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HomeMy WebLinkAbout2410 Waxwing Way #17-2604- NSFHif CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: '2,$c>PD Job Address: 2410 Waxwing Way, Sanford 32771 Preserve lot 142) Historic District: Yes ❑ No ❑ Parcel ID: Parent 17203150100000010 1'7-20-31 -,5'&Z -,0000 —147-0 Residential ❑X Commercial ❑ Type of Work: New E Addition ❑ Alteration ❑ Repair ❑ Demo ❑ Change of Use ❑ Move ❑ Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone: 407-529-3135 Fax: Name Street: City, State Zip: Title: Permitting Manager Email: mparkison(c parksquarehomes.com Property Owner Information Phone: Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta plfolle: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Arch. / MJS Home Designs Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: _ Eng./ PO Box 530783 Debary FL 32753 Fax: City, St, zip: E-mail: _ Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POS'T'ED ON THE JOB SITE BEFORE 'THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A'rTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the dale of application and the code in effect as of that date: 5°i Edition (2014) Florida Building Code Revised. June 30, 2015 Permit Application / / 7l./ o I Revision IX Reponse to Comments ❑ FEB 1 2018 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 17-2604 Submittal Date 2/13/1 Project Address: 2410 Waxwing Way (Wyndham Preserve lot 142) Contact: Michelle Par Ph: 407-529-3135 Fax: is Entail: mparkison&parksquarehomes.com Trades encompassed in revision: ❑ BUilding ❑ Plumbing ❑ Electrical ❑ Mechanical ❑ fife Safety ❑ Waste Water %jp General description of revision: Added repair detail for clear story at stair area ROUTING INFORMATION Approvals tf 2.19.18 Department ❑ Utilities ❑ Waste Water ❑ Planning ❑ Engineering ❑ Tire Prevention ❑ Building %jp General description of revision: Added repair detail for clear story at stair area ROUTING INFORMATION Approvals tf 2.19.18 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 Dl TYPICAL DETAILS I REVISION SCHEDULE: N0: DATE: DESCRIPTION: BY: 1 01/23/17 BEDROOM 5 OPTION J.L. 2 11/10/17 REVISED LOT RELEASE PER FRAME WALK REVISIONS n RECORD COPY w Mo �s �w 0 oV) w � 0 G Ln a `t 0. V G G O cn - o pf s cn a w w p -w vi z J G � G W c - O I- V) C N w � p 0 p O V) L o � uj CLi 'o �w o ow �< �Of 0 V� ww Lj O r �t m Lu 0:: r s� cn o w �o LLJ w `! G 4 Q G QQ 9 OOVOOPl00000 (/` � ff^^ O Z LO w tc.i u, Q, r � CQ N � 00 V] W U u -CD _1 Q� c� �(y) o U ___I (n u- Q0 m Qc)0N� (o N co 0 co 0 0 E CD E �S Lo i- �; QnI, AM w �z v z �g v a E U uJ �a cz o(9 V) w �Q " 00 ^!O V x LL, ® Q (y) (n N _t-., O O O N U (L3 J O O C3 t) 71 ck V N Ln C U d O ,�n O �/ 2! v a 4--J N < W Ln O Q Y ISSUE DATE 09/20/2017 REVISIONS PROJECT: 17-0235 SCALE: AS NOTED DRAWN BY: JML & JF_T_ _ DESIGNED BY: MJS FC PAGE C, 0 2 F-�G P ATTACH BEAM TO CMU USING HUC410 W/ (10) 1 O 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) 1 O NAILS & (18) 1/4"x2-3/4" TAPCONS B2x12 TO SUPPORT 1A STAIR LANDING 4 5 FRAMING B2x8, FIELD VERIFY BOTTOM OF BEAM FOR STAIR CLEARANCE 2x8 #2 SYP JOISTS AT 16" O.C. JOIST SHOULD BUCKET INTO B2x8 W/ A35 1 CLIP AND BEAR OVER FLOOR SYSTEM. CONTRACTOR TO PROVIDE 2x KNEEWALL BELOW W/ STUDS AT 16" O.C. AS REQ'D 0 11 -=.;:7, i ® _ B2x12 TO SUPPORT / D1 1 2 STAIR LANDING A FRAMING -- — (>O< F T 3 s --------- A -------- ------ ---- - o --- - ---- -- 71 EE S1 '_ �ol B B UNDER T---- - -� O B2x8 ® IN t� N [N'____ _. _N[____. 1 N N N N ND DO ii F6 I H2x8 I� ' SD ----- -J t---- . ------ F4 FT4 E - Rw1 BW1 SD " �-- PRE-ENGINEERED ROOF � ❑_ TRUSSES @ 24" O.C. �I■ri.iiMali � PLAN FOR OVERHANG ■ INFO •2x4 SYP #2 BLOCKING. O.C. 1\_® USING SIMPSON SET -XP EPDXY OR EQUAL SPACED CONTINUOUS TOP ' C ATTACH EACH END TO TRUSSES .TOE -NAILS. ATTACH ROD IS NOT INSTALLED CONTINUOUS FROM TOP ®Jim O PLATE TO CMU BELOW, THE CONTRACTOR MAY 24" LONG 15/32" O r INSTALL A MIN. SIMPSON CNW1/2 COUPLER NUT W/ BLOCKING TO WALL BELOW W/ WITNESS HOLES OR EQUAL EA. FACE OF EA. STUD, C_ .� (2) 8d NAILS @ 4" o.c SIMPSONDTC CLIP BLOCKING TOE NAILED EACH STAGGERED C7 (7 END W/ (3) 12d NAILS, U.N.O. CONTINUOUS TOP 12" LONG 15/32" PLYWOOD MIN. 7 EMBEDMENT INTO CMU USING Q O GUSSET ON EACH FACE OF PLATE -_I -tel MIN. 2x4 SPF #2 STUDS 4" O.C. STAGGERED @ 16" O.C., U.N.O. ri ?9 w SPACED @ 32" U.C. AND 6" FROM ENDS. GUSSET ON EA. FACE OF EA. EXTERIOR FINISH STUD. (2) 8d NAILS @ 4" O.C. PER DESIGN PLAN CK STAGGERED EXTERIOR WALL ATTACH EACH BOTTOM PLATE TO CMU SHEATHING AND Iz - S d = KNEE WALL TOP ARCHITECTURAL PLANS LL . L NAILING PER PLAN CJ3T - - - - - - - - - - - FO EMBEDMENT INTO THE CMU. THE MIN. CONTRACTOR SHALL BE RESPONSIBLE TO CONTRACTOR MAY INSTALL A MIN. CJ3 VERIFY ALL PLIES OF THE BOTTOM PLATE ARE 2x4 SYP#2 P.T. NAILED/FASTENED TIGHT TO EACH OTHER SILL PLATE w O AND ALSO TIGHT TO THE CMU. BEARING D WITNESS HOLES OR EQUAL z o BOTTOM PLATE IS INSTALLED WITH 2X4 SYP \IFSEE PLAN #2 BOTTOM PLATES ABOVE FOR DOUBLE 1-3/4" MIN. CLEAR FROM _ WALL FRAMING, INSTALL (2) 1/4"X 6" TAPCONS CJ5T OR EQUAL @ 12" O.C. THRU DOUBLE BOTTOM THREADED ROD TO PLATE TO CMU BELOW EXTERIOR FACE OF CMU - � CJ5 MAX) (9) 1 O NAILS AND (5) 1/4" x 3-1/4" - REINFORCEMENT PER _ TAPCONS PER STRAP I TOE NAILED EACH END W/ (3) 12d ALIGN FURRING STRIP BELOW w/ 2x4 I PER DESIGN PLAN STUD ABV. & ATTACH FLAT STRAP TO 1 ❑ CMU w/ 1/4"x3-1/4" LONG TAPCONS p " q E 1x2 P.T. FURRING WALL SPLICE A5T I W/ DOUBLE STUD u� cfl r� .-.-. 06 WU) o I ATTACH BOTTOM PLATE TO CMU w I__ 0 p m W BELOW USING (2) 1/4" TAPCONS OR Q ® @1 ie gal NAILING PER PLAN A4T FO D w z z 0 06 A3T J CO 0 > o 0 D Q o Qz � 1-3/4" A2T I I THE CONTRACTOR SHALL VERIFY THE A1T MIN. Al BOTTOM PLATE IS FASTENED TIGHT TO Z Q z � z o Ow J z� Al THE CMU. FOR SINGLE PLATE TO CMU: 0 U% 14- SILL PLATE IF J -BOLTS ARE INSTALLED @ 32" O.C. & Q Q 0 LLA 00Al F— ❑ O Q O BEARING THE TAPCONS AS DETAILED ABOVE ARE NOT REQUIRED. Al O z Q w a W O U r NOTE: COLUMN - - 1-3/4" MIN. CLEAR FROM TO SUPPORT t— >w W > J 4 [� 0 ING BEAM LANDAl MSTAM24 EACH STUD TO WALL w U Q [I ONLY I - (@ 16" O.C. MAX) EXTERIOR FACE OF CMU Alfl NB7 19 5 V - z w� Q� FT1 ATTACH BEAM TO CMU USING HUC410 W/ (10) 1 O 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) 1 O NAILS & (18) 1/4"x2-3/4" TAPCONS B2x12 TO SUPPORT 1A STAIR LANDING 4 5 FRAMING B2x8, FIELD VERIFY BOTTOM OF BEAM FOR STAIR CLEARANCE 2x8 #2 SYP JOISTS AT 16" O.C. JOIST SHOULD BUCKET INTO B2x8 W/ A35 1 CLIP AND BEAR OVER FLOOR SYSTEM. CONTRACTOR TO PROVIDE 2x KNEEWALL BELOW W/ STUDS AT 16" O.C. AS REQ'D 0 11 -=.;:7, i ® _ B2x12 TO SUPPORT / D1 1 2 STAIR LANDING A FRAMING -- — (>O< F T 3 s --------- A -------- ------ ---- - o --- - ---- -- 71 EE S1 '_ �ol B B UNDER T---- - -� O B2x8 ® IN t� N [N'____ _. _N[____. 1 N N N N ND DO ii F6 I H2x8 I� ' SD ----- -J t---- . ------ F4 FT4 E - Rw1 BW1 SD 1-__4 IIV IIS IIS 2 2 ROOF SHEATHING PER PLAN- ATTACH PER NAILING SCHEDULE TYPICAL TRUSS TO FRAME CONNECTION. SEE STANDARD CONNECTOR NOTES BEARING SEE PLAN " �-- PRE-ENGINEERED ROOF � ❑_ TRUSSES @ 24" O.C. �I■ri.iiMali � PLAN FOR OVERHANG ■ INFO •2x4 SYP #2 BLOCKING. O.C. U) 1� USING SIMPSON SET -XP EPDXY OR EQUAL SPACED CONTINUOUS TOP ' PLATE ATTACH EACH END TO TRUSSES .TOE -NAILS. ATTACH ROD IS NOT INSTALLED CONTINUOUS FROM TOP F1 O PLATE TO CMU BELOW, THE CONTRACTOR MAY 24" LONG 15/32" O r INSTALL A MIN. SIMPSON CNW1/2 COUPLER NUT W/ BLOCKING TO WALL BELOW W/ WITNESS HOLES OR EQUAL EA. FACE OF EA. STUD, z cw .� (2) 8d NAILS @ 4" o.c SIMPSONDTC CLIP BLOCKING TOE NAILED EACH STAGGERED WALL (OR LINTEL END W/ (3) 12d NAILS, U.N.O. CONTINUOUS TOP 12" LONG 15/32" PLYWOOD MIN. 7 EMBEDMENT INTO CMU USING Q O GUSSET ON EACH FACE OF PLATE EACH STUD. (2) 8d NAILS @ MIN. 2x4 SPF #2 STUDS 4" O.C. STAGGERED @ 16" O.C., U.N.O. ri ?9 24" LONG 15/32" PLYWOOD SPACED @ 32" U.C. AND 6" FROM ENDS. GUSSET ON EA. FACE OF EA. EXTERIOR FINISH STUD. (2) 8d NAILS @ 4" O.C. PER DESIGN PLAN CK STAGGERED EXTERIOR WALL ATTACH EACH BOTTOM PLATE TO CMU SHEATHING AND Iz - S d = KNEE WALL TOP ARCHITECTURAL PLANS LL BELOW USING (2) 1/4" TAPCONS OR EQUAL @ NAILING PER PLAN 12" O.C. MAINTAINING A MINIMUM 2" 1-3/4" T � EMBEDMENT INTO THE CMU. THE MIN. CONTRACTOR SHALL BE RESPONSIBLE TO CONTRACTOR MAY INSTALL A MIN. O VERIFY ALL PLIES OF THE BOTTOM PLATE ARE 2x4 SYP#2 P.T. NAILED/FASTENED TIGHT TO EACH OTHER SILL PLATE w O AND ALSO TIGHT TO THE CMU. BEARING NOTE TO CONTRACTOR: IF 2X8 SYP #2 P.T. WITNESS HOLES OR EQUAL z o BOTTOM PLATE IS INSTALLED WITH 2X4 SYP \IFSEE PLAN #2 BOTTOM PLATES ABOVE FOR DOUBLE 1-3/4" MIN. CLEAR FROM _ WALL FRAMING, INSTALL (2) 1/4"X 6" TAPCONS CENTER OF 1/2" OR EQUAL @ 12" O.C. THRU DOUBLE BOTTOM THREADED ROD TO PLATE TO CMU BELOW EXTERIOR FACE OF CMU - � 0 MAX) (9) 1 O NAILS AND (5) 1/4" x 3-1/4" - REINFORCEMENT PER _ TAPCONS PER STRAP PLAN TOE NAILED EACH END W/ (3) 12d ALIGN FURRING STRIP BELOW w/ 2x4 (-I) � 6, r PER DESIGN PLAN STUD ABV. & ATTACH FLAT STRAP TO ❑ CMU w/ 1/4"x3-1/4" LONG TAPCONS p " q E 1x2 P.T. FURRING WALL SPLICE DETAILS W/ DOUBLE STUD u� cfl r� .-.-. 06 WU) o EXTERIOR WALL ATTACH BOTTOM PLATE TO CMU w I__ 0 p m W BELOW USING (2) 1/4" TAPCONS OR Q 0 t- c NAILING PER PLAN EQUAL @ 12' O.C. MAINTAINING A w z z 0 06 w J CO 0 > o 0 D Q o Qz � 1-3/4" THE CONTRACTOR SHALL VERIFY THE 1-__4 IIV IIS IIS 2 2 ROOF SHEATHING PER PLAN- ATTACH PER NAILING SCHEDULE TYPICAL TRUSS TO FRAME CONNECTION. SEE STANDARD CONNECTOR NOTES BEARING SEE PLAN 1A 1 CLEAR STORY REPAIR DETAIL EV 3/4"=1'-0" WALL LEGEND " �-- PRE-ENGINEERED ROOF — PRE -ENGIN FRED ❑_ TRUSSES @ 24" O.C. SEE ARCHITECTURAL o MIN. ASTM F1554 GRADE 36 Fy=36ksi & FU=58ksi, PLAN FOR OVERHANG N 1/2" THREADED ROD FROM DOUBLE TOP PLATE TO INFO CMU, MAINTAIN MIN. 7" EMBEDMENT INTO CMU DOUBLE 2X4 SPF 4#12 U) 1� USING SIMPSON SET -XP EPDXY OR EQUAL SPACED CONTINUOUS TOP @ 32" O.C. AND 6" FROM ENDS. IF THE THREADED PLATE O ROD IS NOT INSTALLED CONTINUOUS FROM TOP r O PLATE TO CMU BELOW, THE CONTRACTOR MAY 24" LONG 15/32" O r INSTALL A MIN. SIMPSON CNW1/2 COUPLER NUT W/ PLYWOOD GUSSET ON WITNESS HOLES OR EQUAL EA. FACE OF EA. STUD, z cw 2x4 SPF #2 MID -POINT (2) 8d NAILS @ 4" o.c BLOCKING TOE NAILED EACH STAGGERED WALL (OR LINTEL END W/ (3) 12d NAILS, U.N.O. CONTINUOUS TOP 12" LONG 15/32" PLYWOOD MIN. 7 EMBEDMENT INTO CMU USING Q O GUSSET ON EACH FACE OF PLATE EACH STUD. (2) 8d NAILS @ MIN. 2x4 SPF #2 STUDS 4" O.C. STAGGERED @ 16" O.C., U.N.O. 24" LONG 15/32" PLYWOOD SPACED @ 32" U.C. AND 6" FROM ENDS. GUSSET ON EA. FACE OF EA. EXTERIOR FINISH STUD. (2) 8d NAILS @ 4" O.C. PER DESIGN PLAN CK STAGGERED EXTERIOR WALL ATTACH EACH BOTTOM PLATE TO CMU SHEATHING AND Iz - S d = KNEE WALL TOP ARCHITECTURAL PLANS LL BELOW USING (2) 1/4" TAPCONS OR EQUAL @ NAILING PER PLAN 12" O.C. MAINTAINING A MINIMUM 2" 1-3/4" T � EMBEDMENT INTO THE CMU. THE MIN. CONTRACTOR SHALL BE RESPONSIBLE TO CONTRACTOR MAY INSTALL A MIN. O VERIFY ALL PLIES OF THE BOTTOM PLATE ARE 2x4 SYP#2 P.T. NAILED/FASTENED TIGHT TO EACH OTHER SILL PLATE w O AND ALSO TIGHT TO THE CMU. BEARING NOTE TO CONTRACTOR: IF 2X8 SYP #2 P.T. WITNESS HOLES OR EQUAL z o BOTTOM PLATE IS INSTALLED WITH 2X4 SYP \IFSEE PLAN #2 BOTTOM PLATES ABOVE FOR DOUBLE 1-3/4" MIN. CLEAR FROM _ WALL FRAMING, INSTALL (2) 1/4"X 6" TAPCONS CENTER OF 1/2" OR EQUAL @ 12" O.C. THRU DOUBLE BOTTOM THREADED ROD TO PLATE TO CMU BELOW EXTERIOR FACE OF CMU - MSTAM24 EACH STUD TO WALL (@ 16" O.C. MASONRY WALL AND MAX) (9) 1 O NAILS AND (5) 1/4" x 3-1/4" - REINFORCEMENT PER _ TAPCONS PER STRAP PLAN TOE NAILED EACH END W/ (3) 12d ALIGN FURRING STRIP BELOW w/ 2x4 (-I) � 6, r PER DESIGN PLAN STUD ABV. & ATTACH FLAT STRAP TO ❑ CMU w/ 1/4"x3-1/4" LONG TAPCONS p " q E 1x2 P.T. FURRING WALL SPLICE DETAILS W/ DOUBLE STUD 1A 1 CLEAR STORY REPAIR DETAIL EV 3/4"=1'-0" WALL LEGEND wco — PRE -ENGIN FRED ❑_ `�O/f ROOF TRUSSES @ 24"Uj r O.C. U) 1� V PLAN FOR OVERHANG ❑ 0 O r O MIN. ASTM F1554 GRADE 36 Fy=36ksi & O r o = 9'-4" T.O.M. =INTERIOR/EXTERIOR FU=58ksi, 1/2" THREADED ROD FROM z cw O z U O DOUBLE 2X8 SPF #2 DOUBLE TOP PLATE TO CMU, MAINTAIN WALL (OR LINTEL 0 CONTINUOUS TOP 0 MIN. 7 EMBEDMENT INTO CMU USING Q O PLATE rf�BEARING w = 11'-4" T.O.M. IF REFERENCED ON SHEET w SIMPSON SET -XP EPDXY OR EQUAL z SPACED @ 32" U.C. AND 6" FROM ENDS. t✓ S4). VERIFY HEIGHT W/ IF THE THREADED ROD IS NOT CK Z INSTALLED CONTINUOUS FROM TOP Iz - S d = KNEE WALL TOP ARCHITECTURAL PLANS LL ao PLATE TO CMU BELOW, THE T � O " @ 11'-4" U.N.O. O CONTRACTOR MAY INSTALL A MIN. O I -- SIMPSON CNW1/2 COUPLER NUT W/ w O U) z WITNESS HOLES OR EQUAL z o 2x8 SPF # 2 STUDS @ O 11� _I �` z �, z �- 2x8 SPF #2 MID -POINT BLOCKING Q EXTERIOR FINISH ♦ TOE NAILED EACH END W/ (3) 12d Qa. (-I) � 6, r PER DESIGN PLAN ❑ z p " q E ❑ u� cfl r� .-.-. 06 WU) o EXTERIOR WALL ATTACH BOTTOM PLATE TO CMU w I__ 0 p m W BELOW USING (2) 1/4" TAPCONS OR Q 0 t- c NAILING PER PLAN EQUAL @ 12' O.C. MAINTAINING A w z z 0 06 w J CO 0 > o 0 D Q o Qz � 1-3/4" THE CONTRACTOR SHALL VERIFY THE MIN. BOTTOM PLATE IS FASTENED TIGHT TO Z Q z � z o Ow J z� THE CMU. FOR SINGLE PLATE TO CMU: 0 U% 14- SILL PLATE IF J -BOLTS ARE INSTALLED @ 32" O.C. & Q Q 0 LLA W F— ❑ O Q O BEARING THE TAPCONS AS DETAILED ABOVE ARE NOT REQUIRED. Z O z Q w a W O U r SEE PLAN - - 1-3/4" MIN. CLEAR FROM t— >w W > J 4 [� 0 MSTAM24 EACH STUD TO WALL w U Q W I - (@ 16" O.C. MAX) 0,, EXTERIOR FACE OF CMU a _ - z w� Q� LLI TAPCONS PER STRAP W U MASONRY WALL AND � z u� -_j REINFORCEMENT PER 00 (] LL 4 L J U O w/ 1/4"x3-1/4" LONG TAPCONS p tV W d _tr_ 1x2 P.T. FURRING z Z 0 o WALL SPLICE DETAILS W/ Q W o��elS:itlilldt// LY w I- `'til LQ LJJ Q0 Q•9pu•acuya��jj�`�j� o° / if) LL 4- • r ROOF SHEATHING PER :� COQ` w c o Q = � z --- -_1 PLAN- ATTACH PER Z a = (D U z J NAILING SCHEDULE �a��y • d TYPICAL TRUSS TO FRAME — ��///�m`e�` O CONNECTION. SEE °- STANDARD CONNECTOR NOTES ryr BEARING < O SEE PLAN I- w • (0 < P � w LU j u U ® W W :r ® U W Z Q Qw� W i— Cy 4 U cn®= W W C/) A M Z QM I� t- CL L1e N --- BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- -STRUCT: RLB INC ' QC CHECK: CC JOB No. PSQ-2171468 SANFOR� SCALE: AS INDICATED '/-F `G� DATE: 08-23-17 - FIRST FLOOR FRAM ING P NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. 01 7 - 2 6 0 r — PRE -ENGIN FRED ❑_ `�O/f ROOF TRUSSES @ 24"Uj SEE ARCHITECTURAL O.C. U) 1� V PLAN FOR OVERHANG L. INFO MIN. ASTM F1554 GRADE 36 Fy=36ksi & O r o FU=58ksi, 1/2" THREADED ROD FROM z cw O z U O DOUBLE 2X8 SPF #2 DOUBLE TOP PLATE TO CMU, MAINTAIN 0 z 0 CONTINUOUS TOP MIN. 7 EMBEDMENT INTO CMU USING Q O PLATE SIMPSON SET -XP EPDXY OR EQUAL SPACED @ 32" U.C. AND 6" FROM ENDS. t✓ IF THE THREADED ROD IS NOT z Z INSTALLED CONTINUOUS FROM TOP ' � PLATE TO CMU BELOW, THE T � O " CONTRACTOR MAY INSTALL A MIN. O SIMPSON CNW1/2 COUPLER NUT W/ w O WITNESS HOLES OR EQUAL U Z 2x8 SPF # 2 STUDS @ Q 16" O.C. U.N.O. �` z �, z �- 2x8 SPF #2 MID -POINT BLOCKING m EXTERIOR FINISH ♦ TOE NAILED EACH END W/ (3) 12d U (-I) � 6, r PER DESIGN PLAN NAILS, U.N.O. z p " q E ❑ u� cfl r� .-.-. 06 WU) o EXTERIOR WALL ATTACH BOTTOM PLATE TO CMU w I__ 0 p m SHEATHING AND BELOW USING (2) 1/4" TAPCONS OR Q 0 t- c NAILING PER PLAN EQUAL @ 12' O.C. MAINTAINING A 2 z MINIMUM 2" EMBEDMENT INTO THE CMU. J CO 0 > o 0 D Q o Qz � 1-3/4" THE CONTRACTOR SHALL VERIFY THE MIN. BOTTOM PLATE IS FASTENED TIGHT TO Z Q z � z o 2x8 SYP#2 P.T. THE CMU. FOR SINGLE PLATE TO CMU: Q Q � Q w V O SILL PLATE IF J -BOLTS ARE INSTALLED @ 32" O.C. & O0 U O W < -. 6" FROM ENDS AND PLATE SPLICES, ❑ O Q O BEARING THE TAPCONS AS DETAILED ABOVE ARE NOT REQUIRED. Z O z Q w a W O U r SEE PLAN - - 1-3/4" MIN. CLEAR FROM �,, CENTER OF 1/2" MSTAM24 EACH STUD TO WALL THREADED ROD TO _ (@ 16" O.C. MAX) 0,, EXTERIOR FACE OF CMU - _ - (9) 1 O NAILS AND (5) 1/4" x 3-1/4" Q LLI TAPCONS PER STRAP c~n LLI MASONRY WALL AND ALIGN FURRING STRIP !z: REINFORCEMENT PER BELOW w/ 2x4 STUD ABV. & LL PLAN ATTACH FLAT STRAP TO CMU O w/ 1/4"x3-1/4" LONG TAPCONS p tV W d _tr_ 1x2 P.T. FURRING z Z 0 o WALL SPLICE DETAILS W/ SINGLE STUD r) (0 < P � w LU j u U ® W W :r ® U W Z Q Qw� W i— Cy 4 U cn®= W W C/) A M Z QM I� t- CL L1e N --- BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- -STRUCT: RLB INC ' QC CHECK: CC JOB No. PSQ-2171468 SANFOR� SCALE: AS INDICATED '/-F `G� DATE: 08-23-17 - FIRST FLOOR FRAM ING P NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. 01 7 - 2 6 0 r Revision C Response to Comments ❑ Permit # 17-2604 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 1/30/18 Project address: 2410 Waxwing Way (Wyndham Preserve lot 142) Contact: Michelle Parkison Ph: 407-529-3135 Fax: Email: mparkisonaparksquarehomes.com Trades encoinpassed in revision: ❑ Building ❑ Plumbing ❑ Electrical ❑ Mechanical ❑ Life Safety General description of"revision: Changes as specified on Monta Consulting LLetter attached. ❑ Waste Water ,,W, ROUTING INFORMATION `�'40 Department Approvals 00 ❑ Utilities ❑ Waste Water ❑ Planning ❑ engineering ❑ Fire Prevention ❑ Building " Z.$ • k o cr- LL z 2 V) 00 0 V) CL Lj (10 V) 0 LD v) > U) Cl 4-J M > C) 00 N (y) LL 0 -a `4 < 1, < C: u -i N Ln 0 _r_ a_ V) >1 (ID V) � (2- Ld 4-J 0 ISSUEDATE 09/20/2017 REVISIONS PROJECT: 17-0235 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN 02 C C—) Ld 2! 2 V) V) (10 V) 0 LD v) > U) Cl 4-J M > C) 00 N (y) LL 0 -a C) C)C) Lr) 0 < 1, < C: u -i N Ln 0 _r_ a_ ISSUEDATE 09/20/2017 REVISIONS PROJECT: 17-0235 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN 02 s Lu Sl) 1-1_I >I ave L.:'LL���yl� �AC i To ��✓�ad � aryoaDoumaa�,a�aa i� .. o 0 O N O U J I- UC Cid (n Fn O (D C.0O C �t-- U) N p ., �-d O CD E 0 ELo M d co Q 0- LL nw z v z v a E o� w 0 vi w V Q U u <t G 1. tr <.t E)- 0 o CC co 0 `° n � n EOl M z ---� rti 1 Q)LL 0 C Lli r N T' civ ,_..I w LJ 4-J O c� J z z Q m O i— V) rr O O cLa ;- a ) O o M ri u, cj� 00 Lr) z C'~ c:_M a O V)M 0 QJ L— L O C, >L CD .. ¢ c N w Q w m 0 n ISSUE DATE I 09/20/2017 REVISIONS PROJECT: 17-0235 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN v C 1 L a a C V u ,j a c a LL c v a z v LL c a x Li L� c: z cC C H V LY LL H C a a c a i Q LL Z v; Gr, LL ti LL F - LL c z LL c i c LL c a z } Z P1' Lo (o 40.! V V—J � � U uj SCJ >i L.r.l � o 0 .~�'1i Wbp99JJgJa��/�rrr o�tJri s O a kf u 1 . �Oa C) ,4 r� 77�'°�o w I,/c'1 CD q- CD O � U LL Q U) ' . 0 Q 0' cu M U) � O N c r.. C7 L O O d E O E d Lo Q 0o CL u_ w N z (D z _g °J a a w O(� W V � Q1 V�J 00 � C31 M N t!J H C ® O ri N C!1 a -d O J CD Ca N � IU M v C7 D O t� (J0 O C]L OCJ N Q U N Ln H M 4-- O U C) c O � u O- > N v c) c c c o o Q w Ln O 0- II ISI � ISSUE DATE 09/20/2017 REVISIONS PROJECT: 17-0235 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELEVATIONS "B" 04B F- N _ 9'-0" BRG. HT. @ SECOND FLOOR T-8" HDR. HT. _ @ SECOND FLOOR 12 61 __....11'-4" BRG, HT. @ ENTRY 7/8" TEXTURED CEMENTITIOUS 10'-8 3/4" FIN. FLR, HT. (� @SECOND FLOOR r ` 9'-4" BRG, HT. z - 8'-0" HDR. HT. 0'-0" FIN. FLR, - 7/8" TEXTURED CEMENTITIOUS FINISH ON METAL LATH OVER 7/16" OSB. SHEATHING (TYP.) @ SECOND FLOOR - 7' -8" HDR. HT._(�-- @ SECOND FLOOR r I— U' Lu 2 C7 _ 11'-4" BRG. HT. m @ ENTRY J 10'-8 3/4" FIN. FLR. HT - 1(111 > @ SECOND FLOOR O 9'-4" BRG. HT. 8'-0" HDR. HT. 1x6 SMOOTH FINISH BAND (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. - TYP. 0 FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. Left Elevation "B" SCALE: 1/8" = 1'-0" (11x17) 1/4" = 1'-0" (22x34) FIBERGLASS SHINGLE ROOF INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 12 6 - — ---.._..- .......... -._....- -__ ALL HORIZONTAL & VERTICAL CONTROL JOINTS PER ASTM 1063 12 6 9'-0" BRG. HT, _ @ SECOND FLOOR T_8" HDR. HT. - @ SECOND FLOOR Right Elevation "B" SCALE: 1/8" = 1'-0" (11x17) 1/4" = 1'-0" (22x34) 1x6 SMOOTH FINISH BAND (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. j 9' 0" BRG. HT. -J 'r @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 10'-8 3/4" FIN. FLR. HT_ @ SECOND FLOOR 9'4" BRG. HT. a -- 8'-0" HDR. HT. - 0'-0" FIN. FLR. c L L c a c c c C C Li G r u Q v C v LL c c L L c L n LL V LL v LL c c L v a LL S v a a LL v LL Z -L c: c L c V) w cn w Uj w s 0 w ¢ G S CL �►! L w== (o o � � � � v ca 1.�r >l 0.L.. Ly d- C7 E O co O N J � LL (o � N Co (D Q 0 07 N 0 O o cD E DC7 X 0o CL LL mmu4c U) •� W z m E u, W U zU` 41 w En Q JO �w ;G v� � Y J Of a. J p .� o v T r� iV) co 0 N [ifM w w_ LL N ® G, o Lj w T --i N w 0 C7 �z z a V- vJ L:. - - --. __...------- 0 0 0 O � � •v O Q O L' C� CO N (d Lj N Ln Lfu o LL ,a o _U •� O .� z 7n Q a v (� •> Q) ra ¢ N �- � w < UJ to O 5- w 0 cm ISSUE DATE II 09/20/2017 REVISIONS PROJECT: 17-0235 >- SCALE: _ AS NOTED L _ z DRAWN BY: JML & JFT DESIGNED BY: MJS ELEVATIONS rA __ V T 7/8" TEXTURED CEMENTITIOUS w FINISH ON METAL LATH OVERz 7/16" OSB. SHEATHING (TYP.) - z 11'-4" BRG. HT. _ @ ENTRY m 10'-8 3/4" FIN. FLR. HT. @ SECOND FLOOR J uj _.._.._._ 9'4" BRG. HT.. --- O 8'-0" HDR, HT. Right Elevation "B" SCALE: 1/8" = 1'-0" (11x17) 1/4" = 1'-0" (22x34) 1x6 SMOOTH FINISH BAND (TYP.) 3/8" TEXTURED CEMENTITIOUS FINISH OVER C.M.U. (TYP.) 0'-0" FIN. FLR. j 9' 0" BRG. HT. -J 'r @ SECOND FLOOR T-8" HDR. HT. @ SECOND FLOOR 10'-8 3/4" FIN. FLR. HT_ @ SECOND FLOOR 9'4" BRG. HT. a -- 8'-0" HDR. HT. - 0'-0" FIN. FLR. c L L c a c c c C C Li G r u Q v C v LL c c L L c L n LL V LL v LL c c L v a LL S v a a LL v LL Z -L c: c L c V) w cn w Uj w s 0 w ¢ G S CL �►! L w== (o o � � � � v ca 1.�r >l 0.L.. Ly d- C7 E O co O N J � LL (o � N Co (D Q 0 07 N 0 O o cD E DC7 X 0o CL LL mmu4c U) •� W z m E u, W U zU` 41 w En Q JO �w ;G v� � Y J Of a. J p .� o v T r� iV) co 0 N [ifM w w_ LL N ® G, o Lj w T --i N w 0 C7 �z z a V- vJ L:. - - --. __...------- 0 0 0 O � � •v O Q O L' C� CO N (d Lj N Ln Lfu o LL ,a o _U •� O .� z 7n Q a v (� •> Q) ra ¢ N �- � w < UJ to O 5- w 0 cm ISSUE DATE II 09/20/2017 REVISIONS PROJECT: 17-0235 >- SCALE: _ AS NOTED L _ z DRAWN BY: JML & JFT DESIGNED BY: MJS ELEVATIONS rA __ V L O C:) r- ✓ ?� w 0 W V) � W a. C:> 4==JE O E O �- � Q X O NCD ru U LJ _j � O V) x w v H N w rs- � 4, 9 CO � O Z_ Z a -J o 0- o Qj C-0 Cn Q Q� N o (v U N�_ O c: c- -0 ^ Q) V 0 c)O d' E d to O 00 (1) LL LL O c fy � o w z z -Q a a i U � E a a O � -a 0 a OQ Lu w Q W Ln 0 4 W Ld L U Q O L O ✓ ?� w W V) � W a. �l. 1 ` 4==JE O N O Q X LL NCD ru O LJ � O x w v N w rs- 4, 9 O Z_ Z a -J o LM I � O V) O O Q � v a -J o 0- o Cn M o � -0 Op Q) V N ul O w (1) w d O o CL -Q a a i U > a_ a -a 0 a w Q W Ln 0 4 ISSUE DATE 09/20/2017 w — REVISIONS _PROJECT: 17-0235_ z SCALE:_ AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT 07 ISSUE DATE SS TEE� 09/20/2017 ' REVISIONS PROJECT: 17-0235 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT os C) 0 cr) V) 00 0 Q) V) Q) L- rl C) 0:71- Lu IL 4-j E C71 M z 0 (j U) v) L- CL Q) 4-1 Z3 -(D c: 5 CD CD 00 LL , (D -0 C c) C) C) 0) N Ln C) C 0 LLJ <W a) Ln 0 -(D L- ro ch Fn > C 70 < a) E co 0 (n 0 c) o E E Lo m4-1 g - IL LL U) w(Y z 'D E 0 c- ry E w z 0 V) Lo Z3 Of D 0 V) ISSUE DATE SS TEE� 09/20/2017 ' REVISIONS PROJECT: 17-0235 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT os C) 0 cr) V) 00 0 Q) V) Q) L- rl 0:71- Lu IL 4-j E C71 M z CL L�- 0 cJ 0 (j U) v) L- CL Q) 4-1 Z3 -(D c: 5 CD CD 00 LL , (D -0 C c) C) C) 0) N Ln C) C 0 LLJ <W Ln 0 -(D L- ro ch ISSUE DATE SS TEE� 09/20/2017 ' REVISIONS PROJECT: 17-0235 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT os C) O O ISSUE DATE SS TEE� 09/20/2017 ' REVISIONS PROJECT: 17-0235 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT os C) O C) EL ch� >- 2: LLJ V) CL L�- 0 cJ 0 (j U) v) L- CL Q) 4-1 Z3 -(D c: 5 CD CD 00 LL , (D -0 C c) C) C) 0) N Ln C) C 0 LLJ <W Ln 0 CL, ISSUE DATE SS TEE� 09/20/2017 ' REVISIONS PROJECT: 17-0235 SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT os 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 WINDOWSILLS TO BE NO MORE THAN 1". I 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATI 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, SAVE 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 -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 1= 450 Fc = 900 Fc 1= 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 E 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-133). -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-133. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. 1. OMITTED REBAR DRILL A 3/4" O 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 BLOCKAFFECTED (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 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. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph P WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY II 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 O O5 (+) 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 o (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x 7'-0" 16'4" x T-0" (+)18.4 + (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 `} 4 ,a l 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 � - I- - - Qr o N = 0 ❑ 0 o SHEET SHEET TITLE ° o - W T SC STRUCTURAL NOTES 0 u., O O S113 FOUNDATION PLAN z o O Q� LL S213 DOWEL PLACEMENT PLAN p S3 FOUNDATION DETAILS W a S413LINTEL PLAN T_W 06 z O O U O S5B FIRST FLOOR FRAMING PLAN W W _j z w S5 NOTES &CONNECTOR LEGEND T_ _W x S713 ROOF FRAMING PLAN W U< U) W SD1 GENERAL DETAILS w z o ❑a�� SD2 GENERAL DETAILS W N m Q �C SD3 GENERAL DETAILS V _ cl� SD4 GENERAL DETAILS I- Q �1w1141111111sa W C = vera -X U�, �1// C1 P Y SD5 2 -STORY DETAILS , o � 6- q,firzag9�D09p°��ji ¢ O ZSD6 2 -STORY DETAILS �y� y ° <ST1 GENERAL STAIR DETAILS z75 4e,OZz - oO ! O Lij UQ -- - � w UJ ❑ W -O W `��L- c� -- - 1 d yN U_ Z O �D C) p z 0 J W 9�St U IZ- L0 �1ti�1 MASTER UPDATES NUMBER I DATE I DESCRIPTION 1 1 2/17/2017 1 CREATED ELEV A, B, C, & OPTIONAL BEDROOM#5 2 14/10/2016 1 QC CLEANUP - ADDED MISSING CALL OUT TO FRAMING PLAN is NTIALS \w/NG, SANFORD 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❑ O 00 W(D C) zz Q �m z n O W z C� W W I- U a H Q 1- z W W CL U) I- DRAFTING: -DESIGN: --- -STRUCT: RLB QC CHECK: CC JOB No. PSQ-2171468 SCALE: AS INDICATED DATE: 08-23-17 SC U~ m W I- ® 06 W Z Cf) 0 _� 0-10: _O � 7 c Z_v~Q�J0 I-- Q N B- 0 c Q (n ❑ � O <Z. � U c z <WY0 o 0 QLL LLI Qom¢" P -L L. or -'m W o pOLU" W :E 0 U) Z r- ® ® O Q > 11 W W _j W Uj X: 0 W W Z W � U W V) CL M� CL (L CNII BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- -STRUCT: RLB QC CHECK: CC JOB No. PSQ-2171468 SCALE: AS INDICATED DATE: 08-23-17 SC a cm 0 to I M F0) S3 o N 3 ftl 0 I- U_ I \ S� 301-0" 14'-8" ao b o c� LO c - 14'-811 8" o MFO A/C PAD O S3, ®� z U ---- off] I �® I2 PAVERS O I M Fol H D_ S3 L U F - z (-)0'-4 oo ® M O I M U_ _ 0 W MFO S1 3 MFO� S3 S3 CD _W N O tjr N fl 0 i U O Z z W W 5; _F O all F03 S3 W j LL U Q w_j p W C) GL 0- o I I 0'-0" FIN. FLR. 4 4" THICK CONC. SLAB W/ IM FIBERMESH, OVER 6 MIL VAPOR W BARRIER OVER COMPACTED FILL. . •4j % O Y `d z 0 (U 1 tl j 4'-4"— ---._._�.__------I —r—000----- I I L-1 `®��� LL d,A��a,� (0 � ! ! 919 ►O F06 I I S3 ®I F---_--1 O C � III OI I I I O d 6 \ J U U ; `. O O z --- F05 i • LL.—. S3 ! O q I I i i Z O W -J W L T3'-6.. ZUF-J�� O�EnU_� (-)0'-4" ❑z0Q-'I-� O ZZI-dui o Oc�<WYeo <3: .(D co CQ) I I F05 J I— F F; U_ F06 W O I S3 - vz I in S3 9'-4" (2 -STORY FTG) ®. a ® MF1 I !1 W W > 20'-011 .j ® W W 0 W W W Z W S3 �-• � 3.5 U Cl)® W (1) � M FE -9 M N 1 BLDG DESIGN. --- 2.3 DRAFTING: __"...-DESIGN: (-)0'-4" -STRUCT: RLB QC CHECK: cc JOB No. PSQ-2171468 SCALE: AS INDICATED DATE: 08-23-17 PAVERS LL � i rIm _ F MF ,S3 - I o b U- ® M M da]® I 6F13 2.6 MDO SD MDO SD -01 71-811 811 2'-411 16'-0" 21-411 9'-4„ 20'-811 30'-011 J -Ia M F02 S3 0 0? LO 0 Q SYMBOLS LEGEND M INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60#5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) 0 INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. Z INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT, GRADE 60 #5 CONT. FT.G TO TIE BEAM. FOUNDATION NOTES: 'I. PROVIDE MIN. 6 MIL APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED, 0 2, PROVIDE 4" 250OPSI CONE. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH O J PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL L1_ (FIBERMESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR W EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. IF LL O 3, VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM U) ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. z LAP SPLICES SHALL BE NO LESS THAN 30". O 4, CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR j RECESSING DOOR SILLS. O 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. a � C� 6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE W SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONIC.) CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE O THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR --J USE ALTERNATE APPROVED METHOD. Q T 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY I" COMMUNITY & COUNTY CODES. 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL W W SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE 7 AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION CL INSTRUCTIONS. 2i O 9. NO WOOD STAKES PERMITTED IN FOUNDATION. U 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED z DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO Q < DETERMINE STEP LOCATIONS IF REQUIRED 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS W AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD Q FOOTING STEP DOWN AND CORNER INFORMATION. < U 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE LL O SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION U) z 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER O COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS U) FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE 5; PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL O CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO Q FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. Ld SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, ry COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). (~j < THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS tj BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 PSF. C 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO Q U DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE cn 0 STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND LL FOOTING SIZES PENDING DEPTH OF STEMWALL. O T z c O FOOTING SCHEDULE 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. O U O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. W s BARS & 3" MIN. COVER TO EDGE OF CONC, H u 12"x24"x12" dp w/ #5's EQUALLY SPACED EA.= C 24" SIDE @3" O.C. & MIN F - 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" C BARS & 3" MIN. COVER TO EDGE OF CONC. SIDE 6" O.C. W C 24"x24"x12" dp w/ #S's EQUALLY SPACED EA. U L O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. Q C BARS & 3" MIN. COVER TO EDGE OF CONC. ❑ — 28"x28"x12" dp w/ #5's EQUALLY SPACED EA, O 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. U BARS & 3" MIN. COVER TO EDGE OF CONC. Q 30"x30"x12" dp w/ #5's EQUALLY SPACED EA, z 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. ❑ BARS & 3" MIN. COVER TO EDGE OF CONC. W 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. Q 2.6 WAY MIN, 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. CL BARS& 3" MIN. COVER TO EDGE OF CONC. 36"x36"x12" dp w/ #5's EQUALLY SPACED EA, O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. Q 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. 0 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. ❑ BARS & 3" MIN. COVER TO EDGE OF CONC. z_ 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. W BARS & 3" MIN. COVER TO EDGE OF CONC. _ F-^ 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. ❑ O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. M 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. F=- BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. O 4B WAY MIN. 2" HORIZ, CLEARANCE BETWEEN MIN (8) # 5 E.W. ❑ BARS & 3" MIN. COVER TO EDGE OF CONC. W 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. z 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. 0 BARS & 3" MIN. COVER TO EDGE OF CONC. W W 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 CONC. LU 54"x54"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. F' BARS & 3" MIN. COVER TO EDGE OF CONC. 60"40"x16" dp w/#5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. --a 66"x66"x16" dp w/#5's EQUALLY SPACED EA. 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. W BARS & 3" MIN, COVER TO EDGE OF CONC. ❑ U) W W U) tooT F- �v�� NC SANFORD °FF�As���`�� • �11A I' 1/4"=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�- ao b o c� J -Ia M F02 S3 0 0? LO 0 Q SYMBOLS LEGEND M INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60#5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) 0 INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. Z INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT, GRADE 60 #5 CONT. FT.G TO TIE BEAM. FOUNDATION NOTES: 'I. PROVIDE MIN. 6 MIL APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED, 0 2, PROVIDE 4" 250OPSI CONE. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH O J PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL L1_ (FIBERMESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR W EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. IF LL O 3, VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM U) ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END. z LAP SPLICES SHALL BE NO LESS THAN 30". O 4, CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR j RECESSING DOOR SILLS. O 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. a � C� 6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE W SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONIC.) CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE O THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR --J USE ALTERNATE APPROVED METHOD. Q T 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY I" COMMUNITY & COUNTY CODES. 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL W W SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE 7 AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION CL INSTRUCTIONS. 2i O 9. NO WOOD STAKES PERMITTED IN FOUNDATION. U 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED z DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO Q < DETERMINE STEP LOCATIONS IF REQUIRED 11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS W AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD Q FOOTING STEP DOWN AND CORNER INFORMATION. < U 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE LL O SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION U) z 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER O COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS U) FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE 5; PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL O CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO Q FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. Ld SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, ry COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). (~j < THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS tj BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 PSF. C 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO Q U DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE cn 0 STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND LL FOOTING SIZES PENDING DEPTH OF STEMWALL. O T z c O FOOTING SCHEDULE 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. O U O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. W s BARS & 3" MIN. COVER TO EDGE OF CONC, H u 12"x24"x12" dp w/ #5's EQUALLY SPACED EA.= C 24" SIDE @3" O.C. & MIN F - 1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" C BARS & 3" MIN. COVER TO EDGE OF CONC. SIDE 6" O.C. W C 24"x24"x12" dp w/ #S's EQUALLY SPACED EA. U L O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. Q C BARS & 3" MIN. COVER TO EDGE OF CONC. ❑ — 28"x28"x12" dp w/ #5's EQUALLY SPACED EA, O 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. U BARS & 3" MIN. COVER TO EDGE OF CONC. Q 30"x30"x12" dp w/ #5's EQUALLY SPACED EA, z 2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. ❑ BARS & 3" MIN. COVER TO EDGE OF CONC. W 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. Q 2.6 WAY MIN, 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. CL BARS& 3" MIN. COVER TO EDGE OF CONC. 36"x36"x12" dp w/ #5's EQUALLY SPACED EA, O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. Q 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. 0 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. ❑ BARS & 3" MIN. COVER TO EDGE OF CONC. z_ 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. W BARS & 3" MIN. COVER TO EDGE OF CONC. _ F-^ 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. ❑ O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. z BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. M 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. F=- BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x24" dp w/ #5's EQUALLY SPACED EA. O 4B WAY MIN. 2" HORIZ, CLEARANCE BETWEEN MIN (8) # 5 E.W. ❑ BARS & 3" MIN. COVER TO EDGE OF CONC. W 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. z 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. 0 BARS & 3" MIN. COVER TO EDGE OF CONC. W W 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 CONC. LU 54"x54"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. F' BARS & 3" MIN. COVER TO EDGE OF CONC. 60"40"x16" dp w/#5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. BARS & 3" MIN. COVER TO EDGE OF CONC. --a 66"x66"x16" dp w/#5's EQUALLY SPACED EA. 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. W BARS & 3" MIN, COVER TO EDGE OF CONC. ❑ U) W W U) tooT F- �v�� NC SANFORD °FF�As���`�� • �11A I' 1/4"=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�- N o c� LO c - O o o O z U O D_ F - z O U_ 0 W _W O U O Z z W W 5; O 0 j W W j LL U Q w_j p W C) a 0- LL_ W '����j��r�✓,. 0'aro • . •4j % O Y `d z 0 (U 1 tl j L-1 `®��� LL d,A��a,� � ! ! 919 ►O a w �d�T'� N O > •� 6 \ J U U ; `. O O z i • 2 ! O q I I i i Z O W -J W 06 LU U) � � U (�QOo� ZUF-J�� O�EnU_� ❑ >:0 Q O O 0� " ❑z0Q-'I-� O ZZI-dui o Oc�<WYeo <3: .(D LL L0 W �- 00�`� J I— F W O u) LL in Z ®® ®. !1 W W > .j ® W W 0 W W W Z W U Cl)® W (1) 0 r Z M 0 - BLDG DESIGN. --- STRUCTURAL ENG: MCD __'_"_____- .._ DRAFTING: __"...-DESIGN: -DESIGN:--- -STRUCT: RLB QC CHECK: cc JOB No. PSQ-2171468 SCALE: AS INDICATED DATE: 08-23-17 I O GO N 19 10 c n 1'-0" 3'-8" 5'-4" T-8" 1'-0" 14'-0" T-4" - Mr _®�1® �r o 3'-0" 8'-8" 3'-8" I I 0 M 60 fi FE c� I I cpb ri F—� --------I_J ---------I -------- - C? CQ ' ----- r---------------._._.._...-.._._.-._ 00 I iii Ui 00 IIL------� I rr--------- ; II t I I ® II I ---------� 11 F --------------� 0 o T R1 M 5'-4" 4'-0" N TIE IN COLUMN TO WALL PER DETAIL MD10 2'-0" 6'-0" 1'-4" AV 2'-4" 16'-0" 2'-4 SYMBOLS LEGEND FA 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 TIE - AT TOP, BOTTOM AND - AT 24"o.c. VERTICALLY BETWEEN COLUMN A AND MAIN HOUSE CMU 4 ° (1) CONT. #5 FROM TIE BEAM TO FOOTING (1)#5-`- a HORIZONTAL - TIE AT TOP, BOTTOM AND -- 7 El AT 24"o.c. FILLED CELL VERTICALLY BETWEEN - COLUMN AND MAIN HOUSE CMU 4 PLAN VIEW - SECTION VIEW TYPICAL MASONRY COLUMN TIE IN 3/4" = 1'-0" SANFORD R1, Q N Q LO .-- 1 ❑ 0 o o r O j 0 F -- LU M X- U I- a LL o O a F- U) z o U o W O U ry ct W z °2S O co O U O J z Q Q O W w I=-• � w 7 IX w U¢ w -A U) a- a. z a w IL W U ~ LAP SPLICE, MIN. z wQ .cam OF 25" c w Ln ����,p9�0R�H993{�t��� 0-05 O � r r✓l 4 ® , i Q 40 0 - LL CK U Q � W U) C I LI Q u 0r¢ 1f_ , �C� O O k 6 Q N U c O Z o I 0 9 �- O W r� LO 0O W O F- O C) W U O Q � C2 �. rzrnn 0 m V Q W10 J r" Uj 0w z o W ¢ Q ? m 0 Z U F- -j -i 00 a oarca W J W? I o z �o0OQ o ZQ zW73 z ❑ Q 0 O 0 11 LU d 0 I- ZLL � O w W w o � p LTJ Q Fw M w 0 LU NT z Z V) ® ® ❑ < _j �3 0 �LUa s' :D ®wW X X co -j W Z � Q W w Ix t o U cn®x W BLDG DESIGN: --- STRUCTURAL ENG: MCD ..�_ ___._-__-_ _._-- DRAFTING: -DESIGN: --- -R CT: RLB QC CHECK: CC JOB No. PSQ-2171468 PLAN SCALE: -----AS INDIC_..A_..T....ED -.. DOWEL PLACEMENT DATE: 08-23-17 1/411=11-011 S 2 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. CONTRACTOR TO VERIFY THE GROUT IS LEVEL AT CORNERS PROVIDE PRECAST "U" LINTEL W/ 3000 METAL LATH OR WIRE SCREEN OVER COURSES NOT REQ'D WITH TOP OF BLOCK FOR STANDARD #5 psi CONC. PER TO BE FILLED. (SHEET METAL PROPER TRUSS/ FLOOR HOOK BAR. LAP LINTEL PLAN. IF & PAPER FELT PROHIBITED) SYSTEM BEARING (MIN 3") OTHER BARS INTO REBAR IS ci 1-1 CORNER AS REQ'D INDICATED IN LINTEL, #5 TO BE HOOKED INTO SIDE VERTICALS as 4 4W a4 e �°d '�. 4: a ' �. a.' ° a e ..a •d ° ' . ° 4. e 4 7'.4+° ° a .4 .. v a Z4 BOTTOM STEEL IN LINTEL IF ° 4 INDICATE - SHOULD HOOK INTO VERTICAL CELLS PER MD08 ROUGH OPENING PER PLAN 4 ° HOOK PER MD08 a a a 4• q w e• ° F ° '.. 4 e 4• • W. aI o I g 0 Q W Uj 4 I " N- < j rLl °. k _zacao w m W . 4-4 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 I; CONC. w/ (1) #5 DIA. REBAR TYPICAL MASONRY CONSTRUCTION SEE PLAN FOR TOP OF WALL AND LINTEL INFO LINTEL LOAD TABLE CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL GRADE 40 GRADE 60 BAR SIZE BEND 0 LENGTH LAP SPLICE BEND O LENGTH LAP SPLICE 1'-6" " . NON -SHEAR WALL T OPENING "D„ TYPI AL SHEAR WALL SEGMENT 11D„ #3 LINTEL PER PLAN 41/4 • ----- n •.-r 4 41/4 91/4 4 #4 TYPICAL MASONRY CONSTRUCTION SEE PLAN FOR TOP OF WALL AND LINTEL INFO LINTEL W/ TRANSOM DETAIL 3/4"=1'-0" SCALE: 3/4" = T-0" SEE DOWEL LAYOUT PLAN FOR FILLED CELL INFO. MIN. (1) IS REQ'D ON EITHER SIDE OF OPENING U.N.O. (2) 2X8 SYP #2 P.T. WOOD HEADER TURNED SIDEWAYS. ATTACH (2) 2X8 SYP #2 P.T. HEADER TO MASONRY WALL W/ SIMPSON HU28-2 OR HUC28-2 HANGER @ EA. END. USING (14) 1/4" DIA. X 2-3/4" TAPCONS OR EQUAL INTO MASONRY & (6) 1 O NAILS INTO HEADER. NAIL EACH PLY AND EACH ADDITIONAL HEADER PLY W/ (2) -ROWS 10d NAILS STAGGERED @ 6" O.C. AND MIN 2" FROM ENDS. REFER TO DESIGN PLANS FOR REQUIRED IN -FILL FRAMING DIMENSIONS REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) LINTEL LOAD TABLE CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL GRADE 40 GRADE 60 BAR SIZE BEND 0 LENGTH LAP SPLICE BEND O LENGTH LAP SPLICE 1'-6" "All 11131t "Cil "D„ "All 111311 11C„ 11D„ #3 LINTEL PER PLAN 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 TRANSOM OPENING , 30 #6 33/4 81/16 14 30 41/2 81/16 181/2 36 #7 43/8 9 13/16116 WF01/SD3 -FRAME INFILL AROUND 35 f-I 9 13/16 21 3/4 42 7'-0" T-0" 416 / 699 1843/1625 WINDOW BY BUILDERSEE 6390/3302 81 354 726/699 WF01/SD2 FOR 3486/2255 6205/2885 9'-2" •a. MORE INFO 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 11'4" 255 471 /352 1075/1075 1838/1567 2883/2003 12'-0" 239 418/297 1075/1045 1838/1446 2883/ 1848 12'-8" 0 369/2611002/984 1697/1361 2630/1738 13'-4" 0 328/0 1234/0 1779/0 2662/0 14'4" 0 292/0 1160/0 1660/0 2439/0 DOOR OR WINDOW OPENING 0 a: 950/0 1379/0 MAX 4'-0" 18'-0" 0 211/0 750/0 1177/0 LINTEL W/ TRANSOM DETAIL 3/4"=1'-0" SCALE: 3/4" = T-0" SEE DOWEL LAYOUT PLAN FOR FILLED CELL INFO. MIN. (1) IS REQ'D ON EITHER SIDE OF OPENING U.N.O. (2) 2X8 SYP #2 P.T. WOOD HEADER TURNED SIDEWAYS. ATTACH (2) 2X8 SYP #2 P.T. HEADER TO MASONRY WALL W/ SIMPSON HU28-2 OR HUC28-2 HANGER @ EA. END. USING (14) 1/4" DIA. X 2-3/4" TAPCONS OR EQUAL INTO MASONRY & (6) 1 O NAILS INTO HEADER. NAIL EACH PLY AND EACH ADDITIONAL HEADER PLY W/ (2) -ROWS 10d NAILS STAGGERED @ 6" O.C. AND MIN 2" FROM ENDS. REFER TO DESIGN PLANS FOR REQUIRED IN -FILL FRAMING DIMENSIONS REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) LINTEL LOAD TABLE CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL GRADE 40 GRADE 60 BAR SIZE BEND 0 LENGTH LAP SPLICE BEND O LENGTH LAP SPLICE 1'-6" "All 11131t "Cil "D„ "All 111311 11C„ 11D„ #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 43/8 9 13/16116 1/2 35 51/4 9 13/16 21 3/4 42 � a 4 : 4 4: a 4• 4G •• ,b • d��.. 4 d. :. LAP SPLICE 4 J 4 4 0 ° ° A d 4 4 ° .4 a •• d' EMBEDDED L STANDARD 90° HOOK U STANDARD 180' HOOK #3=2%" #4=2%" #5=2%" #6=3" #7 = 3 %Z' 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" T-0" 14'-0" 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 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 MATERIALS 1. fc PRECAST LINTELS = 3500 PSI. 2. f PRESTRESSED LINTELS = 6000 psi. 3. GROUTED PER ASTM C476 f'g = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP. 4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE STRENGTH = 1900 PSI. 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW RELAXATION. 7/32 WIRE PER ASTM A510. LINTEL DESIGNATION S C H E D U L E LINTEL F = FILLED WITH GROUT MARK REQUIREMENTS U = UNFILLED R = RECESSED & FILLED WITH GROUT a 8R6-0B/1T O QUANTITY OF #5 REBAR @ a O 8F8-OB/1T 8F16-1B/1T BOTTOM OF LINTEL CAVITY O 8R14-1B/1T - ^�-- QUANTITY OF #5 REBAR AT TOP 8F16-1B/1T NOMINAL HEIGHT - TYPE DESIGNATION NOMINAL WIDTH 0 8R14-0B/1T O STANDARD LINTELS CLEAR OPENING 8" UNFILLED 8F8-1 B / 8F8 -0B 8F16-1 B / 8F16 -0B 8F24-1B/8F24-0B 8F32 -113/81732-0B 1'-6" 2231 3069/30(39 (3113/6113 8974/8974 10000 / 10000 2'-2"1783 3069/3069 6113/5163 8974/8054 10000 / 10000 2'-8" 1343 2693/2561 6113/3820 8974/5961 10000 / 8107 3'-2" 1217 2165/1969 6113/2931 8672/4576 10000/6224 3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249 4'-0" 860 1651/1349 5365/1999 7342/3123 10000/4249 4'-6" 710 1423/1105 4360/1631 6036/2549 8328/3470 5'-2" 570 1232/12323480/2580 81724-1B/1T 8360/3586 8825/4592 6'-2" 488 991 991 991/991 � 2661 /2143 5681/2698 6472/3685 7'-0" T-0" 416 / 699 1843/1625 3486/2602 6390/3302 81 354 726/699 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 11'4" 255 471 /352 1075/1075 1838/1567 2883/2003 12'-0" 239 418/297 1075/1045 1838/1446 2883/ 1848 12'-8" 0 369/2611002/984 1697/1361 2630/1738 13'-4" 0 328/0 1234/0 1779/0 2662/0 14'4" 0 292/0 1160/0 1660/0 2439/0 16'-0" 0 284/0 950/0 1379/0 1997/0 18'-0" 0 211/0 750/0 1177/0 1676/0 18'-8" 0 142/0 598/0 1114 / 0 1468/0 20'-0" 0 180/0 598/0 1024/0 1441/0 20'-8" 0 145/0 550/0 981 /0 1376/0 22'-8" 1 0 110/0 1 450/0 1 824/0 1 1147/0 RECESSED LINTELS -FILLED 8R14-1B/8R14-0B 3725/3280 3343/3280 2769/2769 2769/1716 2121/1716 1761/1761 1539/1539 1334/1334 1152/1152 THAN 32", USE ON CHART, ALWAYS BE FILLED. 8R22-1 B/8R22-OB 5499/5421 4933/4933 4085/4085 4085/2839 3127 / 2839 _ 2595/2595 1329/2267 1964/1552 1694/1552 VALUES FOR 32" DEEP HEADER USE THE VALUES FOR THE NEXT DEPTH /� /� F/V/"!�� �EGEND DOWN. CLEAR OPENING 8R6-1B/8R6-0I3 Z-4" 1694/1694 2'-8" 1425/1425 3'-0" 1230/1230 _ 3'-4" 1081/920 4'-4" 846/833 5'4" 664/572 6'-4" 526/434 7'-4" 480/322 8'-4" 415/235 AS INDICATED 1) FOR HEADER DEPTHS DEEPER 2) FOR HEADER DEPTHS NOT LISTED 3) POWERS STEEL LINTELS MUST DATE: 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. OD08 REBAR SPLICE DETAIL LINTEL PLAN SCALE: 3/4" = 1'-0" 1 /8••=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�- U O 8F16-0B/1T (0 1-1/2" CLEAR Goo N J9 QO L F 1-1/2" CLEAR z O_ . �� 81720-18/1T Q z T- :j ° ° N Ur = 9'-4" T.O.M. = INTERIOR/EXTERIOR ❑ a W F- z °.' ffi_ _ :; #5 REBAR AT TOP MIN. (1) REQ'D U) WJ W W °a , ---TOP KNOCK OUT/ LINTEL BLOCK oLL BEARING WALL (OR LINTEL (D 81720-013/1T O -\ 11'-4" T.O.M. IF REFERENCED ON SHEET • REQ'D � `t z - C.M.U. LU W —16 GA. POWERS STEEL BOXED O U 0 z 7-5/8" ACTUAL LINTEL S4). VERIFY HEIGHT W/ O 8R22-1B/1T GROUT POWERS STEEL = KNEE WALL TOP ARCHITECTURAL PLANS U.N.O, 60 �- - a ' - #5 REBAR AT BOTTOM OF LINTEL K O 81724-1B/1T @ 11'-4" Q F- 0 J r------ .,� : CAVITY IBOTTOM REINFORCING PROVIDED O 8R22-OB/1T z - - - - - Z 7-5/8" ACTUAL IN LINTEL (VARIES) O 8F24-0B/1T 8" NOMINAL WIDTH = W H ❑ O � O d MOM FILLED C° W O 8R30-1B/1T w(-9 0 8F32-1B/1T O W 1-1/2" CLEAR o z®� U- (D °• - O 8R30 -013/1T 0 ,� LLj T �-- #5 REBAR AT TOP MIN. (1) REQ'D W 1 O 8F32 -0B/1T v -A v 0 Q Q C.M.U. 0 81738 -1 B/1 T W `O O lig' Z O _ O 81`12 -1 B/OT �z _ W ®. � O --- 0 STRUCTURAL �~-BOTTOM REINFORCING PROVIDED 0 8F40-1B/1T DRAFTING: U 7-5/8" ACTUAL IN LINTEL (VARIES) Ow 81`28 -1 B/1T m 8" NOMINAL WIDTH QC CHECK: _O W JOB UNFILLED Q 8F40 -0B/1T 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. OD08 REBAR SPLICE DETAIL LINTEL PLAN SCALE: 3/4" = 1'-0" 1 /8••=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�- U a (0 to Goo N J9 QO L F 1-1/2" CLEAR Sao, a �� _ N Q z T- :j ° ° N Ur w o #5 REBAR AT TOP MIN. (1) REQ'D ❑ a o U) WJ W W °a , ---TOP KNOCK OUT/ LINTEL BLOCK oLL O � u a �.;. COURSE tz O - F- >< a m F- #5 REBAR AT BOTTOM MIN. (1) s O Q • REQ'D � zo LU W —16 GA. POWERS STEEL BOXED O U 0 z 7-5/8" ACTUAL LINTEL T O 8" NOMINAL WIDTH POWERS STEEL 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. OD08 REBAR SPLICE DETAIL LINTEL PLAN SCALE: 3/4" = 1'-0" 1 /8••=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�- U Q 0.. Goo J9 QO Sao, a �� Q N Q LO Ur .rYv�1 ❑ a o W oLL f'll''�� 5 PR�� �/���� tz O W s F- zo � O U — T O — F- z - U U H U7 Q F- 0 J O O z Z EL l� �" F - = W H ❑ O � O d MOM Z LIAW W > O w(-9 0 fy O W Lu z®� U- U) W Z 0 ,� LLj CL W 1 W ~ 0 (j) 0 W W � O lig' Z � M W ®. � O --- STRUCTURAL ENG: MCD DRAFTING: U --- z QC CHECK: _O W JOB No. O w AS INDICATED DATE: p W 4 b 0, w Q U ° w -j Co a z �W U ®a0 -L. -j W < ry 0 Q U Q 0.. Goo J9 QO Sao, a �� U) Z LU ! o : n ..•.I Ci '' O© �: Ur .rYv�1 O� i'd, � � c O < W oLL f'll''�� 5 PR�� �/���� tz � W s 0 Q U Q � Z O F- w O z r o ^ O W LL tz � W rr zo � O U — z C O — F- z - o U H U7 Q F- 0 J O z Z l� �" w = W H ❑ O � O d MOM LIAW W > 11 w(-9 0 U O W Lu z®� Q`o U) W Z -j ,� LLj CL 1 W z Q O z W tz � W Q � W = W - U7 F- 0 z Z ® �" w - O LIAW W > 11 0 O W Lu z®� U) W Z -j ,� LLj CL 1 W ~ 0 (j) 0 W W � O lig' Z � M W ®. � BLDG DESIGN: --- STRUCTURAL ENG: MCD DRAFTING: -DESIGN: --- -STRUCT: RLB QC CHECK: CC JOB No. PSQ-2171468 SCALE: AS INDICATED DATE: 08-23-17 4 b C, /3 21 P 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 M B2x12 TO SUPPORT F02 STAIR LANDING D6 FRAMING B2x8, FIELD VERIFY F6 BOTTOM OF BEAM FOR STAIR CLEARANCE C 2x8 #2 SYP JOISTS AT 16" F6 O.G. JOIST SHOULD r® BUCKET INTO B2x8 W/A35 1 CLIP AND BEAR OVER FLOOR SYSTEM. CONTRACTOR TO PROVIDE 2x KNEEWALL S1 C BELOW W/ STUDS AT 16" O.C. AS REQ'D D 0 La BW1 BW1 18 B y y - -4 ATTACH EACH END TO TRUSSES v V t-- BLOCKING TO WALL BELOW W/ B2x12 TO SUPPORT SIMPSON DTC CLIP F1 ``- STAIR LANDING FT2 D A ®® = 9'-4" T.O.M. = INTERIOR/EXTERIOR T `x FT3 C BEARING WALL (OR LINTEL ------ O --------- 11'4' T.O.M. IF REFERENCED ON SHEET W A y z CJ3T - _ - - - - - - _ FO S4). VERIFY HEIGHT W/ _ /3\ CJ3 D 0 IL CJ5T I @ 11'4" U.N.O. O cn z �� CJ5 , ( � o 1 �- A5T LL B2x8 A4T FO A3T A2T N N W FriAl T � Al ------------- W W FM z Al O U Al 0 O \ Al NOTE: COLUMN TO SUPPORT ® 0 w � LANDING BEAM Al 00ONLY B LW Al 19 5 V FT1 LU (n Q 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 M B2x12 TO SUPPORT F02 STAIR LANDING D6 FRAMING B2x8, FIELD VERIFY F6 BOTTOM OF BEAM FOR STAIR CLEARANCE C 2x8 #2 SYP JOISTS AT 16" F6 O.G. JOIST SHOULD r® BUCKET INTO B2x8 W/A35 1 CLIP AND BEAR OVER FLOOR SYSTEM. CONTRACTOR TO PROVIDE 2x KNEEWALL S1 C BELOW W/ STUDS AT 16" O.C. AS REQ'D D 0 La E2 F4 I FT4 a F4 FBI SD E 0 N H2x8 6_ 1 CJ3 1 1 u 1 C IO C N N N N y DCC \ S D BW1 BW1 18 B 2x4 SYP #2 BLOCKING @ 16" O.C. ATTACH EACH END TO TRUSSES F1 W/ (3) 12d TOE -NAILS. ATTACH t-- BLOCKING TO WALL BELOW W/ B2x12 TO SUPPORT SIMPSON DTC CLIP F1 ``- STAIR LANDING FT2 D A FRAMING = 9'-4" T.O.M. = INTERIOR/EXTERIOR T `x FT3 BEARING WALL (OR LINTEL ------ O --------- 11'4' T.O.M. IF REFERENCED ON SHEET W A z S4). VERIFY HEIGHT W/ _ /3\ =KNEE WALL TOP ARCHITECTURAL PLANS 0 IL @ 11'4" U.N.O. O cn z , � z B o �- UNDER LL B2x8 LU N N W � E2 F4 I FT4 a F4 FBI SD E 0 N H2x8 6_ 1 CJ3 1 1 u 1 C IO C N N N N y DCC \ S D e 4 II - IIS II " ' D1 D2 D3 CJ5 CJ3 ci w SD 2 1 WALL LEGEND BW1 BW1 18 B 2x4 SYP #2 BLOCKING @ 16" O.C. ATTACH EACH END TO TRUSSES F1 W/ (3) 12d TOE -NAILS. ATTACH r BLOCKING TO WALL BELOW W/ SIMPSON DTC CLIP F1 F1 FT2 D e 4 II - IIS II " ' D1 D2 D3 CJ5 CJ3 ci w SD 2 1 WALL LEGEND W Q N r c- ❑ O O = 9'-4" T.O.M. = INTERIOR/EXTERIOR BEARING WALL (OR LINTEL O 11'4' T.O.M. IF REFERENCED ON SHEET W z S4). VERIFY HEIGHT W/ _ =KNEE WALL TOP ARCHITECTURAL PLANS 0 IL @ 11'4" U.N.O. O z � z o 0 LL LU 0- W W W z 06 O U 0 O O Q ® 0 w � W LW LU (n Q (0 z W - :�E W 0 g LL C7 W F- 0- L o0 O�k ZI W 4 - p U',� U O y fu c�� f U Q 0� cep t�'(�!®�CJ ❑-�, W U_ f U Q Z �\ 0� c~n o ❑ cia � LL_ d z O� N o U "w o Z O O z ,* o } O_ UO f—�� W f= ❑ G g 0 X00 W (� U Q❑ fy D Z Om (D Q� 0)z ❑ O � E z 0 Q O 1-- — J J ao 0 �-0�mu _j U ❑ O ° D O W: Q n O�QWLo E 0 C u' W ❑ z Q .0 z0 � Z�U(D W F_ z P- ) Pry W �/ T_ W U) Lam, 0 ❑ I� 0 P W > L se J W 0 X 0 0 Uj P Q LU CL J!SlotA0)0 ❑ U T W - 0) � 0 z < c� Q IIS N' w�l D�n/G BLDG DESIGN: ... SANFOftD STRUCTURAL ENG: MCD W DRAFTING: R% -DESIGN: --- -STRUCT: RLB QC CHECK: CC JOB No. PSQ-2171468 SCALE: AS INDICATED FIR ST F FRAMING PLAN DATE: U&23-17 — NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=V-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. WALL LEGEND �- 0 F- = 9'-4" T.O.M. = INTERIOR/EXTERIOR O BEARING WALL (OR LINTEL � 11'-4" T.O.M. IF REFERENCED ON SHEET Lu S4). VERIFY HEIGHT W/ o = KNEE WALL TOP ARCHITECTURAL PLANSLL @ 11'-4" U.N.O. O O z EXTERIOR FRAME WALL ° SCHEDULE ° (PARK SQUARE) WALLS WITH PLASTER OR STUCCO FINISHES z WALL HEIGHT STUD &SPECIES SPACING SPACING O INTERIOR ZONE END ZONE � 8'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX < z O 9'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX LL 0 cn w w 9'-4" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX ::1 a " 10'-0 2x4 SPF #1/#2 16" O.C. MAX 12" O.C. MAX O F- z U EXTERIOR FRAME WALL NOTES z Q COz O Cp 1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED ry TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR w REQUIRED STUD SPACING. o 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS z & NAILING PATTERN. U 2,1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE 0 O NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF w SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN z C 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS Lu 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 n 4, SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY, w 5. IF EXT. FRAME WALL IS NOT SUPPORTING PLASTER OR STUCCO z FINISHES, FRAMER IS TO FOLLOW CHART ABOVE U.N.O. W U � z C)Q o W �- F- 0 o Q O U O a I— z O LL 0 w O06 w F- z U O Z COz O w o [�LLJ cr- a W w L J Q Lu U ¢ � Luw U) z 'I;W W U � z C)Q o LL. w ■D me U <C U ZI— O ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B 0 p J Cf) J Q w STANDARD 2ND FLOOR FRAMING Z � oa o NOTES. o U 1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR U O WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE. O C) 0 Lu U� U 2. AT ALL WINDOW/ DOOR OPENINGS 2ND FLOOR, CONTRACTOR T - TO FOLLOW THE DETAILS INDICATED BELOW: I— W q�1ti0 OPENING SITTING ON MASONRY- WS06/SD5 (STRAPS/ BASE O O CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT U ON PLANS OR SHEATHING IS NOT CONTINUOUS) w (D OPENING SITTING ON WOOD BEAM- WS07/SD5 (STRAPS Z Z SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR Q SHEATHING IS NOT CONTINUOUS) Z O Ca U' 3. AT ALL CORNERS, CONTRACTOR TO FOLLOW WS09/SD5 U.N.O. U U r Q z C1 W z E C)06 w p (�QOam a CL. ��Nmu-� c Q p U V 0 0 6j 0 r)z Q D Z w z E Q p�¢Wxo z F_ LL T w°wLL 0 a LL Q I-- w O w O 3: cn O I— o c z ZUE�] w - 0 r' ❑ � �3 Lli wW> U 6 W Lu a: ® w W W a W 0- m o U C ® 3 w w (1)� 4 U) O USANFORD n- NBLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: —"__.___.--------- -DESIGN: --- STRUCT: RLB QC CHECK: CC JOB No. PSQ-2171468 SCALE: AS INDICATED ROOF F RAMl LA DATE: 08-23 17 1/411=11-011 S7B WMR & ASSOCIATES, LLC is strictly prohibited. Revision Response to Comments ❑ Permit # )—+ U()L-1 Project Address: -,'I i U LlJ'u AJV1 Contact: " 01111 Q 1 C k--60 (AcI City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date Ph:,L(n- 7?9- 31V,5 Fax: Trades encompassed in revision: Department Building ❑ Plumbing ❑ Electrical ❑ Mechanical ❑ Life Safety ❑ Waste Water General description of revision: ROUTING INFORMATION Approvals �rlr�- ��? 1•lR Department ❑ Utilities ❑ Waste Water ❑ Planning ❑ Engineering ❑ Fire Prevention 0 Building General description of revision: ROUTING INFORMATION Approvals �rlr�- ��? 1•lR cr- Lu CID eD 5 Ca o f �_ C� z o >c() 0o ® a (To � U -J a w - a CD 1 4J» M cD r - o) J G �`�a�a�i��arrrrrs✓, -0? C ate " 09 C'7v�� ��'®` ® r w w o j� da O co"a C7: e LnCLLLi e 0 r. . m®�0 ®p1 e`N m� {�✓� war° � 00-00* � FU a Q C:) r- V) o0 i` E (y) O U LL (� U) I� ..O Q CL 0) N CD O CD c CD 1� 0 E d� d Lo MI X 4— o0 Q d. u- N � w v z vg v n. o� J --W E inW I 0 �w �CL- cr- 5 Ca o >c() 0o ® a (To � n n a w - a CD M cD r - o) J G N -0? C x " �N ® o (D M� LnCLLLi Q w 4-j i� O c' I Z I F�-- I � (D V) I� CD 1� N [B Ca CD CL a' O rr -0 T --I CT) N LN 4- n o• o L o z L a > 41 > o o o o ,,I Q w m O a. w w 0 v� <>r 01ISSUE DATE 09/20/2017 REVISIONS — P ROJECT: PROJECT: 17-0235 _ z SCALE: AS NOTED z DRAWN BY: JML & JF_T_ DESIGNED BY; MJS , COVER PAGE 00 0 O c r Lt J Lo V)00:® cv C� �_ ) tY p O O Ln , o a (M N Ln � n CD �-' 4J c O 0- amt U G 1= ` c:x T (U __j ;31 >L `+- LLJ M P� �✓ 1 i �t p '--+ M , N V) s "4. O ,®xC, ++e r,G.� ate° J V J Y Q ® •�t r� W 4J IUD o ! :a, Jrt�✓°°o m��� q'•a — �'r✓��-- — ��piC `N\CD --- CV � (y) V -- —! L to 0) N LQ?N <C a. 0')cV E M U) Nco Cfl 4� U) O E d' Lo M X c Q a. u- �w z z. (D a E 0 0 vi �� w Lu V Q Ip �w q a 0 O c r a.. V)00:® H n v - W �_ ) tY p O O Ln , o a (M N Ln � n CD �-' 4J c O 0- N 1= ` c:x `+- LLJ M P� �✓ 1 i �t p '--+ M , N V) s O m m 0 E ._ o O O c v � CL a- a V) � �O o O V) c� ] LL, Q H n v - W �_ ) tY p O O Ln .-+ 00 N M H O o a (M N Ln � n CD �-' 4J c O 0- 0 z w O ISSUE DATE 09/20/2017 w REVISIONS PROJECT: 17-0235. z SCALE: AS NOTED^ z DRAWN BY: JML & JFT DESIGNED BY: MJS FLOOR PLAN J 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 I I I 42" A.F.F. (U.N.O.). 5. ALL SMOKE DETECTORS ARE TO BE HARD I WIRED AND INTERCONNECTED. I I I 6. 8' H. VANITY LIGHTS IN MASTER BATHROOM. 7. 7' H. VANITY LIGHTS IN ALL OTHER BATHROOMS. I I 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) J AND PROVIDE AND INSTALL COMPLETE ELECTRICAL SERVICE AS REQUIRED. ELECTRICAL KEY, I I I I - CEILING MOUNTED LIGHT PULL CHAIN LIGHT PC RECESSED LIGHT 0 WALL MOUNTED LIGHT AFS WALL WASH RECESSED AF DUPLEX RECEPTACLE II =� 220 V RECEPTACLE .• I � o I II V =Q 1/2 HOT, 1/2 SWITCHED WATER PROOF RECEPTACLE WP c F AF - FLOOR RECEPTACLE I � AF(rP c TO SWITCH (I S.D. BELOW I I PRE -WIRE FOR CLG. FAN LL F — �GFI GROUND FAULT INTERRUPT WALL SWITCH z -- S.D. AF //0-S. --- — 3 -WAY SWITCH a Ci--...--.- 1--� �o DIMMER SWITCH c 42 (� i� TELEPHONE JACK z CABLE JACK _ PRE -WIRE GARAGE DOOR OPENER ` 4_ )) A- a I 2 X L____GF_I_� -� FLUORESCENT LIGHT s i ELECTRICAL PANEL LL. — 00 CHIME z F n DOOR BELUGARAGE DOOR SWITCH w AF �= z-.> I V.P. � ------- - --- ---- n ( _ - I L= DISCONNECT SWITCH t ELECTRICAL METER w S.D. SMOKE DETECTOR (� C.M.S.D. CARBON MONOXIDE DETECTOR/ SMOKE DETECTOR COMBO a- nf CEILING FAN WALL SCONCE I O- O CHANDELIER r Lu iell L — — C SPOT' J J- -- ..---- - -�---I w Second F Electrical a FLUSH MOUNT FLUORESCENT LIGHT V) LL SCALE: 1/8 = T-0" (11x17) 1/4" = T-0" (22X34) FAN/LIGHT COMBINATION w (� GARBAGE DISPOSAL MOTOR G Os SPEAKER a_ Q JUNCTION BOX C° 0 L.V. LOW VOLTAGE s cv V.P. VAPOR PROOF a- A.F. ARC FAULT PROTECTION O ISSUED ATE O O v co ® d CD N C) O M E rO co 0 Cy-) Lr) -J cn a) > 0 U w Q .J Un. O cA tf U- Qo cm C/) QD -0 co O U) O E 7S Lo M X co Q a- LL: rna � w z �g O E w z w V a `o =C _ _.._... -._...... Lu s ISSUED ATE O v co ® N C) 0) M I1 c) 0 Cy-) Lr) -J cn a) > 0 CD O O ffl O d- Q) w Q w Un. O 0 - - 1 ISSUED ATE � o N 0 iE o z Z4 a- O 4) i -J cn a) > N O CD O O ffl O d- Q) w Q w Un. O 0 - - ISSUEDATE 09/20/2017 0 REVISIONS o _ _ s PROJECT: 17-0235 SCALE: V_ AS NOTED DRAWN BY: JML & JF_T__ 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 6x6xW1.4xW1.4 WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAYBE 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 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. 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 -B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS, DOR SODIUM BORATE (SBX) DOES NOT. 12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE "TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THE AWPA U1 STANDARD. 13. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 14. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS ENGINEERED LUMBER 1. ENGINEERED LUMBER PRODUCTS SHALL CONFORM TO THE CURRENT EDITION OF THE ANSI/AWC NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS). 2. ENGINEERED LUMBER SHALL BE EITHER STRUCTURAL COMPOSITE LUMBER AS DEFINED NDS SECTION 8.1 (INCLUDING LVL, PSL, AND LSL LUMBER) 3. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Ib/int U.N.O. E - 2,000,000 Ib/int U.N.O. E = 1,500,000 Ib/int U.N.O. Fb =2650 Fb =3000 Fb =2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 Fc1=450 Fc1=900 Fc1=450 Fv =285 Fv =285 Fv =150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. CEILING CONSTRUCTION 1, USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. MEANS AND METHODS CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 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 BEA MINIMUM G50 ZINC COATING 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD TREATER. 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF ASTM F1667 PREFABRICATED WOOD TRUSSES 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS. ENGINEER OF RECORD 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF ANSI TPI 1. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS MANUFACTURER UNLESS NOTED ON PLANS 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. TRUSS DESIGN LOADS: TOP CHORD: Lr = 16 PSF DL = 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (TRUSS OVERBUILD) BOTTOM CHORD: DL = 5 PSF . MINIMUM FLOOR DESIGN LIVE LOADS: A) FLOORS = 40 PSF B) BALCONIES= 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) C) DECKS = 40 PSF D) STAIRS = 40 PSF E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. MINIMUM FLOOR DESIGN DEAD LOADS: A) FLOORS = 15 PSF B)BALCONIES = 15 PSF GENERAL LOADING: ATTIC WITHOUT STORAGE = 10 PSF ATTIC WITH LIMITED STORAGE = 20 PSF GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF GUARDRAILS IN -FILL COMPONENTS = 50 PSF GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS -ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE E 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. MELD REFAIK NU I C5 1. OMITTED REBAR DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE 30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING BEND). 2. STRAPS/CONNECTOR SUBSTITUTION MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. -1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. "EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA. CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM &VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. 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 O WIND PRESSURE & SUCTION EFFECTIVE (PSF) WIND N VALUE DENOTES PRESSURE AREA (SQ FT) (_) VALUE DENOTES SUCTION AREA O4 5O (+) 21.2 (+) 21.2 10 (-) 22.9 (-) 28.3 CD (+) 20.2 (+) 20.2 20 (-) 22.0 (-) 26.4 U WU) (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 LINTEL PLAN (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x T-0" 16'-0" x T-0" FIRST FLOOR FRAMING PLAN +) 18.4 + 7. (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 4 4 5 5 __ F- 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 CO O r- 0 SHEET SHEET TITLE O r; z W W SC STRUCTURAL NOTES TZ I- Oww J a O S113 FOUNDATION PLAN z Z CD CD a. S213 DOWEL PLACEMENT PLAN O I - U WU) U) S3 FOUNDATION DETAILS ° a. a'MZ O S413 LINTEL PLAN W H S513 FIRST FLOOR FRAMING PLAN ° J Q S6 NOTES & CONNECTOR LEGEND __ F- S7B ROOF FRAMING PLAN W W W SD1 GENERAL DETAILS J o 06 SD2 GENERAL DETAILS ❑ Z SD3 GENERAL DETAILS c*i U p SD4 GENERAL DETAILS W I- O 4 SD5 2 -STORY DETAILS Q _ U W_ S D6 2 -STORY DETAILS ° Y Z ST1 GENERAL STAIR DETAILS ° Q w w� W a- v z W az 4. L I- U I- cn W W �H(4 q U) LL O O _ _ Q U O J W I- _ I - W U z D O U Q z ❑ W U) d - O z C] MASTER UPDATES Q ° ❑ Z NUMBER DATE DESCRIPTION INTIALS w I- 1 2/17/2017 CREATED ELEV A, B, C, & OPTIONAL BEDROOM#5 DP z I- 2 4/10/2016 QC CLEANUP -ADDED MISSING CALL OUT TO FRAMING PLAN DP t� S 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. U I- ❑ W Z 0 07 W ❑ Y) W U I- 07 J Q I - z W U) W V_ 07 H z W ❑ im Z O D W L W ❑ O U z T-1 r- , o n � N r- �- OIo..Io_I� I- - w U) O J U N 0 W M O W W Q T_ U U a Q 11 LU c- ,�° q,� ®��,oaus Baa® n'�✓��1 r- LL d.. Z ecu o Pj�O �' 9ssvomoov°9 � O'Q � !f!!!11i1�U' LL U 0 M Nr N 0 O z 0 U U N CO O r- c - I - r; z U) ILLI > W U Oww J a oN 6 P O CD CD a. n I - U WU) U) O z O a'MZ O a- t1 N LL LU W 06 O U p Z wU O a Lij ~ W_ Y W Q U Q w w� W a- v z W az C) W W �H(4 q I- - w U) O J U N 0 W M O W W Q T_ U U a Q 11 LU c- ,�° q,� ®��,oaus Baa® n'�✓��1 r- LL d.. Z ecu o Pj�O �' 9ssvomoov°9 � O'Q � !f!!!11i1�U' LL U 0 M Nr N 0 O z 0 U U N CO ,C14 r- c - I� r; rn U) ILLI > W II Oww J oN 6 P U) W CD CD WLLI n I- - w U) O J U N 0 W M O W W Q T_ U U a Q 11 LU c- ,�° q,� ®��,oaus Baa® n'�✓��1 r- LL d.. Z ecu o Pj�O �' 9ssvomoov°9 � O'Q � !f!!!11i1�U' LL U 0 M Nr N 0 O z 0 U U N (D c� W � w 06 WO(n�.�- 0 I- z CY) �7? A 3 WALL LEGEND W co QO D u> V- M N O O H ORNER ARE CONSIDERED ❑ _ ❑ rn O a r N O D (DO 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS = 9'-4" T.O.M. 1110M = INTERIOR/EXTERIOR X & NAILING PATTERN. U O 2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE 0 O O NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF BEARING WALL (OR LINTEL -J SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN z —1 0 W O 0 Lo REVIEW OF EXTERIOR STUDS 11'-4" T.O.M. IF REFERENCED ON SHEET W 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE 0 O U a 4. SYP #2 STUDS MAYBE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. 34). VERIFY HEIGHT W/ _ Wj W U Z r =KNEE WALL TOP ARCHITECTURAL PLANS ❑ o Z 0 @ 11'-4" U.N.O. O (D 0 W -jrnr z z ❑ ��¢o� W O O a_ Z U 1-- � � m O O M LL J W ❑ }: o a -� �`i00WCD ° C� Z EXTERIOR FRAME WALL U) 0T9Q'c O Q (n q O ®'�Z o ❑ ty- Q Q W LL SCHEDULE (PARK SQUARE) 1 W BLDG DESIGN: W w ENG: MCD DRAFTING: Z W W 0 O cWj ZO Q N m WALL HEIGHT STUD & SPECIES SPACING SPACING INTERIOR ZONE END ZONE _ Z 0 C) - W W r 0 LU 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX a- w Q 9'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX S w Q O U cn IY d tj� 9'-4" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX a V) o¢-- z J w Cl 10'-0" 2x4 SPF #1/#2 16" O.C. MAX 12" O.C. MAX O C) a v Q z° w EXTERIOR FRAME WALL NOTES Q � 1 2x4 WALL STUDS WITHIN 5 FT OF EAC C H ORNER ARE CONSIDERED W H ,,�C���r�'":'�� I� N TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR SI REQUIRED STUD SPACING. Or o 2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS = O & NAILING PATTERN. U O 2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE 0 O O NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF co SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN z —1 0 W 50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR 0 Lo REVIEW OF EXTERIOR STUDS 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE 0 O MIN. SPF #1/#2 @ 16" O.C. U.N.O. ON FRAMING PLANS a 4. SYP #2 STUDS MAYBE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY. W(9 Wj W U Z r U Q �J z O ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B - • LU p ������� -DESIGN. --- -STRUCT: RLB QC CHECK: CC ROOF FRAMING PLAN DATE: NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. PSQ-1171468 AS INDICATED 08-23-17 S7B H ,,�C���r�'":'�� I� N LL SI Or o ".'.: z O Z� O Q O O W U 1— O z O ° —1 0 W N Lo Z W O A� 0 LUQ;