1111-_ _ £."w,� �e &�� ;,,:.Sf)S3 !ill ii : : : i ' ._ p 11:11.. - 11 � . ; : ; . - -- - & INSPECTION. M Custom T24 0 ® c Q ; ; (o c : c J Cf d . Z DESIGNED: '� t T_ � = ML )-- �, U DAE/J '` f 9 �- - 2x4 STRUCTURAL FASCIA; F— REVIEWED: :> r . STRUCTURAL FASCIA; NG 2x4 STRUC NT \\ d d FASTEN TO EACH OVERHANG ERHANG i i I � : : I I Q Q' : - X FASTEN TO EACH OV % WITH (2)/4 Q1 x 4/z LONG W D B M 1 „ 1 �� / T WOOD SCREWS I : i 4 LONG }- ` F�".i�.:_ F- �'°,... - ----------- WITH 2 /a 0 x /z - ____L__L_­_I-___I ­__ - O -- __...:..._. 1111_ --) — --- - _ '� r DATE 1111 _ . _., t --- -._- -- ...L � _`. - -- WOO D SCREWS -__-.__ 1111.-_- -1111 ___ 1111--- _ _ . __-------�- � : REVISIONS - — --- ---_ - ----- - 11 FGA GU I : (D ID a) - HTS20 -il HTS201. I TI 1! - — - __�Ii 1111... p ifs ._: y111{w.y......._. g^� _ s. ... .. �� . ---_w _.- .......:.... t 1...... ......1111.. _HTS20. 0 O NOTE 6; SCAB FULL LENGTH OF Z TOP CHORD IF ADEQUATE BACK y5, ti �j SPAN IS NOT AVAILABLE O s --- ._....._.� .__ 1.11.1_ ...... W - u " -� - .. ._....... _ - 41 __1111. ,.. Z U O ,e. rD ” , I n y 0 � ?,,.: � ��F�z \, _'I, STRUCTURAL p)ING ��r + I� 0 . �a, - ER K .�, TRUSS ENGINEERING NOTES. °, �� ,.••°'* 6 '. �[�If✓�I 1. O Ivo 4, - • UNLESS SPECIFICALLY NOTED ON TRUSS FRAMING PLAN, ALL = ta�, ' ' �� F FRAMI G PLAN 1 / " = 1 ' " ` Z . N D LEVEL FLOOR® R TRUSS TO TOP PLATE CONNECTIONS SHALL BE ACCORDING w �, 4`;� � - SECO � 1 „, ° r� * TO THE TYPICAL WALL SECTION SHEET. x ,� o ,� a� .' W �� k&A Qr . 11- 0 2015 I FRAMING KEYNOTES NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN 1. MIN(2)INTERMEDIATE JACK STUDS REQUIRED BETWEEN OPENINGS. 2. SEE INTERIOR SHEARWALL DETAIL ON DETAIL SHEET. IN LOCATIONS WHERE INTERIOR SHEARWALLS HAVE VAULTED TOP PLATES,ALSO SEE INTERIOR SHEARWALL AT VAULTED TOP PLATE ON DETAIL SHEET. 3. ATTACH SW TO FLOOR DIAPHRAGM PER ONE OF THE FOLLOWING: A. IF FLOOR TRUSS ALIGNS ABOVE SW,ATTACH FLOOR TRUSS BOTTOM CHORD TO SW DBL TOP PLATE W/10d @ 3"O.C. B. FRAME AND SHEATH SW TO FLOOR DECK ABOVE.ATTACH FLOOR DECK TO SW DBL TOP PLATE W/10d 3"O.C. 4. PORCH BEAM FRAMING NOTES O O A. BEAM POCKET PORCH BEAMS AT TOP PLT ELEV N NOTCH TOP OF BEAM 3"FOR BEAM PKT CONNECTION AT WALL. TOP OF BEAM ELEVATION EQUALS TOP OF TOP PLATE. N 00 B. SHIM BELOW PORCH BEAMS JUST ABOVE TOP PLT ELEV q41 PORCH BEAM TO TOP PLT W/MTS12 OR MSTA24. C:) o C. POST DOWN PORCH BEAMS ABOVE TOP PLT ELEV PROVIDE DOUBLE STUD POST DOWN SUPPORT AT WALL FOR N PORCH BEAMS. BEAM TO POST DOWN STUDS W/HTS20 OR, N MSTA24. POST DOWN STUDS TO STUDS BELOW W/HTS20 OR M MSTA24. J LL D. BEAM ATTACHED TO EXISTING FRAMING ATTACH PORCH BEAM TO EXISTING STUDS OR KING/JACK STUDS J W/SIMPSON HUC HANGER MATCHING PORCH BEAM DIMENSIONS. J 5. SHEATH WALL CONTINUOUS TO SECOND FLOOR TOP PER TYPICAL WALL Z SECTION SHEET. 0 6. PLANK-ORIENTED HEADER FRAMING Y A. FASTEN PLANK ORIENTED HEADER TO JACK KING GROUP W/(2)A35 U EACH SIDE OF OPENING,SEE PLANK HEADER FRAMING DETAIL, ON DETAIL SHEET. B. FASTEN PLANK ORIENTED HEADER TO JACK/KING GROUP WIT H N CIO HORIZONTAL HTS16 STRAP EACH SIDE OF OPENING . � o C. PLANK-ORIENTED HEADER NOT REQUIRED,THIS LOCATION ONLY. LLJ STRUCTURAL HEADER HAS BEEN CALCULATED TO RESIST THE OUT OF PLANE WIND LOAD. 7. PACK STUDS SOLID BETWEEN OPENINGS. co 8. BALLOON FRAME WALL W/2x8 N0.2 SPF @MAX 16"O.C. � 0 9. INTERIOR SHEARWALL FRAMING: V •SHEATH WALL W/OSB PER TABLE 2 Y •ANCHOR BOTTOM PLATE TO BEAM/GIRDER/FRAMING BELOW W/(2) ROWS 10d @ 3"O.C.,STAGGERED •ANCHOR DBL STUD @ EACH END TO BEAM/GIRDER BELOW W/ NUMBER 0- OF MSTA36 STRAPS PER TABLE 8,ST-0 Z 10,HORIZONTAL BLOCKING&STRAPPING REQUIRED ABOVE AND BELOW OPENING FOR FULL LENGTH OF SWB/SWB1. 07 1 2 STUDS u- o ST-5 � X 0 Z 20 W QTO Of 1 - aO 0 4zIx0 ) SWC STEEL COLUMN, SEE ti 4 p N W �[ OF w W w 0 SWC 1 MSTA24 DETAIL SP1, ST-6 U1LL 0 Z F L1 ❑ U! 0 0 -1 N Lo Z wv 1 CS18 _ - ~ QI�- aw � Ld pm4 � 40W0 (2)2xs-1/2 WaXO prn W0W � W Q ® a �� � = p W Q _ W N - D W J p (2)2xs-1/2 (2)2x6-1/2 (2)2x6-1/2 N (!1 Z a 0 a } w w E N N m 0 z w a I I- - w NOTE1 ¢ W QwH40w � IIw0z0 � Z F Ul F Z 4 li 2 STUDS � � 2 STUDS LL 4 2 0 4 0 IL 1- a w -3 (2)2X6-1/2 (2)CS18 0 (2)2x6-1/2 CS18 ♦6x6 N0.2 SYP PT POST, (2)TOTAL p W Z a Z a a - 0 w j a 4 m w •POST TO POST W/MSTA36 m to 4 ly 0 C3 z w w z w 0 4 y w - 4 0 0 - W Z NOTE Zz W - pQFwN_ ft - ROOFGIRDER LLI wWZ _X4wL14 � LLZ _... W Z wM < aw1Pp _ � zUiww (2)2x12 C� [z-7I � z40lla � OZQIO p Z } LLMWCL :3 nZZI r o ` Z W 3 - w tL z } z Wa - 4 3 m w NOTE 6A LU w ? 0 � [7w [� � • N � Mano ST-5 (� z (2)2x6-1/2 �" .... I-- I Z FI.- v 3 Z WIC p W E ti ZL14 - [] SOI Wpz4 X1 �` 0w 'CIL rLHZ3n1am4oMl- Zn � (2)2x8-1/3 LL ., � (3)2x Z SHEET NO.. :816 N0.2 SYP PLANK ORIENTED NTED HDR ABOVE SGD ST-4 LU I= F- o 0 2 H 2STUDS wo (2)2X6-v2 STRUCTURAL ST 5 TU RAL CS18 wLL 0 0 0 o O N 0 0 FRAMING PLAN o /� ROOF GIRDER c7. NOTE 6A------------- i Q \ O JOB NO.: v AT4546 0 Q SEE"TYPICAL PORCH SUBDIVISION: SHEATHING DETAIL." fY 0 2349 Seminole (2)2x6-1/2 l i LL �\ (2)2x6-1/2 - ReachCourt w - OT .. C7 Z _. 0 — (2)2x12 } p ROOF GIRDER _ Ur FLOOR PLAN: .......... NOTE 4 O Custom 06 Z 0 2 STUDS wo Z DESIGNED: (2)2xs-112 \ (2)2xs-1/2 CS18 w \ z C9 0 DAE/J M L \, I'— REVIEWED: (2)2x6-1/2 (2)2x6-1/2 (2)2x6-1/2 (2)2x6-1/2 (2)2x6-1/2 X DBM N - 113 IQ 1K FO B F—ol Q IDI REVISIONS DATE 1 MSTA24 1 MSTA24 1 QTB 1 CS18 2 STUDS ( 2 STUDS (9 __... U) < j NOTE 8 QTB o CS18 o m W ST-6 Q y Z CD PEX ILL STIR CTURAL ENC�I if$Inp %V , I% � a� K I CIF* Mw Z w U LU RUCTURAL PLAN 1 /4" = 1 ' 0'" ♦ �. THIRD LEVEL ST X W 9 " 0- 10Ar0� Murray, �1,�, Q No-714 11-26;2-0 ROOF FRAMING KEYNOTES NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN 1. PRE-MAUNFACTURED SHEAR PANEL • INSTALL AS SHOWN ON LAYOUT ABOVE SW SPECIFIED ON FRAMING PLAN • SHEAR PANEL TO SW DBL TOP PLT W/10d @ 3"O.C. • FLOOR DECK TO SHEAR PANEL W/10d @ 3"O.C. 2. TYPICAL BEARING BLOCK • BEARING BLOCK TO BE NO.2 SYP, MIN 48"LONG AND TO MATCH DIMENSION OF TRUSS MEMBER. • ATTACH BEARING BLOCK TO TRUSS VERTICAL OR TRUSS BOTTOM CHORD W/(3)ROWS 10d @ 4"O.C.STAGGERED. 3. LEDGER FRAMING NOTES: • FASTEN LEDGER TO FRAMING/TRUSS VERTICALS AT N EVERY SUPPORT WITH FASTENING SHOWN BELOW(MAX N 24"O.C. SPACING) • ADDITIONAL FASTENERS MAY BE REQUIRED AT SPECIFIED 04 LOCATIONS ON PLAN C9 • SEE TABLE 3 ON SHEET ST-1/S1 FOR FASTENER ■ PROTECTION AGAINST CORROSION • IN ACCORDANCE W/FRC 502.2.1, EXTERIOR DECK LEDGERS SHALL BE SECURE TO WALL FRAMING WITH dCn - WOOD SCREWS AS INDICATED ABOVE. COMMON NAILS AT N FLOOR FRAMING LEDGERS ARE FOR INTERIOR USE ONLY. N M ROOF FRAMING LEDGER: J a) 2x6....................(4)12d COMMON LL 2x8....................(6)12d COMMON 2x10..................(8)12d COMMON W 2x12..................(10)12d COMMON J FLOOR FRAMING LEDGER(W/NAILS): z Z PT 2x6................(3)16d COMMON 0 PT 2x8................(5)16d COMMON (n PT 2x10..............(7)16d COMMON Y PT 2x12..............(9)16d COMMON Q FLOOR FRAMING LEDGER(W/SCREWS): PT 2x6................(3)%4"x 4-%"LONG#14 WOOD SCREWS C*4 CIO PT 2x8................(5)%4'X 4-%"LONG#14 WOOD SCREWS PT2x10..............(7) %4'X 4-%"LONG#14 WOOD SCREWS W PT 2x12..............(9) Y4'X 4-Y2"LONG#14 WOOD SCREWS F- 4. OVERFRAMING NOTES • ALL RAFTERS TO BE MIN.2x6 NO.2 SYP @ 24"O.C. MAX, • ALL"SLEEPERS"TO BE PLANK-ORIENTED 2x8 NO.2 SYP MIN. co • FASTEN"SLEEPERS"TO EACH TRUSS/RAFTER W/(3)16d 0 COMMONS MIN. V • EACH RAFTER TO"SLEEPER"W/SIMPSON H3 UPLIFT Y CONNECTOR. • ALL RIDGE BOARDS TO BE 2x8 NO.2 SYP MIN. Q __ _M_._ __ • FASTEN 2x6 NO.2 SYP COLLAR TIES FROM RAFTER TO d _4° w. ..._ .. ._...._ 1'9°{8 _ -, ,E __ _ 1 =8 __ RAFTER WHERE APPLICABLE W/(5)10d COMMONS MIN. Z RAFTER SPAN SCHEDULE 0 2x4 STRUCTURAL FASCIA; O.C. D LUMBER SIZE U) FASTEN TO EACH OVERHANG SPACING WITH(2)%4"0 x 4%"LONG _. _ _ 2x6 2x8 2x10 2x12 LO WOOD SCREWS 14'-5" 18'-3" 21'-8" 25'-6" ti W W NOTE 6,TYP 12" z 20 _... a Q ' 0 16" 12'-6" 15'-10" 18'-9" 22'-1" � Q � N W 0 W � Q z 1 (2)HTS20 HTS20— - - - - _ - (2)HTS20 24 10'2" 12' 11" 15'4" 18' 0" Jp0az 1- Zawawawm L. SYP } 0 Z J - mJZWO ,� ��, _ - _ Eww omFa4O � w y_ NG # Q � .! W W pNwWOwNN WITH(N%40 f6x STRUCTURAL CEILING JOIST SPAN SCHEDULE p a w � ° - 01 01 Z F- w WOODSCREWS O.C. W pima ZwFw � mZHU I SPACING LUMBER SIZE W Q a 0 Q ED M I w W N I- N W .. 2x4 2x6 2x8 2x10 Z Q I H w -1 IIt r I Z W 4 LL 12 11'-10" 18'-8" 24'-7" 26'-0" F- z I- Z w L 0 X ° 0 '\ T � ° � w ° wp ° Qw C0 L0r� 16" 10'-9" 16'-11" 21'-7" 25'-7" m p Q I n w Z w w z to 0 Q w 0 'H S20 Q w0 F- O - 0Z - 24.. 9.3.. 13'-11" 17'-7" 20'-11" z ° WF' NpQ - WNwa - \:. 10 / wz _XQW [] Q � LIZ r-� W L.L.5 D.L.D.L.#2 SYP W W a Q w w I F- ° N ' w w Z W_ a F- Z N J0 =" ;, „ � �HTS20 _ Z_ w � ZZJtl 0E- Z /I 5. DRAFT STOPPING AT FLOOR TRUSSES TO BE PROVIDED BY 0 0 [9 z Q 0 - a 0 Z Q I 0 p Z } wNWEL 0 _ z \ BUILDER IN ACCORDANCE WITH FRC R302.12. Z Z 0 Q Z W WwJ � m - WOQF- W � � FQ ST-5 z m Q 0 J04 0 J w - V' W OF- w U - 0 - 6. 2x8 x MIN 9'LONG PT SCABBED RAFTER/OVER Q Q Z } Z w a ATTACH I IQm � Q _ TRUSS TOP CHORD )ROWS 10 @ O STAGGERED � F- IZ -� Y > ZW� ° F- � HOR W/(2 R d 6" .C.OVERHANG; - z U Q 1- U a 0 I W w Z OW JF- ° OJ I � ;A �_ � 0E- ? 3NaNQ0ro � ? 00 J � ,.. .. ................ O 111__1 ` ' _11.11_ 1111.._.„..,a. 1111...... .. ...... _\ � ' 11._11... 1111...... ., 1.111... ,_'. ,.8... 1.111._. _.14' J LL ' ETN .. I � ! � � «� J0 I Z SHE O 2' 10 1'11 r2 m X104 R HTs20 OOF FRAMING 8 T03 ITUO , A2 O a PLAN �a ST-5 O JOB NO.: I ___ F_ Q AT4546 ­ Ln o SUBDIVISION: Jul 0 2349 Seminole LL J03 - _ ,�, 0 Q Reach Court `� I N11 '�' LOT NO.: 03 = HT52005 z - - �\ R »� 4 - 53 _ FLOOR PLAN: r 0 , r- ri, 4 Tse 00 Custom HTU26,, p 1 I —� O \ Z DESIGNED: f r , €� 0 v DAE/J M L \ w HTS20 (2)HTS20 HTS20— HT$20 -(2)1 TS20 \ I- REVIEWED: J01 J0 n ... ..._ x .__..,: .. r`'___. xt.._ ,.r _........... t..._....._ 1111.. DBM _.___.. t _. t. .. 3 _. i .. _ r= FASCIA; W �- I i' C - LO 1 2x4 STRUCTURAL �. FASTEN TO EACH OVERHANG Q REVISIONS DATE "0 C 0 (D � C) w 0 CD � WITH(2)%"(d x 4%z"LONG - - F > )uw - \ WOOD SCREWS 2x4 STRUCTURAL FASCIA; _ \ FASTEN TO EACH OVERHANG m WITH(2)%"0 x 4%"LONG WOOD SCREWS Z O g' Q -` z O F- PEX M, Mr Li Aul U) ST�JCTURAL � � ENGI EERING TRUSS ENGINEERING NOTES: O \ .�0. iD REK ® '� • UNLESS SPECIFICALLY NOTED ON TRUSS FRAMING PLAN ALL V � THIRD LEVEL ROOF FRAMING PLAN 1 /4 — 1 ® Rh TRUSS TO TOP PLATE CONNECTIONS SHALL BE ACCORDING w0 �• � TO THE TYPICAL WALL SECTION SHEET. - • 1663# DRAG LOAD APPLIED TO T08A. w p .� ok _ Q f3 M rcay, P F. .g 71:4 MIN 15/32'32/18 SPAN RATED OSB OR CDX INSTALLED WITH LONG DIMENSION PERPENDICULAR TO TRUSSES;ATTACH W/ 8d RING SHANK:4"O.C.AT PANEL EDGES, TYPICAL ROOF DECK SHEATHING 8"O.C.IN THE FIELD. TYPICAL ROOF DECK SHEATHING TOP OF PLATE 31'-10 3/4"A.F.F. 12 4 TRUSS TO BEAM W/H10A OR PRE-MANUFACTURED H1 OS, UNO ON PLAN O ROOFTRUSS 3/a' BETWEEN TOP OF WOOD PANEL AND CENTER OF TRUSS TO TOP PLATE W/H10A __ TOP OF PLATE r' OR H10S, UNO ON PLAN TOP OF PLATE ` �L N FASTENERS — 31'-10 3/4"A.F.F. Y 31'-10 3/4"A.F.F. pp O PRE-MANUFACTURED PRE-MANUFACTURED ROOF TRUSS ROOF TRUSS N QTB @ WALL ENDS, EACH SIDE r \ BEAM PER PLAN OF OPENINGS&@MAX 48"O.C. TYPICAL UPLIFT CONNECTIONS FROM STRUCTURAL HEADER N TRUSS TO TOP PLATE AND TOP PLATE PER PLAN PER PLANRAL HEADER M TYPICAL UPLIFT CONNECTIONS FROM TO STUDS TRUSS TO TOP PLATE AND TOP PLATE J PLANK-ORIENTED HEADER PER PLANK-ORIENTED HEADER 11' 2x6 N0.2 SPF @MAX 16"O.C. PLAN OR PER TABLE 9,ST-0 TO STUDS PER POLAN OR PER TABLE L J_ •SHEATHING PER TABLE 2:WOOD STRUCTURAL PANEL SHEATHING Z Q7 REQUIREMENTS,SHEET ST-0 Y •FASTEN SHEATHING TO ALL TOP U &BOTTOM PLATES W/EDGE NAILING N CID 23/2'T&G OSB OR PLYWOOD W/ O 10d COMMON: 6"O.0 AT PANEL W EDGES, 12"O.C. IN THE FIELD. F— U)OL TOP OF PLYWOOD 21'-9 5/8"A.F.F. TYPICAL FLOOR DECK TYPICAL ROOF DECK SHEATHING TYPICAL FLOOR DECK U OL TOP OF PLATE 19'-8 7/8"A.F.F. TOP OF PLYWOOD a TOP OF PLYWOOD 21'-9 5/8"A.F.F. _ . _ 21-9 5/8 A.F.F. Z PRE-MANUFACTURED - 0 FLOOR TRUSS TOP OF PLATE TOP OF PLATE W _; 19'-8 7/8"A.F.F. dam' 19'-8 7/8"A.F.F. X 0 Z W W IL PRE-MANUFACTURED PRE-MANUFACTURED A = W Se F W 0 FLOOR TRUSS FLOOR TRUSS Z N 0 p H z U N p W U N PORTAL FRAME PER DETAIL 5,ST-6 2x FLOOR JOIST, SEE FRAMING BEAM PER PLAN ~ Q >- EL � pmQ � Q � W � 2x6N0.2SPF@MAX 16"O.C. 0 PLAN WW � pNWW ❑ vN � O Z pILWWW Jp �+ N - p � PLANK-ORIENTED(3)1 3/4'x 7%"LSL HEADER EACH JOIST TO TOP PLATE W/ F H W F p i m a } w W E w to - W W H2.5T/A W Qa � Q [9mIwWED EQ W 1- 0 U •SHEATHING PER TABLE 2:WOOD Z a = ° � � zwa � STRUCTURAL PANEL SHEATHING O Q a 4 w Z LL a I O p ❑ W ? p Q W REQUIREMENTS,SHEET ST-0 Lklm C7Q � 0 w w z w 0 W •FASTEN SHEATHING TO ALL TOP ofZ_ z Q K O p I- 0 - ILL. O ? &BOTTOM PLATES W/EDGE W MWpWXQZQQwtn - DC7 NAILING LLJ Z ZW W' Mzz: F- zNFWZ U I � zQO - - av ❑ OQw0 U ZppZ ). LMWIDmZZI - 23/2'T&G OSB OR PLYWOOD W/ Z W w Q m ? w :Q F Z 3 Q LJJ w � 0 � [7WC� � W � � WU � 10d COMMON: 6"O.0 AT PANEL O F = Z F Z W C p W F EDGES, 12°'O.C. IN THE FIELD. Z L) Q - [] ❑ I W p Z Q OL TOP OF PLYWOOD e _ J LL 9'-7 3/4"A.F.F. Z SHEET NO.: %"ANCHOR BOLT W/NUT&SQUAREi WASHER @ MAX 24"O.C.,WET EMBED TYPICAL FLOOR DECK TYPICAL FLOOR DECK � ST-5 J-BOLT OR THREADED ROD IN ;' - TOP OF PLATE ADHESIVE W/MIN 8"EMBEDOOL TYPICAL WALL *QTB SIM EDGE ANCHORS ALSO 8'-3"A.F.F. TYPICAL ANCHOR BOLT SERVE AS BOTTOM PLATE ANCHOR .,.;::. TOP OF PLYWOOD TOP OF PLYWOOD a- SECTION 9 9'-7 3/4"A.F.F. 73/4 AFF (2)2x8 SYP PT PLATE ON TOP PRE-MANUFACTURED OFLOOR TRUSS F MASONRY o JOB NO.: AT4546 TYPICAL ANCHOR BOLT TOP OF PLATE: TOP OF PLATE SUBDIVISION: 8'-3"A.F.F. 8-3 A.F.F. 0 12"DEEP CMU BOND BEAM W/ 2349 Seminole 'VL (1)#5 CONT.@ TOP COURSE PRE-MANUFACTURED I F::� I! Reach Coup III - III PRE-MANUFACTURED FLOOR TRUSS Q TFLOOR TRUSS LOT NO.: TYPICAL ANCHOR BOLT 12"DEEP CMU BOND BEAM W/ 2x FLOOR JOIST, SEE FRAMING 2x FLOOR JOIST,SEE FRAMING 12"DEEP CMU BOND BEAM W/ Z 8"PARTIALLY FILLED/REINFORCED PLA CMU WALL W/#5 VERTICALLY (1)#5 CONT.@ TOP COURSE CMU (1)#5 CONT.@TOP COURSE REINFORCED SOLID FILLED CELLS } EACH JOIST TO TOP PLATE W/ 0FLOOR PLAN: @ MAX 72"O.C. �+ H2.5T/A 0 Custom O Z DESIGNED: a 8"PARTIALLY FILLED/REINFORCED 8"CMU COLUMN(BEYOND) 8"CMU WALL(BEYOND) PROVIDE DOWELS TO MATCH U DAE/J M L VERTICAL WALL REINFORCING W/ g CMU WALL W/#5 VERTICALLY F- MIN 30"LAP(IF DOWEL IS STRUCTURAL SLAB. SEE PLAN REINFORCED SOLID FILLED CELLS REVIEWED: IMPROPERLY INSTALLED OR z @MAX 72"O.C. OMITTED, DRILL&EPDXY DOWEL LU DBM OF EQUAL SIZE W/MIN 6"EMBED INOL TOP OF SLAB Q REVISIONS DATE MONOLITHIC FOOTING) 18'-0"NAVD 0-0 A.F.F. g PROVIDE DOWELS TO MATCH -7 ' VERTICAL WALL REINFORCING •� STRUCTURAL SLAB. o MIN 30"LAP(IF DOWEL IS m GRADE BEAM PER PLAN ,. .i SEE PLANZ IMPROPERLY INSTALLED OR STRUCTURAL SLAB. SEE PLAN 16'-4"NAVD OMITTED, DRILL&EPDXY DOWEL OF EQUAL SIZE W/MIN 6"EMBED IN 11J 24"SQUARE x24"DEEP 3000 PSI BOTTOM OF GRADE BEAM {LOWEST HORIZONTAL TOP OF SLAB ` MONOLITHIC FOOTING) CONCRETE PILE CAP,SEE PLAN 18-0 NAVD Z ., STRUCTURAL MEMBER 0'-0"A.F.F. , + h TOP OF MAIN SLAB FOR SIZE AND ) ` , ... 4.,.s �, - Y REINF. PILE CAP MAYBE .:... _ 0' 0"AFF Uj U 1T8 NAVD ` TOP OF INTEGRATED INTO PERIMETER - - -- -� 16"0 5000 PSI CONCRETE Q - _ GARAGE GRADE BEAM GRADE BEAM PER PLAN SLAB �. a AUGER CAST PILE BEYOND ' . : •:...`. *..? ,�•• Z 24"SQUARE x 24"DEEP 3000 PSI s-.• ' 1• . y , CONCRETE PILE CAP,SEE PLAN FOR GRADE BEAM PER PLAN 4"NAVD O ' 16 SIZE AND REINF. PILE CAP MAY BE .. S r _ ' INTEGRATED INTO PERIMETER GRADE BOTTOM OF GRADE BEAM PEXf- "' BEAM 24"x 24"PILE CAP MAY BE (LOWEST HORIZONTAL INTEGRATED INTO PERIMETER STRUCTURAL MEMBER) U 1 o- 16"0 5000 PSI CONCRETE LL. AUGER CAST PILE BEYOND GRADE BEAM « Q 1 TYPICAL WALLS CTIONST\',uCTURAL ST-5GENERAL NOTES APPLIC BLE TO ALL: 16"f21 5000 PSI CONCRETE AUGER CAST PILE BEYOND ENG EERING 1. ALL TOP PLATES ARE TO BE BUILT WITH(2)2x_NO 2 SYP FASTENED W/(2)ROWS 10d @ 8' O.C. STAGGERED(UNO). MINIMUM 48"LAP W/MINIMUM(20)10d IN LAP. ADJUST TYPICAL NAIL SPACING AS NEEDED. ���a� % ERE 2. ALL EXTERIOR BOTTOM PLATES ARE TO BE 2x_NO 2 SYP PT. a �� 3. ALL INTERIOR BOTTO PLATES ARE TO BE 2x_NO 2 SYP PT. ! m•tl. •. U 1 4. ALL INTERIOR LOAD EARING WALL STUDS ARE TO BE MINIMUM 2X4 NO 2 SPF AT 16"O.C. UNLESS NOTED OTHERWISE .°'� Q �� ON FRAMING PLAN. 9 5. FOR SHEATHING SIZE AND FASTENING REFER TO TABLE 2:WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTSv, e �_T -; ON SHEET ST-1. 6. FOR EXTERIOR CMU WALL VERTICAL WALL REINFORCING, REFER TO MASONRY PLAN ON SHEET ST-1.2. 2 SECTION THRU REAR BALCONY 3 SECTION THRU GARAGE/ BALCONY 7. FOUNDATION INFORMATION ON THIS PAGE IS FOR GRAPHICAL DEPICTION ONLY. REFER TO FOUNDATION PLAN AND ST-5 re B SECTIONS FOR FOUNDATION INFORMATION. ST-5 WfM1 r{ s aQ CSMurr�y'" P,, „' , . ° P.E."No47;j SWB FASTEN STUD GROUPS TOGETHER W/ (2)ROWS 10d @ 8"O.C.,STAGGERED HEADER PER PLAN TYPICAL ROOF DECK SHEATHING NAIL THROUGH 7/6'OSB INTO SPF OR BETTER FRAMING WITH 8d @ 3"O.C. (TYP AT HATCHED EDGES) O O DBL CROSS PLATE ABOVE AND BELOW N OPENING TO DBL 2x4 BLOCKING W/(2)CS18 TOP OF PLATE OR(2)MSTA36(TYP AS SHOWN) N - 31'-10 3/4"A.F.F. OL TOP OF PLATE 31'-10 3/4"A.F.F. QTB EACH SIDE OF OPENING O O PRE-MANUFACTURED SECTION BP3 ROOF TRUSS W8x21 STEEL N 2x6 AT TOP&BOTTOM FLANGE OF C14 BEAM/COLUMN,ATTACH TO FLANGE w/ M 11 M 5/s'0 HOLES FOR(2)ROWS%4'0 x (2)ROWS%"0 THRU BOLTS @ 24"O.C., J 3"LONG SDS SCREWS, STAGGERED,W/NUT AND WASHER U_ 4 4 (6)TOTAL AS SHOWN BOTTOM PLATE ANCHORS AT 24"O.C. (UNO) PER TYPICAL WALL SECTION W _ _ PACK OUT STEEL BEAM WEB W/2x6 J -' -- - - - - - SYP&OSB AS NEEDED; FASTEN W/ •QTO AT WALL SEGMENT END STUDS 1" 1" 2)ROWS a"O THRU BOLTS @ 24" •AT SECOND LEVEL WALLS, END STUDS TO Z Lf I ( 1ST LEVEL STUDS W/(2)MSTA36 OR O.C.,STAGGERED W1 NUT&WASHER (2)CS18, 1 ST LEVEL STUDS TO SLAB W/ 0 QTO 2x6 NO.2 SPF @ MAX 16"O.C. p 0 4I ° Y i ° "' I •QTO MAY BE INSTALLED AROUND CORNER SECTION A-A V SECTION A-A Q I cli 2x8 AT TOP&BOTTOM FLANGE OF w I4"STEEL TOP BEARING PLATE BP3 I BEAM/COLUMN,ATTACH TO FLANGE w/ W (PLAN VIEW) I (2)ROWS%"0 THRU BOLTS @ 24"O.C., � co 2 2„ STAGGERED,w/NUT AND WASHER SWB—SPECIAL SHEARWALL DETAIL x I ***ALL BASE PLATES TO BE GALVANIZED STEEL OR BETTER*** • SHEATH ONLY ONE FACE OF WALL, LINO 00 L -- - - -- - - - - - - - - - - - - - -- PACK OUT STEEL BEAM WEB W/2x8 THIS DETAIL MAYBE USED AT 1ST AND 2ND LEVEL WALLS CID SYP&OSB AS NEEDED; FASTEN W/ D (2)ROWS 8"0 THRU BOLTS @ 24" 0 TYPICAL FLOOR DECK O.C.,STAGGERED W/NUT&WASHER44 (� W10x30 STEEL,SIM W1 2x35 Q HEADER PER PLAN oL TOP OF PLYWOOD 21'-9 5/8"A.F.F. OL TOP OF PLYWOOD 21'-9 5/8"A.F.F. SECTION B-B SWB 1 0 FASTEN 2ND PLY OF DOUBLE TOP FASTEN DBL STUDS AT END PLATE TO 1ST PLY W/(2)ROWS 10d OF SHEARWALL AND KING U) TOP OF PLATE SECTION B-B(SIM) @ 8"O.C.,STAGGERED STUDS W/(1)MSTA24 LO 70 19'-8 7/8"A.F.F. TOP OF PLATE Z 2 p 19'-8 7/8"A.F.F. a W 0 Q Z m PRE-MANUFACTURED W12x35 STEEL %4'PLATE STEEL WEB STIFFENER Q 0 N ❑ W W w Z FLOOR TRUSS LO � ❑ a❑' FZ ❑ NOWpNa W p Z I U v F p p J ❑ 4! vf� Qt-- WW ZpmQ � QjWO BOLTED OR FULLY WELDED MOMENT CONNECTION 0 F W a a m w ❑ n - BOLTED OR FULLY WELDED W w W W m - p 1 - �_ s NAIL THROUGH 7/16"OSB INTO SPF OR p ❑ m a Z w J m Z F 0 MOMENT CONNECTION _.. Z pILWO ww � paN - pa WEBSTIFFENER EACH EN OF4"PLATE STEEL— PLANK HDR OHIEADER /(2)A35 DIMENSIONS PROVIDED FOR (3) 1'/4" HEADER ASTTER SHOWN). WITH 8d @ 3"O.C.(TYP W Q a ❑ Q L9 W I w W N 0 N L3 m STEELWORK ESTIMATING. FIELD Z Q = I- N m Z Q tz W � a � F � w SECTION B-B VERIFY PRIOR TO FABRICATION. SECTION B-B0 E Z Q 0 W ❑ Z W a p 13 0 16'-0"OPENING WIDTH DBL CROSS PLATE ABOVE AND Co ij Ix W U Z p p Z W � p Q w 2x6 NO.2 SPF BOLTED TO BEAM/ BLOCKING W/BELOW (2) W/MIN(9)10d Z DBIL 2X4 E3 a a X w ❑_ 0 Iw- ❑_ _ p Z_ 18' 2/4'FRAME WIDTH COLUMN FLANGE W/(2)ROWS 3/"O EACH W i z a W F Z 0 F w N- L 0 CARRIAGE BOLTS WITH NUT & SHOWN)D OF EACH STRAP(TYP AS W W Ld Ld Z . W < W p p ❑ W ' w W WASHER @ 24"O.C.,STAGGERED; Z Z w } Z Q M Z Z � H Z W F Z COUNTERSINK AS NECESSARY Ur ❑ 0 - IL j N Z Z I 0 J LU W W O m Z WLL W ? Q N W Q � � Q w w FASTEN STUD GROUPS TOGETHER W ❑ M W 0 F z m w U LL � W/(2)ROWS 10d @ 8"O.C.,STAGGGERED la- = Z H Y 7 Z w 0 p W H M C) Zct4 - [] M ❑ 2 WpZQ o o WALL END STUDS TO TRUSSANALL 0 F ? 3 N a En Q 0 m H n n FRAMING BELOW W/(2)CS18 W/MIN(9) J 1 ti31 10d EACH END OF STRAP,TYP(2)PLACES IL Z SHEET NO.: 1x6 NO.2 SYP THIS TYPICAL FLOOR DECK LOCATION ONLY 0 ��-� 2x6 NO.2 SPF @ MAX 16"O.C. STRUCTURAL DETAILS OL TOP OF PLYWOOD (Y _ 9'-7 3/4"A.F.F. TOP OF PLYWOOD SECTION BP2 KING STUDS TO TRUSS BELOW W/CS18 W/MIN 0 JOB NO.: 9'-7 3/4"A.F.F. . STEEL BASE PLATE SWB1—SPECIAL SHEARWALL DETAIL (9) 10d EACH END OF STRAP,TYP(2)PLACES V AT4546 TYPICAL ANCHOR BOLT SECTION BPI •TERMINATE DOUBLE TOP PLATE AT BASE SHEATH ONLY ONE FACE OF WALL _ TOP OF PLATE UNLESS NOTED OTHERWISE ON PLAN. - - COLUMN FULLY WELDED TO BASE PLATE W/ � SUBDIVISION: 8'-3"A.F.F. b 2349 Seminole _ TOP OF MASONRY MIN%4'FILET WELD ALL THE WAY AROUND f yBALL ' 8'-0"A.F.F. o I of I • SE PLATE TO MASONRY W/V 0 x 8"EMBED - PRE MANUFACTURED v I I - I I vo I d I I WET EMBED SIMPSON HEAVY HEX BOLT(GR. Q Reach Court 12"WI TRUSS TO TOP PLATE DE x 12"DEEP 5000 PSI CONCRETE TIE-BEAM Itt�7�V77 111 36)ANCHORS W/NUT AND WASHER, SPACING LOT NO.: FLOOR TRUSS I v W/(2)H2.5A/T PER BASE PLATE DETAILS 2"CLEAR COVER ENSURE THAT STIRRUPS ARE ENSURE THAT STIRRUPS ARE Z 12"DEEP CMU BOND BEAM W/ SYMMETRIC AROUND ANCHOR BOLTS SYMMETRIC AROUND ANCHOR BOLTS - (1)#5 CONT.@ TOP COURSE FLOOR PLAN: 6"O.C. STIRRUPS 12"O.C. 6"O.C. 0 Custom J NOTE: LONGITUDINAL STEEL NOT SHOWN FOR CLARITY. O Z DESIGNED: 8"PARTIALLY FILLED/REINFORCED CMU WALL W/#5 VERTICALLY ww DAE/J M L REINFORCED SOLID FILLED CELLS @ MAX 72"O.C. SP� STEEL PORTAL FRAME STEEL FABRICATOR TO SUBMIT SHOP W DBM H REVIEWED: i-+ ALL STEEL BEAMS AND COLUMNS TO DRAWINGS FOR EOR APPROVAL PRIOR BE PAINTED WITH RED OXIDE PRIMER. TO FABRICATION a FIELD TOUCH UP SCRATCHES AND Q REVISIONS DATE KNICKS WITH COLD-GALVANIZED a COATING IN FIELD. PROVIDE DOWELS TO MATCH g VERTICAL WALL REINFORCING W/ o STRUCTURAL SLAB: SEE PLAN �/s O HOLE FOR EACH 3/a"fd—\ MIN 30"LAP(IF DOWEL IS Z ANCHOR BOLT LOCATION m 0 IMPROPERLY INSTALLED OR - - - - - - - - - - -I OMITTED, DRILL&EPDXY DOWEL r- - - - - -_ - - - -- - - - - - - -I r Z OF EQUAL SIZE W/MIN 6"EMBED IN TOP OF SLAB I 24 16" I O MONOLITHIC FOOTING) :° 18'-0"NAVD f .. 0-0 AFF - 2.. 6..TYP 2" 4 �n 3" 3.. Q " GRADE BEAM PER PLAN z.•.. _ _ I I Z 16'-4"NAVD I "' BOTTOM OF GRADE BEAM � N D 24"SQUARE x 24"DEEP 3000 PSI I N N N N I � � o 0 0 � � CONCRETE GRADE BEAM&PILE (LOWEST HORIZONTAL R SIZE AND STRUCTURAL MEMBER) n g"TYp 0 CAP,SEE PLAIN FOR REINF. PILE CAP MAY BE I Cl? 5 PEX M _ INTEGRATED INTO PERIMETER 16"0 5000 PSI CONCRETE GRADE BEAM AUGER CAST PILE BEYOND I l I I Vie"STEEL BASE PLATE BP2 I it L� (PLAN VIEW-COLUMN CENTERED ON BASE PLATE) ' I U) RUCTURAL �8"' P1 STEEL BASE PLATE BI S (PLAN VIEW-COLUMN OFFSET FROM CENTER OF BASE PLATE) I "*ALL BASE PLATES TO BE GALVANIZED STEEL OR jNfERING I BETTER*** ***ALL BASE PLATES TO BE GALVANIZED STEEL OR BETTER*** L J ��� , ��d,� I- - - - - - -- - - - - - - - - - - - ® I °° '0 W,. .. " 4 SECTION THRU SITTING ROOM4. , W �. ST-6 Q A ,P �No �- D6fekh MUri4r E. (1)DIAGONAL BRACE PER(10)TRUSSES APPLIED TO OPPOSITE SIDE OF WEBS. DIAGONAL BRACE APPLIED AT APPROXIMATE 45°ANGLE TO NO LESS THAN(3)TRUSSES. ROOF DECK 2x NO 2 SYP NAILER FASTENED 7 Via'°MAX 16"MAX I I I I I CONTINUOUS LATERAL RESTRAINT TO DOUBLE TOP PLATE W/12d 2x4 NO.2 SYP CATS @ 12"O.C. TRUSSES PARALLEL TO WALL: ROOF TRUSS COMMON @ 3"O.C.AND TO(1) FASTENED TO DOUBLE TOP PLATE 2x4 M C SYP NAILER SS (CFR). QUANTITY AND LOCATION ADJACENT TRUSS W/(1)ROW W/(4)12d COMMON AND TO EACH 2x4 SPF(MIN) NAILER FASTENED OR RAFTER BOTTOM CHORD OF TRUSS DEFINED BY TRUSS SHOP DRAWING. TO DBL TOP PLT W/10d @ 3" a) O.C. 2x4 SPF(MIN)BLOCKING OF 12d COMMON @ 3"O.C. ADJACENT TRUSS W/(3)10d W/10d COMMON @ 3"O.C. N\ BETWEEN EACH TRUSS. COMMON TOE-NAILS. TRUSSES PERPENDICULAR TO WALL: FASTEN TO BEAM w/10d 2x4 SPF(MIN)BLOCKING @ 4"O.C. TRUSS BOTTOM CHORD TRUSS BOTTOM CHORD TRUSS BOTTOM CHORD BETWEEN EACH TRUSS. FASTEN TRUSS TO PORCH TO DBL TOP PLT W10d @ 4"O.C. 1/16"OSB SHEATHING FASTENED APPLIED TO EITHER IF LATERAL RESTRAINT MUST BE BEAM W/H10A FASTEN TOP PLATE TO EACH FASTEN TOP PLATE TO EACH TO NAILER W/8d COMMON @ 3" SIDE OF WEBS MADE OF MORE THAN ONE PIECE, OTHER WITH(2)ROWS OF(4)10d OTHER WITH(2)ROWS OF(4)10d O.C.AND TO DOUBLE TOP PLATE DO SO WITH OVERLAPPING BRACES 0 N COMMON BETWEEN EACH STUD COMMON BETWEEN EACH STUD W/8d COMMON @ 3"O.C. LIKE THIS(TYP EVERYWHERE) 3/g'OR THICKER CDX FASTEN TOP PLATE TO EACH T_ OR OSB FASTENED TO OTHER WITH(2)ROWS OF(4)10d N TRUSSES, RAFTERS 7/s"OSB ATTACHED TO STUDS STs"OSB ATTACHED TO STUDS COMMON BETWEEN EACH STUD OR 2x WALL FRAMING OR BLOCKING W/8d WITH MINIMUM 8d COMMON @ 3" WITH MINIMUM 8d COMMON @ 3" COMMONS @ 3"EDGE, PORCH BEAM O.C. ON EDGE, 12"O.C. IN FIELD. O.C.ON EDGE, 12"O.C. IN FIELD. �/s"OSB ATTACHED TO STUDS � o � 12"FIELD. WITH MINIMUM 8d COMMON @ 3" TRUSSES NEEDING BRACING =_POSTBASE ST: OPTIO 1 OPTION 2 O.C.ON EDGE, 12"O.C. IN FIELD. OPTION 3 N WOOD STRUCTURAL N SHEATHING INTERIOR SHEARWALL DETAIL LATERAL BRACING - MULTIPLE TRUSSES N HOR 1. FOR TRUSSES THAT SIT DIRECTLY ABOVE THE WALL, FASTEN TRUSS M1. ALL RESTRAINT LUMBER SHOWN SHALL BE 2x4 NO.3 SPF OR BETTER UNO BOTTOM CHORD TO DOUBLE TOP PLATE WITH 10d AT 4"O.C. ( ). .J 2. THIS INTERIOR SHEARWALL DETAIL IS INTENDED FOR USE IN AREAS WHERE 2. SHOULD A SCENARIO ARISE THAT DOES NOT RESEMBLE THOSE INDICATED ABOVE, IMMEDIATELY 11 (UNLESS NOTED OTHERWISE) THE SHEARWALL RUNS PARALLEL TO THE TRUSSES.THIS IS A PREFERRED CONTACT THE ENGINEER OF RECORD FOR APPROPRIATE BRACING DETAILS. TYPICAL PORCH SHEATHING DETAIL. 3. BRACING LUMBER SHALL INTERSECT THE WEBS OF THE BRACED TRUSS AT LOCATIONS INDICATED AS W ALTERNATIVE TO FRAMING ABOVE THE PLATE LINE TO THE ROOF DECK. NEEDING BRACING ON THE INDIVIDUAL TRUSS DETAILS PRODUCED BY THE TRUSS ENGINEER. J THIS DETAIL IS REQUIRED AT ALL COVERED PORCHES UNLESS NOTED OTHERWISE. 4. ALL FASTENERS SHOWN ARE.131"x 3"LONG(LINO). 5; 5. DESIGNED PER BCSI-133,2007. z O U a NO 2 SYP DOUBLE s^MAXMAx �s^MAXMAxs°MAXMAx CONTINUOUS LATERAL RESTRAINT WEB TOP PLATE BRACE SUBSTITUTE N 8'-1 ABOVE F.F.E. (LOF OPENING 2x6x12 PT WEB MEMBER SPECIFIED ALTERNATE BRACING 0 (2)MSTA36/MS36 TO INSIDE CENTER BUCK SIZE CL T OR L SCAB W OR OUTSIDE FACE OF WALL I I f- 6 +`- 2x4 1 ROW 2x4 (1)2x4 NO 2 SYP DOUBLE ( TOP OF GARAGE DOOR 2x6 1 ROW2x4 2 S 2x4 (1)2x6 6'-1"ABOVE F.F.E. * T-BRACE FASTENED TO TOP PLATE I I WEB W/10d AT 6"O.C. 2x6 2 ROWS 2x6 (2)2x4" LL' • co 2x8 1 ROW 2x6 (1)2x8 O 3/"DIA.ANCHOR 2x8 2 ROWS 2x6 (2)2x6" U L-BRACE FASTENED TO �e #5 CONT. WEB W/10d AT 6"O.C. Iry I 4'-9"ABOVE F.F.E. 2x4 PT TOP BUCK SINGLE TRUSS BRACING INSTALL DBL 2x_BLOCKING � < IN FIRST TWO STUD SPACES. I 1. INDIVIDUAL WEB BRACING MAY BE USED WHEN CONTINUOUS LATERAL FASTEN SHEATHING TO zz TBLOCKING WITH 8d COMMON a v 2x6 PT BUCK EACH SIDE OF OPENING RESTRAINT(CLR)IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE @ 3"O.C. SCAB BRACE FASTENED TO WEB BRACING METHOD IS DESIRED. (1)#4 OR#5 BAR AT WEB W/10d AT 6"O.C. 2. INDIVIDUAL WEB BRACING MAY CONSIST OF T-BRACING, L-BRACING,OR QTA, U.N.O. I z CORNERS WITH MIN.24"LAP -IF(2)BRACES ARE SCAB BRACING. REFER TO CHART AND DETAIL FOR MORE INFORMATION. D IF ADDITIONAL UPLIFT ANCHOR IS INSTALLED 2 2'-9"ABOVE F.F.E. REQUIRED,APPLY(1)BRACE 3. INDIVIDUAL WEB BRACING MATERIAL TO BE SAME SIZE,SPECIES,AND AS SHOWN,OMIT SPH #5 CONT. J61.M V 6"MAx s°MAX TO EACH FACE OF WEB. GRADE AS WEB TO BE BRACED. dam' X p CONNECTION AT DOUBLE PERMANENT WEB BRACING � a n M Q - o °� vi TOP PLT PROVIDE(5)3/"DIA.J-BOLT OR LARGE Q � M ❑ Z � ❑ Wt�iQ FASTEN STUDS TOGETHER DIAMETER SCREW ANCHOR w/5%" J LL _ [w] p w ❑_ EMBEDMENT AT EACH DOOR BRACKET, Lo wF❑ ❑ Z Z v N p W U N M EACH SIDE OF DOOR. PROVIDE 1 %"x 3/6" ti > d p Z w J _ m Z Z w/(1)ROW 10d @ 4"O.C. o Q F- w - p m Q Q ❑ w w 0'-9"ABOVE F.F.E. THICK WASHER w/EACH ANCHOR. F w w p F ❑ tl (1 st BOLT TO BE 9"MAX.ABOVE CURB.) ❑ w w J LL to - $"CML BOND BEAM TOP of cuR6 SHEATHING PER TABLE 2 ON STRUCTURAL o o m a . z w w z ❑ I QTA, u.N.o. 2x8 NO. 2 SPF STUDS FROM TOP OF SPECIFICATIONS SHEET W z a o Q >. w w W w N � - w EO w SILL PLATE T02ND LEVEL TOP z QII- N ° MMII- FMzwaw BOND BEAM REINFORCING AT CORNERS F.F.E. PLATE @ 16" O.C. MAX; ATTACH a °z z w w _ X ❑ ❑ zwap � -3 STUDS TO TOP & BOTTOM PLATES m [p7Q � nvz0Wzrn0 w W/ (4) 10dTOE NAILS w � zpxI`__ < � N ,� � z GARAGE DOOR JAMB DETAIL Q w ❑ ❑ W wwZwXQw � Q � � Z wM < Mw2P6L3 :] ' ww . 2x8 PT NO.2 SYP SILL PLATE TO MASONRY WALL U' aI0Z >.LWwM :1EZz = ° THI DETAIL APPLIES TO STRAIGHT RUNS OF EXTERIOR WALL W/�2"X6" SIMPSON TITEN HD @ MAX 24" O.C. W/ 3" W w Z I f � - w � a ; w < ,, � 8 AND SW. THIS DOES NOT APPLY TO 45-DEGREE OR I'-o SQUARE x /4 THICK WASHER (SEE BOTTOM PLATE p I- 1 n " Q I Q Z ` Z I Q n w � — w Q w 0 � F- 2Z � � �LpZWp wF- � 90 DECREE CORNERS. ANCHORS NOTES" ON "TYPICAL WALL SECTION AT a w a . a F ° F . w ° z VERTICAL BARS TO EXTEND TO I °. I FOUNDATION" ON TYPICAL WALL SECTION SHEET) O n �- 3 N a w Q ❑ m r ? v CHANGE IN PLATE HEIGHT TOP WALLAS SHOWN. MN 6' N LBEND INTO BOND BEAM ° Io r° P I LJL. TOP OF WALL I �I. o .I. z SHEET NO.: SHEATHING TO SILL PLATE W/ 8d @ 3" O.C. p 5000 PSI FORM/ POUR ST-7 I 18" #3 TIES @ MAX 12" O.C. STRUCTURAL (2)2x8 N0.2 SYP TOP PLATE, NOTCHED AT WOOD FRAME i I i I a DETAILS TO MATCH WALL WIDTH (2) #5 TOP & BOTTOM CONT. LAP W/ BOND O JOB NO.: BEAM REINF @ EXTENT OF TIE BEAM PER U "BOND BEAM REINFORCING AT CORNERS" a AT4546 a (1)#5 BAR CONT. _ /2'TITEN HD W/3"SQUARE I DETAIL SUBDIVISION: WASHER @ MAX 24"O.C., MIN I I I I 13/4'EDGE DISTANCE IL — •I- - - - - - - - - - - o Seminole Reach Court ° .. PT LUMBER OR MOISTURE M� LOT NO.: BARRIER BETWEEN MASONRY _ _ I I MASONRY TIE BEAM a AND NON-PT LUMBER I V ST-7 I .. I I I I L. a I I I Z RIPPED 2x6 WOOD FRAMED PREC WALL PER PLAN I PLANAST LINTEL SEE c) FLOOR PLAN: a I SEE PLAN I I I O Custom J EXTEND REINFORCING TO END O OF PIER W/6"BEND TO LAP z DESIGNED: WALL REINFORCING AS _ POURED CELL w#5 BAR I I SHOWN. `U DAE/J M L TYPICAL GROUTED& CONT. FROM BEAM TO I I F— REVIEWED: REINFORCED CMU CELL FOOTING I I MN(2)SOLID FILLED& SHEATHING PER TABLE 2 ON STRUCTURAL REINFORCED CELLS W/ No.S SPECIFICATIONS SHEET w DBM VERT. BAR ADJACENT TO STEP ®OWN TIE:-BEAM I PRE-MANUFACTURED FLOOR TRUSS WOOD FRAME WALL CONNECTION DETAIL GARAGE DOOR OPENINGS a REVISIONS DATE NO.5 VERT. BAR IN FILLED CELL AT EACH END OF PIER w II I I I NO.5 DOWEL TO MATCH z 2 2x12 PT NO.2 SYP SILL PLATE TO MASONRYal EACH SOLID FILLED& ( ) I I I TOP OF WALL ____ _ _ I REINFORCED CELL WALL PER TYPICAL WALL SECTION LLI FOOTING 0 II II I I TO LAP WALL REINFORCING a HEADER PER PLAN II I I I W/30"LAP. MIN 6"BEND AT • ® a BOTTOM. SHEATHING TO SILL PLATE W/ 8d @ 3�� O.C. z CONCRETE FOUNDATION a r- , II II I I WORK PER PLAN 5000 PSI FORM/ POUR o� l O TOP of FINISH °�. -— • #3 TIES @ MAX 12" O.C. PROVIDE F= FLOOR SLAB I I I I �� ° EX , 2" CLEAR COVER ALL SIDES U a • ADDITIONAL TIES REQ'D AT U_ 36"LONG SPF SCAB W/(20)10d TO I I I _ _ 12 LOCATIONS OF STEEL COLUMNS, CORNER STUD ONLY WHEN HOLD / I I I ° SEE DETAIL SP1, SHEET ST-6 STRUCTURAL JN DOOR HEAD DOWNS ARE SPECIFIED ON PLAN. �.. EN fj q(; HEIGHT 2x_SPF CORNER STUDS \ \ I I I \ \ 0 ♦°` C3 K*Q <'F�, NO 2.SYP PLANK ORIENTED -PLANK HDR TO JACK /\ \ \ 2 #5 TOP & BOTTOM CONT. LAP W/ BOND HEADER,SEE PLAN FOR STUDS w/(2)A35,TYP L==L _L=_ / / / ( ) O _ ,° I CLQ• i SIZE EACH SIDE OF HEADER ALTERNATE CORNER DETAIL / @ ' `�'• `� BEAM REINF EXTENT OF TIE BEAM PER Ma ° 9 �� "BOND BEAM REINFORCING AT CORNERS" DETAIL W �, * Z1 M2 MASONRY TIE BEAM x �i�p � Op +Mai, PLANK HEADER FRAMING ELEVATION GARAGE SHEAR PIER ST-7 r °• , µ 4. a r� 11 id- 45 RECOMMENDED QUICK TIE PLACEMENT PROCEDURE QT CONTINUOUS FROM 3RD LEVEL DBL (2)MS24/MSTA24 OR QTA TO HEADER BELOW 1 . PLACE QT's AT SHEARWALL ENDS AS INDICATED ON THE FRAMING PLAN. QT'S SHOULD TOP PLT TO SOLID F LLEO BOND BEAM HAVE WASHER LOCATED NEXT TO STUD COLUMN SUCH THAT PLATE WASHER IS LOCATED DIRECTLY OVER STUD COLUMN. III I 2. PLACE QT's WITHIN 3" OF BEARING WALL END STUDS. III 3. PLACE T's AT MAX 48" O.C. EXCEPT AS NOTED IN "ALTERNATE QUICK-TIE SPACING AT III I I I II o Q ( 1 III 04 MINIMAL UPLIFT WALLS04U� 4. PLACE QT's AT HIGH POINT LOADS PER FIXED LOCATIONS INDICATED ON FRAMING PLAN. II I I I I N 5. QTO ARE ACCEPTABLE ALTERNATIVE TO GARAGE RETURN DETAIL SPECIFIEDIII 00 111 TYPICAL TYPICAL TYPICAL III HOLDDOWNS ONLY IF #4 OR #5 VERTICAL REINFORCING HAS BEEN INSTALLED IN CURB @ t11111SPACINGUNO SPACING UNO SPACING UNOI 11 rn 18" O.C. MAX, MIN (2) VERTICAL BARS @ EACH RETURN. QTO MUST HAVE MIN 11 F C III III N EMBEDMENT 04 III TYPICAL QTB @ MAX N II 1 I O.0" 48 1 PER III MIN c ) III III SHEARWALL (QTAIII SW FOR ILL. SW I I ( ROO R OADI RED BEAR NG w WALLS ONLY) J J 111 III (III I ( III 0 III III III U Q CABLE CONTINUOUS N FROM 2ND LEVEL 0 DBL TOP PLT TO W SLAB (III III � III ( III �- I I 1 2ND FLOOR END � III III STUDS TO 1ST HEADER TO TOP PLATE I I I I 1 (11 FLOOR HEADER W/ O CONNECTION PER HEADER (2)MS36/(2)CS18 FRAMING NOTE 3 ON ST-1. III III WITH(9)10d EACH Y NOTE s III III END OR QTA Q NOTE 1 &2 III 1 TYPICAL I I II a (SPACING UNO TYPICAL QTB @ MAX Z III 111 48"O.C., MIN(1)PER o III III SHEARWALL III REQUIRED FOR SW III ROOF LOAD � III BEARING WALLS It X p20 z - 111 ( III ONLY) It IL aww o aZD � rn IF REQUIRED QT III I I I r 4 O N b. Q Z SPACING IS GREATER ADDITIONAL STUDS tL p = U v H p w O_ THAN OPENING II I I III REQ. IF QTO,SEE LO w 0 0 I- Z p J w q N WIDTH, PRESERVE III III TABLE 6:QUICK TIE G a w Z p m Q Q ? w 0 TYPICAL JPLIFT QT SPACING AND DO ANCHORS, SHEET Q �' w W> p N F 0 [] f BOTTOM PLATE I W w rn a CABLE EAOCH SIDE OF QT III ANCHORS @ 24" III ST-1 Z p m MO F a F p } w Z o FASTEN BOTTOM PLATE TO GABLE OPENING(U.N.O. ON II (1 O.C. MAX ( III Z0 0 a } w w H w m 0 Z v TRUSS W/10d COMMON @ 6"O.C.;UNO. PLAN) uJ Q a H Q O w W W m 0 to n Z = OQ0a � FH � ZW � IL - - 01 D a D a Mw w W = 0 0 O w = Q w CORNER INSTALLATION �, Z axwOpwzw0 aZ U' Q � UUZWWZU10Q � lJ (NOTE:THIS DETAIL IS APPLICABLE FOR BOTH 90'&45°CORNERS) W � WpwXQZtQ] Qww � x0 TWO STORY STACKED THIRDFLOOR WALL THIRD FLOOR LL z Z w W Q W a p ? z N W W . FLOOR TRUSS 1. (1)QUICK-TIE ALLOWED @CORNERS OF TYPICAL WALLS W/ ? 0' Z Z � v 0 I' W Z I >- ZQo - _ a 0 a D BY OTHERS OVERLAPPING PLATES. SHEARWALL OVER HEADER SHEARWALL C7 Z } a N w a N ? z I - GABLE FLOOR TRUSS BY OTHERS 2. QUICK-TIE LOCATED IN WALL WHERE THE UPPERMOST TOP W W w 0 < M � w M 4 H W Q j F Q PLATE OVERLAPS THE LOWER TOP PLATE. Z 0 17 w 0 1- . N p D 3. IF PLATES ARE NOT LAPPED AS SHOWN, INSTALL QUICK-TIE TYPICAL UPLIFT ANCHOR INSTALLATION FOR Q i 2x4 N0.2 SYP DIAGONAL BRACE @ 48" EACH SIDE OF CORNER + Z 0 0 0 0 I 0 w 0 z < O.C. DIAGONAL BRACE TO FLOOR SECOND FLOOR WALLS AND SHEARWALLS � 0 w . Q I- J H . I 01 TRUSS OR DBL TOP PLATE WI(3)10d ADDITIONAL O COMMON TOE-NAILS AT EACH END. ANCHORS PER J U I- ? 3 N a N Q O C9 I- ? ❑ v HEADER FRAMING FASTEN GABLE TRUSS TO DBL TOP NOTE 4 ON ST-1. PLATE W1 8d COMMON @ 6"O.C., UNO TYPICAL HEADER ELEVATION SHEET NO O ST-8 I--- ALT. WALL SECTION AT FLOOR STRUCTURAL PARALLEL FLOOR TRUSS CONDITION 7/"DIA HOLE 1'°DIA HOLE EPDXY OVERSPILL EPDXY OVERSPILL � DETAILS THIS SECTION IS TYPICAL FOR TWO STORY APPLICATIONS CENTERED 3/s"HEX NUT CENTERED 5/s"HEX NUT 3"QUICK TIE 5/s"QUICK TIE----,,,,, ( ) IN TOP PLATE 2 Y4'x 2%4'x%"STEEL IN TOP PLATE 3"x 3"x 3/6'STEEL 16 P.T.2x BOTTOM PLATEP.T. 2x BOTTOM PLATE O JOB NO.: WASHER WASHER (2)2x TOP PLATE (2)2x TOP PLATE MIN EDGE DISTANCE Cl) MIN EDGE DISTANCE Q /\T4546 SUBDIVISION: 3 EXTERIOR EDGE PLAN VIEW EXTERIOR EDGE PLAN VIEW O 2349 Seminole 1/4'DIA OF CONCRETE OF CONCRETE (5) 10d TO PLAN VIEW WASHER PLAN VIEW 5 3 U TOP PLATE 3/s° HEX NUT WASHERNUT w/1/4 DIA 3 5/16'QUICK TIE EPDXY OVERSPILL Reach Court /s DIA HOLE 1' DIA HOLE is QUICK TIE EPDXY OVERSPILL sLOT NO.: CENTERED 2 4 x 2%"x$"STEEL CENTERED 3"x 3"x 3/s'STEEL �„ /a"DIA HOLJIN P.T.2x BOTTOM PLATE (� LS 18 STRAP IN TOP PLATE WASHER IN TOP PLATE WASHER z DIA HOLE IN P.T.2x BOTTOM PLATE BOTTOM PLATE--\ (2)2x TOP PLATE (2)2x TOP PLATE BOTTOM PLA E Z (5)10d TO FLOOR PLAN: STUD QUICK TIE � � g'QUICK TIE EMBEDMENT STEEL SWEDGE EMBEDMENT O Custom STEEL SWEDGE J3/s"QUICK TIE 3/s QUICK TIE 5 vZ/'QUICK TIE 5/s"QUICK TIE Z DESIGNED: STEEL SWEDGE CABLE TO CABLE TO CONCRETE OUNDATTION STEEL SWEDGE FOUNDATTION OUNDATIOU DAE/JML CONCRETEFOUNDATION MIN 2500 psi W MIN 2500 psi ELEVATION f-� REVIEWED: ELEVATION ELEVATION ELEVATION W D B M d 2 QTB(3/16") TOP PLATE CONNECTION 4 QTO(5/16")-TOP PLATE CONNECTION 6 QTB(3/16")-BOTTOM PLATE CONNECTION 8 QTO(5/16")-BOTTOM PLATE CONNECTION Q REVISIONS DATE STUD TO TOP PLATE CONNECTION QUICK TIE CONNECTION DETAILS 1. THIS DETAIL IS INTENDED TO BE USED FOR STUD TO TOP PLATE CONNECTIONS AT THE END OF SHEARWALLS AS m WELL AS AN ALTERNATE STUD TO TOP PLATE CONNECTION WHEN QTA IS NOT FEASIBLE OR AS AN W Z ALTERNATE TO THE SPH4/6. 2. WHEN UTILIZING THIS DETAIL,ALL TRUSS TO TOP PLATE 0 "f CONNECTIONS MUST BE INSTALLED ON THE SAME FACE W AS THE LS18. Q �d Z ' 1-HOUR FIRE RATED ASSEMBLIES: • FIRE PROTECTION ASSEMBLIES ARE TO BE DETERMINED BY BUILDER AND ARE UNDER THE ENFORCEMENT OF THE BUILDING OFFICIAL. P PEX • FIRE RATED WALL COVERINGS REQUIRE A MINIMUM OF 1 2"NAIL PENETRATION INTO FRAMING SUPPORTS @ MAX 24"O.C. a , • USE GALVANIZED OR STAINLESS FASTENERS IN FIRE PROTECTIVE MATERIALS PER SPECIFIED INSTALLATION DETAIL • WOOD STRUCTURAL PANEL MAY BE INSTALLED BETWEEN FIRE U TRUCTURAL PROTECTION AND WOOD STUDS(FBC TABLE 721.1(2), FOOTNOTE L. E GINEERING • 5/"TYPE X SHEATHING MAY SUBSTITUTE WOOD STRUCTURAL PANEL 111111/11 FOR"TYPICAL WALL"FRAMING APPLICATIONS.AT"SW"WALL,OSB ORS® Jd,� 44 PLYWOOD MUST BE INSTALLED TO INTERIOR OR EXTERIOR FACE OF ® � SPECIFIED WALL PRIOR TO FIRE PROTECTION. 0ICE N •` ' `•. f a 0 ' 57 W a •7f XSTATE OF Ljd `�� 'PIP+Np4 7437