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HomeMy WebLinkAbout2458 Waxwing WaySoRkENTO COLLECTIVE SERIES PAD SIZE 30'x 65'-0" SHEET INDEX: 00 COVER SHEET 01 SLAB PLAN 02 FIRST FLOOR 03 SECOND FLOOR 04B EXT. ELEVATION B, FRONT & REAR 05B EXT. ELEVATION B, LEFT & RIGHT 06 STAIR SECTION 07 FIRST FLOOR ELECTRICAL 08 SECOND FLOOR ELECTRICAL D1 TYPICAL DETAILS REVISION SCHEDULE: NO: DATE: DESCRIPTION: BY: 1 01/23/17 BEDROOM 5 OPTION J.L. 2 11/10/17 REVISED LOT RELEASE WITH FRAME WALK REVISIONS RECORD COPY ?'r,vislot, SANrRD #17"2641 0 W m PIA 0 J z O O 0 N t w Low ct m w w Ln w 0 w Of Q 0 0 Y Q a w� a� N � � N � � O o C7 Z Lu V u- J co J c IW2 O O: W �� 'IIS,,' * 0 ``♦♦ �C) o� E M O � V Ll - co cm rn a) Q 'Q a) 0 CccoC�Oco O C 0E� Lo Cc s cc 00Qa.LL mW NZ � -o Zg 0) a E L 0: . W 00 41 5 En Li U o O w crQ V) cyY Q d 0 j O L co 0 a wc M 0 as . z N O s= 1 3:-2 �O ,O100 0- a � V 1 L� N t� x w w a..+ � O o J z z a V) O o p L � 0 d M � r -I 1 DC 0091. N z w. tai C M O co C o p N N v- ,� C O z N CLCD 'C N G7 L a C N c L w< W LA 0 tZ m w S w . Q 0 . i O z Ld w o cn Q ISSUE DATE 09/20/2017 0 w x REVISIONS 0 w PROJECT: 17-0233 >- SCALE: AS NOTED z z DRAWN BY: JML & JFT DESIGNED BY: MJS COVER PAGE 00 C, ATTACH BEAM TO CMU — USING HUC410 W/ (10) 10d NAILS & (18) 1/4"x2-3/4" TAPCONS SEE DETAIL ST01/ST1 FOR ADDITIONAL LANDING FRAMING INFORMATION ATTACH BEAM TO CMU — USING HUC410 W/ (10) 10d NAILS & (18) 1/4"x2-3/4" TAPCONS B2x12 TO SUPPORT STAIR LANDING FRAMING 0 0 1 -fl A" ROOF SHEATHING PER PLAN- ATTACH PER NAILING SCHEDULE TYPICAL TRUSS TO FRAME CONNECTION. SEE STANDARD CONNECTOR NOTES ,gkBEARING SEE PLAN woo SEE ARCHITECTURAL PLAN FOR OVERHANG INFO DOUBLE 2)C4 SPF #2 — CONTINU@US TOP PLATE 24" LONA 15/32" PLYwooD GUSSET ON EA. FACE` OF EA. STUD. (2) 8d NAILS @ 4" o.0 STAGGERED MIN. 2x4 SPF #2 STUDS - @ 16" O.C., U.N.O. EXTERIOR FINISH PER DESIGN PLAN EXTERIOR WALL SHEATHING AND NAILING PER PLAN 1-3/4" MIN. 2x4 SYP#2 P.T. \ SILL PLATE BEARING SEE PLAN 1-3/4" MIN. CLEAR FROM -� CENTER OF 1/2" THREADED ROD TO EXTERIOR FACE OF CMU / MASONRY WALL AND J REINFORCEMENT PER PLAN WALL LEGEND Q= 9'-4" T.O.M. ROOF SHEATHING PER PLAN- ATTACH PER NAILING SCHEDULE TYPICAL TRUSS TO FRAME - BEARING WALL (OR LINTEL CONNECTION. SEE IF REFERENCED ON SHEET STANDARD CONNECTOR S4). VERIFY HEIGHT W/ NOTES ARCHITECTURAL PLANS LL BEARING Z MIN. 7" EMBEDMENT INTO CMU USING PRE-ENGINEERED ROOF SEE PLAN SIMPSON SET -XP EPDXY OR EQUAL TRUSSES @ 24" O.C. SPACED @ 32" O.C. AND 6" FROM ENDS. Q MIN. ASTM F1554 GRADE 36 Fy=36ksi & FU=58ksi, IF THE THREADED ROD IS NOT C" 1/2" THREADED ROD FROM DOUBLE TOP PLATE TO SEE ARCHITECTURAL ,010'VIEW11 CMU, MAINTAIN MIN. 7" EMBEDMENT INTO CMU PLAN FOR OVERHANG PLATE TO CMU BELOW, THE USING SIMPSON SET -XP EPDXY OR EQUAL SPACED INFO CONTRACTOR MAY INSTALL A MIN. @ 32" O.C. AND 6" FROM ENDS. IF THE THREADED SIMPSON CNW1/2 COUPLER NUT W/ ROD IS NOT INSTALLED CONTINUOUS FROM TOP 9OUBLE 2X8 SPF #2 WITNESS HOLES OR EQUAL PLATE TO CMU BELOW, THE CONTRACTOR MAY dONTINUOUS TOP I— INSTALL A MIN. SIMPSON CNW1/2 COUPLER NUT W/ PLATE WITNESS HOLES OR EQUAL MINIMUM 2" EMBEDMENT INTO THE CMU. 2x4 SPF #2 MID -POINT Z U) BLOCKING TOE NAILED EACH END W/ (3) 12d NAILS, U.N.O. BOTTOM PLATE IS FASTENED TIGHT TO 12" LONG 15/32" PLYWOOD 04 GUSSET ON EACH FACE OF ilk EACH STUD. (2) 8d NAILS @ 2x8 SPF # 2 STUDS @ —� IF J -BOLTS ARE INSTALLED @ 32" O.C. & U_ 4" O.C. STAGGERED 16" O.C. U.N.O. 6" FROM ENDS AND PLATE SPLICES, 24" LONG 15/32" PLYWOOD LU GUSSET ON EA. FACE OF EA. EXTERIOR FINISH J a STUD. (2) 8d NAILS @ 4" O.C. PER DESIGN PLAN NOT REQUIRED. STAGGERED O ATTACH EACH BOTTOM PLATE TO CMU EXTERIOR WALL U BELOW USING (2) 1/4" TAPCONS OR EQUAL @ SHEATHING AND D 12" O.C. MAINTAINING A MINIMUM 2" NAILING PER PLAN CK EMBEDMENT INTO THE CMU. THE CONTRACTOR SHALL BE RESPONSIBLE TO 1-3/4" M VERIFY ALL PLIES OF THE BOTTOM PLATE ARE MIN. Ix NAILED/FASTENED TIGHT TO EACH OTHER 2x8 SYP#2 P.T. LU AND ALSO TIGHT TO THE CMU. SILL PLATE TAPCONS PER STRAP NOTE TO CONTRACTOR: IF 2X8 SYP #2 P.T. a BOTTOM PLATE IS INSTALLED WITH 2X4 SYP ilk BEARING = #2 BOTTOM PLATES ABOVE FOR DOUBLE T SEE PLAN ALIGN FURRING STRIP WALL FRAMING, INSTALL (2) 1/4" X 6" TAPCONS a OR EQUAL @ 12" O.C. THRU DOUBLE BOTTOM MIN. CLEAR FROM -� CENTER OF 1/2" PLATE TO CMU BELOW CEN ATTACH FLAT STRAP TO CMU THREADED ROD TO J MSTAM24 EACH STUD TO WALL (@ 16" O.C. EXTERIOR FACE OF CMU p MAX) (9) 10d NAILS AND (5) 1/4" x 3-1/4" ceZ TAPCONS PER STRAP MASONRY WALL AND z ALIGN FURRING STRIP BELOW w/ 2x4 REINFORCEMENT PER z STUD ABV. & ATTACH FLAT STRAP TO PLAN LU CMU w/ 1/4"x3-1/4" LONG TAPCONS D 02 CL a u -J W 0 --- STRUCTURALENG: IY r N a W ui W�lm rillNOTE: F- W COLUMNriTO SUPPORTLANDING BEAM*,—,,ONLYEft 1 -fl A" ROOF SHEATHING PER PLAN- ATTACH PER NAILING SCHEDULE TYPICAL TRUSS TO FRAME CONNECTION. SEE STANDARD CONNECTOR NOTES ,gkBEARING SEE PLAN woo SEE ARCHITECTURAL PLAN FOR OVERHANG INFO DOUBLE 2)C4 SPF #2 — CONTINU@US TOP PLATE 24" LONA 15/32" PLYwooD GUSSET ON EA. FACE` OF EA. STUD. (2) 8d NAILS @ 4" o.0 STAGGERED MIN. 2x4 SPF #2 STUDS - @ 16" O.C., U.N.O. EXTERIOR FINISH PER DESIGN PLAN EXTERIOR WALL SHEATHING AND NAILING PER PLAN 1-3/4" MIN. 2x4 SYP#2 P.T. \ SILL PLATE BEARING SEE PLAN 1-3/4" MIN. CLEAR FROM -� CENTER OF 1/2" THREADED ROD TO EXTERIOR FACE OF CMU / MASONRY WALL AND J REINFORCEMENT PER PLAN WALL LEGEND Q= 9'-4" T.O.M. ROOF SHEATHING PER PLAN- ATTACH PER NAILING SCHEDULE `— 1x2 P.T. FURRING WALL SPLICE DETAILS W/ DOUBLE STUD 1A tEV, CLEAR STORY REPAIR DETAIL 3/4"=1'-0" = KNEE WALL TOP @ 11'-4" 1 F = INTERIOR/EXTERIOR TYPICAL TRUSS TO FRAME - BEARING WALL (OR LINTEL CONNECTION. SEE IF REFERENCED ON SHEET STANDARD CONNECTOR S4). VERIFY HEIGHT W/ NOTES ARCHITECTURAL PLANS LL BEARING O MIN. 7" EMBEDMENT INTO CMU USING PRE-ENGINEERED ROOF SEE PLAN SIMPSON SET -XP EPDXY OR EQUAL TRUSSES @ 24" O.C. SPACED @ 32" O.C. AND 6" FROM ENDS. Q MIN. ASTM F1554 GRADE 36 Fy=36ksi & FU=58ksi, IF THE THREADED ROD IS NOT C" 1/2" THREADED ROD FROM DOUBLE TOP PLATE TO SEE ARCHITECTURAL INSTALLED CONTINUOUS FROM TOP CMU, MAINTAIN MIN. 7" EMBEDMENT INTO CMU PLAN FOR OVERHANG PLATE TO CMU BELOW, THE USING SIMPSON SET -XP EPDXY OR EQUAL SPACED INFO CONTRACTOR MAY INSTALL A MIN. @ 32" O.C. AND 6" FROM ENDS. IF THE THREADED SIMPSON CNW1/2 COUPLER NUT W/ ROD IS NOT INSTALLED CONTINUOUS FROM TOP 9OUBLE 2X8 SPF #2 WITNESS HOLES OR EQUAL PLATE TO CMU BELOW, THE CONTRACTOR MAY dONTINUOUS TOP I— INSTALL A MIN. SIMPSON CNW1/2 COUPLER NUT W/ PLATE WITNESS HOLES OR EQUAL MINIMUM 2" EMBEDMENT INTO THE CMU. 2x4 SPF #2 MID -POINT Z U) BLOCKING TOE NAILED EACH END W/ (3) 12d NAILS, U.N.O. BOTTOM PLATE IS FASTENED TIGHT TO 12" LONG 15/32" PLYWOOD 04 GUSSET ON EACH FACE OF ilk EACH STUD. (2) 8d NAILS @ 2x8 SPF # 2 STUDS @ —� IF J -BOLTS ARE INSTALLED @ 32" O.C. & U_ 4" O.C. STAGGERED 16" O.C. U.N.O. 6" FROM ENDS AND PLATE SPLICES, 24" LONG 15/32" PLYWOOD LU GUSSET ON EA. FACE OF EA. EXTERIOR FINISH J a STUD. (2) 8d NAILS @ 4" O.C. PER DESIGN PLAN NOT REQUIRED. STAGGERED O ATTACH EACH BOTTOM PLATE TO CMU EXTERIOR WALL U BELOW USING (2) 1/4" TAPCONS OR EQUAL @ SHEATHING AND D 12" O.C. MAINTAINING A MINIMUM 2" NAILING PER PLAN CK EMBEDMENT INTO THE CMU. THE CONTRACTOR SHALL BE RESPONSIBLE TO 1-3/4" M VERIFY ALL PLIES OF THE BOTTOM PLATE ARE MIN. Ix NAILED/FASTENED TIGHT TO EACH OTHER 2x8 SYP#2 P.T. LU AND ALSO TIGHT TO THE CMU. SILL PLATE TAPCONS PER STRAP NOTE TO CONTRACTOR: IF 2X8 SYP #2 P.T. a BOTTOM PLATE IS INSTALLED WITH 2X4 SYP ilk BEARING = #2 BOTTOM PLATES ABOVE FOR DOUBLE T SEE PLAN ALIGN FURRING STRIP WALL FRAMING, INSTALL (2) 1/4" X 6" TAPCONS a OR EQUAL @ 12" O.C. THRU DOUBLE BOTTOM MIN. CLEAR FROM -� CENTER OF 1/2" PLATE TO CMU BELOW CEN ATTACH FLAT STRAP TO CMU THREADED ROD TO J MSTAM24 EACH STUD TO WALL (@ 16" O.C. EXTERIOR FACE OF CMU p MAX) (9) 10d NAILS AND (5) 1/4" x 3-1/4" ceZ TAPCONS PER STRAP MASONRY WALL AND z ALIGN FURRING STRIP BELOW w/ 2x4 REINFORCEMENT PER z STUD ABV. & ATTACH FLAT STRAP TO PLAN LU CMU w/ 1/4"x3-1/4" LONG TAPCONS `— 1x2 P.T. FURRING WALL SPLICE DETAILS W/ DOUBLE STUD 1A tEV, CLEAR STORY REPAIR DETAIL 3/4"=1'-0" = KNEE WALL TOP @ 11'-4" 1 F = INTERIOR/EXTERIOR W BEARING WALL (OR LINTEL 0 IF REFERENCED ON SHEET LU S4). VERIFY HEIGHT W/ p ARCHITECTURAL PLANS LL U.N.O. O MIN. 7" EMBEDMENT INTO CMU USING co SIMPSON SET -XP EPDXY OR EQUAL z SPACED @ 32" O.C. AND 6" FROM ENDS. 0 IF THE THREADED ROD IS NOT W INSTALLED CONTINUOUS FROM TOP LO PLATE TO CMU BELOW, THE 0 CONTRACTOR MAY INSTALL A MIN. of SIMPSON CNW1/2 COUPLER NUT W/ a WITNESS HOLES OR EQUAL U Z I— w W W MINIMUM 2" EMBEDMENT INTO THE CMU. z Z U) O J J BOTTOM PLATE IS FASTENED TIGHT TO Z THE CMU. FOR SINGLE PLATE TO CMU: Uj IF J -BOLTS ARE INSTALLED @ 32" O.C. & U_ W� 6" FROM ENDS AND PLATE SPLICES, p LU THE TAPCONS AS DETAILED ABOVE ARE J a NOT REQUIRED. W O LU U D 2 CK MSTAM24 EACH STUD TO WALL 0 M z Ix (9) 10d NAILS AND (5) 1/4" x 3-1/4" LU Z TAPCONS PER STRAP U -, a 0 = W ALIGN FURRING STRIP a BELOW w/ 2x4 STUD ABV. & U_ ATTACH FLAT STRAP TO CMU J w/ 1/4"x3-1/4" LONG TAPCONS p co ceZ w z 1x2 P.T. FURRING z O LU z D 02 CL a u -J W 0 --- STRUCTURALENG: IY r N a W ui z F- W PRE-ENGINEERED Cie) 0 ROOF TRUSSES @ 24" 0 C/) O.C. � W MIN. ASTM F1554 GRADE 36 Fy=36ksi & p FU=58ksi, 1/2" THREADED ROD FROM zz N DOUBLE TOP PLATE TO CMU, MAINTAIN Om MIN. 7" EMBEDMENT INTO CMU USING U O SIMPSON SET -XP EPDXY OR EQUAL OJ SPACED @ 32" O.C. AND 6" FROM ENDS. w IF THE THREADED ROD IS NOT W INSTALLED CONTINUOUS FROM TOP LO PLATE TO CMU BELOW, THE _ 0 CONTRACTOR MAY INSTALL A MIN. O SIMPSON CNW1/2 COUPLER NUT W/ a WITNESS HOLES OR EQUAL U Z WALL SPLICE DETAILS W/ SINGLE STUD FIRST FLOOR F I 1LD/1V\ SANFORD QUA ING PL NOTE: SEE PS6 FOR NOTES AND CONNECTOR LEGEND _ 1/4"=1'-0" #17-2�G1 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. C) co W 0 co w U H J z W W w��►� r O M 0 O O N Z m O J �.• •.,� /d) :.�n. 000 C? ; CO 2' o o; W jK Om w 2x8 SPF #2 MID -POINT BLOCKING z U TOE NAILED EACH END W/ (3) 12d U Q �••, NAILS, U.N.O. z O O 11111 ATTACH BOTTOM PLATE TO CMU w a BELOW USING (2) 1/4" TAPCONS OR 0 I— EQUAL @ 12" O.C. MAINTAINING A W W MINIMUM 2" EMBEDMENT INTO THE CMU. z Z U) THE CONTRACTOR SHALL VERIFY THE O BOTTOM PLATE IS FASTENED TIGHT TO Z THE CMU. FOR SINGLE PLATE TO CMU: Uj IF J -BOLTS ARE INSTALLED @ 32" O.C. & U_ W� 6" FROM ENDS AND PLATE SPLICES, p LU❑ THE TAPCONS AS DETAILED ABOVE ARE z NOT REQUIRED. W X LU W 0 2 CK MSTAM24 EACH STUD TO WALL 0 (@ 16" O.C. MAX) z X (9) 10d NAILS AND (5) 1/4" x 3-1/4" H Z TAPCONS PER STRAP U -, O T 0 = W ALIGN FURRING STRIP a BELOW w/ 2x4 STUD ABV. & a ATTACH FLAT STRAP TO CMU J w/ 1/4"x3-1/4" LONG TAPCONS p LU ceZ w -� 1x2 P.T. FURRING z WALL SPLICE DETAILS W/ SINGLE STUD FIRST FLOOR F I 1LD/1V\ SANFORD QUA ING PL NOTE: SEE PS6 FOR NOTES AND CONNECTOR LEGEND _ 1/4"=1'-0" #17-2�G1 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. C) co W 0 co w U H J z W W w��►� r O M 0 O O N O O J H W X a W Q O co Q� J U Z m O �.• •.,� /d) :.�n. 000 C? ; CO 2' o o; W jK x w LL z U 1 ¢ Z v• +� U J �••, W Q O O 11111 a LL ILL I— I - W W v! z Z U) LL O W Uj O� U_ W� O LU❑ O� CCD W X LU j 0 Z CK 0 06 X Z U -, O T 0 W w a w a W J � a LU ceZ U ❑ UJ _j (n LLJ LU z 2LU WOggz 02 CL a u -J W BLDG DESIGN: --- STRUCTURALENG: W r N M W O O J H W X a W Q O co Q� J U O N U�3J o 0 W OOU a O • O U Q G�tiSlG O am Z m �.• •.,� /d) :.�n. 000 C? ; CO 2' o o; W jK o w LL z :V d z 1 ¢ Z v• +� U J �••, �� Q O o- 11111 W LL ILL O N U�3J o 0 W OOU a O • O U Q G�tiSlG O am DRAFTING -DESivrv: --- -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED DATE: 08-17-17 Z m L0 N� Z LL z W 0.j O o- W LL I— c/> W W v! Z U) LL DRAFTING -DESivrv: --- -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED DATE: 08-17-17 m L0 Z ~ O > J c/> " W LU O� W W� O� W LU LU aWa V) W to p 0 ceZ C4 CL CL BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING -DESivrv: --- -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED DATE: 08-17-17 0 0 1 L4 U-) a: o Nm co) r•r C3 Z W J 0 .J LL a,IIII P. •. LL w ¢;Q= C;w G Q • p O • " i26' •'• �Iillill C) � o M O � U LL 0 p) (A N < cLm 0 0 cu 07 N CO O CD O c [`- .—, 00� E p E d; `.' Lo N caau- mW NZ �Z �g E 0 0 w . E 0 U 0 i i i 00 ATS 0�• ' V ' ` 4-J E d1 M O c: C -a J N 3u - 'd O 0- M :_ Ln 0 J O O N N � � cr � O O f0 DC 0000 N U N In 70 c o Lu O 0- i� . i ISSUE DATE 09/20/2017 REVISIONS 4 PROJECT: 17-0233 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS COVER PAGE 0 0 1 4 0 4 bi 4 M 4 M 0 go r s gp zo 30'-0" 9'-0" 1'-0" 14'-0" ac COMP. 3050 S.H. 3050 S.H. (EGRESS) N H.B. �--- --- ---� I I 13'-0" Y " Q TYP. Master Suit 1 10'-4" TRAY CLC. N L- C N T I 2'-0w TYP. 4 ------- Y U] Covered Lanai 1 ? 9'4" CLG. F.F.F.co 4 3'-4" 8'-0" 4'-0" .4� 8'-0" x 8'-0" S.G.D. 0 M LAV i HDR. @ W. I O 8'-8" F.F.F. 4� � nq- r -ow 31 1 1 it T-10" F-80 2.-0w 2'-0" 4'-10" i STORAGE 5'-0w � 1/2" GYPSUM SLOPED CLG. FRAME 341/2" BOARDS — — — `Q BELOW 36" APPLIED TO THE UNDER STAIR _ SURFACE AND SIDES y_ L N 2 4 —5I " VIII L I I FLndr�N 9'-4" CLG. eon U� C of U T - - - M.T. c� o ?8 N " t 8 OPED. SIN 9'4" CLC. 4 0 5'-0 C) � N Q i; W.C. M.T. 3080 . -4" 8" 5'-0" 3'-0" I c 4 0 zo z E� 9'-4" CLC F.F.F. 6'-4" i4 zo '4 0 Gathering Room 9'•4" CLG. 0 M LINE OF FLOOR ABV. 4 Dining Room N 9'•4" CLG rn 12" TOP EXT.8 11 4'-1" I I 4 I I D W DBL. SINK w/ > DISPOSAL Kitchen 0 O -,rQ, 9'4" CLC. = 3 O W 16 B.F. (OPT) COUNTERTOPS @ REF. —3rHr wTCM. AABV- J L _ J 4 4 � FULL HT. WALL 2'-4" 8'-0" 2'-4" > LINE OF FLOOR ABV. -- ABBREVIATIONS: z� o N 2- INDICATES NUMBER OF WINDOWS. B1 MT - METAL THRESHOLD R&S — — FR - FRENCH DOORS V ti 9'-4" CLG FG - FIXED GLASS '-0" CLG. TR -TRANSOM c�a cc TEMP GLASS T C M w� ENCLOSURE ENCLOSURE OVER LAV TEMP - TEMPERED GLASS ATTIC A'CCESS ( � Lc— 42" HIGH KNEEWAL ? DH - DOUBLE HUNG — _� HR - HORIZONTAL ROLLER z BP - BYPASS wic I C7 SHOWER Y 9'•0" CLG / 01 J --312" VALVES M O r' VO N OWE — — CO p) (/) to r-- r-'_ .N SITE. 8' "CLG 2. DO NOT SCALE PRINTSI CONSTRUCTION TO BE FROM R & S CALCULATED DIMENSIONS ONLY. ANY DISCREPANCIES T-10" F-80 2.-0w 2'-0" 4'-10" i STORAGE 5'-0w � 1/2" GYPSUM SLOPED CLG. FRAME 341/2" BOARDS — — — `Q BELOW 36" APPLIED TO THE UNDER STAIR _ SURFACE AND SIDES y_ L N 2 4 —5I " VIII L I I FLndr�N 9'-4" CLG. eon U� C of U T - - - M.T. c� o ?8 N " t 8 OPED. SIN 9'4" CLC. 4 0 5'-0 C) � N Q i; W.C. M.T. 3080 . -4" 8" 5'-0" 3'-0" I c 4 0 zo z E� 9'-4" CLC F.F.F. 6'-4" i4 zo '4 0 Gathering Room 9'•4" CLG. 0 M LINE OF FLOOR ABV. 4 Dining Room N 9'•4" CLG rn 12" TOP EXT.8 11 4'-1" I I 4 I I D W DBL. SINK w/ > DISPOSAL Kitchen 0 O -,rQ, 9'4" CLC. = 3 O W 16 B.F. (OPT) COUNTERTOPS @ REF. —3rHr wTCM. AABV- J L _ J 4 4 � FULL HT. WALL 2'-4" 8'-0" 2'-4" 16'-V x T-0" GAR. DR. 2'-0" 6'-0" 1'4" 2'4" 16'-0" 28-4" 9'-0" 20'4" 30'-0" First Floor SCALE: 1/8" = TV (11x17) 1/4" = TV (22x34) H.B. Y 1; N it GENERAL NOTES KEY: CL LINE OF FLOOR ABV. 1/2" GYPSUM BOARD ABBREVIATIONS: — _ _ — -------- APPLIED TO THE N 2- INDICATES NUMBER OF WINDOWS. GARAGE SIDE — _ MT - METAL THRESHOLD O ATTIC FR - FRENCH DOORS V ti L-4(CES5- _I FG - FIXED GLASS TR -TRANSOM c�a cc 19'-C -------- --------------------- PKT - POCKET DOOR ----------s co TEMP - TEMPERED GLASS 2 Car Garaize SH - SINGLE HUNG a DH - DOUBLE HUNG =Z0 °S _ •w w ¢• :V ~ • HR - HORIZONTAL ROLLER z BP - BYPASS 9'-4" CLC F.F.F. w TYP. - TYPICAL SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS, ///1111111\\\ AND TRANSOMS ARE NOTED ON PLANS. O r' VO c I I I O U I I I 16'-V x T-0" GAR. DR. 2'-0" 6'-0" 1'4" 2'4" 16'-0" 28-4" 9'-0" 20'4" 30'-0" First Floor SCALE: 1/8" = TV (11x17) 1/4" = TV (22x34) H.B. Y 1; N it GENERAL NOTES KEY: CL ABBREVIATIONS: 2- INDICATES NUMBER OF DOORS. N 2- INDICATES NUMBER OF WINDOWS. MT - METAL THRESHOLD FR - FRENCH DOORS V ti SL - SIDE LIGHT FG - FIXED GLASS TR -TRANSOM c�a cc GB - GLASS BLOCK PKT - POCKET DOOR OBS - OBSCURED GLASS TEMP - TEMPERED GLASS SH - SINGLE HUNG u-6: DH - DOUBLE HUNG =Z0 °S _ •w w ¢• :V ~ • HR - HORIZONTAL ROLLER . 2 • Q 0; BP - BYPASS BF - BIFOLD TYP. - TYPICAL SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS, ///1111111\\\ AND TRANSOMS ARE NOTED ON PLANS. O r' VO NOTES: O U 1. CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB CO p) (/) to r-- r-'_ .N SITE. >'C CO <1 0) 4) 2. DO NOT SCALE PRINTSI CONSTRUCTION TO BE FROM E CALCULATED DIMENSIONS ONLY. ANY DISCREPANCIES LO Q OR ERRORS TO BE REPORTED PROMPTLY TO a. LL SUPERVISOR FOR CLARIFICATION. 3. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY AND COUNTY CODES. 4. A/C CONDENSER UNIT TO BE ANCHORED TO SLAP PER CODE M307.2 & M1309.3. . 5. PROVIDE RECESS H&C WATER w/ DRAIN @ WASHER SPACE. 6. VENT DRYER THRU EXTERIOR WALL U.N.O. 7. PROVIDE COLD WATER LINE FOR ICEMAKER LINE @ REF. SPACE. 00 8. SAG RESISTANT DRYWALL ON ALL CEILINGS. = 9. PULL ALL DIMENSIONS FROM THE REAR OF PLAN. O N 10. REFER TO EXTERIOR ELEVATIONS & TYP. DETAIL SHEETS FOR EXTERIOR WALL FINISH SEPC'S. 0 11. REFER TO DETAIL SHEETS FOR FLASHING (� REQUIREMENTS AT ALL WOOD TO MASONRY INTERFACES. 12. ALL INTERIOR FRAME WALL DIMENSIONS TO BE 3" U.N.O. 13. ALL EXTERIOR BLOCK WALL DIMENSIONS TO BE 71 U.N.O. 14. ALL INT. FIRST FLOOR CEILINGS AT 9'-4" U.N.O. N •• ALL INT. SECOND FLOOR CEILINGS AT 9'-0" U.N.O. ' O M 15. C.M.U. WALL SYSTEM SEGMENTS WHICH HAVE AN UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL U N Ln cn BE CONSIDERED SHEAR WALL SWS = SHEAR WALL n Ll.. O SEGMENTS. •L c O C. > � c 16. FRAME WALL SEGMENTS WHICH HAVE AN c N t w Ln O 5 - c UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL � BE CONSIDERED SHEAR WALL SWS = SHEAR WALL c SEGMENTS. 17. OPENING BETWEEN GARAGE AND RESIDENCE SHALL a BE EQUIPPED w/ A 20 MIN. FIRE RATED SELF CLOSING u- SOLID WOOD OR HONEYCOMB CORE STEEL DOOR NOT c LESS THAN 13/8" THICKNESS AS PER FBC-R302.5.1. 0 18. INSTALL 5/8" TYPE X DRYWALL ON GARAGE CEILING z BENEATH HABITABLE ROOMS (TYP.) Q 19. GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 140 0 M.P.H. o 20. ALL TUB & SHOWER UNITS WILL HAVE ANTI -SCALDING 0 z DEVICES INSTALLED. v¢i Q w 0 DOOR NOTE KEY: Q CL DOOR SIZE CALLOUT: w 20 = 2'-0" 40 B.F. = 4'-0" BIFOLD 24 = 2'-4" 50 B.F. = 5'-0" BIFOLD z 26 = 2'-6" 60 B.F. = 6'-0" BIFOLD 28 = 2'-8" o 30 = 3'-0" z " ALL INT. DOORS TO BE 6'-8" TALL U.N.O. OR PER N BUILDER/CLIENT w 0 WINDOW NOTE KEY: Q J WINDOW SIZE CALLOUT: v 2040 = 2'-0" x 4'-0" 2050 = 2'-0" x 5'-0" z 2060 = 2'-0" x 6'-0" cf) "ALL WINDOW CALLOUTS ARE MEASURED IN FEET & INCHES AS PER THE EXAMPLE TABLE ABOVE. o U • ALL OPERABLE WINDOWS LOCATED MORE THAN 72" ABV. Q SURFACE BELOW SHALL HAVE THE LOWEST PORTION OF z WINDOW CLEAR OPENING A MIN. OF 24" ABOVE FINISHED FLOOR BEING SERVER PER (FBC-R312.2). 0 t V) ui v - rea Tabulationscn j, ., 4 Living: 1 st floor: 1,324 sf c/, w 2nd Floor: 754 sf SANFORD Q Total Living: 2,078 sf 0 oFpALn entry: 62 sf Y a w covered lanai: 112 sf 0 garage: 420 sf U Total Area: 2,672 sf G. 0 Of z a 0 0 z U cn cn Q w c0 0 Li Li Li Of Q 0 z of ui 0 V) Q U - w 0 a z Q z �; w 0 Li Q Y a 0 N U) w w CL N V o V ti W J c=l c�a cc u-6: =Z0 °S _ •w w ¢• :V ~ • J Q` . 2 • Q 0; ///1111111\\\ O r' VO 04 E O U J Cn CO p) (/) to r-- r-'_ .N >'C CO <1 0) 4) ;CNCO O E D E�,� LO Q QO a. LL c M w Z w a E, 0 . E w O 0 U O 00 0- = O N c i � � -v 0 0 (� 00 O In .�-� N � 0 J O O N � N +' o ' O M L CL U N Ln cn O n Ll.. O 0 .Ln �> •L c O C. > � L_ O c c " c N t w Ln O 5 - • i ISSUE ISSUE DATE 09/20/2017 REVISIONS PROJECT: 17-0233 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN 5 30'-0• Second Floor SCALE: 1/8" = TV (11x17) 1/4" = TV (2204) GENERAL NOTES KAY: AWSKt V IA I IONS: 2- INDICATES NUMBER OF DOORS. 2- INDICATES NUMBER OF WINDOWS. MT -METAL THRESHOLD FR - FRENCH DOORS SL - SIDE LIGHT FG - FIXED GLASS TR -TRANSOM GB - GLASS BLOCK PKT - POCKET DOOR OBS - OBSCURED GLASS TEMP - TEMPERED GLASS SH - SINGLE HUNG DH - DOUBLE HUNG HR - HORIZONTAL ROLLER BP - BYPASS BF - BIFOLD TYP. - TYPICAL SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS, AND TRANSOMS ARE NOTED ON PLANS. MnTGC 1. CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB SITE. 2. DO NOT SCALE PRINTS! CONSTRUCTION TO BE FROM CALCULATED DIMENSIONS ONLY. ANY DISCREPANCIES OR ERRORS TO BE REPORTED PROMPTLY TO SUPERVISOR FOR CLARIFICATION. 3. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY AND COUNTY CODES. 4. A/C CONDENSER UNIT TO BE ANCHORED TO SLAB PER CODE M307.2 & M1309.3. 5. PROVIDE RECESS H&C WATER w/ DRAIN @ WASHER SPACE. 6. VENT DRYER THRU EXTERIOR WALL U.N.O. 7. PROVIDE COLD WATER LINE FOR ICEMAKER LINE @ REF. SPACE. 8. SAG RESISTANT DRYWALL ON ALL CEILINGS. 9. PULL ALL DIMENSIONS FROM THE REAR OF PLAN. 10. REFER TO EXTERIOR ELEVATIONS & TYP. DETAIL SHEETS FOR EXTERIOR WALL FINISH SEPC'S. 11. REFER TO DETAIL SHEETS FOR FLASHING REQUIREMENTS AT ALL WOOD TO MASONRY INTERFACES. 12. ALL INTERIOR FRAME WALL DIMENSIONS TO BE 312 U.N.O. 13. ALL EXTERIOR BLOCK WALL DIMENSIONS TO B€ 712 U.N.O. 14. ALL INT. FIRST FLOOR CEILINGS AT 9'-4" U.N.O. •• ALL INT. SECOND FLOOR CEILINGS AT T-0" U.N.O. 15. C.M.U. WALL SYSTEM SEGMENTS WHICH HAVE AN UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL BE CONSIDERED SHEAR WALL SWS = SHEAR WALL SEGMENTS. 0 w 16. FRAME WALL SEGMENTS WHICH HAVE AN a UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL BE CONSIDERED SHEAR WALL SWS = SHEAR WALL o SEGMENTS. 17. OPENING BETWEEN GARAGE AND RESIDENCE SHALL BE EQUIPPED w/ A 20 MIN. FIRE RATED SELF CLOSING SOLID WOOD OR HONEYCOMB CORE STEEL DOOR NOT LESS THAN 13/8" THICKNESS AS PER FBC-R302.5.1. 18. INSTALL 5/8" TYPE X DRYWALL ON GARAGE CEILING BENEATH HABITABLE ROOMS (TYP.) 19. GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 140 M.P.H. 20. ALL TUB & SHOWER UNITS WILL HAVE ANTI -SCALDING DEVICES INSTALLED. DOOR NOTE KEY: DOOR SIZE CALLOUT: 20 = 2'-0" 40 B.F. = 4'-0" BIFOLD 24 = 2'-4" 50 B.F. = 5'-0" BIFOLD 26 = 2'-6" 60 B.F. = 6'-0" BIFOLD 28 = 2'-8" 30 = T-0" * ALL INT. DOORS TO BE 6-8" TALL U.N.O. OR PER WINDOW NOTE KEY: WINDOW SIZE CALLOUT: 2040 = 2'-0" x 4'-0" 2050 = 2'-0" x 5'-0" 2060 = 2'-0" x 6'-0" * ALL WINDOW CALLOUTS ARE MEASURED IN FEET & INCHES AS PER THE EXAMPLE TABLE ABOVE. * ALL OPERABLE WINDOWS LOCATED MORE THAN 72" ABV. SURFACE BELOW SHALL HAVE THE LOWEST PORTION OF WINDOW CLEAR OPENING A MIN. OF 24" ABOVE FINISHED FLOOR BEING SERVER PER (FBC-R312.2). REVISION gUkp�� Sq NFORD 0 0 U5 w 0 0 z a V) Q w 0 u a J a_ W w F mw 0 v e `c U 4 a a c v a a n C` n LL c` U a 2 v v a a LL LL LL z z a a C U g LL F- C a a C a S F - z a F- c z cc U v a LL a C LLr LL a C z a v a c a c a a r z a of 3 1 uj r I a: el+ N p v_6 Lu f �Z--. P 00, goo. W �S� w 1 O p .Vb. .y • •••60990001' . O VO I'*— E M O U .� u_ fA 'Ca CD C.0 Cc C/)CN O O .-. C f,., p •N, O E T- = .r- ca CO Q CL LL c � w N z m z � a o� w . o E 0 w U D M CD >.w ,-i O N i O (� N u- p 0o M L C V1 Ln N J O O N o O � M 19 M N LLnn LJ n � o .� CL -p L_ O 4.+ O M O Q Cq w Ln 0 a • ISSUE DATE 09/20(2017 REVISIONS PROJECT: 17-0233 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN of 3 1 8N N � s eo +2" +1" 4" SMOOTH FINISH KEYSTONE & BAND (TYP.) SCALE: 3/4" =1'-0"(11x17)11/2'= V-0" (2436) 1 8" KEYSTONE DETAIL 6" N m s +2" +1" _ 3" SMOOTH FINISH KEYSTONE & BAND (TYP.) SCALE: 3/4"= 1'-0* (11x17)1 1/2" =1'-0" (2406) 2 6" KEYSTONE DETAIL ALL MATERIAL TO BE 1" SQ. ALUMINUM s 2"x2"x.5" SQ. MOUNTING " FLANGE (TYP). - - s N - e M N N o { 8w V A 1'-0" 5 ALUM. GABLE ORNAMENT 12 61 V-0" BRG. HT.- @ SECOND FLOOR _ T-8" HDR. HT. @ SECOND FLOOR 1x4 SMOOTH FINISH BAND (TYP-) 2x4 SMOOTH FINISH BAND q 0 (TYP.) "' = 718" TEXTURED CEMENTITIOUS c� FINISH ON METAL LATH OVER 0 7/16" OSB. SHIE�TBRG HT.y P.) s N m @ ENTRY J -' 10'-8 3/4" FIN. FLR. HT. 4 @ SECOND FLOOR 11-0 O 9'-4" BRG. HT. j4 O.H. u+. 8'-0" HDR. HT. »• ly 8044" DEC. ALUM. GABLE 4 ORNAMENT (SEE DET. 5) s 4 1x6 SMOOTH FINISH BAND (TYP.) in 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. JL 9'-0" BRG. HT. @ SECOND FLOOR 7'-8" HDR. HT. @ SECOND FLOOR 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR 9'-4" BRG. HT. 8'-0" HDR. HT. J 0'-0" FIN. FLR. FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 4:12 PITCH 1::11::1 w El El El 17117 El L. N 6 � Z Q a J Front Elevation-- "B" SCALE vas = r•o" (11x17) 1/4" = TV (22x34) FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 1x4 SMOOTH FINISH BAND (TYP.) 2x4 SMOOTH FINISH BAND 11'-4' BRG. HT. (TYP.) @ ENTRY 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR OL 9'-4" BRG. HT. 8'-0" HDR. HT. _ Rear Elevation "B" SCALE. 1/8" = T-0" (11x17) 1/4" = T-0" (22x34) 1x6 SMOOTH FINISH BAND (TYP.) — DEC. LIGHTING (TYP.) V-0" FIN. FLR. 9'-0" BRG. HT. @ SECOND FLOOR 7'-8' HDR. HT. @ SECOND FLOOR 10'-8 3/4" FIN. FLR. HT. r @ SECOND FLOOR 9'4" BRG. HT. 8'-0" HDR. HT. 318" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) �0'-0" FIN. FLR. r ATTIC VENT CALC'S: PER FBC2014 5TH EDITION R806. MIN. 40% - MAX 50% OF REQUIRED VENTILATION TO BE IN UPPER PORTION OF ATTIC SPACE AND THE BALANCE TO BE IN LOWER PORTION (EAVES). MINIMUM NET VENTILATION AREA SHALL BE too OF VENTED SPACE. TOTAL VENTED SPACE: 2,078 = 6.95 SF. NET FREE 300 REQUIRED UPPER PORTION VENTILATION TOTAL: 2.781 SF. TO BE PROVIDED w/ OFF RIDGE VENTS: 4VENTS @.695 /PER VENT TILE: O'HAGIN MODEL'S", SHINGLE: LOMANCO 770-D). LOWER PORTION VENTILATION TOTAL: 4.17 SF. TO BE PROVIDED w/ SOFFITS @ EAVE: 80.00 LF. 0 0.074 SF. VENTING/LF. UPPER ROOF PERCENTAGE: 40% LOWER ROOF PERCENTAGE: 60% L__� L__j Roof Layout SCALE 1/8" = 1'•0" (11x17) 1/4" = 1'•0" (2204) wILDN0 SANFORD o�AgRTM�� 0 w 0 O O W_ d O U W m O O z w Q z CD uj W z c V) Q w 0 vi z Q n. w V) w z c� Ln W 0 0 z a I Y Q w m O w x V) Y Q a O Of w z O (N N w z w w cnN w Of 0- x w w F - O w a: o N 6 � Z Q a J tY LL y u- 6•' ;Z w o Z :. g O T-- '1-0 E M O U J to CO p) (!J rn 'Fn N C ~ CO QCO aMC14E cu CO � O O C.w^� N .� LOcu -C N co Q Q. LL rz0 N W Z Cu a L � W O (7 U 00 a A 1 ` m I M O s• � L O O M V)V / C Ln N in O J O O N � O 4 O .O O m i CO cq a CU Ln C u` O •L O p `-' L 0 N C '- w Ln O 8 - ISSUE ISSUE DATE 09/20/2017 REVISIONS PROJECT: 17-0233 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELEVATIONS "B" 0'-0" FIN. FLR. 9'-0' BRG. HT. @ SECOND FLOOR T-8' HDR. HT. @ SECOND FLOOR 11'4" BRG. HT. @ ENTRY 19-8 3/4' FIN. FLR. HT. �- @ SECOND FLOOR 94" BRG. HT. 814' HDR. HT. 1x6 SMOOTH FINISH BAND (.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0' FIN. FLR. 4 7/8' TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16' OSB. SHEATHING (TYP.) r-0- TYP. Left Elevation "B" SCALE: 1/8" = T-0" (1107) 1/4" = TV (2204) FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 4 eo Right Elevation "B" SCALE: 1/8" = TV (11x17) 1/4" = TV (2204) 9'-0" BRG. HT. n: co @ SECOND FLOOR N U N 7'-8" HDR. HT. w 0 ..J @ SECOND FLOOR C J cc 7/8" TEXTURED CEMENTITIOUS '•••��et5 uj FINISH ON METAL LATH OVER • z o o; 7/16" OSB. SHEATHING (TYP.) : w l z 11'4" BRG. HT. r 6 ' @ ENTRY N m 10'-8 3/4" FIN. FLR. HT. ti E J J cn C T @ SECOND FLOOR O co i O N Q 'a D 04O Ilk 9'4" BRG. HT. C,4-4^r-�. N O L 8'-0" HDR. HT. 000�LL c 1x6 SMOOTH FINISH BAND (TYP-) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) oiL 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 oL 9-4' BRG. HT. _ 8'4' HDR. HT. OL 0.0- FIN. FLR. T _ RECISION ,;g,3kLDmc SANFORD O�<lrj �� IC LL w 0 0 z Q a w 0 Of Ln cn uiz z O a a 0 z Q 0 0 w z 2 cn cn a w m 0 w w x Q Of O z w w 0 Ln Q 0 0 a r z Q z LLIul) viLU w O 2 w Q Y Q d O O w a z �M a x w � O m 0 n: co N U N Z w 0 ..J C J cc '•••��et5 �.• Gj • z o o; : w l 6 ' O r � O ti E M O U cn C CO cmN O co i O N Q 'a D 04O Co N co co C,4-4^r-�. N O CD O"SCc 000�LL c NZ �Z -v g E , s � w E � 41 jjtn0 U 00 CU >` -4 O a E M C 'p of 0 "0 O 00 C!)Lnv� .--I N � O J O O N � N O O O fn SL fp V 00 Ln a co O N fp C 0 L O .0 a> > O C C L Q w Ln O a li . i • ISSUE DATE 09/20/2017 REVISIONS PROJECT: 17-0233 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELEVATIONS "B" I 05B I c a c LL c v v a LL 01 LL> LL Cr a c z LL LL c F Q c LL a c L� a z a z OT -- 'j-0 O f"- E M O U � J N ._ C.0 U) C6 -V5 c N Q 'O. 0 04 04 E NCc) O ^tiN .E O O v O E Lo Cc x oo Li c W N Z -v Z g E 0 u, w . E 00 N w J U O J i i L a 4-J E D1 M CD C X N '�M-o O 'M C�40- LV.M 00 ,.i N (/ i i 4-+ O J O O N � N m O - m O M Y N ON CJ LN N N O p C p �. 5 '0 N �-+ O O U3 Ln O 0- • ISSUE DATE 09/20/2017 REVISIONS PROJECT: 17-0233 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT -------i— -------- ------7 OPTIONAL OVERHEAD SERVER SAME AS UNDERGROUND 150 AMP SERVICE METER UNDERGROUND SERVICE BY POWER CO. AMP MAIN DISC. TYR ELECTRICAL PANEL (20 CIRCUITS) 4/0 SCR AL. SERVICE TO BE BONDED TO FOOTING STEEL NEMA 3 SEE FLOOR PLAN FOR FUSE SIZE A/C DISC. #14 COPPER TO LIGHTS AND OUTLETS #10 COPPER TO WATER HEATER #8 COPPER TO RANGE #8 TO A/C NOTE: I — — — — — — — —i ALL ELECTRICAL WORK AND MATERIAL PROVIDED SHALL COMPLY WITH THE FLORIDA BUILDING CODE. (2014) THE ABOVE ELECTRICAL LAYOUT IS FOR BID PURPOSE ONLY. 150 AMP ELECTRICAL RISER _i SecondFloor Electrical SCALE: 1/8" = TV (11x17) 1/4" = T-0" (2204) GENERAL NOTES KEY: 1. OWNER TO VERIFY EXACT LOCATION OF FLOOR OUTLETS IN FIELD. 2. LOCATION OF FIXTURES AND / OR OUTLETS ARE SUGGESTED LOCATIONS AND MEET MOST LOCAL CODE REQUIREMENTS. ADDITIONS OR ADJUSTMENTS MAY BE MADE BETWEEN THE OWNER AND BUILDER IN THE FIELD. 3. ALL OUTLETS IN THE KITCHEN OR BATHROOMS TO BE GFI PROTECTED. 4. ALL OUTLETS OVER COUNTERTOPS TO BE 42" A.F.F. (U.N.O.). 5. ALL SMOKE DETECTORS ARE TO BE HARD WIRED AND INTERCONNECTED. 6.8'H. VANITY LIGHTS IN MASTER BATHROOM. 7.7'H. VANITY LIGHTS IN ALL OTHER BATHROOMS. 8. ALL OUTLETS NOTED IN BEDROOMS MUST BE AFI. PROTECTED. NOTES: THIS DIAGRAMATIC PLAN IS INTENDED TO SHOW LIGHTING AND CONVENIENCE OUTLETS ONLY. IT IS THE ELECTRICAL CONTRACTORS RESPONSIBILITY TO VERIFY THE REQUIREMENT AND LOCATIONS OF ALL ELECTRICAL EQUIPMENT, (INCLUDING KITCHEN EQUIPMENT) AND PROVIDE AND INSTALL COMPLETE ELECTRICAL SERVICE AS REQUIRED. ELECTRICAL KEY: N CEILING MOUNTED LIGHT PC PULL CHAIN LIGHT 11 RECESSED LIGHT I --O WALL MOUNTED LIGHT ® WALL WASH RECESSED WATER PROOF RECEPTACLE DUPLEX RECEPTACLE N 220 V RECEPTACLE H CABLEJACK 1/2 HOT, 1/2 SWITCHED PRE -WIRE GARAGE DOOR OPENER FLUORESCENT LIGHT c AWP WATER PROOF RECEPTACLE O � � O O E FLOOR RECEPTACLE CO � U c PRE -WIRE FOR CLG. FAN c C �GFI GROUND FAULT INTERRUPT u- cr Cm WALL SWITCH z 3 -WAY SWITCH LL a Cc CO C CO NN z �o DIMMER SWITCH O E � N TELEPHONE JACK H CABLEJACK ® PRE -WIRE GARAGE DOOR OPENER FLUORESCENT LIGHT ELECTRICAL PANEL ® CHIME kE DOOR BELUGARAGE DOOR SWITCH L= DISCONNECT SWITCH 0 ELECTRICAL METER S.D. SMOKE DETECTOR C.M.S.D. CARBON MONOXIDE DETECTOR/ SMOKE DETECTOR COMBO CEILING FAN WALL SCONCE O CHANDELIER SPOT LIGHT FLUSH MOUNT FLUORESCENT LIGHT 0® FANLIGHT COMBINATION 4 GARBAGE DISPOSAL MOTOR ® SPEAKER JUNCTION BOX 0 L.V. LOW VOLTAGE V.P. VAPOR PROOF A.F. ARC FAULT PROTECTION O � � O O E CO � U � J � •� CO iT � coi Cm Q• SCD 04O Cc CO C CO NN N C j O O E � LO Cc L cc 60 Q a. LL w N z a� E , 0 v, w . 0 E N 0 Lu 0 U O w Of a 0 Y a a 0 Of N o Ln Cn 00 O a CK C' M z z O � � .X � O L. L O 1 00 4- MLn c) x x w O � J z z Q m 0 Of o O O N 0 I Y -d oC N C, Ln v ~� o O C N q o Z a O N •� C O' > -v 2 > L N 0 aN w, a C w Ln O a- m o w w a ' • z O Z . w o 0 Q ISSUE DATE 09/20/2017 0 w REVISIONS 0 < PROJECT: 17-0233 z SCALE: AS NOTED Z DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT OV GENERAL NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 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 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. 25" 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 NFPA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO.2 GRADE SHALL BE USED REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 4. 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. 5. 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. 6. 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. 7. 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 -13 REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT. 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED. 9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS ENGINEERED LUMBER ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Wine U.N.O. E = 2,000,000 Wine U.N.O. E = 1,500,000 Wine U.N.O. Fb =2650 Fb =3000 Fb =2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc ii= 3000 Fc ii= 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. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE 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 BE A 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. 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-B3 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 15'-0" 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-B3). -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-63. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. IL -1-L/ INLI-1111% 111V I L.j 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 SHEETS 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 REVIEW AND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX LINO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/g' LINO. 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 GENERAL DETAILS WIND PRESSURE & SUCTION EFFECTIVE F- a (PSF) WIND !E E U O N VALUE DENOTES PRESSURE AREA (SQ FT) LU W - VALUE DENOTES SUCTION AREA O 5O W (+) 21.2 (+) 21.2 10 -) 22.9 (-) 28.3 0O (+) 20.2 (+) 20.2 20 (-) 22.0 (- 26.4 N (+) 19.0 (+) 19.0 50 -) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 (- 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16-0" x 7'-0" + + (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 4 4 ,a I 5 5 Pa STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). 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 AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION R301.2.1.2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS INDEX OF DRAWINGS SHEET I SHEET TITLE SC STRUCTURAL NOTES W r S113 FOUNDATION PLAN co S213 DOWEL PLACEMENT PLAN O S3 FOUNDATION DETAILS a a S413 LINTEL PLAN LL 2 S513 FIRST FLOOR FRAMING PLAN a S6 NOTES & CONNECTOR LEGEND H S713 ROOF FRAMING PLAN SD1 GENERAL DETAILS SD2 GENERAL DETAILS SD3 GENERAL DETAILS SD4 GENERAL DETAILS SD5 2 -STORY DETAILS SD6 2 -STORY DETAILS ST1 GENERAL STAIR DETAILS MASTER UPDATES NUMBER I DATE I DESCRIPTION 1 1 2/17/2017 I CREATED ELEV A, B, C, & OPTIONAL BEDROOM#5 2 1 4/10/2016 1 QC CLEANUP - ADDED MISSING CALL OUT TO FRAMING PLAN I NTIALS J' RECISION 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. ,VILE)/NG SANFORD oF'DARTM�� �z U0 Op W W t 2 •- F- Lo =W �O CD U QD nm Z uJ n n n oc Q O N mrs O Orb .. JIy��3J r) O U O Z OU SCALE: 0 c • do F- a �./ U O g Q !E E U O �9ti z �9 W LU W W W U W CAI U Z Q 0O �Z IZ 10. N a z W W LL 0 z 0Z W O 06 P: z O O W w as w o m G~.. J U U o W a w_j (A Lij > z a W L z C) 2 LL W N M W mrs 0 W W O Z L.l.� F_ U W F_ W 2 W U) O Orb .. JIy��3J r) � U O Z OU SCALE: 0 c • do a �./ U O g Q !E E U O �9ti z �9 W 0 W W O Z L.l.� F_ U W F_ W 2 W U) n -jn 7mWrni 00OW ZM E of -,_cU_cUa0d s q Z co 0 ry0W z c :U00 -V 8 ZZI=--�UJlii c OQQcnzo Quo,,Qa U_ F- NF- OW N a U 2 BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN. --- CO � QC CHECK: CC Z T- SCALE: AS INDICATED DATE: 0 a J F W O W W LU W W W U W CAI O Z Q 0O �Z IZ 10. N n -jn 7mWrni 00OW ZM E of -,_cU_cUa0d s q Z co 0 ry0W z c :U00 -V 8 ZZI=--�UJlii c OQQcnzo Quo,,Qa U_ F- NF- OW N a U 2 BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN. --- -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED DATE: 08-17-17 SC 4 0 En LO N F01 S3 IRM c� U. 0 N 0 F - C14 F07 S3 3 F01 S3 01wel I �- J 0¢ FX O 14'-8" 0 o 1514" is PSQ-2171469 F01 AS INDICATED PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILLLL 08-17-17 14'-8" 8" 0 (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR w AD = EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. I=. S3 LL O a 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM ■ ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. I I PAVERS 2 O S3 O U (n w U- 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR = RECESSING DOOR SILLS. r - 'I w W ■ _ 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. w0 U 6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE I IX O Ca � ■ I— W F1 O - U S31 THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR —jZ I O -, C0 S3 Q O 331 I I I N n. w I ■ a w Q 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICALW (� p 0 N SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE J (n 0 AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION a - I ■I g Z INSTRUCTIONS. O a u. 9. NO WOOD STAKES PERMITTED IN FOUNDATION. U I. 0 F03 Z Q LLI<w 110� r 16-0" co S3 Li■ 9 I I 0'-0" FIN. FLR. 4 4" THICK CONC. SLAB W/ ■ r, FIBERMESH. OVER 6 MIL VAPOR I BARRIER OVER COMPACTED FILL. --- F06 I ■ --- --- S3 3 ■ � co i i OO i II ■ ,r---- 0 III OI III I O I II - F05 S3 ICD I 3 N O�� � N ■ II OI■ I F05 F06 I I 91 -411(2 -STORY FTG) 00 a I 20'-0" ■ F1 S3 3.5 ■ ■ ■ ■ ■ v b o 2.3 ■ N U- U PAVERS ■ I ■ F02 o ( ■ ■ ■ ■ F13 I S3 - 00 2.6 • ■LLiE •■ • DO D DO D '-0" 7'-8" 8" 214" 16'-0" 214" 91-4" 20'-8" 30'-0" I �- J 0¢ FX O i� 0 o N is PSQ-2171469 co 0 N C� U- 0 co N CV in N co LO 0 ED cfl SYMBOLS LEGEND ■ 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. 0 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. FOUNDATION NOTES: 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. 2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH SEE SHE 0¢ FX O Ilk 0 o N JOB No. PSQ-2171469 SCALE: AS INDICATED PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILLLL 08-17-17 0 (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR w = EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. I=. LL O a 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. Z Z LAP SPLICES SHALL BE NO LESS THAN 30". O O (n w U- 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR = RECESSING DOOR SILLS. w W _ 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. w0 U 6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE w IX O Ca SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) I— W CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE O U O THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR —jZ O -, C0 USE ALTERNATE APPROVED METHOD. Q O w 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY F— n. w J COMMUNITY & COUNTY CODES. a w Q 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICALW (� p w J SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE J (n wU) AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION a - w O g Z INSTRUCTIONS. O a u. 9. NO WOOD STAKES PERMITTED IN FOUNDATION. U 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DOWN Z Q LLI<w 110� r N co ET 03 FOR ADDITIONAL INFORMATION. GC TO i„ i DETERMINE STEP LOCATIONS IF REQUIRED w 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS ��alalirrf/y�� Un OOT NG STEP DOWN AND COR ERI FORMATION.OR STANDARD = `` �� * ••�'' a 0 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE U- .• t�, ,n 6't Z Z SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH O clZ O O J U) PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION (n = - w • Q =O Z v O• V 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER g•)con LJ.J COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS N • ;• •.• • Z O Q FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE d '•..•••••..•• �y �� Q Ix PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL �� * P�O�```�� O CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO a ��/����r 11 a aaf ��`` LL FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. LI SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS � l DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). :DV O THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 X Z PSF. W 0 ^^ O �1 v 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO Q W F --H =Y `� N DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE (A U �3J o STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND U- .� FOOTING SIZES PENDING DEPTH OF STEMWALL. O o O Z OZ U O FOOTING SCHEDULE o z 8 12"x12"x12" ,dp w/ #5's EQUALLY SPACED EA. i W O �tiS10'�y V O WAY MIN. 2 HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. w d G BARS & 3" MIN. COVER TO EDGE OF CONC. H • Z 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. = p O 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN 24" SIDE @3" O.C. & MIN H O Q BARS & 3" MIN. COVER TO EDGE OF CONC. (3) #5 PARALLEL TO 12" 9 U SIDE 6" O.C. U (D 24"x24"x12" dp w/ #5's EQUALLY SPACED EA. Z Z 2O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. Ix :) Z 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. 000 (j' r` 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. U (n U o `r BARS & 3" MIN. COVER TO EDGE OF CONC.Q z LU _5 Mn 30"x30"x12" d w/ #5's EQUALLY SPACED EA. Z_ O ul M E 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. p < w Z co � BARS & 3" MIN. COVER TO EDGE OF CONC. w C7 Q O c 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. 0_Z UO FQQ' in m 2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. �. N ? c BARS & 3" MIN. COVER TO EDGE OF CONC. — -i U5 O O X 8 36"x36"x12" dp w/ #5's EQUALLY SPACED EA. p = C " 3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. Z Q F- � j Iw— Z 0 O BARS & 3 MIN. COVER TO EDGE OF CONC. OO w Q Z P 42"x42"x12" d w/#5's EQUALLY SPACED EA. OJ UIL � g a 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. p Q (16Q BARS & 3" MIN. COVER TO EDGE OF CONC. Z Q Z W N Q 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. $ w Q O U N <0>XWAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. w J 0 BARS & 3" MIN. COVER TO EDGE OF CONC. N I— z 48"x48"x12" dp w/ #6s EQUALLY SPACED EA. p 1-- 44 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. Q (— BARS & 3" MIN. COVER TO EDGE OF CONC. H w 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. = w O 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. H Z U. BARS & 3" MIN. COVER TO EDGE OF CONC. V) 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. O 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. 0 m O BARS & 3" MIN. COVER TO EDGE OF CONC. w 52"42"x12" dp w/ #5's EQUALLY SPACED EA. z Z 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. 29 O BARS & 3" MIN. COVER TO EDGE OF CONC. w Q 54"x54"x16" dp w/#5's EQUALLY SPACED EA. a a J 4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. D Ld BARS & 3" MIN. COVER TO EDGE OF CONC. LU W W > 54"x54"x24" dp w/#5's EQUALLY SPACED EA. :D a J W WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. U O W LU BARS & 3" MIN. COVER TO EDGE OF CONC. = O 60"x60"x16" dp w/#5's EQUALLY SPACED EA.O W LU WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. J � Z BARS & 3" MIN. COVER TO EDGE OF CONC. Q Q W d. 66"x66"x16" dp w/#5's EQUALLY SPACED EA. 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN 0 0) # 5 E.W. W J Q BARS & 3" MIN. COVER TO EDGE OF CONC. pCY W w(1)0 U) O DC In F- a- a N BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: ING 0J1111 SANFpRD �FPAR�� FOUNDATION PLAN 1/4'1=11-011 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. -DESIGN. --- -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED DATE: 08-17-17 S1B I /4 \ /3 SYMBOLS LEGEND ■ 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. 0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT t INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT GRADE 60 #5 CONT. FT.G TO TIE BEAM. FILLED CI (1) #5 HORIZONTAL TIE AT TOP, BOTTOM AND AT 24"o.c. VERTICALLY BETWEEN COLUMN AND MAIN HOUSE CMU (1) CONT. #5 — FROM TIE BEAM TO FOOTING (1) #5 HORIZONTAL TIE AT TOP, BOTTOM AND AT 24"o.c. VERTICALLY BETWEEN COLUMN AND MAIN HOUSE CMU PLAN VIEW a a SECTION VIEW TYPICAL MASONRY COLUMN TIE IN LAP SPLICE MIN. OF 25" 3/4" = 1'-0" jtE1qj!Sj0t4 vJ .QING SANFpFtD OFpAR� DOWEL PLACEMENT PLAN 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. 1/411= 1 1-091 wr--�T � Q o ci o N OLL O F- LU = = U I– W LL O a z Z C/)W LL O � � a = Q) w 0 z � a: O Cs 0 W w O J Z O Q ~ W w o � H a s w J U W Q � a W ILLI U o w_j (� > Z 2� W O g 9z O a LL zz W N M C W W UQ;..•... �i •• •••• /� J.z p�,6•; cU) :Z cp 0 0; J ZO : W WZ z 0 01 ui LL IX UQ V � F -- O U) C) Q W O bJI N cn U U_ • `- Oo O z° N U C O OZ a O O ¢ a z � U O p .. G J W F gZ a> W = z�'9� U LO • = W ~ 0 WW Q Q m (' Q_ 0 _J IX =) Z Om U U �v Q -1- J z OW M� EW 1,- C W °�~ZJ Z_tir d (� Q 0 C c OZ�QQ�O� a W H� N H z�c z (nZ�F-WLLI p Q Q ZOw< zo 1= OJ Q LL °�Q°- z 0 N J W J ZO UNQ LIJ W � z ~ - W O - w 0 U) (r) o w zZ --- MCD DRAFTING: -DESIGN: -STRUCT: mW) r - w °o JOB No. o QJ w W W AS INDICATED DATE: 08-17-17 C.) 0: O W W =pLU _ a LU LU Z QWo- WF— CY Q U)0) G w W 0 C M Z _ Q M BLDG DESIGN: STRUCTURALENG: --- MCD DRAFTING: -DESIGN: -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED DATE: 08-17-17 CONTRACTOR TO VERIFY THE GROUT IS LEVEL WITH TOP OF BLOCK FOR PROPER TRUSS/ FLOOR SYSTEM BEARING (MIN 3") AT CORNERS PROVIDE STANDARD #5 HOOK BAR. LAP OTHER BARS INTO CORNER AS REQ'D — PRECAST "U" LINTEL W/ 3000 psi CONC. PER LINTEL PLAN. IF REBAR IS INDICATED IN LINTEL, #5 TO BE HOOKED INTO SIDE VERTICALS ;A °.' v ° ° ve °.. i v'4. ° BOTTOM STEEL IN LINTEL IF ' INDICATE - SHOULD HOOK INTO VERTICAL CELLS PER MD08 a ° ROUGH OPENING PER PLAN METAL LATH OR WIRE SCREEN OVER COURSES NOT REQ'D TO BE FILLED. (SHEET METAL & PAPER FELT PROHIBITED) HOOK PER MD08 ' d TYPICAL TRUSS ANCHOR PER PLAN PROVIDE SCREEN WHEN BLOCK BELOW IS NOT REQUIRED TO BE FILLED STANDARD 90 DEGREE HOOK a TYP. BOND BEAM 8" x 8" x 16" K.O. N LINTEL BLOCK FILL w/ 3000 psi CONC. w/ a (1) #5 DIA. REBAR O U_ a d< 4 TYPICAL MASONRY CONSTRUCTION SCALE: 3/4" = V-0" �4 SEE PLAN FOR TOP OF WALL AND LINTEL INFO ------------ GRADE 60 SEE DOWEL LAYOUT d ' -" BEND 0 LINTEL PER PLAN ' ' ` :.:. •. PLAN FOR FILLED CELL INFO. MIN. (1) IS REQ'D „A„ NON -SHEAR WALL T OPENING :f; ,. TYPI AL SHEAR WALL SEGMENT • •. TRANSOM OPENING 17/8 OPENING U.N.O. .:s. 15 ° 4d 41 /4 91/4 (2) 2X8 SYP #2 P.T. WOOD HEADER 47. d 5 5/8 TURNED SIDEWAYS. ATTACH (2) 2X8 -/ d' FRAME INFILL AROUND 121/2. SYP #2 P.T. HEADER TO MASONRY #5 31/8 WINDOW BY BUILDER 113/4 WALL W/ SIMPSON HU28-2 OR HUC28-2 33/4 7 SEE WF01/SD2 FOR v . HANGER @ EA. END. USING (14) 1/4MORE 33/4 81/16 INFODIA. 30 X 2-3/4" TAPCONS OR EQUAL INTO 81/16 TYPICAL MASONRY CONSTRUCTION SCALE: 3/4" = V-0" �4 SEE PLAN FOR TOP OF WALL AND LINTEL INFO ------------ GRADE 60 SEE DOWEL LAYOUT d ' -" BEND 0 LINTEL PER PLAN ' ' ` :.:. •. PLAN FOR FILLED CELL INFO. MIN. (1) IS REQ'D „A„ NON -SHEAR WALL T OPENING :f; ,. TYPI AL SHEAR WALL SEGMENT • •. TRANSOM OPENING 17/8 OPENING U.N.O. .:s. 15 ° 4d 41 /4 91/4 (2) 2X8 SYP #2 P.T. WOOD HEADER 47. TYPICAL MASONRY CONSTRUCTION SCALE: 3/4" = V-0" LINTEL W/ TRANSOM DETAIL 3/4"=1'-0" REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) �4 SEE PLAN FOR TOP OF WALL AND LINTEL INFO ------------ GRADE 60 SEE DOWEL LAYOUT BEND 0 ' -" BEND 0 LINTEL PER PLAN ' ' ` :.:. •. PLAN FOR FILLED CELL INFO. MIN. (1) IS REQ'D „A„ .,B„ .,C„ :f; ,. .,A., ON EITHER SIDE OF ,.C., • •. TRANSOM OPENING 17/8 OPENING U.N.O. .:s. 15 21/4 41 /4 91/4 (2) 2X8 SYP #2 P.T. WOOD HEADER 47. WF01/SD3 \ 5 5/8 TURNED SIDEWAYS. ATTACH (2) 2X8 -/ 3 FRAME INFILL AROUND 121/2. SYP #2 P.T. HEADER TO MASONRY #5 31/8 WINDOW BY BUILDER 113/4 WALL W/ SIMPSON HU28-2 OR HUC28-2 33/4 7 SEE WF01/SD2 FOR F4' HANGER @ EA. END. USING (14) 1/4MORE 33/4 81/16 INFODIA. 30 X 2-3/4" TAPCONS OR EQUAL INTO 81/16 181/2 1 #7 MASONRY & (6) 10d NAILS INTO 9 13/16 16 1/2 35 51/4 HEADER. NAIL EACH PLY AND EACH ADDITIONAL HEADER PLY W/ (2) -ROWS 42 0<9(� 9 1-- 10d NAILS STAGGERED @ 6" O.C. AND � J Q� Z a p U MIN 2" FROM ENDS. �Q=O v C" z z Q< CO I UwL 02 J REFER TO DESIGN PLANS FOR O < C6 W � Cq ' REQUIRED IN -FILL FRAMING DOOR OR WINDOW OPENING ,. .` DIMENSIONS J �- W 0 MAX 4'-0" LINTEL W/ TRANSOM DETAIL 3/4"=1'-0" REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) �4 GRADE 40 GRADE 60 BAR SIZE BEND 0 LENGTH LAP SPLICE BEND 0 LENGTH LAP SPLICE 1'-6" 2231 3069/3069 6113/6113 8974/8974 10000 / 10000 „A„ .,B„ .,C„ „D„ .,A., „B„ ,.C., „D„ #3 17/8 41/4 7 15 21/4 41 /4 91/4 18 #4 21/2 5 5/8 .91/2 20 3 55/8 121/2. 24 #5 31/8 7 113/4 25 33/4 7 151/2 30 #6 33/4 81/16 14 30 41/2 81/16 181/2 36 #7 4 3/8 9 13/16 16 1/2 35 51/4 913/161213/4 42 LAP SPLICE EMBEDDED U DA REBAR SPLICE DETAIL SCALE: 3/4" = V-0" STANDARD 90° HOOK STANDARD 180° HOOK #3=2%" #4=2%" #5=2%" #6=3" #7=3%2' 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 3'-0" 3'-0" 14'-0" 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 �4 STANDARD LINTEL NOTES U BLEAR OPENING ' + B / 8F16 -0B 8F24-1B/8F24-0B 8F32-1B/8F32-0B 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM. 2. (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY OPENINGS. U.N.O. 3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO HAVE MIN. 8" BEARING EA. END 4. 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. 5. (-) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS ADEQUATE FOR THE LOADS. 6• 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. 7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS 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 10000/6 31-4" 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 EMBEDDED U DA REBAR SPLICE DETAIL SCALE: 3/4" = V-0" STANDARD 90° HOOK STANDARD 180° HOOK #3=2%" #4=2%" #5=2%" #6=3" #7=3%2' 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 3'-0" 3'-0" 14'-0" 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 GENERAL CONCRETE LINTEL SCHEDULE APPROVED LINTEL MANUFACTURERS: CASTE -CRETE, QUALITY, LOTTS, &POWERS STEEL STANDARD LINTEL NOTES STANDARD LINTELS BLEAR OPENING 8" UNFILLED 8F8-1 B / 8F8 -OB 8F16-1 B / 8F16 -0B 8F24-1B/8F24-0B 8F32-1B/8F32-0B 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM. 2. (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY OPENINGS. U.N.O. 3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO HAVE MIN. 8" BEARING EA. END 4. 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. 5. (-) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS ADEQUATE FOR THE LOADS. 6• 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. 7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS 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 10000/6 31-4" 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" 315 618/535 1533/1247 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" 239 418/297 1075/1045 1838/1446 2883/1848 12'-8" 0 369/261 1002/984 1697/1361 2630/1738 131-4" 0 328/0 1234/0 1779/0 2662/0 MATERIALS 14'-0" 0 292/0 1160/0 1660/0 2439/0 16'-0" 0 284/0 950/0 1379/0 1997/0 1. fc PRECAST LINTELS = 3500 PSI. 2. f PRESTRESSED LINTELS = 6000 psi. 3. GROUTED PER ASTM C476 fig = 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. 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" 0 145 / 0 550 / 0 981 / 0 1376 / 0 22'-8" 1 0 110/0 1 450/0 1 824 / 0 1147/0 RECESSED LINTELS -FILLED LEAR OPENING 8R6-1 B/8R6-OB 8R14-1 B/8R14-OB 8R22-1 B/8R22-OB 21-4" 1694/1694 3725/3280 5499/5421 21-8" 1425/1425 3343/3280 4933/4933 -_ T-011 1230/1230 2769/ 2769 4085/4085 31-4" 1081/920 2769/1716 4085/2839 41-4" 846/833 2121/1716 3127/2839 _ 5'-4" 664 / 572 1761 / 1761 2595 / 2595 61-4" 526/434 1539/1539 1329/2267 7'-4" 480/322 1334/1334 1964/1552 8'4" 415/235 1152/1152 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. LINTEL DESIGNATION SCHEDULE MARK LINTEL REQUIREMENTS F =FILLED WITH GROUT U =UNFILLED R = RECESSED & FILLED WITH GROUT QUANTITY OF #5 REBAR @ 8F16-1B/1T BOTTOM OF LINTEL CAVITY �—QUANTITY OF #5 REBAR AT TOP NOMINAL HEIGHT TYPE DESIGNATION NOMINAL WIDTH AO 8R6-0B/1T 08F8-0B/1T fAU�o`t Q 8R14-1B/1T ° O 8F16-1B/1T a0ZI- r a2S�Z�?LL0) 6 0 co WALL LEGEND = INTERIOR/EXTERIOR BEARING WALL (OR LINTEL IF REFERENCED ON SHEET S4). VERIFY HEIGHT W/ ARCHITECTURAL PLANS U.N.O. LINTEL PLAN 0 8R14-0B/1T O 8F16-0B/1T c0 8F20-1B/1T "O 8F20-0B/1T O 8R22-1B/1T O 8F24-1B/1T 0 8R22-0B/1T O 8F24-0B/1T O 8R30-1B/1T O 8F32-1B/1T O 8R30-0B/1T O 8F32 -0B/1T O 8F38-1B/1T O 8F12 -1 B/OT O 8F40 -16/1T Ow 8F28 -1B/1T xO 8F40 -0B/1T I— CD x � W Q �. =w o U� aQ U 3J O z v : Co �' �n 0 0. Q. 0 6'•••.......••� LO z r . � r W 61/11i�irCi11p0O 7-5/8" ACTUAL 8" NOMINAL WIDTH U FILLED J (' U •j QQ z coo O LO r z ED r 7-5/8" ACTUAL 8" NOMINAL WIDTH N J m w z 2 = M a-'ao 0ZWw ;°..'. H inLOLUWN 1— X Ix i 00 0M< ti W_j W 111 4- -J07-5/8"' TUAL a. 8" NOMINAL WIDTH POWERS STEEL 1-1/2" CLEAR #5 REBAR AT TOP MIN. (1) REQ'D C.M.U. GROUT #5 REBAR AT BOTTOM OF LINTEL CAVITY BOTTOM REINFORCING PROVIDED IN LINTEL (VARIES) 1-1/2" CLEAR #5 REBAR AT TOP MIN. (1) REQ'D C.M.U. BOTTOM REINFORCING PROVIDED IN LINTEL (VARIES) 1-1/2" CLEAR #5 REBAR AT TOP MIN. (1) REQ'D TOP KNOCK OUT/ LINTEL BLOCK COURSE #5 REBAR AT BOTTOM MIN. (1) REQ'D 16 GA. POWERS STEEL BOXED LINTEL 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. a RExj1S10N Q 1/V"=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 W r r r r O M QV - O O N `%%%111111111111 W CD O O W �. % Q o Z :cre U 3J O et, �' 0. Q. 0 6'•••.......••� O O o d "� � W 61/11i�irCi11p0O %�`` LL �g�o z U O Z O� 0 U 0 Z 0 J O Z M fAU�o`t a UJ J r D OWc" E a0ZI- r a2S�Z�?LL0) 6 0<9(� 9 1-- Zv�QQ=oO o J Q� Z a p U Z �Q=O v C" z z Q< CO I UwL 02 J L O < C6 W � Cq 1..� W J p0WNa o: J �- W 0 III 2 J � m � Z r' z O 111 O Q J W W ; C. "na r n �i�1lM! = INTERIOR/EXTERIOR WAN l i I I I I I I // 1 ••• ••••.•••• 'y, •,, S4). VERIFY HEIGHT W/ = KNEE WALL TOP USING HUC410 W/ (10) 10d �i__ rZ B2x12 TO SUPPORT rum millP.AA4T J 1w w NAILS & (18) 1/4"x2-3/4" i i fn . O •_• O STAIR LANDING zzN M O I-+-� U TAPCONS F- z Qo i a A FRAMING w U U � - tiglG�4 m U SEE DETAIL ST01/ST1 FOR I 9 H p � o O� �J ADDITIONAL LANDING W O _ _____ X FT3 M Q W O l FRAMING INFORMATION z = Z 0 r.- U(nU�- a COD � Q z 2 ■ W Jrn.-N 0Z� E p �WLUJ �Z -0-06, wQ CO ATTACH BEAM TO CMU UaOd G Zv~aZco o a � z USING HUC410 W/ (10) 10d Z¢Q�Z0 E ---- ---- --- ---- --- OV�p�Oa NAILS & (18) 1/4"x2-3/4" Milk,I MINIME A3TrillNo - ------ <� cnQ � -- --- I I ---- --- F- N ~ Z Q LU TAPCONS--- ■EE O0vN I.'""I O B2x12 TO SUPPORT CO F_ W L.L. STAIR LANDING FO = g vi co LL FRAMING — — _ mill11 M1 V) P(NOTE: Z ■ UNDER _ COLUMNTO p a J SUPPORT%L B2x8 O as O W LANDING BEAM,F ,_' ONLY O W W B2x8 FIELD VERIFY_____ F6 cr_ U ATTACH BEAM TO CMU = INTERIOR/EXTERIOR i I I I I I I // 1 ••• ••••.•••• 'y, •,, S4). VERIFY HEIGHT W/ = KNEE WALL TOP USING HUC410 W/ (10) 10d ■ U.N.O. B2x12 TO SUPPORT D z J 1w w NAILS & (18) 1/4"x2-3/4" i i fn . O •_• O STAIR LANDING zzN M O I-+-� U TAPCONS F- z Qo d z A FRAMING w U U � - tiglG�4 m U SEE DETAIL ST01/ST1 FOR UL 9 H p � o O� �J ADDITIONAL LANDING W O _ _____ X FT3 M Q W O l FRAMING INFORMATION z = Z 0 r.- U(nU�- a COD � Q z 2 ■ W Jrn.-N 0Z� E p �WLUJ �Z -0-06, wQ CO ATTACH BEAM TO CMU UaOd G Zv~aZco o a � z USING HUC410 W/ (10) 10d Z¢Q�Z0 E ---- ---- --- ---- --- OV�p�Oa NAILS & (18) 1/4"x2-3/4" O - ------ <� cnQ � -- --- I I ---- --- F- N ~ Z Q LU TAPCONS--- ■EE O0vN I.'""I O B2x12 TO SUPPORT CO F_ W L.L. STAIR LANDING FO = g vi co LL FRAMING — — _ W > V) z Z ■ UNDER _ III p a J B2x8 O as O W W0 W ,_' Q O W W B2x8 FIELD VERIFY_____ F6 cr_ U O 1 LU C BOTTOM OF BEAM FOR ■ Z O ----- -j O W � �V-Z STAIR CLEARANCE O �N N j N I N N I N N a, [�V F6 BLDG DESIGN: o i � MCD DRAFTING: Q. °- ! H2x8 -STRUCT: RLB/JW 3 2x8 #2 SYP JOISTS AT 16" CC ---- --- ------Ipt PSQ-2171469 SCALE: O.C. JOIST SHOULD AS INDICATED �aW DATE: 08-17-17 BUCKET INTO B2x8 W/ A35 1 F4 4 E z CLIP AND BEAR OVER W O g �z BW1 FLOOR SYSTEM. ■ Q d BW1 18 B CONTRACTOR TO 2 PROVIDE 2x KNEEWALL uNNJ � N M BELOW W/ STUDS AT 16" S1 ° BW1 O.C. AS REQ'D D 2x4 SYP #2 BLOCKING @ 16" O.C. ATTACH EACH END TO TRUSSES F1 W/ (3) 12d TOE -NAILS. ATTACH BLOCKING TO WALL BELOW W/ F4 D03 SIMPSON DTC CLIP F1 SDI F1 ■E 4 18 D F72 F D02 S1 A D D 9 D1 3D2 �A=4 - E2 D3 1 CJ4 CJ5 V CJ3 CJ3 E s 11011 II IleII 11 121 2 2 1 WALL LEGEND = 9'-4" T.O.M. = INTERIOR/EXTERIOR BEARING WALL (OR LINTEL 11'4" T.O.M. IF REFERENCED ON SHEET ••• ••••.•••• 'y, •,, S4). VERIFY HEIGHT W/ = KNEE WALL TOP ARCHITECTURAL PLANS @ 11'4" U.N.O. REVISION J\�_D ING SANFORD 1000 PAR FIRST F FRAMING P NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/411=11-011 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. w�ti� ch o ui X O w o ••• ••••.•••• 'y, •,, d co OD 4c, i J O ••r .1[) LL Z co O O f� z J 1w w (j i i fn . O •_• O J zzN M O I-+-� U Z O 0 F- z Qo d z w U U � - tiglG�4 m U F- UL 9 H p � o O� �J Q W O F-+ M Q W O l O:) z Z 0 r.- U(nU�- a COD � Q z 2 W Jrn.-N 0Z� E p �WLUJ �Z -0-06, wQ CO UaOd G Zv~aZco o a � z Z¢Q�Z0 E O O OV�p�Oa � p O 1J^ IL <� cnQ � X F- N ~ Z Q LU W LL O0vN I.'""I CO F_ W L.L. —� H = O vi co LL O _ W > V) z Z V - LL O z III p a J a O as O W W0 W Q W Z W W WIL cr_ U O 1 LU C U tip 0 = Z O W Y U - O W � �V-Z O a, BLDG DESIGN: o � MCD DRAFTING: Q. °- w -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED �aW DATE: 08-17-17 (A j z W O g �z Q d LL J uNNJ � N M LJ`.. ui X ,�� �►��%,, w o ••• ••••.•••• 'y, •,, d co OD 4c, i J O ••r .1[) LL Z co O O f� z J 1w w (j i i fn . O •_• O J zzN M O I-+-� U Z O 0 F- z Qo d z w O w U � - tiglG�4 m U F- UL ui X S56 �� z o co o cr) x �C�3J ( U o zzN M O I-+-� U Z O 0 F- z Qo d z w O w U � - tiglG�4 m U F- 9 H p � o O� �J Q W O F-+ M Q W Q p J l O:) z Z 0 r.- U(nU�- COD � Q z 2 W Jrn.-N 0Z� E p �WLUJ �Z -0-06, wQ CO UaOd G Zv~aZco o a � v') Npom_ F- ti c Z¢Q�Z0 E Q O OV�p�Oa � p O 1J^ IL <� cnQ � J F- N ~ Z Q LU W LL O0vN I.'""I v, F_ W L.L. —� H = co LL O W m V) z Z V - w - O p a J W J; 11 O W W0 W Q W Z W W WIL F_ 1 LU C U tip 0 = V W Y U - O W � �V-Z a, BLDG DESIGN: --- STRUCTURAL ENG: MCD DRAFTING: -DESIGN: --- -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED DATE: 08-17-17 S56 WALL LEGEND Q = 9'-4" T.O.M. = INTERIOR/EXTERIOR w O BEARING WALL (OR LINTEL 16" O.C. MAX ® = 11'-4" T.O.M. IF REFERENCED ON SHEET LL W S4). VERIFY HEIGHT W/ 0 Z = KNEE WALL TOP ARCHITECTURAL PLANS LL @ 11'4" U.N.O. O 16" O.C. MAX U r -A : o , EXTERIOR FRAME WALL •' . . Q 6 • ••......••• F U) SCHEDULE ° (PARK SQUARE) WALLS WITH PLASTER OR STUCCO FINISHES = 2x4 SPF #1/#2 16" O.C. MAX WALL HEIGHT STUD & SPECIES SPACING SPACING 0 Q�-- �/ CL INTERIOR ZONE I END ZONE , 8'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX = ZQW_jU1�o���� 41?, •.• �� Q LL 0 Z 0 F- -9'-0" 91-011 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX r -A : o , a •' . . Q 6 • ••......••• F U) Q _ LL LU 9'-4" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX ZI U 0< Udo 2 E Q�-- �/ CL LL F- N J oLMU Na w O 10'-0 " 2x4 SPF #1/#2 16" O.C. MAX 12" O.C. MAX L O U EXTERIOR FRAME WALL NOTES Z w i a M 1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED w TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR w F - REQUIRED STUD SPACING. a 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS 2 & NAILING PATTERN. U 2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE U. 0 NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF U) SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN Z O 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR z z REVIEW OF EXTERIOR STUDS 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE 0 MIN. SPF #1/#2 @ 16 O.C. U.N.O. ON FRAMING PLANS a 4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. L 5. IF EXT. FRAME WALL IS NOT SUPPORTING PLASTER OR STUCCO FINISHES, FRAMER IS TO FOLLOW CHART ABOVE U.N.O. U Q LLI 0. Ofz N ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B p 070 VCyj0= STANDARD 2ND FLOOR FRAMING L CO) Q NOTES: O CMZ oo y z O id 1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR H WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE. Uj J W 2. AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR LU TO FOLLOW THE DETAILS INDICATED BELOW: Ln LU OPENING SITTING ON MASONRY- WS06/SD5 (STRAPS/ BASE aO CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT U ON PLANS OR SHEATHING IS NOT CONTINUOUS) w U OPENING SITTING ON WOOD BEAM- WS07/SD5 (STRAPS Z SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR 0 SHEATHING IS NOT CONTINUOUS) Gm 3. AT ALL CORNERS, CONTRACTOR TO FOLLOW WS09/SD5 U.N.O. U NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND ROOF FRAMING PLAN 1/411=11-011 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. 70 ``��olll a urr� ui Un STRUCTURAL ENG: O DRAFTING: ZQW_jU1�o���� 41?, •.• �� Q LL 0 Z 0 7:0 O p:� "f4 :z U O ZC �pp F- J r -A : o , a •' . . Q 6 • ••......••• F o Q _ LL 11111 Z F- F- o C/)Zzz E c_ G U 0< Udo 2 E Q�-- �/ LL F- N J oLMU Na w O0 J I- U I`- L O O _ w i O a - m � Z r 0 0 Q J W W z z u J OWw =Ou) 0 BZW W LLI 0. IX U VCyj0= w CO) Q O CMZ U — O U) 0O Z 0 ca W Z U O O W w o a w Ix a J U o w a (n w_j (A W j O z g �Uj �z C) a U_ _, ww N M w ``��olll a urr� ui Un STRUCTURAL ENG: Z CD f'. DRAFTING: ZQW_jU1�o���� 41?, •.• �� Q LL 0 Z 0 7:0 O p:� "f4 :z U O ZC �pp w W ;J`O = i ~ Q J r -A : o , a •' . . Q 6 • ••......••• F o Q .�` �- ``� LL 11111 BLDG DESIGN: --- STRUCTURAL ENG: Z CD f'. DRAFTING: ZQW_jU1�o���� -DESIGN: rn -STRUCT: RLB/JW OC CHECK: O ZC �pp JOB No. J SCALE: �E F-Zc 0:59 Z0F-0U0 co —0 C5 v�<00aajv,co Z F- F- o C/)Zzz E c_ G 0< Udo 2 E Q�-- �/ LL F- N J oLMU Na w O0 J I- U I`- L F- O _ w i O m � Z r 0 0 Q J W W 9 u J OWw =Ou) BZW W LLI 0. U VCyj0= w CO) Q O CMZ aaN — BLDG DESIGN: --- STRUCTURAL ENG: MCD DRAFTING: -DESIGN: --- -STRUCT: RLB/JW OC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED I DATE: 08-17-17 1 uj co n:I N Ln C7 Z � � J N J LL c 00 2Sv o ¢ 0: Z v: O • �6 00 lilt00 n 111�`� C) v p p ►` E M O J N CO (A QQ I Q4 Ep ccG7�CO O N Ctip.N 0 E "S ca X Q co CL LL •N W z g � a E. o s a z . � w Ln N w g U 0 O Lu Q 0 cn Y Q O Lu f�p C fh a- W N . X L O O M Co C (� X N w W = i o cD z J z Q m 0 ,n O o p = N L < CD O a- Q M ID = L DC 000 N m V N Ln .0 co a � N O o O O z 0L > 'O N 575 > O C CN o Q _ W ¢ w Ln O 0- m Ld w Q � r o � z . Ld W o cn Q ISSUE DATE 0 09/20/2017 REVISIONS w -- PROJECT: 17-0233 Z SCALE: AS NOTED Z DRAWN BY: JML & JFT DESIGNED BY: MJS COVER PAGE 00 W i aco N 0 N rel C7 Z C LL w w cr•—�— •a= 2' 0 p s. - 6 ••*00•' ` see o� Oti E �Nr) O U .l) LJL C (ACD (A cli CO N <cfl.��� 04 E UcoN(D O CCD ti tom/) O O ... Cc �—= .0 N Q CO LL c � �w N z m z v m E o v, . E o U A� a 1 ` 4-% E O M O O O 40- M (n � co +-•� N U 4 J O O N � N m .5 O .= O U N In af O O _u O ) 'i O C. > - .� c c B Q w Ln O a • i ISSUE DATE 09/20/2017 REVISIONS ��F ,— — PROJECT: 17-0233 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN of 3 1 i i o r- �o o� E coO � U N u- CO p) � C6 N ai Cc:) N N <a co �(o c*4Cfl O =^ti CA O O '� d' � Q LL 00 a � w N z z E , 0 u, W . E O 0 tn W w 0 _ — w a 0 cn Y Of Q a- 0 O OO co co 00 2 a t ri ,�+ �1 M z O ^^,, L W -a 3 L N O O �M V)LLn 00 C � d+ x --i N (� W 44: w *, o 0 J z z a m 0 Of � o O O F- N af L a_ QCD rn ~ DC N Ln Q d cv -p co N N L o z Q O L p 'd N Na > O Cl L C w Q C N w in O .r- a- m 0 o r w S w Q . O .z w o Q ISSUE DATE 09/20/2017 0 L - REVISIONS o _ PROJECT: 17-0233 z SCALE: AS NOTED Z DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT 08 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 AxW1.4 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. 25" 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 -13 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 Wine U.N.O. E = 2,000,000 Wine U.N.O. E = 1,500,000 Wine U.N.O. Fb =2650 Fb =3000 Fb = 2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 Fc 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. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE 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 BE A 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 FORC THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALL AND STRUCTURAL PLANS FOR MORE INFO. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE 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" FF EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w 12d TOENAILS EACH END. -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TR 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-B3 SECTIONS 1, 2 AND FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. -PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEA ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEB 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-B3). -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 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, TH BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARIP POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, 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 BLOCK AFFECTED 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"-1-1/811, 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. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY II BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 LINTEL PLAN WIND PRESSURE & SUCTION EFFECTIVE S6 NOTES & CONNECTOR LEGEND (PSF) WIND (+) VALUE DENOTES PRESSURE AREA (SQ FT) - VALUE DENOTES SUCTION AREA ) O5 SD4 (+) 21.2 (+) 21.2 10 (-) 22.9 (-) 28.3 ST1 (+) 20.2 (+) 20.2 20 (-) 22.0 (-) 26.4 06 (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 -,� (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16-0" x T-0" w (+)18.4 + o (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM Q,4 a V' W > a 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. INDEX OF DRAWINGS SHEET I SHEET TITLE SC STRUCTURAL NOTES S113 FOUNDATION PLAN S213 DOWEL PLACEMENT PLAN S3 FOUNDATION DETAILS S413 LINTEL PLAN S513 FIRST FLOOR FRAMING PLAN S6 NOTES & CONNECTOR LEGEND S713 ROOF FRAMING PLAN SD1 GENERAL DETAILS SD2 GENERAL DETAILS SD3 GENERAL DETAILS SD4 GENERAL DETAILS SD5 2 -STORY DETAILS SD6 2 -STORY DETAILS ST1 GENERAL STAIR DETAILS W W Q W = Uj - ````'' X� * `c2 dj> �i, a ap O = U o • �Ci _� C.:z � a • Z CCEO a. z Uj - ````'' X� * `c2 dj> �i, a ap zO Z • �Ci _� C.:z � a • Z CCEO 00 -(j ~ cr J co Q Q vi W; IY LL O = li O �- o IL O z cW Q LL O Z Ix W QCKz° Q 06 O J W O -,� U' r� U5 o (8) r Q ~LU Q z w LLJ J CP OWM E 06 W Z W J� U o � Z ra (7 Q 0 c ZUI-DOoo a V' W > J CO � a w a C0 W U o' > Z W J IL M W O g Q gz O DATE DESCRIPTION a WJ U z 1 N co M - a, 1 00 0 0 0 0 Ua Uj - ````'' X� * `c2 dj> �i, a ap 4P Ole • �Ci _� C.:z � a • Z CCEO 00 -(j ~ cr J U o � Zii Q Q vi ••••• IY .....•••'' ��� * PnoF`���� � o LL //11111110% Ua U I -i1 W O O z W ��G U w 4'ofZ W W_� 01 0 ''' bJlyl� N a cn U �3� o li O �- o RE�`5\ 01' 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. -DESIGN. --- -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED DATE: 08-17-17 SC 0 z C14nM� O I -i1 U o ZO O z O U� ��G U W_� W t z9 H ° �O z O� Q UZ QCKz° J O m W U' r� U5 o (8) r Q z 10' O LLJ J CP OWM E 06 W Z W J� U W (n Z ra (7 Q 0 c ZUI-DOoo O J(1)WzW0 �a0=0�cc O � Z)a zz Wu wow<z© 0 Q a MASTER UPDATES Q i W U U_�N _ ZOUNQ 0 NUMBER DATE DESCRIPTION INTIALS W 1 2/17/2017 CREATED ELEV A, B, C, & OPTIONAL BEDROOM#5 DP z - W c~n 2 4/10/2016 QC CLEANUP - ADDED MISSING CALL OUT TO FRAMING PLAN DP _ U 3: V) O I - w m � W) z Z T - LU O LU W W ; A3 NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND WALL LEGEND EXTERIOR FRAME WALL `D 0 0 U �3� 00 Q = 9'-4" T.O.M. = INTERIOR/EXTERIOR W O W BEARING WALL (OR LINTEL -J ® = 11'-4" T.O.M. IF REFERENCED ON SHEET W SPACING S4). VERIFY HEIGHT W/ co = KNEE WALL TOP ARCHITECTURAL PLANS H W @ 11'-4" U.N.O. O 16" O.C. MAX 16" O.C. MAX C0 0 1 Z 0 < z U 0 0 EXTERIOR FRAME WALL `D � 0 U �3� 00 SCHEDULE ( PARK SQUARE) a' � �C6 • �ti tc� 2 W Z d WALL HEIGHT STUD &SPECIES SPACING SPACING O~ co J INTERIOR ZONE END ZONE 0 8'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX Q 0 1 1,L 0 < z U 0 N0 LO oo�� H 9'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX IL L U F- N UJ 91-4" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX ZI 0 J �- W a L CO Z " 10'-0 2x4 SPF #1/#2 16" O.C. MAX 12" O.C. MAX O a J U EXTERIOR FRAME WALL NOTES z ; W J O W W M 1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED of TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR W REQUIRED STUD SPACING. a 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS = & NAILING PATTERN. U 2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE w O NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF W SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN Z 0 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR 0 REVIEW OF EXTERIOR STUDS °z 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE 0 MIN. SPF #1/#2 @ 16 O.C. U.N.O. ON FRAMING PLANS a 4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. uj 0 Z U_O w Q -j U Z 0 � H W ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B o STANDARD 2ND FLOOR FRAMING NOTES: 1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE. 2. AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR TO FOLLOW THE DETAILS INDICATED BELOW: OPENING SITTING ON MASONRY - WS06/SD5 (STRAPS/BASE CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR SHEATHING IS NOT CONTINUOUS) OPENING SITTING ON WOOD BEAM - WS07/SD5 (STRAPS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR SHEATHING IS NOT CONTINUOUS) 3. AT ALL CORNERS, CONTRACTOR TO FOLLOW DETAIL WS09/SD5 U.N.O. 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. 5. ANY INFORMATION WRITTEN AND/OR DETAILED ON THE FRAMING PLAN i.e. BUILT UP COLUMNS, CONNECTORS, ENGINEERING NOTES, SHALL SUPERCEDE ANY INFORMATION SHOWN ON A STANDARD DETAIL. IF ANY ITEM IS IN QUESTION, CONTACT THE ENGINEER OF RECORD FOR ADDITIONAL CLARIFICATION. RE��S��N ROOF FRAMING PLAN 1/411=11-011 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 W U_ 0 0- �. Z U0 Op LU W 1:4- H =W H0 �0 Ly Q� Om U Q Z 0 W CO Oa 2 0 z J 0 Z w 2 H z H H 0 H W z 0 W W 0 W H U CO J Q i- z W 0 W F— Uj � O OI�bJl � L0 U �3� 00 Co O U �C6 • �ti tc� 2 LL 6��2 i LLU Z d c$ 0 O; J OUG9�S`G�� U <D co J ZUFa-DOCCoo WV �, d '•••. ...••' z Q� H0 � :D�00�s8 O o 0 1 1,L 0 < z U 0 N0 LO oo�� a JN IL L U [--o' n• 1�1 � O OI�bJl � L0 U �3� W O U �C6 • �ti tc� 2 LL 6��2 i LLU Z d c$ 0 O; J OUG9�S`G�� U v• 0 00 J ZUFa-DOCCoo WV �, d '•••. ...••' z U H0 � :D�00�s8 O 11111 1,L 0 < z U 0 0 cli L ~ N J a JN IL L U F- N I- 0W = 0 J �- W L CO Z LU O� Ow a J ow W W ; W J O W W 2Lu C0Om P W Z W W > Q@ O Z it w w 0 It °z W W p 0Z 0 Z U_O w Q -j U 0 0 � u~, � o W W LULL~ as of Q LU � a cUn WQ'0 n- wJ U Q W r N M to 0C U [--o' n• 1�1 � O OI�bJl � L0 U �3� W O U �C6 • �ti tc� 2 LL 6��2 i LLU Z d c$ 0 O; J OUG9�S`G�� U v• 0 00 J ZUFa-DOCCoo WV �, d '•••. ...••' z H0 � :D�00�s8 O 11111 1,L U [--o' n• 1�1 � O OI�bJl � Z U �3� o O U z° � d o � .� OUG9�S`G�� U .�7 O Z am BLDG DESIGN: --- STRUCTURAL ENG: MCD DRAFTING: -DESIGN: --- -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED DATE: 08-17-17 S7B 4 Z 0 �007v J c" W Z J c- O w M E VJ Z I-- P .� �~Z_5_0 v ('QO�uj � c ZUFa-DOCCoo WV H0 � :D�00�s8 Z ZZ~��w zo c_ G 0 < z U 0 cli L ~ N J Z�OwN¢ JN IL L U I- 0W = 0 �- W CO Z O� a J W W ; J O W W 2Lu to P W Z W W U 0 = W U) p 0Z CL IL N BLDG DESIGN: --- STRUCTURAL ENG: MCD DRAFTING: -DESIGN: --- -STRUCT: RLB/JW QC CHECK: CC JOB No. PSQ-2171469 SCALE: AS INDICATED DATE: 08-17-17 S7B 4