The URL can be used to link to this page

Home My WebLink About1144 S Clara St & 1142 S Clara St & #2 - PlanALL WORK, CONSTRUCTION AND MATERIALS SHALL COMPLY WITH ALL PROVISION OF THE APPLICABLE BUILDING CODES AS WELL AS ANY OTHER RULES, REGULATIONS, AND ORDINANCES GOVERNING THE PLACE OF CONSTRUCTION. IT IS THE SOLE RESPONSIBILITY OF ANYONE SUPPLYING LABOR, MATERIALS , OR BOTH TO BRING TO THE ATTENTION OF THE DESIGNER, ENGINEER, GENERAL CONTRACTOR AND THE OWNER ANY DISCREPANCIES OR CONFLICT BETWEEN THE REQUIREMENTS OF THE CODE AND THE DRAWINGS. WATER RESISTANT WELDED WIRE FABRIC WELDED WIRE MESH WWF WWM INTERIOR INSULATION INT INSUL MAXIMUM AB ANCHOR BOLT HEATING/VENTILATING/ SQUARE FEETSF TOP TOP OF PARAFET FLUOR FLUORESCENT WITH VERIFY IN FIELD WATER CLOSET WATERPROOF WATER HEATER WITHOUT VIF W/ WC WH WP WR W/O HOSE BIBB HEADER HB HDR HEIGHT HEATER INCH HGT IN HTR TOPL TOB THICK TOP OF TONGUE AND GROOVE TRASH COMPACTOR TYPICAL UNLESS NOTED THK TO TC T&G TYP UNO FOOTING GAUGEGA FTG GYPSUM GS GLB GYP GD GARBAGE DISPOSAL GLU LAM BEAM GALVANIZED STEEL TOP OF BEAM TOP OF PLATE EXISTING(E) PREFAB TOS TOM TMPR WD WI WIN STEEL SQUARE SLIDING SLIDER (WINDOW) STRUCTURAL TREAD STORAGE SL SQ STL STOR SLDG T EXTERIOR FAU FF EXT FACE OF FLOORFLR FO FG FORCED AIR UNIT FIXED GLASS FINISH FLOOR STRUCT TOP OF SHEETING TOP OF MASONRY TEMPERED GLASS PREFABRICATED WOOD WROUGHT IRON WINDOW SKL SHT HW SHLF SHLV SELECT SINGLE HUNG STAINLESS STEEL SHELF AND POLE SHEATHING SS SHTG SEL SH S&P ELECTRICAL EACH DW EA ELEC EJ EXPANSION JOINT DISHWASHER EQUALEQ TV SIMILARSIM EACH WAYEW T&B SHOWERSHWR SHEET SKYLIGHT HOT WATER SHELF SHELVING TELEVISION TOP & BOTTOM FHWS FLATHEAD WOOD SCREW FIN FJ FURR GB HVAC FND REFRIGERATOR ROOM REQUIRED ROUGH SAWN REINFORCEMENT REDWOOD REINF REQD RM RS RWD REFR DIMENSION DIAGONAL DIAMETER DOUBLE DIM DIA DBL DIAG DS DOOR DOWN DR DN DOWNSPOUT FINISH FLOOR JOIST FOUNDATION FURRED GYPSUM BOARD OPG PERF OD RDWD ENCL FHMS RO PAIR PLYWOOD POLYVINYL CHLORIDE PROPERTY LINE ROOF DRAIN RADIUS/RISER CONC CONCRETE PL PVC PR PLYWD RD R CLEANOUT CONCRETE COLUMNCOL CONC CONT CT CO CMU CTSK COUNTERSINK CONCRETE MASONRY UNIT CONTINUOUS CERAMIC TILE OUTSIDE DIAMETER OPENING PERFORATE ROUGH OPENING REDWOOD ENCLOSURE FLATHEAD MACHINE SCREW MATL MATERIAL NOT IN CONTRACTNIC OBS MC MED MB NAT NUMBER OVER ON CENTER OVERHEAD NOT TO SCALE OVERFLOW SCUPPER NTS NO OH OC O/ OS CEILING CABINET CLG CJ CAB CLEARCLR CONTROL JOINT OBSCURE MACHINE BOLT MEDICINE CABINET MEDIUM NATURAL CSK CTR CW CSMT CB CONST MINIMUM MECHANICAL NORTH METAL MISCELLANEOUS MANUFACTURER MIN MECH MFG N MTL MISC ADJACENT AC ADJ AFF ASPHALT CONCRETE ABOVE FINISH FLOOR CENTER CASEMENT COUNTER SINK COLD WATER CATCH BASIN CONSTRUCTION ALUM A/C JOIST LAVATORY LAMINATE JST MAX LAV LAM AT ANGLE DIAMETER CENTERLINE @ Ø CL ALUMINUM AIR CONDITIONING COMPOSITE SHINGLESCOMP AIR CONDITIONING OTHERWISE BOTTOM OF BEAMBOBM BOTTOM OFBO BUILDINGBLDG BLKG BLK BD BOARD BLOCK BLOCKING BM BEAM BOTTOM OF FRAMINGBOF BOTTOM OFBO SANCHEZ RESIDENCE V E C O design-studio OSCAR VEGA 534 W. LINCOLN AVE. ANAHEIM CA 92805 TEL: 714-499-1247 email: oscar.vega@vecodesigns.com DESIGNER C-1 COVER SHEET A-1.1 SITE PLANS A-1.2 WATER METER SIZING A-2.1 PROPOSED FLOOR PLANS A-2.2 ELECTRICAL PLAN A-2.3 PROPOSED ROOF PLAN A-3.1 PROPOSED ELEVATIONS A-4.1 CROSS SECTIONS & OPEN ANALYSIS A-5.1 ARCHITECTURAL DETAILS A-5.2 ARCHITECTURAL DETAILS ARCHITECTURAL SHEETS: LEGAL DESCRIPTION:A.P.N.: 10909141 TRACT: TR 604 LOT: 5 B ZONE:R1-1 LOT AREA:6,246 Sq. Ft. TYPE OF CONSTRUCTION:V-B OCCUPANCY GROUP:R-3 & U MAX. BUILDING HEIGHT:19'-10" 1.PROPOSED NEW 2 STORY DETACHED A.D.U. OF 767 Sq. Ft. (1142 S CLARA UNIT 2) 2.EXISTING PATIO COVER ATTACHED TO FRONT UNIT (1142 S CLARA UNIT 1) TO BE INDIVIDUALLY REMOVED, SIZE OF PATIO = 434 SQ. FT. 3.EXISTING PATIO COVER ATTACHED TO REAR UNIT (1144 S CLARA) TO BE INDIVIDUALLY REMOVED SIZE OF PATIO = 300 SQ. FT. THIS PROJECT SHALL COMPLY WITH: - TITLE 24 - 2022 CALIFORNIA GREEN BUILDING CODE - 2022 CALIFORNIA BUILDING CODE (CBC) - 2022 CALIFORNIA RESIDENTIAL CODE (CRC) - 2022 CALIFORNIA ELECTRICAL CODE (CEC) - 2022 CALIFORNIA MECHANICAL CODE (CMC) - 2022 CALIFORNIA PLUMBING CODE (CPC) - 2022 CALIFORNIA ENERGY CODE (CENC) - CITY OF SANTA ANA MUNICIPAL CODE OWNER JUAN SANCHEZ 1142 S CLARA ST. SANTA ANA CA 92704 TEL: 714-474-3531 email: lesliefs@auci.edu No. OF EXISTING UNITS:1 (E) UNITS EQUIPPED WITH FIRE SPRINKLER:NO PROJECT DATA: DESCRIPTION OF WORK: LOT COVERAGE: GENERAL NOTES: ALL WORK SHALL CONFORM TO: (A) THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE AND ALL RELATED DOCUMENTS PUBLISHED BY THE I.C.C. WHICH HAVE BEEN ADOPTED BY THE LOCAL GOVERNING AGENCY; (B) ALL REGULATIONS AND ORDINANCES OF ALL LOCAL GOVERNING AGENCIES; (C) ANY SPECIAL CONDITIONS REQUIRED BY THE LOCAL GOVERNING AGENCIES; AND (D) ALL CALIFORNIA STATE CODE AMENDMENTS (BUILDING STANDARDS CODE) TITLE 24. ALL WORK DESCRIBED IN THE DRAWINGS SHALL BE VERIFIED BY THE CONTRACTOR FOR DIMENSION, GRADE, EXTENT AND COMPATIBILITY TO THE EXISTING SITE. ANY DISCREP-ANCIES AND UNEXPECTED CONDITIONS THAT AFFECT OR CHANGE THE WORK DESCRIBED IN THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE DESIGNER'S ATTENCTION IMMEDIATELY. DO NOT PROCEED WITH THE WORK IN THE AREA OF DISCREPANCIES UNTIL ALL SUCH DISCREPANCIES ARE RESOLVED. IF THE CONTRACTOR CHOOSES TO DO SO, HE SHALL BE PROCEEDING AT HIS OWN RISK. OMISSIONS FROM THE DRAWINGS AND SPECIFICATION OR THE MISDESCRIPTION OF THE WORK WHICH IS MANIFESTLY NECESSARY TO CARRY OUT THE INTENT OF THE DRAWINGS AND SPECIFICATIONS, OR WHICH IS CUSTOMARILY PERFORMED, SHALL NOT RELIEVE THE CONTRACTOR FROM PERFORMING SUCH OMITTED OR MISDESCRIBED DETAILS OF THE WORK AS IF FULLY AND COMPLETELY SET FORTH AND DESCRIBED IN THE DRAWINGS AND SPECIFICATIONS. DIMENSIONS SHOWN SHALL TAKE PRECEDENCE OVER DRAWINGS SCALE OR PROPORTION. LARGER SCALE DRAWINGS SHALL TAKE PRECEDENCE OVER SMALLER SCALE DRAWINGS. APPROVED NUMBERS OR ADDRESSES (PER CITY OF LOS ANGELES) SHALL BE PROVIDED IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. CONTRACTOR SHALL COORDINATE THE LOCATION WITH THE DESIGNER. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR THE SELECTION OF ALL PLUMBING FIXTURES INCLUDING TOILETS, TUB/SHOWER, LAVATORIES, SINKS AND ALL APPROPRIATE FAUCETS, TRIM AND DRAINS. THE OWNER SHALL SELECT ALL COLORS, FINISH AND OPTIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE MECHANICAL HEATING AND DISTRIBUTION SYSTEM IN COMPLIANCE WITH APPLICABLE CODES AND REGULATIONS. THE CONTRACTOR SHALL COORDINATE WITH OWNER FOR THE SELECTION OF ALL ELECTRICAL LIGHT FIXTURES (THEIR COLOR, TYPE AND FINISH), AND SWITCHPLATED AND OUTLETS (COLOR AND TYPE). THE CONTRACTOR SHALL VERIFY ALL LOCATIONS AND HEIGHTS OF ALL OUTLETS, LIGHTING FIXTURES, ETC. WITH THE DESIGNER. THE CONTRACTOR SHALL COORDINATE WITH OWNER FOR THE SELECTION OF ALL KITCHEN APPLIANCES (COLOR, TYPE AND OPTIONS). THE CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR THE SELECTION AND PROPER LOCATIONS OF ALL BATHROOM SPECIALTIES INCLUDING, BUT NOT LIMITED TO, MEDICINE CABINETS, MIRRORS, TOWEL BARS AND HOOKS, TOILET PAPER DISPENSER, SOAP DISH AND SHOWER ENCLOSURE. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR THE DESIGN OF BUILT-IN CABINETS INCLUDING DOOR AND DRAWER LOCATIONS, TYPES OF HINGES, PULLS AND SLIDING HARDWARE. THE OWNER SHALL SELECT THE TYPE OF MATERIALS, COLOR AND FINISH FOR CABINETS. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR THE SELECTION OF ALL INTERIOR FINISHES INCLUDING FLOOR COVERINGS AND UNDERLAYMENTS, PAINT (INCLUDING NUMBER OF COATS), OTHER WALLCOVERINGS, BASE AND CASE, LAMINATES, TILE, ETC. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR THE SELECTION OF ALL DOOR HARDWARE, INCLUDING, BUT NOT LIMITED TO, DOOR LATCHES, HINGES, CABINET HARD-WARE, ETC. (TYPES AND FINISHES). A) B) C) D) E) F) G) H) I) J) K) L) M) N) DIRECTORY: SHEET INDEX: ARCHITECTURAL ABBREVIATIONS: VICINITY MAP/ BUS STOP: JOB SITE a.- FOOTPRINT OF EXISTING 1-STORY S.F.R................................1,431 Sq. Ft. b.- PROPOSED FOOTPRINT OF NEW 2-STORY A.D.U.......................396 Sq. Ft. c.- AREA OF NEW A.D.U FRONT PORCH...............................................43 Sq. Ft. d.- FOOTPRINT OF EXISTING REAR UNIT...........................................811 Sq. Ft. TOTAL FLOOR AREA:..........................................................................2,681 Sq. Ft. LOT AREA:............................................................................................6,246 Sq. Ft 2,681 / 6,246 x 100:.................................................................................42.92% PROPOSED LOT COVERAGE:.....................................................................42.92% FLOOR AREAS: a.- EXISTING S.F.R. (FRONT, no canges) / 1142 S. CLARA ST. EXISTING FLOOR AREA :............................1,431 Sq. Ft. b.- EXISTING REAR UNIT / 1144 S. CLARA ST. EXISTING FLOOR AREA:.................................. 811 Sq. Ft. c.- ACCESSORY DWELLING UNIT / 1142 S. CLARA ST. UNIT 2. EXISTING FLOOR AREA:................................ 0.0 Sq. Ft. PROPOSED FLOOR AREA:............................ 767 Sq. Ft. FIRE SPRINKLER TO PROPOSED A.D.U.:NO BUS STOP NUCLEUS OSCAR SALMERON 8135 CATALINA AVE. WHITTIER, CA. 90602 TEL: 562-698-0818 email: greenoscar@icloud.com T-24 ENERGY CALCS. BY: TITLE 24 ANALYSIS REQUIRED SPECIAL FEATURES THE FOLLOWING ARE FEATURES THAT MUST BE INSTALLED AS CONDITION FOR MEETING THE MODELED ENERGY PERFORMANCE FOR THIS COMPUTER ANALYSIS. ·IAQ VENTILATION SYSTEM: AS LOW AS 0.0625 W/CFM ·WINDOW OVERHANGS AND/OR FINS ·NORTHWEST ENERGY EFFICIENCY ALLIANCE (NEEA) RATED HEAT PUMP WATER HEATER; SPECIFIC BRAND/MODEL, OR EQUIVALENT, MUST BE INSTALLED. HERS FEATURE SUMMARY THE FOLLOWING IS A SUMMARY OF THE FEATURES THAT MUST BE FIELD-VERIFIED BY A CERTIFIED HERS RATED AS A CONDITIONING 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. ·QUALITY INSULATION INSTALLATION (QII) ·INDOOR AIR QUALITY VENTILATION ·KITCHEN RANGE HOOD ·VERIFIED REFRIGERANT CHARGE ·VERIFIED HEAT PUMP RATED HEATING CAPACITY ·PIPE INSULATION, ALL LINES. FUEL TYPE :ALL ELECTRIC STANDARD DESIGN PV CAPACITY: 2.09 KWDC PV SYSTEM RESIZED TO 3.02 KWDC (A FACTOR OF 3.016) TO ACHIEVE 'MAXIMUM PV FOR COMPLIANCE CREDIT' PV SCALING CIVIL ENGINEER EC + Associates engineering EDUARDO J. CARRILLO 1412 ESPANOL AVE. MONTEBELLO, CA. 90640 TEL: 562-708-3586 email: eddiec@ecaengineering.com 1 XX A B C D 1 X X X X X X X X ARCHITECTURAL SYMBOLS: BUILDING SECTION LETTER AND SHEET DETAIL REFERENCE NUMBER AND SHEET INTERIOR ELEVATION # PLAN BLOW-UP STRUCTURAL GRID LINES ELEVATION 1142 S CLARA ST. UNIT 2 SANTA ANA, CA. 92704 G-1 GREEN BUILDING NOTES G-2 GREEN BUILDING NOTES G-3 GENERAL NOTES G-4 GENERAL NOTES G-5 BEST MANAGEMENT PRACTICES G-6 BEST MANAGEMENT PRACTICES T24-1 ENERGY CALCULATIONS T24-2 ENERGY CALCULATIONS FLOOD ZONE:X PARK & REC DEVELOPMENT FEE: 767 / 2,242 Sq. Ft.:.................................................................................34% NEW ADU Sq.Ft. / DUPLEX Sq.Ft. NOTE: THE ADU SF/SFD SF RATIO IS FOR PARK & REC FEE PURPOSE ONLY. THE APPLICANT IS RESPONSIBLE FOR THE GIVEN "DUPLEX SF" OF THE EXISTING PRIMARY RESIDENCE; BUILDING SAFETY STAFF ARE NOT RESPONSIBLE FOR THE ACCURACY OF THE GIVEN "DUPLEX SF" OF THE EXISTING RESIDENCE. CITY SPECIFIC/SPECIAL REQUIREMENTS 1.BUILDING SECURITY REGULATIONS: FOR NEW BUILDINGS AND ADDITIONS, ALTERATIONS, AND REPAIRS WITHIN ANY TWELVE-MONTH PERIOD EXCEED FIFTY (50%) PERCENT OF THE VALUE OF ANY EXISTING BUILDING OR STRUCTURE, EACH BUILDING OR STRUCTURE SHALL BE MADE TO CONFORM TO THE REQUIREMENTS FOR NEW BUILDINGS OR STRUCTURES AND COMPLY WITH THE BUILDING SECURITY REGULATIONS. SANTA ANA MUNICIPAL CODE CHAPTER 8, DIVISION 3. S-1 STRUCTURAL NOTES S-1.1 TYPICAL DETAILS S-1.2 TYPICAL DETAILS S-1.3 TYPICAL DETAILS S-1.4 TYPICAL DETAILS S2.0 ADU FOUNDATION PLAN S2.1 ADU FLOOR/LOW ROOF FRMG. PLAN S2.2 ADU ROOF FRMG. PLAN S3.0 FOUNDATION DETAILS S4.0 FLOOR FRAMING DETAILS S5.0 ROOF FRAMING DETAILS STRUCTURAL SHEETS: S6.0 STRONG-WALL W5WH DETAILS S6.1 STRONG-WALL W5WH DETAILS S6.2 STRONG-WALL W5WH DETAILS GLOBAL GEO-ENGINEERING INC MOHAN UPASANI 3 CORPORATE PARK # 270 IRVINE CA 92606 TEL: 949-221-0900 email: global@globalgeo.net SOILS REPORT BY: V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 - -1 O i e 1 - - i n o e o d e s i g n s o C O V E E C APPROVED BY :O.V. C-1 COVER SHEET Bldg #101119966 APPROVALS: PLNG - C. Santana BLDG - CSG POLICE - B. Martin PUBLIC WORKS - B. Sarlak 5% M I N . SLO P E W H 3 5 2 4 2 SCALE: 1/8" = 1'-0" EXISTING SITE PLAN S CLARA ST. 5 10'-9" 2% M I N . SL O P E 2% M I N . SL O P E 2% M I N . SL O P E (E) CURB KEY NOTES (E) DRIVEWAY APPROACHED (E) DRIVEWAY (E) SIDEWALK (E)UN-PERMITTED COVERED PATIO 2 TO DEMOLISHED 434 Sq. Ft. L= 1 2 5 ' P L= 1 2 5 ' P L=50'P L=50'P GM GM 2% M I N . SL O P E 5% M I N . SLO P E 5% M I N . SLO P E 3 5 W H 3 2 1 4 S CLARA ST. 10'-9" 2% M I N . SL O P E L= 1 2 5 ' P L=50'P L=50'P GM GM 3 5 1 SCALE: 1/8" = 1'-0" PROPOSED SITE PLAN N 16 9 14 66 3232 9 9 1515 99 9 1313 13 13 1111 9 9 1010 1515 77 1212 16 1010 1515 99 7 8 17 17 17 10'-9" 10'-9" 8' - 0 " EXISTING 1-STORY REAR UNIT OF 811 Sq. Ft. 1144 S. CLARA STREET 2% M I N . SL O P E 29 ' - 2 " 29 ' - 9 " 13'-2" 5'-3" 12 ' - 0 " 25 ' - 8 " 6' - 0 " 23 ' - 2 " 28 ' - 3 " 29 ' - 1 1 " (E)UN-PERMITTED COVERED PATIO 1 TO BE DEMOLISHED 300 Sq. Ft. 12 ' - 0 " EXISTING 1142 S. CLARA STREET 1,431 Sq. Ft. (NO CHANGES) 4'-0" 18 23'-0" PROPOSED 2-STORY A.D.U. OF 767 Sq. Ft. 23'-0" 0. 5 % S L O P E FL O W L I N E 17 ' - 2 " 20 L= 1 2 5 ' P 20 (6) 5 - GALLON SHRUBS NAME: CURLY SENTRY PALM HOWEA BELMOREANA (10) 1- GALLON SHRUBS NAME: HERBACEOUS PERENNIALS NAME: TRISTANIA CONFERTA (1) - NEW 24" BOX CANOPY TREE Lophostemon confertus NATURAL GRASS AREA PLANTS LEGEND * 35% MAXIMUM FOR HARDSCAPE SURFACES WITHIN THE FRONT-YARD, THE FRONT YARD AREA IS DEFINED AS THE AREA BETWEEN THE FRONT POPERTY LINE AND THE BUILDING FACADE. HARDSCAPE AREA 523 Sq. Ft.= LANDSCAPE AREA 934 Sq. Ft.= FRONT YARD AREA =1499 Sq. Ft. (100%) HARDSCAPE MAX ALLOWABLE AREA =525 Sq. Ft. (35%) HARDSCAPE AREA PROVIDED = 523 Sq. Ft. HARDSCAPE / LANDSCAPE AREAS 29 ' - 2 " 25 25 21 22 22 23 13'-2" 23 5% M I N . SLO P E 5% M I N . SLO P E 12 ' - 0 " 8' - 0 " 4' - 0 " 4' - 0 " 4'-11" 12 ' - 0 " 25 ' - 8 " 1142 S. CLARA STREET, UNIT 2 17 EXISTING 1142 S. CLARA STREET 1,431 Sq. Ft. (NO CHANGES) 19 32'-4" 5% M I N . SL O P E 2% M I N . SLO P E 2% M I N . SLO P E 2% M I N . SLO P E FR O N T Y A R D REMOVE ARTIFICIAL GRASS AND INSTALL NATURAL GRASS REMOVE ARTIFICIAL GRASS AND INSTALL NATURAL GRASS 1 8 NEW FRONT COVER PORCH 43 Sq.Ft. 14 5' - 0 " 3' - 0 " 7' - 0 " 27 24 7 (NO CHANGES) 0. 5 % S L O P E FL O W L I N E EXISTING 1-STORY REAR UNIT OF 811 Sq. Ft. 1144 S. CLARA STREET (NO CHANGES) 5% M I N . SLO P E 5% M I N . SLO P E A A-1.1 0. 5 % S L O P E FL O W L I N E A A-1.1 0. 5 % S L O P E FL O W L I N E A A-1.1 0. 5 % S L O P E FL O W L I N E A A-1.1 0. 5 % S L O P E FL O W L I N E A A-1.1 0. 5 % S L O P E FL O W L I N E A A-1.1 0. 5 % S L O P E FL O W L I N E A A-1.1 1. LOTS SHALL BE GRADED TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALLS. THE GRADE SHALL FALL A MINIMUM OF 2% WITHIN THE FIRST 10 FEET AT IMPERVIOUS AREAS AND 5% AT PERVIOUS AREAS. (R401.3) 2. WHERE LOT LINES, WALLS, SLOPES OR OTHER PHYSICAL BARRIERS PROHIBIT 6 INCHES OF FALL WITHIN 10 FEET, DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY FROM THE STRUCTURE. DRAINAGE DETAIL A NO SCALE PR O P E R T Y L I N E FENCE 8" M I N . PROPOSED STRUCTURE 28 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 17 19 (E) CONCRETE WALKWAY (E) REAR YARD (E) PLANTER (E) TREE (E) 6 Ft. Ht. BLOCK WALL FENCE (E) 3 Ft. Ht. BLOCK WALL FENCE (E) ELECTRICAL METER (E) WATER METER TO BE UPGRADED REFER TO SHEET A-1.2 FOR CALCS (E) GAS METER (E) WATER HEATER TO REMAIN 16 18 20 21 22 23 24 25 (E) 6 Ft. Ht. FENCE DOOR (E) 3 Ft. Ht. FENCE DOOR (E) 3 Ft. Ht. BLOCK WALL FENCE WITH BLACKSMITH RAILING NEW CONCRETE LANDING NEW CONCRETE WALKWAY EXISTING ROOF OVERGANG PROJECTION LINE NEW 24" BOX CANOPY TREE NEW 5 GALLON SHRUBS NEW 1 GALLON SHRUBS TEMPORARY CONCRETE WASHOUT AREA (LOCATION MAY VARY) (SEE SHEET G-6 FOR SPECS) TEMPORARY GRAVEL BAGS OR FIBER ROLLS (SEE SHEET G-5 FOR SPECS) NEW NEEA HEAT PUMP WATER HEATER TANK VOL. 40 (GAL.) BRAND: RHEEM MODEL HPLD40-1RH (SEE DETAILS 1 & 2 / A-5.2 AND SPECS. SHEET GN-4) QUICK SHED WATER HEATER ENCLOSURE 30"x30"x74" BRAND: HOLDRITE (SEE SPECS. SHEET GN-4) 26 27 IMAGINARY PROPERTY LINE 28 NEW MINI-SPLIT COMPRESSOR OUTDOOR UNIT. REFER TO ENERGY TITLE REPORT AT SHEETS T24 FOR ADDITIONAL SPECIFICATIONS. LOCATION SUBJECT TO CHANGE PER GENERAL CONTRACTOR NEW 100 AMPS ELECTRICAL SUB-PANEL FOR PROPOSED ADU WITH TYPE 1 SURGE PROTECTIVE DEVISE (SPD) WITH MAIN BREAKER DISCONNECT. NOTE: FINAL LOCATION PER EDISION 29 29 NEW ELECTRICAL SERVICE LINE 2" PVC PIPE SCHEDULE 40 WITH: -3#2 THNN WIRE -1#4 THNN WIRE BURIAL DEPTH SHALL BE A MIN. OF 24" 30 4'-11" 30 2% MIN. SLOPE 2% M I N . SLO P E PROJECTION LINE OF NEW ROOF OVERHANG31 2' - 0 " 2% M I N . SLOP E 2% M I N . SLOP E 5' - 0 " 2' - 0 " 31 31 27 20 2020 5'-3" 20 20 20 2 A-5.2 1 A-5.2 ADDITIONAL NOTES 2% MIN.2% MIN.0. 5 % M I N . S L O P E FL O W L I N E EXISTING S.F.R. PROPOSED STRUCTURE DRAINAGE DETAIL B NO SCALE B A-1.1 B A-1.1 GENERAL CONTRACTOR SHALL PROVIDE A NEW CONCRETE SWALE AS NEEDED. SEE NOTE No.1 & 2 BELOW 2% MIN.2% MIN. GENERAL CONTRACTOR SHALL PROVIDE A NEW CONCRETE SWALE AS NEEDED. SEE NOTE No.1 & 2 BELOW 0. 5 % M I N . S L O P E FL O W L I N E THE MAXIMUM AMOUNT OF SOIL BEING MOVED SHALL BE LESS THAN 50 CUBIC YARDS 32 30 (E) MAIN PANEL BOARD TO BE REMOVED AND REPLACED WITH A NEW: 400 AMPS DUAL METER PANEL WITH A MINIMUM BUSBAR RATING OF 225 AMPS (200 AMPS FOR EXISTING UNIT AND 200 AMPS FOR PROPOSED ADU) FINAL ELECTRICAL PANEL LOCATION WILL BE AS DETERMINED BY SCE AND CITY INSPECTOR V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r Oscar Vega C e 1 - - 1 O i e 1 - - i n o e o d e s i g n s . o C O A V E . A A E C A APPROVED BY :O.V. SITE PLANS A-1.1 W H S CLARA ST. L= 1 2 5 ' P L=50'P L=50'P GM GM 1 SCALE: 1/8" = 1'-0" WATER METER SIZING N EXISTING 1142 S. CLARA STREET 1,431 S. F. (NO CHANGES) PROPOSED 2-STORY A.D.U. OF 767 S. F. L= 1 2 5 ' P 1142 S. CLARA STREET, UNIT 2 EXISTING 1-STORY REAR UNIT OF 811 S. F. 1144 S. CLARA STREET (NO CHANGES) A WATER METER SIZING WATER FIXTURE UNITS (TABLE 610.3 CPC) FIXTURE EXISTING FIXTURE NEW FIXTURE TOTAL FIXTURE WATER FIXTURE UNITS TOTAL BATHTUB 0 0 0 4.0 0.0 LAVATORY 2 2 4 1.0 4.0 WATER CLOSET 2 2 4 2.5 10.0 DISH WASHER 2 0 2 1.5 3.0 SHOWER 2 1 3 2.0 6.0 KITCHEN SINK 2 1 3 1.5 4.5 HOSE BIBB 1 1 2 2.5 5.0 CLOTHES WASHER 2 1 3 4.0 12.0 TOTAL FIXTURE UNITS 44.5 NEW WATER METER REPLACING THE EXISTING ONE SIZE: 1- 1/2" A NEW WATER SUPPLY LINE REPLACING THE EXISTING ONE SIZE: 1- 1/2" B KEY NOTES C D32'-8" 85 ' - 7 " 37 ' - 4 " B B *MAXIMUM DEVELOPMENT LENGTH =156'-0"(REAR UNIT WATER HEATER) *TOTAL WATER FIXTURES UNITS =44.5 *REQUIRED WATER METER SERVICE =1-1/2"(PER TABLE 610.4) *REQUIRED SUPPLY LINE =1-1/4"(PER TABLE 610.4) *PROPOSED WATER METER SERVICE =1-1/2" *PROPOSED SUPPLY LINE =1-1/2" B B WATER SUPPLY EXISTING TO NEW , POINT OF CONNECTION (EXACT LOCATION TO BE VERIFIED BY GENERAL CONTRACTOR IN THE FIELD) C D EXISTING MAIN WATER DISTRIBUTION LINE WITHIN EXISTING UNIT TO REMAIN, (EXACT LOCATION TO BE VERIFIED BY GENERAL CONTRACTOR IN THE FIELD) C D FIXTURE UNIT TABLE FOR DETERMINING WATER PIPE AND METER SIZES TABLE 610.4 (CPC) METER AND STREET SERVICE (INCHES) BUILDING SUPPLY AND BRANCHE S (INCHES) MAXIMUM ALLOWABLE LENGTH (FEET) 40 60 80 100 150 200 250 300 PRESSURE RANGE - 30 TO 45 3/4 1/16 6 5 4 3 2 1 1 1 3/4 3/4 16 16 14 12 9 6 5 5 3/4 1 29 25 23 21 17 15 13 12 1 1 36 31 27 25 20 17 15 13 3/4 1 1/4 36 33 31 28 24 23 21 19 1 1 1/4 36 33 31 28 24 23 21 19 1 1/2 1 1/4 78 68 57 48 38 32 28 25 1 1 1/2 85 84 79 65 56 48 43 38 1 1/2 1 1/2 150 124 105 91 70 57 49 45 2 1 1/2 151 129 129 110 80 64 53 46 1 2 85 85 85 85 85 85 82 80 1 1/2 2 220 190 190 176 155 138 127 120 2 2 370 292 292 265 217 185 164 147 2 2 1/2 445 390 390 370 330 300 280 265 PRESSURE RANGE = 46 TO 60 3/4 1/2 ²7 7 6 5 4 3 2 2 3/4 3/4 20 20 19 17 14 11 9 8 3/4 1 39 39 36 33 28 23 21 19 1 1 39 39 39 36 30 25 23 20 3/4 1-1/4 39 39 39 39 39 39 34 32 1 1-1/4 78 78 76 67 52 44 39 36 1-1/2 1-1/4 78 78 78 78 66 52 44 39 1 1-1/2 85 85 85 85 85 85 80 67 1-1/2 1-1/2 151 151 151 151 128 105 90 78 2 1-1/2 151 151 151 151 150 117 98 84 1 2 85 85 85 85 85 85 85 85 1-1/2 2 370 370 340 318 272 240 220 198 2 2 370 370 370 370 368 318 280 250 2 2-1/2 654 640 610 580 535 500 470 440 V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 - -1 2 O i e 1 - 2 - i n o e o d e s i g n s .o C O A V E . A A E C A 2 APPROVED BY :O.V. WATER METER SIZING A-1.2 IMAGINARY PROPERTY LINE REF. SIZE TYPE QTYSYMSTATUS 3'-0" x 6'-8"1 U-FACTOR SHGC 0.2 - -NEW A SIZE TYPE QTYSYMSTATUS 3'-0" x 1'6"1 U-FACTOR SHGC 0.3 0.231 NEW DOOR SCHEDULE (A.D.U.) NEW WINDOW SCHEDULE (A.D.U.) NOTE ·ALL ROUGH OPENINGS SHOULD BE CHECKED PRIOR TO ORDERING, OR VERIFY WITH MANUFACTURER (E)= EXISTING, (R) = EXISTING TO BE REPLACED SAME HEADER SLIDING WITH TEMP. GLASS SOLID DOOR UP 42" MIN. HT. HANDRAIL PE N I N S U L A WASHER & DRYERPOWDER RM. NEW KITCHEN CEILING HT. = 8'-0" SD CM 1 2 3 4 5 6 78910 7' - 0 " PR O P E R T Y L I N E -2.5" 6'-2"3'-2"13'-8" 4' - 1 1 " 12 ' - 4 " 10 ' - 7 " 6' - 8 " 17 ' - 2 " 9'-3"13'-7" 26'-8" 3' - 3 " 5' - 3 " 11 ' - 0 " 5'-0" 3' - 0 " 1 2 A 4 3 PROPOSED 1ST FLOOR PLAN1 SCALE: 1/4" = 1'-0"NAREA OF: 397 Sq. Ft. PROPOSED 2ND FLOOR PLAN2 SCALE: 1/4" = 1'-0"AREA OF: 370 Sq. Ft. B - -- -42'-10" x 6'-8"HOLLOW CORE 2 3 4 5 0.3 0.23 0.3 0.23 0.3 0.23 0.3 0.23 3'-0" x 4'0" 3'-0" x 4'0" 4'-0" x 4'0" 3'-0" x 2'0" 1 1 1 FIXED WITH TEMP. GLASS SLIDING WINDOW SLIDING WITH TEMP. GLASS SLIDING WITH TEMP. GLASS CABINETS ±0'-0" DOWN NE W C L O S E T NE W C L O S E T TV TV 42" MIN. HT. HANDRAIL SD SD SD CM 22"x30" ATTIC ACCESS NEW BEDROOM 1 CEILING HT. = 8'-0" NEW BEDROOM 2 CEILING HT. = 8'-0" 4 5 6 8 791011121314 5' - 5 " 10 ' - 7 " 6' - 8 " 17 ' - 2 " 9'-0" 9'-0" 10'-1"10'-1" 25'-0" 8' - 5 " 3' - 5 " 6 6 5 TEMP. GLASS 2'-5"2'-5" 3' - 9 " 9' - 8 " 3' - 9 " 10 ' - 7 " 6' - 8 " TV 4'-5"B B 6' - 3 " 17 ' - 2 " 17 ' - 2 " A A-4.1 3'-0" 4' - 1 1 " 3' - 9 " (E) SLOPE (E) SLOPE LINE OF (E) 1ST. FLOOR BELOW 23'-0" B B 25'-0" 7'-0" NEW POST 148 Sq. Ft. 31 Sq. Ft. 110 Sq. Ft.110 Sq. Ft. NE W 4 : 1 2 S L O P E 4'-0" SYMBOL & WALL LEGEND HATCH LEGEND EXISTING ROOF SHINGLES COVERING= EXISTING ROOF OF 1142 S. CLARA ST. (NO CHANGES FOR REFERENCE ONLY) EXISTING 1142 S. CLARA ST. (NO CHANGES FOR REFERENCE ONLY) EXISTING 1-STORY REAR UNIT 2' - 0 " NEW FRONT PORCH 43 Sq. Ft. 6 0.3 0.234'-0" x 4'-0"2SLIDING, EGRESS WINDOW 1 IMAGINARY PROPERTY LINE IMAGINARY PROPERTY LINE 2' - 0 " NEW POST LI N E O F 2 N D . F L O O R A B O V E 3'-11" 3' - 0 " 5' - 0 " 4'-0" 2' - 0 " IMAGINARY PROPERTY LINE IMAGINARY PROPERTY LINE B A-4.1 NEW BATH 57 Sq. Ft. NEW POST 2' - 0 " 3' - 0 " 2' - 0 " 2' - 0 " 4' - 0 " 5' - 0 " 5' - 0 " A-5.1 -4" 3 NEW NEW NEW NEW NEW NEW NEW EXISTING 1-STORY REAR UNIT NO CHANGES, FOR REFERENCE ONLY NO CHANGES, FOR REFERENCE ONLY 6'-0" MAX. WINDOW SYMBOL DOOR SYMBOL INDICATES FLOOR DROP NEW INTERCONNECTED HARD-WIRED CARBON MONOXIDE ALARM WITH BATTERY BACKUP; UR 2034 / 2075 NEW EXHAUST FAN NEW INTERCONNECTED PHOTOELECTRIC SMOKE ALARM 110V. WITH BATTERY BACKUP; UR 217 FLOOR ELEVATION NEW WALL CONSTRUCTION WITH 2x6 STUDS D.F. No.2 @ 16"O.C. NOTES: a. USE 2x6 STUDS D.F. No.2 @ 16" O.C. FOR PLUMBING WALLS b. USE 2x4 STUDS D.F No.2 @ 16" O.C. FOR NON BEARING WALLS DUCTLESS MINI-SPLIT AIR CONDITIONER INDOOR UNIT WALL MOUNTED CAPABLE OF MAINTAINING A ROOM TEMPERATURE OF 68° F SEE ADDITIONAL SPECIFICATION IN TITLE REPORT NEW WALL 1-HR. FIRE RATED W/ 1 LAYER 5/8" TYPE "X" GYP. ON ONE SIDE (SEE DETAIL 6 & 7 AT SHEET A-5.1). a.- EXHAUST FAN SHALL BE MINIMUM 50 CFM CAPABILIT b.- EXHAUST FANS SHALL BE ENERGY STAR COMPLIANT AND BE DUCTED TO TERMINATE TO THE OUTSIDE OF THE BUILDING. c. THE FAN SHALL BE EQUIPPED WITH HUMIDITY SENSOR. ±0'-0" SD CM EF X" A 1 RH KITCHEN VENTED RANGE HOODS I. HERS VERIFICATION OF AIRFLOW AND SOUND RATINGS. II. MINIMUM AIRFLOW OF 130 CFM (PER TABLE 150.0-G SHEET A-2.2). III. MAXIMUM SONE RATING OF 3.0. NOTE: NO GAS HOOK UP AT STOVE. (CAL. ENERGY CODE SECTION 150(O)1G) TABLE 150.0-G NOTE: IF THE EXTERIOR WALL IS LESS THAN 5 FEET FROM PROPERTY LINE AND OR FROM IMAGINARY PROPERTY LINE THE THE EXTERIOR WALL FACING SHALL BE BUILT AS A FIRE RATED WALL PER WALL LEGEND BELOW. WHOLE-BUILDING IAQ VENTILATION EXHAUST FAN THAT WILL OPERATE CONTINUOUSLY AND IS REQUIRED TO BE RATED FOR SOUND AT A MAXIMUM OF 1 SONE. THIS EXHAUST FAN CAN BE CONTROLLED BY A STANDARD ON/OFF SWITCH BUT THE SWITCH MUST BE LABELED CLEARLY DISPLAYING THE FOLLOWING TEXT, OR EQUIVALENT: "THIS SWITCH CONTROLS THE INDOOR AIR QUALITY VENTILATION FOR THE HOME. LEAVE SWITCH IN THE 'ON' POSITION AT ALL TIMES UNLESS THE OUTDOOR AIR QUALITY IS VERY POOR." [150.0(O)J]. CFM SHALL BE : 80 (PER ENERGY REPORT) RH DUAL ZONE MINI-SPLIT OUTDOOR CONDENSER UNIT SEE ENLARGED PLAN 1 SHEET A-2.2 NEW POST A-5.1 2 A-5.1 6 7 A-5.1 7 A-5.1 7 A-5.1 7 A-5.1 ·EFFECTIVE JULY 1, 2024. AT LEAST ONE BATHROOM AND ONE BEDROOM ON THE ENTRY LEVEL SHALL PROVIDE A DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32", MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION; OR, IN THE CASE OF A 2- OR 3-STORY SINGLE FAMILY DWELLING, ON THE 2ND OR 3RD FLOOR OF THE DWELLING IF A BATHROOM OR BEDROOM IS NOT LOCATED ON THE ENTRY LEVEL. (CRC R327.1.3) NEW FURING WALL 5' - 0 " A-5.1 4 SEE ENLARGED PLAN 2 SHEET A-2.2 B B-4.1 CEILING HT. = 8'-0" NEW LIVING AREA 121 Sq. Ft.A A-4.1 PR O P E R T Y L I N E 4'-0" 5' - 0 " 8 A-5.1 8 A-5.1 EXISTING WALL TO BE 1-HR. FIRE RATED W/ 1 LAYER 5/8" TYPE "X" GYP. ON ONE SIDE (SEE DETAIL 8 AT SHEET A-5.1) 10 ' - 0 " NEW LINEN CLOSET 6' - 0 " 3' - 0 " 1)EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A NET CLEAR OPENING OF 5.7 S.F. (R310.2.1) 2)EXCEPTION: MINIMUM CLEAR OPENING FOR GRADE FLOOR OPENINGS SHALL BE 5 S.F. (R310.2.1) 3)MINIMUM NET CLEAR OPENING HEIGHT DIMENSION SHALL BE 24". (R310.2.1) 4)MINIMUM NET CLEAR OPENING WIDTH DIMENSION SHALL BE 20". (R310.2.1) 5)EMERGENCY ESCAPE AND RESCUE OPENING SHALL HAVE A SILL HEIGHT NOT MORE THAN 44" ABOVE THE FLOOR. (R310.2.2). 6)NEW LINEN CLOSET: ENCLOSED ACCESSIBLE SPACE UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2-INCH GYPSUM BOARD. (CRCR302.7) ADDITIONAL NOTES: EF EF EF = NEW ROOF COVERING TYPE OF ROOFING: CLASS "A" ROOF SHINGLE MANUFACTURER: GAF PRODUCT: BY OWNER COLOR: BY OWNER ICC - ERS 3267 **OR SIMILAR APPROVED** 1'-0"1'-0" 3'-0" A-5.1 6 NEW FURING WALL 3'-0" 1 A-5.2 2 A-5.2 SEE NOTE No. 6 UNDER ADDITIONAL NOTES TABLE R302.1(1) EXTERIOR WALLS EXTERIOR WALL ELEMENT MINIMUM FIRE-RESISTANCE RATING MINIMUM FIRE SEPARATION DISTANCE Walls Fire-resistance rated 1 hour-tested in accordance with ASTM E119, UL 263 or Section 703.3 of the California Building Code with exposure from both sides 0 feet Not fire-resistance rated 0 hours ≥5 feet Projections Not allowed NA < 2 feet Fire-resistance rated 1 hour on the underside, or heavy timber, or fire-retardant-treated woodªᵇ ≥ 2 feet to < 5 feet Not fire-resistance rated 0 hours ≥ 5 feet Openings in wall Not allowed NA < 3 feet 25% maximum of wall area 0 hours 3 feet Unlimited 0 hours 5 feet V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 - -1 2 O i e 1 - 2 - i n o e o d e s i g n s .o C O A V E . A A E C A 2 APPROVED BY :O.V. A-2.1 PROPOSED FLOOR PLANS ADU NEW BATH CEILING HT.= 8'-0" DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32", MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION 32 M I N . 30" MIN. 15" MIN. 15" MIN. 3'-0" 2' - 0 " 22 " M I N . 24 " M I N . TEMP. GLASS GRAB BAR REINFORCEMENT AREA. SEE AGING-IN PLACE REQUIREMENTS DETAIL IN SHEET G-3 CONTROL VALVES AND SHOWER HEADS SHALL BE LOCATED ON THE SIDEWALL OF SHOWER COMPARTMENT OR OTHERWISE ARRANGED SO THAT THE SHOWERHEAD DOES NOT DISCHARGE DIRECTLY AT THE ENTRANCE TO THE COMPARTMENT AND THE BATHER CAN ADJUST THE VALVES PRIOR TO STEPPING INTO THE SHOWER SPRAY (CPC 408.9). SHOWER STALL TO BE 1024 SQUARE INCHES MINIMUM AND CAPABLE OF ENCOMPASSING A 30" DIAMETER CIRCLE. SHOWER VALVE CONTROL SHOWER "UNOBSTRUCTED" OPENING (DOOR) SHALL BE 22" MIN. GLASS DOOR MUST BE TEMP. GLASS ENLARGED BATHROOM 1 SCALE: 3/8" = 1'-0"4 ADDITIONAL NOTES: ·WALL COVERING SHALL BE CEMENT PLASTER, TILE OR APPROVED EQUAL TO 72 INCHES ABOVE DRAIN AT SHOWERS OR TUB WITH SHOWERS. MATERIALS OTHER THAN STRUCTURAL ELEMENTS ARE TO BE MOISTURE RESISTANT. (CRC R307.2). ·LOCATION SMOKE DETECTORS (CRC R314): - A MINIMUM OF 3 FT. FROM BATHROOM. - SMOKE DETECTORS SHALL BE LISTED FOR CLOSE PROXIMITY TO COOKING APPLIANCES WHEN LOCATED LESS THAN 6' FROM SAID APPLIANCE. SHOWER HEAD EF NEW BEDROOM 1 NEW BEDROOM 2 NEW FRONT PORCH NEW LIVING AREA NEW BATH A.WALK-IN CLOSET WITH AN AREA GREATER THAN 70 FT² WILL BE PROVIDED WITH DIMMER SWITCHES FOR LIGHTING [CRnC 150.0(k)J]. B.OUTDOOR LUMINARIES SHALL BE CONTROLLED BY PHOTOCELL AND MOTION SENSOR, OR OTHER METHOD AS PERMITTED BY [CEnC 150.0(k)3A]. C.CEILING RECESSED LED DOWNLIGHTS SHALL BE REQUIRED TO BE APPENDIX JA8 COMPLIANT [CEnC 150.0(k)1]. D.ALL 120-VOLT, SINGLE-PHASE, 15- AND 20-AMPERE BRANCH CIRCUITS SUPPLYING OUTLETS OR DEVICES INSTALLED IN DWELLING UNIT KITCHENS, LIVING ROOMS, BEDROOMS, CLOSETS, LAUNDRY AREAS, OR SIMILAR ROOMS OR AREAS SHALL BE AFCI PROTECTED BY ANY OF THE MEANS DESCRIBED IN 210.12(A)(1) THROUGH (6). E.IN EACH ATTACHED GARAGE WITH ELECTRIC POWER, AT LEAST ONE RECEPTACLE OUTLET SHALL BE INSTALLED IN EACH VEHICLE BAY AND NOT MORE THAN 1.7 M (5 ½ FT.) ABOVE THE FLOOR. CEC 210.52 (G) (1) F.ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS INTENDED TO BE USED BY OCCUPANTS SHALL BE LOCATED NO MORE THAN 48” MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15” MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR. G.DOORBELL CONTROLS TO NOT EXCEED 48” ABOVE EXTERIOR FLOOR, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. H.ALL LIGHTING TO BE HIGH EFFICACY. CENERGYC 150.0(K)1(A). I.IN BATHROOMS, GARAGES, LAUNDRY ROOMS, AND UTILITY ROOMS, AT LEAST ONE LUMINAIRE IN EACH OF THESE SPACES MUST BE CONTROLLED BY AN OCCUPANCY OR VACANCY SENSOR. CENC §150.0(K)2I. J.LUMINAIRES THAT ARE OR CONTAIN LIGHT SOURCES THAT MEET REFERENCE JOINT APPENDIX JA8 REQUIREMENTS FOR DIMMING, AND THAT ARE NOT CONTROLLED BY OCCUPANCY OR VACANCY SENSORS MUST HAVE DIMMING CONTROLS EXCEPT IN CLOSETS LESS THAN 70 SQUARE FEET OR HALLWAYS. CENC §150.0(K)2J. K.FOR SINGLE-FAMILY RESIDENTIAL BUILDINGS, OUTDOOR LIGHTING PERMANENTLY MOUNTED TO A RESIDENTIAL BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT MUST MEET THE REQUIREMENT IN ITEM A AND THE REQUIREMENTS IN ITEM A AND THE REQUIREMENTS IN EITHER ITEM B OR ITEM C: 1.CONTROLLED BY A MANUAL ON AND OFF SWITCH THAT PERMITS THE AUTOMATIC ACTIONS OF ITEMS B OR C BELOW; AND 2.CONTROLLED BY PHOTOCELL AND EITHER A MOTION SENSOR OR AN AUTOMATIC TIME SWITCH; OR 3.CONTROLLED BY AN ASTRONOMICAL TIME CLOCK CONTROL. CENC §150.0(K)3A. L.IN ADDITION TO THE LOCAL EXHAUST FANS IN THE BATHROOMS AND KITCHENS, AN EXHAUST FAN SHALL BE SIZED TO PROVIDE VENTILATION FOR THE WHOLE HOUSE. THE MINIMUM VENTILATION RATE FOR THE IAQ FAN SHALL BE CALCULATED ACCORDING TO ASHRAE STANDARD 62.2 AND 150.0(o)C / 160.2. ONE OF THE LOCAL EXHAUST FAN IN THE BATHROOMS OF KITCHENS MAY BE USED TO MEET THE WHOLE-BUILDING VENTILATION, PROVIDED THE EXHAUST FAN MEETS THE MINIMUM VENTILATION RATED FOR BOTH THE LOCAL EXHAUST AND IAQ REQUIREMENTS. THE DUCTING FOR THE WHOLE BUILDING EXHAUST FAN SHALL BE SIZED ACCORDING TO TABLE 150.0-H / 160.2-H, AND THIS EXHAUST FAN SHALL OPERATE CONTINUOUSLY. ELECTRICAL LEGEND ELECTRICAL & MECHANICAL NOTES:TABLE 150.0-G KITCHEN RANGE HOOD AIRFLOW RATES (CFM) AND ASTM E3087 CAPTURE EFFICIENCY (CE) RATINGS ACCORDING TO DWELLING UNIT FLOOR AREA AND KITCHEN RANGE FUEL TYPE DWELLING UNIT FLOOR AREA (FT²)HOOD OVER ELECTRIC RANGE > 1500 50% CE or 110 CFM > 1000 - 1500 50% CE or 110 CFM 750 - 1000 50% CE or 130 CFM > 750 50% CE or 160 CFM ASHRAE STANDARD 62.2 TABLE 7.1 PRESCRIPTIVE DUCT SIZING REQUIREMENTS DUCT TYPE FLEX DUCT SMOOTH DUCT FAN RATING CFM @0.25 IN. W.G.50 80 100 125 50 80 100 125 MAXIMUM ALLOWABLE DUCT LENGTH (FT) DIAMETER (IN)FLEX DUCT SMOOTH DUCT 3 X X X X 5 X X X 4 70 3 X X 105 35 5 X 5 NL 70 35 20 NL 135 85 55 6 NL NL 125 95 NL NL NL 145 7 AND ABOVE NL NL NL NL NL NL NL NL THIS TABLE ASSUMES NO ELBOWS. DEDUCT 15 FT. OF ALLOWABLE DUCT LENGHT FOR EACH TURN, ELBOW, OR FITTING. NL= NO LIMIT ON DUCT LENGTH OF THIS SIZE X= NOT ALLOWED, ANY LENGTH OF DUCT OF THIS SIZE WITH ASSUMED TURNS, ELBOWS, FITTINGS WILL EXCEED THE RATED PRESSURE DROP. NEW DUPLEX RECEPTACLE WITH GFCI PROTECTION NEW SWITCH "UL LISTED " NEW LED RECESSED LIGHT (HIGH-EFFICACY) NEW LED PENDANT LIGHT (HIGH-EFFICACY) NEW SWITCH W/ OCCUPANCY SENSOR NEW AFCI DUPLEX RECEPTACLE OUTLET NEW SWITCH 3 WAY NEW EXTERIOR WATER PROOF OUTLET OS GFCI AFCI 3 WP S S S NEW LED WALL MOUNT LIGHT WITH PHOTOCELL SENSOR (HIGH-EFFICACY) SUITABLE FOR WET LOCATIONS. NEW SWITCH W/DIMMER COMPLY WITH NEMA SSL 7A. (CAL. ENERGY CODE SECTION 150.0 (K) 2F)D NEW LED WALL MOUNT LIGHT (HIGH-EFFICACY) NEW SWITCH W/ MOTION SENSORMS S PS NEW LED WALL MOUNT LIGHT WITH MOTION SENSOR (HIGH-EFFICACY) SUITABLE FOR WET LOCATIONS. S MS NOTE:RECESSED LUMINARIES SHALL FIXTURES BE LISTED FOR ZERO CLEARANCE INSULATION CONTACT (IC) NEW LED RECESSED LIGHT (HIGH-EFFICACY) SUITABLE FOR WET LOCATIONS DUCTLESS MINI-SPLIT AIR CONDITIONER INDOOR UNIT WALL MOUNTED CAPABLE OF MAINTAINING A ROOM TEMPERATURE OF 68° F SEE ADDITIONAL SPECIFICATION IN TITLE REPORT SYMBOL LEGEND WHOLE-BUILDING IAQ VENTILATION EXHAUST FAN THAT WILL OPERATE CONTINUOUSLY AND IS REQUIRED TO BE RATED FOR SOUND AT A MAXIMUM OF 1 SONE. THIS EXHAUST FAN CAN BE CONTROLLED BY A STANDARD ON/OFF SWITCH BUT THE SWITCH MUST BE LABELED CLEARLY DISPLAYING THE FOLLOWING TEXT, OR EQUIVALENT: "THIS SWITCH CONTROLS THE INDOOR AIR QUALITY VENTILATION FOR THE HOME. LEAVE SWITCH IN THE 'ON' POSITION AT ALL TIMES UNLESS THE OUTDOOR AIR QUALITY IS VERY POOR." [150.0(O)J]. CFM SHALL BE : 80 (PER ENERGY REPORT) SCALE: 1/4" = 1'-0" 1 1ST. FLOOR ELECTRICAL PLAN SCALE: 1/4" = 1'-0" 2 2ND. FLOOR ELECTRICAL PLAN SD CM SD SD SD CM 22"x30" ATTIC ACCESS EF RH PS EF DUAL ZONE MINI-SPLIT OUTDOOR CONDENSER UNITWP WP 3S S S3 3S 3S S S S OS S S S 3SS OS S S S 3S 3S 3S D D DD AFCI AFCI AFCI AFCI GFCI GFCI GFCI GFCI GFCI GFCI GFCI GFCI AFCI AFCI AFCI AFCI AFCI AFCI AFCI AFCI AFCI GFCI LI N E O F 2 N D . F L O O R A B O V E A TYPE 1 CLOTHES DRYER EXHAUST DUCT (MIN. 4" DIA. & 0.016" THICK RIGID METAL) TO THE OUTSIDE OF THE BUILDING AND EQUIPPED WITH A BACK-DRAFT DAMPER SHALL BE PROVIDED. EXHAUST DUCT LENGTH IS LIMITED TO 14'. WITH 2 ELBOWS NOTE: EXHAUST DUCT FOR DRYER MUST BE TERMINATED NOT LESS THAN 3 FEET FROM OPERABLE WINDOW/DOOR OPENINGS. (CMC 502.2.1) PROVIDE A DEDICATED 125 VOLT, 20 AMP ELECTRICAL GFCI RECEPTACLE CONNECTED TO THE ELECTRICAL PANEL WITH A 120/240 VOLT 3 CONDUCTOR 10 AWG COPPER BRANCH CIRCUIT, WITHIN 3 FT OF THE WATER HEATER AND ACCESSIBLE TO THE WATER HEATER NEW BATH CEILING HT.= 8'-0" DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32", MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION 32 M I N . 30" MIN. 15" MIN. 15" MIN. 3'-0" 2' - 0 " 22 " M I N . 24 " M I N . TEMP. GLASS GRAB BAR REINFORCEMENT AREA. SEE AGING-IN PLACE REQUIREMENTS DETAIL IN SHEET G-3 CONTROL VALVES AND SHOWER HEADS SHALL BE LOCATED ON THE SIDEWALL OF SHOWER COMPARTMENT OR OTHERWISE ARRANGED SO THAT THE SHOWERHEAD DOES NOT DISCHARGE DIRECTLY AT THE ENTRANCE TO THE COMPARTMENT AND THE BATHER CAN ADJUST THE VALVES PRIOR TO STEPPING INTO THE SHOWER SPRAY (CPC 408.9). SHOWER STALL TO BE 1024 SQUARE INCHES MINIMUM AND CAPABLE OF ENCOMPASSING A 30" DIAMETER CIRCLE. SHOWER VALVE CONTROL SHOWER "UNOBSTRUCTED" OPENING (DOOR) SHALL BE 22" MIN. GLASS DOOR MUST BE TEMP. GLASS ENLARGED BATHROOM 1 SCALE: 3/8" = 1'-0"4 ADDITIONAL NOTES: ·WALL COVERING SHALL BE CEMENT PLASTER, TILE OR APPROVED EQUAL TO 72 INCHES ABOVE DRAIN AT SHOWERS OR TUB WITH SHOWERS. MATERIALS OTHER THAN STRUCTURAL ELEMENTS ARE TO BE MOISTURE RESISTANT. (CRC R307.2). ·LOCATION SMOKE DETECTORS (CRC R314): - A MINIMUM OF 3 FT. FROM BATHROOM. - SMOKE DETECTORS SHALL BE LISTED FOR CLOSE PROXIMITY TO COOKING APPLIANCES WHEN LOCATED LESS THAN 6' FROM SAID APPLIANCE. NOTE: NO GAS HOOK UP AT STOVE WASHER & DRYER POWDER RM. 31 Sq. Ft. ENLARGED BATHROOM 2 SCALE: 3/8" = 1'-0"3 ADDITIONAL NOTES: ·WALL COVERING SHALL BE CEMENT PLASTER, TILE OR APPROVED EQUAL TO 72 INCHES ABOVE DRAIN AT SHOWERS OR TUB WITH SHOWERS. MATERIALS OTHER THAN STRUCTURAL ELEMENTS ARE TO BE MOISTURE RESISTANT. (CRC R307.2). ·LOCATION SMOKE DETECTORS (CRC R314): - A MINIMUM OF 3 FT. FROM BATHROOM. - SMOKE DETECTORS SHALL BE LISTED FOR CLOSE PROXIMITY TO COOKING APPLIANCES WHEN LOCATED LESS THAN 6' FROM SAID APPLIANCE. 15" MIN. 15" MIN. 24 " M I N . DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32", MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION 32 M I N . 3'-0" 2' - 0 " GENERAL CONTRACTOR SHALL PROVIDE HOOKUPS FOR WASHER AND DRYER SHOWER HEAD NE W C L O S E T NE W C L O S E T POWDER RM. AFCI AFCI AFCI AFCI AFCI AFCI S EF EF EF EXHAUST DUCT TERMINATION. AIR DUCTS SHALL EXHAUST 3’-0” FROM PROPERTY LINE AND 3’-0” FROM OPENINGS INTO THE BUILDING. CMC 504.5 EF NEW WATER HEATER HEAT PUMP 40 GAL, BRAND: RHEEM W/ SEISMIC STRAPPING ·STRAPPING SHALL BE AT POINTS WITHIN THE UPPER ONE THIRD AND LOWER ONE-THIRD OF THE W/H. ·AT THE LOWER POINT, A MINIMUM DISTANCE OF FOUR INCHES SHALL BE MAINTAINED ABOVE THE CONTROLS WITH THE STRAPPING NOTE: LOCATION PER GENERAL CONTRACTOR ·LIGHTING IN HABITABLE SPACES, INCLUDING BUT NO LIMITED TO LIVING ROOMS, DINING ROOMS, KITCHENS AND BEDROOMS, SHALL 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 SHALL COMPLY WITH NEMA SSL 7A. (CAL. ENERGY CODE SECTION 150.0(K)2F). ·FOR NEW CONSTRUCTION, PROVIDE ENERGY STORAGE SYSTEM READY SHALL MEET THE FOLLOWING: (CEnC SECTION 150.0(s)): A)AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED: 1) ESS-READY INTERCONNECTION EQUIPMENT WITH A MINIMUM BACKED UP CAPACITY OF 60 AMPS AND A MINIMUM OF FOUR ESS-SUPPLIED BRANCH CIRCUITS. 2) A DEDICATED RACEWAY FROM MAIN SERVICE TO SUB PANEL THAT SUPPLIES BRANCH CIRCUITS. B)FOUR OR MORE BRANCH CIRCUITS FROM A SINGLE PANEL BOARD SUITABLE TO BE SUPPLIED BY THE ESS: AT LEAST ONE CIRCUIT MUST SUPPLY THE REFRIGERATOR, LIGHTING CIRCUIT NEAR THE PRIMARY EGRESS, AND A SLEEPING ROOM RECEPTACLE OUTLET. C)A MAIN PANEL BOARD WITH A MINIMUM BUS BAR RATING OF 225 AMPS. D)SUFFICIENT SPACE RESERVED TO ALLOW FUTURE INSTALLATION OF SYSTEM ISOLATION EQUIPMENT OR A TRANSFER SWITCH WITHIN 3 FT. OF THE MAIN PANEL BOARD. ADDITIONAL NOTES: NEW 100 AMPS ELECTRICAL PANEL FOR PROPOSED ADU WITH TYPE 1 SURGE PROTECTIVE DEVISE (SPD) WITH MAIN BREAKER DISCONNECT. NOTE: FINAL LOCATION PER EDISION D D DD NEW KITCHEN ELECTRIC STOVE N EXHAUST DUCT TERMINATION AIR DUCTS SHALL EXHAUST 3’-0” FROM PROPERTY LINE AND 3’-0” FROM OPENINGS INTO THE BUILDING. CMC 504.5 DUCTING FOR EXHAUST FAN SHALL BE SIZED ACCORDING TO ASHRAE STANDARD 62.2 TABLE 7.1 EXHAUST DUCT TERMINATION. AIR DUCTS SHALL EXHAUST 3’-0” FROM PROPERTY LINE AND 3’-0” FROM OPENINGS INTO THE BUILDING. CMC 504.5 WASHER & DRYER POWDER RM. 31 Sq. Ft. ENLARGED BATHROOM 2 SCALE: 3/8" = 1'-0"3 ADDITIONAL NOTES: ·WALL COVERING SHALL BE CEMENT PLASTER, TILE OR APPROVED EQUAL TO 72 INCHES ABOVE DRAIN AT SHOWERS OR TUB WITH SHOWERS. MATERIALS OTHER THAN STRUCTURAL ELEMENTS ARE TO BE MOISTURE RESISTANT. (CRC R307.2). ·LOCATION SMOKE DETECTORS (CRC R314): - A MINIMUM OF 3 FT. FROM BATHROOM. - SMOKE DETECTORS SHALL BE LISTED FOR CLOSE PROXIMITY TO COOKING APPLIANCES WHEN LOCATED LESS THAN 6' FROM SAID APPLIANCE. 15" MIN. 15" MIN. 24 " M I N . DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32", MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION 32 M I N . 3'-0" 2' - 0 " GENERAL CONTRACTOR SHALL PROVIDE HOOKUPS FOR WASHER AND DRYER EF EF V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e - -2 O i e - 2 - i n o e o d e s i g n s .o C O A V E . A A E C A 2 APPROVED BY :O.V. A-2.2 ELECTRICAL PLAN A.D.U. N HATCH LEGEND ATTIC VENTILATION (A.D.U.) = HALF ROUND DORMER VENT = GABLE VENT 24" 12 " 14" 18 " VENTS OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANCE WIRE MESH WITH 1/16" MIN. TO 1/4" MAX. OPENINGS. WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. A MINIMUM OF A I-INCH (25 MM) SPACE MUST BE MAINTAINED BETWEEN THE INSULATION AND THE ROOF SHEATHING AT THE LOCATION OF THE VENTS. * * ATTIC AREA = 396 Sq. Ft.= VAULTED CEILING AREA 396 Sq. Ft. ATTIC VENT REQUIRED = 396 / 150 = 2.64 Sq. Ft. x 144 = 380 Sq. In. b.- GABLE VENTS = 110 Sq. In. OF NET FREE AIR FLOW PROPOSED ROOF PLAN1 SCALE: 1/4" = 1'-0" PROPOSED A.D.U. NEW 3:12 SLOPE LINE OF NEW FLOOR BELOW NEW RIDGE NEW 3:12 SLOPE LI N E O F N E W F L O O R B E L O W LI N E O F N E W F L O O R B E L O W 4'-0" (E ) P R O P E R T Y L I N E (E) SLOPE EXISTING ROOF BELOW LI N E O F ( E ) F L O O R B E L O W LI N E O F ( E ) F L O O R B E L O W EXISTING UNIT 1 1142 S. CLARA ST. UNIT 1 No. OF GABLE VENTS PROVIDED = 2 x 110 Sq. In. = 220 Sq. In. REQUIRED = 380 Sq. In. / PROPOSED = 440 Sq. In.......OK. a.- HALF ROUND DORMER VENTS = 100 Sq. In. OF NET FREE AIR FLOW No. OF DORMER VENTS PROVIDED = 2 x 100 Sq. In. = 200 Sq. In. NEW ROOF COVERING TYPE OF ROOFING: CLASS "A" ROOF SHINGLE MANUFACTURER: GAF PRODUCT: BY OWNER COLOR: BY OWNER ICC - ERS 3267 **OR SIMILAR APPROVED** = EXISTING ROOF SHINGLES COVERING= (E) SLOPE NO CHANGES FOR REFERENCE ONLY 1142 S. CLARA ST. UNIT 2 EXISTING ROOF OF 1142 S. CLARA ST. (NO CHANGES FOR REFERENCE ONLY) 4'-11" 3'-11" 10'-9" 9'-9" NE W R I D G E IMAGINARY PROPERTY LINE4' - 0 " 2' - 0 " 2' - 0 " 5' - 0 " 3' - 4 " IMAGINARY PROPERTY LINE B A-4.1 LINE OF NEW FLOOR BELOW 7 A-5.1 7 A-5.1 A-5.1 2' - 0 " (E) RIDGE (E) SLOPE (E ) SL O P E (E) SLOPE (E ) SL O P E LINE OF (E)FLOOR BELOW LINE OF (E)FLOOR BELOW LI N E O F ( E ) F L O O R B E L O W LI N E O F ( E ) F L O O R B E L O W 13'-2" 5'-3" A A-4.1 6 EXISTING REAR UNIT NO CHANGES FOR REFERENCE ONLY 5' - 0 " 7' - 0 " 12 ' - 0 " EXISTING ROOF OF REAR UNIT 1144 S. CLARA ST. (NO CHANGES FOR REFERENCE ONLY) 1144 S. CLARA ST. SOLAR PANEL AREA PV SOLAR SYSTEM (SIZE AND LOCATION PER GENERAL CONTRACTOR) UNDER SEPARATE PERMIT 8 A-5.1 V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e - -2 O i e 3 - 2 3 -3 i n o e o d e s i g n s .o 3 C O A V E . A A E C A 2 APPROVED BY :O.V. A-2.3 PROPOSED ROOF PLAN A.D.U. NEW ROOF SHINGLES COVERING MANUFACTURER= GAF TYPE= A PRODUCT : BY OWNER COLOR/FINISH: BY OWNER ICC - ERS # 32 *OR SIMILAR APPROVED* 1 NEW 7/8" EXTERIOR CEMENT STUCCO WITH (2)LAYERS OF GRADE "D" OR (1)LAYER OF 60 MINUTES GRADE "D" FINISH : TO MATCH EXISTING MANUF. BY CONTRACTOR / OWNER COLOR : TO MATCH EXISTING NEW HALF ROUND DORMER VENT (SEE CALC. ON SHEET A-2.3) 26 GA. GI WEEP SCREED, 4" MIN. ABOVE EARTH OR 2" MIN ABOVE PAVED AREA (TYP.) (SEE DETAIL 5/A-5.1) 2 3 4 NEW GABLE VENT (SEE CALC. ON SHEET A-2.3) 5 NEW 2x FASCIA BOARD TO MATCH IN COLOR, SIZE & MATERIAL WITH EXISTING FASCIA BOARD IN THE HOUSE 6 KEY NOTES EMERGENCY EGRESS WINDOW ELEVATION (INTERIOR ELEVATION NOT TO SCALE) INTERIOR FINISH FLOOR WINDOW FRAMEOPENED AREA MINIMUM OPENING REQUIREMENTS 24” Minimum Clear Height 20” Minimum Clear Width 5.0 S.F. minimum opened area (1st. floor) 5.7 S.F. minimum opened area (2nd. floor) 44 " M A X 20" MIN. CLEAR 24 " M I N . C L E A R EGRESS WINDOW NEW STONE VENEER STYLE : BY CONTRACTOR / OWNER MANUF. BY CONTRACTOR / OWNER COLOR : BY CONTRACTOR / OWNER (SEE DETAIL 3/A-5.2) 8 NEW TRIM MOLDING (TYO.) STYLE : BY CONTRACTOR / OWNER MANUF. BY CONTRACTOR / OWNER COLOR : BY CONTRACTOR / OWNER ALL EXTERIOR LIGHTING SHALL BE ENERGY EFFICIENT, ARCHITECTURALLY INTEGRATED,DIRECTED DOWNWARD AND AWAY FROM ADJACENT PROPERTIES, AND SHIELDED OR RECESSED TO CONFINE GLARE AND REFLECTIONS TO THE SUBJECT SITE. 9 10 MINIMUM 4-INCH TRIM SHALL BE PROVIDED AROUND ALL WINDOWS AND DOORS. 7 11 NEW 7/8" EXTERIOR CEMENT STUCCO WITH (2)LAYERS OF GRADE "D" OR (1)LAYER OF 60 MINUTES GRADE "D" FINISH : TO MATCH EXISTING MANUF. BY CONTRACTOR / OWNER COLOR : SHALL CONTRAST WITH COLOR IN THE HOUSE TO CREATE DE ILLUSION OF A WINDOW IM A G I N A R Y P R O P E R T Y L I N E PROPOSED SOUTH ELEVATION SCALE: 1/4" = 1'-0"1 2 2ND. FLOOR TOP OF ROOF TOP PLATE TOP PLATE FINISH FLOORA 54 1 1 6 3 3 2' - 7 " 8' - 0 " 1' - 0 " 8' - 0 " FINISH SURFACE EXISTING S.F.R. (NO CHANGES FOR REFERENCE ONLY) 19 ' - 1 0 " 9 1142 UNIT 2 7 2 8 5 4'-0" 44 " M A X . 6 10 10 0' - 4 " 3 12 2'-0"5'-0" 2'-0"3'-0" 5'-0"EXISTING REAR UNIT (NO CHANGES FOR REFERENCE ONLY) 1 IM A G I N A R Y P R O P E R T Y L I N E 3 12 PROPOSED WEST ELEVATION SCALE: 1/4" = 1'-0"3 2' - 7 " 8' - 0 " 8' - 0 " 19 ' - 1 0 " 2ND. FLOOR 1' - 0 " 0' - 4 " TOP OF ROOF TOP PLATE TOP PLATE FINISH FLOOR FINISH SURFACE 2 1 5 6 3 PR O P E R T Y L I N E 5 7 8 4'-0" 6'-0" 4 PROPOSED NORTH ELEVATION SCALE: 1/4" = 1'-0"4 3 2' - 7 " 8' - 0 " 8' - 0 " 19 ' - 1 0 " 2ND. FLOOR 1' - 0 " 0' - 4 " TOP OF ROOF TOP PLATE TOP PLATE FINISH FLOOR FINISH SURFACE 1 6 3 EXISTING S.F.R. (NO CHANGES FOR REFERENCE ONLY) 1 10 34 5 4'-0" 2'-0"3'-0" 2'-0"5'-0" EXISTING REAR UNIT (NO CHANGES FOR REFERENCE ONLY) IM A G I N A R Y P R O P E R T Y L I N E IM A G I N A R Y P R O P E R T Y L I N E 6 3 12 3 12 44 " M A X . 5'-0" PROPOSED EAST ELEVATION SCALE: 1/4" = 1'-0"2 2' - 7 " 8' - 0 " 8' - 0 " 19 ' - 1 0 " 2ND. FLOOR 1' - 0 " 0' - 4 " TOP OF ROOF TOP PLATE TOP PLATE FINISH FLOOR FINISH SURFACE 2 1 1 5 6 3 PR O P E R T Y L I N E 5 4'-0" 7 4'-0" 5' - 0 " 6'-0" 7 8 11 V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 - -1 O i e 3 1 - 3 -3 i n o e o d e s i g n s .o 3 C O A V E . A A E C A APPROVED BY :O.V. A-3.1 PROPOSED ELEVATIONS A.D.U. POWDER ROOM LIVING AREA BATH BEDROOM 1 NEW ATTIC NEW FOOTING (PER STRUCTURAL PLAN) SILL PLATE TYP. GYP. BOARD WALL & CEILING SILL PLATESILL PLATE TOTAL R VALUE TO BE PROVIDED IN WALLS IS R-21 USE R-21 RIGID INSULATION (PER TITLE 24) TOTAL R VALUE TO BE PROVIDED IN WALLS IS R-21 USE R-21 RIGID INSULATION (PER TITLE 24) TYP. GYP. BOARD WALL & CEILING TOTAL R VALUE TO BE PROVIDED IN WALLS IS R-21 USE R-21 RIGID INSULATION (PER TITLE 24) 2x6 STUD WALL2x6 STUD WALL 2x STUD WALL 2x6 STUD WALL 3 CROSS SECTION "B" SCALE: 3/8" = 1'-0" 2x10" C.J's AT 16" O.C.(PER STRUCTURAL PLAN) 19 ' - 1 0 " TOP OF ROOF FINISH SURFACE 1' - 0 " 8' - 0 " 8' - 0 " 2' - 7 " TOP PLATE 2ND. FLOOR TOP PLATE 2x6" R.R.'s AT 16" O.C. (PER STRUCTURAL PLAN) FINISH FLOOR 0' - 4 " R-38 INSULATION (PER TITLE 24) TOTAL R VALUE TO BE PROVIDED IN WALLS IS R-21 USE R-21 RIGID INSULATION (PER TITLE 24) NEW CONCRETE SLAB (PER STRUCTURAL PLAN)SILL PLATE A-5.1 DOUBLE TOP PLATE 7 A-5.1 7 1 S-3.0 1 S-3.0 7 S-4.0 NEW FOOTING (PER STRUCTURAL PLAN) 12 S-5.0 1 S-5.0 S-5.0 1 SIM.S-4.0 2SIM. 2x8" RIDGE BOARD (PER STRUCTURAL PLAN) 3 S-4.1 3x12" BEAM (PER STRUCTURAL PLAN) DOUBLE TOP PLATE 2x12" F.J's AT 16" O.C. (PER STRUCTURAL PLAN) SIM. 1 LIVING AREA 5 3 BATH HALLWAY C 2 2 3 4 5 6 7 NEW 2x12 F.J's AT 16" O.C. (PER STRUCTURAL PLAN) NEW CONCRETE SLAB (PER STRUCTURAL PLAN) HEADER (PER STRUCTURAL PLAN) 2x6 STUD WALL TOTAL R VALUE TO BE PROVIDED IN WALLS IS R-21 USE R-21 RIGID INSULATION (PER TITLE 24) R-15 INSULATION (PRE TITLE 24) 2x6 STUD WALL TOTAL R VALUE TO BE PROVIDED IN WALLS IS R-21 USE R-21 RIGID INSULATION (PER TITLE 24) TYP. GYP. BOARD WALL & CEILING 4X4 POST BEYOND NEW FOOTING (PER STRUCTURAL PLAN) NEW CONC. FTG. (PER STRUCTURAL PLAN) FRONT PORCH 19 ' - 1 0 " TOP OF ROOF 1' - 0 " 8' - 0 " 8' - 0 " 2' - 7 " TOP PLATE 2ND. FLOOR TOP PLATE 1 CROSS SECTION "A" SCALE: 3/8" = 1'-0" NEW ATTIC FINISH FLOOR 0' - 4 " FINISH SURFACE 2x6" R.R's AT 16" O.C. (PER STRUCTURALPLAN) 2x10" C.J's AT 16" O.C. (PER STRUCTURAL PLAN) R-38 INSULATION (PER TITLE 24) DOUBLE TOP PLATE 1 S-3.0 5 S-3.1 3 S-3.1 10 S-3.0 2 S-4.1 2 S-5.0 2 S-5.0 5 S-5.0 4x12" BEAM (PER STRUCTURAL PLAN) 4 S-4.1 2x6" R.R's AT 16" O.C. (PER STRUCTURALPLAN) SILL PLATE TOTAL R VALUE TO BE PROVIDED IN WALLS IS R-21 USE R-21 RIGID INSULATION (PER TITLE 24) NEW FOOTING (PER STRUCTURAL PLAN) NEW FOOTING (PER STRUCTURAL PLAN) 1 S-3.0 SILL PLATE SIM. 4x12" BEAM (PER STRUCTURAL PLAN) 10 S-4.0 A-5.1 6 0' - 7 " 1'-0"2x6 STUD WALL R-19 INSULATION (PER TITLE 24) PROPOSED NORTH ELEVATION SCALE: 1/4" = 1'-0"2 3 2' - 7 " 8' - 0 " 8' - 0 " 19 ' - 1 0 " 2ND. FLOOR 1' - 0 " 0' - 4 " TOP OF ROOF TOP PLATE TOP PLATE FINISH FLOOR FINISH SURFACE 3 12 4 EXISTING S.F.R. (NO CHANGES FOR REFERENCE ONLY) 4'-0" 2'-0"3'-0" EXISTING REAR UNIT (NO CHANGES FOR REFERENCE ONLY) IM A G I N A R Y P R O P E R T Y L I N E IM A G I N A R Y P R O P E R T Y L I N E 2'-0"6 44 " M A X . WALL OPENINGS ANALYSIS ELEVATION TOTAL WALL AREA 25% OF THE WALL AREA (MAX. ALLOWED)* OPENINGS AREA PROVIDED NORTH 308 SQ. FT.77.0901 SQ. FT.41.75 SQ. FT. *TOTAL AREA OF OPENINGS ALLOWED WITHIN A MINIMUM SEPARATION OF 3 FEET TO THE PROPERTY LINE. CRC TABLE R302.1(1) NOTE: SEE SIZE OF WINDOW AND DOOR IN WINDOW SCHEDULE, SHEET A-2.1. EXISTING WEST ELEVATION OF S.F.R. SCALE: 1/4" = 1'-0"4 WALL OPENINGS ANALYSIS ELEVATION TOTAL WALL AREA 25% OF THE WALL AREA (MAX. ALLOWED)* OPENING AREA PROVIDED WEST OF (E) S.F.R.257 SQ. FT.64.1914 SQ. FT.12.0 SQ. FT. *TOTAL AREA OF OPENINGS ALLOWED WITHIN A MINIMUM SEPARATION OF 3 FEET TO THE PROPERTY LINE. CRC TABLE R302.1(1) WALL AREA ADJACENT TO PROPOSED ADU DWELLING = 193 Sq. Ft. 4' - 0 " 3'-0" V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 4 - 4 -1 4 O i e 1 - - i n o e o d e s i g n s .o 4 C O A V E . A A E C A APPROVED BY :O.V. A-4.1 CROSS SECTIONS/ OPEN ANALYSIS 12 3 4 5 6 7 8 DRAINAGE DETAIL LANDING DOOR THRESHOLD EGRESS DOOR INTERIOREXTERIOR THRESHOLD & LANDING HEIGHT SECTION VIEW 36" MINIMUM THRESHOLD & LANDING 1. 5 " M A X . ATTIC ACCESS CONTINUOUS (PIANO) HINGE 2x STUDCAM LOCK FLUSH METAL DOOR ·22" X 30" ACCESS, OR 30"x30" IF FURNACE IS IN ATTIC ·MINIMUM HEADROOM OF 30" (R807.1, MC 304.1) NOTES: 22" MIN 30" MIN. HEADROOM 7/8" THK. CEMENT PLASTER FINISH WALL INSULATION 4" (MIN.) = UNPAVED SURFACE 2" (MIN.) = PAVED SURFACE 2% MIN. SLOPE CONCRETE SLAB / FOOTING WEEP SCREED W/ STUCCO 26 GA. CORROSION RESISTANT SHEET METAL WEEP SCREED. METAL LATH WALL SHEATING 2 LAYERS WEATHER RESISTANT BARRIER 3 1 2" FLANGE NOTE: WEEP SCREED SHALL BE PLACED A MINIMUM OF 4 INCHES ABOVE THE EARTH OR 2 INCHES ABOVE PAVER AREAS (CRC R 703.7.2.1) SILL PLATE 7/8" THICK EXT. STUCCO (3-COATS) INSULATION 2x FIRE STOP BLOCKING AT MID HEIGHT (TYP.) METAL DRIP EDGE 2x C.J. DOUBLE PLATE 2x STUDS @ 16" O.C. 2 x FIRE RETARDANT PRESSURE TREATED LUMBER FASCIA 5/8" THICK TYPE "X" GYPSUM BOARD (ESR-1338) 2x R.R's. PLYWOOD SHTG. 1-HR FIRE RATED WALL (NO OVERHANG) 1 HOUR FIRE RATED WALL -U348 PLYWOOD SHEATHING WHEN APPLICABLE 1/2" THICK GYPSUM BOARD NOTE: EXTERIOR WALL, PROJECTIONS, AND OPENINGS ON THIS WALL SHALL COMPLY WITH TABLE R302.1(1) FOR FIRE RESISTANCE RATING. 1-HR FIRE RATED WALL (NO OVERHANG) 2x STUDS @ 16"O.C. ROOF RAFTER 2-2"x TOP PLATE PLYWOOD SHTG. PER PLAN METAL DRIP EDGE 7/8" THICK EXT. STUCCO (3-COATS) 2x FIRE STOP BLOCKING AT MID HEIGHT (TYP.) 5/8" TYPE "X" GYPSUM BOARD (TYP.) NOTE: EXTERIOR WALL, PROJECTIONS, AND OPENINGS ON THIS WALL SHALL COMPLY WITH TABLE R302.1(1) FOR FIRE RESISTANCE RATING. PLYWOOD SHEATHING WHEN APPLICABLE WOOD FRAME STAIR REQUIREMENTS 5/8" DRYWALL TYPE "X" TRIANGULAR AREA FORMED BY TREAD, RISER AND GUARDRAIL SO THAT 6-IN SPHERE CANNOT PASS TROUGHT RISERS TYP. STRINGER (PER STRUCTURAL PLANS) 7.5 " MIN STEEL TUBE MIN. 1.25" MAX 1.5" 34 " T O 3 8 " H I G H HA N D R A I L 7. 7 5 " M A X . 11" RI S E LANDING FLR. JOIST PER PLAN 2X CRIPPLE WALL 42 " 36" MIN. A) STAIR TREADS AND RISERS: STAIR TREADS AND RISERS SHALL MEET THE REQUIREMENTS OF THIS SECTION. FOR THE PURPOSES OF THIS SECTION ALL DIMENSIONS AND DIMENSIONED SURFACES SHALL BE EXCLUSIVE OF CARPETS, RUGS OR RUNNERS. (R311.7.5 CRC) A. MAXIMUM STAIR RISER HEIGHT SHALL BE 7.75”. (R311.7.5.1 CRC) EXCEPTION: THE OPENING BETWEEN ADJACENT TREADS IS NOT LIMITED ON STAIRS WITH A TOTAL RISE OF 30 INCHES OR LESS. b.- MINIMUM STAIR TREAD RUN SHALL BE 10”. (R311.7.5.2 CRC) I. WINDER TREADS: WINDER TREADS SHALL HAVE A MINIMUM TREAD DEPTH OF 10 INCHES MEASURED BETWEEN THE VERTICAL PLANES OF THE FOREMOST PROJECTION OF ADJACENT TREADS AT THE INTERSECTIONS WITH THE WALKLINE. WINDER TREADS SHALL HAVE A MINIMUM TREAD DEPTH OF 6 INCHES AT ANY POINT WITHIN THE CLEAR WIDTH OF THE STAIRS. WITHIN ANY FLIGHT OF STAIRS, THE LARGEST WINDER TREAD DEPTH AT THE WALKLINE SHALL NOT EXCEED THE SMALLEST WINDER TREAD BY MORE THAN 3/8 INCH. CONSISTENTLY SHAPED WINDERS AT THE WALKINE SHALL BE ALLOWED WITHIN THE SAME FLIGHT OF STAIRS AS RECTANGULAR TREADS AND DO NOT HAVE TO BE WITHIN 3/8 INCH OF THE RECTANGULAR TREAD DEPTH. (R311.7.5.2.1 CRC) C. NOSINGS: THE RADIUS OF CURVATURE AT THE NOSING SHALL BE NO GREATER THAN 9/16 INCH. A NOSING LESS THAN ¾ INCH BUT NOT MORE THAN 1-1/4 INCHES SHALL BE PROVIDED ON STAIRS WITH SOLID RISERS. THE GREATEST NOSING PROJECTION SHALL NOT EXCEED THE SMALLEST NOSING PROJECTIONS BY MORE THAN 3/8INCH BETWEEN TWO STORIES, INCLUDING THE NOSING AT THE LEVEL OF FLOORS AND LANDINGS. BEVELING OF NOSING SHALL NOT EXCEED ½ INCH. R311.7.5.3 CRC) EXCEPTION: A NOSING IS NOT REQUIRED WHERE THE TREAD DEPTH IS A MINIMUM OF 11 INCHES. d.- EXTERIOR WOOD/PLASTIC COMPOSITE STAIR TREADS: WOOD/PLASTIC COMPOSITE STAIR TREADS SHALL COMPLY WITH THE PROVISIONS OF SECTION R507.3 CRC. (R311.7.5.4 CRC) 3. STAIRWAYS SHALL HAVE HANDRAILS ON AT LEAST ONE SIDE OF THE STAIRWAY. (R311.7.8 CRC) 4. HANDRAILS SHALL BE BETWEEN 34” AND 38” ABOVE THE NOSING OF THE TREADS. (R311.7.8.1 CRC) 5. CONTINUITY: HANDRAILS FOR STAIRWAYS SHALL BE CONTINUOUS FOR THE FULL LENGTH OF THE FLIGHT, FROM A POINT DIRECTLY ABOVE THE TOP RISER OF THE FLIGHT TO A POINT DIRECTLY ABOVE THE LOWEST RISER OF THE FLIGHT. HANDRAIL ENDS SHALL BE RETURNED OR SHALL TERMINATE IN NEWEL POSTS OR SAFETY TERMINALS. HANDRAILS ADJACENT TO A WALL SHALL HAVE A SPACE OF NOT LESS THAN 1-1/2 INCH BETWEEN THE WALL AND THE HANDRAILS. (R311.7.8.2 CRC) EXCEPTION: A) HANDRAILS SHALL BE PERMITTED TO BE INTERRUPTED BY A NEWEL POST AT THE TURN. B) THE USE OF A VOLUTE, TURNOUT, STARTING EASING OR STARTING NEWEL SHALL BE ALLOWED OVER THE LOWEST TREAD. 6. GRIP SIZE. ALL REQUIRED HANDRAILS SHALL BE OF ONE OF THE FOLLOWING TYPES OR PROVIDE EQUIVALENT GRASPABILITY. A) HANDRAILS (TYPE I) SHALL BE AT LEAST 1.25” AND NOT MORE THAN 2” OUTSIDE DIAMETER. IF HANDRAIL IS NOT CIRCULAR, IT SHALL HAVE A PERIMETER DIMENSION OF AT LEAST 4” AND NOT GREATER THAN 6.25” AND A MAXIMUM CROSS-SECTIONAL DIMENSION OF 2.25”. (R311.7.8.3 CRC) C) EXTERIOR WOOD/PLASTIC COMPOSITE GUARDS. WOOD/PLASTIC COMPOSITE GUARDS SHALL COMPLY WITH THE PROVISIONS OF SECTION R317.4 CRC. NOSING TO BE 0.75" TO 1.25" WHEN TREAD DEPTH IS LESS THAN 11" 1-1/2" MIN.1.25" TO 2" Ø TUBE HANDRAIL (2) MOUNTING SCREW @ EA. BRACKET S.S. BRACKET @ 4'-0" O.C. - SEE DETAIL BELOW 2-1/2"Ø METAL PLATE WITH A. HANDRAIL 2X SOLID WOOD BLOCKING 1/8"THK. S.S. RAIL MOUNT 1/4"X 1" S.S. VERT. WELDED INTO 1"Ø S.S. PIN B. BRACKET 1"Ø S.S. PROJECTIONS 2 1/2"Ø S.S. PLATE FACE OF WALL 34 " - 3 8 " 2- 1 / 2 " 12" MIN.2" 1- TREAD WIDTH 34 " - 3 8 " C. SIDE VIEW 34 " - 3 8 " STEEL TUBE HANDRAIL WALL MOUNTED HANDRAILS 4-1/2" MAX. 2- 1 2" M I N 5/8" DRYWALL TYPE "X" 4" M A X . 6" MAX MI N . 6 ' - 8 " V E R T I C A L VE R T I C A L H E A D R 0 0 M . RUN 4" MA X . DETAIL B 8" M I N . 10' MIN. LOTS SHALL BE GRADED TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALLS. THE GRADE SHALL FALL A MINIMUM OF 2% WITHIN THE FIRST 10 FEET AT IMPERVIOUS AREAS AND 5% AT PERVIOUS AREAS. (R401.3) NOTE: WHERE LOT LINES, WALLS, SLOPES OR OTHER PHYSICAL BARRIERS PROHIBIT 6 INCHES OF FALL WITHIN 10 FEET, DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY FROM THE STRUCTURE. DETAIL A DETAIL C FLO W L I N E BIO SWALE RIVER COBBLE OR DG 5% MIN. BLOCK WALL OR WOOD FENCE DG/ GRASS NATIVE 8" M I N . NATURAL GRASS 2% MIN. SIDE SETBACK ( SEE SITE PLAN) PROPOSED STRUCTURE PROPERTY LINE NO SCALE NO SCALE NO SCALE 2% MIN.5% MIN. PROPOSED STRUCTURE PROPOSED STRUCTURE SIDE SETBACK (SEE SITE PLAN) 2% MIN.2% MIN. PR O P E R T Y L I N E FENCE 0. 5 % M I N . S L O P E FL O W L I N E 8" M I N . PROPOSED STRUCTURE CONCRETE SLAB OR CONCRETE SWALE NOTE: EXTERIOR WALL, PROJECTIONS, AND OPENINGS ON THIS WALL SHALL COMPLY WITH TABLE R302.1(1) FOR FIRE RESISTANCE RATING. 1-HR FIRE RATED EAVE - WALL PROJECTION 1 2" THICK GYPSUM BOARD 2x C.J. DOUBLE PLATE 2x STUDS @ 16" O.C. 2x FIRE STOP BLOCKING AT MID HEIGHT (TYP.). 5 8" TYPE "X" GYPSUM BOARD (TYP.) 2x R.R's. PLYWOOD SHTG. METAL DRIP EDGE 2x FIRE RETARDANT PRESSURE TREATED LUMBER FASCIA 5 8" THICK TYPE "X" GYPSUM BOARD (ESR-1338) PLYWOOD SHEATHING WHEN APPLICABLE INSULATION PER TITLE 24 7 8" THICK EXT. STUCCO (3-COATS) 5/8" TYPE "X" GYPSUM BOARD (TYP.) V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 - -1 O i e 1 - -5 i n o e o d e s i g n s .o 5 C O A V E . A A E C A 5 APPROVED BY :O.V. A-5.1 ARCHITECTURAL DETAILS 12 3 4 5 6 7 8 DETAIL DETAIL DETAIL DETAIL CALIFORNIA PLUMBING CODE SECTION 507.2 REQUIRES THAT ALL WATER HEATERS SHALL BE SUPPORTED AND STRAPPED TO PREVENT MOVEMENT DURING AN EARTHQUAKE TWO METAL STRAP, NOT LESS THAN 22 GAUGE, NOT LESS THAN 5 8 -INCH WIDE SHALL BE USED. ONE STRAP SHALL BE PLACED WITHIN THE UPPER 1 3 OF THE WATER HEATER'S VERTICAL DIMENSION AND THE OTHER SHALL BE PLACED WITHIN THE BOTTOM 1 3 OF THE WATER HEATER'S VERTICAL DIMENSION. AT THE LOWER POINT, A MINIMUM DISTANCE OF 4 INCHES SHALL BE MAINTAINED ABOVE THE CONTROLS WITH THE STRAPPING. THE PENETRATION OF 1-1/2-INCH INTO A FRAMING MEMBER OF THE WALL.. A CUT WASHER SHALL BE USED BETWEEN THE HEAD OF THE SCREW AND THE STRAP TO INSURE A POSITIVE SUPPORT WATER HEATERS SHALL BE ANCHORED OR STRAPPED TO THE STRUCTURE 18 " SAMPLE #1 18 " SAMPLE #2 STUD WALL THIS 18-INCH STAND IS REQUIRED FOR HEATERS INSTALLED IN A GARAGE LOCATION. STUD WALL THIS 18-INCH STAND IS REQUIRED FOR HEATERS INSTALLED IN A GARAGE LOCATION. DRILL PILOTS ON CENTERLINE OF STUD; INSERT SCREWS THROIGH PUNCHED HOLES IN STRAP. THESE TYPES OF SUPPORTS ARE OVER-THE-COUNTER PRODUCTS SOLD AS A PACKAGES UNIT. THIS STRAP IS INSTALLED 4 INCHES ABOVE THE CONTROL UNIT. DRILL PILOTS ON CENTERLINE OF STUD; INSERT SCREWS THROIGH PUNCHED HOLES IN STRAP. MINIMUM 22 GAUGE METAL STRAP MATERIAL INSTALLED WITHIN THE TOP 1 3 OF THE HEATER AND THE BOTTOM 1 3 OF THE HEATER. THE LOWER STRAP IS INSTALLED MINIMUM 4 INCHES ABOVE THE CONTROL UNIT. MINIMUM 1/4-INCH SCREWS WITH MINIMUM 1-1/2-INCH PENETRATION ARE ALLOWED. WATER HEATER STRAPPINGWATER HEATER HEAT PUMP THIS WATER HEATER MUST BE INSTALLED INDOORS OUT OF THE WIND AND WEATHER. THIS UNIT IS DESIGNED FOR ANY COMMON INDOOR INSTALLATION IN A SPACE WITH AT LEAST 10FT. x 10FT. x 7FT (700 FT³) INCLUDING: GARAGE, UTILITY ROOM, ATTIC, CLOSET, ETC. IT CAN BE INSTALLED IN ROOMS SMALLER THAN 700 FT3 WITH THE INSTALLATION OF A LOUVERED DOOR, OR TWO LOUVERED SECTIONS (ONE AT THE TOP AND ONE AT THE BOTTOM OF THE DOOR OR WALL FOR AIRFLOW). TYPICAL INSTALLATION (DUCTLESS) INSTALLATION WITH DUCTING KIT FOR A CONFINED SPACE TO COMPLY WITH NSF REQUIREMENTS THIS WATER HEATER IS TO BE: a)SEALED TO THE FLOOR WITH SEALANT, IN A SMOOTH AND EASILY CLEANABLE WAY, OR b)INSTALLED WITH AN OPTIONAL LEG KIT THAT INCLUDES LEGS AND/OR EXTENSIONS THAT PROVIDE A MINIMUM CLEARANCE OF 6” BENEATH THE WATER HEATER. RECOMMENDED CLEARANCES INSTALLATIONS IN A CONFINED SPACE, OR INSTALLATIONS WHERE THE RECOMMENDED SERVICE CLEARANCES ARE NOT MET, WILL LEAD TO HIGHER POWER CONSUMPTION (INCREASED USE OF RESISTANCE HEATING ELEMENTS AND/OR HEAT PUMP EFFICIENCY REDUCTION). IT IS RECOMMENDED THAT THE REAR OF THE HEAT PUMP WATER HEATER BE FACED AWAY FROM ANY WALLS TO ALLOW FOR EASIER INSTALLATION OF THE OUTLET ADAPTER AND OUTLET DUCT WORK. IN THE EVENT THAT THIS IS NOT POSSIBLE, A MINIMUM OF 16” OF ADDITIONAL SPACE TO THE REAR OF THE WATER HEATER AND 17” OF ADDITIONAL SPACE ABOVE THE WATER HEATER (NOT INCLUDING INLET AND OUTLET) IS RECOMMENDED TO PROPERLY INSTALL THE DUCTING KIT. TOTAL EQUIVALENT (STRAIGHT) DUCT WORK LENGTH OF THE INLET AND OUTLET DUCTING COMBINED MUST BE LESS THAN 100 FEET. THE DIMENSION OF INSULATED FLEXIBLE DUCTING TO BE 8". IT IS RECOMMENDED TO HAVE A 7” CLEARANCE BETWEEN ANY OBJECT AND THE REAR AND RIGHT SIDE OF THE WATER HEATER IN THE EVENT SERVICE IS NEEDED. A MINIMUM 8” CLEARANCE ABOVE THE WATER HEATER TO REMOVE THE FILTER FOR CLEANING AND FOR SERVICE ACCESS, AND CLEAR ACCESS TO THE FRONT OF THE WATER HEATER, IS RECOMMENDED. 8" 7" MODEL APPEARANCE MAY WAY 17" 6" 16" A MINIMUM OF 17" OF ADDITIONAL SPACE ABOVE THE UNIT IS RECOMMENDED. A MINIMUM OF 16" OF ADDITIONAL SPACE TO THE REAR OF THE UNIT IS RECOMMENDED. 6" MODEL APPEARANCE MAY WAY 6" 8" Ø 8" Ø 2" MI N . CORNER INSTALLATION (INDOOR) 2" M I N . CLOSET INSTALLATION (OUTDOOR) 28" MIN. INSTALLATIONS THAT REQUIRE LESS THAN 7” CLEARANCE ON THE RIGHT SIDE OR REAR OF THE WATER HEATER FOR EARTHQUAKE STRAPS ARE ALSO ACCEPTABLE. IN THESE CASES, IT IS RECOMMENDED TO PROVIDE ADDITIONAL CLEARANCE ON THE OPPOSITE SIDE OF THE UNIT TO ALLOW FOR SERVICE ACCESS. ±2 5 " 6" LOUVER DOOR WITH 240 IN² OF OPEN AIRFLOW AREA STRAPPING SEE DETAIL 1 A-5.2. STRAPPING SEE DETAIL 1 A-5.2. DETAIL INTERIOR GYP. BOARD BATT INSULATION WOOD FRAMING 3 1 2" MINIMUM ATTACHMENT FLANGE MORTAR SETTING BED MORTAL JOINT #26 G.I. SHEET WEEP SCREED NOTE: WEEP SCREED NEEDS TO BE INSTALLED 1" BELOW THE SILL PLATE. 2% SLOPE 4" (MIN.) = UNPAVED SURFACE 2" (MIN.) = PAVED SURFACE STONE VENEER OVER WOOD FRAMING CONCRETE SLAB / FOOTING WEATHER RESISTIVE BARRIER REQUIRED TO LAP THE WEEP SCREED ATTACHMENT FLANGE 2" THICK (MAX) ADHERED STONE VENEER MORTAR SCRATCH COAT EXTERIOR SHEATHING (2) LAYERS OF WRB LATH FASTENERS - TYPE & SPACING PER ASTM C1063 V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e - -2 O i e - 2 -5 i n o e o d e s i g n s .o 5 C O A V E . A A E C A 2 5 APPROVED BY :O.V. A-5.2 ARCHITECTURAL DETAILS S T R U C T U R A L N O T E SSTRUCTURAL ABBREVIATIONS S1.0 R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OFESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 STRUCTURAL NOTES 1 DETAIL 1234DETAIL 8 12 11 9 567 10 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OFESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 TYPICAL DETAILS S1.1 2 24DETAIL 8 12 9 56 10 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF E SSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 TYPICAL DETAILS S1.2 3 124DETAIL 12 11 910 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF E SSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 TYPICAL DETAILS S1.3 4 1234DETAIL 8 12 11 9 67 10 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL TYPICAL DETAILS S1.4 R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OFESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 5 ADU FOUNDATION PLAN scale: 1/4"=1'-0" PLAN NOTES LEGEND GENERAL CONTRACTOR NOTES R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 S2.0 ADU FOUNDATION PLAN 6 ADU FLOOR/LOW ROOF FRAMING PLAN scale: 1/4"=1'-0" PLAN NOTES LEGEND GENERAL CONTRACTOR NOTES ADDITIONAL NOTES R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIV IL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 S2.1 ADU FLOOR / LOW ROOF FRMG. PLAN 7 ADU ROOF FRAMING PLAN scale: 1/4"=1'-0" PLAN NOTES LEGEND GENERAL CONTRACTOR NOTES ADDITIONAL NOTES R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIV IL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 S2.2 ADU ROOF FRMG. PLAN 8 1234 DETAIL 8 12 11 9 567 10 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 S3.0 FOUNDATION DETAILS 9 1234 DETAIL 8 12 11 9 567 10 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL R E V I S I O N REVISIONSMARKDATE SHEET OF 25 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Jun. 5, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T Pr o j e c t A d d r e s s : 11 4 2 & 1 1 4 4 S C L A R A S T . 11 4 2 U N I T 2 , S C L A R A S T . SA N T A A N A C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 6/05/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 S3.1 FOUNDATION DETAILS 13 1234DETAIL 8 12 11 9 567 10 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIV IL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 S4.0 FLOOR FRAMING DETAILS 10 1234 DETAIL 12 11 9 567 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL R E V I S I O N REVISIONSMARKDATE SHEET OF 25 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Jun. 5, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T Pr o j e c t A d d r e s s : 11 4 2 & 1 1 4 4 S C L A R A S T . 11 4 2 U N I T 2 , S C L A R A S T . SA N T A A N A C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 6/05/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 S4.1 FLOOR FRAMING DETAILS 15 1234 DETAIL 8 12 11 9 567 10 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL R E V I S I O N REVISIONSMARKDATE SHEET OF 25 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Jun. 5, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T Pr o j e c t A d d r e s s : 11 4 2 & 1 1 4 4 S C L A R A S T . 11 4 2 U N I T 2 , S C L A R A S T . SA N T A A N A C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 6/05/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 S4.2 FLOOR FRAMING DETAILS 16 1234DETAIL 8 12 11 9 567 10 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIV IL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 S5.0 ROOF FRAMING DETAILS 11 1234 DETAIL 8 12 11 9 567 10 DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL DETAIL R E V I S I O N REVISIONSMARKDATE SHEET OF 25 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Jun. 5, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T Pr o j e c t A d d r e s s : 11 4 2 & 1 1 4 4 S C L A R A S T . 11 4 2 U N I T 2 , S C L A R A S T . SA N T A A N A C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 6/05/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 S5.1 ROOF FRAMING DETAILS 18 CURB OR STEMWALL FOUNDATIONSLAB ON GRADE FOUNDATION INTERIOR FOUNDATION BRICK LEDGE FOUNDATION FOUNDATION PLAN VIEW 36 XX 1 24 HX WSWH-HSR AND WSWH-AB ASSEMBLY 1 WSWH-HSR_KT HAIRPIN SHEAR REINFORCEMENT TIE SHEAR REINFORCEMENT - A WSWH-RT EXTERIOR INSTALLATION WSWH-RT INTERIOR INSTALLATION WSWH-RTPF PANEL FORM INSTALLATION WSWH-RTBL BRICK LEDGE INSTALLATION WSWH-RT WITH ANCHOR BOLT STABILIZERS de (in) W (in) ASD ALLOWABLE UPLIFT (lbs) WSWH-AB1 ANCHOR BOLT ANCHOR STRENGTH CONCRETE CONDITION DESIGN CRITERIA WSWH ANCHORAGE SOLUTIONS FOR 4500 PSI CONCRETE de (in) W (in) ASD ALLOWABLE UPLIFT (lbs) WSWH-AB1 ANCHOR BOLT ANCHOR STRENGTH CONCRETE CONDITION DESIGN CRITERIA WSWH ANCHORAGE SOLUTIONS FOR 3000 PSI CONCRETE CRACKEDUNCRACKED ASD ALLOWABLE SHEAR LOAD, V (lb.)MIN. CURB/ STEMWALL WIDTH (in.) SHEAR REINFORCEMENT MIN. CURB/ STEMWALL WIDTH (in.) SHEAR REINFORCEMENT L t OR L h (in.) WIND4SEISMIC3 MODEL STRONG-WALL ® HIGH STRENGTH WOOD SHEARWALL SHEAR ANCHORAGE (GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.) SECTION AHAIRPIN INSTALLATION leLENGTHDIAMETERMODEL NO.WSWH PANEL MODEL de (in) W (in) ASD ALLOWABLE UPLIFT (lbs) WSWH-AB1 ANCHOR BOLT ANCHOR STRENGTH CONCRETE CONDITION DESIGN CRITERIA WSWH ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE DETAIL 12 DETAIL 13 2 DETAIL 11 leLENGTHDIAMETERMODEL NO.WSWH PANEL MODEL DETAIL 14 DETAIL 15 STRONG-WALL S6.0 R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 12 WSWH DETAILS SHEET NUMBER SHEET NUMBER NUMBER SHEET NUMBER SHEET NUMBER SHEET NUMBER SHEET WSWH GRADE BEAM ANCHOR REINFORCEMENT HIGH STRENGTH STRONG-WALL® WOOD SHEARWALL WIDTH (in.) ANCHOR MODEL NO. ANCHOR DIAMETER (in.) ANCHOR REINFORCEMENT FOR WIND AND SEISMIC3,8,9 AMPLIFIED LRFD APPLIED DESIGN SEISMIC MOMENT (ft.-lbs.)4,5,6,7 STANDARD STRENGTH WSWH-AB1 HIGH STRENGTH (HS) WSWH-AB1HS STANDARD STRENGTH WSWH-AB1 HIGH STRENGTH (HS) WSWH-AB1HS WSWH-AB ANCHOR GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS GRADE BEAM SECTION AWAY FROM ANCHOR REINFORCEMENTGRADE BEAM ELEVATION AT 12" WALL MODEL CLOSED TIE ANCHOR REINFORCEMENTGRADE BEAM SECTION AT ANCHOR REINFORCEMENTGRADE BEAM ELEVATION AT 18" AND 24" WALL MODELS 5 42 63 DETAIL 17 SHEET NUMBER SHEET NUMBER #4 SINGLE PIECE HOOP #4 TWO PIECE ASSEMBLY S6.1 R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 13 STRONG-WALL WSWH DETAILS ® ® ® ® GARAGE HEADER ROUGH OPENING HEIGHT MODEL NO.TRIMMED PANEL HEIGHT H CURB ROUGH OPENING HEIGHT GARAGE WALL OPTION 1 GARAGE WALL OPTION 2 SECTION VIEW 2X6 OR WIDER FRAMING EDGE DISTANCE FOR SCREWS PLAN VIEW SDS SCREW SPACING QTY. OF SDS 14"x6" SCREWS REQ'D. SECTION · · · · 1" TO 4" SHIM BLOCK418" TO 12" SHIM BLOCK CRIPPLE WALL ® ® SECTION 4x FRAMING SECTION 6x FRAMING STRONG-WALL ® HIGH STRENGTH WOOD SHEARWALL MODELS 1STRONG-WALL WSWH MODELS SINGLE STORY WSWH ON CONCRETE STANDARD INSTALLATION BASE CONNECTION TOP CONNECTION TOP OF WALL HEIGHT ADJUSTMENTS 5WOOD FLOOR SYSTEM BASE CONNECTION 7BACK-TO-BACK TOP CONNECTION 10TRIM ZONE AND ALLOWABLE HOLES 3ALTERNATE WSWH GARAGE FRONT OPTIONS RAKE WALL 11NOTES ® 9 - 10 - 6 - 6 - 4 - 4 - ALLOWABLE SMALL HOLES FACE AND EDGE DRILL ZONES ALLOWABLE LARGE HOLES IN ADDITION TO ALLOWABLE SMALL HOLES · · · · · WSWH-TP CONNECTION MODEL NO. FASTENER QUANTITY SWS16150 SDS25600 ® SECTION 8x FRAMING SDS25600SWS16150 FASTENER QUANTITY MODEL NO. WSWH-TP CONNECTION DIA. (in.)QUANTITY TOTAL WALL WEIGHT (lb.) ANCHOR BOLTSH (in.)W (in.)MODEL NO. 1 S6.2 R E V I S I O N REVISIONSMARKDATE SHEET OF 14 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Oct. 4, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T PR O J E C T A D D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIV IL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 10/04/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 14 STRONG-WALL WSWH DETAILS 1 - 2 - 1 - 2 - - 3 - 4 - 3 - 4 HIGH STRENGTH (HS) WSWH-AB1HS STANDARD STRENGTH WSWH-AB1HIGH STRENGTH (HS) WSWH-AB1HSSTANDARD STRENGTH WSWH-AB1 AMPLIFIED LRFD APPLIED DESIGN SEISMIC MOMENT (ft.-lbs.)4,5,6,7 ANCHOR REINFORCEMENT FOR WIND AND SEISMIC3,8,9 ANCHOR DIAMETER (in.) ANCHOR MODEL NO. HIGH STRENGTH STRONG-WALL ® WOOD SHEARWALL WIDTH (in.) WSWH BACK-TO-BACK GRADE BEAM ANCHOR REINFORCEMENT WSWH-AB ANCHOR BACK-TO-BACK GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS BACK-TO-BACK GRADE BEAM SECTION AWAY FROM ANCHOR REINFORCEMENTBACK-TO-BACK GRADE BEAM ELEVATION AT 12" WALL MODEL CLOSED TIE ANCHOR REINFORCEMENTBACK-TO-BACK GRADE BEAM SECTION AT ANCHOR REINFORCEMENTBACK-TO-BACK GRADE BEAM ELEVATION AT 18" AND 24" WALL MODELS 5 42 631 #4 AND #5 SINGLE PIECE HOOP #4 AND #5 TWO PIECE ASSEMBLY S6.3 R E V I S I O N REVISIONSMARKDATE SHEET OF 25 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Jun. 5, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T Pr o j e c t A d d r e s s : 11 4 2 & 1 1 4 4 S C L A R A S T . 11 4 2 U N I T 2 , S C L A R A S T . SA N T A A N A C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 6/05/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 22 STRONG-WALL WSWH DETAILS ® ® ® ® GARAGE HEADER ROUGH OPENING HEIGHT MODEL NO.TRIMMED PANEL HEIGHT H CURB ROUGH OPENING HEIGHT GARAGE WALL OPTION 1 GARAGE WALL OPTION 2 SECTION VIEW 2X6 OR WIDER FRAMING EDGE DISTANCE FOR SCREWS PLAN VIEW SDS SCREW SPACING QTY. OF SDS 14"x6" SCREWS REQ'D. SECTION · · · · 1" TO 4" SHIM BLOCK418" TO 12" SHIM BLOCK CRIPPLE WALL ® ® SECTION 4x FRAMING SECTION 6x FRAMING STRONG-WALL ® HIGH STRENGTH WOOD SHEARWALL MODELS 1STRONG-WALL WSWH MODELS 2SINGLE STORY WSWH ON CONCRETE 4STANDARD INSTALLATION BASE CONNECTION 6TOP CONNECTION 9TOP OF WALL HEIGHT ADJUSTMENTS 5WOOD FLOOR SYSTEM BASE CONNECTION 7BACK-TO-BACK TOP CONNECTION 10TRIM ZONE AND ALLOWABLE HOLES 3ALTERNATE WSWH GARAGE FRONT OPTIONS 8RAKE WALL 11NOTES ® 6 - 4 - 5 - 6 - 6 - 4 - 4 - ALLOWABLE SMALL HOLES FACE AND EDGE DRILL ZONES ALLOWABLE LARGE HOLES IN ADDITION TO ALLOWABLE SMALL HOLES · · · · · WSWH-TP CONNECTION MODEL NO. FASTENER QUANTITY SWS16150 SDS25600 ® SECTION 8x FRAMING SDS25600SWS16150 FASTENER QUANTITY MODEL NO. WSWH-TP CONNECTION DIA. (in.)QUANTITY TOTAL WALL WEIGHT (lb.) ANCHOR BOLTSH (in.)W (in.)MODEL NO. S6.4 R E V I S I O N REVISIONSMARKDATE SHEET OF 25 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Jun. 5, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T Pr o j e c t A d d r e s s : 11 4 2 & 1 1 4 4 S C L A R A S T . 11 4 2 U N I T 2 , S C L A R A S T . SA N T A A N A C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 6/05/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 23 STRONG-WALL WSWH DETAILS ISOMETRIC VIEW INTERIOR ELEVATION ISOMETRIC VIEW INTERIOR ELEVATION ISOMETRIC VIEW WOOD FIRST-FLOOR WALL CONNECTION KIT TABLE 3: TWO-STORY STACKED WALL CONNECTION KIT · · · NUMBER SHEET EXTERIOR ELEVATION INTERIOR ELEVATION SECTIONEXTERIOR ELEVATION INTERIOR ELEVATION TABLE 2: STRONG-WALL ®WSWH FIRST-STORY WALLS STACKED APPLICATION 5 WSWH2 4 WSWH2 3 - 6 WSWH2 PLAN VIEW 6x FRAMING TABLE 1: STRONG-WALL ®WSWH SECOND-STORY WALLS STACKED APPLICATION DIA. (in.)QUANTITY TOTAL WALL WEIGHT (lb.) ANCHOR BOLTS H (in.)W (in.)MODEL NO.TOTAL WALL WEIGHT (lb.)H (in.)W (in.)MODEL NO. CONTENTSMODEL NO. WALL WIDTH (in.) CONTENTSMODEL NO. WALL WIDTH (in.) SHIM SIZEWALL WIDTH 3 5ALTERNATIVE TOP OF 1 ST STORY PANEL CONNECTION TOP OF 1 ST STORY PANEL CONNECTION 4 7 TWO-STORY STACKED FLOOR SECTION FIRST FLOOR AT WOOD FRAMING TWO-STORY STACKED FLOOR FRAMING TWO-STORY STACKED TWO-STORY STACKED WSWH MODELS 2 61 S6.5 R E V I S I O N REVISIONSMARKDATE SHEET OF 25 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Jun. 5, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T Pr o j e c t A d d r e s s : 11 4 2 & 1 1 4 4 S C L A R A S T . 11 4 2 U N I T 2 , S C L A R A S T . SA N T A A N A C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 6/05/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 24 STRONG-WALL WSWH DETAILS 3 - 6 - 3 - 6 - 4 WSWH2 4 WSWH2 3 - 6 - 6 WSWH2 7 WSWH2 4 WSWH2 SECTION 4x FRAMING SINGLE PANEL SECTION 7" HEADER BACK-TO-BACK WSWH SECTION ROUGH OPENING HEIGHT H CURBTRIMMED PANEL HEIGHTMODEL NO. GARAGE HEADER ROUGH OPENING HEIGHT ROUGH OPENING HEIGHT H CURBTRIMMED PANEL HEIGHTMODEL NO. GARAGE HEADER ROUGH OPENING HEIGHT FURRING FOR DOUBLE 2X12 HEADERSSTRONG-WALL ® HIGH STRENGTH WOOD SHEARWALL DOUBLE PORTAL ASSEMBLY FURRING FOR 3 18" HEADER PORTAL TOP CONNECTION FURRING FOR 5 18" TO 5 12" HEADERSTRONG-WALL ® HIGH STRENGTH WOOD SHEARWALL SINGLE PORTAL ASSEMBLY 6 5 4 3 2 1 SECTION SECTION S6.6 R E V I S I O N REVISIONSMARKDATE SHEET OF 25 TITLE CHECK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT DISCREPANCIES TO THE ENGINEER. ALL CONSTRUCTION SHALL CONFORM TO THE C.B.C. JOB #:DRAWN: DATE:CHECKED: 24-101 M.V. / V.D.R. E.C.Jun. 5, 24 1 2 3 OW N E R : SA N C H E Z R E S I D E N C E AD D R E S S : 11 4 2 S C L A R A S T . SA N T A A N A , C A 9 2 7 0 4 SA N C H E Z R E S I D E N C E AD D I T I O N & R E M O D E L & N E W A D U U N I T Pr o j e c t A d d r e s s : 11 4 2 & 1 1 4 4 S C L A R A S T . 11 4 2 U N I T 2 , S C L A R A S T . SA N T A A N A C A 9 2 7 0 4 AL ENGINE R RNIA E OF ESSI C77737G ISTERED CIVIL R STAT E PR ON O EXP. 6-30-25 E OF CALIF SIGNED: 6/05/24 14 1 2 E S P A N O L A V E . , MO N T E B E L L O , C A 9 0 6 4 0 WW W . E C A E N G I N E E R I N G . C O M IN F O @ E C A E N G I N E E R I N G . C O M P: 5 6 2 7 0 8 3 5 8 6 25 STRONG-WALL WSWH DETAILS V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 - -1 O i e 1 - - i n o e o d e s i g n s o C O V E E C APPROVED BY :O.V. G-1 GREEN BUILDING STANDARDS CODE DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE 2016 CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE. Y N/AYN/AYN/AYN/A RESPON. PARTY RESPON. PARTY RESPON. PARTY RESPON. PARTY Y N/AYN/AYN/AYN/A RESPON. PARTY RESPON. PARTY RESPON. PARTY RESPON. PARTY 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2023) Y = YES N/A =NOT APPLICABLE RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER, OWNER, CONTRACTOR, INSPECTOR ETC.) CHAPTER 4 RESIDENTIAL MANDATORY MEASURES DIVISION 4.1 PLANNING AND DESIGN ABBREVIATION DEFINITIONS: HCD Department of Housing and Community Development BSC California Building Standards Commission DSA-SS Division of the State Architect, Structural Safety OSHPD Office of Statewide Health Planning and Development LR Low Rise HR High Rise AA Additions and Alterations N New SECTION 4.102 DEFINITIONS 4.102.1 DEFINITIONS The following terms are defined in Chapter 2 (and are included here for reference) FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar pervious material used to collect or channel drainage or runoff water. WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also used for perimeter and inlet controls. 4.106 SITE DEVELOPMENT 4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes, management of storm water drainage and erosion controls shall comply with this section. 4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre or more, shall manage storm water drainage during construction. In order to manage storm water drainage during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent property, prevent erosion and retain soil runoff on the site. 1. Retention basins of sufficient size shall be utilized to retain storm water on the site. 2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar disposal method, water shall be filtered by use of a barrier system, wattle or other method approved by the enforcing agency. 3. Compliance with a lawfully enacted storm water management ordinance. Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or are part of a larger common plan of development which in total disturbs one acre or more of soil. (Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html) 4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface water include, but are not limited to, the following: 1. Swales 2. Water collection and disposal systems 3. French drains 4. Water retention gardens 5. Other water measures which keep surface water away from buildings and aid in groundwater recharge. Exception: Additions and alterations not altering the drainage path. 4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Sections 4.106.4.1 or 4.106.4.2 to facilitate future installation and use of EV chargers. Electric vehicle supply equipment (EVSE) shall be installed in accordance with the California Electrical Code, Article 625. Exceptions: 1. On a case-by-case basis, where the local enforcing agency has determined EV charging and infrastructure are not feasible based upon one or more of the following conditions: 1.1 Where there is no local utility power supply or the local utility is unable to supply adequate power. 1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional local utility infrastructure design requirements, directly related to the implementation of Section 4.106.4, may adversely impact the construction cost of the project. 2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional parking facilities. 4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere 208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent protective device. Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close proximity to the proposed location of an EV charger at the time of original construction in accordance with the California Electrical Code. 4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination location shall be permanently and visibly marked as "EV CAPABLE". CHAPTER 3 GREEN BUILDING SECTION 301 GENERAL 301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in the application checklists contained in this code. Voluntary green building measures are also included in the application checklists and may be included in the design and construction of structures covered by this code, but are not required unless adopted by a city, county, or city and county as specified in Section 101.7. 301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to additions or alterations of existing residential buildings where the addition or alteration increases the building's conditioned area, volume, or size. The requirements shall apply only to and/or within the specific area of the addition or alteration. The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking facilities or the addition of new parking facilities serving existing multifamily buildings. See Section 4.106.4.3 for application. Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing lighting fixtures are not considered alterations for the purpose of this section. Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and other important enactment dates. 301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential buildings, or both. Individual sections will be designated by banners to indicate where the section applies specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and high-rise buildings, no banner will be used. SECTION 302 MIXED OCCUPANCY BUILDINGS 302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building shall comply with the specific green building measures applicable to each specific occupancy. Exceptions: 1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall comply with Chapter 4 and Appendix A4, as applicable. 2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with Chapter 4 and Appendix A4, as applicable. 4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities. When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the requirements of Sections 4.106.4.2.1 and 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest whole number. A parking space served by electric vehicle supply equipment or designed as a future EV charging space shall count as at least one standard automobile parking space only for the purpose of complying with any applicable minimum parking space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2 for further details. 4.106.4.2.1Multifamily development projects with less than 20 dwelling units; and hotels and motels with less than 20 sleeping units or guest rooms. The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to this section. 1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EV spaces at a minimum of 40 amperes. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code. Exceptions: 1.When EV chargers (Level 2 EVSE) are installed in a number equal to or greater than the required number of EV capable spaces. 2.When EV chargers (Level 2 EVSE) are installed in a number less than the required number of EV capable spaces, the number of EV capable spaces required may be reduced by a number equal to the number of EV chargers installed. Notes: a.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future EV charging. b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or EV chargers are installed for use. 2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per dwelling unit when more than one parking space is provided for use by a single dwelling unit. Exception: Areas of parking facilities served by parking lifts. 4.106.4.2.2 Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more sleeping units or guest rooms. The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to this section. 1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EV spaces at a minimum of 40 amperes. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code. Exception: When EV chargers (Level 2 EVSE) are installed in a number greater than five (5) percent of parking spaces required by Section 4.106.4.2.2, Item 3, the number of EV capable spaces required may be reduced by a number equal to the number of EV chargers installed over the five (5) percent required. Notes: a.Construction documents shall show locations of future EV spaces. b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or EV chargers are installed for use. 2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per dwelling unit when more than one parking space is provided for use by a single dwelling unit. Exception: Areas of parking facilities served by parking lifts. 3.EV Chargers. Five (5) percent of the total number of parking spaces shall be equipped with Level 2 EVSE. Where common use parking is provided, at least one EV charger shall be located in the common use parking area and shall be available for use by all residents or guests. When low power Level 2 EV charging receptacles or Level 2 EVSE are installed beyond the minimum required, an automatic load management system (ALMS) may be used to reduce the maximum required electrical capacity to each space served by the ALMS. The electrical system and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall have a minimum capacity of 40 amperes, and installed EVSE shall have a capacity of not less than 30 amperes. ALMS shall not be used to reduce the minimum required electrical capacity to the required EV capable spaces. 4.106.4.2.2.1 Electric vehicle charging stations (EVCS). Electric vehicle charging stations required by Section 4.106.4.2.2, Item 3, shall comply with Section 4.106.4.2.2.1. Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable requirements. 4.106.4.2.2.1.1 Location. EVCS shall comply with at least one of the following options: 1.The charging space shall be located adjacent to an accessible parking space meeting the requirements of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking space. 2.The charging space shall be located on an accessible route, as defined in the California Building Code, Chapter 2, to the building. Exception: Electric vehicle charging stations designed and constructed in compliance with the California Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1 and Section 4.106.4.2.2.1.2, Item 3. 4.106.4.2.2.1.2 Electric vehicle charging stations (EVCS) dimensions. The charging spaces shall be designed to comply with the following: 1.The minimum length of each EV space shall be 18 feet (5486 mm). 2.The minimum width of each EV space shall be 9 feet (2743 mm). 3.One in every 25 charging spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the EV space is 12 feet (3658 mm). a.Surface slope for this EV space and the aisle shall not exceed 1 unit vertical in 48 units horizontal (2.083 percent slope) in any direction. 4.106.4.2.2.1.3 Accessible EV spaces. In addition to the requirements in Sections 4.106.4.2.2.1.1 and 4.106.4.2.2.1.2, all EVSE, when installed, shall comply with the accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready spaces and EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section 1109A. 4.106.4.2.3 EV space requirements. 1.Single EV space required. Install a listed raceway capable of accommodating a 208/240-volt dedicated branch circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box or enclosure in close proximity to the location or the proposed location of the EV space. Construction documents shall identify the raceway termination point, receptacle or charger location, as applicable. The service panel and/ or subpanel shall have a 40-ampere minimum dedicated branch circuit, including branch circuit overcurrent protective device installed, or space(s) reserved to permit installation of a branch circuit overcurrent protective device. Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close proximity to the location or the proposed location of the EV space, at the time of original construction in accordance with the California Electrical Code. 2.Multiple EV spaces required. Construction documents shall indicate the raceway termination point and the location of installed or future EV spaces, receptacles or EV chargers. Construction documents shall also provide information on amperage of installed or future receptacles or EVSE, raceway method(s), wiring schematics and electrical load calculations. Plan design shall be based upon a 40-ampere minimum branch circuit. Required raceways and related components that are planned to be installed underground, enclosed, inaccessible or in concealed areas and spaces shall be installed at the time of original construction. DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION 4.303 INDOOR WATER USE 4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3, and 4.303.4.4. Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate of occupancy, or final permit approval by the local building department. See Civil Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and other important enactment dates. 4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank-type Toilets. Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of two reduced flushes and one full flush. 4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush. The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush. 4.303.1.3 Showerheads. 4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8 gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Showerheads. 4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only allow one shower outlet to be in operation at a time. Note: A hand-held shower shall be considered a showerhead. 4.303.1.4 Faucets. 4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall not be less than 0.8 gallons per minute at 20 psi. 4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential buildings shall not exceed 0.5 gallons per minute at 60 psi. 4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver more than 0.2 gallons per cycle. 4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per minute at 60 psi. Note: Where complying faucets are unavailable, aerators or other means may be used to achieve reduction. 4.303.1.4.5 Pre-rinse spray valves. When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607 (d)(7) and shall be equipped with an integral automatic shutoff. FOR REFERENCE ONLY: The following table and code section have been reprinted from the California Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section 1605.3 (h)(4)(A). Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January 1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)] 4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial buildings. Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the California Plumbing Code. 4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table 1701.1 of the California Plumbing Code. TABLE - MAXIMUM FIXTURE WATER USE FIXTURE TYPE FLOW RATE SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20 PSI LAVATORY FAUCETS IN COMMON & PUBLIC USE AREAS 0.5 GPM @ 60 PSI KITCHEN FAUCETS 1.8 GPM @ 60 PSI METERING FAUCETS 0.2 GAL/CYCLE WATER CLOSET 1.28 GAL/FLUSH URINALS 0.125 GAL/FLUSH NOTE: THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A CONVENIENCE FOR THE USER. 4.201 GENERAL 4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy Commission will continue to adopt mandatory standards. DIVISION 4.2 ENERGY EFFICIENCY TABLE H-2 STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019 PRODUCT CLASS [spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm) Product Class 1 (≤1.00 Product Class 2 (> 5.0 ozf and ≤1.20 Product Class 3 (> 8.0 ozf)1.28 Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close proximity to the location or the proposed location of the EV space at the time of original construction in accordance with the California Electrical Code. 4.106.4.2.4 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code. 4.106.4.2.5 Electric Vehicle Ready Space Signage. Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its successor(s). 4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing multifamily buildings. When new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or altered shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Notes: 1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future EV charging. 2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use. 4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE 4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing agency. 4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING 4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65 percent of the non-hazardous construction and demolition waste in accordance with either Section 4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste management ordinance. Exceptions: 1. Excavated soil and land-clearing debris. 2. Alternate waste reduction methods developed by working with local agencies if diversion or recycle facilities capable of compliance with this item do not exist or are not located reasonably close to the jobsite. 3. The enforcing agency may make exceptions to the requirements of this section when isolated jobsites are located in areas beyond the haul boundaries of the diversion facility. 4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan in conformance with Items 1 through 5. The construction waste management plan shall be updated as necessary and shall be available during construction for examination by the enforcing agency. 1. Identify the construction and demolition waste materials to be diverted from disposal by recycling, reuse on the project or salvage for future use or sale. 2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or bulk mixed (single stream). 3. Identify diversion facilities where the construction and demolition waste material collected will be taken. 4. Identify construction methods employed to reduce the amount of construction and demolition waste generated. 5. Specify that the amount of construction and demolition waste materials diverted shall be calculated by weight or volume, but not by both. 4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the enforcing agency, which can provide verifiable documentation that the percentage of construction and demolition waste material diverted from the landfill complies with Section 4.408.1. Note: The owner or contractor may make the determination if the construction and demolition waste materials will be diverted by a waste management company. 4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4 lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in Section 4.408.1 4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds per square foot of the building area, shall meet the minimum 65% construction waste reduction requirement in Section 4.408.1 4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4.. Notes: 1. Sample forms found in "A Guide to the California Green Building Standards Code (Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in documenting compliance with this section. 2. Mixed construction and demolition debris (C & D) processors can be located at the California Department of Resources Recycling and Recovery (CalRecycle). 4.410 BUILDING MAINTENANCE AND OPERATION 4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact disc, web-based reference or other media acceptable to the enforcing agency which includes all of the following shall be placed in the building: 1. Directions to the owner or occupant that the manual shall remain with the building throughout the life cycle of the structure. 2. Operation and maintenance instructions for the following: a. Equipment and appliances, including water-saving devices and systems, HVAC systems, photovoltaic systems, electric vehicle chargers, water-heating systems and other major appliances and equipment. b. Roof and yard drainage, including gutters and downspouts. c. Space conditioning systems, including condensers and air filters. d. Landscape irrigation systems. e. Water reuse systems. 3. Information from local utility, water and waste recovery providers on methods to further reduce resource consumption, including recycle programs and locations. 4. Public transportation and/or carpool options available in the area. 5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent and what methods an occupant may use to maintain the relative humidity level in that range. 6. Information about water-conserving landscape and irrigation design and controllers which conserve water. 7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5 feet away from the foundation. 8. Information on required routine maintenance measures, including, but not limited to, caulking, painting, grading around the building, etc. 9. Information about state solar energy and incentive programs available. 10. A copy of all special inspections verifications required by the enforcing agency or this code. 11. Information from the Department of Forestry and Fire Protection on maintenance of defensible space around residential structures. 12. Information and/or drawings identifying the location of grab bar reinforcements. 4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling ordinance, if more restrictive. Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section 42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of this section. DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE EFFICIENCY DIVISION 4.5 ENVIRONMENTAL QUALITY 4.304 OUTDOOR WATER USE 4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water Efficient Landscape Ordinance (MWELO), whichever is more stringent. NOTES: 1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations, Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are available at: https://www.water.ca.gov/ SECTION 4.501 GENERAL 4.501.1 Scope The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous, irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors. SECTION 4.502 DEFINITIONS 5.102.1 DEFINITIONS The following terms are defined in Chapter 2 (and are included here for reference) AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements. COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood, structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section 93120.1. DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere. X X X X X X X X X X X X X BY HOME OWNER X BY HOME OWNER X X X X BY HOME OWNER X BY HOME OWNER BY HOME OWNER SEE SHEETS T-1, BMP-1 & BMP-2 BY HOME OWNER OR BY HOME OWNER X X X X V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e - -2 O i e - 2 - i n o e o d e s i g n s o C O V E E C 2 APPROVED BY :O.V. G-2 GREEN BUILDING STANDARDS CODE CHAPTER 7 INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS 702 QUALIFICATIONS 702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or certification program. Uncertified persons may perform HVAC installations when under the direct supervision and responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems. Examples of acceptable HVAC training and certification programs include but are not limited to the following: 1. State certified apprenticeship programs. 2. Public utility training programs. 3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations. 4. Programs sponsored by manufacturing organizations. 5. Other programs acceptable to the enforcing agency. 702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be considered by the enforcing agency when evaluating the qualifications of a special inspector: 1. Certification by a national or regional green building program or standard publisher. 2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building performance contractors, and home energy auditors. 3. Successful completion of a third party apprentice training program in the appropriate trade. 4. Other programs acceptable to the enforcing agency. Notes: 1. Special inspectors shall be independent entities with no financial interest in the materials or the project they are inspecting for compliance with this code. 2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate homes in California according to the Home Energy Rating System (HERS). [BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a recognized state, national or international association, as determined by the local agency. The area of certification shall be closely related to the primary job function, as determined by the local agency. Note: Special inspectors shall be independent entities with no financial interest in the materials or the project they are inspecting for compliance with this code. 703 VERIFICATIONS 703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in the appropriate section or identified applicable checklist. TABLE 4.504.2 - SEALANT VOC LIMIT (Less Water and Less Exempt Compounds in Grams per Liter) SEALANTS VOC LIMIT ARCHITECTURAL 250 MARINE DECK 760 NONMEMBRANE ROOF 300 ROADWAY 250 SINGLE-PLY ROOF MEMBRANE 450 OTHER 420 SEALANT PRIMERS ARCHITECTURAL NON-POROUS 250 POROUS 775 MODIFIED BITUMINOUS 500 MARINE DECK 760 OTHER 750 TABLE 4.504.3 - VOC CONTENT LIMITS FOR ARCHITECTURAL COATINGS2,3 GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT COMPOUNDS COATING CATEGORY VOC LIMIT FLAT COATINGS 50 NON-FLAT COATINGS 100 NONFLAT-HIGH GLOSS COATINGS 150 SPECIALTY COATINGS ALUMINUM ROOF COATINGS 400 BASEMENT SPECIALTY COATINGS 400 BITUMINOUS ROOF COATINGS 50 BITUMINOUS ROOF PRIMERS 350 BOND BREAKERS 350 CONCRETE CURING COMPOUNDS 350 CONCRETE/MASONRY SEALERS 100 DRIVEWAY SEALERS 50 DRY FOG COATINGS 150 FAUX FINISHING COATINGS 350 FIRE RESISTIVE COATINGS 350 FLOOR COATINGS 100 FORM-RELEASE COMPOUNDS 250 GRAPHIC ARTS COATINGS (SIGN PAINTS)500 HIGH TEMPERATURE COATINGS 420 INDUSTRIAL MAINTENANCE COATINGS 250 LOW SOLIDS COATINGS1 120 MAGNESITE CEMENT COATINGS 450 MASTIC TEXTURE COATINGS 100 METALLIC PIGMENTED COATINGS 500 MULTICOLOR COATINGS 250 PRETREATMENT WASH PRIMERS 420 PRIMERS, SEALERS, & UNDERCOATERS 100 REACTIVE PENETRATING SEALERS 350 RECYCLED COATINGS 250 ROOF COATINGS 50 RUST PREVENTATIVE COATINGS 250 SHELLACS CLEAR 730 OPAQUE 550 SPECIALTY PRIMERS, SEALERS & UNDERCOATERS 100 STAINS 250 STONE CONSOLIDANTS 450 SWIMMING POOL COATINGS 340 TRAFFIC MARKING COATINGS 100 TUB & TILE REFINISH COATINGS 420 WATERPROOFING MEMBRANES 250 WOOD COATINGS 275 WOOD PRESERVATIVES 350 ZINC-RICH PRIMERS 340 1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER & EXEMPT COMPOUNDS 2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE. 3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS AVAILABLE FROM THE AIR RESOURCES BOARD. Y N/AYN/AYN/AYN/A RESPON. PARTY RESPON. PARTY RESPON. PARTY RESPON. PARTY MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to hundredths of a gram (g O³/g ROC). Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700 and 94701. MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood. PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of product (excluding container and packaging). Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a). REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to ozone formation in the troposphere. VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a). 4.503 FIREPLACES 4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. 4.504 POLLUTANT CONTROL 4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to reduce the amount of water, dust or debris which may enter the system. 4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section. 4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the requirements of the following standards unless more stringent local or regional air pollution or air quality management district rules apply: 1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable. Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and tricloroethylene), except for aerosol products, as specified in Subsection 2 below. 2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in units of product, less packaging, which do not weigh more than 1 pound and do not consist of more than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17, commencing with section 94507. 4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in Table 4.504.3 shall apply. 4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation 8, Rule 49. 4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the enforcing agency. Documentation may include, but is not limited to, the following: 1. Manufacturer's product specification. 2. Field verification of on-site product containers. TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2 (Less Water and Less Exempt Compounds in Grams per Liter) ARCHITECTURAL APPLICATIONS VOC LIMIT INDOOR CARPET ADHESIVES 50 CARPET PAD ADHESIVES 50 OUTDOOR CARPET ADHESIVES 150 WOOD FLOORING ADHESIVES 100 RUBBER FLOOR ADHESIVES 60 SUBFLOOR ADHESIVES 50 CERAMIC TILE ADHESIVES 65 VCT & ASPHALT TILE ADHESIVES 50 DRYWALL & PANEL ADHESIVES 50 COVE BASE ADHESIVES 50 MULTIPURPOSE CONSTRUCTION ADHESIVE 70 STRUCTURAL GLAZING ADHESIVES 100 SINGLE-PLY ROOF MEMBRANE ADHESIVES 250 OTHER ADHESIVES NOT LISTED 50 SPECIALTY APPLICATIONS PVC WELDING 510 CPVC WELDING 490 ABS WELDING 325 PLASTIC CEMENT WELDING 250 ADHESIVE PRIMER FOR PLASTIC 550 CONTACT ADHESIVE 80 SPECIAL PURPOSE CONTACT ADHESIVE 250 STRUCTURAL WOOD MEMBER ADHESIVE 140 TOP & TRIM ADHESIVE 250 SUBSTRATE SPECIFIC APPLICATIONS METAL TO METAL 30 PLASTIC FOAMS 50 POROUS MATERIAL (EXCEPT WOOD)50 WOOD 30 FIBERGLASS 80 1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER, THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED. 2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT RULE 1168. 4.505 INTERIOR MOISTURE CONTROL 4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code. 4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the California Residential Code, Chapter 5, shall also comply with this section. 4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the following: 1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding, shrinkage, and curling, shall be used. For additional information, see American Concrete Institute, ACI 302.2R-06. 2. Other equivalent methods approved by the enforcing agency. 3. A slab design specified by a licensed design professional. 4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent moisture content. Moisture content shall be verified in compliance with the following: 1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent moisture verification methods may be approved by the enforcing agency and shall satisfy requirements found in Section 101.8 of this code. 2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end of each piece verified. 3. At least three random moisture readings shall be performed on wall and floor framing with documentation acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing. Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying recommendations prior to enclosure. 4.506 INDOOR AIR QUALITY AND EXHAUST 4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the following: 1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building. 2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a humidity control. a. Humidity controls shall be capable of adjustment between a relative humidity range less than or equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of adjustment. b. A humidity control may be a separate component to the exhaust fan and is not required to be integral (i.e., built-in) Notes: 1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or tub/shower combination. 2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code. 4.507 ENVIRONMENTAL COMFORT 4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be sized, designed and have their equipment selected using the following methods: 1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential Load Calculation), ASHRAE handbooks or other equivalent design software or methods. 2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems), ASHRAE handbooks or other equivalent design software or methods. 3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential Equipment Selection), or other equivalent design software or methods. Exception: Use of alternate design temperatures necessary to ensure the system functions are acceptable. TABLE 4.504.5 - FORMALDEHYDE LIMITS1 MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION PRODUCT CURRENT LIMIT HARDWOOD PLYWOOD VENEER CORE 0.05 HARDWOOD PLYWOOD COMPOSITE CORE 0.05 PARTICLE BOARD 0.09 MEDIUM DENSITY FIBERBOARD 0.11 THIN MEDIUM DENSITY FIBERBOARD2 0.13 1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF. CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH 93120.12. 2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM THICKNESS OF 5/16" (8 MM). DIVISION 4.5 ENVIRONMENTAL QUALITY (continued) 4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350) See California Department of Public Health's website for certification programs and testing labs. https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx. 4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350) See California Department of Public Health's website for certification programs and testing labs. https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx. 4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1. 4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350) See California Department of Public Health's website for certification programs and testing labs. hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx. 4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard composite wood products used on the interior or exterior of the buildings shall meet the requirements for formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.), by or before the dates specified in those sections, as shown in Table 4.504.5 4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency. Documentation shall include at least one of the following: 1. Product certifications and specifications. 2. Chain of custody certifications. 3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see CCR, Title 17, Section 93120, et seq.). 4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA 0121, CSA 0151, CSA 0153 and CSA 0325 standards. 5. Other methods acceptable to the enforcing agency. DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE 2016 CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE. 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL MANDATORY MEASURES, SHEET 2 (January 2023) Y = YES N/A =NOT APPLICABLE RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER, OWNER, CONTRACTOR, INSPECTOR ETC.) X X X X X X X X X X X X X BY HOME OWNER X BY HOME OWNER X BY HOME OWNER X X X V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e - - O i e 3 - 3 -3 i n o e o d e s i g n s o 3 C O V E E C APPROVED BY :O.V. GENERAL NOTES G-3 SAFETY GLAZING (I.E., TEMPERED) WINDOWS IN BATHROOMS [CRC 308.4.5] ·WINDOWS IN ANY PORTION OF A WALL ENCLOSING TUBS AND/OR SHOWERS WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 0 ABOVE THE STANDING SURFACE. ·WINDOWS WITHIN 0 MEASURED HORIZONTALLY FROM WATERS EDGE OF A BATHTUB OR WHIRLPOOL TUB OR FROM EDGE OF A SHOWER AND WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 0 ABOVE THE WALKING SURFACE. WATER CONSERVING PLUMBING FIXTURES [CALIFORNIA CIVIL CODE 1101.4(A)] THE CALIFORNIA CIVIL CODE REQUIRES THAT ALL EXISTING NON-COMPLIANT PLUMBING FIXTURES (BASED ON WATER EFFICIENCY) THROUGHOUT THE HOUSE BE UPGRADED WHENEVER A BUILDING PERMIT IS ISSUED FOR REMODELING IMPROVEMENTS EVEN IF THE FIXTURES ARE NOT WITHIN THE SCOPE OF WORK. RESIDENTIAL BUILDING CONSTRUCTED AFTER ANUARY 1, 14 ARE EXEMPT FROM THIS REQUIREMENT. THE FOLLOWING TABLE SHOWS THE FIXTURES THAT ARE CONSIDERED TO BE NON-COMPLAINT AND THE TYPE OF WATER-CONSERVING PLUMBING FIXTURE THAT SHOULD BE INSTALLED: TYPE OF FIXTURE WATER CLOSET (TOILET) URINAL SHOWER HEAD FAUCET-BATHROOM FAUCET-KITCHEN NON-COMPLIANT PLUMBING FIXTURE MORE THAN 1. GAL./ FLUSH MORE THAN 1.0 GAL./ FLUSH MORE THAN .5 GAL./ MINUTE MORE THAN . GAL./ MINUTE MORE THAN . GAL./ MINUTE REQUIRED WATER-CONSERVING PLUMBING FIXTURE (MAX. RATE) CALGREEN 4.303 1.8 GALLONS / FLUSH 0.15 GAL. / FLUSH FOR WALL MOUNT 0.50 FOR OTHERS .0 GALLONS / MINUTE AT 80 PSI 1. GALLONS / MINUTE AT 80 PSI 1.8 GALLONS / MINUTE AT 80 PSI PLUMBING ·PROVIDE TEMPERED GLASS AT TUB/SHOWER DOORS AND AT WINDOWS LESS THAN 0 FROM TUB/SHOWER DRAIN. ·SHOWER AND TUB/SHOWER CONTROL VALVES SHALL BE PRESSURE BALANCING SET AT A MAXIMUM 10 DEGREES F. THE WATER-FILLER VALVE IN BATHTUB/WHIRLPOOLS SHALL HAVE A TEMPERATURE LIMITING DEVICE SET A MAXIMUM OF 10 DEGREES F REGULATED BY EITHER A LIMITING DEVICE CONFORMING TO EITHER ASSE 100/A11.100/CSA B15.0 OR CSA B15.3 OR A WATER HEATER CONFORMING TO ASSE 1084. [CPC 408.3, 40.4] ·FIXTURES SHALL MEET THE FOLLOWING MAXIMUM FLOW RATES: [CPC 40.0, 408. & 411.0] WATER CLOSETS 1.8 GALLONS/FLUSH A SHOWER HEADS 1.8 GPM A SINK FAUCETS 1. GPM ·MINIMUM SHOWER SIZE IS 104 SQUARE INCHES (30 CIRCLE). [CPC 408.] SHOWER WITHOUT THRESHOLD SHALL BE CONSIDERED A WET LOCATION AND SHALL COMPLY WITH CALIFORNIA BUILDING, RESIDENTIAL, AND ELECTRICAL CODES. SITE BUILT SHOWER STALLS SHALL COMPLY WITH CPC 408.. STALL SHOWER DOOR TO PROVIDE A MIN. OF WIDE UNOBSTRUCTED OPENING. [CPC408.5]. TOILET AND/OR BIDET REQUIRE A TOTAL MINIMUM 30 CLEAR SPACE, 15 FROM THE CENTER OF THE FIXTURE TO THE WALL, AND A MINIMUM OF 4 CLEAR SPACE IN FRONT OF THE FIXTURE. [CPC 40.5] WHEN ADDITIONAL WATER CLOSETS (TOILETS) ARE INSTALLED, A MAXIMUM OF 5 WATER CLOSETS ARE ALLOWED ON A 3 WASTE LINE. [TABLE 03., NOTE 4] THE HOT WATER VALVE SHALL BE INSTALLED ON THE LEFT SIDE. [CPC 41.5] A MINIMUM 1 X 1 ACCESS PANEL IS REQUIRED WHEN A SLIP OINT P-TRAP WASTE & OVERFLOW IS PROVIDED. [40.10] WHERE PLUMBING FEATURES (WATER CLOSETS, TUBS, ETC.) COMES INTO CONTACT WITH THE WALL OR FLOOR, THE OINT SHALL BE CAULKED AND SEALED TO BE WATERTIGHT. [CPC 40.] ELECTRICAL ·PROVIDE A 0 AMP GFCI PROTECTED ELECTRICAL OUTLET WITHIN 3 OF THE OUTSIDE EDGE OF EACH BATHROOM SINK BASIN. OUTLET SHALL BE LOCATED ON A WALL OR ARTITION THAT IS ADACENT TO THE BASIN OR INSTALLED ON THE SIDE OR FACE OF THE ASIN CABINET NOT MORE THAN 1 BELOW THE COUNTERTOP. [CEC 10.5(D)] ·RECEPTACLES SHALL BE LISTED AS TAMPER-RESISTANT. ·A MINIMUM OF ONE (1) 0-AMP CIRCUIT IS REQUIRED FOR BATHROOMS. SUCH CIRCUITS SHALL HAVE NO OTHER OUTLETS. THIS CIRCUIT MAY SERVE MORE THAN ONE BATHROOM. [CEC 10.5(D)] & [CEC 10.11(C)(3)] ·NO PENDANT LIGHT FIXTURES IN ZONE, 3 FT. AWAY AND 8 FT. ABOVE THE BATHTUB OR SHOWER. [CEC 410.10(D)] ·LUMINARIES LOCATED WITHIN THE ACTUAL OUTSIDE DIMENSIONS OF THE TUB, SHOWER, AND CEILING SUSPENDED PADDLE FANS, UP TO 8 FEET VERTICALLY FROM THE TOP OF THE BATHTUB RIM OR SHOWER THRESHOLD, SHALL BE MARKED AS SUITABLE FOR DAMP LOCATIONS, PROVIDED WITH A SOLID LENS AND BE GFCI PROTECTED. [CEC 410.10(D)] ·BATHROOM LIGHTING SHALL BE HIGH EFFICACY LUMINARIES IN ACCORDANCE WITH TABLE 150.0-A OF 0 CALIFORNIA ENERGY CODE AND HAVE AT LEAST ONE LUMINAIRE IN EACH SPACE CONTROLLED BY A VACANCY SENSOR 150.0(K)C. ·RECESSED LUMINARIES INSTALLED IN AN INSULATED CEILING SHALL BE IC RATED (ZERO CLEARANCE) AND AT RATED (AIR TIGHT) AND SHALL BE SEALED AND/OR GASKET BETWEEN CEILING AND HOUSING. FOR OCCUPANCIES WITH A HORIZONTAL (FLOOR/CEILIN ASSEMBLY) RATED SEPARATION, THE RECESSED FIXTURES SHALL BE PROTECTED TO THE RATING OF THE SEPARATION (1 HOUR) OR BE LISTED FOR THE REQUIRED PROTECTION. THIS GENERALLY APPLIED TO RESIDENTIAL CONDOMINIUM CONSTRUCTION WHERE UNITS ARE ABOVE OR BELOW OTHER UNITS. ·HYDRO-MASSAGE TUBS (I.E. ACUZZI TUBS) SHALL HAVE ACCESS TO THE MOTOR, BE SUPPLIED BY A GFCI PROTECTED DEDICATED CIRCUIT, AND LISTED BY A RECOGNIZED TESTING AGENCY. ALL PIPING, FITTING, METAL CABLES OR OTHER METAL SURFACES, WITHIN 5 FEET OF THE INSIDE WALL OF THE HYDRO-MASSAGE TUB SHALL BE PROPERLY BONDED. HYDRO-MASSAGE TUBS SHALL BE BONDED WITH A MINIMUM 8 AWG BARE COPPER WIRE AND THE BONDING SHALL BE ACCESSIBLE. [CEC 80.0] ALL RECESSED DOWNLIGHT LUMINARIES SHALL BE IN ACCORDANCE WITH REFERENCE OINT APPENDIX A8 AND BE MARKED AS MEETING A8. KITCHEN NOTESBATHROOM NOTES WHIRLPOOL/SPA TUBS WHIRLPOOL (SPA) BATHTUBS SHALL HAVE A READILY ACCESSIBLE ACCESS PANEL. [CPC 40.] THE CIRCULATION PUMP SHALL BE LOCATED ABOVE THE CROWN WEIR OF THE TRAP. [CPC 40.] THE PUMP AND THE CIRCULATION PIPING SHALL BE SELF-DRAINING TO MINIMIZE WATER RETENTION. [CPC 40.] SUCTION FITTINGS ON WHIRLPOOL BATHTUBS SHALL COMPLY WITH THE LISTED STANDARDS. [CPC 40.] FLEXIBLE PVC HOSES AND TUBING FOR WHIRLPOOL BATHTUBS MUST COMPLY WITH IAPMOZ1033. [40..1] BIDETS THE WATER SUPPLY SHALL BE PROTECTED WITH AIR GAP OR VACUUM BREAKER. [CPC 410.] THE MAXIMUM HOT WATER TEMPERATURE DISCHARGING FROM A BIDET IS LIMITED TO 110 DEGREES BY A DEVICE THAT CONFORMS TO ASSE 100/ASME A11.100/CSA B15.0 OR CSA B15.3 OR A WATER HEATER CONFORMING TO ASSE 1084 [CPC 410.3]. PLUMBING FIXTURE REPLACEMENT: EFFECTIVE ANUARY 1, 014, SENATE BILL (SB) 40 AND CALIFORNIA CIVIL CODE SECTION 1101.1-1101.8 REQUIRES ALL NONCOMPLIANT PLUMBING FIXTURES TO BE REPLACED WITH WATER-CONSERVING PLUMBING FIXTURES WHEN BUILDING IS UNDERGOING ALTERATIONS OR IMPROVEMENTS IF THE RESIDENTIAL PROPERTY WAS BUILT AND AVAILABLE FOR USE ON OR BEFORE ANUARY 1, 14. PLEASE REFER TO PLUMBING FIXTURE REPLACEMENT (SB40) REQUIREMENTS AND POLICY TO DETERMINE IF THE PROECT REQUIRES COMPLIANCE. SMOKE ALARMS & CARBON MONOXIDE ALARMS: MECHANICAL PLUMBING SMOKE / CARBON MONOXIDE ALARMS ·KITCHEN RENOVATIONS (PROECTS OVER 1,000) WILL REQUIRE THE SMOKE AND CARBON MONOXIDE ALARMS FOR THE DWELLING TO MEET THE CURRENT CODE (CRC SECTIONS R314 AND R315). ·SMOKE ALARMS ARE REQUIRED IN ALL SLEEPING ROOMS, OUTSIDE EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, ON EACH FLOOR LEVEL INCLUDING BASEMENTS AND HABITABLE ATTICS, BUT NO INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS. ·CARBON MONOXIDE ALARMS ARE REQUIRED IN DWELLING UNITS AND SLEEPING UNITS WHEN FUEL-BURNING APPLIANCES ARE INSTALLED AND/OR DWELLING UNITS HAVE ATTACHED GARAGES. EITHER CONDITION REQUIRES THE ALARMS. ·WHEN MORE THAN ONE ALARM OF EITHER TYPE IS REQUIRED TO BE INSTALLED WITHIN AN INDIVIDUAL DWELLING UNIT, THE ALARM DEVICES SHALL BE INTERCONNECTED IN SUCH A MANNER THAT ACTIVATION OF ONE ALARM WILL ACTIVATE ALL THE OTHER ALARMS. ·IN EXISTING CONDITIONS, ALARMS MAY BE BATTERY OPERATED WHEN THE REPAIRS OR ALTERATIONS DO NOT RESULT IN THE REMOVAL OF THE WALL AND CEILING FINISHES OR THERE IS NO ACCESS BY MEANS OF AN ATTIC, BASEMENT OR CRAWLSPACE. ·MULTIPURPOSE ALARMS THAT COMBINE BOTH A SMOKE ALARM AND CARBON MONOXIDE ALARM SHALL COMPLY WITH ALL APPLICABLE STANDARDS OF BOTH CRC SECTIONS R314 AND R315 AND BE LISTED BY THE OFFICE OF THE STATE FIRE MARSHAL. ALTERATION AND/OR RENOVATION OF THE KITCHEN TRIGGER THE UPGRADE TO CURRENT MECHANICAL CODES COMPLIANCE CONSISTING OF THE FOLLOWING: ·A DUCTED RESIDENTIAL EXHAUST HOOD IS REQUIRED. A METAL, SMOOTH INTERIOR SURFACE DUCT REQUIRED ON VENT HOOD OR DOWN DRAFT EXHAUST VENT. ALUMINUM OR STEEL FLEX DUCT NOT APPROVED. PROVIDE A BACK DRAFT DAMPER (CMC 504.3). ·DUCTS FOR DOMESTIC DOWNDRAFT GRILL/RANGE VENTILATION INSTALLED UNDER A CONCRETE SLAB MAY BE OF APPROVED SCHEDULE 40 PVC PROVIDED: O THE UNDER FLOOR TRENCH IN WHICH THE DUCT IS INSTALLED SHALL BE COMPLETELY BACKFILLED WITH SAND OR GRAVEL. O NOT MORE THAN 1 OF DIAMETER THE PVC COUPLING MAY PROTRUDE ABOVE THE FLOOR SURFACE. O PVC PIPE OINTS SHALL BE SOLVENT CEMENTED TO PROVIDE AN AIR AND GREASE TIGHT DUCT. O THE DUCT SHALL TERMINATE ABOVE GRADE OUTSIDE THE BUILDING AND SHALL BE EQUIPPED WITH A BACK DRAFT DAMPER. ·MINIMUM 30 VERTICAL CLEARANCE TO COMBUSTIBLES FROM COOK TOP SURFACE IS REQUIRED (CMC 0.3.). ·KITCHEN LOCAL EXHAUST VENTILATION REQUIRES A MINIMUM RATE OF 100 CFM MEETING THE REQUIREMENTS OF ASHRA .. THIS INCLUDES A MAXIMUM SOUND RATING OF 3 SONE 100 CFM (TABLE 403.). RECIRCULATION TYPES ARE NOT ALLOWED BY CODE. ·THE SIZE AND LENGTH OF THE DUCTING MUST BE DETAILED ON THE PLAN. ALTERATIONS THAT DO NOT REPLACE OR RELOCATE THE EXISTING FAN OR WHEN THE CEILING FINISHES ARE NOT REMOVED AND/OR THERE IS NO ACCESS AVAILABLE FOR THE INSTALLATION OF AN EXHAUST FAN, MAY CONTINUE TO USE THE EXISTING EXHAUST FANS PROVIDED THEY VENT TO THE OUTSIDE AIR. KITCHENS THAT DO NOT INCLUDE AN EXISTING FAN MUST INSTALL A COMPLIANT FAN AT THE TIME OF THE RENOVATION. A RECIRCULATING TYPE HOOD IS NOT AN APPROVED INSTALLATION. IN SOME CASES, THE DESIGN OF THE STRUCTURE WILL NOT ALLOW THE INSTALLATION OF A DUCT, TYPICALLY IN A MULTI-FAMILY UNIT (CONDO). IN THESE CASES AN EXEMPTION MAY BE APPLIED FOR USING THE RESIDENTIAL REQUEST FOR MODIFICATION APPLICATION AND APPROVAL IS BASED ON A REVIEW BY THE BUILDING OFFICIAL. ALTERATION AND/OR RENOVATION OF THE KITCHEN ARE REQUIRED TO MEET THE CURRENT PLUMBING CODES. ALTHOUGH EACH PROECT IS UNIQUE, THE BASIC REQUIREMENTS CONSIST OF THE FOLLOWING: ·A GAS TEST IS REQUIRED ON PIPING MODIFICATIONS (10 PSI FOR 15 MINUTES). A MAXIMUM 15 PSI GAUGE IS REQUIRED FOR THE GAS TEST. ·GAS LINES THAT RUN UNDER A SLAB SHALL RUN THROUGH AN APPROVED, VENTED, GAS TIGHT CONDUIT (CPC 110.1.). ·AN ACCESSIBLE SHUTOFF VALVE, FLEX GAS APPLIANCE CONNECTOR FOLLOWED BY A TEE SEDIMENT TAP IS THE ORDER OF INSTALLATION PRIOR TO EACH APPLIANCE IN ADDITION TO ANY VALVE ON THE APPLIANCE (CPC 11. AND 11.). ·PROVIDE MAXIMUM LONG LISTED GAS FLEXIBLE CONNECTOR AND SHUT OFF TO A FREE STANDING RANGE (CPC11.). ·A LISTED AIR GAP IS REQUIRED FOR THE DISHWASHER DRAIN (CPC 80.3) A LOOP PROVIDED INSIDE THE CABINET IS NOT APPROVED WITHIN THE CITY OF DANA POINT. ·THE MAXIMUM FLOW RATE FOR THE SINK FAUCETS IS 1.8 GPM 0 PSI (CGC 4.303.1.4.4). ·AN AIR ADMITTANCE VALVE IS NOT APPROVED FOR INSTALLATION OR USE INSIDE THE DWELLING. ELECTRICAL ALTERATION AND/OR RENOVATION OF THE KITCHEN TRIGGER THE UPGRADE TO CURRENT ELECTRICAL CODE COMPLIANCE CONSISTING OF THE FOLLOWING: ·ALL KITCHEN COUNTERTOP OUTLETS SHALL BE GFCI & ARC-FAULT PROTECTED (CEC 10.8(A)() & 10.1(A)). ·RECEPTACLES AND REPLACEMENT RECEPTACLES SHALL BE LISTED AS TAMPER-RESISTANT (CEC 40.4(D)(5) AND 10.1.). ·1 OR WIDER COUNTERTOPS REQUIRE AN OUTLET (CEC 10.5(C)). ·OUTLETS ARE REQUIRED WITHIN 4 OF ANY LOCATION ALONG THE COUNTERTOP (CEC10.5(C)(1)). ·KITCHEN OUTLETS MUST BE POSITIONED A MAXIMUM 0 ABOVE COUNTERTOP (CEC 10.5(C)(3)(1)). ·APPLIANCE GARAGE OUTLETS ARE NOT COUNTED AS A REQUIRED COUNTERTOP OUTLETS (CEC 10.5)(C)(3)). ·APPLIANCES AND SINKS BREAK UP THE COUNTERTOP RUN, REQUIRING EACH SIDE TO COMPLY INDIVIDUALLY (CEC10.5(C)4). ·ISLANDS ARE TO HAVE A MINIMUM OF ONE RECEPTACLE FOR FIRST SQUARE FEET AND A SECOND RECEPTACLE FOR EVERY ADDITIONAL 18 SQUARE FEET. ·THE ELECTRICAL OUTLET REQUIREMENTS INCLUDE ISLANDS, PENINSULAS, KITCHEN DESKTOPS, WET BARS, AND SERVING BARS. A LARGE WINDOW ACROSS THE BACK OF A SINK OR LACK OF A BACK SPLASH DOES NOT EXEMPT THE COUNTERTOP FROM THE OUTLET REQUIREMENTS. THESE OUTLETS MAY BE IN A DROP FRONT CABINET FACE, UNDER CABINET PLUG STRIP, POP UP OR TOMBSTONE TYPE RECEPTACLE (CEC 10.5(C)(), (3)). · 0 AMP SMALL APPLIANCE BRANCH CIRCUITS ARE REQUIRED FOR KITCHENS. THE LOADS SHALL BE BALANCED AND HAVE NO OTHER OUTLETS (10.5(B)(1),()). ·INDIVIDUAL DEDICATED CIRCUITS ARE REQUIRED FOR ALL MAOR APPLIANCES (10.11(C)(1) & 4.10(A)). ·THE GARBAGE DISPOSAL CORD IS LIMITED TO A RANGE OF 18 TO 3 LONG (CEC 4.1(B)(1)). ·THE DISHWASHER CORD IS LIMITED TO A RANGE OF 3 TO 8 LONG. SHEATHED CABLE (ROMEX) MAY NOT BE INSTALLED WITH A PLUG. IT IS NOT AN APPROVED FLEXIBLE CORD (CEC 4.1(B)()). ·A 0 AMP BRANCH CIRCUIT MAY BE PROVIDED FOR THE DISHWASHER AND DISPOSAL (CEC 10.3). THIS RECEPTACLE SHALL BE GFCI AND AFCI PROTECTED (CEC 4.5(A)()). ·A MINIMUM 0 AMP BRANCH CIRCUIT (SEPARATE CIRCUIT) IS REQUIRED FOR THE MICROWAVE OR MICROWAVE HOOD COMBINATION. ·IF USING A SPLIT OUTLET ( CIRCUITS ON THE SAME YOLK) FOR DISHWASHER/DISPOSAL, PROVIDE A LISTED HANDLE TIE AT THE CIRCUIT BREAKERS AT THE PANEL (CEC 10.(B)). ·RESIDENTIAL KITCHEN LIGHTING IS REQUIRED TO MEET THE ENERGY EFFICIENCY STANDARDS. PROVIDE A LIGHTING SCHEDULE TO VERIFY COMPLIANCE (150(K) CALIFORNIA ENERGY CODE). ·IC (DIRECT CONTACT) AND AT (AIR TIGHT) RATED CANS ARE REQUIRED FOR RECESSED LIGHTING IF INSTALLED IN AN INSULATED CEILING. FOR OCCUPANCIES WITH A HORIZONTAL (FLOOR/CEILING ASSEMBLY) RATED SEPARATION, THE RECESSED FIXTURES SHALL BE PROTECTED TO THE RATING OF THE SEPARATION (1 HOUR) OR BE LISTED FOR THE REQUIRED PROTECTION. THIS GENERALLY APPLIES TO RESIDENTIAL CONDOMINIUM CONSTRUCTION WHERE UNITS ARE ABOVE OR BELOW OTHER UNITS. (EXCEPTION FROM 150(K)(1)(CII AND III)) ·HIGH-EFFICACY RECESSED LIGHTING WHEN USED TO COMPLY WITH THE LIGHTING REQUIREMENTS MUST BE OF A PIN BASE TYPE DESIGN. INCANDESCENT SCREW TYPE BASE ARE NOT APPROVED. ·BATHROOM REMODELS WILL REQUIRE THE SMOKE AND CARBON MONOXIDE ALARMS FOR THE DWELLING TO MEET THE CURRENT CODE PRIOR TO THE FINAL INSPECTION AS FOLLOWS: [CRC R314 & R315] ·SMOKE ALARMS ARE REQUIRED IN ALL SLEEPING ROOMS, OUTSIDE EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, ON EACH FLOOR LEVEL INCLUDING BASEMENTS AND HABITABLE ATTICS, BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS. ·CARBON MONOXIDE ALARMS ARE REQUIRED IN DWELLING UNITS AND SLEEPING UNITS WHEN FUEL-BURNING APPLIANCES ARE INSTALLED, AND/OR DWELLING UNITS HAVE ATTACHED GARAGES. EITHER CONDITION REQUIRES ALARMS. ·WHEN MORE THAN ONE ALARM OF EITHER TYPE IS REQUIRED TO BE INSTALLED WITHIN AN INDIVIDUAL DWELLING UNIT, THE ALARM DEVICES SHALL BE INTERCONNECTED IN SUCH A MANNER THAT ACTIVATION OF ONE ALARM WILL ACTIVATE ALL THE OTHER ALARMS. ·IN EXISTING CONDITIONS, ALARMS MAY BE BATTERY OPERATED WHEN THE REPAIRS OR ALTERATIONS DO NOT RESULT IN THE REMOVAL OF THE WALL AND CEILING FINISHES OR THERE IS NO ACCESS BY MEANS OF AN ATTIC, BASEMENT OR CRAWLSPACE. ·MULTIPURPOSE ALARMS THAT COMBINE BOTH A SMOKE ALARM AND CARBON MONOXIDE ALARM SHALL COMPLY WITH ALL APPLICABLE STANDARDS OF BOTH CRC SECTIONS R314 AND R315 AND BE LISTED BY THE OFFICE OF THE STATE FIRE MARSHAL. ·SMOKE ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL1. COMBINATION SMOKE AND CARBON MONOXIDE ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL1AND UL034. ·SMOKE ALARM SHALL NOT BE INSTALLED LESS THAN 3 FEET HORIZONTALLY FROM THE DOOR OR OPENING OF A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER [R314.3] AGING-IN PLACE REQUIREMENTS a.DOORBELL BUTTONS - DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48 INCHES ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48 INCHES MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING 48 INCHES ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. (CRC R3.1.4) b.ELEMENTS - AT LEAST ONE BATHROOM ON THE ENTRY LEVEL (SEE DEFINITION) SHALL BE PROVIDED WITH REINFORCEMENT INSTALLED IN ACCORDANCE WITH CRC R3.1. WHERE THERE IS NO BATHROOM ON THE ENTRY LEVEL, AT LEAST ONE BATHROOM ON THE SECOND OR THIRD FLOOR OF THE DWELLING SHALL COMPLY WITH CRC R3.1. a.REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING AGENCY. b.REINFORCEMENT SHALL NOT BE LESS THAN X8 NOMINAL LUMBER (1-1/ INCH BY -1/4 INCH ACTUAL DIMENSION) OR OTHER CONSTRUCTION MATERIAL PROVIDING EQUAL HEIGHT AND LOAD CAPACITY. REINFORCEMENT SHALL BE LOCATED BETWEEN 3 INCHES AND 3-1/4 INCHES ABOVE THE FINISHED FLOOR FLUSH WITH THE WALL FRAMING. c.WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK WALL. d.SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED. .BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB AND THE BACK WALL. ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE LOCATED NO MORE THAN INCHES ABOVE THE BATHTUB RIM. EXCEPTIONS: .WHERE THE WATER CLOSET IS NOT PLACED ADACENT TO A SIDE WALL CAPABLE OF ACCOMMODATING A GRAB BAR, THE BATHROOM SHALL HAVE PROVISIONS FOR INSTALLATION OF FLOOR-MOUNTED, FOLDAWAY, OR SIMILAR ALTERNATE GRAB BAR REINFORCEMENTS APPROVED BY THE ENFORCING AGENCY. .REINFORCEMENT SHALL NOT BE REQUIRED IN WALL FRAMING FOR PRE-FABRICATED SHOWER ENCLOSURES AND BATHTUB WALL PANELS WITH INTEGRAL FACTORY- INSTALLED GRAB BARS OR WHEN FACTORY-INSTALLED REINFORCEMENT FOR GRAB BARS IS PROVIDED. .SHOWER ENCLOSURES THAT DO NOT PERMIT INSTALLATION OF REINFORCEMENT AND/OR GRAB BARS SHALL BE PERMITTED, PROVIDED REINFORCEMENT FOR INSTALLATION OF FLOOR-MOUNTED GRAB BARS OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY. .BATHTUBS WITH NO SURROUNDING WALLS, OR WHERE WALL PANELS DO NOT PERMIT THE INSTALLATION OF REINFORCEMENT SHALL BE PERMITTED, PROVIDED REINFORCEMENT FOR INSTALLATION OF FLOOR-MOUNTED GRAB BARS ADACENT TO THE BATHTUB OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY. .REINFORCEMENT OF FLOORS SHALL NOT BE REQUIRED FOR BATHTUBS AND WATER CLOSETS INSTALLED ON CONCRETE SLAB FLOORS. c.DOCUMENTATION FOR GRAB BAR REINFORCEMENT - INFORMATION AND/OR DRAWINGS IDENTIFYING THE LOCATION OF GRAB BAR REINFORCEMENT SHALL BE PLACED IN THE OPERATION AND MAINTENANCE MANUAL IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS CODE, CHAPTER 4, DIVISION 4.4. (CRC R3.1.1.1) d.ELECTRICAL RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS - ELECTRICAL RECEPTACLE OUTLETS, SWITCHES, AND CONTROLS (INCLUDING CONTROLS FOR HEATING, VENTILATION AND AIR CONDITIONING) INTENDED TO BE USED BY OCCUPANTS SHALL BE LOCATED NO MORE THAN 48 INCHES MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15 INCHES MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR. PLEASE INDICATE ON THE PLANS. (CRC R3.1.) EXCEPTIONS: .DEDICATED RECEPTACLE OUTLETS FLOOR RECEPTACLE OUTLETS CONTROLS MOUNTED ON CEILING FANS AND CEILING LIGHTS AND CONTROLS LOCATED ON APPLIANCES. .RECEPTACLE OUTLETS REQUIRED BY THE CALIFORNIA ELECTRICAL CODE ON A WALL SPACE WHERE THE DISTANCE BETWEEN THE FINISHED FLOOR AND A BUILT-IN FEATURE ABOVE THE FINISH FLOOR, SUCH AS A WINDOW, IS LESS THAN 15 INCHES. N.T.S. 1-1/ GRAB BAR DETAIL (SIDE VIEW) GYPSUM BOARD 8 SOLID WOOD BLOCKING WOOD STUD ESCUTCHEON PLATE 1 LONG S.S. FASTENER (SCREWS) WOOD STUD 8 SOLID WOOD BLOCKING 1 LONG S.S. FASTENER (SCREWS) ESCUTCHEON PLATE 1-1/4 TO NOMINAL DIAMETER 1 - 3 GRAB BAR DETAIL (FRONT VIEW) GYPSUM BOARD NOMINAL DIAMETER 1-1/4 TO GRAB BAR REINFORCEMENT ELEVATION VIEW N.T.S. ELECTRIC READY REQUIREMENTS A. WATER HEATING SYSTEM - REQUIREMENT FOR ACCOMMODATION FOR FUTURE HEAT PUMP WATER HEATER - SYSTEMS USING GAS OR PROPANE WATER HEATERS TO SERVE INDIVIDUAL DWELLING UNITS SHALL DESIGNATE A SPACE AT LEAST .5 FEET BY .5 FEET WIDE AND FEET TALL SUITABLE FOR THE FUTURE INSTALLATION OF A HEAT PUMP WATER HEATER (HPWH) BY MEETING EITHER A OR B BELOW. ALL ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE: (CENC 150.0(N)(1)) I. IF THE DESIGNATED SPACE IS WITHIN 3 FEET FROM THE WATER HEATER, THEN THIS SPACE SHALL INCLUDE THE FOLLOWING: 1.A DEDICATED 15 VOLT, 0 AMP ELECTRICAL RECEPTACLE THAT IS CONNECTED TO THE ELECTRIC PANEL WITH A 10/40 VOLT 3 CONDUCTOR, 10 AWG COPPER BRANCH CIRCUIT, WITHIN 3 FEET FROM THE WATER HEATER AND ACCESSIBLE TO THE WATER HEATER WITH NO OBSTRUCTIONS AND .BOTH ENDS OF THE UNUSED CONDUCTOR SHALL BE LABELED WITH THE WORD SPARE AND BE ELECTRICALLY ISOLATED AND 3.A RESERVED SINGLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL PANEL ADACENT TO THE CIRCUIT BREAKER FOR THE BRANCH CIRCUIT IN A ABOVE AND LABELED WITH THE WORDS FUTURE 40V USE AND 4.A CONDENSATE DRAIN THAT IS NO MORE THAN INCHES HIGHER THAN THE BASE OF THE INSTALLED WATER HEATER, AND ALLOWS NATURAL DRAINING WITHOUT PUMP ASSISTANCE. II. IF THE DESIGNATED SPACE IS MORE THAN 3 FEET FROM THE WATER HEATER, THEN THIS SPACE SHALL INCLUDE THE FOLLOWING: 1.A DEDICATED 40 VOLT BRANCH CIRCUIT SHALL BE INSTALLED WITHIN 3 FEET FROM THE DESIGNATED SPACE. THE BRANCH CIRCUIT SHALL BE RATED AT 30 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS 40V READY AND .THE MAIN ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE HPWH INSTALLATION. THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS FOR FUTURE 40V USE AND 3.EITHER A DEDICATED COLD WATER SUPPLY, OR THE COLD WATER SUPPLY SHALL PASS THROUGH THE DESIGNATED HPWH LOCATION UST BEFORE REACHING THE GAS OR PROPANE WATER HEATER AND 4.THE HOT WATER SUPPLY PIPE COMING OUT OF THE GAS OR PROPANE WATER HEATER SHALL BE ROUTED FIRST THROUGH THE DESIGNATED HPWH LOCATION BEFORE SERVING ANY FIXTURES AND 5.THE HOT AND COLD WATER PIPING AT THE DESIGNATED HPWH LOCATION SHALL BE EXPOSED AND READILY ACCESSIBLE FOR FUTURE INSTALLATION OF AN HPWH AND .A CONDENSATE DRAIN THAT IS NO MORE THAN INCHES HIGHER THAN THE BASE OF THE INSTALLED WATER HEATER, AND ALLOWS NATURAL DRAINING WITHOUT PUMP ASSISTANCE. B. ENERGY STORAGE SYSTEMS (ESS) READY. ALL SINGLE-FAMILY RESIDENCES THAT INCLUDE ONE OR TWO DWELLING UNITS SHALL MEET THE FOLLOWING. ALL ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE: (CENC 150.0(S)) I. AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED: 1.ESS READY INTERCONNECTION EQUIPMENT WITH A MINIMUM BACKED-UP CAPACITY OF 0 AMPS AND A MINIMUM OF FOUR ESS-SUPPLIED BRANCH CIRCUITS, OR .A DEDICATED RACEWAY FROM THE MAIN SERVICE TO A PANELBOARD (SUBPANEL) THAT SUPPLIES THE BRANCH CIRCUITS IN SECTION 150.0(S)(). ALL BRANCH CIRCUITS ARE PERMITTED TO BE SUPPLIED BY THE MAIN SERVICE PANEL PRIOR TO THE INSTALLATION OF AN ESS. THE TRADE SIZE OF THE RACEWAY SHALL BE NOT LESS THAN 1 INCH. THE PANELBOARD THAT SUPPLIES THE BRANCH CIRCUITS (SUBPANEL) MUST BE LABELED SUBPANEL SHALL INCLUDE ALL BACKED-UP LOAD CIRCUITS. II A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE IDENTIFIED AND HAVE THEIR SOURCE OF SUPPLY COLLOCATED AT A SINGLE PANELBOARD SUITABLE TO BE SUPPLIED BY THE ESS. AT LEAST ONE CIRCUIT SHALL SUPPLY THE REFRIGERATOR, ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS AND AT LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING ROOM RECEPTACLE OUTLET. III THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 5 AMPS. IV SUFFICIENT SPACE SHALL BE RESERVED TO ALLOW FUTURE INSTALLATION OF A SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH WITHIN 3 FEET OF THE MAIN PANELBOARD. RACEWAYS SHALL BE INSTALLED BETWEEN THE PANELBOARD AND THE SYSTEM ISOLATION EQUIPMENT/TRANSFER SWITCH LOCATION TO ALLOW THE CONNECTION OF BACKUP POWER SOURCE. C. ELECTRIC COOKTOP READY. SYSTEMS USING GAS OR PROPANE COOKTOP TO SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING: (CENC 150.0(U)) .A DEDICATED 40 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE COOKTOP AND ACCESSIBLE TO THE COOKTOP WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BE RATED AT 50 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS 40V READY. ALL ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. .THE MAIN ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE ELECTRIC COOKTOP INSTALLATION. THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS FOR FUTURE 40V USE. D.ELECTRIC CLOTHES DRYER READY. CLOTHES DRYER LOCATIONS WITH GAS OR PROPANE PLUMBING TO SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING: (CENC 150.0(V)) .A DEDICATED 40 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE CLOTHES DRYER LOCATION AND ACCESSIBLE TO THE CLOTHES DRYER LOCATION WITH NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BE RATED AT 30 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS 40V READY. ALL ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. .THE MAIN ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE ELECTRIC CLOTHES DRYER INSTALLATION. THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS FOR FUTURE 40V USE. X8 WD BLOCKING 3-0 OR ENTIRE WALL (IF LESS THAN 3-0) SIDE WALL 3 3 1 / 4 BACK WALL X8 WD BLOCKING 3-0 OR ENTIRE WALL (IF LESS THAN 3-0) 3 3 1 / 4 TITLE 24 ENERGY MEASURES SMOKE / CARBON MONOXIDE ALARMS 1.EXHAUST FAN SYSTEMS HAVE BACK DRAFT OR AUTOMATIC DAMPERS. CALIFORNIA ENERGY CODE 150 (). .OINTS AND SEAMS OF DUCT SYSTEMS AND THEIR COMPONENTS SHALL NOT BE SEALED WITH CLOTH BACK RUBBER ADHESIVE DUCT TAPES UNLESS SUCH TAPE IS USED IN COMBINATION WITH MASTIC AND DRAWS BANDS. CALIFORNIA ENERGY CODE 150()D. 3.FLEXIBLE DUCTS HAVING POROUS INNER CORES SHALL HAVE A NON-POROUS LAYER OR AIR BARRIER BETWEEN THE INNER CORE AND THE OUTER VAPOR BARRIER. CALIFORNIA ENERGY CODE 150()10 RESIDENTIAL LIGHTING MEASURES: 4.ALL INSTALLED LUMINAIRES MUST BE HIGH-EFFICACY FOR COMPLIANCE WITH SECTION 150.0() IN ACCORDANCE WITH TABLE 150.0-A. 5.BALLAST FOR FLOURESCENT LAMPS RATED 13 WATTS OR GREATER SHALL BE ELECTRONIC AND SHALL HAVE AN OUTPUT FREQUENCY NO LESS THAN 0 KHZ. -150 ().I.D. .LIGHTING INTEGRAL TO EXHAUST FANS, IN ROOMS OTHER THAN KITCHENS, SHALL MEET THE APPLICABLE REQUIREMENTS OF -150(). -150()I.F. .ALL SWITCHING DEVICES AND CONTROLS SHALL MEET THE REQUIREMENTS OF BEES 110.. -150().. 8.LIGHTING INSTALLED IN KITCHENS, BATHROOMS, GARAGES, LAUNDRY ROOMS, AND UTILITY ROOMS SHALL BE HIGH-EFFICACY LUMINARIES AND AT LEAST ONE LUMINAIRE IN EACH OF THESE SPACES SHALL BE CONTROLLED BY A VACANCY SENSOR. CALIFORNIA ENERGY CODE 150(K)..1 .LIGHTING INSTALLED IN ROOMS OR AREAS OTHER THAN IN KITCHENS, BATHROOMS, GARAGES, LAUNDRY ROOMS AND UTILITY ROOMS SHALL BE CONTROLLED BY EITHER DIMMER OR VACANCY SENSORS. CAL. ENERGY C. 150(K) EXCEPTION 1 TO SECTION 150.0(): LUMINARIES IN CLOSETS LESS THAN 0 FEET EXCEPTION TO SECTION 150.0(): LUMINARIES IN HALLWAYS. 10.LUMINARIES RECESSED INTO INSULATED CEILINGS SHALL BE LISTED FOR ZERO CLEARANCE INSULATION CONTACT (IC) BY UNDERWRITERS LABORATORIES OR OTHER NATIONALLY RECOGNIZED TESTING/RATING LABORATORY AND HAVE A LABEL THAT CERTIFIES THE LUMIUNAIRE IS AIRTIGHT WITH AIR LEAKAGE LESS THAN .0 CFM AT 5 PASCALS WHEN TESTED IN ACCORDANCE WITH ASTM E83 AND BE SEALED WITH A GASKET OR CAULK BETWEEN THE LUMINAIRE HOUSING AND CEILING. CAL ENERGY C. 150().1.C 11.PROVIDE CFR-LTG-01-E FORM TO THE BUILDING INSPECTOR FOR NEW REVISED LIGHTING. GRAB BAR REINFORCEMENT SWITCH AND CONTROL HEIGHT ELECTRICAL RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS - ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS (INCLUDING CONTROLS FOR HEATING, VENTILATION AND AIR CONDITIONING) INTENDED TO BE USED BY OCCUPANTS SHALL BE LOCATED NO MORE THAN 48 INCHES (11. MM) MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15 INCHES (381 MM) MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR. REFER TO EXCEPTIONS ABOVE DOOR (FOR REFERENCE) NO LE S S TH E N 1 5 NO M O R E T H E N 4 8 RECEPTACLE OUTLET SWITCH / CONTROL F.F. V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 4 - 4 -1 2 4 O i e 3 1 - 6 2 3 -3 5 i n o e o d e s i g n s .o 5 3 4 C O A V E . A A E C A 2 5 APPROVED BY :O.V. BEST MANAGEMENT PRACTICES G-4 Gravel Bag Berm SE-6 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS WM Non-Stormwater Management Control Waste Management and Materials Pollution Control Legend:  Primary Category  Secondary Category   Description and Purpose A gravel bag berm is a series of gravel-filled bags placed on a level contour to intercept sheet flows. Gravel bags pond sheet flow runoff, allowing sediment to settle out, and release runoff slowly as sheet flow, preventing erosion. Suitable Applications Gravel bag berms may be suitable:  As a linear sediment control measure: - Below the toe of slopes and erodible slopes - As sediment traps at culvert/pipe outlets - Below other small cleared areas - Along the perimeter of a site - Down slope of exposed soil areas - Around temporary stockpiles and spoil areas - Parallel to a roadway to keep sediment off paved areas - Along streams and channels  As a linear erosion control measure: - Along the face and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow. May 2011 California Stormwater BMP Handbook Portal Construction www.casqa.org 1 of 4 Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE-1 Silt Fence SE-5 Fiber Roll SE-8 Sandbag Barrier SE-12 Temporary Silt Dike SE-14 Biofilter Bags If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version.  Gravel Bag Berm SE-6 - At the top of slopes to divert runoff away from disturbed slopes. - As chevrons (small check dams) across mildly sloped construction roads. For use check dam use in channels, see SE-4, Check Dams. Limitations  Gravel berms may be difficult to remove.  Removal problems limit their usefulness in landscaped areas.  Gravel bag berm may not be appropriate for drainage areas greater than 5 acres.  Runoff will pond upstream of the berm, possibly causing flooding if sufficient space does not exist.  Degraded gravel bags may rupture when removed, spilling contents.  Installation can be labor intensive.  Durability of gravel bags is somewhat limited and bags may need to be replaced when installation is required for longer than 6 months.  Easily damaged by construction equipment.  When used to detain concentrated flows, maintenance requirements increase. Implementation General A gravel bag berm consists of a row of open graded gravel-filled bags placed on a level contour. When appropriately placed, a gravel bag berm intercepts and slows sheet flow runoff, causing temporary ponding. The temporary ponding allows sediment to settle. The open graded gravel in the bags is porous, which allows the ponded runoff to flow slowly through the bags, releasing the runoff as sheet flows. Gravel bag berms also interrupt the slope length and thereby reduce erosion by reducing the tendency of sheet flows to concentrate into rivulets, which erode rills, and ultimately gullies, into disturbed, sloped soils. Gravel bag berms are similar to sand bag barriers, but are more porous. Generally, gravel bag berms should be used in conjunction with temporary soil stabilization controls up slope to provide effective erosion and sediment control. Design and Layout  Locate gravel bag berms on level contours.  When used for slope interruption, the following slope/sheet flow length combinations apply: - Slope inclination of 4:1 (H:V) or flatter: Gravel bags should be placed at a maximum interval of 20 ft, with the first row near the slope toe. - Slope inclination between 4:1 and 2:1 (H:V): Gravel bags should be placed at a maximum interval of 15 ft. (a closer spacing is more effective), with the first row near the slope toe. May 2011 California Stormwater BMP Handbook Portal Construction www.casqa.org 2 of 4 Gravel Bag Berm SE-6 Slope inclination 2:1 (H:V) or greater: Gravel bags should be placed at a maximum interval of 10 ft. (a closer spacing is more effective), with the first row near the slope toe.  Turn the ends of the gravel bag barriers up slope to prevent runoff from going around the berm.  Allow sufficient space up slope from the gravel bag berm to allow ponding, and to provide room for sediment storage.  For installation near the toe of the slope, gravel bag barriers should be set back from the slope toe to facilitate cleaning. Where specific site conditions do not allow for a set-back, the gravel bag barrier may be constructed on the toe of the slope. To prevent flows behind the barrier, bags can be placed perpendicular to a berm to serve as cross barriers.  Drainage area should not exceed 5 acres.  In Non-Traffic Areas: - Height = 18 in. maximum - Top width = 24 in. minimum for three or more layer construction - Top width = 12 in. minimum for one or two layer construction - Side slopes = 2:1 (H:V) or flatter  In Construction Traffic Areas: - Height = 12 in. maximum - Top width = 24 in. minimum for three or more layer construction. - Top width = 12 in. minimum for one or two layer construction. - Side slopes = 2:1 (H:V) or flatter.  Butt ends of bags tightly.  On multiple row, or multiple layer construction, overlap butt joints of adjacent row and row beneath.  Use a pyramid approach when stacking bags. Materials  Bag Material: Bags should be woven polypropylene, polyethylene or polyamide fabric or burlap, minimum unit weight of 4 ounces/yd2, Mullen burst strength exceeding 300 lb/in2 in conformance with the requirements in ASTM designation D3786, and ultraviolet stability exceeding 70% in conformance with the requirements in ASTM designation D4355. May 2011 California Stormwater BMP Handbook Portal Construction www.casqa.org 3 of 4 Gravel Bag Berm SE-6  Bag Size: Each gravel-filled bag should have a length of 18 in., width of 12 in., thickness of 3 in., and mass of approximately 33 lbs. Bag dimensions are nominal, and may vary based on locally available materials.  Fill Material: Fill material should be 0.5 to 1 in. crushed rock, clean and free from clay, organic matter, and other deleterious material, or other suitable open graded, non-cohesive, porous gravel. Costs Material costs for gravel bags are average and are dependent upon material availability. $2.50- 3.00 per filled gravel bag is standard based upon vendor research. Inspection and Maintenance  BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events.  Gravel bags exposed to sunlight will need to be replaced every two to three months due to degrading of the bags.  Reshape or replace gravel bags as needed.  Repair washouts or other damage as needed.  Sediment that accumulates in the BMP should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height.  Remove gravel bag berms when no longer needed and recycle gravel fill whenever possible and properly dispose of bag material. Remove sediment accumulation and clean, re-grade, and stabilize the area. References Handbook of Steel Drainage and Highway Construction, American Iron and Steel Institute, 1983. Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Pollution Plan Handbook, First Edition, State of California, Department of Transportation Division of New Technology, Materials and Research, October 1992. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. May 2011 California Stormwater BMP Handbook Portal Construction www.casqa.org 4 of 4 Fiber Rolls SE-5 in order to maintain BMP effectiveness. Sediment should be removed when sediment accumulation reaches one-third the designated sediment storage depth.  If fiber rolls are used for erosion control, such as in a check dam, sediment removal should not be required as long as the system continues to control the grade. Sediment control BMPs will likely be required in conjunction with this type of application.  Repair any rills or gullies promptly. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. July 2012 California Stormwater BMP Handbook Portal Construction www.casqa.org 4 of 5 Fiber Rolls SE-5  It is critical that rolls are installed perpendicular to water movement, and parallel to the slope contour.  Start building trenches and installing rolls from the bottom of the slope and work up.  It is recommended that pilot holes be driven through the fiber roll. Use a straight bar to drive holes through the roll and into the soil for the wooden stakes.  Turn the ends of the fiber roll up slope to prevent runoff from going around the roll.  Stake fiber rolls into the trench. - Drive stakes at the end of each fiber roll and spaced 4 ft maximum on center. - Use wood stakes with a nominal classification of 0.75 by 0.75 in. and minimum length of 24 in.  If more than one fiber roll is placed in a row, the rolls should be overlapped, not abutted.  See typical fiber roll installation details at the end of this fact sheet. Removal  Fiber rolls can be left in place or removed depending on the type of fiber roll and application (temporary vs. permanent installation). Typically, fiber rolls encased with plastic netting are used for a temporary application because the netting does not biodegrade. Fiber rolls used in a permanent application are typically encased with a biodegradeable material and are left in place. Removal of a fiber roll used in a permanent application can result in greater disturbance.  Temporary installations should only be removed when up gradient areas are stabilized per General Permit requirements, and/or pollutant sources no longer present a hazard. But, they should also be removed before vegetation becomes too mature so that the removal process does not disturb more soil and vegetation than is necessary. Costs Material costs for regular fiber rolls range from $20 - $30 per 25 ft roll. Material costs for PAM impregnated fiber rolls range between 7.00-$9.00 per linear foot, based upon vendor research. Inspection and Maintenance  BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events.  Repair or replace split, torn, unraveling, or slumping fiber rolls.  If the fiber roll is used as a sediment capture device, or as an erosion control device to maintain sheet flows, sediment that accumulates in the BMP should be periodically removed July 2012 California Stormwater BMP Handbook Portal Construction www.casqa.org 3 of 5 Fiber Rolls SE-5  Around temporary stockpiles. Limitations  Fiber rolls are not effective unless trenched in and staked.  Not intended for use in high flow situations.  Difficult to move once saturated.  If not properly staked and trenched in, fiber rolls could be transported by high flows.  Fiber rolls have a very limited sediment capture zone.  Fiber rolls should not be used on slopes subject to creep, slumping, or landslide.  Rolls typically function for 12-24 months depending upon local conditions. Implementation Fiber Roll Materials  Fiber rolls should be prefabricated.  Fiber rolls may come manufactured containing polyacrylamide (PAM), a flocculating agent within the roll. Fiber rolls impregnated with PAM provide additional sediment removal capabilities and should be used in areas with fine, clayey or silty soils to provide additional sediment removal capabilities. Monitoring may be required for these installations.  Fiber rolls are made from weed free rice straw, flax, or a similar agricultural material bound into a tight tubular roll by netting.  Typical fiber rolls vary in diameter from 9 in. to 20 in. Larger diameter rolls are available as well. Installation  Locate fiber rolls on level contours spaced as follows: - Slope inclination of 4:1 (H:V) or flatter: Fiber rolls should be placed at a maximum interval of 20 ft. - Slope inclination between 4:1 and 2:1 (H:V): Fiber Rolls should be placed at a maximum interval of 15 ft. (a closer spacing is more effective). - Slope inclination 2:1 (H:V) or greater: Fiber Rolls should be placed at a maximum interval of 10 ft. (a closer spacing is more effective).  Prepare the slope before beginning installation.  Dig small trenches across the slope on the contour. The trench depth should be ¼ to 1/3 of the thickness of the roll, and the width should equal the roll diameter, in order to provide area to backfill the trench. July 2012 California Stormwater BMP Handbook Portal Construction www.casqa.org 2 of 5 Fiber Rolls SE-5 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS WM Non-Stormwater Management Control Waste Management and Materials Pollution Control Legend: Primary Category Secondary Category   Description and Purpose A fiber roll consists of straw, coir, or other biodegradable materials bound into a tight tubular roll wrapped by netting, which can be photodegradable or natural. Additionally, gravel core fiber rolls are available, which contain an imbedded ballast material such as gravel or sand for additional weight when staking the rolls are not feasible (such as use as inlet protection). When fiber rolls are placed at the toe and on the face of slopes along the contours, they intercept runoff, reduce its flow velocity, release the runoff as sheet flow, and provide removal of sediment from the runoff (through sedimentation). By interrupting the length of a slope, fiber rolls can also reduce sheet and rill erosion until vegetation is established. Suitable Applications Fiber rolls may be suitable:  Along the toe, top, face, and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow.  At the end of a downward slope where it transitions to a steeper slope.  Along the perimeter of a project.  As check dams in unlined ditches with minimal grade.  Down-slope of exposed soil areas.  At operational storm drains as a form of inlet protection. July 2012 California Stormwater BMP Handbook Portal Construction www.casqa.org Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE-1 Silt Fence SE-6 Gravel Bag Berm SE-8 Sandbag Barrier SE-12 Manufactured Linear Sediment Controls SE-14 Biofilter Bags If User/Subscriber modifies this fact sheet in any way, the CASQA name/logo and footer below must be removed from each page and not appear on the modified version.  1 of 5   X X X X X X X Joanne Singer RCE 26900 206-734-7765 -76-625-7246 5-24-2024 dpatneaude@drpenterprisesllc V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 4 - 4 -1 2 4 O i e 3 1 - 6 2 3 -3 5 i n o e o d e s i g n s .o 5 3 4 C O A V E . A A E C A 2 5 APPROVED BY :O.V. BEST MANAGEMENT PRACTICES G-5 Concrete Waste Management WM-8 November 2009 California Stormwater BMP Handbook Construction www.casqa.org 7 of 7 Concrete Waste Management WM-8 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend:  Primary Category  Secondary Category   Description and Purpose Prevent the discharge of pollutants to stormwater from concrete waste by conducting washout onsite or offsite in a designated area, and by employee and subcontractor training. The General Permit incorporates Numeric Effluent Limits (NEL) and Numeric Action Levels (NAL) for pH (see Section 2 of this handbook to determine your project’s risk level and if you are subject to these requirements). Many types of construction materials, including mortar, concrete, stucco, cement and block and their associated wastes have basic chemical properties that can raise pH levels outside of the permitted range. Additional care should be taken when managing these materials to prevent them from coming into contact with stormwater flows and raising pH to levels outside the accepted range. Suitable Applications Concrete waste management procedures and practices are implemented on construction projects where:  Concrete is used as a construction material or where concrete dust and debris result from demolition activities.  Slurries containing portland cement concrete (PCC) are generated, such as from saw cutting, coring, grinding, grooving, and hydro-concrete demolition. Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None   November 2009 California Stormwater BMP Handbook Construction www.casqa.org 1 of 7 Fiber Rolls SE-5 July 2012 California Stormwater BMP Handbook Portal Construction www.casqa.org 5 of 5 EROSION CONTROL PRACTICES EROSION CONTROL MUST BE PROVIDED FOR ALL EROSIVE SURFACES. SLOPED SURFACES ESPECIALLY SHALL BE PROTECTED AGAINST EROSION BY INSTALLING EROSION RESISTANT SURFACES SUCH AS EROSION CONTROL MATS, ADEQUATE GROUND COVER VEGETATION, AND BONDED FIBER MATRIX. NO EXCAVATION AND GRADING ACTIVITIES ARE ALLOWED DURING WET WEATHER. DIVERSION DIKES SHALL BE CONSTRUCTED TO CHANNEL RUNOFF AROUND THE CONSTRUCTION SITE.CONTRACTOR SHALL PROTECT CHANNELS AGAINST EROSION USING PERMANENT AND TEMPORARY EROSION CONTROL MEASURES. REMOVE EXISTING VEGETATION ONLY WHEN ABSOLUTELY NECESSARY. LARGE PROJECTS SHALL BE CONDUCTED IN PHASES TO AVOID UNNECESSARY REMOVAL OF THE NATURAL GROUND COVER. DO NOT REMOVE TREES OR SHRUBS UNNECESSARILY; THEY HELP DECREASE EROSION. TEMPORARY VEGETATION MUST BE PLANTED ON SLOPES OR WHERE CONSTRUCTION IS NOT IMMEDIATELY PLANNED FOR EROSION CONTROL PURPOSES. EROSION SHALL BE PREVENTED BY PLANTING FAST-GROWING ANNUAL AND PERENNIAL GRASSES TO SHIELD AND BIND THE SOIL. PLANT PERMANENT VEGETATION AS SOON AS POSSIBLE, ONCE EXCAVATION AND GRADING ACTIVITIES ARE COMPLETE. WATER USAGE FOR DUST CONTROL SHALL BE MINIMIZED. ON-SITE CONSTRUCTION MATERIAL STORAGE STORED MATERIALS SHALL BE CONTAINED IN A SECURE PLACE TO PREVENT SEEPAGE AND SPILLAGE. CONTRACTOR SHALL STORE THESE PRODUCTS WHERE THEY WILL STAY DRY OUT OF THE RAIN. CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT FOR ALL FUEL STORED ON-SITE. ELIMINATE OR REDUCE POLLUTION OF STORMWATER FROM STOCKPILES KEPT ON-SITE. STOCKPILES MAY INCLUDE SOIL, PARING MATERIALS, ASPHALT CONCRETE, AGGREGATE BASE, ETC. STOCKPILES SHALL BE LOCATED AWAY FROM CONCENTRATED STORMWATER FLOWS AND STORM DRAIN INLETS. STOCKPILES SHALL BE COVERED OR PROTECTED WITH SOIL STABILIZATION MEASURES AND PROVIDED WITH A TEMPORARY SEDIMENT BARRIER AROUND THE PERIMETER AT ALL TIMES. CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY DISPOSING OF ALL WASTE AND UNUSED CONSTRUCTION MATERIALS. DUMPING OF UNUSED OR WASTE PRODUCTS ON THE GROUND, WHERE WATER CAN CARRY THEM INTO THE CONVEYANCE SYSTEM IS STRICTLY PROHIBITED. NO SEEPAGE FROM DUMPSTERS SHALL BE DISCHARGED INTO STORMWATER. BERMS/DIKES SHALL BE PLACED AROUND DUMPSTERS TO DIVERT THE NATURAL STORM RUNOFF. DUMPSTERS SHALL BE CHECKED FREQUENTLY FOR LEAKS. DUMPSTER LIDS SHALL REMAIN CLOSED AT ALL DUMPSTERS WITHOUT LIDS SHALL BE PLACED WITHIN STRUCTURES WITH IMPERVIOUS ROOFING OR COVERED WITH TARPS IN ORDER TO AVOID RAIN CONTACT WITH ANY TRASH MATERIAL. MANY CONSTRUCTION MATERIALS, INCLUDING SOLVENTS, WATER-BASED PAINTS, VEHICLE FLUIDS, BROKEN ASPHALT AND CONCRETE, WOOD, AND CLEARED VEGETATION CAN BE RECYCLED. NON-RECYCLABLE MATERIALS MUST BE TAKEN TO AN APPROPRIATE LANDFILL OR DISPOSED OF AS HAZARDOUS WASTE. POLLUTANTS SHALL BE KEPT OFF EXPOSED SURFACES. PLACE TRASH CANS AND RECYCLING RECEPTACLES AROUND THE SITE. PORTABLE TOILETS MUST BE IN GOOD WORKING ORDER AND CHECKED FREQUENTLY FOR LEAKS. CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT AND LOCATE PORTABLE TOILETS AWAY FROM STORMDRAIN INLETS ON PERVIOUS SURFACES. ALL CONSTRUCTION DEBRIS SHALL BE KEPT AWAY FROM THE STREET, GUTTER, AND STORMDRAIN. CONTRACTOR MUST ROUTINELY CHECK AND CLEAN UP MATERIAL THAT MAY HAVE TRAVELED AWAY FROM CONSTRUCTION SITE WASTE MANAGEMENT V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 4 - 4 -1 2 4 O i e 3 1 - 6 2 3 -3 5 i n o e o d e s i g n s .o 5 3 4 C O A V E . A A E C A 2 5 APPROVED BY :O.V. GENERAL NOTES G-6 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH0e4e9039.png Water Commercial Electric Hybrid Water Heaters Light Duty Hybrid Electric Commercial water heaters are available in 40, 50, 65 and 80-gallon capacities & are the most efficient water heaters available Efficiency • Up to 4.0 UEF reduces -operating cost • ENERGY STAR®rated • Title 24 Compliant (JA13 Ready) Performance • Delivers hot water faster than most standard electric water heaters • Ambient operating range: 37-145° F is widest in class, offering more days of HP operation annually; designed to meet Northern Climate Spec (Tier 4) Easy Installation • Easy access side connections • Quick access to electrical junction box • Easily replaces a standard electric water heater Integration • Electronic control for easy -temperature adjustment and mode management • Audible alarm for service alerts • Integrated EcoNet® technology and fr - WiFi--connected* ee mobile app gives users -control over water heater, allowing -for -customizable -temperature, vacation settings, energy savings and - system monitoring at home or away • Demand Response Ready with built-in EcoPort/ CTA-2045 port • LeakGuard™and LeakSense™ f valve upgrade kit Ready — Easily add leak detection and pr - evention with leak sensor and shutof - Operation Modes • Energy Saver • Heat Pump • High Demand • Electric • Vacation/Away: 2-28 days (or placed on hold indefinitely) Efficiency | These models have been tested accor -ding to DOE test procedures, and exceed the minimum energy factor requirements of current ASHRAE Standards (Part of the federally mandated Energy Policy Act (EPact). Also exceeds energy ef - ficiency codes of all states including California Energy Commission (CEC). Safety and Construction | Safety and -Construction: These products are design certified by -Underwriters Laboratories (UL) as electric storage tank -water heaters. All models ar -e North Carolina and Massachusetts Code compliant. -Certified for a 150 PSI Maximum -Working Pressure. Rheem Commercial Electric Hybrid 40, 50, 65 & 80-Gallon Capacities 208-240 Volt / 1 PH Electric Plus… • Premium grade anode rod with r -esistor extends the life of the tank • 3/4" NPT water inlet and outlet; 3/4" condensate drain connections • Incoloy stainless steel resistor elements - • Dry-fire protection • Easy access, top mounted washable air filter • 2" Non-CFC foam insulation • Enhanced flow brass drain valve • Temperature and pressure relief valve installed • Design certified to NSF/ANSI 372 (Lead Content) Warranty • 3-Year limited tank and parts warranty See Commercial -Warranty -Certificate for complete -information - *WiFi broadband internet connection required. INTEGRINTEGRATED AIR & WATERATED HOME COMFORT 04/22 WP FORM NO. RR102CE-10 Rev. 4 Hybrid Electric Commercial Water Heaters Specifications DESCRIPTION NOMINAL GALLON CAPACITY 40 50 65 80 RATED GALLON CAPACITY 36 45 59 72 MODEL NUMBER HPLD40-1RH HPLD50-1RH HPLD65-1RH HPLD80-1RH MODEL VARIANT 701449 701448 701450 701443 ELECTRIC BREAKER SIZE 30 30 30 30 UNIFORM ENERGY FACTOR (UEF) 3.75 3.75 3.85 4.00 ENERGY INFO EST. YEARLY ENERGY COST $104 $104 $155 $149 COMPRESSOR BTU/H 4,200 4,200 4,200 4,200 FIRST HR. RATING (GALLONS) 60 67 75 87 FEATURES RECOVERY IN G.P.H 90° F RISE 27 27 27 27 ELEMENT WATTAGE 4,500 4,500 4,500 4,500 TOTAL UNIT WATTAGE 5,000 5,000 5,000 5,000 MAX AMPS 21 21 21 21 SHIPPING WEIGHTS UNIT WT. (LBS) 157 178 225 244 Estimated energy cost based on a national average electricity cost of $0.12 /kWh. Uniform Energy Factor and rated gallon capacity based on Department of Energy (DOE) requirements. All units have integrated WiFi control board. APPROX. SHIP WT. (LBS.) 174 218 262 281 2” Clearance Needed for T&P Release DESCRIPTION NOMINAL GALLON CAPACITY 40 50 65 80 MODEL NUMBER HPLD40-1RH HPLD50-1RH HPLD65-1RH HPLD80-1RH A 62-5/16 61-3/4 64-3/16 74-3/16 B 20-1/4 22-1/4 24-1/4 24-1/4 C 47 47 49 59 D 3-5/8 3-5/8 3-7/8 3-7/8 DIMENSIONS (SHOWN IN INCHES) E 39-5/8 39-5/8 42-3/8 42-3/8 F 23-3/8 25-3/8 27-1/2 27-1/2 G 20-1/2 22-1/2 24-5/8 24-5/8 H 78-7/8 78-5/8 81-1/8 91 I 22-3/8 24-3/8 26-1/2 26-1/2 J 23-1/4 25-9/16 27-3/8 27-3/8 2 J I H A C E D B G F Hybrid Electric Commercial Water Heaters Hybrid Water Heater Installation Guidelines to Provide Optimal Efficiency Heater: Not Ducted Requirements: No additional ventilation needed. Heater: Not Ducted Room size: Larger than 700 ft3 Room size: Smaller than 700 ft3 (e.g. 7' x 10' x 10'). (e.g. 7' x 10' x 10'). Requirements: Full louvered door OR two louvers top and bottom. See below. Heater: Not ducted Room: Small Closet Requirements: * Air gap under door equal to 18 in2(0.75” clearance). * Louver must be located the same height on door as the air exhaust on heater. * Heater air exhaust must be positioned towards louver within one foot of door. MINIMUM CLEARANCES (WITHOUT DUCTING) REAR 0" SIDES 0" TOP 6" Air exhaust .75”24” 12” Max Door Heater: Ducted with inlet OR outlet duct Room size: Any size room Requirements: Air gap under door equal to 18 in2 (0.75” clearance) Heater: Ducted with inlet AND outlet duct Room size: Any size room Requirements: No additional ventilation needed. .75”24” 3 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH82a9532f.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH1a63ca87.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH0ef08636.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH0ce4b6a5.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH0f566fa8.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RHed791a61.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RHfde67e4b.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH2fd4b66a.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RHf7a1bcd2.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH0dae1bd3.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH2326b69d.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH57eff92e.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH530b6b2e.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\Heat Pump Rheem HPLD40-1RH14b96dbe.png Hybrid Electric Commercial Water Heaters Hybrid Accessories List PART NUMBER AP19134 AP20180 SP21105 SP17829 SP20882 SP20883 SP20884 SP20885 SP20886 SP20887 SP20888 SP20889 SP20890 UPGRADE KIT SP21111 DESCRIPTION Leak Sensor Shutoff Valve Inlet Duct Adapter Kit Outlet Duct Adapter Kit Earthquake Isolation Kit Vibration Isolation Kit 8" Diameter UL Certified Termination Kit 7" Diameter UL Certified Termination Kit 6" Diameter UL Certified Termination Kit 5" Diameter UL Certified Termination Kit 8" Rheem Approved Damper Kit 25' Flexible 8" Diameter Duct Kit Rigid Elbow Duct Kit Leak Sensor & Shutoff Valve Kit USE FOR Automatic detection of internal and external leaks Automatic shut off of water supply to unit Allows for ducting to be connected on the top inlet Allows for ducting to be connected to the unit Installations in seismic regions Installation on non-concrete floors Termination to the outside or to the attic with 8" diameter Termination to the outside or to the attic with 7" diameter Termination to the outside or to the attic with 6" diameter Termination to the outside or to the attic with 5" diameter Exhaust only to the outside ducting configuration (no inlet duct) For up to 25' of ducting Installation in tight places where space needs to be minimized Add leak detector and shutoff valve to protect from water damage Leak Sensor Shutoff Valve Inlet Duct Adapter Kit Outlet Duct Adapter Kit Earthquake Isolation Kit Vibration Isolation Kit 8" Diameter UL Certified Termination Kit 7" Diameter UL Certified Termination Kit 6" Diameter UL Certified Termination Kit 5" Diameter UL Certified Termination Kit 8" Rheem Approved Damper Kit 25' Flexible 8" Diameter Duct Kit UPGRADE KIT – Add leak detector and shuttoff valve to protect from water damage Rigid Elbow Duct Kit Leak Sensor & Shutoff Valve Kit 4 Water Commercial Electric Hybrid Water Heaters Recommended Specifications (for trade reference only) Water heater(s) shall be Hybrid Electric Commercial model ____________________, manufactured by Rheem, having a total unit output wattage of 5.7kW, with a heat pump heating capacity of 1.2kW, and an FHR of _____________ and tested to a minimum UEF of 3.75. Water heater(s) shall have a storage capacity of __________ gallons. Water heater(s) shall have the UL seal of certification and be factory equipped with an CSA/ ASME rated temperature and pressure relief valve. Water heater(s) shall be equipped with an integrated heat pump water heating system, electronically controlled with five modes of operation. Those modes being Energy Saver, Heat Pump, High Demand, Electric, and Vacation/Away. The heat pump shall have an ambient air operating temperature range of 37°F to 145°F and meet Northern Climate Spec Tier 4. The control shall be integrated with built in WiFi, allowing for remote control and monitoring. The control shall support demand response, being Title 24 Compliant (JA13 Ready) and having a built-in CTA-2045 adapter. Water heater(s) shall require zero clearance from the rear and sides, with a 6” clearance from the top. Tank(s) interior shall be coated with a high temperature porcelain enamel and furnished with a magnesium anode rod rigidly supported. Water heater(s) shall meet or exceed the energy factor requirements of ASHRAE. Tanks shall have a working pressure rating of 150 psi, and shall be completely assembled. Water heater(s) shall be equipped with copper, resistored, “screw-in” type elements. Tank shall be insulated with 2" of rigid polyurethane foam insulation. Water heater(s) shall be covered by a three year limited warranty against tank leaks. In keeping with its policy of continuous progress and product improvement, Rheem reserves the right to make changes without notice. Rheem Water Heating • 1115 Northmeadow Parkway, Suite 100 Roswell, Georgia 30076 • www.rheem.com Rheem Canada Ltd./Ltée • 125 Edgeware Road, Unit 1 Brampton, Ontario L6Y 0P5 • www.rheem.com INTEGRINTEGRATED AIR & WATERATED HOME COMFORT 04/22 WP FORM NO. RR102CE-10 Rev. 4 5 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\holdrite-quick-shed-spec-sheetf2d1806e.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\04-Xref's\PDF Images\holdrite-quick-shed-spec-sheetadc71b18.png PRODUCT SPECIFICATION DRAWING QUICK SHED #E24/E24-B, #E26/E26-B, #E30/E30-B & #E36-B Water Heater Enclosures for 24", 26", 30" & 36" (-B indicates Models that include Back Panel) Rear Panel (-B Models ONLY) 3.75" Vent Cap available, to cover opening. (Not included) 24" 74" HARDWARE #7 x 7/16"L Phillips Pan Head Sheet Metal Screws (Included / Qty as Required) #E24-B Model Shown 24" The HOLDRITE® QUICK SHED™ Water Heater Enclosures are constructed of galvanized steel and provide protection for water heaters installed in outdoor locations. Anchor points at the rear of the enclosure allows for optional attachment to the adjacent building structure. Rear panel (-B version ONLY) provides a four-sided enclosure. Product Information: Material:• Top, Door, Left & Right Side and Rear Panel (Opt): .018" - .021" Thick, Galvanized CRS Back Brace & Beam: .023" - .026" Thick, Galvanized CRS Handle: 16GA, Galvanized CRS •Material (#E36-B ONLY): Top, Door, Left & Right Side and Rear Panel: .025" Thick, Galvanized CRS Back Brace & Beam: .030" Thick, Galvanized CRS Handle: 16GA, Galvanized CRS •Weight (without Packaging & Water Heater): • • • • • • • • • • • • Model #QS-E24 = 39 LBS / E24-B = 50 LBS Model #QS-E26 = 42 LBS / E26-B = 54 LBS Model #QS-E30 = 49 LBS / E30-B = 63 LBS Model #QS-E36-B = 107 LBS Outside dimensions: •Model #QS-E24 = 24" x 24" x 74" Model #QS-E26 = 26" x 26" x 74" Model #QS-E30 = 30" x 30" x 74" Model #QS-E36 = 36" x 36" x 84" Water Heater Dimensions: •QS-E24: Up to 40 gallons or 22" diameter by 68" high QS-E26: Up to 40 gallons or 24" diameter by 68" high QS-E30: Up to 80 gallons or 27" diameter by 68" high QS-E36: Up to 120 gallons or 33" diameter by 78" high THIS INFORMATION IS PROPRIETARY TO HOLDRITE AND IS SUBJECT TO CHANGE WITHOUT NOTICE. IT MAY NOT BE REPRODUCED IN PART OR WHOLE WITHOUT WRITTEN AUTHORIZATION. 800-321-0316 OR 760-744-6944 / FAX: 760-744-0507 / WWW.HOLDRITE.COM spec_QuickShed_E24/-B_E26/-B_E30/-B_E36/B_RevG V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 4 - 4 -1 2 4 O i e 3 1 - 6 2 3 -3 5 i n o e o d e s i g n s .o 5 3 4 C O A V E . A A E C A 2 5 APPROVED BY :O.V. T24-1 ENERGY CALCULATIONS H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF01745bb2c2.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis GENERAL INFORMATION 01 02 03 04 06 08 10 12 14 16 18 20 22 COMPLIANCE RESULTS 01 02 03 Project Name 1142 S. Clara Unit 2 Run Title Title 24 Analysis Project Location 1142 S. Clara St. City Santa Ana Zip code 92704 Climate Zone 8 Building Type Single family Project Scope Newly Constructed Addition Cond. Floor Area (ft2) 0 Existing Cond. Floor Area (ft2) n/a Total Cond. Floor Area (ft2) 767 ADU Bedroom Count n/a Fuel Type All electric Building Complies with Computer Performance 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. This building incorporates one or more Special Features shown below 05 07 09 11 13 15 17 19 21 23 Standards Version 2022 Software Version EnergyPro 9.3 Front Orientation (deg/ Cardinal) 180 Number of Dwelling Units 1 Number of Bedrooms 2 Number of Stories 1 Fenestration Average U-factor 0.3 Glazing Percentage (%) 10.76% ADU Conditioned Floor Area n/a No Dwelling Unit: No Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 1 of 11) Registration Number: 424-P010202573A-000-000-0000000-0000 Registration Date/Time: 09/05/2024 19:32 CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF01063f14d1.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis ENERGY DESIGN RATINGS Energy Design Ratings Source Energy (EDR1) Standard Design Proposed Design 33.3 29.9 Efficiency1 EDR (EDR2efficiency) 41.8 39 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded • • Standard Design PV Capacity: 2.09 kWdc PV System resized to 3.02 kWdc (a factor of 3.021) to achieve 'Maximum PV for Compliance Credit' PV scaling Total2 EDR (EDR2total) 33.1 19.4 3.4 2.8 13.7 Source Energy (EDR1) Compliance Margins Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 2 of 11) Registration Number: 424-P010202573A-000-000-0000000-0000 Registration Date/Time: 09/05/2024 19:32 CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF01b5409c8d.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis ENERGY USE SUMMARY Energy Use Space Heating Space Cooling IAQ Ventilation Water Heating Self Utilization/Flexibility Credit Efficiency Compliance Total Photovoltaics Battery Flexibility Indoor Lighting Appl. & Cooking Plug Loads Outdoor Lighting TOTAL COMPLIANCE 0.95 4.9 5.92 0.21 13.65 8.94 58.34 60.31 1.82 101.61 4.65 -2.98 63.74 -91.54 0 4.65 -4.32 0 0 0.95 4.82 5.92 0.21 12.23 8.94 57.36 60.31 1.82 59.58 0 59.56 -128.41 0 0 0 0 4.18 Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) 0.43 1.32 0.57 2.33 Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) 2.01 31.22 6.01 24.5 Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 3 of 11) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) 1.66 0.92 0.14 1.93 Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) 12.09 26.03 1.52 19.92 Compliance Margin (EDR1) -1.23 0.4 0.43 0.4 Compliance Margin (EDR2) -10.08 5.19 4.49 4.58 Registration Number: 424-P010202573A-000-000-0000000-0000 Registration Date/Time: 09/05/2024 19:32 CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF01f0f6d715.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr ) Gross EUI1 Net EUI2 23.2 8.01 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 PV SYSTEMS 01 DC System Size (kWdc) 3.02 Proposed Design (kBtu/ft2 - yr ) 21.97 0 Compliance Margin (kBtu/ft2 - yr ) 1.23 8.01 Margin Percentage 5.3 100 Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 4 of 11) 02 03 Exception NA Module Type Standard (14-17%) 04 Array Type Fixed 05 Power Electronics none 06 CFI true 07 Azimuth (deg) 150-270 08 Tilt Input n/a REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • • • IAQ Ventilation System: as low as 0.0625 W/CFM Window overhangs and/or fins Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed 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 • • • • • • Quality insulation installation (QII) Indoor air quality ventilation Kitchen range hood Verified Refrigerant Charge Verified heat pump rated heating capacity Pipe Insulation, All Lines Registration Number: 424-P010202573A-000-000-0000000-0000 CA Building Energy Efficiency Standards - 2022 Residential Compliance Registration Date/Time: 09/05/2024 19:32 Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 09 Array Angle (deg) n/a 10 Tilt: (x in 12) <=7:12 11 Inverter Eff. (%) 96 12 Annual Solar Access (%) 98 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF0160fea201.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis BUILDING - FEATURES INFORMATION 01 Project Name 1142 S. Clara Unit 2 ZONE INFORMATION 01 Zone Name 1st Floor 2nd. Floor OPAQUE SURFACES 01 Name Front Wall Left Wall Rear Wall Right Wall Front Wall 2 Left Wall 2 Rear Wall 2 Right Wall 2 Roof Raised Floor Ceiling 02 Conditioned Floor Area (ft2) 767 03 Number of Dwelling Units 1 Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 5 of 11) 04 Number of Bedrooms 2 05 Number of Zones 2 06 Number of Ventilation Cooling Systems 0 07 Number of Water Heating Systems 1 02 03 Zone Type Conditioned Conditioned HVAC System Name HVAC System1 HVAC System1 04 Zone Floor Area (ft2) 397 370 05 8 8 06 Avg. Ceiling Height Water Heating System 1 DHW Sys 1 DHW Sys 1 07 Status New New 02 03 Zone 1st Floor 1st Floor 1st Floor 1st Floor 2nd. Floor 2nd. Floor 2nd. Floor 2nd. Floor 2nd. Floor 2nd. Floor 1st Floor Construction R-21 Wall R-21 Wall R-21 Wall R-21 Wall R-21 Wall R-21 Wall R-21 Wall R-21 Wall R-38 Roof Attic R-19 Floor Crawlspace R-0 Roof Attic 04 Azimuth 180 270 0 90 180 270 0 90 n/a n/a n/a 05 Orientation Front Left Back Right Front Left Back Right n/a n/a n/a 06 Gross Area (ft2) 136 136 136 136 136 184 136 184 370 370 397 07 Window and Door Area (ft2) 40.496 0 12 0 21.996 0 28.008 0 n/a n/a n/a 08 Tilt (deg) 90 90 90 90 90 90 90 90 n/a n/a n/a Registration Number: 424-P010202573A-000-000-0000000-0000 Registration Date/Time: 09/05/2024 19:32 CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF01c7c44b27.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis ATTIC 01 Name Attic 2nd. Floor FENESTRATION / GLAZING 01 02 Name Window Window 2 Window 3 Window 4 OPAQUE DOORS 01 Name Door OVERHANGS AND FINS 01 Window Depth Window Window 2 2 2 Dist Up Left Extent 0.1 0.1 2 2 Registration Number: 424-P010202573A-000-000-0000000-0000 CA Building Energy Efficiency Standards - 2022 Residential Compliance 02 Side of Building Front Wall 03 Area (ft2) 20 04 U-factor 0.2 Type Window Window Window Window 02 Construction Attic Roof2nd. Floor 03 Type Ventilated 04 4 05 Roof Rise (x in 12) Roof Reflectance 0.1 06 Roof Emittance 0.85 07 Radiant Barrier Yes 08 Cool Roof No Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 6 of 11) 03 04 Surface Front Wall Rear Wall Front Wall 2 Rear Wall 2 Orientation Front Back Front Back 05 Azimuth 180 0 180 0 06 Width (ft) 7 4 6 6 07 Height (ft) 3 3 3 4 08 Mult. 0 1 1 1 09 Area (ft2) 20.5 12 22 28.01 10 U-factor 0.3 0.3 0.3 0.3 11 U-factor Source NFRC NFRC NFRC NFRC 12 SHGC 0.23 0.23 0.23 0.23 13 SHGC Source NFRC NFRC NFRC NFRC 14 Exterior Shading Bug Screen Bug Screen Bug Screen Bug Screen 02 03 04 Overhang Right Extent 2 2 Flap Ht. 0 0 Depth 0 0 05 06 07 08 Left Fin Top Up 0 0 Dist L 0 0 Registration Date/Time: 09/05/2024 19:32 Report Version: 2022.0.000 Schema Version: rev 20220901 Bot Up 0 0 Depth 0 0 09 10 11 12 Right Fin Top Up 0 0 HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 Dist R 0 0 Bot Up 0 0 13 14 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF01c1e43d8e.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis OVERHANGS AND FINS 01 Window Depth Window 3 Window 4 SLAB FLOORS 01 Name Slab 2 2 Dist Up Left Extent 0.1 0.1 2 2 02 03 04 Overhang Right Extent 2 2 Flap Ht. 0 0 Depth 0 0 05 06 Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 7 of 11) 07 08 Left Fin Top Up 0 0 Dist L 0 0 Bot Up 0 0 Depth 0 0 09 10 11 12 Right Fin Top Up 0 0 Dist R 0 0 Bot Up 0 0 13 14 02 03 Zone 1st Floor OPAQUE SURFACE CONSTRUCTIONS 01 Construction Name R-21 Wall Area (ft2) 397 04 Perimeter (ft) 68 05 Edge Insul. R-value and Depth none 06 Edge Insul. R-value and Depth 0 07 Carpeted Fraction 80% 08 Heated No 02 03 Surface Type Exterior Walls Construction Type Wood Framed Wall 04 Framing 2x6 @ 16 in. O. C. 05 Total Cavity R-value R-21 06 Interior / Exterior Continuous R-value None / None 07 U-factor 0.069 08 Assembly Layers Inside Finish: Gypsum Board Cavity / Frame: R-21 / 2x6 Exterior Finish: 3 Coat Stucco Attic Roof2nd. Floor Attic Roofs Wood Framed Ceiling R-19 Floor Crawlspace Floors Over Crawlspace 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 Wood Framed Floor 2x10 @ 16 in. O. C.R-19 None / None 0.046 Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity / Frame: R-19 / 2x10 Registration Number: 424-P010202573A-000-000-0000000-0000 CA Building Energy Efficiency Standards - 2022 Residential Compliance Registration Date/Time: 09/05/2024 19:32 Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF0194aa4c23.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis OPAQUE SURFACE CONSTRUCTIONS 01 Construction Name R-38 Roof Attic 02 Surface Type Ceilings (below attic) 03 Construction Type Wood Framed Ceiling R-0 Roof Attic Interior Ceiling Wood Framed Ceiling 04 Framing 2x4 @ 24 in. O. C. Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 8 of 11) 05 Total Cavity R-value R-38 06 Interior / Exterior Continuous R-value None / None 07 U-factor 0.025 08 Assembly Layers Over Ceiling Joists: R-28.9 insul. Cavity / Frame: R-9.1 / 2x4 Inside Finish: Gypsum Board Floor Surface: Carpeted Floor Deck: Wood 2x4 @ 24 in. O. C.R-0 None / None 0.204 Siding/sheathing/decking Cavity / Frame: no insul. / 2x4 Ceiling Below Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 Quality Insulation Installation (QII) Required WATER HEATING SYSTEMS 01 Name DHW Sys 1 02 03 High R-value Spray Foam Insulation Not Required Building Envelope Air Leakage N/A 04 CFM50 n/a 05 CFM50 n/a 02 03 System Type Domestic Hot Water (DHW) WATER HEATERS - NEEA HEAT PUMP 01 Name DHW Heater 1 04 05 Distribution Type Water Heater Name Number of Units HERS Verified Pipe Insulation credit DHW Heater 1 1 06 Solar Heating System n/a 07 Compact Distribution None 08 HERS Verification DHW Sys 1-hers-dhw 09 Water Heater Name (#) DHW Heater 1 (1) 02 03 # of Units 1 Tank Vol. (gal) 40 Registration Number: 424-P010202573A-000-000-0000000-0000 CA Building Energy Efficiency Standards - 2022 Residential Compliance 04 NEEA Heat Pump Brand Rheem 05 NEEA Heat Pump Model Rheem HPLD40-1RH 06 Tank Location Outside Registration Date/Time: 09/05/2024 19:32 Report Version: 2022.0.000 Schema Version: rev 20220901 07 08 Duct Inlet Air Source Duct Outlet Air Source 1st Floor HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 1st Floor H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF011ad812f0.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis WATER HEATING - HERS VERIFICATION 01 Name DHW Sys 1 - 1/1 SPACE CONDITIONING SYSTEMS 01 Name HVAC System1 HVAC - HEAT PUMPS 01 Name Heat Pump System 1 02 Pipe Insulation Required 03 Parallel Piping Not Required Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 9 of 11) 04 Compact Distribution Not Required 05 Compact Distribution Type None 06 Recirculation Control Not Required 07 Shower Drain Water Heat Recovery Not Required 02 03 System Type Heat pump heating cooling Heating Unit Name Heat Pump System 1 04 Heating Equipment Count 1 05 Cooling Unit Name Heat Pump System 1 06 Cooling Equipment Count 1 07 Fan Name n/a 08 Distribution Name n/a 09 Required Thermostat Type Setback 02 03 System Type Ductless MiniSplit HP HVAC HEAT PUMPS - HERS VERIFICATION 01 02 Name Heat Pump System 1-hers-htpump Verified Airflow Not Required Number of Units 1 04 Heating Efficiency Type HSPF2 05 Heating HSPF/HS PF2/COP 10 Cooling Cap 47 30000 Cap 17 16000 Efficiency Type EER2SEER2 06 07 08 09 Cooling SEER/SE ER2 18 EER/EER 2/CEER 10.55 Zonally Controlled Not Zonal Compressor Type Single Speed HERS Verification Heat Pump System 1-hers-htpump 10 11 12 13 03 04 Airflow Target 0 Verified EER/EER2 Not Required 05 Verified SEER/SEER2 Not Required 06 Verified Refrigerant Charge Yes 07 Verified HSPF/HSPF2 No 08 Verified Heating Cap 47 Yes 09 Verified Heating Cap 17 Yes Registration Number: 424-P010202573A-000-000-0000000-0000 Registration Date/Time: 09/05/2024 19:32 CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-022 10-17-2024 N.P. 714-474-3531 1142 & 1144 S CLARA ST. 1142 UNIT 2, S CLARA ST. SANTA ANA CA 92704 d e s i g n e r O s c a r V e g a C e 1 4 - 4 -1 2 4 O i e 3 1 - 6 2 3 -3 5 i n o e o d e s i g n s .o 5 3 4 C O A V E . A A E C A 2 5 APPROVED BY :O.V. T24-2 2022 Single-Family Residential Mandatory Requirements Summary 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: § 110.6(a)5: § 110.6(b): § 110.7: § 110.8(a): § 110.8(g): § 110.8(i): § 110.8(j): § 150.0(a): § 150.0(b): § 150.0(c): § 150.0(d): § 150.0(f): § 150.0(g)1: § 150.0(g)2: § 150.0(q): 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. * Labeling. Fenestration products and exterior doors must have a label meeting the requirements of § 10-111(a). 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. * 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. Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods and Services (BHGS). Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). 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. Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. 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. * Loose-fill Insulation. Loose fill insulation must meet the manufacturer’s required density for the labeled R-value. 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. * Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor. * 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). 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). 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. 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) § 150.0(e)1: § 150.0(e)2: § 150.0(e)3: Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces. Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. 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. * 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: § 110.2(a): § 110.2(b): § 110.2(c): § 110.3(c)3: § 110.3(c)6: 5/6/22 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. * HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-N. * 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. * Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat. * Insulation. Unfired service water heater storage tanks and solar water-heating backup tanks must have adequate insulation, or tank surface heat loss rating. 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. 2022 Single-Family Residential Mandatory Requirements Summary § 110.5: § 150.0(h)1: § 150.0(h)3A: § 150.0(h)3B: § 150.0(j)1: § 150.0(j)2: 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. * 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. Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any dryer. 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. 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. * 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: § 150.0(n)3: Ducts and Fans: § 110.8(d)3: 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 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. 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: § 150.0(m)3: § 150.0(m)7: § 150.0(m)8: § 150.0(m)9: § 150.0(m)10: § 150.0(m)11: § 150.0(m)12: 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. 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. Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. 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. 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. 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. 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. 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. * 5/6/22 2022 Single-Family Residential Mandatory Requirements Summary § 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: § 150.0(o)1B: 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. * 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: § 150.0(o)1G: 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. 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): § 110.4(b)1: § 110.4(b)2: § 110.4(b)3: § 110.5: § 150.0(p): Lighting: § 110.9: § 150.0(k)1A: § 150.0(k)1B: § 150.0(k)1C: § 150.0(k)1D: § 150.0(k)1E: § 150.0(k)1F: 5/6/22 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. * 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. Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. 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. Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. 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 Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements of § 110.9. * 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. Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. * 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. 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. 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. 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). * § 150.0(k)1G: § 150.0(k)1H: § 150.0(k)1I: § 150.0(k)2A: § 150.0(k)2B: § 150.0(k)2A: § 150.0(k)2B: § 150.0(k)2C: § 150.0(k)2D: § 150.0(k)2E: § 150.0(k)2F: § 150.0(k)2K: § 150.0(k)3A: § 150.0(k)4: § 150.0(k)5: Solar Readiness: § 110.10(a)1: 2022 Single-Family Residential Mandatory Requirements Summary Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. * 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. 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. Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems. * Accessible Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually turned on and off. * 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). Mandatory Requirements. Lighting controls must comply with the applicable requirements of § 110.9. 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. 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. 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. 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. 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. Internally illuminated address signs. Internally illuminated address signs must either comply with § 140.8 or consume no more than 5 watts of power. 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. 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: § 110.10(b)2: § 110.10(b)3A: § 110.10(b)3B: § 110.10(b)4: § 110.10(c): § 110.10(d): § 110.10(e)1: § 110.10(e)2: 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. * Azimuth. All sections of the solar zone located on steep-sloped roofs must have an azimuth between 90-300° of true north. Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment. * 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. * 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. 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. 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. Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. 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: 5/6/22 2022 Single-Family Residential Mandatory Requirements Summary § 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) § 150.0(u) § 150.0(v) 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.” 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.” 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. 5/6/22 ENERGY CALCULATIONS H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF013ac41d4d.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis INDOOR AIR QUALITY (IAQ) FANS 01 02 Dwelling Unit SFam IAQVentRpt 1-1 Airflow (CFM) 80 03 Fan Efficacy (W/CFM) 0.0625 04 IAQ Fan Type Exhaust Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 10 of 11) 05 Includes Heat/Energy Recovery? No 06 IAQ Recovery Effectiveness - SRE/ASRE n/a / n/a 07 Includes Fault Indicator Display? No 08 HERS Verification Yes 09 Status Registration Number: 424-P010202573A-000-000-0000000-0000 Registration Date/Time: 09/05/2024 19:32 CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF01c6fc5369.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF01d7742d58.png H:\Shared drives\2023 Projects\23-022 1142 S Clara St. Santa Ana CA 92704_ A.D.U\13-Title 24\PDF Images\23-022_1142 S. Clara St. - CF1RPRF019e0d0f8d.png CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: 1142 S. Clara Unit 2 Calculation Description: Title 24 Analysis DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Oscar Salmeron Nucleus Company: Address: 8135 Catalina Avenue City/State/Zip: Whittier, CA 90602 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 2. 3. Calculation Date/Time: 2024-09-05T19:20:37-08:00 Input File Name: 1142SClaraUnit2.ribd22x CF1R-PRF-01-E (Page 11 of 11) Documentation Author Signature: Signature Date: 09/05/2024 CEA/ HERS Certification Identification (If applicable): RCN13471 Phone: (562) 698-0818 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. 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. 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: OSCAR VEGA Company: Veco Design Studio Address: 534 W Lincoln Avenue Anaheim, CA 92805 City/State/Zip: Responsible Designer Signature: Date Signed: 09/05/2024 License: Phone: 714-499-1247 Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 424-P010202573A-000-000-0000000-0000 Registration Date/Time: 09/05/2024 19:32 CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 HERS Provider: CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated 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. Report Generated: 2024-09-05 19:23:07 Pianning & Buiiding Agency Buiiding and Safety Division 20 Civic Center Piaza P.O. Box 1988 (M・19) Santa Ana, CA 92702 (71 4)"647"5800 WWW.Santa"ana.Org DETACHED ADU - GRADING PERMIT EXEMPTION CHECKLIST 易国運〇回脚コ岳-∪7宣〇二(霊鳥も珊調脚オばつ○○なおま彊〇〇〇〇〇　　　　臆　　　　　　　　　　　　　　　　　　￣￣￣￣￣￣￣￣￣￣￣　　　　こさず〇〇°二°"お「○○教“○○00-臆臆　　　　　　　　臆臆臆臆臆臆臆 PCC-16 THiS FORM SHALL BE COMP」ETED BY A CALIFORNiA REGISTERED CiVi」 ENGINEER, Instructions: In o「der to qua冊y for the grading permit exemption for defached Accessory Dwe冊ng Unit (ADU) p「Qjects per handout PCC-15, the registered civil engineer of 「e∞rd sha= ∞mPiete a= sections, Check a= boxes and sign the cer輔cation section below・ A copy ofthis CheckIist shali be attached to each ofTWO sets of pians」f answerina NO to anv ofthe queStions, a grading permit shalI be reauired. Project Address: Yes No 1. 口 □ Ihaveprovidedtwosetsofsitedrainagepiansthatisstamped,Signedand datedbyaCaIifo「niaprofessionaiciviIengineer,tObesubmittedwiththe buiidingsubmittaIpackage. 2. 口 □ ihavecalcuIatedthetotaiamountofso=beingcuto「剛edonthisp「QjectisIess than50cubicya「ds, 3. 口 □ 丁hesited「ainageplansinciudethefo=owing,butnotlimitedto,Iocationofa= existingandproposedst「uctu「es,PrOPertyiines,rjght-Of-Waylines,and easements,incIudingdimensjonsandsetbacks;d「ainagesIopesandflow PattemS,drainagesystemssuchasswaies,frenchd「ains,Wate「CO=ectionand disposalsystems,etC. 4. ロ □ ihavedesig=edd「ai=ageSuChthatsurfecewate「flowsawayf「ombui-dingsand adjoiningp「opertyIines,inacco「dancewitha=app=cabiecodes, 5. 口口 lhavedesignedg「adingsuchthatitw冊otadve「seiyaffecttheadjoining P「OPe巾es. 6. 口口 lhavedesignedtheg「adetofaIinotfewe「than6incheswithinthefirstlOfeet f「omthefoundationwa=s.Whe「eIotlines,Wa=s,SIopeso「othe「physical bar「ie「sp「ohibit6inchesoffa=withinlOfeet,lhavedesignedd「ainso「swaleto ensured「aj=ageaWayfromthestructure・ihavedesignedanyimpervious SurfaceswithinlOfeetofthebuildingfoundationtobesIopednotIessthan2 Pe「CentaWayf「omthebuilding, 7. 口口 IwiIIp「ovideafinaicer珊cationIette「statingthattheg「adeswereconstructed PertheapprovedsitedrainagepIan,andw冊submitthisce輔cationiettertothe buiidinginspecto「p「iortofina=nspection. i certify under penalty of pく河ury under the iaws ofthe State of Califomia that the above is true: P「int Name: Licensed Number: Phone Numbe「: REV: 09/03/2020 Ema= Add「ess: X X X X X X X Joanne Singer RCE 26900 206-734-7765 -76-625-7246 5-24-2024 dpatneaude@drpenterprisesllc 3 Corporate Park, Suite 270, Irvine, California 92606 Office (949) 221-0900 Email: global@globalgeo.net June 3, 2024 Project 10112-04 Veco Design Studio 534 W Lincoln Avenue Anaheim, California 92805 Attention: Mr. Carlos Vega Subject: Limited Geotechnical Investigation Proposed Accessory Dwelling Unit (ADU) 1142 South Clara Street Santa Ana, California References: a) California Geological Survey, Earthquake Zones of Required Investigation (Internet); b) California Geological Survey, 1997 (Updated 2001, 2005 and 2006), Seismic Hazard Zone Report for the Anaheim and Newport Beach 7.5- Minute Quadrangles, Orange County, California, Seismic Hazard Zone Report 03; c) California Office of Statewide Health Planning and Development, Seismic Design Maps Web Tool, ASCE 7-16 Standard (Internet). Dear Mr. Vega: 1. INTRODUCTION a) In accordance with your request, we are providing you with geotechnical recommendations relating to the construction of the proposed improvement at the above referenced property located in the city of Santa Ana, California. b) We reviewed the plans prepared by your firm. We understand that the proposed improvement will consist of demolishing the existing patio and constructing a 767 ft2 single-story accessory dwelling unit (ADU) in the rear portion of the property between the existing structures on site. A Site Plan, showing the existing structures and proposed addition, is enclosed as Figure 1. c) We reviewed the in-house geologic hazard maps for the subject site. The subject site is located in a State of California designated Seismic Hazard Zone for potential liquefaction. GLOBAL GEO-ENGINEERING, INC. SITE PLAN Date: June 2024 Project No.: 10012-04 Figure No:GLOBAL GEO-ENGINEERING, INC. GEOLOGIC AND SOILS ENGINEERING IRVINE, CALIFORNIA 1 1142 South Clara Street Santa Ana, California Veco Design Studio June 3, 2024 Project 10112-04 Page 2 d) The California Geological Survey Special Publication 117A states liquefaction analysis is required for: Structures for human occupancy, with the exception of either of the following: (A) Single-family wood-frame or steel-frame dwellings to be built on parcels of land for which geologic reports have been approved pursuant to paragraph (1). (B) A single-family wood-frame or steel-frame dwelling not exceeding two stories when that dwelling is not part of a development of four or more dwellings. e) Since the existing structure or proposed ADU will not exceed two stories, a detailed liquefaction analysis is not required for this project. However, we provided recommendations for the structure to be designed to reduce the effects of liquefaction. f) No subsurface exploration, except for our observation of a shallow test pit in the proposed improvement area, was conducted during the course of preparing this report. However, we presume that the stability of the underlying soils has been assessed and approved in conjunction with the development of the tract and the residence. Detailed analysis of the fill settlement was beyond the scope of our work. g) Evaluation of the structural and geotechnical aspects of the existing residence and other structures was beyond the scope of our services. The soils present below the planned construction were not investigated, and therefore the quality of the soils is not known. It is possible that the subgrade soils may impact the future performance of the planned addition. h) This report is subject to the Terms and Conditions enclosed to this report and incorporated herein by reference. 2. SCOPE The scope of services we provided was as follows: a) Preliminary planning and preparation; b) Review of available geologic maps covering the site area; c) Site visit to observe the existing conditions; d) Excavating a shallow test pit within the proposed ADU area; e) Collecting a representative soil sample for soil classification and laboratory testing; Veco Design Studio June 3, 2024 Project 10112-04 Page 3 f) Limited laboratory testing to determine the sulfate content and expansion potential; g) Geotechnical analyses of the field and the laboratory test data; h) Preparation of a geotechnical report presenting our findings, conclusions and recommendations. 3. SITE DESCRIPTION 3.1 Location a) The subject property is located on the west side of South Clara Street in the city of Santa Ana, California. b) An approximate location of the site is shown on the enclosed Location Map, Figure 2. 3.2 Surface Site Conditions a) The subject site is developed with two single-story, single-family residential structures on relatively level ground. A carport is present in the rear part of the lot, within the footprint of the proposed ADU, and is planned to be removed for proposed improvements. b) The natural ground surface generally descends to the east at a gradient of less than one percent. c) The new addition is planned to be constructed within the rear yard of the property. The ground surface, in the area of the proposed ADU, is currently surrounded by hardscape and barren yard space. A 5-foot high concrete block wall extends around the perimeter of the rear yard. d) The property hardscape and the existing residence were observed to be in fairly good condition, considering the age of the development. 3.3 Geology 3.3.1 Regional Geologic Setting The property is located within the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges consist of a series of mountain ranges separated by longitudinal valleys. The ranges trend northwest-southeast and are sub parallel to faults branching from the San Andreas Fault. The Peninsular Ranges extend from the southern side of the Santa Monica Mountains into Baja, California (CDMG, 1997). LOCATION MAP Date: June 2024 Project No.: 10012-04 Figure No:GLOBAL GEO-ENGINEERING, INC. GEOLOGIC AND SOILS ENGINEERING IRVINE, CALIFORNIA 2 2000 0 2000 4000 SCALE FEET BASE MAP: USGS 7.5-Minute Topographic Map, Newport Beach, Quadrangle, 1981 N O R T H SITE 1142 South Clara Street Santa Ana, California Veco Design Studio June 3, 2024 Project 10112-04 Page 4 3.3.2 Local Geologic Setting The project site area is underlain by young Quarternary-aged alluvium. 3.3.3 Subsurface Conditions a) A shallow pit was excavated near the western edge of the residence within proximity of the proposed ADU. The exposed material was found to generally consist of moist sandy SILT to a depth of 24 inches below ground surface. The soils existing below 12 inches below ground surface were observed/probed to be moist and medium dense. b) No seepage or groundwater was noted to appear within the existing excavation. c) Historical groundwater monitoring well data within the site area was researched on the California Department of Water Resources online water data library. The closest groundwater monitoring well with the most recent data is shown to be located approximately 100 feet east of the project site. Several measurements have been obtained and recorded from the well during the period from 1972 to 1982. Groundwater level data collected from this well indicates that the groundwater levels have ranged from as deep as 50.0 feet below ground surface (October 1971) to as shallow as 33.0 feet below ground surface (September 1982). d) The historically shallowest depth to ground water at the project site, per California Geological Survey Seismic Hazard Zone Report 03, is indicated to be approximately 5 feet below natural ground surface. 3.4 Potential Seismic Hazards 3.4.1 General a) The property is located in the general proximity of several active and potentially active faults, which are typical for sites in the Southern California region. Earthquakes occurring on active faults within a 70-mile radius are capable of generating ground shaking of engineering significance to the proposed construction. Veco Design Studio June 3, 2024 Project 10112-04 Page 5 b) In Southern California, most of the seismic damage to manmade structures results from ground shaking and, to a lesser degree, from liquefaction and ground rupture caused by earthquakes along active fault zones. c) In general, the greater the magnitude of the earthquake, the greater the potential damage. 3.4.2 Ground Rupture The subject property is not located within an Earthquake Fault Zone (previously known as an Alquist-Priolo Special Studies Zone). The closest known active fault is the Newport-Inglewood Fault, located at a distance of approximately 6.5 miles southwest of the project site. Due to the distance of the closest active fault to the site, ground rupture is not considered a significant hazard at the site. 3.4.3 Deterministic Seismic Hazard Analysis We utilized the California Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps internet program to calculate the peak ground acceleration (PGA) at the project site location. Using the ASCE 7-16 standard and Site Class D (Default), the PGAM at the subject property resulted to be 0.666g. 3.4.4 Liquefaction The project site is located in State of California delineated Seismic Hazard Zone for liquefaction potential. The shallowest historic ground water was determined to be at 5 feet below grade. The potential for liquefaction is present. Mitigating measures to reduce the effects of potential liquefaction are included in the following sections. 3.4.5 Landslides No landslides are mapped to be present within the site area. 4. LABORATORY TESTING 4.1 Expansion Potential Surface soils were collected in the field and tested in the laboratory in accordance with the ASTM D4829 Test Method. The degree of expansion potential is determined from soil volume changes occurring during saturation of the specimen. The result of the test is presented below: Veco Design Studio June 3, 2024 Project 10112-04 Page 6 Test Pit No. Sample Depth (ft) Soil Description Expansion Index Expansion Potential TP-1 0-2.0 Sandy SILT 8 Very Low 4.2 Sulfate Content A representative soil sample was analyzed for its sulphate content in accordance with California Test Method CA417. The results are given below: Test Pit No. Sample Depth (ft) Soil Description Sulphate Content (%) TP-1 0-2.0 Sandy SILT 0.0220 5. CONCLUSIONS AND RECOMMENDATIONS 5.1 General a) It is our opinion that the site will be suitable for the proposed development from a geotechnical aspect, assuming that our recommendations are implemented during construction. b) We are of the opinion that the proposed ADU may be supported on the new footings founded in the competent soils. c) We are also of the opinion that with due and reasonable precautions, the proposed construction will not endanger adjacent property nor will construction be affected adversely by adjoining property. d) The earthwork operations should be observed by a representative of a geotechnical engineer. e) The design recommendations in the report should be reviewed during the grading phase when soil conditions in the excavations become exposed. 5.2 Grading 5.2.1 Processing of On-Site Soils a) At this time, no overexcavation is required below the bottom of the footings, provided the footings are founded in the existing competent soils anticipated to be below 18 inches. Veco Design Studio June 3, 2024 Project 10112-04 Page 7 b) The existing subgrade soils below the slab-on-grade are anticipated to be disturbed during the demolition process and should be reworked for a depth of 6 to 8 inches, subject to review during the construction. c) Wherever structural fills, if any, are to be placed, the upper 6 to 8 inches of the exposed subgrade should be scarified and reworked. d) Any loosening of reworked or native material, consequent to the passage of construction traffic, weathering, etc., should be made good prior to further construction. e) The depths of overexcavation, if any, should be reviewed by the Geotechnical Engineer during construction. Any surface or subsurface obstructions, or any variation of site materials or conditions encountered during grading should be brought immediately to the attention of the Geotechnical Engineer for proper exposure, removal or processing, as directed. f) No underground obstructions or facilities should remain in any structural areas. Depressions and/or cavities created as a result of the removal of obstructions should be backfilled properly with suitable materials, and compacted. 5.2.2 Material Selection (for any new fills) After the site has been stripped of any debris, excavated on-site soils are considered satisfactory for reuse in the construction of on-site fills. Concrete pieces greater than 4 inches in diameter should not be incorporated in compacted fill below slab-on-grade. 5.2.3 Compaction Requirements a) Reworking/compaction shall include moisture-conditioning/drying as needed to bring the soils too slightly above the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to laboratory compaction standard. b) The optimum moisture content and maximum dry density should be determined in the laboratory in accordance with ASTM Test Designation D1557. c) Fill should be compacted in lifts not exceeding 8 inches (loose). Veco Design Studio June 3, 2024 Project 10112-04 Page 8 5.2.4 Excavating Conditions a) Excavation of on-site materials may be accomplished with standard earthmoving or trenching equipment. b) Dewatering is not anticipated at depths shallower than 25 feet below ground surface. c) Portions of the demolished structures, if any, should be removed entirely from within the structural areas. Care should be taken not to undermine the foundations to be left in place. 5.2.5 Expansion Potential Based on laboratory test results, the expansion potential is considered to be low. 5.2.6 Sulphate Content a) The sulphate exposure of the subgrade soils was determined in the laboratory. b) Based on test results, the sulphate exposure category is considered to be negligible. 5.2.7 Grading Control a) All grading and earthwork should be performed under the observation of a Geotechnical Engineer in order to achieve proper subgrade preparation, selection of satisfactory materials, placement and compaction of all structural fill. b) Sufficient notification prior to stripping and earthwork construction is essential to make certain that the work will be adequately observed and tested. 5.2.8 Surface Drainage In accordance with Section 1804.4, 2022 CBC, the ground adjacent to the foundation should be sloped away at gradient of 5 percent. If the ground adjacent to the residence is covered with impervious material, the area adjacent to the foundations may be sloped away at 2 percent gradient. 5.3 Slab-on-Grade a) Concrete floor slabs may be founded on the compacted fill. Veco Design Studio June 3, 2024 Project 10112-04 Page 9 b) A 4-inch thick granular layer should be placed below slab-on-grade. 10- mil thick plastic vapor barrier is recommended to be installed at the mid height the granular layer. c) It is recommended that #4 bars on 12-inch on center or equivalent, both ways, be provided as minimum reinforcement in slabs-on-grade. Joints should be provided and slabs should be at least 6 inches thick. However, the recommendations from the project structural engineer may be more stringent. d) The slab should be dowelled into the footings by #4 bars at a maximum spacing of 12 inches. e) The FFL should be at least 6 inches above highest adjacent grade, if feasible. f) The subgrade should be kept moist prior to the concrete pour. 5.4 Spread Foundations The proposed addition can be founded on shallow spread footings. The minimum criteria are presented below. 5.4.1 Dimensions/Embedment Depths Minimum Width (ft) Below Lowest Finished Surface 1-story Wall Footings 1.0 2.0 Square Column Footings to 50 kip - 2.0 5.4.2 Allowable Bearing Capacity The following bearing capacities, based on the presumptive 2022 CBC values are recommended for the foundation design. Embedment Depth (ft) Allowable Bearing Capacity (lb/ft2 1.0 1,500 Veco Design Studio June 3, 2024 Project 10112-04 Page 10 (Notes: • The allowable bearing capacity may be increased by 300 lb/ft2 for each additional foot increase in depth and by 300 lb/ft2 for each additional foot increase in width, to a maximum value of 3,000 lb/ft2; • These values may be increased by one-third in the case of short-duration loads, such as induced by wind or seismic forces; • Planter areas should not be sited adjacent to walls. In case planter areas are sited next to the walls the footings should be deepened by additional six inches; • Footing excavations should be observed by the Geotechnical Engineer to verify the footings are excavated in the competent soils and are in one type of soils; • Footing excavations should be kept moist prior to the concrete pour; • It should be insured that the embedment depths do not become reduced or adversely affected by erosion, softening, planting, digging, etc.). 5.4.3 Settlements The potential total and differential settlement are anticipated to be less than 1 inch and ¾ inches in 40 horizontal feet, respectively. Additional settlement during an earthquake event should be anticipated. However, due the relatively small footprint of the ADU, the differential settlement is not anticipated be significant. Veco Design Studio June 3, 2024 Project 10112-04 Page 11 5.5 Seismic Coefficients The seismic coefficients in accordance with ASCE 7-16 Standards are as follows: ITEM VALUE Site Latitude (Decimal-degrees) 33.73309 Site Longitude (Decimal-degrees) -117.90058 Site Class D (Default) Seismic Design Category D Site Modified Peak Ground Acceleration, PGAM 0.666 Mapped Spectral Response Acceleration-Short Period (0.2 Sec) - SS 1.301 Mapped Spectral Response Acceleration-1 Second Period – S1 0.464 Short Period Site Coefficient-Fa 1.2 Long Period Site Coefficient Fv 1.836 Adjusted Spectral Response Acceleration @ 0.2 Sec. Period (Sms) 1.561 Adjusted Spectral Response Acceleration @ 1Sec.Period (Sm1) 0.852 Design Spectral Response Acceleration @ 0.2 Sec. Period (SDs) 1.041 Design Spectral Response Acceleration @ 1-Sec. Period (SD1) 0.568 5.6 Liquefaction a) Even though the residences up to 2 stories in height are exempt from a liquefaction analysis and the historic ground water was at 5 feet below grade, the site is anticipated to experience some effects of the liquefaction during a seismic event. The effects mostly will be in the form of settlement. However, as the new ADU footprint is relatively small, 767 ft2, the settlement is anticipated be uniform. b) Mitigating measures such as deeper footings (2 feet instead of the code required 1 foot), thicker slab (6 inches instead of the conventional 4 inches) and additional reinforcement (#4 bars on 12-inch center instead of the conventional wire mesh or #3 bars on 18 inches center) have been recommend to reduce the effects of the liquefaction. c) Even with these measures the homeowner is advised that there may be a structural damage due to liquefaction. Veco Design Studio June 3, 2024 Project 10112-04 Page 12 6.LIMITATIONS a)Soils and bedrock over an area show variations in geological structure, type, strength and other properties from what can be observed sampled and tested from specimens extracted from necessarily limited exploratory borings. Therefore, there are natural limitations inherent in making geologic and soil engineering studies and analyses. Our findings, interpretations, analyses and recommendations are based on observation, and our professional experience; and the projections we make are professional judgments conforming to the usual standards of the profession. No other warranty is herein expressed or implied. b)In the event, that during if construction, conditions are exposed which are significantly different from those described in this report, they should be brought to the attention of the Geotechnical Engineer. c)The recommendations included in this report are intended to minimize the potential of distress caused by the underlying soils. However, it should be noted that certain amount of cracking, uplifting and tilting of may be unavoidable and should be anticipated during the lifetime of the proposed structures. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, GLOBAL GEO-ENGINEERING, INC. Mohan B. Upasani Kevin B. Young Principal Geotechnical Engineer Principal Engineering Geologist RGE 2301 CEG 2253 (Exp. March 31, 2025) (Exp. October 31, 2025) MBU:kby Enclosures: Site Plan - Figure 1 Location Map - Figure 2 Terms and Conditions Veco Design Studio June 3, 2024 Project 10112-04 Page 13 TERMS AND CONDITIONS OF AUTHORIZATION Consultant shall serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of services agreed-to between the parties. Consultant will use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundation engineers and/or engineering geologists practicing in this or similar localities.  In assisting Client, the Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or bidding; however, by including the same, the Consultant assumes no responsibility for the information shown thereon and Client agrees that Consultant is not responsible for any defects in its services that result from reliance on the information and drawings prepared by others. Consultant shall not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against claims, demands, or liability arising out of, or contribute to, by such information.  Unless otherwise negotiated in writing, Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to be levied against Consultant on account of design defect, error, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever is less. Further, Client agrees to notify any construction contractor or subcontractor who may perform work in connection with any design, report, or study prepared by Consultant of such limitation of liability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a like limitation of liability on their part as against the Consultant. In the event the Client fails to obtain a like limitation of liability provision as to design defects, errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising out of a negligence shall be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all parties, including the Client shall not exceed ten thousand dollars or charged fees whichever is less. No warranty, expressed or implied of merchantability or fitness, is made or intended in connection with the work to be performed by Consultant or by the proposal for consulting or other services or by the furnishing of oral or written reports or findings made by Consultant.  The Client agrees, to the fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and subconsultants from and against all claims, damages, liabilities or costs, including reasonable attorney’s fees and defense costs, of any nature whatsoever arising from or in connection with the Project to the extent that said claims, damages, liabilities or costs arise out of the work, services, or conduct of Client or Client’s contractors, subconsultants, or other third party not under Consultant’s control. Client further agrees that the duty to defend set forth herein arises immediately and is not contingent on a finding of fault against Client or Client’s contractors, subconsultants, or other third parties. Client shall not be obligated under this provision to indemnify Consultant for Consultant’s sole negligence or willful misconduct.  Client shall grant free access to the site for all necessary equipment and personnel and Client shall notify any and all possessors of the project site that Client has granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise in writing.  If Client is not the property owner for the subject Project, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner’s approval to the terms and conditions herein. Should Client fail to obtain the property owner’s agreement as required herein, Client agrees to be solely responsible to Consultant for all damages, liabilities, costs, including litigation fees and costs, arising from such failure that exceed that limitation of Consultant’s liability herein.  Client shall locate for Consultant and shall assume responsibility for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not be responsible for damage to any such utilities or installation not so located.  Client and Consultant agree to waive claims against each other for consequential damages arising out of or relating to this agreement. Neither party to this agreement shall assign the contract without the express, written consent of the other party.  Consultant agrees to cover all open test holes and place a cover to carry a 200-pound load on each hole prior to leaving project site unattended. Consultant agrees that all test holes will be backfilled upon completion of the job. However, Client may request test holes to remain open after completion of Consultants work. In the event Client agrees to pay for all costs associated with covering and backfilling said test holes at a later date, and Client shall indemnify, defend and hold harmless Consultant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultant, to the extent permitted by law.  Consultant shall not be responsible for the general safety on the job or for the work of Client, other contractors and third parties.  Consultant shall be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client’s agent and/or contractors, inclement weather, labor trouble, acts of public utilities, public bodies, or inspectors, extra work, failure of Client to make payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant.  In the event that either party desires to terminate this contract prior to completion of the project, written notification of such intention to terminate must be tendered to the other party. In the event Client notifies Consultant of such intention to terminate Consultant’s services prior to completion of the contract, Consultant reserves the right to complete such analysis and records as are necessary to place files in order, to dispose of samples, put equipment in order, and (where considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client’s termination of this Agreement, a termination charge to cover such cost shall be paid by Client.  If the Client is a corporation, the individual or individuals who sign or initial this Contract, on behalf of the Client, guarantee that Client will perform its duties under this Contract. The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client. LIMITATIONS Our findings, interpretations, analyses, and recommendations are professional opinions, prepared and presented in accordance with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsibility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in the work performed by others not under Consultant’s direct control. No other warranty herein is expressed or implied. EC + Associates Engineering www.ecaengineering.com 8207 Brookgreen Road Downey, CA 90240 P: 562 708 3586 STRUCTURAL CALCULATIONS FOR: NEW ADU UNIT FOR SANCHEZ RESIDENCE PROJECT ADDRESS: 1142 S CLARA ST. SANTA ANA, CA 92704 SIGNED: 4/15/2024 REVISION DESCRIPTION CHECKED DATE Buildin Department Submittal E.C. 4/15/2024 JOB NO.: 24‐101 __ JOB ENGR. EC JOB NO. SHEET NO. DESIGN CRITERIA 1 Soil supporting footings is natural grade or engineered fill. 2 Soil allowable bearing pressure used in design_______________________________ 3 Footing shall extend_____ minimum into undisturbed soil or_____ below finish grade whichever is lower. 4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days. 5 Reinforcing steel shall conform to ASTM 615, Grade 60. 6 Structural steel shall conform to the following: Wide flange shapes ASTM A992 TS shapes ASTM A500, Grade B Pipe shapes ASTM A53 , Grade B Other rolled shapes, Bars and plates ASTM A36 7 Structural steel shall be fabricated in a shop of an approved fabricator. 8 All welding shall be done by Certified Welders. 9 Concrete Block shall conform to ASTM C90, Grade N‐1. 10 Grout shall develop 2000 psi in 28 days. 11 Mortar shall be Type S and develop 1800 psi in 28 days. 12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17) Light Framing Construction Joist & Planks No. 2 Beams & Stringers No. 1 Posts & Timbers No. 1 13 Glue Laminated Timbers shall be combination No. 24F‐V8. 14 Plywood shall conform to PS 1‐95, Structural 1. 15 All material and workmanship shall conform to the requirements of 2022 California Building Code. ROOF LOADS roof rafter Composite Shingles 2.5 psf 2.5 psf Re‐Roof 2.0 psf 2.0 psf 1/2" Plywood 1.5 psf 1.5 psf Rafters 4.0 psf 4.0 psf Insulation 0.5 psf Ceiling 3.0 psf Beams/Headers 1.0 psf MP&E/ Misc. 0.5 psf 0.5 psf D= 15.0 psf 10.5 psf Lr= 20.0 psf FLOOR LOADS Flooring 1.0 psf 3/4" Plywood 2.3 psf Joist 3.0 psf Ceiling 4.0 psf Beams/Headers 2.0 psf MP&E/ Misc. 2.7 psf D= 15.0 psf L= 40.0 psf EXTERIOR WALL LOADS 7/8" Stucco 10.0 psf 1/2" plywood 1.5 psf 2x6 Studs At 16" O.C. 1.5 psf Insulation 0.5 psf 1/2" Gyp. Board 2.3 psf MP&E/ Misc. 0.2 psf D= 16.0 psf INTERIOR WALL LOADS 1/2" Gyp. Board 2.3 psf 1/2" Plywood 1.5 psf 2x6 Studs At 16" O.C. 1.5 psf Insulation 0.5 psf 1/2" Gyp. Board 2.3 psf MP&E/ Misc. 1.9 psf D= 10.0 psf ENGR. EC DATE:SHEET NO. Fb Ft Fcperp.Fc Fv E E min CONSTRUCTION 1000 650 625 1650 180 1,500,000 550,000 NO. 2 900 575 625 1350 180 1,600,000 580,000 NO. 1 1200 825 625 1000 170 1,600,000 580,000 NO. 1 1350 675 625 925 170 1,600,000 580,000 COMBINATION 2400 1100 650 1650 265 1,800,000 930,000 NO. 24F‐V8 y‐dir 1450 1100 560 1650 230 1,600,000 830,000 (1)THE ABOVE VALUES ARE TAKEN FROM THE 12 NDS. (2)USE STANDARD GRADING RULE NO. 17. 2/2/2014 14:21 DOUGLAS FIR‐LARCH DESIGN VALUES 6" & WIDER 5x5 AND LARGER WIDTH NOT MORE DESIGNATION GRADE BEAM & STRINGER LIGHT FRAMING JOIST & PLANKS WIDTH MORE THAN POST & TIMBER GLU‐LAM BEAMS THICKNESS 2" TO 4" THICK 2" TO 4' WIDE 2" TO 4" THICK 2" GREATER THAN THAN 2" GREATER THAN THICKNESS 5" & THICKER PROJECT: JOB NO. POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 100%) SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2X4 5.25 1.00 2X4 X 5.25 4.58 3.61 2.87 2.32 1.91 1.60 1.35 1.16 1.00 2X4 5.25 1.05 2X4 X 5.25 4.67 3.72 2.98 2.42 2.00 1.67 1.42 1.22 1.05 2X6 8.25 1.66 2X6 X 8.25 10.49 9.66 8.68 7.65 6.67 5.79 5.04 4.40 3.86 3.41 3.03 2.71 2.43 2.19 1.99 1.81 1.66 2X8 10.88 2.18 2X8 X 10.88 14.3 13.9 13.3 12.5 11.7 10.7 9.8 8.8 7.96 7.17 6.46 5.84 5.29 4.81 4.39 4.01 3.68 3X4 8.75 4.57 3.46 2.70 2.15 1.76 3X4 X 8.75 7.78 6.20 4.97 4.04 3.33 2.79 2.36 2.03 1.76 3X6 13.75 7.14 5.42 4.23 3.38 2.76 3X6 X 13.75 17.5 16.1 14.5 12.8 11.1 9.7 8.39 7.33 6.43 5.68 5.05 4.51 4.05 3.66 3.31 3.02 2.76 3X8 18.13 9.35 7.11 5.56 4.45 3.63 3X8 X 18.13 23.9 23.1 22.1 20.9 19.4 17.9 16.3 14.7 13.3 11.9 10.8 9.7 8.82 8.01 7.31 6.68 6.13 4X4 12.25 10.9 8.68 6.96 5.66 4.67 3.90 3.31 2.84 2.46 4X6 19.25 16.8 13.5 10.9 8.85 7.31 6.12 5.19 4.46 3.86 4X6 X 19.25 24.5 22.5 20.3 17.9 15.6 13.5 11.7 10.3 9.01 7.96 7.07 6.31 5.67 5.12 4.64 4.23 3.86 4X8 25.38 21.8 17.6 14.2 11.6 9.6 8.04 6.83 5.86 5.08 4X8 X 25.38 33.5 32.4 30.9 29.2 27.2 25.0 22.8 20.6 18.6 16.7 15.1 13.6 12.3 11.2 10.2 9.4 8.59 6X6 30.25 27.6 26.3 24.8 23.0 20.9 18.8 16.8 15.0 13.3 11.9 10.7 9.59 8.66 7.84 7.13 6.51 5.97 6X8 41.25 37.6 35.9 33.8 31.3 28.5 25.7 22.9 20.4 18.2 16.2 14.6 13.1 11.8 10.7 9.7 8.9 8.1 6X8 X 41.25 39.3 38.5 37.5 36.2 34.7 33.0 31.0 28.9 26.8 24.6 22.6 20.7 18.9 17.4 15.9 14.7 13.5 6X10 52.25 44.4 42.7 40.4 37.7 34.7 31.5 28.3 25.4 22.7 20.3 18.2 16.4 14.8 13.5 12.3 11.2 10.3 6X10 X 52.25 47.2 46.7 46.2 45.5 44.7 43.8 42.8 41.5 40.2 38.6 37.0 35.2 33.3 31.5 29.6 27.8 26.1 8X8 56.25 53.8 52.8 51.5 50.0 48.1 45.9 43.4 40.7 37.9 35.0 32.3 29.6 27.2 25.0 23.0 21.2 19.6 X INDICATES BRACED IN WEAK DIRECTION ALL VALUES BASED ON DOUGLAS FIR-LARCH No . 1 GR A D E Co n s t No . 2 No . 2 No . 2 ADU ROOF FRAMING PLAN Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:RR-1 (Worst Case Scenario) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.01050, L = 0.020 ksf, Tributary Width = 1.333 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.408: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.125 ft 27.15 psi= = 1,345.50 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.151 : 1 0.000 ft= = 548.86 psi Maximum Deflection 0 <240 772 Ratio =0 <180 Max Downward Transient Deflection 0.084 in 1178Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.128 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 8.250 ft 1 0.156 0.058 0.90 1.300 1.15 1.00 1.00 0.12 188.95 1210.95 0.05 162.001.00 9.35 1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.408 0.151 1.00 1.300 1.15 1.00 1.00 0.35 548.86 1345.50 0.15 180.001.00 27.15 1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.112 0.042 1.25 1.300 1.15 1.00 1.00 0.12 188.95 1681.88 0.05 225.001.00 9.35 1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.122 0.045 1.15 1.300 1.15 1.00 1.00 0.12 188.95 1547.33 0.05 207.001.00 9.35 1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.273 0.101 1.25 1.300 1.15 1.00 1.00 0.29 458.89 1681.88 0.12 225.001.00 22.70 1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.297 0.110 1.15 1.300 1.15 1.00 1.00 0.29 458.89 1547.33 0.12 207.001.00 22.70 1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.088 0.032 1.60 1.300 1.15 1.00 1.00 0.12 188.95 2152.80 0.05 288.001.00 9.35 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:RR-1 (Worst Case Scenario) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.213 0.079 1.60 1.300 1.15 1.00 1.00 0.29 458.89 2152.80 0.12 288.001.00 22.70 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.213 0.079 1.60 1.300 1.15 1.00 1.00 0.29 458.89 2152.80 0.12 288.001.00 22.70 1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.053 0.019 1.60 1.300 1.15 1.00 1.00 0.07 113.37 2152.80 0.03 288.001.00 5.61 1.00+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.088 0.032 1.60 1.300 1.15 1.00 1.00 0.12 188.95 2152.80 0.05 288.001.00 9.35 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.213 0.079 1.60 1.300 1.15 1.00 1.00 0.29 458.89 2152.80 0.12 288.001.00 22.70 1.00+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.250 ft 1 0.053 0.019 1.60 1.300 1.15 1.00 1.00 0.07 113.37 2152.80 0.03 288.001.00 5.61 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1281 4.155 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.168 0.168 Overall MINimum 0.110 0.110 +D+H 0.058 0.058 +D+L+H 0.168 0.168 +D+Lr+H 0.058 0.058 +D+S+H 0.058 0.058 +D+0.750Lr+0.750L+H 0.140 0.140 +D+0.750L+0.750S+H 0.140 0.140 +D+0.60W+H 0.058 0.058 +D+0.750Lr+0.750L+0.450W+H 0.140 0.140 +D+0.750L+0.750S+0.450W+H 0.140 0.140 +0.60D+0.60W+0.60H 0.035 0.035 +D+0.70E+0.60H 0.058 0.058 +D+0.750L+0.750S+0.5250E+H 0.140 0.140 +0.60D+0.70E+H 0.035 0.035 D Only 0.058 0.058 L Only 0.110 0.110 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 1.333 ft, (Roof + Ceiling) Uniform Load : D = 0.0160 ksf, Tributary Width = 7.0 ft, (Ext. Wall) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.170: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 19.63 psi= = 1,300.00 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.109 : 1 3.547 ft= = 221.46 psi Maximum Deflection 0 <240 4197 Ratio =0 <180 Max Downward Transient Deflection 0.002 in 25636Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.011 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.158 0.101 0.90 1.300 1.00 1.00 1.00 0.27 185.20 1170.00 0.21 162.001.00 16.42 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.170 0.109 1.00 1.300 1.00 1.00 1.00 0.33 221.46 1300.00 0.25 180.001.00 19.63 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.114 0.073 1.25 1.300 1.00 1.00 1.00 0.27 185.20 1625.00 0.21 225.001.00 16.42 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.124 0.079 1.15 1.300 1.00 1.00 1.00 0.27 185.20 1495.00 0.21 207.001.00 16.42 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.131 0.084 1.25 1.300 1.00 1.00 1.00 0.31 212.40 1625.00 0.24 225.001.00 18.83 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.142 0.091 1.15 1.300 1.00 1.00 1.00 0.31 212.40 1495.00 0.24 207.001.00 18.83 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.089 0.057 1.60 1.300 1.00 1.00 1.00 0.27 185.20 2080.00 0.21 288.001.00 16.42 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.102 0.065 1.60 1.300 1.00 1.00 1.00 0.31 212.40 2080.00 0.24 288.001.00 18.83 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.102 0.065 1.60 1.300 1.00 1.00 1.00 0.31 212.40 2080.00 0.24 288.001.00 18.83 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.053 0.034 1.60 1.300 1.00 1.00 1.00 0.16 111.12 2080.00 0.13 288.001.00 9.85 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.089 0.057 1.60 1.300 1.00 1.00 1.00 0.27 185.20 2080.00 0.21 288.001.00 16.42 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.102 0.065 1.60 1.300 1.00 1.00 1.00 0.31 212.40 2080.00 0.24 288.001.00 18.83 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.053 0.034 1.60 1.300 1.00 1.00 1.00 0.16 111.12 2080.00 0.13 288.001.00 9.85 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0114 2.015 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.326 0.326 Overall MINimum 0.053 0.053 +D+H 0.272 0.272 +D+L+H 0.326 0.326 +D+Lr+H 0.272 0.272 +D+S+H 0.272 0.272 +D+0.750Lr+0.750L+H 0.312 0.312 +D+0.750L+0.750S+H 0.312 0.312 +D+0.60W+H 0.272 0.272 +D+0.750Lr+0.750L+0.450W+H 0.312 0.312 +D+0.750L+0.750S+0.450W+H 0.312 0.312 +0.60D+0.60W+0.60H 0.163 0.163 +D+0.70E+0.60H 0.272 0.272 +D+0.750L+0.750S+0.5250E+H 0.312 0.312 +0.60D+0.70E+H 0.163 0.163 D Only 0.272 0.272 L Only 0.053 0.053 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 9.0 ft, (Roof + Ceiling) Uniform Load : D = 0.0160 ksf, Tributary Width = 7.0 ft, (Ext. Wall) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.254: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 35.31 psi= = 1,300.00 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.196 : 1 0.000 ft= = 329.87 psi Maximum Deflection 0 <240 3757 Ratio =0 <180 Max Downward Transient Deflection 0.004 in 9000Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.010 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 3.0 ft 1 0.164 0.127 0.90 1.300 1.00 1.00 1.00 0.28 192.16 1170.00 0.26 162.001.00 20.57 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.254 0.196 1.00 1.300 1.00 1.00 1.00 0.49 329.87 1300.00 0.45 180.001.00 35.31 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.118 0.091 1.25 1.300 1.00 1.00 1.00 0.28 192.16 1625.00 0.26 225.001.00 20.57 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.129 0.099 1.15 1.300 1.00 1.00 1.00 0.28 192.16 1495.00 0.26 207.001.00 20.57 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.182 0.141 1.25 1.300 1.00 1.00 1.00 0.43 295.44 1625.00 0.41 225.001.00 31.63 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.198 0.153 1.15 1.300 1.00 1.00 1.00 0.43 295.44 1495.00 0.41 207.001.00 31.63 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.092 0.071 1.60 1.300 1.00 1.00 1.00 0.28 192.16 2080.00 0.26 288.001.00 20.57 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.142 0.110 1.60 1.300 1.00 1.00 1.00 0.43 295.44 2080.00 0.41 288.001.00 31.63 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.142 0.110 1.60 1.300 1.00 1.00 1.00 0.43 295.44 2080.00 0.41 288.001.00 31.63 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.055 0.043 1.60 1.300 1.00 1.00 1.00 0.17 115.30 2080.00 0.16 288.001.00 12.34 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.092 0.071 1.60 1.300 1.00 1.00 1.00 0.28 192.16 2080.00 0.26 288.001.00 20.57 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.142 0.110 1.60 1.300 1.00 1.00 1.00 0.43 295.44 2080.00 0.41 288.001.00 31.63 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.055 0.043 1.60 1.300 1.00 1.00 1.00 0.17 115.30 2080.00 0.16 288.001.00 12.34 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0096 1.511 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.647 0.647 Overall MINimum 0.270 0.270 +D+H 0.377 0.377 +D+L+H 0.647 0.647 +D+Lr+H 0.377 0.377 +D+S+H 0.377 0.377 +D+0.750Lr+0.750L+H 0.579 0.579 +D+0.750L+0.750S+H 0.579 0.579 +D+0.60W+H 0.377 0.377 +D+0.750Lr+0.750L+0.450W+H 0.579 0.579 +D+0.750L+0.750S+0.450W+H 0.579 0.579 +0.60D+0.60W+0.60H 0.226 0.226 +D+0.70E+0.60H 0.377 0.377 +D+0.750L+0.750S+0.5250E+H 0.579 0.579 +0.60D+0.70E+H 0.226 0.226 D Only 0.377 0.377 L Only 0.270 0.270 H Only ADU FLOOR/LOW ROOF FRAMING PLAN Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:RR-1 (Worst Case Scenario) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.01050, L = 0.020 ksf, Tributary Width = 1.333 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.013: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 0.750 ft 2.19 psi= = 1,345.50 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.012 : 1 0.000 ft= = 18.14 psi Maximum Deflection 0 <240 128584 Ratio =0 <180 Max Downward Transient Deflection 0.000 in 0Ratio =<240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.000 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 1.50 ft 1 0.005 0.005 0.90 1.300 1.15 1.00 1.00 0.00 6.25 1210.95 0.00 162.001.00 0.75 1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.013 0.012 1.00 1.300 1.15 1.00 1.00 0.01 18.14 1345.50 0.01 180.001.00 2.19 1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.004 0.003 1.25 1.300 1.15 1.00 1.00 0.00 6.25 1681.88 0.00 225.001.00 0.75 1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.004 0.004 1.15 1.300 1.15 1.00 1.00 0.00 6.25 1547.33 0.00 207.001.00 0.75 1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.009 0.008 1.25 1.300 1.15 1.00 1.00 0.01 15.17 1681.88 0.01 225.001.00 1.83 1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.010 0.009 1.15 1.300 1.15 1.00 1.00 0.01 15.17 1547.33 0.01 207.001.00 1.83 1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.003 0.003 1.60 1.300 1.15 1.00 1.00 0.00 6.25 2152.80 0.00 288.001.00 0.75 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:RR-1 (Worst Case Scenario) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.007 0.006 1.60 1.300 1.15 1.00 1.00 0.01 15.17 2152.80 0.01 288.001.00 1.83 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.007 0.006 1.60 1.300 1.15 1.00 1.00 0.01 15.17 2152.80 0.01 288.001.00 1.83 1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.002 0.002 1.60 1.300 1.15 1.00 1.00 0.00 3.75 2152.80 0.00 288.001.00 0.45 1.00+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.003 0.003 1.60 1.300 1.15 1.00 1.00 0.00 6.25 2152.80 0.00 288.001.00 0.75 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.007 0.006 1.60 1.300 1.15 1.00 1.00 0.01 15.17 2152.80 0.01 288.001.00 1.83 1.00+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 1.50 ft 1 0.002 0.002 1.60 1.300 1.15 1.00 1.00 0.00 3.75 2152.80 0.00 288.001.00 0.45 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0001 0.755 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.030 0.030 Overall MINimum 0.020 0.020 +D+H 0.010 0.010 +D+L+H 0.030 0.030 +D+Lr+H 0.010 0.010 +D+S+H 0.010 0.010 +D+0.750Lr+0.750L+H 0.025 0.025 +D+0.750L+0.750S+H 0.025 0.025 +D+0.60W+H 0.010 0.010 +D+0.750Lr+0.750L+0.450W+H 0.025 0.025 +D+0.750L+0.750S+0.450W+H 0.025 0.025 +0.60D+0.60W+0.60H 0.006 0.006 +D+0.70E+0.60H 0.010 0.010 +D+0.750L+0.750S+0.5250E+H 0.025 0.025 +0.60D+0.70E+H 0.006 0.006 D Only 0.010 0.010 L Only 0.020 0.020 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:RB-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 2.50 ft, (Roof + Ceiling) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.205: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 5.375 ft 16.36 psi= = 1,100.00 psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.091 : 1 9.848 ft= = 225.48 psi Maximum Deflection 0 <240 3137 Ratio =0 <180 Max Downward Transient Deflection 0.021 in 6026Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.041 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 10.750 ft 1 0.109 0.048 0.90 1.100 1.00 1.00 1.00 0.66 108.08 990.00 0.21 162.001.00 7.84 1.00+D+L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.205 0.091 1.00 1.100 1.00 1.00 1.00 1.39 225.48 1100.00 0.43 180.001.00 16.36 1.00+D+Lr+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.079 0.035 1.25 1.100 1.00 1.00 1.00 0.66 108.08 1375.00 0.21 225.001.00 7.84 1.00+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.085 0.038 1.15 1.100 1.00 1.00 1.00 0.66 108.08 1265.00 0.21 207.001.00 7.84 1.00+D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.143 0.063 1.25 1.100 1.00 1.00 1.00 1.21 196.13 1375.00 0.37 225.001.00 14.23 1.00+D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.155 0.069 1.15 1.100 1.00 1.00 1.00 1.21 196.13 1265.00 0.37 207.001.00 14.23 1.00+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:RB-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 10.750 ft 1 0.061 0.027 1.60 1.100 1.00 1.00 1.00 0.66 108.08 1760.00 0.21 288.001.00 7.84 1.00+D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.111 0.049 1.60 1.100 1.00 1.00 1.00 1.21 196.13 1760.00 0.37 288.001.00 14.23 1.00+D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.111 0.049 1.60 1.100 1.00 1.00 1.00 1.21 196.13 1760.00 0.37 288.001.00 14.23 1.00+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.037 0.016 1.60 1.100 1.00 1.00 1.00 0.40 64.85 1760.00 0.12 288.001.00 4.71 1.00+D+0.70E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.061 0.027 1.60 1.100 1.00 1.00 1.00 0.66 108.08 1760.00 0.21 288.001.00 7.84 1.00+D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.111 0.049 1.60 1.100 1.00 1.00 1.00 1.21 196.13 1760.00 0.37 288.001.00 14.23 1.00+0.60D+0.70E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.750 ft 1 0.037 0.016 1.60 1.100 1.00 1.00 1.00 0.40 64.85 1760.00 0.12 288.001.00 4.71 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0411 5.414 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.516 0.516 Overall MINimum 0.269 0.269 +D+H 0.247 0.247 +D+L+H 0.516 0.516 +D+Lr+H 0.247 0.247 +D+S+H 0.247 0.247 +D+0.750Lr+0.750L+H 0.449 0.449 +D+0.750L+0.750S+H 0.449 0.449 +D+0.60W+H 0.247 0.247 +D+0.750Lr+0.750L+0.450W+H 0.449 0.449 +D+0.750L+0.750S+0.450W+H 0.449 0.449 +0.60D+0.60W+0.60H 0.148 0.148 +D+0.70E+0.60H 0.247 0.247 +D+0.750L+0.750S+0.5250E+H 0.449 0.449 +0.60D+0.70E+H 0.148 0.148 D Only 0.247 0.247 L Only 0.269 0.269 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FJ-1 (Worst Case Scenario) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.568: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 6.500 ft 36.49 psi= = 1,035.00 psi 2x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 2x12 Maximum Shear Stress Ratio 0.203 : 1 12.099 ft= = 587.39 psi Maximum Deflection 0 <360 937 Ratio =0 <240 Max Downward Transient Deflection 0.121 in 1288Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.166 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 13.0 ft 1 0.172 0.061 0.90 1.000 1.15 1.00 1.00 0.42 160.20 931.50 0.11 162.001.00 9.95 1.00+D+L+H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.568 0.203 1.00 1.000 1.15 1.00 1.00 1.55 587.39 1035.00 0.41 180.001.00 36.49 1.00+D+Lr+H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.124 0.044 1.25 1.000 1.15 1.00 1.00 0.42 160.20 1293.75 0.11 225.001.00 9.95 1.00+D+S+H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.135 0.048 1.15 1.000 1.15 1.00 1.00 0.42 160.20 1190.25 0.11 207.001.00 9.95 1.00+D+0.750Lr+0.750L+H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.371 0.133 1.25 1.000 1.15 1.00 1.00 1.27 480.59 1293.75 0.34 225.001.00 29.85 1.00+D+0.750L+0.750S+H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.404 0.144 1.15 1.000 1.15 1.00 1.00 1.27 480.59 1190.25 0.34 207.001.00 29.85 1.00+D+0.60W+H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.097 0.035 1.60 1.000 1.15 1.00 1.00 0.42 160.20 1656.00 0.11 288.001.00 9.95 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FJ-1 (Worst Case Scenario) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.290 0.104 1.60 1.000 1.15 1.00 1.00 1.27 480.59 1656.00 0.34 288.001.00 29.85 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.290 0.104 1.60 1.000 1.15 1.00 1.00 1.27 480.59 1656.00 0.34 288.001.00 29.85 1.00+0.60D+0.60W+0.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.058 0.021 1.60 1.000 1.15 1.00 1.00 0.25 96.12 1656.00 0.07 288.001.00 5.97 1.00+D+0.70E+0.60H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.097 0.035 1.60 1.000 1.15 1.00 1.00 0.42 160.20 1656.00 0.11 288.001.00 9.95 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.290 0.104 1.60 1.000 1.15 1.00 1.00 1.27 480.59 1656.00 0.34 288.001.00 29.85 1.00+0.60D+0.70E+H 1.000 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 13.0 ft 1 0.058 0.021 1.60 1.000 1.15 1.00 1.00 0.25 96.12 1656.00 0.07 288.001.00 5.97 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1664 6.547 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.477 0.477 Overall MINimum 0.347 0.347 +D+H 0.130 0.130 +D+L+H 0.477 0.477 +D+Lr+H 0.130 0.130 +D+S+H 0.130 0.130 +D+0.750Lr+0.750L+H 0.390 0.390 +D+0.750L+0.750S+H 0.390 0.390 +D+0.60W+H 0.130 0.130 +D+0.750Lr+0.750L+0.450W+H 0.390 0.390 +D+0.750L+0.750S+0.450W+H 0.390 0.390 +0.60D+0.60W+0.60H 0.078 0.078 +D+0.70E+0.60H 0.130 0.130 +D+0.750L+0.750S+0.5250E+H 0.390 0.390 +0.60D+0.70E+H 0.078 0.078 D Only 0.130 0.130 L Only 0.347 0.347 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:Stringers-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Stair Framing) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.243: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 24.36 psi= = 1,242.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.135 : 1 0.000 ft= = 301.28 psi Maximum Deflection 0 <360 2551 Ratio =0 <240 Max Downward Transient Deflection 0.021 in 3508Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.028 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.074 0.041 0.90 1.200 1.15 1.00 1.00 0.09 82.17 1117.80 0.05 162.001.00 6.64 1.00+D+L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.243 0.135 1.00 1.200 1.15 1.00 1.00 0.33 301.28 1242.00 0.18 180.001.00 24.36 1.00+D+Lr+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.053 0.030 1.25 1.200 1.15 1.00 1.00 0.09 82.17 1552.50 0.05 225.001.00 6.64 1.00+D+S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.058 0.032 1.15 1.200 1.15 1.00 1.00 0.09 82.17 1428.30 0.05 207.001.00 6.64 1.00+D+0.750Lr+0.750L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.159 0.089 1.25 1.200 1.15 1.00 1.00 0.27 246.50 1552.50 0.14 225.001.00 19.93 1.00+D+0.750L+0.750S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.173 0.096 1.15 1.200 1.15 1.00 1.00 0.27 246.50 1428.30 0.14 207.001.00 19.93 1.00+D+0.60W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.041 0.023 1.60 1.200 1.15 1.00 1.00 0.09 82.17 1987.20 0.05 288.001.00 6.64 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:Stringers-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.124 0.069 1.60 1.200 1.15 1.00 1.00 0.27 246.50 1987.20 0.14 288.001.00 19.93 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.124 0.069 1.60 1.200 1.15 1.00 1.00 0.27 246.50 1987.20 0.14 288.001.00 19.93 1.00+0.60D+0.60W+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.025 0.014 1.60 1.200 1.15 1.00 1.00 0.05 49.30 1987.20 0.03 288.001.00 3.99 1.00+D+0.70E+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.041 0.023 1.60 1.200 1.15 1.00 1.00 0.09 82.17 1987.20 0.05 288.001.00 6.64 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.124 0.069 1.60 1.200 1.15 1.00 1.00 0.27 246.50 1987.20 0.14 288.001.00 19.93 1.00+0.60D+0.70E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.025 0.014 1.60 1.200 1.15 1.00 1.00 0.05 49.30 1987.20 0.03 288.001.00 3.99 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0282 3.022 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.220 0.220 Overall MINimum 0.160 0.160 +D+H 0.060 0.060 +D+L+H 0.220 0.220 +D+Lr+H 0.060 0.060 +D+S+H 0.060 0.060 +D+0.750Lr+0.750L+H 0.180 0.180 +D+0.750L+0.750S+H 0.180 0.180 +D+0.60W+H 0.060 0.060 +D+0.750Lr+0.750L+0.450W+H 0.180 0.180 +D+0.750L+0.750S+0.450W+H 0.180 0.180 +0.60D+0.60W+0.60H 0.036 0.036 +D+0.70E+0.60H 0.060 0.060 +D+0.750L+0.750S+0.5250E+H 0.180 0.180 +0.60D+0.70E+H 0.036 0.036 D Only 0.060 0.060 L Only 0.160 0.160 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-1 (OMEGA = 2.5) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 1.333 ft, (Roof + Ceiling) Uniform Load : D = 0.0160 ksf, Tributary Width = 12.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (Floor) Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 1.50 ft, (Low Roof + Ceiling) Point Load : E = 2.210 k @ 5.250 ft, (Y1 (+)) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.114: 1 Load Combination +1.146D+1.750E+0.60H Span # where maximum occurs Span # 1 Location of maximum on span 4.533 ft 32.77 psi= = 4,640.00 psi 3.5x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 3.5x11.25 Maximum Shear Stress Ratio 0.113 : 1 0.000 ft= = 527.60 psi Maximum Deflection 0 <360 4545 Ratio =0 <240 Max Downward Transient Deflection 0.007 in 10134Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.016 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.078 0.084 0.90 1.000 1.00 1.00 1.00 1.25 202.47 2610.00 0.58 261.001.00 21.94 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.104 0.113 1.00 1.000 1.00 1.00 1.00 1.86 302.43 2900.00 0.86 290.001.00 32.77 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.056 0.061 1.25 1.000 1.00 1.00 1.00 1.25 202.47 3625.00 0.58 362.501.00 21.94 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.061 0.066 1.15 1.000 1.00 1.00 1.00 1.25 202.47 3335.00 0.58 333.501.00 21.94 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-1 (OMEGA = 2.5) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 6.0 ft 1 0.077 0.083 1.25 1.000 1.00 1.00 1.00 1.71 277.44 3625.00 0.79 362.501.00 30.06 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.083 0.090 1.15 1.000 1.00 1.00 1.00 1.71 277.44 3335.00 0.79 333.501.00 30.06 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.044 0.047 1.60 1.000 1.00 1.00 1.00 1.25 202.47 4640.00 0.58 464.001.00 21.94 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.060 0.065 1.60 1.000 1.00 1.00 1.00 1.71 277.44 4640.00 0.79 464.001.00 30.06 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.060 0.065 1.60 1.000 1.00 1.00 1.00 1.71 277.44 4640.00 0.79 464.001.00 30.06 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.026 0.028 1.60 1.000 1.00 1.00 1.00 0.75 121.48 4640.00 0.35 464.001.00 13.16 1.00+1.146D+1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.114 0.094 1.60 1.000 1.00 1.00 1.00 3.25 527.60 4640.00 1.14 464.001.00 43.55 1.00+1.146D-1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.067 0.094 1.60 1.000 1.00 1.00 1.00 1.90 308.67 4640.00 1.14 464.001.00 43.55 1.00+1.109D+0.750L+0.750S+1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.108 0.100 1.60 1.000 1.00 1.00 1.00 3.09 502.46 4640.00 1.21 464.001.00 46.27 1.00+1.109D+0.750L+0.750S-1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.038 0.100 1.60 1.000 1.00 1.00 1.00 1.09 176.90 4640.00 1.21 464.001.00 46.27 1.00+0.4543D+1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.097 0.061 1.60 1.000 1.00 1.00 1.00 2.78 452.23 4640.00 0.75 464.001.00 28.38 1.00+0.4543D-1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.080 0.061 1.60 1.000 1.00 1.00 1.00 2.28 370.25 4640.00 0.75 464.001.00 28.38 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 0.0158 3.109 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.283 2.184 Overall MINimum 0.276 1.934 +D+H 0.830 0.830 +D+L+H 1.240 1.240 +D+Lr+H 0.830 0.830 +D+S+H 0.830 0.830 +D+0.750Lr+0.750L+H 1.138 1.138 +D+0.750L+0.750S+H 1.138 1.138 +D+0.60W+H 0.830 0.830 +D+0.750Lr+0.750L+0.450W+H 1.138 1.138 +D+0.750L+0.750S+0.450W+H 1.138 1.138 +0.60D+0.60W+0.60H 0.498 0.498 +D+0.70E+0.60H 1.024 2.184 +D+0.750L+0.750S+0.5250E+H 1.283 2.153 +0.60D+0.70E+H 0.692 1.852 D Only 0.830 0.830 L Only 0.410 0.410 E Only 0.276 1.934 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-2 (OMEGA = 2.5) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 1.333 ft, (Roof + Ceiling) Uniform Load : D = 0.0160 ksf, Tributary Width = 12.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (Floor) Uniform Load : D = 0.0150, L = 0.020 ksf, Extent = 0.0 -->> 5.250 ft, Tributary Width = 1.50 ft, (Low Roof + Ceiling) Point Load : E = 2.210 k @ 4.250 ft, (Y1 (+)) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.461: 1 Load Combination +1.146D+1.750E+0.60H Span # where maximum occurs Span # 1 Location of maximum on span 4.270 ft 133.00 psi= = 4,640.00 psi 3.5x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.146D+1.750E+0.60H = = = 464.00 psi== Section used for this span 3.5x11.25 Maximum Shear Stress Ratio 0.287 : 1 0.000 ft= = 2,141.31 psi Maximum Deflection 0 <360 899 Ratio =0 <240 Max Downward Transient Deflection 0.085 in 1411Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.133 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 10.0 ft 1 0.208 0.161 0.90 1.000 1.00 1.00 1.00 3.33 541.98 2610.00 1.11 261.001.00 42.14 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.273 0.214 1.00 1.000 1.00 1.00 1.00 4.88 792.64 2900.00 1.63 290.001.00 62.13 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.150 0.116 1.25 1.000 1.00 1.00 1.00 3.33 541.98 3625.00 1.11 362.501.00 42.14 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.163 0.126 1.15 1.000 1.00 1.00 1.00 3.33 541.98 3335.00 1.11 333.501.00 42.14 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-2 (OMEGA = 2.5) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 10.0 ft 1 0.201 0.158 1.25 1.000 1.00 1.00 1.00 4.49 729.96 3625.00 1.50 362.501.00 57.13 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.219 0.171 1.15 1.000 1.00 1.00 1.00 4.49 729.96 3335.00 1.50 333.501.00 57.13 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.117 0.091 1.60 1.000 1.00 1.00 1.00 3.33 541.98 4640.00 1.11 464.001.00 42.14 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.157 0.123 1.60 1.000 1.00 1.00 1.00 4.49 729.96 4640.00 1.50 464.001.00 57.13 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.157 0.123 1.60 1.000 1.00 1.00 1.00 4.49 729.96 4640.00 1.50 464.001.00 57.13 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.070 0.054 1.60 1.000 1.00 1.00 1.00 2.00 325.19 4640.00 0.66 464.001.00 25.28 1.00+1.146D+1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.461 0.287 1.60 1.000 1.00 1.00 1.00 13.17 2,141.31 4640.00 3.49 464.001.00 133.00 1.00+1.146D-1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.198 0.165 1.60 1.000 1.00 1.00 1.00 5.67 921.02 4640.00 2.01 464.001.00 76.56 1.00+1.109D+0.750L+0.750S+1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.415 0.270 1.60 1.000 1.00 1.00 1.00 11.85 1,925.38 4640.00 3.29 464.001.00 125.28 1.00+1.109D+0.750L+0.750S-1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.080 0.121 1.60 1.000 1.00 1.00 1.00 2.29 371.94 4640.00 1.48 464.001.00 56.31 1.00+0.4543D+1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.382 0.224 1.60 1.000 1.00 1.00 1.00 10.91 1,772.87 4640.00 2.73 464.001.00 103.86 1.00+0.4543D-1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.0 ft 1 0.278 0.176 1.60 1.000 1.00 1.00 1.00 7.93 1,288.79 4640.00 2.14 464.001.00 81.48 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 0.1334 4.927 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.513 2.227 Overall MINimum 1.271 0.939 +D+H 1.359 1.303 +D+L+H 2.008 1.877 +D+Lr+H 1.359 1.303 +D+S+H 1.359 1.303 +D+0.750Lr+0.750L+H 1.846 1.734 +D+0.750L+0.750S+H 1.846 1.734 +D+0.60W+H 1.359 1.303 +D+0.750Lr+0.750L+0.450W+H 1.846 1.734 +D+0.750L+0.750S+0.450W+H 1.846 1.734 +0.60D+0.60W+0.60H 0.815 0.782 +D+0.70E+0.60H 2.248 1.960 +D+0.750L+0.750S+0.5250E+H 2.513 2.227 +0.60D+0.70E+H 1.705 1.439 D Only 1.359 1.303 L Only 0.649 0.575 E Only 1.271 0.939 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-3 (OMEGA = 2.5) CANT. BEAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 8.250 ft, (Roof + Ceiling) Uniform Load : D = 0.0160 ksf, Tributary Width = 8.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) Point Load : E = -1.470 k @ 3.250 ft, (X1 (-)) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 8.250 ft, (Roof + Ceiling) Uniform Load : D = 0.0160 ksf, Tributary Width = 8.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) Point Load : E = 1.470 k @ 2.0 ft, (X1 (+)) Point Load : D = 1.310, L = 0.580, E = 0.940 k @ 2.0 ft, (FB-2) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.423: 1 Load Combination +1.146D+1.750E+0.60H Span # where maximum occurs Span # 1 Location of maximum on span 8.750 ft 231.14 psi= = 4,640.00 psi 3.5x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.146D+1.750E+0.60H = = = 464.00 psi== Section used for this span 3.5x11.25 Maximum Shear Stress Ratio 0.498 : 1 8.750 ft= = 1,964.74 psi Maximum Deflection 1316 >=360 638 Ratio =2144 >=240 Max Downward Transient Deflection 0.088 in 544Ratio =>=360 Max Upward Transient Deflection -0.080 in Ratio = Max Downward Total Deflection 0.075 in Ratio =>=240 Max Upward Total Deflection -0.049 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 8.750 ft 1 0.199 0.236 0.90 1.000 1.00 1.00 1.00 3.19 518.20 2610.00 1.61 261.001.00 61.51 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-3 (OMEGA = 2.5) CANT. BEAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 2.0 ft 2 0.199 0.236 0.90 1.000 1.00 1.00 1.00 3.19 518.20 2610.00 1.61 261.001.00 61.51 1.00+D+L+H, LL Comb Run (*L)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.268 0.319 1.00 1.000 1.00 1.00 1.00 4.78 777.72 2900.00 2.43 290.001.00 92.53 1.00Length = 2.0 ft 2 0.268 0.319 1.00 1.000 1.00 1.00 1.00 4.78 777.72 2900.00 2.43 290.001.00 92.53 1.00+D+L+H, LL Comb Run (L*)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.188 0.275 1.00 1.000 1.00 1.00 1.00 3.35 543.86 2900.00 2.10 290.001.00 79.84 1.00Length = 2.0 ft 2 0.179 0.275 1.00 1.000 1.00 1.00 1.00 3.19 518.20 2900.00 1.61 290.001.00 79.84 1.00+D+L+H, LL Comb Run (LL)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.268 0.319 1.00 1.000 1.00 1.00 1.00 4.78 777.72 2900.00 2.43 290.001.00 92.53 1.00Length = 2.0 ft 2 0.268 0.319 1.00 1.000 1.00 1.00 1.00 4.78 777.72 2900.00 2.43 290.001.00 92.53 1.00+D+Lr+H, LL Comb Run (*L)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.143 0.170 1.25 1.000 1.00 1.00 1.00 3.19 518.20 3625.00 1.61 362.501.00 61.51 1.00Length = 2.0 ft 2 0.143 0.170 1.25 1.000 1.00 1.00 1.00 3.19 518.20 3625.00 1.61 362.501.00 61.51 1.00+D+Lr+H, LL Comb Run (L*)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.143 0.170 1.25 1.000 1.00 1.00 1.00 3.19 518.20 3625.00 1.61 362.501.00 61.51 1.00Length = 2.0 ft 2 0.143 0.170 1.25 1.000 1.00 1.00 1.00 3.19 518.20 3625.00 1.61 362.501.00 61.51 1.00+D+Lr+H, LL Comb Run (LL)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.143 0.170 1.25 1.000 1.00 1.00 1.00 3.19 518.20 3625.00 1.61 362.501.00 61.51 1.00Length = 2.0 ft 2 0.143 0.170 1.25 1.000 1.00 1.00 1.00 3.19 518.20 3625.00 1.61 362.501.00 61.51 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.155 0.184 1.15 1.000 1.00 1.00 1.00 3.19 518.20 3335.00 1.61 333.501.00 61.51 1.00Length = 2.0 ft 2 0.155 0.184 1.15 1.000 1.00 1.00 1.00 3.19 518.20 3335.00 1.61 333.501.00 61.51 1.00+D+0.750Lr+0.750L+H, LL Comb Run (*1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.197 0.234 1.25 1.000 1.00 1.00 1.00 4.39 712.84 3625.00 2.23 362.501.00 84.77 1.00Length = 2.0 ft 2 0.197 0.234 1.25 1.000 1.00 1.00 1.00 4.39 712.84 3625.00 2.23 362.501.00 84.77 1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.143 0.200 1.25 1.000 1.00 1.00 1.00 3.19 518.20 3625.00 1.91 362.501.00 72.67 1.00Length = 2.0 ft 2 0.143 0.200 1.25 1.000 1.00 1.00 1.00 3.19 518.20 3625.00 1.61 362.501.00 72.67 1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.197 0.234 1.25 1.000 1.00 1.00 1.00 4.39 712.84 3625.00 2.23 362.501.00 84.77 1.00Length = 2.0 ft 2 0.197 0.234 1.25 1.000 1.00 1.00 1.00 4.39 712.84 3625.00 2.23 362.501.00 84.77 1.00+D+0.750L+0.750S+H, LL Comb Run (*L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.214 0.254 1.15 1.000 1.00 1.00 1.00 4.39 712.84 3335.00 2.23 333.501.00 84.77 1.00Length = 2.0 ft 2 0.214 0.254 1.15 1.000 1.00 1.00 1.00 4.39 712.84 3335.00 2.23 333.501.00 84.77 1.00+D+0.750L+0.750S+H, LL Comb Run (L*1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.155 0.218 1.15 1.000 1.00 1.00 1.00 3.19 518.20 3335.00 1.91 333.501.00 72.67 1.00Length = 2.0 ft 2 0.155 0.218 1.15 1.000 1.00 1.00 1.00 3.19 518.20 3335.00 1.61 333.501.00 72.67 1.00+D+0.750L+0.750S+H, LL Comb Run (LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.214 0.254 1.15 1.000 1.00 1.00 1.00 4.39 712.84 3335.00 2.23 333.501.00 84.77 1.00Length = 2.0 ft 2 0.214 0.254 1.15 1.000 1.00 1.00 1.00 4.39 712.84 3335.00 2.23 333.501.00 84.77 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.112 0.133 1.60 1.000 1.00 1.00 1.00 3.19 518.20 4640.00 1.61 464.001.00 61.51 1.00Length = 2.0 ft 2 0.112 0.133 1.60 1.000 1.00 1.00 1.00 3.19 518.20 4640.00 1.61 464.001.00 61.51 1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.154 0.183 1.60 1.000 1.00 1.00 1.00 4.39 712.84 4640.00 2.23 464.001.00 84.77 1.00Length = 2.0 ft 2 0.154 0.183 1.60 1.000 1.00 1.00 1.00 4.39 712.84 4640.00 2.23 464.001.00 84.77 1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.112 0.157 1.60 1.000 1.00 1.00 1.00 3.19 518.20 4640.00 1.91 464.001.00 72.67 1.00Length = 2.0 ft 2 0.112 0.157 1.60 1.000 1.00 1.00 1.00 3.19 518.20 4640.00 1.61 464.001.00 72.67 1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.154 0.183 1.60 1.000 1.00 1.00 1.00 4.39 712.84 4640.00 2.23 464.001.00 84.77 1.00Length = 2.0 ft 2 0.154 0.183 1.60 1.000 1.00 1.00 1.00 4.39 712.84 4640.00 2.23 464.001.00 84.77 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.154 0.183 1.60 1.000 1.00 1.00 1.00 4.39 712.84 4640.00 2.23 464.001.00 84.77 1.00Length = 2.0 ft 2 0.154 0.183 1.60 1.000 1.00 1.00 1.00 4.39 712.84 4640.00 2.23 464.001.00 84.77 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.112 0.157 1.60 1.000 1.00 1.00 1.00 3.19 518.20 4640.00 1.91 464.001.00 72.67 1.00Length = 2.0 ft 2 0.112 0.157 1.60 1.000 1.00 1.00 1.00 3.19 518.20 4640.00 1.61 464.001.00 72.67 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.154 0.183 1.60 1.000 1.00 1.00 1.00 4.39 712.84 4640.00 2.23 464.001.00 84.77 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-3 (OMEGA = 2.5) CANT. BEAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 2.0 ft 2 0.154 0.183 1.60 1.000 1.00 1.00 1.00 4.39 712.84 4640.00 2.23 464.001.00 84.77 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.067 0.080 1.60 1.000 1.00 1.00 1.00 1.91 310.92 4640.00 0.97 464.001.00 36.91 1.00Length = 2.0 ft 2 0.067 0.080 1.60 1.000 1.00 1.00 1.00 1.91 310.92 4640.00 0.97 464.001.00 36.91 1.00+1.146D+1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.423 0.498 1.60 1.000 1.00 1.00 1.00 12.09 1,964.74 4640.00 6.07 464.001.00 231.14 1.00Length = 2.0 ft 2 0.423 0.498 1.60 1.000 1.00 1.00 1.00 12.09 1,964.74 4640.00 6.07 464.001.00 231.14 1.00+1.146D-1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.348 0.270 1.60 1.000 1.00 1.00 1.00 9.94 1,615.52 4640.00 3.29 464.001.00 125.15 1.00Length = 2.0 ft 2 0.168 0.270 1.60 1.000 1.00 1.00 1.00 4.78 777.30 4640.00 2.71 464.001.00 125.15 1.00+1.109D+0.750L+0.750S+1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.387 0.457 1.60 1.000 1.00 1.00 1.00 11.06 1,797.75 4640.00 5.56 464.001.00 212.00 1.00Length = 2.0 ft 2 0.387 0.457 1.60 1.000 1.00 1.00 1.00 11.06 1,797.75 4640.00 5.56 464.001.00 212.00 1.00+1.109D+0.750L+0.750S+1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.345 0.407 1.60 1.000 1.00 1.00 1.00 9.86 1,603.11 4640.00 4.95 464.001.00 188.74 1.00Length = 2.0 ft 2 0.345 0.407 1.60 1.000 1.00 1.00 1.00 9.86 1,603.11 4640.00 4.95 464.001.00 188.74 1.00+1.109D+0.750L+0.750S+1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.387 0.457 1.60 1.000 1.00 1.00 1.00 11.06 1,797.75 4640.00 5.56 464.001.00 212.00 1.00Length = 2.0 ft 2 0.387 0.457 1.60 1.000 1.00 1.00 1.00 11.06 1,797.75 4640.00 5.56 464.001.00 212.00 1.00+1.109D+0.750L+0.750S-1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.257 0.204 1.60 1.000 1.00 1.00 1.00 7.34 1,193.78 4640.00 2.48 464.001.00 94.50 1.00Length = 2.0 ft 2 0.056 0.204 1.60 1.000 1.00 1.00 1.00 1.59 258.79 4640.00 1.27 464.001.00 94.50 1.00+1.109D+0.750L+0.750S-1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.325 0.261 1.60 1.000 1.00 1.00 1.00 9.28 1,508.04 4640.00 3.18 464.001.00 121.21 1.00Length = 2.0 ft 2 0.098 0.261 1.60 1.000 1.00 1.00 1.00 2.79 453.43 4640.00 1.71 464.001.00 121.21 1.00+1.109D+0.750L+0.750S-1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.309 0.250 1.60 1.000 1.00 1.00 1.00 8.81 1,432.39 4640.00 3.04 464.001.00 116.00 1.00Length = 2.0 ft 2 0.056 0.250 1.60 1.000 1.00 1.00 1.00 1.59 258.79 4640.00 1.27 464.001.00 116.00 1.00+0.4543D+1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.346 0.406 1.60 1.000 1.00 1.00 1.00 9.88 1,606.42 4640.00 4.95 464.001.00 188.61 1.00Length = 2.0 ft 2 0.346 0.406 1.60 1.000 1.00 1.00 1.00 9.88 1,606.42 4640.00 4.95 464.001.00 188.61 1.00+0.4543D-1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.315 0.276 1.60 1.000 1.00 1.00 1.00 9.00 1,463.39 4640.00 3.36 464.001.00 128.17 1.00Length = 2.0 ft 2 0.245 0.297 1.60 1.000 1.00 1.00 1.00 6.99 1,135.63 4640.00 3.62 464.001.00 137.94 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections E Only10.0000 0.000 -0.0798 4.595 E Only 2 0.0880 2.000 0.0000 4.595 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.834 6.369 Overall MINimum 0.773 2.415 +D+H 0.878 3.485 +D+L+H, LL Comb Run (*L)0.696 4.684 +D+L+H, LL Comb Run (L*)1.834 4.440 +D+L+H, LL Comb Run (LL)1.651 5.640 +D+Lr+H, LL Comb Run (*L)0.878 3.485 +D+Lr+H, LL Comb Run (L*)0.878 3.485 +D+Lr+H, LL Comb Run (LL)0.878 3.485 +D+S+H 0.878 3.485 +D+0.750Lr+0.750L+H, LL Comb Run (*0.742 4.385 +D+0.750Lr+0.750L+H, LL Comb Run (L 1.595 4.202 +D+0.750Lr+0.750L+H, LL Comb Run (L 1.458 5.101 +D+0.750L+0.750S+H, LL Comb Run (*L 0.742 4.385 +D+0.750L+0.750S+H, LL Comb Run (L*1.595 4.202 +D+0.750L+0.750S+H, LL Comb Run (LL 1.458 5.101 +D+0.60W+H 0.878 3.485 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.742 4.385 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-3 (OMEGA = 2.5) CANT. BEAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750Lr+0.750L+0.450W+H, LL Comb 1.595 4.202 +D+0.750Lr+0.750L+0.450W+H, LL Comb 1.458 5.101 +D+0.750L+0.750S+0.450W+H, LL Comb 0.742 4.385 +D+0.750L+0.750S+0.450W+H, LL Comb 1.595 4.202 +D+0.750L+0.750S+0.450W+H, LL Comb 1.458 5.101 +0.60D+0.60W+0.60H 0.527 2.091 +D+0.70E+0.60H -0.154 5.176 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.033 5.652 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.821 5.469 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.684 6.369 +0.60D+0.70E+H -0.505 3.782 D Only 0.878 3.485 L Only, LL Comb Run (*L)-0.182 1.199 L Only, LL Comb Run (L*)0.955 0.955 L Only, LL Comb Run (LL)0.773 2.154 E Only -1.475 2.415 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-4 (OMEGA = 2.5) CANT. BEAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (Int. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) Load for Span Number 2 Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (Int. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) Point Load : D = 0.830, L = 0.410, E = 1.930 k @ 2.0 ft, (FB-1) Point Load : D = 1.360, L = 0.650, E = 1.280 k @ 2.0 ft, (FB-2) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.578: 1 Load Combination +1.146D+1.750E+0.60H Span # where maximum occurs Span # 1 Location of maximum on span 8.750 ft 314.85 psi= = 4,640.00 psi 3.5x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.146D+1.750E+0.60H = = = 464.00 psi== Section used for this span 3.5x11.25 Maximum Shear Stress Ratio 0.679 : 1 8.750 ft= = 2,683.65 psi Maximum Deflection 1747 >=360 404 Ratio =1410 >=240 Max Downward Transient Deflection 0.087 in 552Ratio =>=360 Max Upward Transient Deflection -0.060 in Ratio = Max Downward Total Deflection 0.119 in Ratio =>=240 Max Upward Total Deflection -0.074 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 8.750 ft 1 0.287 0.337 0.90 1.000 1.00 1.00 1.00 4.60 748.44 2610.00 2.31 261.001.00 88.02 1.00Length = 2.0 ft 2 0.287 0.337 0.90 1.000 1.00 1.00 1.00 4.60 748.44 2610.00 2.31 261.001.00 88.02 1.00+D+L+H, LL Comb Run (*L)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.383 0.450 1.00 1.000 1.00 1.00 1.00 6.83 1,110.35 2900.00 3.43 290.001.00 130.58 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-4 (OMEGA = 2.5) CANT. BEAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 2.0 ft 2 0.383 0.450 1.00 1.000 1.00 1.00 1.00 6.83 1,110.35 2900.00 3.43 290.001.00 130.58 1.00+D+L+H, LL Comb Run (L*)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.258 0.304 1.00 1.000 1.00 1.00 1.00 4.60 748.44 2900.00 2.31 290.001.00 88.02 1.00Length = 2.0 ft 2 0.258 0.304 1.00 1.000 1.00 1.00 1.00 4.60 748.44 2900.00 2.31 290.001.00 88.02 1.00+D+L+H, LL Comb Run (LL)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.383 0.450 1.00 1.000 1.00 1.00 1.00 6.83 1,110.35 2900.00 3.43 290.001.00 130.58 1.00Length = 2.0 ft 2 0.383 0.450 1.00 1.000 1.00 1.00 1.00 6.83 1,110.35 2900.00 3.43 290.001.00 130.58 1.00+D+Lr+H, LL Comb Run (*L)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.206 0.243 1.25 1.000 1.00 1.00 1.00 4.60 748.44 3625.00 2.31 362.501.00 88.02 1.00Length = 2.0 ft 2 0.206 0.243 1.25 1.000 1.00 1.00 1.00 4.60 748.44 3625.00 2.31 362.501.00 88.02 1.00+D+Lr+H, LL Comb Run (L*)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.206 0.243 1.25 1.000 1.00 1.00 1.00 4.60 748.44 3625.00 2.31 362.501.00 88.02 1.00Length = 2.0 ft 2 0.206 0.243 1.25 1.000 1.00 1.00 1.00 4.60 748.44 3625.00 2.31 362.501.00 88.02 1.00+D+Lr+H, LL Comb Run (LL)1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.206 0.243 1.25 1.000 1.00 1.00 1.00 4.60 748.44 3625.00 2.31 362.501.00 88.02 1.00Length = 2.0 ft 2 0.206 0.243 1.25 1.000 1.00 1.00 1.00 4.60 748.44 3625.00 2.31 362.501.00 88.02 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.224 0.264 1.15 1.000 1.00 1.00 1.00 4.60 748.44 3335.00 2.31 333.501.00 88.02 1.00Length = 2.0 ft 2 0.224 0.264 1.15 1.000 1.00 1.00 1.00 4.60 748.44 3335.00 2.31 333.501.00 88.02 1.00+D+0.750Lr+0.750L+H, LL Comb Run (*1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.281 0.331 1.25 1.000 1.00 1.00 1.00 6.27 1,019.87 3625.00 3.15 362.501.00 119.94 1.00Length = 2.0 ft 2 0.281 0.331 1.25 1.000 1.00 1.00 1.00 6.27 1,019.87 3625.00 3.15 362.501.00 119.94 1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.206 0.243 1.25 1.000 1.00 1.00 1.00 4.60 748.44 3625.00 2.31 362.501.00 88.02 1.00Length = 2.0 ft 2 0.206 0.243 1.25 1.000 1.00 1.00 1.00 4.60 748.44 3625.00 2.31 362.501.00 88.02 1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.281 0.331 1.25 1.000 1.00 1.00 1.00 6.27 1,019.87 3625.00 3.15 362.501.00 119.94 1.00Length = 2.0 ft 2 0.281 0.331 1.25 1.000 1.00 1.00 1.00 6.27 1,019.87 3625.00 3.15 362.501.00 119.94 1.00+D+0.750L+0.750S+H, LL Comb Run (*L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.306 0.360 1.15 1.000 1.00 1.00 1.00 6.27 1,019.87 3335.00 3.15 333.501.00 119.94 1.00Length = 2.0 ft 2 0.306 0.360 1.15 1.000 1.00 1.00 1.00 6.27 1,019.87 3335.00 3.15 333.501.00 119.94 1.00+D+0.750L+0.750S+H, LL Comb Run (L*1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.224 0.264 1.15 1.000 1.00 1.00 1.00 4.60 748.44 3335.00 2.31 333.501.00 88.02 1.00Length = 2.0 ft 2 0.224 0.264 1.15 1.000 1.00 1.00 1.00 4.60 748.44 3335.00 2.31 333.501.00 88.02 1.00+D+0.750L+0.750S+H, LL Comb Run (LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.306 0.360 1.15 1.000 1.00 1.00 1.00 6.27 1,019.87 3335.00 3.15 333.501.00 119.94 1.00Length = 2.0 ft 2 0.306 0.360 1.15 1.000 1.00 1.00 1.00 6.27 1,019.87 3335.00 3.15 333.501.00 119.94 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.161 0.190 1.60 1.000 1.00 1.00 1.00 4.60 748.44 4640.00 2.31 464.001.00 88.02 1.00Length = 2.0 ft 2 0.161 0.190 1.60 1.000 1.00 1.00 1.00 4.60 748.44 4640.00 2.31 464.001.00 88.02 1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.220 0.258 1.60 1.000 1.00 1.00 1.00 6.27 1,019.87 4640.00 3.15 464.001.00 119.94 1.00Length = 2.0 ft 2 0.220 0.258 1.60 1.000 1.00 1.00 1.00 6.27 1,019.87 4640.00 3.15 464.001.00 119.94 1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.161 0.190 1.60 1.000 1.00 1.00 1.00 4.60 748.44 4640.00 2.31 464.001.00 88.02 1.00Length = 2.0 ft 2 0.161 0.190 1.60 1.000 1.00 1.00 1.00 4.60 748.44 4640.00 2.31 464.001.00 88.02 1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.220 0.258 1.60 1.000 1.00 1.00 1.00 6.27 1,019.87 4640.00 3.15 464.001.00 119.94 1.00Length = 2.0 ft 2 0.220 0.258 1.60 1.000 1.00 1.00 1.00 6.27 1,019.87 4640.00 3.15 464.001.00 119.94 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.220 0.258 1.60 1.000 1.00 1.00 1.00 6.27 1,019.87 4640.00 3.15 464.001.00 119.94 1.00Length = 2.0 ft 2 0.220 0.258 1.60 1.000 1.00 1.00 1.00 6.27 1,019.87 4640.00 3.15 464.001.00 119.94 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.161 0.190 1.60 1.000 1.00 1.00 1.00 4.60 748.44 4640.00 2.31 464.001.00 88.02 1.00Length = 2.0 ft 2 0.161 0.190 1.60 1.000 1.00 1.00 1.00 4.60 748.44 4640.00 2.31 464.001.00 88.02 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.220 0.258 1.60 1.000 1.00 1.00 1.00 6.27 1,019.87 4640.00 3.15 464.001.00 119.94 1.00Length = 2.0 ft 2 0.220 0.258 1.60 1.000 1.00 1.00 1.00 6.27 1,019.87 4640.00 3.15 464.001.00 119.94 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.097 0.114 1.60 1.000 1.00 1.00 1.00 2.76 449.06 4640.00 1.39 464.001.00 52.81 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-4 (OMEGA = 2.5) CANT. BEAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 2.0 ft 2 0.097 0.114 1.60 1.000 1.00 1.00 1.00 2.76 449.06 4640.00 1.39 464.001.00 52.81 1.00+1.146D+1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.578 0.679 1.60 1.000 1.00 1.00 1.00 16.51 2,683.65 4640.00 8.26 464.001.00 314.85 1.00Length = 2.0 ft 2 0.578 0.679 1.60 1.000 1.00 1.00 1.00 16.51 2,683.65 4640.00 8.26 464.001.00 314.85 1.00+1.146D-1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.209 0.234 1.60 1.000 1.00 1.00 1.00 5.96 968.62 4640.00 2.85 464.001.00 108.61 1.00Length = 2.0 ft 2 0.209 0.255 1.60 1.000 1.00 1.00 1.00 5.96 968.62 4640.00 3.11 464.001.00 118.36 1.00+1.109D+0.750L+0.750S+1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.533 0.625 1.60 1.000 1.00 1.00 1.00 15.20 2,471.28 4640.00 7.61 464.001.00 290.06 1.00Length = 2.0 ft 2 0.533 0.625 1.60 1.000 1.00 1.00 1.00 15.20 2,471.28 4640.00 7.61 464.001.00 290.06 1.00+1.109D+0.750L+0.750S+1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.474 0.556 1.60 1.000 1.00 1.00 1.00 13.53 2,199.84 4640.00 6.78 464.001.00 258.14 1.00Length = 2.0 ft 2 0.474 0.556 1.60 1.000 1.00 1.00 1.00 13.53 2,199.84 4640.00 6.78 464.001.00 258.14 1.00+1.109D+0.750L+0.750S+1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.533 0.625 1.60 1.000 1.00 1.00 1.00 15.20 2,471.28 4640.00 7.61 464.001.00 290.06 1.00Length = 2.0 ft 2 0.533 0.625 1.60 1.000 1.00 1.00 1.00 15.20 2,471.28 4640.00 7.61 464.001.00 290.06 1.00+1.109D+0.750L+0.750S-1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.076 0.054 1.60 1.000 1.00 1.00 1.00 2.16 350.92 4640.00 0.66 464.001.00 25.13 1.00Length = 2.0 ft 2 0.058 0.081 1.60 1.000 1.00 1.00 1.00 1.65 267.92 4640.00 0.99 464.001.00 37.60 1.00+1.109D+0.750L+0.750S-1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.129 0.126 1.60 1.000 1.00 1.00 1.00 3.67 596.71 4640.00 1.53 464.001.00 58.46 1.00Length = 2.0 ft 2 0.116 0.146 1.60 1.000 1.00 1.00 1.00 3.32 539.36 4640.00 1.78 464.001.00 67.90 1.00+1.109D+0.750L+0.750S-1.313E+H, LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.088 0.062 1.60 1.000 1.00 1.00 1.00 2.51 407.50 4640.00 0.76 464.001.00 28.78 1.00Length = 2.0 ft 2 0.058 0.081 1.60 1.000 1.00 1.00 1.00 1.65 267.92 4640.00 0.99 464.001.00 37.60 1.00+0.4543D+1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.467 0.547 1.60 1.000 1.00 1.00 1.00 13.33 2,166.12 4640.00 6.67 464.001.00 253.98 1.00Length = 2.0 ft 2 0.467 0.547 1.60 1.000 1.00 1.00 1.00 13.33 2,166.12 4640.00 6.67 464.001.00 253.98 1.00+0.4543D-1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.750 ft 1 0.320 0.371 1.60 1.000 1.00 1.00 1.00 9.14 1,486.15 4640.00 4.52 464.001.00 172.21 1.00Length = 2.0 ft 2 0.320 0.379 1.60 1.000 1.00 1.00 1.00 9.14 1,486.15 4640.00 4.62 464.001.00 176.08 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H, LL C10.0000 0.000 -0.0745 5.230 +D+0.750L+0.750S+0.5250E+H, LL C 2 0.1186 2.000 0.0000 5.230 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -0.734 6.744 Overall MINimum -0.021 3.944 +D+H -0.035 3.432 +D+L+H, LL Comb Run (*L)-0.289 4.853 +D+L+H, LL Comb Run (L*)0.198 3.666 +D+L+H, LL Comb Run (LL)-0.056 5.087 +D+Lr+H, LL Comb Run (*L)-0.035 3.432 +D+Lr+H, LL Comb Run (L*)-0.035 3.432 +D+Lr+H, LL Comb Run (LL)-0.035 3.432 +D+S+H -0.035 3.432 +D+0.750Lr+0.750L+H, LL Comb Run (*-0.226 4.498 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.140 3.607 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.051 4.673 +D+0.750L+0.750S+H, LL Comb Run (*L -0.226 4.498 +D+0.750L+0.750S+H, LL Comb Run (L*0.140 3.607 +D+0.750L+0.750S+H, LL Comb Run (LL -0.051 4.673 +D+0.60W+H -0.035 3.432 +D+0.750Lr+0.750L+0.450W+H, LL Comb -0.226 4.498 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.140 3.607 +D+0.750Lr+0.750L+0.450W+H, LL Comb -0.051 4.673 +D+0.750L+0.750S+0.450W+H, LL Comb -0.226 4.498 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-4 (OMEGA = 2.5) CANT. BEAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750L+0.750S+0.450W+H, LL Comb 0.140 3.607 +D+0.750L+0.750S+0.450W+H, LL Comb -0.051 4.673 +0.60D+0.60W+0.60H -0.021 2.059 +D+0.70E+0.60H -0.548 6.193 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.611 6.569 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.245 5.678 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.436 6.744 +0.60D+0.70E+H -0.535 4.820 D Only -0.035 3.432 L Only, LL Comb Run (*L)-0.254 1.421 L Only, LL Comb Run (L*)0.233 0.233 L Only, LL Comb Run (LL)-0.021 1.654 E Only -0.734 3.944 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-5 DRAG BEAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1000 1000 1500 625 1700 620 180 675 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (Int. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.054: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.125 ft 7.36 psi= = 1,100.00 psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.041 : 1 0.000 ft= = 59.40 psi Maximum Deflection 0 <360 30129 Ratio =0 <240 Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.002 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 4.250 ft 1 0.040 0.030 0.90 1.100 1.00 1.00 1.00 0.25 39.83 990.00 0.13 162.001.00 4.94 1.00+D+L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.054 0.041 1.00 1.100 1.00 1.00 1.00 0.37 59.40 1100.00 0.19 180.001.00 7.36 1.00+D+Lr+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.029 0.022 1.25 1.100 1.00 1.00 1.00 0.25 39.83 1375.00 0.13 225.001.00 4.94 1.00+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.031 0.024 1.15 1.100 1.00 1.00 1.00 0.25 39.83 1265.00 0.13 207.001.00 4.94 1.00+D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.040 0.030 1.25 1.100 1.00 1.00 1.00 0.34 54.50 1375.00 0.18 225.001.00 6.76 1.00+D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.043 0.033 1.15 1.100 1.00 1.00 1.00 0.34 54.50 1265.00 0.18 207.001.00 6.76 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-5 DRAG BEAM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.023 0.017 1.60 1.100 1.00 1.00 1.00 0.25 39.83 1760.00 0.13 288.001.00 4.94 1.00+D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.031 0.023 1.60 1.100 1.00 1.00 1.00 0.34 54.50 1760.00 0.18 288.001.00 6.76 1.00+D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.031 0.023 1.60 1.100 1.00 1.00 1.00 0.34 54.50 1760.00 0.18 288.001.00 6.76 1.00+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.014 0.010 1.60 1.100 1.00 1.00 1.00 0.15 23.90 1760.00 0.08 288.001.00 2.96 1.00+1.146D+1.750E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.026 0.020 1.60 1.100 1.00 1.00 1.00 0.28 45.63 1760.00 0.15 288.001.00 5.66 1.00+1.146D-1.750E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.026 0.020 1.60 1.100 1.00 1.00 1.00 0.28 45.63 1760.00 0.15 288.001.00 5.66 1.00+1.109D+0.750L+0.750S+1.313E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.033 0.025 1.60 1.100 1.00 1.00 1.00 0.36 58.86 1760.00 0.19 288.001.00 7.30 1.00+1.109D+0.750L+0.750S-1.313E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.033 0.025 1.60 1.100 1.00 1.00 1.00 0.36 58.86 1760.00 0.19 288.001.00 7.30 1.00+0.4543D+1.750E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.010 0.008 1.60 1.100 1.00 1.00 1.00 0.11 18.09 1760.00 0.06 288.001.00 2.24 1.00+0.4543D-1.750E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.250 ft 1 0.010 0.008 1.60 1.100 1.00 1.00 1.00 0.11 18.09 1760.00 0.06 288.001.00 2.24 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0017 2.141 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.344 0.344 Overall MINimum 0.113 0.113 +D+H 0.231 0.231 +D+L+H 0.344 0.344 +D+Lr+H 0.231 0.231 +D+S+H 0.231 0.231 +D+0.750Lr+0.750L+H 0.316 0.316 +D+0.750L+0.750S+H 0.316 0.316 +D+0.60W+H 0.231 0.231 +D+0.750Lr+0.750L+0.450W+H 0.316 0.316 +D+0.750L+0.750S+0.450W+H 0.316 0.316 +0.60D+0.60W+0.60H 0.138 0.138 +D+0.70E+0.60H 0.231 0.231 +D+0.750L+0.750S+0.5250E+H 0.316 0.316 +0.60D+0.70E+H 0.138 0.138 D Only 0.231 0.231 L Only 0.113 0.113 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1000 1000 1500 625 1700 620 180 675 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0160 ksf, Extent = 3.0 -->> 6.0 ft, Tributary Width = 3.50 ft, (Guardrail) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.250 ft, (Floor) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 3.0 ft, (Stair Framing) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.163: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.715 ft 20.45 psi= = 1,100.00 psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.114 : 1 0.000 ft= = 179.40 psi Maximum Deflection 0 <360 7133 Ratio =0 <240 Max Downward Transient Deflection 0.006 in 11534Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.010 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.069 0.046 0.90 1.100 1.00 1.00 1.00 0.42 67.92 990.00 0.20 162.001.00 7.47 1.00+D+L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.163 0.114 1.00 1.100 1.00 1.00 1.00 1.10 179.40 1100.00 0.54 180.001.00 20.45 1.00+D+Lr+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.049 0.033 1.25 1.100 1.00 1.00 1.00 0.42 67.92 1375.00 0.20 225.001.00 7.47 1.00+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.054 0.036 1.15 1.100 1.00 1.00 1.00 0.42 67.92 1265.00 0.20 207.001.00 7.47 1.00+D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.110 0.076 1.25 1.100 1.00 1.00 1.00 0.93 151.32 1375.00 0.45 225.001.00 17.14 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.120 0.083 1.15 1.100 1.00 1.00 1.00 0.93 151.32 1265.00 0.45 207.001.00 17.14 1.00+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.039 0.026 1.60 1.100 1.00 1.00 1.00 0.42 67.92 1760.00 0.20 288.001.00 7.47 1.00+D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.086 0.060 1.60 1.100 1.00 1.00 1.00 0.93 151.32 1760.00 0.45 288.001.00 17.14 1.00+D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.086 0.060 1.60 1.100 1.00 1.00 1.00 0.93 151.32 1760.00 0.45 288.001.00 17.14 1.00+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.023 0.016 1.60 1.100 1.00 1.00 1.00 0.25 40.75 1760.00 0.12 288.001.00 4.48 1.00+1.146D+1.750E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.044 0.030 1.60 1.100 1.00 1.00 1.00 0.48 77.82 1760.00 0.22 288.001.00 8.56 1.00+1.146D-1.750E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.044 0.030 1.60 1.100 1.00 1.00 1.00 0.48 77.82 1760.00 0.22 288.001.00 8.56 1.00+1.109D+0.750L+0.750S+1.313E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.090 0.062 1.60 1.100 1.00 1.00 1.00 0.98 158.65 1760.00 0.47 288.001.00 17.93 1.00+1.109D+0.750L+0.750S-1.313E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.090 0.062 1.60 1.100 1.00 1.00 1.00 0.98 158.65 1760.00 0.47 288.001.00 17.93 1.00+0.4543D+1.750E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.018 0.012 1.60 1.100 1.00 1.00 1.00 0.19 30.85 1760.00 0.09 288.001.00 3.40 1.00+0.4543D-1.750E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.018 0.012 1.60 1.100 1.00 1.00 1.00 0.19 30.85 1760.00 0.09 288.001.00 3.40 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0101 2.956 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.810 0.647 Overall MINimum 0.540 0.360 +D+H 0.270 0.287 +D+L+H 0.810 0.647 +D+Lr+H 0.270 0.287 +D+S+H 0.270 0.287 +D+0.750Lr+0.750L+H 0.675 0.557 +D+0.750L+0.750S+H 0.675 0.557 +D+0.60W+H 0.270 0.287 +D+0.750Lr+0.750L+0.450W+H 0.675 0.557 +D+0.750L+0.750S+0.450W+H 0.675 0.557 +0.60D+0.60W+0.60H 0.162 0.172 +D+0.70E+0.60H 0.270 0.287 +D+0.750L+0.750S+0.5250E+H 0.675 0.557 +0.60D+0.70E+H 0.162 0.172 D Only 0.270 0.287 L Only 0.540 0.360 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (Int. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 4.50 ft, (Floor) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 6.250 ft, Tributary Width = 2.250 ft, (Floor) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 6.250 -->> 10.50 ft, Tributary Width = 6.750 ft, (Floor) Point Load : D = -0.030, L = -0.250, E = -0.730 k @ 6.250 ft, (FB-4) Point Load : D = 0.240, L = 0.120 k @ 6.250 ft, (FB-5) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.434: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 5.786 ft 101.58 psi= = 2,900.00 psi 3.5x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 3.5x11.25 Maximum Shear Stress Ratio 0.350 : 1 9.580 ft= = 1,258.24 psi Maximum Deflection 3950 >=360 744 Ratio =0 <240 Max Downward Transient Deflection 0.095 in 1331Ratio =>=360 Max Upward Transient Deflection -0.032 in Ratio = Max Downward Total Deflection 0.169 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 10.50 ft 1 0.216 0.165 0.90 1.000 1.00 1.00 1.00 3.47 564.27 2610.00 1.13 261.001.00 43.05 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.434 0.350 1.00 1.000 1.00 1.00 1.00 7.74 1,258.24 2900.00 2.67 290.001.00 101.58 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.156 0.119 1.25 1.000 1.00 1.00 1.00 3.47 564.27 3625.00 1.13 362.501.00 43.05 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.169 0.129 1.15 1.000 1.00 1.00 1.00 3.47 564.27 3335.00 1.13 333.501.00 43.05 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-7 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.299 0.240 1.25 1.000 1.00 1.00 1.00 6.67 1,084.59 3625.00 2.28 362.501.00 86.94 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.325 0.261 1.15 1.000 1.00 1.00 1.00 6.67 1,084.59 3335.00 2.28 333.501.00 86.94 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.122 0.093 1.60 1.000 1.00 1.00 1.00 3.47 564.27 4640.00 1.13 464.001.00 43.05 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.234 0.187 1.60 1.000 1.00 1.00 1.00 6.67 1,084.59 4640.00 2.28 464.001.00 86.94 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.234 0.187 1.60 1.000 1.00 1.00 1.00 6.67 1,084.59 4640.00 2.28 464.001.00 86.94 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.073 0.056 1.60 1.000 1.00 1.00 1.00 2.08 338.56 4640.00 0.68 464.001.00 25.83 1.00+1.146D+1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.052 0.050 1.60 1.000 1.00 1.00 1.00 1.48 241.12 4640.00 0.61 464.001.00 23.13 1.00+1.146D-1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.252 0.169 1.60 1.000 1.00 1.00 1.00 7.20 1,170.30 4640.00 2.06 464.001.00 78.29 1.00+1.109D+0.750L+0.750S+1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.174 0.151 1.60 1.000 1.00 1.00 1.00 4.98 809.01 4640.00 1.84 464.001.00 69.92 1.00+1.109D+0.750L+0.750S-1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.331 0.244 1.60 1.000 1.00 1.00 1.00 9.44 1,533.62 4640.00 2.98 464.001.00 113.38 1.00+0.4543D+1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.058 0.052 1.60 1.000 1.00 1.00 1.00 1.66 269.13 4640.00 0.64 464.001.00 24.30 1.00+0.4543D-1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.168 0.105 1.60 1.000 1.00 1.00 1.00 4.80 780.84 4640.00 1.27 464.001.00 48.52 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1692 5.365 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.679 3.320 Overall MINimum -0.295 -0.435 +D+H 1.159 1.370 +D+L+H 2.679 3.320 +D+Lr+H 1.159 1.370 +D+S+H 1.159 1.370 +D+0.750Lr+0.750L+H 2.299 2.833 +D+0.750L+0.750S+H 2.299 2.833 +D+0.60W+H 1.159 1.370 +D+0.750Lr+0.750L+0.450W+H 2.299 2.833 +D+0.750L+0.750S+0.450W+H 2.299 2.833 +0.60D+0.60W+0.60H 0.696 0.822 +D+0.70E+0.60H 0.952 1.066 +D+0.750L+0.750S+0.5250E+H 2.144 2.605 +0.60D+0.70E+H 0.489 0.518 D Only 1.159 1.370 L Only 1.520 1.950 E Only -0.295 -0.435 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (Int. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 11.250 ft, (Floor) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.165: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.875 ft 52.87 psi= = 2,900.00 psi 3.5x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 3.5x11.25 Maximum Shear Stress Ratio 0.182 : 1 0.000 ft= = 477.66 psi Maximum Deflection 0 <360 3583 Ratio =0 <240 Max Downward Transient Deflection 0.012 in 5662Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.019 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 5.750 ft 1 0.067 0.074 0.90 1.000 1.00 1.00 1.00 1.08 175.38 2610.00 0.51 261.001.00 19.41 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.165 0.182 1.00 1.000 1.00 1.00 1.00 2.94 477.66 2900.00 1.39 290.001.00 52.87 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.048 0.054 1.25 1.000 1.00 1.00 1.00 1.08 175.38 3625.00 0.51 362.501.00 19.41 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.053 0.058 1.15 1.000 1.00 1.00 1.00 1.08 175.38 3335.00 0.51 333.501.00 19.41 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.111 0.123 1.25 1.000 1.00 1.00 1.00 2.47 402.09 3625.00 1.17 362.501.00 44.50 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.121 0.133 1.15 1.000 1.00 1.00 1.00 2.47 402.09 3335.00 1.17 333.501.00 44.50 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-8 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.038 0.042 1.60 1.000 1.00 1.00 1.00 1.08 175.38 4640.00 0.51 464.001.00 19.41 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.087 0.096 1.60 1.000 1.00 1.00 1.00 2.47 402.09 4640.00 1.17 464.001.00 44.50 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.087 0.096 1.60 1.000 1.00 1.00 1.00 2.47 402.09 4640.00 1.17 464.001.00 44.50 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.023 0.025 1.60 1.000 1.00 1.00 1.00 0.65 105.23 4640.00 0.31 464.001.00 11.65 1.00+1.146D+1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.043 0.048 1.60 1.000 1.00 1.00 1.00 1.24 200.93 4640.00 0.58 464.001.00 22.24 1.00+1.146D-1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.043 0.048 1.60 1.000 1.00 1.00 1.00 1.24 200.93 4640.00 0.58 464.001.00 22.24 1.00+1.109D+0.750L+0.750S+1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.091 0.100 1.60 1.000 1.00 1.00 1.00 2.59 421.26 4640.00 1.22 464.001.00 46.62 1.00+1.109D+0.750L+0.750S-1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.091 0.100 1.60 1.000 1.00 1.00 1.00 2.59 421.26 4640.00 1.22 464.001.00 46.62 1.00+0.4543D+1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.017 0.019 1.60 1.000 1.00 1.00 1.00 0.49 79.67 4640.00 0.23 464.001.00 8.82 1.00+0.4543D-1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.750 ft 1 0.017 0.019 1.60 1.000 1.00 1.00 1.00 0.49 79.67 4640.00 0.23 464.001.00 8.82 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0193 2.896 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.044 2.044 Overall MINimum 1.294 1.294 +D+H 0.751 0.751 +D+L+H 2.044 2.044 +D+Lr+H 0.751 0.751 +D+S+H 0.751 0.751 +D+0.750Lr+0.750L+H 1.721 1.721 +D+0.750L+0.750S+H 1.721 1.721 +D+0.60W+H 0.751 0.751 +D+0.750Lr+0.750L+0.450W+H 1.721 1.721 +D+0.750L+0.750S+0.450W+H 1.721 1.721 +0.60D+0.60W+0.60H 0.450 0.450 +D+0.70E+0.60H 0.751 0.751 +D+0.750L+0.750S+0.5250E+H 1.721 1.721 +0.60D+0.70E+H 0.450 0.450 D Only 0.751 0.751 L Only 1.294 1.294 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-9 (OMEGA = 2.5) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 1.333 ft, (Roof + Ceiling) Uniform Load : D = 0.0160 ksf, Tributary Width = 12.0 ft, (Ext. Wall) Point Load : E = 1.420 k @ 4.750 ft, (Y3 (+)) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.113: 1 Load Combination +1.146D+1.750E+0.60H Span # where maximum occurs Span # 1 Location of maximum on span 4.730 ft 95.31 psi= = 4,640.00 psi 3.5x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.146D+1.750E+0.60H = = = 464.00 psi== Section used for this span 3.5x11.25 Maximum Shear Stress Ratio 0.205 : 1 5.080 ft= = 523.49 psi Maximum Deflection 0 <360 5879 Ratio =0 <240 Max Downward Transient Deflection 0.007 in 9877Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.012 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.063 0.068 0.90 1.000 1.00 1.00 1.00 1.01 164.07 2610.00 0.47 261.001.00 17.78 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.063 0.069 1.00 1.000 1.00 1.00 1.00 1.13 183.57 2900.00 0.52 290.001.00 19.89 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.045 0.049 1.25 1.000 1.00 1.00 1.00 1.01 164.07 3625.00 0.47 362.501.00 17.78 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.049 0.053 1.15 1.000 1.00 1.00 1.00 1.01 164.07 3335.00 0.47 333.501.00 17.78 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.049 0.053 1.25 1.000 1.00 1.00 1.00 1.10 178.70 3625.00 0.51 362.501.00 19.36 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-9 (OMEGA = 2.5) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 6.0 ft 1 0.054 0.058 1.15 1.000 1.00 1.00 1.00 1.10 178.70 3335.00 0.51 333.501.00 19.36 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.035 0.038 1.60 1.000 1.00 1.00 1.00 1.01 164.07 4640.00 0.47 464.001.00 17.78 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.039 0.042 1.60 1.000 1.00 1.00 1.00 1.10 178.70 4640.00 0.51 464.001.00 19.36 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.039 0.042 1.60 1.000 1.00 1.00 1.00 1.10 178.70 4640.00 0.51 464.001.00 19.36 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.021 0.023 1.60 1.000 1.00 1.00 1.00 0.61 98.44 4640.00 0.28 464.001.00 10.67 1.00+1.146D+1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.113 0.205 1.60 1.000 1.00 1.00 1.00 3.22 523.49 4640.00 2.50 464.001.00 95.31 1.00+1.146D-1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.059 0.125 1.60 1.000 1.00 1.00 1.00 1.69 275.24 4640.00 1.52 464.001.00 57.79 1.00+1.109D+0.750L+0.750S+1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.093 0.167 1.60 1.000 1.00 1.00 1.00 2.65 431.54 4640.00 2.03 464.001.00 77.51 1.00+1.109D+0.750L+0.750S-1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.037 0.082 1.60 1.000 1.00 1.00 1.00 1.04 169.76 4640.00 1.00 464.001.00 38.27 1.00+0.4543D+1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.097 0.179 1.60 1.000 1.00 1.00 1.00 2.76 448.24 4640.00 2.18 464.001.00 83.02 1.00+0.4543D-1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.075 0.147 1.60 1.000 1.00 1.00 1.00 2.15 350.00 4640.00 1.79 464.001.00 68.14 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.70E+0.60H 1 0.0122 3.175 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.888 1.460 Overall MINimum 0.296 1.124 +D+H 0.673 0.673 +D+L+H 0.753 0.753 +D+Lr+H 0.673 0.673 +D+S+H 0.673 0.673 +D+0.750Lr+0.750L+H 0.733 0.733 +D+0.750L+0.750S+H 0.733 0.733 +D+0.60W+H 0.673 0.673 +D+0.750Lr+0.750L+0.450W+H 0.733 0.733 +D+0.750L+0.750S+0.450W+H 0.733 0.733 +0.60D+0.60W+0.60H 0.404 0.404 +D+0.70E+0.60H 0.880 1.460 +D+0.750L+0.750S+0.5250E+H 0.888 1.323 +0.60D+0.70E+H 0.611 1.191 D Only 0.673 0.673 L Only 0.080 0.080 E Only 0.296 1.124 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-10 (OMEGA = 2.5) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 8.250 ft, (Roof + Ceiling) Uniform Load : D = 0.0160 ksf, Tributary Width = 8.0 ft, (Ext. Wall) Point Load : E = 0.280 k @ 8.50 ft, (X4 (+)) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.217: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.250 ft 54.26 psi= = 2,900.00 psi 3.5x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 3.5x11.25 Maximum Shear Stress Ratio 0.187 : 1 0.000 ft= = 629.85 psi Maximum Deflection 0 <360 1838 Ratio =0 <240 Max Downward Transient Deflection 0.021 in 4780Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.055 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 8.50 ft 1 0.149 0.128 0.90 1.000 1.00 1.00 1.00 2.38 387.64 2610.00 0.88 261.001.00 33.39 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.217 0.187 1.00 1.000 1.00 1.00 1.00 3.88 629.85 2900.00 1.42 290.001.00 54.26 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.107 0.092 1.25 1.000 1.00 1.00 1.00 2.38 387.64 3625.00 0.88 362.501.00 33.39 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.116 0.100 1.15 1.000 1.00 1.00 1.00 2.38 387.64 3335.00 0.88 333.501.00 33.39 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.157 0.135 1.25 1.000 1.00 1.00 1.00 3.50 569.30 3625.00 1.29 362.501.00 49.04 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FB-10 (OMEGA = 2.5) Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 8.50 ft 1 0.171 0.147 1.15 1.000 1.00 1.00 1.00 3.50 569.30 3335.00 1.29 333.501.00 49.04 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.084 0.072 1.60 1.000 1.00 1.00 1.00 2.38 387.64 4640.00 0.88 464.001.00 33.39 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.123 0.106 1.60 1.000 1.00 1.00 1.00 3.50 569.30 4640.00 1.29 464.001.00 49.04 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.123 0.106 1.60 1.000 1.00 1.00 1.00 3.50 569.30 4640.00 1.29 464.001.00 49.04 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.050 0.043 1.60 1.000 1.00 1.00 1.00 1.43 232.59 4640.00 0.53 464.001.00 20.04 1.00+1.146D+1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.096 0.082 1.60 1.000 1.00 1.00 1.00 2.73 444.14 4640.00 1.00 464.001.00 38.26 1.00+1.146D-1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.096 0.082 1.60 1.000 1.00 1.00 1.00 2.73 444.14 4640.00 1.00 464.001.00 38.26 1.00+1.109D+0.750L+0.750S+1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.132 0.114 1.60 1.000 1.00 1.00 1.00 3.76 611.67 4640.00 1.38 464.001.00 52.69 1.00+1.109D+0.750L+0.750S-1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.132 0.114 1.60 1.000 1.00 1.00 1.00 3.76 611.67 4640.00 1.38 464.001.00 52.69 1.00+0.4543D+1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.038 0.033 1.60 1.000 1.00 1.00 1.00 1.08 176.09 4640.00 0.40 464.001.00 15.17 1.00+0.4543D-1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.50 ft 1 0.038 0.033 1.60 1.000 1.00 1.00 1.00 1.08 176.09 4640.00 0.40 464.001.00 15.17 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0555 4.281 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.824 1.824 Overall MINimum 0.701 0.280 +D+H 1.122 1.122 +D+L+H 1.824 1.824 +D+Lr+H 1.122 1.122 +D+S+H 1.122 1.122 +D+0.750Lr+0.750L+H 1.648 1.648 +D+0.750L+0.750S+H 1.648 1.648 +D+0.60W+H 1.122 1.122 +D+0.750Lr+0.750L+0.450W+H 1.648 1.648 +D+0.750L+0.750S+0.450W+H 1.648 1.648 +0.60D+0.60W+0.60H 0.673 0.673 +D+0.70E+0.60H 1.122 1.318 +D+0.750L+0.750S+0.5250E+H 1.648 1.795 +0.60D+0.70E+H 0.673 0.869 D Only 1.122 1.122 L Only 0.701 0.701 E Only 0.000 0.280 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1000 1000 1500 625 1700 620 180 675 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0160 ksf, Tributary Width = 3.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.50 ft, (Floor) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.371: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 42.77 psi= = 1,300.00 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.238 : 1 3.547 ft= = 482.39 psi Maximum Deflection 0 <360 1927 Ratio =0 <240 Max Downward Transient Deflection 0.015 in 3106Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.025 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.157 0.100 0.90 1.300 1.00 1.00 1.00 0.27 183.17 1170.00 0.21 162.001.00 16.24 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.371 0.238 1.00 1.300 1.00 1.00 1.00 0.71 482.39 1300.00 0.55 180.001.00 42.77 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.113 0.072 1.25 1.300 1.00 1.00 1.00 0.27 183.17 1625.00 0.21 225.001.00 16.24 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.123 0.078 1.15 1.300 1.00 1.00 1.00 0.27 183.17 1495.00 0.21 207.001.00 16.24 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.251 0.161 1.25 1.300 1.00 1.00 1.00 0.60 407.58 1625.00 0.46 225.001.00 36.13 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.273 0.175 1.15 1.300 1.00 1.00 1.00 0.60 407.58 1495.00 0.46 207.001.00 36.13 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.088 0.056 1.60 1.300 1.00 1.00 1.00 0.27 183.17 2080.00 0.21 288.001.00 16.24 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.196 0.125 1.60 1.300 1.00 1.00 1.00 0.60 407.58 2080.00 0.46 288.001.00 36.13 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.196 0.125 1.60 1.300 1.00 1.00 1.00 0.60 407.58 2080.00 0.46 288.001.00 36.13 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.053 0.034 1.60 1.300 1.00 1.00 1.00 0.16 109.90 2080.00 0.13 288.001.00 9.74 1.00+1.146D+1.750E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.101 0.065 1.60 1.300 1.00 1.00 1.00 0.31 209.86 2080.00 0.24 288.001.00 18.61 1.00+1.146D-1.750E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.101 0.065 1.60 1.300 1.00 1.00 1.00 0.31 209.86 2080.00 0.24 288.001.00 18.61 1.00+1.109D+0.750L+0.750S+1.313E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.206 0.132 1.60 1.300 1.00 1.00 1.00 0.63 427.60 2080.00 0.49 288.001.00 37.91 1.00+1.109D+0.750L+0.750S-1.313E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.206 0.132 1.60 1.300 1.00 1.00 1.00 0.63 427.60 2080.00 0.49 288.001.00 37.91 1.00+0.4543D+1.750E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.040 0.026 1.60 1.300 1.00 1.00 1.00 0.12 83.21 2080.00 0.09 288.001.00 7.38 1.00+0.4543D-1.750E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.040 0.026 1.60 1.300 1.00 1.00 1.00 0.12 83.21 2080.00 0.09 288.001.00 7.38 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0249 2.015 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.709 0.709 Overall MINimum 0.440 0.440 +D+H 0.269 0.269 +D+L+H 0.709 0.709 +D+Lr+H 0.269 0.269 +D+S+H 0.269 0.269 +D+0.750Lr+0.750L+H 0.599 0.599 +D+0.750L+0.750S+H 0.599 0.599 +D+0.60W+H 0.269 0.269 +D+0.750Lr+0.750L+0.450W+H 0.599 0.599 +D+0.750L+0.750S+0.450W+H 0.599 0.599 +0.60D+0.60W+0.60H 0.162 0.162 +D+0.70E+0.60H 0.269 0.269 +D+0.750L+0.750S+0.5250E+H 0.599 0.599 +0.60D+0.70E+H 0.162 0.162 D Only 0.269 0.269 L Only 0.440 0.440 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0160 ksf, Tributary Width = 3.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.50 ft, (Floor) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.209: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 29.05 psi= = 1,300.00 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.161 : 1 0.000 ft= = 271.34 psi Maximum Deflection 0 <360 4567 Ratio =0 <240 Max Downward Transient Deflection 0.005 in 7363Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.008 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 3.0 ft 1 0.088 0.068 0.90 1.300 1.00 1.00 1.00 0.15 103.03 1170.00 0.14 162.001.00 11.03 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.209 0.161 1.00 1.300 1.00 1.00 1.00 0.40 271.34 1300.00 0.37 180.001.00 29.05 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.063 0.049 1.25 1.300 1.00 1.00 1.00 0.15 103.03 1625.00 0.14 225.001.00 11.03 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.069 0.053 1.15 1.300 1.00 1.00 1.00 0.15 103.03 1495.00 0.14 207.001.00 11.03 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.141 0.109 1.25 1.300 1.00 1.00 1.00 0.34 229.27 1625.00 0.31 225.001.00 24.54 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.153 0.119 1.15 1.300 1.00 1.00 1.00 0.34 229.27 1495.00 0.31 207.001.00 24.54 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.050 0.038 1.60 1.300 1.00 1.00 1.00 0.15 103.03 2080.00 0.14 288.001.00 11.03 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.110 0.085 1.60 1.300 1.00 1.00 1.00 0.34 229.27 2080.00 0.31 288.001.00 24.54 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.110 0.085 1.60 1.300 1.00 1.00 1.00 0.34 229.27 2080.00 0.31 288.001.00 24.54 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.030 0.023 1.60 1.300 1.00 1.00 1.00 0.09 61.82 2080.00 0.08 288.001.00 6.62 1.00+1.146D+1.750E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.057 0.044 1.60 1.300 1.00 1.00 1.00 0.17 118.05 2080.00 0.16 288.001.00 12.64 1.00+1.146D-1.750E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.057 0.044 1.60 1.300 1.00 1.00 1.00 0.17 118.05 2080.00 0.16 288.001.00 12.64 1.00+1.109D+0.750L+0.750S+1.313E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.116 0.089 1.60 1.300 1.00 1.00 1.00 0.35 240.53 2080.00 0.33 288.001.00 25.75 1.00+1.109D+0.750L+0.750S-1.313E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.116 0.089 1.60 1.300 1.00 1.00 1.00 0.35 240.53 2080.00 0.33 288.001.00 25.75 1.00+0.4543D+1.750E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.023 0.017 1.60 1.300 1.00 1.00 1.00 0.07 46.80 2080.00 0.06 288.001.00 5.01 1.00+0.4543D-1.750E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.023 0.017 1.60 1.300 1.00 1.00 1.00 0.07 46.80 2080.00 0.06 288.001.00 5.01 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0079 1.511 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.532 0.532 Overall MINimum 0.330 0.330 +D+H 0.202 0.202 +D+L+H 0.532 0.532 +D+Lr+H 0.202 0.202 +D+S+H 0.202 0.202 +D+0.750Lr+0.750L+H 0.450 0.450 +D+0.750L+0.750S+H 0.450 0.450 +D+0.60W+H 0.202 0.202 +D+0.750Lr+0.750L+0.450W+H 0.450 0.450 +D+0.750L+0.750S+0.450W+H 0.450 0.450 +0.60D+0.60W+0.60H 0.121 0.121 +D+0.70E+0.60H 0.202 0.202 +D+0.750L+0.750S+0.5250E+H 0.450 0.450 +0.60D+0.70E+H 0.121 0.121 D Only 0.202 0.202 L Only 0.330 0.330 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.050 0.038 1.60 1.300 1.00 1.00 1.00 0.15 103.03 2080.00 0.14 288.001.00 11.03 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.110 0.085 1.60 1.300 1.00 1.00 1.00 0.34 229.27 2080.00 0.31 288.001.00 24.54 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.110 0.085 1.60 1.300 1.00 1.00 1.00 0.34 229.27 2080.00 0.31 288.001.00 24.54 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.030 0.023 1.60 1.300 1.00 1.00 1.00 0.09 61.82 2080.00 0.08 288.001.00 6.62 1.00+1.146D+1.750E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.057 0.044 1.60 1.300 1.00 1.00 1.00 0.17 118.05 2080.00 0.16 288.001.00 12.64 1.00+1.146D-1.750E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.057 0.044 1.60 1.300 1.00 1.00 1.00 0.17 118.05 2080.00 0.16 288.001.00 12.64 1.00+1.109D+0.750L+0.750S+1.313E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.116 0.089 1.60 1.300 1.00 1.00 1.00 0.35 240.53 2080.00 0.33 288.001.00 25.75 1.00+1.109D+0.750L+0.750S-1.313E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.116 0.089 1.60 1.300 1.00 1.00 1.00 0.35 240.53 2080.00 0.33 288.001.00 25.75 1.00+0.4543D+1.750E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.023 0.017 1.60 1.300 1.00 1.00 1.00 0.07 46.80 2080.00 0.06 288.001.00 5.01 1.00+0.4543D-1.750E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.023 0.017 1.60 1.300 1.00 1.00 1.00 0.07 46.80 2080.00 0.06 288.001.00 5.01 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0079 1.511 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.532 0.532 Overall MINimum 0.330 0.330 +D+H 0.202 0.202 +D+L+H 0.532 0.532 +D+Lr+H 0.202 0.202 +D+S+H 0.202 0.202 +D+0.750Lr+0.750L+H 0.450 0.450 +D+0.750L+0.750S+H 0.450 0.450 +D+0.60W+H 0.202 0.202 +D+0.750Lr+0.750L+0.450W+H 0.450 0.450 +D+0.750L+0.750S+0.450W+H 0.450 0.450 +0.60D+0.60W+0.60H 0.121 0.121 +D+0.70E+0.60H 0.202 0.202 +D+0.750L+0.750S+0.5250E+H 0.450 0.450 +0.60D+0.70E+H 0.121 0.121 D Only 0.202 0.202 L Only 0.330 0.330 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1000 1000 1500 625 1700 620 180 675 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.020 ksf, Tributary Width = 1.333 ft, (Roof + Ceiling) Uniform Load : D = 0.0160 ksf, Tributary Width = 15.0 ft, (Ext. Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft, (Floor) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.382: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 53.10 psi= = 1,300.00 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.295 : 1 0.000 ft= = 496.00 psi Maximum Deflection 0 <360 2498 Ratio =0 <240 Max Downward Transient Deflection 0.006 in 5651Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.014 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 3.0 ft 1 0.236 0.183 0.90 1.300 1.00 1.00 1.00 0.41 276.69 1170.00 0.38 162.001.00 29.62 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.382 0.295 1.00 1.300 1.00 1.00 1.00 0.73 496.00 1300.00 0.68 180.001.00 53.10 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.170 0.132 1.25 1.300 1.00 1.00 1.00 0.41 276.69 1625.00 0.38 225.001.00 29.62 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.185 0.143 1.15 1.300 1.00 1.00 1.00 0.41 276.69 1495.00 0.38 207.001.00 29.62 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.271 0.210 1.25 1.300 1.00 1.00 1.00 0.65 441.18 1625.00 0.61 225.001.00 47.23 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:H3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00Length = 3.0 ft 1 0.295 0.228 1.15 1.300 1.00 1.00 1.00 0.65 441.18 1495.00 0.61 207.001.00 47.23 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.133 0.103 1.60 1.300 1.00 1.00 1.00 0.41 276.69 2080.00 0.38 288.001.00 29.62 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.212 0.164 1.60 1.300 1.00 1.00 1.00 0.65 441.18 2080.00 0.61 288.001.00 47.23 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.212 0.164 1.60 1.300 1.00 1.00 1.00 0.65 441.18 2080.00 0.61 288.001.00 47.23 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.080 0.062 1.60 1.300 1.00 1.00 1.00 0.24 166.02 2080.00 0.23 288.001.00 17.77 1.00+1.146D+1.750E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.152 0.118 1.60 1.300 1.00 1.00 1.00 0.47 317.02 2080.00 0.44 288.001.00 33.94 1.00+1.146D-1.750E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.152 0.118 1.60 1.300 1.00 1.00 1.00 0.47 317.02 2080.00 0.44 288.001.00 33.94 1.00+1.109D+0.750L+0.750S+1.313E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.227 0.175 1.60 1.300 1.00 1.00 1.00 0.69 471.42 2080.00 0.65 288.001.00 50.47 1.00+1.109D+0.750L+0.750S-1.313E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.227 0.175 1.60 1.300 1.00 1.00 1.00 0.69 471.42 2080.00 0.65 288.001.00 50.47 1.00+0.4543D+1.750E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.060 0.047 1.60 1.300 1.00 1.00 1.00 0.18 125.69 2080.00 0.17 288.001.00 13.46 1.00+0.4543D-1.750E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.060 0.047 1.60 1.300 1.00 1.00 1.00 0.18 125.69 2080.00 0.17 288.001.00 13.46 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0144 1.511 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.972 0.972 Overall MINimum 0.430 0.430 +D+H 0.543 0.543 +D+L+H 0.972 0.972 +D+Lr+H 0.543 0.543 +D+S+H 0.543 0.543 +D+0.750Lr+0.750L+H 0.865 0.865 +D+0.750L+0.750S+H 0.865 0.865 +D+0.60W+H 0.543 0.543 +D+0.750Lr+0.750L+0.450W+H 0.865 0.865 +D+0.750L+0.750S+0.450W+H 0.865 0.865 +0.60D+0.60W+0.60H 0.326 0.326 +D+0.70E+0.60H 0.543 0.543 +D+0.750L+0.750S+0.5250E+H 0.865 0.865 +0.60D+0.70E+H 0.326 0.326 D Only 0.543 0.543 L Only 0.430 0.430 H Only ADU FOUNDATION PLAN JOB SANCHEZ RESIDENCE ENGR. EC JOB NO. 24-101 SHEET NO. CONTINUOUS FOOTINGS CF- 1 LOADING: TRIB. ( + ) x ft = + ( + ) x ft = + ( + ) x ft = + w = + = plf B= plf = ft psf USE: CF- 2 LOADING: TRIB. ( + ) x ft = + ( + ) x ft = + ( + ) x ft = + w = + = plf B= plf = ft psf USE: CF- 3 LOADING: TRIB. ( + ) x ft = + ( + ) x ft = + ( + ) x ft = + w = + = plf B= plf = ft psf USE: CF- 4 LOADING: TRIB. ( + ) x ft = + ( + ) x ft = + ( + ) x ft = + w = + = plf B= plf = ft psf USE: CF- 5 LOADING: TRIB. ( + ) x ft = + ( + ) x ft = + ( + ) x ft = + w = + = plf B= plf = ft psf USE: 918.25 16 493.25 4015 6.5 WALL: 17 20 D L ROOF: FLOOR: 15 8.25 918.25 272 165 260 0 123.75 0 425 97.5 D L 1015 20 15 128 150 1500 WALL: 16 0 8 FLOOR: 40 10 ROOF: 1'-0" WIDE FTG.1500 1028 128 0 1028 0.69 428 600 8 1028 0.69 1500 ROOF: 15 D L 20 1'-0" WIDE FTG. 10 150 400 10 600 200 150 0 428 200 1'-0" WIDE FTG. 1028 150 400 0.61 FLOOR: 15 40 FLOOR: WALL: D 40 ROOF: 15 20 15 16 0 10 10 128 0 L 150 200 150 400 WALL: 16 0 8 ROOF: 600 400FLOOR: LD 1028 0.69 1500 1020 428 15 40 10 15 1028 0 1'-0" WIDE FTG. 1028 200 150 150 1028 0.69 1'-0" WIDE FTG.1500 428 600 WALL: 16 0 8 128 F-CONTINUOUS FOOTINGS-1500 PROJECT: Bar #Area (in2) Soil Bearing Pressure:Miscellaneous:3 0.11 q =1500 psf column footprint =4 in 4 0.20 qu = q x 1.6 =2400 psf steel spacing factor =10 5 0.31 (for selection of steel spacing vs. size only) 6 0.44 Material Strengths:7 0.60 concrete =2500 psi Notes:8 0.78 fy =60 ksi Assumes Pu = 1.6 (DL + LL)9 1.00 10 1.23 11 1.56 Mark: Size Thick Pmax Depth Mu a As As As min As (ft) -SQ. (in) (k) (in)Vact (k)Vall (k)OK?Vact (k)Vall (k)OK? (k-in) (in) (Req'd)(200/Fy)(.0018) Use USE: 1.5 12 3.04 8 0.0 12.2 Y 2.7 65.3 Y 7 0.02 0.02 0.72 0.39 0.39 2 # 4 2.0 12 5.40 8 0.7 16.3 Y 6.5 65.3 Y 18 0.05 0.04 0.96 0.52 0.52 3 # 4 2.5 12 8.44 8 2.3 20.4 Y 11.3 65.3 Y 38 0.08 0.09 1.20 0.65 0.65 4 # 4 3.0 12 12.15 8 4.3 24.5 Y 17.3 65.3 Y 69 0.13 0.16 1.44 0.78 0.78 4 # 4 3.5 12 16.5 8 6.9 28.6 Y 24.3 65.3 Y 114 0.18 0.27 1.68 0.91 0.91 5 # 4 4.0 12 21.6 8 10.1 32.6 Y 32.4 65.3 Y 174 0.24 0.41 1.92 1.04 1.04 6 # 4 4.5 12 27.3 8 13.8 36.7 Y 41.6 65.3 Y 253 0.31 0.60 2.16 1.17 1.17 4 # 5 5.0 12 33.8 8 18.0 40.8 Y 51.8 65.3 Y 353 0.39 0.84 2.40 1.30 1.30 5 # 5 5.5 12 40.8 8 22.8 44.9 Y 63.2 65.3 Y 476 0.49 1.14 2.64 1.43 1.51 5 # 5 6.0 15 47.3 11 24.2 67.3 Y 72.3 112.2 Y 607 0.41 1.04 3.60 1.94 1.94 7 # 5 ONE WAY SHEAR: TWO WAY SHEAR: JOB SANCHEZ RESIDENCE ENGR. EC JOB NO. 24-101 SHEET NO. SPREAD FOOTINGS P1 = K P2 = K P3 = K P4 = K P TOTAL = K P ALLOW.= K USE:TYPE 1. P1 = K P2 = K P3 = K P4 = K P TOTAL = K P ALLOW.= K USE:TYPE 2. P1 = K P2 = K P3 = K P4 = K P TOTAL = K P ALLOW.= K USE:TYPE 2. P1 = K P2 = K P3 = K P4 = K P TOTAL = K P ALLOW.= K USE:TYPE 3. P1 = K P2 = K P3 = K P4 = K P TOTAL = K P ALLOW.= K USE:TYPE 2. 0 0 0.52 3.04 3.32 8.07 8.44 F1 0.52 0 0 F2 F5 0 0 F4 9.02 9.02 12.15 8.44 3.77 2.06 0 0 5.83 F3 2.06 5.4 0 0 5.38 8.07 F-SPREAD FOOTINGS1500 - 1 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:Stringers-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Stair Framing) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.243: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 24.36 psi= = 1,242.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.135 : 1 0.000 ft= = 301.28 psi Maximum Deflection 0 <360 2551 Ratio =0 <240 Max Downward Transient Deflection 0.021 in 3508Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.028 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.074 0.041 0.90 1.200 1.15 1.00 1.00 0.09 82.17 1117.80 0.05 162.001.00 6.64 1.00+D+L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.243 0.135 1.00 1.200 1.15 1.00 1.00 0.33 301.28 1242.00 0.18 180.001.00 24.36 1.00+D+Lr+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.053 0.030 1.25 1.200 1.15 1.00 1.00 0.09 82.17 1552.50 0.05 225.001.00 6.64 1.00+D+S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.058 0.032 1.15 1.200 1.15 1.00 1.00 0.09 82.17 1428.30 0.05 207.001.00 6.64 1.00+D+0.750Lr+0.750L+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.159 0.089 1.25 1.200 1.15 1.00 1.00 0.27 246.50 1552.50 0.14 225.001.00 19.93 1.00+D+0.750L+0.750S+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.173 0.096 1.15 1.200 1.15 1.00 1.00 0.27 246.50 1428.30 0.14 207.001.00 19.93 1.00+D+0.60W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.041 0.023 1.60 1.200 1.15 1.00 1.00 0.09 82.17 1987.20 0.05 288.001.00 6.64 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:Stringers-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.124 0.069 1.60 1.200 1.15 1.00 1.00 0.27 246.50 1987.20 0.14 288.001.00 19.93 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.124 0.069 1.60 1.200 1.15 1.00 1.00 0.27 246.50 1987.20 0.14 288.001.00 19.93 1.00+0.60D+0.60W+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.025 0.014 1.60 1.200 1.15 1.00 1.00 0.05 49.30 1987.20 0.03 288.001.00 3.99 1.00+D+0.70E+0.60H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.041 0.023 1.60 1.200 1.15 1.00 1.00 0.09 82.17 1987.20 0.05 288.001.00 6.64 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.124 0.069 1.60 1.200 1.15 1.00 1.00 0.27 246.50 1987.20 0.14 288.001.00 19.93 1.00+0.60D+0.70E+H 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.025 0.014 1.60 1.200 1.15 1.00 1.00 0.05 49.30 1987.20 0.03 288.001.00 3.99 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0282 3.022 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.220 0.220 Overall MINimum 0.160 0.160 +D+H 0.060 0.060 +D+L+H 0.220 0.220 +D+Lr+H 0.060 0.060 +D+S+H 0.060 0.060 +D+0.750Lr+0.750L+H 0.180 0.180 +D+0.750L+0.750S+H 0.180 0.180 +D+0.60W+H 0.060 0.060 +D+0.750Lr+0.750L+0.450W+H 0.180 0.180 +D+0.750L+0.750S+0.450W+H 0.180 0.180 +0.60D+0.60W+0.60H 0.036 0.036 +D+0.70E+0.60H 0.060 0.060 +D+0.750L+0.750S+0.5250E+H 0.180 0.180 +0.60D+0.70E+H 0.036 0.036 D Only 0.060 0.060 L Only 0.160 0.160 H Only Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FJ-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Stair Landing) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.097: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 14.01 psi= = 1,345.50 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.078 : 1 0.000 ft= = 130.88 psi Maximum Deflection 0 <360 8913 Ratio =0 <240 Max Downward Transient Deflection 0.003 in 12255Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.004 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 3.0 ft 1 0.029 0.024 0.90 1.300 1.15 1.00 1.00 0.02 35.69 1210.95 0.02 162.001.00 3.82 1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.097 0.078 1.00 1.300 1.15 1.00 1.00 0.08 130.88 1345.50 0.08 180.001.00 14.01 1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.021 0.017 1.25 1.300 1.15 1.00 1.00 0.02 35.69 1681.88 0.02 225.001.00 3.82 1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.023 0.018 1.15 1.300 1.15 1.00 1.00 0.02 35.69 1547.33 0.02 207.001.00 3.82 1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.064 0.051 1.25 1.300 1.15 1.00 1.00 0.07 107.08 1681.88 0.06 225.001.00 11.46 1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.069 0.055 1.15 1.300 1.15 1.00 1.00 0.07 107.08 1547.33 0.06 207.001.00 11.46 1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.017 0.013 1.60 1.300 1.15 1.00 1.00 0.02 35.69 2152.80 0.02 288.001.00 3.82 Wood Beam EC + Associates EngineeringLic. # : KW-06019792 DESCRIPTION:FJ-1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 Project Title:Sanchez Residence Engineer:VDR Project ID:24-101 Project Descr:New ADU Unit Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.050 0.040 1.60 1.300 1.15 1.00 1.00 0.07 107.08 2152.80 0.06 288.001.00 11.46 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.050 0.040 1.60 1.300 1.15 1.00 1.00 0.07 107.08 2152.80 0.06 288.001.00 11.46 1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.010 0.008 1.60 1.300 1.15 1.00 1.00 0.01 21.42 2152.80 0.01 288.001.00 2.29 1.00+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.017 0.013 1.60 1.300 1.15 1.00 1.00 0.02 35.69 2152.80 0.02 288.001.00 3.82 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.050 0.040 1.60 1.300 1.15 1.00 1.00 0.07 107.08 2152.80 0.06 288.001.00 11.46 1.00+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 3.0 ft 1 0.010 0.008 1.60 1.300 1.15 1.00 1.00 0.01 21.42 2152.80 0.01 288.001.00 2.29 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0040 1.511 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.110 0.110 Overall MINimum 0.080 0.080 +D+H 0.030 0.030 +D+L+H 0.110 0.110 +D+Lr+H 0.030 0.030 +D+S+H 0.030 0.030 +D+0.750Lr+0.750L+H 0.090 0.090 +D+0.750L+0.750S+H 0.090 0.090 +D+0.60W+H 0.030 0.030 +D+0.750Lr+0.750L+0.450W+H 0.090 0.090 +D+0.750L+0.750S+0.450W+H 0.090 0.090 +0.60D+0.60W+0.60H 0.018 0.018 +D+0.70E+0.60H 0.030 0.030 +D+0.750L+0.750S+0.5250E+H 0.090 0.090 +0.60D+0.70E+H 0.018 0.018 D Only 0.030 0.030 L Only 0.080 0.080 H Only ADU 2ND FLOOR LATERAL ANALYSIS AREA: 486.0 ft² PERIMETER: 91.0 ft. LENGTH: 25.0 ft. WIDTH: 17.75 ft. ADU 1ST FLOOR LATERAL ANALYSIS AREA: 461.0 ft² PERIMETER: 91.0 ft. LENGTH: 25.0 ft. WIDTH: 17.75 ft. !"#$ % &'())*+,-./0,1-.,2-3 45 6,7,89 I=/8<?=J6=.K87,:,.L1/0,-/=J6-89+-8-7,2,8<LM.0>LNMOMLP-02>8LQR :-0-4<L4-8<-K8-LI-:>J=08>-L]\^_[a[J<b><50,.3,;<<=R=0<5K2,0>;-8c,0<>;-:d-</2=JZ]eefRKcdeegiij^ii_e^kZZ^j]__a[ih K4IMl4MQ^k\\h QQh dk4<>JJ4=>:p`,0:-?,3,0<5,0,r/>0,2,8<.=J3/s:>.5,9K4IMt:=;-:0,r/>0,2,8<.2-?`-0? PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : 04/15/24 REVIEW BY : INPUT DATA Exposure cate or (B, C or D, ASCE 7-16 26.7.3)B Importance factor (ASCE 7-16 Table 1.5-2)Iw = 1.00 for all Category V =95 mph, (152.89 kph) Kzt =1 Flat Building height to eave he = 17 ft, (5.18 m) Building height to ridge hr = 19.5 ft, (5.94 m) Building length L = 25 ft, (7.62 m) Building width, including overhangs B = 20 ft, (6.10 m) Overhang sloped width Oh = 1 ft, (0.30 m) A = 12 No ( 1.12 m DESIGN SUMMARY Max horizontal force normal to buildin len th, L, fac = 7.24 kips, (32 kN), SD level (LRFD level), Typ. Max horizontal force normal to buildin len th, B, fac = 5.84 kips, (26 kN) Max total horizontal torsional load = 18.3559 ft-kips, (25 kN-m) Max total upward force = 8.47 kips, (38 kN) ANALYSIS elocity pressur qh = 0.00256 Kz Kzt Kd Ke V2 =13.75 psf where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268)= 0.70 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266)= 0.85 h = mean roof height = 18.25 ft Ke = ground elevation factor. (1.0 per Sec. 26.9, page 268)< 60 ft, [Satisfactory](ASCE 7-16 26.2.1) < Min (L, B), [Satisfactory](ASCE 7-16 26.2.2) Design pressures for MWFRS p = qh [(G Cpf )-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311).pmin =16 psf (ASCE 7-16 28.3.4) G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271) = 0.18 or -0.18 a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.00 ft Net Pressures (psf), Basic Load Case Net Pressures (psf), Torsional Load Cases 14.04 0.00 14.04 (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) 1 0.48 4.10 9.05 -0.45 -8.66 -3.71 1T 0.48 1.03 2.26 2 -0.69 -11.96 -7.01 -0.69 -11.96 -7.01 2T -0.69 -2.99 -1.75 3 -0.44 -8.47 -3.52 -0.37 -7.56 -2.61 3T -0.44 -2.12 -0.88 4 -0.37 -7.62 -2.67 -0.45 -8.66 -3.71 4T -0.37 -1.91 -0.67 5 0.40 3.02 7.97 0.00 6 -0.29 -6.46 -1.51 1E 0.72 7.48 12.43 -0.48 -9.07 -4.12 (+GCp i ) (-GCp i ) 2E -1.07 -17.18 -12.23 -1.07 -17.18 -12.23 5T 0.40 0.76 1.99 3E -0.63 -11.09 -6.14 -0.53 -9.76 -4.81 6T -0.29 -1.62 -0.38 4E -0.56 -10.12 -5.18 -0.48 -9.07 -4.12 5E 0.61 5.91 10.86 6E -0.43 -8.39 -3.44 1142 S Clara St. Wind Analysis for Low-rise Building, Based on 2018 IBC/ASCE 7-16 Basic wind speed (ASCE 7-16 26.5.1 or 2018 IBC) Net Pressure withG Cp f ft2, <== Overhang? (Yes or No) Roof angle  = G Cp f Net Pressure with Roof angle  = Sanchez Residence VDR Roof angle  = G Cp f Net Pressure with Surface Surface EC Net Pressure with Effective area of components (or Solar Panel area) Topographic factor (ASCE 7-16 26.8 & Table 26.8-1) 24-101 Surface Roof angle  = G Cp f ?! Basic Load Case A (Transverse Direction Basic Load Case B (Longitudinal Direction) Area Area (ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) 1 323 1.32 2.92 poverhang =-9.62 psf 2 196 -2.34 -1.37 2 196 -2.34 -1.37 (ASCE 7-16 28.3.3) 3 196 -1.48 -0.51 3 196 -1.66 -0.69 5 261 0.79 2.08 4 323 -2.46 -0.86 6 261 -1.68 -0.39 1E 102 0.76 1.27 2E 62 -1.06 -0.76 2E 62 -1.06 -0.76 3E 62 -0.60 -0.30 3E 62 -0.69 -0.38 5E 104 0.62 1.13 4E 102 -1.03 -0.53 6E 104 -0.87 -0.36 Horiz. 5.32 5.32 Horiz. 3.96 3.96 Vert. -5.58 -3.10 Vert. -3.96 -1.08 Min. wind Horiz. 7.30 7.30 Min. wind Horiz. 5.84 5.84 28.4.4 Vert. -8.00 -8.00 28.4.4 Vert. -8.00 -8.00 Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction) Area Area (ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) 1 111 0.45 1.00 2 5 2 196 -2.34 -1.37 -1 0 2 67 -0.80 -0.47 -1 -1 3 196 -1.48 -0.51 1 0 3 67 -0.57 -0.24 1 0 5 78 0.24 0.62 1 2 4 111 -0.84 -0.30 4 1 6 78 -0.51 -0.12 2 0 1E 102 0.76 1.27 7 12 2E 62 -1.06 -0.76 3 2 2E 62 -1.06 -0.76 -2 -2 3E 62 -0.60 -0.30 -2 -1 3E 62 -0.69 -0.38 2 1 5E 104 0.62 1.13 5 10 4E 102 -1.03 -0.53 10 5 6E 104 -0.87 -0.36 7 3 1T 213 0.22 0.48 -1 -3 5T 183 0.14 0.36 -1 -2 2T 129 -0.39 -0.23 1 0 6T 183 -0.29 -0.07 -1 0 3T 129 -0.27 -0.11 0 0 14.0 14.0 4T 213 -0.40 -0.14 -3 -1 18 18 Design pressures for components and cladding p = qh[ (G Cp) - (G Cpi)] where: p = pressure on component. (Eq. 30.3-1, pg 334) pmin = 16.00 psf (ASCE 7-16 30.2.2) G Cp = external pressure coefficient. see table below. (ASCE 7-16 30.3.2)  = 14.04 o Effective Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP 12 0.52 -2.00 - - - - 0.52 -2.00 0.52 -2.89 0.52 -2.89 Effective Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP 12 - - 0.52 -2.89 0.52 -3.46 0.99 -1.09 0.99 -1.37 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative 16.00 -29.97 ?! ?! ?! ?! 16.00 -29.97 16.00 -42.16 16.00 -42.16 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative ?! ?! 16.00 -42.16 16.00 -50.00 16.03 -17.40 16.03 -21.34 50.00 psf) Zone 3r Zone 4 Zone 5 Zone 5 Zone 2nZone 2 Zone 2r Zone 3r Zone 2 Zone 2n Zone 2r Zone 4 Zone 2e Zone 3 Pressure (k) with Comp. & Cladding Zone 3Comp. Pressure (k) with (The Max Pressure  Surface Zone 3e Pressure Surface Torsion (ft-k) ( psf ) Zone 1 Zone 2e Surface  Surface Pressure (k) with Pressure (k) with Torsion (ft-k) Total Horiz. Torsional Load, MT Zone 1' Zone 3e Zone 1 Zone 1' Total Horiz. Torsional Load, MT !"#"#"$%%&%$%'()*+,' !%%$%"-."/012345647894124::;</=>0?0/@A/01@0B10A=BC<DE;AF/B8@H94KLLMDLLEC;NAO::DMCEENP:C R 9464S4?4124QI2HT41@ UV WRJI?Y ZZW#$%[\]`0>H4 Q472?8_@8I1\UVa$"[#""]RUVa$"[#"] R W"#"%%!%$$%%Wb W"#"%%!%$ c$"!%$"$%%Wb c$"!%$"`0>H4 Q472?8_@8I1$%%Wb "d %##"$%%Wb %##" UV-$"% %##fRRR "#"-$"%b hW"""\ f %-W"$"["] e"$#Wj"[k %d#." d]%% l e""%!%$["]R f %-W"$"["] \ e"$#Wj"[k %d#." d]%%R e""%!%$["]RR e""%!%$[f-$"%]i #Wj"[k %d#." d]f-$"%l "!%$#-##" !"#$%&'((%)'("* *+,''(--(%.%(%.&-'(%-%'(-'%'-&.&%-0')&&-.-(%.(.%'&%"* *+,''-&&%-'1-'&-&'2%'&%'&-(-&''&3-'&-&%'%.-%&( &&&(-%%%(%.&-- &--&('%.)%(.)('(%&(-%'')%'&(-%''('(.%-'%-'%-%&( JOB: ENGR:JOB NO. SHEET NO. SEISMIC BASE SHEAR (ASCE 7-16) Degrees Degrees - Default; No Soils Report (Table 20.3-1) R =(Table 12.2-1) SMS =Fa Ss Eq. (11.4-1) = x = SM1 =Fv S1 Eq. (11.4-2) = x = SDS =(2/3)SMS Eq. (11.4-3) = (2/3)x = SD1 =(2/3)SM1 Eq. (11.4-4) = (2/3)x = Ts =SD1 /SDS Sec. (11.3) =sec. 1.5Ts = x Sec. (11.4-8) =sec. Ta =Ct hn x Eq. (12.8-7) =x 19 =sec. ∴ ∴ V = Cs W Eq. (12.8-1) VMIN = >W Eq. (12.8-5) =x x 1.0 =W ≥W VMIN =0.5 S1 I W [For S1 is equal to or greater than 0.6g]Eq. (12.8-6) 0.75 SANCHEZ RESIDENCE SITE CLASS: 6.5 0.8519 1.5612 1.041 24-101 D 1.30 Latitude: Longitude: 33.7330945 EC DATE: 4/15/2024 0.546 1.5 0.546 -117.90058 1.5612 1.84 0.46 0.568 0.8519 1.20 0.819 0.02 0.1784 Ta ≤ Ts Ta ≤ 1.5Ts ∴ A Ground Motion Hazard Analysis IS NOT REQUIRED since structure is exempted in accordance with Sec. 11.4.8, Exception 2: Structures on Site Class D sites with S1 ≥ 0.2 (S1 = 0.464), provided the value of Cs is determined by Eq. (12.8-2) for values of Ta ≤ 1.5Ts; Cs is determined by 1.5 times the value computed with Eq. (12.8-3) for values of 1.5Ts < Ta ≤ TL; and Cs is determined by 1.5 times the value computed with Eq. (12.8-4) for values of TL < Ta 0.044 SDS I 0.01 1.041 0.0458 0.0100.044 R = x x W = W VMAX = W =x W = W Eq. (12.8-3) x Eq. (12.8-2) V = r W =x x W = x W = W [Strength Level][Includes Rho]Sec. (12.8-1) V = x W = W [Allowable Stress Design][Includes Rho]Sec. (12.8-1) 0.5 0.4640 1.0 6.5 0.036 SD1 I 0.568 1.0 0.15 1.3 0.161 0.4898 T R 0.178 6.5 SDS I 1.041 1.0 1.3 R 6.5 0.209 0.7 0.209 JOB SANCHEZ RESIDE DATE JOB NO. 24-101 SHEET NO. SEISMIC ANALYSIS WEIGHT LEVEL-2 Wroof = ( 15 psf + 2.5 psf ) x ft^2 = kips Wwall = 16 psf x 8 ft /2 x ft = kips W2 = kips LEVEL-1 Wfloor = ( 15 psf + 5.0 psf ) x ft^2 = kips Wwall abv = 16 psf x 8 ft /2 x ft = kips Wwall blw = 16 psf x 8 ft /2 x ft = kips W1 = kips WTOTAL = kips BASE SHEA = x [Includes Rho] = x = kips DISTRIBUTION OF BASE SHEA F2 = x x = kips 14 x + x F1 = x x = kips 14 x + x 14.3 486 8.5 91 5.8 5.8 5.8 20.9 5.2 91 91 461 9.2 35.2 0.15 WTOTAL 5.17 16 2.99 2.18 16 21 8 lbs/sq ft (6.160) (4.729) 4/15/2024 16 21 8 VBASE 0.147 35.2 14.3 VBASE 5.2 8 20.9 CITY OF SANTA ANA Planning and Building Agency Approved SHEARWALL_ SCHEDULE MARK SHEATHING ( 1 ) NAIL SIZE 2 EDGE NAIL SPACING FIELD NAIL SPACING SILL TO yy00D CONN. 1 O SILL TO CONC. CONN. (1) CAST -IN -PLACE CONCSI TIT N H ESR- P„ h01 SCR♦�VS�Y 713) LLOW. HEAR (PLF) SHEAR WALL TYPE(3) A615/32 STR O.S. 10d 6" 12" SDS1/4"x6" ®16" 2x: 5/8"0 A.B. ® 32" 3x: 5/8"0 A.B. 0 48" 2x: 1 2"0 S / REW ®32 340 I ® 15/32 STR O.S. 10d 4" 12" SDS1/4"x6" ® 12" 3x: 5/8"0 A.B. ® 32" 3x: 1/2"0 SCREW ® 24 510 ZL A3 15/32 STR O.S. 10d 3" STGR(4) 12" SDS1/4"x6" ® 9" 3x: 5/8"0 A.B. ® 24" 3x: 1/2"0 SCREW @ 18 665 ZL A2 15/32 STR O.S. 10d 2" STGR(4) 12" SDS1/4"x6" ® 6" 3x: 5/8"0 A.B. ® 16" 3x: 1/2"0 SCREW @ 12 870 H 4D 15/32 STR D.S. 10d 4" 12" SDS1/4"x6" ® 6" 3x: 5/8"0 A.B. ® 16" 3x: 1/2"0 SCREW @ 12 1020 IIE OD 15/32 STR D.S. 10d 3" STGR(4) 12" SDS1/4"x6" ® 4" 3x: 5/8"0 A.B. ® 12" 3x: 1/2"0 SCREW @ 8" 1330 A 15/32 STR D.S. 10d 2" STGR(4) 12" SDS1/4"x6" ® 3" 3x: 5/8"0 A.B. ® 8" 3x: 1/2"0 SCREW ® 6" 1740 1Z SHEARWALL NOTES: (1) O.S. INDICATES SHEATHING ON ONE SIDE OF WALL AS SHOWN ON PLANS. D.S. INDICATES DOUBLE SIDED SHEARWALL: SHEATHING ON BOTH SIDES OF WALL. (2) USE COMMON WIRE NAILS FOR ALL STRUCT-1 SHEATHING. (3) SEE DETAILS 8/S1.2 & 12/S1.2 FOR SHEARWALL ASSEMBLIES BASED ON SHEARWALL TYPE. (4) FOR STAGGERED EDGE NAILING REQUIREMENTS SEE DETAILS 8/S1.2 & 12/S1.2. (5) SEE DETAILS 6/S1.1 AND 7/S1.1 FOR PLATE WASHER SIZE AND MINIMUM ANCHOR BOLT EMBEDMENT, RESPECTIVELY. TITEN HD SCREWS TO BE USED IN RETROFIT CONDITIONS. (6) WHERE 3x SILL PLATES AND EDGE STUDS ARE REQUIRED AT EXISTING 2x CONDITION, SEE DETAIL 6/S1.2. JANCE JOB ENGR. EC DATE:JOB NO. SHEET NO. REMARKS 4x4 4x4 4X4 4X6 4X67.15 10.83 ALLOWABLE 75% 2.31 3.42 4.23 6X6HDU14 3.08 4.57 5.65 6.97 9.54 14.45 5.23 HDU5 HDU8 HDU11 HOLDOWNS HDU2 HDU4 HD ALLOWABLE UPLIFT CITY OF SANTA ANA Planning and Building Agency HD STRAP E NAILING + ! PER SCHEDULE + + HOLDOWN POST + PER PLAN (4x MIN.) + + MAC P05T TO +H ABOVE FLOOR FRAMING Approved FOR PERMIT ISSUANCE Master ID: Date: + - JOIST OTHER DIRECTION + + (WHERE OCCURS) + + + - HOLDOWN POST PER PLAN + (MATCH SIZE d ALIGN w/ + ABOVE) SEE NOTE "3 AND EQUIVALENT HD TABLE TYPICAL STRAP HOLDOWN STRAP HD SCHEDULE STRAP TYPE END LENGTH "L1" NAILS REQ. WITHIN END LENGTH "L1" CAPACITY (KIPS) LA CITY (KIPS) EQUIVALENT HOLD DOWN 9 FOUNDATION MST48 12" 16 -16d 3.21 2.41 HDU4 MST60 18" 23 -16d 5.24 3.93 HDU5 MST60 18" 23 -16d 5.24 3.93 HDU5 MST72 24" 30 -16d 6.73 5.05 HDU8 CMST12 39" 50 -16d 9.22 6.92 HDU11 NOTES: I. SEE DETAILS 6 4 1 ON SHEET 61.4 FOR STRAP TO BEAM CONDITIONS. 2. BASED ON CURRENT ICC-ESR � 3. HOLDDOWN IS REQ'D AT FOUNDATION AT EA. FLOOR JO -FLOOR STRAP/POST, SEE EQUIVALENT HD IN TABLE FOR HD'S TO FOUNDATION. 4. INSTALL STRAP OVER SHEATHING. SHEATHING EDGE NAILING REQ'D IN ADDITION TO STRAP NAILING. r2. ALL DIMENSIONS TO BE VERIFY BY CONTRACTOR PRIOR TO COMMENCING ANY WORK. NOTIFY THE ENGINEER OF RECORDS IF MAXIMUM CLEAR SPAN ESTABLISHED 15 EXCEEDED. ADU 2ND FLOOR SHEARWALLS JOB ENGR. EC JOB NO. 24‐101 SHEET NO. TAG:X1 ( 8.00 ft),X2 ( 8.00 ft) FORCE: SEISMIC GOVERNS F2= kips Load Comb.(0.6‐.14SDS)D + 0.7 E SHEAR STRESS X1 :L1= ft v= lbs = plf X2 :L2= ft ft Ltotal= ft OVERTURNING height= 8.00 ft MOT= x x 8 = k‐ft ROOF: psf x ft = plf h/w= 1.00 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 8.00 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. height= 8.00 ft MOT= x x 8 = k‐ft ROOF: psf x ft = plf h/w= 1.00 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 8.00 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D.MST48 T= 5.96 5.06 0.46 8.00 Tallow=3.21 1.49 8.00 158 16.00 Unit load Tributary 5.96 15 2 30 0.158 5.06 16 8 128 MST48 WALL:X2 8.00 Tallow=3.21 5.06 0.46 128 158 0.158 5.06 16 8 WALL:X1 1.49 T= 6.0 Tributary 16.00 8.00 6.0 8.00 16.00 SANCHEZ RESIDENCE SHEARWALL CALCULATIONS‐LEVEL 2 1.49 8.00 1491 93 15 2 30 16.00 Unit load JOB ENGR. EC JOB NO. 24‐101 SHEET NO. TAG:X3 ( 10.00 ft),X4 ( 10.00 ft) FORCE: SEISMIC GOVERNS F2= kips Load Comb.(0.6‐.14SDS)D + 0.7 E SHEAR STRESS X3 :L1= ft v= lbs = plf X4 :L2= ft ft Ltotal= ft OVERTURNING height= 8.00 ft MOT= x x 8 = k‐ft ROOF: psf x ft = plf h/w= 0.80 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 10.00 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. height= 8.00 ft MOT= x x 8 = k‐ft ROOF: psf x ft = plf h/w= 0.80 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 10.00 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D.MST48 T= 6.04 7.90 0.25 10.00 Tallow=3.21 1.51 10.00 158 20.00 Unit load Tributary 6.04 15 2 30 0.158 7.90 16 8 128 MST48 WALL:X4 10.00 Tallow=3.21 7.90 0.25 128 158 0.158 7.90 16 8 WALL:X3 1.51 T= 6.0 Tributary 20.00 10.00 6.0 10.00 20.00 SANCHEZ RESIDENCE SHEARWALL CALCULATIONS‐LEVEL 2 1.51 10.00 1510 76 15 2 30 20.00 Unit load JOB ENGR. EC JOB NO. 24‐101 SHEET NO. TAG:Y1 ( 5.75 ft), 0.00 ft) FORCE: SEISMIC GOVERNS F2= kips Load Comb.(0.6‐.14SDS)D + 0.7 E SHEAR STRESS Y1 :L1= ft v= lbs = plf 0.00 :L2= ft ft Ltotal= ft OVERTURNING height= 8.00 ft MOT= x x 8 = k‐ft ROOF: psf x ft = plf h/w= 1.39 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 5.75 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. height= 8.00 ft MOT= x x 8 = k‐ft ROOF: psf x ft = plf h/w= #DIV/0! ##### WALL: psf x ft = plf w = plf Vallow=#DIV/0!#####DIV/0!###### ### MR= x 0.00 ^2/2 = k‐ft USE: TYPE ### SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D.#DIV/0! T= 0.00 0.00 #DIV/0! 0.00 Tallow=#DIV/0! 1.59 0.00 158 5.75 Unit load Tributary 0.00 #DIV/0! 15 2 30 #DIV/0! 0.158 0.00 16 8 128 MST48 WALL:0 5.75 Tallow=3.21 2.61 2.01 128 158 0.158 2.61 16 8 WALL:Y1 1.59 T= 12.7 Tributary 5.75 5.75 12.7 #DIV/0! 0.00 5.75 SANCHEZ RESIDENCE SHEARWALL CALCULATIONS‐LEVEL 2 1.59 5.75 1590 277 15 2 30 5.75 Unit load JOB ENGR. EC JOB NO. 24‐101 SHEET NO. TAG:Y2 ( 3.25 ft),Y3 ( 4.50 ft) FORCE: SEISMIC GOVERNS F2= kips Load Comb.(0.6‐.14SDS)D + 0.7 E SHEAR STRESS Y2 :L1= ft v= lbs = plf Y3 :L2= ft ft Ltotal= ft OVERTURNING height= 8.00 ft MOT= x x 8 = k‐ft ROOF: psf x ft = plf h/w= 2.46 WSP factor = WALL: psf x ft = plf w = plf Vallow=340 x 0.94 = PLF MR= x 3.25 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. height= 8.00 ft MOT= x x 8 = k‐ft ROOF: psf x ft = plf h/w= 1.78 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 4.50 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D.MST48 T= 6.53 1.60 1.29 4.50 Tallow=3.21 1.41 4.50 158 7.75 Unit load Tributary 6.53 15 2 30 0.158 1.60 16 8 128 MST48 WALL:Y3 3.25 Tallow=3.21 0.83 1.33 128 158 0.158 0.83 16 8 WALL:Y2 1.41 T= 4.7 Tributary PER SDPWS, SEC. 4.3.4: 0.94 7.75 3.25 4.7 4.50 7.75 SANCHEZ RESIDENCE SHEARWALL CALCULATIONS‐LEVEL 2 1.41 3.25 1405 181 320 15 2 30 7.75 Unit load ADU 1ST FLOOR SHEARWALLS JOB SANCHEZ RESIDENCE ENGR. EC JOB NO. 24‐101 SHEET NO. TAG:X1 ( 8.00 ft),X2 ( 8.00 ft) FORCE: F2=kips h2=8.00 ft F1=kips h1=8.00 ft FTOTAL=kips Load Comb.:(0.6‐.14SDS) D + 0.7 E SHEAR STRESS X1 :L1= ft v= lbs = plf X2 :L2= ft ft Ltotal= ft OVERTURNING MOT= x 8.00 x 16.0 + 2.14 x 8.00 x 8.00 = k‐ft 16.00 16.00 ROOF: psf x ft = plf FLOOR: psf x ft = plf h/w=1.00 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 8.00 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. MOT= x 8.00 x 16.0 + 2.14 x 8.00 x 8.00 =k‐ft 16.00 16.00 ROOF: psf x ft = plf FLOOR: psf x ft = plf h/w=1.00 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 8.00 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. HDU2 0.73 HDU2 188 8.54 8.00 Tallow=3.08 0.188 6.02 T= 8.5 6.02 Tributary 15 2 30 15 2 30 6.02 16 8 128 0.73 WALL:X2 0.00 Unit load 15 2 30 8.00 Tallow=3.08 0.188 6.02 T= 8.5 16 8 128 188 WALL:X1 0.00 15 2 Unit load 30 8.54 Tributary 16.00 8.00 16.00 SHEARWALL CALCULATIONS‐LEVEL 1 0.00 2.14 2.14 SEISMIC GOVERNS 8.00 2135 133 JOB SANCHEZ RESIDENCE ENGR. EC JOB NO. 24‐101 SHEET NO. TAG:X3 ( 9.00 ft), ( 0.00 ft) FORCE: F2=kips h2=8.00 ft F1=kips h1=8.00 ft FTOTAL=kips Load Comb.:(0.6‐.14SDS) D + 0.7 E SHEAR STRESS X3 :L1= ft v= lbs = plf :L2= ft ft Ltotal= ft OVERTURNING MOT= x 9.00 x 16.0 + 1.08 x 9.00 x 8.00 = k‐ft 9.00 9.00 ROOF: psf x ft = plf FLOOR: psf x ft = plf h/w=0.89 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 9.00 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. MOT= x 0.00 x 16.0 + 1.08 x 0.00 x 8.00 =k‐ft 9.00 9.00 ROOF: psf x ft = plf FLOOR: psf x ft = plf h/w=########## WALL: psf x ft = plf w = plf Vallow=##########DIV/0!##### ### MR= x 0.00 ^2/2 = k‐ft USE: TYPE ### SHEARWALL ‐ 0.45 x = kips kips OK USE:#### ### POST w/ H.D. #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! HDU2 188 0.00 0.00 Tallow=#DIV/0! 0.188 0.00 T= 0.0 0.00 Tributary 15 2 30 15 2 30 7.61 16 8 128 0.58 WALL: 0.00 Unit load 15 2 30 9.00 Tallow=3.08 0.188 7.61 T= 8.7 16 8 128 188 WALL:X3 0.00 15 2 Unit load 30 8.67 Tributary 9.00 0.00 9.00 SHEARWALL CALCULATIONS‐LEVEL 1 0.00 1.08 1.08 SEISMIC GOVERNS 9.00 1084 120 JOB SANCHEZ RESIDENCE ENGR. EC JOB NO. 24‐101 SHEET NO. TAG:X4 ( 8.00 ft),X5 ( 9.00 ft) FORCE: F2=kips h2=8.00 ft F1=kips h1=8.00 ft FTOTAL=kips Load Comb.:(0.6‐.14SDS) D + 0.7 E SHEAR STRESS X4 :L1= ft v= lbs = plf X5 :L2= ft ft Ltotal= ft OVERTURNING MOT= x 8.00 x 16.0 + 1.97 x 8.00 x 8.00 = k‐ft 17.00 17.00 ROOF: psf x ft = plf FLOOR: psf x ft = plf h/w=1.00 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 8.00 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. MOT= x 9.00 x 16.0 + 1.97 x 9.00 x 8.00 =k‐ft 17.00 17.00 ROOF: psf x ft = plf FLOOR: psf x ft = plf h/w=0.89 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 9.00 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. HDU2 0.54 HDU2 188 8.34 9.00 Tallow=3.08 0.188 7.61 T= 8.3 7.61 Tributary 15 2 30 15 2 30 6.02 16 8 128 0.58 WALL:X5 0.00 Unit load 15 2 30 8.00 Tallow=3.08 0.188 6.02 T= 7.4 16 8 128 188 WALL:X4 0.00 15 2 Unit load 30 7.41 Tributary 17.00 9.00 17.00 SHEARWALL CALCULATIONS‐LEVEL 1 0.00 1.97 1.97 SEISMIC GOVERNS 8.00 1969 116 Simpson Strong-Tie® Wood Construction Connectors 91 Ba s e s a n d C a p s C- C - 2 0 2 4 © 2 0 2 4 S I M P S O N S T R O N G - T I E C O M P A N Y I N C . PCZ™/EPCZ™ Post Caps PCZ/EPCZ post caps are designed with their post and beam flanges in-line so that one PCZ/EPCZ model can accommodate several post sizes. The PCZ/EPCZ uses 0.148" x 3" nails. An alternate choice of fastener is the #9 x 1 1⁄2" Strong-Drive® SD Connector screw. ZMAX® finish is standard to meet exposure conditions in many environments. See additional corrosion information at strongtie.com/info. Material: 16 gauge Finish: ZMAX coating Installation: •Use all specified fasteners; see General Notes •Do not install bolts into pilot holes Options: •For end conditions, specify EPCZ post caps •For heavy-duty applications, see CC/CCQ pp. 94–95 / 92–93 and ACHZ pp. 88–89 •For retrofit applications, see AC and LCE Series Codes: See p. 13 for Code Reference Key Chart Web Applications: Visit app.strongtie.com/pbs to access our Post-to-Beam Selector web application. Lateral Typical PCZ Post Cap Installation Shim by designer PCZ Post Cap Installed on Double 2x Members Shim by designer EPCZ Post Cap Installed on Double 2x Members Typical EPCZ End Post Cap Installation CE N T E R OF P O S T SIMPSON Strong-Tie ® 7" W 2⅝" ⅝"Pilot holes for purposes (Do not install 3" W PCZ SIMPSONStrong-Ti e ® CEN T E R OF P O S T 3" Pilot holes for purposes (Do not install 5¼" 2⅝" ⅝" W Post ﬂange EPCZ Model No. W (in.) Fasteners (in.)Post Size DF/SP Allowable Loads Code Ref. PCZ EPCZ Beam Post Uplift (160) Lateral (160) Uplift (160) Lateral (160) PC4Z EPC4Z 3 9/16 (10) 0.148 x 3 (8) 0.148 x 3 (2) 2x4 1,480 1,120 1,130 895 IBC®, FL, LA 4x4 1,480 1,260 1,130 1,075 4x6 1,480 1,260 1,130 1,230 4x8 1,480 1,380 1,130 1,230 PC6Z EPC6Z 5 1⁄2 (10) 0.148 x 3 (8) 0.148 x 3 4x6 1,480 1,260 1,435 1,075 6x6 1,480 1,295 1,435 1,230 6x8 1,480 1,380 1,435 1,230 PC8Z EPC8Z 7 1⁄2 (10) 0.148 x 3 (8) 0.148 x 3 4x8 1,480 1,260 1,435 1,075 6x8 1,480 1,295 1,435 1,230 8x8 1,480 1,380 1,435 1,230 1. Allowable loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. 2. Uplift loads do not apply to spliced conditions. Spliced conditions must be detailed by the designer to transfer tension loads between spliced members by means other than the post cap. 3. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers known as the narrow face. Values in the tables reflect installation into the wide face. See technical bulletin T-C-SCLCLM at strongtie.com for load reductions resulting from narrow-face installations. 4. Post and beam may consist of multiple members provided they are connected independently of the post cap fasteners. 5. 0.148" x 2 1⁄2" nails may be used with no load reduction for uplift and 0.85 of the table loads for lateral. 6. #9 x 1 1⁄2" Strong-Drive SD Connector screws may be substituted for table fasteners with no load reduction. 7. To order models available for rough size lumber, specify RZ suffix — e.g., PC4RZ. 8. Fasteners: Nail dimensions are listed diameter by length. See pp. 23–24 for fastener information. These products are available with additional corrosion protection. For more information, see p. 16. Many of these products are approved for installation with Strong-Drive® SD Connector screws. See pp. 362–366 for more information. PB S Post-to- Beam Selector PCZ™ Post CapEPCZ™ Post Cap ! "#"$%!&'()*+,! -..$ '"/BC8?D;68 )!& ` $!3T !""#$%#& ' () * ( +',- .) '+/012'3,,,456#7&89#%9# 2:201; < .=1>< > ?:@2AA1BBB1)1+ < )Q@ 12 1 JOB SANCHEZ RESIDENCE ENGR. EC JOB NO. 24‐101 SHEET NO. TAG:Y3 ( 2.50 ft), ( 0.00 ft) FORCE: F2=kips h2=8.00 ft F1=kips h1=8.00 ft FTOTAL=kips Load Comb.:(0.6‐.14SDS) D + 0.7 E SHEAR STRESS Y3 :L1= ft v= lbs = plf :L2= ft ft Ltotal= ft OVERTURNING MOT= x 2.50 x 16.0 + 0.94 x 2.50 x 8.00 = k‐ft 2.50 2.50 ROOF: psf x ft = plf FLOOR: psf x ft = plf h/w=3.20 WSP factor = WALL: psf x ft = plf w = plf Vallow=510 x 0.85 = PLF MR= x 2.50 ^2/2 = k‐ft USE: TYPE 4 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. MOT= x 0.00 x 16.0 + 0.94 x 0.00 x 8.00 =k‐ft 2.50 2.50 ROOF: psf x ft = plf FLOOR: psf x ft = plf h/w=########## WALL: psf x ft = plf w = plf Vallow=##########DIV/0!##### ### MR= x 0.00 ^2/2 = k‐ft USE: TYPE ### SHEARWALL ‐ 0.45 x = kips kips OK USE:#### ### POST w/ H.D. 0.85 #DIV/0! #DIV/0! 434 #DIV/0! #DIV/0! #DIV/0! HDU2 188 0.00 0.00 Tallow=#DIV/0! 0.188 0.00 T= 0.0 0.00 Tributary 15 2 30 15 2 30 0.59 16 8 128 2.89 WALL: 0.00 Unit load 15 2 30 2.50 Tallow=3.08 0.188 0.59 T= 7.5 16 8 128 188 WALL:Y3 0.00 15 2 Unit load 30 7.50 Tributary PER SDPWS, SEC. 4.3.4: 2.50 0.00 2.50 SHEARWALL CALCULATIONS‐LEVEL 1 0.00 0.94 0.94 SEISMIC GOVERNS 2.50 937 375 JOB SANCHEZ RESIDENCE ENGR. EC JOB NO. 24‐101 SHEET NO. TAG:Y4 ( 10.50 ft), ( 0.00 ft) FORCE: F2=kips h2=8.00 ft F1=kips h1=8.00 ft FTOTAL=kips Load Comb.:(0.6‐.14SDS) D + 0.7 E SHEAR STRESS Y4 :L1= ft v= lbs = plf :L2= ft ft Ltotal= ft OVERTURNING MOT= x 10.50 x 16.0 + 1.97 x 10.50 x 8.00 = k‐ft 10.50 10.50 ROOF: psf x ft = plf FLOOR: psf x ft = plf h/w=0.76 OK WALL: psf x ft = plf w = plf Vallow=340 PLF MR= x 10.50 ^2/2 = k‐ft USE: TYPE 6 SHEARWALL ‐ 0.45 x = kips kips OK USE:4 x 4 POST w/ H.D. MOT= x 0.00 x 16.0 + 1.97 x 0.00 x 8.00 =k‐ft 10.50 10.50 ROOF: psf x ft = plf FLOOR: psf x ft = plf h/w=########## WALL: psf x ft = plf w = plf Vallow=##########DIV/0!##### ### MR= x 0.00 ^2/2 = k‐ft USE: TYPE ### SHEARWALL ‐ 0.45 x = kips kips OK USE:#### ### POST w/ H.D. #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! HDU2 188 0.00 0.00 Tallow=#DIV/0! 0.188 0.00 T= 0.0 0.00 Tributary 15 2 30 15 2 30 10.36 16 8 128 1.05 WALL: 0.00 Unit load 15 2 30 10.50 Tallow=3.08 0.188 10.36 T= 15.8 16 8 128 188 WALL:Y4 0.00 15 2 Unit load 30 15.78 Tributary 10.50 0.00 10.50 SHEARWALL CALCULATIONS‐LEVEL 1 0.00 1.97 1.97 SEISMIC GOVERNS 10.50 1973 188 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information  New Single Family Residence/Duplex  Addition/Remodel  ADU  Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area: Area to be Added: Total Resulting Area: Stories: Area Added in Past 2 Years (excluding this project): Yes No Questionnaire OCFA Plan Type if “Yes” 1.   New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability (PR400-402) Fire Sprinkler 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has fire sprinklers or a house that will have fire sprinklers added as part of this project? (PR400-402) Fire Sprinkler 3.   Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4.   Distance – Is the most remote portion of the addition, ADU or other detached structure greater than 140-feet from the fire access roadway? *(PR160) Residential Site 5.   Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? *(PR160) Residential Site with Water Availability 6.   Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed contractor to determine if a fire sprinkler modification is needed. (PR400-402) Fire Sprinkler 7.   Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold set by local ordinance? *(PR160) Residential Site (PR400-402) Fire Sprinkler 8.   Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9.   Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU’s). *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10.   Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as defined by the State, or (D) near an area that could be affected by a wildfire in the open space. *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR SANTA ANA CITY COUNCIL Valerie Amezcua Mayor vamezcua@santa-ana.org Thai Viet Phan Mayor Pro Tem, Ward 1 tphan@santa-ana.org Benjamin Vazquez Ward 2 bvazquez@santa-ana.org Jessie Lopez Ward 3 jessielopez@santa-ana.org Phil Bacerra Ward 4 pbacerra@santa-ana.org Johnathan Ryan Hernandez Ward 5 jryanhernandez@santa-ana.org David Penaloza Ward 6 dpenaloza@santa-ana.org MAYOR Valerie Amezcua MAYOR PRO TEM Thai Viet Phan COUNCILMEMBERS Phil Bacerra Johnathan Ryan Hernandez Jessie Lopez David Penaloza Benjamin Vazquez CITY OF SANTA ANA PLANNING AND BUILDING AGENCY 20 Civic Center Plaza ● P.O. Box 1988 Santa Ana, California 92702 www.santa-ana.org ACTING CITY MANAGER Alvaro Nuñez CITY ATTORNEY Sonia R. Carvalho CITY CLERK Jennifer L. Hall May 3, 2024 Also sent via email to: info@vecodesigns.com Oscar Vega, 534 W. Lincoln Avenue, Anaheim, CA 92805 Subject: Address Assignment for new detached Accessory Dwelling Unit (ADU) located at 1142 S. Clara Street (109-091-41) in Santa Ana, CA Dear Mr. Vega, The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment for new detached ADU located at 1142 S. Clara Street (109-091-41). Notice is hereby given that the following assigned address(es) shall be posted onsite per the approved address plan, attached hereto as Exhibit A. Address(es) to be Activated/Posted 1. 1142 S. Clara Street, Unit 2 To subdivide commercial and/or residential units into multiple units, a building permit (and all other associated permits), plans, and inspection approvals by the PBA are required. Address(es) will be verified during inspections by the Building Safety Division. Please update your records accordingly. Should you have any questions, feel free to contact me by phone at 714-667-2728 or by email at CSantana@santa-ana.org. Sincerely, Cristian Santana Cristian Santana Assistant Planner I Exhibit A – Address Plan Address Letter for 1142 S. Clara Street Page 2 of 2 c: Vencent Quaglia, United States Post Office Chris Tuiolosega, United States Post Office Cipriano Corona, Marketing Manager, United States Post Office Alex Alvarez, Postmaster Santa Ana, United States Post Office Federal Express, Administration Cathy Joseph, Garden Grove Unified School District Christine Hy, Garden Grove Unified School District Cathy Slader, Orange Unified School District Orin Williams, Santa Ana Unified School District Yvette Miranda, Santa Ana Unified School District Cristina Bernal, Tustin Unified School District Orange County Fire Authority Neal Kelly, Registrar of Voters Members, Board of Supervisors Southern California Gas Company Southern California Edison Company Claude Parrish, County Assessor's Office SAG, AT&T UPS, Administration City Manager’s Office Beverly Martin, Police Community Services Specialist Boris Duran, Police Systems Manager Jennifer Mendoza, Police Communications Manager Chris Hubbard, Police Systems Support Analyst Alejandra Gutierrez, Treasury & Customer Services Manager Hector Jimenez, Revenue Supervisor Alfonso Chavez, Utilities Customer Services Supervisor Judson Brown, Housing & Neighborhood Development Manager Rudy Rosas, Principal Civil Engineer Zdenek (Zed) Kekula, Principal Civil Engineer Jason Kwak, Building Safety Manager Evelyn LaRocca, Permit Supervisor Kathy Hernandez, Permit Technician Julie Amsden, Permit Technician Ali Pezeshkpour, Planning Manager Jerry Guevara, Senior Planner Yvette Portugal, Code Enforcement Principal Sergio Verino, Code Enforcement Principal W H 3 5 2 4 2 SCALE: 1/8" = 1'-0" EXISTING SITE PLAN S CLARA ST. 5 10'-9" 2% M I N . SL O P E 2% M I N . SL O P E 2% M I N . SL O P E (E) CURB KEY NOTES 1 (E) DRIVEWAY APPROACHED2 (E) DRIVEWAY3 (E) SIDEWALK4 (E) CONCRETE WALKWAY5 (E) 6 Ft. Ht. BLOCK WALL FENCE (E) 6 Ft. Ht. FENCE DOOR 9 (E) 3 Ft. Ht. FENCE DOOR (E) ELECTRICAL METER (E) WATER METER (E) GAS METER 12 13 (E) WATER HEATER TO REMAIN (E) REAR YARD6 8 (E) PLANTER (E) TREE 14 15 16 (E)UN-PERMITTED COVERED PATIO TO DEMOLISHED 434 Sq. Ft. L= 1 2 5 ' P L= 1 2 5 ' P L=50'P L=50'P GM GM 2% M I N . SL O P E 5% M I N . SLO P E 5% M I N . SLO P E 3 5 W H 3 2 1 4 S CLARA ST. 10'-9" 2% M I N . SL O P E 2% M I N . SL O P E L= 1 2 5 ' P L=50'P L=50'P GM GM 2% M I N . SL O P E 3 5 1 SCALE: 1/8" = 1'-0" PROPOSED SITE PLAN N 16 7 10 11 9 14 66 1111 9 9 1515 99 9 1313 13 13 1111 99 1010 1515 77 1212 16 1010 1515 99 7 8 (E) 3 Ft. Ht. BLOCK WALL FENCE WITH BLACKSMITH RAILING17 17 17 17 10'-9" NEW CONCRETE LANDING18 10'-9" 8' - 0 " EXISTING 1-STORY REAR UNIT OF 811 Sq. Ft. 1144 S. CLARA STREET (E) 3 Ft. Ht. BLOCK WALL FENCE 2% M I N . SL O P E 29 ' - 2 " 29 ' - 9 " 13'-2" 5'-3" 12 ' - 0 " 25 ' - 8 " 6' - 0 " 23 ' - 2 " 28 ' - 3 " 29 ' - 1 1 " (E)UN-PERMITTED COVERED PATIO TO BE DEMOLISHED 300 Sq. Ft. 5'-3" 12 ' - 0 " EXISTING UNIT 1 1142 S. CLARA STREET 1,431 Sq. Ft. (NO CHANGES) 4'-0" 18 5' - 0 " 23'-0" PROPOSED 2-STORY A.D.U. OF 767 Sq. Ft. 23'-0" 19 0. 5 % S L O P E FL O W L I N E 17 ' - 2 " 20 20 EXISTING ROOF OVERGANG PROJECTION LINE 20 20 L= 1 2 5 ' P 20 (6) 5 - GALLON SHRUBS NAME: CURLY SENTRY PALM HOWEA BELMOREANA (10) 1- GALLON SHRUBS NAME: HERBACEOUS PERENNIALS NAME: TRISTANIA CONFERTA (1) - NEW 24" BOX CANOPY TREE Lophostemon confertus NATURAL GRASS AREA PLANTS LEGEND * 35% MAXIMUM FOR HARDSCAPE SURFACES WITHIN THE FRONT-YARD, THE FRONT YARD AREA IS DEFINED AS THE AREA BETWEEN THE FRONT POPERTY LINE AND THE BUILDING FACADE. HARDSCAPE AREA 523 Sq. Ft.= LANDSCAPE AREA 934 Sq. Ft.= FRONT YARD AREA =1499 Sq. Ft. (100%) HARDSCAPE MAX ALLOWABLE AREA =525 Sq. Ft. (35%) HARDSCAPE AREA PROVIDED = 523 Sq. Ft. HARDSCAPE / LANDSCAPE AREAS 29 ' - 2 " 25 25 GRAVEL BAGS OR FIBER ROLLS (SEE SHEET GB-3 FOR SPECS) 24 25 CONCRETE WASHOUT AREA (LOCATION MAY VARY) (SEE SHEET GB-3 FOR SPECS) 21 22 23 NEW 24" BOX CANOPY TREE NEW 5 GALLON SHRUBS NEW 1 GALLON SHRUBS 21 22 22 23 13'-2" 23 5% M I N . SLO P E 5% M I N . SLO P E 12 ' - 0 " 8' - 0 " 4' - 0 " 4' - 0 " 4'-11" 12 ' - 0 " 25 ' - 8 " 1142 S. CLARA STREET, UNIT 2 17 EXISTING UNIT 1 1142 S. CLARA STREET 1,431 Sq. Ft. (NO CHANGES) NEW CONCRETE WALKWAY 19 32'-4" 5% M I N . SL O P E 2% M I N . SLO P E 2% M I N . SLO P E 2% M I N . SL O P E 2% M I N . SLO P E 2% M I N . SLO P E FR O N T Y A R D REMOVE ARTIFICIAL GRASS AND INSTALL NATURAL GRASS REMOVE ARTIFICIAL GRASS AND INSTALL NATURAL GRASS 1 8 NEW FRONT COVER PORCH 43 Sq.Ft. 14 26 26 2' - 0 " 5' - 0 " 3' - 0 " 2' - 0 " 7' - 0 " 4'-11" 27 27 IMAGINARY PROPERTY LINE 27 WATER HEATER 1142 S. CLARA STREET, UNIT 2 TANK VOL. 40 (GAL.) NEEA HEAT PUMP BRAND: RHEEM MODEL: HPLD40-1RH 24 7 2% M I N . SLO P E (NO CHANGES) 0. 5 % S L O P E FL O W L I N E EXISTING 1-STORY REAR UNIT OF 811 Sq. Ft. 1144 S. CLARA STREET (NO CHANGES) V E C O d e s i g n - s t u d i o SHEET: JOB No: DATE: DRAWN BY: PLAN: PHONE: JOB SITE: PROJECT NAME: REVISION:BY: SANCHEZ RESIDENCE 23-023 04-19-2024 N.P. 714-474-3531 1142 S CLARA ST. UNIT 2 SANTA ANA CA 92704 d e s i g n e r Oscar Vega C e 1 4 - 4 - 1 2 4 O i e 3 1 - 2 3 - 3 5 i n o e o d e s i g n s . o 5 3 4 N C O N A V E . A N A E M C A 2 5 APPROVED BY :O.V. SITE PLANS A-1.1 CITY OF SANTA ANA Nam< <Firsm,N11,1 ast) �\ C its State, Zip C uescnption of Proiect umber of Square Feet of Residential Space Number of Square Feet of Commercial Space Certificate of ('nmpliAnce ymem of Nchunl F•srlllt% Feci Santa Ana t,n�fie�l .Schonl D'1'qtr'J*ct Sq.Ft x $ (Dev. Fee) Sq, Ft x $ (Dev. Fee) Planning and Building Agency,l rip Approved FOR PERMIT ISSUANC .� . Master ID: Tele hont. Date (tact Parcel Number 'I'elephone of Project (check) NeGrfi Addition Total S Total S Iteration The above representations as to square footage are true. Applicant agrees that if it is later determined that such representations are not true, then this certificate shall automaticallyate terminate, and the appropno City/count-Nr shall be notified. Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to Government Code Section 53080 must do so within 90 days from the payment of the fee., e (Please Print) Lure Date This certifies that the above -named Applicant has paid school facility fees in compliance with all existing and applicable sections of the Government Code and Education Code. v Lz�wz I z I Z. X antA Ana Unified School District Atitt ori;r ci R4presentative DISTRIBUTION Whine -City/County Canuty -Applicant Pink -Facilities Date'