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3960 Night Heron Dr (a)
I R I Ld Lc" 03 Wo ca '41f rb, LL 0 • w ire C) 90000000 I f ISSUE DATE 08/10/2018 REVISIONS PROJECT: O J ECT: 18-0 381 SCALE: AS NOT ED DRAWN BY: C.C. DESIGNED BY: MJS COVER PAGE 00 1 C) c CL > 0 E Cc= rro'j I -0 c: M u - C) U >, .2) (y) fa C) N z CD 110- c: m Ln a) =3 4-J C) f ISSUE DATE 08/10/2018 REVISIONS PROJECT: O J ECT: 18-0 381 SCALE: AS NOT ED DRAWN BY: C.C. DESIGNED BY: MJS COVER PAGE 00 1 C) C) r1i I J* a) =3 C) cr C) V) 00 fu U Ln 0- c: -0 0 fu C) c u -ca C:) C5 o r-4 _r_ < w Ln 0 r) f ISSUE DATE 08/10/2018 REVISIONS PROJECT: O J ECT: 18-0 381 SCALE: AS NOT ED DRAWN BY: C.C. DESIGNED BY: MJS COVER PAGE 00 1 I f C) T— (3) 'it C) (3) (1) > fu r c\I co 0 c 0 c) 0 L C7 r-, C) Z c: ru v) < �j :3 04-J C) Cn (n V) n C) 0) co a) > "o a) < -Ne -0 E co N (o 0 4-a a) C.0 P,� (n 0 C) C) 0 0 fo C Q) co u - 51 Fn z .2 > --a Z a 61 a) E J ® 0 U) 0 r C) r 0� ktft.-. c N E Lu z Lu Ln 0 a- U) wZ) u 5 (3) (3) (1) > fu r 0 c u - c) 1 -0 L C7 r-, C) Z c: ru v) < �j :3 04-J C) t I 0 Li LE I ISSUE DATE 08110/2018 REVISIONS PROJECT: 18-0381 SCALE: AS NOTED DRAWN BY: C.C. DESIGNED BY: MJS C) C) N ru :3 :3 C) V) C) -Ne -0 M . ct� 00 fuL- u CL _0 0 fo C Q) .2 > c: ® fu 0 4-J C) c N Lu Ln 0 a- t I 0 Li LE I ISSUE DATE 08110/2018 REVISIONS PROJECT: 18-0381 SCALE: AS NOTED DRAWN BY: C.C. DESIGNED BY: MJS I I f C) T - C) ,;t C) cf) C) E 0 > LL 0 U) U) o) w Qi s co > 0 a) coU)Nco 0 ul) C) 0 C:) U o b E 0 U-) z 40- co C) ru coc) Ah t-0 Lo rj 4t mmmum; E. 0 U) 41 saw r- 0 z fo o -j LL u f f t t C) C) > 0 c: 0 E 0 m C) ul) C) 0 u - U a 5, -2 z 40- C) ru coc) 4t t-0 Lo rj 4t m 4-H 41 r- 0 0 fo C) -j t t I 77 I � ISSUE DATE 08/10/2018 0 REVISIONS PROJECT: 18-0381 o SCALE: AS NOTED DRAWN BY: C.C. DESIGNED BY: MJS FLOOR PLAN 02 C) C) c) C) ul) C) ul) 00 fo U rj Ln 4-H C r- 0 fo C) c: LL c .v) Q > -0 c 2 C) 0 4 0 c: r4 =0 w Ln 0 5- I 77 I � ISSUE DATE 08/10/2018 0 REVISIONS PROJECT: 18-0381 o SCALE: AS NOTED DRAWN BY: C.C. DESIGNED BY: MJS FLOOR PLAN 02 Ld C= cu �6 v-4 LV 1.0 LL LL co Lu ou S I C:) r- C) ,.Zt CD D C:) r-- E C'4 0 fr3 0 -g-- M LL U 5, CD LN CL 0 0 < I < flu c) r- o) a) < (_0 > L(D M < 8- c\I E M U) N C-0 0 4--j N ot-- C:) c) E 0 Lo co "JAM wz z E 0 0 E z o u "D C) D C) > C, fr3 0 -g-- M LL - U 5, 21) LN CL 0 0 < I < flu c) r- Z C) 110 40 - c ru ul) < cr� 4-J 0 D "D C) D C) C) O 0 LN CL 0 0 < I < c: di -0 > C) C) Ln 00 rq 0 -0 c: 0 Lr) QJ o ry O :21 ISSUE DATE 08/10/2018 REVISIONS :,',jj--PROJECT: -- 18-0381 SCALE: AS NOTED DRAWN -BY: -- C.C. DESIGNED BY: MJS FLOOR PLAN 03 1- f FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 9'-0" BRG. HT. - 9' 0" BRG. HT. SECOND FLOOR --- - - ---- - - -- -- - --- @ SECOND FLOOR T-8" HDR. HT.7'-8" HDR. HT. ----- - - ---- - -- - @ SECOND FLOOR �1�'-0" @ SECOND FLOOR 1x6 SMOOTH FINISH BAND (TYP.) :12 PITCH 1x4 SMOOTH FINISH BAND _ TYP. 7/8 TEXTURED CEMENTITIOUS LLJ CD FINISH ON METAL LATH OVER Z 10'-8" BRG. HT. N7/16" OSB. SHEATHING TYP. CC) @ ENTRY 10'-8 3/4" FIN. FLR. HT. 10'-8 3/4" FIN. FLR. HT. Lu - --- @ SECOND FLOOR -- - - -- - -- --- - 11_O.�I @ -- - SECOND FLOOR o 9'-4" BRG. HT. ,4. - -- -- - -- -- ----- 0. H. }� 9'-4" BRG. HT. 8'-0" HDR. HT. 1x6 SMOOTH FINISH BAND (TYP.) DEC. LIGHTING (TYP.) — 0'-0" FIN. FLR. _9'-0" BRG. HT. � @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR 9'-4" BRG. HT. 8'-0" HDR. HT. 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. * evation f A !k'XI (Standard) SCALE: 1/8" = TV (11x17) 1/4" = TV (22x34) 1x6 SMOOTH FINISH BAND (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) �j 0'-0" FIN. FLR. - Rear Elevation (Standard) SCALE: 1/8" = TV (11x17) 1/4" = T-0" (22x34) 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) 10'-83/4" FIN. FLR. HT_ @ SECOND FLOOR b 9'-4" BRG. HT. _ 8'-0" HDR. HT. 0'-0" FIN. FLR. Roof Layout SCALE: 1/8" = T-0" (11x17) 1/4" = TV (22x34) 0 0 tr O W _W lZ 0 O w m O O z w Q U) z 0 V) w Z a Q w 0 V z Q n n W V) W z 0 w 0 0 z Q U) Q w 0 vi z Q d -. J) _ 0 O U Q z 0 0 v F-- Ld w W !n W !Y rn m W Ir w T cn W 0 T W Q c U r d' L� -- u9 16 ® Lu ti � N L a E �- co * evation f A !k'XI (Standard) SCALE: 1/8" = TV (11x17) 1/4" = TV (22x34) 1x6 SMOOTH FINISH BAND (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) �j 0'-0" FIN. FLR. - Rear Elevation (Standard) SCALE: 1/8" = TV (11x17) 1/4" = T-0" (22x34) 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) 10'-83/4" FIN. FLR. HT_ @ SECOND FLOOR b 9'-4" BRG. HT. _ 8'-0" HDR. HT. 0'-0" FIN. FLR. Roof Layout SCALE: 1/8" = T-0" (11x17) 1/4" = TV (22x34) 0 0 tr O W _W lZ 0 O w m O O z w Q U) z 0 V) w Z a Q w 0 V z Q n n W V) W z 0 w 0 0 z Q U) Q w 0 vi z Q d -. J) _ 0 O U Q z 0 0 v F-- Ld w W !n W !Y rn m W Ir w T cn W 0 T W Q c U CO r d' co ra u9 16 ® Lu ti � N L a E �- co M O U � (O -0= N "co LID (D _J 00 cn -2 O LL 1v Lj I ® z C) CO r d' 0 � ra N ® r` � N L a E �- co M O U � (O -0= N U O _J > cn -2 O LL 1v Lj I ® z C) Ira (n Cfl Cli U) r "N 0 O aj CD CO E Q f]. Oj MU)NCfl O O N C r-- to Edd' Lo Cts X 00 Q 11 LL c ry w z -0 z g Q) E. a sry EQ w 9z w U 0 LLJ Q 0 U) ryY Q tl i ISSUE DATE ___l I 08/10/2018 IONS W_ PROJECT: 18-0381 z SCALE: AS NOTED d DRAWN BY: C.C. z ELEVATIONS "A" 04.A I t I t I S I 0 � ra N ® N � N L a 0 E O M 4l� U � (O -0= N LLL ` j u > O -0 -2 O N Q a 1.1 Q 1v Lj I ® z C) Ira (n *k � M 4-j O J ISSUE DATE ___l I 08/10/2018 IONS W_ PROJECT: 18-0381 z SCALE: AS NOTED d DRAWN BY: C.C. z ELEVATIONS "A" 04.A I t I t I S I 0 � N � N L a � a_+ O -�e u z Q o o� U � "O ra � 00 M LL N L) C) o O z vi .> "L Q. > O -0 N Q a 1.1 Q 1v Lj o ® in O c 0 a. ISSUE DATE ___l I 08/10/2018 IONS W_ PROJECT: 18-0381 z SCALE: AS NOTED d DRAWN BY: C.C. z ELEVATIONS "A" 04.A I t I t I S I FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 12 6 1 - - - - - 9 --9'0" BRG. HT. '-0" BRG. HT. ------ - - - - - - - .._ - --- --- --- @SECOND FLOOR @SECOND FLOOR ------ - -- -- - __ - --- -__--- -J T-8" HDR. HT. - T-8" HDR. HT. --- -- -- --_._.._ - - - - - - �� @ SECOND FLOOR - 1'-0" 2'- 0 @SECOND FLOOR O.H. TYP. 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) 'w O z J_ 12 zo N.� 6 C0 J 10'-8 3/4" FIN. FLR. HT. 10'-8 314" FIN. FLR. HT. - FIN. -- @ SECOND FLOOR ------ - —- - -- __ --------- ------ ---- - --- @SECOND FLOOR o 9'-4" BRG. HT. ALL HORIZONTAL & VERTICAL - - - - - - - - 9' 4" BRG. HT. - CONTROL JOINTS PER ASTM 1063 8'-0" HQR. HT. 8'-0" HDR. HT. TYP. O.H. 1x6 SMOOTH FINISH BAND (TYP.) I 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. 0'-0" FIN. FLR. Lef t Elevation"A)) (Standard) SCALE: 1/8" = T-0" (11x17) 1/4" = TV (22x34) 0� o� W o� FIBERGLASS SHINGLE ROOF INSTALLED AS m PER MANUFACTURER'S SPECIFICATIONS. o' O z! J CLI, I z 12 c LD 6 QI LLJ 9'-0" BRG. HT. 9' 0" BRG. HT. - - - ---- --- - - -- Y_ @ SECOND FLOOR - -- -- - --- _ - - - -- - -- @SECOND FLOOR Q -8" HDR. HT. T-8" HDR. HT.- - - @SECOND FLOOR @SECOND FLOOR � 1-0 2.0 j � D ~ O.H. TYP. O.H� ODo to IW 718" TEXTURED CEMENTITIOUS z Q Q v ? FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) 12 0 (, , m 10' 8" BRG. HT. 6 - Q ENTRY 10'-8 3/4" FIN. FLR. HT. n 10'-8 3/4" FIN. FLR. HT.j � @SECOND FLOOR o @SECOND FLOOR wT ALL HORIZONTAL & VERTICAL 9'-4" BRG. HT. z i� CONTROL JOINTS PER ASTM 1063 8'-0" HDR. HT. , - - -- - -- -- -- _ - 8'-0" HDR. HT.-- - cr ' zo 0 z 0 s 1x6 SMOOTH FINISH BAND (TYP.) W ry ry 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) w c� 0 0'-0" FIN. FLR. '-0" FIN. FLR. W 0 T w Right Q 0 Y Elevation 0 (Standard) SCALE: 1/8" = TV (11x17) 1/4" = TV (22x34) 0 M co ccs M00 t 6 LD Is; O �- a, O ru � i CL O Y E fu CID M 0 J U -i to _-J X D' ® CD %.0 fu (n ,j Cfl M T � • (n 0) rte- 0) aj E Q 0-mO �C/7N� O Q) z ^ -r_ *� ^ cn O C:) cj- ® E�`�� N � � o O -O V)M -y--0 a 00 < Cl- m u- 5 � U) N a� w z Q � !L z =mom L ® O � E a Q® hi Q w Lr) O 0 - r W 0 (9 �W u 0 s 5 Y a, i ru � i CL Q) L r) Y E fu co: M J -a O _-J X ® CD %.0 fu (n ,j M T 0 z z z N Q N � � o O -O V)M -y--0 a -0 � N Ln r Q 0 : c6 o o O O Q � !L 0 > L ® O 0 Q® hi Q w Lr) O 0 - PROJECT: 18-0381 z SCALE: AS NOTED z DRAWN BY: C. C. DESIGNED BY: MJS ELEVATIONS "A" 05. I S t E s I I t I I T I C) REVISIONS 0 o LI)11-1 ru C) L- > — ::E z0 r1r) < DRAWN BY: C.C. E c: 0 Q) -0 LL c) u &— .2) LLJ C) C) C) 40- fa ul) x w 4-J (y) C) =3 C) T I I f ISSUE DATE 08/10/2018 C) REVISIONS 0 C) PROJECT: 18-0381 >- SCALE: AS NOTED z < DRAWN BY: C.C. r -j DESIGNED BY: MJS lz� Q) L - fu 42 C) =3 C) cr (/) C) ul) m DC 00 U Ln 4CD— 0 CD O Q) .2 Q. > -0 C) 0 C) 0 cl- I f ISSUE DATE 08/10/2018 REVISIONS 0 PROJECT: 18-0381 >- SCALE: AS NOTED z < DRAWN BY: C.C. DESIGNED BY: MJS SECTIONS 06 f f w :5 1 0 (3) o ;> cy) 0 LLJ Cc: r.4 LL U) cr-1) O > co < cn (n C) U) Co 0 x LLJ N LD V) J " 0 0 E 0 F- L0 T- 00 < 0— LL AMLu z 0 z < Q) -OJ E - 0 o CD E z 0 (9 4� tn Baal, Q) fa < :j LU u 0 w :5 1 0 (3) ;> LLJ Cc: r.4 Li u- cn (n C) CD (V x LLJ N Co V) J F- 0 0 V) o CD Q) fa < 4-J CD C) CL 07 CD (f) v --f I -0 cl� 00 NU Z- < -0 r -,l Lr) 0 0 c: (1) Q) u- C) 0 .— z5; Ln c: L- - 0 -0 V) C:) 4-J 6 o < c r14 ui Ln 0 = 0- ISSUE DATE 08/10/2018 0 I- 01 ol REVISIONS cr- I M i< PROJECT: 18-0381 >- SCALE: AS NOTED z < I DRAWN BY: C.C. z JIMMM-91 13 -MM -6i ELECTRICAL LAYOUT 07 S S :) Q) V N I` E � O f � ° U � 4-jJ 5 Q0 r- F ��q , v r � N i fu co 'O lD Ol (n M 07 CD O ® co .-� V)ro J O ® �- O E 1 co Q n u- 3: LL-, w O z N fu z N N d O (� s � igE E z o 0 U U 0 s ISSUE DATE 08/10/2018 REVISIONS PROJECT: 18-0381 SCALE: AS NOTED DRAWN BY: C.C. DESIGNED BY: MJS ELECTRICAL LAYOUT 08 I Q) N V) Qr CL ® 0 E ° N "' ` ' , ��q , v C) CD i fu lD Ol (n 4-1 O ® 0 V)ro J ISSUE DATE 08/10/2018 REVISIONS PROJECT: 18-0381 SCALE: AS NOTED DRAWN BY: C.C. DESIGNED BY: MJS ELECTRICAL LAYOUT 08 I iv f CD ® 0 V)ro 1 LL-, co N fu U N Ltd do" O .� O 4-1 O O Q W u O 6- ISSUE DATE 08/10/2018 REVISIONS PROJECT: 18-0381 SCALE: AS NOTED DRAWN BY: C.C. DESIGNED BY: MJS ELECTRICAL LAYOUT 08 I t I i lily, LP C) 'q- C=3) c%j In V-4 CZ9 Lv. <c % > cu cy) I i lily, T --- C) 'q- C) In Li - 0 LLJ occ % > cy) = 0 (=) T --- C) 'q- C) C) C:) > cy) = 0 CL C) E Cc: rM 0 U) L_ LL 4-J a C) LL u .5 4-J C) 0- (!)o O ro V) z 0 C) ru Qc) > 1 0-) L_ 04 ('o 0 O UN a)c:) -0 pq o c) E 0 E < 0 fu q 1711 - Q) Lo oo Q CL LL c- cy) Ld Lu z z > C) E V5 0 w cn 4-1 C) < a (N E z 1,1 Q uj Ln o 0 _uiU) :3 V W a I f t D (1) C) 0 C) > ro = --i CL C) E Cc: rM 0 fu L_ 4-J a C) LL u .5 4-J C) 0- (!)o O ro V) z 0 C) ru Of L_ (y) 00 O UN 117 D C) 0 C) fo 4-J C) < .5 C) 0- (!)o C) V) re) Of L_ ry- 00 UN 117 -0 pq < 0 fu q 0 - Q) a: o 0 0 Ld > C) V5 0 cn 4-1 C) < a (N _r_ 1,1 Q uj Ln 0 0- t s I I :2 ISSUE DATE 08/10/2018 � REVISIONS 0 :< _PROJECT: 18-0381 >- SCALE: AS NOTED DRAWN BY: C.C. DESIGNED BY: MJS DETAILS D �l GENERAL NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THE FLORIDA BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULL LIST OF REQUIREMENTS CAST IN PLACE CONCRETE 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 GRADE 60 MIN. 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND AT EACH END SHALL BE PROVIDED. 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE CENTER TO UPPER 1/3 OF THE SLAB. BOLTS AND THREADED RODS 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MASONRY WALL CONSTRUCTION 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PSI (fm = 1900 PSI) 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 111 . 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR POSITIONERS IN MIDDLE OF WALL 7. REINFORCING STEEL SHALL BE LAPPED MIN. 30" U.N.O. 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. 10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2" 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION. 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION. WOOD CONSTRUCTION 1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE -PINE -FIR VISUALLY GRADED "No.1/No.2" BY NLGA, OR BETTER. 3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED" SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER. 4. OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OF SPECIES, U.N.O. ON FRAMING PLANS OR DETAILS. 5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARING WALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACING) SHALL BE SPF#2 OR BETTER U.N.O.. 6. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 7. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 8. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 9. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHERS. 10. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 11. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT. 12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THE AWPA U1 STANDARD. 13. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 14. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS ENGINEERED LUMBER 1. ENGINEERED LUMBER PRODUCTS SHALL CONFORM TO THE CURRENT EDITION OF THE ANSI/AWC NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 2. ENGINEERED LUMBER SHALL BE EITHER STRUCTURAL COMPOSITE LUMBER AS DEFINED NDS SECTION 8.1 (INCLUDING LVL, PSL, AND LSL LUMBER) 3. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Ib/int U.N.O. E = 2,000,000 Ib/int U.N.O. E = 1,500,000 Ib/int U.N.O. Fb = 2650 Fb = 3000 Fb = 2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 Fc1=450 Fc1=900 Fc1=450 Fv = 285 Fv = 285 Fv = 150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. CEILING CONSTRUCTION 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. MEANS AND METHODS CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. TH E UNTIL ALL LOAD BEARING WALLS ARE E STRUCTURE IS UNSTABLE ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS' SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH (12.7MM) GYPSUM BOARD. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BEA MINIMUM G50 ZINC COATING 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD TREATER. 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF ASTM F1667 PREFABRICATED WOOD TRUSSES 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS ENGINEER OF RECORD 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF ANSI TPI 1. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS MANUFACTURER UNLESS NOTED ON PLANS 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. TRUSS DESIGN LOADS: TOP CHORD: Lr = 16 PSF DL = 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (TRUSS OVERBUILD) BOTTOM CHORD: DL = 5 PSF MINIMUM FLOOR DESIGN LIVE LOADS: A) FLOORS = 40 PSF B) BALCONIES= 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) C) DECKS = 40 PSF D) STAIRS = 40 PSF E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. MINIMUM FLOOR DESIGN DEAD LOADS: A) FLOORS = 15 PSF B)BALCONIES = 15 PSF GENERAL LOADING: ATTIC WITHOUT STORAGE = 10 PSF ATTIC WITH LIMITED STORAGE = 20 PSF GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF GUARDRAILS IN -FILL COMPONENTS = 50 PSF GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS -ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) 12d TOENAILS EACH END. -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-133 SECTIONS 1, 2 AND 3 FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. -PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS SPAN AT 164" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-B3. ("T" BRACING MAY BE USED I.L.O. PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT TABLE WITHIN BCSI-133). -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-133. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOWALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. FIELD REPAIR NOTES 1. OMITTED REBAR DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE 30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING BEND). 2. STRAPS/CONNECTOR SUBSTITUTION MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. -1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. "EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. STRUCTURAL STEEL 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI. 2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE PROVIDED TO EOR BEFORE FABRICATION FOR REVIEWAND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/s' UNO. 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY 11 BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 FOUNDATION DETAILS WIND PRESSURE & SUCTION EFFECTIVE (PSF) WIND (+) VALUE DENOTES PRESSURE AREA (SQ FT) (-) VALUE DENOTES SUCTION AREA 4O O (+) 21.2 (+) 21.2 10 (-) 22.9 (-) 28.3 (+) 20.2 (+) 20.2 20 (_) 22.0 (-) 26.4 (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 (+) 18.0 (+) 18.0 100 (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16-0" x T-0" (+) 18.4 + 7. (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 4 4 aI 5 5 j✓' pa STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 6th EDITION (2017). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR BUILDING CORNERS. 5. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER IS CONSIDERED TO BE IN THE WIND -BOURNE DEBRIS REGION. GLAZED OPENING PROTECTION IS REQUIRED AND SHALL BE PROVIDED PER SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE - RESIDENTIAL, CURRENT EDITION. 0 SHEET TITLE NUMBER DATE DESCRIPTION INTIALS 1 3/1/2017 CREATED ELEV A, B, & C DP 2 4/24/2017 ADDED PADS TO SIDES OF SGD OPENING AT REAR, MADE DP BEDROOM #5 OPT AND LOFT STANDARD, & QC CLEAN UP 3 2 8/30/2017 I ELEVATION A & C ARCHITECTURAL & TRUSS UPDATES PER WP -8 10/23/20171 UPDATE PER FRAME WALK REVISIONS ELEVATIONS A & C 12 5 2/19/2018 I PLANS R S DENT AE BEEN UPDATED TO MEET F.B.C. 6th EDITION (2017) I pP 101 3/26/2018 1 UPDATED A & C LAUNDRY ROOM WALL PER ARCH UPDATE DA COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. Q h z W 0 W 0 z O H 0 W M W 0 O U cD Z_ 0 J 0 m Q 0 O LL W LL O U) z O O a. W F- O J J Q _ W W ci O U 0 z Q ri W I'_ IL Q U W O W z O O CL w F- U D W 0 Q LL O z O Q U O J W _ h W U z Q 0 Of O U 0 z 0 W O Q z 0 O J 0 z LU 0 z Q O 0 W z 0 F W 0 U) W f - U Of F- W J Q z W 0 W W U) F-- ��.� NOTES -STRUCT: o- ua a r a QC CHECK: PLACEMENTSTRUCTURAL DOWEL ■ A LL FOUNDATION DETAILS u FOUNDATION DETAILS 0 El Yml�, LINTEL PLAN • NOTES r, CONN ECTOR_LEIGEND . Z w® 0a ROOF FRAMING PLAN a✓� © e z u69 o®n�a�a© � �' �' Q - C� GENERAL GENERAL DETAILS • STORY DETAILS TWO STORY AOO NUMBER DATE DESCRIPTION INTIALS 1 3/1/2017 CREATED ELEV A, B, & C DP 2 4/24/2017 ADDED PADS TO SIDES OF SGD OPENING AT REAR, MADE DP BEDROOM #5 OPT AND LOFT STANDARD, & QC CLEAN UP 3 2 8/30/2017 I ELEVATION A & C ARCHITECTURAL & TRUSS UPDATES PER WP -8 10/23/20171 UPDATE PER FRAME WALK REVISIONS ELEVATIONS A & C 12 5 2/19/2018 I PLANS R S DENT AE BEEN UPDATED TO MEET F.B.C. 6th EDITION (2017) I pP 101 3/26/2018 1 UPDATED A & C LAUNDRY ROOM WALL PER ARCH UPDATE DA COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. Q h z W 0 W 0 z O H 0 W M W 0 O U cD Z_ 0 J 0 m Q 0 O LL W LL O U) z O O a. W F- O J J Q _ W W ci O U 0 z Q ri W I'_ IL Q U W O W z O O CL w F- U D W 0 Q LL O z O Q U O J W _ h W U z Q 0 Of O U 0 z 0 W O Q z 0 O J 0 z LU 0 z Q O 0 W z 0 F W 0 U) W f - U Of F- W J Q z W 0 W W U) F-- ��.� -STRUCT: o- ua a r a QC CHECK: EA LL o u O m� C U a U < os _j . Z w® 0a d a✓� © e z u69 o®n�a�a© � �' �' Q - C� it��ta�a z O I_ CL D� U U) LLI W 0� Uo U N U baj O a o o U ws'� . Z oboe Z Q0 d t�1 z 0 co u)w WU ® tiW J0''o 06 - 0 o' R U) U z - N C w ® M C Z Q0 JL -LJ (.0 ai JQQv�oro C 0 :D 0Q�"-' Q -- -2 Qp�:Eu.i o 0=zwzE Ozl-wy0 U < Q Cr Q w I¢-�OuO, M ® O o a o� Lj A STRUCTURAL ENG: MCD DRAFTING: -STRUCT: AR QC CHECK: EA • PSQ-0205859 SCALE: AS INDICATED DATE: • LU r 0 AOO ... CY • �. Uo U N U baj O a o o U ws'� . Z oboe Z Q0 d t�1 z 0 co u)w WU ® tiW J0''o 06 - 0 o' R U) U z - N C w ® M C Z Q0 JL -LJ (.0 ai JQQv�oro C 0 :D 0Q�"-' Q -- -2 Qp�:Eu.i o 0=zwzE Ozl-wy0 U < Q Cr Q w I¢-�OuO, M ® O o a o� Lj A STRUCTURAL ENG: MCD DRAFTING: -STRUCT: AR QC CHECK: EA JOB No. PSQ-0205859 SCALE: AS INDICATED DATE: 08/16/2018 CM CD I I I I I c is 30'-0" M INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60#5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. Z INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. GRADE 60 #5 CONT. FT.G TO TIE BEAM. 'MW 1/4"=11-011 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION SECTION R506.2.3 FOR REQUIRED LOCATIONS 2. PROVIDE 4" 250OPS1 CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION). 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. LAP SPLICES SHALL BE NO LESS THAN 30". 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR RECESSING DOOR SILLS. 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. 6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR USE ALTERNATE APPROVED METHOD. 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY & COUNTY CODES. 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. 9. NO WOOD STAKES PERMITTED IN FOUNDATION. 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO DETERMINE STEP LOCATIONS IF REQUIRED 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD FOOTING STEP DOWN AND CORNER INFORMATION. 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - D1557 ( MODIFIED PROCTOR). THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 PSF. 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND FOOTING SIZES PENDING DEPTH OF STEMWALL. 15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE --- STOP' --- CONTACT E.O.R. PRIOR TO CONSTRUCTION 16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE CONDITIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT REQUIREMENTS ARE MET. 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. MIN (2) # 5 E.W. Q F- z W ❑ U) w 0 N Z O 0 W z I - (D LU O U 0 z m Q Oo LL W T- I— U- 0 — U- O U) Z O O tY ry W O J Q z F- U) W J d O U ❑ z cliQ ry W d Q S U LL O U) z O Cn O LL NwN ry F- U ZD I— U) 24" SIDE @3" O.C. & MIN ❑ U) (3) #5 PARALLEL TO 12" SIDE 0)6" O.C. u - O COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. z O_ I Q U O J W z I - z F w U Z Q O U U Q z W U) O 0- C� Z 0 O ❑ z W z F- z U) O W z O U) W U) W IY Z I— U H d z LL C (r LL tY U. 2 F— 24"x24"x12" dp w/ #5's EQUALLY SPACED EA. 2O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. ti ti in LL 1-0 -U) Z 28"x28"x12" dp w/ #5'S EQUALLY SPACED EA. Ur �OD W .3 9> WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. too 0 �� 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. .5 a> WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. .6 a> WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 36"x36"x12" dp w/ #5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x16" dp w/ #5's' EQUALLY SPACED EA. 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. C) BARS & 3" MIN. COVER TO EDGE OF CONC. 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. 54"x54"x16" dp w/#5's EQUALLY SPACED EA. W 4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. /\ 54"x54"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. W 60"x60"x16" dp w/#5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. U 0 66"x66"x16" dp w/#5's EQUALLY SPACED EA. 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. O COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. z O_ I Q U O J W z I - z F w U Z Q O U U Q z W U) O 0- C� Z 0 O ❑ z W z F- z U) O W z O U) W U) W IY Z I— U H d z LL C (r LL tY U. 2 F— S I t t I f t F �Ai11199d9�®, L0 w ti ti in LL 1-0 -U) Z Ur �OD W a m - o O Z ❑ too 0 �� � � z 0 11 C) W W U 0 ry' N O z zo am Z (n W U �' W r) J O6JOm�� O V QOJ -jzco W 0o JOU~d❑>-o N 0 �(nNO��r cu i -LL z Z z W z OzI--W20 E W < J 0- W :E t--'�OL0 (I) O LL)C) 0 P h" O LL! W W —J LLI 0 LU it :c z U) LU 5 LL1 W V f-- CY Q r W m ® WC 11 a. N STRUCTURALENG: MCD DRAFTING: -STRUCT: AR QC CHECK: EA JOB No. PSQ-0205859 SCALE: AS INDICATED DATE: 08/16/2018 SlA S I t t I f t F 0 0 0 d- 00 0 Cl) O M CV N 0 t` SYMBOLS LEGEND M INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) a INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. Z INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT GRADE 60 #5 CONT. FT.G TO TIE BEAM. (1) # 5 @ TOP, BOTTOM & @ 24" O.C. VERTICALLY BETWEEN COLUMN & MAIN HOUSE CMU FILLED CELL (1) # 5 @ TOP, BOTTOM &@24"O.C. VERTICALLY BETWEEN COLUMN & MAIN HOUSE CMU 0 u SECTION VIEW D10\ MASONRY COLUMN TIE IN (1) CONT. # 5 FROM TIE BEAM TO FOOTING MASONRY WALL REINFORCING PER PLAN (TYP). Ir �111iil I'll 111111111iiii mill 1/2"=11-0" 1/4"=1'-0" u) z COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. S S S S S I S S f 11181ifi//// LO Uj i. aim ®°®° .4j/ y' J a%, in LL z psi LIJ �w < ©®� p °gym°°®°� Z Q (]' ®,s O //'9/1f911111�� D_ LIJ ❑ z _O 0.. ry U W W Ua ^h F-1 O Orb, a o o z° a o U W zo am z 2C < U) Wr W U W ❑U` -F- E �rn�co� o 0� J O U) U U) z C� W Q ce) W � z Q O J _ F_ J gy=m h —jOQQ% n ° F— ZQO�2Ew a I— _j Q=zwzE Ozl—W20 W W U<Z)L <LL = P 0 z M O w O O t- r� Q Z CD I� 0 W _j W 01 C w0X" Awa U C/)i `o O N Z a) n- (L N �- STRUCTURALENG: MCD DRAFTING: -STRUCT: AR QC CHECK: EA JOB No. PSQ-0205859 SCALE: AS INDICATED DATE: 08/16/2018 S 0% AZA S S S S S I S S f (1) #5 FROM FTG. TO U) BOND BEAM IN FULLY a �} MASONRY WALL GROUTED CELL. SEE PLAN SPLICE TO BE MIN. 30" (2) #5 BARS @ TOP - WHEN MONO DEPTH MASONRY WALL �i i. EXCEEDS 26". IF SEE PLAN DEPTH IS LESS THAN CONCRETE SLAB PER 26", THESE BARS ARE FOUNDATION PLAN - ° NOT REQUIRED #3 STIRRUPS @ I 48" O.C. WHEN °. d - MONO DEPTH d° i ° 00 I I ° . d ila GRADE z EXCEEDS 26 , IF = — a DEPTH IS LESS 2 THAN 26" III I I I I =I Z o0 0 THESE BARS oo I = =I I I ° ° ARE NOT REQ'D I (( (I ( •- (2) #5 BARS CONT. W/ 3" COVER TYP. CLEAN COMPACTED 8" V-4" FILL @ 95% STANDARD DENSITY ALL REINFORCEMENT SHALL MAINTAIN 3" CLEAR TO WHERE 2ND STORY OCCURS, FTG GRADE AND 1-1/2" CLEAR TO SHALL BE 1'4" WIDE W/(3) #5 BARS ANY FACE EXPOSED TO WEATHER F01 TYPICAL EXTERIOR FOOTING 3/4"=1'-0" 2x BRG WALL PER PLAN AND BEARING WALL SCHEDULE CLEAN COMPACTED 2x P.T. BASE PLATE FILL @ 95% STANDARD DENSITY CONC. SLAB PER FOUNDATION PLAN _ -1 I I=1 I I III • • a d•' � a Q` I=1 I I I I I I I I=1 I I=° °A 1 11F1 I (2) #5 BARS CONT. W/—' T ' $' ' '3" COVER TYP. 8" 8"' " rS HERE 2ND STORY OCCURS, FTG LL HALL BE 1'4' WIDE W/(3) #5 BARS FOOTING AT INTERIOR BEARING 3/41'-0-0" OR GRADE 1/8" PER FOOT AWAY FROM BUILDING 1/2" FIBER EXPANSION AS REQUIRED EXTERIOR DOOR POURED SILL (1) #5 FROM FTG. TO U) BOND BEAM IN FULLY a �} MASONRY WALL U) SEE PLAN SPLICE TO BE MIN. 30" W - i WHEN MONO DEPTH U °ii EXCEEDS 26". IF � DEPTH IS LESS THAN CONCRETE SLAB PER > < NOTE: AT FRENCH FOUNDATION PLAN ry VARIES DOOR LOCATIONS. SEE PLANIdd00 4" 8" CONTRACTOR TO #3 STIRRUPS @ M 48 O.C. WHEN VERIFY WITH DOOR .�° ( MANUF. FOR :• SLOPE REQUIRED RECESS IS LESS co IGRADE .4.jj `'DEPTH • THRESHOLD PER MFR'S. LINTEL PLAN .d. SPECIFICATIONS THRESHOLD PER ARE NOT REQ'D I MANUFACTURER'S EXTEND SLAB OUT 1 1/2" AT SPECIFICATIONS FRONT ENTRY DOOR & GARAGE V-4" DENSITY lie ENTRY SWING DOOR 07 WHERE 2ND STORY OCCURS, FTG CONC. SLAB PER W ANY FACE EXPOSED TO FOUNDATION PLAN WEATHER w W ° ° d CONC. SLAB OR °° 4 °d., . W U) PAVERS PER PLAN PITCH GRAD M F' 1 .° SLOPE PAD SIZE PER DOOR MANUFACTURER SLOPE EXT. SURFACE OR GRADE 1/8" PER FOOT AWAY FROM BUILDING 1/2" FIBER EXPANSION AS REQUIRED EXTERIOR DOOR POURED SILL (1) #5 FROM FTG. TO BEYOND BOND BEAM IN FULLY a �} MASONRY WALL GROUTED CELL. SEE PLAN SPLICE TO BE MIN. 30" - (2) #5 BARS @ TOP - i WHEN MONO DEPTH W °ii EXCEEDS 26". IF � DEPTH IS LESS THAN CONCRETE SLAB PER > < i i 26", THESE BARS ARE FOUNDATION PLAN - a NOT REQUIRED VARIES . SEE PLANIdd00 4" 8" - #3 STIRRUPS @ ° r �0 48 O.C. WHEN FOUNDATION PLAN DEPTH d zMONO eZo EXCEEDS 26", I co IS LESS co IGRADE .4.jj `'DEPTH THAN 26" I I 1 LINTEL PLAN THESE BARS — —_ —_ _ ARE NOT REQ'D I I I =I = I- CLEAN COMPACTED (2) #5 BARS CONT. FILL @ 95% STANDARD W/ 3" COVER TYP. 8" 11 V-4" DENSITY lie ALL REINFORCEMENT SHALL MAINTAIN 3" CLEAR TO WHERE 2ND STORY OCCURS, FTG GRADE AND 1-1/2" CLEAR TO SHALL BE 1'4" WIDE W/(3) #5 BARS ANY FACE EXPOSED TO FOOTING PER MF08 ON WEATHER w 6 --N TYPICAL GARAGE CURB FOOTING (1) #5 FROM FTG. TO TIE BEAM SPLICE TO BE MIN. 30" GROUT CELL SOLID SEE PLAN FOR SHOWER SIZE it o Q �8' M Z 00a - GRADE -24 VIII - 11111: —111—X111—�'-4" II 3/4"=1'-0" ALL FOUNDATION REINFORCEMENT SHALL MAINTAIN 3" CLEAR TO GRADE AND ALL OTHERS TO MAINTAIN 1-1/2" CLEAR TO ANY FACE EXPOSED TO WEATHER OPTIONAL CURB BY BUILDER CONC. SLAB PER FOUNDATION PLAN 4 a — — (2) #5 BARS @ TOP —, WHEN MONO DEPTH EXCEEDS 26". IF DEPTH IS LESS THAN #3 STIRRUPS @ 48" NOT T EHESE QUIREDS ARE O.C. WHEN MONO DEPTH EXCEEDS 26", (2) #5 BARS CONT. IF DEPTH IS LESS W/ 3" COVER TYP. THAN 26" THESE BARS ARE NOT REQ'D AF FOOTING @ SHOWER AT MASONRY GARAGE TOP VIEW @ CORNER CONC. SLAB PER 3/4"=1'-0" FILLED CELL PER PLAN FOUNDATION PLAN GARAGE WALL zt CONC. SLAB PER t- FOUNDATION PLAN Q W w d ° - —f I I 1►81 gi, I — �IIIIIiI (1) #5 BAR CONT. W/ 3" COVER TYP. CLEAN COMPACTED FILL @ 95% STANDARD DENSITY 3/4"=1'-0" CONC. SLAB PER 8"x12" THICKENED FOUNDATION PLAN SLAB W/ (1) #5 CONT. W/ 3" COVER TYP. a. a: • GRADE 0 =1 I I=1 11=) 11= I-1 I III -1 I - =1 I III I I I=1 I E III—_III _ I—I 1 —I I I—IIM-11 1 III–III—III—� '1-11 1=1 !- 8" 141 8"1I - THICKENED EDGE (FRONT VIEW) CLEAN COMPACTED FILL @ 95% STANDARD DENSITY 3/4"=1'-0" 8" C.M.U. FINISH PER ELEV. FINISH FLOOR PENETRATING PIPE MAX. 4" #5 LOOP TIE (TYP.) REFER TO FOUNDATION PLAN FOR CONT. FOUNDATION INFORMATION FOOTING PER PLAN PVC SLEEVE MAX 6" DIA. CONTACT EOR FOR ADDITIONAL REVIEW FOR ANY PIPE INSTALLED PARALLEL TO FOUNDATIONS 41 PIPE PARALLEL TO FND TYPICAL FOUNDATION PENETRATIONS IF BEARING WALL BEYOND STEEL AT 2 STORY LOCATIONS DRIVEWAY BY °' a d° BUILDER- CONCRETE �4„ OR PAVERS 7" EMBEDMENT BELOW a. MIN 5" � #5 CONT. — c CLEAN COMPACTED i FILL @ 95% STANDARD (1) #5 CONT. W/ 1-1/2" DENSITY W M 8" x 8" THICKENED 4" 8" EDGE W/ (1) #5 CONT. CONCRETE SLAB PER W/ 3" COVER, TYP. THICKENED EDGE @ GARAGE DOOR zt CONC. SLAB PER t- FOUNDATION PLAN Q W w d ° - —f I I 1►81 gi, I — �IIIIIiI (1) #5 BAR CONT. W/ 3" COVER TYP. CLEAN COMPACTED FILL @ 95% STANDARD DENSITY 3/4"=1'-0" CONC. SLAB PER 8"x12" THICKENED FOUNDATION PLAN SLAB W/ (1) #5 CONT. W/ 3" COVER TYP. a. a: • GRADE 0 =1 I I=1 11=) 11= I-1 I III -1 I - =1 I III I I I=1 I E III—_III _ I—I 1 —I I I—IIM-11 1 III–III—III—� '1-11 1=1 !- 8" 141 8"1I - THICKENED EDGE (FRONT VIEW) CLEAN COMPACTED FILL @ 95% STANDARD DENSITY 3/4"=1'-0" 8" C.M.U. FINISH PER ELEV. FINISH FLOOR PENETRATING PIPE MAX. 4" #5 LOOP TIE (TYP.) REFER TO FOUNDATION PLAN FOR CONT. FOUNDATION INFORMATION FOOTING PER PLAN PVC SLEEVE MAX 6" DIA. CONTACT EOR FOR ADDITIONAL REVIEW FOR ANY PIPE INSTALLED PARALLEL TO FOUNDATIONS 41 PIPE PARALLEL TO FND TYPICAL FOUNDATION PENETRATIONS IF BEARING WALL STEEL AT 2 STORY LOCATIONS ABOVE - WALL °' a d° ANCHOR TO HAVE MIN. Q. GD •3 fl 7" EMBEDMENT BELOW Z MIN 5" LOWEST STEP OF #5 CONT. ® -U CURB i FOUNDATION PLAN (1) #5 CONT. W/ 1-1/2" FOR QUANTITY W M COVER TYP. z 90 -DEGREE #5 HOOK CONCRETE SLAB PER BARS AT CORNER, OR a d, ° a ��� FOUNDATION PLAN !� BARS AROUND ° CORNER. LAP REBAR ° e PER DETAIL MD08 ON d.. ° a. LINTEL PLAN 91 �07 4 ° 4 4' p d 8" /1 16" \ 1 4" (2) #5 BARS CONT. W/ 3" COVER TYP. CLEAN COMPACTED FILL @ 95% STANDARD DENSITY WHERE 2ND STORY OCCURS, FTG SHALL BE 1'-8" WIDE W/(3) #5 BARS qF§: DOUBLE STEP FOOTING 3/4"=1'-0" NOTE TO CONTRACTOR: ALL REINFORCEMENT SPECIFIED IN PLAN VERIFY W/ DETAILS FOR REQ'D FOUNDATION DETAILS SHALL TIE IN TO STEEL AT 2 STORY LOCATIONS ADJACENT MONO AND/OR STEM WALL FOUNDATIONS AS SPECIFIED THIS DETAIL. MIN. 24" BEFORE a g z ANOTHER STEP W C) _z 0O 444 d a LL 4A W ° O WW U) J VERIFY PLAN DETAILS W ..............� .. W p e. a I_ FOR REQUIRED #5 CONT. BARS. MAINTAIN h-1 3" COVER TYP. MIN. 1711� 16" MIN. VERIFY PLAN DETAILS I I I=1 11=1 11 BEND EACH CONT. #5 FOR REQUIRED #5 BAR AT STEP DOWN, CONT. BARS. MAINTAIN OR INSTALL #5 HOOK 3" COVER TYP. BARS FOR EACH CONT. BAR. LAP REBAR PER DETAIL MD08 ON LINTEL PLAN g§::9 TYPICAL STEP FOOTING DETAIL 8" CMU - CONC. SLAB PER FINISH PER ELEV. FOUNDATION PLAN FINISH FLOOR PENETRATING ° ° " ° 44 GRADE PIPE. MAX 4" " —IIIA PVC SLEEVE MAX I Id I= 6" DIAMETER i c., ;a I I FOOTING PER PLAN CLEAN COMPACTED L' FILL @ 95% STANDARD (SIDE VIEW) DENSITY (2) #5 x 4'-0" BARS CENTERED AT PIPE PVC OR SCH40 SLEEVE PENETRATION d D Q a ° a a. d a. a QIM . REFER TO I— ((—III—III—III FOUNDATION PLAN SEE FDN. FOR CONT. PLAN FORI III FOUNDATION SIZE & REINF. I INFORMATION PIPE PERPENDICULAR TO FND 3/4"=1'-0" HOLD BRG WALL BACK SO GYP FINISH IS 2x BRG WALL PER PLAN AND BEARING FLUSH F FOUNDATION BELOW WALL SCHEDULE CONC. SLAB PER FOUNDATION PLAN W > I 2x P.T. BASE PLATE ad. II ° ° 1 r: I I I -I I- -III I- I i I— I S I-�-I 11=► � 1- (2) #5 BARS CONT. W/ 3" COVER TYP. 6 8 CLEAN COMPACTED FILL @ 95% STANDARD DENSITY WHERE 2ND STORY OCCURS, FTG SHALL BE 1'-8" WIDE W/(3) #5 BARS qF§: BEARING SLAB STEP DOWN 3/4"=1'-0" VERIFY W/ DETAILS FOR REQ'D STEEL AT 2 STORY LOCATIONS FOR SIZE AND BASE °' a d° CONNECTION Q. GD •3 fl TOP COURSE TO BE Z a i #5 CONT. ® -U REINFORCEMENT SEE i FOUNDATION PLAN V, a.�' FOR QUANTITY a I ° 4l m% 0.44M s �K � °. . U Q g d t® . 90 -DEGREE #5 HOOK ° ° ° BARS AT CORNER, OR a d, ° a ��� BEND CONTINUOUS #5 d BARS AROUND d °i : ° CORNER. LAP REBAR PER DETAIL MD08 ON 4, LINTEL PLAN TYPICAL CORNER BAR DETAIL (TOP VIEW) 3/4"=1'-0" WOOD POST PER PLAN FOR SIZE AND BASE CONNECTION Q. GD •3 fl TOP COURSE TO BE Z CHAIR BLOCKS. ® -U ENTIRE BASE TO BE FILLED SOLID U Q g VA SEE ELETION CMU BASE W/ (1) #5 VERTICAL @ EA. CORNER. SEE PLAN FOR BASE SIZE; BARS ° TO TIE INTO EXT. FTG. fr-- BY TIE IN OR EPDXY ° t° CONNECTION i'°° d °' i. O THICKENED EDGE FOOTING PER MF08 ON w THIS SHEET BEYOND ° ° d CONC. SLAB OR °° 4 °d., . W U) PAVERS PER PLAN PITCH GRAD F' 1 SEE FOUNDATION FOR PAD SIZE W CLEAN COMPACTED �_. �J. ��,.�° ti• a _ FILL @ 95% STANDARD 11-j ,® .... DENSITY -� ... 1- qF71k FOOTING @ ENTRY MASONRY COLUMN / 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" � COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. S S I S S ° Q. GD •3 fl C 69 Z 9 fl� a ® -U W U Q g w LL fr-- O U W W co U rr®r M pW� O "fib, a 0 � o Z ° ' ii txriwi � U z am Z - E- ti CLU WUJ O P U ul 0C0 = S Z Q O J w(0 J O J0~0> -a o ~F�-- wO< o o Odau wYEoz WUQQW¢as W LL Z I-�Om Z M (n CD 0 L O `— Z 0� P� < 0 �.I W -J W LL1 W � H a: Z W W W U i W 3 O W (N Z W 0- N STRUCTURALENG: MCD DRAFTING: -STRUCT: AR QC CHECK: EA JOB No. PSQ-0205859 SCALE: AS INDICATED DATE: 08/16/2018 S S I S S IF MASONRY WALL OR COLUMN IS ABOVE, HOOK VERTICAL STEEL TO BOTTOM ROW OF STEEL. CONC. SLAB PER - FOUNDATION PLAN (2) #5 BARS @ TOP WHEN MONO DEPTH EXCEEDS 26", IF DEPTH < 26" THESE BARS ARE NOT REQ'D #3 STIRRUPS @ 48" - O.C. WHEN MONO DEPTH EXCEEDS 26", IF DEPTH < 26" THESE BARS ARE NOT REQ'D (2) #5 BARS CONT. W/ 3" COVER TYP. ALL REINFORCEMENT SHALL MAINTAIN 3" CLEAR TO GRADE AND 1-1/2" CLEAR TO ANY FACE EXPOSED TO WEATHER ;III- - — CLEAN COMPACTED 1 _4 FILL @ 95% STANDARD DENSITY DEEP MONOLITHIC FOOTING 3/4"=1'-0" NOT USED (2) #5 BARS @ TOP - WHEN MONO DEPTH EXCEEDS 26". NOT REQ'D. IF LESS THAN 26" DEEP CONC. SLAB PER — FOUNDATION PLAN ALL REINFORCEMENT SHALL MAINTAIN 3" CLEAR TO GRADE AND 1-1/2" CLEAR TO ANY FACE EXPOSED TO WEATHER r� Z Q> O z U (1) #5 BARS @ NOSING Q CLEAN COMPACTED III I I I I " (3) #5 BARS CONT. @ FILL @ 95% STANDARD 27 TEP SECTION W/3" DENSITY COVER TYP. kFi DEEP MONOLITHIC FOOTING W/ STAIR 3/4"=1'-0" TOP COURSE TO BE CHAIR BLOCKS. ENTIRE BASE TO BE I I WOOD POST PER PLAN GROUTED SOLID SEE ELEVATION FOR SIZE AND BASE ALL REINFORCEMENT CMU BASE w/ (1) #5 VERTICAL @ CONNECTION MAINTAIN 33" CLEAR TO HALL EACH CORNER CONT. TO FOOTING. .4 GRADE GRADE AND 1-1/2" CLEAR TO SEE FLR. PLAN FOR BASE SIZE °` ° O ANY FACE EXPOSED TO DEEP MONO FOUNDATION i a Q WEATHER PER PLAN ° > #3 STIRRUPS @ 48 O.C. WHEN w MONO DEPTH EXCEEDS 26", IF DEPTH IS LESS THAN 26", °.. U) STIRRUPS ARE NOT REQ'D. FORM TO MATCH PEDESTAL DIMENSIONS ABOVE. POUR WITH DEEP MONO FOOTING SEE FOUNDATION FOR SPREAD FOOTING SIZE. GRADE I— � CLEAN COMPACTED 0 = I �. Ifil FILL @ 95% STANDARD —_� DENSITY "'-III II ill�llill�llill�lli lel ; lel ; ��I—III=III=III—III—III-111=III-111=„Illi DEEP MONO REINFORCEMENT CONTINUOUS THROUGH COLUMN BASE. AT CORNERS: SPLICE PER PLAN FnC)TINC; n FNTRY MASONRY COLUMN W/ DEEP MONO 3/4"=1'-0” roperty of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive p J Q 1— z W 0 U) w 0 N Z O H 0 w Q0 w 0 O U C� z 0 m Q 0 O J LL_ w LL O z O in O w O J J Q r- W J T- a. 2 O U 0 z Q W a Q U W O z O O a. NW U F- 0 Q Ll.. O Z O Q U O J W I- 2 W U z Q 0 O U U Q z_ 0 W U) O 0- 2i (7 Z 0 Q O J 0 Z W T- 1-- 0 1- 0 z I— O F- 0 W z O III 0 U) W I— U F— U) J Q I— z W 0 w 11„ MI I gza � LLi �V a,® co 00 U) 9 atG/ oCiW#3 STIRRUPS @ 48. 0?- u � o Z O G? 5(n MOOHO.C. WEN N = I= °. �. GRADE c~n C- o-% Z y LLJ m U 0 =(D DEPTH EXCEEDS 26",I I —� °. • a' < ". ° 1°.° :.:e z 0 o a -111= IF DEPTH IS LESS — '�. ° e a _ — E -- THAN 26", STIRRUPS I —1 ®®a ° 111= b a e ARE NOT REQ'D. LLI CLEAN COMPACTED III I I I I " (3) #5 BARS CONT. @ FILL @ 95% STANDARD 27 TEP SECTION W/3" DENSITY COVER TYP. kFi DEEP MONOLITHIC FOOTING W/ STAIR 3/4"=1'-0" TOP COURSE TO BE CHAIR BLOCKS. ENTIRE BASE TO BE I I WOOD POST PER PLAN GROUTED SOLID SEE ELEVATION FOR SIZE AND BASE ALL REINFORCEMENT CMU BASE w/ (1) #5 VERTICAL @ CONNECTION MAINTAIN 33" CLEAR TO HALL EACH CORNER CONT. TO FOOTING. .4 GRADE GRADE AND 1-1/2" CLEAR TO SEE FLR. PLAN FOR BASE SIZE °` ° O ANY FACE EXPOSED TO DEEP MONO FOUNDATION i a Q WEATHER PER PLAN ° > #3 STIRRUPS @ 48 O.C. WHEN w MONO DEPTH EXCEEDS 26", IF DEPTH IS LESS THAN 26", °.. U) STIRRUPS ARE NOT REQ'D. FORM TO MATCH PEDESTAL DIMENSIONS ABOVE. POUR WITH DEEP MONO FOOTING SEE FOUNDATION FOR SPREAD FOOTING SIZE. GRADE I— � CLEAN COMPACTED 0 = I �. Ifil FILL @ 95% STANDARD —_� DENSITY "'-III II ill�llill�llill�lli lel ; lel ; ��I—III=III=III—III—III-111=III-111=„Illi DEEP MONO REINFORCEMENT CONTINUOUS THROUGH COLUMN BASE. AT CORNERS: SPLICE PER PLAN FnC)TINC; n FNTRY MASONRY COLUMN W/ DEEP MONO 3/4"=1'-0” roperty of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive p J Q 1— z W 0 U) w 0 N Z O H 0 w Q0 w 0 O U C� z 0 m Q 0 O J LL_ w LL O z O in O w O J J Q r- W J T- a. 2 O U 0 z Q W a Q U W O z O O a. NW U F- 0 Q Ll.. O Z O Q U O J W I- 2 W U z Q 0 O U U Q z_ 0 W U) O 0- 2i (7 Z 0 Q O J 0 Z W T- 1-- 0 1- 0 z I— O F- 0 W z O III 0 U) W I— U F— U) J Q I— z W 0 w I S S t { I s I Ln � LLi �V a,® co 00 9 atG/ 0 p �sy'� CO%all > Ln y u � o Z O G? 5(n LLI y LLJ m U 0 =(D w� Q 0LL rrr��ia�� LLI r) Z O I— IL U U) W W IY Uo Yo w e W OO Z O 6 � v Ur0Lij +.µru:.\Val m C U 00 z o� �S. z� m z ��fl- u) W r- W U w �� ®UTh Jrn E o 1 06 JO U r z QOJLL� I J -j0<0> -C) 0 U :Dz<0�2LLI W o 0= Z W Z ®< E W W Q�Ja = 1— O Ln (/) Ow o O `- Z CD �0 > W -J � W 0� 0 /0 Z U) LL3 � V " m W O Wa STRUCTURALENG: MCD DRAFTING: -STRUCT: AR QC CHECK: EA JOB No. PSQ-0205859 SCALE: AS INDICATED DATE: 08/16/2018 63,1 I S S t { I s I WITH TOP OF BLOCK FOR PROPER TRUSS/ FLOOR SYSTEM BEARING (MIN 3") z IL w d c� w } ry z O W Q AT CORNERS PRECAST "U" PROVIDE LINTEL W/ 3000 STANDARD #5 psi CONC. PER HOOK BAR. LAP LINTEL PLAN. IF OTHER BARS INTO REBAR IS LAP SPLICE CORNER AS REQ'D INDICATED IN NO -SHEAR WALL T OPENING LINTEL, #5 TO BE TYPI AL SHEAR WA HOOKED INTO .. #3 SIDE VERTICALS 41/4 0 15 4. 4. 41/4 ma d v e d A Oq a a a 1i BOTTOM STEEL IN LINTEL IF INDICATE - HOOK INTO VERTICAL CELLS PER MD08 Q �..1 1 ROUGH OPENING PER PLAN 0 e � ° METAL LATH OR WIRE SCREEN OVER COURSES NOT REQ'D TO BE FILLED. (SHEET METAL & PAPER FELT PROHIBITED) HOOK PER MD08 a � a a W W zr)Uy W d..INorco . e I:4. z c 0 o d ea ®tea d........ '4 a' a '4 . TYPICAL TRUSS ANCHOR PER PLAN PROVIDE SCREEN WHEN BLOCK BELOW IS NOT REQUIRED TO BE FILLED TYP. BOND BEAM 8" x 8" x 16" K.O. U)LINTEL BLOCK FILL W/ 3000 psi CONC. W/ (1) #5 DIA. REBAR ryO U_ Z d W W. d'. -{ . 4 p. I q 4. -7 GRADE 60 BAR SIZE e LENGTH LAP SPLICE BEND O �� LAP SPLICE 4'-6" 710 1423/1105 4360/1631 6036/2549 8328/3470 "A" NO -SHEAR WALL T OPENING "D" TYPI AL SHEAR WA L SEGMENT .. #3 17/8 41/4 7 15 4. 4. 41/4 a d #4 d 5 5/8 91/2 a 3 d 121/2 32 #5 31/8 7 Q. c 25 33/4 7 151/2 40 #6 d'. -{ . 4 p. I q 4. -7 GRADE 60 BAR SIZE e LENGTH LAP SPLICE BEND O LENGTH LAP SPLICE 4'-6" 710 1423/1105 4360/1631 6036/2549 8328/3470 "A" NO -SHEAR WALL T OPENING "D" TYPI AL SHEAR WA L SEGMENT "D" #3 17/8 41/4 7 15 4. 4. 41/4 91/4 d #4 d'. -{ . 4 p. I q 4. TYPICAL MASONRY CONSTRUCTION SEE PLAN FOR TOP OF WALL AND LINTEL INFO 3/4"=1'-0" LINTEL W/ TRANSOM DETAIL 3/4"=1'-0" SEE DOWEL LAYOUT PLAN FOR FILLED CELL INFORMATION. MIN. (1) IS REQUIRED ON EITHER SIDE OF OPENING U.N.O. (2) 2x8 SYP #2 P.T. WOOD HEADER TURNED SIDEWAYS. ATTACH (2) 2x8 SYP #2 P.T. HEADER TO MASONRY WALL W/ SIMPSON HU28-2 OR HUC28-2 HANGER @ EA. END. USING (14) 1/4" DIA. x 2 3/4" TAPCONS & (6) 10d NAILS INTO HEADER. NAIL EACH PLY AND EACH ADDITIONAL HEADER PLY W/ (2) ROWS OF 10d NAILS STAGGERED @ 6" O.C. AND MIN. 2" FROM ENDS. REFER TO DESIGN PLANS FOR REQUIRED IN -FILL FRAMING DIMENSIONS REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) -7 GRADE 60 BAR SIZE BEND O LENGTH LAP SPLICE BEND O LENGTH LAP SPLICE 4'-6" 710 1423/1105 4360/1631 6036/2549 8328/3470 "A" ° ffCff "D" "All "B" T14 "D" #3 17/8 41/4 7 15 1,71 41/4 91/4 24 #4 2112 5 5/8 91/2 20 3 55/8 121/2 32 #5 31/8 7 113/4 25 33/4 7 151/2 40 #6 33/4 a 14 30 41/2 81/16 TYPICAL MASONRY CONSTRUCTION SEE PLAN FOR TOP OF WALL AND LINTEL INFO 3/4"=1'-0" LINTEL W/ TRANSOM DETAIL 3/4"=1'-0" SEE DOWEL LAYOUT PLAN FOR FILLED CELL INFORMATION. MIN. (1) IS REQUIRED ON EITHER SIDE OF OPENING U.N.O. (2) 2x8 SYP #2 P.T. WOOD HEADER TURNED SIDEWAYS. ATTACH (2) 2x8 SYP #2 P.T. HEADER TO MASONRY WALL W/ SIMPSON HU28-2 OR HUC28-2 HANGER @ EA. END. USING (14) 1/4" DIA. x 2 3/4" TAPCONS & (6) 10d NAILS INTO HEADER. NAIL EACH PLY AND EACH ADDITIONAL HEADER PLY W/ (2) ROWS OF 10d NAILS STAGGERED @ 6" O.C. AND MIN. 2" FROM ENDS. REFER TO DESIGN PLANS FOR REQUIRED IN -FILL FRAMING DIMENSIONS REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) 1. 2. 3. 4. 5. 6. 7. GRADE 40 GRADE 60 BAR SIZE BEND O LENGTH LAP SPLICE BEND O LENGTH LAP SPLICE 4'-6" 710 1423/1105 4360/1631 6036/2549 8328/3470 "A" "Bff ffCff "D" "All "B" ffCff. "D" #3 17/8 41/4 7 15 21/4 41/4 91/4 24 #4 2112 5 5/8 91/2 20 3 55/8 121/2 32 #5 31/8 7 113/4 25 33/4 7 151/2 40 #6 33/4 81/16 14 30 41/2 81/16 181/2 48 #7 43/8 913/16 16 1/2 35 51/4 9 13/16 21 3/4 56 U + m c LAP SPLICE EMBEDDED STANDARD 90° HOOK STANDARD 180° HOOK REBAR SPLICE DETAIL 3/4"=1'-0" #3=2%" #4 = 2 z" #5=2%" #6 = 3" #7=3%" STD. 90 DEGREE ANGLE 3000 psi CONC. W/ (1) #5 DIA. REBAR 8" x 8" x 16" CMU U.N.O. INDICATES FILLED CELL FROM FTG. TO TIE BEAM W/ (1) #5 BAR W/ 3000 psi CONC. SEE MD08 FOR LAP INFO. PROVIDE CLEAN OUT OPENING @ GROUT FILLED CELL AND REBAR (TYP). MORTAR JOINTS SHOULD NOT BE CUT SEE FOUNDATION FOR FOOTING 0 m 0 co 0 M 0 M PRECAST LINTEL LOAD TABLE LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL 1. 2. 3. 4. 5. 6. 7. GENERAL CONCRETE LINTEL SCHEDULE APPROVED LINTEL MANUFACTURERS: CASTE -CRETE, QUALITY, LOTTS, & POWERS STEEL STANDARD LINTEL NOTES AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM. (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY OPENINGS. U.N.O. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO HAVE MIN. 8" BEARING EA. END LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK ASA MIN. 32" FOR THE LOAD CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS ADEQUATE FOR THE LOADS. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY, VERIFY WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS MATERIALS STANDARD LINTELS DLEAK OPENING 8" UNFILLED 8F8-1 B / 8F8 -0B 8F16-1 B / 8F16 -0B 8F24-113/81724-013 81`32-113/8F32-013 1'-6" 2231 3069/3069 6113/6113 8974/8974 10000 / 10000 2'-2" 1783 3069/3069 6113/5163 8974/8054 10000 / 10000 2'-8" 1343 2693 / 2561 6113 / 3820 8974 / 5961 10000 / 8107 3'-2" 1217 2165/1969 6113/2931 8672/4576 10000/ 6224 3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249 4'-0" 860 1651/1349 5365/1999 7342/3123 10000/4249 4'-6" 710 1423/1105 4360/1631 6036/2549 8328/3470 5'-2" 570 1232 / 1232 3480 / 2580 8360 / 3586 8825 / 4592 6'-2" 488 991 /991 2661/2143 5681/2698 6472/3685 7'-0" 416 752/699 1843 / 1625 3486/2602 6390/3302 8'-0"354 726 / 699 1843 / 1625 3486/2255 6205/2885 9'-2"1 315 618/535 1533/1247 1 2781/1946 4754/2489 10'-0" 292 567/454 1366/1277 2423/1770 4006/2263 10'-8" 277 492/352 1254/1132 2193 / 1567 3552/2003 11'-2" 255 471 / 352 1075/1075 1838/1567 2883/2003 12'-0" 239 1 418/297 1 1075/1045 1838/1446 2883/1848 12'-8" 0 369 / 261 1002 / 984 1697 / 1361 2630 / 1738 13'-4" 1 0 328/0 1234/0 1779/0 2662/0 14'-0" 0 292/0 1160/0 1660/0 2439/0 16'-0" 0 284/0 950/0 1379/0 1997/0 18'-0" 0 211/0 750/0 1177/0 1676/0 18'-8" 0 142/0 598/0 1114/0 1468/0 20'-0" 0 180/0 598/0 1024/0 1441/0 20'-8" 0 1 145/0 550/0 981/0 1376/0 22'-8" 0 110/0 450/ 0 824/0 1147/0 RECESSED LINTELS -FILLED 8F24-1 B/1T CLEAR OPENING 8R6-1 B/8R6-OB 8R14-1 B/8R14-OB I 8R22-1 B/8R22-OB 2'-4" 1 1694/1694 3725/3280 5499/5421 2'-8" 1425/1425 3343/3280 4933/4933 3'-0" 1230/1230 2769/2769 4085/4085 3'-4" 1081 / 920 2769 / 1716 4085 / 2839 4'-4" 846 / 833 2121 / 1716 3127/2839 5'-4" 664/572 1 1761/1761 2595/2595 6'-4" 1 526/434 1539/1539 1329/2267 7'-4" 1 480/322 1334/133 964/1552 8'-4" 415 / 235 1159/1152 1 1694/1552 1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER 2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN 3) POWERS STEEL LINTELS MUST ALWAYS BE FILLED. 14'-8" 6'-0" OK MIN. 16'-0" WALL LEGEND Q = 9-4 T.O.M. = INTERIOR/EXTERIOR BEARING WALL (OR LINTEL ® = 10'-8" T.O.M. IF REFERENCED ON SHEET S4). VERIFY HEIGHT W/ ARCHITECTURAL PLANS U.N.O. 8" WIDE X 8" LONG BEAM POCKET. SEE FRAMING PLAN FOR BEAM INFORMATION �_We won NWLI 1/8"=1 1-011 1. f PRECAST LINTELS = 3500 PSI. 2. fc PRESTRESSED LINTELS = 6000 psi. 3. GROUTED PER ASTM C476 f = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11' SLUMP. 4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE STRENGTH = 1900 PSI. 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW RELAXATION. 7/32 WIRE PER ASTM A510. LINTEL DESIGNATION SCHEDULE LINTEL F = FILLED WITH GROUT MARK REQUIREMENTS U = UNFILLED R = RECESSED & FILLED WITH GROUT O 8R6 -013/1T QUANTITY OF #5 REBAR @ BOTTOM OF LINTEL CAVITY O 8F8-0B/1T 8F16-1__B/1T 8R14-1B/1T �— QUANTITY OF #5 REBAR AT TOP O 81716-1B/1T NOMINAL HEIGHT TYPE DESIGNATION NOMINAL WIDTH O8R14-0B/1T 8F16-0B/1T o� aaa*... s���®y� CO 1-1/2" CLEAR o� z J 4: i t U 8F20-1B/1T �W t j U ®�• _j r = zCO�0 �( er p' ® & �i 0 #5 REBAR AT TOP MIN. (1) REQ'D z �9(s Z OH 8F20-OB/1T o D- Q z Lu � C.M.U. GROUT O 8R22-1B/1T I-- 4 O 8F24-1 B/1T #5 REBAR AT BOTTOM OF LINTEL r CAVITY BOTTOM REINFORCING PROVIDED O 8R22-0B/1TI` 7-5/8" ACTUAL IN LINTEL (VARIES) O 81724-OB/1T 8" NOMINAL WIDTH FILLED O 8R30-1B/1T C0 O 8F32-1B/1T 1-1/2" CLEAR 0 F- O 8R30-0B/1T 0 LLI Q ELI _ 4. #5 REBAR AT TOP MIN. (1) REQ'D s 0 8F32 -0B/1T v J U° Q z °O C.M.U. O 8F38-1B/1T Ak a O O �z A� o o O 81712 -1B/1T U Q 81740 -1B/1TBOTTOM L REINFORCING PROVIDED z 8" 7-5/8 ACTU NOMINAL WIDTH UNFILLED IN LINTEL (VARIES) 8F28 -1B/1T F(D 81740 -0B/1T L6r 1-1/2" CLEAR Z w o #5 REBAR AT TOP MIN. (1) REQ'D ® z W W TOP KNOCK OUT/ LINTEL BLOCK ci0U)w ° COURSE I- X W 00 0 m Q e #5 REBAR AT BOTTOM MIN. (1) ti J REQ'D fW 16 GA. POWERS STEEL BOXED O K 7-5/8" ACTUAL LINTEL 8" NOMINAL WIDTH POWERS STEF-L SAFE LOAD TABLE. NOTES 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL RECESSED LINTELS BASED ON 4" NOMINAL BEARING. 2. 0 = NOT RATED. 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL. 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS'IN 8" LINTELS ONLY. 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF SUPPORT. 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. 9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT. COPYRIGHT MCD 2015: The information contained in this document is copyrighted end is the exclusive property of MONTA CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. f f f f f f f o� aaa*... s���®y� CO o� z o � d u� i t U �W t j U ®�• _j zCO�0 �( er p' ® & �i 0 z �9(s Z o D- I-- Z _O I— IZ C0 0 LLI >Y U° w hb Ak a O A� o o ° U Q z �m z ..� 2 W r- co (n w — U r W W U � � m E I— °g _' O C�wz6ce) m... Z~z>Jo0 Q O -� w cfl fJ m J0Qo}(D w � 0 :DU)NOO�� Q ca .M z<0?: i o I-- ©zzwz Ozi-WYO E 0� Z� Cl) WO LL Z o 0� P < 0 _j W _j _a W� ie = z U) L1. =)V2 U � � O 0) 0- 'Z.,, a. cel STRUCTURALENG: MCD DRAFTING: -STRUCT: AR QC CHECK: EA JOB No. PSQ-0205859 SCALE: AS INDICATED DATE: 08/16/2018 4 A f f f f f f f DNNECT FT4 TO LVL / SIMPSON HHUS28-2 15.25x16 10TTOM D_ 9'-4" NT. t J _d z W U) W O N_ z O H W F- W O U (D z_ ❑ J m 0 O J W W F- I LL O U) z O O a- W O J J d s U) W J 0_ O U ❑ z d C 0_ W 0- T_ U I.L O U) z O U) O 0! CL LLI 0_ I— U F✓ U) 0 d U) LL O z O Q U O J W H W U Z d ❑ o' O U U d Z_ ❑ W U) O a - z 0 d O J ❑ Z_ W ❑ z U) O W z (D U) W ❑ W h U ❑ I- U) J d t- W ❑FIRST FLOOR FRAMING PLAN Z W NOTE: SEE PAGE 6 FOR NOTES AND CONNECTOR LEGEND -COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. s I t I t I I I E I ��r ��11�9i91�a+®lf,� Lj �y JU®'3py®3 /V•�,, yam r, .� d O LL U) Z C`5 g U CIO. _ ®w ®0 s O® �U J ��gJ a�"9 ❑ z 04 �'+� q",goo V 9 �� LL LIJ Z O ry�ry Ldp U W W Uo • M H o�bJ a O z= z O�U�� z LL z (DL �_ U) L11 O I„Ljv�w ®�xt-jo�' :D ter' o ® ^ _ W J O U)~ r U - z> M ZJO c LLJ LL QOmu..� c _j0<0> -C) :DcnNOQ� O c}a p� VJ U)QNo0 Uj zpOZWZ o E W dW J a 'S U1 0_ U) O 11 0 O `- Z e ®� �® Uj_jLLI LU�= o �It :CZLU U) L11 LU � W �. LU 0 O W M>_ STRUCTURAL ENG: MCD DRAFTING: -STRUCT: AR QC CHECK: EA JOB No. PSQ-0205859 SCALE: AS INDICATED DATE: 08/16/2018 S5A s I t I t I I I E I -T slide . � ! •"BEAM SCHEDULE SCHEDULE __im CONNECTION & FASTENERS UPLIFT VALUES VALUES TAG HEADER FASTENERS TAG STUD LUMBER CAP. BLOCKING A (2)2X4 SPF #2 BUILT UP STUD COLUMN TAG SIMPSON CONNECTOR TYPE TAG BEAM SIZE CONNECTIONS SPACING SPECIES TOP BOTTOM (plf) SPF(Ib) SYP(Ib) ATTACH KING STUD TO HEADER w/(6) (2)12d (2)12d HETA16 w/(9) 10dx1-1/2" NAILS OR HETA20 w/(9) 10dx1-1/2" H2x6 (2)2x6 #2 SYP w/4' FLITCH PLATE NO B (3)2X4 SPF #2 BUILT UP STUD COLUMN TO POST: SIMP. HTS20 OR MSTA18 16d NAILS BW1 16" SPF TOENAILS TOENAILS MID -SPAN 1 NAILS. AT PARALLEL TRUSS CONDITIONS USE LTA2 FRAME TO CMU 1810 1810 TO BEAM,: SIMP. HUC48 w/(14)16d & (6)-10d NAILS UPLIFT w/(10) 10dx1-1/12" NAILS @ 24" O.C. U.N.O. 2 HETA16 OR (2)HETA20 (2)2x8 #2 SYP TO MASONRY: SIMP. HU48 OR HUC48 ATTACH KING STUD TO HEADER w/(8) C (4)2X4 SPF #2 BUILT UP STUD COLUMN () 1 B2x8 WITH 1/2" FLITCH 1� 2" H2x8 (2)2x8 #2 SYP w/2" FLITCH PLATE SP4 W/(6) SP4 W/(6) 570 plf MID -SPAN (1)ply TRUSS (10)10d x 12' NAILS FRAME TO CMU ()ply 2035 0)ply 2035 PLATE w/(6)10d NAILS & (14)4 x24 16d NAILS BW2 16" SPF 10d x 14' NAILS 10d x 12" NAILS (2)ply TRUSS (12) 16d x 12 NAILS (2)ply 2500 (2)ply 2500 TAPCONS H2x10 2)2x10 #2 SYP w/2" FLITCH PLATE ATTACH KING STUD TO HEADER w/(10) pO (2)2X6 SPF #2 BUILT UP STUD COLUMN ON MASONRY: (1) SIMP. MSTAM24 SP4 W/(6) SP4 W/(6) H10A w/(18)10d x 12' NAILS OR H10A 1015 H10A 1340 16d NAILS BW3 16" SPF �„ 570 plf 3rd. PT. 3 �„ FRAME TO FRAME 10d x 12 NAILS 10d x 1�„ 2 NAILS (2)ply TRUSS H10A-2 w/(18) 10d x 1 2 NAILS H10A-2 1070 H10A-2 1245 TO POST: SIMP. HTS20 OR LSTA18 H2x12 2)2x12 #2 SYP w/2" FLITCH PLATE ATTACH KING STUD TO HEADER w/(10) < (3)2X6 SPF #2 BUILT UP STUD COLUMN TO BEAM: SIMP. HUC410 w/(18)16d & 16d NAILS BW4 SPF (3) 12d (3) 12d NO MID -SPAN HTS20 w/(24)10d x 12' NAILS FRAME TO FRAME 1245 1450 (2)2x10 #2 SYP (10) 10d NAILS 12 TOENAILS TOENAILS UPLIFT (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) B2x10 WITH 1/2" FLITCH TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d ATTACH KING STUD TO HEADER w/(6) FO (2)2X8 SPF #2 BUILT UP STUD COLUMN H3.5x5.5 (2)1.75"x5.5" LVL PLATE NAILS & (18)4"x24' TAPCONS 16d NAILS SP4 W/(6) SP4 W/(6) (� (2)HTS20 w/(24)10d x 12' NAILS FRAME TO FRAME 2490 2900 ON MASONRY: (1) SIMP. MSTAM24 BW5 12" SPF 10d x 1z' NAILS 10d x 12' NAILS 760 plf MID -SPAN (5 l (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) H3.5x7.25 (2)1.75"x7.25" LVL ATTACH KING STUD TO HEADER w/(8) O (3)2X8 SPF #2 BUILT UP STUD COLUMN 16d NAILS SP4 W/(6) SP4 W/(6) 66 H2.5A w/(10)8d FRAME TO FRAME 535 600 TO POST: SIMP. HTS20 OR L 8)164 BW6 12" SPF 1„ 1„ 760 plf 3rd. PT. TO BEAM: SIMP. HUC410 w/(18)16d & ATTACH KING STUD TO HEADER w/('10) 10d x 12 NAILS 10d x 12 NAILS (3)2X4 SYP #2 BUILT UP STUD COLUMN (2)2x12 #2 SYP (10) 10d NAILS H3.5x9.25 (2)1.75 x9.25 LVL 16d NAILS MTS12 w/(14)10d x 12' NAILS (3) 12d (3) 12d NO a FRAME TO FRAME 860 1000 B2x12 WITH 1/2" FLITCH TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d TOENAILS TOENAILS UPLIFT MID -SPAN O (2)2X6 SYP #2 BUILT UP STUD COLUMN (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) PLATE NAILS & (18)4"x24' TAPCONS ATTACH KING STUD TO HEADER w/(12) BW7 16' SYP H5.5x11.25 (3)1.75"x11.25" LVL 16d NAILS MGT w/(22)10d 5' EPDXY ANCHOR w/SIMP. SET -XP EPDXY ON MASONRY: (2) SIMP. MSTAM24 SP4 W/(6) SP4 W/(6) � $ FRAME TO CMU 3330 3965 (3) 2x12 #2 SYP w/ 2' FLITCH ATTACH KING STUD TO HEADER w/(10) BWS 16" SYP 664 plf MID -SPAN O (2)2X8 SYP #2 BUILT UP STUD COLUMN MIN. 12" EMBEDMENT H3x12 10d x 12' NAILS 10d x 12' NAILS TO POST: SIMP. HTS20 OR LSTA18 PLATE BETWEEN PLIES 16d NAILS HTT4 w/(18)16d x 2Z" NAILS & $" EPDXY ANCHOR w/SIMP. FRAME TO CMU 3640 4235 TO BEAM: SIMP. HUC410 w/(18)16d & SP4 W/(6) SP4 W/(6) SET EPDXY MIN. 7" EMBEDMENT (10) 10d NAILS HEADER SUPPORT SCHEDULE BW9 16" SYP 2, 664 plf 3rd. PT. OL 4x4 SYP #2 POST HGT-2 w/ 16 10d NAILS w/ 2 -EPDXY ANCHOR w/SIMP. 63.2511. 10d x 1- NAILS 10d x 12 NAILS 3„ (2)1.75"x11.25" LVL TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d 10 ( ) () 4 FRAME TO CMU 10980 8910 NAILS & (18)4"x24' TAPCONS SEE PLAN FOR WALL WIDTH SET EPDXY MIN. 12" EMBEDMENT OPENING SIZE JACKS @ EA. END KINGS @ EA. END(2) 12d (2) 12d NO O 6x6 SYP #2 POST ON MASONRY: (2) SIMP. MSTAM24 BW10 12" SYP TOENAILS TOENAILS UPLIFT MID -SPAN 1'-0" TO 3'-11" 1 1 11 HTSM16 w/(8)10d NAILS & (4) 4"x 24" TAPCONS FRAME TO CMU 1010 1175 SP4 W/(6) SP4 W/(6) O 8x8 SYP #2 POST TO POST: SIMP. HTS20 OR LSTA18 BW11 12" SYP 11 �„ 885 plf MID -SPAN TO BEAM: SIMP. HUC410 w/(18)16d & 4'-0" TO 7'-11" 2 2 10d x 12 NAILS 10d x 12 NAILS 12 LSTA18 w/(14)10d NAILS HEADER TO STUDS 1110 1235 (10) 10d NAILS 63.5x11. (2)1.75"x11.875" LVL TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d 8'-0" TO 9'-11" 2 3 SP4 W/(6) SP4 W/(6) P 3-1/2"x3-1/2" LVL COLUMN. 875 i, 2 BW12 12" SYP �„ �„ 885 plf 3rd. PT. NAILS & (18)4 x24 TAPCONS 10d x 12 NAILS 10d x 12 NAILS 13 (2)LSTA18 w/(14)10d NAILS HEADER TO STUDS 2220 2470 ON MASONRY: (2) SIMP. MSTAM24 10'-0" TO 12'-0" 3 4 O 3-1/2"x5-1/4" LVL COLUMN. �+ c SP4 W/(6) SP4 W/(6) 280 plf MID -SPAN 14 LSTA18 w/(14)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 833plf 928plf STANDARD HEADER NOTES BW13 16 SPF 10d x 12' NAILS 10d x 12' NAILS TO POST: SIMP. HTS20 OR LSTA18 ft IZ @ 32"o.c. @ 32"o.c. OR 3-1/2"x7" LVL COLUMN. TO BEAM: SIMP. HUC410 w/(18)16d & 1. VERIFY w/PLAN FOR CORRECT LENGTH OF HEADER REQ'D. SIZE INDICATED ON PLAN 15 LSTA24 w/(18)10d NAILS CENTERED EACH STUD STUDS TO BEAM/GT 1235 1235 (10) 10d NAILS SP4 W/(6) SP4 W/(6) 380 If B3.5x16 (2) 1.75"x16" LVL TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d IS MINIMUM REQ'D. PER LOCATION. LARGER HEADER MAY BE INSTALLED w/OUT BW14 12" SPF 10d x 1-1" NAILS 10d x 1'" NAILS p MID -SPAN APPROVAL FROM E.O.R. 2 2 O 3-1/2"x9-1/2" LVL COLUMN. NAILS & (18)4"x24" TAPCONS @ 24"o.c. @ 24"o.c• ON MASONRY: (2) SIMP. MSTAM24 2. ALL HEADER JACKS/KINGS TO MATCH WALL LUMBER GRADE U.N.O. ON PLAN. 16 MSTC28 w/(36)16d SINKERS CENTERED STUDS TO BEAM/GT 2980 3455 ATTACH STUDS TOGETHER FOLLOWING DTL. WF08/SD3. O 3. NAIL #2 SYP HEADER PLIES TOGETHER USING: (2) ROWS OF 10d NAILS @12" O.C. ONE STANDARD BEARING WALL W/STRAPS NOTES T 5-1/4„ x5-1/4' LVL COLUMN. SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X6 AND 2X8 HEADERS. (3) ROWS OF 10d 17 MSTC40 w/ (52) 16d SINKERS CENTERED STUDS TO BEAM/GT 4305 4745 TO POST: (2) SIMP. HTS20 OR LSTA18 NAILS @12" O.C. ONE SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X10 AND 2X12 1. VERIFY w/PLAN FOR WALL SIZE. ASSUME 2x4 STUDS U.N.O. V 5-1/4"x7" LVL COLUMN. ON MASONRY: (2) SIMP. MSTAM24 HEADERS. NAILING ABOVE IS FOR TOP -LOADED HEADERS ONLY. CONTACT E.O.R. IF 2. ALL LUMBER TO BE EITHER SPF #2 OR SYP #2 U.N.O. ALWAYS NAIL STUDS TO LTT20B w/(10) 10d NAILS & 4" EPDXY ANCHOR w/SIMP. SET COLUMN TO FTG.OR 1290 1300 5.25x16 (3) 1.75"x16" LVL MEMBERS BUCKET INTO HEADER TOP AND BOTTOM PLATE W/ (3) 12d TOENAILS. 18 EPDXY MIN. 7" EMBEDMENT CMU * U.N.O.FASTEN LVL PLIES TOGETHER USING (3) 4. NAIL KING STUDS TO HEADER w/(3) 10d TOENAILS PER SIDE IN ADDITION TO NAILING 3. CONNECTORS ARE TO BE INSTALLED @ EA. STUD U.N.O. @ 2x6 STUDS. USE O7"x7" LVL COLUMN. ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. PER HEADER SCHEDULE. SP6 AND @ 2x8 WALLS USE SP8 INSTEAD OF INDICATED SP4. HTT4 w/(18) 16d x 22' NAILS w/$" EPDXY ANCHOR w/SIMP. EACH SIDE 5. IF MORE THEN (1)KING IS REQ'D. AS PER HEADER SUPPORT TABLE, GC TO INSTALL 4. IF BEARING WALL IS NOT CALLED OUT CONTACT E.O.R. /� 19 SET EPDXY MIN. 7" EMBEDMENT -AT LVL / PSL COLUMNS COLUMN TO FTG. 3640 4235 REQ'D. NAILS FROM 1 st KING INTO HEADER THEN ATTACH ADDIT'L KING PER DTL. 5. IF "BW" CALLED OUT ON 2nd FLR. SEE PLAN FOR STUD TO STUD CONNECTIONS. 3 1/2" X 11 7/8" LVL COLUMN USE 18 #10x1-1/2" SD SCREWS INSTEAD OF NAILS WF08/SD3. OTHERWISE, CONTACT E.O.R. FOR REQ'D. WOOD SCREWS. 6. MID OR 3 PT. BLOCKING TO BE 2x W/(2) 12d TOENAILS EACH END. (3)HTS20 w/(24)10d x 12" NAILS TO POST: (2) SIMP. HTS20 OR LSTA18 6. IF HEADER IS NOT SPECIFIED CONTACT E.O.R. 7. BASE PLATE TO BE ATTACHED TO FOOTING USING 11'J -BOLTS OR EPDXY 20 (AT EXT LOCATIONS INCLUDE (3)12d TOENAILS) FRAME TO FRAME 3735 4350 ON MASONRY: (2) SIMP. MSTAM24 7. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS. 2 O 5 1/4" X 9 1/2" LVL COLUMN ANCHOR W/ WASHER@ 6 FROM EA. END OF BASE PLATE &WALL OPENINGS & 63.5x20 (2) 1.75"x20" LVL 8. SEE DTL. WF09/SD2 FOR 1ST FLOOR HEADER CONSTRUCTION AND CONNECTIONS AT AT 32" o.c. W/ 7" MIN. EMBEDMENT. USE SIMPSON SET -XP EPDXY W/ EPDXY 21 MSTCM40 W/ (14) 16d SINKERS AND (10) 1/4"x2-1/4" TITENS FRAME TO CMU 2420 2800 * U.N.O.FASTEN LVL PLIES TOGETHER USING (4) 2 STORY CONDITIONS. SEE 2ND FLOOR NOTES FOR MORE INFO. ANCHORS. p 8. NO ADDITIONAL BASE CONNECTIONS TO THE FOUNDATION ARE REQ'D. IF BRG. STANDARD COLUMN NOTES ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. EACH SIDE ROOF NOTES. WALL IS INDICATED W/BW1, BW4, BW7 OR BW10. THESE WALLS ARE ONLY 22 SIMPSON HGUS 5.50/10 W/ (63) 16d NAILS GIRDER TO COL./ BM 9100 4095 SUPPORTING THE FLOOR LOAD AND DO NOT HAVE UPLIFT. THE STUDS ARE TO 1. NAIL ALL BUILT-UP STUDS PER DTL. WF08/SD3. STANDARD 'AN DARD BEAM NOTES 1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN. BE TONAILED/ENDNAILED TO THE PLATES & THE 2x P.T. BASE PLATE CAN BE MGT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRU 2. TOP PLATE HEIGHTS VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND ATTACHED W/HARD CASED GUN NAILS AND WILL NOT REQ. THE ANCHOR BOLT 2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD ATTACHMENT INDICATED IN THE BEARING WALL NOTES. 23 DBL. TOP PLT. TO INVERTED HDUS ATTACHED TO POST. FRAME TO FRAME 3300 3965 1. NAIL ALL (2) 2x SYP BEAMS TOGETHER USING (3) ROWS OF 12d NAILS @ 12" ELEVATIONS FOR BEARING HEIGHTS. BE P.T. OR WOLMANIZED. INVERTED HUD5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS 3. TRUSS SPACING SHALL BE 24" O.C. MAX. UNLESS OTHERWISE NOTED. 9. FOR BEARING WALL TO MASONRY CONNECTION SEE DETAIL MD03/SD1 U.N.O. O.C. (TYP. ONE SIDE) MIN. 2" FROM TOP AND BOTTOM OF BEAM CONVENTIONAL FRAMING SHALL BE 16" O.C. MAX. OR AS OTHERWISE NOTED. ON PLAN. 3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP 4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS 10. AT HEADER LOCATIONS WITHIN BEARING WALLS SEE DETAIL WF09/SD2 U.N.O. SOLID POSTS. AT EXTERIOR CONDITIONS STANDARD CONNECTOR NOTES 2. NAIL ALL 2 -PLY LVL BEAMS (MAX. 12" DEEP) TOGETHER USING (3) ROWS OF AND AT VOLUME AREA UNLESS NOTED OTHERWISE. STUDS CAN BE 24" O.C. W/ ON PLAN. 4x4: ABU44 wl(12)16d NAILS & $" EPDXY ANCHOR w/MIN. 12d NAILS @ 6" O.C. (TYP. ONE SIDE) MIN 2" FROM TOP AND BOTTOM OF BEAM 11. COLUMNS WITHIN BEARING WALLS w/UPLIFT THAT DO NOT SHOW A BASE SINGLE TOP AND P.T. BASE PLATE LEAVE 1-1/2" GAP FROM TOP PLATE TO TRUSS 7" EMBEDMENT BOTTOM CHORD. CONNECT TRUSS TO NON-BEARING WALL w/ SIMPSON DTC OR CONNECTION: CONTRACTOR TO INSTALL SP4/SP6/ SP8 AT EACH STUD 1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP. HETA16/20, U.N.O. ON PLAN. 3. VERIFY w/PLAN CORRECT LENGTH OF BEAM REQ'D. (MIN. 4" BRG. EA. END) (2) TOP/BOTTOM AND HAVE A J -BOLT OR EPDXY ANCHOR WITHIN 6" FROM THE 6x6: ABU66 w/(12)16d NAILS & $' EPDXY ANCHOR w/MIN. 12d TOENAILS. COLUMN. 7" EMBEDMENT AT FLOOR TRUSSES PARALLEL TO MASONRY WALLS CONNECT w/SIMP. LTA2's @ 24"o.c. OR 32"o.c. VERIFY w/ TRUSS SHOP 4. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS. 5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE 12. IF PLUMBING IS TO BE RUN THROUGH BEARING WALL, CONTACT E.O.R. FOR 8x8: ABU88 w/(18)16d NAILS & (2)q' EPDXY ANCHORS w/ DRAWINGS FOR VERTICAL SPACING WITHIN FLOOR TRUSS. (IF SITTING ON FRAME WALL USE SIMP. LSTA18(14) @ 24"o.c. CONTINUOUS FROM FLOOR TO CEILING. FURTHER REVIEW. MIN. 7" EMBEDMENT OR 32"o.c.) 5. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY WITHOUT 6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE FOLLOWING 13. AT NON-BEARING WALL LOCATIONS 2x4 SPF#2 STUDS @ 24"o.c. MAX. ARE WRITTEN ADDITIONAL LOADS: ADEQUATE. AT NON-BEARING HEADERS USE (2)2x4 FLAT w/(3)12d TOENAILS EA. 4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOP CONNECT ALL CONTINUOUS RIM BOARDS TO TOP OF MASONRY W/SIMP. LTA2, @ 32"o.c. APPROVAL FROM THE E.O.R. A) ALL CEILING HUNG SOFFITS AND SOFFITS SIDE AND CRIPPLE STUDS AT 24"o.c. AT 2 -STORY OPEN AREAS INSTALL AND BASE PLATE U.N.O. ON PLANS. MAX. AND (2) AT EACH CORNER. WITH CABINETS AS SHOWN ON PLANS. NON-BEARING WALL STUDS @16"o.c. A SINGLE BASE PLATE (P.T. IF AGAINST 6. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS B) ATTIC LOCATED HVAC UNITS AS SHOWN ON PLANS. CONCRETE) AND SINGLE TOP PLATE ARE ADEQUATE. LEAVE A 1 1/2" GAP FROM 5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS. 2. ALL TRUSS/BEAM TO FRAME CONNECTIONS TO BE SIMP. H10A FOR SINGLE PLY, OR H10A-2 7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMENTS TRUSS TO TOP PLATE AND ATTACH USING SIMPSON DTC CLIP (SEE DETAILS FOR 2 -PLY U.N.O. ON PLAN OF ALL HARDWARE BEFORE INSTALLATION. WF20 & WF21/SD2). ATTACH BASE PLATE w/ EITHER GUN NAILS @32"o.c. OR STANDARD NAIL SCHEDULE 8. GC REQ'D TO PROVIDE PERMANENT BRACING/ BLOCKING PER BCSI 1 (CURRENT (2)12d NAILS TO EACH FLOOR TRUSS. 3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR. EDITION). SEE COVER SHEET NOTES FOR MORE INFO & STANDARD DETAILS IN THIS © QQ CX IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS. DRAWING SET FOR ADDITIONAL BRACING/ BLOCKING INFO. ROOF EXT. WALL NAILING SHEATHING NOTES STANDARD NAIL GENERAL DIAMETER/ LENGTH 4. CONNECT ALL INTERIOR FLOOR TRUSSES/JOISTS TO INTERIOR BRG. WALLS USING (3)12d TOENAILS. 9. ALL TRUSS -TO -TRUSS CONNECTORS ARE TO BE PROVIDED BY TRUSS SUPPLIER. THIS INCLUDES BUT IS NOT LIMITED TO PIGGY BACK TRUSSES AND VALLEY ROOFS:5. ALL TRUSS TO TRUSS CONNECTIONS TO BE SPECIFIED BY TRUSS MANUFACTURER, U.N.O. ON PLAN. TRUSSES 7/16" OSB (WITH SHINGLE), 5/8" OR 19/32" OSB (WITH TILE) 8d .131" x 22" ROOF SHEATHING TO BE 10. USE 5/8" TYPE X GYPSUM BOARD ON CEILING IN GARAGE WHEN LIVING SPACE IS FASTENING WITHIN 4'-0" 7/ EAVES (W BE 4" O.C. AT ALL SUPPORTED EDGES AND 6" 6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP. HTSM16 @ EACH MISSED HETA16/20 ABOVE THE GARAGE. O.C. IN FIELD. FOR ALL OTHER AREAS NAIL @ 6" O.C. AT ALL SUPPORTED EDGES AND 10d .148" x 3" STRAP LOCATION. IF DOUBLE HETA16/20 @ A 2 -PLY OR 1 -PLY TRUSS IS MISSED, USE (2)HTSM16 STRAPS. 11. IF ROOF TRUSS LAYOUT DEPICTS TRUSS LABELS ID'S, THIS LAYOUT HAS BEEN 6" O.C. IN FIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULAR IF UPLIFT IS HIGHER THEN 2100lbs, CONTACT E.O.R. FOR FURTHER REVIEW. PROVIDED BY A TRUSS COMPANY TO USE FOR THEE DESIGN OF THIS PROJECT. TO SUPPORTS (TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOF OTHERWISE AN ENGINEERED LAYOUT HAS BEEN DETERMINED BUT PRIOR TO SHEATHING JOINTS EXCEPT AT PITCH CHANGE LOCATIONS. PLY CLIPS TO BE 12d .148" x 34" CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOP SPACED NO MORE THAN 24" O.C. FLOOR FRAMING NOTES DRAWS ARE TO BE SUBMITTED TO ENGINEER OF RECORD (E.O.R.) FOR REVIEW AND APPROVAL. AT THIS TIME THE E.O.R. RESERVES THE RIGHT TO REVISE THE GABLE ENDS: 16d .162" x 3Z" PLAN AS REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT AND TRUSS ALL SHEATHING TO BE MIN. 15/32 O.S.B. AND SHALL BE NAILED (1) ROW @ 3 O.C. GENERAL NOTES SHOP DRAWS, ADDITIONAL FEE'S MAY APPLY. STARTING CONSTRUCTION OR AT TOP PLATE AND (1) ROW AT BOTTOM PLATE OF WALL, 6" O.C. ALL OTHER TRUSS FABRICATION PRIOR TO THIS REVIEW IS NOT ADVISED, AND THE E.O.R. IS EDGES AND 6" IN FIELD. BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS. 1. FLOOR JOIST/TRUSS HANGERS SUPPLIED &ENGINEERED BY FLOOR JOIST/TRUSS CO. NOT RESPONSIBLE FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IF 8d RING SHANK 113" x 2$" 2. REFER TO TRUSS MANU. DRAWINGS FOR TRUSS DESIGNATIONS. CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS REQUIRED, UNLESS EXTERIOR WALLS: 3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS REQ. LAYOUT IS REVISED W/OUT WRITTEN APPROVAL FROM MCD. SEE WF10/SD4 FOR MORE INFO.NAILING NOTES CONTACT E.O.R. ALONG WITH TRUSS CO. TO VERIFY FLOOR TRUSS DESIGN. 12. IF DESIGN DOCUMENTS INDICATE THAT AN A/C UNIT IS TO BE RECESSED INTO THE 4. FLOOR JOIST/ TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBING ROOF SYSTEM, THE TRUSS SUPPLIER IS TO COORDINATE WITH THE DESIGNER AND NAILS: TO AVOID CONFLICT. BUILDER TO DETERMINE THE REQUIRED SIZE. (2) 751b MIN POINT LOAD SHOULD BE NAILS USED IN ROOF SHEATHING APPLICATIONS SHALL BE 8d RING SHANK NAILS. 1. CONTRACTOR MAY USE A DIFFERENT NAIL THEN 5. ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE SPECIFIED BY THE MANUFACTURER. ADDED TO EITHER THE TOP OF BOTTOM CHORD OF THE TRUSS IN THE AFFECTED ALL OTHER SHEATHING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK, INDICATED AS LONG AS IT MEETS OR EXCEEDS THE 6. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL INFORMATION AREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS. HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE DIAMETER AND LENGTH INDICATED. REQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSIONS NOT SHOWN HERE. CONNECTIONS OF THE A/C UNIT TO THE TRUSSES SHOULD BE SUPPLIED BY EITHER EQUIVALENT TO HAND DRIVEN NAILS. FASTENERS FOR PRESERV-ATIVELY FLOOR SHEATHING NOTES THE CONTRACTOR OR A/C SUPPLIER. TREATED WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL, 2. CONNECTORS MAY USE DIFFERENT NAIL LENGTHS. STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS SHALL MINIMUM NAIL LENGTH PER CONNECTOR IS REQ. IF LONGER FLOOR SHEATHING TO BE 3/4" PLYWOOD OR OSB (U.N.0), WITH LONG DIMENSION BUILDER NOTE. BE IN ACCORDANCE WITH ASTM A 153. NAIL IS USED IT IS ADEQUATE AS LONG AS IT DOES NOT PERPENDICULAR TO SUPPORT (FLOOR TRUSSES). IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE TRUSS MANUFACTURERS APA SHEATHING NOTE: EXTEND THRU THE MEMBER IT'S BEING ATTACHED TO. FLOUR NAILING NOTES. ONOTES & LAYOUT 24/16 SPAN RATED SHEATHING REQUIRES BLOCKING AT ALL UNSUPPORTED ____ST®P____ PANEL EDGES AT HIP LOCATIONS. BLOCKING TO BE 2X4 ATTACHED AT EACH END NAILS: NAILS USED IN ALL FLOORING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL WITH (3) 10d TOENAILS. SHANK, HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE AND CALL THE ENGINEER OF RECORD PRIOR TO PLACEMENT OF ANY TRUSSES EQUIVALENT TO HAND DRIVEN NAILS, SPACING SHALL BE 6" ON EDGES AND 12" IN FIELD.C ON' N E (0a"' T 0 R L E G BNO D COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. J Q z W ❑ U) w ry 0 N z O W �X%N% 111111 ii/j,, LL1 t- ❑ co o©" a Baa J Q C9 �� �� �, o z Z C-) 4, 0 U_ Z f c0 O J; U) pDp �U Q O� a� J Q y, '•� a C)a it 7 z LL �®/,'l�r�� 1 ?����y u-. LU Imo_ LL O O W � Q O w _ I- O J J Q T_ U) Z d 0 O U Q U C6 (n Cc, W LU U W U_ O U) z O 0 U o M L o o 0 V D U z O 9J ❑ Z Q �o ZI- M O w z V j� LU O w _O (, V ®vel- E I- �✓ J CA ❑ (0 r` o 0 06 J0 Ci 0 C7WCi z❑co .__ w ZQO>Co LL of _ W �U1=m ti I-- J 0 Q ❑ > a T_ � W0 or- -,T, Zo=zwZ E W I- 0 0z1-wY0 z W UQ_wQ= p W QWo-Jw oo (J) Zoo O LL UQ O z ❑ w p z �® Q > J O C/)WLJ '° J LLJ ❑ 2 W W zW ei T_ Z W z g W UJI < W iL U J1 U L) O W ® W i� U) W ❑ U) STRUCTURAL ENG: MCD W DRAFTING: Q_ U-STRUCT: AR QC CHECK: EA --- ----- ------ W W JOB No. PSQ-0205859 Q SCALE: AS INDICATED I- oDATE: 08/16/2018 U) W ry U) 6 _ S S I f 3 3 r H2x6 H2x6 r j U � � 0 H2x6 U �-�� V H2x6 3 (0 N 0 V C 1 = 9'-4" T.O.M. = 10'-8" T.O.M. = INTERIOR/EXTERIOR BEARING WALL (OR LINTEL IF REFERENCED ON SHEET S4). VERIFY HEIGHT W/ J ARCHITECTURAL PLANS g U.N.O. z 1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED W TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR = t - REQUIRED STUD SPACING. 0 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS 0 & NAILING PATTERN. z 2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE 0 NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF > SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN 0 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR a_ REVIEWOF EXTERIOR STUDS ly- w 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE T_ MIN. SPF #1/#2 @ 16" O.C. ,U.N.O. ON FRAMING PLANS O 4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. Q U) III ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B a O z O NOTES: z Q O_ 1, ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR WALLS. U.N.O. ATTACH (SHEATHING PER NAILING SCHEDULE. Q p sv' U �C7a 0* WALL HEIGHT 2. AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR STUD & SPECIES SPACING INTERIOR ZONE SPACING END ZONE f- Uj 0 OPENING SITTING ON WOOD BEAM - WS46/SD7 0 O 3. AT ALL CORNERS, CONTRACTOR TO FOLLOW DETAIL WS09/SD5 8'-0" U.N.O. 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX c~o FRAME WALL, INSTALL REQUIRED SHEATHING SPLICE BLOCKING PER PLAN DETAIL WF10 AT ALL LOCATIONS AS REQUIRED. o w Q U) PLAN i.e. BUILT UP COLUMNS, CONNECTORS, ENGINEERING 0 NOTES, SHALL SUPERCEDE ANY INFORMATION SHOWN ON A 0 9'-0" ENGINEER OF RECORD FOR ADDITIONAL CLARIFICATION. 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX 0 V 9'-4" 2x4 SPF #142 16" O.C. MAX 16" O.C. MAX z 0 10'-0" 2x4 SPF #1/#2 16" O.C. MAX 12" O.C. MAX coQ EXTERIOR FRAME WALL NOTES i-- O J 1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED W TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR = t - REQUIRED STUD SPACING. 0 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS 0 & NAILING PATTERN. z 2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE 0 NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF > SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN 0 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR a_ REVIEWOF EXTERIOR STUDS ly- w 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE T_ MIN. SPF #1/#2 @ 16" O.C. ,U.N.O. ON FRAMING PLANS O 4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. Q U) III ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B a O STANDARD 21NID FLOOR FRAMING O NOTES: z Q 1, ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR WALLS. U.N.O. ATTACH (SHEATHING PER NAILING SCHEDULE. Q p sv' U �C7a 0* U 2. AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR O TO FOLLOW THE DETAILS INDICATED BELOW: 0 OPENING SITTING ON MASONRY - WS45/SD7 0 OPENING SITTING ON WOOD BEAM - WS46/SD7 0 O 3. AT ALL CORNERS, CONTRACTOR TO FOLLOW DETAIL WS09/SD5 a_ U.N.O. w 4. IF SHEATHING IS NOT INSTALLED CONTINUOUS (ONE SOLID PIECE) FROM BOTTOM OF FLOOR SYSTEM TO DOUBLE TOP PLATE OF FRAME WALL, INSTALL REQUIRED SHEATHING SPLICE BLOCKING PER PLAN DETAIL WF10 AT ALL LOCATIONS AS REQUIRED. o 5. ANY INFORMATION WRITTEN AND/OR DETAILED ON THE FRAMING Q U) PLAN i.e. BUILT UP COLUMNS, CONNECTORS, ENGINEERING 0 NOTES, SHALL SUPERCEDE ANY INFORMATION SHOWN ON A STANDARD DETAIL. IF ANY ITEM IS IN QUESTION, CONTACT THE O ENGINEER OF RECORD FOR ADDITIONAL CLARIFICATION. Q U O J w z t- W U z Q D O U U Q Z W O 0 z Q O J O z W z H U z O I— n W z (D W 0 co W E— U E— U J Q E- z LL Cl ROOF FRAMIN(3*4 PLAN. PAGS6 O NOTES AND CONNECTOR LEGEND NOTE: SEE -0"Cr COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. S I t S I LO w J CO v cC) co p sv' U �C7a 0* t< 0 Q a. Cr0 z Z O i-- U U) W ® -- W Uo N z _-' a o Z o � a U z do 07W , LJJ r- W f- 0- :E fli` E _ (Dw—r)cr) LL z i-- z >J oo 0 W m J p <0>-b e 0 .WJ :DU) 0 d Q p � � W � W Z 2 o E z 0 W <Q IIIJ WLL I— 0 L W OW o O r �y L 0 \g0 11 Z W LLj CL V PE U Q 1 � O W � LL 0-N STRUCTURAL ENG: MCD DRAFTING: -STRUCT: AR QC CHECK: EA JOB No. PSQ-0205859 SCALE: AS INDICATED DATE: 08/16/2018 S7A S I t S I PROVIDE STANDARD HOOK (1) #5 IN TIE BEAM (1) #5 BAR IN PRECAST LINTEL (2) #5's VERTICAL IN GROUT FILLED CELL (1) #5 VERTICAL IN GROUT FILLED CELL (IF REQ'D PER PLAN) NOTE: SEE MD08 ON LINTEL PLAN VERTICAL REINFORCEMENT DETAIL NOTE: THIS DETAIL APPLIES TO THE FOLLOWING CONDITIONS: (1) EXTERIOR FRAME WALL TO CMU (2) INTERIOR FRAME SHEAR WALL TO CMU (3) INTERIOR LOAD BEARING FRAME WALL TO CMU WALL SEE FRAMING PLAN FOR BEARING WALL LOCATION SEE BEARING WALL SCHEDULE FOR REQUIREI CONNECTIONS, STUD SPACING, AND BLOCKING REQUIREMENTS 1/2"=1'-0" ALTERNATE CONNECTIONS I.L.O. J -BOLT: 1. MIN. (6) 1/2"x5" TITEN HD W/ 3-1/2" MIN. EMBED. 2. MIN. (6) 1/2" ASTM F1554, Gr. 36 (OR BETTER) THREADED ROD W/ 4-1/2" MIN. EMBED. W/ SIMPSON SET -XP EPDXY OR EQUIV. USE 2"x2" SQUARE WASHER - __-____ ___.I___ ___ 2x6x12 P.T. SYP #2 CENTER BUCK _ I - 1/2" J -BOLT W/ 5 1/2" EMBED. --_-_ --- _-2x P.T. SYP #2 NAILER 1 1/2" OF OPENING W/ (1) 1/4"x2-3/4" MIN. - 4' MIN. FROM TAPCONS @ 24" O.C. & FACE OF CMU 4" FROM ENDS -- --- o ol ANCHOR NOT PERMITTED TO BE INSTALLED WITHIN 1-1/2" OF HEAD JOINT • MIN. (6) 1/2" DIAMETER J -BOLTS USING 2"X2" SQ. WASHERS & 5-1/2" MIN. EMBED. AT EA. 2x6 P.T. DOOR - -- - BUCK, EA. SIDE OF OPENING. FIRST ANCHOR (BOTTOM & TOP) 8" MAX. ABOVE GARAGE F.F. & 6" '-- - BELOW TOP OF BUCK. SPACE REMAINING ANCHORS @ 24" O.C. MAX NOTE: CONTRACTOR TO VERIFY co (D BUCK TO CMU ATTACHMENT LOCATIONS PER GARAGE DOOR Q Q wMFR.'S WRITTEN SPECIFICATIONS U) O LL -__ U) j Co w -- -- 45 DEG. BEVEL CUT O Q 2x6 P.T. SYP #2 BUCK m Q f Q END, 1 1/2" ABOVE r O GARAGE F.F., EA. SIDE SECTION OF OPENING O DO GARAGE BUCK DETAIL (MAX. 170C) BEARING/ SHEARWALL CONNECTION TO CMU 2x BUCK DETAIL 3/4"=1'-0" PRE -CAST LINTEL PER PLAN OPENING WATERPROOFING BY BUILDER/ OTHERS WINDOW/DOOR OPENING SIZE AND LOCATION PER PLAN (TYP). MASONRY WALL PER PLAN (TYP). P.T. BUCKS PER SCHEDULE 1/2"=1'-0" (2) 2x TOP PLATE W/ (3) 12d END NAILS TO LAST STUD TYPICAL TIE BEAM W/ 3000 psi CONC. W/(1) #5 REBAR CONT. STD HOOK 2x PT STUD OR ALTERNATE 1x PT FURRING TO CMU W/ 2x FRAMING PER PLAN TYPICAL FILLED CELL W/ 3000 psi CONC. W/(1) #5 REBAR VERT VERIFY W/ PLAN FOR REQ'D LOCATIONS CMU WALL AS REQ'D PER PLAN 1,4) EQ. SPACED !'TITEN HD ANCHORS W/ AN. 1 4'' EMBEDMENT FOR HOLLOW BLOCK OR 3 1/2" EMBEDMENT FOR SOLID BLOCK. MAX. 6" FROM TOP AND BOTTOM OR 1/4" TAPCON W/ MIN. 2" EMBEDMENT 6" FROM TOP AND BOTTOM AND 12" O.C. BETWEEN PT BASE PLATE P.T. SIZE BUCK FASTENER SCHEDULE TAPCONS SPACING # ROWS 1x4 1x6 3/16" x 2 1/4" 3/16" x 2 1/4" 12" O.C. " 1 1x8 3/16" x 2 1/4" 12" O.C. 2 UP TO MAIN HOUSE EXT. AS NOTED 2x4 3/16" x 3 1/4" 12" O.C. 1 2x6 3/16" x 3 1/4" " 2x8 3/16" x 3 1/4" 1 12" NOTES: 1. 2x SYP #2 P.T. BUCKS/NAILERS MAY EXTEND BEYOND INT. FACE OF WINDOW/DOOR. FASTEN BUCK TO MASONRY PER FASTENER SCHEDULE 4" FROM ENDS AND 16" O.C. MAX. TAPCONS TO BE 1 1/2" MIN. FROM EDGE OF BUCK. 2. BUCKS LESS THAN 2x SYP #2 TO BE FASTENED W/CUT NAILS OR EQUIVALENT, STRUCTURAL CONNECTION OF WINDOW/DOOR TO STRUCTURE BY OTHERS IN THIS CASE. 3. ADDITIONAL 2x SYP #2 P.T. WOOD BUCK MATERIAL MAY BE ADDED TO EXISTING 2x BUCKED OPENING, USE (3) ROWS OF 10d x 3" NAILS STAGGERED @ 12" O.C. AND 6" FROM ENDS @ EACH SUCCESSIVE BUCK. MAX. 2 PLIES OVER INITIAL P.T. BUCK. 4. MIXING OF 1x AND 2x BUCKS SHALL BE PERMITTED FOR THE SAME OPENING IF WINDOW/DOOR MANUFACTURER AND PLAN REQUIREMENTS (FASTENING) ARE MET. 5. MAINTAIN MAXIMUM 2" FASTENER EMBEDMENT INTO HOLLOW OR SOLID GROUTED CMU. 6. WINDOW OR DOOR INSTALLATION BY OTHERS 1/2"=1'-0" SHEATHING PER PLAN TYP. TRUSS TO FRAME CONNECTION PER STD. CONNECTOR NOTES FRAME OUT TO BLOCK EDGE AS REQ'D LAST STUD OF KNEE WALL I �� JOINING UP TO MAIN HOUSE WALLS SHALL BE ATTACHED I (2) 2x TOP PLATE TO MIN. (2) 2x FULL HEIGHT WALL STUDS W/ (2)-16d NAILS @12"O.C. MIN. 2x4 SPF #2 KNEE WALL (2) 2x #2 SYP SEE PLANFOR BEAM SIZE WITH STUDS @ 16 O.C. W/ STRUCTURAL SHEATHING ON BOTH SIDES FROM TOP BUILDER FRAME OF WALL TO BOTTOM OF RADIUS AS REQ'D BEAM. ATTACHED PER NAILING SCHEDULE OTHERWISE SP2 CLIPS EACH STUD TO DOUBLE TOP PLATE AND SPI CLIPS EACH STUD TO BOTTOM PLATE AFO KNEEWALL AT DOWNSET BEAM PRE-ENGINEERED ROOF TRUSS - SEE FRAMING PLAN FOR SPACING SEE PLAN FOR —� CONNECTION 2x BRG WALL, SEE — PLAN FOR STUD SIZE & SPACING. MIN (2) 2x UNDER GIRDER TRUSS U.N.O. 2x BLOCKING SIMPSON LSTA24 EACH STUD 3/4"=1'-0" ROOF SHEATHING, NAIL PER PLAN DOUBLE TOP PLATE SIMPSON SP4 OR SP2 @ EACH STUD EXTERIOR SHEATHING NAIL PER PLAN 2x BRG WALL, SEE PRE -ENG. ROOF PLAN FOR STUD SIZE & TRUSS PER PLAN SPACING. MIN (2) 2x UNDER GIRDER TRUSS SEE PLAN FOR U.N.O. CONNECTION 1=1 SECTION @ DOUBLE BEARING PRE-ENGINEEF TRUSSES PER 24" 0. C. MAX. TYP. TRUSS TC CONNECTION F CONNECTION 1' EXT. SHEATHIIN PER NAILING S TOP OF KNEEV OR SP2 CLIPS. CLIPS AT BASE 2x BLOCKING MIN 2x4 STUDS O/C 2x P.T. PLATE 1/2" x 8" A.B. 01 O.C. & 6" FROM CENTER ON Bi TOP KNOCK 01 COURSE W/ (1; CONT. 3/4"=1'-0" (2) 2x PLATE LAST STUD OF — KNEE WALL JOINING UP TO MAIN HOUSE WALLS SHALL BE ATTACHED TO MIN. (2) 2x FULL HEIGHT WALL STUDS W/ (2)-16d NAILS @ 12" O.C. MIN. 2x4 SPF #2 KNEE WALL WITH STUDS @ 16" O.C. W/ STRUCTURAL SHEATHING ON BOTH SIDES FROM TOP OF WALL TO BOTTOM OF BEAM. ATTACHED PER NAILING SCHEDULE KNEEWALL AT UPSET BEAM (2) 2x BUILT-UP COL. 2x BLOCKING W/ — (2) 12d NAILS @ EACH END SIMPSON LSTA30 W/ (22) 10d NAILS (ALL CORNER CONDITIONS STRAP AROUND TALLER STUD) (2) 2x TOP PLATE ATTACH 2x TO — BUILT-UP W/ (2) ROWS OF 10d NAILS STAGGERED @ 8" O.C. KNEEWALL ABOVE MASONRY WALL SHEATHING PER PLAN TYP. TRUSS TO FRAME CONNECTION PER STD. CONNECTOR NOTES FRAME OUT TO BLOCK EDGE AS REQ'D (2) 2x #2 SYP SEE PLAN FOR BEAM SIZE BUILDER FRAME RADIUS AS REQ'D 3/4"=1'-0" (2) 2x TOP PLATE SEE FLOOR PLAN FOR MORE BRG. WALL INFO 3/4" IF REQ'D, PROVIDE CLOSURE WALL w/ SINGLE TOP AND BASE PLATE w/ (2) 16d NAILS TO TRUSS. STUDS @ 24" O.C. & EXT. SHEATHING INSTALLED PER NAILING PATTERN CRICKET AS REQUIRED MAIN SPAN ROOF TRUSS UPLIFT CONNECTOR (SEE SCHEDULE) MASONRY WALL PER PLAN STRUCTURAL SHEATHING TYP. TRUSS TO FRAME CONNECTION PER STD. CONNECTOR NOTES FRAME OUT TO BLOCK EDGE LAST STUD OF BEAM INTO LONG SPAN AS INDICATED ON BEAM SCHEDULE. IF BUCKET IS INSTALLED THE SHORT SPAN KNEE WALL JOINING STRAP IS NOT REQUIRED. (2) 2x TOP PLATE UP TO MAIN HOUSE EXT. AS NOTED (2) 2x #2 SYP SEE PLAN WALLS SHALL BE FOR BEAM SIZE (ONLY ATTACHED TO MIN. I IF OPENING PROVIDED (2) 2x FULL HEIGHT I PER PLAN) WALL STUDS W/ PER PLY I 2x4 SPF #2 KNEE WALL (2)-16d NAILS @ 12" HTS20 CLIP FROM W/ STUDS @ 16" O.C. O.C. W/ STRUCTURAL 1/2" x 8" ANCHOR BOLT I SHEATHING FROM OR TITEN HD @ 32" NOTED PLAN VIEW @ TOP OF POST i TOP OF WALL TO O.C. & 6" FROM EACH PT POST (AS NOTED) BOTTOM OF WALL. END ATTACHED PER 2x PT BOTTOM 0 �, NAILING SCHEDULE PLATE OTHERWISE SP2 CLIPS EACH STUD TO BEAM PRECAST LINTEL OR a;: ABOVE AND SP1 CLIPS KNOCK OUT COURSE _ EACH STUD TO MASONRY WALL BOTTOM PLATE "FOKNEEWALL AT MASONRY WALL 3/4"=1'-0" CONTRACTOR MAY ELECT TO BUCKET SHORT SPAN BEAM INTO LONG SPAN AS INDICATED ON BEAM SCHEDULE. IF BUCKET IS INSTALLED THE SHORT SPAN STRAP IS NOT REQUIRED. PT. POST (AS NOTED) EXT. AS NOTED LAP BEAM PLYS AND NAIL AS SHOWN (5) 0.131 x 3 1/4" NAILS PER PLY HTS20 CLIP FROM POST TO BEAM EXTERIOR BEAM AS NOTED PLAN VIEW @ TOP OF POST PT POST (AS NOTED) ABU POST BASE (AS NOTED) 0 5/8" THREADED ROD w/ NUT SET IN ADHESIVE �.. " . i V"d as /` SEE FOUNDATION 11 PLAN FOR ADDITIONAL a \a �„ ' INFO SIDE VIEW @ BASE OF POST CORNER COLUMN FRAMING CONC. SLAB - SEE FOUNDATION PLAN FOR MORE INFO SEE FOUNDATION DETAILS FOR FTG INFO RE. ELEV. FOR O.H. 3/4"=1'-0" PRE-ENG.TRUSS PER PLAN, 24" O.C. MAX ROOFING MATERIAL PER ARCHS SEE FRAMING PLAN FOR CONNECTION INFO SEE ELEVATION TOP OF MASONRY --r SEE ARCH PLANS FOR OVERHANGINFO TYP. SINGLE TIE -BEAM W/ (1) #5 CONT. GROUT SOLID U) W it Q WINDOW PER > •6: NI_\►I PRECAST CONC. OR POWERS STEEL SILL TYP. @ ALL WINDOWS EXT FINISH PER PLAN MAIN FLOOR ELEV 0'-0" VERT REINF. BEYOND MASONRY WALL PER PLAN TYPICAL ONE STORY CMU WALL SECTION 3/4"=1'-0" 'nformation contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. COPYRIGHT MCD 2015. The I z O 0 w T_ (0 i O a®� �� >s�i D_ 00 1 z co . 4-°. �� � U) Z acqm = 5; < U� J 0 ® o `• o Z 0' UL w ��� ii _ I- U_ O U) O 111 > Q O a W _ O Q r W z a O O D_ U 0 Q U vi (n W w CL U u,1 L O z O c U / ° O /// w j d ~ MEl U U U) °— n zam < Z �- C ti O U)w r z WU�w O ®mow~ ,� E 1- J U) ov �S p r` U U) Z -N c W Z QOa: W_JCi _j z O � tY C Qp3:2w 0 W p=zwZ E ®QDwQT z W Q6�_j>Z O Lo Z ® co 0 U)O H 0 Q z �- 0 W 0 Z C) 0-0 z Q 0 O U1 W Z W > iA _ :r Z V) o WUj W ® W Q W I=- i-- < O W Co 0C-4 Z 0 W � LL. tN vn III 0 (0 STRUCTURALENG: MCD W DRAFTING: {�--STRUCT: AR U- - -- --- QC CHECK: EA CO JOB No. PSQ-0205859 SCALE: AS INDICATED W DATE: 08/16/2018 0 w C0 _ s f s S S SIMPSON i , DIAGONAL TO BEAM SIMPSON HGA10 @ 48" O.C. SHEATHING NOT REQ'D TO BE CONT. @ THE TRANSITION FROM BEAM TO GABLE TRUSS BEAM PER PLAN CONTRACTOR TO FIELD VERIFY WHICH CONDITION IS REQUIRED, CONTACT EOR FOR ADDITIONAL INFO AS REQ'D MAINTAIN 3 1/4" CLEARANCE BET INSIDE FACE OF AND CENTERLINE J -BOLT 2x8 P.T. PLATE, C FOR CLG. NAILIN( SURFACE PROVIDE 16d NAI GABLE END TRU: PLATE @12" O.C. CMU WALL OR Ll.� . BELOW SIMPSON A23 @ EACH BRACE TO PLATE 1/2" J -BOLTS w/ WASHERS (MIN. 7" EMBED) MIN. 6" FROM EACH END AND 32" O.C. MAX. O z W M = Y U) U ❑ m O _ HGA10 @ 32" O.C. TIE BEAM COURSE w/ (1) #5 CONT. CMU WALL CONNECTION • GABLE END @ FLAT CEILING CONNECTIONS 2x4 SYP #2 BLOCKING @ 48" O.C. MAX. W/ (3) 12d TOE -NAILS @ EA. END. REDUCE SPACING TO 24" O.C. @ WALLS CARRYING LOADS SUCH AS CABINETS OR HEAVY SHELVING SIMPSON DTC @ EACH HORIZONTAL BLOCK LOCATION. ATTACH W/ (6) 8d NAILS (MAX. 4" VERTICAL GAP BETWEEN 12" LONG BLOCK & TRUSS BOTTOM CHORD/ TRUSS BLOCKING.) 2x BLOCKING x 12" — LONG @ HORIZONTAL BLOCKING LOCATION FOR CLIP ATTACHMENT. ATTACH TO WALL SINGLE TOP PLATE W / MIN. (4) 8d NAILS. SINGLE 2x TOP PLATE 3/4"=1'-0" (150 MPH EXP. SIMPSON DIAGONA PLATE REQ'D GABLE END "L" AND/OR "T" — BRACING STRONG BACK PER GABLE END BRACING CHART 2x4 SYP #2 TOP CHORD BRACING — @ 16" O.C. MIN (2) TRUSS BAYS BACK FROM GABLE END (MIN. 48") A23 DIAGONAL TO TRUSS BOTTOM CHORD. REFER TO GE02 FOR REQ'D BRACING TYP. 2x4 SYP #2 BOTTOM CHORD BRACING @ 16" O.C. FOR FALSE BEAM ATTACHMENT W/ (3) 10d TOENAILS EA. END MIN. (2) TRUSS BAYS BACK FROM GABLE END (MIN. 48") 2x TOP PLATE TO GABLE END W/ 12d NAILS @ 6" O.C. 2x4 SYP #2 FRAMING FOR FALSE — BEAM @ 16" O.C., IF REQ'D W/ (4) 10d NAILS @ EA. TRUSS BRACE TOP AND BOTTOM MIN. 2x4 SYP #2 STUDS @ 16" O.C. - W/ SINGLE BOTTOM & TOP PLATE W/ (3) 10d NAILS EACH END TYP. 2x4 SYP #2 HORIZONTAL BLOCKING @ 16" O.C. W/ (3) 10d NAILS EACH END ROOF SHEATHING PER PLAN ATTACH PER NAILING SCHEDULE NON -BEARING WALL (PARALLEL TRUSS) 1/2"=1'-0" SIMPSON HGA10 @ 48" O.C. SHEATHING NOT REQ'D TO BE CONT. @ THE TRANSITION FROM WALL TO GABLE TRUSS DOUBLE 2x TOP PLATE FASTEN SIDE WALL SHEATHING PER PLAN. EXT. SHEATHING; ATTACH PER PLAN GABLE END TRUSS PER PLAN TYP. TRUSSES AT 24" O.0 TYP. NON -LOAD BEARING WALL PER SIMPSON DTC @ 48" PLAN. STUDS @ 24" O.C. ATTACH W/ (6) 8 O.C. MAX. STUD NAILS (MAX. 4' SPACING TO BE VERTICAL GAP REDUCED DOWN TO BETWEEN 12" LONG 16" O.C. MAX. @ BLOCK & TRUSS LOCATIONS CARRYING BOTTOM CHORD/ LOADS SUCH AS TRUSS BLOCKING.) CABINETS OR HEAVY REDUCE DTC SPACII SHELVING. TO 24" O.C. FOR WALLS CARRYING HOLD TOP OF LOADS SUCH AS NON -LOAD BEARING CABINETS OR HEAV WALL DOWN 1-Z' SHELVING BELOW BOTTOM OF TRUSS BOTTOM 2x BLOCKING x 12" CHORD. LONG @ TRUSS LOCATION FOR CLIF ATTACHMENT, @ 41 O.C. ATTACH TO WP SINGLE TOP PLATE MIN. (4) 8d NAILS. SINGLE 2x TOP PLA - n DI r)r'VCZ /)\1Rr4 NMI C /irl R4 Pmn RI n('.K NOTE: ALL GABLE BRACING IS TO BE SYP#2 OR BETTER GABLE BACI HAT H GABLE BRACING H UP TO 4'-8" NO BRACE REQUIRED PLYWOOD (1) 2x4 BRACE 7'-0" < He= 9'-4" (2) 2x4 BRACE (SEE SECTION A -A) 9'-4" < H!'=14'-0" STRONGBACK W/ (1) 2x4 BRACE SHEATHING & STRONGBACK W/ (2) 2x4 BRACE NAILING PER ~ W PLAN SHALL W _ RUN CONT. U) ACROSS GABLE TO BOTTOM OF LL FALSE BEAM. ATTACHED PER NAILING SCHEDULE 2x4 #2 SYP BLOCKING BETWEEN STUDS ONLY IF FALSE BEAM FRAME DOWN PER PLAN IS A SINGLE 2x IF REQ'D WIDE TRUSSES AT 24" O.0 TYP. NON -LOAD BEARING WALL PER SIMPSON DTC @ 48" PLAN. STUDS @ 24" O.C. ATTACH W/ (6) 8 O.C. MAX. STUD NAILS (MAX. 4' SPACING TO BE VERTICAL GAP REDUCED DOWN TO BETWEEN 12" LONG 16" O.C. MAX. @ BLOCK & TRUSS LOCATIONS CARRYING BOTTOM CHORD/ LOADS SUCH AS TRUSS BLOCKING.) CABINETS OR HEAVY REDUCE DTC SPACII SHELVING. TO 24" O.C. FOR WALLS CARRYING HOLD TOP OF LOADS SUCH AS NON -LOAD BEARING CABINETS OR HEAV WALL DOWN 1-Z' SHELVING BELOW BOTTOM OF TRUSS BOTTOM 2x BLOCKING x 12" CHORD. LONG @ TRUSS LOCATION FOR CLIF ATTACHMENT, @ 41 O.C. ATTACH TO WP SINGLE TOP PLATE MIN. (4) 8d NAILS. SINGLE 2x TOP PLA - n DI r)r'VCZ /)\1Rr4 NMI C /irl R4 Pmn RI n('.K NOTE: ALL GABLE BRACING IS TO BE SYP#2 OR BETTER GABLE BACI HAT H GABLE BRACING H UP TO 4'-8" NO BRACE REQUIRED 4'-8" < H 6 7'-0" (1) 2x4 BRACE 7'-0" < He= 9'-4" (2) 2x4 BRACE (SEE SECTION A -A) 9'-4" < H!'=14'-0" STRONGBACK W/ (1) 2x4 BRACE 14'-0" < H:!S18'-8" STRONGBACK W/ (2) 2x4 BRACE tom: X A -A GABLE VERTICAL BRACING 2x4 BRACE IF REQ'D SEE CHART. 10d COMMON NAILS @ 6" O.C. GABLE VERTICAL 2ND 2x4 BRACE IF REQ'D, SEE CHART 3/4"=1'-0" TYP. NON -LOAD BEARING WALL PER PLAN. STUDS @ 24" O.C. MAX. STUD SPACING TO BE REDUCED DOWN TO 16" O.C. MAX. @ LOCATIONS CARRYING LOADS SUCH AS CABINETS OR HEAVY SHELVING. HOLD TOP OF NON -LOAD BEARING WALL DOWN 1-Z' BELOW BOTTOM OF TRUSS BOTTOM CHORD. WHERE O.H. IS > V-0", DROP GABLES I-rl rnrnvE:oc n OAI� n r T(1 RI INI SEE GABLE CONNECTION DETAIL FOR REQ'D CONNECTIONS 2x4 ATTACHED TO EA. GABLE 2x4 BRACE WITH (2) 10d NAILS (1) A23 FROM — STRONGBACKTO DIAGONAL 2x6 10d COMMON NAILS @ 8" O.C. V-0" MAX PLYOOD CANT. O.H. SEE ELEV. FOR 1 O.H. SIZE STRUCTURAL SHEATHING ATTACHED PER NAILING SCHEDULE 2x4 #2 SYP CONT. W/ (2) 16d COMMON NAILS EA. STUD OR TRUSS MEMBER, TYP. (MAX. 24" O.C.). IF MASONRY, USE (2) 1/4" TAPCONS W/ MIN. 2" EMBED. @ 24" O.C. TRUSS OR ROOF SYSTEM WOOD/MASONRY WALL OR TRUSS, SEE PLAN 3/4"=1'-0" STUD U.N.O. SEE BEARING WOOD WALL SCHEDULE ON NOTES & CONNECTOR LEGEND SHEET FOR MORE INFORMATION /— SP4 TOP OF CRIPPLE AT STRAP LOCATION DOOR OPENING - SP4 @ BASE OF EA. - STUD U.N.O. SEE BEARING WALL SCHEDULE ON NOTES & CONNECTOR LEGEND SHEET FOR MORE INFO. (2) ROWS 12d NAILS STAGGERED @ 12" O.C. EA. FACE OR (3) ROWS 12d NAILS STAGGERED @ 12" O.C. FOR 2X10 OR GREATER HEADER LSTA30 HEADER TO STUDS U.N.O. DOWNFRAME TO DOOR SIM TO WF01/SD3 2X STUDS TYP. ATTACH JAMB STUDS PER WF08/SD3 BASE PLATE TO BE ATTACHED TO FTG USING 1/2" 0 J -BOLTS OR EPDXY ANCHOR @ 6" FROM EA. END OF BASE PLATE & WALL OPENINGS & 32" O.C. W/ 7" MIN EMBED. & 2" WASHER. AT SLAB STEP DOWNS, EMBED. MUST BE 7" BELOW STEP P.T BASE PLATE 2X CRIPPLES @ 16" O.C. W/ SIMPSON SP2 TYP. TOP AND BOTTOM IF HEADER IS NOT FLUSH AGAINST TOP PLATE WHEN STUD LENGTH IS < 12" USE LSTA30 STRAPS AT EA. STUD WRAPPED OVER TOP PLATE & NAILED TO HEADER EA. SIDE W/ (11) 10d NAILS SP4 TOP OF CRIPPLE AT STRAP LOCATION (2) ROWS 12d NAILS STAGGERED @ 12" O.C. EA. FACE OR (3) ROWS 12d NAILS STAGGERED @ 12" O.C. FOR 2X10 OR GREATER HEADER SEE HEADER SCHEDULE FOR HEADER CONNECTION INFORMATION LSTA30 HEADER TO STUDS U.N.O. FILLING AND BLKING AS REQ'D W/ (2) ROWS OF 12d @ 16" O.C. TO HEADER UNO 2X STUDS TYP. ATTACH JAMB STUDS PER WF08/SD3 BASE PLATE TO BE ATTACHED TO FTG USING 1/2" J -BOLTS OR EPDXY ANCHOR @ 6" FROM EA. END OF BASE PLATE & WALL OPENINGS & 32" O.C. W/ 7" MIN EMBED PER BRG WALL SCHEDULE. AT SLAB STEP DOWNS, EMBED. MUST BE 7" MIN. BELOW STEP P.T BASE PLATE HEADER DETAIL NOTES: 1. UPLIFT CONNECTORS INDICATED ON THIS DETAIL ARE ONLY REQUIRED WHEN BEARING WALL HAS UPLIFT. IF FRAMING PLAN INDICATES CONNECTORS, THEY WILL SUPERCEDE THE STAN DARD!CONNECTORS SHOWN HERE AND THE STANDARD CONNECTORS ARE NOT REQUIRED. 2. REQUIRED NUMBER OF KING STUDS PER THE HEADER SUPPORT SCHEDULE ON NOTES & CONNECTOR LEGEND SHEET. QUANTITY OF KING STUDS SHOWN ON FRAMING PLANS SHALL SUPERCEDE THE QUANTITY AS SHOWN ON STANDARD DETAILS. 3. JACK STUDS SHALL BE INDICATED ON FRAMING PLANS BY THE DIAMOND DESIGNATION AND SHALL BE THE BEARING SUPPORT MEMBERS FOR HEADERS. IF NO JACK STUD DESIGNATIONS ARE SHOWN, REFER TO THE HEADER SUPPORT SCHEDULE ON NOTES & CONNECTOR LEGEND SHEET. 4. CONTRACTOR TO NAIL 1st KING STUD INTO HEADER PER HEADER SCHED. THEN ATTACH ADDIT'L KINGS AS REQ'D. 1/2"=11-011 COPYRIGHT MC D 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. Q z LU ❑ U) w 0 N z O 0 LU F - o �r����,�� LO Wi (o ° Q z �� o a % U) z 0 _ v co co ALU J n Q !YET ?WO����� LL z L. O U) O LL] Z75 F-- > <( O Ir - -- — W O J J < z F- LU Z O a O U ❑ Q U aS () w W z > U W 0 O LJ_ z o_ U U O ° Lj .® o ❑ o ° U p ,s SSG U z Uj Z °� ❑ r—, Q CL Z LL o .� (D (j) W r z WUtiw O ®Jrnl- I` E I- J U)V� U < 06W Z Qo-IUJ.-mIn W Jv~QQo� o 0 _ U N O � M �• zQ0ogW o p=zwz E W E- oz[-WYo z W U�Q��� O Z�O (n >L o Q � o r z_ ❑ ,� W U z CD CL 0 Iti Q > J O {� W LLJ _j z W > W � Z a 0flG < < LU C) U U) , O LIJ �IM N W Q M W ❑ STRUCTURAL ENG: MCD_ — W DRAFTING: -STRUCT: AR :D QC CHECK: EA u) JOB No. PSQ-0205859 - - --- Q SCALE: AS INDICATED w DATE: 08/16/2018 ❑ W TZ "i' D2 t S 2x4 BLOCKS, (2) 16" NAILS @ EA. END. BLOCK ADJ. BAYS EA.DIAG. AS SHO" FASTEN ROOF SHEATHING TO BLOCKS w/8d NAIL' @ 6" O.C. (5) 16d NAILS BRA( TO BLOCKING PROVIDE 2x4 BRA( TO EA. ADJ. DIAL. FASTEN TO DIAG.v 16d NAILS. GABLE BRACING O.C. MAX. 45° FRC HORIZONTAL (+/- BRACE NOT REQL 6' FROM EAVES. PROVIDE BLOCKI BETWEEN TRUSE, \THING PER PLAN RE O.H. IS > T-0", P END GABLE w/ -OOKERS @ 24" TO RUN BACK TO 'OMMON TRUSS i (3) 12d TOENAILS. NECT TO DROP LE WITH H2.5 CLIP. 2'-0" O.H. T. 2x4 3 @ 24" O.C. LE END ATHING FASTEN PLAN CE AS REQ'D 'SON H10A DIAG. 3LOCKING )VIDE 2x BLOCKING NAILING 1SS PER PLAN PLAN FOR 'PORT AND TIE NN OF JACK 1SSES @ 48" O.C. FOR FIRST 3 SEE GABLE v WALL PER PLAN BAYS CONNECTION DETAIL (FRAME WALL SHOWN; FOR REQ'D MAY ALSO BE CONNECTIONS MASONRY) ***NOTE: GABLES SPANNING LESS THAN 8' DO NOT REQUIRE BRACING*** GABLE END @ FLAT CEILING W/ BOSTON HIP 2x6 COLLAR TIE HALF WAY - UP HEIGHT OF VALLEY. FASTEN w/ (5) 10d COMMON NAILS @ EACH END (TYP.) 2x6 RAFTER TO 2x8 RIDGE BOARD W/ A35 ON ONE SIDE OF RAFTER. ATTACH A35 ON ADJ RAFTER TO OPP SIDE (AS SHOWN) FASTEN SYP OR SPF 2X6 (MIN. WIDTH) PLATE THRU O.S.B SHEATHING (THICKNESS PER PLAN) TO PRE -ENG TRUSS BELOW W/ 1/4"x4-1/2" SIMPSON SDS SCREWS 2x6 PLATE TO TOP CHORD OF EACH TRUSS BELOW 2x6's @ 24" O.C. MAX. ;F01 FIELD FRAMED VALLEY DETAIL � 1'FR c'�e 2x SCAB w/ 10d NAILS @4"O.C. PER -ENG TRUSSES PER PLAN TRUSS CONNECTION PER PLAN CMU WALL PER PLAN 3/4"=1'-0" W 0 1/2"=1'-0" BUILDER NOTE: SOFFIT FRAMING NOT REQUIRED WITH ALUMINUM OR VINYL SOFFITS ROOF SHEATHING, FASTEN PER PLAN 2x4 FRAMING @ 24" O.C. MAX. PROVIDE (4)10d x3" NAILS AT JOINT 2x SCAB w/ 10d NAILS - 2x STUDS @ 16" O.C. FOR KNEE WALL @4"O.C. @ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT OLSTA18 PER -ENG TRUSSES OCONT. 2x FASCIA PER PLAN PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH END (2) 8d TOE NAILS TO TRUSS CONNECTION LEDGER PER PLAN BELOW AND CONNECT w/ HTS20 @ 32" O.C. 2x4 PT LEDGER W/ ROOF TRUSS PER PLAN BELOW '-�F 1/4" x4" TAPCONS @ 12" 2x FRAME WALL PER FRAMING DETAIL O.C. PLAN SEE ELEV. FOR CONDITION @ CMU WALL TYPICAL SCAB OVERHANG 2X8 RIDGE BOARD FASTEN CONV. 2x VALLEY RAFTER FRAMING (OR PRE -ENG VALLEY TRUSSES) TO 2x PLATE WITH SIMPSON MTS12 OR LSTA12 CONNECTORS ((5) 8d NAILS) @ EA. RAFTER TO PLATE CONN. 2OF�� BTO ti0r" . TRS,_ ROOF SHEATHING, FASTEN PER PLAN 2x4 FRAMING @ 24" O.C. MAX. PROVIDE (4) 10d x 3" NAILS AT JOINT 2x FASCIA (2) 8d TOENAILS TO LEDGER 2x4 LEDGER W/ (2) 16d NAILS @ 16" O.C. SEE ELEV. FOR CONDITION @ FRAME WALL PRECAST LINTEL PER PLAN MASONRY WALL - SEE PLAN 2x8 W/ (2) 16d TOE NAILS EA. END 2x SPF CONT. BLOCKING ATTACH TO 7/16" OSB W/ (2) 8d NAILS 7/16" OSB EA. SIDE, W/ 6d NAILS @ 16" O.C. TO SIDE & TOP NAILER 2x BUCK PER DETAIL MD04/SDI NOTE: CUT BACK 2x8 P.T. @ TOP TO ALLOW CONT. 2x4 BLOCKING AROUND CURVE. MIN. 2 TAPCON ANCHORS PER 2x8 ARCH WINDOW FRAMING DETAILS 3/4"=1'-0" ARCH PER ELEV .4 . LINTEL (SEE PLAN) 7/16" O.S.B. EA. SIDE 2x BLK'G. TO O.S.B. (2) - 8d EACH END END VIEW w/ CMU �— HEADER (SEE PLAN ARCH PER ELEV NOTES: 1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN 2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION 3) FOR 5 -PLY, PROVIDE 1/4"DIA. x 5 1/2" LAG SCREWS OR EQUAL (SPACE AS SHOWN FOR 3 -PLY) 4) TOLERANCES: ALL DIMENSION TO BE HELD WITHIN +/- 1/4" 1" EDGE 1 1/2" EDGE 10d x 3" COMMON ❑ 2 1/2" z W W 1 1/2" w N N - c�- N N N N 10d x 3" COMM( 10d x 3" COMMON SIDE (2) 2x4's O z co Co I �-- 10d x 3" COMM( A I OPP. SIDE (2) 2x6's TYPICAL BUILT—UP STUD COLUMN DETAIL 1-1/2"=1'-0" DORMER FRAMING DETAIL 7/16" O.S.B. EA. SIDE 2x BLK'G. TO O.S.B. (2) - 8d EACH END END VIEW w/ WOOD 2 1/2" EDGE (2) 2x COLUMN O z Q a. 00 QEE TYPICAL HEADER RAMING DETAILS FOR DDITQNAL JFORMATION -IEADER CAN BE ITHER UPSET OR TOWN SET) x W/ (2) 16d TOE NAILS ACH END ni rrcrnG 10� 2x4's z 3 C < C v 0 EDGE DISTANCE PER DETAIL (2) 2x8's INSIDE PLY NAILS NAILED AT 8" O/C STAGGERED. OUTSIDE NAILS NAILED AT 8" O/C. OUTSIDE 2x's (3+) 2x COLUMN 3) 16d COMMON JAILS (TYP.) 1x4 SPF CONT. 3LOCKING ATTACH TO 716" OSB W/ (2) 8d JAILS '/16" OSB EACH SIDE, (V/ 6d NAILS @ 16" O.C. 0 SIDE & TOP NAILER ?x BUCKS, 10dx3" 10d x 3" OPP. SIDE kNCE PER 3/4"=1'-0" COPYRIGHT MCD 2 015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. Q z w 0 U) w 0 N 11 O a. w O W J a. O U z Q C Ir - LU a. z U LL O z O U) > 0 LL a. w U U) ❑ Q U) LL O z O Q U 0 J W T_ W U z O U U Q z 0 w O a. 0 z <( O J ❑ z W z U) O W z co W ❑ Co w ❑ U f— u) J Q z w ❑ W co z I— 2x STUDS @ 16" O.C. FOR KNEE WALL @ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT OLSTA18 ROOF SHEATHING FOR STRAP OCONT. ROOF SHEATHING NAIL PER PLAN PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH END OTO TOP CHORDS OF TRUSSES BELOW WHEN BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS BELOW AND CONNECT w/ HTS20 @ 32" O.C. OPRE-ENGINEERED ROOF TRUSS PER PLAN BELOW '-�F 2x PLATES OVER ROOF DECK PER VALLEY V FRAMING DETAIL ODOUBLE TOP PLATE SIMPSON H3, H4, OR H5 @ EA. END OF TRUSS OR RAFTER OSTRUCTURAL COMMON TRUSS PER PLAN OR CONV. FRAMING w/ SHEATHING PER PLAN AND ROOF FINISH PER ARCHITECTURAL PLANS ROOF TRUSSES PER PLAN OR CURVED OCURVED RAFTERS w/ (2) LAYERS 3/4" CDX SHEATHING NAILED @ 6" O.C. STAGGERED NOTE: SEE ARCH ELEVATION FOR FRONT WINDOW OPENING IF REQ'D NOTE: ROOF SHEATHING MUST BE APPLIED AND FASTENED TO BASE TRUSS PER PLANS BEFORE DORMER FRAMING IS INSTALLED. 3) 16d COMMON JAILS (TYP.) 1x4 SPF CONT. 3LOCKING ATTACH TO 716" OSB W/ (2) 8d JAILS '/16" OSB EACH SIDE, (V/ 6d NAILS @ 16" O.C. 0 SIDE & TOP NAILER ?x BUCKS, 10dx3" 10d x 3" OPP. SIDE kNCE PER 3/4"=1'-0" COPYRIGHT MCD 2 015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. Q z w 0 U) w 0 N 11 O a. w O W J a. O U z Q C Ir - LU a. z U LL O z O U) > 0 LL a. w U U) ❑ Q U) LL O z O Q U 0 J W T_ W U z O U U Q z 0 w O a. 0 z <( O J ❑ z W z U) O W z co W ❑ Co w ❑ U f— u) J Q z w ❑ W co z I— t r, Q O d. 07 W LLJ Uo co k O�P0 N z .�..® z o • � o o O ov v W z am z —ct � U)w W0 W F- C J U) 1CT U (� LU co QO_m� LL _I O ~ ❑ >- o 0 :2 i z<0� o ❑=zwz ®< E W Q Uj Q T Ir -O Lo M (n O w o O r �0 tl9 W LLI W _ 2 LLJ � Z W W ® Uj W C UW Q ca O W Z Cr Ci [L N °®— STRUCTURALENG_ MCD DRAFTING: -STRUCT: AR QC CHECK: EA JOB No. PSQ-0205859 SCALE: AS INDICATED DATE: 08/16/2018 bAvmr& D31% t r, TRUSS PER PLAN 2x4 #2 SYP P.T. BLOCKING @ 24" O.C. W/(2)12d END NAILS @ EACH END TRUSS PER PLAN 2x4 BLOCKING (2) 1" NAILS, TOENAILED EACH END.AT 24" C TRUSS PER PLAN (2) 16d TOE NAILS BRACE TO LEDGEF 4 SIMPSON LTA2 BLOCKING TO CMU W/ 2x4 LEDGER W/ (2) ROOF SHEATHING PER PLAN DTC CLIP, (2) 8d NAILS INTO BLOCKING, (4) 8d NAILS INTO TOP PLATE DOUBLE TOP PLATE MASONRY WALL OR (10) 10d NAILS AND NAILS @ EACH WEB fj LINTEL SEE PLAN ' Via' MIN. 4 1/8" _ EXTERIOR SHEATHING. EMBEDMENT OR g ATTACH PER PLAN SIMPSON META16 w FROM TOP OF WALL STD CONDITION @ CMU W TO BOTTOM 2x8 #2 SPF STUDS AT SIMPSON DTC, (2) 8d 16" O.C. NAILS INTO BLOCKING, (4) 8d NAILS TO TOP MASONRY WALL OR 2x8 #2 SYP PT. BASE PI ATF LINTEL SEE PLAN PLATE W/ 1/2" x 8" TRUSS PER PLAN USS PER PLAN SYP #2 BLOCKING, @ 24" O.C. W/ (2) 12d END NAILS @ EACH END. WALL SHEATHING PER PLAN 2x WALL, SEE PLAN STD CONDITION @ FRAME WALL (4)10d NAILS @ EA. BLOCKING TO PLATE TRUSS PER PLAN TRUSS PER PLAN (2)10d NAILS TO BOTTOM CHORD @EACH END OF BLOCKING 2x4 SYP #2 FLAT (2)10d NAILS TO BLOCKING, @ 24" O.C. BOTTOM CHORD W/ (2) 12d END NAILS @EACH END OF @ EACH END. BLOCKING WALL SHEATHING PER 7j PLAN 2x WALL, SEE PLAN PER CURRENT EDITION FBC-R SECTION M1305: ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30" HIGH AND 22" WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30" DEEP AND 30" WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED, REFER TO SECTION M1305 FOR ADDITIONAL REQUIRED INFORMATION NOT COVERED ON DETAIL ROOF SHEATHING ATTACH PER NAILING SCHEDULE GENERAL NOTE: INSTALLATION AND/OR REQUIREMENTS OF THE AIR HANDLER UNIT OR SYSTEM SHALL BE PROVIDED BY MECHANICAL CONTRACTOR OR BY OTHERS, NOT BY MCD 3/4"=1'-0" (150 MPH EXP. B) ANCHOR BOLT OR TITEN HD @ 32' O.C. & 6" FROM EACH END VAULTED CONDITION @ CMU TRUSS PER PLAN SIMPSON LTA2 TRUSS TO CMU W/ (10) 10d NAILS & MIN. 4 1/8" EMBEDMENT OR SIMPSON HGAM 10 W/ (4) 1/4" x 1 1/2" SDS SCREWS & (4) 1/4" TAPCONS OR EQUAL MAINTAINING MIN. 2" EMBEDMENT @ ENDS, OTHERWISE 24" O.C. U.N.O. ON FRAMING PLANS 114 �— LAY 2x4 SYP #2 BLOCKING OVER THE TOP OF THE BOTTOM LINTEL PER CHORD. ATTACH W/ (2) 10d PLAN NAILS @ EACH TRUSS 24" O.C. MAX. BLOCKING SHALL EXTEND A MIN. OF (1) TRUSS BAY EACH SIDE OF BOND BEAM, TYP. BEARING CONDITION @ CMU WALL NOTE TO CONTRACTOR: CONTACT EOR FOR ADDITIONAL REVIEW PRIOR TO CONSTRUCTION IF TRUSS/PLAN ORIENTATION AT AIR HANDLER UNIT DIFFERS THAN INDICATED IN THIS DETAIL 2x4 #2 SYP RAT RUN TOP AND BOTTOM MIN z (2) BAYS PAST A/C LOCATION. MIN (3) BAY o LAP W/ (2) 16d NAILS ``' TO EACH TRUSS. TYP EACH SIDE STANDARD TRUSS BOTTOM CHORD A/C IN TRUSSES 3/4"=1'-0" 12 SEE PLAN F_� 22" MIN IF DESIGN DOCUMENTS INDICATE THAT AN A/C UNIT IS TO BE RECESS INTO THE ROOF TRUSS SYSTEM, THE TRUSS SUPPLIER SHALL DESIGN TRUSS TOP CHORDS AND/OR BOTTOM CHORDS TO SUPPORT A MIN. (2) 751b POINT LOAD EACH TRUSS AT THE A/C LOCATION. MEANS OF A/C SUPPORT SHALL BE BY OTHERS `— STANDARD TRUSS TOP CHORD VARIES BY OTHERS TRUSS WEBS NOT SHOWN FOR CLARITY AIR HANDLER UNIT. A.H.U. SIZE AND SPECIFICATIONS BY BUILDER, NOT MCD 2x4 #2 SYP CROSS BRACING (AT 45°) W/ (3) 12d NAILS TO RAT RUNS. TYP EACH SIDE DRAIN PAN & CONDENSATE LINE BY OTHERS PLYWOOD SHEATHING BY BUILDER AS REQ'D FOR LEVEL WORKING SURFACE NOTE: PLATE LENGTHS MUST BE AT LEAST 8'-0" LONG. TYP. TOP SPLICE @ DOUBLE 2X4 TOP PLATE ATTACH 2x4 STUDS TO TOP PLATE W/ (3) 12d TOE -NAILS TYPICAL AT ALL LOCATION BOTTOM SPLICE OVER STUD PIPE OR DUCT W/ PENETRATION OF MORE THAN 50% OF TOP PLATE WIDTH INSTALL SIMPSON PSPN516Z W/ (12) 16d NAILS TYP. TOP & BOT. (2) 10d NAILS @ 3" O.C. WITHIN 48" OF SPLICE THEN (2) ROWS 10d NAILS @ 8" O.C. OTHERWISE �8 MSN. (2) 10d NAILS @ 3" O.C. — WITHIN 48" OF SPLICE THEN (2) ROWS 10d NAILS @ 8" O.C. OTHERWISE ATTACH 2x4 STUDS TO TOP PLATE W/ (3) 12d TOE -NAILS TYPICAL AT ALL LOCATION 2x4 WALL BEYOND — AGAINST 2x8 STUDS ATTACHED PER (WF08/SD3) ATTACH 2x8 STUDS TO TOP PLATE W/ (4) 12d TOE NAILS TYPICAL . AT ALL LOCATION TYPICAL TOP PLATE SPLICE @ SRG. WALL 2x DBL TOP PLATE 2 BEYOND I ----- IT==r1--T1-- 11- 11 5 II II II I�r I II II fi— rA III—II--1l— — — --- III III II II III III II II II III III II II III OPENING III I 4 II III II II II II YP IIITY UNDNING III II II II III _ _ _ III II II I III —11 7T III II II II III I II II I III II II II I I_IL=J = 11L_J.1__LL—=1L FLOOR SYSTEM 3/4"=1'-0" DOUBLE 2x4 TOP NAIL FIELD INSTALLED PLATE TOP PLATE TO FRAME [_ O WALL OR PRE - PROVIDE 2x4 ON TOP ASSEMBLED WALL OF 2x8 TO PAD OUT PANEL W/ (2) 10d NAIL: TOP PLATE. ATTACH @ 8" O.C. (FOLLOW W/ (2) 10d NAILS 3" O.C. NAILING (SOLID BLOCK W/ 2x6) REQUIREMENTS THIS w Q DETAIL FOR ALL TOP NAILS @ 3 O.C. PLATE SPLICE o � � _ LOCATIONS) TOP SPLICE — DOUBLE 2x8 TOP PLATE TOP PLATE TRANSITION (2X4 TO 2X8 WALLS) MIN. 15/32" EXP 1 OR 7/16 STRUCTURAL o1 NAIL SHEATHING AT FRAME WALL BOTTOM PLATE & 1 SHEATHING INSTALLED VERTICALLY AT FLOOR SYSTEM (I -JOIST OR SYSTEM42 / FLAT OR HORIZONTALLY [_ O INSTALLED ABOVE, FASTEN TRUSS) TOP & BOTTOM USING (1) ROW OF 8d NAILS @ CK W PROVIDE PIECE OF INFO z 3" O.C. SEE WS10 AND WS11 FOR ADDITIONAL INFO. SHEATHING BETWEEN v O O NAIL AT DOUBLE TOP PLATE USING (2) ROWS OF 8d WALL SPLICE, FIELD w Q SHEATHING & BLOCKING. NAILS @ 3 O.C. VERIFY IF REQUIRED o � � _ PLATE TO VERTICAL STUDS NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS SAME THICKNESS & W 0 00 @ 3" O.C. IN HORIZONTAL CONDITIONS PLATE TO CMU WALL W/ (4) U) z 1/4" x 1 1/2" SDS SCREWS & (4) NAIL INT. W/ 8d NAILS @ 12" O.C. & NAIL EDGES 6" O.C. WALL SHEATHING O W @ 32" O.C. & MIN. 6" FROM U.N.O. ON PLANS. STAGGER ALL VERT. PANEL JOINTS SPLICE, SEE SPLICE T_ 0 PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO DETAIL. MAX 1/8" SPACE BETWEEN w w CENTER OF EACH STUD TO HEADER W/ 8d NAILS @ 3" O.C. (2) ROWS @TOP & PANELS wy c~n (2) 2x8 SYP #2 P.T. BOTTOM BOTTOM PLATE W/ (3) 12d NAILS @ co EACH VERTICAL, EACH PLY. WRITTEN V STAGGER NAILS AS co REQUIRED JQ� SLIDER CUT TO FIT 1 2x BOTTOM PLATE STUD PER PLAN JOINT, MAX. 1/8" GAP OPENING SIZE BEYOND SEE PLAN ol SHEATHING DIAGRAM 2x6 BLOCKING PLACED (2) ROWS OF 8d NAILS FLATWISE W/ (2) 16d @ 3" O.C. TOP & BOT. EXTERIOR SHEATHING SCHEDULE NAILS EACH END OF SHEATHING SPLICE SCALE: 3/4"=1'0" GYPSUM WALLBOARD SHEATHING SPLICE DETAIL PRE ENGINEERED EXTERIOR SHEATHING 2x STUDS BEYOND, [_ O INSTALLED ABOVE, FASTEN SEE PLAN FOR MORE CK W PROVIDE PIECE OF INFO z O SHEATHING BETWEEN M 16" O.C. FASTEN EXT. EXTERIOR WALL Q o > 0 SHEATHING & BLOCKING. W O ~ �, SHEATHING TO HAVE PLATE TO VERTICAL STUDS m SAME THICKNESS & " 0 00 STRENGTH ORIENTATION PLATE TO CMU WALL W/ (4) U_ 1/4" x 1 1/2" SDS SCREWS & (4) `- AS EXTERIOR WALL @ 32" O.C. & MIN. 6" FROM . SHEATHING CUT TO FIT 1 2x BOTTOM PLATE STUD PER PLAN JOINT, MAX. 1/8" GAP OPENING SIZE BEYOND SEE PLAN ol SHEATHING DIAGRAM 2x6 BLOCKING PLACED (2) ROWS OF 8d NAILS FLATWISE W/ (2) 16d @ 3" O.C. TOP & BOT. EXTERIOR SHEATHING SCHEDULE NAILS EACH END OF SHEATHING SPLICE SCALE: 3/4"=1'0" GYPSUM WALLBOARD SHEATHING SPLICE DETAIL PRE ENGINEERED TRUSS AND IF PERPENDICULAR TRUSS CONNECTIONS PER INSTALLED ABOVE, FASTEN PLAN TYP. 2x8 #2 SYP TOP PLATE TO 00 TRUSS W/ (2) 12d TOENAILS 2x8 SYP #2 P.T. VERTICAL @ m 16" O.C. FASTEN EXT. z ��® ✓� V SHEATHING W/ 8d NAILS 6" O.C. AT EDGES AND 12" O.C. _ hoz—� J IN FIELD. FASTEN TOP PLATE TO VERTICAL STUDS W. (4) 12d NAILS HGAM 10 TOP AND BOTTOM C? PLATE TO CMU WALL W/ (4) <C 1/4" x 1 1/2" SDS SCREWS & (4) 1/4" x 2 3/4" TAPCONS TO CMU ° @ 32" O.C. & MIN. 6" FROM . ENDS. IF HEADER HEIGHT a EXCEEDS 2'-0" ADD AN ® ADDITIONAL HGAM10 FROM CENTER OF EACH STUD TO POCKET SGD CMU @ 32" O.C. MAX ATTACHMENT BY (2) 2x8 SYP #2 P.T. BOTTOM BUILDER. REFER TO PLATE W/ (3) 12d NAILS @ MANUFACTURER'S EACH VERTICAL, EACH PLY. WRITTEN V STAGGER NAILS AS SPECIFICATIONS REQUIRED SO4 HEADER @ POCKET SLIDER EXT. WALL / TRUSS SIMPSON LRUZ26Z W/ (9) 10d x 1 1/2" NAILS 2x4 SYP #2 OR PRE-ENGINEERED ROOF TRUSSES @ 24" O.C. MAX. DESIGNED 2x8 SYP #2 LEDGER. ATTACH TO STUDS W/ (2) 1/4" x 4 1/2" SIMPSON SDS SCREWS @ 16" O.C. MAX.; TO GABLE END STUDS W/ (2) 1/4" x 3 1/2" SIMPSON SDS SCREWS @ 16" O.C. MAX.; TO MASONRY W/ 2x6 P.T. SYP #2 LEDGER W/ (2) 1/4" x 3 1/4" TAPCONS @ 12" O.C. SHEATHING PER PLAN 12 MIN. 2x6 SYP #2 OR SEE PRE-ENGINEERED PLAN ROOF TRUSSES @ 24" ::� O.C. MAX. (5) 10d NAILS FOR CONV. FRAMED MEMBERS ONLY FOR SHINGLE ONLY 4'4" MAX. — SIMPSON LUS24 W/ FASCIA PER (6) 10d x 1 1/2" NAILS COMMUNITY SPECS 2x4 SYP #2 LEDGER. ATTACH TO STUDS OR BEAM W/ (2) 1/4" x 4 1/2" SIMPSON SDS SCREWS @ 16" O.C. MAX.; TO GABLE END STUDS W/ (2) 1/4" x 3 1/2" SIMPSON SDSD SCREWS @ 16" O.0 MAX.; TO MASONRY W/ 2x4 P.T. SYP #2 LEDGER W/ 1/4" x 3 1/4" TAPCONS @ 12" O.C. SD01 TYPICAL SHED ROOF DETAIL ty WTAI 19 �... PLATE TO EACH PLY OF BUILT UP COLUMN BELOW W/ (2) 10d NAILS TOP PLATE CORNER TRANSITION ° ° ° ° ° ° ° ° ° D= NAIL SPACING =r - PER NOTE #2 co i� IT TI — — m I D I I SHEATHING PER PLAN WALL DOUBLE TOP I D/2 PLATE PER PLAN DOUBLE NAIL EDGE SPACING SHEATHING PER PLAN 3/8" S= NAIL SPACING S S PER NOTE #1 co SINGLE NAIL EDGE SPACING NOTE: MIN. 15/32" OR 7/16" STRUCTURAL 1 SHEATHING. SHEATHING TO BE EXPOSURE 1 RATED AND CAN BE INSTALLED EITHER VERTICALLY OR HORIZONTALLY 1/8" MAX GAP REQUIRED BETWEEN EXTERIOR SHEATHING AND MASONRY/CONCRETE UNLESS FELT PAPER IS PRESENT. 1/8" GAP BETWEEN SHEETS OF PLYWOOD TO BE MAINTAINED NOTE: CONTRACTOR TO TAKE CARE NOT TO OVER DRIVE NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF SHEATHING IS TO BE REMOVED & REPLACED. IF MORE THAN 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS NOT USED COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. k - t s LO UJ 00 ®oo �'�v boy Q 0 9 0 i/�m*/ LO C-) z ��® ✓� V g _ hoz—� J Z <C U_ Z O LL LY U W W U /f\) V ® o N O "fib m a a z� am Z U)w UUw J Z) C 0� J O U) 'r'—' O U T W 0 M r Z f—Z>�00 QO_j�cfl � J~0Q~QC)>-o = 02 0 Q �- C/) U) 15- o W cUaZ)Wga Q� 2 0� z� U)M 0 L o O Z CD ®� P: ~ 0 Uj W �WLL� /1 Z W W CL LLI CY O �s N� Z 0- CL N STRUCTURALENG: MCD DRAFTING: -STRUCT: AR QC CHECK: EA JOB No. PSQ-0205859 SCALE: AS INDICATED DATE: 08/16/2018 S rums" 4 k - t s SHINGLE OR TILE PER ARCHITECTURAL ELEVATIONS. PRE-ENGINEERED — ROOF TRUSSES @ 24" O.C. TYPICAL TRUSS TO — FRAME CONNECTION. SEE STANDARD CONNECTOR NOTES BEARING SEE PLAN r SEE ARCHITECTURAL PLAN FOR OVERHANG INFO WINDOW AS SCHEDULED EXTERIOR FINISH PER PLAN MID -SPAN BLOCKING U.N.O. INSULATION PER PLAN SEE DETAILS WS10, — WS11 OR WS13 FOR ADDITIONAL INFORMATION THIS SHEET NOTE: ALL FLOOR TRUSSES TO BE P.T. IF NO MOISTURE BARRIER (FELT PAPER OR SIM) IS PROVIDED SEE PLAN BOND BEAM --'� LINTEL AS PER PLAN — WD. HD. HT. SEE PLAN PRECAST SILL OR SILL PER WINDOW MANUFACTURER WRITTEN SPECIFICATIONS EXT FINISH PER PLAN VERT REINF. BEYOND MASONRY WALL PER PLAN FIN. FLR. 0-0 00 GRADE DBL. TOP PLATE HDR. PER PLAN MIN 2x4 SPF #2 STUDS @ 16" O.C. SEE PLAN FOR MORE INFO. INT. FINISH PER PLAN 2x BOTTOM PLATE W/ (2) 12d AT 12" O.C. 3/4" FLOOR SHEATHING ATTACHED PER NAILING SCHEDULE FLOOR TRUSSES SEE PLAN FOR DEPTH AND DIRECTION i �— FLOOR SYSTEM DRAFT STOPPING AT 1000 SQ FT MAX: DRAFT STOPPING MATERIALS ;'.a MIN THICKNESS SHALL BE 1/2" GYP BOARD OR 15/32" OR 7/16" OSB. ATTACH TO FLOOR TRUSS W/ 8d NAILS AT 16" O.C. TOP AND BOTTOM CHORDS CONC. SLAB - SEE FOUNDATION PLAN FOR MORE INFO SEE FOUNDATION DETAILS FOR FTG INFO TYPICAL TWO STORY SECTION - SYSTEM 42 3/4"=1'-0" GIRDER TRUSS PER PLAN SEE TRUSS LAYOUT FOR HANGER SHEATHING PER PLAN ATTACH PER NAILING SCHEDULE, CONTINUOUS FROM TOP OF TOP PLATE TO BOTTOM PLATE. BEARING WALL PER PLAN DOUBLE BOTTOM PLATE (2) H5 EA. FLOOR TRUSS TO DOUBLE BOTTOM PLATE, SLIT FLOOR DECKING TO ACCOMMODATE STRAP 2x RIBBON OR BLOCKING W/ (4) 16d OR (3) 16d TOENAILS �— TRUSS PER PLAN IRDER CONNECTION PRE-ENGINEERED ROOF TRUSSES AT 24" O.C. TYPICAL TRUSS TO FRAME CONNECTION SEE STANDARD CONNECTOR NOTES REFER TO PLAN FOR BUILT-UP COLUMN INFO. PRE -ENG. FLOOR SYSTEM - IF NO FLOOR SYSTEM INSTALL KNEEWALL & PROVIDE SOLID BLOCKING UNDER COLUMN ABOVE BAND JOIST & BLKG OR LVL GIRDER MTSC40 POST ABV. TO POST BELOW U.N.O. PROVIDE SOLID BLOCKING WITHIN FLR. SYSTEM TO MATCH COL. DIMENSION REFER TO PLAN FOR BUILT-UP COLUMN INFO. BEARING WALL PER PLAN BEYOND COLUMNS MID -HEIGHT BLOCKING PER BEARING WALL SCHEDULE COLUMN BASE CONNECTION PER PLAN REFER TO FOUNDATION PLAN FOR FTG. INFORMATION TYPICAL TWO STORY COL. @ GIRDER 3/4"=1'-0" NOTE: WHEN 3 OR MORE WINDOWS ARE IN A ROW (ONLY JAMB STUDS BETWEEN WINDOWS) CENTER WINDOWS MUST HAVE LSTA30 STRAPS TOP AND BOTTOM AND ALONG EACH SIDE W/ (2) A34 CLIPS OF OPENING TO TRANSFER LATERAL LOADS SIMPSON LSTA24 STRAP W/ (22) 10d NAILS. BEND STRAP OVER TOP PLATE MAX. 3", THEN RUN DOWN FACE OF JAMB STUDS/ HEADER EXTERIOR SHEATHING FROM TOP OF WALL TO BOT. (RIBBON/ BEAM) ATTACHED PER NAILING SCHEDULE. (2) 2x SILL AT WINDOW - W/ 2x CRIPPLE STUDS AT EA. END NAILED TO STUD PACK W/ 10d NAILS @ 8" O.C. THEN STUDS @ 16" O.C. ATTACH SILL W/ (2) 10d TOENAILS AT EA. END OF SILL (MAX OPEN'G WIDTH 4'-0"). USE A35 CLIP AT EA. END FOR OPENINGS GREATER THAN 4' BUT LESS THAN 6' SIMP. HTT4 W/ (18) 10d x 22" NAILS TO POST (U.N.O. ON FRAMING PLAN) & $' ALL THREAD W/ 7" MIN. EMBEDMENT INTO TIE BEAM USING SIMP. SET EPDXY F�Z �SyFFT SOLID SHEATHING @ HEADER SIMPSON SP4 W/ (6) 10d x1-1/2" @ 24" O.C. (USE SP6 @ 2x6 STUDS & SP8 @ 2x8 STUDS) (2) 2x SPF TOP PLATE U.N.O. ON PLAN HEADER - SEE 2ND FLOOR PLAN FOR MIN. HEADER SIZE & REQ'D JAMB STUDS IF HEADER IS UPSET AND WINDOW IS LOWER: (1) 2x SILL PLATE W/ (2) 10d TOENAILS. EXT. HEADER OPENINGS LESS THAN 4FT:(1) 2x SILL PLATE W/ (2) 10d TOENAILS. OPENING LARGER THAN 4FT: (2) 2x SILL PLATE W/ A35 CLIPS EACH SIDE W/ 2x CRIPPLES @ 16" O.C. W/ (2) 10d TOENAILS T&B (PLYWOOD SHEATHING REQ'D T&B) SEPARATE SHEATHING UNDER WINDOW 2x TOP & BOT. RIBBONS, CONT. NOTE: ALL FLOOR SOLID SHEATHING @ TRUSSES TO BE P.T. IF HEADER NO MOISTURE BARRIER SIMPSON SP4 W/ (6) (FELT PAPER OR SIM) IS 10d x1-1/2" @ 24" O.C. PROVIDED (USE SP6 @ 2x6 STUDS SOLID BETWEEN SEE FRAMING PLAN IF FLOOR SYS. NOT PRESENT PER FLOOR FOR FLOOR FRAMING PLAN, 2nd FLR STUDS TO BEAR ON CONNECTION CMU WALL BELOW PER DETAIL INCDICATED ON HEADER - SEE 2ND FLOOR FRAMING. INDICATED BASE STRAP PROVIDE BLOCKING REQ'D ON EITHER SIDE OF WALL. IF WF02/SD6 BELOW JAMBS IS INDICATED, BASE STRAPS ARE REQ'D ON MASONRY WALL SEE BOTH SIDES OF THE WALL PLAN FOR MORE INFO fi SO HEADER CONNECTION @ 2nd FLOOR NOTE: ALL FLOOR TRUSSES TO BE P.T. I NO MOISTURE BARRIER (FELT PAPE[ OR SIM) IS PROVIDED TRUSS STRAP - SEE FRAMING PLAN FOR CONNECTIONS PRE-ENGINEERED ROOF TRUSS - SEE FRAMING PLAN FOR LOCATION & SPACING STRUCTURAL COL PER PLAN FOR SIZE AND REQ'D # OF STUDS DOUBLE 2x TOP PLATE 2x BOTTOM PLATE 3/4" FLOOR SHEATHING ATTACHED PER NAILING SCHEDULE SIMP. HTT4 W!(18) 16d x 22' NAILS TO POST (U.N.O. ON FRAMING PLAN) & 8" ALL THREAD W/7" MIN, EMBEDMENT INTO TIE BEAM USING SIMP. SET EPDXY FLOOR TRUSS PER PLAN PROVIDE SOLID BLOCKING BELOW — SEE DETAIL WS11THIS COL. EVEN WITHIN SHEET FOR MORE INFO FLOOR TRUSS MASONRY WALL SEE PLAN FOR MORE INFO 6S_4TYPICAL GIRDER COL. CONNECTION 3/4"=1'-0" NOTE: WHEN 3 OR MORE WINDOWS ARE IN A ROW (ONLY JAMB STUDS BETWEEN WINDOWS) CENTER WINDOWS MUST HAVE LSTA30 STRAPS TOP AND BOTTOM AND ALONG EACH SIDE OF OPENING W/ (2) A34 CLIPS TO TRANSFER LATERAL LOADS SIMPSON LSTA24 STRAP W/ (22) 10d NAILS. BEND STRAP OVER TOP PLATE MAX. 3", THEN RUN DOWN FACE OF JAMB STUDS/ HEADER EXTERIOR SHEATHING FROM TOP OF WALL TO BOTTOM OF FLOOR SYSTEM (RIBBON / BEAM) ATTACHED PER NAILING SCHEDULE. (2) 2x SILL AT WINDOW W/ 2x CRIPPLE STUDS AT EA. END NAILED TO STUD PACK W/ 10d NAILS @ 8" O.C. THEN STUDS @ 16" O.C. ATTACH SILL W/ (2) 10d TOENAILS AT EA. END OF SILL (MAX OPEN'G WIDTH 4'-0"). USE A35 CLIP AT EA. END FOR OPENINGS GREATER THAN 4' BUT LESS THAN 6' (1) SIMPSON LSTA30 STRAP CENTERED BETWEEN COLUMN AND GIRDERIBEAM BELOW W/ (22) 10d NAILS IF HEADER IS UPSET AND WINDOW IS LOWER: (1) 2x SILL PLATE W/ (2) 10d TOENAILS. EXT. HEADER OPENINGS LESS THAN 4FT:(1) 2x SILL PLATE W/ (2) 10d TOENAILS. OPENING LARGER THAN 4FT: (2) 2x SILL PLATE W/ A35 CLIPS EACH SIDE W/ 2x CRIPPLES @ 16" O.C. W/ (2) 10d TOENAILS T&B (PLYWOOD SHEATHING REQ'D T&B) SEE FRAMING PLAN FOR FLOOR CONNECTION FLOOR GRIDER OR BEAM HEADER CONNECTION @ 2nd FLOOR HIGH BM TRUSS STRAP - SEE FRAMING PLAN FOR CONNECTIONS (1) SIMPSON LSTA30 STRAP CENTERED BETWEEN COLUMN AND GIRDER/BEAM BELOW W/ (22) 10d NAILS PRE-ENGINEERED ROOF TRUSS - SEE FRAMING PLAN FOR LOCATION & SPACING STRUCTURAL COL PER PLAN FOR SIZE AND REQ'D # OF STUDS DOUBLE 2x TOP PLATE 2x BOTTOM PLATE 3/4" FLOOR SHEATHING ATTACHED PER NAILING SCHEDULE FLOOR TRUSS SEE FRAMING PLAN FOR CONNECTION INFO. FLOOR GIRDER OR BEAM; SEE PLAN TYPICAL GIRDER COL. @ HIGH BEAM 2x 2ND FLOOR STUDS SEE PLAN FOR MORE SEE FLOOR FRAMI PLAN FOR FLOOR SYSTEM INFO. (2) SIMPSON LSTA18 STRAPS CENTERED FLOOR W/ (14) 10d NAILS (2) SIMPSON META16 FLOOR TRUSS TO MASONRY WALL EXT. SHEATHING — FLUSH W/ FACE OF MASONRY ATTACHE[ PER NAILING SCHEDULE; PROVIDE 1/8" GAP BETWEEN SHEATHING AND MASONRY MASONRY WALL PER PLAN 3/4"=1'-0" (2) SIMPSON LSTA18 STRAPS CENTERED FLOOR W/ (14) 10d NAILS SHEATHING PER DETAIL WF10/SD4 2x STUDS , SEE FRAMING PLAN FOR SPACING AND GRADE AND SEE ARCH PLAN TO VERIFY SIZE 2x BOTTOM PLATE W/ (2) 12d NAILS @ 12" O.C. (1) ROW 8d NAILS @ 3" O.C. WALL SHEATHING TO BOTTOM PLATE/ TOP CHORD PRE -ENG FLOOR TRUSS OR FIELD FRAME 2x4 KNEE WALL, STUDS @ 16" O.C. W/ (2) 16d NAILS @ EACH END TRUSS TO CMU W/ STRAP PER STANDARD CONNECTOR NOTES (1) ROW 8d NAILS @ 3" O.C. WALL SHEATHING TO BOTTOM PLATE 1/8" GAP BETWEEN SHEATHING & CMU 2x4 PT SILL PLT. IF KNEEWALL TWO STORY PARALLEL FLOOR CONNECTION ATTACH 2x STUDS W (2) 16d NAILS @ 6" O.( (2) SIMPSON LSTA18 STRAPS CENTERED FLOOR W/ (14) 10d NAILS (3) 2x STUD PACK — ATTACH PER NAILIN( SCHEDULE ATTACH 2x STUDS V\ (2) 16d NAILS @ 6" 0. OD WALL OR BEAM BELOW USE >TC40 W! (36) 16d SINKERS. IF FLOOR 2nd FLOOR CORNER FRAMING ATTACHMENT 3/4"=1'-0" SHEATHING PER DETAIL WF10/SD4 2x STUDS SEE FRAMING PLAN FOR SPACING AND GRADE AND SEE ARCH PLAN TO VERIFY SIZE 2x BOTTOM PLATE W/ (2) 12d NAILS @ 12" O.C. (1) ROW 8d NAILS @ 3" O.C. WALL SHEATHING TO BOTTOM PLATE/ TOP RIBBON 2x SYP #2 RIBBON (MIN 2x4) TO TRUSS W/ (4) 16d NAILS; BOTTOM RIBBON TO BE PT IF BRG DIRECTLY ON CMU (2) ROWS 8d NAILS @ 3" O.C. WALL SHEATHING TO BOTTOM RIBBON 1/8" GAP BETWEEN SHEATHING & CMU TRUSS TO CMU W/ STRAP PER STANDARD CONNECTION NOTES TWO STORY PERP. FLOOR CONNECTION (3) 2x STUDS CALIFORNIA CORNER A -A (4) 2x STUDS STANDARD CORNER A -A 3/4"=1'-0" 3/4" FLOOR SHEATHING SOLID SHEATHING @ ATTACHED PER HEADER NAILING SCHEDULE SIMPSON SP4 W/ (6) F �<<S 10d x1-1/2" @ 24" O.C. yFFp (USE SP6 @ 2x6 STUDS SOLID BETWEEN & SP8 @ 2x8 STUDS) SPACING AND GRADE (2) 2x SPF TOP PLATE U.N.O. ON PLAN A35 EA. END HEADER - SEE 2ND TO VERIFY SIZE FLOOR PLAN FOR MIN. / HEADER SIZE & REQ'D SHEATHING/ DRYWALL JAMB STUDS IF HEADER IS UPSET AND WINDOW IS LOWER: (1) 2x SILL PLATE W/ (2) 10d TOENAILS. EXT. HEADER OPENINGS LESS THAN 4FT:(1) 2x SILL PLATE W/ (2) 10d TOENAILS. OPENING LARGER THAN 4FT: (2) 2x SILL PLATE W/ A35 CLIPS EACH SIDE W/ 2x CRIPPLES @ 16" O.C. W/ (2) 10d TOENAILS T&B (PLYWOOD SHEATHING REQ'D T&B) SEE FRAMING PLAN FOR FLOOR CONNECTION FLOOR GRIDER OR BEAM HEADER CONNECTION @ 2nd FLOOR HIGH BM TRUSS STRAP - SEE FRAMING PLAN FOR CONNECTIONS (1) SIMPSON LSTA30 STRAP CENTERED BETWEEN COLUMN AND GIRDER/BEAM BELOW W/ (22) 10d NAILS PRE-ENGINEERED ROOF TRUSS - SEE FRAMING PLAN FOR LOCATION & SPACING STRUCTURAL COL PER PLAN FOR SIZE AND REQ'D # OF STUDS DOUBLE 2x TOP PLATE 2x BOTTOM PLATE 3/4" FLOOR SHEATHING ATTACHED PER NAILING SCHEDULE FLOOR TRUSS SEE FRAMING PLAN FOR CONNECTION INFO. FLOOR GIRDER OR BEAM; SEE PLAN TYPICAL GIRDER COL. @ HIGH BEAM 2x 2ND FLOOR STUDS SEE PLAN FOR MORE SEE FLOOR FRAMI PLAN FOR FLOOR SYSTEM INFO. (2) SIMPSON LSTA18 STRAPS CENTERED FLOOR W/ (14) 10d NAILS (2) SIMPSON META16 FLOOR TRUSS TO MASONRY WALL EXT. SHEATHING — FLUSH W/ FACE OF MASONRY ATTACHE[ PER NAILING SCHEDULE; PROVIDE 1/8" GAP BETWEEN SHEATHING AND MASONRY MASONRY WALL PER PLAN 3/4"=1'-0" (2) SIMPSON LSTA18 STRAPS CENTERED FLOOR W/ (14) 10d NAILS SHEATHING PER DETAIL WF10/SD4 2x STUDS , SEE FRAMING PLAN FOR SPACING AND GRADE AND SEE ARCH PLAN TO VERIFY SIZE 2x BOTTOM PLATE W/ (2) 12d NAILS @ 12" O.C. (1) ROW 8d NAILS @ 3" O.C. WALL SHEATHING TO BOTTOM PLATE/ TOP CHORD PRE -ENG FLOOR TRUSS OR FIELD FRAME 2x4 KNEE WALL, STUDS @ 16" O.C. W/ (2) 16d NAILS @ EACH END TRUSS TO CMU W/ STRAP PER STANDARD CONNECTOR NOTES (1) ROW 8d NAILS @ 3" O.C. WALL SHEATHING TO BOTTOM PLATE 1/8" GAP BETWEEN SHEATHING & CMU 2x4 PT SILL PLT. IF KNEEWALL TWO STORY PARALLEL FLOOR CONNECTION ATTACH 2x STUDS W (2) 16d NAILS @ 6" O.( (2) SIMPSON LSTA18 STRAPS CENTERED FLOOR W/ (14) 10d NAILS (3) 2x STUD PACK — ATTACH PER NAILIN( SCHEDULE ATTACH 2x STUDS V\ (2) 16d NAILS @ 6" 0. OD WALL OR BEAM BELOW USE >TC40 W! (36) 16d SINKERS. IF FLOOR 2nd FLOOR CORNER FRAMING ATTACHMENT 3/4"=1'-0" SHEATHING PER DETAIL WF10/SD4 2x STUDS SEE FRAMING PLAN FOR SPACING AND GRADE AND SEE ARCH PLAN TO VERIFY SIZE 2x BOTTOM PLATE W/ (2) 12d NAILS @ 12" O.C. (1) ROW 8d NAILS @ 3" O.C. WALL SHEATHING TO BOTTOM PLATE/ TOP RIBBON 2x SYP #2 RIBBON (MIN 2x4) TO TRUSS W/ (4) 16d NAILS; BOTTOM RIBBON TO BE PT IF BRG DIRECTLY ON CMU (2) ROWS 8d NAILS @ 3" O.C. WALL SHEATHING TO BOTTOM RIBBON 1/8" GAP BETWEEN SHEATHING & CMU TRUSS TO CMU W/ STRAP PER STANDARD CONNECTION NOTES TWO STORY PERP. FLOOR CONNECTION (3) 2x STUDS CALIFORNIA CORNER A -A (4) 2x STUDS STANDARD CORNER A -A 3/4"=1'-0" 3/4" FLOOR SHEATHING 5HtA I h IN(i 11tK PLAIN ATTACHED PER ATTACH PER NAILING NAILING SCHEDULE SCHEDULE UNDER WINDOWS AND 2x STUDS , SEE GIRDERS: BLOCK FRAMING PLAN FOR SOLID BETWEEN BARRIER (FELT PAPER SPACING AND GRADE RIBBONS W/ SIMPSON AND SEE ARCH PLAN A35 EA. END TO VERIFY SIZE 2x BLOCKING FOR 2x BOTTOM PLATE W/ SHEATHING/ DRYWALL (2) 12d NAILS @ 12" O.C. ATTACHMENT W/ (2)(1) ROW 8d NAILS @ 3" 12d TOENAILS O.C. WALL SHEATHING EA. END TO BOTTOM PLATE 2x SYP #2 RIBBON (MIN 2x4) TO TRUSS W/ (4) 16d NAILS; BOTTOM RIBBON TO BE PT IF BRG DIRECTLY ON ° CMU (2) ROWS 8d NAILS @ SEE PLAN FOR 3" O.C. TYP. WALL SIMPSON META16 AT CANTILEVER SHEATHING TO EA. MASONRY OR MTS12 — RIBBON AT WOOD FRAME NOTE: ALL FLOOR WALL TRUSSES TO BE P.T. IF MASONRY OR FRAME NO MOISTURE WALL PER PLAN BARRIER (FELT PAPER OR SIM) IS PROVIDED CANTILEVERED FLOOR TRUSS CONNECTION [ n FLOOR TRUSS TO G 3/4"=1 -0 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. J Q z w ❑ U) W 0 N z O W _ �V g L ca Z)®gy�' Q 0 zr O� � OzQ O 0 5: O�..0a� u- O U) o W LD F— > Q O a. W O J ._, Q I- U) Z O a. O U ❑ Q U rS (n W W z U W 0 c/ O U) O U) U � > o O CL o Ljoz v o 0 ° y4' E U I— o CD ❑ Z Q m co O w r z Lu U w O O D�a'D(0" o U cn z - N - Cr O Z W > 00 LU Z Q O H W U H p} o n x 7) U O Q� W zQtYO�W o W p -rZwzE z W 0¢wQo �QLLJ ��a O� Z�O�'' � (n O o 0 Q z ❑ W I L z Q 0 o J o t!)�LLj J l s l _j 2 LU > p��/ ❑_ z u ®mow W X Z to ❑ LLJ 0 Uj Uo Q < Uj =j V t U r o O W C-4 Z NW �- (D 0- Ci. N W W n STRUCTURAL ENG: MCD w DRAFTING: USTRUCT: AR :D QC CHECK: EA IL' -- - I-_ JOB No. PSQ-0205859 `t SCALE: AS INDICATED W DATE: 08/16/2018 w U) SD5 CM c� c.� s s s f S (2)2xSY9#2 BUILT-UPGTU( COLUMNS ];ER BY OTHERS SS PER PLAN 3ER PER PLAN CD2xSYPCOLUMNS ONEITHER SIDE OFGIRDER, PROVIDE SUFFICIENT ROOM FOR GIRDER HANGER FLANGE. ATTACH LEDGER TOEACOLUMN -.. .^.^. .~-...=^," �xuexx/m�ur���� O.C. MAX N0MID P BLOCK]NG(U.NDj MGTAM24EA. SIDE EA. STUD TOWALL BELOW WV(8)1Ud NAILS AND (5) 1/4'/ 3/4"TAPCON8PER STRAP;CENTER STRAP BETWEEN MASONRY WALL A FRAME WALL CONTRACTOR MA' G|MPSONHTT4AT WINDOW JAMB ST INSTEAD OF|ND|C EXTERIOR FLAT S* INTERIOR FLAT 8T |SSTILL REC>U|RB JAMB STUD CONO GEEARCHSF[)R FURRING AND INTERIOR FINISH MASONRY WALL F PLAN | SPLICE DETAILS vv����^ �'`^�" 12 PER PLAN (2) 2x TOP PLATE CD2xHEADER SEE -- PLAN FOR MORE INFO &CONNECT|ONG WINDOW SEE PLAN -- FOR LOCATION 2xBLOCKING v/(2)12d TOENAILS EACH SIDE |FWALL SHEATHING IS STOPPED BELOW ROOF LINE 2xBASE PLATE VNi2d @24^O.C. TO FLOOR SYSTEM BELOW PLYWOOD FLOORING SEE FLOOR FRAMING PLAN FOR MORE INFO TRUSS DIREC & MORE INFO FLOOR GIRDER SEE PLAN FOR CONNECTION 3/4"=11-O" EXT. FINISH PER ARCHS SHEATHING PER PLAN ATTACH PER NAILING SCHEDULE 2x8#2SYPPT.SILL PLATE W/ 1/2" EPDXY ANCHOR BOLT OR J'BOLTW1MIN, 7" EMBED. @ 32" O.C. &3" FROM EA.END MAX 1/8"GAP BETWEEN SHEATHING ANDCMU CONT. #5 IN TIE BEAM EXT FINISH PER ARCHS PRE ENGINEERED TRUGGEG@ 24"(lC. MAX. PER PLAN SEE ARCHGFOR ROOF WATERPROOFING AND FINISH TRUSS ANCHOR (SEE PLAN) ROOF SHEATHING ATTACHED PER NAILING SCHEDULE 2x#2SPF STUDS @18^ 0.C.w/EXT. SHEATHING FROM TOP OF WALL TO BOTTOM OFTRUSS/ GIRDER SEE PLAN FOR WINDOW ATTACHMENT INFO, |FWALL SHEATHING ISN'T CONT. LSTAi8STRAPS ARE RE(2'DFROM STUDS TO GIRDER BELOW SEE LD02XSD2FOR MORE INFO |F TRUSSES ARE PARALLEL TOWALL ROOF SHEATHING ATTACHED PER NAILING SCHEDULE SEE TRUSS LAYOUT FOR TRUSS LOCATION & CONNECTION INFO T��|��| [.(�N���T|(�W��(�|��Fl��(������K TYPICAL / .^�r.^- ��^^'~'"^-`�' '^^'~ v�� ^^"^�^^-'` ~^^^ BEAM -'----~~~'-^-'^^'^ ��|�mu�un��/n/ LEDGER �� (7��hJ TO BELOW ��^^~��^ ^ �� OPEN . = 2x4LEDGER W/(2) 1 O NAILS @ 16'O. 2xEXT. FRAM EVVA PER PLAN G|KXP80NH1UA@ EACH DIAGONAL BRACE 1/2^THREADED RD CONTINUOUS TO FOUNDATION. REF TOBEARING WALL NOTES FOR BASE CONNECTION 2xBOTTOM PLATE CONNECT TODOL TOP PLATE W/1Gd NAILS @f;'O.C. (2) 2x TOP PLATE 2xBEARING WALL PLAN, FRAME CONTINUOUS TO BOTTOM PLATE 0F 2ND STORY WALL WR'^� BRACING @ 2 STORY FRAME WALL 3/4"=11-O" -._--.°".^,^.. ,.=^,".uno 2x8#2SPF MIN STUDS @16'O.C.PER PLAN 2x4 CONT. W/C812d NAILS TO EACH STUD 2x8#2GYPSILL PLATE W/ Y2"EPDXY ANCHOR ORJ'BOLT@32^O.C. NVMIN. 7"EMBEDMENT &G^FROM EACH END MASONRY WALL PER PLAN 2x8MIN. SPF #2@16" O.C.'SEE FRAMING PLAN FOR MORE INFO 2x4 BLOCKING — ---- BETVVEENSTUDSW/ (2)12dTOE NAILS EACH END urrcnr�uun.."`L-.° 1/4"X3-1/2"8|K8POON 8O8 SCREW @ 16' O.C. 2x4BLOCKING W/(2) 18d NAILS @ EACH END. BLOCK ADJACENT BAYS @ EACH DIAGONAL BRACE A8SHOWN. FASTEN ROOF SHEATHING TO2x BLOCKING W/8dNAILS @8''O.C. (5)16dNAILS DIAGONAL BRACE TO BLOCKING PROVIDE 2x4GYP#2 CONT. BRACE W/ (2) 1GdNAILS EACH DIAGONAL BRACE. TRUSSES PER PLAN 2x4 SYP #2 DIAGONAL BRACE @48Y' O.C. MAX. 450 FROM HORIZONTAL BRACE NOT REQUIRED G'FRON1EAVES. pv2 ^°"=°.. ---�� FROM TOP OFWALL EXT. SHEATHING 2x BASE PLATE W1 (2) TOBOTTOM OFSILL ATTACH PER NAILING 12d NAILS @ 12" O.C. PLATE ATTACH PER _________________________� NAILING SCHEDULE �_ ' . WALL IS CONT. BRG ON TRUSS LOW ROOF TRUSS SEE ----' | ROOF SHEATHING -- | / ' ATTACH PER NAILING IS|KAPGONH2.5AEA. | ' SCHEDULE FRUSS OR LSTA18 | . {�NVVOODUGEHGA PLAN | CLIPS @24^{}.Cj SEE LD02/SD2 FOR MORE INFO. TOENAILS EACH END FLOOR TRUSS PER PLAN | . PRE-ENGINEERED -- ' | \ TRUSS PER PLAN ' ' MIN. 2xG#28YPCONT. | |/ LEDGER W/ (DY4"x34/2"| | \ SIDS WOOD SCREWS 6� ' ____-__-___-___ " - | . 16" O.C. MAX. &3 | | FROM EA. END 'USE | | ' ��GCREVV8FOR �" | . � S\K4P8ONLUG2GUSE . ECESSLEDGER INTO _-_.,/ O.C. | LUS26'2FOR 2PLY TRUSS. VERIFY W/IRUSSSHOP \ TRUSS � L_-------------------------� 2x8GYP#2LEDGER VV MIN. (4)1GdNAILS 0 EACH STUD (AT EACH OPT' TRUSS RECESS LEDGER SIDE OFG.T. USE (4) 16d NAILS) LEDGER �� (7��hJ TO BELOW ��^^~��^ ^ �� OPEN . = 2x4LEDGER W/(2) 1 O NAILS @ 16'O. 2xEXT. FRAM EVVA PER PLAN G|KXP80NH1UA@ EACH DIAGONAL BRACE 1/2^THREADED RD CONTINUOUS TO FOUNDATION. REF TOBEARING WALL NOTES FOR BASE CONNECTION 2xBOTTOM PLATE CONNECT TODOL TOP PLATE W/1Gd NAILS @f;'O.C. (2) 2x TOP PLATE 2xBEARING WALL PLAN, FRAME CONTINUOUS TO BOTTOM PLATE 0F 2ND STORY WALL WR'^� BRACING @ 2 STORY FRAME WALL 3/4"=11-O" -._--.°".^,^.. ,.=^,".uno 2x8#2SPF MIN STUDS @16'O.C.PER PLAN 2x4 CONT. W/C812d NAILS TO EACH STUD 2x8#2GYPSILL PLATE W/ Y2"EPDXY ANCHOR ORJ'BOLT@32^O.C. NVMIN. 7"EMBEDMENT &G^FROM EACH END MASONRY WALL PER PLAN 2x8MIN. SPF #2@16" O.C.'SEE FRAMING PLAN FOR MORE INFO 2x4 BLOCKING — ---- BETVVEENSTUDSW/ (2)12dTOE NAILS EACH END urrcnr�uun.."`L-.° 1/4"X3-1/2"8|K8POON 8O8 SCREW @ 16' O.C. 2x4BLOCKING W/(2) 18d NAILS @ EACH END. BLOCK ADJACENT BAYS @ EACH DIAGONAL BRACE A8SHOWN. FASTEN ROOF SHEATHING TO2x BLOCKING W/8dNAILS @8''O.C. (5)16dNAILS DIAGONAL BRACE TO BLOCKING PROVIDE 2x4GYP#2 CONT. BRACE W/ (2) 1GdNAILS EACH DIAGONAL BRACE. TRUSSES PER PLAN 2x4 SYP #2 DIAGONAL BRACE @48Y' O.C. MAX. 450 FROM HORIZONTAL BRACE NOT REQUIRED G'FRON1EAVES. pv2 ^°"=°.. ---�� EXT. SHEATHING 2x BASE PLATE W1 (2) 2x ERG WALL W/ SIMPSON SP2 @ ATTACH PER NAILING 12d NAILS @ 12" O.C. TOP & SP1 @ BASE. LSTA18 OR NAILS. UNDER | | ,k SEE PLANWINDOW JAMBS USE | | OR LSTA18 TO WALL IS CONT. BRG ON TRUSS LOW ROOF TRUSS SEE ----' BLOCKING BELOW. STRAP STUDS W/ LSTA18 @ 16" O.C. CONTINUOUS TOBASE NOT REQ'D IF STUD Is TO TRUSS BELOW) TRUSS |SCONT. BRG \ CONNECTED W/ MTS12 3/4" FLOOR SHEATHING ATTACHED | OR LSTA18 PER NAILING SCHEDULE {�NVVOODUGEHGA PLAN 2x BLOCKING W/ (2) 12d CLIPS @24^{}.Cj SEE LD02/SD2 FOR MORE INFO. TOENAILS EACH END FLOOR TRUSS PER PLAN TE CONNECTION: USE 1/2 ALL THREAD ROD W1 7" E MIN. EMBED USING SIMPSON SET -XP EPDXY @ 6" FROM MAX W/ WASHER 6R'� SECTION @ OPEN TO ABOVE 2xERG WALL VW ---- S|KAPS{}NSP2@TOP & SP1 @BASE L8TA18 OR&1TS12MAY BE UGED@BASE EXTERIOR SHEATHING ATTACH PER NAILING SCHEDULE (2)2x4#2SYP ------ BLOCKING W/G|KAP8ON HUC24'3EACH END, USE (4) 10d &(2) 10d NAILS. UNDER WINDOW JAMBS USE (2)2x6N0HUC28'2. 2xBLOCKING N0CB12d TOENAILS EACH END 2x BASE PLATE W/ (2) 12d NAILS @ 12'O.C. 3/4" FLOOR SHEATHING ATTACHED PER NAILING SCHEDULE FLOOR TRUSS PER LOW ROOF TRUSS SEE TRUSS PLAN FOR PLAN CONNECTIONS \ MASONRY(SHOWN) 0RWOOD WALL PER PLAN AS1'�4 ��7T|(�N �� ��|��[l A��| T�U�� SECTION '��'" Y�� RAISED HEEL TRUSS ^^�~^~^ ALIGN 2ND FLOC STUDS wl1ST FL STUDS (2)2xGPF#2BAS PLATE. ATTACH NK(2)18dNAILS TRUSS, THEN Al 2ND PLY W0(2)1 @ 12"[).C. G|KAPGDNCG18F (2) 2x TOP PLATE SEE PLAN FOR BEARING WALL REQUIREMENTS STUDS TOAL|Gf STUDS ABOVE SECTION @ 2 -STORY BRG EXT. SHEATHING FROM TOP OFWALL TODBL BOTTOM PLATE. |F SHEATHING |SNOT CONT. ADD BLOCKING @ SHEATHING SPLICE W/(3)1OdTOENAILS EA. END. G|K8PS.SP4 @ TOP REO'D ROOF SHEATHING ATTACH PER NAILING SCHEDULE 2x4GYP#2BLOCKING W0(2)1OdTOE NAILS LOW ROOF TRUSS VW 18^TALL RAISED HEEL BOTTOM CHORD EXTENSION ATTACH EACH TRUSS TOBEARING WALL USING 8|MPGONH1OA U.N.O. ON FRAMING PLANS 3/4"=1�0" SEE2ND [- -------------------------- ^°"=°.. ---�� BLOCKING NKG|KAPGON | HUC34-2EACH END, | |SIMPSON USE (A10d&CD1Ud H2.5' | NAILS. UNDER | | ,k SEE PLANWINDOW JAMBS USE | | (2)2x6NVHUC26-2. LOW ROOF TRUSS SEE ----' IFSHEATHING |GNOT TRUSS PLAN FOR CONTINUOUS TOBASE CONNECTIONS (IF J� PLATE, 8P8TOP AND TRUSS |SCONT. BRG \ BOTTOM ARE REO.D \ ONMASONRY USE �-- MASONRY (SHOWN) | K4ETA18@24^O.C.OR ORWOOD WALL PER C.�N.U.VVALLPER PLAN {�NVVOODUGEHGA PLAN \ | `---- LEDGER RECESSED ' CLIPS @24^{}.Cj X 6S1 5�\ SECT|ON @ COMBO TRUSS 2xBLOCKING N0CB12d TOENAILS EACH END 2x BASE PLATE W/ (2) 12d NAILS @ 12'O.C. 3/4" FLOOR SHEATHING ATTACHED PER NAILING SCHEDULE FLOOR TRUSS PER LOW ROOF TRUSS SEE TRUSS PLAN FOR PLAN CONNECTIONS \ MASONRY(SHOWN) 0RWOOD WALL PER PLAN AS1'�4 ��7T|(�N �� ��|��[l A��| T�U�� SECTION '��'" Y�� RAISED HEEL TRUSS ^^�~^~^ ALIGN 2ND FLOC STUDS wl1ST FL STUDS (2)2xGPF#2BAS PLATE. ATTACH NK(2)18dNAILS TRUSS, THEN Al 2ND PLY W0(2)1 @ 12"[).C. G|KAPGDNCG18F (2) 2x TOP PLATE SEE PLAN FOR BEARING WALL REQUIREMENTS STUDS TOAL|Gf STUDS ABOVE SECTION @ 2 -STORY BRG EXT. SHEATHING FROM TOP OFWALL TODBL BOTTOM PLATE. |F SHEATHING |SNOT CONT. ADD BLOCKING @ SHEATHING SPLICE W/(3)1OdTOENAILS EA. END. G|K8PS.SP4 @ TOP REO'D ROOF SHEATHING ATTACH PER NAILING SCHEDULE 2x4GYP#2BLOCKING W0(2)1OdTOE NAILS LOW ROOF TRUSS VW 18^TALL RAISED HEEL BOTTOM CHORD EXTENSION ATTACH EACH TRUSS TOBEARING WALL USING 8|MPGONH1OA U.N.O. ON FRAMING PLANS 3/4"=1�0" SEE2ND [- -------------------------- | WALL � | ADD|TlO | ' INFORM) ' | |SIMPSON H2.5' | ) TRUSS TO LEDGER | . | | | ' | ' 'C"'`'. LEDGER "" p° ------ -- |Y4"x3' SIDS WOOD | |8CREVV8@ 16^{lC. | EQUALLY 1 | SPACED &J' FKUN | ' \ | `---- LEDGER RECESSED ' 'END OF LEOGER' \ (3)VV. 'USE �SRE8 |F�� � | INTO TRUSS. VERIFY . IS REQUIRED | w/ SHOP DRAWINGS|O.C. ' L— — — — — — — — — — | — — — — — — — — — — — — — — — —� &UL =11cl; SECTION @ LOW 1/2" J -BOLTS @ 6" FROM EA. END OF WALL & WALL OPENINGS @32''o.o. MAX. VW7"MIN. EMBEDMENT & WASHER SEE BEARING WALL nr�Fn�||FFr)�K�ORF>NFORk�AT0N� �~'�����'�'�����' ��� ALTERNATE CONNECTION: 1�"ALL AT0PEN|NGGLAR�ERTHAN THREADRDDtY'FRO MEA ENDOF \ �~ / 4''2"ATTACHTOPPLATETO `�_^� VVALL.VVALLOPEN|NG8&AT3Z'O.(�. HEADERV@THLSTA12BENT K4AX(7"K�|N.E/NBEDUS\NGG|KAPS0N OVERN0(5)10dNA�LG|NTO SET`XPEPDXY)��VVAGHER PLATEAND(5)1OdNA|LS|Nl� HEADER � �T/��� |yJT��|/��� �����|�J,� N�| | ^- STORY ~^' ~ ' '' " ' ^-' ^^^~' ^ BEAIG ~' ~~~ ' - --- SEECHARTFORRBQU|RBJJACKG/ K|NGG#OFSTUDGT0MATCH \ �~ / 4'��'ATTACHTOPPLATETO ��� HEADERVV|THLSTA12BENT OVERN0(5)10dNA�LG|NTOTOP PLATEAND(5)1OdNA|LS|N�O HEADER 2X4#2GYPNAILER TOSTUDS W/3'16d @ EA. STUD. ATTACH TRUSS TO NAILER W/(3)1Od TOE NAILS. ROOF AND EXTERIOR SHEATHING ATTACHED PER NAILING SCHEDULE 2X8#2GYPCONT. LEDGER W/(4)1Gd NAILS. ATTACH NAILS INTO END C>FEA. FLOOR TRUSS, 24" C).C.MAX, (INSTALL (4) NAILS AT EA. SIDE OF GJ.) S|KUPSUNLU82O[}R |F2-PLYTRUSS SlMPGONLU82G-2 TRUSS TOLEDGER 8"CMU WALL, TYP. GEEFLOOR FRAMING PLAN FOR MORE INFO. VERIFY PLAN FOR LOCATION AND DIRECTION 8P4TOP& BOTTOM OFEA. GTUDU.N.O. a.NIS "",".",= EETAR8OTTOK�OFENRTHHHSSDG PERBEAR|NGVVALL SCHEDULE S|K8PSONCSi8 GTUDSABOVETO HEADERBELOVV 1/2THREADEDROD ��32"{}.C. M/QXN0 NUT&2"VVA8HER ` ` ' . ` MIN. (3) 2x SYP #2 STUDS REQ'D @ I OF LANDING W/ N 16d NAILS FROM (2)2x12 SYP#2 HE, TO BUILT-UP STU COLUMN STANDARD (3)2x12 SYP#2 STRINGERS V SIMPSON A35 / A34 CLIP TO FLOOR SYSTEM & LANDING FRAMING (2) 2x12 SYP#2 BEAN PER SCHEDULE REG @ END OF LANDING FOR STRINGERS TO CONNECT TO. BEAM TO BEAR DIRECTLY BUILT UP COLUMNS BELOW OR ALTERNATE HANGER @ RIGHT OF THIS SEE TABLE FOR MAX. DETAIL WIDTH OF LANDING A -A PLAN VIEW 90 DEGREE TURN LANDING MIN. (3) 2x SYP #2 STUDS SEE SCHEDULE FOR MAX WIDTH OF LANDING REQ'D @ END OF LANDING W/ MIN. (6) 16d NAILS FROM (2)2x12 SYP#2 HEADER TO BUILT UP STUD COLUMN OPTIONAL (2)2x12 SYP#2 ATTACHMENT TO CMU/LEDGER IN LIEU OF BUILT UP COLUMN WOOD: HU210-2/HUC210-2 W/ (18)16d NAILS TO LEDGER/SUPPORT AND (10)10d NAILS TO (2)2x12 SYP#2 HEADER MASONRY: HU210-2/HUC210-2 W/ (18) 1/4"x3-1/4" TAPCONS TO CMU AND (10) 10d NAILS TO (2)2x12 SYP#2 HEADER STANDARD (3) 2X12 SYP #2 STRINGERS W/ SIMPSON A34 / A35 CLIP TO FLOOR SYSTEM & LANDING 5 O U_ W J m W W U) FRAMING (2) 2x12 SYP#2 BEAM PER SCHEDULE REQ'D @ END OF LANDING FOR STRINGERS TO CONNECT TO. BEAM TO BEAR DIRECTLY ON BUILT UP COLUMNS BELOW OR ALTERNATE HANGER @ RIGHT OF THIS DETAIL MIN. 2x8 SYP#2 JOISTS @ LANDING @ 16"O.C. W/ SIMPSON A35 OR LUS26 HANGER ON EACH SIDE A®A PLAN VIEW 180 DEGREE TURN LANDING SEE SCHEDULE FOR MAX WIDTH OF LANDING 3/4" O.S.B. W/ 8d NAILS @ 3" O.C. TOP AND BOTTOM CHORD FLOOR SYSTEM PER FRAMING PLAN TYP. 2x12 STRINGERS ONE ON EACH SIDE AND ONE @ MID -SPAN A34 @ EA. STRINGER TO LANDING 2x ATTACHED TO STRINGER 2x12 STRINGERS ONE ON EACH SIDE AND ONE @ MID -SPAN A35 CONNECTION 2x8 P.T. SPF #2 (MIN.) LET -IN FASTEN TO SLAB USING MIN. (6) 1/4"x3-1/4" EVENLY SPACED TAPCONS @ MIN. END DISTANCE OF 1-1/2" A35 @ EA. STRINGER TO LANDING \ z SEE ARCHS. FOR MAX. RISE OF STEPS AND MIN. TREAD DEPTH STAIR FRAMING INFO SCALE: 314" = 1'-0" LL O 0 C STANDARD (3) 2X12 STRINGERS W/ SIMPSON A34 CLIP TO FLOOR SYSTEM LINE UP 2xJOIST IN LINE WITH MIDDLE 2x12 STRINGER TO BE UTILIZED AS BLOCKING MIN. 2x8 SYP#2 JOISTS @ LANDING @ 16"O.C. W/ SIMPSON A35 OR LUS26 HANGER ON EACH SIDE MIN. 2x8 SYP#2 JOIST (P.T. IF ATTACHING TO MASONRY WALL) CONT. LEDGER w/ (3) 16d NAILS @ 16" O.C. MAX. TO EACH STUD. ((2) 1/4" x 3 1/4" TAPCONS @ 16" O.C. MAX. FOR MASONRY WALL) 3/4" PLYWOOD OR OSB SHEATHING OVER LANDING ATTACHED PER GENERAL FLOOR CONSTRUCTION NOTES MID SPAN BLOCKING TO MATCH JOIST DEPTH W/ (3) 10d TOENAILS EACH END SEE PLAN FOR MASONRY WALL OR WOOD WALL MIN. 2x8 SYP#2 JOIST (P.T. IF ATTACHING TO MASONRY WALL) CONT. LEDGER w/ (3) 16d NAILS @ 16" O.C. MAX. TO EACH STUD. ((2) 1/4"x3-1/4" TAPCONS @ 16" O.C. MAX. FOR MASONRY WALL) (2) 2x12 SYP#2 BEAM PER SCHEDULE @ END OF LANDING FOR STRINGERS TO CONNECT TO. BEAM TO BEAR DIRECTLY ON BUILT UP COLUMN BELOW. MIN. (3) 2x4 SYP #2 COLUMN 2x P.T. BOTTOM PLATE 6" MIN. oo rO MIN. 2x8 SYP#,' LEDGER (P.T. I ATTACHING TC MASONRY WAI SIMPSON A35 CONNECTIONS MASONRY WAL FRAME WALL B STRINGERS TO BE NOTCHED AT LANDING OR LET -IN 2x4 SYP#2 CLEAT AND ATTACH TO JOISTS BELOW W/(2) -12d NAILS @ 16" O.C. (3) 16d TOENAILS PENDING LANDING HEIGHT AND PLAN LAYOUT. HEADER WITHIN SUPPORT WALL COULD BE REQUIRED. SEE PLAN FOR REQUIRED HEADER AND SUPPORT INFORMATION. 2x JOIST (P.T. IF ATTACHING TO MASONRY WALL) CONT LEDGER w/ (3) 16d NAILS @ 16" O.C. MAX. TO EACH STUD. ((2) 1/4" x3-1/4" TAPCONS @ 16" O.C. MAX. FOR MASONRY WALL) WOOD OR MASONRY WALL SEE PLAN FOR MORE INFO 2x JOIST PER SCHEDULE HEIGHT OF LANDING PER FLOOR PLAN PLYWOOD SHEATHING OVER LANDING ATTACHED PER GENERAL FLOOR CONSTRUCTION NOTES BEAM @ END OF LANDING PER SCHEDULE OPTIONAL (2)2x12 SYP#2 ATTACHMENT TO CMU/LEDGER IN LIEU OF BUILT UP COLUMN WOOD: HU210-2/HUC210-2 W/ (18)16d NAILS TO LEDGER/SUPPORT AND (10)10d NAILS TO (2)2x12 SYP#2 HEADER MASONRY: HU210-2/HUC210-2 W/ (18) 1/4"x3-1/4" TAPCONS TO CMU AND (10) 10d NAILS TO (2)2x12 SYP#2 HEADER BEAM/JOISTS REQUIREMENT AT LANDING HEIGHT OF STAIRS BEAM JOISTS MAX WIDTH AT LANDING (#2 SYP) (#2 SYP) OF LANDING 12'-0" OR LESS (2) 2x12 2x8 NOTE: 1. STAIR TREAD AND RISER CONSTRUCTION SHALL FOLLOW THE MINIMUM CODE REQUIREMENTS AS SPECIFIED IN THE CURRENT EDITION OF THE FBC. 2. (2)2x12 SYP#2 BEAM IS REQUIRED AT THE OUTSIDE FACE OF THE LANDING FOR STRINGER ATTACHMENTS. SEE CHART FOR MIN. SIZE OF INSIDE BEAM. NAIL (2)PLY BEAM TOGETHER USING (3)12d NAILS AT 8" O.C. 3. CONTACT EOR FOR CONDITIONS NOT COVERED THIS DETAIL PRIOR TO CONSTRUCTION. jk SEE ARCH PLAN MAX. 4'-0" ABOVE FLOC 2x4 SILL PLATE W/ (2 10d NAILS @ 4" O.C. (NOTCHED @ 2x6 VERTICAL LOCATION 2x6 VERTICAL AND L -BRACE @ 6-0" O.C. @ ANY OPENING 2x4 CONT. TOP PLATE ATTACH TOP PLATE TO STUDS W/(2)16d TOE NAILS 2x4 #2 SPF STUDS @ 24" O.C. W/ (2) 12d TOENAILS BOTTOM NOTCH SILL AND PLYWOOD FLOORING TO ALLOW VERTICAL TO SLIDE DOWN TO FACE OF TRUSS �L- ATTACH 2x6 VERTIC DOUBLE TRUSS PARALLEL TO FLOOR TO TRUSS W/ (3) SDS WOOD SCREW; N.T.S. EQUALLY SPACED/CENTEREE 2x4 CONT. TOP PLATE TRUSS TO OUTSIDE ATTACH TOP PLATE TO FACE OF TRUSS STUDS W/(2)16d 1 NAILS 2x4 #2 SPF STUDS 24" O.C. W/ (2) 12d TOENAILS BOTTOM NOTCH SILL AND PLYWOOD FLOORI TO ALLOW VERTIC. TO SLIDE DOWN T( FACE OF TRUSS ATTACH 2x6 VERTU TO TRUSS W/ (3) %' SDS WOOD SCREV\ EQUALLY SPACED/CENTEREE _ TRUSS TO OUTSIDE FACE OF TRUSS SINGLE TRUSS PARALLEL TO FLOOR N.T.S. gk SEE ARCH PLAN MAX. 4'-0" ABOVE 2x4 SILL PLATE W/ 10d NAILS @ 4" O.C. (NOTCHED @ 2x6 VERTICAL LOCATIO 2x6 VERTICAL AND L -BRACE @ 6-0"0.( @ ANY OPENING TRUSS SEE PLAN 2x6 VERTICAL @ 6-0" O.C. MIN. AND @ ANY OPENING W/IN HANDRAIL KNEEWALL 2x4 #2 SPF STUDS @ 24" O.C. NOTCH SILL PLATE FOR VERTICAL 2x L -BRACE W/ 12d NAILS @ 4" O.C. SCALE: 3/4" = 1'-0" FLOOR TRUSSES COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. J Q 1= z W 0 U) W 0 N z O 1=- 0 W z LO co Q®,ag9l91dif®�'LU 0 ( � 0 00 O odU) _ LU m .:CO U coLL LL z LL O V) O W �2 V_ O Q 0Y 0 n. w O J J <C w Z 0 a U 0-- U cri U) 0� W U W O U) z O_ U) U O M O 6J r� V-:�, ♦y��dJ o ui :D20 U d dG9 °� o Z Qm < Z Lt-— � CO O 0 w z W0w ®J0)Z)coti 0 Q "" 06 —' to 't P 0 (n O - r J i/�1.1.1 z C M j r ,C W �ZQO J�c � 0 O Q c F_ z z Q O3: 2 w 0 LU Ozzwz E F— o¢DwQ� Q W QW�_j CL � Z I°_ o U)O LL o Q �O z 0 W W Z CD ° 0 ti 0> _j O W W ° J W Z W W i, LU T_ 3:Z U) 0 W Q Q W U) Q cy i O W 00 W 0 N Z 0 IL Li® tV U) W 0 U STRUCTURAL ENG: MCD W SEE PLAN FOR DEPTH OF LANDING 1� -STRUCT: AR QC CHECK: EA u) JOB No. PSQ-0205859 B Q SCALE: B F -- w DATE: 08/16/2018 0 5 O U_ W J m W W U) FRAMING (2) 2x12 SYP#2 BEAM PER SCHEDULE REQ'D @ END OF LANDING FOR STRINGERS TO CONNECT TO. BEAM TO BEAR DIRECTLY ON BUILT UP COLUMNS BELOW OR ALTERNATE HANGER @ RIGHT OF THIS DETAIL MIN. 2x8 SYP#2 JOISTS @ LANDING @ 16"O.C. W/ SIMPSON A35 OR LUS26 HANGER ON EACH SIDE A®A PLAN VIEW 180 DEGREE TURN LANDING SEE SCHEDULE FOR MAX WIDTH OF LANDING 3/4" O.S.B. W/ 8d NAILS @ 3" O.C. TOP AND BOTTOM CHORD FLOOR SYSTEM PER FRAMING PLAN TYP. 2x12 STRINGERS ONE ON EACH SIDE AND ONE @ MID -SPAN A34 @ EA. STRINGER TO LANDING 2x ATTACHED TO STRINGER 2x12 STRINGERS ONE ON EACH SIDE AND ONE @ MID -SPAN A35 CONNECTION 2x8 P.T. SPF #2 (MIN.) LET -IN FASTEN TO SLAB USING MIN. (6) 1/4"x3-1/4" EVENLY SPACED TAPCONS @ MIN. END DISTANCE OF 1-1/2" A35 @ EA. STRINGER TO LANDING \ z SEE ARCHS. FOR MAX. RISE OF STEPS AND MIN. TREAD DEPTH STAIR FRAMING INFO SCALE: 314" = 1'-0" LL O 0 C STANDARD (3) 2X12 STRINGERS W/ SIMPSON A34 CLIP TO FLOOR SYSTEM LINE UP 2xJOIST IN LINE WITH MIDDLE 2x12 STRINGER TO BE UTILIZED AS BLOCKING MIN. 2x8 SYP#2 JOISTS @ LANDING @ 16"O.C. W/ SIMPSON A35 OR LUS26 HANGER ON EACH SIDE MIN. 2x8 SYP#2 JOIST (P.T. IF ATTACHING TO MASONRY WALL) CONT. LEDGER w/ (3) 16d NAILS @ 16" O.C. MAX. TO EACH STUD. ((2) 1/4" x 3 1/4" TAPCONS @ 16" O.C. MAX. FOR MASONRY WALL) 3/4" PLYWOOD OR OSB SHEATHING OVER LANDING ATTACHED PER GENERAL FLOOR CONSTRUCTION NOTES MID SPAN BLOCKING TO MATCH JOIST DEPTH W/ (3) 10d TOENAILS EACH END SEE PLAN FOR MASONRY WALL OR WOOD WALL MIN. 2x8 SYP#2 JOIST (P.T. IF ATTACHING TO MASONRY WALL) CONT. LEDGER w/ (3) 16d NAILS @ 16" O.C. MAX. TO EACH STUD. ((2) 1/4"x3-1/4" TAPCONS @ 16" O.C. MAX. FOR MASONRY WALL) (2) 2x12 SYP#2 BEAM PER SCHEDULE @ END OF LANDING FOR STRINGERS TO CONNECT TO. BEAM TO BEAR DIRECTLY ON BUILT UP COLUMN BELOW. MIN. (3) 2x4 SYP #2 COLUMN 2x P.T. BOTTOM PLATE 6" MIN. oo rO MIN. 2x8 SYP#,' LEDGER (P.T. I ATTACHING TC MASONRY WAI SIMPSON A35 CONNECTIONS MASONRY WAL FRAME WALL B STRINGERS TO BE NOTCHED AT LANDING OR LET -IN 2x4 SYP#2 CLEAT AND ATTACH TO JOISTS BELOW W/(2) -12d NAILS @ 16" O.C. (3) 16d TOENAILS PENDING LANDING HEIGHT AND PLAN LAYOUT. HEADER WITHIN SUPPORT WALL COULD BE REQUIRED. SEE PLAN FOR REQUIRED HEADER AND SUPPORT INFORMATION. 2x JOIST (P.T. IF ATTACHING TO MASONRY WALL) CONT LEDGER w/ (3) 16d NAILS @ 16" O.C. MAX. TO EACH STUD. ((2) 1/4" x3-1/4" TAPCONS @ 16" O.C. MAX. FOR MASONRY WALL) WOOD OR MASONRY WALL SEE PLAN FOR MORE INFO 2x JOIST PER SCHEDULE HEIGHT OF LANDING PER FLOOR PLAN PLYWOOD SHEATHING OVER LANDING ATTACHED PER GENERAL FLOOR CONSTRUCTION NOTES BEAM @ END OF LANDING PER SCHEDULE OPTIONAL (2)2x12 SYP#2 ATTACHMENT TO CMU/LEDGER IN LIEU OF BUILT UP COLUMN WOOD: HU210-2/HUC210-2 W/ (18)16d NAILS TO LEDGER/SUPPORT AND (10)10d NAILS TO (2)2x12 SYP#2 HEADER MASONRY: HU210-2/HUC210-2 W/ (18) 1/4"x3-1/4" TAPCONS TO CMU AND (10) 10d NAILS TO (2)2x12 SYP#2 HEADER BEAM/JOISTS REQUIREMENT AT LANDING HEIGHT OF STAIRS BEAM JOISTS MAX WIDTH AT LANDING (#2 SYP) (#2 SYP) OF LANDING 12'-0" OR LESS (2) 2x12 2x8 NOTE: 1. STAIR TREAD AND RISER CONSTRUCTION SHALL FOLLOW THE MINIMUM CODE REQUIREMENTS AS SPECIFIED IN THE CURRENT EDITION OF THE FBC. 2. (2)2x12 SYP#2 BEAM IS REQUIRED AT THE OUTSIDE FACE OF THE LANDING FOR STRINGER ATTACHMENTS. SEE CHART FOR MIN. SIZE OF INSIDE BEAM. NAIL (2)PLY BEAM TOGETHER USING (3)12d NAILS AT 8" O.C. 3. CONTACT EOR FOR CONDITIONS NOT COVERED THIS DETAIL PRIOR TO CONSTRUCTION. jk SEE ARCH PLAN MAX. 4'-0" ABOVE FLOC 2x4 SILL PLATE W/ (2 10d NAILS @ 4" O.C. (NOTCHED @ 2x6 VERTICAL LOCATION 2x6 VERTICAL AND L -BRACE @ 6-0" O.C. @ ANY OPENING 2x4 CONT. TOP PLATE ATTACH TOP PLATE TO STUDS W/(2)16d TOE NAILS 2x4 #2 SPF STUDS @ 24" O.C. W/ (2) 12d TOENAILS BOTTOM NOTCH SILL AND PLYWOOD FLOORING TO ALLOW VERTICAL TO SLIDE DOWN TO FACE OF TRUSS �L- ATTACH 2x6 VERTIC DOUBLE TRUSS PARALLEL TO FLOOR TO TRUSS W/ (3) SDS WOOD SCREW; N.T.S. EQUALLY SPACED/CENTEREE 2x4 CONT. TOP PLATE TRUSS TO OUTSIDE ATTACH TOP PLATE TO FACE OF TRUSS STUDS W/(2)16d 1 NAILS 2x4 #2 SPF STUDS 24" O.C. W/ (2) 12d TOENAILS BOTTOM NOTCH SILL AND PLYWOOD FLOORI TO ALLOW VERTIC. TO SLIDE DOWN T( FACE OF TRUSS ATTACH 2x6 VERTU TO TRUSS W/ (3) %' SDS WOOD SCREV\ EQUALLY SPACED/CENTEREE _ TRUSS TO OUTSIDE FACE OF TRUSS SINGLE TRUSS PARALLEL TO FLOOR N.T.S. gk SEE ARCH PLAN MAX. 4'-0" ABOVE 2x4 SILL PLATE W/ 10d NAILS @ 4" O.C. (NOTCHED @ 2x6 VERTICAL LOCATIO 2x6 VERTICAL AND L -BRACE @ 6-0"0.( @ ANY OPENING TRUSS SEE PLAN 2x6 VERTICAL @ 6-0" O.C. MIN. AND @ ANY OPENING W/IN HANDRAIL KNEEWALL 2x4 #2 SPF STUDS @ 24" O.C. NOTCH SILL PLATE FOR VERTICAL 2x L -BRACE W/ 12d NAILS @ 4" O.C. SCALE: 3/4" = 1'-0" FLOOR TRUSSES COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. J Q 1= z W 0 U) W 0 N z O 1=- 0 W z LO co Q®,ag9l91dif®�'LU 0 ( � 0 00 O odU) _ LU m .:CO U coLL LL z LL O V) O W �2 V_ O Q 0Y 0 n. w O J J <C w Z 0 a U 0-- U cri U) 0� W U W O U) z O_ U) U O M O 6J r� V-:�, ♦y��dJ o ui :D20 U d dG9 °� o Z Qm < Z Lt-— � CO O 0 w z W0w ®J0)Z)coti 0 Q "" 06 —' to 't P 0 (n O - r J i/�1.1.1 z C M j r ,C W �ZQO J�c � 0 O Q c F_ z z Q O3: 2 w 0 LU Ozzwz E F— o¢DwQ� Q W QW�_j CL � Z I°_ o U)O LL o Q �O z 0 W W Z CD ° 0 ti 0> _j O W W ° J W Z W W i, LU T_ 3:Z U) 0 W Q Q W U) Q cy i O W 00 W 0 N Z 0 IL Li® tV U) W 0 U STRUCTURAL ENG: MCD W DRAFTING: 1� -STRUCT: AR QC CHECK: EA u) JOB No. PSQ-0205859 Q SCALE: AS INDICATED F -- w DATE: 08/16/2018 0 U) Nw LL coT 1A co co C s S S