02272026_26004 GARAGE EXPANSION PERMIT SET ssrcd 3 23 2026

F 48 HOURS BEFORE IMPOSING CONCENT-RATED OR OTHER LOADS FROM ABOVE. PROVIDE BOND BEAMS WITH TWO (2) #4 HORIZONTAL REINFORCEMENT CONTINUOUS IN ALL MASONRY WALLS AT EACH FRAMING LEVEL. PROVIDE A MINIMUM OF TWO (2) #4 BARS AT THE ENDS OF THE WALLS AND ON EACH SIDE OF EACH OPENING. ALL PIERS AND PARTITIONS SHALL BE BONDED OR ANCHORED TO ADJACENT MASONRY WALLS. PROVIDE TIES TO ADJACENT FLOOR AND ROOF CONSTRUCTION IN ACCORDANCE WITH DETAILS ON DRAWINGS. THE CONTRACTOR SHALL VERIFY ALL OPENINGS BELOW LINTELS INDICATED ARE ADEQUATE TO ACCEPT DO-ORFRAMES, LOUVERS, ETC. AS SHOWN ON THE ARCHITECTURAL AND MECHANICAL DRAWINGS. NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO LINTEL INSTALLATION. 5. 6. 7. MINIMUM 28 - DAY COMPRESSIVE STRENGTH OF MASONRY, SHALL BE 1,500 PSI, UNLESS NOTED OTHERWISE FULL BED AND HEAD JOINTS SHALL BE PROVIDED. HORIZONTAL JOINT REINFORCING: ASTM A82; 9-GUAGE TRUSS-TYPE, GALVANIZED. 1. 2. 3. 4. MASONRY MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (TMS 402-2016) AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SPECIFICATIONS FOR MASONRY STRUCTURES (TMS 602-2016) , EXCEPT WHERE OTHERWISE MODIFIED BY THESE GENERAL NOTES AND SPECIFICATIONS. MORTAR SHALL CONFORM TO ASTM C 270, TYPE M OR S. ALL PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE I. LIME SHALL CONFORM TO ASTM C207 AND MASONRY CEMENT SHALL CONFORM TO ASTM C91. GROUT SHALL CONFORM TO ASTM C 476 AND SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI. SLUMP OF GROUT SHALL BE 8 TO 10 INCHES AND THE MAXIMUM AGGREGATE SIZE SHALL BE 3/8" (AGGREGATE GRADED TO PRODUCE FINE GROUT IN CONFORMANCE WITH ASTM C476 AND C404). CONCRETE BLOCK UNITS: SOLID AND HOLLOW LOAD BEARING UNITS PER ASTM C90, TYPE N-1, AS REQUIRED TO PROVIDE 28 DAY COMPRESSIVE STRENGTH AS NOTED BELOW. 20. 21. 22. 23. ALL MASONRY WORK TO BE EXECUTED IN COLD WEATHER SHALL BE IN CONFORMANCE WITH THE RECOM-MENDATIONS FOR COLD WEATHER CONSTRUCTION FOUND IN THE BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ( TMS 402-2016 ) AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SPECIFI-CATIONS FOR MASONRY STRUCTURES (TMS 602-2016) WITH THE FOLLOWING ADDITIONS: FOR ALL CONDITIONS WHEN TEMPERATURES FALL BELOW 40 DEGREES F, THE TEMPERATURE OF THE NEWLY LAID MASONRY OR NEWLY GROUTED MASONRY SHALL BE MAINTAINED ABOVE 32 DEGREES F FOR A MINIMUM OF 24 HOURS USING

FOR ALL CONDITIONS WHEN TEMPERATURES FALL BELOW 40 DEGREES F, THE TEMPERATURE OF THE NEWLY LAID MASONRY OR NEWLY GROUTED MASONRY SHALL BE MAINTAINED ABOVE 32 DEGREES F FOR A MINIMUM OF 24 HOURS USING THE METHODS DESCRIBED IN ACI 530.1. THE TESTING AND INSPECTION AGENCY SHALL MONITOR THE PROPORTIONING, MIXING, AND CONSISTENCY OF MORTAR AND GROUT ; THE PLACEMENT OF MORTAR , GROUT , AND MASONRY UNITS; AND THE PLACEMENT OF REINFORCING STEEL FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS. ALL WALL SECTIONS AND PIERS LESS THAN TWO SQUARE FEET IN CROSS-SECTIONAL AREA SHALL BE FULLY GROUTED. PROVIDE VERTICAL MASONRY CONTROL JOINTS AT MAXIMUM 25'-0"ON CENTER UNLESS DETAILED ON ARCHITECTURAL DRAWINGS, COORDINATE LOCATIONS WITH ARCHITECT. 24. NO OPENINGS SHALL BE PLACED ABOVE ANY LINTEL WITHIN A HEIGHT LESS THAN OR EQUAL TO THE WIDTH OF THE CLEAR OPENING BELOW THE LINTEL, UNLESS SPECIFICALLY SHOWN OR APPROVED BY THE STRUCTURAL ENGINEER.

"t" = 1 - 0" (N) FTG "b" = 2 - 0" CMU WALL (VIF) (E) 8" THK CMU WALL (VIF) (N) 8" THK "t" = 1 - 0" (N) FTG "b" = 2 - 0" CMU WALL (VIF) (E) 8" THK "t" = 1 - 0" (E) FTG (VIF) "b" = 2 - 0" (E) SOG (VIF) (N) F2.5 (N) F2.0 (N) F4.0 (N) 6x6 (N) HSS4X4X3/8 (N) 4x6 CMU WALL (VIF) (E) 8" THK "t" = 1 - 0" (E) FTG (VIF) "b" = 2 - 0" 27' - 0" 18' - 8 7/8" (E) SOG TO BE CUT (N) F4.5 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" (N) 5" THK SOG W/ 6" X 6" - W1.4x@1.4 WWM T.O.SLAB SHOULB BE MATCHED W/ (E) SOG (N) P1 EXISTINGNEW 8' - 0" 19' - 2 1/8" CMU WALL (VIF) (N) 8"THK (N) T.O.FTG TO BE MATCHED W/ (E) T.O.FTG CMU WALL (VIF) (E) 8" THK "t" = 1 - 0" (E) FTG (VIF) "b" = 2 - 0" (N) HSS4X4X3/8 BELOW A S-2.2 (TYP) LEGEND POST ABOVE + BELOW POST ABOVE POST BELOW (E) WALL ABOVE (E) BEARING WALL (N) LOAD BEARING WALL (N) BEARING WALL ABOVE (N) INCLINED WALL (E) CMU WALL (N) CMU WALL 1. 2. 3. 4. COORDINATE DIMENSIONS WITH ARCHITECTURAL PLANS. DIMENSIONS ARE CONTROLLED BY THE ARCHITECTURAL DRAWINGS. ANY DISCREPANCY IN DIMENSION BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS MUST BE BROUGHT TO THE ENGINEER ’S ATTENTION. INDICATES FOOTING MARK. SEE SCHEDULE FOR SIZE AND REINFORCEMENT. SEE GENERAL NOTES ON S1.0 FOR ADDITIONAL INFORMATION. EXISTING FOUNDATION DATA IS NOT KNOWN HENCE IT IS OWNER'S RESPONSIBILITY. GC TO VERIFY SIZES OF FOOTING PRIOR TO CONSTRUCTION. EOR TO BE INFORMED IF THERE ARE ANY DISCREPANCIES AND CONFLICT. FOUNDATION NOTES FX.X REINFORCINGSIZEMARK FOOTING SCHEDULE F2.0 2'-0" x 2'-0" x 1'-0" (3) #4 EA WAY (BOT) F2.5 2'-0" x 2'-0" x 1'-0" (4) #4 EA WAY (BOT) F4.5 4'-6" x 4'-6" x 1'-0" (4) #5 EA WAY (BOT) F4.0 4'-0" x 4'-0" x 1'-0" (4) #5 EA WAY (BOT) THICKNESS "t"WIDTH "b" WALL FOOTING SCHEDULE 2' - 0" 1' - 0" REINFORCING (3) #4 EA WAY BOT #5 AT 12" OC SW BOT 18' - 8 7/8" (N) (2)2x6 (N) (2)2x6 (N) (2)2x6 (N) (2)2x6 (N) 4x6 (N) 6x6 (N) 4x6 (N) HSS4X4X3/8 (N) (3) 2x12 (N) (2)1 3/4" x 11 7/8" LVL 2.0E (N) (2) 2x12(N) W14X38(N) HSS4X4X3/8 (N) (2)2x6 (N) (2)2x6 (N) (2)2x6 (N) (2)2x6 (N) (2)2x6 (N) (2) 2x12 (N) (2) 2x8 (N) (2) 2x8 (N) (2) 2x8(N) (2) 2x12 (N) 14" DEEP FLOOR TRUSS PER MFR AT 16" OC 27' - 0" C S-2.3 A S-2.3 B S-2.3 E S-2.3 D S-2.3 (N) 4x6 B S-2.3 B S-2.3 (N) 6x6 BELOW BELOW (N) 14" DEEP FLOOR TRUSS PER MFR AT 16" OC 23' - 1 7/8" (N) (3)1 3/4" x 16" LVL 2.0E (N) 2X12 AT 16" OC (N) 2X12 AT 16" OC (N) (2) 2x8(N) (2) 2x8 (N) (2)2x6 (N) (2)2x6 (N) (2)2x6 (N)

) 6x6 BELOW BELOW (N) 14" DEEP FLOOR TRUSS PER MFR AT 16" OC 23' - 1 7/8" (N) (3)1 3/4" x 16" LVL 2.0E (N) 2X12 AT 16" OC (N) 2X12 AT 16" OC (N) (2) 2x8(N) (2) 2x8 (N) (2)2x6 (N) (2)2x6 (N) (2)2x6 (N) (2)2x6 (N) (2) 2x10(N) (2) 2x10 (N) 4x6 (N) (2)2x6 (N) (2)2x6 (N) (2)2x6 (N) (2)2x6 (N) (2)1 3/4" x 11 7/8" LVL 2.0E (N) 2X6 AT 16" OC (N) 2X6 AT 16" OC (N) (2)2x6 (N) (2)2x6 (N) 4x6 27' - 0" 18' - 6 1/8" F S-2.3 (TYP) G S-2.3 5' - 0" 8' - 0" (N) 6x6 FRAMING NOTES 1. 2. 3. 4. 5. 6. 7. 8. COORDINATE DIMENSIONS WITH ARCHITECTURAL PLANS. ROOF DIAPHRAGM TO BE 5/8” CDX (P.I.=48/24) PLYWOOD APPLIED DIRECTLY TO ROOF TRUSSES. PLACE LONG DIRECTION OF PLYWOOD PERPENDICULAR TO ROOF JOISTS/TRUSS DIRECTION. SEE THE GENERAL NOTES ON SHEETS S1.0 FOR ADDITIONAL INFORMATION. ALL JOISTS/TRUSSES ARE DESIGNED FOR LIVE LOAD DEFLECTION OF L/360 AND TOTAL LOAD DEFLECTION OF L/240. DESIGN JOIST FOR ADDL 300 LBS POINT LOADS ANYWHERE ALONG THE SPAN. ALL POST SUPPORTING HEADER AND ROOF BEAMS AT UPPER LEVELS NEED TO BE CONT ALL THE WAY TO FOUNDATION OR STEEL BEAM AT BELOW LEVEL FRAMING. PROVIDE MINIMUM (2) 2x BEARING STUDS AT EACH END OF BEAM/HEADER. ALL HEADERS SHALL BE MINIMUM (2)2X6 FOR OPENINGS UPTO 4'-0" LENGTH AND (2)2X8 FOR OPENINGS GREATER THAN 4' - 0" LENGTH UNO. ON PLAN. ALL EXPOSED WOOD MEMBERS SHALL BE PRESSURE TREATED. ALL EXTERIOR POSTS SHALL BE PRESSURE TREATED OR WOLMANIZED. PROVIDE STUD PACKING AS REQUIRED IF POST WIDTH IS LESS THAN WALL THICKNESS. 9. THE TRUSS HAS BEEN DESIGNED CONSIDERING THE EQUIPMENT WEIGHTS PROVIDED IN THE GENERAL NOTES. 10. PROVIDE REQUIRED WOOD BLOCKING BY TRUSS MANUFACTURER AT ALL INDICATED HATCH LOCATIONS FOR EQUIPMENT SUPPORT. 11. THE SECOND FLOOR FRAMING IS DESIGNED FOR THE EQUIPMENT. CHANGES IN EQUIPMENT POSITION ARE NOT PERMITTED WITHOUT PRIOR APPROVAL FROM THE STRUCTURAL ENGINEER. BEARING WALL SCHEDULE DESCRIPTION FLOOR STUDS SPACING (OC) EXTERNAL WALLS AND CORRIDOR SECOND FLOOR 2x6 16" NOTES: 1. PROVIDE BEARING WALL STUDS AS INDICATED ON BEARING WALL SCHEDULE UNLESS NOTED OTHERWISE ON PLANS. 2. AT BEARING WALLS WHERE ONLY ONE FACE OF WALL IS SHEATHED SUCH AS WALLS AROUND SHAFTS AND DEMISING WALLS PROVIDE SOLID BLOCKING BETWEEN STUDS AT MAX 4' - 0" OC VERT. NON - LOAD BEARING WALL HEADER SCHEDULE (FOR ALL HEADERS NOT SHOWN ON PLAN) OPENING WIDTH HEADER SIZE UPTO 4' - 0" (2) 2x6 (2) 2x84' - 0" TO 6' - 0" 6' - 0" TO 9' - 0" (2) 2x10 INCLINED

- 0" OC VERT. NON - LOAD BEARING WALL HEADER SCHEDULE (FOR ALL HEADERS NOT SHOWN ON PLAN) OPENING WIDTH HEADER SIZE UPTO 4' - 0" (2) 2x6 (2) 2x84' - 0" TO 6' - 0" 6' - 0" TO 9' - 0" (2) 2x10 INCLINED WALLS 2x12 16"SECOND FLOOR COVER (TYP) 2" CLR RENF DETAIL FOR P1 16" 14" CONCRETE PIER SCHEDULE PIER MARK SIZE TIESVERT REINF P1 16" X 14" (8) #5 #3 AT 4" 3" 3/8" = 1'-0" 3 ROOF FRAMING PLAN 3/8" = 1'-0" 2 SECOND FLOOR FRAMING PLAN 3/8" = 1'-0" 1 FOUNDATION PLAN REVISION/ISSUENO. DATE THESE DRAWINGS ARE PROPERTY OF YOGI ENGINEERING LLC. THERE MUST NOT BE REPRODUCED IN WHOLE OR PART. ANY UNAUTHORIZED USE WITHOUT WRITTEN PERMISSION IS PROHIBITED. YOGI ENGINEERING LLC DISCLAIMS RESPONSIBILITY OF THE DOCUMENTS IF USED IN WHOLE OR PART OF ANY OTHER LOCATION. CONTRACTOR SHOULD REVIEW AND VERIFY ALL DIMENSIONS AND CONDITIONS. CONTRACTOR TO REPORT APPLICANT OF ANY ERROR, OMISSION OR INCONSISTENCY DISCOVERED. DISCLAIMER DATE: DRAWN BY: CHKD. BY: PROJECT NO: SCALE: SHEET NO: DRAWING TITLE: PROJECT: yogiengs@gmail.com 238 CHITTENDEN RD, CLIFTON, NEW JERSEY 07013 M: 551.232.4302 02-27-2026 FP SNP FOR PERMITR0 02-27-2026 PROFESSIONAL SEAL ENGINEER AT CLIENT: MAX GROSSMAN As indicated S-2.0 PROPOSED FLOOR PLANS AND FOUNDATION DETAILS 26004 WEST ORANGE, NJ GARAGE EXPANSION

BWL-1 BWL-2 BWL-BBWL-A 18' - 3 3/8" 26' - 6 1/2" 4' - 0" 9' - 9 7/8" 4' - 0" 3' - 0"21' - 0"3' - 0" 7' - 1 3/8"4' - 11 1/2"3' - 1 1/8"4' - 11 1/2"6' - 10 1/2" 4' - 0" 3' - 3 1/4" 3' - 3 3/8" 3' - 3 1/4" 4' - 0" LEGEND CS-WSP CS-WSP-BWP BRACE WALL FRAMING NOTES 1. 2. 3. 4. 5. 6. 7. MAXIMUM SPACING BETWEEN ADJACENT EDGES OF BWP SHALL NO EXCEED 20'. MAXIMUM BWL SPACING SHALL NOT EXCEED 60' ON CENTER. BRACED WALL PANELS SHALL BE CONNECTED TO FLOOR/CELLING FRAMING AS PER DETAIL 2/S2.1. CS-WSP SHEATHING SHALL HAVE SPAN RATING OF 24 AND MINIMUM 3/8" THK OSB PLYWOOD APPLIED DIRECTLY TO WALL STUDS. PLACE ALONG DIRECTION OF PLYWOOD PERPENDICULAR TO WALL STUD AND STAGGER END LAPS, SHEATHING MUST BE INSTALLED ON ABOVE AND BELOW OPENINGS ALONG WALL LINES. WOOD STRUCTURAL PANEL SHEATHING SHALL BE FASTENED WITH 6d COMMON NAILS (2.0"x0.113") @ 6" OC. AT PANEL EDGES AND 12" OC. AT ALL INTERMEDIATE FRAMING. ALL SILL PLATE ANCHOR BOLTS SHALL BE CAST-IN-PLACE EXCEPT WHERE NOTED OTHERWISE ON PLAN & DETAILS. ADHESIVE OR EXPANSION ANCHORS MAY NOT BE USED WITHOUT PRIOR WRITTEN APPROVAL FROM THE ENGINEER OF RECORD. SIMPSON STRONG TIE LSTA 18 SHALL BE FASTENED WITH FASTENERS (14) 0.148"X 2 1/2". BRACING ABBREVIATIONS CONTINUOUS SHEATHED WOOD STRUCTURAL PANEL CS-WSP - BRACED WALL PANELBWP - CONTINUOUS SHEATHED PORTAL FRAME CS-PF - BRACED WALL LINEBWL - CONTINUOUS RIM OR BAND JOIST 3-16d AT 16" OC ALONG BRACED WALL PANEL 3/4" SHEATHING BLKG. PER MFR AT 24" OC FLOOR TRUSS PER MFR INCLINED BRACE WALL PANEL (E) WOOD WALL CONTINUOUS RIM OR BAND JOIST 3-16d AT 16" OC ALONG BRACED WALL PANEL INCLINED BRACE WALL PANEL (E) WOOD WALL REVISION/ISSUENO. DATE THESE DRAWINGS ARE PROPERTY OF YOGI ENGINEERING LLC. THERE MUST NOT BE REPRODUCED IN WHOLE OR PART. ANY UNAUTHORIZED USE WITHOUT WRITTEN PERMISSION IS PROHIBITED. YOGI ENGINEERING LLC DISCLAIMS RESPONSIBILITY OF THE DOCUMENTS IF USED IN WHOLE OR PART OF ANY OTHER LOCATION. CONTRACTOR SHOULD REVIEW AND VERIFY ALL DIMENSIONS AND CONDITIONS. CONTRACTOR TO REPORT APPLICANT OF ANY ERROR, OMISSION OR INCONSISTENCY DISCOVERED. DISCLAIMER DATE: DRAWN BY: CHKD. BY: PROJECT NO: SCALE: SHEET NO: DRAWING TITLE: PROJECT: yogiengs@gmail.com 238 CHITTENDEN RD, CLIFTON, NEW JERSEY 07013 M: 551.232.4302 02-27-2026 FP SNP FOR PERMITR0 02-27-2026 PROFESSIONAL SEAL ENGINEER AT CLIENT: MAX GROSSMAN As indicated S-2.1 BRACE WALL LAYOUT AT DETAILS 26004 WEST

EN RD, CLIFTON, NEW JERSEY 07013 M: 551.232.4302 02-27-2026 FP SNP FOR PERMITR0 02-27-2026 PROFESSIONAL SEAL ENGINEER AT CLIENT: MAX GROSSMAN As indicated S-2.1 BRACE WALL LAYOUT AT DETAILS 26004 WEST ORANGE, NJ GARAGE EXPANSION 3/8" = 1'-0" 1 BRACE WALL LAYOUT AT SECOND FLOOR 3/4" = 1'-0" 2 EXTERIOR BRACE WALL PANEL CONN. 3/4" = 1'-0" 3 BWP CONN. PERPENDICULAR FRAMING

PIPE SLEEVE, 2" LARGER THAN PIPE. WRAP BTWN PIPE & SLEEVE W/ A COMPRESSIBLE MATERIAL FTG WIDTH 2" MIN DEPTH FTG 2" MIN EXCAVATION MECH DEPTH OF WALL PERMITTED AT THIS AREA (SEE NOTE 2) NO PIPE THRU 1. 2. 3. NOTES: THIS DETAIL SHOWS PERMISSIBLE LOCATIONS OF PIPES, CONDUITS, ETC UNDER BEARING WALLS. STEP FTG EA SIDE OF PIPE SO SLEEVE & PIPE WILL PENETRATE STEM WALL. CONC BACK FILL NOT REQUIRED BY STRUCTURAL ENGINEER UNDER NONBEARING WALL FTG WHEN MECHANICAL EXCAVATION IS LESS THAN 1'-0" DEEP BY 1'-0" WIDE. UNLESS NOTED OTHERWISE X S-2.2 2000 PSI CONC 1 1 WALL REINF 1 1 WIDTH OF EXCAVATION MIN 6" MIN 6" MIN 6" CONSTRUCTION JOINT B CONTROL JOINT 20'-0" OC (MAX) COMPACTED GRANULAR FILL STOP SLAB REINF AT JOINT PROVIDE 1/2" DIA x 2'-0" PLAIN BAR AT 24" OC COAT BAR TO PREVENT BOND W/ CONC SEE PLAN FOR SLAB THICKNESS & REINF (TYP) COMPACTED GRANULAR FILL SEE PLAN FOR SLAB THICKNESS & REINF (TYP) SAW-CUT BARS WITHOUT BURRS OR GRIND SMOOTH 1/8" x 1 1/2" PREMOLDED CONT MASTIC JOINT STRIP OR PREMOLDED CONST JOINT (MAY BE SAW-CUT AT CONTRACTORS OPTION, SAW-CUT AS SOON AS SLAB HAS CURED ENOUGH TO SUPPORT SAW-CUTTING EQUIPMENT, & WITHIN 24 HOURS OF SLAB POUR). 1. NOTE: ANY JOINT MAY BE A CONTROL JOINT OR CONSTRUCTION JOINT, AT CONTRACTORS OPTION. 20'-0" OC (MAX) 20'-0" OC (MAX) 20'-0" OC (MAX) A 4" 4" SLAB ON GRADE PER PLAN PER PLAN "b" PER PLAN "t" UNDISTURBED EARTH OR STRUCTURAL FILL REINF PER SCHED 32" MIN PER PLAN DRAIN PER ARCH DOWELS TO MATCH WALL VERTICAL REINF. ISOLATION JOINT CONCRETE WASH AT FTG (TYP) FINISH PER ARCH 2x SILL PL W/ 1/2" DIA BOLTS AT 4'-0" OC (6" EMBED) (EMBED) 6" 2X WALL STUDS BOND BEAM (2) #5 CONT 3" #5 AT 24" OC (V) WATER PROOFING PAVEMENT PER CIVIL (N) SIMPSON "ABU" POST BASE CONNECTOR (N) WOOD POST PER PLAN 3/4" DIA A. BOLT W/ HILTI HIT RE 500 7" EMBED EMBED 7" PER PLAN (E) CMU WALL (E) SOG REINF PER SCHED (N) WOOD POST PER PLAN ABVB66 SIMPSON POST BASE MATCH FILLING W/ (E) SOG #5 AT 12" OC BAR TO EMBED 5" W/ HILTI HIT RE 500 EMBED 5" "B" PER PLAN (N) SOG FILL (2) #4 x 4'-0" CNTRD AT POST BASE (TYP) (N) SIMPSON "ABU" POST BASE CONNECTOR (N) WOOD POST PER PLAN 3/4" DIA A. BOLT 7" EMBED EMBED 7" (N) FULLY GROUTED CMU WALL BOND BEAM BOND BEAM UNIT BOND BEAM REINF 3/4" MIN COVER AT GROUT POUR STOP GROUT POUR 1/2" BELOW BAR POSITIONER FIRST COURSE ABOVE BOND BM WALL REINF AT END OF WALL WALL REINF AT CORNER #3 HOOK 2-6 LAP W/ HORIZ BM REINF CORNER

OND BEAM REINF 3/4" MIN COVER AT GROUT POUR STOP GROUT POUR 1/2" BELOW BAR POSITIONER FIRST COURSE ABOVE BOND BM WALL REINF AT END OF WALL WALL REINF AT CORNER #3 HOOK 2-6 LAP W/ HORIZ BM REINF CORNER BARS TO MATCH HORIZ REINF TYP HORIZ REINF #5 AT 8" OC VERT BARS UPTO TWO CELLS IN CMU WALL AT END LOCATIONS (TYP). PROVIDE (2) #5 JAMB STEEL FOR CMU ALONG GRID-6. END OF WALL OR EDGE OF OPNG HORIZ REINF STOP SHORT OF CORNER CELL #5 AT 8" OC VERT BAR UPTO TWO CELLS IN EITHER DIRECTION IN CMU WALL AT CORNER LOCATIONS (TYP) 40 DIA (TYP) 40 DIA +8" REINFORCING STEEL: BLOCK THICKNESS 8" BOND BEAMS & LINTELS: REINFBLOCK SIZE BOND BEAMS: MASONRY WALL REINFORCEMENT (UNLESS NOTED OTHERWISE IN SECTIONS/DETAIL) FILL BLOCK VOIDS CONTAINING REINF STEEL W/ 2500 PSI CONC. USE 1/2" MAX AGGREGATE SIZE (2) #5 #5 AT 24"OC HORIZONTAL (BOND BEAMS) VERTICAL BARS ALL JAMBS & CORNERS TO BE REINFORCED W/ CONTINUOUS VERTICAL BAR. FRAME ALL OPENINGS EXCEEDING 24" W/ (2) #5, EXTEND 24" BEYOND CORNERS. FILL ALL BOND BEAMS & LINTELS W/ 2500 PSI CONCRETE W/ 1/2" MAX. AGGREGATE SIZE. PROVIDE CONTINUOUS BOND BEAM COURSE AT TOP OF WALL, DOOR HEAD HEIGHT & AT 4'-0"OC (MAX) BTWN TOP OF WALL & FLOOR LINE. (TYP) 1/2" CLR (2) #58 x 16 1. SEE PLANS, WALL ELEVATIONS/SCHEDULE FOR TYPICAL WALL REINFORCEMENT SIZE AND SPACING. 2. LAY CMU BLOCKS IN RUNNING BOND PATTERN UNO. 3. SOLID GROUT ALL CELLS WITH REINFORCEMENT IN PARTIALLY GROUTED CMU. 4. NO CONDUITS OR PIPES ARE ALLOWED IN CELLS WITH REINFORCEMENT. 5. ALL REINFORCEMENT SHALL BE CONTINUOUS WITH LAPS PER SCHEDULE. PROVIDE BAR POSITIONERS FOR VERTICAL REINFORCEMENT AT 4'-0" OC (MAX). 6. PROVIDE ADDITIONAL REINFORCEMENT, BEYOND TYPICAL, WHERE NOTED ON PLANS AND DETAILS. 7. ALL JAMBS, WALL ENDS, AND CORNERS SHALL HAVE (2) #5 (V) U.N.O. 8. WALLS TO HAVE CONTINUOUS HORIZONTAL REINFORCEMENT AT BASE, AT TOP, AND AT FLOOR AND ROOF DECK LEVEL. 9. PROVIDE (2) #5 HORIZONTAL, EXTENDING 24" BEYOND CORNERS, AT HEAD AND SILL OF ALL OPENINGS MORE THAN 2'-0" WIDE. 10. CONTROL JOINTS TO BE LOCATED BY THE ARCHITECT. CONTROL JOINTS SHALL BE A MINIMUM 16" FROM THE EDGE OF OPENINGS. HORIZONTAL REINFORCEMENT TO RUN THROUGH CONTROL JOINTS. SEE CONTROL JOINT DETAIL FOR MORE INFORMATION. 11. SEE TYPICAL DETAILS FOR MORE INFORMATION. 12. SEE S1.0, S1.1 FOR GENERAL NOTES. CMU NOTES CMU-REBAR SPLICE SCHEDULE FM' = 1500 8 IN CMU REBAR SIZE REBAR LOCATION IN

NT DETAIL FOR MORE INFORMATION. 11. SEE TYPICAL DETAILS FOR MORE INFORMATION. 12. SEE S1.0, S1.1 FOR GENERAL NOTES. CMU NOTES CMU-REBAR SPLICE SCHEDULE FM' = 1500 8 IN CMU REBAR SIZE REBAR LOCATION IN CMU DEV./SPLICE LENGTH REBAR LOCATION IN CMU DEV./SPLICE LENGTH 3 4 5 6 CENTER CENTER CENTER CENTER 15 20 25 43 FACE FACE FACE FACE 15 25 39 74 (UNLESS SHOWN OTHERWISE) (3) #512 x 16 PER PLAN "t" 1/4 (TYP) HSS COL PER PLAN(2" MAX) DRYPACK BASE PL PER SCHED W/ (4) 3/4" DIA ASTM F1554 A-36 THREADED HEX HEAD BOLTS 16" x 14" PEDESTAL W/ (8) #5 (V) AND #3 TIES AT 4" OC CENTER PLINTH AT HSS (TYP) BASE PLATE SCHED* (UNLESS SHOWN OTHERWISE) COLUMN SIZE BASE PLATE HSS 4 x 4 PL 1" x 1'-2" x 1'-2" PEDESTAL - P1 (8) #5 (V) #4 TIES AT 4" OC (TYP) 2" 1' - 4" 1' - 2" 9"(TYP) 1 1/2" 4" 5 1/2" 1 1/2" HSS COL PER PLAN PLAN VIEW (N) SLAB ON GRADE (N) CMU WALL PER PLAN PER PLAN 10" 3" 11" 1' - 0" 1/4" THK LEVELLING PLATE REINF PER SCHED (N) SOG FILL (N) HSS COL PER PLAN C 1/4 BASE PLATE SCHED* (UNLESS SHOWN OTHERWISE) COLUMN SIZE BASE PLATE HSS4X4X3/8 PL 3/4" x 10" X 10" 3" "b" PER SCHED (TYP) 1 1/2" (TYP) 1 1/2" (N) HSS COL PER PLAN PLAN VIEW (N) BASE PLATE PER SCHED W/ (4) 3/4" DIA ASTM F1554 A-36 THREADED HEX HEAD BOLTS 3" L GROUT 2" (E) SOG #4 AT 16" OC 24" LONG 5" EMBED INTO (E) SOG W/ HILTI HY-200 PER SCHED "t" EMBED 9" 6" EMBED (N) 1/4" THK LEVELING PL (E) SOG (VIF) NOTE: NON-SHRINK GROUT BELOW BASE PLATE. REINF PER SCHED CMU WALL (E) 12" THK 6" 6" (N) CMU WALL PER PLAN (E) FTG (VIF) (4) #5 24" LONG (6" EMBED) W/ HILTI HIT RE 500 (TYP) REINF PER SECTION REINF PER SCHED WALL REINF AS PER SECTION (6" EMBED) W/ HILTI HIT RE 500 (TYP) 3/4" = 1'-0" 5 TYP POST ON INTERNAL FTG DETAIL 1" = 1'-0" 4 TYPICAL WOOD POST ON (E) CMU WALL DETAIL 1" = 1'-0" 6 TYPICAL WOOD POST ON (N) CMU WALL DETAIL REVISION/ISSUENO. DATE THESE DRAWINGS ARE PROPERTY OF YOGI ENGINEERING LLC. THERE MUST NOT BE REPRODUCED IN WHOLE OR PART. ANY UNAUTHORIZED USE WITHOUT WRITTEN PERMISSION IS PROHIBITED. YOGI ENGINEERING LLC DISCLAIMS RESPONSIBILITY OF THE DOCUMENTS IF USED IN WHOLE OR PART OF ANY OTHER LOCATION. CONTRACTOR SHOULD REVIEW AND VERIFY ALL DIMENSIONS AND CONDITIONS. CONTRACTOR TO REPORT APPLICANT OF ANY ERROR, OMISSION OR INCONSISTENCY DISCOVERED. DISCLAIMER DATE: DRAWN BY: CHKD. BY: PROJECT NO: SCALE: SHEET NO: DRAWING TITLE: PROJECT: yogiengs@gmail.com 238 CHITTENDEN RD, CLIFTON, NEW JERSEY