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HomeMy WebLinkAbout3786 Night Heron Dr (a) 17-2704VA, 0 - W C) r r V O > O L V , Q r" O N M CO Q T 6 (� z r -a c) Z ;0 - C) Mo Mo 00 ru (f) (D N T-4 M ON w r 0 O P E-� J ( O �a-�p (n - F- d' C) O X N N z z �a P 0 (j) ry W O C9 rn W U 0 0 - N N H O T Q C CDC V Q 0 J 8 W C) W V) W O > 12� L V , Q r" O N M ` Q T LL (� z r -a c) Z ;0 - C) Mo Mo 00 ru (f) (D N T-4 M Q w r 0 O J N N H O T Q C CDC V Q 0 J 8 1 ISSUE DATE 1 10/09/2017 o' REVISIONS PROJECT: 17-0133 z SCALE: AS NOTED c DRAWN BY: JML & JIFT z 1 DESIGNED BY: WS COVER PAGE 0 C) r,-! (� c) Z 0 4-- O O > ip • L. Q L (D N 00 r-! fir)r� 11• O r �_ r �J r O Q w in O 1 ISSUE DATE 1 10/09/2017 o' REVISIONS PROJECT: 17-0133 z SCALE: AS NOTED c DRAWN BY: JML & JIFT z 1 DESIGNED BY: WS COVER PAGE 0 9 in 40'-0" 26'-0" 1'4" A 06 0° ------ ----- ------------- T' $" 24'-8" 8" Ext. Cov. Lanai 1 �= I 9'-4" CLC. F.F.F. o z 12'-8" 6'-0" 6'-6" r 11'-8" -4 6'-0" x 8'-0" S.G.D. (2) 4050 S.H. w 8„ 7 - 19'-4" CLG Cp (OPT) 0o FLOOR OUTLET T.B.D. PER BLDR/CLIENT 24'-10" Gathering.. Room 9'-4" CLG 11'-2" 2x6 FRAME KNEEWALL BELOW 36" BARTOP M " TOP EXT. N 17 C CONT. 36" HANDRAIL 5'-2., (TYP) 42" HIGH RAILING = N (TYP.) °p II . 1 R h7R18" 5'-2,. © I ABBREVIATIONS: T-6" APPLI (ADD NAILER D MOLDING 1� TO TRUSSES COLUMN V&O 2- INDICATES NUMBER OF WINDOWS. FORA TACHMENT) MT - METAL THRESHOLD 42" HIGH F_ ll 10,-$„ Foyer 9'-4" CLG II — M r 8.. "' 9'-4 CLC IL DNnNng Room 11 D - - -rI C LAV 0I14- CLG M.T. _ I I . I ( 3,-0„ 8'-81 LIJ q�011 z 1 � z - 1280 S.L. TEMP -TEMPERED GLASS SIM of 4 -411 1 00II -� — a a W uJ C T n — > 1 - --- I SHO' — 11'-0" CLG F.F.F. uj z Luo O Z0 � 0 0-1 I I SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS, 0 `1 U T ---------- r' x LAV _ w Kitchei 1. CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB SITE. OR 9'-6" 9'-4" CLG v Ui q 2. DO NOT SCALE PRINTS! CONSTRUCTION TO BE FROM o CALCULATED DIMENSIONS ONLY. ANY DISCREPANCIE 9 E- OR ERRORS TO BE REPORTED PROMPTLY TO :D 02 SUPERVISOR FOR CLARIFICATION. LOCATIONS WILL BE DETERMINED 3. MECHANICAL EQUIP, BY COMMUNITY AND COUNTY CODES. ,�•°'ti`��;,°•°,��.��i�i� (OPT) 0o FLOOR OUTLET T.B.D. PER BLDR/CLIENT 24'-10" Gathering.. Room 9'-4" CLG 11'-2" 2x6 FRAME KNEEWALL BELOW 36" BARTOP M " TOP EXT. N 17 C CONT. 36" HANDRAIL 5'-2., (TYP) 42" HIGH RAILING = N (TYP.) °p II . 1 R h7R18" 5'-2,. 00 0 ME 8" -4" 6'-8" 'i T-2" 5 SH 3'-0" 14'•0" A/C 8'-6" COMP. 4'-8" 3050 S.H. 3050 S.H. (EGRESS) 9'-4" CLC. N I 2,-0" I 1 2,-0„ 13'-10" 8" d i Master Suite R I 90'4" TRAY CL C. 4 R 2'-8" I 3'-4" _ 7'-10" `\ I 4 9'-4" CLG. N R&S ��, W.l.c. W.I.C. I j9'-4" CLC ?6 9'-4" CLC I14� 4'-8" 7'-6" 7'-10" 1 B______ - �1 06 R&S C W"66 LO 2'-4"•. zip .0 -- 2' © I ABBREVIATIONS: 4 APPLI (ADD NAILER D MOLDING 1� TO TRUSSES COLUMN V&O 2- INDICATES NUMBER OF WINDOWS. FORA TACHMENT) MT - METAL THRESHOLD 42" HIGH II ll 10,-$„ Foyer 9'-4" CLG KNEEWALL — M r 8.. "' 9'-4 CLC 6'-10" DNnNng Room 11 D - - -rI C LAV 94" CLG M.T. _ I I . I ( 3,-0„ 8'-81 3080 DR w/ ¢ n' z - 1280 S.L. TEMP -TEMPERED GLASS APPLIED / v Q O 4 -411 1 00II -� — MOLDINGL W uJ C T n 1 SHO' 00 0 ME 8" -4" 6'-8" 'i T-2" 5 SH 3'-0" 14'•0" A/C 8'-6" COMP. 4'-8" 3050 S.H. 3050 S.H. (EGRESS) 9'-4" CLC. N I 2,-0" I 1 2,-0„ 13'-10" 8" d i Master Suite R I 90'4" TRAY CL C. 4 R 2'-8" I 3'-4" _ 7'-10" `\ I 4 9'-4" CLG. N R&S ��, W.l.c. W.I.C. I j9'-4" CLC ?6 9'-4" CLC I14� 4'-8" 7'-6" 7'-10" 1 B______ - �1 06 R&S C W"66 LO 2'-4"•. zip .0 -- 2' I ABBREVIATIONS: 4 SHOWEF COLUMN V&O 2- INDICATES NUMBER OF WINDOWS. - MT - METAL THRESHOLD 42" HIGH T.1 10,-$„ Foyer 9'-4" CLG KNEEWALL — —3! 01 8.. "' 9'-4 CLC 6'-10" 4�.� AU D - - -rI C LAV Ky , a GB - GLASS BLOCK M.T. _ I I 3080 DR w/ ¢ n' W - 1280 S.L. TEMP -TEMPERED GLASS v Q O 4 -411 1 00II -� 3141 5.4,. W uJ C T n 1 SHO' — 11'-0" CLG F.F.F. uj z 0 0-1 I I SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS, `1 U T ---------- r' 00 00 0 ME 8" -4" 6'-8" 'i T-2" 5 SH 3'-0" 14'•0" A/C 8'-6" COMP. 4'-8" 3050 S.H. 3050 S.H. (EGRESS) 9'-4" CLC. N I 2,-0" I 1 2,-0„ 13'-10" 8" d i Master Suite R I 90'4" TRAY CL C. 4 R 2'-8" I 3'-4" _ 7'-10" `\ I 4 9'-4" CLG. N R&S ��, W.l.c. W.I.C. I j9'-4" CLC ?6 9'-4" CLC I14� 4'-8" 7'-6" 7'-10" 1 B______ - �1 06 R&S C W"66 LO 2'-4"•. zip .0 -- 2' 1/2" GYPSUM BO D TILED BENC APPLIED TO THE UNDER SEAT @ - W.H. STAIR SURFACE AND SIDES 18" F.F.F. FULL HT. WALL 15'-8"1 214" N 5/8" TYPE X DRYWALL ON CEILING (TYP) 8" 27'-4" r 0 3 Car Ga_ rage 9 F---------- 9'-4"CLC. F.F.F. — — — — — — — — — — — — — — — — — — —I 9-4., $„ 17,4-1 a- 0 U) I I o I I I 8'-0" x T-0" GAR. DR. I I 16'-0" x T-0" GAR. 10R. 914 " 8" 1'-4" 8'-0" 18%1'4' L 11'-4" 10'-0" 18'-8" 40'A" First Floor Plan (Opt. Ext. Cov. Lanai) SCALE: 1/8" = 1'-0" (11x17) 1/4" = 1'-0" (22x34) 0 -�- �D_ ©LU �V m z 0 in Lo GENERAL NOTES KEY: I ABBREVIATIONS: 2- INDICATES NUMBER OF DOORS. SHOWEF 2- INDICATES NUMBER OF WINDOWS. MT - METAL THRESHOLD T.1 9'-4" CLG — —3! 01 8.. 6'-10" 4�.� AU D - - -rI C LAV Ky , a GB - GLASS BLOCK SLOPED _ I I ¢ n' W - q TEMP -TEMPERED GLASS v Q O SH - SINGLE HUNG 00II -� DH - DOUBLE HUNG W uJ C T n BP -BYPASS SHO' — I wp= 0-1 I I SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS, ry U T AND TRANSOMS ARE NOTED ON PLANS. aj r NOTES: LAV Y w 1. CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB SITE. v Ui q 2. DO NOT SCALE PRINTS! CONSTRUCTION TO BE FROM o CALCULATED DIMENSIONS ONLY. ANY DISCREPANCIE 9 E- OR ERRORS TO BE REPORTED PROMPTLY TO 1/2" GYPSUM BO D TILED BENC APPLIED TO THE UNDER SEAT @ - W.H. STAIR SURFACE AND SIDES 18" F.F.F. FULL HT. WALL 15'-8"1 214" N 5/8" TYPE X DRYWALL ON CEILING (TYP) 8" 27'-4" r 0 3 Car Ga_ rage 9 F---------- 9'-4"CLC. F.F.F. — — — — — — — — — — — — — — — — — — —I 9-4., $„ 17,4-1 a- 0 U) I I o I I I 8'-0" x T-0" GAR. DR. I I 16'-0" x T-0" GAR. 10R. 914 " 8" 1'-4" 8'-0" 18%1'4' L 11'-4" 10'-0" 18'-8" 40'A" First Floor Plan (Opt. Ext. Cov. Lanai) SCALE: 1/8" = 1'-0" (11x17) 1/4" = 1'-0" (22x34) 0 -�- �D_ ©LU �V m z 0 in Lo GENERAL NOTES KEY: ABBREVIATIONS: 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, ry AND TRANSOMS ARE NOTED ON PLANS. aj r NOTES: Y 1. CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB SITE. v Ui q 2. DO NOT SCALE PRINTS! CONSTRUCTION TO BE FROM o CALCULATED DIMENSIONS ONLY. ANY DISCREPANCIE 9 E- OR ERRORS TO BE REPORTED PROMPTLY TO 02 SUPERVISOR FOR CLARIFICATION. LOCATIONS WILL BE DETERMINED 3. MECHANICAL EQUIP, BY COMMUNITY AND COUNTY CODES. ,�•°'ti`��;,°•°,��.��i�i� f 4. A/C CONDENSER UNIT TO BE ANCHORED TO SLAB PER OACID�_ZCODE -��°✓y,. M307.2 & M1309.3. ¢O:05. oowo% PROVIDE RECESS H&C WATER w/ DRAIN @ WASHER d SPACE. °r. 6. VENT DRYER THRU EXTERIOR WALL U.N.O.IQ ��gllll i 11111111>> 7. PROVIDE COLD WATER LINE FOR ICEMAKER LINE @ REF. SPACE. 0 :~ V 8. SAG RESISTANT DRYWALL ON ALL CEILINGS. � 0) uj co 9. PULL ALL DIMENSIONS FROM THE REAR OF PLAN. I` 10. REFER TO EXTERIOR ELEVATIONS & TYP. DETAIL I� N SHEETS FOR EXTERIOR WALL FINISH SEPC'S. o LL. aj N N E 11. REFER TO DETAIL SHEETS FOR FLASHING 1 N CO REQUIREMENTS AT ALL WOOD TO MASONRY �' ^ INTERFACES.a- I` p •�� Z N �t 12. ALL INTERIOR FRAME WALL DIMENSIONS TO BE 3' U.N.O. LO LO c6 � N CL L 13. ALL EXTERIOR BLOCK WALL DIMENSIONS TO BE 7 U.N.O. � .nZ 14. ALL INT. FIRST FLOOR CEILINGS AT 9'-4" U.N.O. •• ALL INT. SECOND FLOORCEILINGS AT 9'-0" U.N.O. IL 15. C.M.U. WALL SYSTEM SEGMENTS WHICH HAVE AN � a w UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL o z BE CONSIDERED SHEAR WALL SWS =SHEAR WALL ; U) SEGMENTS. d o Luo 16. FRAME WALL SEGMENTS WHICH HAVE AN o ,s UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL 7c BE CONSIDERED SHEAR WALL SWS = SHEAR WALL o SEGMENTS. o Y W 17. OPENING BETWEEN GARAGE AND RESIDENCE SHALL q. o 0- W BE EQUIPPED w/ A 20 MIN. FIRE RATED SELF CLOSING Lu w o OLID WOOD OR HONEYCOMB CORE STEEL DOOR NOT S om ui V) v LESS THAN 13/8" THICKNESS AS PER FBC-R302.5.1. .-Z i_ O W > �/ L — i Q n ® 0) 18. INSTALL 5/8" TYPE X DRYWALL ON GARAGE CEILING Z r- M BENEATH HABITABLE ROOMS (TYP.) Q u C Q O 19. GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 140 (� 'L M.P.H. 20, ALL TUB & SHOWER UNITS WILL HAVE ANTI -SCALDING z¢ ; LI 3: Z O V ! DEVICES INSTALLED. — L -j ., M DOOR NOTE KEY: gz o _Z DOOR SIZE CALLOUT: w� 20 = 2'-0" 40 B.F. = 4'-0" BIFOLD o 24 = 2'-4" 50 B.F. = 5'-0" BIFOLD :j� w 26 = 2'-6" 60 B.F. = 6'-0" BIFOLD r= 28 = 2'-8" o 30 = T-0" Cl ' N * ALL INT. DOORS TO BE 6'-8" TALL U.N.Q. OR PER < s v BUILDER/CLIENTfu ,� r Q; o WINDOW NOTE KEY: N� `}�� a. T r � V T� V , CO WINDOW SIZE CALI_OUT: w z nI ^— M 2040 = 2'-0" x 4'-0" if ao ,� cv ' i\ C:) 2050 = 2'-0" x 5'-0" z o C ^� � 2060 = 2'-0" x 6'4" cn o F- O 'L O `J Cn !? > -0 *ALL WINDOW CALLOUTS ARE MEASURED IN FEET & z = 2L NV) �J � -0 .� o INCHES AS PER THE EXAMPLE TABLE ABOVE. o w w Q Ln O E U �p • ALL OPERABLE WINDOWS LOCATED MORE THAN 72" ABV. g j SURFACE BELOW SHALL HAVE THE LOWEST PORTION OF zLIj WINDOW CLEAR OPENING A MIN. OF 24" ABOVE FINISHED F FLOOR BEING SERVER PER (FBC-R312.2). `o z nraFoRD V, V ry w� �'nR��' Area Tabulations w o %Q LIVIn rt4. 9, _ 0 o o ISSUE DATE 10/09/2017 1 st floor: 1,588 Sf REVISIONS s 2nd Floor: 888 Sf N w W PROJECT: 17-0188 a Total Living: 2,476 sf Y z a z SCALE: AS NOTED entry: 83 Sf DRAWN BY: JML & JFT DESIGNED BY: MJS �2 ext. cov. lanai: 182 Sf o garage: 578 Sf FLOOR PLAN Total Area: 3,319 sf 02.2 L cr) o � r N co ca U LLf ,v Lt! C: ,1 CD ?%' L ca J O S W O m .ti . „UJ u Q N W J O S Kill n W O m O N W o O Q) W > :3 O C n (Y) Z) V q) co a ..... -T- 70 O i O N O O Cu p •u) z � V 1 O OC X —1 M rr" r r/ Q iW Z Z LL � n_ Q O w N O W (9 O 1 7 J Q W U a Kill n ISSUE DATE 1 10/09/2017 of0 REVISIONS 0 PROJECT: 17-0138 SCALE: AS NOTED z DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN 03.02 W O O N W O Q) W > C n O Z) Q O_ co a ..... -T- n1J M _j LL O V) � V 1 f0 OC -0V) —1 M rr" Q ISSUE DATE 1 10/09/2017 of0 REVISIONS 0 PROJECT: 17-0138 SCALE: AS NOTED z DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN 03.02 O O N Q) f O Z) O O V) Q V N Ln LL Q > O O N Q W Lr) 0 2 ISSUE DATE 1 10/09/2017 of0 REVISIONS 0 PROJECT: 17-0138 SCALE: AS NOTED z DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN 03.02 r�N N TSN 00 ao M N 8'-0" 3 2" z 61/2" SCALE: 3/4" =1"-0" (11x17)1 1/2" = V-0" (2406) 3 8" OVERHANG DETAIL MEN IN I 1x2 OVER 1x6 SMOOTH (TYP.) limiffil DEC. LIGHTING (TYP.) FINISH BAND (TYP.) — O BAND (TYP.) N fi- � rn co I ® - z RANDOM SIZE CULTURED — STONE ON OUTER FACE ONLY j D N (TYP.) W SOC () u V) M V) — J r 0 � 0'-0" FIN. FLR. — �t «, VARIES " Z SCALE: 3/4" =1'-0" (11x17)1 1/2" =1'-0" (24x36) 4 STONE VENEER DETAIL 9'-0" BRG. HT. Co) SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR ALL HORIZONTAL & VERTICAL — CONTROL JOINTS PER ASTM 1063 11'-0" BRG. HT. , @ ENTRY N 10'-8 3/4" FIN. FLR. HT. ,` Y @ SECOND FLOOR — 9'4" BRG. HT. 8'-0" HDR. HT. ,I DET. 3 1x2 OVER 1x6 SMOOTH FINISH BAND (TYP.) RANDOM SIZE CULTURED STONE ON OUTER FACE ONLY (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. 718" TE: FINISH 7/16" 0 3/8" TE FINISH co 311 12 61 FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. Evil 'V' dL 9'4" BRG. HT. HDR. HT. lmm-- 8'-0" FIFE--� r[FMM-- FE- I FE - ME MEN IN I -- (TYP.) limiffil DEC. LIGHTING (TYP.) i 1x2 OVER 1x6 SMOOTH FINISH Evil 'V' SCALE: 1/8" = T-0" (11x17) 1/4" = T-0" (22x34) FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 9'-0" BRG. HT. --@ SECOND FLOOR T-8" HDR. HT. `r @ SECOND FLOOR 1x6 SMOOTH FINISH BAND (TYP.) 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR dL 9'4" BRG. HT. HDR. HT. lmm-- 8'-0" 18"40" HALF RND. LOUV. VENT \ 10101010 \\ (TYP.) ® 1x8 SMOOTH FINISH BAND SCALE: 1/8" = T-0" (11x17) 1/4" = T-0" (22x34) FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 9'-0" BRG. HT. --@ SECOND FLOOR T-8" HDR. HT. `r @ SECOND FLOOR 1x6 SMOOTH FINISH BAND (TYP.) 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR Rear Elevation "C" SCALE: 1/8" = 1'•0" (11x'17) 1/4" = TV (2204) ATTR 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 BE1 OF VENTED SPACE. TOTAL VENTED SPACE: 2,248 = 7.49 SF, NET FREE 300 REQUIRED UPPER PORTION VENTILATION TOTAL: 2.996 SF. TO BE PROVIDED w/ OFF RIDGE VENTS: 4 VENTS @ .749 /PER VENT TILE: O'HAGIN MODEL "S", SHINGLE: LOMANCO 770-D). LOWER PORTION VENTILATION TOTAL: 6.498F. TO BE PROVIDED w/ SOFFITS @ EAVE: 80.00 LF. (a. 0.081 SF. VENTING/LF. UPPER ROOF PERCENTAGE: 40% LOWER ROOF PERCENTAGE: 60% V) r3 0 <Lu V) a_ �x w 0 —u T V -F Z C.7 n Z — Z W T 0 O Z N Nr o� � O Q V5 Lr oQ � n zo gr N} uz �Q LA r � Z O r- L op V) Q- oLdm dL 9'4" BRG. HT. HDR. HT. I� 8'-0" 18"40" HALF RND. LOUV. VENT \ w/ 1x6 SMOOTH FIN. BAND \\ (TYP.) ® 1x8 SMOOTH FINISH BAND N (TYP.) n DEC. LIGHTING (TYP.) i 1x2 OVER 1x6 SMOOTH FINISH O BAND (TYP.) N 1, 0'-0" FIN. FLR. Rear Elevation "C" SCALE: 1/8" = 1'•0" (11x'17) 1/4" = TV (2204) ATTR 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 BE1 OF VENTED SPACE. TOTAL VENTED SPACE: 2,248 = 7.49 SF, NET FREE 300 REQUIRED UPPER PORTION VENTILATION TOTAL: 2.996 SF. TO BE PROVIDED w/ OFF RIDGE VENTS: 4 VENTS @ .749 /PER VENT TILE: O'HAGIN MODEL "S", SHINGLE: LOMANCO 770-D). LOWER PORTION VENTILATION TOTAL: 6.498F. TO BE PROVIDED w/ SOFFITS @ EAVE: 80.00 LF. (a. 0.081 SF. VENTING/LF. UPPER ROOF PERCENTAGE: 40% LOWER ROOF PERCENTAGE: 60% V) r3 0 <Lu V) a_ �x w 0 —u T V -F Z C.7 n Z — Z W T 0 O Z N Nr o� � O Q V5 Lr oQ � n zo gr N} uz �Q LA r � Z O r- L op V) Q- oLdm zw o� �u o� NU Q F� 0O V) Z w u w0 N LLJ T ckf 1 Ld L 0 Lu o p T ce- L1 �eJ Q Y Z � Q az ISSUE DATE I 10/09/2017 REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT �2 DESIGNED BY: MJS I� ELEVATIONS "A" r I IJ W > 04.C5 ® r - N 0 n O � O M N � rn co I ® vi z o CN j D N C) r -i LL () u V) M V) r- O 0 r 0 � M Z L � O CD X Lo N n � i - r fn J Z O 12 n � r n c7- 0 C 0 � to L. r W Fn Q. E 'Z j 0(9 'O 'W U a zw o� �u o� NU Q F� 0O V) Z w u w0 N LLJ T ckf 1 Ld L 0 Lu o p T ce- L1 �eJ Q Y Z � Q az ISSUE DATE I 10/09/2017 REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT �2 DESIGNED BY: MJS I� ELEVATIONS "A" r I IJ W > 04.C5 ® 0) N 0 n � O M N I ® z o D C) r -i co () u V) M V) r 0 M zw o� �u o� NU Q F� 0O V) Z w u w0 N LLJ T ckf 1 Ld L 0 Lu o p T ce- L1 �eJ Q Y Z � Q az ISSUE DATE I 10/09/2017 REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT �2 DESIGNED BY: MJS O ELEVATIONS "A" r C7 04.C5 0 N � Q1 D o u V) V) M O 12 n c7- 0 L. O Fn Q. � 7 j o 'O , N O Q W Ln 0 2 zw o� �u o� NU Q F� 0O V) Z w u w0 N LLJ T ckf 1 Ld L 0 Lu o p T ce- L1 �eJ Q Y Z � Q az ISSUE DATE I 10/09/2017 REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT �2 DESIGNED BY: MJS 0 cli ELEVATIONS "A" r 04.C5 0 FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 9'-0" BRG. HT. (L „� 9'-0" BRG. HT. @ SECOND FLOOR ,J L— - - r� @ SECOND FLOOR 7'-8" HDR. HT.- T-8" HDR. HT. @ SECOND FLOOR - - @ SECOND FLOOR 6 -- -- -- 718" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 11'-0" BRG. HT. - - 7116° 0SB. THING (TYP.) BRG HT. @ ENTRY _ ENTRY 10'-8 3/4" FIN. FLR. HT.... 10'-8 3/4" AN. FLR. HT. @ SECOND FLOOR _; _ �- - - c__- @ SECOND FLOOR 9'-4" BRG. HT. !� - - - - _ �� 9'-4" BRG. HT. 8'-0" HDR. HT. , S 814" HDR. HT. 1141 11.011 O.H. O.H. 3/8" TEXTURED CEMENTITIOUS - FINISH OVER C.M.U. (TYP.) 1x2 OVER 1x6 SMOOTH FINISH BAND (TYP.) RANDOM SIZE CULTURED STONE ON OUTER FACE ONLY 0'-0" FIN. FLR. - - 0'0" FIN. FLR. Lef t Elevation "C" SCALE: 1/8" = TV (11x17) 1/4" = T-01" (22x34) SCALE: 1/8" = T-0" (11x17) 1/4" = T-0" (2204) ,_9� '-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. -- @ SECOND FLOOR 'ICAL )TM 1063 --10'-8 3!4" FIN. FLR. HT. T c@r SECOND FLOOR J, 9'-4" BRG. HT. J", 8'-0" HDR. HT. T J, 0'-0" FIN. FLR. T I Lu a J o co _J >• LL. 6 a O r O V) V) L J s N Ld a. u w T r 0 Z Z 0 r - ISSUE DATE 1 10/09/2017 1 REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT DESIG EL EVATIONS "A" 05.C5 W ffJ u (n W Q) > L � N Q O < O p M N � r z QVUO o � co o V "b �0 � O i O r -i N O to �p CL. t` z L a) (D " d - O>_ J X N > CL LL Q1 L z � = Z z (7 v� Ln O c o �n s C O w > O v Qj r o Q (n �n p Q 2 N u !rn O U 0 ISSUE DATE 1 10/09/2017 1 REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT DESIG EL EVATIONS "A" 05.C5 W u (n W Q) > L � Q N < O p M N � r z QVUO o z o V "b �0 � O r -i co n to r� O J O 0 N Q1 L z � = o (7 o M Ln O '� O O cn > O v Qj r p Q 2 N u !rn O O ISSUE DATE 1 10/09/2017 1 REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT DESIG EL EVATIONS "A" 05.C5 2 OO 0 w m 0 W W x r w 0Y 0 z ui w O Q 5 0 w Of O r z r� 07.2 1 m E O Z3 O "O N cr_ U O O N E 2 I` O •r i O r Lo 3� CV LL LL �re _ w U) z z � g r C � O � U O U W U 0 W W iJ > r -s o rn n �J1 � r{ O M I01) N S r — J T L1 � �) } r -p CD V) ;o— z is 1-0ro O00w e -i j-� M 0 J O O N v # rid s0, O D 07 V) O Q (n M 00 N n r\j Ln O (u LL N v L. O > p Q)O - N O Q w Ln O n_ A ISSUE DATE 1 10/09/2017 REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT Ll 07.2 1 m w Lu u O (M 2 .> r) O ' < p U n I G) r n1 T _j g- - Q �tJ .21 z O Vc=p r O p- O r -i 'A n (!) V O O i w N a VN Ln c:-0 0 •� 4 O V) VD C) O C X Lo •L � N tl LL r �n N fit) Q N Q) Z z O r 411-)d �Q Q w !n O 0� s� w o Z a W u a ISSUE DATE I 10109/201? REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT O8. 22 w Lu u ® (M 2 .> r) n i ,—i < p n I r n1 T _j g- - Q �tJ .21 z O Vc=p O p- O r -i 'A n (!) V O i w ISSUE DATE I 10109/201? REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT O8. 22 0 0 N � O O O p- Cn O V i � N a VN Ln c:-0 M .. 4 O V) VD C) c W'• ii O •L � O V) Q j O r 411-)d Q w !n O ISSUE DATE I 10109/201? REVISIONS PROJECT: 17-0188 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT O8. 22 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 6x6xW1.4xW1A 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" AGI 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. 24" 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 1". 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. VERITCALLY. 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. 40" 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 SHEIL DS. ALL HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HS32 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 -B 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 Ib/int U.N.O. E = 2,000,000 Ib/int U.N.O. E = 1,500,000 Ib/int U.N.O. Fb =2650 Fb =3000 Fb =2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 Fc I = 450 Fc = 900 Fc = 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.G. FRAMING UNLESS OTHERWISE SPECIFIED. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN I I\/IAIr' epAr'� IQ ARrI\/F TI-.IF7 r'ADAr'C UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH (12.7MM) GYPSUM BOARD. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BEA MINIMUM G50 ZINC COATING 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) TREATMENTS: CONNECTORS SHALL BEA 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)BAL CONIES = 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-B3. 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. 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(EXCL UDING 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 DETS FOR ADDIT'L 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"-1-1/8", 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 UNO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/6" UNO. 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. INDEX OF DRAWINGS ° W OQ 00 SHEET SHEET TITLE' -r tL - -- -- 0 SC STRUCTURAL NOTES z S1C FOUNDATION FLAN > O S2C DOWEL PLACEMENT PLAN a. S3 FOUNDATION DETAILS � o Ca Zv� S4C LINTEL... PLAN O W ----...-__. Q L re S5C FIRST FLOOR FRAMING PLAN Q S6 NOTES & CONNECTOR LEGEND S7C.2 ROOF FRAMING PLAN C) p-- - - - - �� SD1 GENERAL DETAILS c CN I SD2 GENERAL DETAILS " SD3 GENERAL DETAILS SD4 GENERAL DETAILS ��F��o4,,':yy ° U 0LLI Co SD6 2 -STORY DETAILS Z y j SD6 2 -STORY DETAILS ° �� _"e �'�'�o�aa'�aae�®�a' } _ ST1 GENERAL STAIR DETAILS W m Ill U Q - 13� z I- w U) p ❑ v� Q W O z N O z Q O U 1- Op �W W h LO =W I- ❑ W U � ) W O 'Vtt J'' Q p J O `J Z Q Z a zW0v - 0 0WC) E Z_ r` o (n 06 W _ U) � v 0.LL LL-1'400.. (� Q Orr ' = L ZUr-00 o O F Q) W � z o coi �`ZOO��m p T <C zz��r�1r o pQl''po ❑ 02 zl0 ^ CjW OO'UCj z u .......-...-.... p � MASTER UPDATES I— W S S CO NUMBER DATE DESCRIPTION INTIALS o W z 1 5/16/2016 CREATED ELEV A, B, C, OPT BEDROOM #5, & OPT MASTER BATH DP W U _- _..__._ _ ❑ ® Q 2 5/25/2017 QC COMMENTS DP � �-, 0 U > ISI �1 W W ® W W J = - W Q 17- LU W �' �_ EL W I-- 0 ❑ C[ cn 0 fn W M = W U ❑ I- 0 ® Z ci�a W � N BLDG DESIGN: --- STRUCTURAL ENG: BED DRAFTING: - -DESIGN: --- -STRUCT: DP/JW MRB PSQ-2171163 AS INDICATED 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. Un1ai1 i S1 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 WIND PRESSURE & SUCTION EFFECTIVE (PSF) WIND VALUE DENOTES PRESSURE AREA (SQ FT)(+) (-) VALUE DENOTES SUCTION AREA \ J `"50 (+) 21.2 21.2 10 (-) 22.9 (-) 28.3 (+) 20.2 (+) 20.2 20 (-) 22.0 (-) 26.4_ (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x T-0" 16-0" x T-0" +)8.4 + (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 4 4 5 5 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 ° W OQ 00 SHEET SHEET TITLE' -r tL - -- -- 0 SC STRUCTURAL NOTES z S1C FOUNDATION FLAN > O S2C DOWEL PLACEMENT PLAN a. S3 FOUNDATION DETAILS � o Ca Zv� S4C LINTEL... PLAN O W ----...-__. Q L re S5C FIRST FLOOR FRAMING PLAN Q S6 NOTES & CONNECTOR LEGEND S7C.2 ROOF FRAMING PLAN C) p-- - - - - �� SD1 GENERAL DETAILS c CN I SD2 GENERAL DETAILS " SD3 GENERAL DETAILS SD4 GENERAL DETAILS ��F��o4,,':yy ° U 0LLI Co SD6 2 -STORY DETAILS Z y j SD6 2 -STORY DETAILS ° �� _"e �'�'�o�aa'�aae�®�a' } _ ST1 GENERAL STAIR DETAILS W m Ill U Q - 13� z I- w U) p ❑ v� Q W O z N O z Q O U 1- Op �W W h LO =W I- ❑ W U � ) W O 'Vtt J'' Q p J O `J Z Q Z a zW0v - 0 0WC) E Z_ r` o (n 06 W _ U) � v 0.LL LL-1'400.. (� Q Orr ' = L ZUr-00 o O F Q) W � z o coi �`ZOO��m p T <C zz��r�1r o pQl''po ❑ 02 zl0 ^ CjW OO'UCj z u .......-...-.... p � MASTER UPDATES I— W S S CO NUMBER DATE DESCRIPTION INTIALS o W z 1 5/16/2016 CREATED ELEV A, B, C, OPT BEDROOM #5, & OPT MASTER BATH DP W U _- _..__._ _ ❑ ® Q 2 5/25/2017 QC COMMENTS DP � �-, 0 U > ISI �1 W W ® W W J = - W Q 17- LU W �' �_ EL W I-- 0 ❑ C[ cn 0 fn W M = W U ❑ I- 0 ® Z ci�a W � N BLDG DESIGN: --- STRUCTURAL ENG: BED DRAFTING: - -DESIGN: --- -STRUCT: DP/JW MRB PSQ-2171163 AS INDICATED 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. Un1ai1 i S1 MASONRY WALL - SEE PLAN CONC. SLAB PER FOUNDATION PLAN (2) #5 BARS CONT. - W/ 3" COVER TYP. OR (3) #5 BARS & 20" WIDE FOOTING @ 2 -STORY CONDITION (1) #5 FROM FTG. TO - TIE BEAM MIN. 40" _ SPLICE GROUT CELL SOLID PER PLANS 4 7 6" V-4" CLEAN COMPACTED FILL @ 95% STANDARD DENSITY FOOTING AT INTERIOR BEARING WITH CMU 3/4"=1'-0" 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.) 0 INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. EI 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. 0 �n 0 0 in b- 0 Cn b N 9 S3 MF01 S3 MFO S3 r .M RE'VISI FOUNDATION 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. 1/4"= 1 I-OVI W ti � r - r o 1 uN z O Z (j) OW �- a� a. Q C U w W C) 0 w 26'-0" 14'-0" p + co LLJ 8" O 12'-4" _j 12'-4" 8" Q ® ®� FO MFO L__ ® I. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE 0 2 H LAPPED MIN. 6" AND SEALED. S3 2 S3 2. PROVIDE 4" 2500PS1 CONC. SLAB W/ 6x6xW1.4xW'1.4 WELDED WIRE MESH z 7 W PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL IL W F08 S3 � (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR O 2 _j _ �_ EXCEEDS SPECIFICATIONS SE"r FORTH IN CURRENT CODE EDITION. MF01 ® PAD ul z -->Q-4- S3 O 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM T a ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. LAP SPLICES SHALL BE NO LESS THAN 30". 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR O n fy ■ ■ ■ ■ • ® ■ ■ ■ ® ■ ■ 5 T 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. ~ O v C? F11 6. CONTROL JOINTS (IF SHOWN) ARE No -r REQUIRED BY CODE BUT ARE i h ® SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) Q ry CONTROL JOINTS TO BE SAW CUT A DEPTH OF '1/4" OF THE r 0.. CNV Is3 THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR AlN STRUCTURAL ENG: BED 14'-4" USE ALTERNATE APPROVED METHOD. ■ � I- 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY & COUNTY CODES. I 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL O I U F_ -1 ❑ I INSTRUCTIONS. _ 0'-0" FIN. FLR. I ■ ■ 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED or� DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO I- DETERMINE STEP LOCATIONS IF REQUIRED Q 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS T p U AND L AP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD U_ �. FOOTING STEP DOWN AND CORNER INFORMATION. 4" THICK CONC. SLAB W/ 3 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE FIBERMESH. OVER 6 MIL VAPOR SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH U) IT IT BARRIER OVER COMPACTED FILL. > n t7 N 0 I 0 - I 19'-71/2" FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE 3'-0" 5'-31/2" 12'-1" PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL ry CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO ■ FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. Q O SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, O 0 --- 2.6 2.6 3.5 2 DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). V) 0 MF01 THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS 0 ( 5 __ S3 BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 �Q W ���_T PSF. i O 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO a 00 2.6 DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND O z FOOTING SIZES PENDING DEPTH OF STEMWALL. O U 1- O p ED W= FOOTING SCHEDULEj L! - 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. I I 1 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. 1•-. 00 L -------J o MFO Mft� ( P ALIEE-rG 19'-6 1/4" , i 6'-7 3/4" S3 4'-8" 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 24" SIDE @3" O.C. & MIN U Z 0 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" Z 0 --- MFO BARS & 3" MIN. COVER TO EDGE OF GONG.SIDE ri ® I 3 MFO - - - �� I o I • S3 ■ S3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. U 16'-101/2" o 4'-11 1/2" i I� U Q 2$"x28"x12" dp w/ #5's EQUALLY SPACED EA. T 1111 Z 2.3 16'-6" MIN (4) # 5 E.W. a, -- I 111 BARS & 3 MIN. COVER TO EDGE OF GONG. 2.6 I � FO I I S3 ii o ■ O MFO--- r .5 <8> WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. n S3 BARS & 3" MIN. COVER TO EDGE OF CONC. ■ � MFO v Lir) (-)0'-4" 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN --- 3' 8.. O z S3 LL Q F O 2'-5 3/4" 25'-6 1/4" O MF0 MF11 S3) (2 -STORY FTG.) - O = LL o FO BARS & 3" MIN. COVER TO EDGE OF CONC. S3 0 Z U` C~ co S3 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. -LL 7 3.5 O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN ■ ■ ■ BARS & 3" MIN. COVER TO EDGE OF GONG. _ oO ■ r 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. o r 2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. zz' BARS & 3" MIN. COVER TO EDGE OF GONG. LLU 4 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. cq ■ 10'-4" 18'-4" MIN (7) # 5 E.W. _ U O BARS & 3" MIN. COVER TO EDGE OF GONG. o S 48"x48"x1(7 dp w/ #5's EQUALLY SPACED EA. NMF02 ■ 3.5 a 2 f_ - 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN b BARS & 3" MIN. COVER TO EDGE OF GONG. 0 Z 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MFO I BARS & 3" MIN. COVER TO EDGE OF CONC. S3 0 2 I F1 I I - S1C MF13 p 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. `7 MF13 I I �` S3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN ■ U) S3 BARS & 3" MIN. COVER TO EDGE OF CONC. Uj 54"x54"x16" dp w/#5's EQUALLY SPACED EA. 4.5 •� Ali N BARS & 3" MIN. COVER TO EDGE OF GONG. ®O MF02 ® ■ 54"x54"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN V _ S3 BARS & 3" MIN. COVERTO EDGE OF CONC. DO D DO 11 DO D 4 DO `t 8" 60"x60"x16" dp w/#5's EQUALLY SPACED EA. 10'-4" 1'-4" 8'-0" 8" 1'-4" D 16'-0"D 1'-4" WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. 4" BARS & 3" MIN. COVER TO EDGE OF CONC. W 66"x66"x16" dp w/#5's EQUALLY SPACED EA. 11'-4" 10'-0" 0 18'-8" 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. W 40'-0" RE'VISI FOUNDATION 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. 1/4"= 1 I-OVI W ti � r - r o 1 uN z O Z (j) OW �- a� a. Q C U w W C) 0 w FOUNDATION NOTES. Ell: p + co LLJ o \¢ o O Z _j e4. Q ® I. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE 0 H LAPPED MIN. 6" AND SEALED. W 2. PROVIDE 4" 2500PS1 CONC. SLAB W/ 6x6xW1.4xW'1.4 WELDED WIRE MESH z 7 W PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL IL W (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR O 2 _j W EXCEEDS SPECIFICATIONS SE"r FORTH IN CURRENT CODE EDITION. u) ® LLI ul z O 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. LAP SPLICES SHALL BE NO LESS THAN 30". 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR O n fy Z RECESSING DOOR SILLS. W 5 T 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. ~ O v C? W 6. CONTROL JOINTS (IF SHOWN) ARE No -r REQUIRED BY CODE BUT ARE i h ® SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) Q ry CONTROL JOINTS TO BE SAW CUT A DEPTH OF '1/4" OF THE r 0.. CNV THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR --- STRUCTURAL ENG: BED USE ALTERNATE APPROVED METHOD. 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY & COUNTY CODES. W -� 0.. 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL O SYSTEMS SHALL BE RAISED A'r LEAST 3" ABOVE THE FINISHED GRADE U AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION ❑ INSTRUCTIONS. 9. NO WOOD STAKES PERMITTED IN FOUNDATION. (,) 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED or� DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO I- DETERMINE STEP LOCATIONS IF REQUIRED Q 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS T p U AND L AP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD U_ �. FOOTING STEP DOWN AND CORNER INFORMATION. 07- r-12. 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE z O SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH U) IT IT PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION > 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER 0 COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS 0 - FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL ry CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. U Q SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS Z DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). V) 0 MF01 THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS 0 ( 5 __ S3 BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 �Q W PSF. i O 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO a DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND O z FOOTING SIZES PENDING DEPTH OF STEMWALL. O U 1- O p ED W= FOOTING SCHEDULEj 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. = w 1 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. 1•-. 00 BARS & 3" MIN. COVER TO EDGE OF GONG. U Mft� ( P ALIEE-rG w 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 24" SIDE @3" O.C. & MIN U Z 0 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" Z 0 BARS & 3" MIN. COVER TO EDGE OF GONG.SIDE (#6" O.C. O m 24"x24"x12" dp w/ #5's EQUALLY SPACED EA. 2O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. U BARS & 3 " MIN. COVER TO EDGE OF GONG. U Q 2$"x28"x12" dp w/ #5's EQUALLY SPACED EA. Z 2.3 WAY MIN, 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. 0 BARS & 3 MIN. COVER TO EDGE OF GONG. iJ 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. O .5 <8> WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. n BARS & 3" MIN. COVER TO EDGE OF CONC. � MFO 2.6 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. O z S3 BARS & 3" MIN. COVER TO EDGE OF CONC. Q F O 36"x36"x'12" dp w/ #5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. o BARS & 3" MIN. COVER TO EDGE OF CONC. 0 Z 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. 3.5 O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. `v- BARS & 3" MIN. COVER TO EDGE OF GONG. _ oO r 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. o r WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. zz' BARS & 3" MIN. COVER TO EDGE OF GONG. 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. cq O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. _ BARS & 3" MIN. COVER TO EDGE OF GONG. S 48"x48"x1(7 dp w/ #5's EQUALLY SPACED EA. O 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF GONG. 0 Z 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. (D BARS & 3" MIN. COVER TO EDGE OF CONC. p 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. U) BARS & 3" MIN. COVER TO EDGE OF CONC. Uj 54"x54"x16" dp w/#5's EQUALLY SPACED EA. 4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF GONG. U MF02 54"x54"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. _ S3 BARS & 3" MIN. COVERTO EDGE OF CONC. � `t 60"x60"x16" dp w/#5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. J BARS & 3" MIN. COVER TO EDGE OF CONC. W 66"x66"x16" dp w/#5's EQUALLY SPACED EA. 0 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. W BARS & 3" MIN. COVER TO EDGE OF GONG, r � I RE'VISI FOUNDATION 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. 1/4"= 1 I-OVI W ti � r - r o 1 uN z O Z (j) OW �- a� a. Q C U w W C) 0 Q �t C7 r- -o� W _j CD J O O LLJ C'6WWLErn i.9a QOri = ZUr-0(9 0 'j j-- Q) Z 0 -T- 0� QSO�AQ- OO'VciQ 2i w Cju C7 Ell: p + co LLJ o \¢ o T V Z _j e4. Q Q �t C7 r- -o� W _j CD J O O LLJ C'6WWLErn i.9a QOri = ZUr-0(9 0 'j j-- Q) Z 0 -T- 0� QSO�AQ- OO'VciQ 2i DRAFTING: -DESIGN: --- -STRUCT: DP/JW QC CHECK: MRB PSQ-2171163 BCL_: 00 DATE: 07/19/17 z ® H 7 W W 2 _j W ® LLI ul Z 5 � LLJ W U) O ® Z ry p 0.. CNV BLDG DESIGN: --- STRUCTURAL ENG: BED DRAFTING: -DESIGN: --- -STRUCT: DP/JW QC CHECK: MRB PSQ-2171163 BCL_: AS INDICATED DATE: 07/19/17 sic 00 m c is 1'-4" 11'-0" 1'-4" SYMBOLSLEGEND IN 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. INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT GRADE 60 #5 CONT. FT.G TO TIE BEAM. (1) #5 HORIZONTAL TIF AT TOP, BOTTOM AND AT 24" O.C. VERTICALI BETWEEN COLUMN AND MAIN HOUSE CMS FILLED CELL (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 0 SECTION VIEW TYPICAL MASONRY COLUMN TIF_ IN COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. LAP SPLICE, MIN. OF 25" 3/4" = 1'-0" o w� 0 Q L!_ Q o 2 I - ti O z O 11 W Oco J O = 0_ I- Q U u) w W n --' W > Q O ❑ W W U - a O o W U Q �z �o ❑� �W ON 0- z O UI - Op J W W = W I- ❑ Q W (D U Z Q ❑ J fY � Om U U Q z ❑ W cn 4 O z 0 O J z W = W I- o � F_ F- U I- W W I 0 !) ❑ vJ W 7 W ❑ L1J U H J Q I -- z W ❑ v� W a `�� X0 i� i ! o oCO dc� v -1 o ,zo q 9:2 ®� D 4°KC 7 N. `�`y O` IN J���'11?71111119 ®® on v i 214" 6'-8" 3'-0"2'-10" 8'-8" 2'-2" 10" 3'-8" 4'-10" v. 3'-8" 1'-4" ® ®O O 9 A:� 0 r -I I I I I I I I I I I ® 0�� O I I �I I Ell 00 I 00 I -----------I Li IL---------- I 0 \ I \I \I - `n O -------- LA iC) s-------- no --- I - T -----T I1 n lii Am 00 1 - ----- ; �U mT------FI L - - - - r -1 -------LTi --�J I C? ® __ - o 0-- N O C N 3'-0" 6'-0" 2'-4" 10'-4" 164" m b TIE-IN COLUMN PER DETAIL MD10 SIM. �r TOP HORIZONTAL DOWEL @ TOP OF a ® MAIN HOUSE CMU �- WALL rr �r a TIE-IN WALL PER DETAIL MD10 0 0 Co • • • 114" 9'-4" 8" 1'-4" 8'-0" 8" 1'-4" 16'-0" 1'4" SYMBOLSLEGEND IN 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. INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT GRADE 60 #5 CONT. FT.G TO TIE BEAM. (1) #5 HORIZONTAL TIF AT TOP, BOTTOM AND AT 24" O.C. VERTICALI BETWEEN COLUMN AND MAIN HOUSE CMS FILLED CELL (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 0 SECTION VIEW TYPICAL MASONRY COLUMN TIF_ IN COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited. LAP SPLICE, MIN. OF 25" 3/4" = 1'-0" o w� 0 Q L!_ Q o 2 I - ti O z O 11 W Oco J O = 0_ I- Q U u) w W n --' W > Q O ❑ W W U - a O o W U Q �z �o ❑� �W ON 0- z O UI - Op J W W = W I- ❑ Q W (D U Z Q ❑ J fY � Om U U Q z ❑ W cn 4 O z 0 O J z W = W I- o � F_ F- U I- W W I 0 !) ❑ vJ W 7 W ❑ L1J U H J Q I -- z W ❑ v� W 0 O_ Z Lij 2 CW �/ Q J W U zr ®t._. �o W > W O W W 2 __ V7 Q Z (L amQ (n W M: ® Z vo- �w\�DIn�C Q_ 0. fel SANFOP D BLDG DESIGN: STRUCTURAL ENG: O DRAFFPARS�TING:� -DESIGN: STRUCT: QC CHECK: JOB No. SCALE: 1/4"=1 1-011 FDICD r W �r- 0��� ;_ (9 Q O n%7 7 a c :7 6P mow S -O _!(nriz7a o !,� T Z z Q :) (i)P- z Or"<Iuz0 � -) 'u_ � r Q 0 i-'- C'4z o'UNQ BED DP/JW MRB PSQ-2171163 AS INDICA'rED 07/19/17 S 2C a `�� X0 i� i ! o oCO dc� v -1 o ,zo q 9:2 ®� D 4°KC 7 N. `�`y O` p J���'11?71111119 'e1aQ �, 0 O_ Z Lij 2 CW �/ Q J W U zr ®t._. �o W > W O W W 2 __ V7 Q Z (L amQ (n W M: ® Z vo- �w\�DIn�C Q_ 0. fel SANFOP D BLDG DESIGN: STRUCTURAL ENG: O DRAFFPARS�TING:� -DESIGN: STRUCT: QC CHECK: JOB No. SCALE: 1/4"=1 1-011 FDICD r W �r- 0��� ;_ (9 Q O n%7 7 a c :7 6P mow S -O _!(nriz7a o !,� T Z z Q :) (i)P- z Or"<Iuz0 � -) 'u_ � r Q 0 i-'- C'4z o'UNQ BED DP/JW MRB PSQ-2171163 AS INDICA'rED 07/19/17 S 2C CONTRACTOR TO VERIFY THE GROUT IS LEVEI WITH TOP OF BLOCK FOR PROPER TRUSS/ FLOOR SYSTEM BEARING (MIN 3") z W z 0 97, 4 -`4 1 - r 4 . AT CORNERS PRECAST "U" PROVIDE LINTEL W/ 3000 STANDARD #5 psi CONC. PER HOOK BAR. LAP LINTEL PLAN. IF OTHER BARS INTO r REBAR IS CORNER AS REQ'D INDICATED IN I -INTEL, #5 TO BE HOOKED INTO SIDE VERTICALS 7J� 4 . I . . 4 A 4 1 [ 4 BOTTOM STEEL IN LINTEL IF INDICATE - SHOULD HOOK INTO VERTICAL CELLS PER MD08 14 ROUGH OPENING PER PLAN METAL LATH OR WIRE SCREEN OVER COURSES NOT REQ'D TO BE FILLED. (SHEET METAL & PAPER FELT PROHIBITED) HOOKPER MD08 .4 4. CL 4" LU 1 co W Al 0- 0- 0 11 4 z _U .. 11 = = , 4 . I Q 4 co (L IL W Z, CD W W Fr .4 . 4 4 r4 4 7. 4 1.4 8" x 8" x 16" CMU U.N.O. 4 1 1 � INDICATES FILLED CELL FROM FTG. TO TIE BEAM w/ (1) #5 BAR W/ 3000 psi CONC. SEE MD08 FOR LAP INFO. TYPICAL TRUSS ANCHOR PER PLAN PROVIDE SCREEN WHEN BLOCK BELOW IS NOT REQUIRED TO BE FILLED STANDARD 90 DEGREE HOOK TYP. BOND BEAM 8" x 8" x 16" K.O. LINTEL BLOCK FILL w/ 3000 psi CONC. w/ (1) #5 DIA. REBAR STD. 90 DEGREE ANGLE 3000 psi CONC. wl (1) #5 DIA. REBAR A'. 4 '4 GRADE60 BAR SIZE BEND 0 LENGTH LAP SPLICE 8F8-1B/8F8-0Bj8F16-1B/8F16-0B "All "B" 11cf. 11D1f #3 NOI) -SHEAR WALL AT OPENING 91/4 TYPI:;AL SHEAR WALL SEGMENT 55/8 121/2 321f #5 33/4 7 �l 40" #6 14 zj:� 1__� A'. 4 TYPICAL MASONRY CONSTRUCTION LINTEL W/ TRANSOM DETAIL REUD LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) '4 GRADE60 BAR SIZE BEND 0 LENGTH LAP SPLICE 8F8-1B/8F8-0Bj8F16-1B/8F16-0B "All "B" 11cf. 11D1f #3 21/4 41/4 91/4 2411 #4 3 55/8 121/2 321f #5 33/4 7 �l 40" #6 41/2 81/16 181/2 4811 #7 51/4 4j 21 3/4 5611 1663/1349 53035 / 1999 7342/3123 10000/4249 4 -01' 860 1651/1349 5365/1999 TYPICAL MASONRY CONSTRUCTION LINTEL W/ TRANSOM DETAIL REUD LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) LINTEL LOAD TABLE CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL GRADE60 BAR SIZE BEND 0 LENGTH LAP SPLICE 8F8-1B/8F8-0Bj8F16-1B/8F16-0B "All "B" 11cf. 11D1f #3 21/4 41/4 91/4 2411 #4 3 55/8 121/2 321f #5 33/4 7 151/2 40" #6 41/2 81/16 181/2 4811 #7 51/4 9 '13/16 21 3/4 5611 P.. 4 _j LAP SPLICE \j + 4 EMBEDDED REBAR SPLICE DETAIL SCALE:3/4" V-0" SEE DOWEL PLAN FOR FILLED CELL INFO. MIN. (1) IS REUD ON EITHER SIDE U.N.O. (2) 2X8 SYP#2 P.T. HEADER TURNED SIDEWAYS. ATTACH TO MASONRY WALL W/ SIMPSON HU28-2 HANGER @ EA. END. W/ (14) 1/4" x 2-3/4" TAPCONS TO MASONRY & (6) 10d NAILS TO HEADER 3CALE: 3/4" V-0" ANDARD 90' HOOK STANDARD 180' HOOK #3 z 2 Y2" #4 = 2 Y2" #5 � 2 Y2" #6 3" #7 3 Y2" PROVIDE CLEAN OUT OPENING @ GROUT FILLED CELL AND REBAR (TYP). MORTAR JOINTS SHOULD NOT BE CUT SEE FOUNDATION FOR FOOTING PRECAST LOADS LISTED BELOW HAVE BEEN APPROVED MAN. CAST -CRETE, LINTEL LOAD TABLE CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL GENERAL CONCRETE LINTEL SCHEDULE APPROVED LINTEL MANUFACTURERS: CASTE -CRETE, QUALITY, LOTTS, & POWERS STEEL STANDARD LINTEL NOTES 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARETO BE GROUTED SOLID TO TIE BEAM. 2. (1) #5 REBAR IN TIIH BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY OPENINGS. U.N.O. 3. ALL STANDARD LINTELS TO HAVE MIN. 4" 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 TEL INCREASES AND IS APPROVED V ITHOUT INDICATED ON PLAN, THE STRENGTH OF THE LIN V ENGINEERING LETTER. IF A SMALLER LINTEL 13 INSTALLED CONTACT EOR FOR APPROVAL. - HE LOAD 5. (") ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32' FOR r 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 13 NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS MATERIALS 1. f'c PRECAST LINTELS 3500 PSI. 2. f'c PRESTRESSED LINTELS � 6000 psi. 3. GROUTED PER ASTM C476 Cg = 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 RELAXA1 -ION. 7/32 WIRE PER ASTM A510. LINTEL DESIGNATION SCHEDULE LINTEL F FILLED WITH GROUT MARK U UNFILLED R = RECESSED REQUIREMENTS QUANTITY OF #5 REBAR @ (D 8RF6-1B/1T BOTTOM OF LINTEL CAVITY 8F16-1B/1T . . .... . ...... 7. STANDARD LINTELS --LEAROPENING 8"UNFILLED 8F8-1B/8F8-0Bj8F16-1B/8F16-0B #5 REBAR AT TOP MIN. (1) REQ'D P.. 4 _j LAP SPLICE \j + 4 EMBEDDED REBAR SPLICE DETAIL SCALE:3/4" V-0" SEE DOWEL PLAN FOR FILLED CELL INFO. MIN. (1) IS REUD ON EITHER SIDE U.N.O. (2) 2X8 SYP#2 P.T. HEADER TURNED SIDEWAYS. ATTACH TO MASONRY WALL W/ SIMPSON HU28-2 HANGER @ EA. END. W/ (14) 1/4" x 2-3/4" TAPCONS TO MASONRY & (6) 10d NAILS TO HEADER 3CALE: 3/4" V-0" ANDARD 90' HOOK STANDARD 180' HOOK #3 z 2 Y2" #4 = 2 Y2" #5 � 2 Y2" #6 3" #7 3 Y2" PROVIDE CLEAN OUT OPENING @ GROUT FILLED CELL AND REBAR (TYP). MORTAR JOINTS SHOULD NOT BE CUT SEE FOUNDATION FOR FOOTING PRECAST LOADS LISTED BELOW HAVE BEEN APPROVED MAN. CAST -CRETE, LINTEL LOAD TABLE CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL GENERAL CONCRETE LINTEL SCHEDULE APPROVED LINTEL MANUFACTURERS: CASTE -CRETE, QUALITY, LOTTS, & POWERS STEEL STANDARD LINTEL NOTES 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARETO BE GROUTED SOLID TO TIE BEAM. 2. (1) #5 REBAR IN TIIH BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY OPENINGS. U.N.O. 3. ALL STANDARD LINTELS TO HAVE MIN. 4" 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 TEL INCREASES AND IS APPROVED V ITHOUT INDICATED ON PLAN, THE STRENGTH OF THE LIN V ENGINEERING LETTER. IF A SMALLER LINTEL 13 INSTALLED CONTACT EOR FOR APPROVAL. - HE LOAD 5. (") ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32' FOR r 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 13 NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS MATERIALS 1. f'c PRECAST LINTELS 3500 PSI. 2. f'c PRESTRESSED LINTELS � 6000 psi. 3. GROUTED PER ASTM C476 Cg = 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 RELAXA1 -ION. 7/32 WIRE PER ASTM A510. LINTEL DESIGNATION SCHEDULE LINTEL F FILLED WITH GROUT MARK U UNFILLED R = RECESSED REQUIREMENTS QUANTITY OF #5 REBAR @ (D 8RF6-1B/1T BOTTOM OF LINTEL CAVITY 8F16-1B/1T . . .... . ...... 8F16-1B/1T STANDARD LINTELS --LEAROPENING 8"UNFILLED 8F8-1B/8F8-0Bj8F16-1B/8F16-0B #5 REBAR AT TOP MIN. (1) REQ'D 81`24-113/8F24-013 8F32-IB/8F32-OB 8F20-0B/1T 2231 3069/3069 6113/6113 8974/8974 10000/10 000 2'-2" 1783 3069/3069 6113/5163 8974/8054 10000 10000 2-4' 1343 2693/2561 6113/3820 8974/5961 10000 8107_ T-2' - 1217 2165/1969 6113/2931 8672/4576 10000/6224 31-4" 1006 1663/1349 53035 / 1999 7342/3123 10000/4249 4 -01' 860 1651/1349 5365/1999 7342/3123 10000/4249 41-6" 710 1423/1105 4360/1631 6036/2549 8328/3470 5'-21' 570 1232/1232 3480/2580 8360/3586 8825/4592 61-21, 488 991/991 2661 /2143 5681/2698 6472/3685 7-4' 416 752/699 1843/1625 3486/2602 6390/3302 81-011 - 354 726/699 1843/1625 3486/2255 6205/2885 91-21' 315 618/535 1533/1247 2781 /1946 4754/2489 101 -01, 292 567/454 1366/1277 2423/1770 4006/2263 101-81, 277 492/352 1254/1132 2193/1567 3552/,2003 1 T-2" 255 471 /352 1075/1075 1838/1567 2883/2003 12' -0" 239 418/297 1075/1045 183811446 2883/1848 12'-8" 0 369/261 1002/984 1697/1361 2630/1738 13'-4' 0 328/0 1234/0 1779/0 2662/0 14'-0" 0 292/0 1160/0 1660/0 2439/0 161-0" 0 284/0 950/0 1379/0 1997/0 181-011 0 211/0 750/0 1177/0 1676/0 181 -811 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" 0 110/0 450/0 824/0 1147/0 RECESSED LINTELS -FILLED 8R14-1 B/8R14-0B 3725/3280 3343/3280 2769/2769 2769/1716 2121/1716 1761/1761 1539/1539 1334/1334 1 1152/1152 8R22-1 B/8R22-OB 5499/5421 4933/4933 4086/4085 4085/2839 3127/2839 2595/2595 1329/2267 1964 / 1552 1694/1552 CLEAR OPENING 8R6-1 B/8R6-OB 2'-4" 1694/1694 2'-8" 1425/1425 T -O" 1230/1230 31-41' 1081/920 4'-4" 846/833 5'-41' 664/572 64' 526/434 7f-4" 480/322 8'-4" 1 415/235 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. C 61) F� \MIN. MIN. 81 -011 161-01, WALLLEGEND 9-4- T.O.M. INTERIOR/EXTERIOR BEARING WALLS VERIFY I V-0" T.O.M. HGT. W/ ARCHITECTURAL PLAN U.N.C. OR LINTEL (D 8RF14-113/1T (D 8F16-1B/1T 0 8RF14-0B/1T 0 81`16-013/1T #5 REBAR AT TOP MIN. (1) REQ'D 81720-113/1T LD W 8F20-0B/1T -1 , .- = 4. 8RF22-1B/1T T_ 8F24-IB/IT TOP KNOCK OUT/ LINTEL BLOCK 8RF22-0B/1T : '.4 8F24-0B/1T COURSE 8RF30-113/1T I-, 8F32-1B/1T W 8RF30-OB/IT CD 8F32 -OB/1'r REQ'D 8F38 -1 B/1T (D 8F1 2 -1 B/OT (D 8F40 -1 B/1T 8 8F28 -1 B/1T (D 81`40 -013/1'r QUANTITY OF #5 REBAR AT TOP --NOMINAL HEIGHT NOMINAL WIDTH TYPE DESIGNATION 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) i r, i E: A ID U) (0 W LU L6 I-_ W #5 REBAR AT TOP MIN. (1) REQ'D 2 < W LD W = -1 , .- = 4. T_ :D T_ TOP KNOCK OUT/ LINTEL BLOCK - : '.4 0 _j < < COURSE = 1. .. - I-, z W < < CD QO LO REQ'D W z 6 16 GA. POWERS STEEL BOXED z W W U Lai LINTEL 4 0 d, 7-5/8" ACTUAL 8" NOMINAL WIDTH 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. FILLED 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) i r, i E: A ID U) (0 W LU L6 I-_ W #5 REBAR AT TOP MIN. (1) REQ'D 2 < W _T7 = 4. tc_ T_ D TOP KNOCK OUT/ LINTEL BLOCK - : '.4 CL cr� W COURSE W z 0 zk W < < CD REQ'D W z 16 GA. POWERS STEEL BOXED z W W U Lai LINTEL 4 0 AF * '. -, .. LO Z W 0 W W 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. 4 1� - = I-_ X ry L? BLDG DESIGN. .4 < sTRucTURAL ENG: BED I . 7-5/8" ACTUAL 8" NOMINAL WIDTH UNFILLED 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) i r, i E: A ID U) (0 W LU L6 I-_ W #5 REBAR AT TOP MIN. (1) REQ'D z _T7 > . . - T_ TOP KNOCK OUT/ LINTEL BLOCK .4 CL cr� W COURSE W z 0 zk W CD REQ'D W T_ z 16 GA. POWERS STEEL BOXED z W W U Lai LINTEL 4 0 AF * '. -, .. W 0 W W 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. 4 1� - = I-_ X ry L? BLDG DESIGN. .4 < sTRucTURAL ENG: BED I . SUPPORT. D RAF TING: Uj W 7j�__ k. Oft 7-5/8" ACTUAL 8" NOMINAL WIDTH POWERS STEEL FOP MIN. (1) REQ'D BOTTOM REINFORCING PROVIDED IN LINTEL (VARIES) < z W W 0 W LO Uj 0 0 0 co W I-_ - < Q 0 6 z 65 0 _j 0 W LU C) U_ > LLJ <_ -4 .1 T W CC) -0 -) - (3 d Z 00 0 0 z _j 00 C 61, LL Z < W z W __j U) ID (D LL, 7 C) -0WM W 7 1,- = C6 W W _j - 0 F z - LE M (D<0,I; -7 z W z 0. < 0 U) 0 :E 2i Z I.Lj 7- < z P 0 Ce < 1_6 z 0 C) - --- 0 0 .2 . . :< S Z 0 < 0 1-1/2" CLEAR W LU W #5 REBAR AT TOP MIN. (1) REQ'D _T7 > LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL U) TOP KNOCK OUT/ LINTEL BLOCK COURSE W z 0 I #5 REBAR AT BOTTOM MIN. (1) CD REQ'D W T_ z 16 GA. POWERS STEEL BOXED 0 U Lai LINTEL 0 SAFE LOAD TABLE NOTES F- W LU X --:- Cn 1, ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION- SAFE LOADS FOR UNFILLED UJI W 0 W > LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL z fl - RECESSED LINTELS BASED ON 4" NOMINAL BEARING. LU Uj > 0 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SEC TiON SPECIFIED. 0 (n UJI X 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING C) Z ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL. W 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. SAFE LOAD TABLE NOTES 0 LU X --:- Cn 1, ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION- SAFE LOADS FOR UNFILLED UJI W 0 W LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL z fl - RECESSED LINTELS BASED ON 4" NOMINAL BEARING. 2. 0 = NOT RATED. 0 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SEC TiON SPECIFIED. 0 (n UJI X 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING C) Z ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL. 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. BLDG DESIGN. 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 sTRucTURAL ENG: BED I . SUPPORT. D RAF TING: -DES 3IGN: 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. -STRUCT: DP/JW 9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT n,, UU UHLUK: PAKb VORD JOB No. PSQ-2171163 rSANFORD SCALE: AS INDICATED "AM LINTEL PLAN DATE: 07/19/17 SCALE: 3/4" T-0" EN WALL LEGEND BLDG DESIGN: --- LLJ o SANFURD DRAFTING: - - --- -- -DESIGN: --- IDA -STRUCT: DP/J`/'/ �QC CHECK: MRB 0Q SCALE: AS INDICATED FIRST FRAMING DATE: 07/19/17 S5C /4"=1'-0" LL C) a -- = 9'-4" T.O.M. = INTERIOR/EXTERIOR W BEARING WALLS VERIFY H = 11'-0" T.O.M. HGT. W/ ARCHITECTURAL LL PLAN U.N.O. OR LINTEL U) Z O O W n ry W _ z I— O Z O_ (/) w Q a— J (0 U W w n Wn � Q u' O U — � O W L r- Q r- �,ieleg9plQye6` �J `4 W F, U tt d e LL. ` �� �' O y°�� rb0 Y O d Z O ,v f U O �Q. Ok� a Q J O w 0 rM 9,` 4 ®eo' 0 0 ,�8 /yalllppe/7o�,� EEEE � �w LJJ J UQ W Z I— W U) p Q(/) Q W LLO � N U z F— O Q_ U F- 00 W W _ F-- LO =W �- 0 SOU JO OZ Z ¢0 OU �, Z f1 `.J t` o W z Q f i Qt�j0W E 1 QZ OF-OOoo 75 !jj c(.0 O 7 Jam, — r z r� r J lA ri z n_ V Q Qx z F— f_ iJ iW O o 0 rr W O U"$ g ® Q 0, 3 W ® r— t�! z0'WccIQ f= I I.J _j0 V J L N WU)Uj// O O W z c� LLJ C� o r ® F Q 01 J � U Q > W 11 W ~� � U) ® W W J Q = . -- W L IL !� 1 �U) I-- �� _ cn U t!) W M = W Y (1) ® Z � Q 1 CL 04 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF VVMR & ASSOCIATES, I_I_C is strictly prohibited. BLDG DESIGN: --- STRUCTURAL ENG: BED SANFURD DRAFTING: - - --- -- -DESIGN: --- IDA -STRUCT: DP/J`/'/ �QC CHECK: MRB JOB No. PSQ-2171163 SCALE: AS INDICATED FIRST FRAMING DATE: 07/19/17 S5C /4"=1'-0" COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF VVMR & ASSOCIATES, I_I_C is strictly prohibited. ll 11151M l WALL LEGEND ❑ O L = 9'-4" T.O.M. = INTERIOR/EXTERIOR = BEARING WALLS VERIFY F— ���� = 11'-0" T.O.M. HGT. W/ ARCHITECTURAL WO PLAN U.N.O. OR LINTEL U) Z o0 O EXTERIOR FRAME WALL ° W ce- W S HEDULE (PARK SQUARE) O zW WALLS WITH PLASTER OR STUCCO FINISHES WALL HEIGHT STUD &SPECIES SPACING SPACING < INTERIOR ZONE END ZONE 8'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX W 9'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX IL 2 -- w -4 9'" 2x4 SPF #1/#2 16" O.G. MAX 16" O.C. MAX O U C/)2i L11 � 10'-0" 2x4 SPF #1/#2 16" O.C. MAX 12" O.C. MAX z EXTERIOR FRAME WALL NOTES 1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED Q TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR 0 U REQUIRED STUD SPACING. W 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS O & NAILING PATTERN. z Z 2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE O_ NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS n- 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE W MIN. SPF #1/#2 @ 16" O.C. U.N.O. ON FRAMING PLANS :D 4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. 5. IF EXT. FRAME WALL IS NOT SUPPORTING PLASTER OR STUCCO FINISHES, FRAMER IS TO FOLLOW CHART ABOVE U.N.O. ry 1-- rte. U) ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B 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 WS09/SD5 U.N.O. JI W nak L NA sk �e K - �UILp�� TME��� ❑ J UQ z LU ❑ u� —w (D0 �_' W d O� Z N 0- I- z Qo U 1— Op W WLO� _LO =W I— ❑ OU W O U� Q ❑ ❑ J_ OW U U Q z z ❑ Q Q Q z_ W F- z F�- U) T O W Z C� W ❑ U) W I— U H Q Z LU ❑ 1/4"=11-011 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF INMR & ASSOCIATES, LLC is strictly prohibited W� >- Q0 Z o0 z O_ zW OLy_ LLJ U Q w C/)2i L11 � L LLJ rte. Z co X02; Yu z`1Ti O CA �„f Z 9 Ci oU o f a Q.go, 9�, ���3�7i89iA1�4 �¢©Qac' .� �, 0 Z z W D , 1-- P_ E (�QO�`I Z U3—❑gym —0 LLIZ_� �n ^ v Z)<oo�vn z zzr- W� o Q . rj-) - z Or_i`t'wz0 U_�2e 0 Q50( :< Z0 < U �"- O �- LA --- U z X_ ® ® O P W 11 W > k ® LU LU ZLU 0 W Qza. L W LJ o�®z a�N BLDG DESIGN: --- STRUCTURAL ENG_ BED DRAFTING: -DESIGN: --- -STRUCT: DP/JAN QC CHECK: MRB JOB No. PSQ-2171163 SCALE: AS INDICATED DATE: 07/19/17 S7C.2