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Home My WebLink About1925 E Fruit St - PlanBldg #101121109 APPROVALS: PLNG - C. Santana BLG - K. Ahangian PUBLIC WORKS - Y. Soto 1925 E Fruit St 2/26/2025 1925 E Fruit St 2/26/2025 1925 E Fruit St 2/26/2025 INSPECTOR PLEASE CHECK ICC REPORT FOR SKY LIGHT 1925 E Fruit St 2/26/2025 1925 E Fruit St 2/26/2025 1925 E Fruit St 2/26/2025 1925 E Fruit St 2/26/2025 1925 E Fruit St 2/26/2025 Fruit Street SHEET INDEX SHEET DESCRIPTION REVISIONS S-1 COVER SHEET/GENERAL NOTES S-2 FOUNDATION PLAN S-3 ROOF FRAMING PLAN SD1 STANDARD DETAILS SD2 FOUNDATION & ROOF FRAMING DETAILS GENERAL NOTES 1.THE STRUCTURES DEPICTED HEREIN HAVE BEEN DESIGNED PER THE 2022 CALIFORNIA BUILDING CODE PRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND LOSS OF LIFE, NOT NECESSARILY TO LIMIT DAMAGE OR MAINTAIN FUNCTION. 2.THESE DRAWINGS HAVE BEEN PREPARED USING STANDARDS OF PROFESSIONAL CARE AND COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY REPUTABLE STRUCTURAL ENGINEERS IN THIS OR SIMILAR LOCALITIES. THESE DRAWINGS ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN EXPERIENCED CONTRACTOR AND OR WORKMEN WHO HAVE A WORKING KNOWLEDGE OF THE APPLICABLE CODE STANDARDS AND REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT EVERY CONDITION OR ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON THESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRY ACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOT EXPLICITLY SHOWN ON THE DRAWINGS. 3.CALCULATIONS AND DESIGN OF MISCELLANEOUS NON-STRUCTURAL ITEMS, SUCH AS STAIRS, RAILINGS, NON-STRUCTURAL WALLS AND PREFABRICATED STRUCTURAL ITEMS, FOR EXAMPLE, FLOOR AND ROOF TRUSSES, ARE NOT INCLUDED AND ARE TO BE PROVIDED BY OTHERS UNLESS SPECIFICALLY NOTED ON THESE DRAWINGS. 4.THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DESIGN AND PROVIDE ADEQUATE SHORING, BRACING, FORMWORK, ETC... AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION. CONSTRUCTION MATERIALS STACKED ON FLOOR OR ROOF FRAMING SHALL BE UNIFORMLY SPREAD OUT SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT AS STATED HEREIN IS NOT EXCEEDED. VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT BE CONSIDERED AN INSPECTION, BUT AS A RESOURCE FOR THE CONTRACTOR. 5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE LOCAL BUILDING CODES, REGULATIONS AND SAFETY REQUIREMENTS. 6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS, CONDITIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. THE CONTRACTOR SHALL INFORM THE ARCHITECT IN WRITING OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED BEFORE START OF CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. WHERE DISCREPANCIES OCCUR IN THESE DRAWINGS, NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. 7.IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN DOCUMENTED ENGINEER'S APPROVAL AND BUILDING DEPARTMENT APPROVAL FOR STRUCTURAL REVISIONS PRIOR TO CONSTRUCTION OF SAID REVISIONS. THE ENGINEER OF RECORD ASSUMES NO LIABILITY FOR DAMAGES INCURRED BY THE CONTRACTOR OR CLIENT DUE TO UNAPPROVED STRUCTURAL ALTERATIONS. 8.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 CALIFORNIA BUILDING CODE AND ANY OTHER REGULATORY AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 9.OPENINGS, POCKETS, ETC... LARGER THAN 6 INCHES SHALL NOT BE PLACED IN SLABS, DECKS, BEAMS, JOISTS, COLUMNS WALLS, ETC., UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED ON STRUCTURAL MEMBERS SPECIFIED ON THE APPROVED STRUCTURAL DRAWINGS. 10.ASTM SPECIFICATIONS NOTED ON THESE CONSTRUCTION DOCUMENTS SHALL BE THE LATEST ACCEPTED VERSION. FOUNDATION 1.THIS FOUNDATION IS DESIGNED PER THE 2022 CALIFORNIA BUILDING CODE MINIMUM REQUIREMENTS. A SOILS INVESTIGATION BY A QUALIFIED GEOTECHNICAL ENGINEER IS RECOMMENDED TO DETERMINE THE SITE SOIL'S DESIGN CHARACTERISTICS. NGW DOES NOT ASSUME LIABILITY FOR STRUCTURAL DAMAGE DUE TO SOIL RELATED PROBLEMS WHICH COULD BE MITIGATED PER THE RECOMMENDATIONS OF A QUALIFIED GEOTECHNICAL ENGINEER. 2.IF THE SOIL IS FOUND TO HAVE AN EXPANSION INDEX GREATER THAN 20, THE FOUNDATION SYSTEM SHALL BE DESIGNED PER SECTION 1808.6 OF THE 2022 CBC. 3.ALL FOOTINGS SHALL EXTEND 12 INCHES MINIMUM BELOW GRADE. GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS, LOWEST ADJACENT COMPACTED SUBGRADE (BUILDING PAD PRIOR TO PLACEMENT OF LANDSCAPE) OR NATURAL GRADE WITHIN 10 FEET OF BUILDING PERIMETER FOOTINGS. FOOTING EXCAVATIONS SHALL BE CLEAN AND FREE FROM LOOSE DEBRIS, STANDING WATER, OR UNCOMPACTED MATERIAL AT THE TIME OF CONCRETE PLACEMENT. 4.ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE = 1,500 PSF (U.N.O.). 5.BACKFILL AGAINST FOUNDATION WALLS OR EXTERIOR WALLS BELOW GRADE SHALL NOT BE PLACED UNTIL AFTER THE TOP OF THE WALLS IS RESTRAINED BY THE COMPLETED INTERIOR FLOOR SYSTEMS AND ALL ELEMENTS HAVE REACHED THEIR DESIGN STRENGTH. 6.TRENCHES AND EXCAVATIONS UNDER OR ADJACENT TO FOUNDATIONS SHALL BE PROPERLY BACKFILLED AND COMPACTED. CONCRETE 1.FOUNDATIONS DESIGNED PER THE 2022 CALIFORNIA BUILDING CODE MINIMUM REQUIREMENTS, HAVE BEEN DESIGNED BASED UPON A 28-DAY MINIMUM F'c = 2,500 PSI FOR ALL CONCRETE IN CONTACT WITH THE SOIL THEREFORE SPECIAL INSPECTION WILL NOT BE REQUIRED. WHERE REQUIRED BY THE GOVERNING BUILDING ENTITY, A GEOTECHNICAL ENGINEER SHALL PROVIDE THE LOCATION OF ON-SITE SOILS CLASSIFIED AS MODERATE, SEVERE OR VERY SEVERE SULPHATE EXPOSURE. THE CONCRETE DESIGN FOR SULFATE (SO4) EXPOSURE AS DETERMINED PER ASTM D516 OR D4130 SHALL CONFORM WITH ACI 318-14, SECTION 19.3: EXPOSURE CLASS % SO4 BY MASS MAX WATER : CEMENT MIN F'c AT 28 DAYS CEMENT TYPE CALCIUM CHLORIDE S1 0.1 < SO4 < 0.2 0.50 4,000 psi II NO RESTRICTION S2 0.2 < SO4 < 2.0 0.45 4,500 psi V NOT PERMITTED S3 2.0 < SO4 0.45 4,500 psi V NOT PERMITTED THE CONTRACTOR SHALL SAVE ALL BATCH RECEIPTS FOR BUILDING DEPARTMENT REVIEW. 2.ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 POUNDS PER CUBIC FOOT USING HARDROCK AGGREGATES. 3.WATER SHALL BE CLEAN AND POTABLE. UNLESS WATER REDUCERS ADDED, THE MAX. SLUMP SHALL BE 5" 4.PORTLAND CEMENT SHALL CONFORM TO ACI 318-14. TYPE V CEMENT SHALL BE USED FOR CONCRETE IN CONTACT WITH THE SOIL CATEGORIZED AS MODERATE TO SEVERE SULPHATE EXPOSURE. CEMENT SHALL BE TYPE V WITH POZZOLAN WHERE CONCRETE IS IN CONTACT WITH SOIL CATEGORIZED AS VERY SEVERE SULFATE EXPOSURE. TYPE II CEMENT MAY BE USED ELSEWHERE. 5.CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY. MIX DESIGNS FOR CONCRETE SLABS SHALL BE PROPORTIONED SO AS TO MINIMIZE SHRINKAGE. 6.FLY ASH SHALL COMPLY WITH ASTM C-618, AND SHALL BE APPROVED BY THE ARCHITECT PRIOR TO BEING USED ON A PROJECT. 7.ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING, DOWELS, BOLTS, ANCHORS, SLEEVES, ETC. SHALL BE SECURELY POSITIONED IN THE FORMS PRIOR TO PLACEMENT OF THE CONCRETE. 8.CONCRETE MIXING, PLACEMENT AND QUALITY SHALL BE PER ACI 318-14. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED. SLABS ON GRADE NEED BE VIBRATED ONLY AROUND AND UNDER FLOOR DUCTS OR SIMILAR ELEMENTS. REMOVE ALL DEBRIS FROM FORMS BEFORE PLACING CONCRETE. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL SO AS TO NOT CAUSE SEGREGATION OF AGGREGATES. UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED FIVE FEET. 9.CONCRETE SLAB ON GRADE CONTROL JOINTS SHOULD BE SPACED A MAXIMUM OF 30 x THE SLAB THICKNESS AND SHOULD OCCUR AT ANY ABRUPT CHANGES IN WIDTH, DEPTH, OR CHANGE IN SLOPE. CONTROL JOINTS SHOULD BE 1/3 THE DEPTH OF SLAB AND MAY BE TOOLED AT TIME OF FINISHING OR SAW CUT AS SOON AS POSSIBLE TO PREVENT IRREGULAR SHRINKAGE CRACKS. KEYED OR DOWELED CONTROL JOINTS NEED ONLY OCCUR AT EXPANSION JOINTS OR COLD JOINTS WHERE CONTINUOUS REINFORCEMENT DOES NOT OCCUR. POST-TENSIONED CONCRETE SLABS ON GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS SPECIFICALLY SPECIFIED ON THE PLANS. 10.PROTECT CONCRETE FROM DAMAGE OR REDUCED STRENGTH DUE TO COLD OR HOT WEATHER IN ACCORDANCE WITH ACI 305 AND 306. CONTRACTOR SHALL TAKE SPECIAL CURING PRECAUTIONS TO MINIMIZE SHRINKAGE CRACKING OF CONCRETE SLABS. 11.CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATED SLABS, ETC.) NOT SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS REQUIRE PRIOR APPROVAL OF THE ENGINEER. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FOR APPROVAL. 12.PIPES AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. EMBEDDED ITEMS SHALL NOT IMPAIR THE STRENGTH OF THE MEMBER. CONNECTION HARDWARE 1.UNLESS NOTED OTHERWISE, ALL HANGERS, CLIPS, STRAPS, HOLD-DOWNS, MISC. STRUCTURAL CONNECTORS, ETC. SHOWN ON PLANS OR DETAILS SHALL BE SIMPSON STRONG-TIE OR EQUAL. SEE SIMPSON CATALOG, SHEET 12 FOR THE CODE REFERENCE KEY CHART. EQUIVALENT ALTERNATIVES MAY BE USED PROVIDED THEY HAVE EQUIVALENT CAPACITY FOR THE INTENDED APPLICATION AND A CURRENT ICC APPROVAL. 2.ALL HARDWARE SHALL BE INSTALLED WITH FASTENERS PER MFR'S SPECIFICATIONS. ALL HANGERS SHALL BE INSTALLED WITH MAXIMUM NUMBER OF FASTENERS REQUIRED PER MFR'S SPECIFICATIONS UNLESS SPECIFIED OTHERWISE. 3.FASTENERS INSTALLED ON PRESERVATIVE-TREATED, FIRE-RETARDANT-TREATED WOOD OR HARDWARE EXPOSED TO WEATHER SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER PER CBC 2304.10.5.1. OR RBC R317.3. COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 4.HOLD-DOWN HARDWARE BOLTED CONNECTIONS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING FRAMING. 5.INTERIOR NON-BEARING, NON-SHEAR WALLS ON CONCRETE SLAB ON GRADE SHALL BE ATTACHED TO THE SLAB WITH GALVANIZED 0.145"Ø X 3" POWDER ACTUATED SHOT PIN w/ 1"Ø WASHER AT 32" O.C., 6" TO 10" FROM EA END OF EACH SEGMENT. USE SIMPSON PDPWL-300MG SHOT PIN PER ICC REPORT ESR-2138 (AND LADBS RR 25469 OR EQUIV. FASTENER APPROVED BY THE ICC AND LADBS RATED FOR PRESSURE TREATED WOOD. 6.FOR ALL LAG SCREW INSTALLATIONS IN FRAMING LUMBER (SPECIFIC DENSITY "G" LESS THAN OR EQUAL TO 0.5), PROVIDE A LEAD HOLE OF DIA. BETWEEN 40% AND 70% OF THE THREADED SHANK DIA. TO THE DEPTH OF EMBEDMENT (60% TO 75% FOR 0.5<G<0.6, 65% TO 85% FOR G>0.6). A LEAD HOLE IS NOT REQUIRED FOR 3/8" DIA. SCREWS AND SMALLER. USE HIGHER PERCENTAGE FOR LARGER DIA. SCREWS. PROVIDE A LEAD HOLE OF EQUAL DIA. OF AND TO THE SAME DEPTH AS THE UNTHREADED PORTION OF THE SHANK. (SEE NDS 2015) 7.ALL HOLES FOR THROUGH BOLTS SHALL BE OF 1/32 TO 1/16" GREATER DIA. THAT BOLT SHANK. REINFORCING STEEL 1.REINFORCING STEEL SHALL CONFORM TO REQUIREMENTS OF ASTM A615. REINFORCING SHALL BE GRADE 60 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #5 AND LARGER AND ALL BARS USED FOR CONCRETE WALLS, BEAMS ELEVATED SLABS AND COLUMN PRIMARY REINFORCING. REINFORCING MAY BE GRADE 40 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O. ON PLANS OR DETAILS. ALL REINFORCING TO BE WELDED SHALL BE ASTM A706, GRADE 60 LOW ALLOY WELDABLE STEEL. 2.ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS "CLEAR" OR "CLR" ARE TO CENTER OF STEEL. MINIMUM, COVER FOR NON-PRESTRESSED CONCRETE REINFORCING SHALL BE AS FOLLOWS: (U.N.O. ON THESE PLANS OR PLAN DETAILS) EXPOSURE REBAR SIZE MIN. COVER TOLERANCE CAST AGAINST EARTH ALL 3" 3/8" EXPOSED TO EARTH OR WEATHER:#5 & SMALLER 1 1/2" 3/8" #6 & LARGER 2" 3/8" NOT EXPOSED TO WEATHER: ROOF SLABS ALL 1" 1/8" STRUCT.SLABS & WALLS ALL 3/4" 1/8" BEAMS & COLUMNS ALL 1 1/2" 3/8" SLAB ON GRADE ALL 1 1/2" 1/4" 3.LAP SPLICES OF REINFORCING STEEL IN CONCRETE BEAMS, SLABS AND FOOTINGS SHALL BE ACCORDING TO ACI 318-14, SEC. 25.5 OR LAP SCHEDULE WHERE PRESENT, U.N.O.. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. NO TACK WELDING OF REINFORCING BARS ALLOWED. LATEST ACI CODE AND DETAILING MANUAL APPLY. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES. SPLICE TOP BARS AT CENTER LINE OF SPAN AND BOTTOM BARS AT THE SUPPORT IN SPANDRELS, BEAMS, GRADE BEAMS, ETC. U.N.O. ON THE PLANS. 4.ALL REINFORCING SHALL BE BENT COLD, ONE TIME ONLY. FIELD BENDING OF REBAR SHALL NOT BE ALLOWED UNLESS SPECIFICALLY NOTED ON THE PLANS. 5.REINFORCING BAR SPACING SHOWN ON PLANS REPRESENT THE MAXIMUM ON CENTER SPACING. ALL BARS SHALL BE DETAILED AND PLACED PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION, AS SPECIFIED ON PLANS OR DETAILS. MINIMUM CLEAR SPACING BETWEEN PARALLEL REINFORCEMENT SHALL BE THE LARGER OF 1 1/2 TIMES NOMINAL BAR DIAMETER, 1 1/3 TIMES MAXIMUM AGGREGATE SIZE OR 1 1/2". 6.EPOXY GROUTED REBAR ANCHORAGE SHALL BE SPECIFICALLY DETAILED. REBARS SHALL BE INSTALLED WITH EPOXY ADHESIVE APPROVED FOR CRACKED CONCRETE (SIMPSON SET-3G EPOXY PER ICC-ESR 4057, HILTI HIT-RE500 EPOXY PER ICC-ESR 2322). THE EPOXY GROUTED BARS SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS AND ICBO/ESR REPORT REQUIREMENTS. ALTERNATE ICC APPROVED EPOXY APPROVED FOR WIND AND SEISMIC TENSION LOADS IN CRACKED CONCRETE MAY BE USED, WITH WRITTEN APPROVAL FROM THE ENGINEER. 7.ALL EPOXY REBAR INSTALLATIONS REQUIRE SPECIAL INSPECTION. ANCHOR BOLTS 1.SILL PLATE ANCHORAGE AT CONCRETE OR MASONRY SHALL BE 5/8" DIAMETER EMBEDDED ANCHOR BOLTS w/ 3X3X.229" SQ. PLATE WASHER. SILL PLATE ANCHOR BOLTS SHALL BE EMBEDDED 7 INCHES MINIMUM INTO THE CONCRETE. HOLD-DOWN ANCHORS SHALL NOT BE CONSIDERED AS PART OF THE REQUIRED SILL PLATE ANCHOR BOLTS AS SPECIFIED IN THE SHEARWALL SCHEDULE OR GSN (MIN). INTERIOR WALLS MAY BE ANCHORED TO THE CONCRETE WITH, EMBEDDED ANCHOR BOLTS, EXPANSION ANCHORS OR POWDER DRIVEN FASTENERS AS SPECIFIED BELOW, U.N.O. SPECIFICALLY ON THE PLANS. 2.SHEARWALL ANCHOR SPACING SHALL BE PER THE ANCHOR BOLT SCHEDULE FOR THE SPECIFIED SHEAR TYPE ON PLAN. NON- SHEAR WALL SILL ANCHORS SHALL BE SPACED NO MORE THAN 72" O.C. EACH SILL PLATE SEGMENT SHALL HAVE A MINIMUM OF TWO ANCHOR BOLTS. ONE ANCHOR BOLT SHALL BE INSTALLED BETWEEN 6" AND 12" FROM THE END OF EACH SILL PLATE. 3.ALL HOLD-DOWN ANCHORS, SHEAR WALL ANCHOR BOLTS AND ANCHOR BOLTS OF NON-STANDARD SPACING SHALL BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. 4.INTERIOR EMBEDDED 5/8" DIA. ANCHOR BOLTS MAY BE REPLACED ON A ONE-FOR-ONE BASIS w/ 5/8" SIMPSON-STRONGTIE STRONG-BOLT 2 WEDGE ANCHORS PER ICC-ESR 3037, HILTI KWIK BOLT EXPANSION ANCHORS PER ICBO/ESR-1917 OR ITW RED HEAD TRUBOLT + WEDGE ANCHORS PER ICC-ESR-3772. DO NOT USE EXPANSION ANCHORS WITHIN 8" OF FOUNDATION EDGE. 5.EXTERIOR AND INTERIOR EMBEDDED 5/8" DIA. ANCHOR BOLTS MAY BE REPLACED ON A ONE-FOR-ONE BASIS w/ 5/8" A307 OR A36 ALLTHREAD ANCHOR BOLTS OF THE SAME DIAMETER w/ 5" MIN. EMBEDMENT AND EPOXY ADHESIVE APPROVED FOR WIND AND SEISMIC LOADS IN CRACKED CONCRETE (SIMPSON SET-XP EPOXY PER ICC-ESR 2508, HILTI HIT-RE500 V3 EPOXY PER ICC ELC-3814 ). ALL ANCHORS SHALL BE 1 3/4" CLEAR OF THE EDGE OF SLAB U.N.O. 6.EPOXY GROUTED ALL-THREAD ANCHORS SHALL BE SPECIFICALLY DETAILED AND FOR EACH HOLD-DOWN SIZE AND CONFIGURATION. WHERE EMBED ANCHORS HAVE BEEN OMITTED, THE CONTRACTOR SHALL CONTACT THE ENGINEER OF RECORD TO OBTAIN RETROFIT ANCHOR SPECIFICATIONS. ANCHORS SHALL BE INSTALLED WITH EPOXY ADHESIVE APPROVED FOR CRACKED CONCRETE (SIMPSON SET-3G EPOXY PER ICC-ESR 4057, HILTI HIT-RE500 V3 EPOXY PER ICC ELC-3814). THE EPOXY GROUTED BOLTS SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS AND ICBO/ESR REPORT REQUIREMENTS. ALTERNATE ICC APPROVED EPOXY APPROVED FOR WIND AND SEISMIC TENSION LOADS IN CRACKED CONCRETE MAY BE USED, WITH WRITTEN APPROVAL FROM THE ENGINEER. 7.ALL EPOXY ANCHOR INSTALLATIONS REQUIRE SPECIAL INSPECTION. WOOD 1.STRUCTURAL SAWN LUMBER DESIGN VALUES SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) DOC PS 20. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MATCH OF AN APPROVED LUMBER GRADING AGENCY. STRUCTURAL SAWN LUMBER COMPONENTS SHALL HAVE THE FOLLOWING MIN. GRADE U.N.O.: USE LUMBER GRADE . 2x TOP PLATES DOUGLAS FIR/LARCH No. 2 . 2x4 STUDS, 2x6 STUDS 10 ft & UNDER DOUGLAS FIR/LARCH STUD GRADE . 2x6 STUDS OVER 10 ft DOUGLAS FIR/LARCH No. 2 . JOISTS, RAFTERS, ALL OTHER 2x DOUGLAS FIR/LARCH No. 2 . 4x POSTS & BEAMS DOUGLAS FIR/LARCH No. 2 . 6x & WIDER POSTS & BEAMS DOUGLAS FIR/LARCH No. 1 . 2.ALL SILL PLATES IN CONTACT WITH CONCRETE SHALL BE NATURALLY RESISTANT TO OR PRESSURE TREATED FOR RESISTANCE TO INSECTS AND DECAY. 3.ALL BEAMS SHALL BE CONSIDERED DROPPED U.N.O. ON THE PLANS. GIRDER TRUSS/BEAM PLATE SHALL HAVE FULL BEARING (2) 2x STUDS MINIMUM. NAIL STUDS TOGETHER PER TYPICAL NAILING SCHEDULE. BEAMS OR TWO PLY (OR LARGER) GIRDER TRUSSES BEARING ON TOP PLATES SHALL BE ATTACHED TO TOP PLATES WITH A34 OR A35 ONE SIDE AND (2) 16d TOENAILS ON THE OTHER SIDE. 4.UNLESS SPECIFICALLY NOTED ON THE PLAN, DOOR & WINDOW OPENINGS AT EXTERIOR WALLS FOLLOWING MIN NUMBER OF KING STUDS EACH END: MAX. OPENING WIDTH ALLOWED FOR THE GIVEN KING STUD COUNT WALL HEIGHT (1) 2x4 (2) 2x4 (3) 2X4 (1) 2X6 (2) 2X6 (3) 2X6 8 ft 5'-8"12'-6"22'-6"13'-6"29'-0"36'-O" 9 ft 4'-0"9'-6"15'-0"10'-6"22'-6"34'-6" 10 ft 3'-2"7'-8"12'-4"8'-4"18'-0"27-8" 12 ft ------------7'-3"15'-6"24'-6" 2X4 KING STUDS SHALL BE CONNECTED TO PLATES w/ (2) 16d T&B MIN, 2x6 KING STUDS w/ (3) 16d T&B. 5.A HOLE NOT GREATER IN DIAMETER THAN 40% OF THE STUD WIDTH MAY BE BORED IN ANY WOOD STUD. BORED HOLES NOT GREATER THAN 60% OF THE WIDTH OF THE STUD ARE PERMITTED IN NONBEARING PARTITIONS OR IN ANY WALL WHERE EACH BORED STUD IS DOUBLED PROVIDED NOT MORE THAN TWO SUCH SUCCESSIVE DOUBLED STUDS ARE SO BORED. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8" IN TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. (2308.5.10 CBC 2022) DO NOT NOTCH JOISTS, RAFTERS OR BEAMS, EXCEPT WHERE SHOWN IN DETAILS. OBTAIN ENGINEER'S APPROVAL FOR ANY HOLES OR NOTCHES NOT DETAILED. 6.ALL BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16 INCH LARGER THAN THE DIA. OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL WASHERS UNDER HEADS AND NUTS. DING THREADS TO PREVENT LOOSENING. LAG BOLTS SHALL BE INSTALLED IN PRE-DRILLED HOLES BY TURNING WITH A WRENCH. 7.ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS U.N.O. 16d NAILS MAY BE 16d COMMON (.162"x3 1/2"), 16d SINKER OR 12d COMMON (.144"x3 1/4"), 16d BOX (.135" x 3 1/2"), PNEUMATIC "P-NAIL" or "SHORT" (.131" x 3 1/4") UNLESS SPECIFIED OTHERWISE. NAILS SHALL BE DRIVEN SO THAT HEADS ARE FLUSH WITH WOOD SURFACE. OVER-OR UNDER-DRIVEN NAILS WILL NOT BE ACCEPTABLE. MISC. NAILING SHALL BE PER CBC TABLE 2304.10.1 FASTENING SCHEDULE. 8.ALL PLYWOOD LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS SHALL BE C-D OR C-C SHEATHING CONFORMING TO AWC SDPWS TABLE 4.2 (AF&PA DOC 2) AND SHALL CONFORM TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING AND NAILING PATTERN UNLESS SPECIFIED OTHERWISE.: THICKNESS SPAN RATING FIELD NAILING EDGE NAILING (EN) BOUNDARY NAILING (BN) 3/8"24/0 8d AT 12" O.C.8d AT 6" O.C.8d AT 6" O.C. 7/16"24/16 8d AT 12" O.C.8d AT 6" O.C.8d AT 6" O.C. 15/32"32/16 8d AT 12" O.C.8d AT 6" O.C.8d AT 6" O.C. 19/32"32/16 8d AT 12" O.C.8d AT 6" O.C.8d AT 6" O.C. 3/4"48/24 10d AT 12" O.C.10d AT 6" O.C.10d AT 6" O.C. 1"60/48 10d AT 12" O.C.10d AT 6" O.C.10d AT 6" O.C. 1 1/8"48 10d AT 12" O.C.10d AT 6" O.C.10d AT 6" O.C. 9.REFER TO 2022 CRC TABLES R602.3 (1-4) FOR ALTERNATIVE FASTENERS, WALL SHEATHING AND ALLOWABLE SPANS. 10.A.P.A. PERFORMANCE RATED SHEATHING (OSB) MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER AND ARCHITECT. RATED SHEATHING SHALL COMPLY WITH PSI-95 AND/OR PSI-92, EXPOSURE 1, AND SHALL HAVE A SPAN RATING EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1/32") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PER MFR'S RECOMMENDATIONS. 11.GLUE-LAMINATED BEAMS (GLULAM or GLB) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 ON SINGLE SPANS, 24F-V8 FOR CANTILEVERED OR MULTI-SPAN BEAMS, U.N.O. ON THE PLANS. THE GLB BEAMS SHALL HAVE THE FOLLOWING MINIMUM BASE PROPERTIES: E = 1,800,000 psi; Fb = 2,400 psi; Fv = 265 psi; Fc = 1,650 psi (PARALLEL), Fc = 650 psi (PERPENDICULAR); Ft = 1,100 psi. FABRICATION AND HANDLING SHALL CONFORM WITH THE LATEST AITC AND AST STANDARDS. BEAMS SHALL BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. BEAMS SHALL BE MANUFACTURED WITH INDUSTRY STANDARD MINIMUM CAMBER UNLESS CAMBER IS SPECIFICALLY NOTED ON THE DRAWINGS. SPECIAL INSPECTION NOTES 1.ALL SPECIAL INSPECTIONS REQUIRED SHALL BE PERFORMED IN ACCORDANCE WITH SECTION 1704 & 1705 OF THE 2022 CALIFORNIA BUILDING CODE. 2.IN ADDITION TO STANDARD INSPECTION BY THE BUILDING OFFICIAL REQUIRED PER CBC, THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE INSPECTION DURING CONSTRUCTION FOR THE TYPES OF WORK LISTED BELOW. 3.THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. 4.THE SPECIAL INSPECTOR SHALL INSPECT THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED CONTRACT DRAWINGS AND SPECIFICATIONS. SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL. THE ENGINEER OF RECORD AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN IF UNCORRECTED IN A REASONABLE PERIOD OF TIME, THE ENGINEER AND THE BUILDING OFFICIAL SHALL BE NOTIFIED. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE CODE PROVISIONS. 5.INSPECTORS SHALL INSPECT FROM AN APPROVED SET OF CONTRACT DRAWINGS, SHOP DRAWINGS SHALL NOT BE USED IN LIEU OF THE APPROVED CONTRACT DRAWINGS FOR INSPECTION PURPOSES. 6.CERTIFICATE OF APPROVAL REGARDING MATERIALS AND INSPECTION OF PREFABRICATED ITEMS SHALL BE PROVIDED IN ACCORDANCE WITH CBC CHAPTER 17. 7.TYPES OF WORK TO BE INSPECTED BY THE SPECIAL INSPECTOR ARE AS FOLLOWS: a.DURING ALL EPOXY ANCHORING INSTALLATIONS FOR BOLTS, REBAR, THREADED ROD, ETC. PER CBC 1705.3, 7 ACI 318: 17.8.4.2 INCLUDING VERIFICATION OF BOLT OR BAR MATERIALS, HOLE DEPTH AND DIAMETER, HOLE CLEANOUT, EPOXY MIXING AND PLACEMENT PROCEDURES, AND EMBEDMENT DEPTH IN ACCORDANCE THE CONTRACT DRAWINGS, REFERENCE ICC ESR REPORTS AND THE MFR'S SPECIFICATIONS AND RECOMMENDATIONS. DESIGN VALUES GRAVITY LOADS: ROOF DEAD LOAD = 15.0 psf ROOFING WEIGHT = 5.0 psf ROOF LIVE LOAD = 20.0 psf S WIND: BASIC WIND SPEED = 95 mp EXPOSURE CATEGORY 'C' RISK CATEGORY: I1 ASCE 7-16 METHOD 2 PRESSURES ZONE A = 23.3 psf ZONE B = -7.0 psf ZONE C = 14.6 psf ZONE D = -4.1 psf S 1 Residence Remodel 1 1 SPECIAL INSPECTION CHECK LIST NAME OF OWNER OR AGENT: I, AS THE OWNER/AGENT (CONTRACTOR MAY NOT EMPLOY SPECIAL INSPECTORS), CERTIFY THAT I WILL BE RESPONSIBLE FOR EMPLOYING THE SPECIAL INSPECTOR FOR EACH ITEM LISTED AS REQUIRED BY THE 2022 CA BUILDING CODE, SECTION 1704 & 1705 FOR THIS PROJECT LOCATED AT THE ADDRESS LISTED ON THE TITLE BLOCK. SIGNATURE , DATE AS THE ENGINEER OF RECORD, I NEAL G. WANKET CERTIFY THAT I HAVE PREPARED THE FOLLOWING SPECIAL INSPECTION PROGRAM REQUIRED BY THE 2022 CBC, SECTION 1704.3 FOR THIS PROJECT AT THE ADDRESS LISTED ON THE TITLE BLOCK. 1.SEE SPECIAL INSPECTION NOTES ON THIS SHEET FOR EACH CATEGORY LISTED BELOW. 2.SPECIAL INSPECTORS SHALL CHECK IN WITH THE GOVERNING DEPARTMENT OF BUILDING AND SAFETY WITH CREDENTIALS TO OBTAIN APPROVAL BY THE DEPARTMENT TO ACT AS THE SPECIAL INSPECTOR FOR THIS PROJECT PRIOR TO BEGINNING WORK ON THIS PROJECT. ITEMS TO BE INSPECTED:INSPECTOR: DUTIES: . EPOXY ANCHORS/DOWELS DEPUTY INSPECTOR REFER TO SPECIAL INSPECTION NOTE 7a DEPUTY INSPECTORS: INLAND ENGINEERING TECHNOLOGIES, INC (951) 894-6464 ACCUTECH AFFORDABLE INSPECTIONS (760) 846-1464 DEPUTY SPECIAL INSPECTIONS (951) 203-5010 1 1 1 1 1 COVER SHEET/GENERAL NOTES S-1 3 N.A. PROJECT NUMBER: SHEET NUMBER: OF CL I E N T : TI T L E : SCALE: DRAWN BY: PR O J E C T H I S T O R Y : DATE: AI T S AT O C F E CI V AI L FI O NR LW N ETSIGER APE RED R SEFO L .G G T I REEN O SI N LA EKNA NE No . 6 8 8 5 6 Ex p . 9 / 3 0 / 2 5 16 0 8 W . F e s c u e L a n e , # 2 0 3 , C o e u r d ' A l e n e , I D 8 3 8 1 5 (9 5 1 ) 97 2 - 0 7 6 9 n e a l @ n g w e n g i n e e r i n g . c o m NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Pe t e r F r a z i e r / O c t o b e r 5 Fr u i t S t r e e t R e s i d e n c e R e m o d e l 19 2 5 E . F r u i t S t r e e t Sa n t a A n a , C A 9 2 7 0 1 6/3/2024 JMM, NGW 24-0303-ST BU I L D I N G D E P A R T M E N T C O R R E C T I O N S , N G W 1 2 / 6 / 2 0 2 4 1 1925 E Fruit St 2/26/2025 SCALE: 1/4" = 1'-0" DO NOT SCALE DRAWINGS. FOUNDATION CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS. FOUNDATION FOUNDATION NOTES: 1.ALL CONCRETE SLABS & FOOTINGS TO REMAIN, NO NEW CONCRETE PROPOSED. 2.NO SHEAR WALL SHALL BE REMOVED OR ALTERED. FOUNDATION LEGEND: 2.INDICATES EXISTING SLAB ON GRADE (E) EDGE OF SLAB T# L# 3.INDICATES EXISTING SHEAR LINES TO REMAIN, NO NEW SHEAR WALLS 1.INDICATES EXISTING FOOTING (E) CONC. S.O.G. & FTG's. TO REMAIN (E) CONC. S.O.G. & FTG's. TO REMAIN (E) CONC. S.O.G. & FTG's. TO REMAIN (E ) T 1 (E) L1 (E) L3 (E) L2 (E) L4 (E ) T 2 (E ) T 3 (E ) T 4 (E ) T 5 (E ) T 6 (2)K, (1)T (4)P (2)K, (1)T (2)K, (5)P, (3)K, (1)T(3)K, (2)T (1)K, (5)P, (1)K (1)K, (5)P, (1)K (1)K, (5)P, (1)K 201SD2 SIM 201SD2 201SD2 201SD2 201SD2 24 202SD2 1 4.INDICATES NEW PAD FOOTING PER PLAN & PAD FTG. SCHED. PAD FOOTING SCHEDULE: 24 24" SQ. x 18" D w/ (3) #4 E.W. 1 203SD2 1 2 FOUNDATION PLAN S-2 3 1/4" = 1'-0" PROJECT NUMBER: SHEET NUMBER: OF CL I E N T : TI T L E : SCALE: DRAWN BY: PR O J E C T H I S T O R Y : DATE: AI T S AT O C F E CI V AI L FI O NR LW N ETSIGER APE RED R SEFO L .G G T I REEN O SI N LA EKNA NE No . 6 8 8 5 6 Ex p . 9 / 3 0 / 2 5 16 0 8 W . F e s c u e L a n e , # 2 0 3 , C o e u r d ' A l e n e , I D 8 3 8 1 5 (9 5 1 ) 97 2 - 0 7 6 9 n e a l @ n g w e n g i n e e r i n g . c o m NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Pe t e r F r a z i e r / O c t o b e r 5 Fr u i t S t r e e t R e s i d e n c e R e m o d e l 19 2 5 E . F r u i t S t r e e t Sa n t a A n a , C A 9 2 7 0 1 6/3/2024 JMM, NGW 24-0303-ST BU I L D I N G D E P A R T M E N T C O R R E C T I O N S , N G W 1 2 / 6 / 2 0 2 4 1 BU I L D I N G D E P A R T M E N T C O R R E C T I O N S , N G W 0 1 / 1 5 / 2 0 2 5 2 1925 E Fruit St 2/26/2025 ROOF FRAMING SCALE: 1/4" = 1'-0" INDICATES NEW BEAM OR HEADER AND SPAN. INDICATES SPAN AND DIRECTION OF CEILING JOISTS. INDICATES SPAN AND DIRECTION OF ROOF FRAMING 6. 1. 5. 3. INDICATES NUMBER OF 2x STUDS, DEPTH TO MATCH WALL DEPTH. (I.E. (2) P = DOUBLE STUD POST w/ (2) 16d AT 12" O.C., (2) K, (1) T = TWO KING STUDS & ONE TRIM STUD 4. INDICATES BEAM I.D. NUMBER FOR CALCULATIONS.2. FRAMING LEGEND: 8.INDICATES NEW INFILL WALL INDICATES POSTS IN NOMINAL SIZE (i.e. P46 = 4x6 POST, CP46 = 4X6 CRIPPLE POST) (2) P P46 (2) K, (1) T CP46 9.INDICATES EXISTING WALL T# L# 11.INDICATES EXISTING SHEAR LINES TO REMAIN, NO NEW SHEAR WALLS R### C### FRAMING NOTES: 1.ANY FRAMING NOT SPECIFICALLY DETAILED OR NOTED ON PLANS OR NOTES SHALL CONFORM TO THE 2022 CBC, SECTION 2308. 2.ALL ROOF SHEATHING TO REMAIN. IF REPAIRS ARE REQUIRED, ROOF SHEATHING SHALL BE 15/32" APA RATED 32/16 CDX OR OSB SHEATHING LAID w/ STRONG AXIS PERP. TO SUPPORT FRAMING MEMBERS. NAILING SHALL BE 8d w/ 1 3/8" MIN PENETRATION SPACED 6" O.C. AT PANEL EDGES AND DIAPHRAGM BOUNDARIES, 12" O.C. FIELD. DIAPHRAGM ATTACHMENT PER GSN. REFER TO DET 103/SD1. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. 3.TYPICAL EXTERIOR WALL AND INTERIOR BEARING WALL FRAMING SHALL BE 2x4 STUDS AT 16" O.C. U.N.O. ON THE PLANS. (1) TRIMMER STUD AND (1) KING STUD AT ALL WALL HEADERS U.N.O. 4.TYPICAL PERIMETER DOUBLE TOP PLATE JOINT SPLICE SHALL BE A MINIMUM OF 4'-0" OVERLAP WITH (16) 16d EACH SIDE OF THE JOINT STAGGERED AND EVENLY SPACED. NAILS MAY BE 16d SINKERS, BOX, SHORTS OR BETTER. WHERE IT IS NOT FEASIBLE TO OVERLAP THE TOP PLATE A SIMPSON MST37 OR CS16 STRAP CENTERED ON THE SPLICE SHALL BE INSTALLED AND FULLY NAILED AT THE TOP PLATE SPLICE. REFER TO STANDARD TOP PLATE SPLICE DETAIL 101/SD1. 5.NO SHEAR WALLS TO BE REMOVED OR ALTERED. FRAMING SPECIFICATIONS: REFERS TO COMPONENTS ON THIS SHEET ONLY REMV EXISTING CEILING JOISTS TO BE REMOVED (N)C26 NEW 2x6 DF/L #2 CEILING JOISTS AT 24" O.C. (2)R26 EXISTING 2x6 DF/L #2 ROOF RAFTERS AT 24" O.C., ADD NEW 2x6 DF/L #2 ROOF RAFTERS AT 24" O.C. 10.INDICATES EXISTING WALL TO BE REMOVED #x## #x# INDICATES EXISTING BEAM OR HEADER AND SPAN. INDICATES EXISTING ROOF LINE7. (E) (E) HDR. (E) HDR. (E) HDR. (E) HDR.(E) HDR. (E ) T 1 (E) L1 (E) L3 (E) L2 (E) L4 (E ) T 2 (E ) T 3 (E ) T 4 (E ) T 5 (E ) T 6 (E) HDR. (E ) H D R . (E ) H D R . (E) HDR. 4x6 4 (E) HDR.(E) HDR. (E) BM. (E) H D R . (2 ) R 2 6 (2 ) R 2 6 (E) BM. RE M V RE M V RE M V (E) RAKED WALL TO REMAIN (N ) C 2 6 3 1/2" x 12" GLB1 3 1/2" x 12" GLB2 3 1/2" x 12" GLB3 4 x 1 0 5 (E) HDR. (E) RAKED WALL TO BE RETROFIT (E) RAKED WALL 111 ASD1 TYP. (3)K, P44, (4)K, (1)T (2)K, (1)T (3)K, (2)T (1)K, P44, (1)K ABV (2)K, P44, (2)K 111 ESD1 TYP. 251SD2 251SD2 252SD2 (E)(E) 253SD2 253SD2 2x INFILL STUDS TO MATCH (E) AT 16" O.C. 6 255SD2 254SD2 256SD2 260SD2 256SD2 256SD2 (4)P (1)K, CP44, (1)K ABV 111 ASD1 (2)K, (1)T 111 ASD1(2)K,P44, (2)K 259SD2 257SD2 258SD2 (2)K, P44, (2)K 256SD2 (2 ) R 2 6 DB L R A F T E R DB L R A F T E R 261SD2 DB L 2 x 6 DBL 2x6 DBL 2x6 LUS26-2 TYP. OF (4) LU S 2 6 TY P . 255SD2 DOOR INFILL1 2 ROOF FRAMING PLAN S-3 3 1/4" = 1'-0" PROJECT NUMBER: SHEET NUMBER: OF CL I E N T : TI T L E : SCALE: DRAWN BY: PR O J E C T H I S T O R Y : DATE: AI T S AT O C F E CI V AI L FI O NR LW N ETSIGER APE RED R SEFO L .G G T I REEN O SI N LA EKNA NE No . 6 8 8 5 6 Ex p . 9 / 3 0 / 2 5 16 0 8 W . F e s c u e L a n e , # 2 0 3 , C o e u r d ' A l e n e , I D 8 3 8 1 5 (9 5 1 ) 97 2 - 0 7 6 9 n e a l @ n g w e n g i n e e r i n g . c o m NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Pe t e r F r a z i e r / O c t o b e r 5 Fr u i t S t r e e t R e s i d e n c e R e m o d e l 19 2 5 E . F r u i t S t r e e t Sa n t a A n a , C A 9 2 7 0 1 6/3/2024 JMM, NGW 24-0303-ST BU I L D I N G D E P A R T M E N T C O R R E C T I O N S , N G W 1 2 / 6 / 2 0 2 4 1 BU I L D I N G D E P A R T M E N T C O R R E C T I O N S , N G W 0 1 / 1 5 / 2 0 2 5 2 1925 E Fruit St 2/26/2025 1 2 3 4 FINISHED BEND DIAMETER = 6D FOR #8 BAR AND SMALLER, 9D FOR #9, #10, AND #11 BARS, AND 11D FOR #14 AND #18 BARS "D" INDICATES BAR DIAMETER FINISHED BEND DIAMETER FOR STIRRUPS AND TIES = 4D FOR #5 AND SMALLER BARS AND 6D FOR #6 AND LARGER BARS EXTENSION = 6D FOR #5 AND SMALLER BARS, 12D FOR #6 AND LARGER BARS ALL DIMENSIONS PER CRSI MANUAL OF STANDARD PRACTICE AND ACI 318-14 ALL BARS TO BE BENT COLD DO NOT BEND OR STRAIGHTEN BARS IN A MANNER THAT WILL DAMAGE THE MATERIAL DO NOT FIELD BEND BARS PARTIALLY EMBEDDED IN CONCRETE OR MASONRY A. B. C. D. 12D 1 2 2 4D (2 1 / 2 " M I N ) 2x6 JOIST SIZE 2 MAX. NOTCHWIDTH: D/3 2 34 10D MAX. NOTCHDEPTH: D/6 90° 180° 90° 135° 2x8 2x10 2x12 2x14 1-3/4" 2-3/8" 3" 3-3/4" 4-3/8" 7/8" 1-1/8" 1-1/2" 1-7/8" 2-1/8" 3 MAX. SIZEHOLE: D/3 1-3/4" 1 SCALE: TYPICAL BEAM CONNECTIONS N.T.S. 111 2-3/8" SCALE: NOTCHED OR DRILLED STUDS & TOP PLATES N.T.S. 115 3" 3-3/4" 4-3/8" TOP PLATE: EXTERIOR & INTERIOR BEARING WALLS INTERIOR NON-BEARING WALLS 2x4 STUDS: 1/3 SPAN NOTCHES & HOLES ALLOWED 2x6 STUDS:2x4 STUDS:2x6 STUDS: 1/3 SPAN NOTCHES & HOLES ALLOWED 5/8" MIN. 5/8" MIN. 45° D/ 4 MA X 16 " M A X 7/8" MAX. D/ 6 MA X D/3 MAX D/ 3 MA X 2" MI N . 2" MI N . D/ 6 MA X D/3 MAX 5/8" MIN. 5/8" MIN. 16 " M A X 1 1/8" MAX. 5/8" MIN. 5/8" MIN. 16 " M A X 1 3/8" MAX. 5/8" MIN. 5/8" MIN. 16 " M A X 2 1/8" MAX. 3/ 4 " MI N . 3/ 4 " MI N . D/ 3 MA X 16" MAX SCALE: NOTCHED OR DRILLED SAWN LUMBER JOISTS N.T.S. 113 1/3 SPAN NO NOTCHES ALLOWED D NO BLOCKING 5" SQ., OR E.N. REQUIRED 2XBLK'G. TYP. TO 16" SQ. 5" SQ., BLK'G & E.N. REQUIRED 1. HOLES UP TO 5" SQ. DO NOT REQUIRE BLK'G AND E.N. 2. HOLES FROM 5" SQ. TO 16" SQ. REQUIRE BLK'G AND E.N. 3. HOLES LARGER THAN 16" SQ. ARE NOT ALLOWED. 4. HOLE SIZE INCLUDES THE LENGTH OF THE OVERCUT. 5. MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20 PERCENT OF THE WALL LENGTH. 7. RECOMMEND CIRCULAR BORED HOLES OR RADIUS CORNER CUTS. 6. OPENING MUST BE A MIN. 6" ABOVE SOLE PLATE OR BELOW TOP PLATES AND FROM EDGE MEMBERS. NOTES: SCALE: ALLOWABLE SHEAR WALL PENETRATIONS N.T.S. 118 MAX.MAX MAX.MAX. 5/8" CDX PLY OR ENG. ROOF TRUSSES 2XSTUDS @16' O,C. PER FRAMING NOTES ROOF SHEATHING MATCH SHEAR PANEL BELOW SHEAR PANELPER PLAN (2) 16Ds AT 6" O.C. U.N.O. BOUNDARY NAILING OSB SHTG, 4 1/2" WIDE W/ E.N. TO MATCH BLW. FIELD BUILT PANEL ENG. BLKG. PANEL E.N. ALL AROUND LTP4 AT 24" O.C. U.N.O. SCALE: PANEL BLOCKING N.T.S. 119 1 3/8" Ø HOLE 2 1/8" Ø HOLE 2" Ø HOLE 1 3/4" Ø HOLE TYPES OF CONNECTIONS MINIMUM NAILING JOIST OR TRUSS TO TOP PLATE, SILL, GIRDER, ETC.(3) 16d SINKERS, SHORTS OR 10D COMMON TOE-NAILS BRIDGING TO JOIST (2) 8d COMMON OR (2) 16d, TOE-NAIL EACH END SOLE PLATE TO JOIST OR BLOCKING 16d x 3 1/2" AT 16" O.C. OR (2) 16d x 3" AT 16" O.C. TOP PLATE TO STUD (2) 16d COMMON, (3) 16d, END NAIL OR (3) 16d TOE-NAILS STUD TO SOLE PLATE DOUBLE OR MULTIPLE BUILT-UP STUDS 16d AT 16" O.C. STAG., EA. PIECE U.N.O. PER SHEAR SCHED. DOUBLE OR MULTIPLE TOP PLATES 16d AT 16" O.C. STAGGERED, EACH PIECE BLOCKING BETWEEN JOIST OR RAFTERS TO TOP PLATE (3) 8d COMMON OR 16d, TOE-NAIL RIM JOIST TO TOP PLATE 8d COMMON OR 16d AT 8" O.C., TOE-NAIL TOP PLATES, LAPS AND INTERSECTIONS (2) 16d COMMON OR (3) 16d CONTINUOUS HEADER, TWO OR MORE LAMINATIONS 16d AT 16" O.C. ALONG EACH EDGE, EACH PIECE CEILING JOISTS TO PLATE (3) 16d, TOE-NAIL CONTINUOUS HEADER TO STUD (4) 16d, TOE-NAIL CEILING JOISTS, LAPS OVER PARTITIONS (4) 16d U.N.O. CEILING JOISTS OR COLLAR TIE TO PARALLEL RAFTERS PER PLAN, (4) 16d MIN. RAFTER OR TRUSS TO PLATE (3) 16d, TOE-NAIL BUILT-UP CORNER STUDS 16d AT 16" O.C. KING STUD TO BEAM (END)(2) 16d AT 2" O.C. (4 MIN) A. NAILING SPECIFIED ON PLAN OR DETAIL SUPERCEDES THIS TABLE B. ALL NAILING IS FACE OR END NAILING UNLESS SPECIFIED "TOE-NAIL" C. SEE STANDARD DETAILS FOR TOP PLATE SPLICE CONNECTION. SCALE: MINIMUM NAILING SCHEDULE N.T.S. 102 SCALE: STD. REBAR HOOKS & BENDS N.T.S. 121 SCALE: DRAG STRUT N.T.S. 105 1 2 3 3 3 5 76 3" l, n PER TABLE l, n PER TABLE TYPICAL SOLID MEMBER CONNECTION TYPICAL SOLID MEMBER BLOCKED DRAG LINE l, n PER TABLE L PER PLAN N' PER TABLE 1.HEADER PER PLAN 2.SILL 3.STITCH NAIL TRIMMER STUD TO KING STUD PER SHEAR WALL SCHEDULE. 4.INSTALL CRIPPLE STUD & STITCH NAIL TO KING STUD PER SHEAR WALL SCHEDULE. 5.SHEAR WALL TYPE 4 & HIGHER REQUIRES 3X AT ADJOINING PANEL EDGES (OR DOUBLE 2X w/ STITCH NAILING PER SHEAR WALL SCHED.) 6.HOLD-DOWN PER PLAN 7.HOLD-DOWN MAY BE INSTALLED BENEATH OPENING. CUT CRIPPLE STUD SHORT TO ALLOW CONNECTION TO TRIMMER. SHADED AREA INDICATES EDGE NAILING SHEAR PANEL MAY BE INSTALLED ON EITHER SIDE OF WALL CEILING JOIST BOTTOM OF BEAM ALTERNATE (ALTERNATIVE) ARCHITECTURAL PLANS AMERICAN NATIONAL AMERICAN IRON AND AMERICAN INSTITUTE OF AMERICAN CONCRETE CJ B.O.B. ALT ARCH'L A.N.S.I. A.I.S.I. A.I.S.C. A.C.I. EACH WAY EQUAL EACH FACE DIAMETER CONTINUOUS E.W. EQ. E.F. DIA CONT. GA ft F.F. GAUGE FOOT FINISH FLOOR ksi K.O. k HSS G.S.N. KIPS PER SQUARE INCH KNOCKOUT KIP (1,000 LBS) HOLLOW STRUCTURAL SECTION GENERAL STRUCTURAL NOTES MIN MAX L.L.V. L.L.H. MINIMUM MAXIMUM LONG LEG VERTICAL LONG LEG HORIZONTAL O.C. N.T.S. MISC. ON CENTER NOT TO SCALE MISCELLANEOUS STANDARD SPECIFICATION SIMILAR POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT POUNDS PER LINEAR FOOT OPPOSITE STD SPEC. SIM psi psf plf OPP VERTICAL UNLESS NOTED OTHERWISE TYPICAL TOP OF WALL TOP OF STEEL TOP OF LEDGER TOP OF JOIST TOP OF CONCRETE TOP OF BEAM TONGUE AND GROOVE VERT U.N.O. TYP T.O.W. T.O.S. T.O.L. T.O.J. T.O.C. T.O.B. T&G TOP OF FOOTINGT.O.F. TOP OF MASONRYT.O.M. GLB GLULAM BEAM MFR.MANUFACTURER I.B.C.INTERNATIONAL BUILDING CODE SCALE: STANDARD ABBREVIATIONS N.T.S. 116 EDGE NAILING E.N. or EN BOUNDARY NAILINGB.N. or BN BEAMBM EXISTING(E) ROOF RAFTERRR HOR HORIZONTAL PRESSURE TREATED DOUGLAS FIRPTDF DIAPHRAGMDIAPH BLOCK / BLOCKINGBLKG L LENGTH DEEP or DEPTHDP WIDE or WIDTHW POST OR STUDP CRIPPLE POSTCP K KING STUD TRIM STUD (TRIMMER)T SCALE: PLYWOOD DIAPHRAGM DETAIL N.T.S. 103 SCALE: STD. COIL STRAP CONNECTIONS N.T.S. 104 SCALE: SHEAR TRANSFER & HD AT OPENING N.T.S. 107 (2) 16d COMMON, (3) 16d, END NAIL OR (3) 16d TOE-NAILS BUILT-UP GIRDER AND BEAMS (3) 16d AT 16" O.C. JACK RAFTER TO HIP, RAFTER TO 2x RIDGE (1) 16d PER 2" NOM. DEPTH ((2) FOR 2x4, (3) FOR 2x6, ETC.) 2x LEDGER (1) 16d PER 2" NOM. DEPTH AT 16" O.C. (OR TO EA. STUD) PRESSURE BLOCKING OR LEDGER BLKG.(1) 16d PER 2" NOM. DEPTH EA. END TO LEDGER OR BEAM ROOF RAFTER/JOIST OR CEILING JOIST TO (1) 16d END NAIL PER 2" NOM. DEPTH TO BLKG. LEDGER WITH PRESSURE OR LEDGER BLKG. (1) 16d (1) 16d TOE-NAIL BETWEEN EA. END NAIL TO LEDGER d D. SEE CBC TABLE 2304.9.1 FOR CONDITIONS NOT LISTED. 1 1.STRAP PER PLAN 2.2x SCAB w/ (3) 16d AT 4" O.C. AS NEEDED 3.BLOCKING PER TABLE A.USE COMMON NAILS FOR ALL STRAPS (U.N.O.) B.USE SINKERS, BOX OR SHORTS AT SCABS 2 1 3 l 16"CS16 CS14 CMSTC16 CMST14 18" 24" 36" N (15)10d N', U.N.O. 10d @ 4" o.c. 10d @ 2" o.c. 10d @ 2" o.c. STRAP MIN. BLKG. 2x4 FLAT 2x4 FLAT 4x4 OR 2x6 FLAT 4x4 OR 2x8 FLAT MIN. SCAB 22" 32" 30" 40" (13) 8d or (11) 10d (28)16d SINKERS (38)10d or (33)16d 8d or 10d @ 4" o.c. * * DBL. LENGTH IF SCAB CARRIES ENTIRE STRAP.* 2 1'-0" MIN SCALE: INTERIOR NON-BEARING HEADER SCHEDULE N.T.S. 112 HEADER SIZE 2x4 FLAT 4x4 STD & BTR 4x6 DF #2 (5'-0" WALL ABV) 3'-0" 6'-6" 10'-0" MAX SPAN (10'-0" WALL ABV)MAX SPAN -- 4'-6" 9'-6" 4x8 DF #2 12'-0"12'-0" 1.HOLES MAY BE DRILLED IN ANY 1/3 SPAN. HOLES MUST BE A MIN. 12" FROM ANY NOTCH. 2.DO NOT NOTCH BOTH TOP AND BOTTOM SURFACES WITHIN THE SAME 1/3 SPAN. 3.MAX ALLOWED IS A COMBINATION OF TWO NOTCHES AND/OR HOLES PER 1/3 SPAN. 4.THIS DETAIL DOES NOT APPLY TO NOTCHES AND HOLES IN STRUCTURAL BEAMS, THEY MUST BE SPECIFICALLY DETAILED. 5.NOTCHES AND HOLES ARE NOT ALLOWED IN CANTILEVERED JOISTS. 6.REFER TO MANUFACTURER'S RECOMMENDATIONS FOR HOLES IN MANUFACTURER'S I-JOIST. DO NOT NOTCH I-JOIST. 1.IF ALLOWABLE CUTS ON STUDS ARE EXCEEDED, PROVIDE SIMPSON HSS STUD SHOES (OR EQ.) AT EACH NOTCH OR HOLE. 2.DO NOT NOTCH OR DRILL MORE THAN THREE CONSECUTIVE STUDS (UNLESS HOLES ARE WITHIN MIDDLE THIRD OF STUD DEPTH) 3.DO NOT NOTCH OR DRILL BALLOON FRAMED WALLS OVER 10' TALL (UNLESS HOLES ARE WITHIN MIDDLE THIRD OF STUD DEPTH) 4.NO STRAPPING REQUIRED AT NOTCH OR HOLE DOES NOT EXCEED THOSE SHOWN 5.PROVIDE CS16 MIN. U.N.O. ACROSS OVERSIZED HOLE OR NOTCH AS SHOWN. WHERE HOLES OR NOTCHED EXCEED THOSE SHOWN PROVIDE STRAP EA. SIDE. ·SEE GENERAL NOTES, WOOD, 8 & 9. 3/ 4 " MI N . 3/ 4 " MI N . 1 1 / 2 " MI N 2" MA X 16" MAX D/ 3 MA X . D l, n PER DET 104 TYPICAL SCALE: COLUMN CAP & BEAM SPLICE N.T.S. 120 l, n PER TABLE 4 1.POST PER PLAN 2.COL. CAP PER PLAN 3.BEAM PER PLAN 4.CS16 STRAP U.N.O. WHERE BEAM NOT CONT. OVER POST. 1 2 33 l, n PER TABLE HANGERS ON LEDGER HANGERS ON BEAM HG BLKG. ON LEDGER HG BLKG. ON BEAM 1.2x STUDS AT 16" O.C. w/ FIRE BLOCKING AS SHOWN 2.2x LEDGER TO MATCH OR EXCEED CEILING JOIST DEPTH WITH (1) 16d FACE NAIL PER 2" LEDGER NOMINAL DEPTH EACH STUD (16" O.C. AT BEAM) 3.2x FULL DEPTH HANGER BLOCK EVERY OTHER BAY WITH (1) 16d FACE NAIL PER 2" NOM DEPTH NEAR EACH END TO LEDGER. 4.2x CEILING JOIST PER PLAN WITH (1) 16d END NAIL PER 2" NOMINAL DEPTH TO HANGER BLOCK & (1) 16d TOENAIL BETWEEN EACH END NAIL TO LEDGER. 5.2x CEILING JOIST PER PLAN WITH LAU OR LUIS HANGER TO LEDGER. NOTE: PLAN SPECIFICATIONS SUPERCEDE THESE MINIMUM SPECIFICATIONS. 1 11 1 22354 3 45 SCALE: DROPPED CEILING N.T.S. 117 SCALE: TYPICAL SHEAR WALL AT INTERSECTION N.T.S. 109 SHEAR WALL w/ HOLD-DOWN, CONT. INTERSECTING SHEAR PANEL SHEAR WALL w/ HOLD-DOWN, SEGMENTED INTERSECTING SHEAR PANEL 1.(3) STUD WALL CHANNEL 2.POST TO MATCH WALL WIDTH EA. WAY 3.POST TO MATCH NT. WALL WIDTH, 2" DEEPER THAN NT. WALL WIDTH 4.SPIKE END STUD TO CHANNEL STUD PER SHEAR WALL SCHEDULE 5.HOLD DOWN PER PLAN WHERE OCCURS 6.SPIKE STUD TO POST PER SHEAR WALL SCHEDULE (AT 2x CHANNEL STUD, USE ONE ROW WITH HALF THE SPECIFIED SPACING, NOT TO EXCEED TYPE 4 SHEAR WALL) 7.SPIKE STUD TO POST/CHANNEL STUD PER DET 102. 8.EDGE NAILING PER SHEAR PANEL SCHED. 1 1 2 2 3 3 4 4 4 4 5 5 5 555 55 5 5 667 7 8 8 8 888888 888 LENGTH AS INDICATED ON PLANS STRAP LENGTH TO MATCH SHEAR WALL l, n PER TABLE 1 2 4 3 3 5 5 4 3 3 6 5 5 1.HEADER PER PLAN 2.DOUBLE SILL, STRAP TO LOWER 3.STITCH NAIL TRIMMER STUD TO KING STUD PER SHEAR WALL SCHEDULE. 4.INSTALL CRIPPLE STUD & STITCH NAIL TO KING STUD PER SHEAR WALL SCHEDULE. 5.ALIGN BLOCKING TO HEADER/SILL & INSTALL CONT. COIL STRAP PER PLAN. BLOCKING, STRAP LAP & NAILING PER STANDARD COIL STRAP CONNECTION DETAIL. EXTEND STRAP & BLK'G TO END OF WALL UNLESS 'L' SPECIFIED ON PLAN. 6.SHADED AREA INDICATES EDGE NAILING SHEAR PANEL MAY BE INSTALLED ON EITHER SIDE OF WALL SCALE: SHEAR TRANSFER AROUND OPENING N.T.S. 106 'L' TYPICAL 16" MIN.16" MIN. 16" MIN.16" MIN. CASE A 1.POST TO MATCH BEAM WIDTH U.N.O. 2.KING STUD. SPIKE TO POST w/ (2) 16d AT 16" O.C. SPIKE TO BEAM w/ (2) 16d AT 2" O.C. 3.DROPPED BEAM PER PLAN 4.DBL TOP PLATE. IN LIEU OF STRAP, BEAM TOP OF BEAM MAY BE NOTCHED 1 1/2" TO ALLOW TOP PLATE TO RUN CONTINUOUS. 5.INSTALL CS16 WHEN TOP PLATE IS NOT CONTINUOUS, LAP & NAILING PER STANDARD COIL STRAP CONNECTION DETAIL. INSTALL OTHER STRAPS PER MFR. 6.TOP FLUSH BEAM PER PLAN 7.DBL TOP PLATE (CUT BOTH TO ALLOW BEAM. 8.FLOOR JOIST OR FRIEZE BLKG. WHERE OCCURS. TOENAIL TO BEAM w/ 16d AT 2" O.C. 9.SPIKE KING STUDS TO BEAM w/ (2) 16d AT 2" O.C. 10.DBL TOP PLATE 11.FLUSH BM, TRUSS OR BRG. ENHANCER PER PLAN w/ A34 OR A36 or (2) 1/4" SDS SCREWS w/ 2" EMB. EA. SIDE TO TOP PLATE 2 3 1 4 5 5 2 6 1 7 8 CASE B CASE C 2 9 1 10 CASE D 1 10 11 2 1 7 CASE F 5 6 8 2'-0" MIN. WIDTH 1 2 3 4 5 1.BOUNDARY NAILING (BN) 2.BOUNDARY NAILING AT DRAG STRUT 3.FIELD NAILING 4.EDGE NAILING (EN) 5.EDGE NAILING AT DIAPH. BLOCKING 6.2X4 FLAT BLKG. OK WHERE DIAPH. BLKG. SPECIFIED. 5 6 A.RUN LONG DIMENSION OF PLYWOOD ACROSS (PERPENDICULAR TO) JOIST AND RAFTERS. B.STAGGER END JOINTS 2'-0" MINIMUM. C.BOUNDARY NAILING APPLIES TO PERIMETER PLATE LINES, CHORDS, TIES, AND AS CALLED FOR ON DRAWINGS. D.SEE PLANS FOR NAILING. E.NAILS SHALL HAVE MIN. 3/8" EDGE DISTANCE. F.USE TONGUE-AND-GROOVE PLYWOOD AT FLOORS UNLESS NOTED OTHERWISE. G.PROVIDE 1/8" EXPANSION GAP BETWEEN SHTG. PANELS H.ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. 3 5 2 1 1.2X OR 3X PTDF SILL PLATE PER SHEAR SCHEDULE & SHEAR WALL PER PLAN. 2.HOLD-DOWN ANCHOR PER TABLE IN HOLD-DOWN DETAIL SPECIFIED ON FOUNDATION PLAN 3.SIMPSON HDU / HTT TYPE HOLDOWN PER PLAN & ICC ESR 2523 / UES ER-130. 4.SIMPSON LTT TYPE HOLDOWN PER PLAN & UES ER-130. 5.POST PER PLAN OR (2) 2x POSTS TO MATCH WALL FRAMING DEPTH ((1)KS & (1)TS O.K.) PROVIDE (2)16d @ 6" O.C. STITCH NAILING AT DOUBLE STUDS WHEREVER DOUBLE 2x STUDS ARE SPECIFIED, THE CONTRACTOR MAY SUBSTITUTE A SINGLE 4X MEMBER. SCALE: HDU & LTT HOLDOWN N.T.S. 108 1 4 5 2 AND SPECIFICATIONS STANDARDS INSTITUTE STEEL INSTITUTE STEEL CONSTRUCTION INSTITUTE SCALE: DRILLED HOLES IN LVL OR PSL HEADERS & BEAMS N.T.S. 114 MIDDLE 1/3 SPAN ONLY D SPAN MI D D L E 1 / 3 DE P T H O N L Y NO LESS THAN TWICE THE DIA. OF LARGEST HOLE HDR OR BM DEPTH 'D' 4 3/8" 5 1/2" 7 1/4" - 20" HOLEMAX DIA. 1" 2" 1-3/4" 1 ALL SHEAR PANEL/DIAPH. NAILING SHALL BE OF COMMON NAILS UNLESS SPECIFIED "COMMON" ALL 16d = 16d SINKERS, BOX, SHORTS, OR 10d COMMON REFER TO 2022 CBC TABLES 2304.10.1 FOR COMPLETE LIST. 2 1 4 5 3 6 1.HEADER PER PLAN 2.TRIMMER STUD PER PLAN w/ (2) 16d AT 16" O.C. TO KING STUD 3.KING STUD PER PLAN. AT MULT. 2X KING STUDS, SPIKE EACH STUD w/ (2) 16d AT 16" O.C. U.N.O. 4.SPIKE CRIPPLE STUD TO KING STUD w/ (2) 16d NEAR TOP & BOTT., AT 16" O.C. BETWEEN 5.2X CRIPPLE STUDS ON LAYOUT 6.WHERE KING STUD LARGER THAN 2X, TOENAIL HDR TO KING STUD WITH (1) 16d FOR EACH 2" NOM. DEPTH OR (2) LTP4's EACH SIDE AND (2) 16d TOENAILS T&B SCALE: FRAMING AT HEADER N.T.S. 110 6 PL A T E L I N E PLATE LINE PLA T E L I N E PLATE LINE 2 3 1 10 CASE E 5 OR OR 'l', 'n' PER TABLE 'l', 'n' PER TABLE CASE A (FLUSH) 'l', 'n' PER TABLE 'l', 'n' PER TABLE CASE B (TOP FLUSH) 'l', 'n' PER TABLE 'l', 'n' PER TABLE 1.END POST OR MULT. STUDS PER PLAN 2.DRAG STRUT OR FLUSH BEAM PER PLAN w/ B.N. 3.DBL. TOP PLATE OR BEAM AS OCCURS 4.STRAP PER PLAN WITH LAP & NAILING PER MFR. SEE DET. 104 FOR COIL STRAP CONNECTIONS. 5.2x4 x 8' MIN w/ (2) 8d AT 8" O.C. (CS14, CS16, LSTA STRAPS ONLY) 6.KING STUD/STUDS PER PLAN 3 2 1 4 4 1 2 3 OR OR 5 CASE C (DROPPED) 3 2 1 4TOP OR SIDE 6 SCALE: TOP PLATE SPLICE N.T.S. 101 EQ.EQ. STRAPPED SPLICE AT ALIGNED JOINTS ( LAP < 48" ) 1.TOP PLATE w/ EDGE NAILING 2.CAP PLATE w/ (3) 16D's AT 16" O.C. 3.CS14x40" w/ (15) 8d EA. END OR MSTA36 w/ (13) 10d ONE SIDE OF EACH BUTT JOINT ((2) STRAPS REQUIRED) 4.16D's MAY BE 16D SINKERS, 16D BOX, 16D SHORTS, 10D COMMON x 3" OR BETTER STANDARD SPLICE AT DBL PLATE ( 48" MIN LAP) 4'-0" MIN. (16) 16d PER SPLICE U.N.O. 4 2 333 1 1 2 2 F.H.FULL HEIGHT GENERAL DETAILS SD1 2 AS NOTED PROJECT NUMBER: SHEET NUMBER: OF CL I E N T : TI T L E : SCALE: DRAWN BY: PR O J E C T H I S T O R Y : DATE: AI T S AT O C F E CI V AI L FI O NR LW N ETSIGER APE RED R SEFO L .G G T I REEN O SI N LA EKNA NE No . 6 8 8 5 6 Ex p . 9 / 3 0 / 2 5 16 0 8 W . F e s c u e L a n e , # 2 0 3 , C o e u r d ' A l e n e , I D 8 3 8 1 5 (9 5 1 ) 97 2 - 0 7 6 9 n e a l @ n g w e n g i n e e r i n g . c o m NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Pe t e r F r a z i e r / O c t o b e r 5 Fr u i t S t r e e t R e s i d e n c e R e m o d e l 19 2 5 E . F r u i t S t r e e t Sa n t a A n a , C A 9 2 7 0 1 6/3/2024 JMM, NGW 24-0303-ST BU I L D I N G D E P A R T M E N T C O R R E C T I O N S , N G W 1 2 / 6 / 2 0 2 4 1 1925 E Fruit St 2/26/2025 SCALE: NEW RIDGE BEAM & VAULTED CLG. AT (E) ATTIC 3/4" = 1'-0"259 1.REMOVE (E) INTERIOR WALL, CEILING FRAMING & ROOF SUPPORT FRAMING. 2.NEW RIDGE BEAM PER PLAN WITH 1" WIDE SHIM STRIP EA. SIDE 3.NEW ROOF RAFTER (RR) SISTERED TO EA. (E) ROOF RAFTER w/ (2) 16D's AT 24" MAX. O.C. 4.(E) ROOF SHT'G. TO REMAIN. 5.(E) RIDGE BOARD TO REMAIN 1 2 3 4 5 SCALE: NEW ROOF RAFTERS AT (E) ROOF 3/4" = 1'-0"251 1.(E) WALL & ROOF FRAMING TO REMAIN. 2.NEW 2x6 ROOF RAFTER (RR) SISTERED TO EA. (E) ROOF RAFTER w/ (2) 16D's AT 24" MAX. O.C. 3.(E) ROOF SHT'G. TO REMAIN. 1 2 SCALE: GABLE END WALL AT VAULTED CLG. 3/4" = 1'-0"252 1.(E) WALL & ROOF FRAMING TO REMAIN. 2.ADD ONE OR MORE 2x4 F.H. STUD TO EA. (E) 2x4 STUD w/ (2) 16D's AT 24" O.C. SEE TABLE BELOW FOR STUD COUNT. 3.NEW 2x6 LADDER BLOCK AT EA. FLAT 2x OUTLOOKER w/ (3) 16D's EA. END & (3) 16D's EA. OUTLOOKER. 4.NEW 2x ROOF RAFTER (RR) SISTERED TO EA. (E) RR w/ (2) 16D's AT 24" MAX. O.C. 5.(E) ROOF SHT'G. TO REMAIN. 2 13 3 4 5 SCALE: VAULTED ROOF AT (E) HIGH WALL 3/4" = 1'-0"253 1.(E) CRIPPLE WALL ABV. (E) CLG. & ROOF FRAMING TO REMAIN. 2.NEW 2x6 LADDER BLOCK AT EA. (E) FLAT 2x OUTLOOKER w/ (3) 16D's EA. END & (3) 16D's TO OUTLOOKER. 3.NEW 2x6 ROOF RAFTER (RR) SISTERED TO EA. (E) RAFTER w/ (2) 16D's AT 24" MAX. O.C. 4.(E) ROOF SHT'G. TO REMAIN. 12 4 SCALE: NEW VAULTED CLG. AT (E) ATTIC 3/4" = 1'-0"255 1.(E) WALL, CLG. & ROOF FRAMING TO REMAIN. 2.REMOVE (E) CLG. JOISTS (CJ) 3.NEW 2x RIM JOIST w/ (3) 16D's EA. CJ & A35's AT 24" O.C. 4.NEW 2x PLATE w/ (2) 16D's AT 24" O.C. 5.NEW 2x4 CRIPPLE STUDS AT 16" O.C. 6.NEW DBL. 2x TOP PLATE w/ BEVELED TO ALLOW 1" MIN. RR BEARING. 7.NEW 2x SHIM STRIP w/ 8D's AT 24" O.C. 8.NEW 2x6 ROOF RAFTER (RR) SISTERED TO EA. (E) RR w/ (2) 16D's AT 24" MAX. O.C. 9.(E) ROOF SHT'G. TO REMAIN. 1 3 4 2 5 6 78 9 SCALE: NEW VAULTED CLG. AT (E) ATTIC 3/4" = 1'-0"254 1.(E) 2x STUDS AT 16" O.C. 2.(E) DBL. 2x TOP PLATE. 3.(E) CEILING JOISTS TO REMAIN. 4.NEW 2x LADDER BLK'G. AT 24" MAX. O.C. 5.2x PLATE w/ (2) 16D's AT 24" MAX. O.C. 6.NEW 2x4 CRIPPLE STUDS AT 16" O.C. 7.NEW 2x TOP PLATE w/ (2) 16D's AT 24" MAX. O.C. 8.(E) ROOF RAFTER (RR) TO REMAIN. 9.NEW 2x6 ROOF RAFTER (RR) w/ 16D's AT 24" MAX. O.C. TO EA. (E) RR. 10.(E) ROOF SHT'G. TO REMAIN. 11.REMOVE (E) CLG. FRAMING. 1 23 4 6 5 7 8 9 10 11 SCALE: NEW VAULTED CLG. AT (E) ATTIC 3/4" = 1'-0"256 1.REMOVE (E) CLG. FRAMING. 2.(E) ROOF RAFTER (RR) TO REMAIN. 3.(E) ROOF SHT'G. TO REMAIN. 4.NEW 2x6 ROOF RAFTER (RR) w/ 16D's AT 24" MAX. O.C. TO EA. (E) RR. 3 4 1 2 3 SCALE: NEW VAULTED CLG. AT (E) ATTIC 3/4" = 1'-0"257 1.REMOVE (E) BEAM & INSTALL NEW BEAM PER PLAN. BEVEL TOP TO PROVIDE 1" MIN BEARING AT LOW SIDE. 2.REMOVE (E) CLG. JOISTS. 3.2x SHIM STRIP w/ 8D's AT 24" O.C. 4.NEW 2x6 ROOF RAFTER (RR) SISTERED TO EA. (E) RAFTER w/ (2) 16D's AT 24" MAX. O.C. 5.(E) ROOF SHT'G. TO REMAIN. 1 2 3 5 SCALE: NEW VAULTED CLG. AT (E) ATTIC 3/4" = 1'-0"258 1.REMOVE (E) CLG. FRAMING. 2.NEW PURLIN BEAM PER PLAN, BEVEL TOP TO PROVIDE 1" MIN. BEARING AT LOW SIDE 3.2x SHIM STRIP w/ 8D'S AT 24" O.C. 4.4.NEW 2X6 ROOF RAFTER (RR) SISTERED TO EA. (E) RAFTER W/ (2) 16D'S AT 24" MAX. O.C. 5.NEW 2x BLOCKING. 6.(E) ROOF SHT'G. TO REMAIN. 5 6 SCALE: INTERIOR NON-BRG. WALL AT NEW VAULTED CLG. 3/4" = 1'-0"260 1.(E) INTERIOR STUDS AT 16" O.C. 2.REMOVE (E) 2x TOP PLATE. 3.NEW F.H. 2x4 STUDS AT 16" O.C., RAKED TO MATCH ROOF PROFILE. REPLACE (E) STUDS OR SISTER TO EA. w/ (2) 16D's AT 24" O.C. 4.NEW 2x4 TOP PLATE w/ (2) 16D's EA. LADDER BLOCK. 5.2x LADDER BLK'G. AT 48" MAX. O.C. 6.NEW 2x6 ROOF RAFTER (RR) SISTERED TO EA. (E) RAFTER w/ (2) 16D's AT 24" MAX. O.C. 7.(E) RAFTERS TO REMAIN. 8.(E) ROOF SHT'G. TO REMAIN. 1 2 3 4 6 5 7 8 SCALE: NEW VAULTED CLG. AT (E) ATTIC & WALL INFILL 3/4" = 1'-0"261 1.(E) WINDOW HEADER TO REMAIN. 2.(E) 2x CRIPPLE STUDS AT 16" O.C. 3.(E) DBL. 2x TOP PLATE. 4.(E) CEILING JOISTS. 5.(E) BLOCKING. 6.(E) 2x PLATE. 7.(E) RAFTERS. 8.(E) BLK'G. & SHEAR TRANSFER. 9.NEW 2x INFILL STUDS TO MATCH (E) AT 16" O.C. w/ (3) 16D TOENAILS T&B. 10.CUT/REMOVE (E) CEILING JOISTS. 11.NEW 2x BLOCKING. 12.NEW 2x SHIM SHIM STRIP w/ 8D's AT 24" O.C. 13.NEW 2x6 ROOF RAFTER (RR) SISTERED TO EA. (E) RAFTER w/ (2) 16D's AT 24" MAX. O.C. 14.(E) ROOF SHT'G. TO REMAIN. 1 9 2 3 410 11 5 6 2 3 7 8 14 12 13 SCALE: STANDARD EXTERIOR FOOTING 3/4" = 1'-0"201 1.(E) CONC. FTG. TO REMAIN. 2.(E) 2x PTDF SILL PLATE. 3.NEW POST PER PLAN WITHIN (E) WALL w/ (2) 16D TOENAILS EA. SIDE TO (E) SILL PLATE. WHERE POST IS OF MULT. STUDS, INSTALL (2) 16D TOENAILS EACH STUD. 1 2 3 STUD LENGTH STUD COUNT 9' 1 11'-6" 2 13' 3 14' 4 15' 5 4 1 2 3 4 4 1.CUT (E) SLAB & INSTALL NEW PAD FTG. PER PLAN/SCHEDULE. 2.WIDTH (W) PER PLAN/SCHEDULE 3.FOOTING EMBEDMENT (D) PER PLAN/SCHEDULE. SEE G.S.N. FOR ADD'L INFORMATION 4.REINFORCING PER PLAN/SCHEDULE. No. OF REBARS PER SCHEDULE REGARDLESS OF AMOUNT SHOWN 5.#3 DOWELS AT 18" O.C. w/ 5" MIN. EMB. w/ EPOXY ADHESIVE PER GENERAL NOTES, REINF. STEEL, NOTES 6 & 7. DRILL 1/2"Ø HOLE. FOR MORE COMPLETE INSTALLATION REQUIREMENTS, REFER TO MFR. INSTRUCTIONS OR APPLICABLE ICBO REPORT. (SPECIAL INSPECTION REQUIRED.) 6.2x PTDF SILL PLATE w/ E.N. & 5/8"Ø A.B. w/ 7" EMB. & 3"X3"X0.229" PL WASHER WITHIN 12" OF POST, EA. SIDE. 7.POST PER PLAN WITHIN WALL. 3" CL R 7 6 15 2 3 SCALE: PAD FOOTING RETROFIT 3/4" = 1'-0" 202 44 1 SCALE: INFILL FRAMING AT (E) HEADER 3/4" = 1'-0" 262 1 3 1.(E) HEADER TO REMAIN. 2.(E) FRAMING AT EXISTING OPENING. 3.NEW INFILL STUDS AT 16" O.C. w/ (3) 10D TOENAILS (ALT DIRECTIONS) 4.POST PER PLAN w/ A35 EA. SIDE (SPIKE MULTI. STUDS TOGETHER w/ (2) 16D's AT 16" O.C.) 2 3 4 2 1 1 SCALE: INFILL FRAMING AT (E) DOOR OPENING NTS 203 1.(E) CONC. FTG. & SLAB ON GRADE 2.(N) 2x PTDF SILL PLATE w/ E.N. & NEW 5/8"Ø A36 OR A307 ALLTHREAD ROD ANCHORS PER PLAN/A.B. TABLE w/ 3" sq x 0.229" PLATE WASHERS & 5" MIN EMBEDMENT U.N.O. w/ EPOXY ADHESIVE PER SHEET S-1, ANCHOR BOLTS, NOTES 2, 5, 7. (SPECIAL INSPECTION REQUIRED.) 3.(N) 2X STUDS AT 16" MAX. O.C. WITH SHEAR PANEL PER PLAN 1 1 1/2" CLR. 2 3 1 FOUNDATION & ROOF FRAMING DETAILS SD2 2 AS NOTED PROJECT NUMBER: SHEET NUMBER: OF CL I E N T : TI T L E : SCALE: DRAWN BY: PR O J E C T H I S T O R Y : DATE: AI T S AT O C F E CI V AI L FI O NR LW N ETSIGER APE RED R SEFO L .G G T I REEN O SI N LA EKNA NE No . 6 8 8 5 6 Ex p . 9 / 3 0 / 2 5 16 0 8 W . F e s c u e L a n e , # 2 0 3 , C o e u r d ' A l e n e , I D 8 3 8 1 5 (9 5 1 ) 97 2 - 0 7 6 9 n e a l @ n g w e n g i n e e r i n g . c o m NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C NG W EN G I N E E R I N G , I N C Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Bu i l d e r F r i e n d l y & O n T i m e Pe t e r F r a z i e r / O c t o b e r 5 Fr u i t S t r e e t R e s i d e n c e R e m o d e l 19 2 5 E . F r u i t S t r e e t Sa n t a A n a , C A 9 2 7 0 1 6/3/2024 JMM, NGW 24-0303-ST BU I L D I N G D E P A R T M E N T C O R R E C T I O N S , N G W 1 2 / 6 / 2 0 2 4 1 1925 E Fruit St 2/26/2025 Fruit Street Residence Remodel 1925 E Fruit Street Santa Ana, CA 92701 Job No. 24-0303-ST June 3, 2024 - Revision 1, Dec 6, 2024, pg: 8 - 7278 N Bedford Lane, Coeur d'Alene, ID 83815 Phone: (951) 972-0769 neal@ngwengineering.com 1925 E Fruit St 2/26/2025 Wind Loading: Risk Category = II Table 1.5-1 Wind Speed (mph) = 95 Fig. 26.5-1B Exposure Category = C Sec. 26.7.3 Seismic Loading: Importance factor Ie = Fa =1.200 SDC = D °v =1.800 R =6.5 Site Longitude =°SMS =1.908 g Ωo =2.5 SS =g SM1 =1.064 g Cd =4 S1 =g SDS =1.272 g Cs =0.196 g Site Class =SD1 =0.709 g Gravity Loads: Beam self wt. = 32 pcf 0.22 ROOF (R): Roof Pitch*4.00 : 12 *Fiberglass/Comp 5.3 psf * *5/8" Sheathing 2.1 psf * Roof Framing 2.3 psf R-38 Insulation 0.7 psf 5/8" Drywall 2.8 psf Misc. 1.8 psf DL 15.0 psf Lr 20.0 psf EXTERIOR WALL (EW):INTERIOR WALL (IW): Stucco 10.0 psf 1/2" Drywall 2.2 psf 3/8" Sheathing 1.2 psf 2x4 Wall Framing 1.5 psf 2x6 Wall Framing 2.0 psf 1/2" Drywall 2.2 psf R-21 Insulation 0.6 psf -0.0 psf 1/2" Drywall 2.2 psf -0.0 psf -0.0 psf -0.0 psf Misc. 1.0 psf Misc. 1.1 psf DL 17.0 psf DL 7.0 psf 1.000 Wind Press. (psf)A B C D W1 23.3 -7.0 14.6 -4.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Page 212/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Soil Values: No Soil Report. Use CBC prescribed values Vertical Foundation Pressure (psf) 1500 Use Passive Lateral Pressure (pcf) 150 Coefficient of Friction (fs/N) 0.25 Cohesion (psf) 130 Active EFP (Level Backfill) (pcf) 40 Active EFP (2:1 Backfill) (pcf) 60 Expansivity Classification: Very Low Corosion (Soluble Sulphate): Continuous Footing: PLF LB length (ft) 12 1,460 5,650 3.87 15 1,894 9,223 4.87 18 2,355 13,824 5.87 24 3,440 20,193 5.87 30 30 in wide x 18 in deep w/ (2) #4 T&B U.N.O. 4,725 23,011 4.87 Pad Footing Schedule: Pad Type LB 18 3,240 24 24" Sq. x 18" Dp. With 3 # 4s Each Way 5,760 30 30" Sq. x 18" Dp. With 3 # 4s Each Way 9,938 32 32" Sq. x 18" Dp. With 3 # 4s Each Way 11,699 36 36" Sq. x 18" Dp. With 4 # 4s Each Way 15,660 40 40" Sq. x 18" Dp. With 4 # 4s Each Way 20,392 42 42" Sq. x 18" Dp. With 4 # 4s Each Way 23,153 48 48" Sq. x 18" Dp. With 5 # 5s Each Way 32,640 56 56" Sq. x 18" Dp. With 6 # 5s Each Way 48,874 Combined Point Loads: 15 in wide x 18 in deep w/ (2) #4 T&B U.N.O. Minimum Ftg Dimensions 12 in wide x 12 in deep w/ (2) #4 T&B U.N.O. psf + 20% for each ft wider/deeeper than 12". Increase by 1/3 for Seismic/Wind 1500 Pad Ftg Dimensions 18" Sq. x 18" Dp. 18 in wide x 24 in deep w/ (2) #4 T&B U.N.O. 24 in wide x 24 in deep w/ (2) #4 T&B U.N.O. FOUNDATION DESIGN CRITERIA Page 312/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Risk Category II Table 1.5-1 Basic wind speed, V (mph) 95 Fig. 26.5-1B Exposure Category C Sec. 26.7.3 Wind Directionality Factor (K d)0.85 Fig. 26.8-1 No Topographic Irregularity per Table 26.8-1 H/Lh, K1 na 0 x/Lh, K2 na 0 z/Lh, K3 Topographic factor K zt 1.00 Plan Dimensions (ft)35 75 10%, 4% Least Dim., 40%h (ft) 3.5 1.4 4.8 a, 2a (ft)3.5 7 Wind Zone W1: Mean Roof Ht. (ft)12 Height & exp. adj. factor λ 1.21 Table 26.6-1 Roof Pitch 4.00 :12 = 18.43 degrees Sub Zone A B C D E F G H OH GOH ps30 (Fig. 28.5-1)19.2 -5.8 12.0 -3.4 -17.2 -11.2 -12.0 -8.6 -24.1 -18.8 staight line interpolation Wind Pressure = λ•Kzt•ps30 23.3 -7.0 14.6 -4.1 -20.8 -13.6 -14.5 -10.4 -29.2 -22.7 Wind Loading Enclosure Classification = Envelope Procedure (ASCE 7-16, Ch 28), Method 2 Enclosed Building Page 412/06/202424-0303-ST 1925 E Fruit St 2/26/2025 ASCE Hazards Report Address: 1925 E Fruit St Santa Ana, California 92701 Standard:ASCE/SEI 7-16 Latitude:33.753514 Risk Category:II Longitude:-117.839911 Soil Class:D - Default (see Section 11.4.3) Elevation:154.94762626081732 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu May 09 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 2https://ascehazardtool.org/Thu May 09 2024 Page 512/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Gable Roof (7 - 20 deg) Design wind pressure for exterior components & cladding Wind Uniform Lateral Load (psf): Risk Category = Exposure Category = Height above ground = ft Enclosure Class = Velocity pressure qh = qz = 0.00256 KzKztKdKeV2 eqn (26.10-1) z =Table 26.10-1 Kzt = Kd = Ke =Conservative Vd =mph qh = psf p = qh[GCp-Gcpi]C&C Design Wind Pressures, eqn (30.3-1) varies by zone, see below GCpi = , table 26.13-1 C&C Pressures , GCp Gable Roof (7 - 20 deg) ,0.87 -24.71 ,17.53 wall corner zones (5) Fig. 30.3-1 ,0.87 -20.53 ,17.53 wall middle zones (4) Fig. 30.3-1 ,-53.08 ,10.52 roof corner zones (3) Fig. 30.3-2B ,-46.41 ,10.52 roof edge zones (2) Fig. 30.3-2B ,-46.41 ,10.52 roof middle zones (1) Fig. 30.3-2B ,-69.78 ,10.00 overhang corners (3) Fig. 30.3-2B ,-56.42 ,10.00 overhang middles (2 &1) Fig. 30.3-2B -2.6 0.45 -4 0 -3.2 0 -1.3 -1.05 -3 0.45 -2.6 0.45 GCp p (psf) 0.85 1.00 0.85 1.00 95 16.69 0.18 -0.18 Enclosed Building C&C Design Wind Pressures, II C 12 Page 612/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Roof Uplift Check Net Uplift (24 in trib width): Span (L) =12.5 ft a =3.5 Overhang (OH) =2.5 ft Zone p (up)p (dn) Wall Height (H) =8.0 ft G -14.5 ,14.5 Trib Width (b) =2.0 ft H -10.4 Roof Dead Load (Dr) =15.0 psf Wall Dead Load (Dw) = 17.0 psf wG = b*0.6 (pE)= -17.4 plf 17.4 plf wH = b*0.6 (pF)= -12.5 plf .6D = b*0.6(Dr)= 18.0 plf 0.6W=-76 plf windward 0.6W = -54.6 plf leeward 0.6D =78.8 plf Sum R2 = 24 lb At top of Wall OK R'2 =93.7 plf At bottom of Wall OK Page 712/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Delta 1 Length = 18 ft, Unbraced Length = 2 ft Use (1) 3 1/2" X 12" 24F-V4 GLB' Shear ratio = 41%' Bending Ratio = 79%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 18': w1 = 0.292' Bm Wt + 11.7' Roof = {184.844 plf D, 0 plf L, 234 plf Lr}Ra = {1664, 0, 2106}, Rb = {1664, 0, 2106} Point Loads: Reaction 1a: Max brg = 3770 lb Min brg Length = 1.66 in Reaction 1b: Max brg = 3770 lb Min brg Length = 1.66 in Ra = {1664, 0, 2106} (Use pad ftg 24) 18 Rb = {1664, 0, 2106} 12in ftg. OK Use (1) 3 1/2" X 12" 24F-V4 GLB 1a 1b Geometry: b = 3.5 in, d = 12 in, A = 42 in^2, Sx = 84 in^3, Ix = 504 in^4 Material Base Properties: E = 1.8x10^6 psi, Fb = 2493.2 psi, Fv = 265 psi, Fc(perp) = 650 psi, Fc// = 0 psi, Ft = 1100 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = -1664 lb at 0', fv = 59, F'v = 238.5, ratio = 25 %, OK Main: max ∆ = -0.48 in at 9' = L/449 CD = 0.9 Mu = 7490 lb-ft at 9', fb = 1070, F'b = 2221., ratio = 49 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = -3770 lb at 18', fv = 135, F'v = 331.3, ratio = 41 %, OK Main: max ∆ = -1.09 in at 9' = L/198 Cd = 1.25 Mu = 16967 lb-ft at 9', Mcant = 0 lb-ft , fb = 2424, F'b = 3085., ratio = 79 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.61 in at 9' = L/355 0.75L + 0.75Lr:Main: NA Beam No. 1: PURLIN OVER LIVING No roof live load reduction taken. V M Deflection Page 812/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Length = 18 ft, Unbraced Length = 2 ft Use (1) 3 1/8" X 12" 24F-V4 GLB' Shear ratio = 43%' Bending Ratio = 82%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 18': w1 = 0.26' Bm Wt + 11' Roof = {173.32 plf D, 0 plf L, 220 plf Lr} Ra = {1560, 0, 1980}, Rb = {1560, 0, 1980} Point Loads: Reaction 2a: Max brg = 3540 lb Min brg Length = 1.75 in Reaction 2b: Max brg = 3540 lb Min brg Length = 1.75 in Ra = {1560, 0, 1980} Rb = {1560, 0, 1980} 12in ftg. OK Use (1) 3 1/8" X 12" 24F-V4 GLB 2a 2b Geometry: b = 3.125 in, d = 12 in, A = 37.5 in^2, Sx = 75 in^3, Ix = 450 in^4 Material Base Properties: E = 1.8x10^6 psi, Fb = 2521.7 psi, Fv = 265 psi, Fc(perp) = 650 psi, Fc// = 0 psi, Ft = 1100 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = -1560 lb at 0', fv = 62, F'v = 238.5, ratio = 27 %, OK Main: max ∆ = -0.51 in at 9' = L/427 CD = 0.9 Mu = 7021 lb-ft at 9', fb = 1123, F'b = 2247., ratio = 50 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = -3540 lb at 18', fv = 142, F'v = 331.3, ratio = 43 %, OK Main: max ∆ = -1.15 in at 9' = L/188 Cd = 1.25 Mu = 15931 lb-ft at 9', Mcant = 0 lb-ft , fb = 2549, F'b = 3121., ratio = 82 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.64 in at 9' = L/337 0.75L + 0.75Lr:Main: NA Beam No. 2: NEW RIDGE BEAM No roof live load reduction taken. V M Deflection Page 912/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Length = 12 ft, Unbraced Length = 2 ft Use (1) 3 1/8" X 12" 24F-V4 GLB' Shear ratio = 25%' Bending Ratio = 32%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 12': w1 = 0.26' Bm Wt + 9.5' Roof = {150.82 plf D, 0 plf L, 190 plf Lr} Ra = {905, 0, 1140}, Rb = {905, 0, 1140} Point Loads: Reaction 3a: Max brg = 2045 lb Min brg Length = 1.01 in Reaction 3b: Max brg = 2045 lb Min brg Length = 1.01 in Ra = {905, 0, 1140} 12in ftg. OK Rb = {905, 0, 1140} 12in ftg. OK Use (1) 3 1/8" X 12" 24F-V4 GLB 3a 3b Geometry: b = 3.125 in, d = 12 in, A = 37.5 in^2, Sx = 75 in^3, Ix = 450 in^4 Material Base Properties: E = 1.8x10^6 psi, Fb = 2521.7 psi, Fv = 265 psi, Fc(perp) = 650 psi, Fc// = 0 psi, Ft = 1100 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = -905 lb at 0', fv = 36, F'v = 238.5, ratio = 16 %, OK Main: max ∆ = -0.09 in at 6' = L/1658 CD = 0.9 Mu = 2715 lb-ft at 6', fb = 434, F'b = 2247., ratio = 20 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = -2045 lb at 12', fv = 82, F'v = 331.3, ratio = 25 %, OK Main: max ∆ = -0.2 in at 6' = L/734 Cd = 1.25 Mu = 6135 lb-ft at 6', Mcant = 0 lb-ft , fb = 982, F'b = 3121., ratio = 32 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.11 in at 6' = L/1316 0.75L + 0.75Lr:Main: NA Beam No. 3: NEW PURLIN OVER KITCHENLDINING No roof live load reduction taken. V M Deflection Page 1012/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Length = 18 ft, Unbraced Length = 2 ft Use (1) 8x12 Douglas Fir #1' Shear ratio = 32%' Bending Ratio = 76%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 18': w1 = 0.599' Bm Wt + 11.7' Roof = {194.668 plf D, 0 plf L, 234 plf Lr} Ra = {1753, 0, 2106}, Rb = {1752, 0, 2106} Point Loads: Reaction 1a: Max brg = 3859 lb Min brg Length = 0.83 in Reaction 1b: Max brg = 3858 lb Min brg Length = 0.83 in Ra = {1753, 0, 2106} 12in ftg. OK Rb = {1752, 0, 2106} 12in ftg. OK Use (1) 8x12 Douglas Fir #1 1a 1b Geometry: b = 7.5 in, d = 11.5 in, A = 86.25 in^2, Sx = 165.31 in^3, Ix = 950.55 in^4 Material Base Properties: E = 1.6x10^6 psi, Fb = 1350 psi, Fv = 170 psi, Fc(perp) = 625 psi, Fc// = 0 psi, Ft = 607.5 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = -1752 lb at 0', fv = 30, F'v = 153, ratio = 20 %, OK Main: max ∆ = -0.3 in at 9' = L/714 CD = 0.9 Mu = 7893 lb-ft at 9', fb = 573, F'b = 1203., ratio = 48 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = 3859 lb at 0', fv = 67, F'v = 212.5, ratio = 32 %, OK Main: max ∆ = -0.67 in at 9' = L/324 Cd = 1.25 Mu = 17370 lb-ft at 9', Mcant = 0 lb-ft , fb = 1261, F'b = 1671., ratio = 76 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.36 in at 9' = L/595 0.75L + 0.75Lr:Main: NA Beam No. 1: PURLIN OVER LIVING No roof live load reduction taken. V M Deflection Page 1112/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Length = 18 ft, Unbraced Length = 2 ft Use (1) 8x12 Douglas Fir #1' Shear ratio = 30%' Bending Ratio = 72%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 18': w1 = 0.599' Bm Wt + 11' Roof = {184.168 plf D, 0 plf L, 220 plf Lr} Ra = {1658, 0, 1980}, Rb = {1658, 0, 1980} Point Loads: Reaction 2a: Max brg = 3638 lb Min brg Length = 0.78 in Reaction 2b: Max brg = 3638 lb Min brg Length = 0.78 in Ra = {1658, 0, 1980} Rb = {1658, 0, 1980} 12in ftg. OK Use (1) 8x12 Douglas Fir #1 2a 2b Geometry: b = 7.5 in, d = 11.5 in, A = 86.25 in^2, Sx = 165.31 in^3, Ix = 950.55 in^4 Material Base Properties: E = 1.6x10^6 psi, Fb = 1350 psi, Fv = 170 psi, Fc(perp) = 625 psi, Fc// = 0 psi, Ft = 607.5 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = -1658 lb at 0', fv = 29, F'v = 153, ratio = 19 %, OK Main: max ∆ = -0.29 in at 9' = L/755 CD = 0.9 Mu = 7463 lb-ft at 9', fb = 542, F'b = 1203., ratio = 46 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = -3638 lb at 18', fv = 63, F'v = 212.5, ratio = 30 %, OK Main: max ∆ = -0.63 in at 9' = L/344 Cd = 1.25 Mu = 16373 lb-ft at 9', Mcant = 0 lb-ft , fb = 1189, F'b = 1671., ratio = 72 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.34 in at 9' = L/632 0.75L + 0.75Lr:Main: NA Beam No. 2: NEW RIDGE BEAM No roof live load reduction taken. V M Deflection Page 1212/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Length = 12 ft, Unbraced Length = 2 ft Use (1) 8x12 Douglas Fir #1' Shear ratio = 18%' Bending Ratio = 28%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 12': w1 = 0.599' Bm Wt + 9.5' Roof = {161.668 plf D, 0 plf L, 190 plf Lr} Ra = {971, 0, 1140}, Rb = {970, 0, 1140} Point Loads: Reaction 3a: Max brg = 2111 lb Min brg Length = 0.46 in Reaction 3b: Max brg = 2110 lb Min brg Length = 0.46 in Ra = {971, 0, 1140} 12in ftg. OK Rb = {970, 0, 1140} 12in ftg. OK Use (1) 8x12 Douglas Fir #1 3a 3b Geometry: b = 7.5 in, d = 11.5 in, A = 86.25 in^2, Sx = 165.31 in^3, Ix = 950.55 in^4 Material Base Properties: E = 1.6x10^6 psi, Fb = 1350 psi, Fv = 170 psi, Fc(perp) = 625 psi, Fc// = 0 psi, Ft = 607.5 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = -970 lb at 0', fv = 17, F'v = 153, ratio = 12 %, OK Main: max ∆ = -0.05 in at 6' = L/2897 CD = 0.9 Mu = 2916 lb-ft at 6', fb = 212, F'b = 1203., ratio = 18 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = 2111 lb at 0', fv = 37, F'v = 212.5, ratio = 18 %, OK Main: max ∆ = -0.11 in at 6' = L/1334 Cd = 1.25 Mu = 6336 lb-ft at 6', Mcant = 0 lb-ft , fb = 460, F'b = 1671., ratio = 28 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.06 in at 6' = L/2471 0.75L + 0.75Lr:Main: NA Beam No. 3: NEW PURLIN OVER KITCHENLDINING No roof live load reduction taken. V M Deflection Page 1312/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Length = 6.25 ft, Unbraced Length = 6.25 ft Use (1) 4x6 Douglas Fir #2' Shear ratio = 26%' Bending Ratio = 55%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 6.25': w1 = 0.134' Bm Wt + 5.8' Roof + 1.4' EW = {115.088 plf D, 0 plf L, 116 plf Lr} Ra = {360, 0, 363}, Rb = {360, 0, 362} Ra = {21, 0, 0}, Rb = {10, 0, 0} Point Loads: Reaction 4a: Max brg = 744 lb Min brg Length = 0.35 in Reaction 4b: Max brg = 732 lb Min brg Length = 0.34 in Ra = {381, 0, 363} 12in ftg. OK Rb = {370, 0, 362} 12in ftg. OK Use (1) 4x6 Douglas Fir #2 4a 4b Geometry: b = 3.5 in, d = 5.5 in, A = 19.25 in^2, Sx = 17.65 in^3, Ix = 48.53 in^4 Material Base Properties: E = 1.6x10^6 psi, Fb = 900 psi, Fv = 180 psi, Fc(perp) = 625 psi, Fc// = 0 psi, Ft = 575 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1.3, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = 371 lb at 0', fv = 29, F'v = 162, ratio = 18 %, OK Main: max ∆ = -0.05 in at 3.125' = L/1406 CD = 0.9 Mu = 589 lb-ft at 3.125', fb = 400, F'b = 1042., ratio = 39 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = 744 lb at 0', fv = 58, F'v = 225, ratio = 26 %, OK Main: max ∆ = -0.1 in at 3.125' = L/716 Cd = 1.25 Mu = 1157 lb-ft at 3.125', Mcant = 0 lb-ft , fb = 787, F'b = 1448., ratio = 55 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.05 in at 3.125' = L/1458 0.75L + 0.75Lr:Main: NA No roof live load reduction taken. From 0' to 6.25': w5 = + 1.4' to 0' IW = 9.8 to 0 plf D, 0 to 0 plf L, 0 to 0 plf Lr Beam No. 4: LEFT FRONT OF DINETTE V M Deflection Page 1412/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Length = 7.7 ft, Unbraced Length = 7.7 ft Use (1) 4x10 Douglas Fir #2' Shear ratio = 89%' Bending Ratio = 53%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 7.7': w1 = 0.225' Bm Wt + 3' Roof + 8.5' EW = {196.7 plf D, 0 plf L, 60 plf Lr} Ra = {758, 0, 231}, Rb = {757, 0, 231} Point Loads: At 0.5' : P1 = (1)2a = 1560 lb D, 0 lb L, 1980 lb Lr Ra = {1458, 0, 1851}, Rb = {102, 0, 129} Reaction 5a: Max brg = 4298 lb Min brg Length = 1.97 in Reaction 5b: Max brg = 1219 lb Min brg Length = 0.56 in Ra = {2216, 0, 2082} 12in ftg. OK Rb = {859, 0, 360} 12in ftg. OK Use (1) 4x10 Douglas Fir #2 5a 5b Geometry: b = 3.5 in, d = 9.25 in, A = 32.375 in^2, Sx = 49.91 in^3, Ix = 230.84 in^4 Material Base Properties: E = 1.6x10^6 psi, Fb = 900 psi, Fv = 180 psi, Fc(perp) = 625 psi, Fc// = 0 psi, Ft = 575 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1.2, CL = 0.98, Ci = 1, Cm = 1, Cr = 1 D:Vu = 2197 lb at 0', fv = 102, F'v = 162, ratio = 63 %, OK Main: max ∆ = -0.06 in at 3.754' = L/1656 CD = 0.9 Mu = 1879 lb-ft at 3.369', fb = 452, F'b = 952.6, ratio = 48 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = 4298 lb at 0', fv = 199, F'v = 225, ratio = 89 %, OK Main: max ∆ = -0.09 in at 3.658' = L/1075 Cd = 1.25 Mu = 2898 lb-ft at 2.984', Mcant = 0 lb-ft , fb = 697, F'b = 1323, ratio = 53 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.03 in at 3.561' = L/3059 0.75L + 0.75Lr:Main: NA No roof live load reduction taken. Beam No. 5: LEFT OF LIVING V M Deflection Page 1512/06/202424-0303-ST 1925 E Fruit St 2/26/2025 Length = 12 ft, Unbraced Length = 1 ft Use (2 ply) 2x6 Douglas Fir #2' Shear ratio = 18%' Bending Ratio = 74%, Beam is OK Distributed Loads:REACTIONS {D, L, Lr}: From 0' to 12': w1 = 0.115' Bm Wt + 2' Roof = {33.68 plf D, 0 plf L, 40 plf Lr} Ra = {203, 0, 240}, Rb = {202, 0, 240} Point Loads: Reaction 6a: Max brg = 443 lb Min brg Length = 0.24 in Reaction 6b: Max brg = 442 lb Min brg Length = 0.24 in Ra = {203, 0, 240} Rb = {202, 0, 240} 12in ftg. OK Use (2 ply) 2x6 Douglas Fir #2 6a 6b Geometry: b = 3 in, d = 5.5 in, A = 16.5 in^2, Sx = 15.12 in^3, Ix = 41.6 in^4 Material Base Properties: E = 1.6x10^6 psi, Fb = 900 psi, Fv = 180 psi, Fc(perp) = 625 psi, Fc// = 0 psi, Ft = 575 psi Shear Stess Factors: Cm = 1, Ci = 1. Bending Stress Factors: Cf = 1.3, CL = 0.99, Ci = 1, Cm = 1, Cr = 1 D:Vu = -202 lb at 0', fv = 18, F'v = 162, ratio = 12 %, OK Main: max ∆ = -0.24 in at 6' = L/604 CD = 0.9 Mu = 612 lb-ft at 6', fb = 486, F'b = 1042., ratio = 47 %, OK D+L:NA Main: NA CD = 1 NA D+Lr:Vu = 443 lb at 0', fv = 40, F'v = 225, ratio = 18 %, OK Main: max ∆ = -0.52 in at 6' = L/278 Cd = 1.25 Mu = 1332 lb-ft at 6', Mcant = 0 lb-ft , fb = 1057, F'b = 1448., ratio = 74 %, OK D+.75L+.75Lr:NA Main: NA Cd = 1.25 NA L: Main: NA Lr:Main: max ∆ = -0.28 in at 6' = L/514 0.75L + 0.75Lr:Main: NA No roof live load reduction taken. Beam No. 6: RAFTERS V M Deflection Page 1612/06/202424-0303-ST 1925 E Fruit St 2/26/2025 COMBINED WIND & ROOF LOADING ON WOOD COLUMN Located at beam 1, end 'b' D =11.71 ft 1,654 lb Tributary width =1.33 ft (1) D = Wall Pressure Zone =fig 30.4-1 (2) D+.75Lr+.75L = (3) D+0.6W (4) D+0.75(0.6W)+.75L+.75Lr Wind Uniform Lateral Load (psf):Adjustment Factors, C Fb Fc E ASCE 7-16, Chapter 30: CD =1.33 1.33 h = qz = 0.00256 K zKztKdV (26.10-1)CD Wind =1.6 1.6 Kz = Kzt =1 Kd =0.85 CM =1.0 1.0 qh =17 psf GCp =-1.0 , 0.9 fig 30.4-1 Ct =1.0 1.0 pi =0.18 , -0.18 table 26.13-1 CL =1.0 -- h[(GCp)-Gcpi)] =CF =1.50 1.15 Douglas Fir Design Value: NDS Table 4A Cr =1.00 -- E =x 106 psi Fc ﬩ =psi Ci =1.0 1.0 Fb =psi Fc =psi Vertical Load Design:Wind Load Design: Trib. width = ft P = Axial Load on Stud = lbs M = wL2 / 8 =ft-lb fc = fc┴= P / A =79 psi fb = M / S =psi e / dx =Fb' = Fb(CD)(CM)(Ct)(CL)(CF)(Cr)(Ci) E' = E (CM)(Ct)(Ci) =x 106 psi Fb' =2160 psi > fb=psi OK! KcE =0.3 for Visually Graded Lumber Pa =1,654 fc =psi c = 0.8 for Sawn Lumber FcE =KcE E' / (e / d)2=psi FcE = KcE E' / (e / d)2=psi F*c = Fc(CD)(CM)(Ct)(CF)(Ci) F*c = Fc(CD)(CM)(Ct)(CF)(Ci) =psi F*c =psi FcE / F*c = FcE / F*c =0.120 (1 + FcE / F*c) / 2c = (1 + FcE / F*c) / 2c = p=((1+FcE/F*c)/2c)-((((1+FcE/F*c)/2c)2)-(FcE/F*c)/c).5 Cp = Cp = F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci) F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci)F'c =290 (1)F'c =psi > f'c= psi, OK! Stud Lateral Reaction: (2)F'c =psi > f'c=psi, OK! R = 125 lb Z' = 126 lb/16d (1) 16d's Pallow = lb Deflection = 5 wL^4/(384EI) = 0.26 536 Member Properties:Combined Stress: Area = in (3)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. S =3 (4)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. Provide:(4 )x 4 in = L/ 0.30 12.25 2 DF #2 (2)K, (2)P 0.54 21.00 2065 2484 0.144 0.715 0.140 154 6058 288 384 79 40 1.6 357 79 298 1.6 695 Height of Column Point Load = -- 0.85 1.0 1.0 - Middle Zone 2,106 Lr 16.0 psf -- 154 357 -- 900 1350 1.0 3234 365 1 0.700 0.117 L 3,234 #### -- -- 298 1,654 Page 1712/06/202424-0303-ST 1925 E Fruit St 2/26/2025 COMBINED WIND & ROOF LOADING ON WOOD COLUMN Located at beam 2, end 'b' & existing header at right of Dining, end 'a' D =15.80 ft 355 lb Tributary width =3.7 ft (1) D = Wall Pressure Zone =fig 30.4-1 (2) D+.75Lr+.75L = (3) D+0.6W (4) D+0.75(0.6W)+.75L+.75Lr Wind Uniform Lateral Load (psf):Adjustment Factors, C Fb Fc E ASCE 7-16, Chapter 30: CD =1.33 1.33 h = qz = 0.00256 KzKztKdV (26.10-1)CD Wind =1.6 1.6 Kz = Kzt =1 Kd =0.85 CM =1.0 1.0 qh =17 psf GCp =-0.9 , 0.8 fig 30.4-1 Ct =1.0 1.0 pi =0.18 , -0.18 table 26.13-1 CL =1.0 -- h[(GCp)-Gcpi)] =CF =1.50 1.15 Douglas Fir Design Value: NDS Table 4A Cr =1.00 -- E =x 106 psi Fc ﬩ =psi Ci =1.0 1.0 Fb =psi Fc =psi Vertical Load Design:Wind Load Design: Trib. width = ft P = Axial Load on Stud = lbs M = wL2 / 8 =ft-lb fc = fc┴= P / A =6 psi fb = M / S =psi e / dx =Fb' = Fb(CD)(CM)(Ct)(CL)(CF)(Cr)(Ci) E' = E (CM)(Ct)(Ci) =x 106 psi Fb' =2160 psi > fb=psi OK! KcE =0.3 for Visually Graded Lumber Pa =355 fc =psi c = 0.8 for Sawn Lumber FcE =KcE E' / (e / d)2=psi FcE = KcE E' / (e / d)2=psi F*c = Fc(CD)(CM)(Ct)(CF)(Ci) F*c = Fc(CD)(CM)(Ct)(CF)(Ci) =psi F*c =psi FcE / F*c = FcE / F*c =0.066 (1 + FcE / F*c) / 2c = (1 + FcE / F*c) / 2c = p=((1+FcE/F*c)/2c)-((((1+FcE/F*c)/2c)2)-(FcE/F*c)/c).5 Cp = Cp = F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci) F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci)F'c =161 (1)F'c =psi > f'c= psi, OK! Stud Lateral Reaction: (2)F'c =psi > f'c=psi, OK! R = 468 lb Z' = 126 lb/16d (4) 16d's Pallow = lb Deflection = 5 wL^4/(384EI) = 0.88 215 Member Properties:Combined Stress: Area = in (3)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. S =3 (4)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. Provide:(11 )x 4 L Lr Height of Column Point Load =- 222 16.0 psf -- 355 Middle Zone 522 -- -- 0.85 1.0 1.0 -- -- 1.6 695 1.0 900 1350 4 355 522 1847 9 658 0.666 0.065 54 1.6 658 6 164 164 9289 2065 2484 0.079 0.675 0.078 161 6 214 9 57.75 0.32 33.69 0.24 2 DF #2 (4)K, (2)P, (4)K, (1)T in = L/ Page 1812/06/202424-0303-ST 1925 E Fruit St 2/26/2025 COMBINED WIND & ROOF LOADING ON WOOD COLUMN Located at existing header at right of Dining, end 'b' D =13.20 ft 113 lb Tributary width =1.33 ft (1) D = Wall Pressure Zone =fig 30.4-1 (2) D+.75Lr+.75L = (3) D+0.6W (4) D+0.75(0.6W)+.75L+.75Lr Wind Uniform Lateral Load (psf):Adjustment Factors, C Fb Fc E ASCE 7-16, Chapter 30: CD =1.33 1.33 h = qz = 0.00256 KzKztKdV (26.10-1)CD Wind =1.6 1.6 Kz = Kzt =1 Kd =0.85 CM =1.0 1.0 qh =17 psf GCp =-1.0 , 0.9 fig 30.4-1 Ct =1.0 1.0 pi =0.18 , -0.18 table 26.13-1 CL =1.0 -- h[(GCp)-Gcpi)] =CF =1.50 1.15 Douglas Fir Design Value: NDS Table 4A Cr =1.00 -- E =x 106 psi Fc ﬩ =psi Ci =1.0 1.0 Fb =psi Fc =psi Vertical Load Design:Wind Load Design: Trib. width = ft P = Axial Load on Stud = lbs M = wL2 / 8 =ft-lb fc = fc┴= P / A =5 psi fb = M / S =psi e / dx =Fb' = Fb(CD)(CM)(Ct)(CL)(CF)(Cr)(Ci) E' = E (CM)(Ct)(Ci) =x 106 psi Fb' =2160 psi > fb=psi OK! KcE =0.3 for Visually Graded Lumber Pa =113 fc =psi c = 0.8 for Sawn Lumber FcE =KcE E' / (e / d)2=psi FcE = KcE E' / (e / d)2=psi F*c = Fc(CD)(CM)(Ct)(CF)(Ci) F*c = Fc(CD)(CM)(Ct)(CF)(Ci) =psi F*c =psi FcE / F*c = FcE / F*c =0.094 (1 + FcE / F*c) / 2c = (1 + FcE / F*c) / 2c = p=((1+FcE/F*c)/2c)-((((1+FcE/F*c)/2c)2)-(FcE/F*c)/c).5 Cp = Cp = F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci) F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci)F'c =230 (1)F'c =psi > f'c= psi, OK! Stud Lateral Reaction: (2)F'c =psi > f'c=psi, OK! R = 140 lb Z' = 126 lb/16d (2) 16d's Pallow = lb Deflection = 5 wL^4/(384EI) = 0.42 374 Member Properties:Combined Stress: Area = in (3)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. S =3 (4)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. Provide:(4 )x 4 L Lr Height of Column Point Load =- 150 16.0 psf -- 113 Middle Zone 226 -- -- 0.85 1.0 1.0 -- -- 1.6 695 1.0 900 1350 1 113 226 463 11 454 0.684 0.092 45 1.6 454 5 234 234 4802 2065 2484 0.113 0.696 0.111 229 5 304 11 21.00 0.22 12.25 0.17 2 DF #2 (3)K, (1)T in = L/ Page 1912/06/202424-0303-ST 1925 E Fruit St 2/26/2025 COMBINED WIND & ROOF LOADING ON WOOD COLUMN Max height for 2x4 studs at 16" o.c. D =9.00 ft 200 lb Tributary width =1.33 ft (1) D = Wall Pressure Zone =fig 30.4-1 (2) D+.75Lr+.75L = (3) D+0.6W (4) D+0.75(0.6W)+.75L+.75Lr Wind Uniform Lateral Load (psf):Adjustment Factors, C Fb Fc E ASCE 7-16, Chapter 30: CD =1.33 1.33 h = qz = 0.00256 K zKztKdV (26.10-1)CD Wind =1.6 1.6 Kz = Kzt =1 Kd =0.85 CM =1.0 1.0 qh =17 psf GCp =-1.0 , 0.9 fig 30.4-1 Ct =1.0 1.0 pi =0.18 , -0.18 table 26.13-1 CL =1.0 -- h[(GCp)-Gcpi)] =CF =1.50 1.15 Douglas Fir Design Value: NDS Table 4A Cr =1.00 -- E =x 106 psi Fc ﬩ =psi Ci =1.0 1.0 Fb =psi Fc =psi Vertical Load Design:Wind Load Design: Trib. width = ft P = Axial Load on Stud = lbs M = wL2 / 8 =ft-lb fc = fc┴= P / A =38 psi fb = M / S =psi e / dx =Fb' = Fb(CD)(CM)(Ct)(CL)(CF)(Cr)(Ci) E' = E (CM)(Ct)(Ci) =x 106 psi Fb' =2160 psi > fb=psi OK! KcE =0.3 for Visually Graded Lumber Pa =200 fc =psi c = 0.8 for Sawn Lumber FcE =KcE E' / (e / d)2=psi FcE = KcE E' / (e / d)2=psi F*c = Fc(CD)(CM)(Ct)(CF)(Ci) F*c = Fc(CD)(CM)(Ct)(CF)(Ci) =psi F*c =psi FcE / F*c = FcE / F*c =0.203 (1 + FcE / F*c) / 2c = (1 + FcE / F*c) / 2c = p=((1+FcE/F*c)/2c)-((((1+FcE/F*c)/2c)2)-(FcE/F*c)/c).5 Cp = Cp = F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci) F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci)F'c =481 (1)F'c =psi > f'c= psi, OK! Stud Lateral Reaction: (2)F'c =psi > f'c=psi, OK! R = 96 lb Z' = 126 lb/16d (1) 16d's Pallow = lb Deflection = 5 wL^4/(384EI) = 0.37 295 Member Properties:Combined Stress: Area = in (3)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. S =3 (4)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. Provide:(1 )x 4 L Lr Height of Column Point Load =- 80 16.0 psf -- 200 Middle Zone 260 -- -- 0.85 1.0 1.0 -- -- 1.6 695 1.0 900 1350 1 200 260 215 50 844 0.752 0.194 31 1.6 844 38 504 504 2497 2065 2484 0.244 0.778 0.230 476 38 633 50 5.25 0.43 3.06 0.34 2 DF #2 in = L/ Page 2012/06/202424-0303-ST 1925 E Fruit St 2/26/2025 COMBINED WIND & ROOF LOADING ON WOOD COLUMN Max height for dbl 2x6 studs at 16" o.c. D =11.50 ft 200 lb Tributary width =1.33 ft (1) D = Wall Pressure Zone =fig 30.4-1 (2) D+.75Lr+.75L = (3) D+0.6W (4) D+0.75(0.6W)+.75L+.75Lr Wind Uniform Lateral Load (psf):Adjustment Factors, C Fb Fc E ASCE 7-16, Chapter 30: CD =1.33 1.33 h = qz = 0.00256 K zKztKdV (26.10-1)CD Wind =1.6 1.6 Kz = Kzt =1 Kd =0.85 CM =1.0 1.0 qh =17 psf GCp =-1.0 , 0.9 fig 30.4-1 Ct =1.0 1.0 pi =0.18 , -0.18 table 26.13-1 CL =1.0 -- h[(GCp)-Gcpi)] =CF =1.50 1.15 Douglas Fir Design Value: NDS Table 4A Cr =1.00 -- E =x 106 psi Fc ﬩ =psi Ci =1.0 1.0 Fb =psi Fc =psi Vertical Load Design:Wind Load Design: Trib. width = ft P = Axial Load on Stud = lbs M = wL2 / 8 =ft-lb fc = fc┴= P / A =19 psi fb = M / S =psi e / dx =Fb' = Fb(CD)(CM)(Ct)(CL)(CF)(Cr)(Ci) E' = E (CM)(Ct)(Ci) =x 106 psi Fb' =2160 psi > fb=psi OK! KcE =0.3 for Visually Graded Lumber Pa =200 fc =psi c = 0.8 for Sawn Lumber FcE =KcE E' / (e / d)2=psi FcE = KcE E' / (e / d)2=psi F*c = Fc(CD)(CM)(Ct)(CF)(Ci) F*c = Fc(CD)(CM)(Ct)(CF)(Ci) =psi F*c =psi FcE / F*c = FcE / F*c =0.124 (1 + FcE / F*c) / 2c = (1 + FcE / F*c) / 2c = p=((1+FcE/F*c)/2c)-((((1+FcE/F*c)/2c)2)-(FcE/F*c)/c).5 Cp = Cp = F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci) F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci)F'c =300 (1)F'c =psi > f'c= psi, OK! Stud Lateral Reaction: (2)F'c =psi > f'c=psi, OK! R = 122 lb Z' = 126 lb/16d (1) 16d's Pallow = lb Deflection = 5 wL^4/(384EI) = 0.49 283 Member Properties:Combined Stress: Area = in (3)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. S =3 (4)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. Provide:(2 )x 4 L Lr Height of Column Point Load =- 80 16.0 psf -- 200 Middle Zone 260 -- -- 0.85 1.0 1.0 -- -- 1.6 695 1.0 900 1350 1 200 260 352 25 689 0.703 0.121 39 1.6 689 19 309 309 3136 2065 2484 0.150 0.718 0.145 299 19 397 25 10.50 0.34 6.13 0.27 2 DF #2 in = L/ Page 2112/06/202424-0303-ST 1925 E Fruit St 2/26/2025 COMBINED WIND & ROOF LOADING ON WOOD COLUMN Max height for trpl 2x4 studs at 16" o.c. D =13.00 ft 200 lb Tributary width =1.33 ft (1) D = Wall Pressure Zone =fig 30.4-1 (2) D+.75Lr+.75L = (3) D+0.6W (4) D+0.75(0.6W)+.75L+.75Lr Wind Uniform Lateral Load (psf):Adjustment Factors, C Fb Fc E ASCE 7-16, Chapter 30: CD =1.33 1.33 h = qz = 0.00256 K zKztKdV (26.10-1)CD Wind =1.6 1.6 Kz = Kzt =1 Kd =0.85 CM =1.0 1.0 qh =17 psf GCp =-1.0 , 0.9 fig 30.4-1 Ct =1.0 1.0 pi =0.18 , -0.18 table 26.13-1 CL =1.0 -- h[(GCp)-Gcpi)] =CF =1.50 1.15 Douglas Fir Design Value: NDS Table 4A Cr =1.00 -- E =x 106 psi Fc ﬩ =psi Ci =1.0 1.0 Fb =psi Fc =psi Vertical Load Design:Wind Load Design: Trib. width = ft P = Axial Load on Stud = lbs M = wL2 / 8 =ft-lb fc = fc┴= P / A =13 psi fb = M / S =psi e / dx =Fb' = Fb(CD)(CM)(Ct)(CL)(CF)(Cr)(Ci) E' = E (CM)(Ct)(Ci) =x 106 psi Fb' =2160 psi > fb=psi OK! KcE =0.3 for Visually Graded Lumber Pa =200 fc =psi c = 0.8 for Sawn Lumber FcE =KcE E' / (e / d)2=psi FcE = KcE E' / (e / d)2=psi F*c = Fc(CD)(CM)(Ct)(CF)(Ci) F*c = Fc(CD)(CM)(Ct)(CF)(Ci) =psi F*c =psi FcE / F*c = FcE / F*c =0.097 (1 + FcE / F*c) / 2c = (1 + FcE / F*c) / 2c = p=((1+FcE/F*c)/2c)-((((1+FcE/F*c)/2c)2)-(FcE/F*c)/c).5 Cp = Cp = F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci) F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci)F'c =237 (1)F'c =psi > f'c= psi, OK! Stud Lateral Reaction: (2)F'c =psi > f'c=psi, OK! R = 138 lb Z' = 126 lb/16d (2) 16d's Pallow = lb Deflection = 5 wL^4/(384EI) = 0.53 293 Member Properties:Combined Stress: Area = in (3)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. S =3 (4)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. Provide:(3 )x 4 L Lr Height of Column Point Load =- 80 16.0 psf -- 200 Middle Zone 260 -- -- 0.85 1.0 1.0 -- -- 1.6 695 1.0 900 1350 1 200 260 450 17 587 0.686 0.095 45 1.6 587 13 242 242 3710 2065 2484 0.117 0.698 0.114 236 13 313 17 15.75 0.29 9.19 0.22 2 DF #2 in = L/ Page 2212/06/202424-0303-ST 1925 E Fruit St 2/26/2025 COMBINED WIND & ROOF LOADING ON WOOD COLUMN Max height for qdpl 2x4 studs at 16" o.c. D =14.00 ft 200 lb Tributary width =1.33 ft (1) D = Wall Pressure Zone =fig 30.4-1 (2) D+.75Lr+.75L = (3) D+0.6W (4) D+0.75(0.6W)+.75L+.75Lr Wind Uniform Lateral Load (psf):Adjustment Factors, C Fb Fc E ASCE 7-16, Chapter 30: CD =1.33 1.33 h = qz = 0.00256 K zKztKdV (26.10-1)CD Wind =1.6 1.6 Kz = Kzt =1 Kd =0.85 CM =1.0 1.0 qh =17 psf GCp =-1.0 , 0.9 fig 30.4-1 Ct =1.0 1.0 pi =0.18 , -0.18 table 26.13-1 CL =1.0 -- h[(GCp)-Gcpi)] =CF =1.50 1.15 Douglas Fir Design Value: NDS Table 4A Cr =1.00 -- E =x 106 psi Fc ﬩ =psi Ci =1.0 1.0 Fb =psi Fc =psi Vertical Load Design:Wind Load Design: Trib. width = ft P = Axial Load on Stud = lbs M = wL2 / 8 =ft-lb fc = fc┴= P / A =10 psi fb = M / S =psi e / dx =Fb' = Fb(CD)(CM)(Ct)(CL)(CF)(Cr)(Ci) E' = E (CM)(Ct)(Ci) =x 106 psi Fb' =2160 psi > fb=psi OK! KcE =0.3 for Visually Graded Lumber Pa =200 fc =psi c = 0.8 for Sawn Lumber FcE =KcE E' / (e / d)2=psi FcE = KcE E' / (e / d)2=psi F*c = Fc(CD)(CM)(Ct)(CF)(Ci) F*c = Fc(CD)(CM)(Ct)(CF)(Ci) =psi F*c =psi FcE / F*c = FcE / F*c =0.084 (1 + FcE / F*c) / 2c = (1 + FcE / F*c) / 2c = p=((1+FcE/F*c)/2c)-((((1+FcE/F*c)/2c)2)-(FcE/F*c)/c).5 Cp = Cp = F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci) F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci)F'c =205 (1)F'c =psi > f'c= psi, OK! Stud Lateral Reaction: (2)F'c =psi > f'c=psi, OK! R = 149 lb Z' = 126 lb/16d (2) 16d's Pallow = lb Deflection = 5 wL^4/(384EI) = 0.54 313 Member Properties:Combined Stress: Area = in (3)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. S =3 (4)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. Provide:(4 )x 4 L Lr Height of Column Point Load =- 80 16.0 psf -- 200 Middle Zone 260 -- -- 0.85 1.0 1.0 -- -- 1.6 695 1.0 900 1350 1 200 260 521 12 511 0.677 0.082 48 1.6 511 10 208 208 4281 2065 2484 0.101 0.688 0.099 204 10 271 12 21.00 0.25 12.25 0.19 2 DF #2 in = L/ Page 2312/06/202424-0303-ST 1925 E Fruit St 2/26/2025 COMBINED WIND & ROOF LOADING ON WOOD COLUMN Max height for qtpl 2x4 studs at 16" o.c. D =15.00 ft 200 lb Tributary width =1.33 ft (1) D = Wall Pressure Zone =fig 30.4-1 (2) D+.75Lr+.75L = (3) D+0.6W (4) D+0.75(0.6W)+.75L+.75Lr Wind Uniform Lateral Load (psf):Adjustment Factors, C Fb Fc E ASCE 7-16, Chapter 30: CD =1.33 1.33 h = qz = 0.00256 K zKztKdV (26.10-1)CD Wind =1.6 1.6 Kz = Kzt =1 Kd =0.85 CM =1.0 1.0 qh =17 psf GCp =-0.9 , 0.8 fig 30.4-1 Ct =1.0 1.0 pi =0.18 , -0.18 table 26.13-1 CL =1.0 -- h[(GCp)-Gcpi)] =CF =1.50 1.15 Douglas Fir Design Value: NDS Table 4A Cr =1.00 -- E =x 106 psi Fc ﬩ =psi Ci =1.0 1.0 Fb =psi Fc =psi Vertical Load Design:Wind Load Design: Trib. width = ft P = Axial Load on Stud = lbs M = wL2 / 8 =ft-lb fc = fc┴= P / A =8 psi fb = M / S =psi e / dx =Fb' = Fb(CD)(CM)(Ct)(CL)(CF)(Cr)(Ci) E' = E (CM)(Ct)(Ci) =x 106 psi Fb' =2160 psi > fb=psi OK! KcE =0.3 for Visually Graded Lumber Pa =200 fc =psi c = 0.8 for Sawn Lumber FcE =KcE E' / (e / d)2=psi FcE = KcE E' / (e / d)2=psi F*c = Fc(CD)(CM)(Ct)(CF)(Ci) F*c = Fc(CD)(CM)(Ct)(CF)(Ci) =psi F*c =psi FcE / F*c = FcE / F*c =0.073 (1 + FcE / F*c) / 2c = (1 + FcE / F*c) / 2c = p=((1+FcE/F*c)/2c)-((((1+FcE/F*c)/2c)2)-(FcE/F*c)/c).5 Cp = Cp = F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci) F'c = Fc(CD)(CM)(Ct)(CF)(CP)(Ci)F'c =179 (1)F'c =psi > f'c= psi, OK! Stud Lateral Reaction: (2)F'c =psi > f'c=psi, OK! R = 160 lb Z' = 126 lb/16d (2) 16d's Pallow = lb Deflection = 5 wL^4/(384EI) = 0.57 318 Member Properties:Combined Stress: Area = in (3)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. S =3 (4)((fc/F'c)2+(fb/(F'b(1-fc/FcE)))) =. Provide:(5 )x 42 DF #2 in = L/ 26.25 0.23 15.31 0.18 0.086 178 8 237 10 4676 2065 2484 0.088 0.680 0.671 0.072 51 1.6 469 8 181 181 1 200 260 599 10 469 -- 1.6 695 1.0 900 1350 -- 0.85 1.0 1.0 -- 16.0 psf -- 200 Middle Zone 260 -- L Lr Height of Column Point Load =- 80 Page 2412/06/202424-0303-ST 1925 E Fruit St 2/26/2025 DATEDELTA NO. REVISION LOG DATE SCALE DRAWN JOB # SHEET NO. 8-19-2024 OC T O B E R 5 F I N E H O M E B U I L D E R S 93 2 P A L O V E R D E A V E N U E , L O N G B E A C H , C A 9 0 8 1 5 OF F I C E 5 6 2 . 4 9 4 . 7 4 5 3 LI C E N C E # 9 5 1 1 7 8 FE L B A B I N T E R I O R R E M O D E L 19 2 5 E F R U I T S T , S A N T A A N A , C A 9 2 7 0 1 ENV-1 TI T L E 2 4 Jim Br o p h y 1925 E Fruit St 2/26/2025 1925 E Fruit St 2/26/2025 DATEDELTA NO. REVISION LOG DATE SCALE DRAWN JOB # SHEET NO. 8-19-2024 OC T O B E R 5 F I N E H O M E B U I L D E R S 93 2 P A L O V E R D E A V E N U E , L O N G B E A C H , C A 9 0 8 1 5 OF F I C E 5 6 2 . 4 9 4 . 7 4 5 3 LI C E N C E # 9 5 1 1 7 8 FE L B A B I N T E R I O R R E M O D E L 19 2 5 E F R U I T S T , S A N T A A N A , C A 9 2 7 0 1 ENV-3 TI T L E 2 4 Jim Bro p h y 1925 E Fruit St 2/26/2025 1925 E Fruit St 2/26/2025 BUILDING ENERGY ANALYSIS REPORT PROJECT: Project Designer: Report Prepared by: Job Number: Date: The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2022 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC – www.energysoft.com. Felbab, Shayne & Joe Remodel 4480 Main Street, Suite B 932 Palo Verde Avenue Long Beach, CA 90815 October Five Fine Home Builders NRG Compliance, LP Matt Policarpio 562-494-7453 Santa Ana, CA 92701 8/15/2024 0809202408 Riverside, CA 92501 1925 E Fruit Street 1925 E Fruit St 2/26/2025 TABLE OF CONTENTS 3 1 Form MF1R Mandatory Measures Summary Table of Contents 2 Form RMS-1 Residential Measures Summary 14 Form CF1R-PRF-01-E Certificate of Compliance Cover Page 16 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 1 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 GENERAL INFORMATION 01 Project Name Residential Building 02 Run Title Title 24 Analysis 03 Project Location 1925 E Fruit Street 04 City Santa Ana 05 Standards Version 2022 06 Zip code 92701 07 Software Version CBECC-Res 2022.3.1 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)180 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Addition and/or Alteration 13 Number of Bedrooms 3 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 1 16 Existing Cond. Floor Area (ft2)1512 17 Fenestration Average U-factor 0.5 18 Total Cond. Floor Area (ft2)1512 19 Glazing Percentage (%)17.70% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type Natural gas 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 2 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 0 40.01 0 39.62 0 0.39 Space Cooling 0 124.65 0 123.37 0 1.28 IAQ Ventilation 0 0 0 0 0 0 Water Heating 0 36.89 0 36.89 0 0 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 0 201.55 0 199.88 0 1.67 Photovoltaics 0 0 Battery 0 Flexibility Indoor Lighting 0 7.64 0 7.64 Appl. & Cooking 0 18.47 0 18.47 Plug Loads 0 36.87 0 36.87 Outdoor Lighting 0 1.67 0 1.67 TOTAL COMPLIANCE 0 266.2 0 264.53 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 3 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr ) Proposed Design (kBtu/ft2 - yr ) Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 37.32 37.24 0.08 0.21 Net EUI2 37.32 37.24 0.08 0.21 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • New ductwork added is less than 25 ft. in length HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry • Kitchen range hood BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 1512 1 3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status First Floor Conditioned HVAC System1 1512 10.7 DHW Sys 1 Existing Unchanged 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 4 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 11 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) Wall Exceptions Status Verified Existing Condition South Wall First Floor Default Wall Prior to 197 180 Front 271.9 60 90 none Existing No Southwest Wall First Floor Default Wall Prior to 197 225 n/a 77.1 15 90 none Existing No West Wall First Floor Default Wall Prior to 197 270 Left 620.2 45.4 90 none Existing No North Wall First Floor Default Wall Prior to 197 0 Back 508.3 115.3 90 none Existing No East Wall First Floor Default Wall Prior to 197 90 Right 668 24 90 none Existing No Interior Surface Wall First Floor>>__Garag e__ Default Wall Prior to 1971 n/a n/a 170 0 n/a Existing No Roof (Slope 4/12)First Floor Default Roof Prior to 197 n/a n/a 810 n/a n/a Existing No Roof (Slope 4/12) 2 __Garage__ R-0 Roof Attic n/a n/a 445 n/a n/a Existing No South Wall 2 __Garage__ R-0 Wall 180 Front 175.2 0 90 none Existing No West Wall 2 __Garage__ R-0 Wall 270 Left 164 0 90 none Existing No North Wall 2 __Garage__ R-0 Wall 0 Back 19.4 0 90 none Existing No Northeast Wall __Garage__ R-0 Wall 45 n/a 28.2 0 90 none Existing No East Wall 2 __Garage__ R-0 Wall 90 Right 148 0 90 none Existing No 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 5 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 OPAQUE SURFACES - CATHEDRAL CEILINGS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Zone Construction Azimuth Orientation Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof Status Verified Existing Condition Existing Construction Roof (Altered)First Floor R-30 Roof No Attic 180 Front 702 7.9 4 0.1 0.85 No Altered No ATTIC 01 02 03 04 05 06 07 08 09 10 Name Construction Type Roof Rise (x in 12) Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Attic __Garage__ Attic Garage Roof Cons Ventilated 4 0.1 0.85 No No Existing No Attic First Floor Attic RoofFirst Floor Ventilated 4 0.1 0.85 No No Existing No FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 Name Type Surface Orientatio n Azimuth Width (ft) Heigh t (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading Status Verified Existing Condition Window Window South Wall Front 180 1 60 0.79 Table 110.6-A 0.7 Table 110.6-B Bug Screen Existing No Window (New)Window Southwest Wall 225 1 15 0.5 NFRC 0.34 NFRC Bug Screen New NA Window 2 Window West Wall Left 270 1 45.4 0.79 Table 110.6-A 0.7 Table 110.6-B Bug Screen Existing No Window 3 Window North Wall Back 0 1 115. 3 0.79 Table 110.6-A 0.7 Table 110.6-B Bug Screen Existing No Window 4 Window East Wall Right 90 1 24 0.79 Table 110.6-A 0.7 Table 110.6-B Bug Screen Existing No 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 6 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 Name Type Surface Orientatio n Azimuth Width (ft) Heigh t (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading Status Verified Existing Condition Skylight (New)Skylight Roof (Altered)Front 180 1 7.9 0.49 NFRC 0.29 NFRC New NA SLAB FLOORS 01 02 03 04 05 06 07 08 09 10 Name Zone Area (ft2)Perimeter (ft) Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Status Verified Existing Condition Slab First Floor 1512 176.2 none 0 80% No Existing No Slab 2 __Garage__ 445 84.1 none 0 0% No Existing No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C. R-0 None / None 0.361 Inside Finish: Gypsum Board Cavity / Frame: no insul. / 2x4 Exterior Finish: 3 Coat Stucco Default Wall Prior to 197 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C. R-0 None / None 0.361 Inside Finish: Gypsum Board Cavity / Frame: no insul. / 2x4 Exterior Finish: 3 Coat Stucco 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 7 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-30 Roof No Attic Cathedral Ceilings Wood Framed Ceiling 2x6 @ 24 in. O. C. R-30 None / None 0.038 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-30 / 2x6 Inside Finish: Gypsum Board Default Wall Prior to 1971 Interior Walls Wood Framed Wall 2x4 @ 16 in. O. C. R-0 None / None 0.277 Inside Finish: Gypsum Board Cavity / Frame: no insul. / 2x4 Other Side Finish: Gypsum Board Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C. R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Attic RoofFirst Floor Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O. C. R-0 None / 0 0.644 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 R-0 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x4 @ 24 in. O. C. R-0 None / None 0.481 Cavity / Frame: no insul. / 2x4 Inside Finish: Gypsum Board Default Roof Prior to 197 Ceilings (below attic) Wood Framed Ceiling 2x4 @ 16 in. O. C. R-11 None / None 0.083 Over Ceiling Joists: R-1.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII) High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Not Required Not Required N/A n/a n/a 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 8 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#)Status Verified Existing Condition Existing Water Heating System DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1)Existing No WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 Name Heating Element Type Tank Type # of Units Tank Vol. (gal) Heating Efficiency Type Efficiency Rated Input Type Input Rating or Pilot Tank Insulation R-value (Int/Ext) Standby Loss or Recovery Eff 1st Hr. Rating or Flow Rate Tank Location Status Verified Existing Condition DHW Heater 1 Gas Small Storage 1 50 EF 0.57 Btu/Hr 75000 0 80 n/a Existing No WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type Status Verified Existing Condition Existing HVAC System HVAC System1 Heating and cooling system other Heating Component 1 1 Cooling Component 1 1 HVAC Fan 1 Air Distribution System 1 n/a Existing No 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 9 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 HVAC - HEATING UNIT TYPES 01 02 03 04 05 Name System Type Number of Units Heating Efficiency Heating Unit Brand Heating Component 1 Central gas furnace 1 AFUE - 78 n/a HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 08 09 Name System Type Number of Units Efficiency Metric Efficiency EER/EER2/CEER Efficiency SEER/SEER2 Zonally Controlled Mulit-speed Compressor HERS Verification Cooling Component 1 Central split AC 1 EER/SEER 9.6 11 Not Zonal Single Speed Cooling Component 1-hers-cool HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 Name Type Design Type Duct Ins. R-value Duct Location Surface Area Bypass Duct Duct Leakage HERS Verification Status Verified Existing Condition Existing Distribution system New Ducts >= 25 ftSuppl y Retur n Suppl y Retur n Suppl y Retur n Air Distribution System 1 Unconditio ned attic Non- Verified R- 4.2 R-6 Atti c Atti c n/a n/a No Bypass Duct Existing (not specified) Air Distribution System 1-hers-dist Existing + New No No HVAC - FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) Name HVAC Fan 1 HVAC Fan 0.58 HVAC Fan 1-hers-fan 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 10 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficacy (Watts/CFM) HVAC Fan 1-hers-fan Not Required 0 HERS RATER VERIFICATION OF EXISTING CONDITIONS 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 1925 E Fruit St 2/26/2025 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Residential Building Calculation Date/Time:2024-08-15T16:08:25-04:00 (Page 11 of 11) Calculation Description:Title 24 Analysis Input File Name:FelbabShayneJoeRemodel.ribd22x Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-08-15 13:08:53 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Company: Signature Date: Address: CEA/ HERS Certification Identification (If applicable): City/State/Zip: Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: Responsible Designer Signature: Company: Date Signed: Address: License: City/State/Zip: Phone: Matt Policarpio NRG Compliance 08/15/2024 4480 Main St Suite B Riverside, CA 92501 707-237-6957 Peter Frazier Peter A. Frazier 08/16/2024 32457 San Marco Drive Temecula, CA 92592 (951) 970-8078 424-P010175083A-000-000-0000000-0000 08/16/2024 11:52 CHEERS NOTICE: This document has been generated by Califor nia Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not af filiated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficien cy Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Reg istration Provider responsibility for the accuracy of the information. 1925 E Fruit St 2/26/2025 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Building Type  Single Family  Addition Alone Date  Multi Family  Existing+ Addition/Alteration Project Address California Energy Climate Zone Total Cond. Floor Area Addition # of Units INSULATION Area Construction Type Cavity (ft2) Special Features Status FENESTRATION Total Area: Glazing Percentage: New/Altered Average U-Factor: Orientation Area(ft2) U-Fac SHGC Overhang Sidefins Exterior Shades Status HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Existing 694 Page 14 of 20 8/15/2024 none 17.7% New 7.9 Felbab, Shayne & Joe Remodel Slab Wood Framed Attic Roof - no insulation - Wood Framed Rafter none none ✔ N/A 0 268 Attic CA Climate Zone 08 - no insulation - New Rear (N) 15.0 Left (W) 0.790 45.4 0.29 0.790 0.70 Existing 1 Altered ✔ HVAC System Ducted Wall Wood Framed Wall - no insulation - Wood Framed R 30 810 - no insulation - Altered none Existing 0.790 0.34 none 1,512 none Perim = 176' N/A Existing Existing Right (E)24.0 - no insulation - Ducted 11.0 SEER 62 Existing 212 Wall Wood Framed none none 1 none Gas Central Furnace N/A N/A Front (SW) Existing Front (S) 0.490 60.0 0.790 6.0 0.70 575 Existing Existing Wall Unheated Slab-on-Grade Wall R 11 Wood Framed 1925 E Fruit Street Santa Ana 1,512 none 644 N/A Existing 78% AFUE Skylight 0.50 Split Air Conditioner User Number: 5581 none115.3 0.500 0.70 none 0.70 N/A Setback Existing Existing Roof ID: 0809202408 - no insulation - Wood Framed EnergyPro 9.3 by EnergySoft 393 1925 E Fruit St 2/26/2025 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Building Type  Single Family  Addition Alone Date  Multi Family  Existing+ Addition/Alteration Project Address California Energy Climate Zone Total Cond. Floor Area Addition # of Units INSULATION Area Construction Type Cavity (ft2) Special Features Status FENESTRATION Total Area: Glazing Percentage: New/Altered Average U-Factor: Orientation Area(ft2) U-Fac SHGC Overhang Sidefins Exterior Shades Status HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Page 15 of 20 8/15/2024 17.7% Felbab, Shayne & Joe Remodel ✔ 0 268 CA Climate Zone 08 1 ✔ 1,512 170 ExistingDemisingWood Framed 1925 E Fruit Street Santa Ana 0.50 User Number: 5581 ID: 0809202408 - no insulation - EnergyPro 9.3 by EnergySoft 1925 E Fruit St 2/26/2025 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 NOTE: Single-family residential buildings subject to the Energy Codes must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. (04/2022) Building Envelope: § 110.6(a)1: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or less when tested per NFRC-400, ASTM E283, or AAMA/WDMA/CSA 101/I.S.2/A440-2011. * § 110.6(a)5: Labeling. Fenestration products and exterior doors must have a label meeting the requirements of § 10-111(a). § 110.6(b): Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from Tables 110.6-A, 110.6-B, or JA4.5 for exterior doors. They must be caulked and/or weather-stripped. * § 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, gasketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods and Services (BHGS). § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). § 110.8(i): Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of § 110.8(i) and be labeled per §10-113 when the installation of a cool roof is specified on the CF1R. § 110.8(j): Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. § 150.0(a): Roof Deck, Ceiling and Rafter Roof Insulation. Roof decks in newly constructed attics in climate zones 4 and 8-16 area-weighted average U-factor not exceeding U-0.184. Ceiling and rafter roofs minimum R-22 insulation in wood-frame ceiling; or area-weighted average U-factor must not exceed 0.043. Rafter roof alterations minimum R-19 or area-weighted average U-factor of 0.054 or less. Attic access doors must have permanently attached insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling. * § 150.0(b): Loose-fill Insulation. Loose fill insulation must meet the manufacturer’s required density for the labeled R-value. § 150.0(c): Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood framing or have a U-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102. Masonry walls must meet Tables 150.1-A or B. * § 150.0(d): Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor. * § 150.0(f): Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3 percent; have a water vapor permeance no greater than 2.0 perm per inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). § 150.0(g)1: Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This requirement also applies to controlled ventilation crawl space for buildings complying with the exception to §150.0(d). § 150.0(g)2: Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation. § 150.0(q): Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U-factor of 0.45; or area-weighted average U-factor of all fenestration must not exceed 0.45. * Fireplaces, Decorative Gas Appliances, and Gas Log: § 110.5(e) Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces. § 150.0(e)1: Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)2: Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight-fitting damper or combustion-air control device. * § 150.0(e)3: Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control. * Space Conditioning, Water Heating, and Plumbing System: § 110.0-§ 110.3: Certification. Heating, ventilation, and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the California Energy Commission. * § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-N. * § 110.2(b): Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating. * § 110.2(c): Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat. * § 110.3(c)3: Insulation. Unfired service water heater storage tanks and solar water-heating backup tanks must have adequate insulation, or tank surface heat loss rating. § 110.3(c)6: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with hose bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed. 1925 E Fruit St 2/26/2025 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 § 110.5: Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances (except appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour ); and pool and spa heaters. * § 150.0(h)1: Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook, Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation Standards Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2. § 150.0(h)3A: Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any dryer. § 150.0(h)3B: Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the manufacturer’s instructions. § 150.0(j)1: Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water piping must be insulated as specified in § 609.11 of the California Plumbing Code. * § 150.0(j)2: Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment` maintenance, and wind as required by §120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must include, or be protected by, a Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and non-crushable casing or sleeve. § 150.0(n)1: Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must designate a space at least 2.5’ x 2.5’ x 7’ suitable for the future installation of a heat pump water heater, and meet electrical and plumbing requirements, based on the distance between this designated space and the water heater location; and a condensate drain no more than 2” higher than the base of the water heater § 150.0(n)3: Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing agency that is approved by the executive director. Ducts and Fans: § 110.8(d)3: Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. § 150.0(m)1: CMC Compliance. All air-distribution system ducts and plenums must meet CMC §§ 601.0-605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to R-6.0 or higher; ducts located entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8) do not require insulation. Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct-closure system that meets the applicable UL requirements, or aerosol sealant that meets UL 723. The combination of mastic and either mesh or tape must be used to seal openings greater than ¼”, If mastic or tape is used. Building cavities, air handler support platforms, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used to convey conditioned air. Building cavities and support platforms may contain ducts; ducts installed in these spaces must not be compressed. * § 150.0(m)2: Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction, connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.0(m)3: Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction. § 150.0(m)7: Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. § 150.0(m)8: Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. § 150.0(m)9: Protection of Insulation. Insulation must be protected from damage due tosunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather must be suitable for outdoor service (e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover). Cellular foam insulation must be protected as above or painted with a water retardant and solar radiation-resistant coating. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner cores of flex ducts must have a non-porous layer or air barrier between the inner core and outer vapor barrier. § 150.0(m)11: Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.1. § 150.0(m)12: Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 or equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A. Clean-filter pressure drop and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service. Filter racks or grilles must use gaskets, sealing, or other means to close gaps around the inserted filters to and prevents air from bypassing the filter. * 1925 E Fruit St 2/26/2025 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 § 150.0(m)13: Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts to supply cooling must have a hole for the placement of a static pressure probe, or a permanently installed static pressure probe in the supply plenum. Airflow must be ≥ 350 CFM per ton of nominal cooling capacity, and an air-handling unit fan efficacy ≤ 0.45 watts per CFM for gas furnace air handlers and ≤ 0.58 watts per CFM for all others. Small duct high velocity systems must provide an airflow ≥ 250 CFM per ton of nominal cooling capacity, and an air-handling unit fan efficacy ≤ 0.62 watts per CFM. Field verification testing is required in accordance with Reference Residential Appendix RA3.3. * Ventilation and Indoor Air Quality: § 150.0(o)1: Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2, Ventilation and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in § 150.0(o)1. * § 150.0(o)1B: Central Fan Integrated (CFI) Ventilation Systems. Continuous operation of CFI air handlers is not allowed to provide the whole- dwelling unit ventilation airflow required per §150.0(o)1C. A motorized damper(s) must be installed on the ventilation duct(s) that prevents all airflow through the space conditioning duct system when the damper(s) is closed andcontrolled per §150.0(o)1Biii&iv. CFI ventilation systems must have controls that track outdoor air ventilation run time, and either open or close the motorized damper(s) for compliance with §150.0(o)1C. § 150.0(o)1C: Whole-Dwelling Unit Mechanical Ventilation for Single-Family Detached and townhouses . Single-family detached dwelling units, and attached dwelling units not sharing ceilings or floors with other dwelling units, occupiable spaces, public garages, or commercial spaces must have mechanical ventilation airflow specified in § 150.0(o)1Ci-iii. § 150.0(o)1G: Local Mechanical Exhaust. Kitchens and bathrooms must have local mechanical exhaust; nonenclosed kitchens must have demand- controlled exhaust system meeting requirements of §150.0(o)1Giii,enclosed kitchens and bathrooms can use demand-controlled or continuous exhaust meeting §150.0(o)1Giii-iv. Airflow must be measured by the installer per §150.0(o)1Gv, and rated for sound per §150.0(o)1Gvi. * § 150.0(o)1H&I: Airflow Measurement and Sound Ratings of Whole-Dwelling Unit Ventilation Systems. The airflow required per § 150.0(o)1C must be measured by using a flow hood, flow grid, or other airflow measuring device at the fan’s inlet or outlet terminals/grilles per Reference Residential Appendix RA3.7. Whole-Dwelling unit ventilation systems must be rated for sound per ASHRAE 62.2 §7.2 at no less than the minimum airflow rate required by §150.0(o)1C. § 150.0(o)2: Field Verification and Diagnostic Testing. Whole-Dwelling Unit ventilation airflow, vented range hood airflow and sound rating, and HRV and ERV fan efficacy must be verified in accordance with Reference Residential Appendix RA3.7. Vented range hoods must be verified per Reference Residential Appendix RA3.7.4.3 to confirm if it is rated by HVI or AHAM to comply with the airflow rates and sound requirements per §150.0(o)1G Pool and Spa Systems and Equipment: § 110.4(a): Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: compliance with the Appliance Efficiency Regulations and listing in MAEDbS; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating. * § 110.4(b)1: Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. § 110.4(b)3: Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. § 150.0(p): Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves. * Lighting: § 110.9: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements of § 110.9. * § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A, except lighting integral to exhaust fans, kitchen range hoods, bath vanity mirrors, and garage door openers; navigation lighting less than 5 watts; and lighting internal to drawers, cabinets, and linen closets with an efficacy of at least 45 lumens per watt. § 150.0(k)1B: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. * § 150.0(k)1C: Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must not contain screw based sockets, must be airtight, and must be sealed with a gasket or caulk. California Electrical Code § 410.116 must also be met. § 150.0(k)1D: Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8 elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. § 150.0(k)1E: Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a luminaire or other device shall be no more than the number of bedrooms. These boxes must be served by a dimmer, vacancy sensor control, low voltage wiring, or fan speed control. § 150.0(k)1F: Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the applicable requirements of § 150.0(k). * 1925 E Fruit St 2/26/2025 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 § 150.0(k)1G: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. * § 150.0(k)1H: Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8 elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. § 150.0(k)1I: Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required to comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts of power, emit no more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or linen closet is closed. § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems. * § 150.0(k)2A: Accessible Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually turned on and off. * § 150.0(k)2B: Multiple Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the dimmer or sensor is installed to comply with § 150.0(k). § 150.0(k)2C: Mandatory Requirements. Lighting controls must comply with the applicable requirements of § 110.9. § 150.0(k)2D: Energy Management Control Systems. An energy management control system (EMCS) may be used to comply with dimming, occupancy, and control requirements if it provides the functionality of the specified control per § 110.9 and the physical controls specified in § 150.0(k)2A. § 150.0(k)2E: Automatic Shutoff Controls. In bathrooms, garages, laundry rooms, utility rooms and walk-in closets, at least one installed luminaire must be controlled by an occupancy or vacancy sensor providing automatic-off functionality. Lighting inside drawers and cabinets with opaque fronts or doors must have controls that turn the light off when the drawer or door is closed. § 150.0(k)2F: Dimmers. Lighting in habitable spaces (e.g., living rooms, dining rooms, kitchens, and bedrooms) must have readily accessible wall- mounted dimming controls that allow the lighting to be manually adjusted up and down. Forward phase cut dimmers controlling LED light sources in these spaces must comply with NEMA SSL 7A. § 150.0(k)2K: Independent controls. Integrated lighting of exhaust fans shall be controlled independently from the fans. Lighting under cabinets or shelves, lighting in display cabinets, and switched outlets must be controlled separately from ceiling-installed lighting. § 150.0(k)3A: Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other buildings on the same lot, must have a manual on/off switch and either a photocell and motion sensor or automatic time switch control) or an astronomical time clock. An energy management control system that provides the specified control functionality and meets all applicable requirements may be used to meet these requirements. § 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must either comply with § 140.8 or consume no more than 5 watts of power. § 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Solar Readiness: § 110.10(a)1: Single-family Residences. Single-family residences located in subdivisions with 10 or more single-family residences and where the application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency, which do not have a photovoltaic system installed, must comply with the requirements of § 110.10(b)-(e). §110.10(b)1A: Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas greater than 10,000 square feet. For single-family residences, the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. * § 110.10(b)2: Azimuth. All sections of the solar zone located on steep-sloped roofs must have an azimuth between 90-300° of true north. § 110.10(b)3A: Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment. * § 110.10(b)3B: Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the horizontal distance of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. * § 110.10(b)4: Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. § 110.10(c): Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single-family residences and central water-heating systems, a pathway reserved for routing plumbing from the solar zone to the water-heating system. § 110.10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b)-(c) must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. § 110.10(e)2: Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit breaker for a future solar electric installation. The reserved space must be permanently marked as “For Future Solar Electric.” Electric and Energy Storage Ready: 1925 E Fruit St 2/26/2025 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 § 150.0(s) Energy Storage System (ESS) Ready. All single-family residences must meet all of the following: Either ESS-ready interconnection equipment with backed up capacity of 60 amps or more and four or more ESS supplied branch circuits, or a dedicated raceway from the main service to a subpanel that supplies the branch circuits in § 150.0(s); at least four branch circuits must be identified and have their source collocated at a single panelboard suitable to be supplied by the ESS, with one circuit supplying the refrigerator, one lighting circuit near the primary exit, and one circuit supplying a sleeping room receptacle outlet; main panelboard must have a minimum busbar rating of 225 amps; sufficient space must be reserved to allow future installation of a system isolation equipment/transfer switch within 3’ of the main panelboard, with raceways installed between the panelboard and the switch location to allow the connection of backup power source. § 150.0(t) Heat Pump Space Heater Ready. Systems using gas or propane furnaces to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3’ of the furnace with circuit conductors rated at least 30 amps with the blank cover identified as “240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently marked as “For Future 240V use.” § 150.0(u) Electric Cooktop Ready. Systems using gas or propane cooktop to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3’ of the cooktop with circuit conductors rated at least 50 amps with the blank cover identified as “240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently marked as “For Future 240V use.” § 150.0(v) Electric Clothes Dryer Ready. Clothes dryer locations with gas or propane plumbing to serve individual dwelling units must include: A dedicated unobstructed 240V branch circuit wiring installed within 3’ of the dryer location with circuit conductors rated at least 30 amps with the blank cover identified as “240V ready;” and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently marked as “For Future 240V use.” *Exceptions may apply. 1925 E Fruit St 2/26/2025