02272026_26004 GARAGE EXPANSION PERMIT SET ssrcd 3 23 2026

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 S-1.0 GENERAL NOTES 26004 WEST ORANGE, NJ GARAGE EXPANSION GENERAL NOTES STRUCTURAL DESIGN SPECIFICATIONS 1. CODES & STANDARDS: ▪ DESIGN BASED ON THE 2021 INTERNATIONAL RESIDENTIAL CODE (NEW JERSEY EDITION).STRUCTURAL MATERIALS CONFORM TO: A. ACI 301-20, ACI 117-10 FOR CONCRETE B. NDS 2018 FOR WOOD CONSTRUCTION C. ASCE 7-22 FOR DESIGN LOADS 2. RESIDENTIAL DESIGN LOADS AS PER CODE ASCE/SEI 7-22 A. ROOF LOAD INFORMATION DEAD LOAD : 15 PSF. B. FLOOR LOAD INFORMATION DEAD LOAD : 20 PSF. LIVE LOAD : 100 PSF. C. EQUIPMENT LOADING INFORMATION BRIDGEPORT MILL = 2000 LB TOOL CHEST (FULLY LOADED) = 1500LB WORK BENCH (FULLY LOADED) = 800 LB MITER CHOPPER = 300 LB LATHES = 2000 LB CNC MACHINE = 450 LB D. ROOF SNOW LOADS: GROUND SNOW LOAD, P G = 25 PSF ROOF SNOW LOAD, P F = 25 PSF SNOW EXPOSURE FACTOR, C E = 0.9 SNOW LOAD IMPORTANCE FACTOR, I S = 1.1 RISK CATEGORY : II EXPOSURE: ‘B’ THERMAL FACTOR, C T = 1.2 MINIMUM SNOW LOAD: PER ASCE 7-16 E. WIND LOADS: BASIC WIND SPEED, V3S = 115 MPH WIND IMPORTANCE FACTOR, I W = 1.00 WIND EXPOSURE: ‘B’ TOPOGRAPHICAL FACTOR K zt= 1.0 INTERNAL PRESSURE COEFFICIENT = +/- 0.18 DIRECTIONALITY FACTOR Kd = 0.85 GROUND ELEVATION FACTOR K e = 1.0 RISK CATEGORY: II F. THE SCOPE OF WORK IS LIMITED TO PROVIDING FIRST-FLOOR FRAMING FOR EQUIPMENT AND THE PROPOSED ROOF FRAMING. ALL OTHER EXISTING WOOD FRAMING, PERIMETER WALLS, AND FOUNDATIONS ARE ASSUMED TO BE SAFE AND IT BELONGS TO OWNERS RESPONSIBILITY. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. GENERAL CONDITIONS: THE INTENT OF THESE DRAWINGS IS TO SHOW ALL ITEMS NECESSARY TO COMPLETE THE STRUCTURE. FOR ITEMS, METHODS, AND/OR MATERIALS NOT SHOWN, THE MINIMUM REQUIREMENTS OF THE REFERENCE CODE SHALL GOVERN. ALL

THE INTENT OF THESE DRAWINGS IS TO SHOW ALL ITEMS NECESSARY TO COMPLETE THE STRUCTURE. FOR ITEMS, METHODS, AND/OR MATERIALS NOT SHOWN, THE MINIMUM REQUIREMENTS OF THE REFERENCE CODE SHALL GOVERN. ALL WORK AND CONSTRUCTION SHALL COMPLY WITH ALL OTHER APPLICABLE RESIDENTIAL CODES, SOIL REPORTS, REGULATIONS, AND SAFETY REQUIREMENTS. THROUGHOUT THESE DRAWINGS, THE TERM ENGINEER REFERS TO THE ENGINEER OF RECORD FOR THIS PROJECT. OTHER ENGINEERING DISCIPLINES WILL BE EXPLICITLY DESCRIBED. THE TERM ARCHITECT REFERS TO THE ARCHITECT OF RECORD FOR THIS PROJECT. DEVIATIONS FROM THE REQUIREMENTS OF THESE DRAWINGS OR NOTES SHALL ONLY BE PERMITTED WITH THE WRITTEN APPROVAL OF THE ENGINEER OF RECORD. APPROVAL OF ONE DEVIATION DOES NOT CONSTITUTE APPROVAL OF ANY OTHERS. IT SHALL BE THE CONTRACTOR’S SOLE RESPONSIBILITY TO DESIGN AND PROVIDE ADEQUATE SHORING, BRACING, FORMWORK, ETC. AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING THE CONSTRUCTION OF THE BUILDING. SHORING AND TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL FLOORS, ROOF , AND LATERAL BRACING SYSTEMS HAVE BEEN ENTIRELY CONSTRUCTED, OR UNTIL THE PARTIALLY BUILT STRUCTUR E IS PROVEN SAFE AND STABLE BY A REGISTERED ENGINEER ENGAGED BY THE CONTRACTOR. SHORING DRAWINGS AND CALCULATIONS SHALL BE SEALED BY A REGISTERED ENGINEER AND SUBMITTED TO THE ARCHITECT / ENGINEER FOR REVIEW. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES DURING CONSTRUCTION SHALL BE MAINTAINED PER ASCE STANDARD NO. 3702 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION." THE CONTRACTOR SHALL VISIT THE SITE, VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS, AND FAMILIARIZE THEMSELVES WITH THE SCOPE BEFORE BIDDING OR CONSTRUCTION. NO CLAIMS FOR ADDITIONAL COMPENSATION SHALL BE MADE FOR LACK OF SUCH VERIFICATION. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED ROOF OR FLOOR. THE LOAD SHALL NOT EXCEED THE DESIGN LOADS PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. ALL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND ARE NOT FOR CONSTRUCTION UNTIL SIGNED AND SEALED BY THE ENGINEER. THE CONTRACTOR SHALL REVIEW AND COORDINATE ALL DRAWINGS PRIOR TO CONSTRUCTION AND REPORT ANY DISCREPANCIES TO THE ARCHITECT FOR CLARIFICATION. ANY WORK NOT IN COMPLIANCE WITH THE CONTRACT DOCUMENTS OR APPLICABLE CODES SHALL BE CORRECTED BY THE CONTRACTOR AT NO COST TO THE OWNER,

ND REPORT ANY DISCREPANCIES TO THE ARCHITECT FOR CLARIFICATION. ANY WORK NOT IN COMPLIANCE WITH THE CONTRACT DOCUMENTS OR APPLICABLE CODES SHALL BE CORRECTED BY THE CONTRACTOR AT NO COST TO THE OWNER, ARCHITECT, OR ENGINEER. NOTES AND DETAILS ON DRAWING SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO NOTE OR DETAIL IS GIVEN, CONSTRUCTION SHALL BE PER TYPICAL STRUCTURAL, MANUFACTURER, OR ARCHITECTURAL DETAIL. ALL CONTRACTOR DESIGNED ELEMENTS SHALL BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER. CONTRACTOR SHALL SUBMIT CALCULATIONS CERTIFYING THAT ELEMENTS ARE DESIGNED FOR THE STATED UNFACTORED LOADS. DO NOT SCALE DRAWINGS. 1. 2. CONCRETE WORK: CONCRETE ALL CONCRETE WORK SHALL CONFORM TO ACI 318-19, ACI 301-20, AND ACI 117-10, UNLESS MODIFIED BY THESE DRAWINGS. ALL CAST -IN - PLACE CONCRETE SHALL BE WITH THE EXPOSURE CATEGORIES, WATER-CEMENT RATIOS, ENTRAINED AIR AND MINIMUM 28-DAY COMPRESSIVE STRENGTHS AS INDICATED IN THE CONCRETE SCHEDULE ON THIS SHEET. ELEMENTS EXPOSURE CATEGORY F'C FOUNDATION F0 S0 C0 4000 SLAB ON GRADE F0 S0 C0 4000 3. MIX DESIGNS SHALL BE PREPARED BY AN APPROVED TESTING AGENCY AND SUBMITTED TO THE ENGINEER OF RECORD (EOR) FOR REVIEW PRIOR TO PLACEMENT. 4. CONCRETE SHALL BE PLACED ON CLEAN , APPROVED SUBGRADE OR FORMWORK , CONSOLIDATED WITH MECHANICAL VIBRATION, AND PROTECTED FROM SEGREGATION OR FREEZING. 5. CURING SHALL BE CONTINUOUS FOR AT LEAST 7 DAY OR BY APPROVED CURING COMPOUND IN ACCORDANCE WITH ACI 301. 6. CONCRETE TOLERANCES AND FLOOR FLATNESS/LEVELNESS SHALL COMPLY WITH ACI 117. 7. EMBEDDED ITEMS, SLEEVES AND ANCHOR BOLTS SHALL BE COORDINATED WITH OTHER TRADES PRIOR TO PLACEMENT. 8. FIELD TESTING AND INSPECTION SHALL CONFORM TO ASTM C31/C39 AND IRC SECTION R109. 1. 2. 3. 4. 5. REINFORCING: REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 OR ASTM A706 (FOR WELDABLEBARS). USE EPOXY-COATED BARS WHERE CONCRETE IS EXPOSED TO MOISTURE OR SOIL. REINFORCEMENT DETAILING, SPLICING, AND PLACEMENT SHALL CONFORM TO ACI 318-19 AND ACI 315. MINIMUM CONCRETE COVER SHALL COMPLY WITH ACI 318 TABLE 20.6.1.3.1: A. 3 IN. FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH, B. 2 IN. FOR EXTERIOR SURFACES EXPOSED TO WEATHER, C. ¾ IN. FOR INTERIOR SLABS AND BEAMS NOT EXPOSED TO WEATHER OR SOIL. LAP SPLICES SHALL BE CLASS B TENSION SPLICES UNLESS NOTED OTHERWISE. LAP LENGTHS & DEVELOPMENT LENGTHS SHALL CONFORM TO ACI

ATHER, C. ¾ IN. FOR INTERIOR SLABS AND BEAMS NOT EXPOSED TO WEATHER OR SOIL. LAP SPLICES SHALL BE CLASS B TENSION SPLICES UNLESS NOTED OTHERWISE. LAP LENGTHS & DEVELOPMENT LENGTHS SHALL CONFORM TO ACI 318-19 CHAPTER 25. REINFORCING BARS SHALL BE ACCURATELY POSITIONED AND SECURELY TIED. USE NON - CORROSIVE BAR SUPPORTS WITH ADEQUATE COVER. 1. 2. 3. 4. 5. 6. 7. ANCHORAGE TO HARDENED CONCRETE: ALL POST - INSTALLED ANCHORS SHALL HAVE A VALID ICC-ES EVALUATION REPORT (ESR) AND BE INSTALLED STRICTLY PER MANUFACTURER ’S INSTRUCTIONS. ADHESIVE (EPOXY) ANCHORS: A. USE HILTI HIT-HY 200 OR SIMPSON SET-XP (OR APPROVED EQUAL) WITH THREADED RODS CONFORMING TO ASTM A193 GRADE B7 OR F1554 GRADE 36/55. B. ADHESIVE ANCHORS SHALL BE INSTALLED ONLY BY TRAINED PERSONNEL CERTIFIED PER MANUFACTURER REQUIREMENTS. MECHANICAL ANCHORS: A. USE HILTI KWIK BOLT TZ, SIMPSON STRONG-BOLT 2, OR APPROVED EQUAL MEETING ASTM F1554. DRILL HOLES TO THE SPECIFIED EMBEDMENT DEPTH, CLEAN THOROUGHLY (BLOW, BRUSH, BLOW), AND INSTALL ANCHORS IN DRY, DUST-FREE HOLES. ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION PER IRC R403.1.6. MINIMUM EDGE DISTANCES AND SPACINGS SHALL CONFORM TO MANUFACTURER DATA AND ACI 318-19 CHAPTER 17. SUBSTITUTIONS OF ANCHOR TYPE, SIZE, OR INSTALLATION METHOD REQUIRE WRITTEN APPROVAL FROM THE ENGINEER OF RECORD (EOR) PRIOR TO USE. STRUCTURAL ABBREVIATIONS A.B. ANCHOR BOLT ADD/L ADDITIONAL AFF ABOVE FINISHED FLOOR ARCH ARCHITECT/ARCHITECTURAL BFF BELOW FINISHED FLOOR B.N. BOUNDARY NAILING CA COLUMN ABOVE C.I.P. CAST IN PLACE CJ CONTROL JOINT CL CENTER LINE CLR CLEAR COL. COLUMN CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT. CONTINUOUS COORD. COORDINATE DET. DETAIL DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DWG DRAWING (E) EXISTING EA EACH EJ EXPANSION JOINT EL ELEVATION ENGR ENGINEER EOD EDGE OF DECK EOR ENGINEER OF RECORD EOS EDGE OF SLAB EQUIP EQUIPMENT EW EACH WAY EXP EXPANSION EXT EXTERIOR F.F. FINISHED FLOOR FDN FOUNDATION FFE FINISHED FLOOR ELEVATION FIN. FINISH(ED) FLR. FLOOR FT FOOT / FEET FTG. FOOTING GA GAUGE GALV. GALVANIZE (D) (ING) HI HIGH HORIZ. HORIZONTAL JBE JOIST BEARING ELEVATION MFR MANUFACTURER (N) NEW O.C. ON CENTER PSF POUNDS PER SQUARE FOOT P.T. PRESSURE TREATED REINF REINFORCEMENT SS STAINLESS STEEL SYP SOUTHERN YELLOW PINE U.N.O. UNLESS NOTED OTHERWISE VERT VERTICAL W/ WITH WWF

FACTURER (N) NEW O.C. ON CENTER PSF POUNDS PER SQUARE FOOT P.T. PRESSURE TREATED REINF REINFORCEMENT SS STAINLESS STEEL SYP SOUTHERN YELLOW PINE U.N.O. UNLESS NOTED OTHERWISE VERT VERTICAL W/ WITH WWF WELDED WIRE FABRIC TPL TRIPLE JOIST DBL DOUBLE JOIST NOTE: NOT ALL ABBREVIATIONS ARE USED FOR THIS PROJECT. TIMBER: STRUCTURAL TIMBER AND LUMBER TO BE STRESS GRADE DOUGLAS FIR AS FOLLOWS: USE SPECIES GRADE FB 4 X BEAMS DOUGLAS FIR NO. 1 1000 PSI 6 X BEAMS DOUGLAS FIR NO. 1 1000 PSI ALL OTHER LUMBER DOUGLAS FIR N0. 2 900 PSI BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH MALLEABLE IRON WASHERS. MANUFACTURED STRUCTURAL WOOD MEMBERS : 1. LVL SHOWN ON PLANS TO BE REDBUILT MICROLLAM™ OR APPROVED EQUAL. LVL MATERIAL SHALL BE OF WESTERN SPECIES. MODULUS OF ELASTICITY (E) SHALL BE 2,000 KSI MINIMUM, WITH CORRESPONDING BASE FB = 2,900 PSI AND FV = 285 PSI. LVL MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS FOR A NORMAL AND COMPLETE INSTALLATION OF THE MEMBERS. 2. PSL SHOWN ON PLANS TO BE REDBUILT PARALLAM™ OR APPROVED EQUAL. MODULUS OF ELASTICITY (E) SHALL BE 2,000 KSI MINIMUM, WITH CORRESPONDING BASE FB = 2,900 PSI (NOT INCLUDING SIZE & REPETITIVE MEMBER FACTORS PER REPORT ESR-1387; LOAD APPLIED PARALLEL TO WIDE FACE OF STRAND) AND FV = 290 PSI. PSL MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS FOR A NORMAL AND COMPLETE INSTALLATION OF THE MEMBERS. 3. ALL LAMINATED VENEER LUMBER (LVL) AND PARALLEL STRAND LUMBER (PSL), SHALL BE TESTED AND EVALUATED IN ACCORDANCE WITH ASTM D5456, STANDARD SPECIFICATION FOR EVALUATION OF STRUCTURAL COMPOSITE LUMBER PRODUCTS. 7. EACH LVL OR PSL MEMBER SHALL BE CLEARLY IDENTIFIED WITH THE MANUFACTURER ’S NAME, PRODUCT DESIGNATION, AND ICC-ES REPORT NUMBER FOR FIELD VERIFICATION. 6. 1. ALL FASTENERS AND CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE HOT- DIPPED GALVANIZED STEEL WITH A G185 SPECIFICATION OR TYPE 304 & 316 STAINLESS STEEL. TYPE 304 AND 316 STAINLESS STEEL SHOULD BE USED FOR ALL CONNECTORS AND FASTENERS IN CONTACT WITH AZCA TREATED WOOD AND SOME VARIATIONS OF ACQ TREATED WOODS. HOT-DIPPED GALVANIZED STEEL SHOULD NEVER COME IN CONTACT WITH STAINLESS STEEL. PLYWOOD/ OSB: PLYWOOD/OSB ROOF, FLOOR AND WALL SHEATHING TO BE APA RATED C-D EXPOSURE 1 PER APA “PLYWOOD DESIGN SPECIFICATION” (Y510). MAXIMUM FASTENER SPACING SHALL BE 6" O.C. AT ALL SUPPORTED PANEL EDGES, AND 12" O.C. AT INTERMEDIATE

OR AND WALL SHEATHING TO BE APA RATED C-D EXPOSURE 1 PER APA “PLYWOOD DESIGN SPECIFICATION” (Y510). MAXIMUM FASTENER SPACING SHALL BE 6" O.C. AT ALL SUPPORTED PANEL EDGES, AND 12" O.C. AT INTERMEDIATE SUPPORTS. FASTENERS INTO WOOD MEMBERS SHALL BE 10D NAILS PER THE “WOOD CONNECTORS ” SECTION. FASTENERS INTO COLD-FORMED STEEL MEMBERS SHALL BE #10 SCREWS PER THE “COLD-FORMED STEEL CONNECTORS ” SECTION. 2. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. ALL PANEL EDGES TO BE BLOCKED AT SHEAR WALLS. SUPPORT SHALL BE SUPPLIED TO ALL PLYWOOD EDGES WITH PLYCLIPS, BLOCKING, TONGUE AND GROOVE PLYWOOD JOINTS OR OTHER APPROVED METHODS PER APA RECOMMENDATION. PLYCLIPS ARE NOT ALLOWED FOR FLOOR SHEATHING. 1. 2. 3. 1. PRESERVATIVE TREATMENT: ALL LUMBER, TIMBER, PLYWOOD, GLUE - LAMINATED AND OTHER COMPOSITE LUMBER THAT IS IN CONTACT WITH CONCRETE OR MASONRY OR EXPOSED TO WEATHER SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH CURRENT AMERICAN WOOD-PRESERVERS ’ ASSOCIATION (AWPA) PRESERVATIVE (P) STANDARDS. THESE MEMBERS SHALL BE TREATED WITH AN APPROVED PRESERVATIVE IN ACCORDANCE WITH CU AWPA COMMODITY (C) STANDARDS AND THE AWPA USE CATEGORY SYSTEM (UCS). WHEREVER POSSIBLE, PRECUT ALL MATERIA L BEFORE TREATMENT. HANDLE TREATED LUMBER IN ACCORDANCE WITH AWPA M4 STANDARDS. FIELD CUTS, HOLES (SUCH AS ANCHOR BOLT HOLES IN TREATED SILL PLATES) AND PENETRATION DAMAGE SHALL BE TREATED IN ACCORDANCE WITH THE CURRENT AWPA M4 STANDARDS. THE MOST COMMONLY AVAILABLE PRESERVATIVE MEETING THE REQUIREMENTS OF STANDARD M 4 IS A COPPER NAPHTHENATE SOLUTION CONTAINING AT LEAST 2% COPPER. CERTAIN DAP, WM BARR, CUPRINOL, BEHR, GREEN'S, JASCO,HENRY AND FIELDS PRESERVATIVE PRODUCTS CONTAIN THIS METAL CONTENT. ALL FASTENERS AND CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE HOT-DIPPED GALVANIZED OR TYPE STAINLESS STEEL . SEE THE “WOOD CONNECTORS ” NOTES. SHEETING AND SHORING SHEETING, SHORING, AND ASSOCIATED EXCAVATION SHALL BE PERFORMED IN ACCORDANCE WITH OSHA GUIDELINES. T & G DECKING: 2", 3” AND 4” T & G DECKING TO BE DOUGLAS-FIR OR HEMLOCK SELECT DECKING GRADE OR BETTER. DECKING SHALL BE LAYED UP AND NAILED IN A “CONTROLLED RANDOM LAYUP ” CONFIGURATION PER AMERICAN WOOD COUNCIL’S (AWC.ORG) “WOOD CONSTRUCTION DATA 2, TONGUE AND GROOVE ROOF DECKING ”. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. SCOPE OF STRUCTURAL ENGINEERING SERVICES: THE STRUCTURAL ENGINEER HAS PERFORMED THE STRUCTURAL

(AWC.ORG) “WOOD CONSTRUCTION DATA 2, TONGUE AND GROOVE ROOF DECKING ”. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. SCOPE OF STRUCTURAL ENGINEERING SERVICES: THE STRUCTURAL ENGINEER HAS PERFORMED THE STRUCTURAL DESIGN AND PREPARED THE STRUCTURAL DRAWINGS FOR THIS PROJECT. CONSTRUCTION SHALL BE EXECUTED IN STRICT ACCORDANCE WITH THESE DRAWINGS. ANY DEVIATIONS, SUBSTITUTIONS, OR MODIFICATIONS SHALL BE APPROVED IN WRITING BY THE ENGINEER OF RECORD (EOR). ANY DISCREPANCIES OR OMISSIONS DISCOVERED DURING CONSTRUCTION SHALL BE BROUGHT TO THE ENGINEER'S ATTENTION IMMEDIATELY. THE ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DOCUMENTS. THE STRUCTURAL DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND OTHERCONSULTANT DRAWINGS. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS AMONG DISCIPLINES AND NOTIFY THE ARCHITECT AND ENGINEER OF ANY CONFLICTS PRIOR TO FABRICATION OR CONSTRUCTION. THE STRUCTURAL ENGINEER IS RESPONSIBLE FOR THE DESIGN OF THE PRIMARY STRUCTURAL SYSTEM ONLY. DESIGN AND PERFORMANCE OF SECONDARY FRAMING, NON-STRUCTURAL, OR SPECIALTY SYSTEMS (E.G., STAIRS, RAILINGS, COLD-FORMED METAL, PRE-ENGINEERED TRUSSES) SHALL BE BY OTHERS UNLESS NOTED OTHERWISE. THE STRUCTURE IS DESIGNED TO BE STABLE ONLY IN ITS COMPLETED FORM. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING AND SHORING NECESSARY TO ENSURE STABILITY AND SAFETY THROUGHOUT CONSTRUCTION. THE STRUCTURAL ENGINEER HAS NO CONTROL OVER MEANS, METHODS, SEQUENCES, OR SAFETY OF CONSTRUCTION AND ASSUMES NO RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO PERFORM WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 1. 2. 3. PRE-CONSTRUCTION NOTES: (Residential Scope) CONTRACTOR SHALL VERIFY PROPERTY LINES , EXISTING STRUCTURES, AND UTILITY LOCATIONS PRIOR TO EXCAVATION OR FOUNDATION WORK. IF EXCAVATION IS WITHIN 5 FT OF ANY EXISTING FOUNDATION OR STRUCTURE, CONTRACTOR SHALL PROVIDE ADEQUATE PROTECTION AND SHORING PER OSHA 29 CFR 1926 SUBPART P AND NOTIFY THE ENGINEER OF RECORD BEFORE PROCEEDING. COORDINATE ALL WORK WITH THE LATEST APPROVED SITE SURVEY AND BUILDING-DEPARTMENT- APPROVED PLANS. 1. • DEFERRED SUBMITTALS: THE FOLLOWING ITEMS ARE CONSIDERED TO BE DEFERRED SUBMITTALS UNDER SECTION 107.3.4.1 OF THE INTERNATIONAL BUILDING CODE AND MUST BE SUBMITTED TO THE ARCHITECT OR THE ENGINEER FOR REVIEW. SUBMITTALS TO INCLUDE FULL, DETAILED DESIGN, DRAWINGS, AND CALCULATIONS

LS UNDER SECTION 107.3.4.1 OF THE INTERNATIONAL BUILDING CODE AND MUST BE SUBMITTED TO THE ARCHITECT OR THE ENGINEER FOR REVIEW. SUBMITTALS TO INCLUDE FULL, DETAILED DESIGN, DRAWINGS, AND CALCULATIONS SIGNED BY A PROFESSIONAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED. DESIGNS SIGNED BY AN ENGINEER WHO IS NOT LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED WILL BE REJECTED WITHOUT REVIEW. THESE ITEMS WILL THEN BE FORWARDED TO THE BUILDING OFFICIAL FOR APPROVAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. STAIRCASE. SPREAD FOOTING, FOUNDATIONS & SUB-GRADE: 1. FOOTINGS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF (NET) PER RCNYS R401.4.1. THE CONTRACTOR SHALL VERIFY ACTUAL BEARING CAPACITY IN THE FIELD. NOTIFY THE ENGINEER OF RECORD (EOR) IF SOILS OF LOWER STRENGTH ARE ENCOUNTERED. 2. EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 48 IN. BELOW FINISHED GRADE OR BELOW LOCAL FROST DEPTH, WHICHEVER IS GREATER. 3. ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED NATURAL SOIL BELOW TOPSOIL AND ORGANIC MATERIAL. IF SUITABLE SOIL IS NOT FOUND AT THE DESIGN ELEVATION, THE EXCAVATION SHALL BE DEEPENED AS DIRECTED BY THE EOR. 4. REMOVE VEGETATION, ORGANIC MATTER, AND SOFT MATERIAL FROM FOOTING AREAS. PROOF-ROLL THE SUBGRADE TO ENSURE UNIFORM SUPPORT BEFORE PLACING FILL.FILL SHALL BE PLACED IN 8 IN. (MAX.) LIFTS AND COMPACTED TO ≥ 95 % MODIFIED PROCTOR (ASTM D1557). 5. A QUALIFIED GEOTECHNICAL ENGINEER SHALL INSPECT SUBGRADE AND FOOTING BEARING LEVELS PRIOR TO CONCRETE PLACEMENT AND PROVIDE FIELD REPORTS VERIFYING ADEQUATE BEARING CAPACITY. 6. PROVIDE A MINIMUM OF (2) #5 CONTINUOUS BARS AT THE BOTTOM OF ALL WALL FOOTINGS UNLESS NOTED OTHERWISE. 7. CONCRETE FOR FOOTINGS SHALL NOT BE PLACED ON FROZEN, SOFT, OR WATER- SATURATED SOIL.FOUNDATIONS SHALL NOT BE PLACED IN STANDING WATER. 8. LOCATE ALL UTILITIES PRIOR TO EXCAVATION. HAND-EXCAVATE A ROUND EXISTING UTILITIES AS REQUIRED. UTILITY LINES SHALL NOT PASS THROUGH OR BENEATH FOOTINGS WITHOUT WRITTEN APPROVAL OF THE EOR. 9. THE CONTRACTOR SHALL MAINTAIN EXCAVATIONS IN A DRY CONDITION AND IS SOLELY RESPONSIBLE FOR ANY DEWATERING, SHEETING, OR SHORING REQUIRED. DEWATERING SHALL BE PERFORMED SO AS NOT TO UNDERMINE ADJACENT FOUNDATIONS OR CAUSE SETTLEMENT OF NEARBY STRUCTURES. 10. BACKFILL SHALL BE PLACED AND

FOR ANY DEWATERING, SHEETING, OR SHORING REQUIRED. DEWATERING SHALL BE PERFORMED SO AS NOT TO UNDERMINE ADJACENT FOUNDATIONS OR CAUSE SETTLEMENT OF NEARBY STRUCTURES. 10. BACKFILL SHALL BE PLACED AND COMPACTED EVENLY ON BOTH SIDES OF WALLS AND GRADE BEAMS, MAINTAINING A HEIGHT DIFFERENCE ≤ 2 FT.HEAVY EQUIPMENT SHALL NOT APPROACH CLOSER THAN 6 FT TO FOUNDATION WALLS UNTIL CONCRETE HAS REACHED ITS SPECIFIED 28-DAY STRENGTH.USE SMALL MECHANICAL COMPACTORS ADJACENT TO WALLS. 1. WOOD SHRINKAGE: WOOD MEMBERS WERE EVALUATED USING SURFACE DRIED (S-DRY) LUMBER (MOISTURE CONTENT =19% OR LESS). THE FLOOR-TO-FLOOR COMPRESSION OF SUCH WOOD MEMBERS (PLATES AND STUDS) DUE TO A MOISTURE CONTENT CHANGE OF 11% (BASED ON AN EQUILIBRIUM MOISTURE CONTENT , EMC = 8%) WILL BE APPROXIMATELY 1/10 INCH PER FLOOR. ADDITIONAL FLOOR - TO - FLOOR COMPRESSION OF WOOD STUDS DUE TO FULL COMPRESSIVE LOAD WILL BE APPROXIMATELY 1/32 INCH PER FLOOR. ADDITIONAL COMPRESSION OF WOOD FRAMING MAY OCCUR DUE TO FRAMING TECHNIQUES AND LOCAL STRESS CONCENTRATIONS. ALL FULL BUILDING HEIGHT ELECTRICAL, MECHANICAL AND PLUMBING SYSTEMS SHOULD BE DESIGNED TO ACCOMMODATE THESE MOVEMENTS. USE OF WOOD STUDS AND PLATES WHICH WILL HAVE MOISTURE CONTENT CHANGES GREATER THAN 11% WILL EXPERIENCE GREATER MOVEMENT. THE VALUES ARE BASED ON THE ASSUMPTION THAT ALL FLOORS ARE FRAMED WITH MANUFACTURED WOOD MATERIALS, SUCH AS THE TJI AND LVL, AND THAT THEY ARE PROTECTED FROM THE WEATHER DURING CONSTRUCTION. 1. 2. 3. WOOD CONNECTORS : WHERE THE STRUCTURE IS LOCATED IN SDC A, B OR C CHANGE 3 ”X3”X1/4” PLATE WASHERS TO “STANDARD” WASHERS. SILL BOLTS TO BE 3/4" DIAMETER EMBEDDED 7" INTO THE CONCRETE. MAXIMUM SPACING OF SILL BOLTS SHALL BE 48” O.C. AT DESIGNATED SHEARWALLS SILL BOLT SPACING SHALL BE PER THE PLANS. USE GALVANIZED 3" X 3" X 1/4" PLATE WASHERS, WITH HOLES NO GREATER THAN 3/16 ” LARGER THAN THE BOLT DIAMETER AT ALL SHEARWALL SILL BOLTS. PROVIDE A MINIMUM OF TWO BOLTS EACH PIECE. PROVIDE ONE BOLT AT EACH END OF EACH PIECE, NOT LESS THAN 6 ” AND NOT MORE THAN 12” FROM THE END. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH MALLEABLE IRON WASHERS EXCEPT ON STEEL BEAM NAILERS USE CUT WASHERS. NAILERS TO STEEL BEAMS SHALL BE ATTACHED WITH 5/8" BOLTS AT 3' - 0" O.C. STAGGERED. 4. • • • 5. NAILS SHALL CONFORM TO REQUIREMENT OF ASTM F1667 AND HAVE A MINIMUM BENDING STRENGTH OF 90 KSI FOR SHANK DIAMETERS

STEEL BEAMS SHALL BE ATTACHED WITH 5/8" BOLTS AT 3' - 0" O.C. STAGGERED. 4. • • • 5. NAILS SHALL CONFORM TO REQUIREMENT OF ASTM F1667 AND HAVE A MINIMUM BENDING STRENGTH OF 90 KSI FOR SHANK DIAMETERS BETWEEN .142 ” AND .177”. ALL WOOD-TO-WOOD NAILING SHALL BE PER IBC 2021 TABLE 2304.10.2. IF PLANS AND DETAILS SPECIFY 8D, 10D OR 16D NAILS, THEY SHALL HAVE THE FOLLOWING PROPERTIES: 8D = 0.131” DIA X 2-1/2” 10D = 0.148” DIA X 3” 16D = 0.162” DIA X 3-1/2” ALL SUBSTITUTIONS SHALL HAVE THE WRITTEN APPROVAL OF THE ENGINEER OF RECORD PRIOR TO USE. 7. 8. WELDING OF REINFORCEMENT SHALL COMPLY WITH AWS D1.4 AND BE PERFORMED ONLY ON ASTM A706 BARS UNLESS OTHERWISE APPROVED. REINFORCING STEEL SHALL BE FREE FROM DIRT, OIL AND RUST SCALE BEFORE CONCRETE PLACEMENT. 6. MECHANICAL COUPLERS, HEADED BARS, OR ALTERNATE SPLICES SHALL BE PREAPPROVED BY THE ENGINEER OF RECORD (EOR). 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. DEFORMED BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60 AND SHALL BE FULL HEIGHT OF WALLS UNLESS OTHERWISE NOTED. PROVIDE BAR SPACERS AND POSITIONERS AS REQUIRED TO PROPERLY LOCATE AND STABILIZE REINFORCING DURING GROUTING OPERATIONS. GROUT ALL REINFORCED CELLS SOLID WITH GROUT. HOLLOW CONCRETE UNITS BELOW GRADE AND SLAB ON GRADE SHALL BE NORMAL WEIGHT AND HAVE ALL CELLS GROUTED SOLID. PROVIDE AND INSTALL TEMPORARY BRACING REQUIRED INSURING STABILITY OF ALL WALLS DURING CONS- TRUCTION AND UNTIL ERECTION OF ATTACHED STRUCTURAL FRAMING IS COMPLETED. PROVIDE GALVANIZED HORIZONTAL JOINT REINFORCEMENT IN ALL WALLS AND PARTITIONS AT 16" O.C. UNLESS OTHERWISE SHOWN OR NOTED. PROVIDE ONE ( 1 ) PIECE PREFABRICATED UNITS AT 8" O.C. AT ALL WALL COMERS AND INTERSECTIONS. LAP SPLICES FOR DEFORMED REINFORCING BARS USED IN MASONRY CONSTRUCTION SHALL BE 50 BAR DIA. SUBMIT GROUT MIX DESIGN AND MASONRY UNIT CERTIFICATIONS TO THE ARCHITECT FOR REVIEW. GROUT PLACEMENT SHALL NOT START UNTIL THE PLACEMENT OF REINFORCING HAS BEEN APPROVED BY THE INSPECTION AGENCY. FILL ALL CELLS IN TOP TWO COURSES BELOW FINISHED FLOOR, CMU LINTELS, BOND BEAMS, AND BEAM BEAR-INGS AND CELLS WITH REINFORCEMENT FULL HEIGHT SOLID WITH GROUT. ALLOW GROUT IN REINFORCED CMU WALLS TO CURE A MINIMUM OF 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